HomeMy WebLinkAboutpitkin.eh.264511401002 (2015) BarnVEH/NR
OOITE WASTEWATER TREATMIr E SYSTEM (OWTS)
CONSTRUCTION PERMIT
76 Service Center Rd- Aspen, CO - 81611
Phone: 970.920.5070 Fax: 970.920.5374
QC> J'T
Permit #: Parcel ID #: 2645-27
Permit Issued: ®NEW [-]REPAIR ❑REMODEL/ADDITION [-]TANK ONLY ❑FIELD ONLY ❑AMENDMENT
Owner(s): Craig & Lee Williams
Property Address:
Legal Description:
4305 Snowmass Creek Rd
Lot 2. Davis/Donnelly Lot Split
Size of Lot: 150
Size of Building: 4686
Acres Detached Accessory Unit: ❑YES []NO
Sq. Ft. Size of Accessory
This system is to serve the new barn
Designed By: Sopris Engineering Project #:
Phone #: 970-704-0311 Mailing Address
Fax #: 970-704-0313
Email Address:
Perc Rate: .8 LTAR Profile Hole Depth: 8 ft
Minimum Tank Capacity: 1000 gallons
14003 Dated
502 Main St. Carbondale
Depth to Groundwater or
Minimum Absorption 23
Permit Conditions:
Sq. Ft.
2/20/15
➢ 8 f
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 system will serve the new horse barn. The system will consist of anew 1000 gallon 2 compartment tank with an
effluent filter in the outlet tee. Riser must be to grade. Effluent will then flow to a level distribution box, accessible from
grade, which will evenly distribute to each row of the bed. The bed will be 3 rows of 8 chambers. Inspection ports must be
installed on both sides of the bed.
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. Issuance of
this permit does not imply compliance with Pitkin County building and/or land use regulations, nor guarantee issuance of building and/or land use permits.
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 w xpir 1 year from the date of issuance unless construction on the system has commenced.
An "as -built" dr t be submi'ted and approved by EH before final approval of the system will be issued.
Issued B _ - Date: ` r' ' ; Expires: _ !�
Installer. '" License #:
Reactivation Authorized by:
Final Approyaj'l Oued By Date:
New Expiration Date: FmPaid
.r
O�� ONSITE WASTEWATER TREATMENT SYSTEM (OWTS)
t:ttirR CONSTRUCTION PERMIT APPLICATION
76 Service Center Rd - Aspen, CO • 81611
Phone: 970.920.5070 Fax: 970.920.5374
Parcel IDN (available from the Pitkin County Assessor's Office 2 _ _
970-920-5160 or at wwut sitkinasssrir.orc lQ / J
i `D 2-
Purpose of Ferrrit N f NEW ❑ REPAIR DUE TO FAILURE ❑ REMODEUADDITION ❑TANK ONLY
❑ FIELD ONLY
Cost of System Repair or Remodel/Addition (approximate): 2 t 0 0 d
Business Phone: -2-72
` p f
Property Address 43
o 5n o t,)"ass (,r-e�{G IZOGtA
Address.
' � (Own d d•td is (a.el+er . cotry►
Lot ^ Block: Fit ng: SubdivisionDIyU l S Ott h h t 11
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mess $qQ 0 City. State. Zip
2�0-f-{-vzt s -{v>•, TX0 �
-70-6 _ 7S6-; Business Phone
i must be provided for the owner signing this applica:icn.
Primary Contact Person/Applicant (if not owner). JVK- e -UA r
7
Company � } S �TM
ContacJAppf,cant Mailing Address. O Y, SSO
City, State. Zip c A
Cell Phone 27 22orc r b /+ �o
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Business Phone: -2-72
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Fax Number
Address.
' � (Own d d•td is (a.el+er . cotry►
Building Permit # (if apps cable) p'Ybvt i f e P # 600 31 Lfq 4
l of Size (in acres) 15O AZM S
Size of Building (square feet) w 5 Number of Potential Bedrooms 15
Detached Accessory Unit? YES NO Size of Accessory Uni; (square feet):
Number of Potential Bedooms In or Fixture List for the Accessory Unit
Water Source
PRIVATE WELL ❑ SURFACE WATER [J SPRING ❑ COMMUNITY/PUBLIC WATER SYSTEM
Name of Community/Public Water System (if applicable)
Fngineering Firm is 7C_, .:_al c Job Number l / t D o 3 Phone Numbe ^� D I I Fax Number
Mailing Address: sot
A "` � City, State, Zip C _/W4,.�b- (_O U ( (0 ^
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 (Req/� eco: , l r ! Date
Received by EN/HR Stall
Fee & Receipt # Date:
0%Vi5 CQ114ttUC11G'1 p�� d;{e;,s'x rtion ats
fJ 0 L1, 1,5 _''o LJ -7
November 18`h, 2015
Craig & Lee Williams
5577 Cedar Creek
Houston, TX 77056
Kurt Dahl, P.E.
Bryan Daugherty REHS
Pitkin County Environmental Health Department
76 Service Center Road,
Aspen, CO 81611
RE: AS -BUILT, Onsite Wastewater"Treatment System (OWTS), Elk Run Ranch Barn, Subdivision:
Davis/Donnelley Lot Split: 2.
SE Job No. 14003.0 1, Parcel Number: 264511401002, Pitkin County Permit #:
Dear Gentleman:
Pursuant to County requirements, this letter provides documentation that the new Onsite Wastewater Treatment
Systems (OWTS) recently installed at the above referenced site is in compliance with the permitted design.
Sopris Engineering inspected the excavations, soils, materials and the installation of the system components at
various times during construction, prior to final backfill and after all installations was completed. The system
constructed on site was designed and built to serve the needs of a proposed barn. The installed system was
designed with a maximum treatment capacity equivalent for typical 5 -person home. Sopris Engineering
performed site visits to inspect and docurnent the as -built conditions of the constructed system. We have
coordinated our efforts with,the-earthmoving contractor that constructed the system. The as -built conditions
and installation of the newOWTS=components is in compliance with Pitkin County Regulations; the
recommendations and specifications delineated on the civil OWTS design plan, C5-OWTS, stamp dated 2-22-
2015, by Sopris Engineering. The design criteria and system sizing information is summarized below. An As -
built OWTS record drawing is attached delineating the As -built descriptions and location of the components.
Design Criteria and As -built System Component Installation
The system was designed based on the design criteria approved for use of Soil Treatment Unit (STU) systems.
The OWTS includes the installation of a 1.000 gallon 2 -compartment concrete septic tank with concrete risers
and lids installed at the surface. The tank was installed with an inlet sanitary tee and an outlet effluent filter
sanitary tee. A gravity SDR -35 sewer pipe with a cleanout is installed from the barn to the tank. A soil
treatment unit (STU), consists of four leaching:chamber rows installed in a single bed configuration provides
336 S.F. of total absorption.area. The septic tank effluent is, equally distributed by gravity, via a distribution
box, to the STU. The effluent is distributed:through a concrete distribution box installed with risers and lid at
the surface and individual distribution pipes connected to the head end cap of each chamber row. Observation
ports with caps were installed, on each end corner chamber unit. The design is in compliance with the current
County regulations with design calculations based on the soil type, texture and structure with an appropriate
long term acceptance rate (LTAR).
502 Main Street • Suite A3 - Carbondale, CO 81623 • (970) 704-0311 • Fax (970) 704-0313
SOPRIS
ENGINEERING
LLC civil consultants
AS -BUILT, OWTS
Elk Run Ranch
SE Job No. 14003
November 18th, 2015
Sub Surface Corrditions Rnd=trbs�:rvatIon
A geotechnical evaluation;was performed byCTL Thompson in June of 2014. The evaluation included soils
analysis from exploratory borings and profile pit. The subsoils consist of 0.5 to 1.5 of sandy clay top soil,
overlaying silty sand to a depth of 5 feet, overlaying silty gravel and cobbles with boulders. Shale bedrock is
expected to be encountered below 20' from existing grade surface. No free groundwater was encountered in the
profile hole. The USDA soil classification is sand to loamy sand; with an LTAR of 0.8 gallons/sq. I/ day
(equivalent percolationtateequals 10sriin/inch)..No excessive boulders or cobbles were encountered dining
excavation. Observations of the soils, in the excavation during construction, appear to be consistent with the
geotechnical report description.
Design HEWS
The Barn facility has a bathroom and bar. The design flow is calculated as follows:
Barn Population @ 1 person per horse stall= 5 persons
From the Pitkin CountyDWS Regulation,
Max. Design flow (Qd).= tof people:x average flow based on barn usage.
Gallon per day per person -for the.subject barn facility = 45 gal/person/day
Qd= 5"45 =225 gal/day
Ti eatrnent Soil Treatment Ilaiit7 Absorpfion Svstem Desian
The STU bed was excavated in:native soilat:relatively shallow depths from 1.5-4 feet below surface grades.
The chambers were coveredvitb usher fabric and backfilled with screened excavated material.
The treatment/absorptiowfield was'designed based on utilizing the effective Long Term Acceptance Rate
(LTAR) for the native soils and the application of appropriate loading factors for a STU system utilizing
gravity distribution to a gravelless chamber bed.
Long Term Acceptance Rate (LTAR)
Considering the application of the new>state regulation 43:
Receiving Wastewater Treatment Level 1; loading rate for loamy sand is (0.8 gal./S.F./day) for soil type l;
Loading factors; (Table 10-2, Gravity application beds =1.2) and
(Table 10-3, gravelless chambers = 0.7)
A(sO = Qd .: A = Area;
LTAR LTAR'=0.8 Gal/S.F./day F./day for sand, loamy sand
, Qd —,, l6,.V (gal/day) = 225 gpd
LY:1-1:2 rGravrty Distribution
Z:Y2=Q..7.Chambers
A(sf) = 225apd x 1.2:jc 0.7 * 236:25-S:.F.
0.8 gal/SF/day
Number of quick -4 chambers:
240 S.F _ = 20 chambers
12 S.F./Chamber
A total of 28 Infiltrator `Qick 4'�lrambers were installed in a bed configuration, 30' long by 12' wide, with 4
rows containing 7 chanabers.each',with trid-caps as delineated on the plan..
c.;
QWS Oneration and Maintenance
AS -BUILT, OWTS
Elk Run Ranch
SE Job No. 14003
November 18th, 2015
Ownership of the system and responsibility for maintenance and repair will remain with the property Owner.
The Owner is encouraged to retain the services of qualified personnel to inspect the OWTS and to perform all
maintenance and repairs necessary to ensure that the system components are maintained in good operating
condition and suitable vegetative cover is established on the fields. The components of the OWTS system
should inspected within 30 days of being placed into operation and should been inspected and maintained bi-
annually. The tank, absorption field and other system components should be visually inspected bi-annually for
debris, damage, leaks, or other potential problems. In general, for a properly utilized system, septic tanks
should be pumped every 2 - 4 years. The effluent filter should be cleaned every six months and at the time of
pumping. Absorption fields should be maintained with suitable vegetative cover and kept free of root invasive
plants. Positive surface drainage away from the absorption field should be maintained.
If you have any question or need any additional information, please call.
Sincerely,
SOPRIS ENGINEERING, LLC
Paul E. Rutledge
Design Engineer
1�6p R E
2a377
Yancy Nicho
Principal's
GENER L46WTS NOTES:
.• L A4 gATEA4AM01N5FAlUTUM SHALL CONFORM TO STOEAND [pUNtY HON IEBNGE PERI REGuu HENS i
i. R6MRE40NSNRfIY OF THE CONIRACfOR TO COXTaCT ALL UnI11Y COMPAM6 FOR HEID LOGTKJXS OFURRIFS PRIOR ID CONShRIQUNAND.. .
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AT MURMUMasLDPE
CROSS SECTION SLOPE DETAIL LEACHING CHAMBER SYSTEM DATE: 11-12-201
(AOT TO SCALE) (A'OT TO SCALE,' JOB NO. 14003.01
SHEET 1 OF 1
FCTL I THOMPSON
02MMU-mllu",
GEOTECHNICAL INVESTIGATION
ELK RUN RANCH BARNS
4305 SNOWMASS CREEK ROAD
SNOWMASS, COLORADO
Prepared For:
CRAIG AND LEE WILLIAMS
c/o Land + Shelter
P.O. Box 550
Carbondale, CO 81623
Attention: Mr. Jeff Ellis, AIA
Project No. GS05853-125
June 12, 2014
234 Center Drive I Glenwood Springs, Colorado 81601
Telephone: 970-945-2809 Fax: 970-945-7411
TABLE OF CONTENTS
SCOPE.............................................................................................................................................1
SUMMARY OF CONCLUSIONS.....................................................................................................
1
SITECONDITIONS.........................................................................................................................
2
PROPOSED CONSTRUCTION.......................................................................................................
2
GEOLOGICHAZARDS.................................................................................................................... 3
SUBSURFACE CONDITIONS.........................................................................................................
3
EARTHWORK.................................................................................................................................. 5
Excavations.................................................................................................................................. 5
Construction Dewatering.............................................................................................................. 6
StructuralFill.................................................................................................................................
6
FOUNDATION................................................................................................................................. 6
FLOOR SYSTEM AND SLABS-ON-GRADE...................................................................................
7
BACKFILL COMPACTION...............................................................................................................
8
BELOW -GRADE CONSTRUCTION ...................... :.........................................................................
9
SURFACE DRAINAGE..................................................................................................................
10
CONCRETE................................................................................................................:..................
10
FINAL DESIGN CONSULTATION AND CONSTRUCTION OBSERVATIONS .............................10
GEOTECHNICALRISK.................................................................................................................
11
ADDITIONALSERVICES..............................................................................................................
12
LIMITATIONS.................................................................................................................................12
FIGURE 1 — VICINITY MAP
FIGURE 2 — LOCATIONS OF EXPLORATORY BORINGS
FIGURE 3 — SUMMARY LOGS OF EXPLORATORY BORINGS
FIGURE 4 — SWELL CONSOLIDATION TEST RESULTS
FIGURE 5 — GRADATION TEST RESULTS
TABLE I — SUMMARY OF LABORATORY TESTING
EXHIBIT A — SURFACE DRAINAGE, IRRIGATION AND MAINTENANCE
CRAIG AND LEE WILLIAMS
ELK RUN RANCH BARNS
PROJECT NO, GS05853-125
S:%GS05853.000125%2. Reports1GS05853125 R1.doc
No
SCOPE
This report presents the results of our geotechnical investigation for the
proposed barns at 4305 Snowmass Creek Road in Snowmass, Colorado. We
conducted this investigation to evaluate subsurface conditions at the site and pro-
vide geotechnical engineering recommendations for the proposed barns. Our re-
port was prepared from our review of Schematic Design Progress Plans, dated
April 10, 2014, data developed during our field exploration, laboratory testing, en-
gineering analysis and experience with similar conditions. This report includes a
description of the subsurface conditions encountered in our exploratory borings,
and presents geotechnical engineering recommendations for design and construc-
tion of the foundations, floor systems and for details influenced by the subsoils.
The report was developed based upon the scope of services provided in Proposal
GS 14-0158, dated May 2, 2014. Recommendations contained in this report were
developed based on our understanding of the planned construction. If building
plans will differ significantly from the descriptions contained herein, we should be
informed so that we can provide geotechnical engineering input and check that
our recommendations and design criteria are appropriate. A summary of our con-
clusions is presented below.
SUMMARY OF CONCLUSIONS
Our borings penetrated 0.5 to 1.5 feet of organic sandy clay "topsoil"
nil to 5 feet of silty sand, and 4.5 to 19 feet of clayey to silty gravel
with cobbles and boulders underlain by shale bedrock to the maxi-
mum depth of 25 feet. Practical auger refusal occurred in our bor-
ings on boulders. Free groundwater was not encountered in our bor-
ings on the day of drilling.
2. Natural gravel soil below the site was found at elevations for the
planned barn foundation elevations. The barn can be constructed
on footings supported entirely by the undisturbed, natural gravel.
Design and construction criteria for footings are presented in the re-
port.
CRAIG AND LEE WILLIAMS
ELK RUN RANCH BARNS
PROJECT NO. GS05853-125
VGS05853.000112512. Reports1GS05853 125 Rt.doc
3. Slab -on -grade floor construction can be supported completely on the
natural gravel soils or densely compacted granular structural fill with
low potential risk of differential movement.
4. Control of surface drainage is critical and should be designed to pro-
vide for rapid removal of water away from the barns.
5. Design and construction criteria for foundations and floor systems in
this report were compiled with the expectation that all other recom-
mendations presented related to surface drainage, landscaping irri-
gation, backfill compaction, etc. will be incorporated into the project
and that owners will maintain the structures, use prudent irrigation
practices and maintain surface drainage. It is critical that all recom-
mendations in this report are followed.
SITE CONDITIONS
The property is located about 4.5 miles south of the intersection of State
Highway 82 and Snowmass Creek Road in Snowmass, Colorado at the approxi-
mate location shown on the vicinity map (Figure 1). A single-family residence is at
the address about 300 feet southwest (and uphill) of the site. The average ground
surface slope in the building envelope is +I- 7 percent towards the northeast.
Ground slopes over 30 percent are present east of the site. Vegetation at the site
consists of irrigated grass, and native grasses and brush.
PROPOSED CONSTRUCTION
We reviewed Schematic Design Progress plans developed by Land + Shel-
ter, dated April 10, 2014. The plans indicate that a larger, 90 feet by 36 feet main
barn and a smaller, 24 feet by 46 feet auxiliary barn structure will be constructed
about 300 feet northeast of the existing residence at the site. The main barn will
have two floors levels above grade; the stalls will be at elevation 7819 feet, and
the lower level will be at elevation 7816 feet. The auxiliary barn floor elevation will
be at 7814 feet. We expect maximum foundation excavation depths will be on the
order of about 4 feet, for frost protection of the foundations. Foundation loads are
CRAIG AND LEE WILLIAMS
ELK RUN RANCH BARNS
PROJECT NO. GS05853-125
&IGS05853.00M12512. ReportsIGS05853 125 Rt.doc
r]
expected to vary between 1,000 and 3,000 pounds per linear foot of foundation
wall with maximum interior column loads of up to 20 kips. If construction will differ
significantly from the descriptions above, we should be informed so that we can
adjust our recommendations and design criteria, if necessary.
GEOLOGIC HAZARDS
We reviewed geologic mapping showing the site. The mapping was by V.
L. Freeman with U.S. Geologic Survey (Map GQ -967). The mapping was com-
pleted in 1972. The site is mapped as morainal deposits consisting of very poorly
sorted debris with boulders as large as 12 feet underlain by Mancos Shale bed-
rock. No geologic hazards are identified on the mapping for the site. Our field in-
vestigation at the site supports the mapping.
Covering the ground with structures, roads and exterior flatwork, coupled
with irrigation and changing drainage patterns, leads to an increase in subsurface
moisture conditions. As a result, some soil movement is inevitable. It is critical
that all recommendations in this report are followed to increase the chances that
the foundations and slabs -on -grade will perform satisfactorily. After construction,
owners must assume responsibility for maintaining the structure and use appro-
priate practices regarding drainage and landscaping. We do not believe geologic
constraints exist on this site that would inhibit development of the site as planned.
SUBSURFACE CONDITIONS
Subsurface conditions were investigated by drilling three exploratory bor-
ings (TH-1 through TH-3) at the approximate locations shown on Figure 2. Bor-
ings were drilled with 4 -inch diameter, solid stem auger and a track -mounted drill
rig. Exploratory drilling was directed by our project engineer who logged the soils
encountered in the borings and obtained samples. Graphic logs of the soils en-
countered in our exploratory borings are shown on Figure 3.
CRAIG AND LEE WILLIAMS 3
ELK RUN RANCH BARNS
PROJECT NO. GS05853-125
SAGS05853.000112512. ReportsIGS05853 125 R1.doe
0
Our borings penetrated about 0.5 to 1.5 feet of organic sandy clay "topsoil',
nil to 5 feet of silty sand, and 4.5 to 19 feet of clayey to silty gravel with cobbles
and boulders underlain by shale bedrock to the maximum drilled depth of 25 feet
below the existing ground surface. Practical auger refusal occurred on boulders in
our borings. Free groundwater was not encountered in our exploratory borings on
the day of drilling. Observations during drilling indicated the sand was dense, the
gravel was dense to very dense and the bedrock was very hard. Boring TH-2 was
piped to facilitate future measurements of groundwater. Our experience is that wa-
ter at the site rises during spring snowmelt. It is common to find areas of perched
water in excavations made in spring and early summer in the vicinity of the proper-
ty.
The natural soils at the site included large gravel and cobbles. Meaningful
samples for laboratory testing could not be obtained from the exploratory borings.
The sampler used to obtain soil samples has a tip with a 1.5 to 2 inch diameter
opening. Rocks with diameters larger than 1.5 to 2 inches are not retrieved.
Therefore, laboratory testing only reflects the matrix soils and smaller diameter
rocks. Samples representative of the actual in-situ soils could not be practically
obtained.
We performed gradation testing on four samples from our borings. The
soils contained between 4 and 21 percent gravels, 39 to 41 percent sand and 40
to 51 percent silt and clay size particles (passing the No. 200 sieve). A sample of
the claystone was selected for one dimensional swell -consolidation testing. The
sample was wetted under an applied load of 1,000 psf and the resulting volume
change measured. The sample exhibited 1.1 percent swell when wetted. Swell -
consolidation test results are shown on Figure 4. Gradation test results are shown
on Figure 5 and laboratory test results are summarized on Table I.
CRAIG AND LEE WILLIAMS
ELK RUN RANCH BARNS
PROJECT NO. GS05853-125
S:IGS05853.000112512. ReportslGS05853 125 Rt.doc
We also drilled a profile boring (P-1) east of the proposed Main Barn, and
collected a bulk sample of the soils from 3 to 5 feet in the boring. Soils encoun-
tered in the boring consisted of about 0.5 feet of sandy clay "topsoil' and 4 feet of
silty sand with gravel underlain by clayey to silty gravel with cobbles and boulders
to the depth drilled of 10 feet. Hydrometer testing on the sample indicated the
sample contained 4 percent gravel, 51 percent sand, 29 percent silt and 16 per-
cent clay sized particles. According to the USDA soil texture triangle, the sample
classifies as a loam. We piped the profile boring to allow future measurements to
ground water.
EARTHWORK
Excavations
Excavations will be predominantly in silty sand with gravel, bottoming in
clayey to silty gravel with cobbles and occasional boulders. We anticipate that ex-
cavations in the soils can be accomplished using conventional, heavy-duty exca-
vation equipment. Scattered large boulders should be anticipated. Sides of exca-
vations must be sloped or braced to meet local, state and federal safety regula-
tions. Where excavations cannot be laid back to safe slopes, earth retention sys-
tems will be required. It does not appear that earth retention will be required at
this site. The soils at this site will likely classify as Type C soils based on OSHA
standards governing excavations. Temporary slopes deeper than 4 feet and
above groundwater should be no steeper than 1.5 to 1 (horizontal to vertical) in
Type C soils. Contractors are responsible for site safety and providing and main-
taining safe and stable excavations. Contractors should identify the soils encoun-
tered and ensure that OSHA standards are met.
CRAIG AND LEE WILLIAMS 5
ELK RUN RANCH BARNS
PROJECT NO. GS05853-125
S: IGS05853.000IU512. Reports1GS05853 125 RI.doc
Construction Dewatering
Our exploratory borings did not penetrate groundwater at the time of drill-
ing. Groundwater will likely rise during spring and early summer. Minor groundwa-
ter seepage can be expected during these seasons. It may be feasible to perform
construction dewatering by sloping the excavation to a gravity outlet or to a sump
pit where water can be removed by pumping, if required.
Structural Fill
Structural fill will likely be required to attain grades for interior slab -on -grade
floors or exterior concrete flatwork. Voids resulting from removal of boulders that
extend below the planned building elevation will also need to be filled with struc-
tural fill or lean mix concrete (flowable fill). A firm subgrade will be required to
place structural fill. We recommend that structural fill consist of a CDOT Class 6
aggregate base course or similar soil. On-site granular soils can be used for struc-
tural fill, provided they are free of organic matter, debris, and rocks larger than 3
inches in diameter. Structural fill should be placed in loose lifts of 10 inches thick
or less, moisture conditioned to within 2 percent of optimum moisture -content, and
be compacted to at least 100 percent of standard Proctor (ASTM D 698) maxi-
mum dry density. Moisture content and density of structural fill should be checked
by a representative of our firm during placement. Well placed structural fill will
undergo some settlement. We suggest assuming 0.5 to 1.0 percent times the fill
thickness of settlement will occur.
FOUNDATION
Our subsurface information indicates that the natural clayey to silty gravel
with cobbles and boulders is likely present at foundation elevations for the pro-
posed barn structures. The barns can be constructed on footing foundations sup-
ported entirely by the undisturbed, natural gravel soil.
CRAIG AND LEE WILLIAMS s
ELK RUN RANCH BARNS
PROJECT NO. GS05853-125
S:1GS05853.000112512. ReportMGS05853 125 R1.doc
E
A representative of our firm should be called to observe soils in the founda-
tion excavation and check that conditions are suitable for support of the founda-
tion as designed. Our experience indicates that maximum total settlement will be
about 1 inch for footings designed and constructed as recommended. Recom-
mended design and construction criteria for footings are presented below.
1. Footing foundations should be supported by the undisturbed, natural
gravel. Soils loosened during excavation or the forming process for
the footings should be removed or the soils can be re -compacted
prior to placing concrete.
2. Footings supported by the gravel soil can be designed for a maxi-
mum allowable soil pressure of 4,000 psf.
3. A friction factor of 0.45 can be used to calculate resistance to sliding
between concrete footings and the soil.
4. Continuous wall footings should have a minimum width of at least 16
inches. Foundations for isolated columns should have minimum di-
mensions of 24 inches by 24 inches. Larger sizes may be required,
depending upon foundation loads.
5. Grade beams and foundation walls should be well reinforced, top
and bottom, to span undisclosed loose or soft soil pockets. We rec-
ommend reinforcement sufficient to span an unsupported distance
of at least 12 feet. Reinforcement should be designed by the struc-
tural engineer.
6. The soils under exterior footings should be protected from freezing.
We recommend the bottom of footings be constructed at a depth of
at least 42 inches below finished exterior grades for frost protection.
The applicable building department should be consulted regarding
required frost protection depth.
FLOOR SYSTEM AND SLABS -ON -GRADE
Floors in the barns will be constructed as slabs -on -grade. Based on our
subsurface information and experience, we judge slab -on -grade construction sup-
ported by the undisturbed, natural gravel soil or densely compacted, granular
CRAIG AND LEE WILLIAMS %
ELK RUN RANCH BARNS
PROJECT NO. GS05853-125
S:IGS05853.000112512. Reports1GS05853 125 R1.doc
0
structural fill will have a low risk of differential movement and associated damage.
Structural fill required below slabs should be placed and compacted as recom-
mended in the Structural Fill section. A leveling course of aggregate base course
or sand may be needed below slabs and should be constructed following structur-
al fill recommendations. Backfill below exterior slabs -on -grade will settle. Poten-
tial settlement estimates can be made assuming 0.5 to 1 percent times the fill
thickness. We recommend the following precautions for slab -on -grade construc-
tion at this site.
Slabs should be separated from wall footings and column pads with
slip joints which allow free vertical movement of the slabs.
2. Underslab plumbing should be pressure tested for leaks before the
slabs are poured. Plumbing and utilities which pass through slabs
should be isolated from the slabs with sleeves and provided with
flexible couplings to slab -supported appliances.
3. Exterior patio and porch slabs should be isolated from the residence.
These slabs should be well -reinforced to function as independent
units.
4. Frequent control joints should be provided, in accordance with Amer-
ican Concrete Institute (ACI) recommendations, to reduce problems
associated with shrinkage and curling.
BACKFILL COMPACTION
Settlement of foundation wall and utility trench backfill can cause damage
to concrete flatwork and/or result in poor drainage conditions. Compaction of
backfill can reduce settlement. Attempts to compact backfill near foundations to a
high degree can cause damage to foundation walls and window wells and may
increase lateral pressures on the foundation walls. The potential for cracking of a
foundation wall can vary widely based on many factors, including the degree of
compaction achieved, the weight and type of compaction equipment utilized, the
structural design of the wall, the strength of the concrete at the time of backfill
compaction, and the presence of temporary or permanent bracing.
CRAIG AND LEE WILLIAMS
ELK RUN RANCH BARNS
PROJECT NO. GS05853-125
S:IGS05853.000112512. ReportsIGS05853 125 R1.doc
Backfill placed adjacent to foundation wall exteriors should be free of or-
ganic matter, debris and rocks larger than 3 inches in diameter. Backfill should be
moisture conditioned to within 2 percent of optimum moisture content and com-
pacted to about 90 to 95 percent of standard Proctor (ASTM D 698) maximum dry
density. We recommend that density and moisture content of backfill be tested by
a representative of our firm during placement. The top 1 to 2 feet of backfill should
consist of a clay soil to limit surface water infiltration.
Proper moisture conditioning of backfill is as important as compaction, be-
cause settlement commonly occurs in response to wetting. The addition of water
complicates the backfill process, especially during cold weather. Frozen soils are
not considered suitable for use as backfill because excessive settlement can re -
suit when the frozen materials thaw.
Precautions should be taken when backfilling against below -grade walls.
Temporary bracing of comparatively long, straight sections of walls should be
used to limit damage to walls during the compaction process. Waiting at least
seven days after the walls are placed to allow the concrete to gain strength can
also reduce the risk of damage. Compaction of fill placed beneath and next to
window wells, counterforts, and grade beams may be difficult to achieve without
damaging these building elements. Proper moisture conditioning of the fill prior to
placement in these areas will help reduce potential settlement.
BELOW -GRADE CONSTRUCTION
We understand that below -grade areas are not planned for the proposed
barns. If development plans change to include below -grade areas, we should be
informed so that we can provide recommendations for below -grade construction
and subsurface drainage.
CRAIG AND LEE WILLIAMS 9
ELK RUN RANCH BARNS
PROJECT NO. GS05853-125
S:1GS05853.0001125U. ReportsIGS05853125 R1.doc
SURFACE DRAINAGE
Proper design, construction, and maintenance of surface drainage is critical
to the satisfactory performance of foundations, slabs -on -grade, and other im-
provements. Landscaping and irrigation practices will also affect performance. Ex-
hibit A contains our recommendations for surface drainage, irrigation, and mainte-
nance.
CONCRETE
Concrete in contact with soil can be subject to sulfate attack. We tested
three soil samples for water soluble sulfate concentrations. The tested samples
contained 0.00 to 0.01 percent water soluble sulfate, which is considered a low
level. For low levels of sulfate concentration, ACI indicates there are no special
requirements for sulfate resistance.
In our experience, superficial damage may occur to the exposed surfaces
of highly permeable concrete, even though sulfate levels are relatively low. To
control this risk and to resist freeze -thaw deterioration, the water-to-cementitious
materials ratio should not exceed 0.50 for concrete in contact with soils that are
likely to stay moist due to surface drainage or high water tables. Concrete should
have a total air content of 6% +/- 1.5%. We recommend all foundation walls and
grade beams in contact with the subsoils (including the inside and outside faces of
garage and crawl space grade beams) be damp -proofed.
FINAL DESIGN CONSULTATION AND CONSTRUCTION OBSERVATIONS
This report has been prepared for the exclusive use of Craig and Lee Wil-
liams, Land + Shelter and the design team for the purpose of providing geotech-
nical design and construction criteria for the proposed project. The information,
conclusions, and recommendations presented herein are based upon considera-
CRAIG AND LEE WILLIAMS O
ELK RUN RANCH BARNS
PROJECT NO. GS05853-125
S:1GS05853.000112512. ReporWGS05853125 R1.doc
NMI
tion of many factors including, but not limited to, the type of structures proposed,
the geologic setting, and the subsurface conditions encountered. The conclusions
and recommendations contained in the report are not valid for use by others.
Standards of practice continuously change in the area of geotechnical engineer-
ing. The recommendations provided are appropriate for about three years. If the
proposed additions are not constructed within about three years, we should be
contacted to determine if we should update this report.
We recommend that CTL. I Thompson, Inc. provide construction observa-
tion services to allow us the opportunity to verify whether soil conditions are con-
sistent with those found during this investigation. If others perform these observa-
tions, they must accept responsibility to judge whether the recommendations in
this report remain appropriate.
GEOTECHNICAL RISK
The concept of risk is an important aspect with any geotechnical evaluation
primarily because the methods used to develop geotechnical recommendations
do not comprise an exact science. We never have complete knowledge of subsur-
face conditions. Our analysis must be tempered with engineering judgment and
experience. Therefore, the recommendations presented in any geotechnical eval-
uation should not be considered risk-free. We cannot provide a guarantee that the
interaction between the soils and a proposed structure will be as desired or in-
tended. Our recommendations represent our judgment of those measures that are
necessary to increase the chances that the structures will perform satisfactorily. It
is critical that all recommendations in this report are followed during construction.
Home owners must assume responsibility for maintaining the structure and use
appropriate practices regarding drainage and landscaping.
CRAIG AND LEE WILLIAMS
ELK RUN RANCH BARNS
PROJECT NO. GS05853-125
S:1GS05853.000112512. Reports=05853 125 R1.doc
ADDITIONAL SERVICES
Additional geotechnical engineering services are appropriate based on the
planned construction. We recommend the following additional geotechnical ser-
vices:
Review of the excavation plans;
2. Review of final building plans; and
3. Construction observations and materials testing.
LIMITATIONS
Our exploratory borings were located to obtain a reasonably accurate pic-
ture of subsurface conditions. Variations in the subsurface conditions not indicat-
ed by our borings will occur. A representative of our firm should be called to ob-
serve and test fill placement and observe the completed foundation excavation to
confirm that the exposed soils are suitable for support of the footings as designed.
This investigation was conducted in a manner consistent with that level of
care and skill ordinarily exercised by geotechnical engineers currently practicing
under similar conditions in the locality of this project. No warranty, express or im-
plied, is made. If we can be of further service in discussing the contents of this
report, please ll___
-r;oua m:
Edward R:
Project Engineer
ERW:JM:cd
Reviewed by:
'1,1Zohohn Mechling, P.E.
Branch Manager
cc: Via email ieffC@_landshelter.com and craigw(a-wdi-construction.com
CRAIG AND LEE WILLIAMS �Z
ELK RUN RANCH BARNS
PROJECT NO. GS05853-125
SAGS05853.000112512. Reports1GS05853 125 R1.doc
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SCALE: 1' = 10,000'
CRAIG AND LEE WILLIAMS
FAX RUN RANCH BARNS
Project No. GS05853-125
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CRAIG AND LEE WILLIAMS
ELK RUN RANCH BARNS
PROJECT NO. GS05853-125
SAGS05853.000112516. CaIcs1GS05853125 SwellAs
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10 100
DRY UNIT WEIGHT= 122 PCF
MOISTURE CONTENT= 12.6 %
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HYDROMETER ANALYSIS SIEVE ANALYSIS
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FINE I MEDIUM I COARS
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Sample of SAND, SILTY, GRAVELLY (SM)
From TH - 3 AT 14 FEET
GRAVEL 21 % SAND 3g
SILT & CLAY 40 % LIQUID LIMIT %
PLASTICITY INDEX %
Sample of SAND, SILTY, GRAVELLY (SM)
From PROFILE - 1 AT 3-5 FEET
GRAVEL 4 % SAND 51
SILT & CLAY 45 % LIQUID LIMIT %
PLASTICITY INDEX %
CRAIG AND LEE WILLIAMS Gradation
ELK RUN RANCH BARNS
PROJECT NO. GS05853-125 Test Results
S:1GS05853.000112516. Calcs1GS05853 125 Gradation.xls
FIG. 5
HYDROMETER ANALYSIS I SIEVE ANALYSIS
25 HR, 7 HR. TIME READINGS U S. STANDARD SERIES CLEAR SQUARE OPENINGS
45 MIN. 15 MIN. 60 MIN. 19 MIN. 4 MIN. 1 MIN. '200 '100 '50 '40 '30 16 '10 '8 -4 318" 314' 1W 3" 5'6" "
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SANDS GRAVEL
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CLAY (PLASTIC) TO SILT (NON -PLASTIC)
FINE I MEDIUM I COARS FINECOARSE I COBBLES
Sample of SAND, SILTY, GRAVELLY (SM)
From PROFILE - 1 AT 3-5 FEET
GRAVEL 4 % SAND 51
SILT & CLAY 45 % LIQUID LIMIT %
PLASTICITY INDEX %
CRAIG AND LEE WILLIAMS Gradation
ELK RUN RANCH BARNS
PROJECT NO. GS05853-125 Test Results
S:1GS05853.000112516. Calcs1GS05853 125 Gradation.xls
FIG. 5
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EXHIBIT A
SURFACE DRAINAGE,
IRRIGATION AND MAINTENANCE
Performance of foundations and concrete flatwork is influenced by the
moisture conditions existing within the foundation soils. Surface drainage should
be designed to provide rapid runoff of surface water away from the proposed
barns. Proper surface drainage and irrigation practices can help control the
amount of surface water that penetrates to foundation levels and contributes to
settlement or heave of soils and bedrock that support foundations and slabs -on -
grade. Positive drainage away from the foundation and avoidance of irrigation
near the foundation also help to avoid excessive wetting of backfill soils, which
can lead to increased backfill settlement and possibly to higher lateral earth
pressures, due to increased weight and reduced strength of the backfill. CTL
Thompson, Inc. recommends the following precautions. The owner should main-
tain surface drainage and, if an irrigation system is installed, it should substan-
tially conform to these recommendations.
Wetting or drying of the open foundation excavations should be
avoided.
2. Excessive wetting of foundation soils before, during and after con-
struction can cause heave or softening of fill and foundation soils
and result in foundation and slab movements. Proper surface
drainage around the barns is critical to control wetting.
3. The ground surface surrounding the exterior of each barn should
be sloped to drain away from the building in all directions. We rec-
ommend a minimum constructed slope of at least 12 inches in the
first 10 feet (10 percent) in landscaped areas around the residence,
where practical.
We do not view the recommendation to provide a 10 percent slope
away from the foundation as an absolute. It is desirable to create
this slope where practical, because we know that backfill will likely
settle to some degree. By starting with sufficient slope, positive
drainage can be maintained for most settlement conditions. There
are many situations around a building where a 10 percent slope
cannot be achieved practically, such as around patios, at inside
foundation corners, and between a building and nearby sidewalk.
In these areas, we believe it is desirable to establish as much slope
as practical and to avoid irrigation. We believe it is acceptable to
use a slope on the order of 5 percent perpendicular to the founda-
tion in these limited areas.
CRAIG AND LEE WILLIAMS Exhibit A-1
ELK RUN RANCH BARNS
PROJECT NO. GS05853-125
S:IGS05853.000112512. ReportslGS05853125 Rt.doc
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Construction of retaining walls and decks adjacent to the building
should not alter the recommended slopes and surface drainage
around the building. Ground surface under the deck should be
compacted and slope away from the building. A 10 -mil plastic
sheeting and landscaping rock is recommended above the ground
under the decks to reduce water dripping from the deck causing
soil erosion and/or forming depressions under the deck. The plas-
tic sheeting should direct water away from the building. Retaining
walls should not flatten the surface drainage around the building
and block or impede the surface runoff.
4. Swales used to convey water across yards and between buildings
should be sloped so that water moves quickly and does not pond
for extended periods of time. We suggest minimum slopes of about
2 to 2.5 percent in grassed areas and about 2 percent where land-
scaping rock or other materials are present. If slopes less than
about 2 percent are necessary, concrete -lined channels or plastic
pipe should be used.
5. Backfill around the foundation walls should be moistened and
compacted.
6. Roof downspouts and drains should discharge well beyond the lim-
its of all backfill. Splash blocks and/or extensions should be provid-
ed at all downspouts so water discharges onto the ground beyond
the backfill. We generally recommend against burial of downspout
discharge. Where it is necessary to bury downspout discharge, sol-
id, rigid pipe should be used and it should slope to an open gravity
outlet. Downspout extensions, splash blocks and buried outlets
must be maintained by the home owner.
7. The importance of proper owner irrigation practices cannot be over-
emphasized. Irrigation should be limited to the minimum amount
sufficient to maintain vegetation; application of more water will in-
crease likelihood of slab and foundation movements. Landscaping
should be carefully designed and maintained to minimize irrigation.
Plants placed close to foundation walls should be limited to those
with low moisture requirements. Irrigated grass should not be lo-
cated within 5 feet of the foundation. Sprinklers should not dis-
charge within 5 feet of foundations. Plastic sheeting should not be
placed beneath landscaped areas adjacent to foundation walls or
grade beams. Geotextile fabric will inhibit weed growth yet still al-
low natural evaporation to occur.
CRAIG AND LEE WILLIAMS Exhibit A•2
ELK RUN RANCH BARNS
PROJECT NO. GS05853-125
SAGS05853.000112512. ReportslGS05853 125 R1.doc
It
8. The design and construction criteria for foundations and floor sys-
tem alternatives were compiled with the expectation that all other
recommendations presented in this report related to surface and
subsurface drainage, landscaping irrigation, backfill compaction,
etc. will be incorporated into the project. It is critical that all rec-
ommendations in this report are followed.
CRAIG AND LEE WILLIAMS Exhibit A-3
ELK RUN RANCH BARNS
PROJECT NO. GS05853.125
SAGS05853.000112512. Reports1GS05853125 R1.doc
GENERAL OWS NOTES:
1. ALL MATERIALS AND INSTALLATION SHALL CONFORM TO STATE AND COUNTY INDIVIDUAL SEWAGE (1501) REGULATIONS
7816 7815
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2. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO CONTACT ALL UTILITY COMPANIES FOR FIELD LOCATIONS OF UTILITIES PRIOR TO CONSTRUCTION AND
EXCAVATION.
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3. ALL SEWER LINES TO BE SDR -26 GASKETED PVC PIPE UNLESS NOTED OTHERWISE.
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4. INSTALLA TWO-WAY CLEAN OUT ON THE SERVICE LINE FROM THE BARN.
S. THE SEPTIC TANK SHALL BE INSTALLED LEVEL ON COMPACTED EARTH, INSTALL WATERTIGHT RISERS AS NECESSARY TO BRING ALL REQUIRES ACCESS POINTS
TO THE FINISHED SURFACE GRADE. BACKFILL WITH SUITABLE NATIVE SOIL FREE OF BOULDER AND ROCK IN EXCESS OF 6" DIA.
,
6, A SANITARY BAFFLE TEE IS REQUIRED ON THE SEPTIC TANK INLET AND OUTLET. INSTALL THE INLET AND OUTLET TEES PLUMB AND IN A POSITION TO ALLOW
EASY INSPECTION AND MAINTENANCE OF TANK FROM THE TANK AND RISERS.
7. WE RECOMMEND THE INSTALLATION OF A 4" EFFLUENT FILTER CONTAINED IN THE 4"BAFFLE OUTLET TEE OF THE SEPTICTANK. THE FILTER SHOULD BE
INSPECTED EVERY SIX MONTHS. THE EFFLUENT FILTER SHALL BE MAINTAINED AND CLEANED WHEN THE TANK IS PERIODICALLY PUMPED OR AS NECESSARY.
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INSTALL A SUITABLE EXTENSION ON THE FILTER WITH A HANDLE TO BE WITHIN 6" BELOW THE ACCESS LID.
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8. THE CONTRACTOR SHALL ENSURE THAT THE SEWER LINES, SEPTIC TANK AND RISERS ARE WATERTIGHT. ALL PLUMBING FIXTURES AND OWTS COMPONENTS
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SHALL BE INSTALLED AND MAINTAINED TO AVOID SURFACE OR GROUNDWATER FROM ENTERING THE SYSTEM AND TO PREVENT LEAKAGE FROM THE
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SYSTEM. IN -BARN PLUMBING FIXTURES SHALL BE MAINTAINED TO PREVENT EXCESS WATER FROM ENTERING THE SEPTIC SYSTEM.
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9. THE DIMENSIONS AND NOTES SHOWN ON THE PLAN INDICATE MINIMUM AREA, LENGTH, WIDTHS AND SEPARATION DISTANCES FOR THE TRENCHED, BED
OR MOUNDED ABSORPTION FIELD.
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10. THE ABSORPTION BEDS SHALL BE EXCAVATED TO LEVEL GRADE IN NATIVE EARTH. THE TRENCH BOTTOM AND SIDEWALLS SHALL BE SCARIFIED AND/OR
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RACKED IF SMEARING OCCURS. IF EXCESSIVE LARGE COBBLES OR BOULDERS ARE ENCOUNTERED IN ANY PART OF THE EXCAVATION, OVER EXCAVATE AND
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BACKFILL WITH SAND OR SUITABLE 3" MIN. SCREENED NATIVE SOILS.
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11. THE LEACHING CHAMBERS SHALL BE INSTALLED LEVEL WITH A MINIMUM COVER OF 10 INCHES NOT TO EXCEED 36 INCHES AND CONNECTED FOR EQUAL
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DISTRIBUTION.
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12. STANDARD OR QUICK -4 LEACHING CHAMBERS WILL BE PLACED IN THE BED OVER THE NATIVE SOIL OR SELECT SOIL REPLACEMENT. END PLATES SHALL BE
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INSTALLED ON THE END CHAMBERS IN EACH TRENCH.
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13. INSTALL 4" PERFORATED PIPE ALONG THE ENTIRE LENGTH OF EACH ROW OF CHAMBERS. PIPE TO BE INSTALLED ALONG THE BOTTOM SURFACE OF THE BED
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WITH THE ORIFICES POINTED DOWNWARD.
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14. VERTICAL INSPECTION PORTS SHALL BE INSTALLED FROM THE CENTER OF THE PRE -MARKED HOLE ON THE TOP OF THE SERIAL END CHAMBERS. (TYP. END OF
EACH ROW) THE PORTS MAY HAVE TREADED CAPS AT GRADE.
15. THE CHAMBERS WILL BE BACKFILLED WITH EXCAVATED MATERIAL VOID OF ROCKS, THE BACKFILL MATERIAL SHALL NOT EXCEED 2}'DIAMETER AND SHALL BE
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PLACED TO AT LEAST 61NCHES ABOVE THE TOP OF THE CHAMBERS. THE TOP OF THE PLACED BACKFILL SHALL BE COVERED WITH A LAYER OF FILTER FABRIC. A
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MIN. 4 INCH DEPTH OF TOPSOIL IS TO BE PLACED ABOVE THE BACKFILL TO THE SURFACE.
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16. ALL INSTALLATION OF LEACHING CHAMBERS SHALL BE IN CONFORMANCE WITH THE MANUFACTURES INSTALLATION INSTRUCTIONS.
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17. THE ABSORPTION TRENCHES/BEDS OR MOUNDS MUST BE GENERALLY MARKED AT THE FOUR CORNERS WITH INSPECTION PORTS AND/PR BURIED REBAR.
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THE FIELDS MUST BE PROTECTED FORM VEHICULAR AND LIVESTOCK TRAFFIC
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18. THE ABSORPTION FIELD SURFACES MUST NE SLOPED TO DIVERT AWAY FROM THE FIELD.
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19. THE ENTIRE ABSORPTION FIELD SURFACE MUST BE REVEGETATED.
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20. THE ABSORPTION FIELD SHALL BE INSTALLED PER THE REQUIRED SETBACK DISTANCE:
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10 FEET FROM ANY PROPERTY LINE
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25 FEET FROM ANY POTABLE WATER SUPPLY LINE
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100 FEET FROM ANY WELL, SPRING OR CISTERN
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CHAMBER END CAP FOR
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TESTING INSPECTION AND CONSTRUCTION MANAGEMENT NOTES:
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INSTALL 34' LONG BY 9' WIDE A GRAVELLESS
1. ADDITIONAL GEOTECHNICAL AND INSPECTIONS BY THE ENGINEER SHOULD BE PERFORMED DURING INITIAL STAGES OF CONSTRUCTION TO
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CHAMBER ABSORPTION FIELD IN A BED CONFIGURATION
TS DESIGN.
VERIFY ASSUMPTIONS MADE FOR FOR THE THE OWTS
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WITH 3 ROWS OF 8 CHAMBERS PER ROW OR
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EQUIVALENT FOR A TOTAL ABSORPTION AREA OF 240
2. THE EVALUATIONS AND INSPECTIONS MAY RESULT IN MODIFICATIONS TO THE DESIGN THAT MAY INCLUDE FIELD SIZE REVISIONS AND POSSIBLE SOIL
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P SG. FT. LOCATION OF THE FILED MUST MEET COUNTY
REPLACEMENT IN SELECT AREAS IF NEEDED. SUFFICIENT NOTICE TO THE ENGINEER BY THE PROJECT MANAGER/CONTRACTOR NEEDS TO BE MADE IN ORDER
SETBACK REQUIREMENTS, THE CHAMBERS IN THE BEDTO
SCHEDULE THE SITE INSPECTIONS.
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SHALL BE INSTALLED AT LEVEL GRADE. THE BOTTOM
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PROPOSED 1000 GAL. 2 -COMP CONCRETE SEPTIC
ELEVATION OF THE BED SHOULD NOT EXCEED A MAXIMUM
3. PRIOR TO CONSTRUCTION OF THE PERMITTED SYSTEM THE ENGINEER SHOULD BE CONTACTED BY THE PROJECT MANAGER/CONTRACTOR WELL IN ADVANCE
TANK W/ EFFLUENT INSTALL MIN. 24" DIA. RISERS OFILE PIT
DEPTH OF 3 FEET TO THE INFILTRATIVE SURFACE BELOW THE
TO PROVIDE ADEQUATE TIME TO DISCUSS THE SYSTEM COMPONENTS WITH THE CONTRACTOR, ANSWER QUESTIONS, RESOLVE ANY CONFLICT ISSUES AND
- OVER SEPTIC TANK ACCESS OPENINGS FOR ACCESS 34.00'
FINISH GRADE. THE SYSTEM SHALL BE PLUMBED FOR EQUAL
SCHEDULE INSPECTION SITE VISITS BASED ON CONSTRUCTION PROGRESS.
TO TANK CHAMBERS.ALL RISERS TO HAVE LIDS
DISTRIBUTION THROUGH A DISTRIBUTION BOX WITH INDIVIDUAL
AT THE SURFACE. TANK CONNECTIONS
DISTRIBUTION LINE CONNECTED TO THE HEAD OF EACH CHAMBER
4. COUNTY REGULATIONS REQUIRE THATTHE DESIGN ENGINEERS OF RECORD PERFORM SITE INSPECTIONS OF THE PERMITTED SYSTEM DURING CONSTRUCTION
- AND RISER TO BE WATERTIGHT.
ROW END CAP. ORIENTATION AND LOCATION OF BED TO BE FIELD
AND PROVIDE "AS -BUILT' DOCUMENTATION OF THE INSTALLED SYSTEM TO THE COUNTY AFTER CONSTRUCTION IS COMPLETE. THE ENGINEER SHOULD BE
DETERMINED TO BEST FIT EXISTING CONDITIONS.
CONTACTED AND NOTIFIED OF THE CONSTRUCTION SCHEDULE. THE CONTRACTOR SHALL COORDINATE ALL REQUIRED SITE INSPECTIONS BY THE COUNTY
ENVIRONMENTAL HEALTH DEPARTMENT WITH NOTICE AND SCHEDULING PER GUNNISON COUNTY REGULATIONS.
S. CONTRACTOR SHOULD DISCUSS ISSUES REGARDING SPECIFICATIONS, INSTALLATION AND OPERATION OF OWTS MECHANICAL SYSTEMS AND CONTROLS WITH
THE SUPPLIER AND/OR THE ENGINEER.
ABSORPTION/TREAMENT BED
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6. OUR DESIGN AND RECOMMENDATIONS ARE BASED UPON INFORMATION SUPPLIED TO US BY OTHERS. IF SUBSURFACE OR SITE CONDITIONS ARE FOUND TO
BE DIFFERENT FROM CONDITIONS ASSUMED OR INDICATED, WE SHOULD BE NOTIFIED TO EVALUATE ANY EFFECT ON THE PROPOSED OWS. IF THE COUNTY
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REQUESTS CHANGES OR MODIFICATIONS TO THIS DESIGN, WE SHOULD BE CONTACTED TO EVALUATE AND RESPOND TO THE REQUEST.
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7. CONTRACTOR SHOULD REVIEW ANY CONDITIONS ON THE ISSUED PERMIT AND COORDINATE WITH THE ENGINEER REGARDING CONSTRUCTION OF THE
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SYSTEM.
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8. IF YOU HAVE ANY QUESTION OR NEED ANY ADDITIONAL INFORMATION, PLEASE CALL
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DESIGN CALCULATIONS:
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THE DESIGN FLOW IS CALCULATED AS FOLLOWS:
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DISTRIBUTION BOX
BARN POPULATION @ 1 PERSON/HORSE STALL = 5 PERSONS.
X
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FROM PITKIN COUNTY OWTS REGULATIONS (STATE REG. 43):
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SURFACE USE TUF-LIT
MAX. DESIGN FLOW (QD) = IT OF PEOPLE X (AVG. FLOW BASED ON BARN USAGE)
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4" EFFLUENT LINE
OR EQUIV.
GALLONS PER DAY PER PERSON FOR THE SUBJECT FACILITY = 45 GAUPERSOWDAY
TO D -BOX USE DESIGN FLOW 4D = 225 GPD
SDR -26 PIPE
SEPTIC TANK DESIGN:
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USE A 1000 GALLON CONCRETE, DUAL COMPARTMENT SEPTIC TANK
WITH INLET SANITARY TEE AND EFFLUENT FILTER OUTLET SANITARY TEE.
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INSTALL ACCESS RISER WITH LIDS AT THE SURFACE GRADE.
4" DISTRIBUTION LINES
SUB SURFACE CONDITIONS AND TESTING:
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A GEOTECHNICAL EVALUATION WAS PERFORMED BY CTLTHOMPSON IN JUNE OF 2014. THE EVALUATION INCLUDED SOILS ANALYSIS FROM EXPLORATORY
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BORINGS AND A PROFILE PIT. THE SUBSOILS CONSIST OF 0.5 TO 1.5 OF SAND CLAY TOP SOIL, OVERLAYING SILTY SAND TO A DEPTH OF 5 FEET, OVERLAYING SILTY
GRAVEL AND COBBLES WITH BOULDERS. SHALE BEDROCK IS EXPECTED TO BE ENCOUNTERED BELOW 20' FROM EXISTING GRADE SURFACE. NO PRE -WATER WAS
ENCOUNTERED IN THE PROFILE PIT. THE USDA SOIL CLASSIFICATION IS SAND TO LOAMY SAND, WITH AN LTAR OF 0.80 GALLONS/SQ FT/DAY (EQUIVALENT PERC.
RATE EQUALS 10 MIN PER INCH). IF EXCESSIVE COBBLES OR BOULDERS ARE ENCOUNTERED THE BED WILL BE OVER EXCAVATED AS NECESSARY AND BACKFILLED
GRAPHIC SCALEEXISTING LEGEND PROPOSEDLEGEND
WITH ASTM -33 SAND. PRIOR TO INSTALLATION OF OWTS COMPONENTS THE ENGINEER WILL PERFORM AN ADDITIONAL SOIL EVALUATION IN THE EXCAVATION
TO CONFIRM THE SOIL CONDITIONS.
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EXISTING CONTOUR PROPOSED CONTOUR
TREATMENT -SOIL TREATMENT UNIT/ ABSORPTION SYSTEM DESIGN:
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--- --- - ?900 - -- EXISTING CONTOUR INTERVAL 79800 PROPOSED CONTOUR INTERVAL
THE TREATMENT/ABSORPTION FIELD IS DESIGNED BASED ON UTILIZING THE EFFECTIVE LONG TERM ACCEPTANCE RATE (LTAR) FOR THE NATIVE SOILS AND THE
CC
CI PROPOSED SEWER CLEANOUT
APPLICATION OF APPROPRIATE LOADING FACTORS FOR A SAND ENHANCED SOILTREATMENT SYSTEM UTILIZING PRESSURE DOSED GRAVELLESS CHAMBERS AND
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(IN FEET)
USE OF WATER SAVING FIXTURES. THE NEW TREATMENT SYSTEM AND ABSORPTION FIELD WILL CONSIST OF GRAVITY DISTRIBUTION OF SEPTIC TANK EFFLUENT
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finch= 10 ft. / / PROPOSED HEAVY DUTY ASPHALT
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VIA A DISTRIBUTION BOX TO A CHAMBER TREATMENT BED SYSTEM WITH NATIVE SOIL ABSORPTION SURFACE.
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LONG TERM ACCEPTANCE RATE (LTAR)
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CONSIDERING THE APPUCATION OF THE NEW STATE REGULATION 43:
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RECEIVING WASTEWATER TREATMENT LEVEL 1; LOADING RATE FOR SAND, LOAMY SAND (0.8 GAL./S.F./DAY) FOR GSF;
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LOADING FACTORS; (TABLE 10-2, GRAVITY APPLICATION BED =1.2)AND Q RE
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(TABLE 10-3, GRAVELLESS CHAMBERS =0.7) T
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LTAR = 0.8 GAL/S.FJDAY FOR SAND, LOAMY SAND O
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= FLOW GA DAY = 225 GPD 28377
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L.F.1=1.2 GRAVITY DISTRIBUTION
L.F.2=0.7C CHAMBERS
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EXISTING GRADE
0.8 GAL/S.F./DAY
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NUMBER CHAMBERS:
DISTRIBUTION BOX W/ RISE
TWO WAY CLEAN OUT RLTER FABRIC
MImFI WM 12"DISTRIBUTION
BOX LID
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236.25 S.F = 24 CHAMBERS
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LID AT THE SURFACE
GROUND SURFACE
10 S.F./CHAMBER
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PROPOSED HOUSE
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USE 54 QUICK -4 CHAMBERS IN TWO BEDS 38' LONG BY 19' WIDE BED WITH 3 ROWS WITH 9 CHAMBER UNITS PER ROW IN EACH BED AS DELINEATED ON THE
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Nano EKaED z}^ Ow. Dlsrnlevrlox PIPE
RISER SECTION
PLAN. THE SEPTIC TANK EFFLUENT WILL BE GRAVITY DISTRIBUTED TO THE HEAD OF EACH CHAMBER ROW VIA INDIVIDUAL DISTRIBUTION PIPES FROM A
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PROPOSED GRADE
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EFFLUENT FILTER
DISTRIBUTION BOX.
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LATERALS
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UTLET TEE i - - - - -' - - suRlFr/nueoTroM SURFMETOA
SEPTX OF 3^ AND RAKE LENEL
NOTE:ALLROWS OF INFIl1RAi0R5INA BED MasTBE (EVEL MAKIMUM
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OfPTH OF BEDS NOT TO EXCEED 36°REIOW PROPOSEDSURFACEGRRDES.
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EFFLUENT DRAIN LINE u OMMBERINu OUTERROW.
FROM SEPTIC TANK SOLID PVC GRAVITY
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AT MINIMUM 2% SLOPE
DISTRIBUTION PIPES (TYP.)
EFFLUENT DISCHARGIFIX[ESSNE IARGEC08B1ES OR BOULDERSARE ENCOUNTERED IN
SEPTIC TANK
NVERT IN TO ABSORPTION LATERALS
AT MINIMUM 2% SLOPE AWPAR WnEVOAVATION, OVER EIIEYATEAND fl 11 WI1N
SAND OR SUITABLE 3' MINUS IMPORT OR SMEENED NAWESOILS.
Know Whars below.
DISTRIBUTION LINES
ABSORPTION BED
DISTRIBUTION BOX DETAIL (TUF-TITE SKEMATIC)
Call
DATE:
09-26-2014
ATMNI UM2%SLOPE AT
before you dig.
JOB NO.
14003
CROSS SECTION SLOPE DETAIL LEACHING CHAMBER SYSTEM (NOT To SCALE) REVISED DESIGN 02/16/2015 CALL 2-BU9NESS DAYS IN ADVANCE
BEFORE YOU DIG, GRADE. OR EXCAVATE
(NOT TO SCALE) (NOT TO SCALE)
FOR THE MARKING OF UNDERGROUND
MEMBER UTILITIES
SHEET
C5
-
Land+Shelb
215 North 12th Street Unit C, PO Box 550,
Carbondale, CO
t 970.963.0201 f 970.963.0289
NOTICE: DUTY OF COOPERATION
Release of these plans contemplate
further cooperation among the owns
his or her contractor, and all locatior
architect. Design and construction a
complex. Although the designer and
his/her consultants have performed
services with due care and diligence
they cannot guarantee perfection.
Communication is imperfect and eve
contingency cannot be anticipated. ,
ambiguity or discrepancy discoverer
the use of these plans shall be repo)
immediately to the designer. Failure
notify the designer compounds
misunderstanding and increases
construction costs. A failure to
cooperate by a simple notice to the
designer shall relieve the designer fr
responsibility for all consequences.
Changes made from the plans witho
consent of the designer are
unauthorized and shall relieve the
designer from all consequences aris
out of such changes.
PERMIT SET
1/7/15
Revisions
Job Site:
4305 Snowmass Creek Rd.
Snowmass, CO
FLOOR PLAN/F.A.E
PLAN
Sheet Number:
A3nO
File: 2014 0724 Williams Site.rvt
PLAT AMENDMENT TO DAVISMONNELLY LOT SPLIT = LOT 2
r.
N 86°38'17" E _ _
.r _
883.07"
2
\1
AREA OF ELECTRICAL
EASEMENTS DESCRIBED BY
,f EXCEPTIONS NO 17, AND 18.
I 40' Right -o#-
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40' Right-of-Way—
Set Aluminum Cap
'
32' Witness Comer
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CD
Ir'
30' Acess Easement
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Book 668, Page 731
, +�
Set #5 Rebar & Cap �SO40•
Set #5 Rebar & Cap
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Marked LS 20133 -`1$ E
6 Opp
Marked LS 20133
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AMENDED
AGRICULTURAL LOT 2
BUILDING
ENVELOPE. 149.43 Acres
AMENDED \
ACTIVITY
ENVELOPE.
RESIDENTIAL
ENVELOPE TO
7 �
REMAIN.
ORIGINAL A*W
ACTIVITY
ENVELOPE. \ \ ' it
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f
ORIGINAL
AGRICULTURAL _
BUILDING
CENVELOPE.
AWS
// Fnd Aluminum Cap
8.10----1, MarkedLS3317 S 89°53'40" W5 Rebar—
2567.00` " --
,14T.T a
IOU 300'
�ttttttttttr
200'
40' Right -of -Way
PLAT AMENDMENT PLAN
1" equals 200'
M
0 t Uro r -1W
NOTE:
THE PURPOSE OF THIS DRAWING IS TO
AMEND THE ACTIVITY ENVELOPE AS DRAWN.
DISCLAIMER:
HAZARD AREAS EXIST THAT MIGHT AFFECT THE PROPERTY, ANY
IMPROVEMENT AND OCCUPANCY THEREOF;
WAIVER:
THE PROVISIONS OF THESE REGULATIONS TO NOT IN ANY WAY ASSURE OR
IMPLY THAT AREAS OUTS19E OF THE DESIGNATED HAZARD AREAS WILL BE
FREE FROMHAZARDS, HAT APPROVED MITIGATION MEASURES WILL
GUARANTEE THE SAF ANY PROPERTY.
- OWNER f� ' CA16 &J14N4Phs
COMM "DEVELOPMENT DIRECTOR APPROVAL:
THIS ACTIVITY ENVELOPE PLAN HAS BEEN REVIEWED AND APPROVED BY THE
PITIQN COUNTY C MUNITY DEVELOPMENT DIRECTOR
THiSOAY OF 2t�. APPROVAL OF THIS ACTIVITY ENVELOPE PLAN
& SITE PLA.NIS SUBJ TO TERMS NOTEDrHEREON.d hAI16A Af •
rC r VU. IVB T LVMMUNI I T UCV=LVVMGV 1 UIKtU UK �yy
ACCEPTANCE FOR RECORDING:
THIS ACTTIIVIITTY ENVELOPE PLAN HAS BEEN ACCEPTED FOR FILING IN THE
iOHI IS�=DAY OF HEC N20 IN PLAT BOOK D ORDER OF O TNPAGE TY � ADO S
aEMTION NO.
��y •_, I C RK D E DER hBPrzrilf
/Prn�aGUs'/��aooxz
V7S& P
RECEPTION#: 61o260,05/1312014 at
09:14:41 AM,1 OF 1, R $11.00 Janice K.
Vos Caudill, Pitkin County, CO
PLAT BK 106 PG 96
i -
Land+Sheiter
215 N 12th Stnot Unit C, PO Box 550;
Cts, CO
t 970.963.0201 f 970.963.0289
NOTICE: DUTY OF COOPERATION
Rol eeae of these plena contemFlatas further
cooperation among Lire owner, his or her
contractor, and the designer. Design and
construction are complex. Although the
designer and hieAur Mm
e
pedomred their eervlcea with duetre and
diligence, they cannot guarantee perfection.
Communixretien is imperfect and every
corlengency cannot be anticipated. Any
Mb- or diacrepen discovered by the
use oT these plane shah reported
immediately to the designer. Failure to notfi
the designer compounds misunderstanding
and increases construction costs. A failure to
Caaperete by a simple notice to the desigrrer
shall relieve ,:simple
from reaponr bllily for
all consequences. Charges made from the
- plans without consent of the designer are
unauthorized and shell relieve the designer
from all consequences arising out of such
cFranges.
11- ii�aa7"i:4:i
Date: 03119/2014
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NOT FOR CONSTRUCTION'
Job Sift:
4305 Snowmass Creek Road
Snowmass, CO
Shut Number:
A7.2
Fite: Williams Site Plan.wrx
ioo
tH
V
Set Aluminum Cap
'
32' Witness Comer
Marked LS 20133
PLAT AMENDMENT PLAN
1" equals 200'
M
0 t Uro r -1W
NOTE:
THE PURPOSE OF THIS DRAWING IS TO
AMEND THE ACTIVITY ENVELOPE AS DRAWN.
DISCLAIMER:
HAZARD AREAS EXIST THAT MIGHT AFFECT THE PROPERTY, ANY
IMPROVEMENT AND OCCUPANCY THEREOF;
WAIVER:
THE PROVISIONS OF THESE REGULATIONS TO NOT IN ANY WAY ASSURE OR
IMPLY THAT AREAS OUTS19E OF THE DESIGNATED HAZARD AREAS WILL BE
FREE FROMHAZARDS, HAT APPROVED MITIGATION MEASURES WILL
GUARANTEE THE SAF ANY PROPERTY.
- OWNER f� ' CA16 &J14N4Phs
COMM "DEVELOPMENT DIRECTOR APPROVAL:
THIS ACTIVITY ENVELOPE PLAN HAS BEEN REVIEWED AND APPROVED BY THE
PITIQN COUNTY C MUNITY DEVELOPMENT DIRECTOR
THiSOAY OF 2t�. APPROVAL OF THIS ACTIVITY ENVELOPE PLAN
& SITE PLA.NIS SUBJ TO TERMS NOTEDrHEREON.d hAI16A Af •
rC r VU. IVB T LVMMUNI I T UCV=LVVMGV 1 UIKtU UK �yy
ACCEPTANCE FOR RECORDING:
THIS ACTTIIVIITTY ENVELOPE PLAN HAS BEEN ACCEPTED FOR FILING IN THE
iOHI IS�=DAY OF HEC N20 IN PLAT BOOK D ORDER OF O TNPAGE TY � ADO S
aEMTION NO.
��y •_, I C RK D E DER hBPrzrilf
/Prn�aGUs'/��aooxz
V7S& P
RECEPTION#: 61o260,05/1312014 at
09:14:41 AM,1 OF 1, R $11.00 Janice K.
Vos Caudill, Pitkin County, CO
PLAT BK 106 PG 96
i -
Land+Sheiter
215 N 12th Stnot Unit C, PO Box 550;
Cts, CO
t 970.963.0201 f 970.963.0289
NOTICE: DUTY OF COOPERATION
Rol eeae of these plena contemFlatas further
cooperation among Lire owner, his or her
contractor, and the designer. Design and
construction are complex. Although the
designer and hieAur Mm
e
pedomred their eervlcea with duetre and
diligence, they cannot guarantee perfection.
Communixretien is imperfect and every
corlengency cannot be anticipated. Any
Mb- or diacrepen discovered by the
use oT these plane shah reported
immediately to the designer. Failure to notfi
the designer compounds misunderstanding
and increases construction costs. A failure to
Caaperete by a simple notice to the desigrrer
shall relieve ,:simple
from reaponr bllily for
all consequences. Charges made from the
- plans without consent of the designer are
unauthorized and shell relieve the designer
from all consequences arising out of such
cFranges.
11- ii�aa7"i:4:i
Date: 03119/2014
V
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NOT FOR CONSTRUCTION'
Job Sift:
4305 Snowmass Creek Road
Snowmass, CO
Shut Number:
A7.2
Fite: Williams Site Plan.wrx
MIN. DEPTH
OF COVER
18"
Know what's below.
Cal I before you dig.
CALL 2 -BUSINESS DAYS IN ADVANCE
BEFORE YOU DIG. GRADE. OR EXCAVATE
FOR THE MARKING OF UNDERGROUND
MEMBER UTILITIES
i
12"
4" MIN.
7GTIWI
VARIES
Bc
Bc+18"
SOLID LID
-{ 12" y" 24" —+I
�f 1"
i
SELECT MATERIAL COMPACTED TO 95% CLASS 6
AGGREGATE BASE COURSE WILL BE REQUIRED. IF
THE ENGINEER DETERMINES THATTHERE IS NO
SUITABLE SELECT MATERIAL ON SITE. SCREENED ROCK TO BE INSTALLED
A MIN OF 1' BELOW PIPE OUTLET
CLASS 6 AGGREGATE WITH COMPACTION
DENSITY OF 9S% STANDARD PROCTOR
TRENCH CROSS SECTION
(NOT TO SCALL')
--7
18"
(SEE NOTE)
7' CLASS 6 ABC
t
RIBBON CURB DETAIL
(NOT TO SCALE)
TRENCH SUB -GRADE MUST BE
COMPACTED TO 95%
STANDARD PROCTOR
1. IN AREAS WHERE RIBBON CURB IS INTENDED TO BE USED ASA PERIMETER WALL
FOR WATER QUALITY CONTAINMENT, THE DEPTH OF CURB SHOULD EXTEND 6"
BELOW FILTER MEDIA AND INTO NATIVE SOIL
2. VERIFY LOCATIONS WITH LANDSCAPE DESIGN.
5"
TYPICAL GRASSED
AREA 1' MIN.
TOPSOIL
GRADE RINGS OF
EQUAL HEIGHT
NATIVE BACKFILL
PERFORATED 12" ADS STANDPIPE FOR OVER
FLOW, EXTEND 3 FT- MIN. INTO EXISTING
GRAVELS
CONCRETE DRYWELL
(NOT TO SCALE)
NOTE:
1. PRECAST MANHOLE SECTIONS TO MEET ASTM C-478
2. BACKFILL EXCAVATION AROUND STRUCTURE WITH COMPACTED
1-1/2" CRUSHED STONE, TO TOP OF PERFORATED SECTIONS.
3. OVERALL DEPTH, MINIMUM OF 12' OR 4' MIN INTO PERVIOUS ALLUVIUM.
12" CLASS 2 AGGREGATE BASE COUIuc,
WETTED ±2% OF OPTIMUM MOISTURE
COMPACTED TO 95% STANDARD PROCTOR
12" CLASS 2 AGGR.a .n .r wvwq
WETTED ±2%OF OPTIMUM MOISTURE
COMPACTED TO 95% STANDARD PROCTOR
ASPHALT PAVEMENT SECTION
(NOT TO SCALE)
8" CLASS 6 AGGREGATE BASE COURSE,
WETTED ±2%OF OPTIMUM MOISTURE
COMPACTED TO 95% STANDARD PROCTOR
THICKEN ASPHALT
(NOT TO SCALE)
8" CLASS 6 AGGREGATE BASE COURSE,
WETTED ±2% OF OPTIMUM MOISTURE
COMPACTED TO 95% STANDARD PROCTOR
SEE VEHICLE TRACKING
CONTROL DETAIL FOR
DESIGN OF PAD
PLAN VIEW
12BERM AROUND PERIMETER GROUNDSURFACE
2'-0" MIN.
i" "MIN.
CONESECTION'
JOB NO.
W
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12"
C6
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COMPACTED EMBANKMENT 8'x8' MIN. 3:1 OR FLATTER
°
c
STANDARD RISER ° °
- �— 4'-0"
MATERIAL, TYP. SIDE SLOPES
00
SECTION(S)
m
FILTER FABRIC INSTALLED OVER
OR AS REQUIRED TO
CLEAN SCREENED ROCK IF NATIVE
-
BACKFILL CONTAINS FINES.
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SLOPE TRENCH WALLS FOR SAFETY PER CURRENT
W
4'±
W
OHSA & COSH REQUIREMENTS
PERFORATED RISER
F LTER F BRIC
\
SECTION(S)
SECTION A
SELECT MATERIAL COMPACTED TO 95% CLASS 6
AGGREGATE BASE COURSE WILL BE REQUIRED. IF
THE ENGINEER DETERMINES THATTHERE IS NO
SUITABLE SELECT MATERIAL ON SITE. SCREENED ROCK TO BE INSTALLED
A MIN OF 1' BELOW PIPE OUTLET
CLASS 6 AGGREGATE WITH COMPACTION
DENSITY OF 9S% STANDARD PROCTOR
TRENCH CROSS SECTION
(NOT TO SCALL')
--7
18"
(SEE NOTE)
7' CLASS 6 ABC
t
RIBBON CURB DETAIL
(NOT TO SCALE)
TRENCH SUB -GRADE MUST BE
COMPACTED TO 95%
STANDARD PROCTOR
1. IN AREAS WHERE RIBBON CURB IS INTENDED TO BE USED ASA PERIMETER WALL
FOR WATER QUALITY CONTAINMENT, THE DEPTH OF CURB SHOULD EXTEND 6"
BELOW FILTER MEDIA AND INTO NATIVE SOIL
2. VERIFY LOCATIONS WITH LANDSCAPE DESIGN.
5"
TYPICAL GRASSED
AREA 1' MIN.
TOPSOIL
GRADE RINGS OF
EQUAL HEIGHT
NATIVE BACKFILL
PERFORATED 12" ADS STANDPIPE FOR OVER
FLOW, EXTEND 3 FT- MIN. INTO EXISTING
GRAVELS
CONCRETE DRYWELL
(NOT TO SCALE)
NOTE:
1. PRECAST MANHOLE SECTIONS TO MEET ASTM C-478
2. BACKFILL EXCAVATION AROUND STRUCTURE WITH COMPACTED
1-1/2" CRUSHED STONE, TO TOP OF PERFORATED SECTIONS.
3. OVERALL DEPTH, MINIMUM OF 12' OR 4' MIN INTO PERVIOUS ALLUVIUM.
12" CLASS 2 AGGREGATE BASE COUIuc,
WETTED ±2% OF OPTIMUM MOISTURE
COMPACTED TO 95% STANDARD PROCTOR
12" CLASS 2 AGGR.a .n .r wvwq
WETTED ±2%OF OPTIMUM MOISTURE
COMPACTED TO 95% STANDARD PROCTOR
ASPHALT PAVEMENT SECTION
(NOT TO SCALE)
8" CLASS 6 AGGREGATE BASE COURSE,
WETTED ±2%OF OPTIMUM MOISTURE
COMPACTED TO 95% STANDARD PROCTOR
THICKEN ASPHALT
(NOT TO SCALE)
8" CLASS 6 AGGREGATE BASE COURSE,
WETTED ±2% OF OPTIMUM MOISTURE
COMPACTED TO 95% STANDARD PROCTOR
SEE VEHICLE TRACKING
CONTROL DETAIL FOR
DESIGN OF PAD
PLAN VIEW
12BERM AROUND PERIMETER GROUNDSURFACE
2'-0" MIN.
i" "MIN.
09-26-2014
JOB NO.
W
F
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SHEET
C6
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COMPACTED EMBANKMENT 8'x8' MIN. 3:1 OR FLATTER
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MATERIAL, TYP. SIDE SLOPES
00
0
m
GO
m
OR AS REQUIRED TO
CONTAIN WASTE CONCRETE
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SECTION A
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CONCRETE WASHOUT AREA NOTES
1. THE CONCRETE WASHOUT AREA SHAD. BE INSTALLED PRIOR TO ANY CONCRETE
PLACEMENT ON SITE
2- A CONCRETE WASHOUT AREA (CWA) MUST BE PROVIDED AND ROUTINELY MAINTAINED. NO
WASHING OUT OF CONCRETE TRUCKS OR WASHING OF SWEEPINGS FROM EXPOSED
AGGREGATE CONCRETE INTO STORM DRAINS, OPEN DITCHES, STREETS OR STREAMS IS
ALLOWED
3. EXCESS CONCRETE IS NOT ALLOWED TO BE DUMPED ONSTIE, EXCEPT IN DESIGNATED
TEMPORARY CONCRETE WASHOUT AREAS (CWA).
4. ONSTIE TEMPORARY CONCRETE WASHOUT FACILITIES WILL RE CONSTRUCTED AND
MAINTAINED IN SUFFICIENT QUANTITY AND SIZE TO CONTAIN ALL LIQUID AND CONCRETE
WASTE GENERATED BY WASHOUT OPERATIONS AND MUST BE CLEANED OUT OR REPLACED
ONCE THE WASHOUT IS 75% FULL
5. VEHICLE TRACKING CONTROL IS REQUIRED ATTHE ACCESS POINT.
6. EXCAVATED MATERIAL SHALL BE UTILIZED IN PERIMETER BERM CONSTRUCTION.
7. WHEN THE CONCRETE WASHOUT AREA IS REMOVED, COVER THE DISTURBED AREA WITH
TOPSOIL, DRILL SEED AND CRIMP MULCH OR OTHERWISE STABILIZE IN A MANNER
APPROVED BY THE LOCAL JURISDICTION.
8. INSPECT WEEKLY DURING AND AFTER ANY STORM EVENT.
9. CONTRACTOR TO LOCATE CWA ON SITE AS NEEDED. AVOID DRIPUNE OF TREES.
CONCRETE WASHOUT AREA
(NOT 7'0 SCALE)
SEDIMENTATION LOG -12" MIN. DIAMETER
ISE A STAKE EVERY 24" AT ALTERNATE 90 DEGREE
ORIENTATION THROUGHOUT THE SEDIMENTATION LOG.
9� USE TWO STAKES II/2'x11/2" x SUFFCIENT LENGHTTO
EMBET AT LEAST 12" INTO SOIL AT EACH END OF LOG
STAKE AT 90 DEG.
TO EACH OTHER
i WETLANDS OR FEATURES
SECTION A -A
SEDIMENT CONTROL LOG INSTALLATION NOTES
1. SEE PLAN VIEW FOR: LOCATION OF SEDIMENT CONTROL LOG.
2. SEDIMENT CONTROL LOGS SHALL BE INSTALLED PRIOR TO ANY LAND DISTURBING
ACTIVITIES.
3. SEDIMENT CONTROL LOGS SHALL CONSIST OF STRAW, COMPOST, EXCELSIOR OR
COCONUT FIBER.
4. NOT FOR USE IN CONCENTRATED FLOW AREAS.
S. THE SEDIMENT CONTROL LOGS SHALL BE TRENCHED INTO THE GROUND
MINIMUM OF 2 -INCHES.
SEDIMENT CONTROL LOG MAINTENANCE NOTES
1. THE SWMP MANAGER SHALL INSPECT SEDIMENT CONTROL LOGS DAILY, DURING
AND AFTER ANY STORM EVENT & MAKE REPAIRS OR CLEANOUT UPSTREAM
SEDIMENT AS NECESSARY.
2. SEDIMENT ACCUMULATED UPSTREAM OF SEDIMENT CONTROL LOGS SHALL BE
REMOVED WHEN THE UPSTREAM DEPTH IS WITHIN } THE HEIGHT OF THE CREST
OF LOG.
3. SEDIMENT CONTROL LOGS SHALL BE REMOVED AT THE END OF CONSTRUCTION,
ONCE PROPER VEGETATION HAS BEEN ESTABLISHED. IF ANY DISTURBED AREA
EXISTS AFTER REMOVAL IT SHALL BE COVERED WITH TOPSOIL AND
REVEGETATED/STABILIZED IN A MANNER APPROVED BY THE LOCAL JURISDICTION.
SEDIMENT CONTROL LOG
(NOT TO SCALE)
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DATE:
09-26-2014
JOB NO.
14003
SHEET
C6
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DATE:
09-26-2014
JOB NO.
14003
SHEET
C6