HomeMy WebLinkAbout20012531.tiff DEPARTMENT OF PLANNING SERVICES
1555 N. 17th Avenue, Greeley, CO 80631
Phone (970) 353-6100, Ext. 3540, Fax (970)304-6498
USE BY SPECIAL REVIEW APPLICATION
Application Fee Paid CLet/t (U 0 Receipt# 07(0 b Date
Recording Fee Paid Receipt# Q'7 (0 5 Date
Application Reviewed b
TO BE COMPLETED BY APPLICANT: (Please print or type, except for necessary signature)
LEGAL DESCRIPTION OF SPECIAL REVIEW PERMIT AREA: Nki 1(4, N V2 OE SW V4
PARCEL NUMBER: Q 2O3QOQCL LL(12 digit number-found on Tax I.D.
Information or obtained at the Assessor's Office. y�
Section 3 , T (O N, R 627 W-Total Acreage y7, Zone District rr; Overlay Zone N/A
Property Address (if available) F.C. 2 7/1(.17- I c
Proposed Use 1'2 -`_.f ' ( rlt' l__. IC-CAL-T/4 L-
SURFACE FEE (PROPERTY OWNERS) OF AREA PROPOSED FOR THE SPECIAL REVIEW
PERMIT
Name: Ce Address: ,
City/State/Zip: I f. (T Home Telephone: ('ACC Business Telephone 22-1-?cro
Name: Address:
City/State/Zip: Home Telephone: Business Telephone
APPLICANT OR AUTHORIZED AGENT (if different than above)
Name: «��� ,gam''' ?✓'L� s / 4'- till d'r�
Address: 2r:( _'%� � . C) 4 1>°" . City/State/Zip: h � •'-
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Home Telephone: Business Telephone: '110):::: 4 `` �I °( (
DEPARTMENT OF PLANNING SERVICES USE ONLY
Case#
Floodplain: ❑ Yes ❑ No Geologic Hazard: ❑ Yes 0 No
I hereby state that all statements and plans submitted with the application are true and correct to the best
of my knowledge.
(1 l►/u�" N tir"r
Rev: 1-4-01 Signature: Owner ?r Authori
EXHIBIT
2001-2531
5
USE BY SPECIAL REVIEW QUESTIONNAIRE
FOR SETH WARD AND KAYE MONTERA
May 31, 2001
1. Explain, in detail, the proposed use of the property: applicants are building a single
family home for themselves and their five children in place of an existing single
family home. This application is for the addition of a 1750 s.f Cabana/guest house
near the swimming pool to provide convenient access to light duty cooking (BBQ)
facilities poolside as well as provide extra bedrooms for visiting family members and
occasional guests. The proposed cabana will also house two shower/ changing
rooms and pool equipment storage.
2. Explain how this proposal is consistent with the intent of the Weld County Code,
Chapter 22: The proposed use of this property is consistent with the Weld County
Comprehensive Plan as the new family home will be consistent with the other homes
in this agricultural zoned area and will assist orderly, efficient and integrated
development. The new home and cabana will not be a burden on the existing
services to the property and the new home is being constructed in the same location
as the previous residence.
3. Explain how this proposal is consistent with the intent of the Weld County Code,
Chapter 23 and the zone district in which it is located: The new home and proposed
cabana are replacing an existing home of similar scale. The existing farmland is
intended to remain active under a lease use agreement. This proposal is consistent
with the historical use of the site, the agricultural zoning and surrounding areas.
4. What type of uses surrounds the site? Explain how the proposed use is consistent
and compatible with surrounding land uses: This site is surrounded with residential /
agricultural properties. The proposed use of this site is the same as the use for the
previous 25 years which is Residential /Agricultural providing obvious consistency
and compatibility.
5. Describe in detail,the following:
a. How many people will use this site? Two adults and their five children
are the primary users of this site. There will be occasional entertainment
events such as birthday parties and holidays where additional friends and
family members will use the site.
b. How many employees are proposed to be employed at this site? None. It
is a private residence.
401 W. Mountain Ave. Suite 200, Fort Collins, Colorado 80521 •970-224-1191
FAX 970-224-1662 • E-MAIL bmechels@vfavfr.com
MEMO special review questionnaire 5-24-01.doc
c. What are the hours of operation? General family and farm.
d. What type and how many structures will be erected on this site? There is
one existing structure (horse barn) and two new structures to be
constructed on this site (the main house and the cabana).
e. What type and how many animals, if any, will be on this site? No
commercial animals, 2-3 domestic animals (cats or dogs).
f. What kind(type, size,weight) of vehicles will access this site and how
often? Family SUV, sedan and pickup with normal residential frequency.
g. Who will provide fire protection to the site? The Windsor-Severance
Volunteer Fire Department.
h. What is the water source on the property? North Weld County Water
District.
i. What is the sewage disposal system on the property? (Existing and
proposed) The existing septic system has been abandoned. The new
structures will have new septic systems per Weld County Department of
Public Health and Environment permit#SP-0000418.
j. If storage or warehousing is proposed, what type of items will be stored?
Only standard residential items.
6. Explain the proposed landscaping for the site: the proposed landscaping includes a
combination of elements and materials including: a stone patio, concrete sidewalks
and stairs, dry land seed mix, Kentucky bluegrass sod, deciduous trees, coniferous
trees, ornamental trees, shrubs and beds of perennial flowers. Please refer to
attached landscape plan.
7. Explain any proposed reclamation procedures when termination of the Use by
Special Review activity occurs: N/A.
8. Explain how the storm water drainage will be handled on the site: Primary storm
water drainage will be handled through surface absorption. Any drainage in excess
of surface capacity will flow into the existing ditch,which runs north and south
through the central portion of the site.
9. Explain how long it will take to construct this site and when construction and
landscaping is scheduled to begin: Construction of the cabana building will begin as
soon as a permit can be obtained. The landscaping around the cabana building will
be completed along with the main house landscaping which is scheduled to begin in
the fall 2001 and be completed in the spring of 2002.
2
MEMO special review questionnaire 5-24-01.doc
10. Explain where storage and/or stockpile of wastes will occur on this site: Residential
type trash receptacles and recycling containers will be housed in a small room in the
breeze way of the main house and/ or in the existing horse barn.
3
GEOTECHNICAL ENGINEERING REPORT
/MONTERA SINGLE FAMILY RESIDENCE AND SEPTIC SYSTEM
35712 WELD COUNTY ROAD 19
WELD COUNTY, COLORADO
TERRACON PROJECT NO. 20005125
JUNE 26, 2000
lierracon
EXHIBIT
GEOTECHNICAL ENGINEERING REPORT
WARD/MONTERA SINGLE FAMILY RESIDENCE AND SEPTIC SYSTEM
35712 WELD COUNTY ROAD 19
WELD COUNTY, COLORADO
TERRACON PROJECT NO. 20005125
JUNE 26, 2000
Prepared for:
MR. SETH WARD AND MS. KAY MONTERA
C/O VAUGHT FRYE ARCHITECTS
401 WEST MOUNTAIN AVENUE
FORT COLLINS, COLORADO 80521
ATTN: MR. BOB MECHELS
Prepared by:
Terracon
301 North Howes Street
Fort Collins, Colorado 80521
lierracon
lierracon
301 N.Howes•P O Box 003
Fon Collins.Colorado 8052'-0503
June 26, 2000 ,9701 484-0359 Fax rw0.454-0454
Mr. Seth Ward and Ms. Kay Montera
C/o Vaught Frye Architects
401 West Mountain Avenue
Fort Collins, Colorado 80521
Attn: Mr. Bob Mechels
Re: Geotechnical Engineering Report
Ward/Montera Single Family Residence and Septic System
35712 Weld County Road 19
Weld County, Colorado
Terracon Project No. 20005125
Terracon has completed a geotechnical engineering exploration for the proposed single-
family residence, cabana/guest house and individual sewage disposal system to be located
at 35712 Weld County Road 19 at the approximate southeast corner of WCR 74 and WCR
19 in Weld County, Colorado. This study was performed in general accordance with our
Proposal No. D2000220 (Revision No. 1) dated May 31, 2000. An existing residence
presently occupies a portion of the site. It is our understanding this structure is to be razed
to accommodate the new residential construction.
The results of our engineering study, including the boring location diagram, laboratory test
results, test boring records, and the geotechnical recommendations needed to aid in the
design and construction of foundations, swimming pool, pavement areas, septic system, and
other earth connected phases of this project are attached.
The subsurface soils encountered at the surface of each test boring consisted of either an
approximate 6-inch layer of silty topsoil or an approximate 1-1/2 to 4-1/2 feet of silty clayey
sand with gravel fill material. Underlying the surface layer and extending to the depths
explored and/or to the bedrock below was silty sand with gravel. Siltstone/sandstone
bedrock was encountered in the majority of the test borings at approximate depths of 4 to 7-
1/2 feet below existing site grades and extended to the depths explored, 19.7 feet.
The bedrock transitions to a claystone/siltstone formation at approximate depths of 14-1/2 to
17-1/2 feet in Test Boring Nos. 4 and 5. The siltstone/sandstone bedrock exhibits high
bearing characteristics and low to moderate expansive potential. However, the deeper
claystone/siltstone bedrock exhibits moderate to high swell potential. The overburden soils
have good percolation characteristics suitable for a standard type septic system; however,
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Quality Engineering Since 1965
Geotechnical Engineering Report Terra:
Seth Ward/Kay Montera Single Family Residence
35712 Weld County Road 19
Terracon Project No. 20005125
the bottom of the septic system must be placed a minimum of 4-feet above the bedrock
stratum in accordance with Weld County Health Department's regulations.
Based on the subsurface conditions encountered, it is recommended the proposed
residence and cabana/guest house structures be supported by conventional-type spread
footing foundations systems placed on the granular silty sand with gravel or the sandstone
bedrock stratum. Conventional type slab on grade construction may be utilized if the floor
slab if placed on the overburden soils and/or the low expansive sandstone bedrock, a
minimum of 4-feet above the relatively expansive claystone/siltstone bedrock. Other design
and construction recommendations, based upon geotechnical conditions, are presented in
the report.
We appreciate being of service to you in the geotechnical engineering phase of this project,
and are prepared to assist you during the construction phases as well. If you have any
questions concerning this report or any of our testing, inspection, design and consulting
services, please do not hesitate to contact us.
Sincerely,
TERRACON •ta�PaC .
Preps by:
q;�
David A. Richer, P.E.
Geotechnical Engineer/Department Manager
Reviewed by: William J. Attwooll, P.E.
Office Manager
Copies to: Addressee (3)
JVA Engineers (1): Mr. Chris Chop
Geotechnical Engineering Report Terra cc,
Seth Ward/Kay Montera Single Family Residence
35712 Weld County Road 19
Terracon Project No. 20005125
TABLE OF CONTENTS
Page No.
Letter of Transmittal
INTRODUCTION 1
PROPOSED CONSTRUCTION 2
SITE EXPLORATION 2
Field Exploration 2
Laboratory Testing 3
Site Conditions 4
Soil and Bedrock Conditions 4
Field and Laboratory Test Results 4
Percolation Test Results 5
Groundwater Conditions 5
ENGINEERING ANALYSES AND RECOMMENDATIONS 6
Geotechnical Considerations 6
Conventional Spread Footing Foundation Systems 6
Basement Construction 7
Lateral Earth Pressures 7
Retaining Wall Drainage 8
Seismic Considerations 9
Floor Slab Design and Construction 9
Pavement Design and Construction 10
Septic System Construction 13
Earthwork 14
General Considerations 14
Site Preparation 15
Subgrade Preparation 16
Fill Materials and Placement 16
Swimming Pool Design and Construction 17
Additional Design and Construction Considerations 19
Exterior Slab Design and Construction 19
Surface Drainage 19
GENERAL COMMENTS 20
iii
TABLE OF CONTENTS (Cont'd)
APPENDIX A
Site Plan
Logs of Borings
APPENDIX B
Laboratory Test Results
APPENDIX C
General Notes
Teraac-
GEOTECHNICAL ENGINEERING REPORT
WARD/MONTERA SINGLE FAMILY RESIDENCE AND SEPTIC SYSTEM
35712 WELD COUNTY ROAD 19
WELD COUNTY, COLORADO
TERRACON PROJECT NO. 20005125
JUNE 26, 2000
INTRODUCTION
This report contains the results of our geotechnical engineering exploration for the proposed
single-family residence, cabana/guest house and individual sewage disposal system to be
located at 35712 Weld County Road 19 at the approximate southeast corner of WCR 74
and WCR 19 in Weld County, Colorado. An existing residence presently occupies a portion
of the site. It is our understanding this structure is to be razed to accommodate the new
residential construction. The site is located in the Northwest % of Section 3, Township 6
North, Range 67 West of the 6th Principal Meridian, Weld County, Colorado
The purpose of these services is to provide information and geotechnical engineering
recommendations relative to:
• subsurface soil and bedrock conditions
• groundwater conditions
• foundation design and construction
• basement construction
• floor slab design and construction
• septic system
• swimming pool
• earthwork
• drainage
The recommendations contained in this report are based upon the results of field and
laboratory testing, engineering analyses, and experience with similar soil conditions,
structures and our understanding of the proposed project.
Geotechnical Engineering Report
Seth Ward/Kay Montera Single Family Residence
35712 Weld County Road 19
Terracon Project No. 20005125
PROPOSED CONSTRUCTION
The project as we understand is to consist of an approximate 16,000 square foot 2-story, 6
bedroom, single-family residence having walkout basement construction. A single-story with
walkout lower level basement construction 2-bedroom cabana/guest house is proposed
south of the main residence. Maximum wall and column loads for the proposed structures
are anticipated to be on the order of 1 to 4 klf and 10 to 75 kips, respectively. A swimming
pool and a new entrance roadway along with a parking area are also planned, as indicated
on the Site Plan, Figure 1 in Appendix A.
The site will also be serviced by an on-site individual sewage disposal system (I.S.D.S.)
designed and installed in general accordance with Weld County Health Department's
regulations. The septic system will be sized appropriately to accommodate 8 bedrooms, 6
for the main residence and 2 for the cabana/guest house.
SITE EXPLORATION
The scope of the services performed for this project included a site reconnaissance by a
geotechnical engineer, a subsurface exploration program, laboratory testing and engineering
analyses.
Field Exploration
A total of 11 test borings were drilled on June 7, 2000 at the locations shown on the Site
Plan, Figure 1. Three test borings located within the building envelope of the proposed main
residence and garage area were drilled to approximate depths of 15 to 20 feet below the
existing site grades. One test boring each were located and drilled within the proposed
swimming pool and cabana/guest house areas. One soil profile boring and 6 shallow
percolation test holes were drilled in the general vicinity of the proposed septic system.
Percolation tests were conducted in general accordance with Weld County requirements.
The borings were advanced with a truck-mounted drilling rig, utilizing 4- and 6-inch diameter
solid stem augers.
Continuous lithologic logs of each boring were recorded by the geotechnical engineer during
the drilling operations. At selected intervals, samples of the subsurface materials were taken
2
.e'racor
Geotechnical Engineering Report
Seth Ward/Kay Montera Single Family Residence
35712 Weld County Road 19
Terracon Project No. 20005125
by means of pushing thin-walled Shelby tubes and by driving split-spoon and ring barrel
samplers.
Penetration resistance measurements were obtained by driving the split-spoon and ring
barrel into the subsurface materials with a 140-pound hammer falling 30 inches. The
penetration resistance value is a useful index in estimating the consistency, relative density
or hardness of the materials encountered.
Groundwater conditions were evaluated in each boring at the time of site exploration and 2
days after drilling.
Laboratory Testing
All samples retrieved during the field exploration were returned to the laboratory for
observation by the project geotechnical engineer and were classified in accordance with the
Unified Soil Classification System described in Appendix C. Samples of bedrock were
classified in accordance with the general notes for Bedrock Classification. At that time, the
field descriptions were confirmed or modified as necessary and an applicable laboratory
testing program was formulated to determine engineering properties of the subsurface
materials. Boring logs were prepared and are presented in Appendix A.
Laboratory tests were conducted on selected soil and bedrock samples and are presented in
Appendix B. The test results were used for the geotechnical engineering analyses, and the
development of foundation and earthwork recommendations. All laboratory tests were
performed in general accordance with the applicable ASTM, local or other accepted
standards.
Selected soil and bedrock samples were tested for the following engineering properties:
• Water Content • Expansion
• Dry Density • Water Soluble Sulfate Content
• Compressive Strength
3
Ter,-acor
Geotechnical Engineering Report
Seth Ward/Kay Montera Single Family Residence
35712 Weld County Road 19
Terracon Project No. 20005125
Site Conditions
The site for the proposed construction is presently occupied by an existing single-family
residence situated on a knoll at the approximate southeast corner of Weld County Roads 74
and 19. The existing residence was in the process of being razed with demolition on-going
at the time of our field exploration. Vegetation on the site predominantly consists of native
grass and weeds and/or and landscaped grasses along with numerous tall deciduous trees.
Surface drainage at the site typically from the proposed residence location is in all directions
with the primary drainage being in the north and south directions.
Soil and Bedrock Conditions
The subsurface soils encountered at the surface of each test boring consisted of either an
approximate 6-inch layer of silty topsoil or an approximate 1-1/2 to 4-1/2 feet of silty clayey
sand with gravel fill material. Underlying the surface layer and extending to the depths
explored and/or to the bedrock below was silty sand with gravel. Siltstone/sandstone
bedrock was encountered in the majority of the test borings at approximate depths of 4 to 7-
1/2 feet below existing site grades and extended to the depths explored, 19.7 feet. The
bedrock transitions to a claystone/siltstone formation at approximate depths of 14-1/2 to 17-
1/2 feet in Test Boring Nos. 4 and 5. The upper 1/2 to 2 feet of the bedrock is weathered,
however the underlying siltstone/sandstone is hard.
Field and Laboratory Test Results
Field and laboratory tests indicate the on-site fill material and the silty sand with gravel is
non-plastic, is medium dense to dense in relative density and exhibits non-to-low expansive
potential and moderate bearing characteristics. The sandstone bedrock exhibits high
bearing characteristics and low expansive potential. However, the claystone/siltstone
bedrock at increased depths exhibits moderate to high expansive potential.
Percolation testing conducted at the location of the proposed soil absorption bed area is
summarized as follows:
4
Terrao.r',
Geotechnical Engineering Report
Seth Ward/Kay Montera Single Family Residence
35712 Weld County Road 19
Terracon Project No. 20005125
eft I In'
T '.Tai• _,i �91ei,,,.�;�, ��.d '�<_ N.�/i� I L„ .,.a yt, ,.,
6 36 SC-SM NE NE 16
7 shallow 36 SC-SM NE NE 10
7 deep 96 SC-SM 5.5 NE -
8 36 SC-SM NE NE 15
9 36 SC-SM NE NE 34
10 36 SC-SM NE NE 28
11 36 SC-SM NE NE 14
Design Percolation Rate Minutes/Inch 24
*NE Denotes: Note encountered to maximum depths of exploration.
Field test results indicate the soils in the area of the proposed septic system have good
percolation characteristics. However, due to the depth to bedrock, the site will require an
engineer designed septic system
Groundwater Conditions
Groundwater was not observed in the test borings at the time of field exploration, nor when
checked 2 days after drilling to maximum depths of exploration, 20 feet.
Zones of perched and/or trapped groundwater may occur at times in the subsurface soils
overlying bedrock, on top of the bedrock surface or within permeable fractures in the
bedrock materials. The location and amount of perched water is dependent upon several
factors, including hydrologic conditions, type of site development, irrigation demands on or
adjacent to the site, and seasonal and weather conditions. These observations represent
groundwater conditions at the time of the field exploration, and may not be indicative of other
times, or at other locations.
5
Geotechnical Engineering Report
Seth Ward/Kay Montera Single Family Residence
35712 Weld County Road 19
Terracon Project No. 20005125
ENGINEERING ANALYSES AND RECOMMENDATIONS
Geotechnical Considerations
The site appears suitable for the proposed construction from a geotechnical engineer's point
of view. The following foundation system was evaluated for use on the site:
• spread footings and/or grade beams bearing on undisturbed silty sand with gravel soils
and/or on the sandstone bedrock.
Slab-on-grade construction is considered acceptable for use when subgrade soils consist of
the on-site sands, and sandstone, provided that design and construction recommendations
are followed.
Conventional Spread Footing Foundation Systems
Due to the presence of non-to low swelling sand soils and sandstone bedrock, spread
footing foundations bearing upon undisturbed silt sand with gravel and/or the sandstone
bedrock are recommended for support for the proposed structures. The footings may be
designed for a maximum bearing pressure of 2,000 psf and 4,000 psf if placed on the soils
and/or sandstone bedrock, respectively. It is suggested to extend all footings to the
sandstone bedrock stratum to minimize differential movement between two different soil
types. In addition, the footings should be sized to maintain a minimum dead-load pressure
of 500 psf. The design bearing pressure applies to dead loads plus Y: of design live load
conditions. The design bearing pressure may be increased by one-third when considering
total loads that include wind or seismic conditions.
Existing fill on the site should not be used for support of foundations without removal and
recompaction. Any additional fill should be placed prior to foundation construction to allow
for some consolidation of the subsoils from the added weight of the new fill.
Exterior footings should be placed a minimum of 30 inches below finished grade for frost
protection. Finished grade is the lowest adjacent grade for perimeter footings.
Footings should be proportioned to minimize differential foundation movement.
Proportioning on the basis of equal total settlement is recommended; however, proportioning
to relative constant dead-load pressure will also reduce differential settlement between
adjacent footings. Total settlement resulting form the assumed structural loads is estimated
6
Terraee-
Geotechnical Engineering Report
Seth Ward/Kay Montera Single Family Residence
35712 Weld County Road 19
Terracon Project No. 20005125
to be on the order of inches. Proper drainage should be provided in the final design and
during construction to reduce the settlement potential.
Foundations and walls should be reinforced as necessary to reduce the potential for distress
caused by differential foundation movement. The use of joints at openings or other
discontinuities in masonry walls is recommended.
Foundation excavations should be observed by the geotechnical engineer prior to placement
of any foundation concrete to determine the bearing stratum and the proper separation from
the interbedded siltstone lenses encountered at increased depths. If the soil conditions
encountered differ from those presented in this report, supplemental recommendations will
be required.
Basement Construction
Groundwater was not encountered on the site at to maximum depths of exploration, 20 feet.
Therefore, full-depth and/or walkout basement construction is considered acceptable on the
site provided that a dewatering system is installed. A perimeter drainage system should be
constructed around the exterior perimeter of the basement foundation, and sloped at a
minimum 1/8 inch per foot to a suitable outlet, such as a sump and pump system.
The drainage system should consist of a properly sized perforated pipe, embedded in free-
draining gravel, placed in a trench at least 12 inches in width. Gravel should extend a
minimum of 3 inches beneath the bottom of the pipe, and at least 2 feet above the bottom of
the foundation wall. The system should be underlain with a polyethylene moisture barrier,
sealed to the foundation walls, and extending at least to the edge of the backfill zone. The
gravel should be covered with drainage fabric prior to placement of foundation backfill.
Lateral Earth Pressures
For soils above any free water surface, recommended equivalent fluid pressures for
unrestrained foundation elements are:
• Active:
Cohesionless soil backfill (on-site sand) 35 psf/ft
Compacted granular backfill 35 psf/ft
On-site bedrock materials not recommended for use
7
Geotechnical Engineering Report
Seth Ward/Kay Montera Single Family Residence
35712 Weld County Road 19
Terracon Project No. 20005125
• Passive:
Cohesionless soil backfill (on-site sand) 350 psf/ft
Compacted granular backfill 350 psf/ft
Undisturbed soils or bedrock 450 psf/ft
• Coefficient of base friction 0.35'
*The coefficient of base friction should be reduced to 0.30 when used in
conjunction with passive pressure.
Where the design includes restrained elements, the following equivalent fluid pressures are
recommended:
• At rest:
Cohesionless soil backfill (on-site sand) 50 psf/ft
Compacted granular backfill 50 psf/ft
On-site bedrock materials not recommended for use
The lateral earth pressures herein do not include any factor of safety and are not applicable
for submerged soils/hydrostatic loading. Additional recommendations may be necessary if
submerged conditions are to be included in the design.
Fill against grade beams and retaining walls should be compacted to densities specified in
Earthwork. Medium to high plasticity clay soils or claystone shale should not be used as
backfill against retaining walls. Compaction of each lift adjacent to walls should be
accomplished with hand-operated tampers or other lightweight compactors.
Overcompaction may cause excessive lateral earth pressures, which could result in wall
movement.
Retaining Wall Drainage
To reduce hydrostatic loading on retaining walls, a subsurface drain system should be
placed behind the wall. The drain system should consist of free-draining granular soils
containing less than five- percent fines (by weight) passing a No. 200 sieve placed adjacent
to the wall. The free-draining granular material should be graded to prevent the intrusion of
fines or encapsulated in a suitable filter fabric. A drainage system consisting of either weep
8
Terracon
Geotechnical Engineering Report
Seth Ward/Kay Montera Single Family Residence
35712 Weld County Road 19
Terracon Project No. 20005125
holes or perforated drain lines (placed near the base of the wall) should be used to intercept
and discharge water, which would tend to saturate the backfill. Where used, drain lines
should be embedded in a uniformly graded filter material and provided with adequate clean-
outs for periodic maintenance. An impervious soil should be used in the upper layer of
backfill to reduce the potential for water infiltration. As an alternative, a prefabricated
drainage structure, such as geocomposite, may be used as a substitute for the granular
backfill adjacent to the wall.
Seismic Considerations
The project site is located in Seismic Risk Zone I of the Seismic Zone Map of the United
States as indicated by the 1997 Uniform Building Code. Based upon the nature of the
subsurface materials, a soil profile type Se should be used for the design of structures for the
proposed project (1997 Uniform Building Code, Table No. 16-J).
Floor Slab Design and Construction
It is anticipated that non-to-low expansive soils and/or sandstone bedrock will support the
floor slab. Some differential movement of a slab-on-grade floor system is possible should
the subgrade soils become elevated in moisture content. To reduce potential slab
movements, the subgrade soils should be prepared as outlined in the earthwork section of
this report.
For structural design of concrete slabs-on-grade, a modulus of subgrade reaction of 100
pounds per cubic inch (pci) may be used for floors supported on existing or engineered fill
consisting of on-site soils. A modulus of 200 pci may be used for floors supported on non-
expansive imported fill meeting the specifications outlined below.
Additional floor slab design and construction recommendations are as follows:
• Positive separations and/or isolation joints should be provided between slabs
and all foundations, columns or utility lines to allow independent movement.
• Control joints should be provided in slabs to control the location and extent of
cracking.
9
Terracon
Geotechnical Engineering Report
Seth Ward/Kay Montera Single Family Residence
35712 Weld County Road 19
Terracon Project No. 20005125
• A minimum 2-inch void space should be constructed above or below non-
bearing partition walls placed on slabs on grade. Special framing details
should be provided at door jambs and frames within partition walls to avoid
potential distortion. Partition walls should be isolated from suspended
ceilings.
• Interior trench backfill placed beneath slabs should be compacted in
accordance with recommended specifications outlined below.
• In areas subjected to normal loading, a minimum 4-inch layer of clean-graded
gravel or aggregate base course should be placed beneath interior slabs.
• A minimum 8-inch layer of free-draining gravel should be placed beneath
basement floor slabs in conjunction with the underslab drainage system.
• Floor slabs should not be constructed on frozen subgrade.
• Other design and construction considerations, as outlined in the ACI Design
Manual, Section 302.1R are recommended.
Pavement Design and Construction
Design of pavements for the project have been based on the procedures outlined in the
1993 Guideline for Design of Pavement Structures by the American Association of State
Highway and Transportation Officials (AASHTO). Areas within proposed pavements on the
site will be divided into categories based upon anticipated traffic and usage.
Traffic criteria for pavement thickness design have been based on the group index
pavement criteria using a value of 3 for the proposed parking and entrance drive pavement
areas.
In addition to the flexible pavement design analyses, a rigid pavement design analysis was
completed, based upon AASHTO design procedures. Rigid pavement design is based on
an evaluation of the Modulus of Subgrade Reaction of the soils (K-value); the Modulus of
Rupture of the concrete, and other factors previously outlined. The design K-value of 100
10
Terraco-
Geotechnical Engineering Report
Seth Ward/Kay Montera Single Family Residence
35712 Weld County Road 19
Terracon Project No. 20005125
for the subgrade soils was determined by con-elation to the laboratory tests results. A
modulus of rupture of 600 psi (working stress 450 psi) was used for pavement concrete.
The rigid pavement thicknesses for each traffic category were determined on the basis of
the AASHTO design equation.
Recommended alternatives for flexible and rigid pavements, summarized for each traffic
area, are as follows:
Recommended Pavement Thickness(inches)
Asphalt Aggregate , Plant-Mixed Portland
Traffic Area Alternative Concrete ' Base Bituminous Cement Total
Surface Course Base Concrete
Automobile A 3.0 4.0 7.0
Parking B 2.0 3.0 4.5
Areas c 5.0 5.0
Entrance A 4.0 6.0 10.0
Access/Drive B 3.0 3.5 6.5
Area C 6.0 6.0
Each alternative should be investigated with respect to current material availability and
economic conditions. Rigid concrete pavement, a minimum of 6 inches in thickness, is
recommended at the locations of dumpsters where trash trucks park and load.
Aggregate base course (if used on the site) should consist of a blend of sand and gravel,
which meets strict specifications for quality and gradation. Use of materials meeting
Colorado Department of Transportation (CDOT) Class 5 or 6 specifications is recommended
for base course.
Aggregate base course should be placed in lifts not exceeding six inches and should be
compacted to a minimum of 95% Standard Proctor Density (ASTM D698).
Asphalt concrete and/or plant-mixed bituminous base course should be composed of a
mixture of aggregate, filler and additives, if required, and approved bituminous material. The
bituminous base and/or asphalt concrete should conform to approved mix designs stating
11
TerrcC
Geotechnical Engineering Report
Seth Ward/Kay Montera Single Family Residence
35712 Weld County Road 19
Terracon Project No. 20005125
the Hveem properties, optimum asphalt content, job mix formula and recommended mixing
and placing temperatures. Aggregate used in plant-mixed bituminous base course and/or
asphalt concrete should meet particular gradations. Material meeting Colorado Department
of Transportation Grading C or CX specification is recommended for asphalt concrete.
Aggregate meeting Colorado Department of Transportation Grading G or C specifications is
recommended for plant-mixed bituminous base course. Mix designs should be submitted
prior to construction to verify their adequacy. Asphalt material should be placed in maximum
3-inch lifts and should be compacted to a minimum of 95% Hveem density (ASTM D1560)
(ASTM D1561).
Where rigid pavements are used, the concrete should be obtained from an approved mix
design with the following minimum properties:
• Modulus of Rupture @ 28 days 600 psi minimum
• Strength Requirements ASTM C94
• Minimum Cement Content 6.5 sacks/cu. yd.
• Cement Type Type I Portland
• Entrained Air Content 6 to 8%
• Concrete Aggregate ASTM C33 and CDOT Section 703
• Aggregate Size 1 inch maximum
• Maximum Water Content 0.49 lb/lb of cement
• Maximum Allowable Slump 4 inches
Concrete should be deposited by truck mixers or agitators and placed a maximum of 90
minutes from the time the water is added to the mix. Other specifications outlined by the
Colorado Department of Transportation should be followed.
Longitudinal and transverse joints should be provided as needed in concrete pavements for
expansion/contraction and isolation. The location and extent of joints should be based upon
the final pavement geometry and should be placed (in feet) at roughly twice the slab
thickness (in inches) on center in either direction. Sawed joints should be cut within 24-
hours of concrete placement, and should be a minimum of 25% of slab thickness plus 1/4
12
Terracor
Geotechnical Engineering Report
Seth Ward/Kay Montera Single Family Residence
35712 Weld County Road 19
Terracon Project No. 20005125
inch. All joints should be sealed to prevent entry of foreign material and dowelled where
necessary for load transfer.
Preventative maintenance should be planned and provided for through an on-going
pavement management program in order to enhance future pavement performance.
Preventative maintenance activities are intended to slow the rate of pavement deterioration,
and to preserve the pavement investment.
Preventative maintenance consists of both localized maintenance (e.g. crack sealing and
patching) and global maintenance (e.g. surface sealing). Preventative maintenance is
usually the first priority when implementing a planned pavement maintenance program and
provides the highest return on investment for pavements.
Recommended preventative maintenance policies for asphalt and jointed concrete
pavements, based upon type and severity of distress, are provided in Appendix C. Prior to
implementing any maintenance, additional engineering observation is recommended to
determine the type and extent of preventative maintenance.
Septic System Construction
Field test results indicate a standard septic system and leach field (soil absorption bed) is
feasible for construction on the site at the location of percolation test holes 6 through 11,
provided the bottom of the leach field/soil absorption bed is placed a minimum of 4-feet
above the bedrock stratum. The system should be designed in accordance with applicable
state and county requirements and should be located at the minimum distances from all
pertinent ground features described in Weld County regulations. An average percolation
rate of 24 minutes per inch is recommended for design purposes.
No groundwater was encountered in the soil profile boring located at the proposed soil
absorption bed. Bedrock was encountered in the soil profile Test Boring No. 7 at an
approximate depth of 5-feet below existing site grades. Therefore, the leach field/soil
absorption bed should be placed at an approximate depth of no greater than ''A to 1-foot
below existing site grades. Weld County requires a minimum of 4 feet of material beneath
the bottom of the leach field and the top of bedrock stratum.
Additional design criteria for septic system construction are as follows:
13
Geotechnical Engineering Report
Seth Ward/Kay Montera Single Family Residence
35712 Weld County Road 19
Terracon Project No. 20005125
• Based upon the proposed residence containing 6 bedrooms and the
cabana/guest house having 2 bedrooms, the proposed soil absorption bed
should include a minimum of 2424 square feet, in plan view. The size of the
absorption field is based on a design percolation rate of 24 minutes/inch.
• A minimum 2250-gallon capacity septic tank should be used in the design and
construction for the leach field sized for 8 bedrooms.
• Distribution lines within the soil absorption bed should consist of 3- or 4-inch
diameter perforated plastic or similar pipe approved in governing regulations.
Distribution lines should be placed the full length of the proposed absorption
bed or trench and should not exceed 100-feet in length. Distribution lines
should be spaced at a maximum of 6-feet on center with the perimeter lines
placed within 3 feet of all sides in the absorption bed.
• Absorption beds should be backfilled with a minimum 12-inch thickness of
clean graded gravel ranging in size from 1/2 to 2-1/2 inches in diameter. The
gravel should extend a minimum of 6-inches below and 2- inches above the
distribution pipes.
The gravel bed should be completely covered with untreated building paper prior to final soil
cover. Final soil cover should be a minimum of 12-inches in thickness and suitable for
vegetative growth. The surface of the soil cover should be graded for positive surface
drainage and to reduce the possibility of surface water infiltration.
Earthwork
• General Considerations
The following presents recommendations for site preparation, excavation, subgrade
preparation and placement of engineered fills on the project.
All earthwork on the project should be observed and evaluated by Terracon. The
evaluation of earthwork should include observation and testing of engineered fill,
14
ertaco-
Geotechnical Engineering Report
Seth Ward/Kay Montera Single Family Residence
35712 Weld County Road 19
Terracon Project No. 20005125
subgrade preparation, foundation bearing soils, and other geotechnical conditions
exposed during the construction of the project.
• Site Preparation
Strip and remove existing vegetation, debris, and other deleterious materials from
proposed building and pavement areas. All exposed surfaces should be free of
mounds and depressions, which could prevent uniform compaction.
Stripped materials consisting of vegetation and organic materials should be wasted
from the site, or used to revegetate landscaped areas or exposed slopes after
completion of grading operations.
The site should be initially graded to create a relatively level surface to receive fill,
and to provide for a relatively uniform thickness of fill beneath proposed building
structures.
All exposed areas which will receive fill, once properly cleared and benched where
necessary, should be scarified to a minimum depth of eight inches, conditioned to
near optimum moisture content, and compacted.
Demolition of the existing building should include complete removal of all foundation
systems within the proposed construction area. This should include removal of any
loose backfill found adjacent to existing foundations. All materials derived from the
demolition of existing structures and pavements should be removed from the site and
not be allowed for use in any on-site fills.
Although evidence of fills or underground facilities such as septic tanks, cesspools,
basements, and utilities was not observed during the site reconnaissance, such
features could be encountered during construction. If unexpected fills or
underground facilities are encountered, such features should be removed and the
excavation thoroughly cleaned prior to backfill placement and/or construction.
It is anticipated that excavations in the upper weathered bedrock for the proposed
construction can be accomplished with conventional earthmoving equipment.
15
Geotechnical Engineering Report
Seth Ward/Kay Montera Single Family Residence
35712 Weld County Road 19
Terracon Project No. 20005125
Excavations that encounter cemented bedrock may require the use of specialized
heavy-duty equipment, such as a large track-mounted backhoe, or rock breakers.
The individual contractor(s) is responsible for designing and constructing stable,
temporary excavations as required to maintain stability of both the excavation sides
and bottom. All excavations should be sloped or shored in the interest of safety
following local, and federal regulations, including current OSHA excavation and
trench safety standards.
• Subgrade Preparation
Subgrade soils beneath interior and exterior slabs on grade, and beneath any
proposed pavement areas should be scarified, moisture conditioned and compacted
to a minimum depth of 8 inches. The moisture content and compaction of subgrade
soils should be maintained until slab or pavement construction.
• Fill Materials and Placement
Clean on-site soils or approved imported materials may be used as fill material.
Imported soils (if required) should conform to the following:
Percent fines by weight
Gradation fASTM C1361
6" 100
3" 70-100
No. 4 Sieve 50-100
No. 200 Sieve 60 (max)
• Liquid Limit 30 (max)
• Plasticity Index 15 (max)
Engineered fill should be placed and compacted in horizontal lifts, using equipment
and procedures that will produce recommended moisture contents and densities
16
Te ,..,,.
Geotechnical Engineering Report
Seth Ward/Kay Montera Single Family Residence
35712 Weld County Road 19
Terracon Project No. 20005125
throughout the lift. Recommended compaction criteria for engineered fill materials are
as follows:
Minimum Percent
Material fASTM D6981
Scarified subgrade soils 95
On-site and imported fill soils:
Beneath foundations 95
Beneath slabs 95
Beneath pavements 95
Aggregate base (beneath slabs) 95
Miscellaneous backfill (non-structural areas) 90
On-site clay soils and/or weathered bedrock should be compacted within a moisture
content range of 0 percent below, to 3 percent above optimum. Imported granular
soils should be compacted within a moisture range of 3 percent below to 3 percent
above optimum unless modified by the project geotechnical engineer.
•
Swimming Pool Design and Construction
As currently planned, the proposed project will include construction of an
approximate 3 to 8-foot deep swimming pool. The construction and performance of
the pool may be affected by the presence of cemented sandstone bedrock with
potentially expansive interbedded siltstone lenses. Consideration should be given to
the use of reinforced gunnite concrete for pool construction. This material can
normally withstand relatively large soil movements without cracking.
A drainage system should be provided around and beneath the pool. The drain
should consist of a minimum six-inch layer of clean gravel (minimum 3/4-inch size)
beneath, and along the sides of the pool. The top of the drain layer should be sealed
with 18 inches of relatively impermeable soil at the surface. The gravel layer beneath
the pool should be sloped so that it will drain into tiles or perforated drainpipe. The
17
Terracor
Geotechnical Engineering Report
Seth Ward/Kay Montera Single Family Residence
35712 Weld County Road 19
Terracon Project No. 20005125
layout of the perforated pipe should include at least one pipe running down the
center of the pool lengthwise. Cross-connecting pipes, spanning with the pool,
should be placed at six-foot centers. The cross-connecting pipes should be joined to
the center pipe with solid "tees" or "cross" connections. The center pipes should be
sloped to a positive gravity outlet or sloped to a sump located in the equipment room,
permitting pump discharge.
The bottom of the excavation beneath the gravel layer and the pipe should be lined
with an impervious membrane (polyethylene film or equal) in order to reduce potential
moisture fluctuations in the subgrade soils. Pressure relief values should be
provided in the base of the pool to prevent excessive uplift pressures from
developing in the event of failure of the drain system.
The soils that will support pool deck slabs around the pool could expand with
increasing moisture content. To reduce possible damage that could be caused by
expansive soils, we recommend:
• deck slabs be supported on fill with no, or very low expansion potential
• strict moisture-density control during placement of subgrade fills
• placement of effective control joints on relatively close centers and isolation joints
between slabs and other structural elements
• provision for adequate drainage in areas adjoining the slabs
• use of designs which allow vertical movement between the deck slabs and adjoining
structural elements
Fill, backfill, and surface drainage in the pool area should be placed in accordance
with the recommendations in the Earthwork section of this report. Grading should be
provided for diversion of deck surface runoff away from the pool area. In no case
should water be allowed to pond around the slab perimeter.
18
Geotechnical Engineering Report
Seth Ward/Kay Montera Single Family Residence
35712 Weld County Road 19
Terracon Project No. 20005125
Additional Design and Construction Considerations
• Exterior Slab Design and Construction
Exterior slabs-on-grade, exterior architectural features and utilities founded on or in
backfill may experience some movement due to the volume change of the backfill.
Potential movement could be reduced by:
• minimizing moisture increases in the backfill
• controlling moisture-density during placement of backfill
• using designs which allow vertical movement between the exterior features
and adjoining structural elements
• placing effective control joints on relatively close centers
Surface Drainage
Positive drainage should be provided during construction and maintained throughout
the life of the proposed project. Infiltration of water into utility or foundation
excavations must be prevented during construction. Planters and other surface
features, which could retain water in areas adjacent to the building or pavements,
should be sealed or eliminated. In areas where sidewalks or paving do not
immediately adjoin the structure, we recommend that protective slopes be provided
with a minimum grade of approximately 10 percent for at least 10 feet from perimeter
walls. Backfill against footings, exterior walls, and in utility and sprinkler line trenches
should be well compacted and free of all construction debris to reduce the possibility
of moisture infiltration.
Downspouts, roof drains or scuppers should discharge into splash blocks or
extensions when the ground surface beneath such features is not protected by
exterior slabs or pavements.
Sprinkler systems should not be installed within 5 feet of foundation walls.
Landscaped irrigation adjacent to the foundation system should be minimized or
eliminated.
19
Ter, co-
Geotechnical Engineering Report
Seth Ward/Kay Montera Single Family Residence
35712 Weld County Road 19
Terracon Project No. 20005125
GENERAL COMMENTS
Terracon should be retained to review the final design plans and specifications so comments
can be made regarding interpretation and implementation of our geotechnical
recommendations in the design and specifications. Terracon also should be retained to
provide testing and observation during excavation, grading, foundation and construction
phases of the project.
The analysis and recommendations presented in this report are based upon the data
obtained from the borings performed at the indicated locations and from other information
discussed in this report. This report does not reflect variations, which may occur between
borings or across the site. The nature and extent of such variations may not become
evident until construction. If variations appear, it will be necessary to reevaluate the
recommendations of this report.
The scope of services for this project does not include either specifically or by implication
any environmental assessment of the site or identification of contaminated or hazardous
materials or conditions. If the owner is concerned about the potential for such
contamination, other studies should be undertaken.
This report has been prepared for the exclusive use of our client for specific application to
the project discussed and has been prepared in accordance with generally accepted
geotechnical engineering practices. No warranties, either express or implied, are intended
or made. In the event that changes in the nature, design, or location of the project as
outlined in this report, are planned, the conclusions and recommendations contained in this
report shall not be considered valid unless Terracon reviews the changes, and either verifies
or modifies the conclusions of this report in writing.
20
NO.1
11 t
- B 0
PROPOSED
RESIDENCE
10
DRIVEWAY
N0.2 \
9 .t N0.3 GARAGE
6
1
00
PROPOSED 10N0.4 1
SWIMMING POOL 1
/
HORSE
GUEST HOU'�
BARN
CABANA
N0.5
PARKING AREA
-1) I I 1
ENTRANCE ROAD
N FIGURE I: SITE PLAN
WARD/MONTERA SINGLE FAMILY RESIDENCE
35712 WELD COUNTY ROAD 19
I MEND* WELD COUNTY, COLORADO
Project Minn Project
N1o.
` DAR
20005125
TEST BORINGS Designed Or lrerracon sot NTS
"I'so 'fr DAR 301N. Howes Street Date: 06/19/00
DIAGRAM IS FOR GENERAL LOCATION ONLY,
*rated By: WJA PaRr Cola COLO RDo 60521 Drawn By: KRW
AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES. Moms 125F1G1 Figure No.
1
LOG OF TEST BORING NO. 1 Page 1 of 1
CLIENT ARCHITECT/ENGINEER
Mr. Seth Ward and Ms. Kay Montera Vaugth Frye Architects/JVA Engineers
SITE 35712 Weld County Road 19 PROJECT
Weld County, Colorado Ward/Montera Single Family Residence and Septic System
SAMPLES TESTS
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4.5 _SM 2 SS 12" 8 6
SD TY SAND with GRAVEL 5 _
6.5 Tan, brown, gray, dry, loose to —
medium dense / —
7.5 WEATHFRED SANDSTONE _
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SANDSTONE 3 SS 12" 50 15 500
Tan, rust, moist, poorly cemented
to cemented 10-
_
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15.0 IS
BOTTOM OF BORING
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN-SITU, THE TRANSITION MAY BE GRADUAL.
_
WATER LEVEL OBSERVATIONS BORING STARTED 6.7-00
BORI COMPLE4 DRY wiDYWL lierracon R G CME-55 D FOREMAN 6-7-00 DL
WL Initial Water Level Reading APPROVED DAR JOB I 20005125
LOG OF TEST BORING NO. 2 Page 1 of 1
CLIENT ARCHITECT/ENGINEER
Mr. Seth Ward and Ms. Kay Montera Vaugth Frye Architects/JVA Engineers
SITE 35712 Weld County Road 19 PROJECT
Weld County, Colorado Ward/Montera Single Family Residence and Septic System
SAMPLES TESTS
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10-
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15-
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BOTTOM OF BORING
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN-SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS BORING STARTED 6-7-00
4 DRY WD lierracon FOREMAN BORING COMPLETED 6-7-00
WL
CME-55 DL
WL Initial Water Level Reading APPROVED DAR JOB a 20005125
LOG OF TEST BORING NO. 3 Page 1 of 1
CLIENT ARCHITECT/ENGINEER
Mr. Seth Ward and Ms. Kay Montera Vaugth Frye Architects/JVA Engineers
SITE 35712 Weld County Road 19 PROJECT
Weld County, Colorado Ward/Montera Single Family Residence and Septic System
SAMPLES TESTS
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SIT.TY SAND with GRAVEL _
Tan, gray, dry, dense —
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WEATHERED SANDSTONE _ 3 SS 12" 29 10
Tan, rust, dry, poorly cemented
9.5 _
SANDSTONE 10
Tan, rust, dry, poorly cemented to —
cemented —
14.7 — 4 RS 8"50/0.7' 18 93
BOTTOM OF BORING
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN-SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS BORING STARTED 6-7-00
WL V s DRY WD lierracon
RIG BORING CME 55ED FOREMAN� DL
WL Initial Water Level Reading APPROVED DAR JOB I 20005125
LOG OF TEST BORING NO. 4 Page 1 of 1
- CLIENT ARCHITECT/ENGINEER
Mr. Seth Ward and Ms. Kay Montera Vaugth Frye Architects/JVA Engineers
— SITE 35712 Weld County Road 19 PROJECT
Weld County, Colorado Ward/Montera Single Family Residence and Septic System
SAMPLES TESTS
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= 10-
*INTERBEDDED SILTSTONE _
LENSES WITH DEPTH _
14.7 _ 4 SS 8"50/0.7' 15 800
BOTTOM OF BORING
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN-SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS BORING STARTED 6-7-00 COMPLWL g DRY lbrr acon R BORING CME-55 D FOREMAN 0 DL
WI- Initial Water Level Reading APPROVED DAR JOB 0 20005125
LOG OF TEST BORING NO. 5 Page 1 of 1
CLIENT ARCHITECT/ENGINEER
Mr. Seth Ward and Ms. Kay Montera Vaugth Frye Architects/JVA Engineers
sT 35712 Weld County Road 19 PROJECT
Weld County, Colorado Ward/Montera Single Family Residence and Septic System
SAMPLES TESTS
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4.0
5.0 WEATHERED SANDSTONE 3 SS 12" 39 6
\Tan, rust, dry, poorly cemented / 5 _
SANDSTONE —
Tan, gray, rust, dry, poorly
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4 SS 12" 50 7
10-
5 SS 8"50/0.7' 8
15-
• INTERBEDDED SILTSTONE
LENSES with DEPTH _
19.7 _ 6 SS 8"5010.7' 17 1140 1140
BOTTOM OF BORING
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN-SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS BORING STARTED 6-7-00
WI- g DRY WD = BORING COMPLETED 6-7-00
WJ erracon MG CME-55 FOREMAN DL
w[. Initial Water Level Reading APPROVED DAR JOB s 20005125
LOG OF TEST BORING NO. 6 Page 1 of 1
CLIENT ARCHITECT/ENGINEER
Mr. Seth Ward and Ms. Kay Montera Vaugth Frye Architects/JVA Engineers
SITE 35712 Weld County Road 19 PROJECT
Weld County, Colorado Ward/Montera Single Family Residence and Septic System
SAMPLES TESTS
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7, 3.0
BOTTOM OF BORING
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN-SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS BORING STARTED
BORIN
WL g DRY wD lierracon RIG
GCOMPLETED
FOREMAN
WL Initial Water Level Reading APPROVED DAR JOB N 20005125
LOG OF TEST BORING NO. 7 Page 1 of 1
CLIENT ARCHITECT/ENGINEER
Mr. Seth Ward and Ms. Kay Montera Vaugth Frye Architects/JVA Engineers
- SITE 35712 Weld County Road 19 PROJECT
Weld County, Colorado Ward/Montera Single Family Residence and Septic System
SAMPLES TESTS
OJ u_ E ›- H W (HA Z I F- I
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\ is. 5.5 WEATHERED SANDSTONE 5 _
— \Tan, rust, dry, poorly cemented l -
-_ SANDSTONE —
Tan, rust, dry, poorly cemented _
-
9.0 1 SS 12" 50 4
BOTTOM OF BORING
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN-SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS BORING STARTED 6-7-00 COMPL 6-7-00
AFL g DRY WD lierr acon RIGRBtG CME-55 FOREMAN DL
w'I- Initial Water Level Reading APPROVED DAR JOB M 20005125
LOG OF TEST BORING NO. 8 Page 1 of 1
CLIENT ARCHITECT/ENGINEER
Mr. Seth Ward and Ms. Kay Montera Vaugth Frye Architects/JVA Engineers
SITE 35712 Weld County Road 19 PROJECT
Weld County, Colorado Ward/Montera Single Family Residence and Septic System
SAMPLES TESTS
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BOTTOM OF BORING
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN-SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL s OBSERVATIONS BORING STARTED
DRY WD lierracon BORING COMPLETED FOREMAN
wt Initial Water Level Reading APPROVED DAR JOB 0 20005125
LOG OF TEST BORING NO. 9 Page I of 1
CLIENT ARCHITECT/ENGINEER
Mr. Seth Ward and Ms. Kay Montera Vaugth Frye Architects/JVA Engineers
- SITE 35712 Weld County Road 19 PROJECT
Weld County, Colorado Ward/Montera Single Family Residence and Septic System
SAMPLES TESTS
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BOTTOM OF BORING
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: IN-SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS BORING STARTED
WL g DRY WD BORING COMPLETED
lierracon RIG FOREMAN
WL Initial Water Level Reading APPROVED DAR JOB N 20005125
LOG OF TEST BORING NO. 10 Page 1 of 1
CLIENT ARCHITECT/ENGINEER
Mr. Seth Ward and Ms. Kay Montera Vaugth Frye Architects/JVA Engineers
SITE 35712 Weld County Road 19 PROJECT
Weld County, Colorado Ward/Montera Single Family Residence and Septic System
SAMPLES TESTS
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BOTTOM OF BORING
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
BETWEEN SOIL AND ROCK TYPES: 1N-SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS BORING STARTED
g DRY WD Z lierracon RIG FOREMAN
FOREMAN
WL Initial Water Level Reading APPROVED DAR JOB N 20005125
LOG OF TEST BORING NO. 11 Page 1 of 1
CLIENT ARCHITECT/ENGINEER
Mr. Seth Ward and Ms. Kay Montera Vaugth Frye Architects/JVA Engineers
SITE 35712 Weld County Road 19 PROJECT
Weld County, Colorado Ward/Montera Single Family Residence and Septic System
SAMPLES TESTS
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f 3.0
BOTTOM OF BORING
THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES
_ BETWEEN SOIL AND ROCK TYPES: IN-SITU, THE TRANSITION MAY BE GRADUAL.
WATER LEVEL OBSERVATIONS BORING STARTED
4 DRY WD Ilierracon RIG FOREMAN
COMPLETEDWL FOREMAN
WI- Initial Water Level Reading APPROVED DAR JOB it 20005125
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APPLIED PRESSURE,TSF
Boring and depth(ft.) Classification DD MC%
• 5 3.0 Silty Clayey Sand 98 4
PROJECT Ward/Montera Single Family Residence and JOB NO. 20005125
Septic System-35712 Weld County Road 19 DATE 6/27/00
CONSOLIDATION TEST
TERRACON
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0.72
0.70
0.68
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0.60
0.58
0.56
0.54
0.1 1 10
APPLIED PRESSURE,TSF
Boring and depth(ft.) Classification DD MC%
• 5 3.0 Silty Clayey Sand 98 4
PROJECT Ward/Montera Single Family Residence and JOB NO. 20005125
Septic System-35712 Weld County Road 19 DATE 6/27/00
CONSOLIDATION TEST
TERRACON
U.S. SIEVE OPENING IN INCHES I U.S.SIEVE NUMBERS HYDROMETER
6 4 3 2 1.6 1 3/4 1/2 3/8 3 4 6 810 1416 20 30 40 50 70 1001200
100 I I 1 4Ni 11 1 1 1 1 I I I I 1 I I
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GRAIN SIZE IN MILLIMETERS
COBBLES GRAVEL SAND SILT OR CLAY
coarse I fine coarse I medium I fine
Siecimen Identification Classification MC% LL PL PI Cc Cu
• 2 4.0 SILTY SAND with GRAVEL SM 2 NP NP NP
S,ecimen Identification O100 O60 D30 D10 %Gravel %Sand %Silt %Clay
• 2 4.0 25.00 3.56 0.780 37.0 50.5 12.5
PROJECT Ward/Montera Single Family Residence and JOB NO. 20005125
Septic System -35712 Weld County Road 19 DATE 6/27/00
GRADATION CURVES
TERRACON
DRIWNG AND EXPLORATION
DRIWNG & SAMPLING SYMBOLS:
SS : Split Spoon- 1_' I.D., 2" O.D., unless otherwise noted PS: Piston Sample
ST : Thin-Walled Tube-2" O.D., unless otherwise noted WS : Wash Sample
R: Ring Barrel Sampler-2.42" I.D., 3" O.D. unless otherwise noted.
PA : Power Auger FT : Fish Tail Bit
HA : Hand Auger RB: Rock Bit
— DB : Diamond Bit BS : Bulk Sample
AS : Auger Sample PM : Pressure Meter
HS : Hollow Stem Auger DC: Dutch Cone
• WB: Wash Bore
Penetration Test: Blows per foot of a 140 pound hammer falling 30 inches on a 2-inch O.D. split spoon, except where noted.
WATER LEVEL MEASUREMENT SYMBOLS:
- WL : Water Level WS : While Sampling
WCI : Wet Cave in WD : While Drilling
DCI : Dry Cave in BCR: Before Casing Removal
AB : After Boring ACR: After Casting Removal
Water levels indicated on the boring logs are the levels measured in the borings at the time indicated. In pervious soils, the
indicated levels may reflect the location of groundwater. In low permeability soils, the accurate determination of groundwater
levels is not possible with only short term observations.
DESCRIPTIVE SOIL CLASSIFICATION PHYSICAL PROPERTIES OF BEDROCK
- Soil Classification is based on the Unified Soil DEGREE OF WEATHERING
Classification system and the ASTM Designations D-2487
and D-2488. Coarse Grained Soils have more than 50% Slight Slight decomposition of parent material on
of their dry weight retained on a #200 sieve; they are joints. May be color change.
— _. described as: boulders, cobbles, gravel or sand. Fine
Grained Soils have less than 50% of their dry weight Moderate Some decomposition and color change
retained on a #200 sieve; they are described as: clays, if throughout.
they are plastic, and silts if they are slightly plastic or non-
plastic. Major constituents may be added as modifiers and High Rock highly decomposed, may be
minor constituents may be added according to the relative extremely broken.
proportions based on grain size. In addition to gradation,
coarse grained soils are defined on the basis of their HARDNESS AND DEGREE OF CEMENTATION:
relative in-place density and fine grained soils on the basis Limestone and Dolomite:
of their consistency. Example: Lean clay with sand, trace Hard Difficult to scratch with knife.
gravel, stiff (CL); silty sand, trace gravel, medium dense
(SM). Moderately Can be scratched easily with knife,
Hard Cannot be scratched with fingernail.
CONSISTENCY OF FINE-GRAINED SOILS
Soft Can be scratched with fingernail.
Unconfined Compressive
Strength, Qu, psf Consistency Shale, Siltstone and Claystone:
Hard Can be scratched easily with knife, cannot
< 500 Very Soft be scratched with fingernail.
500 - 1,000 Soft
1,001 - 2,000 Medium Moderately Can be scratched with fingemail.
2,001 - 4,000 Stiff Hard
4,001 - 8,000 Very Stiff
8,001 - 16,000 Very Hard Soft Can be easily dented but not molded with
fingers.
RELATIVE DENSITY OF COARSE-GRAINED SOILS:
N-Blows/ft Relative Density Sandstone and Conglomerate:
0-3 Very Loose Well Capable of scratching a knife blade.
4-9 Loose Cemented
10-29 Medium Dense
30-49 Dense Cemented Can be scratched with knife.
50-80 Very Dense
80 + Extremely Dense Poorly Can be broken apart easily with fingers.
Cemented
lrerracon
LABORATORY TESTS
SIGNIFICANCE AND PURPOSE
TEST SIGNIFICANCE PURPOSE
California Used to evaluate the potential strength of subgrade soil, Pavement
Bearing subbase, and base course material, including recycled Thickness
Ratio materials for use in road and airfield pavements. Design
Consolidation Used to develop an estimate of both the rate and amount of Foundation
both differential and total settlement of a structure. Design
Direct Used to determine the consolidated drained shear strength of Bearing Capacity,
Shear soil or rock. Foundation Design &
Slope Stability
Dry Used to determine the in-place density of natural, inorganic, Index Property
Density fine-grained soils. Soil Behavior
Expansion Used to measure the expansive potential of fine-grained soil Foundation & Slab
and to provide a basis for swell potential classification. Design
Gradation Used for the quantitative determination of the distribution of Soil
particle sizes in soil. Classification
liquid & Used as an integral part of engineering classification systems Soil
Plastic Limit, to characterize the fine-grained fraction of soils, and to Classification
_ -- Plasticity specify the fine-grained fraction of construction materials.
Index
Permeability Used to determine the capacity of soil or rock to conduct a Groundwater
liquid or gas. Flow Analysis
pH Used to determine the degree of acidity or alkalinity of a soil. Corrosion
Potential
Resistivity Used to indicate the relative ability of a soil medium to carry Corrosion
electrical currents. Potential
R Value Used to evaluate the potential strength of subgrade soil, Pavement
subbase, and base course material, including recycled Thickness
materials for use in road and airfield pavements. Design
Soluble Used to determine the quantitative amount of soluble Corrosion
Sulphate sulfates within a soil mass. Potential
Unconfined To obtain the approximate compressive strength of soils that Bearing Capacity
Compression possess sufficient cohesion to permit testing in the Analysis
unconfined state. for
Foundations
Water Used to determine the quantitative amount of water in a soil Index Property
Content mass. Soil Behavior
lierracon
REPORT TERMINOLOGY
(Based on ASTM D653)
Allowable Soil The recommended maximum contact stress developed at the interface of the
Bearing Capacity foundation element and the supporting material.
Alluvium Soil, the constituents of which have been transported in suspension by flowing
water and subsequently deposited by sedimentation.
Aggregate Base A layer of specified material placed on a subgrade or subbase usually beneath
Course slabs or pavements.
Backfill A specified material placed and compacted in a confined area.
Bedrock A natural aggregate of mineral grains connected by strong and permanent
cohesive forces. Usually requires drilling, wedging, blasting or other methods of
extraordinary force for excavation.
Bench A horizontal surface in a sloped deposit.
Caisson (Drilled pier A concrete foundation element cast in a circular excavation which may have an
or Shaft) enlarged base. Sometimes referred to as a cast-in-place pier or drilled shaft.
Coefficient of A constant proportionality factor relating normal stress and the corresponding
Friction shear stress at which sliding starts between the two surfaces.
Colluvium Soil, the constituents of which have been deposited chiefly by gravity such as
at the foot of a slope or cliff.
Compaction The densification of a soil by means of mechanical manipulation.
Concrete Slab-on- A concrete surface layer cast directly upon a base, subbase or subgrade, and
Grade typically used as a floor system.
Differential Unequal settlement or heave between, or within foundation elements of a
Movement structure.
Earth Pressure The pressure or force exerted by soil on any boundary such as a foundation
wall.
ESAL Equivalent Single Axle Load, a criteria used to convert traffic to a uniform
standard, (18,000 pound axle loads).
Engineered Fill Specified material placed and compacted to specified density and/or moisture
conditions under observations of a representative of a geotechnical engineer.
Equivalent Fluid A hypothetical fluid having a unit weight such that it will produce a pressure
against a lateral support presumed to be equivalent to that produced by the
actual soil. This simplified approach is valid only when deformation conditions
are such that the pressure increases linearly with depth and the wall friction is
neglected.
Existing Fill(or Materials deposited through the action of man prior to exploration of the site.
man-made fill)
Existing Grade The ground surface at the time of field exploration.
lierracon
REPORT TERMINOLOGY
(Based on ASTM D653)
Expansive Potential The potential of a soil to expand (increase in volume) due to absorption of
moisture.
Finished Grade The final grade created as a part of the project.
Footing A portion of the foundation of a structure that transmits loads directly to the
soil.
Foundation The lower part of a structure that transmits the loads to the soil or bedrock.
Frost Depth The depth of which the ground becomes frozen during the winter season.
Grade Beam A foundation element or wall, typically constructed of reinforced concrete,
used to span between other foundation elements such as drilled piers.
Groundwater Subsurface water found in the zone of saturation of soils, or within fractures in
bedrock.
Heave Upward movement.
Lithologic The characteristics which describe the composition and texture of soil and
rock by observation.
Native Grade The naturally occuring ground surface.
Native Soil Naturally occurring on-site soil, sometimes referred to as natural soil.
- Optimum Moisture The water content at which a soil can be compacted to a maximum dry unit
Content weight by a given compactive effort.
Perched Water Groundwater, usually of limited area maintained above a normal water
elevation by the presence of an intervening relatively impervious continuing
stratum.
Scarify To mechanically loosen soil or break down existing soil structure.
Settlement Downward movement.
Skin Friction (Side The frictional resistance developed between soil and an element of structure
Shear) such as a drilled pier or shaft.
Soil (earth) Sediments or other unconsolidated accumulations of solid particles produced
by the physical and chemical disintegration of rocks, and which may or may
not contain organic matter.
Strain The change in length per unit of length in a given direction.
Stress The force per unit area acting within a soil mass.
Strip To remove from present location.
Subbase A layer of specified material in a pavement system between the subgrade and
base course.
Subgrade The soil prepared and compacted to support a structure, slab or pavement
system.
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UNIFIED SOIL CLASSIFICATION SYSTEM
Soil Classification
•
Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests" Group e
Symbol Group Name
Coarse-Grained Gravels more than Clean Gravels Less Cu > 4 and 1 < Cc <3e GW Well-graded gravel`
Soils more than 50% of coarse than 5%finest — —
50% retained on fraction retained on
No. 200 sieve No. 4 sieve Cu < 4 and/or 1 > Cc > 3e GP Poorly graded gravels
Gravels with Fines Fines classify as ML or MH GM Silty gravel,G,H
more then 12% fines` __
Fines classify as CL or CH GC Clayey gravel. M
Sands 50% or more Clean Sands Less Cu>6 and 1 < Cc<3e SW Well-graded sand'
of coarse fraction than 5% finest
passes No. 4 sieve Cu < 6 and/or 1 > Cc > 3' SP Poorly graded sand'_
_ Sands with Fines Fines classify as ML or MH SM Silty sand'° __
more than 12%fines°
Fines Classify as CL or CH SC Clayey sand'
Fine-Grained Soils Silts and Clays inorganic PI > 7 and plots on or above "A lined CL Lean clayt4-m
_ 50% or more Liquid limit less
passes the than 50 PI < 4 or plots below "A" lined ML SilteLM
No. 200 sieve
organic Liquid limit -oven dried Organic clay""`"
< 0.75 OL
Liquid limit -not dried Organic silt's."
Silts and Clays inorganic PI plots on or above "A" line CH Fat clay"
Liquid limit 50
or more PI lots below "A" line MH Elastic Silt`t'
-- organic Liquid limit -oven dried Organic clay"
< 0.75 OH
Liquid limit -not dried Organic silt"t)"
Highly organic soils Primarily organic matter,dark in color, and organic odor PT Peat
ABased on the material passing the 3-in. "If soil contains 15 to 29% plus No. 200, add
(75-mm) sieve .°Cu=D60/Di.° cc = (D'°)2 "with sand" or "with gravel", whichever is
elf field sample contained cobbles or D10 X D69 predominant.
_ boulders, or both, add "with cobbles or elf soil contains > 30% plus No. 200
boulders, or both" to group name. predominantly sand, add "sandy" to group
cGravels with 5 to 12%fines require dual elf soil contains > 15% sand, add "with name.
symbols: sand" to group name. MIf soil contains > 30% plus No. 200,
GW-GM well-graded gravel with silt °lf fines classify as CL-ML, use dual symbol predominantly gravel, add "gravelly" to group
— GW-GC well-graded gravel with clay GC-GM, or SC-SM. name.
GP-GM poorly graded gravel with silt "If fines are organic, add "with organic fines" "PI > 4 and plots on or above "A" line.
GP-GC poorly graded gravel with clay to group name. GPI < 4 or plots below "A" line.
°Sands with 5 to 12% fines require dual 'If soil contains > 15% gravel, add "with °PI plots on or above "A" line.
__ symbols: gravel" to group name. °PI plots below "A" line.
SW-SM well-graded sand with silt 'If Atterberg limits plot in shaded area, soil is
SW-SC well-graded sand with clay a CL-ML, silty clay.
SP-SM poorly graded sand with silt
SP-SC poorly graded sand with clay
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