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MEMORANDUM
To: Jim
From: Chuck e`f
Date: June 25, 1990
Re: Cottonwood Park (700 East Main) PUD
Would you please write a letter which is addressed to Stan Mathis
and John Elmore which responds to the attached memo from the city
attorney? This needs to be done as soon as possible.
I have attached the file which I checked out from the clerk's
office in order to see Exhibits A and B. Please make copies as
necessary for our records and return file to clerk, crossing out
my name.
I would like to see your letter before it goes out.
memo_90.107
CITY OF ASPEN
130 uth galena street
aspA, colorado 81611
303 925 -2020
MEMORANDUM/�y �11�1i1�oE,
DATE: June 20, 1990
TO: Bob Gish, Director
Public Works
FROM: Jed Caswall,? City Attorney
RE: 700 East Main PUD Project
The above -noted construction project seems to be in a state of
confusion with the developer proceeding absent proper permits or
the payment of required fees. I talked to the architect and
developer yesterday (Stan Mathis and John Elmore, respectively)
and one excuse they may have for the present state of affairs is
the failure on the City's part to adequately communicate to them
what it is that the City wants them to do regarding certain
aspects of the PUD agreement. They claim they cannot get suffi-
cient information or direction regarding various public improve-
ments they are to make, e.g., sidewalks and sewer lines.
Would you do me the favor of reviewing paragraphs 3e, 5, 6, 7 and
8 of the attached agreement and determine what we have done or
should do to facilitate the proper execution of same. I do not
care to give developers grounds to say that their progress toward
compliance with certain PUD obligations is being held up by the
City.
Please advise. Thank you.
EMC/mc
Attachment
cc: Gary Lyman
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P.U.D. AND SUBDIVISION AGREEMENT FOR COTTONWO(IM PART r�
(700 EAST MAIN STREET)
THIS AGREEMENT is made this X day of
, 1989, between JOHN A. ELMORE II and LIONEL YOW (the
" ners"), and THE CITY OF ASPEN, a municipal corporation (the
"City").
RFrrmar.c
WHEREAS, Owners own that certain real property located in
the City of Aspen, County of Pitkin legally described as:
A parcel of land situated in the SE; SW, of Section 7,
Township 10 South, Range 84 West of the Sixth Principal
Meridian, East Aspen Additional Townsite, Pitkin
County, Colorado, more fully described as follows.
Beginning at the N.W. Corner of Block 21, East Aspen
Additional Townsite; Thence S 75*09111" E 150.00 feet
along the North line of said Block 21; Thence departing
said line S 59°18100" E 56.37 feet; Thence S 50°14'11"
E 118.32 feet; Thence S 52°57139" W 47.02 feet; Thence
S 49°58147" W 21.71 feet to a point on the East line of
said Block 21; Thence S 14°50149" W 100.00 feet along
this East line of said Block 21 to the Southeast corner
of said Block 21; Thence N 75°09111" W 2.31 feet along
the South line of said Block 21; Thence 62.88 feet
along a curve to the right having a radius of 868.51
feet (the chord of which bears S 10°18125" E 62.87
feet): Thence 145.72 feet along a curve to the left
having a radius of 176.18 feet (the chord of which
bears N 51°27127" W 141.60 feet); Thence N 75°09111" W
164.75 feet along the South line of said Block 21 to
the Southwest corner of said Block 21; Thence N
14°50149" E 220.00 feet along the West line of said
Block 21 to the point of beginning.
and;
WHEREAS, Owners' predecessors in title, Dorothy M.
Mikkelsen, Ardith Louise Ware, Alice Gallegos Mikkelsen and
Albert W. Bevan, Jr. entered into a P.U.D and Subdivision
Agreement for 700 East Main Street with the City dated December
19, 1988, for the development of a residential project (the
"Original Project"); and
WHEREAS, the Owners received a recommendation for approval
of an amendment to the Original Project's Growth Management Quota
System allocation, Planned Unit Development and Subdivision
approvals from the Aspen Planning and Zoning Commission on May
9 0 0 V 594 PAGE 94?
30, 1989 and is scheduled to have such amendment reviewed by the
Aspen City Council on June 12, 1989 (hereinafter such amendment
to the Original Project shall be referred to as the "Project");
and
WHEREAS, the City and the Owners wish to enter into a new
P.U.D. and Subdivision Agreement for the Project which will
supercede the Agreement for the Original Project; and
WHEREAS, the Owners have submitted to the City for approval,
execution and recordation a plat for the Project (the "Plat") and
the City agrees to approve, execute and record the Plat on the
agreement of the Owners to the matters described herein, subject
to the provisions of the Municipal Code of the City of Aspen (the
"Code") and other applicable rules and regulations; and
WHEREAS, the City has imposed conditions and requirements in
connection with its approval, execution and acceptance of the
Plat and such matters are necessary to protect, promote and
enhance the public health, safety and welfare, and pursuant to
the Code, the City is entitled to assurances that the matters set
forth herein will be faithfully performed by the Owners and the
Owners' successors and assigns; and
WHEREAS, the Owners are willing to enter into such agreement
with the City and to provide assurances to the City;
NOW, THEREFORE, in consideration of the mutual covenants
contained herein, and the approval, execution and acceptance of
the Plat for recordation by the City, it is agreed as follows:
AGREEMENT
1. Description of Project. The Project consists of
12 free-market residential living units consisting of nine three -
bedroom units (Units 1-9) and three four -bedroom units (Units 10-
12). In addition, the Project will consist of three employee
dwelling units deed restricted to Housing Authority guidelines
and 5 accessory caretaker units attached to Units 6,7,9,10 and
11. Further, underground parking will be constructed for 50
cars.
2. Acceptance of Plat. Upon execution of this
amended agreement by all parties hereto, the City agrees to
approve and execute the final plat for the Project submitted
herewith and reduced -size copies of which are attached hereto as
- 2 -
OODN 0- A
Exhibit A (10 sheets, 1-9A), which conforms to the requirements
of Section 7-1004 of the Code. The City agrees to accept such
plat for recording in the office of the Pitkin County Clerk and
Recorder, upon payment of the recordation fee and cost to the
City by Owner.
3. Construction schedule and Phasing. The City and
the Owners mutually acknowledge that exact construction schedules
cannot be determined at this time. However, it is anticipated
that construction of the Project will begin no later than three
years from the vesting of the Owners' property rights in the
Project. The anticipated construction schedule is as follows:
a. Units 3,4,5 and 6, and the accessory unit to
Unit 6, and the subgrade parking garage are expected to be under
construction on or before June 1, 1990, and completed by June 1,
1993.
b. Units 1,2,7,8, and 9 and the accessory units
to Units 7 and 9 will be under construction on or before June 1,
1991 and completed by June 1, 1993.
C. Units 10 - 12, the employee housing units and
the accessory units to Units 10 and 11 will be under construction
on or before September 1, 1991 and will be completed by June 1,
1991.
d. The swimming pool is expected to be under
construction on or before June 1, 1990, and completed by June 1,
1993, and the common courtyard areas will be completed in
accordance with the completion of construction of the adjacent
Units.
e. The public improvements identified in
paragraph 4 of this Agreement are expected to be under
construction on or before June 1, 1990, and completed by June 1,
1991, and each element thereof shall be installed as soon as
possible consistent with adjacent Project construction. All such
public improvements shall be completed by Owners and accepted by
the City prior to issuance of any certificates of occupancy for
the Project or within three years of the date hereof, whichever
first occurs.
4. Landscaping Improvements. In accordance with the
Code, the landscaping improvements shall be installed as
represented and shown on the plan attached hereto as Exhibit B,
which plan shows the extent and location as well as the type of
plants to be installed, and all landscape features, flower and
shrub definition, proposed treatment of all ground surfaces
- 3 -
BOOK DJ4 FAGE944
(e.g., paving, sod, gravel, etc.) and the other elements of the
landscape plan. The landscaping shall be installed as soon as
possible, no later than the first planting season following the
completion of the construction adjacent to the area of planting.
The Owners shall promptly replace any plants which have not
survived for a period of two growing seasons following the final
certificate of occupancy for the Project.
5. Public Improvements.
a. Sidewalks and public seating. The Owners
will construct sidewalks in accordance with applicable City of
Aspen Engineering Department standards in conjunction with their
construction of the Project. These sidewalks located along the
east side of Spring Street between Main and the Creektree
Driveway and along the north side of Main Street from Spring
Street to Neal Street and along the south side of Neal Street to
the Roaring Fork River bridge will include a two -foot grass area
between the curb and sidewalk as represented and shown on the
plan attached hereto as Exhibit A. The curb along the sidewalk
on the north side of Main Street shall be nine inches high. The
Owners will install at least two benches for public seating at
the corner of Spring Street and Main Street; and one bench and
decorative rock formations on which it is possible to sit at the
river overlook along the north side of Main Street overlooking
Herron Park, as shown on the landscape plan. Owners shall obtain
any required permits from the Colorado Highway Department for
construction of the sidewalks along Main Street prior to
obtaining building permits on the Project.
b. Water lines. The Owners will provide an
interconnect for the Project by extending the dead-end water line
with two isolation valves as shown on the final plat.
C. Sewer lines. A plastic pipe slip line will
be installed on the last segment of the Rio Grande collection
system for a distance of 300 feet to the trunk line, in order to
service the Project.
d. Fire hydrants. The fire hydrant which
currently is located at the southwest corner of the Project will
be upgraded by either replacing the hydrant with one which has an
additional nozzle or, if so requested by the City of Aspen Fire
Marshall, by upgrading the existing hydrant with an alternative
similar system. In addition, the Owners will install a new fire
hydrant at the southeast corner of the Project and will sprinkler
all of the Units for fire protection safety.
- 4 -
ir 9 E45 F�QO{( 4 �AG9
e. River bank stabilization. No vegetation will
be removed nor any slope regraded such that the Roaring Fork
River will be adversely affected. All disturbed slopes will be
stabilized during construction and appropriate measures taken to
prevent erosion. Lincoln DeVore Testing Laboratory has prepared
a report, attached hereto as Exhibit B, which makes certain
additional erosion -control recommendations and specifications
which, when implemented will prevent further undercutting of the
bank along the east side of the Project by the Roaring Fork
River. Currently, the River is undercutting its banks along the
southeast edge of the Project, on City property, and on the
northeasterly edge of the Project property.
The Lincoln DeVore report requires that boulders of a
certain size and specification must be used to prevent further
erosion. The City shall, to the extent available without cost to
the City, provide and deliver boulders meeting the specifications
of the Lincoln DeVore report in order to take steps recommended
in the report to stabilize the undercut eroded area located on
the City property and shall provide and deliver any additional
boulders available to the City to the undercut erosion area on
the Project property. The Owners shall provide any additional
materials and required labor and shall install the riprap as
recommended in the Lincoln DeVore report in both the undercut
areas on the City property and on the Project property. In the
event any further permits from governmental entities other than
the City are required for such installation, the party on whose
property the installation is to be located shall obtain such
permits.
6. Security for public improvements and landscaping.
In order to secure the performance of the construction and
installation of the landscaping and public improvements described
above, the Owners shall provide a bond, letter of credit, cash or
other guarantees in a form satisfactory to the City Attorney in
the sum of $183,233.25. Said guarantee will be delivered to the
City prior to the issuance to the Owners of a building permit for
the Project. The guarantee documents shall give the City the
unconditional right, upon clear and unequivocal default by the
Owners in their obligations specified herein, to withdraw funds
against such security sufficient to complete and pay for
installation of such public improvements or Project landscaping.
As portions of the improvements are completed, the City Engineer
shall inspect them, and upon approval and acceptance, he shall
authorize the release of the agreed estimated cost for that
portion of the improvements, except that ten -percent of the
estimated cost of the improvements shall be withheld for the
benefit of the City until the completion of all of the described
public improvements, and the retainage for the landscaping shall
- 5 -
r�� c�
nm 594 Pact' _6
be withheld until two growing seasons following the certificate
of occupancy for the Project. The Owners shall require all
contractors to provide a warranty that all improvements were
constructed to accepted standards of good workmanship for the
benefit of the City for the installation of the public
improvements described herein for one year from the date of
acceptance. In the event that any existing municipal
improvements are damaged during Project construction, on request
by the City Engineer, a bond or other suitable security for the
repair of those municipal improvement shall be provided by Owners
to the City. Prior to construction of any improvements of the
Project, the Owners will secure a new estimate of the cost of
installation of the public improvements and Project landscaping.
If the new estimate, as approved by the City Engineer, exceeds
the amount set forth in the first sentence of this paragraph, the
security will be increased in such amount. If, however, the new
estimate is lower, the security will be decreased by the amount
necessary to match the current estimate.
7. Utility Easement and electrical transformers. A
utility easement, in the location as shown on the Plat, is
dedicated by the Owners for the benefit of the City and public
utility companies. In addition, the Owners will relocate the
existing utility transformers on the west part of the Project
near the vacated alley to an appropriate location north of the
existing transformer site.
8. Drainage. The storm sewer system and dry well for
site drainage, water retention and other site drainage features
will be installed in accordance with the representations,
drawings, plans and reports attached hereto as Exhibit A.
9. Parking. Owners shall construct 50 subsurface
parking spaces (five of which will be for use by compact cars).
The parking spaces shall be constructed prior to a certificate of
occupancy of the Units.
10. Employee housing requirements. Owners shall
construct housing for 5.75 employees on site in two one -bedroom
employee units and one two -bedroom unit, all of which will be
deed -restricted to the Pitkin County Housing Authority's low-
income guidelines, provided that the Owners shall have the right
to designate the occupant of such unit and give occupancy
priority to employees of the Project, and any occupant who is an
employee, but only as to one of the one (1) bedroom units, shall
not be required to meet income or asset limitations of the
low-income guidelines; however, occupants of the remaining
one (1) bedroom units and the two (2) bedroom unit shall be
required to meet low-income guidelines. The units are initially
intended to be rental units, but the Owners reserve the right to
sell the units in accordance with the sales guidelines
- 6 -
P,00V 594 PQGE947
established by the Housing Authority. In addition, the Owners
will provide a payment -in -lieu for 22 employees at the low income
payment levels, for a total of $440,000.00, to be paid prior to
issuance of building permits for the Project. The deed
restrictions for the employee units are attached hereto as
Exhibit C.
The three previously existing units on the Project
may be reconstructed and are exempt from growth management,
employee housing and park dedication fees. Those previously
existing units are the Ware residence on Spring Street, the Bevan
residence at 120 North Spring Street and the former Mikkelsen
residence at 700 East Main Street ( demolition permit number
9758). The employee units are also exempt from Growth Management
Plan requirements and the fee dedications.
11. Park dedication. The City agrees to accept park
development impact fees (Section 5-603) for the Project in lieu
of land dedications for parks. The employee units and the three
previously existing units are exempt from requirements for a park
development fee (Section 5-606). The previously existing units
consisted of two three -bedroom and one one -bedroom units. The
resulting park development fees owed by the Project are as
follows:
a. Nine three -bedroom units at $3,120.00 each,
for
$28,080.00;
b. Three four -bedroom unit at $3,120.00 each, for
$9360.00.
Thus, the total park development impact fee for the Project
is $37,440.00. This fee shall be paid prior to the issuance of
building permits for the Project.
12. Condominiumization. The City has approved the
condominiumization of the Project, and the City agrees to accept,
execute and approve for recordation a condominium plat prepared
in accordance with the Code. As the Owners have provided
affordable housing pursuant to Sec. 8-106 (E)(5) of the Code, the
Project is exempt from paying the Affordable Housing Impact fee.
The Owners shall record a condominium declaration and shall
create a corporate non-profit homeowners' association and
articles of incorporation and by-laws. The association shall be
responsible for the perpetual maintenance of the Project common
elements and open space in good repair and in a clean and
attractive condition. Membership in the homeowners' association
shall inure to a Unit owner on the transfer of title. The
- 7 -
BOOK TA PAGE 9 4 8
association board of directors shall consist of at least three
unit owners in the Project. Owners agree to join any improvement
district formed for the area in which the Project is located.
13. No fireplaces. The Project shall not contain any
wood -burning stoves, fireplaces or similar devices.
14. Maximum floor area.
no more than 43,000 square feet.
15. Fisherman Easement.
fisherman's easement along the west
River and the easement shall be five
shown on the Plat for the Project.
The Project shall consist of
The Owners shall grant a
bank of the Roaring Fork
feet in width and will be
16. Material Representations. All material
representations made by the Owners on the record to the City in
accordance with the amendment of the Cottonwood Park Subdivision
and P.U.D. approval shall be binding on the Owners.
17. Enforcement. In the event the City maintains
that the Owners are not in substantial compliance with the terms
of this Agreement or the final Plat, the City Council may serve a
notice of noncompliance and request that the deficiency be
corrected within a period of 45 days. In the event the Owners
believe that they are in compliance or that the noncompliance is
insubstantial, the Owners may request a hearing before the City
Council to determine whether the alleged noncompliance exists or
whether any amendment, variance or extension of time to comply
should be granted. On request, the City shall conduct a hearing
according to its normal procedures and take such action as it
then deems appropriate.
18. Notices. Notices to the parties shall be sent by
United States certified mail to the addresses set forth below or
to any other address which the parties may substitute in writing.
To the Owners:
John Elmore
P.O. Box 381
Wrightsville Beach, N.C. 28480
Book 594 PAsE949
Lionel Yow
Yow, Yow, Culbreth, Fox &
Pennington
102 North Fifth Avenue
P.O. Box 479
Wilmington, N.C. 28402
To the City of Aspen:
City Manager
130 South Galena Street
Aspen, Colorado 81611
with a copy to:
City Attorney
130 South Galena Street
Aspen, Colorado 81611
19. Binding Effect. The provisions of this Agreement
shall run with and constitute a burden on the land on which the
Project is located and shall be binding on and inure to the
benefit of the Owners' and the City's successors, personal
representatives and assigns.
20. Amendment. This agreement may be altered or
amended only by written instrument executed by the parties.
21. Severability. If any of the provisions of this
agreement are determined to be invalid, it shall not affect the
remaining provisions hereof.
Attest:
KATHRY S. KOCH
City Clerk
THE CITY OF ASPEN, a municipal
corporation
WILLIAM L. STIRL G, Mayor
- 9 -
proved as t form:
/ City Attorney
JO N A. ELMORE II
E OF COLORADO )
) ss.
COUNTY OF PITKIN )
Acknowledged before me
WILLIAM L. STIRLING, Mayor, and
Ir►
BO111N DJI P,^GEJDU
-� JJ
1981 by
KAT Y S. KOCH, City Cler
My Commission expires: f v
Witness my hand and official seal.
�� Acknowledged before me 198� by JOHN
A. ErA&k II.
-My Commission expires:
^�-,;lL1� :�o ;Witness my hand and official seal.
/ 1-zff"r�
ry ublic
y�L%IINI11���``
Acknowledged before me ` Z,( 198? by
N Commission expires:
-Witness my hand and official seal.
' FC
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c:\jeh\lu\elmore.pud
JEH
- 10 -
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O
BQOK 594 PAGE961 (EXHIBIT ",d "
,
Lincoln DQVore
1441 Motor
Grand Junction, Colo 81501
(303) 242-8968
Mr. Stan Mathis
Stan Mathis Architecture & Planning
119 South Spring Street
Aspen, Colorado 81611
June 14, 1989
Re: Erosion Control Measures
Bank of Roaring Fork River
700 East Main, Aspen, CO
Based on reported 100 year flood elevations estimated from the FEMA study,
anticiptated building placement and existing bank slopes conditions, a
riprap repair and flood protection construction is recommended for this
site. The existing bank is oversteepened and is being undercut by the
river. Slope sloughing and ravelling is ongoing and will continue if
protective measures are not undertaken.
Following are basic recommendations for riprap along areas requiring
repair. It must be emphasized that as the work progresses on the bank
repair and actual building construction on this project, inspection by
this office may reveal conditions which would either modify or extend the
actual amount of slope repair and stabilization required.
Subsurface conditions may be uncovered during the project construction
which were not detected during the initial investigation or covered in the
initial subsurface soils exploration report by Lincoln DeVore, June, 1989.
The placed riprap should not extend more than 2 feet away from the
existing slopeline, to prevent encroachment on the river flood flow path.
The maximum riprap size will vary between 48 to 72 inches inspection,
depending on the actual calculated water velocities expected. The placed
riprap is to be hand placed (not dumped), predominanatly angular in shape,
and shall be a durable material of either select Granitic or other
indigenous igneous rock in the area.
J orado Springs, Colorado PUC610, Colorado Grand Junction, Colorado Glenwood Springs, Colorado Evanston, Wyoming
Riprap shape and placement should conform to
of Engineers design method. Stabilization of
require the placement of a pressure grout in
bedding material will be required between the
deposits.
eonx 594 PAGE96?
the requirements of the Corps
the riprap mass will probably
the riprap mass. A sand
riprap and the native soil
The riprap will have to be placed in stages, due to the steepness of the
slopes and the limited construction area. It is recommended that the
project be scheduled so the riprap and building foundation excavations can
be accomplished together. The riprap placement should be completed before
actual construction of the adjacent building foundations begin.
Actual design of the riprap feature can be accomplished when the project
characteristics are fully defined. If any further questions arise, please
do not hesitate to contact this office.
Respectfully submitted,
Lincoln DeVore, Inc.
Edward M. Morris
Manager/Geological Engineer
Western Slope Branch
Lincoln DeVore
1441 Motor
Grand Junction. Colo 81501
(303)242-8968
you 594 PAGE963
SUBSURFACE SOILS EXPLORATION
COTTONWOOD PARK HOUSING
Block 21, East Aspen Townsite
Aspen, Colorado
Prepared For:
Stan A. Mathis, Architects
P.O. Box 1984
Aspen, CO 81612
Prepared By:
LINCOLN-DeVORE, INC.
1441 Motor Street
Grand Junction, CO 81505
June 5, 1989
,olorado Springs, Colorodo Pueblo, Colorado Grand Junction, CnQxudu Glenwood `e inus, Colorado Evonston, Wyoming
en 594 pmt-964
Lincoln DeVore,Inc.
Geotechnical Consultants
1441 Motor St.
Grand Junction, CO 81505
(303) 242-8968
June 5, 1989
Stan A. Mathis
P. O. Box 1984
Aspen, CO 81612
Re: SUBSURFACE SOILS EXPLORATION
COTTONWOOD PARK HOUSING
Block 21, East Aspen Townsite
Aspen, Colorado
Dear Sir:
Transmitted herein are the results of a Subsurface Soils
Exploration for the proposed Cottonwood Park Housing.
If ,you have any questions after reviewing this report, please
feel free to contact this office at any time. This opportunity to
provide Geotechnical Engineering Services is sincerely appreciated.
Respectfully submitted,
LINCOLN-DeVORE, INC.
BY: EDWARD M. MORRIS
WESTERN SLOPE BRANCH MANAGER"^ =`r
Grand Junction, Office _ '�til'�I
r Y
` bfal�s: o
Reviewed by: Georg orr �; E :: ;.• O
.
LDTL Job No. 70652-J
TABLE OF CONTENTS
INTRODUCTION
Project Description
Project Scope
FIELD EXPLORATION AND LABORATORY TESTING
FINDINGS
Site Description
General Geology and Subsurface Description
CONCLUSIONS AND RECOMMENDATIONS
General Discussion
Open Foundation Observation
Site Preparation
General
Site Preparation
Structural Fill Soil
Fill Placement and Compaction
Field Observation and Testing
Drainage and Gradient
Foundations
Settlement Characteristics
Slabs
Earth Retaining Structures
Floodplains
Reactive Soils
Limitations
000K 594 p4GA65
Page I�4�
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3
4
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4
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8
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12
12
13
13
15
16
16
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20
20
3
BODK ' 94 PAGE 966
INTRODUCTION
PROJECT DESCRIPTION
This report presents the results of our
geotechnical evaluation performed to determine the general subsur-
face conditions of the site applicable to construction of
condominium structures and a parking garage. A vicinity map is
included in the Appendix of this report.
To assist in our exploration, we were
provided with site location and proposed building layout
diagrams. The Boring Location Plan attached to this report is
based on that plan provided to us.
we understand that the proposed struct-
ures will consist of 2 or 3 story, wood -framed structures with a
• full basements and concrete floor slab on grade. Lincoln DeVore
has not seen a full set of building plans, but structures of this
type typically develop wall loads on the order of 1500 plf to
2500 plf and column loads on the order of 6 to 40 kips.
The characteristics of the subsurface
materials encountered were evaluated with regard to the type of
construction described above. Recommendations are included here-
in to match the described construction to the soil characteris-
tics found. The information contained herein may or may not be
valid for other purposes. If the proposed site use is changed or
types of construction proposed, other than noted herein, Lincoln
DeVore should be contacted to determine if the information in
this report can be used for the new construction without further
field evaluations.
BOOK 594 P4GE967
PROJECT SCOPE
The purpose of our exploration was to
evaluate the surface and subsurface soil and geologic conditions
of the site and, based on the conditions encountered, to provide
recommendations pertaining to the geotechnical aspects of the
site development as previously described. The conclusions and
recommendations included herein are based on an analysis of the
data obtained from our field explorations, laboratory testing
program, and on our experience with similiar soil and geologic
conditions in the area.
This report provides site specific
information for the construction of a condominium complex.
Included in this report are recommendations regarding general
site development and foundation design criteria.
The scope of our geotechnical explora-
tion consisted of a surface reconnaissance, a geophoto study,
subsurface exploration, obtaining representative samples, labora-
tory testing, analysis of field and laboratory data, and a review
of geologic literature.
Specifically, the intent of this study
is to:
1. Explore the subsurface conditions to the depth
expected to be influenced by the proposed construction.
2. Evaluate by laboratory and field tests the general
engineering properties of the various strata which
could influence the development.
3. Define the general geology of the site, including
likely geologic hazards which could have an effect
on site development.
4. Develop geotechnical criteria for site grading and
earthwork.
2
P,om 594 WAS
5. Identify potential construcion difficulties and pro-
vide recommendations concerning these problems.
6. Recommend an appropriate foundation system for the
anticipated structure and develop criteria for
foundation design.
FIELD EXPLORATION AND LABORATORY TESTING
A field evaluation was performed on
April 25, 1989, and consisted of a site reconnaissance by our
geotechnical personnel and the drilling of exploration borings.
Three exploration borings were drilled within the proposed
buildings near the locations indicated on the Boring Location
Plan. The exploration borings were located to obtain a reasonably
good profile of the subsurface soil conditions. All exploration
borings were drilled using a CME B-45, truck mounted drill rig
with continuous flight auger to depths of approximately 14 to 15
feet. Samples were taken with a standard split spoon sampler and
by bulk methods. Logs describing the subsurface conditions are
presented in the attached figures.
Laboratory tests were performed on
representative soil samples to determine their relative
engineering properties. Tests were performed in accordance with
test methods of the American Society for Testing and Materials or
other accepted standards. The results of our laboratory tests
are included in this report. The in -place moisture content and
the standard penetration test values are presented on the
attached drilling logs.
3
FINDINGS
Site Description
BOOK 594 FacE 969
The project site is located on all of
Block 21, East Aspen Townsite, Pitkin County, Colorado. Block 21
is bounded by North Spring Street on the west, Main Street on the
south and the Roaring Fork River on the east.
The topography of the site is gently
sloping to the west for the majority of the tract. The exact
direction of surface runoff on this site will be controlled by
the proposed construction and therefore will be variable. On the
east end of the tract, a very steep bank, 13 to 15 feet high,
overlooking the Roaring Fork River, is present. The slope
gradient along this bank ranges from 30% to 100%. Surface
drainage on the tract, as a whole, is fair to good; subsurface
drainage is good.
The existing ground surface elevations
range from a low of 7885 to a high of 7910 feet above mean sea
level. Elevations are taken from a site plan obtain from Stan
Mathis, Architects.
GENERAL GEOLOGY AND SUBSURFACE DESCRIPTION
The geologic materials encountered under
the site consist of alluvial sands and cobbles of the Roaring
Fork River Terrace and glacial till, which is somewhat reworked
by the Roaring Fork River. The geologic and engineering
properties of the materials found in our exploration borings will
be discussed in the following sections.
2
PooK 594 PAGE 970
The soil types encountered during the
field exploration have been grouped into 3 soil types, which
indicate different stages of deposition and soil reworking by the
Roaring Fork River. Soil Type Numbers 1 k 2 are separated due to
to a color difference and relative amounts of mica fines, which
gives the appearance of different soil types. The major
difference between the Engineering characteristics is that Soil
Type #1 represents the -3/4" fraction of a cobble deposit and
Soil Type #2 represents the -1" fraction of a gravel and cobble
deposit. For the following discussion, both Soil Types 1 k 2
will be grouped together.
This Soil Type is classified as a SP/SM
of medium grain size under the Unified Classification System.
This soil type is non -plastic and of moderate density. This soil
will have virtually no tendency to expand upon the addition of
moisture. Settlement will be minimal under the recommended
foundation loads. This soil will undergo elastic settlement upon
application of static foundation pressures. Such settlement is
characteristically rapid and should be virtually complete by the
end of construction. If the recommended allowable bearing values
are not exceeded, and if all other recommendations are followed,
differential movement will be within tolerable limits. At
shallow foundation depths this soil was found to have an average
allowable bearing capacity of 4500 psf.
Soil Type #3 represents thin strata
which are found throughout the lower portion of the soil profile
penetrated by the test borings. This soil type was exposed in
the bank section, shown on The Test Boring Location Diagram as
5
SOON 594 PAGE971
"Banc:: Observation, Soils Profile."
This Soil Type is classified as a GP/GM
of coarse grain size under the Unified Classification System.
This soil type is non -plastic and of medium density. This soil
will have virtually no tendency to expand upon the addition of
moisture. Settlement will be minimal under- the recommended
foundation loads. This soil will undergo elastic settlement upon
application of static foundation pressure_. :Such settlement is
characteristically rapid and should be virtually complete by the
end of construction. If the recommended allowable bearing values
are not exceeded, and if all other recommendations are followed,
differential movement will be within tolerable limits. At
shallow foundation depths this soil was found to have an average
allowable bearing capacity of Woo psf.
At the depth of Test Boring Refusal and
in the "Bank Observation, Soils Profile", a marked change in the
alluvial soils was noted. The coarse portion of the soils is
composed of large, angular boulders -and cobble sized rocks, which
contain a matrix very similar to ;oil Type Numbers 1 & 2. This
zone could not be penetrated by the drilling operation and was
observed at the band: bottom, in the "Bank Observation, Soils
Profile". These soils have similar- Engineering characteristics
to Soil Type Numbers 1 V 2.
The boring logs and related information
show subsurface conditions at the date and location of this
exploration. Soil conditions may differ at locations other than
those of the exploratory borings. If the structure is moved any
appreciable distance from the locations of the borings, the soil
M
eou 594 PAGE97?
conditions may not be the same as those reported here. The
passage of time may also result in a change in the soil condi-
tions at the boring locations.
The lines defining the change between
soil types or rock materials on the attached boring logs and soil
profiles are determined by interpolation and therefore are
approximations. The transition between soil types may be abrupt
or may be gradual.
No free water was encountered during
drilling on this site. In our opinion the true free water sur-
face is fairly deep in this area, and hence, should not affect
construction. Seepage moisture may affect construction if sur-
face drainage is not properly controlled. It is believed that
free water is present between 17 to 25 feet below the existing
ground surface.
Because of capillary rise, the soil zone
within a few feet above the free water level identified in the
borings will be quite wet. Pumping and rutting may occur during
the excavation process, particularly if the bottom of the founda-
tions are near the capillary fringe. Pumping is a temporary,
quick condition caused by vibration of excavating equipment on
the site. If pumping occurs, it can often be stopped by removal
of the equipment and greater care exercised in the excavation
process. In other cases, geotextile fabric layers can be design-
ed or cobble sized material can be introduced into the bottom of
the excavation and worked into the soft soils. Such a geotextile
or cobble raft is designed to stabilize the bottom of the excava-
tion and to provide a firm base for equipment.
7
800K 594 PAGE 9 73
Data presented in this report concerning
ground water levels are representative of those levels at the
time of our field exploration. Groundwater levels are subject to
change seasonally or by changed environmental conditions. Quanti-
tative information concerning rates of flow into excavations or
pumping capacities necessary to dewater excavations is not inclu-
ded and is beyond the scope of this report. If this information
is desired, permeability and field pumping tests will be
required.
CONCLUSIONS AND RECOMMENDATIONS
GENERAL DISCUSSION
No geologic conditions were apparent
during our reconnaissance which would preclude the site develop-
ment as planned, provided the recommendations contained herein
are fully complied with. Based on our investigation to date and
the knowledge of the proposed construction, the site condition
which would have the greatest effect on the planned development
is the steep bank and potential erosion of this bank by the
Roaring Fork River.
Since the exact magnitude and nature of
the foundation loads are not precisely known at the present time,
the following recommendations must be somewhat general in nature.
Any special loads or unusual design conditions should be reported
to Lincoln DeVore so that changes in these recommendations may be
made, if necessary. However, based upon our analysis of the
soil conditions and project characteristics previously outlined,
the following recommendations are made.
9
eoov 594 WE 974
Open Foundation Observation:
Since the recommendations in this
report are based on information obtained through random borings,
it is possible that the subsurface materials between the boring
points could vary. Therefore, prior to placing forms or pouring
concrete, an open excavation observation should be performed by
representatives of Lincoln Devore. The purpose of this observa-
tion is to determine if the subsurface soils directly below the
proposed foundations are similiar to those encountered in our
exploration borings. If the materials below the proposed founda-
tions differ from those encountered, or in our opinion, are not
capable of supporting the applied loads, additional recommenda-
tions could be provided at that time.
SITE PREPARATION
General:
All earthwork and grading for this site
development should be accomplished in accordance with the attach
ed earthwork and grading recommendations and Chapter 70 of the
UBC. All special site preparation presented herein will
supersede those in the attached Standard Earthwork and Grading
Recommendations Section.
Since no site grading plan was made
available at the time of writing this report, the extent of site
grading and the proposed footing elevations is not known. There-
fore, these grading recommendations must be considered
preliminary until Lincoln DeVore has had the opportunity to
review the site grading plans.
9
sou 594 PAGE 9 75
No major difficulties are anticipated in
the course of excavating into the surficial soils on the site. It
is probable that safety provisions such as sloping or bracing the
sides of excavations over 4 feet deep will be necessary. Any such
safety provisions shall conform to reasonable industry safety
practices and to applicable OSHA regulations.
We recommend that the amount of cut and
fill be kept to a minimum on this site. Specifically, we recom-
mend that any cut or fill which reduces the stability of native
slopes be avoided. This includes any cut at the toe of a slope
and any fill placed at the top of a slope. We recommend that any
cut or fill over 4 feet in height be analyzed for stability of
the final slope prior to construction. The stability of the bank
overlooking the Roaring Fork River must be addressed before
construction of the unit numbers 5 through 11 and the Lap Pool.
In general, we recommend all structural
fill in the area beneath any proposed structure or roadway be
compacted to a minimum of 90% of its maximum modified Proctor dry
density (ASTM D1557). we recommend that fill be placed and
compacted at approx- imately its optimum moisture content (+/-
2%) as determined by ASTM D 1557. Structural fill should be' a
granular, non -expansive soil.
Allowable slope angle for cuts in the
native soils is dependent on soil conditions, slope geometry, the
moisture content and other factors. Should deep cuts be planned
for this site, we recommend that a slope stability analysis be
performed when the location and depth of the cut is known.
10
pooK 594 F4GE976
Notching the structure into the hillside
will create some very steep cut slopes. While such slopes may
stand safely for short periods of time, exposure to the elements
for any extended period requires that the slope be braced or
surface -protected. we recommend that building walls in contact
with such cut slopes be designed as retaining walls. The magni-
tude of the forces to which the wall will be subjected are noted
in the section on lateral stability.
We recommend that all backfill placed
around the exterior of the building, and in utility trenches
which are outside the perimeter of the building and not located
beneath roadways or parking lots, be compacted to a minimum of
85% of its maximum Proctor dry density (ASTM D 698).
During the placement of any structural
fill, it is recommended that a sufficient amount of field tests
and observation be performed under the direction of the geo-
technical engineer. The geotechnical engineer should determine
the amount of observation time and field density tests required
to determine substantial conformance with these recommendations.
Site Preparation:
It is recommended that site prep-
aration begin with the removal of all vegetation, existing man-
made fill and other deleterious materials. This applies both to
areas to be filled and areas to be cut. The removed materials
should be legally disposed of off -site or, if appropriate, stock-
piled for later use in non-structural areas or landscaping. In
the case of existing man-made fill, we recommend that it be
11
pmnK 594 PAGE 977
removed completely. It is recommended that the exposed native
soil be scarified to a depth of 12 inches, brought to near opti-
mum moisture conditions and recompacted to a minimum of 90% of
maximum dry density as determined by ASTM D 1557.
Prior to placing fill, the exposed
ground should be observed by representatives of Lincoln DeVore to
determine that all deleterious material, man-made fill and soft
areas have been adequately removed. The removed material may then
be replaced with uniformly compacted lifts of structural fill
until the desired slab or footing elevation is achieved. We
recommend that the structural fill be placed within 2% of the
optimum moisture content of the material and compacted to a
minimum of 90% of its maximum dry density, ASTM D 1557.
Particular note needs to be made of any abandoned foundations,
leach fields, cisterns, sewage tanks and trash pits.
Structural Fill Soil:
It appears that the majority of the
material excavated from cut areas is suitable for reuse as
structural fill. Material to be approved shall be free of
deleterious matter and oversized hard rock. We recommend that no
predominantly clayey soils or claystones be included in the
structural fill.
Fill Placement and Compaction:
We recommend that structural fill
placed beneath floor slabs, foundations and parking lots be
compacted to a minimum of 90% of its maximum modified Proctor dry
density (ASTM D 1557). The structural fill shall be placed and
compacted at a moisture content within +/- 2% of optimum
12
eou 594 PAGE 9 78
moisture.
Field Observation and Testing:
The opinions and conclusions of a
geotechnical report are based on the interpretation of inform-
ation obtained by random borings. Therefore the actual site
conditions may vary somewhat from those indicated in this report.
It is our opinion that field observations by the geotechnical
engineer who has prepared this report are critical to the contin-
uity of the project.
DRAINAGE AND GRADIENT:
Adequate site drainage should be provid-
ed in the foundation area both during and after construction to
prevent the ponding of water and the saturation of the subsurface
soils. We recommend that the ground surface around the structure
be graded so that surface water will be carried quickly away from
the building. The minimum gradient within 10 feet of the building
will depend on surface landscaping. We recommend that paved areas
maintain a minimum gradient of 2%, and that landscaped areas
maintain a minimum gradient of 8%. It is further recommended that
roof drain downspouts be carried across all backfilled areas and
discharged at least 10 feet away from the structure. Planters, if
any, should be so constructed that moisture is not allowed to
seep into foundation areas or beneath slabs or pavements.
At the higher altitudes at this site,
difficulty with freezing of drainage lines at the discharge point
is probable. We recommend that this be overcome by discharging
into a protected, coarse rock and cobble fill or mound. As an
13
BOON 594 PAGE979
alternative, heat tapes can be used on the discharge point of the
pipe. The drain outlet must also be located with due consider-
ation given to the proposed pattern of snow removal.
It is recommended that the natural
drainage, existing prior to construction, be disturbed as little
as possible by final grading. In particular, we recommend that
water not be channeled along or across any newly filled areas, as
this may result in accelerated erosion and damage to the fill. To
fully minimize erosion, a vegetative cover should be established
as soon after grading is complete as possible.
To give the building extra lateral sta-
bility and to aid in the rapidity of runoff, it is recommended
that all backfill around the building and in utility trenches in
the vicinity of the building be compacted to a minimum of 85% of
its maximum Proctor dry density, ASTM D 698. The native soils on
this site may be used for such backfill. We recommend that all
backfill be compacted using mechanical methods. No water flooding
techniques of any type may be used in placement of fill on this
site.
Should an automatic lawn irrigation
system be used on this site, we recommend that the sprinkler
heads be installed a minimum of 5 feet from the building. In
addition, these heads should be adjusted so that spray from the
system does not fall onto the walls of the building and that such
water does not excessively wet the backfill soils.
The slope areas immediately adjacent to
the Roaring Fork River drainage can be considered potentially
unstable due to the threat of on -going erosion. A minimum setback
should be established between the proposed construction and the
14
Ecu 594 F ASO
edge of existing slope scarps. We recommend that the setback
distance be established by laboratory analysis of the shear
strength and stability of specific locations along the banks. In
addition, mitigation systems are recommended to control the on-
going erosion caused by the river. Such mitigation could include
retaining walls, riprap, gabions or other stabilization materials.
FOUNDATIONS
We recommend the use of a conventional
shallow foundation system consisting of continuous spread foot-
ings beneath all bearing walls and isolated spread footings
beneath all columns and other points of concentrated load. Such
a shallow foundation system, resting on the native alluvial
sands, gravels and cobbles of the Roaring Fork River Terrace, may
be designed on the basis of an allowable bearing capacity of
2800 psf maximum. Contact stresses beneath all continuous walls
should be balanced to within + or - 300 psf at all points.
Isolated interior column footings should be designed for contact
stresses of about 150 psf less than the average used to balance
the continuous walls. The criterion for balancing will depend
somewhat upon the nature of the structure. Single -story, slab on
grade structures may be balanced on the basis of dead load only.
Two and three story structures may be balanced on the basis of
dead load plus 1/2 live load.
Stem walls for a shallow foundation
system should be designed as grade beams capable of spanning at
least 10 feet. These ''grade beams" should be horizontally
reinforced both near the top and near the bottom. The horizontal
15
e,00g '94 PAGE981
reinforcement required should be placed continuously around the
structure with no gaps or breaks. A foundation system designed
in this manner should provide a rather rigid system and, there-
fore, be better able to tolerate differential movements assoc-
iated with any lenses or thin strata of sands or silts which may
underlie the foundation footings.
Settlement Characteristics:
We anticipate that total and/or diffe-
rential settlements for the proposed structures may be considered
to be within tolerable limits, provided the recommendations pre-
sented in this report are fully complied with. In general, we
expect total settlements for the proposed structure to be less
than 1 inch.
We recommend that the bottom of all
foundation components rest a minimum of 4 feet below finished
grade or as required by the local building codes. Foundation
components must not be placed on frozen soils.
SLABS
Slabs could be placed directly on the
natural soils or on a structural fill. We recommend that all
slabs on grade be constructed to act independently of the other
structural portions of the building. one method of allowing the
slabs to float freely is to use expansion material at the slab -
structure interface.
It is recommended that slabs on grade be
constructed over a capillary break of approximately 6 inches in
thickness. We recommend that the material used to form the capil-
R;
BOOK 594 PAGE98?
lary break be free draining, granular material and not contain
significant fines. A free draining outlet is also recommended for
this break so that it will not trap water beneath the slab. A
vapor barrier is recommended beneath the floor slab and above the
capillary break. To prevent difficulty in finishing concrete, a 2
inch sand layer should be placed above the break.
If the interior floor slabs are to re-
cieve heavy loads due to: a) wheel loads of industrial vehicles
such as fork lifts or straddle carriers, b) concentrated static
loads of racks, or c) heavy distributed stacked loads, then the
slabs classify as industrial and we recommend they be designed in
accordance with methods outlined in the PCA publication, "Slab
Thickness Design for Industrial Concrete Floor Slabs on Grade".
For design purposes, the modulus of subgrade reaction for this
soil may be taken as 100 pci.
EARTH RETAINING STRUCTURES
The active soil pressure for the design
of earth retaining structures may be based on an equivalent fluid
pressure of 28 pounds per cubic foot. The active pressure should
be used for retaining structures which are free to move at the
top (unrestrained walls). For earth retaining structures which
are fixed at the top, such as basement walls, an equivalent fluid
pressure of 40 pounds per cubic foot may be used. It should be
noted that the above values should be modified to take into
account any surcharge loads, sloping backfill or other externally
applied forces. The above equivalent fluid pressures should also
be modified for the effect of free water, if any.
The passive pressure for resistance to
17
BOOR 594 PAGE983
lateral movement may be considered to be 290 pcf per foot of
depth. The coefficient of friction for concrete to soil may be
assumed to be .62 for resistance to lateral movement. When
combining frictional and passive resistance, the latter must be
reduced by approximately 1/3.
We recommend that the backfill behind
any retaining wall be compacted to a minimum of 85% of its
maximum modified Proctor dry density, ASTM D-1557. The backfill
material should be approved by the Soils Engineer prior to
placing and a sufficient amount of field observation and density
tests should be performed during placement. Placing backfill
behind retaining walls before the wall has gained sufficient
strength to resist the applied lateral earth pressures is nQt,
recommended.
Drainage behind retaining walls is
considered critical. If the backfill behind the wall is not well
drained, hydrostatic pressures are allowed to build up and
lateral earth pressures will be considerably increased. There-
fore, we recommend a vertical drain be installed behind any
impermeable retaining walls. Because of the difficulty in place-
ment of a gravel drain, we recommend the use of a composite
drainage mat similar to Enkadrain or Miradrain. An outfall must
be provided for this drain.
Special considerations in design and
construction of the swimming pool will be necessary since water
leakage from the pool which saturates supporting soils will
reduce the stability of the slope above the Roaring Fork River.
18
BOOK 594 PAGE 9 8 4
It is recommended that an underdrain system be constructed
beneath the swimming pool. This underdrain will consist of a
layer of clean, coarse gravel or crushed rock approximately 12
inches in thickness. The subgrade beneath this gravel layer
should be carefully graded so that no depressions exist and water
has direct access to the drain. It is recommended that an
impermeable membrane be placed between the gravel layer and the
subgrade to prevent moisture from seeping into the subgrade soil.
This membrane could be a spray -on asphalt emulsion, a
polyethylene film or a bentonite layer. At the lowest point in
the underdrain layer, a small lined sump pit is recommended to
allow a pump to discharge seepage water to the ground surface.
The gravel or crushed rock layer may vary some, but, in general,
should meet the following recommendations:
sziln
3" 100
2" 60-90
1 1/2" 12-40
#4 0-12
#20 0-8
#100 0-3
FLOODPLAINS
The site is partially within the 100-
year floodplain of the Roaring Fork River Federal, State, and
local regulations will require the finished floor elevation to be
at least 1 foot above the 100-year floodplain. Federal
regulations require that the construction of a fill not raise the
flood water elevation more than 12 inches. A detailed hydrologic
study of the area is recommended to determine the effect of
construction on the elevation of the 100-year flow water level.
Such a study is beyond the scope of this report.
19
Pony 594 PAGE985
REACTIVE SOILS
since groundwater in the area typically
contains sulfates in quantities detrimental to a Type I cement, a
Type II cement is recommended for all concrete which is in
contact with the subsurface soils and bedrock. Calcium chloride
should not be added to a Type II cement under any circumstances.
LIMITATIONS
This report is issued with the
understanding that it is the responsibility of the owner, or his
representative to ensure that the information and recommendations
contained herein are brought to the attention of the architect
and engineer for the project, and are incorporated into the
plans. In addition, it is his responsibility that the necessary
steps are taken to see that the contractor and his sub-
contractors carry out these recommendations during construction.
The findings of this report are valid as of the present date.
However, changes in the conditions of a property can occur with
the passage of time, whether they be due to natural processes or
the works of man on this or adjacent properties. In addition,
changes in acceptable or appropriate standards may occur or may
result from legislation or the broadening of engineering
knowledge. Accordingly, the findings of this report may be
invalid, wholly or partially, by changes outside our control.
Therefore, this report is subject to review and should not be
relied upon after a period of 3 years. The recommendations of
this report pertain only to the site investigated and are based
on the assumption that the soil conditions do not deviate from
PW
eooK 594 MGE 986
those described in this report. If any variations or undesirable
conditions are encountered during construction or the proposed
construction will differ from that planned on the day of this
report, Lincoln DeVore should be notified so that supplemental
recommendations can be provided, if appropriate.
Lincoln DeVore"makes no warranty, either
expressed or implied, as to the findings, recommendations,
specifications or professional advice, except that they were
prepared in accordance with generally accepted professional
engineering practice in the field of geotechnical engineering.
zl
onni, Y14 OACC Q "7
3E
.met
. --,- � � � •�•, - ,� \I Iowa �
•
f °1
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H
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00L
POOR COP,X., -j
Cofior csw00C/ Part( /40& S/n9 LI N CO L N GOLORADO : COLORADO SPRINGS
/ L, DeVORE GRAND JUNCTION , PUEBLO
70,
0 Moir S/ �f Aspen, Io rado E N G I N E E R S
GEOLOGISTS
pou 594 FACE 988
SOILS
DESCRIPTIONS:
ROCK
DESCRIPTIONS:
SYMBOLS a NOTES:
symmx
2= PESCR/P7/ON
SrWx
OESCR/P
SYMSOL DESCR/Pr/ON
'Y
Topsoil
SC01yENTutr ROCK!
CONGLOMERATE
9/I2 Standard penetration drive
Numbers indicate 9 blows to drive
Man-made Fill
SANDSTONE
the spoon 12"into ground.
oo•o-o.
0:0:0:0:
•0:0:a
GW Wel I -graded Gravel
-
- - -
SILTSTONE
.0.0 00
__-___-
ST 2- I/2' Shelby thin wall sample
0000
000 0000
o
GP Poorly -graded Gravel
=_ =_==
----
SHALE
0000
x x x
Wo Natural Moisture Content
GM Silty Gravel
x x x
CLAYSTONE
°O
Wx Weathered Material
GC Clayey Gravel
COAL
SW Well -graded Sand
LIMESTONE
Free
_voter Free water table
SP Poorly -graded Sand
DOLOMITE
'YONaturol dry density
I I I
I I I
1 l l
SM Silty Sand
MARLSTONE
T.B.- Disturbed Bulk Sample
SC Clayey Sand
GYPSUM
Qz Soil type related to samples
-
in report
ML Low -plasticity Silt
-
Other Sedimentary Rocks
�.
CL Low -plasticity Clay
17 ,1,7
,�k-�t
ii /� ��
10Nt� l"% R( CK3
GRANITIC ROCKS
l5' Wx Top of formation
Form.
OL Low -plasticity Organic
+++
DIORITIC ROCKS
oTest Boring Location
Silt and Clay
MH High -plasticity Silt
jp.' �/
GABBRO
®Test Pit Location
CH High -plasticity Clay
RHYOLITE
i—� Seismic or Resistivity Station.
OH High- plasticity
-
ANDESITE
Lineation indicates approx.
_
Organic Clay
read length a orientation of s
g p
(S =Seismic , R=Resistivity)
-`"A"
Pt Peat
BASALT
GW/GM Well- graded Gravel,
ao�oo
eeooa;
TUFF & ASH FLOWS
Standard Penetration Drives are made
Silty
by driving a standard 1.4"split spoon
0 0�"',
sampler into the ground by dropping a
°
GW/GC Well -graded Gravel,
.i00
BRECCIA 8 Other Volconics
140lb. weight 3o".ASTMtest
°
Clayey
^�^`O`
des. D-15e6.
00
0 0
a
0
GP/GM Poorly - graded Gravel,
Silty
�' ��
Otter Igneous Rocks
Samples may be oulk standard split
„rT!�, tg Rocs
spoon l both distu, bed) or 2-%2" I D.
0
O0°°
GP/GC Poorly -graded Gravel,
f
CNEISS
thin wall Oundistirbed11) Shelby tube
°
Clayey
' (�'
samples. See log for type.
GM/GC Silty Gravel,j/�
SCHIST
The boring logs show subsurface conditions
o
Clayey
�'
at the dates and locations shown ,and it is
GC/GM Clayey Gravel,
PHYLLITE
not warranted that they are representative
Silty
of subsurface conditions at other locations
SW/SM Well - graded Sand,
SLATE
and times.
Silty
SW/SC .Well -graded Sand,
METAOUARTZITE
Ctoyey
l l 1 1 1
SP/SM Poorly -graded Sand,
MARBLE
Silty
0
I i i I
SP/SC Poorly -.graded Sand,
/��`/�
HORNFELS
Clayey
1 I
11
SM/SC Silty Sand, Clayey
�
SERPENTINE
l I
SC/SM Clayey Sand, Silty
LH,
Other Metamorphic Rocks
CL/ML Silty Clay
`'' LINCOLN
DeVOFE
ICOLORADO.Colorado Sprngs, Pueblo,
GW%wood Sprine;, taontrote, Gun'sonM,
EXPLANATION OF BOREHOLE LOGS
TESTING
AND LOCATION DIAGRAMS
A ORATORr
prin 1
Grand �unCh�n.- wYO.- Rock Spring'
Pon 594 FacE989
LL
r
a
w
0
3'-
"E
tS-
O
2
w
a
L
BORING NO. i
ELEVATION:
Z
O ULU
a Z
CC r
z cn
LL
u
>-
r
:D00
cn z
w
Ix Z
r w
`—" Z
O O
�j
DESCRIPTION
a cc
Z wp
u
Ver7 fzockr — coh6/fs C"--41 b0a1c1?rs
Sur�v�c sails bd,Ae- beep reworkeq! b,T- Hu7`
Cobb/es arm haT- r,+es7`c� — Gru,t�a(s
r►1ec�iu,y o�w,si J
,Z.7%
`"' c�z - s � /r7 s,�l �� a es
�ro ►w.l s vim,/ 5 � / h' �� 7��1t es wiY li ce b b/es
i
I I I
I
c-il/ts ure he7 ,,esYr� A/0 (oN�sia,N
6 %
i I i
I
Silty r:�` /e�,ycs -- sl,-9/,r/y �►ras7 �oisr
Nolp Cas2c,� -�
4-4
E�nL�e Dr,II �e�usd/ n�ec7iw•r c�4r•si/-y
DPP s re �%crP.czSe -To f�u(c�ors �
v b b es - � �� G tYe�-/_s �'-ei � r �an►/t,
go F:&e U✓c7erj.rt l I-) I0/e
-LS- g 4
LINCOLM LGOLORADO: COLORADO SPRINGS, �eVOR E GRAND JUNCTION , PUEBLO ,
ENGINEERS • GLENWOOD SPRINGS
GEOLOOIST3
LOf OF SUBSURFACE EXPLORATION
DATE 4-z.5--99
JOB NO. 7265"1.-T
F,,00K 594 PA(A90
5-
10-
Is-
0
cn
W
-j
Q
cn
BORING NO.
ELEVATION:
DESCRIPTION
O U
a a
W W
0. cc
a
~ ~
W
Z o
W
CC
Z
~ W
0
M, U
R,--woKKEP aK /VoT Fig
MAY Ro�kY _ MEO/l/H 1�E,Us,ry
yr�.� awrl Coi6/� SJuct' — ra�`c �
Incl�rtly yI`.w/s
I I r
Occ $iGT y S/4N p LF.NSE.3 S�iy' 6r�y Ma/sr 7- ~Ikt
Irl
Hole 7'
rrr
I
occoss"o�,a,( Rocr�s - s��-rr s�Nvs - I�eRY /`1�c.+�ca�s
ys —very /ojvP/�rrra - �ediuw► %,s.-fj.
o
IV-0 roH£sl-ON �BB«s AND
h►Pol%u'+r �esrsit7. — qoT hes7�q� h�o/S7`
6�
Na/,e C..r // 74evY h►ictc�uuts �ihes
NO Fe-c-o gli?rsR /N #W'F
If 'L3-- 9.9
LOG OF SUBSURFACE EXPLORATION
LINCOLN COLORADO: COLORADO SPRINGS,
L�DATE �-Zs-S9 DeVOR E GRAND JUNCTION , PUEBLO ,
ENGINEERS • GLENWOOD SPRINGS
GEOLOGISTS JOB NO.
POnK 594 F (A91
s-
IO
/s
ELEVATION:
BORING NO. 3
DESCRIPTION
GRASS- #I-40< 611-7-y Cr-Ay — i4l�7-
l►?iRm^ cloys i+,ica — moist Ta vuy i►*oisT`
/Mcrr_asif7 more w+ict
Z,�raQsn� C��b%ems No �oAf.f mess;
S i J7� Sa sx l'`A P S 9 r fxv8 !S
Tb,�, L ehse-s a7c s l7� s• .ls - �winc`r- C-lays
Meo•�iu,.,, Den>�iy .�ncrmr�s•� M��
All
-.ZNcrr-qj-A� �odb/�s - Passi6/r �j'aulc� s
%��Pc�ru+y c/�2nsii�y
No r-ke E w,4mc IA( �7b1.F
4—zs "B9
LINCOLN COLORAOO:COLORADO SPRINGS,
L, DeVORE I GRAND JUNCTION , PUEBLO ,
ENG'NEERS • GLENWOOD SPRINGS
GEOLOGISTS
z
0 W
F- U
a z
C
H
w T
Z v)
W W
a M
z
3_ I o
-+,9 y
LOG OF SUBSURFACE EXPLORATION
_ I DATE 4 -,Z -99
JOB its. 706S.z -.T
pom 594 PAGE 992
Soil Sample SP�SM f oor/y G�oJe�/ sq,�a/s s,'/fy Test No. 706SZ
Pro j e c t Ca ffcrw09W f"0 rK //0as1�7g Date ,S- /D - B9
Sample Location •2 e /9 f Test by l%• O. 3
100
90
80
5+ 70
M
a 60
w SO
40
w
9 30
W
a' 20
10
0
SILT TO CLAY
Mlql�����Nonplastic
to Plastic 11
I
��IN��I�
I
N
�■
I
HIM
I'm
HOME
MEN
IIII
L-'2" ~4" -2,r/q3" 44 410 it;() fK0 #100 #200 - Sieve No.
Sample No.
Specific Gravity
Moisture Content 2.69
Effective Size
Cu 43.33
Cc 149
Fineness Modulus
T47,02 a 9'
P.I.�i'�
BEARING pet
)1
Sieve Size % Passing
1 1/2"
1"
3/4 "
/oa. a
1/2 „
93.4
3/8 "
4
10
20
39.7_
40
L 79
100
200
0200
14.6
11.4
SulfQtee_
LI N CO L N COLORADO : COLORADO SPRINGS
GRAIN SIZE ANALYSIS �� DeVOR E GRAND JUNCTION , PUEI5L0 ,
ENGINEERS GLENWOOD SPRINGS
GEOLOGISTS
►A
w
Soil Sample S'Af Si/fy Ja nYS
Project C0 t/an &100d �arK Nousinq
Sample Location
10
9C
8(
7C
6C
5C
4C
30
20
10
0
Ti9 * 3,P 4 '
pooK 594 PAGF 99:3
Test No. 706 J-2
Date .S- /o- 99
Test by />.0. S
SILT TO CLAY
I
�milli
•9
WIND
NINE
�■
I
INCOME
�
II
ME
liiiiiism
11
RONNIE
I
oil
100,11
J.'11-0
I I
D.Jame[er-
(irp-L I
01
1-Y2" -14"#4 #10 #20 W #100 #200 - Sieve No.
Sample No.
Specific Gravity
Moisture Content 3.1Z
Effective Size
Cu /0.0
Cc /. 0
Fineness Modulus
L.L. _% P.J.- %
BEARING_ pef
Il
Sieve Size % Passing
1 1/2 "
1 "
/00.0
3/4 "
gS. 8
1/2 "
70•Z
3/8 "
6,6/
4
S6.9
10
46.0
20
,34.0
40
2.3.8
100
200
0200
/6:4
/Z. 7
Sulfates
Li N CO L N COLORADO : COLORADO SPRINGS
GRAIN SIZE ANALYSIS DeVOR E GRAND JUNCTION , PUEBLO ,
ENGINEERS GLENWOOD SPRINGS
___ GEOLOGISTS
Soil Sample G'P/GM Poor/y Graded Giava/ Si//Y
Project Col"Ic"2u,100d /'°'k #Ous;17y
Sample Location T%j '0 / e / -/
loc
9C
HW SC
3
7c
q
x 6C
sc
4C
w
a 3C
w
a 20
1C
0
eom 594 PAGE994
Test No. 70652-
Date -5 -30 -99 i
Test by /) 0 S.
1�SILT
TO CLAY
Nonplastic
to Plastic
Ell
111111111111
Ills
I
1
0
M
MEN
M,
M11111111111111IMN
OWN
III
Hill
MIMI
111,11111IM111mm��mim�
s�■om
�i
it
is
Illsrr
1-y'2" 4"'Z�yB" #4 4*10 420 #40 #100 4200 - Sieve No.
Sample No. J
Specific Gravity
Moisture Content 4.47
Effective Size
Cu
/83.33
Cc 297
Fineness Modulus
T1301e4p,9'
BEARING psf
)1
Sieve Size
% Passing
2 `
/00. 0
1 1/2 "
1.1
7.4 S
79. B
3/4 "
74.7
1/2 "
6-4-1
3/8 "
S8.4
4
49.0
10
96.0 -
20
22.7
40
/6.9
100
200
0200
Ig-1
//. 7
Sulfates
---- -----ppm
LINCO)LN COLORADO: COLORADO SPRINGS
GRAIN SIZE ANALYSIS IbENGINERS DeVOREGRAND JUNCTION ,PUEBLO1---- GEOLOGISTGLENW000 SPRINGS
POR 594 mA95
EXHIBIT C
OCCUPANCY DEED RESTRICTION AND AGREEMENT
CARETAKER
EMPLOYEE DWELLING UNIT
THIS OCCUPANCY DEED RESTRICTION AND AGREEMENT (the
"Agreement") is made and entered into this day of June, 1989,
by and between John A. Elmore II and Lionel Yow (hereinafter
referred to as "Owner") and the Aspen/Pitkin County Housing
Authority, a Colorado corporation (hereinafter referred to as the
"Authority") organized pursuant to the Colorado County Housing
Authority laws, as set forth in C.R.S. Section 29-4-501, et. seq.
and the City Council of Aspen.
W I T N E S S E T H:
WHEREAS, Owner owns real property more specifically
described on Exhibit A attached hereto and incorporated herein (the
"Real Property"). For purposes of this Agreement, the Real
Property and all appurtenances, improvements and fixtures
associated therewith shall hereinafter be referred to as the
"Property"); and
WHEREAS, the Property shall contain twelve (12) free-
market dwelling units, five (5) accessory caretaker units and three
(3) affordable resident dwelling units, two of which will be one -
bedroom units, and one of which will be a two -bedroom unit
(collectively, these three units shall be known as the "Affordable
Residential Units"); and
WHEREAS, this Agreement imposes certain covenants upon
the Property which restrict the Use and Occupancy of the Affordable
Residential Units to residents and their families who are either
employed by the Owner or who are residents of Pitkin County and
fall within the Housing Authority rental/sale price and resident
qualification guidelines established and indexed by the Authority
on an annual basis.
NOW, THEREFORE, in consideration of the sum of Ten
($10.00) Dollars and other good and valuable consideration, paid
to the Authority by the Owner, the receipt and sufficiency of which
is hereby acknowledged, it is agreed by the parties hereto as
follows:
1) The Owner hereby covenants that the Affordable Residential
Units described above shall at all times be limited to housing
for qualified employees of the Owner or for those individuals
who are employed in Pitkin County and who meet the definition
of "qualified low-income residents" in accordance with
guidelines established by the Housing Authority of the City
of Aspen and Pitkin County or a successor thereto. The Owner
of the Affordable Residential Units shall have the right to
lease the units to a qualified employee of the Owner's
selection. Such individual may be an employee of the Owner,
or employed as a resident caretaker, provided such person
fulfills the requirements of a qualified low-income resident.
{"4 996
2) Written verification of employment of person(s) proposed to
reside in the Affordable Resident Units shall be completed and
filed with the Housing Authority Office by the Owner of the
unit prior to occupancy thereof, and must be acceptable to the
Housing Authority. If the Owner does not rent the employee
unit to a qualified low income resident, the unit shall be
made available for occupancy in accordance with the Housing
Authority Guidelines, provided the Owner shall have the right
to approve any prospective tenant, which approval shall not
be unreasonably delayed or withheld.
3) The one -bedroom Affordable Residential Units are limited to
occupancy by not more than two adults and related children.
Resident adults must qualify as, and have been found by the
Housing Authority to be, residents of the community as
referred to above.
4) Lease agreements executed for occupancy of the Affordable
Residential Units shall provide for a rental term of not less
than six consecutive months.
5) Should the Owner determine that the Affordable Residential
Units will be offered for sale, the sales will be made in
accordance with the Housing Authority Guidelines in affect at
the time of the sale.
6) These covenants shall be deemed to run with the land as a
burden thereof for the benefit of, and shall be specifically
enforceable by, the Board of County Commissioners of Pitkin
County, the Housing Authority of the City of Aspen and Pitkin
County, and the City of Aspen, their respective successors as
applicable, by any appropriate legal action including, but riot
limited to, injunction, abatement, or eviction of non-
complying tenants during the period of the life of the last
surviving member of the presently existing Board of County
Commissioners of Pitkin County, Colorado, plus twenty-one
years, or for a period of fifty years from the date of
recording hereof in the Pitkin County real property records,
whichever period shall be less.
IN WITNESS WHEREOF, the parties hereto have executed this
instrument on the day and year above first written.
OWNER:
Mailing Address:
STATE OF )
SS.
COUNTY OF )
The foregoing instrument was acknowledged before me this
day of , 19 , by
WITNESS my hand and official seal.
My commission expires:
ACCEPTANCE BY THE HOUSING AUTHORITY
The foregoing agreement and its terms are accepted by The
Aspen/Pitkin County Housing Authority.
HOUSING AUTHORITY OF THE CITY OF ASPEN
AND PITKIN COUNTY, COLORADO
BY:
Mailing Adress: 130 South Galena Street
Aspen, Colorado 81611
STATE OF COLORADO )
) SS.
COUNTY OF PITKIN )
The foregoing instrument was acknowledged before me this
day of , 19 , by
WITNESS my hand and official seal.
My commission expires:
Notary Public
c:\jeh\re\occ89.fm
nnK 594 PAGE998
EXHIBIT A
A parcel of land situated in the SE, SW-, of Section 7,
Township 10 South, Range 84 West of the Sixth Principal
Meridian, East Aspen Additional Townsite, Pitkin County,
Colorado, more fully described as follows. Beginning at
the N.W. Corner of Block 21, East Aspen Additional
Townsite; Thence S 75*09111" E 150.00 feet along the
North line of said Block 21; Thence departing said line
S 59°18100" E 56.37 feet; Thence S 50°14'll" E 118.32
feet; Thence S 52 ° 57' 39" W 47.02 feet; Thence S 49 ° 58' 47"
W 21.71 feet to a point on the East line of said Block
21; Thence S 14*5014911 W 100.00 feet along this East line
of said Block 21 to the Southeast corner of said Block
21; Thence N 75°09'll" W 2.31 feet along the South line
of said Block 21; Thence 62.88 feet along a curve to the
right having a radius of 868.51 feet (the chord of which
bears S 10 ° 18' 25" E 62.87 feet) ; Thence 145.72 feet along
a curve to the left having a radius of 176.18 feet (the
chord of which bears N 51°27127" W 141.60 feet); Thence
N 75°09111" W 164.75 feet along the South line of said
Block 21 to the Southwest corner of said Block 21; Thence
N 14 ° 50' 49" E 220.00 feet along the West line of said
Block 21 to the point of beginning.