HomeMy WebLinkAboutApplication- PermitGARFIELD COUNTY
BUILDING, SANITATION
and PLANNING DEPARTMENT
109 8th. Street, Suite 303
Glenwood Springs, CO81601(970) 945-8212
No. 7213
Job Address 6101 W • 394-tie-MeeAkI.P(V) OD, �(e (0
NatureofWork Building Permit
Use of Building
Owner Cr
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Contractor ry‘cirkilve
Amount of Permit$ t q D 3, —11
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Date
Clerk
4
GARFIELD COUNTY BUILDING PERMIT APPLICATION
GARFIELD COUNTY (GLENWOOD SPRINGS), COIORADO
TELFFP$ON'E.:-(970) 945-8212
Applicant to complete numbered spaces only.
INSPECTION LINE: (970) 945-9159
PERMIT NO. PARCEL/SCHEDULE NO.
JOB SS: d t O r L 4 gA f 11 -- / il 13A t`F ttr...wit 41 ,q CC] Sr/ 6'3 6
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LOT NO. BLOCK NO. SUBDT VISION/E}iENffT[ON /Q
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t MS OF WORK CREW J(DDI ION DAL1BIIAIION MOV o LID1O E
9
OA"AGE:MINGLE MOON" CASPO T4000._ IMINCIE ODOUBLE
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M DRIVEWAY MGM DON SITE SEWAGE DISPOSAL 8r 1 ) Mint PLAN
VALUATION OF WOM: I / 60, oa O , /}) o ADIOS= VALOA1TON:/ / / _ l / . / 3^, a o
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NOTICE
A SEPARATE ELECTRICAL PERMIT 1S REQUIRED AND MUST BE ISSUED BY THE STATE OF
COLORADO
THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION
AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONSTRUCTION OR
WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME
AFTER WORK IS COMMENCED.
I HEREBY CERTIFY THAT I HAVE. READ AND EXAMINED THIS APPLICATION AND
KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF CAWS
GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED
HEREIN OR NOT. THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE
AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR
LOCAL •W REGULATING CONSTRUCTION OR THE PERFORMANCE OF
CON U ON?
jam/3
PLAN CHECK PEE:
1/ 31, 0 0
PERMIT FEE:
77 Ji 6 0 e2 , .2 C
TOTAL FEE: DATE PERMIT ISSUED:
)7,9 $l3 .a •
/
/
OCC: GROUP: CONST: TYPE:
ZONING
SETBACKS: •
-
S' * uc of Owner, Contractor or authorized 't! � , '
>�+ Bgont i aDd % hoc above.
a //ar - %' . // /�0 / /� r s. I
HOME:
ISDS NO. &FEF
Building Dopt. Approval/Date B
AGREEMENT
•
PERMISSION IS HEREBY GRANTED TO THE APPLICANT AS OWNER, CONTRACTOR AND/OR THE AGENT OF THE CONTRACTOR OR OWNER TO CONSTRUCT THE STRUCTURE AS
DETAILED ON PLANS AND SPECIFICATIONS SUBMITTED TO AND REVIEWED BY THE BUILDING DEPARTMENT.
IN CONSIDERATION OF THE ISSUANCE OF THIS PERMIT, THE SIGNER HEREBY AGREES TO COMPLY WTTH ALL BUILDING CODES AND LAND USE REGULATIONS ADOPTED BY
CiARFIELD COUNTY PURSUANT TO AUTHORITY GIVEN IN 30.28.201 CRS AS AMENDED. THE SIGNER FURTHER AGREES THAT IF THE ABOVE SAID ORDINANCES ARE NOT FULLY
COMPLIED WITH IN THE LOCATION. ERECTION, CONSTRUCTION AND USE OF TILE ABOVE DESCRIBED STRUCTURE, THE PERMIT MAY THEN BE REVOKED BY NOTICE FROM
ME COUNTY AND THAT THEN AND THERE IT SHALL BECOME NULL AND VOID.
4
THE ISSUANCE OF A PERMIT BASED UPON BANS, SPECIFICATIONS AND OTHER DATA SMALL, NOT PREVENT THE BUILDING OFFICIAL FROM THEREAFTER REQUIRING THE
CORRECTION OF ERRORS IN SAID PLANS, SPECIFICATIONS AND OTHER DATA OR FRO PREVENTING BUILDING OPERATION BEING CARRIED ON THEREUNDER WHEN IN
VIOLATION OF THIS CODE OR ANY OTHER ORDINANCE OR REGULATION OF TIES JURISDICTION.
THE REVIEW OF THE SUBMIITED PLANS AND SPECIFICATIONS AND INSPECTIONS CONDUCTED THEREAFTER DOES NOT CONSTITUTE AN ACCEPTANCE OF ANY
RESPONSIBILITIES OR LIABILITIES BY GARFIELD COUNTY FOR ERRORS. OMISSIONS OR DISCREPANCIES. THE RESPONSIBILITY FOR THESE ITEMS AND IMPLEMENTATION
DURING CONSTRUCLION RESTS SPECIFICALLY WITH THE ARCHITECT, DESIGNER, BUILDER AND OWNER. COMMENTS ARE INTENDED TO BE SERVATIVE AND IN SUPPORT
OF THE OWNERS INTEREST.
Garfonn.: I THEREBY ACKNOWLEDGE THAT I HAVE READ AND UNDERSTAND THE AGREEMENT ABOVE. (INITIAL)
,!,.
goo a e3c,1_----
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The following items are required by Garfield County for a final inspection:
1. A final Electrical Inspection from the Colorado State Electrical Inspector;
2. Permanent address assigned by Garfield County Building Department posted where readily
visible from access road;
3. A finished roof, a lockable house, complete exterior siding, exterior doors and windows
installed, a complete kitchen with cabinets, a sink with hot & cold running water, non-absorbent
kitchen floor coverings, counter tops and finished walls, ready for stove and refrigerator, all
necessary plumbing;
4. A complete bathroom, with wash bowl, tub or shower, toilet stool, hot and cold running
water, non-absorbent floors and walls finished and a privacy door;
5. All steps outside or inside over three (3) steps must have handrails, guard rails on balconies or
decks over 30" high constructed to all 1994 UBC requirements;
6. Outside grading done to where water will detour away from the building;
7. Exceptions to the outside steps, decks and grading may be made upon the demonstration of
extenuating circumstances, i.e. weather, but a Certificate of Occupancy will not be issued until all
the required items are completed and a final inspection made.
A CERTIFICATE OF OCCUPANCY WILL NOT BE ISSUED UNTIL ALL THE ABOVE
ITEMS HAVE BEEN COMPLETED.
* * * *CANNOT OCCUPY OR USE DWELLING UNTIL A CERTIFICATE OF OCCUPANCY
(C.O.) IS ISSUED. OCCUPANCY OR USE OF DWELLING WITHOUT A C.O. WILL BE
CONSIDERED AN ILLEGAL OCCUPANCY AND MAY BE GROUNDS FOR VACATION
PREMISES UNTIL ABOVE CONDITIONS ARE MET.
I understand and agree to abide by the above conditions for occupancy, use and the issuance of a
Certificate of Occupancy for the dwelling under building permit #
9,`
Signature Date
bpcont
POWER
EQUIPMENT COMPANY
( PPMIf eo IlMuNT co. )
DENVER GRAND JUNCTION
303-288-8801 303-243-0722
303-288-8809 FAx 303-243-0728 FAX
800-883-9284 800-898-7319
CASPER
307-577-9700
307-577-9703 FAX
800-883-9275
ALBUQUERQUE
505.344-9488
505-345-4715 FAX
800-880-2320
CEDARAPIDS • CHAMPION • EL JAY • EAGLE • EUCLID • HITACHI • HYPAC
PREMIER -PEERLESS • RAMMER • VOLVO CONSTRUCTION EQUIPMENT
ACCESSORY LINES
BRUNNER & LAY • BUCYRUS BLADES • COLUMBIA STEEL • CUMMINS
DIPACO • HELSER MACHINE PARTS • INTERTRACTOR • IRATHANE SYSTEMS
KAWASAKI • LUDLOW-SAYLOR • MINNPAR • SPOKANE STEEL FOUNDRY
SUPERIOR CONVEYOR PARTS • WEG ELECTRIC MOTORS • WESTERN WIRE
4
GARFIELD COUNTY BUILDING AND PLANNING
970-945-8212
MINIMUM APPLICATION REQUIREMENTS
for
SINGLE FAMILY DWELLING CONSTRUCTION
including
NEW CONSTRUCTION
ADDITIONS
ALTERATIONS
and
MOVED BUILDINGS
In order to understand the scope of the work intended under a permit application and expedite the
issuance of a permit it is important that complete information be provided. Adequate and complete
information will prevent delays in the plan review process. Reviewing a plan and the discovery that
required information has not been provided by the applicant may result in the delay of the permit
issuance and in proceeding with building construction. The owner or contractor may be required to
provide this information before the plan review may proceed. This causes delays because other plans
that are in line for review may be given attention before the new information may be reviewed after
it has been provided to the Building Department.
Please review this document to determine if you have enough information to design your
project and provide adequate information to facilitate a plan review. If you do not, it may be
helpful to obtain a book titled "Dwelling Construction under the Uniform Building Code".
This book is available to you through this department at our cost. Also, please consider using
_a design professional for assistance in your design and a construction professional for
construction of your project.
To provide for a more understandable plan in order to determine compliance with the building,
plumbing and mechanical codes, applicants are requested to review the following check list prior to
and during design. Applicants are required to indicate appropriately and to submit the completed
check list at time of application for a permit.
1
January 1, 1999
Plans to be included for a Building Permit, must be on drafting paper at least 18"x24" and drawn to
scale.
Plans must include a floor plan, a concrete footing and foundation plan, elevations all sides with
decks, balcony, steps, hand rails and guard rails, windows and doors, including the finish grade line.
A section showing in detail, from the bottom of the footing to the top of the roof, including re -bar,
anchor bolts,'pressure treated plates, floor joists, wall studs and spacing, insulation, sheating, house -
rap, (which is required), siding or any approved building material.
A window schedule, A door schedule.
A floor framing plan, a roof framing plan, roof must be designed to withstand a 40# per ft. up to
7,000 F.O.S. and an 80 M.P.H. wind.
All sheets to be identified by number and indexed. All of the above requirements must be met or your
plans will be returned.
1. Is a site plan included that indicates the distances of the proposed building or addition to
property lines, other buildings, setback easements and utility easements?
Yes X
2. Does the site plan include the location of the I. S.D.S. (Individual Sewage Disposal System)
and the distances to property lines, wells (on subject property and adjacent properties),
streams or water courses?
Yes �J�A
Does the site plan indicate the location and direction of the County or private road accessing
the property?
Yes �C
4. Do the plans include a foundation plan indicating the size, location and spacing of all
reinforcing steel in accordance with the uniform building code or per stamped engineered
design?
Yes x
5. Do the plans indicate the location and size of ventilation openings for under floor crawl
spaces and the clearances required between wood and earth?
Yes Np --50e aA) G-rAc. -
2
6, Do the plans indicate the size and location of ventilation openings for the attic, roofjoist
spacess and soffits?
Yes jc
7. Do the plans include design loads as required by Garfield County for roof snow loads, (a
minimum of 40 pounds per square foot up to & including 7,000 feet above sea level), floor
loads and wind loads?
Yes X
8. Does the plan include a building section drawing indicating foundation, wall, floor and roof
construction?
Yes -K,
9. Does the building section drawing include size and spacing of floor joists, wall studs, ceiling
joists, roof rafters or joists or trusses?
Yes >C
10. Does the building section drawing or other detail include the method of positive connection
of all columns and beams?
Yes
11. Does the plan indicate the height of the building or proposed addition from the highest point
of the building or addition measured at mid span between the ridge and the eave down to
existing grade contours?
Yes X
12. Does the plan include any stove or zero clearance fireplace planned for installation including
make and model and Colorado Phase II certifications or phase II EPA certification?
Yes No ->C — /LAOrelAce_.
-13. Does the plan include a masonry fireplace including a fireplace section indicating design to
comply with the Uniform Building Code Chapter 37?
Yes No /VP "-.,..19 Ct.
14. Does the plan include a window schedule or other verification that egress/rescue windows
from sleeping rooms and/or basements comply with the requirements of the Uniform Building
Code?
Yes No
15. Does the plan include a window schedule or other verification that windows provide natural
light and ventilation for all habitable rooms?
Yes X No
3
16. Do the plans indicate the location of glazing subject to human impact such as glass doors,
glazing immediately adjacent to such doors; glazing adjacent to any surface normally used as
a walking surface; sliding glass doors; fixed glass panels; shower doors and tub enclosures and
specify safety glazing for these areas?
Yes X No
17. Is the location of all natural and liquid petroleum gas furnaces, boilers and water heaters
indicated on the plan?
Yes ,]G No
18. Do you understand that if you are building on a parcel of land created by the exemption
process or the subdivision process, are building plans in compliance with all plat notes and/or
covenants?
Yes X No
19. Do you understand that if you belong to a homeowners association, it is your responsibility
to obtain written permission from the association, if required by that association, prior to
submitting an application for a building permit? If you do not have written permission from
the association, do you understand that the plan check fee will not be refunded should the
architectural committee deny or reject your building plans?
Yes x No
20. Will this be the only residential structure on the parcel? -- t
Yes No If no -Explain:
21. Have two (2) complete sets of construction drawings been submitted with the application?
Yes
i& s' ` iAdt t
22. Do you understand that the minimum size a home can be on a lot is a 20ft. x 20ft.?
Yes XC No
-23. Have you designed or had this plan designed while considering building and other
construction code requirements?
Yes X No
24. Does the plan accurately indicate what you intend to construct and what will receive a final
inspection by the Garfield County Building Department?
Yes .K No
25. Do you understand that approval for design and/or construction changes are required prior
to the application of these changes?
Yes x. No
4
26. Do you understand that the Building Department will collect a "Plan Review" fee from you
at the time of application and that you will be required to pay the "Permit Fee" as well as any
"School Impact" or "Septic System" fees required, at the time you pick up your building
permit?
Yes No
27. Are you aware that twenty four (24) hour notice is required for all inspections?
Inspections will be made from Battlement Mesa to West Glenwood in the mornings and
from Glenwood Springs to Carbondale in the afternoon. Morning inspections must be
called in by 12:00 p.m. the day before; afternoon inspections must be called in by 5:00
p.m. the day before. Failure to give twenty four (24) hour notice for inspections will
delay your inspection one (1) day. Inspections are to be called in to 945-9159.
Yes aL No
28. Are you aware that you are required to call for all inspections required under the Uniform
Building Code including approval on a final inspection prior to receiving a Certificate of
Occupancy and occupancy of the building?
Yes )c No
29. Are you aware that the person signing the Permit Application, whether the "Owner", "Agent
of the Owner", "General Contractor", "Contractor" or otherwise, is the party responsible for
the project complying with the Uniform Building Code?
Yes .k No
30. Are you aware that If you are accessing a county road and do not have an existing driveway
you will reed to acquire a driveway permit from Garfield County Road and Bridge? Their
phone number is 945-6111. You will need to show proof prior to the issuance of the building
permit.
I hereby acknowledge that I have read, understand and answered these questions to the best
of my ability.
signature
date
Phone: — 56 7' (days); 7-- S"‘ z ' (evenings)
Project Name: 6,Dw A 4.Se aft ef--.Q
Project Address: 0/0 / 'e 1 �ot�-� a. rt— La rC►� igo•t_4-t,,. /14,4, Co
5
Notes:
If you have answered "No" on any of the questions, you may be required to provide this information at the request of the
Building Official prior to beginning the plan review process. Delays in issuing the permit are to be expected. Work may
not proceed without the issuance of a permit, if it is determined by the Building Official that additional information is
necessary to review the application and plans to determine minimum compliance with the adopted codes, the application
may be placed behind more recent applications for building permits in the review process and not reviewed until required
information has been provided and the application rotates again to first position for review, delay in issuance of the permit
or delay in proceeding with construction.
bpminreq
6
County Road (Note the Road Number and Name)
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1994 Building Cede
Setbacks: 25 feet front and rear and 10 feet on the fides
Snowload:'401bs. /sq. ft. up to 7000 feet
Seismic: Zone 1
Windshear: 80 mph
Wind exposure: B
Windload: 151bs. /sq. ft.
Frost Depth: 36 inches --30 inches from finished grade to top of footing
(Liveload is snowload-imposed by snow)
BATTLEMENT MESA SERVICE ASSOCIATION
ARCHITECTURAL COMMITTEE APPLICATION & CHECKLIST
nn A� n (for New Home Construction projects)
Homeowner: erOt vN P.L k a�+..
Home Mailing Address: Pj'j ,u
r p
Home Phone: '�--�-5- 79 r'^r-��'� , �7 15~/63 5—
d Work Phone (if desired):
Project Address:+ /D /
Production Homeplan Name (if applicable):
Lot: Block: Subdivision: //�
Homebuilder:
Business Mailing Address: 114
�,/'st✓7�e_�f-� �.�.�
Business Phone: 2-1:r s-- 2.-y Fax (if desired):
Submittal Date:
/-‹) Sri633-
'3-Tri—N
9 Estimated Start Date: 322,9 Estimated Completion Date: % '3/ `'! 9
SUBMITTAL REQUIREMENTS: Two copies each of items 1, 2 & 4 need to be submitted.
(Check -off items attached to the Application. Fill in spaces as indicated.)
I. Site Pian Drawing (1"=I0' or 1"=20' scale) with the following information shown:
'v� Lot, Block & Subdivision name.
Street Address of Project.
Building Setback Lines (also fill-in the shortest distance between property line to the exterior wall
closest to that property line). Please be aware that all Building Setback Lines are taken from your
Property Line Pins !! Your Property Line is not the Curb Line !!
N/q
Dwelling Unit
Front Setback: feet
Left Side Setback: feet
Right Side Setback: feet
Rear Setback: feet
Utility Easements.
55' Clear Site -Line at Intersection Cor
Site Grading Elevations & Drainage.
First (main) Floor Height in relation to
Driveways (include width of driveway),
Outbuildings
ner Lots.
Garage
feet
feet
feet
feet
top of street curb at front -center of lot.
Walkways, Patios, etc.
a:\bmsaac.ap2.draft031698 Page 2 of 5
7
2. Architectural Drawings (I/4" = I' or 1/8" = I' scale) with following information shown.
Floor Plan(s) with overall dimensions (fill-in the following square foot areas).
First Floor Finished Living Area:
Second Floor Finished Living Area:
Lower Floor Finished Living Area:
Total Finished Living Area:
Total Unfinished Living Area:
Garage Area:
/'994 zQ square feet
!S -7.r luare feet
N/ square feet
–"a Q lfisquare feet
�� square feet
iL square feet
Building Elevations Plans indicating doors, windows, exterior materials,
roof -mounted evaporative coolers, etc. (fill-in maximum height below). building height, roof pitch,
Maximum building height to highest ridgeline or building structural projection feet above
top of street curb elevation at front -center of your lot. �� /►'t�0,�,�c ,�r.f 05' 612,5
Engineered Foundation Plan.
Outbuildings indicating dimensions, elevations and overall height to ridgeline.
1 3. Exterior Materials (fill-in the selections below):
Roofing Material ,b„ / Color: 44:?) ,"4-
6/0 0 tri► -rt./1474=e. i4titl
Primary Siding Material: v/✓y/ Color: /OSL
�� Accent Siding Material: ,,t,/lot....-e.— Color:
72---- Trim Material: IA-tt „Qri,." 1-11 / Color: 775.1:D
"/9 N e-
--Masonry Material:
Stucco Material:
4 -----Front Door Material:
XX4
`--fr--- Garage Door Material: N/A
COLOR SAMPLE
COLOR SAMPLE
a:lbmsaac.ap2.draft031698
Color:
Color:
Color
Color:
COLOR SAMPLE
COLOR SAMPLE
Page 3 of 5
COLOR SAMPLE
COLOR SAMPLE
/lf►� 4. Landscape/Irrigation Plans with the following information:
4 Planting Plan (indicate areas of irrigated lawn, tree placement, shrub beds, groundcover, etc.).
Plant Material Listing by species of trees and shrubs.
Groundcover Materia! with weed control barrier.
Fences.
Other Landscape Improvements (decks, site lighting, flag poles, etc.).
5. Application Fee (payable to Battlement Mesa Service Association Architectural Committee):
The BMSA/AC may require the applicant to pay directly, or to reimburse the BMSA/AC for payment of.
any fees of outside consultants or any costs incurred by the BMSA/AC in its research, review or
consideration of this application (per Section 9.6, Amended and Restated Declaration).
I/We hereby acknowledge and understand that our failure to complete Homeplan or
Improvement Projects or Landscaping Construction within the time constraints noted in
Conditions 2. & 3. on Page 5 of this Application will result in a Notice and opportunity for a
Hearing before the BMSA Board of Directors, and if I/We are found in violation of these
Conditions at the Hearing will result in a fine to the Owner of not less than $500.00 per month
for each full month in excess of the allotted completion time frame.
I/We hereby acknowledge that Homeplan or Improvement Projects or Landscape Construction
features which are built in non-conformance with this full application, including the Conditions
of Approval noted on Page 5 of 5 herein, I/We will be cited by the BVISA/AC in written citation
form at the time of discovery. In extenuating circumstances a Variance may be requested from
the BNISA/AC, provided such Variance request item is within the purview and approval
jurisdiction of the BMSA/AC. If a Variance is not granted by the BMSA/AC and if the Non -
Conforming Items are not corrected within 60 days after the date of written citation, I/WVe will
be served Notice and opportunity for a Hearing before the BMSA Board of Directors, and if I/We
are found in violation of these Non -Conforming Items at the Hearing will be fined a minimum
of S500 per Non -Conforming item.
Failure to pay fines levied as determined at the Hearings may also result in a Lien being placed
on our Property or Litigation Process initiated by the BMSA Board of Directors to secure
conformance with this full Application and its respective Conditions Of Approval.
I/We further acknowledge that any subsequent field changes which I/We may desire to the
Homeplans or Improvement Projects of this original Application Submittal and the original
Conditions of Approval issued by the BNISA/AC will require an additional Revised Application
Submittal on our behalf, and that I/We will not proceed with any subsequent field changes until
a Revised Conditions of Approval have been issued to us by the BNISA/AC.
Owner's Signature(s):/4c)'-4'44krint Name(s): )4e w16t4 K. /4 a kie S Date: l 1 6/9 9
Builder's Signature: Print Name:
a:lbmsaac.ap2.draft031698 Page 4 of 5
Date:
��k r'• s;_,--/-1. Date: Z
ti
.This portion of the Application Form to be completed by the
Architectural Committee (not the Applicant).
CONDITIONS OF APPROVAL
1. No sitework or building construction may proceed on any Lot (including norelimin
aring, grubbin,
grade alteration, storing of material, foundation excavation, extension of underground utilities,letc.)te euntil the Project
has received a Project Approval from the Architectural Committee and has been issued a Building Permit (as
required by Garfield County for New Home or Renovation projects).
2. All general building and site improvements construction for any Project shall be completed and shall have issued
a Certificate of Occupancy from the Garfield County Building Dept. no later than one CO year after the issuance
date of this Architectural Committee Approval.
3. The completed landscaping and revegetation of the improved Lot, to specifically include the front, side and rear
yard areas, shall be completed no later than six (6) months from the date of Certificate of Occupancy. An
additional maximum four (4) month extension may be granted by the Architectural Committee if the Certificate
of Occupancy was issued shortly prior to the non -growing winter months such that landscape construction could
not diligently proceed; however, in any event, the landscaping construction shall be fully complete no later than
ten (10) months from the date of Certificate of Occupancy.
4.
5.
6.
7.
8.
9.
Application App�oval (Initials of Architectural C
By:
Application Approve-_ r' n u tion su 'e
By Chairman
L /
o the above conditions:
Date:
Application Denied (Initials of Architectural Committee Members):
By:
Application Denied:
By Chairman:
a:lbmsaac.ap2.draft031698
Page 5 of 5
Date:
.0*
Lincoln DeVore,Inc.
-Geotechnical Consultants
Colorado Springs
Pueblo
Glenwood Springs
Grand Junction
SUBSURFACE SOILS EXPLORATION
CHURCH SITE #1
BATTLEMENT MESA, CO
Prepared For:
Crown Peak Baptist Church
101 Battlement Parkway
Battlement Mesa, CO
Prepared By:
GRAND JUNCTION LINCOLN-DeVORE, INC.
1441 Motor Street
Grand Junction, CO 81505
2-11-97
1
1
1
1
1
1
1
1
1
1
GRAND JUNCTION
LINCOLN DeVORE, Inc.
GEOTECHNICAL ENGINEERS - GEOLOGISTS
1441 Motor St.
Grand Junction, CO 81505
Crown Peak Baptist Church
101 Battlement Parkway
Battlement Mesa, CO 81635
Re:
Dear Sir:
TEL: (970)242-8968
FAX: (970 242-1561
February 11, 1997
SUBSURFACE SOILS EXPLORATION
CHURCH SITE #1
BATTLEMENT MESA, CO
Transmitted herein are the results of a Subsurface Soils Explora-
tion for the proposed church site.
If you have any questions after reviewing this report, please
feel free to contact this office at any time. This opportunity
to provide Geotechnical Engineering services is sincerely
appreciated.
Respectfully submitted,
GRAND JUNCTION
LINCOLN-DeVORE, INC.
By:
Edward M. Morris, PE
Principal Engineer
GJLD Inc. Job No. 85340 -GJ
EMM/bw
TABLE OF CONTENTS
Page No.
INTRODUCTION 1
Project Description, Project Scope
Field Exploration & Laboratory Testing
FINDINGS 4
Site Description
General Geology and Subsurface Description
Ground Water
CONCLUSIONS AND RECOMMENDATIONS 8
General Discussion, Excavation Observation
Site Preparation, Excavation
Fill Placement and Compaction
Drainage and Gradient
FOUNDATIONS 13
Shallow Foundations, Settlement,
Frost Protection,
CONCRETE SLABS ON GRADE 15
EARTH RETAINING STRUCTURES 17
REACTIVE SOILS 18
LIMITATIONS 19
INTRODUCTION
PROJECT DESCRIPTION
This report presents the results of our
review of a previous geotechnical (Report of Subsurface Soils
Exploration, Church Site No. 1, Battlement Mesa, CO, LD 52259-J,
6-18-84). The purpose of this review is to determine the general
subsurface conditions of this site applicable to construction of
an addition to the existing church structure. A vicinity map is
included in the Appendix of this report.
This report represents a review of
previous Subsurface Exploration on this site and nearby projects.
This new report contains modifications of the original recommen-
dations given on 6-18-84. More recent experience and on going
knowledge in the geotechnical interpretation of the soils in the
Battlement Mesa area indicates some of the original recommenda-
tions will require modifications from those originally presented.
We believe that the proposed addition to
the existing church structure will consist of a single, possibly
two-story wood framed structure with the lower story being possi-
bly a walk out type basement and concrete floor slab on grade.
Lincoln DeVore has not seen any building plans, but structures of
this type typically develop wall loads on the order of 800 to
2400 plf and column loads on the order of 5 to 20 kips.
The characteristics of the subsurface
materials encountered were evaluated with regard to the type of
construction described above. Recommendations are included
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herein to match the described construction to the soil character-
istics found.
The information contained herein may or may not be
valid for other purposes. If the proposed site use is changed or
types of construction proposed, other than noted herein, Lincoln
DeVore should be contacted to determine if the information in
this report can be used for the new construction without further
field evaluations.
FIELD EXPLORATION AND LABORATORY TESTING
A field evaluation was originally per-
formed in June 1984, and consisted of a site reconnaissance by
our geotechnical personnel and the drilling of two shallow
exploration borings. These two shallow exploration borings were
drilled within the, at that time, proposed building near the
locations indicated on the Boring Location Plan. The' exploration
borings were located to obtain a reasonably good profile of the
subsurface soil conditions. All exploration borings were drilled'
using a CME 45-B, truck mounted drill rig with a continuous
flight auger to depths of approximately 12 to 15 feet. Samples
were taken with a standard split spoon sampler, than wall Shelby
tubes, and by bulk methods. Logs describing the subsurface
conditions are presented in the attached figures.
The boring logs and related information
show subsurface conditions at the date and location of this
exploration. Soil conditions may differ at locations other than
those of the exploratory borings. If the structure is move any
appreciable distance from the locations of the borings, the soil
conditions may not be the same as those reported here. The
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passage of time may also result in a change in the soil condi-
tions at the boring locations.
The lines defining the change between
soil types or rock materials on the attached boring logs and soil
profiles are determined by interpolation and therefore are ap-
proximations. The transition between soil types may be abrupt or
may be gradual.
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FINDINGS
SITE DESCRIPTION
The project site is located in the
north, northeast portion of the Battlement Mesa area. The tract
is described as Church Site #1, Lot 1, Block 1 of the River Bluff
Filing #9. The actual site is approximately 400 feet south of
the intersection of North Battlement Parkway and West Battlement
Parkway. The site is bordered on the east by West Battlement
Parkway.
The topography of the site is that of
a moderately sloping hillside, located below West Battlement
Parkway and sloping down toward the west. The exact direction of
surface runoff on this site will be controlled, to an extent, by
the proposed new construction, but will be variable. Surface
drainage on this site can be described as fair to excellent and
subsurface drainage can be described as fair to poor. In gener-
al, the proposed construction may create areas of poor drainage,
■ on the east to southeast sides of the addition and the existing
structure.
GENERAL GEOLOGY AND SUBSURFACE DESCRIPTION
The geologic materials encountered under.
the site consist of possibly p to 50 feet of unconsolidated
alluvial soil deposits which are underlain by a very thick se-
quence of sedimentary rocks. In general, the sedimentary rocks
dip toward the north, into the Piceance Basin. The geologic and
engineering properties of the materials found in our explorations
borings will be discussed in the following sections.
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The soils on this site consist of an
alluvial debris fan deposit which is quite Blick and extremely
stratified. This debris fan originates on the middle and upper
slopes of Battlement Mesa to the east southeast, along the Bat-
tlement Creek and Monument Gulch Drainages. The stratification'
within this debris fan features ranges from sandy silts and silty
clays in the finer portions and gravely silty clays and silty
gravels and cobbles in the coarser portions. Many strata of the
finer grained silts are of low to medium density and may exhibit
slight to moderate metastable properties.
The soils encountered 'in the shallow
exploration borings iii 1984, were found to consist of 10 to 12
feet of a fine grained, silty sand with probably strata of sandy
silt. These upper fine grained soils were underlain by a coarse
grained rock deposit in which the drill auger met refusal at
depths of 12 to 15 feet below the then existing ground surface.
More recent exploration in this area
indicates these gravels ad cobbles are probably a silty, possibly
sandy alluvial gravel, cobble and boulder debris fan deposit.
The coarser grained materials are typically composed of fragments
of basalt, originating on the upper slopes of Battlement Mesa to
the east and southeast. The actual thickness of this coarse
grained, rocky deposit is unknown on this site and has been found
to range from less than 1 foot in thickness to over 20 feet in
thickness throughout the Battlement Mesa area. These rocky
deposits are lenticular in aspect and are quite erratic. Several
strata of these rocky deposits may be encountered within any
particular soil section beneath Battlement Mesa. These rocky
deposits are typically underlain by low density, alluvial silt
deposits.
The upper soils on this site, originally
designated as Soil Type No. I (silty sand) is quite typical of
the finer grained soils encountered in the Battlement Mesa area.
For purposes of this report, these soils will be designated IA.
This soil type is encountered as a
series of strata. The soils encountered in the original explora-
tion borings appeared to contain large amounts of sand but, the
majority of these fine grained soils in the Battlement Mesa area
are encountered as a sandy silt and silt (ML). The original
Exploration Boring No. 2 included a relatively undisturbed sample
at depths of 2 to 3 feet. This relatively undisturbed sample
(Shelby Tube) was found to have a dry density of 95.3 pcf at a
moisture content of 9.8%. This low density is representative of
the silts and sandy silts encountered in the Battlement Mesa
area, rather than the silty sands. This low density also indi-
cates these soils may exhibit slight metastable properties.
Based upon our experience in the Battlement Mesa area, the upper
fine grained soils should probably be assumed to exhibit long
term consolidation potential upon the addition of moisture. In
addition, some strata of these soils may exhibit metastable
(collapsible) properties. The maximum allowable bearing capacity
for this soils should be assumed as 1200 psf for the non -
metastable strata. A minimum foundation load of 200 psf should
be maintained beneath all foundation components. These soils do
contain sulfates in detrimental quantities.
6
The coarse grained, rocky soils have
been found to exhibit moderate to low compressibility, depending
upon the actual in place density of the soil matrix. These soils
must be considered somewhat erratic and care must be taken when
utilizing these soils for foundation bearing. For shallow foun-
dation systems, these soils have been found to have a maximum
allowable bearing capacity ranging fro 2200 psf to in excess of
8000 pcf. The allowable bearing capacity is related both to the
soil density and the actual thickness of the rocky strata. It
must be emphasized these rocky soils are normally underlain by
compressible and possibly metastable (collapsible) silts which
have significantly lower allowable bearing capacities if these
underlying soils become wet or saturated.
GROUND WATER
No free water was encountered during
drilling on this site. In our opinion the true free water sur-
face is fairly deep in this area, and hence, should not affect
construction. Seepage moisture may affect construction if sur-
face drainage is not properly controlled.
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CONCLUSIONS AND RECOMMENDATIONS
GENERAL DISCUSSION
No geologic conditions were apparent
during our reconnaissance which would preclude the site develop-
ment as planned, provided the recommendations contained herein
are fully complied with. Based on our investigation to date and
the knowledge of the proposed construction, the site condition
which would have the greatest effect on the planned development
is the variable density fine grained soils which may be utilized
for foundation bearings.
Since the exact magnitude and nature of
the foundation loads are not precisely known at the present time,
the following recommendations must be somewhat general in nature.
Any special loads or unusual design conditions should be reported.
to Lincoln DeVore so that changes in these recommendations may be
made, if necessary. However, based upon our analysis of the soil
conditions and project characteristics previously outlined, the
following recommendations are made.
OPEN FOUNDATION OBSERVATION
Since the recommendations in this report
are based on information obtained through random borings, it is
possible that the subsurface materials between the boring points
could vary Therefore, prior to placing forms or pouring con-
crete, an open excavation observations should be performed by
representatives of Lincoln DeVore. The purpose of this observa-
tion is to determine if the subsurface soils directly below the
proposed foundations are similar to those encountered in our
exploration borings. If the materials below the proposed founda-
exploration borings. If the materials below the proposed founda-
tions differ from those encountered, or in our opinion, are not
capable of supporting the applied loads, additional recommenda-
tions could be provide at that time.
EXCAVATION:
Site preparation in all areas to receive
structural fill should begin with the removal of all topsoil,
vegetation, and other deleterious materials. Prior to placing
any fill, the subgrade should be observed by representatives of
Lincoln DeVore to determine if the existing vegetation has been
adequately removed and that the subgrade is capable of supporting
the proposed fills. The subgrade should then be scarified to a
depth of 10 inches, brought to near optimum moisture conditions
and compacted to at least 90% of its maximum modified Proctor dry
density )ASTM D-1557). The moisture content of this material
should be within + or - 2% of optimum moisture, as determined by
ASTM D-1557.
Any existing low density, metastable
soils should be removed to a depth of 2 feet below the proposed
bottom footing or rimwall elevation. Once it is felt that ade-
quate soil removal has been achieved, it is recommended that the
excavation be closely examined by a representative of Lincoln
DeVore to ensure that an adequate overexcavation depth has indeed
occurred and that the exposed soils are suitable to support the
proposed structural man-made fill.
Once this examination has been complet-
ed, it is recommended that a coarse-grained, non -expansive, non -
free draining man-made structural fill be imported to this site.
9
The native soils may be utilized as structural fill, if specifi-
cally approved by the Geotechnical Engineer. This imported fill
should be placed in the overexcavated portion of this site in
lifts not to exceed 6 inches after compaction. A minimum of 90%
of the soils maximum Modified Proctor dry density (ASTM D-1557)
must be maintained during the soil placement. These soils should
be placed a moisture content conductive to the required compac-
tion (usually Proctor optimum moisture content ± 2%).
The granular material must be brought to
the required density by mechanical means. No soaking, jetting or
puddling techniques of any type should be used in placement of
fill on this site. To ensure adequate lateral support, we must
recommend that the zone of overexcavation extend at least 2 feet
around the perimeter of the proposed footing. To confirm the
quality of the compacted fill product, it is recommended that
surface density tests be taken at maximum 2 foot vertical inter-
vals.
When the structural fill is completed,
an allowable bearing capacity of 1800 psf maximum may be assumed
for proportioning the footings or loadbearing potions of the
slab.
DRAINAGE. AND GRADIENT:
Adequate site drainage should be provid-
ed in the foundation area both during and after construction to
prevent the ponding of water and the saturation of the subsurface
soils. We recommend that the ground surface around the structure
be graded so that surface water will be carried quickly away from
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the building. The minimum gradient within 10 feet of the building
will depend on surface landscaping. We recommend that paved areas
maintain a minimum gradient of 2%, and that landscaped areas
maintain a minimum gradient of 8%. Planters, if any, should be
so constructed that moisture is not allowed to seep into founda-
tion areas or beneath slabs or pavements.
Metastable soils (subject to internal
collapse) must be kept at approximately the existing moisture
content to avoid undue settlement. No water can be allowed to
enter metastable soils, nor can the water table be allowed to
rise in such soils. Allowing water to stand or pond in locations
which allow it to infiltrate the soils beneath the building is
not recommended. Sources of underground water should be fully
investigated by a hydrologic engineer. If a water source exists.
which is uncontrollable by virtue of being on the property of
others, water will enter the soil and excess settlement must be
anticipated. An underground water analysis of this type is beyond
the scope of this report.
Most hydrocompaction mitigation tech-
niques for metastable soils are drainage considerations. The
most important drainage consideration would be the continual
maintenance of positive surface drainage away from the structures
at all points. Positive surface drainage conditions must be
maintained both during construction and throughout the service
life of the structures. No flat areas or closed depressions
should be allowed to exist anywhere on the site. Proper control
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of all roof runoff is extremely important. It is strongly recom-
mended that downspout discharges be piped away from the struc-
ture. No water should be allowed to pond or stand within 30 feet
of any structure.
Should an automatic lawn irrigation
system be used on this site, we recommend that the sprinkler
heads be installed no less than 5 feet from the building. In
addition, these head should be adjusted so that spray from the
system does not fall onto the walls of the building and that such
water does not excessively wet the backfill soils.
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FOUNDATIONS
Assuming that some amount of differen-
tial movement can be tolerated, then a conventional shallow
foundation system, underlain by structural fill, placed in ac-
cordance with the recommendations contained within this report
may be utilized. The foundation would consist of continuous
spread footings beneath all bearing walls and isolated spread
footings beneath all columns and other points of concentrated
load. Such a shallow foundation system, resting on the properly
constructed structural fill, may be designed on the basis of an
allowable bearing capacity of 1800 psf maximum.
Recommendations pertaining to balancing,
reinforcing, drainage and inspection are considered extremely
important and must be followed. Contact stresses beneath all
continuous walls should be balanced to within + or - 200 psf at
all points Isolated interior column footings should be designed
for contact stresses of about 150 psf less than the average used
to balance the continuous walls. The criteria for balancing will
■ depend somewhat on the nature of the structure. Single -story,
slab -on -grade structures may be balanced on the basis of dead
load only. Multi -story structures may be balanced on the basis
of dead load plus one half live load, for up to three stories.
We recommend that the building
connection be investigated to determine if soil beneath the
existing foundation is overloaded by the addition of new con-
struction. This may result from foundations being placed very
close or from using the existing walls to help carry some of the
structural load generated by the addition. The design pressures
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given in this report may be used as a guideline when evaluating
the existing loads.
We recommend that the addition not be
rigidly fastened to the existing building until late in the
construction sequence. Some amount of settlement can be antici-
pated in the upper fine grained, alluvial soils on this site.
These compressional movements characteristically occur fairly
rapidly, being virtually complete by the end of the construction
sequence. The potential for differential movement between the
addition and the existing building would be minimal at that time.
SETTLEMENT:
Provided the recommendations presented
in this report are completely followed, total and differential
settlements should be less than one inch.
FROST PROTECTION
We recommend that the bottom of all
foundation components rest a minimum of 3 feet below finished
grade or as required by the local building codes. Foundation
components must not be placed on frozen soils.
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CONCRETE SLABS ON GRADE
Slabs could be placed directly on the
natural soils or on a structural fill. We recommend the subgrade
soil surface be slightly moistened and 'proof rolled' immediately
prior to concrete placement.
We recommend that all on -grade slabs be
isolated from other structural portions of the building. This is
generally accomplished by an expansion joint at the slab -founda-
tion wall interface. If a vapor barrier is desired beneath
slabs, we recommend that it be overlain by at least 2
sand to decrease the likelihood of curing problems. An
method of reducing finishing problems would be to
place
inches of
alternate
the vapor
barrier beneath approximately 6 inches of a minus 3/4 inch gravel
fill. This method must be very carefully accomplished to minimize
excessive puncturing and tearing of the vapor barrier.
It is recommended that floor slabs on
grade be constructed with control joints placed to divide the
floor into sections not exceeding 360 square feet, maximum.
Also, additional control joints are recommended at all inside
corners and at all columns to control cracking in these areas.
Problems associated with slab 'curling'
are usually minimized by a 'low shrinkage' concrete mix design
and proper curing of the placed concrete slab. This period of
curing usually is most critical within the first 5 days after
placement. Proper curing can be accomplished by minimizing mois-
ture loss at the top slab surface. This may be accomplished
utilizing continuous water application to the concrete surface
or, in some instances by the placement of a 'heavy' curing com-
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IMO
pound, formulated to minimize water evaporation from the con-
crete. Curing by continuous water application must be carefully
undertaken to prevent the wetting or saturation of the subgrade
soils.
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EARTH RETAINING STRUCTURES
The active soil pressure for the design
of earth retaining structures may be based on an equivalent fluid
pressure of 50 pounds per cubic foot. The active pressure should
be used for retaining structures which are free to move at the
top (unrestrained walls). For earth retaining structures which
are fixed at the top, such as basement walls, an equivalent fluid
pressure of 65 pounds per cubic foot may be used. It should be
noted that the above values should be modified to take into
account any surcharge loads, sloping backfill or other externally
applied forces. The above equivalent fluid pressures should also
be modified for the effect of free water, if any.
The passive pressure for resistance to
lateral movement may be considered to be 230 pef per foot of
depth. The coefficient of friction for concrete to soil may be
assumed to be 0.27 for resistance to lateral movement. When
combining frictional and passive resistance, the latter must be
reduced by approximately 1/3.
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REACTIVE SOILS
Since groundwater in the Battlement Mesa
area typically contains sulfates in quantities detrimental to a
Type I cement, a Type II or Type I-II or Type II -V cement is
recommended for all concrete which is in contact with the subsur-
face soils and bedrock. Calcium chloride should not be added to
a Type II, Type I-II or Type II -V cement under any circumstances.
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LIMITATIONS
This report is issued with the under-
standing that it is the responsibility of the owner, or his
representative to ensure that the information and recommendations
contained herein are brought to the attention of the architect
and engineer for the project, and are incorporated into the
plans. In addition, it is his responsibility that the necessary
steps are taken to see that the contractor and his sub -contrac-
tors carry out these recommendations during construction. The
findings of this report are valid as of the present date. Howev-
er, charges in the conditions of a property can occur with the
passage of time, whether they be due to natural processes or the
works of man on this or adjacent properties. In addition,
changes in acceptable or appropriate standards may occur or may
result from legislation or the broadening of engineering knowl-
11 edge. Accordingly, the findings of this report may be invalid,
wholly or partially, by changes outside our control. Therefore,
this report is subject to review and should not be relied upon
after a period of 3 years.
The recommendations of this report
pertain only to the site investigated and are based on the as-
sumption that the soil conditions do not deviate from those
described in this report. If any variations or undesirable
conditions are encountered during construction or the proposed
construction will differ from that planned on the day of this
report, Lincoln DeVore should be notified so that supplemental
recommendations can be provided, if appropriate.
Lincoln DeVore makes no warranty, either
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expressed or implied, as to the findings, recommendations, speci-
fications or professional advice, except that they were prepared
in accordance with generally accepted professional engineering
practice in the field of geotechnical engineering.
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TEST HOLE No. r .t
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COLORADO: COLORADO SPRINGS ,
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SOILS DESCRIPTIONS=
0000
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1111
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use's DescivPTIO,y
Topsoil
Man -mode Fill
GW Well -graded Gravel
GP Poorly -graded Grovel
GM Silty Gravel
GC Clayey Grovel
SW WeII-graded Sond
SP Poorly -graded Sond
SM Silty Sand
SC Clayey Sand
ML Low -plasticity Silt
CL Low -plasticity Clay
OL Low-plosticity Organic
Silt and Clay
MH High -plasticity Silt
CH High -plasticity Clay
OH
Pt
GW/GM
GW/GC
GP/GM
GP/GC
GM/GC
GC/GM
SW/SM
SW/SC
SP/SM
SP/SC
SM/SC
High -plasticity
Organic Clay
Peat
Well- graded Gravel,
Silty
Well -graded Gravel,
Clayey
Poorly -graded Gravel,
Silty
Poorly -graded Gravel,
Clayey
Silty Grovel,
Clayey
Clayey Grovel,
Silty
WeII - graded Sand,
Silty
Well -graded Sand,
Clayey
Poorly -graded Sand,
Silty
Poorly- graded Sand,
Clayey
Silty Sand, Cloyey
SC/SM Clayey Sand, Silty
CL/ML Silty Clay
ROCK DESCRIPTIONS:
,F►'v.= pfsFRiPrrow
.9; :6 ;IDNEMTMRY I!ocq
g9: CONGLOMERATE
o: p;
I-�.-I.1--f
7 r
•
SANDSTONE
SILTSTONE
SHALE
CLAYSTONE
COAL
LIMESTONE
DOLOMITE
MARLSTONE.
GYPSUM
Other Sedimentary Rocks
rioroos acs
GRANITIC ROCKS
DIORITIC ROCKS
GABBRO
RHYOLITE
ANDESITE
BASALT
TUFF a ASH FLOWS
BRECCIA 8 Other Volcanics
Other Igneous Rocks
M TAA1OAPHIC AOCKS
GNEISS
O 0 O
O0Qo
Y
`y
t�ys,
r'tfs
k=� LINCOLN
DeVORE
TESTING
LABORATORY
SCHIST
PHYLLITE
SLATE
METAQUARTZITE
MARBLE
HORNFELS
SERPENTINE
Other Metamorphic Rocks
COLORADO, Colorado Springs, Pueblo,
Glenwood Springs, Montrose, Gunnison,
Grund Junction.— WYO.—Rock Spring)
SYMBOLS 8t NOTES'
swam maw/0k
FrO•
wo •r
15' Wx
morn .
Test Boring Location
Test Pit Location
9/12 Standard penetration drive
Numbers indicate 9 blows to drive
the spoon 12" into ground.
ST 2-1/2" Shelby thin woll somple
Wo Natural Moisture Content
Wx Weathered Material
Free water table
Y°Notural dry density
T.B.—Disturbed Bulk Sample
Soil type related to samples
in report
Top of formation
t --z --4 Seismic or Resistivity Station.
Lineation indicates approx.
length a orientation of spread
(S= Seismic , R= Resistivity )
Standard Penetration Drives are mode
by driving a standard 1.4" split spoon
sampler Into the ground by dropping a
molt). weight 30". ASTM test
des. 0-1586.
Somples may be bulk, standard split
spoon (both disturbed) or 2-1/2" 1.D.
thin woll ("undisturbed") Shelby tube
samples. See log for type.
The boring Togs show subsurface conditions
at the dates and locations shown , and It Is
not warranted that they are representative
of subsurface conditions at other locations
and limes.
EXPLANATION OF BOREHQLE LOGS
AND LOCATION DIAGRAMS
1
1
1
1
1 100
C 90
1 H
H BO
I
>4 70
a 60
50
144
E 44
U 30
a 20
Soil Sample Si//y SQ•ra/ (SM)
Crown Po /.if Souc1,0,P htif
Project C.4see ch. Pa ea cits, Ca.
Sample Location T# /@ s-
1
GRAVEL .BAUD
Coarse Fuze Cu. 1 Med i ur; 1 F i n
1
10 •-•—
1 Y.
- 100 I 11 0 I
E 11/2" t$4
T€:st No. .522 3-9 -J
Dato
fest by EFG
Tc.
Nc nula
Sample No . Soi/ 7) 3
Specific Gravity_��__�..........._..__.,_
Moisture Content 2.3/ % _—
Effective
—Effective Size
Cu
Cc
Fineness Modulus
L.L.--.._P.I. N�p
BEAR114G pfif
GRAIN SIZE ANALYSIS
?.,T TC) CLAY
stic to Plastic
.01
.001
1 1/?
1"
3/4
1/ 2"
3/S "
4
10
20
40
100
200
0200
% Passing
/40.040
99.,99
60, 00
2 6-00
Surf t.es 40 _Prim
LI NCOLN•••DcVORE TESTING LABORATORY
CoL0RAD0 SPRINGS, COLORADO
Y......_._:mono �....._.....A.,......,.....w
1
1
1
1
1
1
1
1
1
1
1
•
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21.4,10,/1- :
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SPREAD roorfnr4 Tyvi
Flt rc� FREfroe
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42
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4101"40
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MAV Etc ANv TVF'6!
1irj4 ARG re, CELAMRsr Corti 441.22-41 0'40.
FLaog
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Rd 0M watt..
DSPrfr VArl&S /J
Aeevu0 EtVrLprme,
6 0 0 0 0
0 00 0 0
0 0 v s
.Y''¢ 4'r0([F p
PIPE- GRADE
TO OurLEr.
PoLYG7HYr-ti Ni I�rt.M
8ELoe,J Dentin.
-ABovs
Floor
Co•.tfAGrED
NArev. £'421,-H
$Acpc. KILL
r,: \\N
I-
////
/ �\
�// \ \ GRAVE\ \\ FE�
WA Lt. Fn9ILr�lC
/ \ t.
/'// r�� \ :0L.LTrcrole
/ bbone
//:::;o%
/ b d 0 adbo oo a
vO
so aa
0
0
p4I ,. 4S�Ava.y
VAe,4S ACoe/ Jo
86,110,4 4, I.4f4,2'r
a T
1,n
400e 4" Prtr.
Prot
FABe is A1.r.uen►Arzr
UNDER -SLAB, ! 4rslarort r'v.s'
NOTES:
.Size of perforated pipe sand filter varies with amDunt of seepage expected. 4+" diameter is
most common.
.Gravel size depends on size of pipe perforation„: 85 gravel> 2 x diameter of perforation.
.Sand filter must depend on native soil and must follow the Terza.ghi-Vicksburg Criteria:
1) 15', filter = 4+ 2) 15-0 filter ! 3) 50` filter - 12 to 58
15•'. base 5 base 50% base
This is required for stability and length of filter life. The sand filter may be replaced
with an approved filter fabric.
.All pipe to be perforated VCP, PVC or Orangeburg.
.4" flexible pipe may be used to depth of feet, but must be carefully graded. 3" flexiblE
pipe may be used to a depth of 7 feet and should be carefully graded.
.Rigid pipe only to be used below a depth of 7 feet below ground surface.
.A11 pipe to be laid at a minimum grade of 1.h% around building foundations.
.Outfall to be free, gravity outfall if at a]1 possible. Use sump and pump only if no
gravity outfall exists.
.Conditions can vary considerably, and each site may he variable as to quality of sand or
gravel required. All sites should be inspected to determine the amount and quality of
sand filter required, unless a filter fabric installation is used as shown.
TYPICAL SECTIOINS
PERIMETER DRAIN & FRENCH DRAIN
LINCOLN
L�DeVORE
ENGINEERS.
GEOLOGISTS
COLORADO: COLORADO SPRINGS,'
PUEBLO, GLENWOOD SPRINGS,
GRAND JUNCTION , MONTROSE ,
WYOMING: ROOK SPR1NOS