HomeMy WebLinkAboutpitkin.eh.264326103002 (2000)Permit # 80008
11
F7
Aspen/Pitkin Environmental Health Department
Permit for an Individual Sewage Disposal System
130 S. Galena St. Aspen, Colorado 81611
Phone 970-920-5070 / FAX 970-920-5074
Parcel ID # 2643-261-03-001
Type of permit New( ) Repair( ) Addition to House( X) REMODEL
Name of Owner Carroll Drive Properties, LLC (William Ziff)
Street Address 1020 Carroll Drive
Property legal description Lot R86A, Blk 15, Starwood
Size of lot 24 acres Total square footage of the house 10,340
Water source Starwood Water District
# of bedrooms in house 4 # of offices, lofts & similar sized rooms in house
Caretaker unit --
# of bedrooms in caretakE!r unit
Designed for what # rooms (list)
Designed by
Mailing Address
Perc rate 54
Septic tank capacity
SGM
Total square footage of the caretaker unit
-- # of offices, lofts & similar sized rooms in caretaker unit --
FOUR (3 bedrooms, 1 bedroom/library)
Permit information
118 W. 6th Street, Suite 200, Glenwood Springs, CO 81601
Profile hole depth +8 Depth to groundwater or bedrock +8
2500 min, 3500 per design Absorption area 2476 minimum, 4480 per design
Comments
Septic permit approved per compliance with the engineer design and specifications dated and stamped 02/28/00.
Any changes must be approved by this department and the design engineer prior to them being made.
Minimum horizontal distances between components of the system and physical features shall conform to the Pitkin
County ISDS regulations.
A septic tank capacity of 3500 gallons is required by the engineer. The 1 st tank should be 2,000 gallon and
unbaffled. The 2nd tank should be 1500 gallon and also unbaffled. The design is for an ETA disposal area of
4480sf ft of effective area-- two 20 ft by 112 ft beds using a total of 144 infiltrator units. Surface mounding of each
bed and drainage away, from the beds is required.
The engineer must do a final inspection of the installation and submit an as -built letter to this department. This
department must also be called for an inspection with a minimum of 48 hours advanced notice.
Permit approved by: z Date: 3 — 9--DCD
Plans and specifications of the pr osed individual sewage disposal system have been reviewed and are considered
satisfactory. Permission is hereby granted to the owner or the agent to perform the work indicated in accordance with the Pitkin
County ISDS Regulation in effect at the time of issue. This permit becomes invalid 6 months from the date that the permit was
issued unless system construction has commenced or an extension has been approved in writing by the Department.
As -built drawings must be included with this permit before the final approval will be issued.
Installer:
Final inspectionapproval:
t r
Date: ✓ Cr L0
ASPENR ITKIN ENVIRONMENTAL HEALTH DtPARTMENT
APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM
130 S. Galena St., Aspen Colorado 81611
Phone 970-920-5070/Fax 970-920-5074
Name of OWNER C� (r -o `� f
Owner's Mailing Address �J C� �'`�'� 0-:s eLn CU ( 1
Business Phone: Home Phone: Z-5 3 %
Primary Contact Person (all communication regarding this permit will go through this person)
Name �t�G�
Company G
Contact Mailing Address
Business Phone ZO -t Z 7 Cell Phone : 3% "�/ �%G �� Fax: 2 Z y
Parcel ID # (available from assessor's office
at 920-5160 or at www.aspen.com/assessor/)
Street address of property
Legal Description: Lot p`'AA
,Block /15�
-::�— �— �L ---2> - -)- �— L - -L a- - -a d -�
C 0.ry-b v\ q �nz
,Filing Subdivision S
,rV-s`,Ja
Size of lot: 22Lt 'r acres. Type of proposed structure: S,` S e of bldg. envelope:
Total square feet of house ) 3 qO # of bedrooms in house
# of offices, lofts & similar sized rooms in house
Caretaker Unit: Attached ('Z% Detached (�� Total area(sq. ft.) of caretaker unit
# of harirnnms in caretaker unit # of offices, lofts and similar size rooms of caretaker unit
Permit is for: New Home ( ) Repair due to failure ( ) Remodel/Addition) Emergency use ( )
Water: Private well (x) Spring ( ) Stream(( ) Community/Publi Water System ( )
If community system: Name of system 5�, D�' I I
The fee for a ISDS application is $330 for a permit that takes 6 hours or less for the department to approve. If approval takes
longer than 6 hours, a rate of $55 per hour will be charged. The maximum fee is $1000. The basic fee of $330 is due at the time
of application. The remainder, if any, will be due in two stages: first, at the time of issuance of the ISDS permit; second, before
final approval of the ISDS permit.
Application for an individual sewage disposal system is hereby submitted. I hereby certify that the above information is true and
accurate and that I have provided true and accurate information on locations of all existing and proposed wells, contour
intervals, buildings, property lines, ditches, slopes, waterlines, springs, suction or irrigation lines, drinking water cisterns, drain
tiles, irrigation ditches, lakes, water courses, streams, floodplains, dry gulches, and existing septic systems. I hereby certify
that any such features riot shown on attached site map are not present. Issuance of the permit does not imply the approval of
any other permit required for construction pursuant to Pitkin County codes. No construction may be undertaken until all
approvals and permits have been obtained.
The Aspen/Pitkin Environmental Health Department, Pitkin County and employees of these agencies will be held harmless
should the individual sewage disposal system fail or malfunction. The permit to construct is issued on information submitted by
the applicant or his/her representatives. The owner assumes full responsibility in case of failure of the system.
Signature of applicant Date
Received by Receipt # ) 1 o ;� Date z z 0 0 ty
G:\eh\isds\isdsapp.doc
Aspen / Pitkin Environmental Health Dep hent
Contact Log Sheet
Address:
Date , Person Spoken To
Comments Action to be Taken I Initials ITime
MENWOM
w A=Oil 011
�15ll�R
SCHMUESER GORDON I MEYER
ENGINEERS & SURVEYORS
January 31, 2003
Nancy MacKenzie
Pitkin County Environmental Health Dept.
130 South Galena
Aspen CO 81611
RE: Ziff Residence ISDS
Dear Nancy:
GLENWOOD SPRINGS LAiCRESTED BUTTE
1 18 W. 6TH, SUITE 200 P.O. BOX 2 1 55 P.O. BOX 3088
GLENWOOD SPRINGS, CO 81601 ASPEN, CO 61612 CRESTED BUTTE, CO 81 224
970-945-1004 970-925-6727 970-349-5355
FX: 970-945-5948 FX: 970-925-4157 FX: 970-349-5358
RR,EIVE®
FEB 3 2003
PITKIN COUNTY
ENVIRONN$ENTAL HEALTH
The purpose of this letter is to provide you with documentation of the construction observation
performed for the Ziff ISDS in Starwood (Parcel #2643-261-03-001). During the months of
October and November 2001, 1 observed the construction of the septic system at the critical
points.
First of all, the removal of the existing system and preparation of the subgrade for the new system
was observed and deemed to be acceptable. Secondly, the import of sand material and
installation of infiltrator units and distribution piping was observed. You and I actually met on site
to discuss and revise the configuration of the distribution header. This revision was completed
and the lower bed distribution manifold was constructed in the same acceptable manner. Finally,
the installation of the septic tanks and gravity feed line from the house to the bed was observed.
Based upon these observations, the installation of the septic system was completed as per the
approved construction documents prepared by SGM. I am also including a record drawing of the
system. The installer, Earthworks Construction, provided the distances shown on the drawing.
Please do not hesitate to call, should you have any questions regarding this matter.
SCHMUESER GOC - -
Dan Cokley, P.E.
DC:lc/9008D-05
cc: Rocky Tschappat, 1020 Carroll Drive, Aspen, CO 81611
Don Herman, Hansen Construction
Sean Mello, Earth Works Construction
40111111111111111111111
AUG.19.1997 9:39AM
STARWOODHOME OWNERS
4
STARWOOD WATER DISTRICT
0121 Stewart Drive
Aspen, Colorado 81611
T0: Environmental Health Department
FROM: Julia Johnston, Secretary
Starwood Water District
DATE: August 19, 1997
'E' Water Service
This is to confirm that the Starwood Water District will supply water to the
residence on Tract R -86A, Starwood Subdivision, owned by William Ziff.
If you have any questions. please call me at 925-8939.
"''I THU 12:14 P
ZIFF ASPIEN'OFFI(JE
0
FAX NO, 9709201228 P, I
ate:
Be,— CC:
ocky Tschappat
0 Urgent 0 For Review � Please Comment
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Drop in
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Depth
o£IntervaS
Stat of lntemv End of serval
tater Level
Percolation
No.
{n,.) r(Mmites)
(inres) (icci+e)
(Ii)
Rate(Min./tnch)
6
30
20
135/9 13 114
318
20
13 114 127/9
3/8
10
12719 1211/16
3/16
10
1211/16 129/16
1/8
to
129116 127116
318
So.
7
31
20
g 67/8
1 118
20
6 718 415/16
15/16
10
415116 49116
7/16
10
49116 4 114
5116
10
4 114 4
114
40
$
31
20
7 314 6 7/8
718
20
6 718 6115
314
10
61/5 511.116
7/16
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5 11116 5 319
5/16
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_11%28%95 08:48 _ ' 30� 945 5948 S G M INC
Nebew EnvirqnnwnW & Was iter S'obat>r+tom
F Property Address_ Cart 11--.f)fiYQ
W W.
Legal Descriptton. A Tract vO i in the Starwood Sutdyision - R-61 artd.R-52.
Property Owner
Nanta W-2 am Zif f
Contractor_
Excavating Coniractar
Dame ,stocky Tschaeo$t
dame Barth Works QorrgMLgtion
AdOress P_ 0. L'AM 7947
AddresMerrill_ Ave.
rtsrt.g`s
CariaondNe. GO 81623
PhOr* 32 654
Phone
Ub"U a and Svc
a Smemed sainMremmmed x Yrs
o Gawe1 Added Yes To a 3' Depth
o and Time prM9k water sskiz#
0 AMD= ttpreeoak w= added
ApMM&MdCW 20 Pos !hate ( lit pUm tier dU
bdbre ft Wd Md 10 Mfioas Me +dMy afthe MR)
o Waw =u&ftg ita Mm after PMSU40
I:e 1 x 'KGs 2I H�i+e a x 'Yes No
Hote --X-Yes No time 4 X Yes N
BgB 5 Yes _XNo H&C 6 X Ys* Na
HDle 7 . , X Yes NQ Hae 7 —XI -Its No
P'ctCalslioa ELM Mem
Role I. SS rcizt
Hdc Z- - 40 minal=FU h
Ode 3: 32, min ht
S* 4: so tnimstz M*
Hole 5: 32 UambWinch
Hole 6: so aninutwiroch
Hok 7; 40 raiaWee MOM
Hold 8: 40 mimuteSrUXh
ME AGE 50
Proffle trot yet dom. lit vq=fed to be
similar to ono done prrviousty is the ate., 50
ftaway
GranndW*tV V -
o Ea m ied d*h to bigh seaw W
-saw
o Is a= bdkved to be stAi= w
resort � asoma£ water table? .
_ Yes x No
Slow is a#ynptptioa arft
15% to fire West
SedM&
o E cid depth if riot ester 3n ft.
o Type ofbedro&-
Sas&ww :� ckw=rlo
Silts OM CXher
X =Wrcd Weathemd
o Fs bWrock belicycd to be pcxsrse N4P,
Yes No
I car* that the above infomtatian is COMd and complete to the best of my
knowledge and that all tests were pedorrnetd in ac=rdance %ith the provisions of the
pWn County Code Tide X. Mole 5.1 through 5.7.(Pitkin CouA Regulation Individul
Di i
11�
RcAwd. F_ Nelson
Prtnt
Reviewed by:
Dari C;okiey, PS
Schmueser, Gordon Meyer,
p.o. BOX6M Svowm 8 VMW, CO. 81615 Of ftce (303) 923.3289 Home (30 3) 923 A 2766
It 1
HEPwORTH-PAIVLAK GEOTECHNICAL, INC.
August 14, 1997
C
5020 load 15-'
Gienwood Springs, CO 51601
Fax 970 945-8454
Phone 970 945-7988
Ziff Ranch
Attn: Randy Tschappett
1020 Carroll Drive
Aspen, Colorado 81611 Job No. 197 228
Subject: Supplemental Subsurface Study for Foundation Support, Proposed Ziff
Residence, Ziff Ranch, Pitkin County, Colorado
Dear Mr. Tschappett:
As requested, Hepworth-Pawlak Geotechnical, Inc. performed a supplemental
subsurface study for design of foundations at the subject site. The project site is shown
on Fig. 1. The study was conducted in accordance with our agreement for geotechnical
engineering services to Ziff Ranch, dated July 8, 1997. A previous subsurface study
was performed by Chen -Northern Inc., under their Job No. 4-177-93, dated
January 4, 1993 for originally proposed additions to the existing residence.
Scope of Work: A field exploration program consisting of exploratory borings was
conducted to obtain information on subsurface conditions. Samples of the subsoils and
bedrock obtained during the field exploration were tested in the laboratory to determine
their classification, compressibility or swell and other engineering characteristics. The
results of the field exploration and laboratory testing were analyzed to develop
recommendations for foundation types, depths and allowable pressures for the proposed
building foundation. This report summarizes the data obtained during this study and
presents our conclusions, recommendations and other geotechnical engineering
considerations based on'the proposed construction and the subsurface conditions
encountered.
Proposed Construction: The proposed residence will be a 2 to 3 story structure with
steel frame mostly over crawlspace. The floors will be concrete slab supported by a
structural metal deck. Crawlspace grade is proposed to be 8,717 feet. There will be a
lower level for mechanical equipment with slab -on -grade floor. The building
Ziff Ranch
August 14, 1997
Page 2
excavation will be up to about 28 feet below the existing ground surface. For the
purpose of our analysis, foundation loadings for the structure were assumed to be light
to moderate and typical of the proposed type of construction.
If building loadings, location or grading plans are significantly different from those
described above, we should be notified to reevaluate the recommendations contained in
this report.
The existing residence is supported by drilled piers which are reportedly about 2 feet in
diameter and 16 feet apart. The existing residence will be mostly razed for the new
construction.
Previous Subsurface Study: The previous study performed by Chen -Northern, Inc.
included 4 borings which encountered 4 to 5 feet of clay overlying weathered to hard
claystone bedrock down to 38 feet. Only 2 of the borings were close to the proposed
building footprint. The Chen -Northern report recommended drilled piers for support of
the residence.
Field Exploration: The field exploration for the current project was conducted on July
21, 1997. Two exploratory borings were drilled at the locations shown on Fig. 1 to
evaluate the subsurface conditions. The borings were advanced with 4 inch diameter
continuous flight auger powered by a truck -mounted Longyear BK-51HD drill rig. The
borings were logged by -a representative of Hepworth-Pawlak Geotechnical, Inc.
Samples of the subsoils were taken with a 2 inch I.D. spoon sampler. The sampler was
driven into the subsoils and bedrock at various depth with blows from a 140 pound
hammer falling 30 inches. This test is similar to the standard penetration test described
by ASTM Method D-1586. The penetration resistance values are an indication of the
H -P GEOTECH
Y
Ziff Ranch
August 14, 1997
Page 3
relative density or consistency of the subsoils and hardness of the bedrock. Depths at
which the samples were taken and the penetration resistance values are shown on the
Logs of Exploratory Borings, Fig. 2. The samples were returned to our laboratory for
review by the project engineer and testing.
Subsurface Conditions: Graphic logs of the subsurface profiles encountered at the site
are shown on Fig. 2. Below about 1 to 5 feet of organic topsoil or clay fill, the
subsoils consist of 3 to 10 feet of stiff to very stiff sandy clay with shale fragments. At
depths of about 4 to 15 feet of hard to very hard claystone bedrock was encountered to
the maximum depth explored of 41 feet. The soils and bedrock encountered in the
borings are similar to the those described in the Chen -Northern study. The clay and
claystone bedrock generally possess an expansion potential when wetted. Groundwater
was not encountered at the time of drilling but had developed in Boring 1 at a depth of
30.5 feet when measured 2 days later. The subsoils and bedrock were generally
slightly moist to moist.
Laboratory testing performed on samples obtained during the field exploration included
natural moisture content and density, percent finer than sand size gradation analyses
and liquid and plastic limits. Swell -consolidation testing was performed on relatively
undisturbed drive samples of the clay subsoils and claystone bedrock. In general, the
swell -consolidation test results, presented on Figs. 4, 5 and 6, indicate low
compressibility under relatively light surcharge loading and a low expansion potential
when wetted under a constant light surcharge. The test results of a claystone sample
from Boring 2 indicate a relatively high expansion potential with 3.5 % expansion upon
wetting and a swell pressure of about 15,000 psf. The clay and claystone materials are
generally medium plastic. The laboratory testing is summarized in Table I.
H -P GEOTECH
t
Ziff Ranch
August 14, 1997
Page 4
Foundation Bearing Conditions: The clay soils and claystone bedrock encountered at
the site generally have low expansion potential but the bedrock contains layers of
moderatly to highly expansive claystone. Due to the variable bedding, the depths and
extent of the more expansive claystone can not be predicted. Therefore, we
recommend that the residence be supported with a drilled pier foundation. The
recommendations contained in the Chen -Northern report can be used for design of the
drilled pier foundation (items 1-12, attached). In addition, we recommend the
following:
13) Piers located closer than 3 diameters center to center may have reduced
capacity and should be analyzed on an individual basis.
14) The existing piers should not be used to support the new foundation due
to their unknown depth.
15) New piers should not be installed closer than 2 feet to existing piers.
The existing piers should be cut off at least 4 inches below bottom of the
grade beam to allow for the void form. Disturbance of the ground due to
the demolition of the existing structure should be evaluated during the
pier construction and the need for additional pier depth.
16) Bedrock encountered within 3 pier diameters of the cut grade should be
neglected in the skin friction capacity.
Limitations: This study has been conducted in accordance with generally accepted
geotechnical engineering principles and practices in this area at this time. We make no
warranty either expressed or implied. The conclusions and recommendations submitted
in this report are based upon the data obtained from the exploratory borings drilled at
the locations indicated on Fig. 1, the previous Chen -Northern report, the proposed type
of construction and our experience in the area. Our findings include interpolation and
extrapolation of the subsurface conditions identified at the exploratory borings and
H -P GEOTECH
Ziff Ranch
August 14, 1997
Page 5
variations in the subsurface conditions may not become evident until excavation is
performed. If conditions encountered during construction appear to be different from
those described in this report, we should be notified at once so reevaluation of the
recommendations may be made.
This report has been prepared for the exclusive use by our client for design purposes.
We are not responsible for technical interpretations by others of our information. As
the project evolves, we should provide continued consultation and field services during
construction to review and monitor the implementation of our recommendations, and to
verify that the recommendations have been appropriately interpreted. Significant design
changes may require additional analysis or modifications of the recommendations
presented herein. We recommend on-site observation of excavations and pier drilling,
and testing of structural fill by a representative of the geotechnical engineer.
Sincerely,
HEPWORTH - PAWLAK GEOTECHNICAL INC.
Daniel E. Hardin, P.E.
Reviewed By:
Steven L. Pawlak, P.
DEH/kw/ro
�_'� ¢yam • F';
•a
15222
s•
cc: Ike & Kligerman - Attn: Marcial Chao
Robert Silman Associates - Attn: Nat Oppenheiner
H -P GEOTECH
Ht'KQ' 95 12:03 No . 003 P.12
-g_
1) The piers should be designed for a maximum (allowable) end bearing pressure of
25,000 psf and an allowable skin friction of 2,500 psf for that portion of the pier in
claystone.
2) Piers should also be. designed for a ntinimurn dead load pressure of 10,000 psf based on
pier end area only.
3) Uplift on the piers from structural loading can be resisted by utilizing '15% of the
allowable skin friction value plus an allowance for the weight of the pier;
4) Piers should penetrate at least three pier diameters into the bedrock. A minimum
C
penetration of 10 feet into the bedrock and a minimum pier length of 20 fcct are
recommended.
5) Piers should be designed to resist lateral loads assuming a modulus of horizontal
suhgrade reaction in the clay soils of 10 tef and a modulus of horizontal subgrade
reaction in the weathered bedrock of 50 tef. The modulus values given are for a long,
1 -foot wide pier and trust be corrected for pier size.
6) Piers should be reinforced their full length with one #5 reinforcing rod for each 16 inches
of pier perimeter to resist tension eroated by the swelling materials.
7) A 4 -inch void forth should be provided beneath grade beams to 1)revcnt the swelling soil
and rock from exerting uplift forces on the grade beams and to concentrate pier loadings.
A void form should also be provided beneath pier caps.
8) Cbncrete utilized in the Piers should be a fluid mix with sufficient slump so that concrete
will fill the void between the roinforcing steel and the pier hole.
Chen Northern, nc.
Z mid
f:�r�y.vo�p fnp��rr.�sawll:rx:ro6ts
T8EbLb6ZTZ 8b:9T 9661/GZ/90
. •; • .••, L,.rvv� ' �uJ—yLV^JQ�u Ht'
or, • 95 12:04 No .003 R.13
.9-
9) Pier holes should be properly cleaned prior to the placement of concrete. The drilling
contractor should mobilize equipment of sufficient size to effectively drill through
possible coarse soils and cemented bedrock zones.
10) Although no water was encountered in the borings drilled at the site, some Qeepago in the
pier holes may be encountered during drilling. Dewatering equipment may bo required
to reduce water infiltration in the pier holes. If water cannot be removed prior to
placement of concrete, the tremic method should be used after the hole has been
adequately cleaned. In no case should adncrete be placed in more than 3 inches of water
cxcept by the tremie method.
11) Care should be taken to prevent the forming of mushroom-shapW tops of the piers which
can increase uplift force on the piers from swelling sails.
12) A mepresentadve of the soil engineer should observe pier drilling operations on a full-time
basis.
FOUNDATION AND RFI'AINING WALLS
Foundation walls and retaining structures which arc latemily supported and can be
expected to undergo only a slight amount of deflection should be designed for a lateral earth
pressure computed on the basis of an equivalent fluid unit weight of 60 pef for backfill
consisting of the on-site fano grained soils. Cantilevered retaining structures which are separate
from the residence and can bd expected to deflect sufficiently to mobilize the full active earth
pressure condition should be designed for a lateral earth pressure computed on the basis of an
equivalent fluid unit weight of SO pef for backfill consisting of the on-site fine-grained soils.
C.'hen @Northern, I m
Conkia og EMS+ Z owj'.1wom.QL
61 3DVd 18E17L176ZTZ 817:91 9661/8Z/90
APPROXIMATE SCALE
1" = 30'
n
LEGEND:
• EXPLORATORY BORING
DRILLED FOR THIS STUDY.
p EXPLORATORY BORING
DRILLED BY CHEN-NORTHERN, INC.,
JOB NO. 4 177 93, DATED 1/4/93.
197228 1 HEPW RTH — PAWLAK INCI LOCATION OF EXPLORATORY BORINGS Fig. 1
8740
O
BORING 3 \
�Q
4b
/
S L
p BORING 4
BORING 2
\
\
\
BORING 1
_
EXISTING /
I
I
I _
RESIDENCE
(DASHED LINE)
/
PROPOSED
RESIDENCE
I
,
�
\ \\ BORING 1
0
Cb
BORING 2
r
Lo 0 Ln 0
N n VO ^
^�
00 m no CK)
197228 1 HEPW RTH — PAWLAK INCI LOCATION OF EXPLORATORY BORINGS Fig. 1
LEGEND:
FILL; clay, sandy with scattered gravel, stiff, slightly moist, dark brown.
TOPSOIL; clay and silt, sandy, organic,slightly moist, dark brown to black.
CLAY (CL); sandy with shale fragments, stiff to very stiff, medium brown to yellow brown,
medium plastic.
0 CLAYSTONE BEDROCK; interbedded and fractured, thinly bedded, steeply dipping, medium hard to
very hard, slightly moist to moist, yellow brown to gray brown.
Relatively undisturbed drive sample; 2—inch I.D. California liner sample.
Drive sample blow count; indicates that 63 blows of a 140—pound hammer falling 30 inches were
63/12 required to drive the California sampler 12 inches.
2
= Depth to free water and number of days following drilling measurement was made.
Depth at which boring had caved when checked on July 23, 1997.
NOTES:
1. Exploratory borings were drilled on July 21, 1997 with a 4—inch diameter continuous flight power auger.
2. Locations of exploratory borings were measured approximately by pacing from features shown
on the site plan provided.
3. Elevations of exploratory borings were based on topo lines on the site plan provided
and were checked by instrument level.
4. The exploratory boring locations and elevations should be considered accurate only to the degree implied
by the method used.
5. The lines between materials shown on the exploratory boring logs represent the approximate boundaries
between material types and transitions may be gradual.
6. No free water was encountered in the borings at the time of drilling.
Fluctuation in water level may occur with time.
7. Laboratory Testing Results:
WC = Water Content ( % )
DD = Dry Density ( pcf )
—200 = Percent passing No. 200 sieve.
LL = Liquid Limit ( % )
PI = Plasticity Index ( % )
197 228 1 HEP
E WORTH - AWLAK I LEGEND AND NOTES Fig. 3
a
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Expansion
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Moisture Content = 10.2 percent
Dry Density = 124 pcf
Sample of: Claystone Bedrock
From: Baring 1 at 5 Feet
0.1 1.0 10 100
APPLIED PRESSURE — ksf
0.1
197 228
Moisture Content = 9.5 percent
Dry Density = 132 pcf
Sample of: Claystone Bedrock
From: Boring 1 at 10 Feet
Expansion
upon
wetting
1.0 10 100
APPLIED PRESSURE — ksf
HEPWORTH — PAWLAK SWELL—CONSOLIDATION TEST RESULTS Fig. 4
GEOTECHNICAL, INC.
X
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Sample of: Sandy Clay
From: Baring 2 at 5 Feet
0.1 1.0 10 100
APPLIED PRESSURE — ksf
Expansion
upon
wetting
Moisture Content = 17.8 percent
Dry Density = 106 pcf
Sample of: Sandy Clay
From: Boring 2 at 10 Feet
0.1 1.0 10
APPLIED PRESSURE — ksf
197 228 HEPWORTH — PAWLAK SWELL—CONSOLIDATION TEST RESULTS
GEOTECHNICAL. INC.
100
Fig. 5
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197 228 1
HEPWORT — PAWLA I SWELL—CONSOLIDATION TEST RESULTS � Fig. 6
Moisture
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From:
Content = 14.5 percent
Density Weight = 118 pcf
of: Claystone Bedrock
Boring 2 at 15 Feet
Expansion
upon
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0.1
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APPLIED PRESSURE — ksf
100
197 228 1
HEPWORT — PAWLA I SWELL—CONSOLIDATION TEST RESULTS � Fig. 6
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DEVELOPMENT AGREEMENT
LOT R -86A, STARWOOD SUBDIVISION
III. TDRs
3.1 TDRs. Section 3.210.10 of the Code allows for the use of TDRs to increase square
footage of residential houses. The Code allows for the construction of houses with a
maximum of 15,000 square feet of Floor Area as defined by the Code. The Code allows
for the construction of larger houses by the use of one TDR for each additional 5,000
square feet of floor area for the residential dwelling.
3.2 CURRENT BUILDING TO BE MAINTAINED. In addition to the residential dwelling
currently existing on the Property, which will be demolished to make way for the new
single-family residential dwelling to be constructed on the Property, there is a four
bedroom detached structure (the "Detached Bedroom Structure)" that will not be
demolished and will remain in place as a legally constructed preexisting nonconforming
use. The square footage of the Detached Bedroom Structure will be included in the total
amount of square footage allowed to be constructed on the Property.
3.3 TOTAL SQUARE FOOTAGE. The Resolution approved Ziff's application for
authorization to construct and maintain 36,170 square feet of residential floor area on the
property. This figure includes 32,870 square feet for the main residential structure to be
constructed by Ziff pursuant to this Development Agreement (the "Main Residence")
(14,560 square feet for the first floor, 9,370 square feet for the second floor, 3,650 square
feet for the mezzanine, and 5,290 square feet below grade, which excludes 4,000 square
feet of basement space and 750 square feet of garage space, both of which are exempt
under the Code from the calculation of allowable floor area.), 2,300 square feet for the
Detached Bedroom Structure, and an additional 1,000 square feet to accommodate potential
revisions to the design of the Main Residence.
3.4 USE OF 5 TDRs. The resolution authorizes Ziff to construct a residential structure
21,170 square feet above the normal 15,000 square foot maximum. This necessitates that
Ziff use 5 TDRs at 5000 square feet per TDR. Because the fifth TDR would only be used
to construct up to an additional 1,170 square feet, and because there is no procedure for
dealing with fractional TDRs, Ziff may apply in the future to develop floor area equal to
the unused portion of the fifth TDR. In such an event, Ziff will have to submit a new
Development Application to the Board of County Commissioners, but he will not have to
use a new TDR to the extent that he has additional floor area left over from the fifth TDR.
3.5 USE OF 4 OR LESS TDRs. In the event that Ziff's construction pursuant to this
Development Agreement results in a total residential floor area (excluding basements and
garages) of 35,000 or less square feet, Ziff will use less than 5 TDRs. By way of example,
but not limitation, if Ziff shall construct say 32,000 square feet of floor area, he will use
only 4 TDRs. Because the fourth TDR then would be used to construct less than 5,000
additional square feet, and because there is no procedure for dealing with fractional TDRs,
Ziff may apply in the future to develop square footage equal to the unused portion of the
Page 2
4
DEVELOPMENT AGREEMENT
LOT R -86A, STARWOOD SUBDIVISION
W
less than entirely used TDR, if any. In such an event, Ziff will have to submit a new
Development Application to the Board of County Commissioners, but he will not have to
use a new TDR to the extent that he has additional floor area left over from the fourth
TDR.
3.6 TDR PROCEDURE. Prior to the issuance of a building permit for construction pursuant
to this Development Agreement, Ziff shall obtain the number of Certificates of TDR
Rights from the Community Development Department necessary to accommodate the size
of the Main Residence, the Detached Bedroom Structure, and any other construction
pursuant to this Development Agreement. Ziff will execute whatever documents are
necessary in order to comply with any regulations or procedures of the Community
Development Department established relating to the issuance and/or redemption of
Certificates of TDR Rights.
IV. BUILDING ENVELOPE
4.1 BUILDING ENVELOPE. Attached hereto as Exhibit A is a diagram of a building
envelope for any building construction pursuant to this Development Agreement. All
residential building construction pursuant to this Development Agreement shall occur
within the building envelope. As long as all construction pursuant to this Agreement is
within the building envelope, Ziff may make revisions to the actual footprint of the
residential structure without any further review by the County. This envelope is for the
residential building only, and is not meant to confine the utilities, I.S.D.S., sidewalks, or
grading. The County agrees that subject to applicable provisions of the Code, Ziff may
landscape the Property outside of the approved building envelope without further review
of approval.
V. BUILDING AND DEVELOPMENT
CONDITIONS AND REQUIREMENTS
5.1 APPLICATION OF ENERGY AND BUILDING CODES. Ziff shall comply with the
applicable requirements, of the Aspen/Pitkin County Energy Conservation Code (APECC)
in effect at the time of BOCC approval and up to 18 months after the BOCC approval
given on May 9, 1997. Should the building permit submittal be received by the Building
Department more than 18 months after the date of the BOCC approval, Ziff must comply
with the APECC in effect at that time.
5.2 UNIFORM BUILDING CODE. All construction pursuant to this Development
Agreement shall conform to the requirements of the Uniform Building Code in effect at the
time Ziff shall apply for a building permit for such construction.
Page 3
4
DEVELOPMENT AGREEMENT
LOT R -86A, STARWOOD SUBDIVISION
5.3 LIGHTING. Ziff shall comply with the lighting standards of Section 3-110.110 of the
Land Use Code for any construction pursuant to this Development Agreement to assure
that any lighting impacts associated with any development pursuant to this Development
Agreement will be minimized.
5.4 SLOPES. For development on any slopes for any construction pursuant to this
Development Agreement, Ziff shall adhere to the following standards:
A. Adequate mechanical support shall be provided for all slopes.
B. Adding water which may decrease slope stability shall be avoided.
C. Adding weight to the top of the slope shall be avoided.
D. Disturbed slopes shall be contoured so that they can be revegetated.
E. Steepening of existing slopes shall be avoided to the extent reasonable.
F. Cuts, fills, grading, and excavation shall be confined to the minimum area
needed for construction.
G. It is acknowledged that the provision of the Code relating to 1041 review
does not apply because the Property is situated in a subdivision approved
by the County.
5.5 LANDSCAPING AND REVEGETATION PLAN. Ziff shall provide a detailed
landscaping and revegetation plan which generally includes, but is not limited to, the
quantity, species and locations for all plant materials in the immediate vicinity of the
residence. The landscape plan shall also include information on the seed mixtures to be
utilized for revegetation. The plan shall be reviewed and approved by the Community
Development Department and the County Land Management Department, prior to the
issuance of a building permit.
5.6 REVEGETATION OF AREAS DISTURBED BY CONSTRUCTION. All areas
disturbed by any construction pursuant to this Development Agreement shall be revegetated
within one growing season after the completion of construction.
5.7 SEPTIC PERMIT. Ziff shall obtain all required septic permits from the State of
Colorado, and/or Pitkin County prior to the installation of any septic or sewage disposal
system pursuant to this, Development Agreement. Prior to the issuance of a septic permit
for any construction pursuant to this Development Agreement, Ziff shall provide
documentation of an adequate domestic water supply for the proposed residence and the
Detached. Bedroom Structure.
5.8 WILDFIRE MITIGATION. Ziff shall use the following Wildfire Mitigation for any
construction pursuant to this Development Agreement:
Page 4
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NOTE: FIELD DIMENSIONS PROVIDED HK EARTHWORKS
CONSTRUCTION (CONTRACTOR) RECEIVED 09-2J
7RCED
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FLOW TO
BEDS
SCALE: 1 "= 30'
RECORD DRAWING
ISDS FOR ZIFF RESIDENCE
4 " PVC TO EACH DISTRIBUTION LINE
56'
4 " HEADER PIPE (TO BE LEVEL)
4 " PVC FROM HOUSE
56'
BED PLA N
INFILTRATOR LINES (9 UNITS EACH LINE)
SLOPE AT 2: 1 TO EXISTING
GRADE OR TO BED (TYP.)
CLEAN-OUT DETAIL
SANDY TOPSOIL VARIES
FROM 12" AT CENTER
TO 2" AT EDGES
SAND
0
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'4 " PERFORATED PVC
DISTRIBUTION PIPING
2" OF SAND OR SUITABLE ON—SITE —/
MATERIAL APPROVED BY THE ENGINEER
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FROM
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3 " SWEET AIR CHARCOAL FILTER
(OR APPROVED EQUAL)
4 "AIR VENT
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AIR VENT DETAIL
NOT TO SCALE
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BOTTOM OF BED SHALL BE LEVEL WASHED SAND
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2' SAND SLOPE O'%FT. (TYP.)
BED SECTION
SCALE: 1"- 3'
EXISTING GRADE
SLOPE AT 2:1 MAX. TO EXISTING
GRADE OR TO BED (TYP.)
PROVIDE SWALE TO DIVERT
RUN-OFF AROUND E. T.A. BED
SLOPE AT 19' MIN. TO DAYLIGHT
2.5' 5' 5' 5' 2.5'
SANDY TCPSOIL
FROM 12
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VARIES
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BED SECTION
SCALE: 1"- 3'
EXISTING GRADE
SLOPE AT 2:1 MAX. TO EXISTING
GRADE OR TO BED (TYP.)
PROVIDE SWALE TO DIVERT
RUN-OFF AROUND E. T.A. BED
SLOPE AT 19' MIN. TO DAYLIGHT
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GENERAL NOTES:•
1. ALL MATERIALS, INSTALLA77ON PRAC77CES, SETBACK REQUIREMENTS, ETC., I
SHALL COMPLY WITH THE PITKIN COUNTY 11"10/VIDUAL SEWAGE DISPOSAL
SYSTEM REGULATIONS.
4" PVC FROM HOUSE {
Z THE E. T.A. BED SHALL BE CONSTRUCTED SO THAT THE BOTTOM IS LEVEL
56' +/-0.1 : PLACE BED IN NATURAL GROUND, NO PORT70N OF THE BED SHALL
SE PLACED IN F7LL.
3. PROVIDE ADEOUATE SURFACE & SUBSURFACE WATER DIVERSION TO ASSURE
THAT RUN-OFF DOES NOT ENTFR THE EV4PO-TRANSPIRATION-ABSO.RATIO�J BED
IF SUBSURFACE WATER IS ENCOUNTERED, NO77FY ENGINEER.
4. STONE SHALL BE 1/2" TD 2 1/2' SCREENED ROCK.
5. SAND SHALL BE 0.04 TO 0.28 MM EFFECTIVE SIZE WITH A UNIFORMITY
COEFFICIENT OF 4 OR LESS. PROVIDE SIEVE ANALYSIS TO ENGINEER FOR
REVIEW.
6. THE RECOMMENDED BED SEEDING IS S4LT RESISTANT FESCUE AT 4 TO 6 LBS. PER
INFILTRATOR LINES (9 UNITS EACH LINE) 1000 SQ.FT. ALL OTHER AREAS DISTURBED BY CONSTRUCTION SHALL BE RESEEDED
WITH NA77VE GRASSES TO PREVENT EROSION.
7. THE LOC477ON OF THE BED MAY BE ADJUSTED IN THE FIELD TO BETTER FIT
THE SITE, PROVIDED ALL SETBACKS ARE MET. CONTRACTOR SHALL VERIFY
LAYOUT ACCOMMODATES SITE SLOPE.
8. DRAIN HOLES IN 4" PERFORATED PIPE TO BE AT 60" SPACING (2 HOLES
PER SPACING, 1/4" DIA. LOCATED DOWNWARD) OR ASTM 2729 PERFORATED PIPE:
9. 4" PVC TEES SHOULD NOT BE GLUED TO ENABLE OBSERVATIONS OF WATER
LEVEL IN SY57EY AND TO REMOVE EXCESS SALTS ACCUMULA7701V OR SURPLUS
""T' 7F ir'cri^.ES` TRY.
10. USE RISERS AS NEEDED TO BRING SEPTIC TANK ACCESS HATCH WITHIN 6"
OF F7NISHED GRADE.
11. SDR J5 PVC PIPE OR PIPE OF EOUAL STRENGTH OR OTHER PIPE PROPERLY
SUPPORTED TO PREVENT FAILURE BY SETTLING SHALL EXTEND FPO" ALL
TANKS FOR A DISTANCE OF AT LEAST F7VE FEET (5) FROM THE INLET AND
OUTLET ENDS.
72. THE CONTRACTOR AND OWNER SHALL TAKE WHATEVER MEASURES ARE
NECESSARY TO ASSURE THAT (a) SEP77C TANK AND SEWER LINES ARE
COMPLETELY WATER 77GHT, AND (b) THE SYSTEM IS TO BE INSTALLED TO
PREVENT FREEZING OF ALL PRESSURE AND GRAVITY SEWER LINES.
13. TRE PITKIN COUNTY ENVIRONMENTAL HEALTH DEPARTMENT AND THE ENGINEER
SHALL BE NO77F7ED WHEN CONSTRUCTION COMMENCES AND KEPT ABREAST OF
THE CONSTRUCTION PROGRESS SO THAT SU'77CIENT INSPECTION CAN BE
PERFORMED TO ASSURE CONFORMANCE WITH THESE PLANS. PROVIDE A
MINIMUM OF 48 HOURS NOTICE TO EACH,
14. PVC SEWER PIPE SHALL BE SDR 35 IN ALL TRAFFIC AREAS, ASTM 2729 PVC ELSEWHERE-
15. THE SURFACE OF EACH BED SHALL BE PROPERLY MOUNDED PER THE DRAWINGS
P TO ENSURE THAT PRECIPITA7701V OR SNOWMELT WILL RUN OFF THE REDS.
16, SURFACE GRADING SHALL ROUTE RUNOFF AROUND AND AWAY FROM THE BEDS.
DESIGN CALCULATIONS
1. 4 BEDROOM HOME (4000 SF), USE 2 PERSONS/BEDROOM AND 730 Gill
2. DETERMINE FLOW
O (DAILY) = (1.75)(2)(4)(130) = 1820 GPD
J. SEPTIC TANK SIZE FOR 4 BEDROOMS = 2500 GALLOIVS;
4. ALLOWABLE LOADING RATES:
DESIGN FOR COMBINATION ABSORPTION/EVAPO-TRANSPIRATION mac°
METHOD OF EFFLUENT DISPOSAL.
P
FERC TEST RESUL TS.• 54 MINUTES/1/VCH
EVAPO- TRANSPIRA TION: USE ET RATE OF ,32 %YEAR
5. DETERMINE BED SIZE:
FOR ABSORPTION:
O = 5 * (AREA)/SOR7-(54)
5N6 6
FOR EVAPO-TRANSPIRATION: y. c�
0 = 32 7/YR * (AREA)/586
6. COMBINE EQUATIONS AND SUBSTITUTE.-
O(ABSORPRON) f 0(ET) = 1820 GPD
0.6804(A) 4- 0.0545(A) = 182C GPD osq)A c'-1 A
A = 2476 SF.
INSTALL (2) 20' X 172' BEDS, EFFECTIVE AREA = 4480 S.F.
)NCRETE
IPPORT
X LAR
FLOW
FROM
HOUSE
MATERIAL APPROVED BY THE ENGINEER
SLOPE AT 2:1 TO EXISTING
GRADE OR TO BED (TYP.)
Alm VENT DETAIL
NOT TO SCALE
Lv
2.5' S' 5' 5 2.5'
SANDY TC
PSOIL VARIES
\,'J
AIR VENT (4 R
01D)
FROM 12
AT MIDDLE
SEE DETAIL
TO 2" AT
SIDES---�-
t7:
BOTTOM OF BED SHALL BE LEVEL WASHED SAND
0. 1 f, SCARIFY BEFORE PLACING SAND
ENGINEERS SCHMUESER GowoN MEYER INC. LOTS R86 STARWOOD
SURVEYORS
GM
118 w. 6th srREEr, sUirE 200 ZIFF RESrDENCE
GLENWOOD SPRINGS. COLORADO 81601
OU
ESER(303) 945-1004 (FAX.) 945-5948
MEy�-R ASPEN, COLORADO (303) 925-6727 PITKIN COUNTY COLORADO
REVISION
L 4 " PERFORATED PVC
2' SAND SLOPE 07FT. (TVP.)
BED SECTION
SCALE: 1 '= 3'
DATE I BY
EXISTING GRADE
SLOPE AT 2:1 MAX. TO EXIS77NG
GRADE OR TO BED (TYP.)
PROVIDE SWAtr TO DIVERT
RUN-OFF AROUND ETA. BED'-
SLOPE AT 1, Y//V. TO DAYLIGHT ' 3
INDIVID UAL ,SEWA GE
DISPOSAL SYSTEM
Job No. 9008
Drown by: a/C
Date: 02/28/00
APPn by. DJC OF -I-
Fl-le: ZIMSDS