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Pitkin Coun*vironmental Health & Natural Reso�s Department
Permit for an Individual Sewage Disposal System
0405 Castle Creek Road, Suite 10, Aspen, Colorado 81611
Phone 970-920-5070 / FAX 970-920-5077
Permit # 07049 Parcel ID # 2467-274-00-015
Type of permit New(X) Repair() Addition/Remodel to House( )
Name of Owner Grant Sharp
Street Address
Property legal description
Size of lot 12.6
Water source Private Well
Creek Rd
Total square footage of the house
# of bedrooms in house 4 # of offices, lofts & similar sized rooms in house
Caretaker unit Total square footage of the caretaker unit
# of bedrooms in caretaker unit # of offices, lofts & similar sized rooms in caretaker unit
Designed for what # rooms (list) (4) Four Bedrooms
Permit information
Designed by Bullseye Engineering
Mailing Address 2154 Acacia Ave, Rifle, CO 81650
Perc rate 28 Profile hole depth 8 ft Depth to groundwater or bedrock
Minimum Septic tank capacity 1750 gallons Minimum Absorption area
Comments
>8 ft
1482sf/ 50% reduce=741
Septic permit approved per compliance with the engineer design and specifications dated April 23, 2007, Project #
2061037. 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.
The design is for a 2000 gallon two compartment septic tank with an effluent filter on the outlet with gravity flow to 5
trenches in serial distribution with a total of 75 chambers of Quick4 gravelless chambers. There shall be a minimum of 6 ft
of undisturbed soil between the trenches.
This permit is expressly conditioned on the property owner providing for the regular inspection, cleaning and
maintenance of the system by qualified personnel.
This department does not endorse any brand of products. This permit must be kept on-site during installation. 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.
Revegetation over the area of the field is very important for the functioning of the system. Pitkin County has guidelines that must be
followed to assure the plants that are introduced are appropriate for the conditions of the area. The use of native plants is strongly
encouraaed.
Permit approved by: l' u Date: (l O Expiration Date: 12-
Z2 7142
Plans and specifications of the proposed individual sewage disposal system have been reviewed and are considered
satisfactory. Permission is hereby granted to the owner or the owner's 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: a,{ a4'_JV ,-W-
Final
-W-
Final approval:
ofI
License Number:
Date:
g-
a 4
PITKIN COUNTY ENVIRONMENTAL HEALTH DEPARTMENT
APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM
0405 Castle Creek Road, Suite 10, Aspen Colorado 81611
Phone (970) 920-5070 Fax (970) 920-5077
Name of OWNER(7"q
Owner's Mailing Address e
City, State, Zip 16 S Business Phone: 99"9,7
Home Phone: - - E-mail Address: I'sh'Ar , A
Primary Contact Person (all communication regarding this permit will go through this person)
Name
Company
Contact Mailing Address
City, State, Zip Business Phone:
Cell Phone: Fax: 1- E-mail Address:
Parcel ID # (available from assessor's offic
at 9205160 or at www.oitkinassessor.ora )
Building Permit # (if available)
Street address of property
Legal Description: Lot Block
Size of lot: � acres.
2-- y- -&-I. Z -I- -�--1L lL-SL / :2: -
.Filing Subdivision
Type of proposed structure:
Total square feet of house !�X/ --C # of bedrooms (potential) in house
Caretaker Unit: Attached ( ) Detached (
Total
in caretaker unit
Permit is for: New Home ('X) Repair due to failure ( ) Remodel/Addition ( ) Emergency use ( )
Water: Private well (y) Spring ( ) Stream ( ) Community/Public Water System ( )
If community system: Name of system
The fee for a ISDS application is $600 for a permit that takes 6 hours or less for the department to approve. If approval takes
longer than 6 hours, a rate of $100 per hour will be charged. The maximum fee is $1000. The basic fee of $600 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 not 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 Pitkin County Environmental Health Department, Pitkin
should the individual sewage disposal systemf�i9orXIfun
the applicant or his/her representatives. TtyC o er sume
Signature of applicant
Received by7�j
G:\isds\isds applic\isdsapp rev072904.doc
and employees of these agencies will be held harmless
e permit to construct is issued on information submitted by
.ponsibility in case of failure of the system.
Date -�
Receipt # 96) Date (9
o'J� q
0
Pitkin County Environmental Health Department
Contact Log Sheet
Name: (5 /7. A K
ParcelID#: Address: 4'
Date Person Spoken To Comments / Action to be Taken Initials Time
f .La
_r
1
0 D
C r
Bullseye Engineering, Inc. •
2154 Acacia Ave
Rifle, CO 81650
(970) 625-8371 fax:(970) 625-6120
October 18, 2007
Starlit I, LLC
Grant Sharp
37 Starlit Lane
Snowmass, CO 81654
RE: 408 Snowmass Creek Rd. - ISDS
Dear Grant,
This letter is being prepared to serve as your asbuilt and approval letter for your submittal
to Pitkin County.
Bullseye Engineering, Inc. has completed its inspection(s) of the installation of the ISDS
located at 408 Snowmass Creek Road. The design for this ISDS was completed by Bullseye
Engineering, Inc. and signed and stamped dated April 23, 2007. The inspection was completed
on September 11, 2007
At the time of the inspections, the system appurtenances were visible for inspection. A
portion of the sewer pipe between the septic tank and the infiltration trench had been backfilled.
In addition the middle portions of the infiltration trenches had also been backfilled. During the
inspection, it was observed that the septic tank was installed including an effluent filter. All
sewer lines and effluent lines were installed at a minimum 2% grade. The installation of the
infiltration units were installed in multiple trenches as shown on the included as -built drawing.
Some slight variation was observed in the configuration of the trenches, but the required number
of units were installed. The location of the septic tank moved around the comer, but should still
have sufficient access for maintenance. The installed location is shown on the included as -built
drawing. These changes do not affect the performance of the system and Bullseye Engineering,
Inc. accepts these changes. Based on the observations made, the ISDS meets or exceeds the State
of Colorado and Pitkin County regulations. Making the assumption that backfill, cleanup,
grading and remaining small miscellaneous tasks will be or have been completed properly,
Bullseye Engineering, Inc. has completed their inspection and accepts the installation of the
ISDS discussed here.
If you have any questions regarding the recommendations in this report, please feel free
to contact me at (970) 625-8371 at your convenience.
Sincerely,
0o`< A
P.E. U 0 5
President
06/27/2007 21:00
83/31/2007 09:50
4
ULL' *dWmetIM
Rim W
�r
August 17, 2006
9706256120
30321*
Jeff Wildin
4690 North Versailles
Dallas, TX 75209
Subsurface Investigation and Percolation Test
Proposed Siegle Family Residence
408 Snowmass Creek Road
Pitkin County, Colorado
Jeff,
BULLSEYE ENGINEERING
PECZ .
Project No. 1214
PAGE 02/06
PACE 81
ALL SERVICE septic, LLC, performed a subsurface investigation and percolation test for the subject
property, on August 8, 2006. The test was performed in accordance with Pitkin County Regulations.
EXISTING CONiDMONS
The subject property Is located in a residential area where Onsite Wastewater Systems (OWS) and
wells are necessary. There is an existing well on the subject site, which is located greater than 100
feet from poreolation test area. The slope at the area of the percolation holes slopes approximately
15% to the north, and vegetation consists of a native grasses and shrubs.
SUBSURFACE
The subatrbee was mveetVW by digging one proffle pit and three percolation holes, at the locations
indicated on Figure 1. The materials in the profile hole consiatod of 6 -inches sandy topsoil, underlain by
silty, ciayvy sand, with angular rocks to the maximum depth explored of 8 feet. Groundwater or bedrock
was not encountered. Percolation rates ranged from 16 minutes per inch (MPI) to 40 MPI, with an
average rate of 28 N91. A piezometer was installed to observe ground water conditions.
CONCLUSIONS
The soils investigation and percolation test indicate a conventional drain field for a 5 -bedroom
residence, having less than 6000 SF, can be inatalled at the subject property. Crravelless trenches
would be the preferred type of drain field for the conditions encountered.
LIMITS:
Resents are based on field investigations and data provided by the client. If soil conditions
encountered are different from conditions described in report, AIJ, SERVICE septic, LLC should be
notified
c�
06/27/2007 21:00 9706256120
Bi/31/2007 09:58 303210
Pltmse call with ques ions.
ALL SE septic, LLC
Timothy R Pea
2 copies sat
Copy raft to Tom Carr
BULLSEYE ENGINEERING PAGE 03/06
PETZ • PAGE 02
SubourfA m tuvosdpdon and ParcoWim Tat
Projam No. 1219
Per 2
06/27/2007 21:00 9706256120
Viggo J03*b
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zo
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5 z
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BULLSEYE ENGINEERING
PETZ .
PAGE 04/06
PAGE 03
06/27/2007 21:00
01/31/2087 09:58
9706256120
303210
PROFILE HOLE INFORMATION
ALL SERVICE BM3ptiC, LLC
970$18-5033
BULLSEYE ENGINEERING
PER .
PRDF49
m TOPSMK ROUT ZONE, SANDY
CLAY, SANDY, SI.TY, STIFF, MOIST, BROWN TO Rm,
SPARSE ANGULAR ROCIZ
NO OROONDWATER ENCOIMIEREO DURING DIGGING OR VA -ICN
CHECKED ON A41G=13, 200e
WC— WAlM CONTENT
-200= SENE MMlYS18
PI. PLASM iNDO(
LL - U)UD LIMIT
SAMPLE TAKEN
WITH CALWORNW
BARREL SAMPLER
34/12 - 32 BLOWS LISINO 140 POUND
HAMMER NEEDED TO DRNE SMARM
DEVICE 12 INCHES
PAGE 05/06
PAIS 04
PROJECT NO- 1219 FIGURE 2
06/27/2007 21:00 9706256120
81/31/2007 89:58 303216
BULLSEVE ENGINEERING
PETZ .
PrMN COUNTY ENVIRONMENTAL HEALTH DEPARTMENT
Percolation Test and Soils Data Form - TABLE 1 - PROJECT 1218
RvrLR ri r Date of Teat: 08/13/2006
0-601 Root Zone, Sandy, Red
6" - 8' Sand, Clayey, Silty, Dense, Molat, Red
Occasional Angular Rods Fregment9
PAGE 06/06
PAGE 05
3 40 20
2.50
no urounawater or Bedrock was Encountered
1.50
Hole
Hole
Interval
Measwernent at
Measumment at
Charge (in,)
Percolallon Rate
No.
Depth (in.)
(min.)
Start of Interval
End of Interval
20
(min.An.) MPI
7.00
0.75
20
(In.)
(in.)
0.50 40
1
31
20
3,50
500
1.50
20
5.00
625
1.25
20
6.25
7.00
0.75
27
20
7.00
8.50
1,50
fill
20
2.50
4.00
1.50
20
4.00
5.00
1.00
2
31
20
4.00
6.00
2.00
All
20
1.75
3.00
1.25
20
3.00
4.25
1.25
20
4.25
6.00
1.75
20
6.00
7.25
1.25
16
20
7.25
9.00
1.75
3 40 20
2.50
4.00
1.50
20
4.00
5.00
100
20
5.00
5.75
0.75
20
5.75
6.25
0.50
20
6.25
7.00
0.75
20
7.00
7.50
0.50 40
AVO a 28 MPI
388854 01/04/9(a T1:30A PS I OF 4 RIP DOC
SILVIA DAVIS PITKIN COUNTY CLERK a RECORDER 21.00
State of Colorado
County of Pitkin
The undersigned, Richard Panichi and Andrea Panichi, as joint tenants ("Grantor"), in
consideration of good and valuable consideration, receipt of which is hereby acknowledged, have
granted, bargained, sold, and conveyed, and by these presents do grant, bargain, sell, and convey, to
Marc U. Forst and Sandra Slater Porat, as Trustees of the Porat Family Trust dated October 17, 1988
as amended ("Grantee"), along with any and all heirs, assigns or successors in interest, for the purpose
of maintaining a perpetual septic system easement more particularly described below (hereinafter, the
"septic system easement").
The septic system easement is intended to burden the property owned by Richard and Andrea
Panichi (described in Exhibit "A" attached hereto) and is more particularly described as follows:
A septic system easement situated in Tract 75, Section 27, Township 8 South, Range 86 West
of the 6th Principal Meridian being more particularly described as: Beginning at AP 1 of said Tract
75; thence S 02 degrees 19'07" E 610.81 feet along line 1-10 of said Tract 75; thence S 79 degrees
03'40" W 1056.33 feet to the TRUE POINT of BEGINNING; thence S 79 degrees 03'40" W 126.17
fee; thence N 29 degrees 08'11" W 105.26 feet; thence N 79 degrees 03'40" E 159.04 feet; thence
S 10 degrees 56'20" E 100.00 feet to the TRUE POINT of BEGINNING, containing 0.327 acres
more or less.
The property to be benefited by the septic system easement is described in Exhibit "B" and
is attached hereto.
The cost of installation, maintenance, repair and/or replacement of the easement is the sole
responsibility of the Grantee. The Grantee shall use the least intrusive means necessary to install
the septic system easement that meets the Planning and Zoning Boards requirements for the size of
home to be constructed. In no event shall the Grantee be allowed to use this parcel for the septic
system of more than one home if the Grantee further subdivides the lot. The Grantee may not transfer
less than the entire interest in the septic system easement to any other owner. In the event it is
necessary to enter upon any other property of the Grantor for the purpose of repair or installation,
permission is hereby granted for this purpose and shall not be deemed a trespass.
The Grantee shag be responsible for restoring the land as closely as possible to its original
state, including but not limited to replacing the vegetation with native plants and eliminating disturbed
soil, in the shortest time span feasible. In the event the Grantee does not comply with these
O guidelines, the Grantor may have the required work completed and be reimbursed by the Grantee and
file a lien on the Grantee's property if necessary. The Grantor reserves the right to relocate the
easement at the Grantor's expense if the Grantor so desires.
The Grantee further agrees to indemnify and hold harmless the Grantor for any environmen-
tal, health, or safety matters that may arise through the existence of the septic system regardless of
whether the system is operating properly. In the event that obnoxious fumes are a nuisance to the
Grantor, the Grantee shag be responsible for costs in abating the problem or relocating the easement.
Either party may enforce this instrument by appropriate action and the prevailing party shall
WHEN RECORDED RETURN TO:
THE PORAT FAMILY TRUST
ATTN MARC AND SANDRA PORAT
155 ISLAND DRIVE
PALO ALTO, CA 94301
/U
NOT
388654 01/04/960308 PG 2 OF 4 •
recover as part of the costs reasonable attorney's fees.
The septic system easement is intended to be perpetual and shall run with the land for the
benefit of all subsequent heirs, assigns and successors in interest of both the dominant and servient
estates. The parties or their assigns or successors in interest further agree to terminate this septic
system easement at such time as municipal sewer service becomes available to service these
properties.
IN WITNESS WHEREOF, the parties have executed this easement agreement on the 2nd
day of January 1996.
RichardPanichi ` arc U. Porat, Trustee
Andrea Panichi A 'Sandra Slater
STATE OF�
) ss.
COUNTY 0&&,�,y
The foregoing was subscribed and sworn to before me this�� day o&�� 19-tS
by Richard Panichi and Andrea Panichi.
Witness my hand and offici I s 12mba lh M. IcftUEGER
My commission expires: 8 Y PUBLIC. STATE OF ILLINOIS
1481gt EIPIIiEB 8/12196
Nota ublic
STATE OF e4ufo2a/ »)
ss.
COUNTY OF )
ec
The foregoing was subscribed and sworn to before me this day of ✓A. Y l99( -
by Marc U. Porat and Sandra Slater Porat, Trustees of the Porat Family Trust dated October 17,
1998, as amended.
Witness my hand and official seal.
My commission expires:
VIRGRAA J.DgA00N ��LLlGbr1��
Nt=• IOI W 3 ��
.—Colifwnla i NotaryPublic i
SAMA CLAM COUNTY
My Cantu. r*M APR 29.1908
_Z_
0 0
368654 01/04/96 11:30A GG 3 OF 4
EXHIBIT "A"
A PARCEL OF LAND SITUATED IN TRACTS 74 AND 75,. SECTION 27,
TOWNSHIP 8 SOUTH, RANGE 86 WEST OF THE SIXTH PRINCIPAL,
MERIDIAN, LYING EASTERLY OF A COUNTY ROAD AS CONSTRUCTED AND IN
PLACE BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS:
BEGINNING AT AP 1, SAID TRACT 75;
THENCE SOUTH 02 DEGREES 19'07" E. 610.81 FEET ALONG LINE 1-10
OF SAID TRACT 75;
THENCE SOUTH 89 DEGREES 17'59" W 1269.04 FEET TO A POINT ON THE
EASTERLY LINE OF SAID COUNTY ROAD;
THENCE ALONG SAID EASTERLY LINE OF SAID COUNTY ROAD THE
FOLLOWING FIVE (5) COURSES:
1) N 14 DEGREES 18'11" W 216.18 FEET; THENCE
2) S 90 DEGREES 00'00" E 3.61 FEET; THENCE
3) N 14 DEGREES 23'00" W 100.01 FEET; THENCE
4) N 30 DEGREES 45'00" W 316.90 FEET; THENCE
5) N 26 DEGREES 07'00" W 145.65 FEET TO A POINT ON THE SOUTH
BOUNDARY OF THE FOX SUBDIVISION AS FILED IN PLAT BOOK 8, PAGE
386 OF THE RECORDS OF THE CLERK AND RECORDER OF PITKIN COUNTY,
COLORADO; .
THENCE ALONG SAID BOUNDARY OF SAID FOX SUBDIVISION THE
FOLLOWING THREE (3) COURSES:
1) S 90 DEGREES 00'00" E 443.60 FEET; THENCE
2) S 26 DEGREES 39'00" E 108.00 FEET TO A POINT ON THE NORTH
LINE OF SAID TRACT 75; THENCE
3) N 89 DEGREES 17'59" E ALONG SAID NORTH LINE OF TRACT 75,
1053.05 FEET TO SAID AP 1 OF TRACT 75, THE POINT OF BEGINNING.
COUNTY OF PITKIN
STATE OF COLORADO
AND
A tractor land situate in Tract 75, Section 27, Township B South, Rango Be West of the 6th
Principal Meridien being more Perticularry described as follows:
Beginning' at AP 1 of said Tract 75: thence S 02" 19'07" E 610.81 feet along line 1.10 of
said Tract 75 to the TRUE POINT OF BEGINNING, thence S 79" 03'40"W 1203,56 feet to
the east right of way line of a county road; trance N.29" 08.7 1'.W 124.85 feet along said
right of way IOhe; tlhence N 14" 18'11'W 107,15 feet along said right of way line; thence
N 89" 17'59• E 1289.04 feat to the TRUE POINT OF BEGINNING, containing 3.165 acres
more or feu.
L.1
388854 01/04/011:30A PG 4 OF 4 0
EXHIBIT "b"
A tract of land situate in Tmct 75, Section 27, Township 8 South, Rongs 86
West of the 6th Principal Meridian being more particularly described as
follows.
Beginning at a point on the east Ina of said Tract 75 whence AP. 1 of said
Tract 75 bears N 02'19107' W 610.81 feet.. thence S 2'1907- E 775.24 feet
along said cost /inti•) thence S 89'3827' W 576.91 feet,- thence N O'00'00"E
210.83 feet; theirce N 49'4523' W 39595 feet thence S 50'26'14' W 114.21
feet thence' N 8775144' W 19205 feet to the east right-of-way Tine of
County Road 11; thence N 20449' E 53.45 feet along soid.rfght-of-way line -
thence N 29'0871' W 114.55 feat along said light -of -way line- thence N
7903'40' E 1203.55 feet to the point of beginning, said parcel contains
12'69 Come, more or tags.
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GRAPHIC SCALE
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— KANKA KEE PARCEL
;(HY; ER i R: ni i uE/eR A a t, �x a SNOWMASS CREEK ROAD
er, C d c7c
Iis
1041 Gelber Sile Plan
Section 27 Tournship 8 South, Range 616 Kest,
Sz:rlh Principal Jleridian,
Pitkin County, Colorado
:ECA? D£ECP;v7:ON
A fact of land sltuote m tact 75. Sechan 2?-oansh:c 8 Sov'h.
Ponge 86 west of the Siren ponc<al meridian be,rtq more
panccu!orry aeserDeo as foirow5.
Begrnn%nq of c pemt on the fast ane of sola T/oa 75 s+ence
Angie Point Nc ' of sate Tract 75 bears N O2"967- W 6'787 feef, :Hence
S 02'1967" a 775.24 feet oro q said fast •rhe; mence
i1v'v S 893827• w 576.9 feet the c N 7'00'00- c 21083 'se:, thence
N 49'452]" W 195.93 feet. thence 5 5078"4- R 1742- feel; (ne,ce
V 89"5'44" W 191 eel to he earl rgnt dr way Aire of County
1!daa r -, thence V 02d'4'49 5345 feet Wong ra%d •,qnt-a/-way
thence •V 29,08"..W'J5-- feet monq sI'd rfgN of way Menc-
N 79403'40-f 12OJ55 teff! td the '07h, of CegmMng
-egenc chi Notes.
O' CcCiee 10r'& -o"'t Cr Care'Deo
• d ares forte c meat. f/5 read' ant PGO p/osr,:
dp (PPC! 1.s 20'.0
Bed -'9r are based a ,1/5 'eoc's w'rh drastic - p z.5 1571,
kunC cr the southwester, Carne, cna sou Me. a gle Damr
If ;he eonvokee Palter us„q a bear n9 of N99'15' -4"W.
- -tis surae, Odes at 'ePresenr o hke seam by this
sunevar to eon-,SkiO 0, b dscorer
GasP2er. is d, 6me, eh,umb/daces of recdra. Af
w."dhdn aerra";hg ro owntnnp eosements d .the-
encumbrorcee of record be ben 10ren nom I the
- - c d^eft s5,.ec D, P74n wur� '•.e <
ooted, septabe, 28 '999, Cps, Nc acr1469,`
This droperg4y IS svbfeCt ro apparent easemnts far
✓hbies old .,, goLon :Aches
are shown nereo, nformat'on onry a,, o, nor
,z au- a <ssorry ,ep"seht ,mrts of cwrershq.
'. ,d;nq faveia,, rho, 'fere on ae• Jetermmena+ Na. 06-2004
_- ,Idr- e- hde, 4ecearon Na. 495,69 Date..Noah J. 2004
� "fro.,�3Sz.�
-' r.;4' ?eeMr J:•e man nay o61 dIp JveG by 1 F!;n on
CJ!/
-ear.ng 7fscer cn ;his _SNL_ Icy of `.i�' 004
cna Is suDAed rc F'trin fY `reardrg Offal �,2
peMrm•noher.
Nosi_2ppy_— recorded :h me W,nrds of me ^e' and
oerorder o' P;tkn Ccunry, Colcrcdo 419171
,,yyel ICI! I�Yt-27�-m-015
fl'r
P Yin Ccunry .Yea/%ng
/ al2
Wonr/jg ane 9isnamer
Owner(s) acxnowredges that ne%she has been htormed by Pitkin
:ochry or the a»stence of '•1041 haiard areas” that might affect
the Cru'pe�ry and any improvements, and the dse and accupancy
,'ha,GOf 'bG "Oviso's of Mere mg tabIhe do hol in 0" way
oss+„re ar imp/y that :ne IV=outsioe I, aesighated 'ZOIC areas
w 1 M ',-a from harofds. a, triol approved mltt9ahon m.,es w;ll
guarantee rhe sate!, N any amp My.
iiwrMr/Si% '
r,
"m Peiber
-hls 774. Belo, Sire pian ros ween aNtpted ter - ar`rce
of !se ^.''Grk dad Seca oe o- -R • c
opnt,. Calpr
—-zOC(An Cat -a,at page _ =rereprc^
`j`.i7`t ..
1041 Belber ram
Site Plan " as °'
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1041 Belber ram
Site Plan " as °'
OF
1
Investigative P.O. Box 1309
Engineers & Golden, CO 80402
-�- Geologists 303-619-7973
JOB NUMBER: 10359
Iu
GEOTECHNICAL EXPLORATION AND
FOUNDATION RECOMMENDATIONS
PROPOSED RESIDENCE
408 SNOWMASS CREEK ROAD
PITKIN COUNTY, COLORADO
Prepared for.
JEFF WILDIN
4690 NORTH VESAILLES
DALLS, TEXAS 75209
AUGUST 22, 2006
0 0
Investigative
Engineers &
Geologists
August 22, 2006
Jeff Wildin
4690 North Versailles
Dallas, Texas 75209
Subject: Geotechnical Exploration and Foundation Recommendations
Proposed Residence
408 Snowmass Creek Road
Pitkin County, Colorado
Job Number: 10359
Mr. Wildin,
P.O. Box 1309
Golden, CO 80402
303-619-7973
As requested, Investigative Engineers & Geologists. LLC (EEG) performed the subject geotechnical
exploration to provide geotechnical recommendations for a proposed residence. The attached report
presents an evaluation of the surface conditions encountered, results of our laboratory testing
program and geotechnical recommendations for site grading and drainage and for foundation and
floor design and construction.
EEG appreciates the opportunity to provide geotechnical engineering services for this project. IEG is
also able to provide plan review and construction observation services as requested to evaluate
whether our recommendations are being properly implemented.
Sincerely,
Investigative Engineers & Geologists, LLC
David Cushman
Senior Engineering Geologist
3 copies — addressee
Senior Geotechnical Engineer
1 copy to Leverich & Carr Real Estate, Attention: Thomas Carr 555 East Durant, Suite 4A
Aspen CO 81611
TABLE OF CONTENTS
INTRODUCTION ................................
PROJECT DESCRIPTION ..............
SITE CONDITIONS ............................
GEOTECHNICAL EXPLORATION
SUBSURFACE CONDITIONS ..........
Soil and Bedrock
Groundwater......
1-1 L
2
3
3
DISCUSSION OF EXPANSIVE SOILS............................................................................................4
LABORATORY TEST RESULTS..................................................................................................... 4
SITE PREPARATION........................................................................................................................ 5
StructuralFill Material................................................................................................................. 5
FillPlacement.................................................................................................................................6
FOUNDATION RECOMMENDATIONS......................................................................................... 6
FLOOR AND CRAWLSPACE RECOMMENDATIONS............................................................... 7
Basement Floor
Ground Floor...,
Crawlspace..................................................................................................................................... 7
Slab -on -Grade ...................... ............................. _........................................................................... 8
LATERAL LOAD AND SUBSURFACE DRAINAGE RECOMMENDATIONS ........................8
SURFACE DRAINAGE AND LANDSCAPE RECOMMENDATIONS.......................................9
LIMITATIONS..................................................................................................................................10
FIGURE 1- SITE PLAN
FIGURE 2 - TEST PIT LOGS, LEGEND AND NOTES
FIGURE 3 - SWELL -CONSOLIDATION TEST RESULTS
APPENDIX A - IMPORTANT INFORMATION ABOUT THIS REPORT
APPENDIX B - DRAIN DETAILS
I�
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Geotechnical Exploration and Foundation Recommendations
Proposed Residence
Job Number: 10359
Page 1 of 10
INTRODUCTION
This report presents the results of a geotechnical exploration of the subject site for the subject
project. The field exploration, laboratory testing, and report preparation were performed in
accordance with our proposal for the subject project, dated August 8, 2006 and authorized by you.
Included in this report are the results of the field exploration and laboratory testing program as well
as recommendations for site preparation, foundation and floor design, lateral earth pressures, and
subsurface and surface drainage. The following is a summary of the fmdings and recommendations.
Test Pit I (TP -1) was excavated about 25 feet south of the north end of the building
envelope and encountered silty, gravelly sand with scattered cobbles to the maximum
depth explored of 10 feet. TP -2 was excavated 55 feet south of TP -1 within the building
envelope and encountered silty, gravelly sand with scattered cobbles to the maximum
depth explored of 11 feet. The soil was noted to be very loose in the upper 2 feet in TP -1,
and contained porous, sandy silt layers from 5 to 7 feet in TP -2 and thin layers of sandy
silt between 7 and 9 feet in TP -2. A 3 -inch root zone and topsoil layer was present at the
ground surface in both locations explored.
2. Groundwater was not encountered in the test pits during the observation.
3. Laboratory test results indicated a sample of the silty sand consolidated when wetted
under a surcharge pressure of 500 pounds per square foot (psf).
4. The recommended foundation type for the proposed structure is spread footings bearing
on the silty, gravelly sand soils. Design and construction recommendations for the
foundation are included in the body of the report.
5. The subsurface soils encountered on the site are suitable for support of a lightly loaded
slab -on -grade type basement floor, with a low risk for slab heave due to expansive soils.
Structural floors over a crawlspace should be used if a low risk for slab movement is not
acceptable.
6. The ground surface on the exterior of the building should be graded to provide positive
drainage of surface water away from the building. In addition, an interceptor trench and
berm feature should be constructed on the uphill side of the planned residence to divert
surface water around the structure.
PROJECT DESCRIPTION
This report presents the results of a geotechnical exploration for a proposed residence at 408
Snowmass Creek Road in Pitkin County Colorado. Construction details were not available at the time
/j
Geotechnical Exploration and Foundation Recommendations
Proposed Residence
Job Number: 10359
Page 2 of 10
of report preparation, but for the purposes of the report we have assumed that the proposed residence
will be one to two stories above a walkout basement with an attached garage, with wood frame and
reinforced concrete construction, possibly with brick or stone masonry veneer. We should be
contacted if final construction varies from the assumed construction.
SITE CONDITIONS
The site is located in aWaal-residential area in Pitkin County, Colorado. The site has an
approximate 30 percent slope to the west in the house location with a ground cover of sparse to
moderate grass with scattered shrubs. The site contains areas of lower slope, such as near the
proposed onsite wastewater system (OWS) northwest of the house, and areas of higher slope, such as
uphill to the east where slope increases to 45 percent or more. A rough driveway had been cut into
the hillside in order to drill a well prior to our investigation.
GEOTECHNICAL EXPLORATION
The geotechnical exploration of the site consisted of excavating two test pits, TP -1 and TP -2,
to depths of 10 and 11 feet, respectively with a rubber -tired backhoe. The location of the test pits is
shown on the attached Figure 1. Samples of the subsurface soils were obtained by driving a "hand
drive" sampler into the subsurface soils where possible and collecting disturbed bulk samples of the
subsurface materials. The amount of gravel in the soil and the depth of the silt layers limited the
amount of hand drive samples. The hand drive sampler is a steel barrel sampler with a 2 -inch inside
diameter and 2%z -inch outside diameter that is fitted with a 4 -inch long brass liner during sampling to
facilitate retrieval and transport of relatively undisturbed samples of the subsurface soils. The degree
of sample disturbance is dependant on the type of material and the moisture and density conditions of
the soil sampled.
90
•
SUBSURFACE CONDITIONS
Soil and Bedrock
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Geotechnical Exploration and Foundation Recommendations
Proposed Residence
Job Number: 10359
Page 3 of 10
Test Pit 1 (TP -1) was excavated about 25 feet south of the north end of the building envelope
and encountered silty, gravelly sand with scattered cobbles to the maximum depth explored of 10
feet. TP -2 was excavated 55 feet south of TP -1 within the building envelope and encountered silty,
gravelly sand with scattered cobbles to the maximum depth explored of 11 feet. The soil was noted to
be very loose in the upper 2 feet in TP -1, and contained porous, sandy silt layers from 5 to 7 feet in
TP -2 and thin layers of sandy silt between 7 and 9 feet in TP -2. A 3 -inch root zone and topsoil layer
was present at the ground surface in both locations explored.
Bedrock was not encountered in the test pits to the maximum depths explored. Bedrock
outcrops are present above (east of) the proposed house location, about 100 feet from the building
envelope. The bedrock is the Maroon Formation, consisting of interbedded siltstone and sandstone.
The proposed house location is on a colluvial apron derived from the bedrock above, with alluvial
deposits anticipated further downhill in the Snowmass Creek valley.
Groundwater
Groundwater was not encountered in the test pits during excavation. The groundwater
observations indicate groundwater conditions at the times and locations checked. It is possible for
groundwater levels to fluctuate seasonally and from year to year. It is also possible for groundwater
to flow in fractures in the soil or bedrock that may not be represented in the test pits or for "perched"
groundwater conditions to form after construction.
0
DISCUSSION OF EXPANSIVE SOILS
LJ
Geotechnical Exploration and Foundation Recommendations
Proposed Residence
Job Number. 10359
Page 9 of 10
The clay minerals found in fine-grained soils and bedrock often have molecular structures
with unbalanced electrical charges that result in "receptors" or locations on the surface of the clay
particle where water molecules are attracted to the particle by van der Waals forces. This attraction
manifests itself as a "suction potential" that causes water to flow into the soil matrix resulting in an
increase in volume of the soil matrix. The amount of volume change that results when a sample of
soil or bedrock is inundated with water under a constant pressure is measured in the swell -
consolidation test (ASTM D 4546) as the swell or consolidation potential. The swell pressure is the
amount of pressure that is then required to compress the sample back to the volume before
inundation.
The geotechnical engineering practice in Colorado uses a relative classification to evaluate the
expansive potential of soils and bedrock. The expansive potential is categorized as low, medium, high
or very high based on the swell potential. The following table presents the relative classifications.
Table No. I - Risk Categories
Slab Performance Risk
Category
Representative Percent Swell
500 psf Surcharge)
Representative Percent Swell
1000 psf Surcharge)
Low
0 to< 3
0 to< 2
Moderate
3 to < 5
2 to < 4
fligh
5to<8
4to<6
Very High
8 or Eeater
6 or greater
Note: the representative percent swell values presented are not necessarily measured values. Rather,
they are a judgment of the swell of the soil and bedrock profile likely to influence slab performance.
LABORATORY TEST RESULTS
Samples obtained during the geotechnical exploration program were returned to the laboratory
where soil descriptions and test pit logs were reviewed by a senior geotechnical engineer or senior
geologist. Selected samples were then tested in the laboratory for in-place moisture content and
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Geotechnical Exploration and Foundation Recommendations
Proposed Residence
Job Number: 10359
Page 5 of 10
density, amount of material passing the No. 200 sieve, and swell -consolidation characteristics.
Results of the laboratory tests are presented in the following table.
Table No. 2 — Laboratory Test Results
Test Pit
No.
Depth
feet
Moisture
Content %
Dry
Density
cf)
Amount of Material
Passing No. 200 Sieve
%
Swell
Potential
%
Swell
Pressure
s
TP -1
4
3.6
27
N/A
N/A
TP -2
3
4.6
36
N/A
N/A
TP -2
3
4.1
97
32
-3.2
N/A
The results of the swell -consolidation tests indicate that the sandy silt has a moderate
consolidation potential when wetted under a surcharge pressure of 500 psf and can exhibit collapse
behavior when wetted under high loads. Due to the depositional environment, the colluvium is judged
to have a relatively low density and the porous silt layers within the colluvium are hydrocompactive.
An Atterberg Limits test conducted on a sample from a depth of 4 feet in TP -1 indicated the soil
matrix was a non -plastic silt (ML).
SITE PREPARATION
Prior to site grading, areas to be graded should be stripped of surface vegetation, topsoil,
debris and other deleterious material. Stripped materials should be wasted off site in accordance with
applicable regulations. However, non -hazardous stripped soil with vegetation can be used as shallow
fill in non-structural, landscaped areas of the site.
Structural Fill Material
Structural fill material should be non -expansive at the recommended placement moisture
content and density, classify as a coarse-grained material (sand or gravel) by the Unified Soil
Classification System (USCS), and have a liquid limit less than 40 and a plasticity index less than 20.
Frozen material, ice, snow, cobbles and boulders larger than 3 inches, debris and other deleterious
_3
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Geotechnical Exploration and Foundation Recommendations
Proposed Residence
Job Number: 10359
Page 6 of 10
material should be excluded from fill materials. The "Foundation Recommendations" and "Slab -on -
Grade Recommendations" sections of this report should he consulted for depth and lateral extent of
over -excavation and structural fill replacement recommendations. The on-site soil is suitable for use
as structural fill.
Fill Placement
Structural fill should be placed in lifts 8 inches or less in loose thickness, moisture
conditioned to within 2 percentage points of Optimum Moisture Content and compacted to 95 percent
or more of the standard Proctor Maximum Dry Density (MDD). Fill in non-structural areas should be
compacted to at least 90 percent of the MDD.
FOUNDATION RECOMMENDATIONS
The material encountered in the test pits in the residence area (TP -1 and TP -2) at the assumed
foundation elevations (3 to 8 feet below the existing ground surface) generally consisted of silty, sand
and gravel -sized, angular clasts of siltstone and sandstone, with scattered clasts ranging to cobble
size. The proposed structure can be supported by shallow spread footings bearing on properly
compacted subgrade soils and should be designed for a maximum allowable bearing pressure of
1,500 psf. The following recommendations should be followed in the design and construction of a
spread footing foundation system.
1. Foundation wall or grade beam footings should have a minimum width of 16 inches.
Individual footing pads supporting column loads should have a minimum width of 24
inches. Prior to footing construction, the exposed footing subgrade should be compacted
to a depth of one foot below the proposed footing elevation. The compaction below
proposed footings should extend laterally beyond the edges of the footings a distance of
one foot. If a discrete silt layer is encountered at the planned footing grade, it should be
scarified, moisture conditioned, and compacted per the recommendations in the structural
fill section of the report.
2. Material loosened by the excavation process should be removed from the surface of the
excavation or compacted prior to footing construction. Footings should not be placed on
uncontrolled or loose fill or suspended over excavations.
Geotechnical Exploration and Foundation Recommendations
Proposed Residence
Job Number. 10359
Page 7 of 10
3. Foundations should be reinforced to bridge isolated soft areas. We recommend
foundations be designed to span an unsupported length of 10 feet.
4. Exterior footings should be provided with at least 3 feet of soil cover for frost protection,
or more if required by the local building department. Interior footings should be provided
with at least 1 foot of soil cover to increase the bearing capacity of the footing subgrade
soils.
5. 1EG should be given the opportunity to observe footing excavations prior to concrete
placement to evaluate whether the footing subgrade is adequate to support the
recommended bearing pressures.
FLOOR AND CRAWLSPACE RECOMMENDATIONS
Basement Floor
The subsurface soils encountered on the site are suitable for a slab -on -grade type basement
floor with low potential for slab heave due to expansive soils. Structural floors over a crawlspace or
void -space should be used if the potential for slab movement is not acceptable. Recommendations in
the Slab -on -Grade section should be followed for basement floor slabs -on -grade.
Ground Floor
The subsurface soils encountered on the site are suitable for a slab -on -grade type ground floor
in habitable portions of the structure with a low potential for slab heave due to expansive soils.
Structural floors over a crawlspace or void -space should be used in habitable portions of the structure
if the potential for slab movement is not acceptable. Recommendations in the Slab -on -Grade section
should be followed for ground floor slabs -on -grade.
Crawlsoace
A health and safety professional with experience in the design of crawlspaces should be
consulted to provide recommendations to reduce moisture infiltration into crawlspaces. Such
recommendations may include lining the crawlspace with polyethylene plastic that is sealed and
mechanically attached to the foundation. Plastic should not be attached to the foundation within 6
inches of untreated wood members of the framing or flooring. Also, plastic should not be attached to
�'J
Geotechnical Exploration and Foundation Recommendations
Proposed Residence
Job Number: 10359
Page 8 of 10
metal framing members such as column posts, but can be attached to concrete foundations supporting
column posts.
Slab -on -Grade
Fill beneath slabs -on -grade should be placed in accordance with the structural fill
recommendations in the Site Preparation section. The following recommendations should be
incorporated into the design and construction of slabs -on -grade.
1. Slabs -on -grade should be free to move in the vertical direction and should not be rigidly
attached to the structure.
2. Partitions should not be designed or constructed to bear on slabs -on -grade. A 2 -inch void
should be established below partitions. This partition void space should not be construed as a
heave estimate and should be monitored and maintained by the owner throughout the life of
the structure. The void space can be covered with a decorative molding strip that is not
attached to the partition.
3. Concrete slab -on -grade cracking can result from expansion and shrinkage of the concrete.
Slabs should be provided with shrinkage control joints. The American Concrete Institute
(ACI) recommends that control joints be spaced no more than 3 feet per inch of slab thickness
(12 feet for a 4 -inch thick slab). Control joints should also be established 3 feet from
foundation walls. Control joints should be continuous across slab sections. Concrete slabs
should be properly cured using curing compound or water.
4. Cracks and movement of slabs -on -grade can he transmitted through rigid floor coverings
such as ceramic tile. Performance expectations should be taken into consideration in the
selection of floor slab coverings.
5. Slab bearing mechanical units should be provided with flexible connections to allow
movement of the slab.
LATERAL LOAD AND SUBSURFACE. DRAINAGE RECOMMENDATIONS
Foundation walls and other structures retaining soil should be designed to resist the lateral
pressures applied by the soil. Lateral loads should be calculated based on "equivalent fluid unit
weights". For "active" conditions an equivalent fluid unit weight of 40 pounds per cubic foot (pcf)
should be used, and 50 pcf should be used for "at rest' conditions. An equivalent fluid unit weight of
350 pcf should be used for "passive" conditions.
13 �t?
9 0
Geotechnical Exploration and Foundation Recommendations
Proposed Residence
Job Number: 10359
Page 9 of 10
These pressures do not take into account the presence of surcharge loads on the ground
surface behind the retaining structure such as sloping ground surface or vehicle loads or the presence
of hydrostatic pressures on the retaining structure. To reduce the potential for developing hydrostatic
pressures retaining structures should be provided with subsurface drainage. An interior or exterior
foundation drain as detailed in the attached Appendix B should be provided around the perimeter of
all below grade habitable floor spare.
SURFACE DRAINAGE AND LANDSCAPE RECOMMENDATIONS
The ground surface around the building should be sloped to drain away from the building in
all directions. IEG recommends a minimum slope of 12 inches in the first 5 to 10 feet from the
structure in landscaped areas. In paved areas the slope of the ground surface can be reduced to 3
percent. In addition, surface water from the steep slope uphill of the house location should be
intercepted and diverted from the building area by a berm and trench feature. This feature should be
built in a "horseshoe" shape above and around both sides of the house.
The following recommendations should be incorporated into the design of the landscape
around the proposed structure and should be followed by the owner of the property.
1. Settlement of backfill around foundation walls should be immediately repaired by filling
with soil to reestablish the recommended grades.
2. All pressurized irrigation lines and valve boxes should be located at least 10 feet from the
foundation or patio slabs. Sprinkler heads and emitters should not be located or spray within 5
feet of the foundation or patio slabs.
3. Non -irrigated areas around the structure can be covered with mulch such as gravel or bark,
but should not be covered by plastic sheeting. Plastic prevents normal evaporation and allows
moisture to build up in the soil. Non -woven geotextile fabric can be placed under the mulch to
reduce weed growth and still allow some evaporation of soil moisture.
4. Plants, trees and grasses should not be over -watered. Efforts should be made to apply only
the amount of water needed for a particular plant type and to adjust water application for
temperature and rainfall conditions.
9 0
Geotechnical Exploration and Foundation Recommendations
Proposed Residence
Job Number: 10359
Page 10 of 10
LIMITATIONS
This report was prepared for the exclusive use of IEG's client for the referenced project on the
subject site. Information or recommendations in this report should not be used for other purposes
without the express written consent of IEG. IEG has endeavored to perform the geotechnical
engineering services for this project in a manner consistent with the practices of the geotechnical
engineering profession at the time and in the location the services were performed. IEG makes no
warranties, expressed or implied. Evaluation, sampling and testing of the surface soils or water or
subsurface soils or groundwater for the presence of hazardous or toxic materials or for the presence
of wetlands was not included in EEG's scope of services for this project.
0 0
0
TP -2
i
Mo -4.e
MIC -4c -200on
OD -972-200' %
0
10
15 16
20 20
25 25
—30 30 —
LEGEND 0 GRAVEL AND SAND COLLUVIUM, WITH COBBLES, SILTY, SLIGHTLY CLAYEY, LOOSE TO MEDIUM
DENSE, MOIST, WITH 6 -TO -12 -INCH THICK, CLAYEY SILT LAYERS BELOW 5 FEET IN TP -2
INDICATES A "HAND -DRIVE" SAMPLE WAS OBTAINED
INDICATES A DISTURBED "BAG' SAMPLE WAS OBTAINED
3.2 1 INDICATES AMOUNT OF VOLUME CHANGE (%) AND DIRECTION OF SAMPLE MOVEMENT ON
MC= INDICATES MOISTURE CONTENT (%) OF SAMPLE DD= INDICATES DRY DENSITY (pct) OF SAS
-200= INDICATES AMOUNT OF MATERIAL PASSING NO. 200 SIEVE (%)
NP INDICATES SAMPLE WAS FOUND TO BE NON -PLASTIC WHEN TESTED FOR ATTERBERG LIMITS
NOTES: 1) THE TEST PITS WERE EXCAVATED WITH A RUBBER TIRED BACKHOE ON AUGUST 3, 2000
2) THE LOCATIONS OF THE TEST PITS WERE DETERMINED APPROXIMATELY IN THE FIELD BY
TAPING OR PACING FROM FEATURES ON THE SITE PLAN AND SHOULD ONLY BE
CONSIDERED ACCURATE TO THE DEGREE IMPLIED 13Y THE METHOD USED.
3) CHANGES BETWEEN MATERIAL TYPES ARE APPROXIMATE AND TRANSITIONS MAY BE
GRADUAL. GROUNDWATER ELEVATIONS MAY VARY SEASONALLY AND FROM YEAR TO
YEAR DEPENDING ON CLIMATE AND OTHER FACTORS.
4) GROUNDWATER WAS NOT ENCOUNTERED IN THE TEST PITS
IEG
1.0
0.0
-1.0
-2.0
-3.0
cl- -4.0
-5.0
E
d
c -6.0
2
m -7.0
c.
E -8.0
N -9.0
-10.0
-11.0
-12.0
-13.0
1
0 0
IEG
No. 10359
No. 3
0 0
Appendix A
Important Information about this Report
The data collected by IEG - Investigative Engineers and Geologists, LLC during this geotechnical
exploration was used to provide geotechnical information and recommendations based on subsurface
condition for the site evaluated, the potential effects of those conditions on the proposed structure, and
recommended foundation type for the proposed structure. The stratification lines shown on the boring
log(s) are approximate and actual transitions between materials may be more gradual or more rapid than
indicated on the boring log(s). Actual subsurface conditions encountered during construction may differ
from the subsurface conditions presented herein. This uncertainty can not be eliminated due the variable
nature of geologic conditions. Material characteristics and engineering properties of soil and bedrock
may vary between samples and between borings. The actual material characteristics and engineering
properties of the soil or bedrock may differ from interpretations based on sampled soil and bedrock.
Quantitative conclusions prior to construction regarding the geotechnical performance of a structure are
not possible due to the potential variability of subsurface conditions. Engineering judgment and
experience are used to evaluate the most likely geotechnical performance of the structure and provide
geotechnical recommendations for the structure. There are no guaranties or warranties implied or
expressed.
The owner and client must understand that uncertainties are associated with geotechnical engineering
and must determine the level of risk they are willing to accept for the proposed construction. The level
of risk can be reduced, but not eliminated by more extensive exploration and sampling of the site and
additional laboratory testing, which would cost more money and take more time. To reduce the level of
uncertainty, the report should only be used by the referenced client for the referenced project and the
construction described in the report unless authorized in writing by IEG. IEG should be consulted to
review changes to the proposed construction such as the nature, size, configuration, orientation, location
or weight of proposed improvements. Additionally, the practice of geotechnical engineering is
continually developing knowledge and experience, and it must be understood that recommendations are
based on the state of the practice at the time the report was prepared. The report should not be used more
than three years after issuance unless reviewed and revised if needed by IEG.
Landscaping of the site following construction and owner maintenance will greatly affect the
performance of structures on sites with expansive soil or bedrock. Typically, moisture contents of
subsurface soils and bedrock increase after construction due to surface irrigation and the cut off of
evaporation that occurs when a slab or building is constructed. Poor owner maintenance, such as ground
surfaces sloping towards foundations or slabs and irrigated landscaping adjacent to buildings, will
increase the potential for slab and foundation movement by increasing the potential for moisture content
changes in the subsurface soils. The property owner or buyer, and anyone he or she plans to sell the
house to, must understand the risks associated with construction in areas with expansive soils and must
assume the responsibility for maintenance of the structure and the site.
IEG
33
APPENDIX B
FOUNDATION DRAIN DETAILS
LJ
0
Form No. OFFICE OF THE STATE ENGINEER
GWS -25 COLORADO DIVISION OF WATER RESOURCES
818 Centennial Bldg., 1313 Sherman St., Denver, Colorado 80203
(303) 866-3581
APPLICANT
TIMOTHY J BELBER
5297 RICHMOND HILL CT
CASTLE ROCK, CO 80108-
(720)289-6505
LXST
WELL PERMIT NUMBER 271379 _
DIV. 5 WD 38 DES. BASIN MD
APPROVED WELL LOCATION
PITKIN COUNTY
SW 1/4 SE 1/4 Section 27
Township 8 S Range 86 W Sixth P.M.
DISTANCES FROM SECTION LINES
440 Ft. from South Section Line
2340 Ft. from East Section Line
UTM COORDINATES (Meters Zone 13 NAD83)
cMANUt/tXFANSION OF USE OF AN EXISTING WELL tasting: Northing:
ISSUANCE OF THIS PERMIT DOES NOT CONFER A WATER RIGHT
CONDITIONS OF APPROVAL
1) This well shall be used in such a way as to cause no material injury to existing water rights. The issuance of this permit
does not ensure that no injury will occur to another vested water right or preclude another owner of a vested water right from
seeking relief in a civil court action.
2) The construction of this well shall be in compliance with the Water Well Construction Rules 2 CCR 402-2, unless approval
of a variance has been granted by the State Board of Examiners of Water Well Construction and Pump Installation
Contractors in accordance with Rule 18.
3) Approved pursuant to CRS 37-92-602(3)(b)(11)(A), to expand the use of an existing well constructed under permit no.
269620, as the only well on a residential site of 12.69 acre(s) described as that portion of the SW 1/4 of the SE 1/4, Sec. 27,
Twp. 8 S. Rng. 86 W. Sixth P.M., Pitkin County, more particularly described on the attached exhibit A.
4) The issuance of this permit hereby cancels permit no. 269620.
5) The use of ground water from this well is limited to ordinary household purposes inside one single family dwelling. The
ground water shall not be used for irrigation or other purposes.
6) The pumping rate of this well shall not exceed 15 GPM.
7) The return flow from the use of this well must be through an individual waste water disposal system of the
non -evaporative type where the water is returned to the same stream system in which the well is located.
8) This well must be located not more than 200 feet from the location specified on this permit. �� /_A_/1 fo
APPROVED
JSG
Stale Engineer
N/A
0 0
Shelton Drilling Corp
P.O. Box 1059
Basalt, Co. 81621
(970) 927-4182
Lic. # 1095
Name : Tim Belber
C/o
Address : 5297 Richmand Hill Court
City, St, Zip : Castle Rock, CO. 80108
Phone #
Hole size
Depth
Type
Casing ID
Casing OD
From -To
9.0
60
Steel
6.5
7.0
0-60
6.5
185
PVC
5.0
5.5
55-185
Invoice #: C-2596
Date 7/31/2006
Permit #: 269620
Location : Snowmass Creek
Perforated Ft : 80 ft
Estimated : 15+ gpm
Static Level : 68 ft
Total Drilled : 185 ft
Recommended Pump Set Depth 180 Ft. Pumping 15 GPM
For Pump Installation We Recommend : Samuelson Pump 945-6309 (Raun Samuelson)
J & M Pump Co 945-6159 (Rick Holub)
Aqua Tec Pump 984-0311 (Tom Platzer)
Instructions
Price Per Foot 180 Feet @ $ 30.00 Per Foot = $ 5,400.00
Feet @ $ Per Foot = $ 0.00
Total Footage Charge $ 5,400.00
Minimum Well Charge (if applicable) .............................$
Conditions Of Payment:
pay $ 5,400.00
I. *WE STRONGLY RECOMMEND A VALID PUMP TEST BE CONDUCTED BY A LICENSED PUMP INSTALLER
TO DETERMINE THE ACTUAL WELL PRODUCTION AND WATER QUALITY. THIS SHOULD ESTABLISH THE
ACTUAL WELL PRODUCTION PARAMETERS WHICH CANNOT BE DETERMINED WHILE DRILLING
2. O_ URGI AR ANTPF I V t O Y IF A 1 FhCFI p n aTpi.l ER INSTA THF p ity�lt�*r S�yT u
3. The landowner is ultimately responsible for the plugging and abandonment of dry holes or replaced wells.
according to State Rules and Regulations. Please contact us for details and/or prices.
4. At.t. INYOfCES DUE AND PAY F WITHIN to DAYS OF INVOI DAT NI FCC PRIOR ARRAN F
MENTS ARE MADE. A 1.5*/* HA
NDI lNC CHARGF. PFR MONTH MAY RF ADDED t DAYS FROM ti [RST
HALING. -
Please call us if you have any questions.
3 �p
FROM : J&M PUMP COMPANY FAX NO. : 970 945 6159
Laboratory Services An
8100 Lowry Boulevard, Denver CO 80230-6928
3�—�'•' US Mail: PO Box 17123, Denver CO 80217
,d,p�.,�,eo< (303) 692-3090 fax (303) $44-9989
ofeuWicftedtb
,adFmdw,mrat
Grant
0408 Snowmass Center Rd
well
J and M Pump Inc
8611 117 Road
Glenwood Springs, CO 81601
Contact Name
Contact Phone
• May. 31 2007 11:03AM P1
I.ab ID No. MSA -2007002846
Collected 5/24/2007 1:00:OOPh
Received 525/2007 10:12:OOAM
Reported 529/2007
Collected By Matrix Drinking water
Routine Chlorine residual Payment Type Billed
Test Name
Result
Method Name
Escherichia coli PA
E. coli not detected
Total coliforms PA
Coliform absent or less than one (<1),
SM 9223
indicates a microbiologically safe sample
LARS Interent Address: http://www.cdphe.state.co.us/Ir/lrhom.htrn
Modification Date:5292007
#203
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1. THE FLOOR PLANS OF THE HOUSE INDICATES A 4 BEDROOM HOUSE WITH 5000 SQ. FT. +/-
OF LIVING SPACE.
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2000 AL SEPTIC TANK
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4" COUPLING
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4. ABSORPTION TRENCHES
PERC RATE: 28 MIN/IN AVERAGE
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WITH PERC RATE BETWEEN 5 MPI AND 60 MPI A 50% REDUCTION FOR INFILTRATOR UNITS
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(1482 SF) X (507.) = 741 SF (REQUIRED ABSORPTION AREA).
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LENGTH OF ANY INEIVIDUAL TRENCH SHALL NOT EXCEED 100 FEET IN LENGTH.
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APPROVED ACCEPTANCE FOR INFILTRATOR SYSTEMS QUICK 4
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DR WAY AND
N.T.S.
GENERAL NOTES
1 1 PARK G AREAPROPOSED
1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE STATE AND COUNTY REGULATIONS
RETAINING WALL
OF INDIVIDUAL SEWAGE DISPOSAL SYSTEMS, EVEN THOUGH ALL SUCH REQUIREMENTS ARE NOT
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SPECIFICALLY NOTED ON THE DRAWINGS. THE CONTRACTOR SHALL. BE RESPONSIBLE FOR SUCH
SPECIFIC DETAILS AS ARE REFERRED TO IN THE ABOVE MENTIONED REGULATIONS.Ln
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4. INSTALL RISERS ON SEPTIC TANK, CLEAN OUTS, INSPECTION WELLS, ETC. TO PROVIDE
APPROPRIATE ACCESS AT GROUND LEVEL.
SOLID PIPE
CUT HOLE IN TOP OF
5. LOCATION OF SPECIFIC COMPONENTS CAN BE ADJUSTED AS NECESSARY SO LONG AS ALL
REQUIRED SETBACKS ARE MET ACCORDING TO THE GOVERNING REGULATIONS. CONTACT
\ PRO SED DRIVEWAY
/ INFILTRATOR UNIT FOR
BULLSEYE ENGINEERING, INC. IF ADJUSTMENTS ARE SIGNIFICANT.
/
\ I•�/ \
/ FINISH GRADE INSTALLATION OF INSPECTION
WELL PIPE
6. PROVIDE DRAINAGE SWALES AROUND ABSORPTION AREA TO PREVENT SURFACE RUNOFF FROM
FLOWING OVER ABSORPTION AREA.
COUPLING ,- MIN. 1 (M A X
4') 7. PERCOLATION TESTING COMPLETED BY ALL SERVICE SEPTIC.
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8. THIS. DESIGN AND PLAN DOES NOT CONSTITUTE A SEPTIC PERMIT. THE CONTRACTOR OR
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OWNER IS RESPONSIBLE FOR OBTAINING THE SEPTIC PERMIT FROM APPROPRIATE GOVERNING
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10 20 40 �1., EXISTING DRIVE
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ACCEPTANCE PRIOR TO INSPECTION BY COUNTY OFFICIALS OR BACKFILLING. MULTIPLE
20 0 \
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INSPECTIONS MAY BE NECESSARY TO MINIMIZE SAFETY ISSUES OR PROCEED WITH OTHER
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ASPECTS OF THE CONSTRUCTION. BULLSEYE ENGINEERING REQUESTS A MINIMUM OF 24 HOURS
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NOTIFICATION OF REQUEST FOR INSPECTION. INSPECTIONS MAY ALSO BE REQUIRED OR
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( IN FEET)
INSPECTION WELL DETAIL
REQUESTED BY COUNTY OFFICIALS.
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1 inch = 20 ft.NNECT
N.T.S.
10. THIS SYSTEM IS SI5ED FOR TYPICAL DOMESTIC USES. BACKWASH OR FLUSHING FLOWS FROM
C/O i,
Contour Interval = 2' EXIST DR,
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REVERSE OSMOSIS UNITS OR WATER SOFTENERS SHOULD NOT BE INTRODUCED INTO THE
_DR
SYSTEM. HOME OWNER [S RESPONSIBLE FOR TIGHT PLUMBING FIXTURES TO AVOID OVERLOADING
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11. INSTALL INSULATION BOARD OVER SEWER PIPE AT ALL LOCATIONS WHERE BURY DEPTH IS
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LEGEND
12. NO KNOWN OFFSITE WELL IS WITHIN THE ABSORPTION TRENCHES ZONE OF INFLUENCE. THE
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1010 EXISTING INDEX CONTOUR I I
ONSITE DOMESTIC WELL IS NEAR THE EDGE (LESS THAN 1 FT.) OF THE REGULATED ZONE OF
- EXISTING INTERMEDIATE CONTOUR
INFLUENCE. WITH THE STEEP GEOGRAPHY OF THIS SITE, THE POTENTIAL FOR WELL
CONTAMINATION FROM THIS ISDS IS NOT IMPACTED AS A RESULT OF THE WELL BEING WITHIN
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anE PROPOSED INDEX CONTOUR I I
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GENERAL ABSOREDON NOTES
THIS ZONE OF INFLUENCE.
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---- PROPOSED INTERMEDIATE CONTOUR
13. TOPOGRAPHY AND BOUNDARIES PROVIDED OWNER SURVEY
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- - PROPERTY LINE I FIXISTING DRIVEWAY
L ABSORPTION BED OR TRENCH SHALL NOT EXCEED 100 FEET IN LENGTH.
BY BASED ON IMPROVEMENT
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COMPLETED BY SCHMUESER GORDON MEYER (DRAWING DATE OCT. 12, 2000). 4 A.
- - - - - - - - - 1041 BUILDING ENVELOPE
- - EXISTING EASEMENT
I
2. THE BOTTOM OF ABSORPTION HED OR TRENCH SHALL BE LEVEL, CLEAN, AND
j�•
FREE 14. APPROPRIATE BMP'. SHALL BE INSTALLED AND MAINTAINED DURING CONSTRUCTION AND /O
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FROM SMEARING.
UNTIL FINAL SOIL STABILIZATION OCCURS. U +• r 7 R
392
EXISTING DRIVEWAY
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PROPOSED EDGE OF DRIVE + I
3. INSTALL INFILTRATOR UNITS ACCORDING TO MANUFACTURERS RECOMMENDATIONS. THECUTANDFILL SLOPES STEEPER THAN 2.5H:1V SHALL BE PROTECTED WITH EROSION
�'7
SHEET:
MATERIAL SUPPLIER OR BULLSEYE ENGINEERING CAN PROVIDE THESE DOCUMENTS
UPON CONTROL FABRIC.
P-3 PERCOLATION TEST PIT
REQUEST.
16. IF LOCATION OF SEPTIC TANK IS TO BE FIELD ADJUSTED, LOCATION SHALL HE
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OF:
ADJUSTED
®®0�®
ACCESSIBLE FOR FUTURE MAINTENANCE (APPROXIMATELY 50').
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EXTERIOR MATERIALS LIST:
I. STONE - PATTERN T.B.D. - PROVIDE DRAINAGE
AREA BEHIND STONE o WALL CONDITION
2. HEAVY TIMBER GUARDRAIL W/ R.S. TIMBER
BALLUSTERS
5. 16" DIA. STACKED STANDING DEAD TIMBER
LOGS W/ CHINKING - REF. LOG MFG.
4. ROUGH SAWN TIMBER BOARD 8 BATTEN
5. STANDING SEAM METAL ROOF - PROVIDE HEA'
RESISTANT W.P. MEMBRANE UNDERLAYMENT
6. STONE LINTEL
"I. METAL GRATE FOR SPARK ARRESTOR
8. TREX OR EQUIVALENT SYNTHETIC DECKING
01. CONCRETE - REF. STRUOT IF APPLICABLE
10. 16" TIMBER LOG FROM STANDING DEAD
11. ROUGH SAWN TIMBER FASCIA BOARD
12. 6" MIN. DULLED METAL FLASHING AT WALL OR
ROOF RIDGE / VALLEY FLASHING
13. STONE HARDSCAPING - PATTERN TBD
14. HEAVY TIMBER LOOKOUTS - REF. STRUCT.
LEVEL ABOVE
1
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GENERAL PLAN NOTES:
I. ALL DIMENSIONS SHOWN ARE TO BE
VERIFIED IN FIELD. DO NOT SCALE
DRAWINGS. IN CASE OF DIMENSIONAL
CONFLICT, PLEASE CONSULT ARCHITECT.
2. STONE VENEER EXTERIOR OF LOWER
LEVEL WALLS TO ALIGN WITH WOOD FRAMED
WALLS ABOVE.
3. ALL WOOD STUD WALLS ARE TO BE
EITHER 2x4 OR 2x6. REFER TO ARCH.
DRAWINGS FOR WALL THICKNE55. ALL
EXTERIOR AND LOAD BEARING WALLS ARE
TO BE 2x6 MIN.
4. AFTER FRAMING 15 COMPLETE, GC 15 TO
VERIFY ALL DOOR AND WINDOW R.O.
DIMENSIONS W/ DOOR AND WINDOW SCHEDULE
ON SHT. AI.S
5. ALL LOWER LEVEL EXTERIOR GONG.
WALLS ARE TO BE 8" THICK PLUS 2" OR 35"
FOR FURRING STRIPS AND INSULATION U.N.O.
6. EXACT SPECIFICATIONS AND LOCATIONS
OF ALL MECH. EQUIPMENT ARE TO BE
DETERMINED BY MECHANICAL ENGINEER AND
MECH. SUB CONTRACTOR.
1. COUNTY BUILDING OFFICIAL SHALL
DETERMINE IF SPRINKLER 5Y5TEM IS
REQUIRED. IF REQUIRED, GEN CONTRACTOR
SHALL BE RESPONSIBLE FOR COMPLIANCE W/
CODE.
8. ALL FLOOR COVERING MATERIALS ARE
TO BE LOW TOXIC PER EFF. BLDG. PROGRAM.
q. ALL SHEATHING 15 TO BE OSB AND / OR
RECYCLED CONTENT SHEATHING SUCH AS
THERMO-PLY OR EQUIVALENT PER EFF. BLDG.
PROGRAM.
10. ALL EXTERIOR DECKING 15 TO BE PER
EFFICIENT BUILDING PROGRAM EQUIVALENT
II. REFER TO CIVIL ENGINEERING PLAN FOR
ALL DRYWELL SIZES, LOCATIONS, AND
CONFIGURATION. REF. CIVIL ENG. FOR
ROUTING OF ALL WATER FROM ROOF AND
ALL OTHER SURFACE AREAS. REF. GRADING
AND CIVIL DRAWINGS FOR LOCATION,
CONFIGURATION AND ALL OTHER
INFORMATION PERTAINING TO DRAINING AND
SURFACE SLOPES TO THESE DRAINS.
12. PROVIDE CARBON MONOXIDE DETECTORS
AS REQUIRED BY CODE
13. PROVIDE HEAT TAPE IN51ME ALL GUTTERS
AND DOWNSPOUTS - CONNECT TO ROOF HEAT
TAPE SYSTEM
14. PROVIDE RADON MITIGATION PER
PA551VE RADON SYSTEM USING DRAIN TILE
LOOP AS DETAILED IN 2003 IRC APPENDIX F
FIGURE AF102 PAGE 564.
15. REF. ARCH. 51TE PLAN FOR SNOWMELT
AREAS.
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2. HEAVY TIMBER GUARDRAIL W/ R.S. TIMBER
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5. Ib" DIA. STACKED 5TAN12IN67 DEAD TIMBER
LOGS W/ CHINKING - REF. LOG MFG.
4. ROUGH SAWN TIMBER BOARD E BATTEN
5. STANDING SEAM RUSTED NON REFLECTIVE
METAL ROOF - PROVIDE HEAT RES15TANT W.P.
MEMBRANEUNDERLAYMENT
b. STONE LINTEL
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5. TREX OR EQUIVALENT SYNTHETIC DECKING
Q. CONCRETE - REF. STRUCT IF APPLICABLE
10. Ib" TIMBER LOG FROM STANDING DEAD
11. ROUGH SAWN TIMBER FASCIA BOARD
12. V' MIN. DULLED METAL FLASHING AT WALL OR
ROOF RIDGE / VALLEY FLASHING
15. STONE HARDSCAPING - PATTERN TBD
14. HEAVY TIMBER LOOKOUTS - REF. STRUCT.
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