HomeMy WebLinkAboutpitkin.eh.264334100013 (2012) (Main House)D i SITE WASTEWATER TREATM` . J SYSTEM (OWTS)
EH/NR CONSTRUCTION PEouAT
76 Service Center Rd- Aspen, CO - 81611
Phone: 970.920.5070 Fax: 970.920.5374
Permit #: 0011.2012.powt
Parcel ID #:
2643-341-00-013
Permit Issued: []NEW ❑REPAIR ®REMODEL/ADDITION main house ❑TANK ONLY ❑FIELD ONLY ❑AMENDMENT
Owner(s): AIG Aspen LLC � Ar '� rn u r � S� w u 1
Property Address: 2780 McLain Flats Road
Legal Description: Lot 3 Block 1 White Horse Springs
Size of Lot: 5+
Acres Detached Accessory Unit: ❑YES ®NO
Size of Building: 9600 Sq. Ft. Size of Accessory Unit:
The system is designed for: Main house: Six Bedrooms
Designed By:
Phone #:
HP Geotech
970-945-7988
Fax #: 970-945-8454
Project #:
Sq. Ft.
107 841A Dated: November 30, 2011
Mailing Address: 5020 CR 154 Glenwood Springs, CO 81601
Email Address:
Perc Rate: 17 mpi Profile Hole Depth: 8 ft Depth to Groundwater or Bedrock:
Greater than 8 ft
Minimum Tank Capacity: 2250 gallons Minimum Absorption Area: 1455 sq ft w/ 30% reduction
Permit Conditions:
This OWTS Construction Permit is approved on the condition of compliance with the engineer design as submitted with the application and the specifications
cited above. Changes must be approved by this Department and the engineer prior to construction.
This permit replaces the previously issued ISDS Permit 07011. The existing system serving the residence will be abandoned.
The new system will consist of one 2000 gallon, two-compartment tank with an effluent filter on the outlet tee of the second
compartment. A 1000 gallon, two-compartment tank will follow with an Orenco PF3005 High head effluent pump installed
within an Orenco biotube pump vault in the second compartment. Effluent will be pumped to an Orendo V6402 automatic
distributing valve (adv), installed at the high point. Effluent will be dosed to two absorption beds consisting of six rows of Quick
4 chambers with 14 chambers in each row, for a total of 84 chambers.
114 feet of separation must be maintained from the absorption areas to any irrigation ditch.
An OWTS Use Permit must be obtained for the guest cabin in the property PRIOR TO issuance of CO on the main
house.
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 within 30 days of the final inspection, unless a longer period of time has been agreed upon, in writing. This Department must also be called for
the final inspection with a minimum of 48 hours notice.
Minimum horizontal distances between components of the system and physical features shall conform to the requirements of the Pitkin County OWTS
Regulation.
This Permit is conditioned upon the property owner(s) providing for regular inspection, cleaning, and maintenance of the system by qualified personnel, in
accordance with the manufacturer's recommendations and the requirements of the Pitkin County OWTS Regulation. Issuance of this OWTS Construction
Permit does not constitute a guarantee, warranty, or representation by the Department that the system will operate properly or will not fail.
THIS PERMIT IS EXPRESSLY CONDITIONED UPON COMPLIANCE WITH ALL REQUIREMENTS OF THE PITKIN
COUNTY OWTS REGULATION, INCLUDING BUT NOT LIMITED TO THOSE CONDITIONS SPECIFIED ABOVE.
Plans and specifications for the proposed OWTS have been reviewed and are considered satisfactory. Permission is hereby
given to the property owner(s) to perform the work indicated in accordance with the Pitkin County OWTS Regulation. This
Permit will expire 1 year from the date of issuance unless construction on the system has commenced. An "as -built" drawing
must be submitted and approved by EH before final approval of the system will be issued.
Issued By: "r ,; Date: J Expires: ` �/ /,3
Installer:
License #:
Reactivation Authorized by:
Ark
Final Approval issued By:
Date: -
New Expiration Date: FeepUM
ONSITE WASTEWATER TREATMEN i SYSTEM (OWTS)
EH/NK
O �II� CONSTRUCTION PERMIT APPLICATION
76 Service Center Rd - Aspen, CO - 81611
Phone: 970.920.5070 Fax: 970.920.5374
Parcel ID# (available from the Pitkin County Assessor's Office
970-920-5160 or at www.pitkinassessor.org):
11 _ _ ,�
Q
Purpose of Permit:
❑ NEW ❑REPAIR DUE TO FAILURE
REMODEL/ADDITION ❑TANK ONLY ❑FIELD ONLY
Cost of System Repair or Remodel/Addition (approximate):
City, S te, Zip:
Property Address:
:!�� /G3/
Lot: Block: Filing:
13
Subdivision :��,
Property Owner(s)*: Email Address:
Owner's Mailing Address: City, tate, Zip:
Home Phone: Busin s hone:
+P1,2 7-5—l— ZOW
*Contact information must be provided for the owner signing this application.
Pri ry Contact Person/Applicant (if not owner):
Co any:
Z—
ContadbWpplicant Mailing Address:
City, S te, Zip:
J 4/i' !✓
:!�� /G3/
Cell Phone:
Business Phone:
Fax Number:
Email Address:
Building Permit # (if applicable):
IP00 3 .�
Lot Size (in acres):
Size of Building (square feet): Number of ote tial Bedrooms:
Detached Accessory Unit?❑ YES NO Size of Accessory Unit (square feet):
Number of Potential Bedrooms In or Fixture List for the Accessory Unit:
Water Source:
❑ PRIVATE WELL ❑SURFACE WATER El SPRING COMMUNITY/PUBLIC WATER SYSTEM
Name o Community/public Water System (if applicable):
i� je ,,
Engineering Firm: Job Number: Phone Number: Fax Number:
O 7 RVIeiGG -= 7 7?f L,
Mailing Address: City, State, Zip:
PLEASE READ BEFORE SIGNING:
I certify that the above information is complete and accurate and that I have provided complete and accurate information in all of the documents
included in my application package. I acknowledge that EH/NR may revoke any permit I am issued if my application is found to contain any
inaccurate, false, or misleading information. I understand that no construction may be undertaken on an OWTS until an OWTS Construction Permit is
issued.
Owner Signature (Required): Date:
Applicant Signature: Date:
FOR OFFICE USE ONLY
Received by EN/ Staoff. / .�. r n Fee & Receipt % Cn J Date: U I r—
00/1, Pio / � , po -vi t
G4dtech
HEPWORTH-PAWLAK GEOTECHNICAL
September 28, 2012
Arthur Altschul
c/o Roger Jones
1202 Lexington Court
P. O. Box 242
New York, New York 10028
(rfjones@mac.com)
E
Hepworth-Pawl.ak Geotedinieal, Inc.
5020 County Road 154
Glenwood Springs, Colorado 81601
Phone: 970-M-1988
Fax:. 971-945.8454
email: hpgeoff—hpog otech.cont
Job No. 107 841A
Subject: As -Built Evaluation of On -Site Wastewater Treatment System, Proposed
New System for Residence, Tract 3, Block 1, White Horse Springs, 2780
McLain Flats Road, Pitkin County, Colorado.
Gentlemen:
As requested, Hepworth-Pawlak Geotechnical observed the installation of the On -Site
Wastewater Treatment System (OWTS) for the six bedroom residence at the subject site.
The services were part of our proposal to Arthur Altschul dated August 4, 2011.
We previously designed the OWTS and presented our recommendations in a report dated
November 29, 2011, Job No. 107 841 A. Our observations and recommendations of the
As -Built construction are presented in this report. Our field observations were
coordinated with Gavin Griffiths of Mountain Works, the OWTS installer.
We performed our As -Built site evaluations on June 25, July 19 and August 17, 2012.
The OWTS components observed included: sewer lines, septic and dose tanks, cleanouts,
effluent line, Automatic Distribution Valve, absorption bed excavations, ARC 36
chambers, lateral distribution pipes, manifold piping, inspection ports, potable water line
location and the location of all components. Due to the extensive OWTS components and
potable water line routing, the observations were made over the course of several months
as the system was constructed and backfilled. The As -Built OWTS site plan prepared by
us showing the location of OWTS components is provided on the attached Figure 1.
During our first site visit on June 25, the OWTS components observed included the 2,000
gallon, two -chamber Valley Precast septic tank, one sewer line and cleanout, effluent
filter, effluent line from septic tank outlet to dose tank inlet and the 1,000 gallon, two -
chamber Valley Precast dose tank. Both septic and dose tanks were properly installed
and level. The 4 inch non -perforated sewer line from the residence foundation to the
septic tank inlet was properly sloped at 2% minimum with a cleanout installed adjacent to
the residence foundation. The 4 inch non -perforated effluent line from the septic tank
outlet to the dose tank inlet was properly installed and sloped to aid the gravity
distribution.
Parker 303-841-7119 0 Colorado Springs 719-633-5562 11 Silverthorne 970-468-1989
Arthur Altschul
c/o Roger Jones
September 28, 2012
Page 2
Our second site visit on July 19 included observing the second sewer line from the
residence, specified effluent pump, effluent transport piping, Automatic Distribution
Valve (ADV) and the installation of the first absorption bed. The second sewer line from
the residence was properly installed and sloped down into the septic tank inlet. The sewer
line was relatively steep but did have straight sections of piping adjacent to the foundation
and the septic tank inlet. The two installed sewer lines will provide service to the entire
six bedroom residence. The specified Orenco PF3005 high head effluent pump was
properly installed within an Orenco Biotube pump vault within the second chamber of the
dose tank. The Orenco V6402 ADV with one inlet and two outlets was properly installed
and was Iocated at the highest point between the dose tank and absorption fields as
specified. With the ADV being the high point, the effluent will drain back to the dose
tank and towards the absorption beds between doses. The l lh inch non -perforated
effluent transport pipe from the ADV outlet to the first absorption field manifold was
installed properly.
The OWTS absorption bed system specified consisted of two separate absorption beds
utilizing chambers which will alternate effluent doses to provide the receiving soils a
resting period and field longevity. Each absorption bed in our OWTS design report
specified six rows of fourteen Infiltrator Quick4 chambers for a total of eighty-four
chambers within each bed. The Infiltrator chambers are 4.0 feet in length and 3.0 feet in
width and the overall specified bed layout was 59 feet in length and 18 feet in width. The
installer decided to use ADS ARC36 chambers instead of the specified Infiltrator Quick4
chamber. The ADS ARC36 chamber is 5.0 feet in length and 3.15 feet in width. The
overall bed dimensions using the ARC36 chambers was measured at 61 feet in length and
20 feet in width, slightly larger than specified in our OWTS design report, for a total of
seventy-two ARC36 chambers.
The first absorption bed excavation was slightly deeper than initially specified; however,
the deeper receiving soils exposed were similar to the shallower soils identified for our
design. The 1% inch manifold pipe was installed level and the 1'/z inch perforated
distribution pipes were hung level inside the chambers. The ADS ARC36 chambers were
installed level on the scarified excavated subgrade.
Our third site visit on August 17 included observing the second absorption bed
installation, the effluent transport pipe from the ADV to the second bed and the potable
water line layout. The 1'/z inch no -perforated transport pipe from the ADV to the
absorption bed manifold was properly sloped and installed. The transport pipe was
encased with 2 inch Schedule 80 PVC for its entire length from the ADV to the
absorption bed manifold due to the potable water line crossing as shown on the attached
Figure 1. The second absorption bed was similar to the first absorption bed installation,
using the ADS ARC36 chambers with the six rows of 12 chambers in length for a total of
Job No. 107 84IA
G�tPteCh
C 3
Arthur Altschul
c/o Roger Jones
September 28, 2012
Page 3
seventy-two chambers. The bed dimensions were approximately 62 feet in length and 21
feet in width.
The approximate potable water line location from McClain Flats Road to the residence is
shown on the attached Figure 1. The potable water line location encroached on the 25
feet setback to OWTS components and was encased with Schedule 80 PVC from adjacent
to the existing barn structure to the residence to mitigate the encroachment and reduce the
setback to 10 feet. As mentioned above, where the potable water line crosses underneath
the 1 h inch effluent transport line, both the water line and effluent line are encased in
Schedule 80 PVC piping.
It is our opinion that the OWTS meets the general intent of our November 29, 2011
design report. Our design specified using Infiltrator Quick4 chambers and the absorption
beds were constructed with ADS ARC36 chambers. The change in plastic chamber
manufacturer actually created additional absorption area and does not change the intent of
our OWTS design and is acceptable to us. The locations of the two absorption beds were
slightly altered from our original OWTS design.
The observations and recommendations presented above are based on our visits and our
experience in the area. We make no warranty either express or implied. Alterations to
the system including amendments, changing components, backfill and site grading could
alter the operation and effectiveness of the OWTS in the future. It is important to not to
irrigate the areas around the absorption fields to prevent hydraulic overloading and
possible premature failure of the absorption fields.
Please feel free to contact us if you have any questions.
Sincerely,
HEPWORTH -
Jason Pascoe,nv' z
Reviewed b .
David A. Young, P.E.
attachment Figure
GEOTECHNICAL, INC.
Plan
cc: Craig Barns (craia@cbaspen.com )
Gavin. Griffiths ( irk ffthsgavin@u,hotmail.com)
Pitkin County Env. Health Dept. — Kurt Dahl (Kurt. D4W@co.pitkin.co.us)
Job No. 107 841A
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Pitkin County Environmental Health Department
Contact Log Sheet
Bryan Daugherty
From:
Gavin Griffiths [griffithsgavin@hotmail.com]
Sent:
Tuesday, August 21, 2012 7:30 AM
To:
Bryan Daugherty
Subject:
FW: 2780 Mclain Flats OWTS
Attachments:
IMG_20120820_080214.jpg; IMG_20120820_080150.jpg
Bryan,
We dug down 4ft below the chambers soil conditions remained the same as above throughout no bedrock or ground
water so I think the soils will perc just fine.
We have regraded around the field to have 5ft of cover over the field and added some extra observation ports to the
chambers to allow oxygen to enter the field.
On another note I am looking at another installation down at WJ using a distribution box do you have a preference on the
material for the box concrete or pvc I know in the past pitco has frowned on concrete boxes let me know
Thanks,
Gavin Griffiths
Mountain Works
P 0 box 3260
Basalt, CO 81621
970-927-0985 ph
970-927-0985 fax
970-948-4177 cell
griffithsgavin@hotmail.com
Date: Mon, 20 Aug 2012 20:29:25 -0600
Subject:
From: gavingriffiths0l@gmail.com
To: griffithsgavin@hotmail.com
OWTS DESIGN CALCULATIONS - for Pitkin
Owner's Name Parcel ID #
House Size (sq. ft.) (75 gpd or0 gpd) 100 i
Number of Bedrooms in Main House 61
Number of Offices, Libraries, Studies, Similar -sized Rooms in Main Hou
Number of Bedrooms in Detached Caretaker unit
Number of Offices, Studies, Similar -sized Rooms in Caretaker Unit
(If the caretaker unit is ATTACHED, treat as if part of main house.)
Average Daily Waste Flow 1200
State Review Required? no
Perc Rate 17 (T)
Design Flow (Q) = # potential bedrooms X 2 people/bedroom X gpd X 1.5
Q= 1800
Minimum tank capacity 2250 gallons
Absorption Area (=Q/5 X SQRT perc rate)(1.4 loading factor
A = 2,078 sq. ft. of absorption area required
Absorption Area (=Q/5 X SQRT perc rate) WITH SECONDARY TREATMENT (no loading factor)
A= 1,484 sq. ft. of absorption area required
Abs. Area w/ loading factor (B25)
Trench
Bed
Quick4 Trench
Quick4 Bed
Pipe and Gravel
(-10%)
1870
no red.
2078
189
211
Dosing
(-20%)
1662
(-20%)
1662
168
168
Chambers
(-30%)
1455
(-10%)
1870
147
189
Max Allowable
(50 % 1
1039
(-30%)
/Tam
105
147
Secondary Treatment
Abs Area w/ out loading factor (1328)
Trench
Bed — --'
Pipe and Gravel
(-10%)
1336
no red.
1484 (Z
.3C 135
150
Dosing
(-20%)
1187
(-20%)
1187
1 120
120
Chambers
(-30%)
1039
(-10%)
1336
105
135
Max Allowable
(-50%)
742
(-30%)
1039
75
105
164
SETBACK FROM WELL
# of feet =
114
SETBACK FROM POND, STREAM OR IRRIGATION DITCH
# of feet =
89
SETBACK FROM DRY GULCH
# of feet =
�c,oc r(
Pitkin County Environmental Health & Natural Resources 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 # 07011 Parcel ID # 2643-341-00-013
Type of permit New( ) Repair( ) Addition/Remodel to House( X )
Name of Owner AIG Aspen, LLC Arthur Altschul Jr.
Street Address 2780 McLain Flats Rd
Property legal description
Size of lot 5.427
Water source White Horse
# of bedrooms in house
Caretaker unit
# of bedrooms in caretaker unit
Designed for what # rooms (list)
Designed by
Mailing Address
Lot 3, Blk1 While Horse Spri
HP Geotech
Total square footage of the&ous� 9,018 sf
# of offices, lofts & si Uee'r
r7in house
Total square footage of the cat
# of offic loftssized rooms in care
SIX Bedrooms (n s' ed fo a bedroom in the basem
P it i ation
P.O. Drawer 1887, S
Perc rate 17 Profile hole depth
Minimum Septic tank capacity 3413 gal
8(}98
Depth to groundwa er or bed
Minimum Absorption area
>8ft
2251 sf / 30%reduc=1576
Septic permit approv per compliance with t engineer design and specifications dated January 9, 2007,
, A
Project # 406 04 my changes must be apmkoved by this department and the design engineer prior to them
being made. Min' m horizontal stances betty n components of the system and physical features shall conform
to the Pitkin Co DS reg ions. The old existing system must be properly abandoned.
The design is for a 2,0 on one-compaOump
ent septic tank followed by a 1,500 gallon one -compartment septic
tank followed by a dose k with a Biotu vault. Effluent will be pressure dosed to an automatic distributing
valve and alternately dose to two abo
Pion beds. Each bed will have 91 gravelless Quick 4 chambers, 7 rows of
13 chambers, for a total of chaArers.
This department does not endure 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. *The septic system
for the separate guest house must be evaluated for integrity before this permit can be given final approval.
The owner has the responsibility that all components are inspected and maintained on a regular basis by qualified personnel.
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
encouraged.
Permit approved by: Date:
Plans and specifications of the propcod individu I sew4e e disposal system hve ben 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. Expiration Date:
Installer:
License Number:
*Final approval: Date:
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 CG �. e- &t-
Owner's Mailing Address
City, State, Zip N i Business Phone:
Home Phone: E-mail Address: fL(� Q►T�,l.
Primary Contact Person (all communication regarding this permit will go through this person)
Name 4L
Compan tl t
.,
Contact Mailing Address Z S
City, State, Zip GD 5V.11 Business Phone:
Cell Phone: E-mail Address:
Parcel ID # (available from assessor's office
at 920-5160 or at www.pitkinassessor.org)
Building Permit # (if available)
Street address of property Z t 1' C L&I r-'TtS 7-1�>`3ftzt
Legal Description: Lot J5, Block I Filing Subdivision
Size of lot: '-:Azl :AZacres. '" Type of proposed structure:
Total square feet of house # of bed rooms4potential) in house F -1A',
Caretaker Unit: Attached ( ) Detached ()
Total areas . ft of caretaker unit 9� # of bedrooms(potential) in caretaker unit
Permit is for: New Home ( ) Repair due to failure (x ) Remodel/Addition ( ) Emergency use ( )
Water: Private well ( ,) 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 pre nt. 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. t
i
The Pitkin County Environmental Health Department, Pitlin County and employees of these agencies will be held harmless
should the individual sewage dispo_sW-sy`sfem fail or�alfunction. The permit to construct is issued on information submitted by
the applicant or his/her representatives: -Tate owne[ ssu6ies full r sponsibility in case of failure of the system.
Signature of applicant Date ZZ
Received by 1� Receipt # Date .21a- 1 467
0
G(5O'F'tech
HEPir` ORTH - PAWLAK GEOTECHNICAL
•
Hepworth-Pawizak Geotechnical, Inc.
5020 C-ounrg Road 154
Glenwood Springs, Colorado 8160.1
Phone: 9r)>945 7488
Fax 970-945.8454
email- hpgt #lip er,tech.c.im
ONSITE WASTEWATER
TREATMENT SYSTEM DESIGN
PROPOSED ADDITION TO RESIDENCE
TRACT 3, BLOCK 1, WHITE HORSE SPRINGS
2780 MCLAIN FLATS ROAD
PITKIN COUNTY, COLORADO
JOB NO. 107 841A
NOVEMBER 30, 2011
PREPARED FOR:
ARTHUR ALTSCHUL
C/O ROGER JONES
1202 LEXINGTON COURT
P. O. BOX 242
NEW YORK, NEW YORK 10028
rfiones(cr�,mac.com
I'ar1 cr Y; -S41 -"Ill 19
♦ 4. `,f{_ad> �S.prinx* 19-633-5562 • �ilvctr�,rrt070-46,;- 19, 9
TABLE OF CONTENTS
PURPOSE AND SCOPE OF STUDY........................................................................ - 2 -
FIGURES
PROPOSED CONSTRUCTION ................... ..........................
....................................
- 2-
SITECONDITIONS...................................................................................................
2 -
SUBSURFACE CONDITIONS..................................................................................
- 3 -
PERCOLATION TESTING.......................................................................................
- 3 -
OWTS ANALYSIS
4 -
SEPTIC AND DOSE TANKS ........................................
- 4 -
DOSINGPUMP.........................................................................................................
- 5 -
SEWER AND EFFLUENT PIPING...........................................................................
- 6 -
AUTOMATIC DISTRIBUTING VALVE .............................. ....................................
- 7-
ABSORPTIONAREA................................................................................................
- 8 -
SUBSURFACE DRAINAGE
- -
OWTS MAINTENANCE .................. ...............
..........................................................
- 9-
EXIST NIG SEPTIC DISPOSAL SYSTEM..............................................................
- 10 -
LIMITATIONS........................................................................................................
- 10-
0-
FIGURES
FIGURE 1A - OWTS SITE PLAN
FIGURE 1B -PROPERTY OVERVIEW SITE PLAN
FIGURE 2 - LOG OF PROFILE PITS
FIGURE 3 - PERCOLATION TEST RESULTS
FIGURE 4 - ABSORPTION AREA CALCULATIONS
FIGURE 5 - ABSORPTION AREA PLAN VIEW
FIGURE 6 - ABSORPTION AREA CROSS SECTION
ATTACHMENTS
VALLEY PRECAST SEPTIC TANK DETAIL
VALLEY PRECAST DOSE TANK DETAIL
VALLEY PRECAST AUTOMATIC DISTRIBUTION VALVE DETAIL
ORENCO PF3005 PUMP PERFORMANCE CURVE
Job No. 107 841A cz-&ech
-2 -
PURPOSE AND SCOPE OF STUDY
This report presents the results of our revised Onsite Wastewater Treatment System
(OWTS) design for the proposed addition to the residence located on Tract 3, Block 1,
White Horse Springs, 2780 McLain Flats Road, Pitkin County, Colorado. The design
was prepared as part of our professional services agreement to Arthur Altschul c/o Roger
Jones dated August 4, 2011. Hepworth-Pawlak Geotechnical previously performed an
OWTS design for the residence addition, submitting our findings in a report dated
January 9, 2007, Job. No. 406 0410.
The previous design report included excavation of profile pits to evaluate the subsurface
conditions and percolation testing to evaluate the infiltration characteristics of the
subsoils in the area of the proposed septic disposal absorption field. The data obtained
from that report was reviewed and found to be suitable for the current design. This report
provides our OWTS design recommendations based on the proposed construction, the
subsurface conditions encountered and the percolation rate of the natural subsoils. The
OWTS design is considered to be in compliance with the current Pitkin County Onsite
Wastewater Treatment System Regulations, amended March 8, 2008.
PROPOSED CONSTRUCTION
The existing residence is located on the property as shown on Figures I and 1B. The
residence will have a new addition to the western wing. The completed residence will
have six bedrooms and be greater than 6,000 square feet in size. A new septic disposal
system for the residence is planned to be located to the north of the residence. The
existing septic system will be abandoned. Water service to the residence is provided by a
community water supply system.
SITE CONDITIONS
The ground surface in the area of the proposed OWTS absorption beds is relatively flat
and gently to moderately sloping down to the northwest. Vegetation consists of grasses
Job No. 107 841A C,90tech
-3-
with an area of landscaped evergreen trees..
nadjwas 4►f ImSh s Roo me F4Wa 1,8y�T�he existing OWTS on the property
consists of a 1,000 gallon septic tank and an approximately 2,000 square foot absorption
area. The exact existing absorption field location is not know but believed to be located
northeast of the residence and southwest of the existing barn. Tract 3 is about 5.43 acres
in size. d2 XiS+ n 111 6 a M
At the time of our field exploration in 2006, there were many utility lines, water lines and
irrigation lines crossing the property between McLain Flats Road and the residence at the
approximate locations are shown on Figure IA. The status of the existing service lines is
not known at this time.
SUBSURFACE CONDITIONS
Two profile pits (Profile Pits 1 and 2) were excavated in the area of the OWTS as shown
on Figure 1B for our previous study. Graphic logs of the subsurface conditions
encountered in the pits are shown on Figure 2. The soils encountered, below about MW,, -f
consisted of silty sand with gravel and scattered cobbles. The silty sand
with gravel extended to the Profile Pit 2 depth of 8 feet and to a depth of about :.i
I�e underlain by silty sandy gravel with cobbles that extended down to the
pit depth ofd NdIN9030fts encountered in the pits at the time of excavation or
when checked one day later and the subsoils were moist.
PERCOLATION TESTING
Percolation tests were conducted on Q#swnbGr2VVW to evaluate the percolation rate
of the natural subsoils at the absorption area site. Five percolation tests (P-1, P-2, P-3,
P-4 and P-5) were located as shown on Figure 1B. The test holes were hand excavated at
the bottom of shallow backhoe pits and soaked with water 1 day prior to testing. The
soils exposed in the percolation test holes were similar to those observed in the profile
pits and consisted of silty sand with gravel. The percolation test holes were covered with
Job No. 107 841 A G996ech
rigid foam board overnight for frost protection and the adjacent soils were 39 degrees
Fahrenheit at the time of our percolation tests.
The percolation tests were performed at depths ranging from about 33 to 49 inches below
the adjacent ground surface. The percolation test results, provided on Figure 3, indicated
percolation rates ranging from about 10 to 20 minutes per inch with an average
percolation rate of 17 minutes per inch. M 7 iniri , es per uch average will be used to
size the absorption field. 17 AM)
OWTS ANALYSIS
Based on the subsurface conditions encountered and the percolation test results, the tested
area is suitable for an OWTS utilizing the natural shallow soils for the treatment and
dispersal of effluent. A pair of pressure dosed alternating absorption beds consisting of
Infiltrator (wick 4.Chambers will be utilized. A site plan showing the proposed OWTS,
the residence, and the minimum horizontal setback distances of site features relative to
the system components are shown on Figure 1B. The OWTS was designed for a total of
six bedrooms. All materials and installation should meet the requirements of the current
Pitkin County Onsite Wastewater Treatment System Regulations.
The proposed absorption beds must be 25 feet from any irrigation/water lines and 114 feet t
from any irrigation ditch or surface water. The proposed absorption bed locations may
require rerouting of some of the existing irrigation and water service lines. Another
option to protect the irrigation or water lines, would be to encase the portion of the pipe
located within 25 feet of the absorption beds within sealed schedule 40 PVC sleeve pipe.
SEPTIC AND DOSE TANKS
apncrete 2,000 gallon, two -chamber Valley Precast septic tank will be used for primary
treatment of sewage effluent from the residence. A concrete 1,000 gallon, two -chamber
VMley Precast dose tank will follow the initial tank, and the second chamber of the dose
tank shall be equipped with a submersible effluent pump enclosed within an Orenco
Job No. 107 841A'-'� Pah
-5-
Biotube Pump Vault. A copy of the Valley Precast tank details have been provided as
attachments. Sewage will gravity feed from the residence to the septic tank, gravity feed
from the septic tank outlet to the dose tank inlet and effluent will be pressure dosed to the
automatic distribution valve and to the two absorption beds.
If the septic tank access riser lids will be installed at grade with no backfill cover, then the
lids should be insulated with foam insulation board to provide frost protection. The sewer
pipe inlet tee in the first chamber of the septic tank should be installed beneath the access
lid of the first chamber of the septic tank so that it can be reached for service should it
become clogged. An effluent filter should be installed within the second chamber of the
septic tank beneath the second chamber access lid so it can be reached for service. The
effluent pipe inlet tee in the first chamber of the dose tank should be installed beneath the
access lid of the first chamber of the dose tank so it can be reached for service. The PVC
handle on the Biotube lump Vault filter cartridge should be extended up to within reach
of the second chamber access riser lid of the dose tank. This will allow for easy access
and maintenance of the filter. Approximately 2 feet of soil backfill should be placed over
the top of the septic and dose tanks to allow for easy access and frost protection. For
maintenance reasons, deep tank installation should be avoided. We should be contacted
to re-evaluate our design should it appear that a deep tank installation involving more
than 4 feet of backfill soil over the top of the septic or dose tank is planned. The tanks
should be set level and bedded as needed with road base.
DOSING PUMP
An Orenco PF3005, 115 volt, submersible effluent pump with a 1.25 inch diameter
discharge assembly, or equivalent, is suitable for the dosing application. Due to the
cylindrical design of the P3005 pump, it must be installed in an Orenco Biotube Pump
Vault. For design purposes, it was assumed that the elevation difference from the dosing
pump intake to the automatic distribution valve is not more than about 10 feet and that the
length of the effluent transport pipe does not exceed about 90 feet. An equivalent pump
must be capable of providing a flow rate of 29.2 gallons per minute and 29.2 feet of total
Job No. 107 841 A G,�'P ech
MW
M
M
dynamic head. Our pump calculations for the dosing pump are provided as an
attachment.
The dosing pump will be controlled by a control panel and a system of float switches.
The float switches should be set to provide a dose of 134 gallons. The actual dose
volume will be about 125 gallons, assuming an effluent drainback volume of about 9
gallons in the transport pipe between the pump discharge and automatic distribution
valve. To achieve the desired dose volume in the specified 1,000 gallon, two -chamber
dose tank, the lowest (off) float and the middle (on) float should be placed approximately
20 inches apart. At this volume, each absorption bed will be dosed about 7 times per at
the design flow of 1,800 gallons per day.
SEWER AND EFFLUENT PIPING
The sewer line from the residence to the septic tank should not be less than the diameter
of the building drain and not less than 4 inches in diameter and will service all levels of
the residence and addition. The sewer pipe should be adequately bedded in 3/ inch or
smaller washed or screened aggregate, or native soils provided that there are no angular
rocks or rocks larger than 2%i inches in diameter. Backfill of the aggregate or native soils
backfill must be adequately compacted to prevent settlement of the pipe. The sewer pipe
should be installed in landscape areas with at least 40 inches of soil backfill covering the
pipe, or the pipe should be insulated on the top and sides with 2 inch thick rigid foam
insulation board for frost protection. Beneath driven surfaces, we recommend using
Schedule 40 PVC sewer pipe. The pipe should be insulated if installed with less than
40 inches of soil cover.
We recommend using Schedule 40 PVC pipe between the residence and the septic tank,
though this is not required by local regulations. The portion of the sewer pipe extending
from 5 feet outside the building foundation should have a slope of at least 2%. Cleanout
pipes should be installed in the sewer line adjacent from the building foundation, adjacent
to the inlet of the septic tank, where the sewer pipe bends at 90 degrees or more and at
least one cleanout should be installed at least every 100 linear feet of non -pressurized
Job No. 107 841A eCh
-7 -
sewer or effluent pipe throughout its length. We recommend that a straight section of
pipe be installed between the residence foundation and the septic tank. Any required 90
degree bends in the sewer pipe should be accomplished through the use of a series of 45
degree smooth elbows or a 90 degree long sweep to help prevent clogging of the pipe.
The 4 inch non -perforated effluent line from the septic tank outlet to the dose tank inlet
should be sloped at 2% minimum to drain down to the dose tank inlet. A cleanout must
be installed within the effluent line between the septic and dose tanks due to the length
being greater than 100 feet as shown on Figure 1 B.
The 1 % inch diameter non -perforated schedule 40 PVC effluent transport pipe should be
sloped at 2% minimum to drain back to the dose tank from the automatic distributing
valve. The automatic distributing valve must be at the highest point in the system to
operate correctly. It is critical that the effluent transport pipe be properly bedded to
reduce settlement in the pipe. Sags in the transport pipe will increase the risk of the
effluent freezing.
The 11/z inch perforated schedule 40 PVC effluent lateral pipes must be hung level inside
each row of chambers within the absorption beds. Each lateral pipe should be capped at
the line end. See Figure 5 for lateral pipe details.
AUTOiMATIC DISTRIBUTING VALVE
Due to the size and configuration of the absorption area, an Orenco V6402 automatic
distributing valve (ADV) will be used to alternate doses of effluent to the two absorption
beds. The valve should be installed in an insulated box, such that it is serviceable and be
protected from freezing. A detail for the ADV from Valley Precast is provided as an
attachment to this report. To function properly, the valve must be installed such that it is
the high point between the pump discharge outlet and the absorption beds manifold
piping. The transport pipe from the pump to the valve must slope at 2% minimum away
from the valve such that effluent drains back to the dose tank when the pump finishes
each cycle. Improper drainage could cause standing effluent to freeze in the transport
Job No. 107 841A Meth
lire. The distribution pipes from the valve to each absorption bed manifold must also
slope away from the valve at a minimum slope of 2% for the valve to function properly.
The valve has clear sections of distribution pipe so that the valve can be inspected at least
once per year to ensure that it is alternating doses to each absorption bed.
ABSORPTION AREA
Our absorption area calculations are presented on Figure 4. The soil absorption area was
sized based on an average soil percolation rate of 17 minutes per inch for the six bedroom,
residence. The total soil absorption area will be 1,4 5 square feet. The absorption area
will consist of two identical absorption beds. Each absorption bed will contain 84 -
Infiltrator Quick 4 Standard chambers for a total of 168 chambers. The individual
absorption beds will consist of six rows of fourteen chambers in each row. According to
Pitkin County Regulations, each chamber within a bed configuration was given an area of
9.2 square feet. A 10% reduction in absorption area size was used for the infiltrator
chambers in a bed configuration and a 20% reduction for using a dosing device, for a total
reduction of 30% for the required absorption area. Alternating doses to the two beds will
allow the soils to rest and provide adequate time for effluent absorption.
Each bed excavation should be approximately 60 feet in length by 20 feet in width. The
absorption beds should be excavated to the approximate depths shown on Figure 6. Care
must be taken during installation to ensure that the soils exposed in the bottom and
sidewalls of the bed excavations are not compacted. Once the bed excavations are
complete, they should be left open to allow the soils to air dry prior to placement of the
chambers and distribution pipes.
The chambers should be backfilled with on-site soils to slightly above adjacent ground
surface. The backfill should be graded to deflect surface water and precipitation away
from the absorption areas. We recommend the backfill be re -vegetated as soon as
possible with a native grasses which are common to the area. It is important not to plant
large vegetation or vegetation with invasive roots in and around the absorption areas and
manifold piping as the roots may damage piping and chambers. Areas adjacent the
Job No. 137 841A Ptech
absorption beds should not be heavily irrigated or watered to prevent hydraulic overload
of the soils and possible failure of the absorption beds.
Combination air vent/inspection ports should be installed at each corner of the absorption
beds. The ports should be constructed of 4 inch diameter PVC pipe installed into the
knockouts provided on the tops of the Infiltrator chambers. The ports should extend a
minimum of 8 inches above the ground surface and should have ventilated removable
caps. The absorption bed chamber layout and distribution piping layout is shown on the
Figure 5 cross section.
SUBSURFACE DRAINAGE
No free water was encountered in the profile pits in December 2006 and it is our opinion
that a subsurface drain will not be required. If free water is encountered in any
excavations on the site, we should be notified to re-evaluate the need for a subsurface
drain to protect the absorption areas.
OWTS MAINTENANCE
The OWTS will require maintenance. The level of maintenance will vary with the
complexity of the system and water use habits of the users. We recommend that fats, oils,
bath oils, greases, paint, solids, water softener backwash solution, water from hot tubs and
other constituents that can clog and foul collection and disposal equipment are not
disposed of in the residence drains. The absorption areas and any areas directly up
gradient should not be heavily watered, such as by lawn irrigation systems or other
similar means, as the soils may become hydraulically overloaded. Septic tanks and other
treatment tanks should be pumped whenever the sludge occupies 1/3 of the liquid capacity
of the first chamber of the septic tank and dose tank. The high water alarm float switch
should be checked at least once per year to ensure that it is working properly. In addition,
effluent filter and Biotube pump vault should be checked for clogging at least once per
year and cleaned as necessary. We recommend that an operation and maintenance
manual be developed for the OWTS. The system should be operated and maintained as
Job No. 107 841A GgRech
stipulated in the manual. We can prepare the operation and maintenance manual for the
system if desired.
EXISTING SEPTIC DISPOSAL SYSTEM
The existing septic system components should be located and properly abandoned. The
existing septic tank(s) should be pumped clean and backfilled with soil or lean concrete,
or be removed from the site. The piping to the existing absorption field should be
disconnected and plugged. The existing absorption field components can be removed or
left in-place.
LIMITATIONS
This design has been conducted in accordance with generally accepted engineering
principles and practices in this area at this time. We make no warranty either express or
implied. The conclusions and recommendations submitted in this report are based upon
the data obtained from the profile pits excavated at the approximate location indicated on
Figure 1B and to the depths shown on Figure 2, the soil percolation rates, the existing and
proposed construction, and our experience in the area. Our findings include extrapolation
of the subsurface conditions identified at the profile pits and variations in the subsurface
conditions may not become evident until excavation is performed. If conditions
encountered during construction appear different from those described in this report, we
should be notified at once so re-evaluation of the recommendations may be made.
Based on our site reconnaissance, it is our opinion that the designed locations of the
OWTS components does not violate any setback requirements of the current Pitkin
County Environmental Health Department's OWTS regulations. We recommend that the
position of the system components and setback requirements be verified in the field by a
Professional Land Surveyor licensed in the State of Colorado.
This report has been prepared for the exclusive use by our client for the OWTS design
submittal process. We are not responsible for technical interpretations by others of our
Job No. 107 841 A Gtech
-11-
information. As the project evolves, we should provide continued consultation and field
services during the OWTS construction to review and monitor the implementation of our
recommendations, and to verify that the recommendations have been appropriately
interpreted. Pitkin County requires that a 11MEMAYINNINM engineered OWTS
be performed by the design engineer. This service is outlined in our signed
professional services agreement and includes one site visit. Should additional site
visits be needed, our time will be billed on a time and materials basis. We should be
contacted to perform the As -Built evaluation at least 48 hours before you are ready
for the evaluation. You must obtain the required permits from Pitkin County prior
to our As -Built inspection. Prior to evaluation, all system components should be
installed including: sewer line, septic tank, effluent filter, effluent transport pipe,
dose tank, Orenco Biotube Pump Vault with effluent pump, effluent distribution
pipe, Orenco Automatic Distributing Valve, Infiltrator chambers, and all
distribution and manifold piping within the absorption beds. No components of the
OWTS should be backfilled prior to our performing the As -Built evaluation.
Please contact us for any necessary revisions or discussion after review of this report by
the Pitkin County Environmental Health Department. If you have any questions, or if we
may be of further assistance, please let us know.
Sincerely,
HEP - PAWLAK GEOTECHNICAL, INC.
Jas P oe
En iro ental Specialist
Reviewed
David A. Young, P. 32-
JCP/ksw
cc: Z Group Architects�jelowski (into(d),,zuouparchitects.com)
C. Barnes Construction - Craig Barnes (craig@cbcaspen.com)
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PROFILE PIT I PROFILE PIT 2
0 0
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L15 15
LEGEND:
TOPSOIL; slightly sandy organic silt, soft, moist, dark brown.
SAND (SM); silty, gravelly, scattered cobbles, medium dense, moist, red. Becoming slightly
'v clayey, silty and slightly gravelly below 4' in depth in Profile Pit 2.
-.- M�i
GRAVEL (GM); silty, sandy, with cobbles, moist, red.
1.5 Inch diameter PVC piezometer
NOTES:
1. The Profile Pits were excavated on December 28, 2006 with a mini excavator.
2. Locations of Profile Pits were measured approximately by taping from features shown on the site plan provided.
3. Elevations of Profile Pits were not measured and the logs are drawn to depth.
4. The Profile Pit locations should be considered accurate only to the degree implied by the method used,
5. The lines between materials shown on the Profile Pit logs represent the approximate boundaries between material types
and transitions may be gradual.
6. No free water was encountered in the pits at the time of excavation. Fluctuation in water level may occur with time.
107 841A Gtech
TRACT 3, BLOCK 1, WHITE HORSE SPRINGS FIGURE 2
HEPWORTH-PAWLAK GEOTECHNICAL LOG OF PROFILE PITS
5 3/8 13
DIAMETER (in): 9
5 1/4 20
_
TOTAL DEPTH (in): 46
5 3/8 13
WATER DEPTH AT START (in): 3 5/8 -
5 1/4 20
- -�— --
5 1/4 20
--- - -
5 1/4 20
TYPE OF SO1L: Silty, slightlygravelly sand
5 1/4 20
5 1/4 20
TEST HOLE P - 4
- TIME FALL RATE
(min) (in) (min/in)_
5 3/4 7
AVERAGE IRA (min/in) 2
-
-
-
DIAMETER (fn): 8 -
5 5/8 8
_
TOTAL DEPTH (in): 491/2
5 5/8 8
WATER DEPTH AT START (in): 6
5 3/8 13
5 3/8 13
5 3/8 13
TYPE OF SOIL: Silty, slightly gravelly Sand
5 3/8 13
5 3/8 13
AVERAGE RATE (min/in) = _- 13 — -
--__. . . ... ....... _-..�__.
TEST HOLE P - 5
TIME FALL RATE—�---
(min) ((in) (min/in)
5 3/8 13
DIAMETER (in): 8
5 1/4 20
_ _ TOTAL DEPTH (in): 46
5 1/8 40
WATER DEPTH AT START (in): 61/4
5 1/4 20_
5 1/4 20
OF SOIL•
SfltY, slightly gravelly sand
5 1/4 20
_-TYPE
5 1/4 20
_-�
AVERAGE RATE
(min/in)
_ - SOIL PERCOLATION RATE min/in =1 17
I
REMARKS: AVERAGE MPI BASED ON LAST 4 READINGS OF EACH
TEST_
- - -- LOCATION OF TEST HOLES: SEE FIGURE 115
><--i TRACT 3, BLOCK 1, WHITE HORSE SPRINGS
107 84iA @CEC PERCOLATION TEST RESULTS FIGURE 3
HEPWORTH-PAWLAK GEOTECHNICAL
— OWTS ABSORPTION AREA CALCULATIONS
-�
In accordance with the current Pitkin County Land Regulations for On -Site Wastewater Treatment
Systems, the required absorption area was calculated as follows:
I
_ Q=(F)(B)(N)(1.5)
I
TOTAL DESIGN FLOW:
F = AVERAGE FLOW PER PERSON PER DAY= 100
GALLONS PER DAY
_ _
B = TOTAL NUMBER BEDROOMS = 6
N = ESTIMATED NUMBER OF PERSONS PER BEDROOM = 2
ESTIMATED DESIGN FLOW EQUALTO 150% OF AVERAGE
DAILY SEWAGEFLOW IN GALLONSPERDAY= 1.5
_
Q = TOTAL DESIGN FLOW = 1800
GALLONS PER DAY
ABSORPTION AREA CALCULATIONS:
T = PERCOLOATION RATE _ 171M
_
ES PER INCH
LOAD FACTOR = 1.4
A=1.4(0!5)1"s
5
A = MINLMUIVt ABSORPTION AREA SIZE= 2078
S UAREFEET
AB S ORPTION AREA REDUCTION:
REDUCTION FACTOR FOR CHAMBERS INA BED= 10
%
REDUCTION FACTORFORUSINGA DOSLNGDEVICE= 20
%
TOTAL ABSORPTION AREA REDUCTIONS = 30
%
rVENU IUMABSORPTION ARFA SUM WTTHREDUCTION= 1455
SQUAREFEET
ABSORPTION BID CALCULATIONS:
AMOUNT OF ABSORPTION AREA. GIVEN TO EACH CHAMBER= 9.2
SQUARE FEET
MINIMUM NUMBER OF CHAMBERS = � 159
NUMBER OF ROWS IN EACH BED= 6
_
NUMBER OF CHAMBERS PER ROW = 14
TOTAL NUMBER OF CHAMBERS IN EACH BID = _1 84
NUMBER OF BEDS = 2
TOTAL NUMBER OF CHAMBERS IN TBEABSORPTION ARFA = 168
~
I
107 841A
pp
G�UteCri
HEPWORTH-PAWLAK GEOTECHNICAL
TRACT 3, BLOCK 1, WHITE HORSE SPRINGS
ABSORPTION AREA CALCULATIONS
FIGURE 4
NOTES- 1. ALL INSTALLATION MATERIALS AND METHODS TO MEET CURRENT PITKIN COUNTY OWTS REGULATIONS.
2. HANG ALL DISTRIBUTION LATERALS LEVEL WITH WITH HEAVY DUTY NYLON ZIP TIES SPACED AT 4 FT. ON CENTER MAX.
107 841A Ge Ptech TRACT 3, BLOCK 1, WHITE HORSE SPRINGS FIGURE 5
HEPWORTH-PAWLAK GEOTECHNICAL ABSORPTION AREA PLAN VIEW
APPROX.
18 FT
APPROX. / /
59 FT.
INCLUDING
ENO
ABSORPTION PLATES.
BED
2
1.5 INCH DIA. SCH.40 PVC
TRANSPORT PIPE SLOPED AT
2% MIN. TO DRAIN FROM
DISTRIBUTION VALVE TO
LEVEL MANIFOLD.
/ / .'/ / /
HAND DRILL 3/32 INCH
DIA. PERFORATIONS IN
BOTTOM OF EACH 1.5
INCH DIA. SCH.40 PVC
/
LATERAL. SPACEPERFORATIONS
ORENCO V6402 INSTALLED AT HIGH
/ , / /
/
AT 3 FT.
POINT SUCH THAT TRANSPORT PIPE
/ / /
ON CENTER WITH FIRST
AND BOTH MANIFOLD PIPES SLOPE TO
/ / /
PERFORATION 1 INCH
DRAIN AWAY FROM VALVE AT 2% MIN.
/ / /
FROM MANIFOLD UNE
AND LAST PERFORATION
1INCH FROM END CAPS
/
p
FOR A TOTAL OF TWENTY
'
(20) ORIFICES PER
LATERAL AND 120 TOTAL
ORIFICES PER BED.
1.5 INCH DIA. SCH.40 PVC
TRANSPORT PIPE SLOPED
AT 2% MIN. TO DRAIN
INSTALL 1.5 INCH DIA. SCH.40 PVC
FROM DISTRIBUTION VALVE
MANIFOLD LEVEL AND SUPPORT PIPE
BACK TO DOSE TANK.
ON COMPACTED CLEAN GRAVEL. DRILL
A SINGLE ti INCH DIA. DRAIN HOLE IN
THE BOTTOM OF THE CENTER OF THE
ABSORPTION
LEVEL MANIFOLD FOR DRAINAGE.
BED 1
d
/
1.5 INCH DIA. SCH.40 PVC
TRANSPORT PIPE SLOPED AT
J
2% MIN. TO DRAIN AWAY
APPROX. /
FROM VALVE TO MANIFOLD.
59 FT.
INCLUDING
END
PLATES.
EACH ABSORPTION BED TO
CONSIST OF SIX (6) ROWS OF
INFILTRATOQUICK 4
CHA BERSR EACH ROW TO
FOURTEEN 14) CHAMR ERS
WE LENGTH. EI
(84) INFILTRATOR QUICK 4
CHAMBERS TOTAL PER BED.
4 INCH. DIA. PVC AIR VENT INSPECTION
PORTS INSTALLED VERTICALLY INTO
/
KNOCKOUTS SUPPLIED ON TOPS OF
J J
CHAMBERS AT EACH CORNER OF EACH BED.
TOPS OF PIPES TO BE COVERED WITH
/
VENTILATED CAPS AT LEAST 8 INCHES ABOVE
FINISHED GRADE.
APPROX.
18 FT.
NOT TO SCALE
NOTES- 1. ALL INSTALLATION MATERIALS AND METHODS TO MEET CURRENT PITKIN COUNTY OWTS REGULATIONS.
2. HANG ALL DISTRIBUTION LATERALS LEVEL WITH WITH HEAVY DUTY NYLON ZIP TIES SPACED AT 4 FT. ON CENTER MAX.
107 841A Ge Ptech TRACT 3, BLOCK 1, WHITE HORSE SPRINGS FIGURE 5
HEPWORTH-PAWLAK GEOTECHNICAL ABSORPTION AREA PLAN VIEW
BACKFILL TO BE GRADED
TO DEFLECT PRECIPITATION
AND SURFACE WATER RUN-ON.
INFILTRATOR QUICK 4
CHAMBERS.
EXISTING
GRADE
CUTS
E—I I I I— I.I tr APPROX. 1.5
FT. TO
�I Ml � 5 _1 f—I 11_l I 1_"C i ��� I I—i � —� � �—E � �—I I I OR 0 2.5 FT
j
1 FT. MIN. AND 2 FT. MAX. 501E COVER OVER �_ I=1BOTTOM OF
CHAMBERS. — TOPSOIL AT
�=iii=� THE DOWNHILL
0-11 — I SIDE OF EACH
0 I o II 0 0 o BED TO
ESTABLISH
GRADES OF
I BOTTOMS OF
II i BEDS.
BOTTOM SURFACES OF BEDS SHALL BE LEVEL.
BOTTOM AND SIDES OF EXCAVATIONS SHALL
BE SCARIFIED.
UNDISTURBED NATIVE SOIL
NOT TO SCALE
107 841A Ge P�tech TRACT 3, BLOCK 1, WHITE HORSE SPRINGS FIGURE 6
HEPWORTH-PAWLAKGEOTECHNICAL CROSS SECTION OF ABSORPTION BEDS
Top
View
Flexibl
Section Boc
View
0
2000 ,,p Seam
Two Compartment
62"
20" Clear Access
(Big Hole Lid & Riser)
53"
157"
Digging Specs Invert Dimensions
`Meets ASTM C-1227 spec including 15' Long x 8' Wide Inlet Outlet Length Width Height
C-1664-06 for resilient connectors ,56" below inlet invert 56" ; 53" 1 162" ' 78" 68"
• 4000 psi concrete
• Delivered complete with internal pipingrNet Capacity
Inlet Side i Outlet Side j Total
• PVC, poly or concrete risers available 1,559 gallons'; 505 gallons # 2,064 gallons
• Option of pump or siphon installed
Water &
Wastewater
VALLEY • Systems
. Products
fi
PRECAST, Inc. • service
Net Weight
Lid Tank Total
5,420 lbs 15,530 lbs 20,950 lbs
(719) 395-6764
28005 Co. Rd. 317
P.O. Box 925
Fax: (719) 395-3727 Buena Usta, CO 81211
Website: www.valleyprecast.com
Email: frontdesk@valleyprecast.com
Top
View
Section
View
r
60"
Flexible
Boot
tt0 Gallon Top Seam
Two Compartment
with High
Head
',I. *. e
/ 20" Clear Access I`l
(Big Hole Lid & Riser)
111D 'I
tyl Rubber
Sealant
Wires to pa
J
;
s "t
56"
I
106"
Tank:
*Meets ASTM C-1227 spec
including C-1644-06 for resilient
connectors
• 4000 psi concrete
• Delivered complete with internal piping
Service contracts available for maintenance
Minimum Height
Pump:
• Lowers TSS and improves effluent
quality to field
• Easiest pump system to maintain on
the market
• Complete installation (wiring, panel,
mounting and start-up procedures)
• Complete warranty
Digging Specs
Invert '� Dimensions Net Capacity
11' long x 7' Wide
56I below inlet invert
Inlet Outlet I Length Width Height Inlet Side
56" 73" 111" I 60" 1 92" 687 gallons
{i Outlet Side
1 323 gallons 1,010
1 Total
gallons
Net Weight u�
Lid Tank Total
2,620 lbs - 9,380lbs ! 12,200lbs
Water &
Wastewater
• Systems
VALLEY • Products
PRECAST, Inc. -Service
(719) 395-6764 28005 Co. Rd. 317
P.O. Box 925
Fax: (719) 395-3727 Buena Vista, CO 81211
Website: www.valleyprecast.com
Email: frontdesk@valleyprecast.com
Top View - V4402/V6402 Top View - V4403/V6403 Too View - V4404/V6404
Top View — V4605/V6605
Top View — V4606/V6606
4000 Series
• 1.25" inlet & outlet
• 10 - 40 gpm flowrate
6000 Series
• 1.5" inlet & outlet
• 15 - 100 gpm flowrate
FIBERGLASS LID WITH -
STAINLESS STEEL BOLTS
AND URETHANE GASKET
7lPVC Enctasure ,moo- ' �HVGHT VARIES
From Pump
Grave( Base—
Side View - Hydrotek Enclosure
CM
Orenco SysteAs
Incorporated
Water & (719) 3956764 28005 Co. Rd. 317
Wastewater P.O. Box 925
Fax: (719) 395-3727
VALLEY
•Systems Buena Vista, CO 81211
a
. Products
Q PRECAST, Inc. • Service Website: www.valleyprecast.com
Email: frontdesk@valieyprecast.com
Pump Selection for a Pressurized System - Single Family Residence Project
TRACT 3, BLOCK 1, WHITE HORSE SPRINGS / 107 841A
Parameters
Discharge Assembly Size
1.25
inches
Transport Length Before Valve
90
feet
Transport Pipe Class
40
feet
Transport Line Size
1.50
inches
Distributing Valve Model
6402
feet
Transport Length After Valve
35
feet
Transport Pipe Class
40
feet
Transport Pipe Size
1.50
inches
Max Elevation Lift
5
feet
Manifold Length
15
feet
Manifold Pipe Class
40
Manifold Pipe Size
1.50
inches
Number of Laterals per Cell
12
Lateral Length
57
feet
Lateral Pipe Class
40
Lateral Pipe Size
1.50
inches
Orifice Size
3/32
inches
Orifice Spacing
3
feet
Residual Head
5
feet
Flow Meter
None
inches
'Add-on' Friction Losses
0
feet
Calculations
Minimum Flow Rate per Orifice
0.24
gpm
Number of Orifices per Zone
120
Total Flow Rate per Zone
29.2
gpm
Number of Laterals per Zone
6
% Flow Differential 1 st/Last Orifice 0.4
%
Transport Velocity Before Valve
4.6
fps
Transport Velocity After Valve
4.6
fps
Frictional Head Losses
Loss through Discharge
5.9
feet
Loss in Transport Before Valve
4.5
feet
Loss through Valve
6.7
feet
Loss in Transport after Valve
1.7
feet
Loss in Manifold
0.2
feet
Loss in Laterals
0.0
feet
Loss through Flowmeter
0.0
feet
'Add-on' Friction Losses
0.0
feet
Pioe Volumes
Vol of Transport Line Before Valve 9.5
gals
Vol of Transport Line After Valve
3.7
gals
Vol of Manifold
1.6
gals
Vol of Laterals per Zone
36.2
gals
Total Vol Before Valve
9.5
gals
Total Vol After Valve
41.5
gals
Size Pump For
Design Flow Rate 29.2 gpm
Total Dynamic Head 29.2 feet
orenc. simtom'
tnco•p"ea
30(
251
011
10(
5(
5 10 15 20 25 30 35 40
Net Discharge (gpm)
PumpData
PF3005 High Head Effluent Pump
30 GPM, 1/2HP
115/230V 10 60Hz, 200V 30 50Hz
System Curve:
Pump Curve: ---
Pump Optimal Ranger
Curve Intersection:
Design Point:
Hepworth- awlak Geotechnical, Inc.
H 5020 County Road �ol Glenwood Springs, Colorado
Colorado 81601
Phone: 970-945-7988
HEPWORTH - PAWLAK GEOTECHNICAL Fax: 970-945-8454
email: hpgeo®hpgeotech.com
October 7, 2004
Arthur G. Altschul Jr.
c/o Diaz and Altschul Capitol Management
9503 rd Avenue, 160i Floor
New York, New York 10022
Job No. 104 655
Subject: Subsoil Study for Foundation Design, Proposed Addition, Tract 3, Block
1, White Horse Springs, 2780 McLain Flats Road, Pitkin County,
Colorado
Dear Mr. Altschul:
As requested, Hepworth-Pawlak Geotechnical, Inc. performed a subsoil study for design
of foundations for the proposed addition at the subject site. The study was conducted in
accordance with our proposal for geotechnical engineering services to you dated August
20, 2004. The data obtained and our recommendations based on the proposed
construction and subsurface conditions encountered are presented in this report.
Proposed Construction: A second story addition is proposed to the western part of the
existing residence as shown on Figure 1. The lower level of the residence daylights to the
west and has a slab -on -grade floor. Excavation through the floor is proposed for new
footings and to enlarge existing footings to carry additional loading. Foundation loadings
for the proposed construction are assumed to be relatively light and typical of residential
construction in the area.
If building conditions or foundation loadings are significantly different from those
described above, we should be notified to re-evaluate the recommendations presented in
this report.
Site Conditions: The existing residence is a 1 and 2 story wood frame structure located
on a gently sloping, east -west trending topographic ridge. We understand, based on
design drawings, that the existing residence was added onto in about 1988. We are not
aware of any reported foundation problems with the existing building foundation.
Vegetation consists of landscaping near the residence and scrub oak and aspens in
surrounding areas. Large boulders between 4 to 8 feet ern size are exposed on the ground
surface of the building site.
Subsurface Conditions: The subsurface conditions were evaluated by drilling one
exploratory boring at the approximate location shown on Figure 1. Access with the truck-
mounted drill rig to the west end of the building where the addition is proposed was not
r possible. The log of the boring is presented on Figure 2. The subsoils encountered, below
about 3 feet of fill, consist of stratified, very stiff/medium dense sandy clay to clayey sand
with variable rock content. Dense silty sandy gravel with cobbles and possible boulders
Parker 303-841-7119 9 Colorado Springs 719-633-5562 9 Silverthorne 970-468-1989
� rrai
-2-
was encountered at a depth of 30 feet. Results of swell -consolidation testing performed on
a relatively undisturbed drive sample of sandy clay, presented on Figure 4, indicate low
compressibility under existing moisture conditions and light loading and a minor
expansion potential when wetted. Results of a gradation analysis performed on a sample
of clayey sand and gravel (minus 11/z inch fraction) are presented on Figure 5. The
laboratory test results are summarized in Table 1. No free water was encountered in the
boring at the time of drilling or when checked 5 days later and the soils were slightly
moist to moist.
Foundation Recommendations: The 1988 design drawings assumed an allowable soil
bearing pressure of 1,500 psf and no records of bearing capacity evaluation for that
addition are known. Considering the subsoil conditions encountered in the exploratory
boring and the nature of the proposed construction, we recommend spread footings placed
on the undisturbed natural sandy clay to clayey sand soils be designed for an allowable
bearing pressure of 2,500 psf for support of the proposed addition. The bearing conditions
of the individual footing excavations should be evaluated at the time of construction.
Settlements are expected to be relatively minor, less than 1 inch. There could be some
potential for post -construction foundation settlement if the bearing soils become wetted.
Footings should be a minimum width of 16 inches for continuous walls and 2 feet for
columns. Loose and disturbed soils and any existing fill encountered at the foundation
bearing level within the excavations should be removed and the footing bearing level
extended down to the undisturbed natural soils. Exterior footings should be provided
with adequate cover above their bearing elevations for frost protection. Placement of
footings at least 42 inches below the exterior grade is typically used in this area.
Continuous foundation walls should be reinforced top and bottom to span local anomalies
such as by assuming an unsupported length of at least 12 feet. Foundation walls acting as
retaining structures, if any, should be designed to resist a lateral earth pressure based on
an equivalent fluid unit weight of at least 50 pcf for the on-site predominantly granular
soils as backfill.
Floor Slabs: The natural on-site soils, exclusive of topsoil, are suitable to support lightly
loaded slab -on -grade construction. To reduce the effects of some differential movement,
floor slabs should be separated from all bearing walls and columns with expansion joints
which allow unrestrained vertical movement. Floor slab control joints should be used to
reduce damage due to shrinkage cracking. The requirements for joint spacing and slab
reinforcement should be established by the designer based on experience and the intended
slab use. A minimum 4 inch layer of free -draining gravel should be placed beneath
basement level slabs to facilitate drainage. This material should consist of minus 2 inch
aggregate with less than 50% passing the No. 4 sieve and less than 2% passing the No.
200 sieve.
All fill materials for support of floor slabs should be compacted to at least 95% of
maximum standard Proctor density at a moisture content near optimum. Required fill can
consist of the on-site predominantly granular soils devoid of vegetation, topsoil and
oversized rock.
Job No. 104 655 �
Co'C9tf-3Ch
-3-
Underdrain System: Although free water was not encountered during our exploration, it
has been our experience in mountainous areas that local perched groundwater can develop
during times of heavy precipitation or seasonal runoff. Frozen ground during spring
runoff can create a perched condition. Below -grade construction, such as retaining walls,
crawlspace and basement areas, if any, should be protected from wetting and hydrostatic
pressure buildup by an underdrain system.
The drains should consist of drainpipe placed in the bottom of the wall backfill
surrounded above the invert level with free -draining granular material. The drain should
be placed at each level of excavation and at least 1 foot below lowest adjacent finish
grade and sloped at a minimum 1% to a suitable gravity outlet. Free -draining granular
material used in the underdrain system should contain less than 2% passing the No. 200
sieve, less than 50% passing the No. 4 sieve and have a maximum size of 2 inches. The
drain gravel backfill should be at least 1'/2 feet deep.
Surface Drainage: The following drainage precautions should be observed during
construction and maintained at all times after the addition has been completed:
1) Inundation of the foundation excavations and underslab areas should be
avoided during construction.
2) Exterior backfill should be adjusted to near optimum moisture and
compacted to at least 95% of the maximum standard Proctor density in
pavement and slab areas and to at least 90% of the maximum standard
Proctor density in landscape areas. Free -draining wall backfill should be
capped with about 2 feet of the on-site, finer graded soils to reduce surface
water infiltration.
3) The ground surface surrounding the exterior of the building should be
sloped to drain away from the foundation in all directions. We
recommend a minimum slope of 12 inches in the first 10 feet in unpaved
areas and a minimum slope of 3 inches in the first 10 feet in pavement and
walkway areas.
4) Roof downspouts and drains should discharge well beyond the limits of all
backfill.
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 express or implied. The conclusions and recommendations submitted in
this report are based upon the data obtained from the exploratory boring drilled at the
location indicated on Figure 1 and to the depth shown on Figure 2, the proposed type of
construction, and our experience in the area. Our services do not include determining the
presence, prevention or possibility of mold or other biological contaminants (MOBC)
developing in the future. If the client is concerned about MOBC, then a professional in
this special field of practice should be consulted. Our findings include interpolation and
extrapolation of the subsurface conditions identified at the exploratory boring and
variations in the subsurface conditions may not become evident until excavation is
performed. If conditions encountered during construction appear different from those
described in this report, we should be notified at once so re-evaluation of the
recommendations may be made.
Job No. 104 655
G9Ptech
w
ter+
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 to the recommendations
presented herein. We recommend on-site observation of excavations and foundation
bearing strata and testing of structural fill by a representative of the geotechnical
engineer.
If you have any questions or if we may be of further assistance, please let us know.
Respectfully Submitted,
HEPWORTH - PAWLAK GEOTECHNICAL, INC.
Steven L. Pawla
SLP/ksw
attachments
Figure 1- Loca oratory Boring
Figure 2- Log of Exploratory Boring
Figure 3- Legend and Notes
Figure 4- Swell Consolidation Test Results
Figure 5- Gradation Test Results
Table 1- Summary of Laboratory Test Results
cc: Caudill Gustafson and Associates- Attn: Seth Hmielowski
Resource Engineering Group- Attn: Mike Arbaney
Job No. 104 655 r
C.�E'C7tECh
APPROXIMATE SCALE
1 " = 30'
PROPOSED ADDITION
®s
K«
o0
..17001ff«
11
Fla «
11�
ou
BENCH MARK: ELEVATION = 7948.
AS PROVIDED.
104 655 GEOT/EORTH—P LW C. I LOCATION OF EXPLORATORY BORING Figure 1
7950
7945
7940
7935
m c0
0 7930
w
7925
7920
7915
BORING 1
ELEV.= 7948.3'
MAIN FLOOR LEVEL. = 7947'
10/12
23/12
25/6,30/4
APPROXIMATE BASEMENT FLOOR LEVEL
WC=10.3
DD= 121
-200=71
51/12
WC=6.5
DD=124
+4=41
-200=31
33/12
WC=13.5
DD=120
-200=72
30/5,10/0
NOTE: Explanation of symbols is shown on Figure 3.
104 655 HEPWORTH—PAWLAK I LOG OF EXPLORATORY BORING
GEOTECHNICAL, INC.
7950
7945
7940
7935
7930 (U
La
7925
7920
7915
Figure 2
LEGEND:
® ASPHALT PAVEMENT; 3 inches thick.
FILL; mixed silty sand, gravel and clay, loose to medium dense, moist, mixed brown and red, some
r;71
organics.
SAND AND GRAVEL (SM—GM); stratified very stiff sandy clay layers, silty, medium dense to dense,
slightly moist, red, subangular siltstone—sandstone rocks.
F-rR
GRAVEL AND COBBLES (GM); sandy, silty, possible boulders, dense, moist, brown, rounded grantic
rocks.
Relatively undisturbed drive sample; 2—inch I.D. California liner sample.
Drive sample blow count; indicates that 10 blows of a 140 pound hammer falling 30 inches were
10/12 required to drive the California sampler 12 inches.
NOTES:
1. The exploratory boring
was drilled on September 15, 2004 with a 4—inch diameter continuous flight power
auger.
2.
The exploratory boring
location was measured approximately by pacing from
features shown on the site
plan provided.
3.
The exploratory boring
elevation was obtained by level survey based on the
Bench Mark shown on Figure 1.
4.
The exploratory boring
location and elevation should be considered accurate
only to the degree implied
by the method used.
5.
The lines between materials shown on the exploratory boring log represent
the approximate boundaries
between material types
and transitions may be gradual.
6. No free water was encountered in the boring at the time of drilling or when checked 5 days later.
Fluctuation in water level may occur with time.
7. Laboratory Testing Results:
WC = Water Content ( % )
DD = Dry Density ( pcf )
+4 = Percent retained on the No. 4 sieve
—200 = Percent passing No. 200 sieve
104 655 HEPWORTH—PAWLAK I LEGEND AND NOTES Figure 3
GEOTECHNICAL, .INC.
Moisture Content = 10.3 percent
Dry Density = 121 pcf
Sample of: Sandy Clay
From: Boring 1 at 10 Feet
c
1
N
C
v
CL
x
w
0
c
0
N 1
a
Expansicn
E
upon
o
U
wetting
0.1 1.0 10 100
APPLIED PRESSURE — ksf
655
HEPWORTH—PAWLAK
SWELL—CONSOLIDATION TEST RESULTS
Figure 4
104
GEOTECHNICAL, INC.
HEPWORTH-PAWLAK GEOTECHNICAL, INC.
TABLE 1
SUMMARY OF LABORATORY TEST RESULTS
•
Job No. 104 655
SAMPLE LOCATION
NATURAL
MOISTURE
CONTENT
%
NATURAL
DRY
DENSITY
c
GRADATION
PERCENT
PASSING
N0. 200
SIEVE
ATTERBERG LIMITS
UNCONFINED
COMPRESSIVE
STRENGTH
PSF
SOIL OR
BEDROCK TYPE
BORING
DEPTH
ft
GRAVEL
%�
SAND
LIQUID
LIMIT
%
PLASTIC
INDEX
%
1
10
10.3
121
71
Sandy clay
15
6.5
124
41
28
.31
Silty sand and gravel
20
13.5
120
72
Sandy clay with gravel
f
0 OIL
Ak Ajj"j!-;2Q
AIG ASKS LLC, by Ardit AhkW, Jr, Gen" Pwtm
day of-* %6iaait, , Z and is subject to the- conditiom
noted in the Welrbxg Ady"native 1041 Hazard Review
Exemption, Dated March A 1995, mcipraeA WVV"Aiow Qo
SCALE*- rm 2OW
OF V.R5F�TA
Pitkin qty CormAMy DevebWmt Director
16
lt7i
CLERK AND kECQRM ACCEPTANCE &
4 5,66 ME7ER—,
4 _r .'.
This 1041 Hazard Review Site Plan has been accepted for filing
Z F
Al OF "VB&ETA
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NOTE: SLOPES IN AREA OF WEW DEVELOPMENT ARE < 30 %
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