HomeMy WebLinkAboutClear Creek MasterCity of
CW hcat Rj,�gc
mum"TY DMLOPM1N•1 IF
Building & Inspection Services
7500 W. 291' Ave., Wheat Ridge, CO 80033
Office: 303-235-2855 * Fax: 303-237-8929
Inspection Line: 303-234-5933
Email: permitsad wheatridge.co.us
FOR OFFICE USE ONLY
Date: I/ �glIq
Plan/Permit # au
Plan Review Fee*
9o0 q
Building Permit Application
*** Complete all applicable highlighted areas on both sides of this form.
Incompl to applications may not be processed. **'"
DbCkdr
.-Ct-d.d.-� GrassI Y%e3
Za C Gr ► b tic
lc I.d�- C
Property Address: �jc�G � � �r
Property Owner (please print): -ygt5agb r CrSAd Crr�s v►a (.,� C Phone: 3O3 .757
l
Property Owner Email:_GOM
Tenant Name (Commercial Projects Only) u A
Property Owner Mailing Address: (if different than property address)
Address: te�7 3 Sd.l
State, Zip:
rc i�, A?,_ T'
ArchitectlEngineer E-mail:kariS� vl l,a 6bh1 Phone: 303- 83 Z --14 7-1
Contractor Nal
City of Wheat Ridge License #: l f)0 2-�,9"L Phone: 51 — 71"727 -040
Contractor E-mail Address:_t" ,Volc'c� ��� rte' �m
For Plan Review Questions & Comments (please print):
CONTACT NAME (please print): 11 Phone: -f X32
CONTACT EMAIL(please
Sub Contractors (Must provide Wheat Ridge License No & Signed Subcontractor Authorization form):
Plumbing: Mechanical:
Electrical: W.R. Cit License #
W.R. City License # W.R. City License # Y
Other City Licensed Sub: Other City Licensed Sub:
City License # City License #
Complete all highlighted fields, if applicable.
XCOMMERCIAL ❑ RESIDENTIAL
Provide description of work: For ALL projects, provide a detailed description of work to be
performed, including current use of areas, proposed uses, square footage, existing condition and
proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc.
61-11 U t o -I' d- i , ��� - aur- - }A' ) - 7- u y) A JPu i U i n WL k
Sq. FULF
BTUs
Gallons
Amps Squares For Solar: Kw —# of Panels Requires Structural
For Commercial Projects Only: Occupancy Type: 2. Construction Type: V -J& ►
Occupancy Load: Square Footage:-54�
Project Value: (Contract value or the cost of all materials and labor included in the entire project)
$ r., 3f,,,7 2aD E Z1,r5-qeI&on`To-6al
OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT
I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or
regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are
accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance
with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner
or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any
entity included on this application to list that entity on this application. 1, the applicant for this building permit application, warrant the
truthfulness of the information provided on the application.
CIRCLE ONE:(OWNER (CONTRACTOR) or ( TN RIZED REPRESENTAT/VE) Of (OWNER) (CONTRACTOR)
. e DATE:
Signature (first and last name).
Printed Name: 0
DEPARTMENT USE ONLY
ZONING COMMMENTS: l)j 2 S5 j 1 ct V.i0 h CQ Cl 1 ori e-3
(O. t C ri W-U-tx..:^ ct',.a.S )
Reviewer: Jc--11
BUILDING DEPARTMENT COMMENTS:
Reviewer: —96
�11
PUBLIC WORKS COMMENTS:
OCCUPANCY CLASSIFICATION: �—
CONSTRUCTION TYPE!_
a, I
Reviewer.
Building Division Valuation:
City of
' W heat I?�c�e
Commom iY DEVELO3'WNT
FOR OFFICE USE ONLY
Date:
Plan/Permit # VPrkUND
Building & Inspection Services ,
7500 W. 291' Ave., Wheat Ridge, CO 80033 LPIanReviewFee;
Office: 303-235-2855 * Fax: 303-237-8929 �f)
Inspection Line: 303-234-5933
Email: permits di wheatridpe.co.us
Building Permit Application
*** Complete all applicable highlighted areas on both sides of this form.
incomplete applications may not be processed. "*
Qu�-�oa�.G� rCQLd.-� Grosst h�
1�t-��.�- i�am�.
Property Address: �(c�G� Z �•�r C Gr�S I h° SU bclt�t 151L�11. �1�1VI9 lug 3
Property Owner (please print):C-_V Crda�cCrrbs►tn,5 L,.L,6.Phone: 303 •?57 '���
Property Owner Email:
Tenant Name (Commercial Projects Only) ---r
Property Owner Mailing Address: (if different than property address)
Address:
ZiD.
Archi k AFIT
Architect/Engineer E-mail: S a Gbl1'L— Phone:
303- 83 Z --'147-1
Contractor Name Nd-(t.,IS u t tctd--tS
City of Wheat Ridge License #: I P�C> ��i'� Phone: ?OS— 757-640
Contractor E-mail Address: I''
For Plan Review Questions & Comments (please print):
CONTACT NAME (please print): k7 � Phone -3C3 -83Z -11-474
CONTACT EMAIL(please print):
Sub Contractors (Must provide Wheat Ridge License No & Signed Subcontractor Authorization form):
Plumbing:
Electrical:
W.R. City License #
W.R. City License # W.R. City License #
Other City Licensed Sub:
Other City Licensed Sub: City License #
City License #
Complete all highlighted fields, if applicable.
COMMERCIAL
] RESIDENTIAL
Provide description of work: For ALL projects, provide a detailed description of work TO De
performed, including current use of areas, proposed uses, square amount ,mat 1 riang ls t condationbe and etc.
proposed new condition, appliance size and efficiency, type and 1
} Tt aL �3� ' b�-1 r- '5 ter - U to 1 �-- -% U i t � i Y)
�U t ►cl l V1
�ar39`Q.S
U
Sq. FULF BTUs
Gallons
Ams Squares For Solar: Kw # of Panels Requires Structural
P
For Commercial Projects Only: Occupancy Type: KI? Construction Type: u--�
Occupancy Load: Square Footage:
Project Value: (Contract value or the cost of all materials and labor included in the entire project)
NER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT
OW
I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or
regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are
accurate; that l have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance
with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner
or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any
entity included on this application to list that entity on this application. I, the applicant for this building permit application, warrant the
truthfulness of the information provided on the application.
CIRCLE ONE: (OWNER (CONTRACTOR) or (RUTH RIZ REPRESENTATIVE) of (OWNER) (CONTRACTOR)
1 DATE:
Signature (first and\ last name): p
Printed Name:
DEPARTMENT USE ONLY
OCCUPANCY CLASSIFICATION;
ZONING COMMMENTS: 10 I Z1� lC( (-)Pj�,MAJQ.d W1 th M&t. rUS
i�(�(lt�i �fCkt.trf`a� iS� CONSTRUCTION TYPE: • A
Reviewer:
BUILDING DEPARTMENT COMM NTS:
Reviewer:
t�lt�ta
PUBLIC WORKS COMMENTS:
Reviewer:
Building Division Valuation: <
Lit) of
W heat Idgc
%(:ommuslr Y DEVFtaG1P9v INT
Building & Inspection Services
7500 W. 291' Ave., Wheat Ridge, CO 80033
Office: 303-235-2855' Fax: 303-237-8929
Inspection Line: 303-234-5933
Email: permits(Mci.wheatridge.co.us
FOR OFFICE USE ONLY
Date: ? d,q
J q
1/
Plan/Permit #
Plan Review Fee:
Building Permit Application
*** Complete all applicable highlighted areas on both sides of this form.
incompIllpte applications may not be processed. ***
QU�-IoaGla..a � Grosst ��
Ft -q&, - �4Md_ t
� I � Z Iedr � Gros51 ha Su�c�t�l lS Ibl1. �iI
Property Address: oC. C
Property Owner
Property Owner Email:
Tenant Name (Commercial Projects Only)
N
Property Owner Mailing Address: (if different than property address)
Address. 1b73 S
City, State, Zip:
Phone:
ArchitectlE k -�'N A FIT
Architect/Engineer E-mail: K� S �a C rn Phone: 30- 83 Z -14
Contractor Name: 1 a_X �-+ u-►
City of Wheat Ridge License #: 1 Fi0 ?JT') Phone:?6S-- 7r-.7--040
Contractor E-mail Address:_t" klol r� C� �V - < bt 1
For Plan Review Questions & Comments (please print):
CONTACT NAME (please print): �� Phone:363 -63Z 'I
CONTACT EMAIL(please print):
NO3
14
Sub Contractors (Must provide Wheat Ridge License No & Signed Subcontractor Authorization form):
Electrical: Plumbing: Mechanical:
W.R. City License #
W.R. City License # W.R. City License #
Other City Licensed Sub: Other City Licensed Sub:
City License # City License #
Complete all highlighted fields, if applicable,.
,COMMERCIAL RESIDENTIAL
Provide description of work: For ALL projects, provide a detailed description of work to be
performed, including current use of areas, proposed uses, square footage, existing condition and
proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc.
T - (3> - Two s� , 3-c�Ih � �- 6u ► Id ► h� � I ��
a4aJ
Sq. FULF
BTUs
Amps Squares For Solar:
Gallons
KW # of Panels Requires Structural
For Commercial Projects Only: Occupancy Type: Construction Type: V -
Occupancy Load: Square Footage: 3T?53
Project Value: (Contract value or the cost of all materials and labor included in the entire project)
OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT
I hereby certify that the setback distances proposed by this permit application arc accurate and do not violate applicable ordinances, rules or
regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are
accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance
with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner
or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any
entity included on this application to list that entity on this application. I, the applicant for this building permit application, warrant the
truthfulness of the information provided on the application.
CIRCLE ONE:
Signature (first
Printed Name:
--- -- ` (OWNER) (CONTRACTOR)
ITE: sOCo
DEPARTMENT USE ONLY
ZONING COMMMENTS: loiz.a l tq i ppt-wkd W-irh �'4LC l,tr\¢d
( Cil+ TCCA -LL,- L-6)
Reviewer:
BUILDING DEPARTMENT COMMENTS:
Reviewer:
ll(t.li�
PUBLIC WORKS COMMENTS:
Reviewer:
OCCUPANCY CLASSIFICATION:
CONSTRUCTION TYPE:
Building Division Valuation f l
City of
W heat j�dge
COMMUNI-JY DFV1L0F TNT
Building & Inspection Services
7500 W. 291' Ave., Wheat Ridge, CO 80033
Office: 303-235-2855 - Fax: 303-237-8929
Inspection Line: 303-234-5933
Email: Qermits(cDci wheatridge.co.us
FOR OFFICE USE ONLY
Date:
Plan/Permit# � O I qo(
Vt
Plan Review Fee:
Building Permit Application
*** Complete all applicable highlighted areas on both sides of this form.
incomplete applications may not be processed. "**
�t-��.-% �m z l CCK. Gr ► S �l�l Sl �il
Property Address: �icx� t� G der DSS Y14 t� l bit .
Property Owner
Property Owner Email:
Tenant Name (Commercial Projects Only)
C
Property Owner Mailing Address: (if different than property address)
3 S.
State, Zi
Phone:
Archit wEng k t�N AIFIT
Architect/Engineer E-mail: KGit�S _ na C Phone: 3C3- Si Z -147' 1
Contractor Name Na -&J S U t�d l-- G
City of Wheat Ridge License #: (&Q � Phone: 5d;�757-D40
Contractor E-mail Address: I" �.Ic�r-� �GVQ M - e_�n
v
For Plan Review Questions & Comments j�(please print):
CONTACT NAME (please print):. r- tl1- Phone:3h3 —&3Z -1174
CONTACT EMAIL(please print):
NOS
14
Sub Contractors (Must provide Wheat Ridge License No & Signed Subcontractor Authorization form):
Electrical: Plumbing: Mechanical:
W.R. City License #
W.R. City License # W.R. City License #
Other City Licensed Sub: Other City Licensed Sub:
City License # City License #
Complete all highlighted fields, if applicable,
JR[COMMERCIAL ❑ RESIDENTIAL
Provide description of work: For ALL projects, provide a detailed description of work to be
performed, including current use of areas, proposed uses, square footage, existing condition and
proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc.
I1' � � (i J - ')I I� s� , �o>M v,�1oV) use
,� m �vti t 1'Y�d�Y1 bca ► �c� t V� w l�k
U r
Sq. Ft.1LF
BTUs Gallons
Amps Squares For Solar: KW # of Panels Requires Structural
For Commercial Projects Only: Occupancy Type: Construction Type: V
Occupancy Load: Square Footage: CQ,. ?
Project Value: (Contract value or the cost of all materials and labor included in the entire project)
$
OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT
I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or
regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are
accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance
with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner
or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any
entity included on this application to list that entity on this application. I, the applicant for this building permit application, warrant the
truthfulness of the information provided on the application.
CIRCLE ONE: (OWNER (CONTRACTOR) or (AU HORIZED REPRESENTATIVE) of (OWNER) (CONTRACTOR)
DATE:
Signature (first and last name):
Printed Name: O_
DEPARTMENT USE ONLY
OCCUPANCY CLASSIFICATION: ' T ''
ZONINGCOMMMENTS: \Oi2ItG r�PpCC1l.Vt�Yii�C���'
C-a�cr ,VtCAt'�'` S� CONSTRUCTION TYPE: _
"
Reviewer. Qlr>
BUILDING DEPARTMENT COMMENTS:
Reviewer.
1t I t I Ch
PUBLIC WORKS COMMENTS: � rolo
Reviewer: 1. T� X�
Building Division Valuation:—i-t=-0=_�
Karl Schuch
From: NoReply@mobile-eyes.com
Sent: Wednesday, August 28, 2019 2:13 PM
To: Karl Schuch
Subject: Permit application accepted - West Metro Fire Protection District
Your permit request for Unknown at 4040 Clear Creek Drive Wheat Ridge, CO 80401 has been accepted.
The Job Number is: 190828003
Description: New dwelling unit buildings with tuck -under garages - (4) 37 -unit buildings, (3) 51 -unit buildings, (3) 3 -
unit buildings, a common -use amenity building with pool, and detached garages. Please provide EXPEDITED plan
review.
Thank you for submitting to West Metro Fire. Our typical review turnaround is approximately 4 - 5 weeks. You can
now see where your review is at in our review queue, here is a link to that
webpage: http://www.westmetrofire.org/1013/Plan-Review-Status .
If additional information is required, you'll receive a notice from the reviewer assigned, or a no -reply notice from
Mobile Eyes. Please be sure to check your junk folder if you feel you are not receiving the Mobile Eyes notices and
select "Not Junk".
NOTE: Re -submissions shall only include the pages that are affected and additional pages
that may be required for the needed corrections. Re -submission of full sets, unless
specifically requested, shall result in the rejection of plans.
Wheat id c
CITY OF WHEAT RIDGE BUILDING AND INSPECTION SERVICES DIVISION
7500 W 29th Ave Wheat Ridge, CO 80033-8001 p. 303.235.2855.f 303.237.8929
Proof of Submission for Permitting/Plan Review
A copy of this form must be completed by each agency indicated on the Permit Submittal Checklist for the project
type and be attached to the Building Permit Application at the time of submission. Applications presented for
submission without a completed Proof of Submission form from a required agency will not be accepted or
processed.
Date: 8/12/19
Project Address: Outlook Clear Creek Crossing (SW corner of Interstate 70 and CO -Hwy 58)
Name of Firm/Individual submitting documents:
Karl Schuch, KEPHART
Project Type/Description: New V-A and V -B multi -family dwelling unit buildings, common -use
amenity building with pool, and detached garages
Signature of Firm Representative or Individual:
DO NOT WRITE BELOW THIS POINT - FOR AGENCY USE ONLY
Casey Burtis , am a duly authorized representative of the agency indicated below
and do, by my signature below, hereby acknowledge receipt of documents necessary for review and approval of
the project indicated above.
Agency represented: (Please check one)
o West Metro Fire Protection
o Arvada Fire Protection
o Wheat Ridge Water District
)o Consolidated Mutual Water District
o Valley Water District
o Denver Water
o Wheat Ridge Sanitation District
o Clear Creek Sanitation District
o Fruitdale Sanitation District
o Westridge Sanitation District
o Other
Agency Notes: Consolidated Mutual has received one formal submittal of plans on 3/8/19 for
review. Comments called out concerns regarding the on-site layout and the off-site
connections. Plans are not yet approved by Consolidated Mutual.
Signature: Date: 8/12/19
(Agency Representative)
City ul
Wheat ] id e
CITY OF WHEAT RIDGE BUILDING AND INSPECTION SERVICES DIVISION
7500 W 29th Ave Wheat Ridge, CO 80033-8001 p. 303.235.2855.f 303.237.8929
Proof of Submission for Permitting/Plan Review
A copy of this form must be completed by each agency indicated on the Permit Submittal Checklist for the project
type and be attached to the Building Permit Application at the time of submission. Applications presented for
submission without a completed Proof of Submission form from a required agency will not be accepted or
processed.
Date:
Project Address: Outlook Clear Creek Crossing (SW corner of Interstate 70 and CO -Hwy 58)
Name of Firm/Individual submitting documents: Karl Schuch, KEPHART
Project Type/Description: New V-A and V -B multi -family dwelling unit buildings, common -use
amenity building with pool, and detached garages
Signature of Firm Representative or Individual:
^-� DO NOT WRITE BELOW THIS POINT - FOR AGENCY USE ONLY
1. C'ATP-tc br.- g-Vi569:1-5 am a duly authorized representative of the agency indicated below
and do, by my signature below, hereby acknowledge receipt of documents necessary for review and approval of
the project indicated above.
Agency represented: (Please check one)
o West Metro Fire Protection
o Arvada Fire Protection
o Wheat Ridge Water District
o Consolidated Mutual Water District
o Valley Water District
o Denver Water
Agency Notes:
o Wheat Ridge Sanitation District
o Clear Creek Sanitation District
o Fruitdale Sanitation District
o Westridge Sanitation District
x Other Applewood Sanitation District
Signature: ��J�--- _------7 Date: S�z /Z.d/9
mi A
I N C O R P O R A T E D
GEOTECHNICAL INVESTIGATION
CLEAR CREEK CROSSING
APARTMENTS
NORTHWEST OF 32ND AVENUE
AND YOUNGFIELD STREET
WHEAT RIDGE, COLORADO
Wheat Ridge
�s
robe CAA
I q Prepared for:
EVERGREEN DEVELOPMENT
1873 South Bellaire Street, Suite 1106
Denver, Colorado 80222
Attention: Ron Wolford
Project No. DN48,890-125-R1
October 26, 2017
1971 West 12th Avenue i Denver, Colorado 80204 1 Phone: 303-825-0777 1 Fax: 303-825-4252
TABLE OF CONTENTS
SCOPE............................................................................................................................ 1
SUMMARY......................................................................................................................
1
SITECONDITIONS.........................................................................................................
2
PREVIOUSINVESTIGATION.........................................................................................
4
PROPOSEDCONSTRUCTION......................................................................................
5
INVESTIGATION.............................................................................................................
5
SUBSURFACE CONDITIONS........................................................................................
5
ExistingFill...........................................................................................................6
Sandand Gravel...................................................................................................6
Groundwater......................................................................................................... 6
SITEPREPARATION...................................................................................................... 7
Filland Backfill...................................................................................................... 7
Detention Pond Backfill and Stabilization............................................................. 8
Sub-Excavation.................................................................................................... 8
FOUNDATIONS.............................................................................................................. 9
FLOOR SYSTEMS AND SLABS-ON-GRADE..............................................................
11
ExteriorFlatwork.................................................................................................
12
SUBSURFACEDRAINAGE..........................................................................................
12
SURFACEDRAINAGE.................................................................................................
12
POOLAND DECK.........................................................................................................
13
CONCRETE..................................................................................................................
14
PAVEMENTS................................................................................................................
15
CONSTRUCTION OBSERVATIONS............................................................................
16
GEOTECHNICALRISK.................................................................................................
17
LIMITATIONS................................................................................................................
18
FIG. 1 — LOCATIONS OF EXPLORATORY BORINGS
FIG. 2 — CONCEPTUAL POOL DRAIN DETAIL
APPENDIX A — SUMMARY LOGS OF EXPLORATORY BORINGS
APPENDIX B — LABORATORY TEST RESULTS AND TABLE B -I
EVERGREEN DEVELOPMENT
CLEAR CREEK CROSSING -APARTMENTS
CTL I T PROJECT NO. DN48.890-125-R1
SCOPE
This report presents the results of our Geotechnical Investigation for the Clear
Creek Crossing Apartment project planned northwest of the intersection of 32nd Avenue
and Youngfield Street in Wheat Ridge, Colorado (Fig. 1). The purpose of our investiga-
tion was to evaluate the subsurface conditions in order to provide geotechnical design
and construction recommendations for the planned buildings and improvements. The
scope was described in an Agreement for Consulting Services dated July 5, 2017.
This report is based on conditions found in our exploratory borings, results of
field and laboratory tests, engineering analysis of field and laboratory data, previous
investigations, and our experience. It includes our opinions and recommendations for
design criteria and construction details for foundations and floor systems, slabs -on -
grade, and drainage precautions. The report was prepared for the exclusive use of
Evergreen Development and your team in design and construction of the referenced
apartments, clubhouse, pool, and associated improvements. Other types of construction
may require revision of this report and the recommended design criteria. A brief sum-
mary of our conclusions and recommendations follows, with more detailed discussion
and design criteria provided within the report.
SUMMARY
Strata encountered in our exploratory borings consisted of 14 to 30 feet of
fill underlain by silty to clayey sand with gravel to the maximum explored
depth of 30 feet. Samples of the upper fill were moderately to highly ex-
pansive. We were not provided with records of placement and compaction
testing of the fill. Historical air photos indicate fill was placed in about 2005
and 2008. Penetration testing and density measurements indicate the fill
was compacted.
2. Groundwater was encountered at depths of 18.5 to 29 feet in seven bor-
ings during drilling. When holes were checked several days after drilling
was completed, water was measured at depths of 8 to 21 feet in eight bor-
ings. Groundwater may be encountered during sub -excavation and deep
EVERGREEN DEVELOPMENT
CLEAR CREEK CROSSING - MULTI -FAMILY PARCEL
CTL IT PROJECT NO. DN48,890-125-R1
utility installation. Water levels may fluctuate seasonally, and develop or
rise in response to precipitation and landscape irrigation.
3. The presence of existing fill and expansive fill constitutes a geologic haz-
ard. There is risk that slabs -on -grade and foundations will experience set-
tlement and/or heave and damage. We recommend sub -excavation 10
feet below proposed grade or 5 feet below existing grade (whichever is
deeper) to limit potential heave, except in the area of the existing pond.
We believe the recommendations presented in this report will help to con-
trol risk of damage; they will not eliminate that risk.
4. Significant import fill is needed to achieve proposed site grades. This fill
will be obtained from sites with variable soil conditions. Based on subsur-
face conditions at this site and proposed grading, we recommend post -
tensioned slab -on -grade (PTS) foundations. Design and construction crite-
ria are presented in the report.
5. We judge there is moderate to high risk of poor ground -supported slab
performance. Sub -excavation and recommended moisture conditioning of
existing and import fill should reduce this risk to low. Structurally support-
ed floors should be used for finished living areas unless PTS are used.
Slab -on -grade garage floors, driveways and exterior flatwork may experi-
ence movement and cracking.
6. Surface drainage should be designed, constructed, and maintained to
provide rapid removal of surface runoff away from the structures and off
nearby pavements and flatwork. Conservative irrigation practices should
be followed to avoid excessive wetting.
7. The design and construction criteria for foundations and floor system al-
ternatives in this report were compiled with the expectation that all other
recommendations will be incorporated into the project and that building
owners will maintain the structures, use prudent irrigation practices and
maintain surface drainage. It is critical that all recommendations in this re-
port are followed.
SITE CONDITIONS
Clear Creek Crossing is located northwest of the Youngfield service road and
West 40th Avenue in Wheat Ridge, Colorado (Fig. 1). A detention pond is located in the
north part of the site and contained water at the time of our investigation. Clear Creek is
about 250 feet north of the site. A man-made lake identified as a Coors Water Storage
facility is south of the site, and a detention pond/marsh area is north. Additional reser-
EVERGREEN DEVELOPMENT 2
CLEAR CREEK CROSSING - APARTMENTS
CTL I T PROJECT NO. DN48,890-125-R1
voirs are about 500 feet west. Applewood Golf Course is about'/4-mile west, residences
are further south, and 1-70 is east. A dirt road provides access throughout the site.
Portions of the ground were covered in grass and weeds. We observed standing water
within the subject site and surrounding areas during our investigation.
Through review of available mapping, Google Earth historical imagery and a pre-
vious report (Kumar & Associates, Inc.; December 17, 2004), we understand the site
was used for gravel mining. We understand the site was graded around 2005. We
reviewed Mass Grading Plans prepared by Martin/Martin Consulting Engineers dated
December 20, 2004 which indicated about 40 feet of fill was placed to raise site grades
in the southwestern area included in this investigation. Compaction test records were
not available for our review. The northeastern portion of the site was graded around
2008. We do not know how much fill was placed in this area, and compaction test
records were not available for our review. At the time of our investigation import material
was being stockpiled on-site.
Google Earth Aerial Photograph November 9 2003 Pre -Site Grading Site Conditions
EVERGREEN DEVELOPMENT 3
CLEAR CREEK CROSSING -- APARTMENTS
CTL I T PROJECT NO. DN48,890-125-R1
Google Earth Aerial Image October 9 2015 Post- Mass Site Grading
PREVIOUS INVESTIGATION
We performed a Preliminary Geotechnical Investigation (CTL Project No.
DN48,890-115; report dated June 14, 2017) for the subject site. We encountered 25 to
40 feet of existing fill underlain by silty sandy with gravel. Groundwater was encoun-
tered at depths of 9 to 23 feet. Samples of the fill were expansive. Compaction test
records were not available for our review. Field penetration resistance tests and meas-
ured densities suggested the fill was compacted. Due to the presence of deep fill, we
indicated a post -tensioned slab (PTS) foundation would likely perform best at this site.
We recommended sub -excavation to a depth of 10 feet below existing grade to allow
use of post -tensioned slab foundations.
EVERGREEN DEVELOPMENT 4
CLEAR CREEK CROSSING - APARTMENTS
CTL I T PROJECT NO. DN48,890-125-R1
PROPOSED CONSTRUCTION
We understand seven apartment buildings, a clubhouse with a pool, and eight
parking garages are planned. The apartment buildings will be 4 -story, wood -framed
structures with attached garages. There will be paved access drives and parking areas.
No below -grade areas are planned in the buildings.
INVESTIGATION
We investigated subsurface conditions by drilling and sampling 13 additional
exploratory borings at the approximate locations shown on Fig. 1. Boring locations were
staked and surveyed by others. The borings were drilled to depths of 25 to 30 feet using
4 -inch diameter, continuous -flight, solid -stem auger and truck -mounted CME -45 drill
rigs. We obtained samples at 5 -foot intervals using a 2.5 -inch diameter (O.D.) modified
California barrel sampler driven by blows of an automatic 140 -pound hammer falling 30
inches. Our field representative was present to observe drilling operations, log the strata
encountered and obtain samples for laboratory testing. Graphical logs of the borings,
are presented on the Summary Logs of Exploratory Borings in Appendix A.
Samples were returned to our laboratory where they were examined. Laboratory
tests included moisture content, dry density, percent silt and clay -sized particles (pass-
ing No. 200 sieve), Atterberg limits, swell -consolidation, standard Proctor testing, and
water-soluble sulfate concentration. Swell -consolidation tests were performed by wet-
ting the samples under approximate overburden pressure (the pressure exerted by
overlying soils). Results of laboratory tests are presented in Appendix B and summa-
rized in Table B -I.
SUBSURFACE CONDITIONS
Strata encountered in our exploratory borings consisted of 14 to 30 feet of fill
underlain by silty to clayey sand with gravel to the maximum explored depth of 30 feet.
EVERGREEN DEVELOPMENT 5
CLEAR CREEK CROSSING - APARTMENTS
CTL I T PROJECT NO. DN48,890-125-R1
Some pertinent engineering characteristics of the subsoils are described in the following
paragraphs.
Existing Fill
The fill was stiff to very stiff based on field penetration resistance tests. Seven
samples compressed 0.1 to 4.1 percent, one sample did not swell, and thirty samples
swelled 0.1 to 5.5 percent when wetted. Ten samples of fill contained 55 to 99 percent
fines (passing the No. 200 sieve) and exhibited moderate to high plasticity. Compaction
test records were not available for our review. We performed standard Proctor testing
(ASTM D 698) on three bulk samples of auger cuttings obtained from TH-13, 16, and
19. The samples had maximum dry densities of 103, 105, and 109.5 pounds per cubic
foot (pcf) and optimum moisture contents of 19.5, 15.5, and 18 percent, respectively.
We also obtained a bulk sample during our preliminary investigation (TH-6) that had a
maximum dry density of 100 pcf and an optimum moisture content of 22.0 percent. We
compared moisture content and dry density values of samples obtained during drilling to
Proctor maximum dry densities and optimum moisture contents (Figure B-30). The
moisture -density plots and penetration resistance tests indicate the existing fill was
compacted.
Sand and Gravel
Silty to clayey sand with gravel was encountered below the fill in the northeastern
portion of the site at depths ranging from 14 to 19 feet. The sand was medium dense to
very dense. Two samples contained 15 and 21 percent fines. We judge the sand is non -
expansive or low swelling.
Groundwater
Groundwater was encountered at depths of 18.5 to 29 feet in seven borings
during drilling. When holes were checked several days after drilling was completed,
EVERGREEN DEVELOPMENT 6
CLEAR CREEK CROSSING - APARTMENTS
CTL I T PROJECT NO. DN48,890-125-R1
water was measured at depths of 8 to 21 feet in eight borings. Groundwater may be
encountered during sub -excavation and deep utility installation. Water levels may
fluctuate seasonally, and develop or rise in response to precipitation and landscape
irrigation.
SITE PREPARATION
The soil and groundwater conditions encountered during this investigation were
consistent with those found during our Preliminary Geotechnical Investigation. The
primary geotechnical concern that will influence site development and building perfor-
mance is the presence of deep existing fill composed of expansive soil. This concern
can be mitigated with proper planning, engineering, design, and construction. All rec-
ommendations regarding site development presented in our June 14, 2017 report not
addressed below remain appropriate and should be followed.
Fill and Backfill
Substantial import fill is necessary to achieve proposed site grades. Some import
fill had already been stockpiled on-site at the time of our investigation. Standard Proctor
maximum dry densities and optimum moisture contents from samples obtained from
these stockpiles will be presented in a forthcoming letter. We understand additional
import fill is being obtained from sites with variable soil conditions. Samples should be
submitted to our office for approval prior to importing. Proper moisture -conditioning and
compaction of import fill discussed below should help control potential swell and settle-
ment of imported material. We understand import material with higher plasticities are
being considered for use in "deep" fill areas. We agree with this approach.
Prior to fill placement, debris, vegetation/organics, and other deleterious materi-
als should be substantially removed from areas to receive fill. The surface to be filled
should be scarified to a depth of at least 8 inches, moisture -conditioned between 1 and
4 percent above optimum moisture content for clay and within 2 percent of optimum for
EVERGREEN DEVELOPMENT 7
CLEAR CREEK CROSSING - APARTMENTS
CTL I T PROJECT NO. DN48,890-125-R1
sand, and compacted to 95 percent of standard Proctor maximum dry density (ASTM D
698).
Detention Pond Backfill and Stabilization
We understand the existing detention pond will be emptied and backfilled during
site grading. Organic material present in the pond bottom and sides will need to be
removed. The pond bottom will likely require stabilization. This may be accomplished by
crowing crushed rock or recycled concrete into the pond bottom. A layer of geosynthetic
grid or woven fabric can also be used, which should reduce the amount of aggregate
needed. Typically, a biaxially woven fabric such as Mirafi 500x (or equal) or geogrid
(such as Tensar BX1100 or equal) topped with 1.5 -inch to 3 -inch crushed rock or
recycled concrete placed over the fabric is effective. We anticipate a 12" to 18" thick
layer of crushed rock or recycled concrete may be necessary. Other means of stabiliz-
ing can also be considered. Backfill should be moisture -conditioned and compacted as
discussed in Fill and Backfill.
Sub -Excavation
We estimate total potential ground heave at the proposed ground surface may
range up to 6.5 inches considering a depth of wetting of 20 feet. Considering proposed
grades and data from our additional borings, we believe sub -excavation to a depth of 10
feet below proposed grade or 5 feet below existing grade (whichever is deeper) in
building areas will create more stable soil conditions and control risk of excessive
movements. Over -excavation is not required below the existing pond.
The excavation slopes should meet OSHA, state, and local safety standards. The
bottom of sub -excavated areas should extend laterally at least 5 feet outside the largest
possible foundation footprint to ensure foundations are constructed over moisture
conditioned fill. The sub -excavation areas should be staked by a surveyor, and we
recommend periodic surveying verification of the "as -built" bottom of the excavations.
EVERGREEN DEVELOPMENT
CLEAR CREEK CROSSING - APARTMENTS
CTLI T PROJECT NO. DN48,890-125-R1
Grading and sub -excavation fill should be moisture -conditioned between 1 and 4
percent above optimum moisture content for clay, and within 2 percent of optimum for
sand, and compacted to at least 95 percent of maximum standard Proctor dry density
(ASTM D 698).
FOUNDATIONS
We encountered deep fill in our borings. The fill may pose settlement -related is-
sues. Samples of the upper fill were expansive. If sub -excavation of building areas is
performed as discussed previously, we believe post -tensioned slab -on -grade founda-
tions may perform best at this site considering the type of product planned. Design
criteria are presented below. These criteria are developed from analysis of field and
laboratory data and our experience and are based on current construction.
PTS design is based on a method developed by the Post -Tensioning Institute
(PTI) and is outlined in PTI's third edition of Design of Post -Tensioned Slabs -on -Ground
(2004). Various climate and relevant soil factors are required to evaluate the PTI design
criteria. These include the Thornthwaite Moisture Index (Im), suction compression index
(yn), unsaturated diffusion coefficient (a), depth of probable moisture variation, initial and
final soil suction profiles, and percent clay fraction and predominant clay mineral. In the
Denver Metro area, Im is about -25.
The PTS foundation design method is based on the potential differential move-
ment of the slabs due to settlement and heave of the subsoils that is primarily controlled
by climate. In the 2004 design manual, PTI estimates movements for a depth of wetting
of 9 feet below the ground surface. Based on our experience and field and laboratory
test results, the depth of wetting can be about 15 to 20 feet or more below the ground
surface. It is possible wetting will not penetrate this deep; however, we believe it is a
reasonable design assumption for this site. The PTI design method does not predict soil
movement caused by site conditions such as irrigation or poor surface drainage. If
EVERGREEN DEVELOPMENT 9
CLEAR CREEK CROSSING - APARTMENTS
CTL I T PROJECT NO. DN48,890-125-R1
deeper wetting occurs, the foundation movement may exceed the design movements
estimated in the PTI design method.
In the PTI design method, two mechanisms of soil movement (edge lift and cen-
ter lift) are evaluated based on assumptions that wetting and drying of the foundation
soils are primarily affected by the climate. Our experience indicates the foundation soils
will normally undergo an increase in moisture due to covering the ground surface with
buildings and flatwork, coupled with the introduction of landscape irrigation. Considering
the limitations of the current PTI design method, we believe a conservative approach
with reasonable engineering judgment is merited in PTS foundation design.
Design criteria for post -tensioned slab -on -grade foundations are presented be-
low. Criteria were developed from analysis of field and laboratory data, the PTS design
method outlined in PTI's third edition of Design and Construction of Post -Tensioned
Slabs -on -Ground (2004), and our experience.
PTS foundations should be underlain by moisture -conditioned, compacted
fill as discussed in Sub -Excavation. Where soils are loosened during ex-
cavation or in the forming process, or if any loose, soft, or dry soils are ex-
posed in excavations, the soils should be removed and re -compacted, pri-
or to placing concrete.
2. PTS foundations should be designed for a maximum allowable soil pres-
sure of 3,000 psf.
3. Using the PTI design method, we recommend a differential soil movement
(ym) of 2 inches for edge lift and 3 inches for center lift conditions.
4. The PTI 3rd Edition includes two methods for determining the edge mois-
ture variation distance (em) and states that the higher values should be
used. Based on Thornwaite Index, center lift and edge lift em values of 5.5
feet and 2.5 feet are indicated. Based on the unsaturated diffusion coeffi-
cient, center lift and edge lift em values of 7.5 feet and 4 feet are indicated.
We believe it is probable that use of average values (em center lift of 6.5
feet and edge lift of 3.5 feet) may yield acceptable performance.
EVERGREEN DEVELOPMENT 10
CLEAR CREEK CROSSING - APARTMENTS
CTL I T PROJECT NO. DN48,890-125-R1
5. We understand the PTI design method assumes the slab is somewhat
flexible. Above -grade construction, such as framing, drywall, brick, and
stucco, are not as flexible. We are aware of situations where minor differ-
ential slab movement has caused distress to finish materials. One way to
enhance performance would be to place reinforcing steel in the bottom of
stiffening beams. The structural engineer should evaluate the merits of
this approach, as well as other potential alternatives to reduce damage to
finish materials.
6. Stiffening beams may be poured "neat" into excavated trenches. Soil may
cave or slough during trench excavation for the stiffening beams. Dis-
turbed soil should be removed from trench bottoms prior to placement of
concrete. Formwork or other methods may be required for proper stiffen-
ing beam installation.
7. Exterior stiffening beams should be protected from frost action. Normally 3
feet of frost cover is assumed in the area. If exterior patios are incorpo-
rated into PTS, we believe the stiffening beams around the patios should
be as deep as those around the building exterior to increase the likelihood
they will perform similarly to the rest of the PTS.
8. For slab tensioning design, a coefficient of friction value of 0.75 or 1.0 can
be assumed for slabs on polyethylene sheeting or a sand layer, respec-
tively. A coefficient of friction of 2.0 should be used for slabs on clay or
clay fill. We believe use of polyethylene is preferable because it serves as
a vapor retarder which helps to control moisture migration through the
slabs.
9. A representative of our firm should observe the completed excavations. A
representative of the structural engineer or our firm should observe the
placement of the reinforcing tendons and any mild reinforcement prior to
placing the slabs and beams.
FLOOR SYSTEMS AND SLABS -ON -GRADE
Based on results of our investigation, we judge there is moderate to high risk of
poor slab performance at this site. Sub -excavation should reduce this risk to low and
result in potential heave or settlement of about 2 to 3 inches. For PTS, the foundations
are structurally integral with the floor and should perform better than a conventional
slab -on -grade floor.
EVERGREEN DEVELOPMENT 11
CLEAR CREEK CROSSING - APARTMENTS
CTL I T PROJECT NO. DN48,890-125-R1
Exterior Flatwork
Garage aprons and sidewalks are normally constructed as slab -on -grade. Per-
formance of conventional slabs on expansive soils is erratic. Various properties of the
soils and environmental conditions influence magnitude of movement and other perfor-
mance. Increases in the moisture content in these soils will cause heaving or settlement
and may result in cracking of slabs -on -grade. Fill and backfill below slabs should be
moisture conditioned and compacted to reduce settlement, as discussed in Fill and
Backfill. Slabs constructed on the backfill may settle and crack if the backfill is not
properly moisture treated and compacted. We recommend exterior flatwork and side-
walks (which are not part of the PTS foundation) be isolated from foundations to reduce
the risk of transferring heave, settlement, or freeze -thaw movement to the structures.
Frequent control joints should be provided to reduce problems associated with shrink-
age. Panels that are approximately square perform better than rectangular areas.
SUBSURFACE DRAINAGE
Foundation drains are not typically installed for PTS because there is no backfill
associated with edge beam trenches cut neat, and no below -grade floors. If any portion
of PTS floors will be below exterior grade, a drain is recommended.
SURFACE DRAINAGE
Performance of foundations, flatwork, pavements and other surface improve-
ments is influenced by the moisture conditions existing within the foundation or sub -
grade soils. The risk of wetting the foundation and floor subgrade soils can be reduced
by carefully planned and maintained surface grades and drainage. Excessive wetting
before, during and/or after construction may cause movement of foundations and slabs -
on -grade. We recommend the following precautions be observed during construction
and maintained at all times after construction is completed.
EVERGREEN DEVELOPMENT 12
CLEAR CREEK CROSSING - APARTMENTS
CTL I T PROJECT NO. DN48,890-125-R1
Wetting or drying of open foundation, utility and earthwork excavations
should be avoided.
2. Positive drainage should be provided away from the structures. For build-
ings with no basements, we recommend a minimum slope of at least 5
percent in the first 5 to 10 feet away from the foundations in landscaped
areas. A minimum slope of 2 percent is suggested for pavement. Concrete
curbs and sidewalks may "dam" surface runoff adjacent to the building and
disrupt proper flow. Use of "chase" drains or weep holes at low points
should be considered to promote proper drainage.
3. Backfill around foundations (if any) should be moistened and compacted
according to criteria presented in Fill and Backfill. Areas behind curb and
gutter should be backfilled and well compacted to reduce ponding of sur-
face water.
4. Landscaping should be carefully designed to minimize irrigation. Plants
used close to foundation walls should be limited to those with low moisture
requirements. Irrigation should be limited to the minimum amount suffi-
cient to maintain vegetation. Application of more water will increase likeli-
hood of foundation, slab and pavement movements and associated dam-
age. Landscaped areas should be adequately sloped to direct flow away
from the building and improvements. Use of area drains can assist drain-
ing areas that cannot be provided with adequate slope.
5. Impervious plastic membranes should not be used to cover the ground
surface immediately surrounding foundations. These membranes tend to
trap moisture and prevent normal evaporation. Geotextile fabrics can be
used to control weed growth and allow evaporation.
6. Roof drains should be directed away from the building and discharge be-
yond backfill zones or into appropriate storm sewer or detention areas.
Downspout extensions and splash blocks should be provided at all dis-
charge points. Roof drains can also be connected to buried, solid pipe out-
lets. Roof drains should not be directed below slab -on -grade floors. Roof
drain outlets must be maintained.
POOL AND DECK
We anticipate the pool will be up to about 5 feet deep and be cast -in-place
concrete or gunite. Rigid concrete or gunite pools are brittle and can crack from shrink-
age or movement. Use of a well -reinforced gunite or concrete pool can reduce potential
cracking.
EVERGREEN DEVELOPMENT 13
CLEAR CREEK CROSSING - APARTMENTS
CTL I T PROJECT NO. DN48,890-125-R1
A pool deck is normally constructed as a slab -on -grade. The most common
problem with swimming pool facilites is heave or settlement and cracking of the deck
slabs surrounding the pool. Infiltration of surface water from precipitation or pool splash
can cause moisture seepage through cracks in the pool deck and the joints between the
deck and pool. This wetting causes the underlying soils to swell or compress and results
in cracking and distress of the deck. In our opinion, the hazard can be reduced, but not
prevented, by construction considerations and maintenance. We recommend over -
excavation of the pool, similar to building areas.
The deck and surrounding areas should be sloped to provide positive drainage
away from structures. We recommend exterior slabs be isolated from the building and
pool, and well -reinforced to function as independent units. Cracking of the pool decks
may occur and will require maintenance. Cracks and joints in the decks should be
sealed regularly. Cracking of the pool and pool deck can allow water to infiltrate the
subgrade soils which can lead to possible hydrostatic uplift of the pool shell when
empty. This free water should be captured in a drain. The drain should be sloped to a
positive gravity outlet. In addition, impermeable plastic sheeting (20 mil or more) should
be placed between the gravel drain and the subgrade to reduce the potential for exces-
sive heave or softening of the subsoils. A conceptual detail for construction of the pool
drainage layer is shown on Fig. 2.
CONCRETE
Concrete in contact with soil can be subject to sulfate attack. We measured wa-
ter-soluble sulfate concentrations of 0.01 to 0.1 percent in five samples from this study.
For this level of sulfate concentration, we believe Type I or Type II cement can be used
for concrete which comes into contact with the subsoils. Superficial damage can occur
to the exposed surfaces of highly permeable concrete, even though sulfate levels are
generally less than 0.1 percent. To control this, the water to cement ratio should not
exceed 0.50 for concrete in contact with soils which are likely to be moist.
EVERGREEN DEVELOPMENT 14
CLEAR CREEK CROSSING - APARTMENTS
CTL I T PROJECT NO. DN48,890-125-R1
PAVEMENTS
Pavement subgrade soils will likely consist of sandy clay fill. Clay is considered
poor subgrade. According to the American Association of State Highway and Transpor-
tation Officials (AASHTO), bulk samples obtained from the existing fill classified as A-7-
6 soils with group indices 9, 33, and 37 respectively. We assume some import soils will
be similar. Pavements may experience heave and distress due to expansive soil and
settlement due to compression of existing fill. Shallow sub -excavation of 3 to 5 feet can
reduce potential movements and enhance performance. We anticipate paved areas will
be used for automobile parking and fire truck/access lanes. The following table provides
pavement alternatives.
PAVEMENT ALTERNATIVES
Our experience indicates problems with asphalt pavements can occur where
heavy trucks drive into loading and unloading zones, and turn at low speeds. In areas of
concentrated loading and turning movements by heavy trucks, such as at entrances,
loading and unloading areas, and trash collection areas, we recommend portland
cement concrete pavement placed directly on prepared subgrade. We recommend
installing 7 -inch thick concrete pads at garbage dumpster areas, sufficient in size to
support the entire trash truck.
The design of a pavement system is as much a function of paving materials as
support characteristics of the subgrade. If the pavement system is constructed of inferi-
or material, then the life and serviceability of the pavement will be substantially reduced.
Materials and placement methods should conform to the requirements of the City of
EVERGREEN DEVELOPMENT 15
CLEAR CREEK CROSSING - APARTMENTS
CTL IT PROJECT NO. DN48,890-125-R1
Hot -Mix Asphalt +
Anticipated Traffic Type
Hot -Mix Asphalt (HMA)
Aggregate Base Course
Portland Cement
HMA +ABC
Concrete (PCC)
Automobile Parking Only
Assumed EDLA: 5
5.5" HMA
4" HMA + 6" ABC
5.5" PCC
Access Drive and
Fire/Truck Lanes
65' HMA
4" HMA + 8"ABC
6.0" PCC
(Assumed EDLA: 10)
Our experience indicates problems with asphalt pavements can occur where
heavy trucks drive into loading and unloading zones, and turn at low speeds. In areas of
concentrated loading and turning movements by heavy trucks, such as at entrances,
loading and unloading areas, and trash collection areas, we recommend portland
cement concrete pavement placed directly on prepared subgrade. We recommend
installing 7 -inch thick concrete pads at garbage dumpster areas, sufficient in size to
support the entire trash truck.
The design of a pavement system is as much a function of paving materials as
support characteristics of the subgrade. If the pavement system is constructed of inferi-
or material, then the life and serviceability of the pavement will be substantially reduced.
Materials and placement methods should conform to the requirements of the City of
EVERGREEN DEVELOPMENT 15
CLEAR CREEK CROSSING - APARTMENTS
CTL IT PROJECT NO. DN48,890-125-R1
Wheat Ridge and Jefferson County. All materials planned for construction should be
tested to confirm their compliance with project specifications.
Control joints should separate concrete pavements into panels with patterns and
spacings as recommended by ACI. No de-icing salts should be used on paving concrete
for at least one year after placement. Routine maintenance, such as sealing and repair
of cracks and overlays at 5 to 7 -year intervals, are necessary to achieve long-term
performance of an asphalt system. We recommend application of a rejuvenating sealant
such as fog seal after the first year. Deferring maintenance usually results in accelerat-
ed deterioration of pavements leading to higher future maintenance costs. Maintenance
guidelines are provided in Appendix C.
A primary cause of early pavement deterioration is water infiltration into the
pavement system. The addition of moisture usually results in heave or softening of the
subgrade and eventual failure of the pavement. We recommend drainage be designed
for rapid removal of surface runoff. Curb and gutter should be backfilled and the backfill
compacted to reduce ponding adjacent to the pavements. Final grading of the subgrade
should be carefully controlled so that design cross -slope is maintained and low spots in
the subgrade which could trap water are eliminated. The joint between curb and pave-
ment should be sealed to reduce moisture infiltration. Landscaped areas and detention
ponds in pavements should be avoided.
Recommended material properties and construction criteria for pavements are
provided in Appendix C. These criteria were developed from analysis of the field and
laboratory data and our experience. If the materials cannot meet these recommenda-
tions, then the pavement design should be re-evaluated based upon available materials.
CONSTRUCTION OBSERVATIONS
This report has been prepared for the exclusive use of Evergreen Development
and your team for design and construction of the proposed project. The information,
EVERGREEN DEVELOPMENT 16
CLEAR CREEK CROSSING - APARTMENTS
CTL I T PROJECT NO. DN48,890-125-R1
conclusions, and recommendations presented herein are based upon consideration of
many factors including, but not limited to, the type of structures proposed, the geologic
setting, and the subsurface conditions encountered. The conclusions and recommenda-
tions contained in the report are not valid for use by others. Standards of practice evolve
in geotechnical engineering. The recommendations provided are appropriate for about
three years. If the project is not constructed within about three years, we should be
contacted to determine if we should update this report.
We recommend that CTL I Thompson, Inc. provide construction observation ser-
vices to allow us the opportunity to confirm whether soil conditions are consistent with
those found during this investigation. If others perform these observations, they must
accept responsibility to judge whether the recommendations in this report remain ap-
propriate.
GEOTECHNICAL RISK
The concept of risk is an important aspect with any geotechnical evaluation, prk
marily because the methods used to develop geotechnical recommendations do not
comprise an exact science. We never have complete knowledge of subsurface condi-
tions. Our analysis must be tempered with engineering judgment and experience.
Therefore, the recommendations presented in any geotechnical evaluation should not
be considered risk-free. Our recommendations represent our judgment of those
measures that are necessary to increase the chances that the structures will perform
satisfactorily. It is critical that all recommendations in this report are followed during
construction. Property managers must assume responsibility for maintaining the struc-
ture and use appropriate practices regarding drainage and landscaping.
EVERGREEN DEVELOPMENT 17
CLEAR CREEK CROSSING - APARTMENTS
CTL I T PROJECT NO. DN48,890-125-R1
LIMITATIONS
Our borings were spaced to obtain a reasonably accurate indication of foundation
soil conditions. Variations in the subsurface conditions not indicated by our borings are
possible. Our representative should test moisture and density of fill.
We believe this investigation was conducted with that level of skill and care ordi-
narily used by geotechnical engineers practicing under similar conditions. No warranty,
express or implied, is made. If we can be of further service in discussing the contents of
this report or in the analysis of the influence of subsoil conditions on design of the
structures, please call.
CTL I THOMPSON, INC.
EZW
Erin C. Beach, E.I.T.
Staff Engineer
Reviewed by: 7
Ronald M. McOmber, P.E.
Chairman & CEO
ECB:RMM/nn Ronald M. MCOmber
(3 copies) Oct 26 2017
Via e-mail: rwolford(a)evgre.com
rplace(D_evgre.com
EVERGREEN DEVELOPMENT
CLEAR CREEK CROSSING - APARTMENTS
CTL I T PROJECT NO. DN48,890-125-R1
18
NOT TO SCALE POOL DECK
DRAIN
P..
.a•.���F I IIII III I I I-
.a•�•.�III III III
III _
.�•� �� I I I III'
��III III'
4 TO 6 INCHES OF WASHED
3/4 -INCH TO NO. 4 CONCRETE "•. ,.III I I (-
AGGREGATE WITH A MAXIMUM OF
3 PERCENT SIEVE. PASSING (SLO ETODRAIN) 200
::•'III III_
POOL SLABS
.a• � I I III_
II III'
e � .. � �a:• :' � III _
a�
. ...'Q '•� .e °�'a' e a a a I I I I I-
o. •° d I III
III,,,III,,,III„.I I I,,,I I I,,,I I I,,,I1(-
IMPERVIOUS PLASTIC MOISTURE BARRIER INSTALLED IMMEDIATELY
AFTER EXCAVATION (20 MIL. PLASTIC SHEETING GLUED AT SEAMS).
Conceptual
Pool Drain
EVERGREEN DEVELOPMENT Detail
CLEAR CREEK CROSSING MULTI -FAMILY PARCEL
CTL\T Project No. DN48,890-125-R1 Fig. 2
APPENDIX A
SUMMARY LOGS OF EXPLORATORY BORINGS
EVERGREEN DEVELOPMENT
CLEAR CREEK CROSSING - APARTMENTS
CTL I T PROJECT NO. DN48,890-125-R1
TH-4 TH-6 TH-7 TH-8
EL. 5452.90 EL. 5446.78 EL. 5442.05 EL. 5441
AT GRADE FILL 4' FILL 5' FILL 7'
5,460 5,460
5,450
34/12
WC=19.0
DD=107
SW -5.0
T30/12
WC=16.9
DD=108
SW --1.85,440 ss=<0.01
29/12
WC=19.1
DD=106
SW=0.5
24/12
♦ �.J
AM
5,390
5,380
27/12
WC=19.5
DD=106
SW=2 5
SS=<0.01
37/12
WC=17.5
DD=112
SW --2.6
1 25/12
WC=18.8
DD= 109
SW -0.8
18/12
WC=12.1
DD=117
LL=53 PI=33
-200=47
20/12
33/12
20/12
WC=19.7
DD=102
SW -13
25/12
WC=14.5
DD=110
sw=1.5
26/12
WC=15.2
DD=111
Sw=0.1
24/12
24/12
37/12
WC=15 2
DD=114
SW --5.5
WC=19.2
DD=100
COM=1 1
LL=53 PI=31
-200=95
33/12
WC=15.9
DD=108
SW -0.4
5,450
5,440
5,430
5,420 I_
w
w
24/12 1
z
O
F
Q
w
J
5,410-
-5,370
,410
—5,370 SUMMARY LOGS OF EXPLORATORY BORINGS
EVERGREEN DEVELOPMENT
CLEAR CREEK CROSSING MULTI -FAMILY PARCEL
CTLIT PROJECT N0. DN48,890-125-R7
5,400
5,390
5,380
5,370
FIG. A- 1
TH-9
EL. 5441.5
FILL 4'
5,450
TH-10
EL. 5448
FILL 2'
pq
15/12
WC=20.2
DD=106
sw-zs
5,440
ss=o.o1
5,430
5,420
Lu5,410
Lu
Ill
LL
Z
O
LU
J
Lu 5,400
390
5,380
5,370
THTH-11
EL. 5444 3.14 EL. 5441
FILL 4' FILL 7'
5,450
L-5,360 SUMMARY LOGS OF EXPLORATORY BORINGS
EVERGREEN DEVELOPMENT
CLEAR CREEK CROSSING MULTI -FAMILY PARCEL
CTLIT PROJECT NO. DN48,890-125-R1
23/12
WC=19.6
DD=107
SW --1.3
WC=12.9
DD=89
COM=4.1
32/12
WC=13.2
DD=116
SW --0.6
20/12
5,440
5,430
5,420
5,410 LU
w
w
LL
Z
O
w
J
5,400 `L'
5,390
5,380
5,370
5,360
FIG. A- 2
33/12
9/12 WC=18.6
WC=16.9
DD=109
WC=23.2 SW --22
DD=107
SW -8.6
DD=95
pF=4.19
SW --0.4
2$112
31112
WC=16.0
DD=112
WC=19.1
119/12
SW=3.4
DD=102
pF=4.12
SW=1.0
LL=61 PI=42
25/12
-200=91
32/12 WC=19.7
WC=18.2
DD=101
WC=16.8 COM=1.6
DD=106
SW=0.7
DD=98 LL=41 PI=23
pF=3.65
COM=4.0 -200=95
30/12
31/12
WC=16.1
DD=106
WC=17.9
SW=0.1
DD=104
pF=3 89
SW -0.2
31/12
WC=17.5
DD=109
SW=0.1
pF=3.71
25/12
WC=20.6
DD=106
SW=0.1
pF=3.71
30/12
Q
42/12
L-5,360 SUMMARY LOGS OF EXPLORATORY BORINGS
EVERGREEN DEVELOPMENT
CLEAR CREEK CROSSING MULTI -FAMILY PARCEL
CTLIT PROJECT NO. DN48,890-125-R1
23/12
WC=19.6
DD=107
SW --1.3
WC=12.9
DD=89
COM=4.1
32/12
WC=13.2
DD=116
SW --0.6
20/12
5,440
5,430
5,420
5,410 LU
w
w
LL
Z
O
w
J
5,400 `L'
5,390
5,380
5,370
5,360
FIG. A- 2
TH-1 TH-12 TH-5 TH-3
EL. 5449.74 EL. 5446 EL. 5439.91 EL. 5438.81 Hill
FILL 5' FILL 2' FILL 1' FILL 2'
5,460 5,460
5,450
�5,420
W
W
W
z
0
Q
W
J
W 5,410
5,400
5,390
5,380
25/12
WC=19.0Nou
45/12
DD=107
WC=20.0
WC=15.6
DD=107
pF=4.16
DD=115
SW --3.2
13/12
SW=6.4
WC=21.2
20/12
SS=0.03
5,440
SW=1.1
40/12
WC=17.0
DD=113
pF=3.63
ViC_ 1s 7
SW=3.1
SW=1,6
45/12
DD=108
- 00 981=31
SW=0.9
DD=106
25/12
COM=0.4
40/12
WC=17.4
WC=16.5
WC=14 5
DD=108
S=2.5
WC=18.5
DD=115
SS=0.07
DD=109
pF=4.12
SW --1.7
16/12
-200=98
WC=18.2
1�
DD=109
5,430
SW=0.3
28/12
pF=3.68
t
20/12
14/12
15/12
24/12
�5,420
W
W
W
z
0
Q
W
J
W 5,410
5,400
5,390
5,380
25/12
WC=19.0Nou
28/12
DD=107
WC=20.0
SW 4.8
DD=107
pF=4.16
SW --3.2
13/12
WC=21.2
20/12
DD=106
WC=17.3
SW=1.1
DD=105
pF=3.63
SW=0.1
23/12
WC=18.8
45/12
DD=108
WC=13.6
SW=0.9
DD=106
pF=3.81
COM=0.4
32/12
WC=16.5
21/12
DD=112
WC=18.5
SW -2.0
DD=109
pF=4.12
i LL=51 P1=29
16/12
-200=98
WC=18.2
19/12
DD=109
SW=0.3
pF=3.68
20/12
14/12
_5,370 SUMMARY LOGS OF EXPLORATORY BORINGS
EVERGREEN DEVELOPMENT
CLEAR CREEK CROSSING MULTI -FAMILY PARCEL
CTLIT PROJECT NO. DN48,890-125-R1
5,450
5,440
5,430
5,420 w
W
W
U -
z
0
H
Q
W
J
5,410 W
5,400
5,390
5,380
5,370
FIG. A- 3
5,390 5,390
5,380 5,380
5,370 5,370
L--5,360 SUMMARY LOGS OF EXPLORATORY BORINGS 5,360
EVERGREEN DEVELOPMENT
CLEAR CREEK CROSSING MULTI -FAMILY PARCEL
CTLIT PROJECT NO. DN48,890-125-87 FIG. A- 4
TH-13
TH-14
TH-15
TH-16
EL. 5435
EL. 5437
EL. 5440
EL. 5440
FILL 12'
FILL 8'
FILL 6'
FILL 4'
5,450
5,450-
-5,440
5,440-
24/12
WC 19.3
WC=17.6
LL=58 PI=39
DD=95
DD=111
-200=88
18/12
SWI-0.1
sw=1.1
WC=19 2
SS=0.03
5,430
DD=7
��
DD=98
SS ° o
12/12
WC=23.8
WC=17.4
5,430
SW--0
SW 0.4
1
DD=101
DD=109
SW--1.9
LL=61 PI=41
LLN 52 PI=32
i
-200=89
WC=18.1
-200=61
14/12
DD=105
50/12
WC=19.7
sw=o.1
WC=20.6
DD=99
DD=92
SW=1.1
20/12
WC=7.9
5,420
DO 116
11/12
5,420
WC=22.3
DD=97
Q
LLO--34 PI=18
WC=24.5
DD=100
wC=25.8
DD=97
COM=0.5
LL=62 P1=42
SW-0.2
SW--0.5
LL=56 P1=38
-200=99
-200=76
21/12
18/12
10/12
WC=20.1
DD=101
SW--0.2
38/12
w 5,410
W 19-
5,410
SW o.1
w
Lwi
w
LL
Z
0
Z
f-
O
Q
w
w
LU 5,400
5,400 w
5,390 5,390
5,380 5,380
5,370 5,370
L--5,360 SUMMARY LOGS OF EXPLORATORY BORINGS 5,360
EVERGREEN DEVELOPMENT
CLEAR CREEK CROSSING MULTI -FAMILY PARCEL
CTLIT PROJECT NO. DN48,890-125-87 FIG. A- 4
TH-19 TH-20
E L. 5444 E L. 5445
CUT 2' CUT 3'
LL=47 PI=28
-200'54-
16/12
WC=8.3
DD=114
SW=1 1
SS=0.07
26/12
WC=20.4
LL=50 PI=31
-200=55
16/12
WC=13 1
DD=115
SW --l.2
50/3
50/8
50/9
15/12
WC=16 0
DD=1D4
SW=2.6
11/12
WC=15 4
DD=104
SW --O 6
50/10
50/6
wC=6.D
DD=131
-200=21
50/9
76/12
EXPLORATORY BORINGS
5,450
5,440
5,430
5,420
5,410
5,400
5,390
5,380
5,370
5,360
LEGEND:
FILL, CLAY, SANDY, STIFF TO VERY STIFF, SLI(
GRAY, TAN, WHITE.
FlCLAY, SANDY, STIFF, MOIST, BROWN, TAN (CL;
SANDY, CLAYEY, SOME GRAVEL, MEDIUM DEN
MOIST, BROWN, GRAY, WHITE, TAN (SC).
SAND, CLAYEY, SILTY, SOME GRAVEL, DENSE
BROWN, TAN (SM, SP).
GRAVEL, CLAYEY, VERY DENSE, SLIGHTLY MC
{f GRAVEL, SANDY, SILTY, MEDIUM DENSE TO VI
DRIVE SAMPLE. THE SYMBOL 37/12 INDICATE
HAMMER FALLING 30 INCHES WERE REQUIRE'.
INCHES.
3 -INCH DIAMETER, THIN-WALLED SHELBY TUB
w
W
w
LL
z SZ WATER LEVEL MEASURED AT TIME OF DRILL11
O
1 WATER LEVEL MEASURED SEVERAL DAYS AF
W
J
w Y WATER LEVEL MEASURED AFTER DRILLING 0
NOTES:
1. THE BORINGS WERE DRILLED ON AUGUST 22,:
CONTINUOUS -FLIGHT SOLID -STEM AUGER ANC
2. BORING LOCATIONS AND ELEVATIONS WERE E
OUR FIRM REFERENCING THE TEMPORARY BE
3. WC INDICATES MOISTURE CONTENT (%).
DD INDICATES DRY DENSITY (PCF).
SW INDICATES SWELL WHEN WETTED UNDE
COM- INDICATES COMPRESSION WHEN WETTI
LL INDICATES LIQUID LIMIT.
PI INDICATES PLASTICITY INDEX.
-200 - INDICATES PASSING NO. 200 SIEVE (%).
SS INDICATES WATER-SOLUBLE SULFATE C
pF INDICATES SOIL SUCTION VALUE (pF).
4. THESE LOGS ARE SUBJECT TO THE EXPLANAT
CONTAINED IN THIS REPORT.
� -
LABORATORY TEST RESULTS
TABLE B-1 - SUMMARY OF LABORATORY TEST RESULTS
EVERGREEN DEVELOPMENT
CLEAR CREEK CROSSING - APARTMENTS
CTL I T PROJECT NO. DN48,890-125-R1
6
5
4
3
2
1
0
-2
-3
Z
O -4
N
Z
Q
X -5
W
0
Z
O -6
W
W
0-
M
O
U
-8
0.1 1.0
APPLIED PRESSURE - KSF
Sample of FILL, CLAY, SANDY
From TH-8 AT 4 FEET
EVERGREEN DEVELOPMENT
CLEAR CREEK CROSSING MULTI -FAMILY PARCEL
CTLlT PROJECT NO. DN48,890-125-R1
10 100
DRY UNIT WEIGHT= 114 PCF
MOISTURE CONTENT= 15.2 %
Swell Consolidation
Test Results FIG. B-1
X
S
UNDER C
NS
AN
R
S
R
C UE TO
ETTII
G
0.1 1.0
APPLIED PRESSURE - KSF
Sample of FILL, CLAY, SANDY
From TH-8 AT 4 FEET
EVERGREEN DEVELOPMENT
CLEAR CREEK CROSSING MULTI -FAMILY PARCEL
CTLlT PROJECT NO. DN48,890-125-R1
10 100
DRY UNIT WEIGHT= 114 PCF
MOISTURE CONTENT= 15.2 %
Swell Consolidation
Test Results FIG. B-1
6
5
4
3
2
1
0
-2
-3
'92
N
Z
Q
X -5
W
0
Z
0 -6
N
N
W
0 -7
-
E
0
V
-8
0.1 1.0
APPLIED PRESSURE - KSF
Sample of FILL, CLAY, SANDY
From TH-8 AT 9 FEET
EVERGREEN DEVELOPMENT
CLEAR CREEK CROSSING MULTI -FAMILY PARCEL
CTL/T PROJECT NO. DN48,890-125-R1
MPREPS10
SSUR DUI
10 100
DRY UNIT WEIGHT= 100 PCF
MOISTURE CONTENT= 19.2 %
Swell Consolidation
Test Results FIG. B-2
3
2
1
Z 0
O
V5
z
Q -1
IL
x
w
0
z -2
O
N
rn
w -3
IX
a
2
O
U -4 1 1 1 1 1 1 1
0.1
APPLIED PRESSURE - KSF
Sample of FILL, CLAY, SANDY
From TH-8 AT 14 FEET
3
`m
1
z
O 0
z
a
X
w
0
z
O -2
N
w
W -3
a
O
U
-4
0.1
APPLIED PRESSURE - KSF
Sample of FILL, CLAY, SANDY
From TH-9 AT 4 FEET
EVERGREEN DEVELOPMENT
CLEAR CREEK CROSSING MULTI -FAMILY PARCEL
CTLIT PROJECT NO. DN48,890-125-R1
1.0
1.0
ION UNIIER (SON
10
sum
100
DRY UNIT WEIGHT= 108 PCF
MOISTURE CONTENT= 15.9 %
ION UNDER
10
100
DRY UNIT WEIGHT= 95 PCF
MOISTURE CONTENT= 23.2 %
Swell Consolidation
Test Results FIG. B-3
6
5
4
3
2
1
0
-2
-3
N
Z
Q
X -5
W
0
Z
O -6
F5
cn
W
0'
a
2
O
V
-8
U
0.1 1.0
APPLIED PRESSURE - KSF
Sample of FILL, CLAY, SANDY
From TH-9 AT 9 FEET
EVERGREEN DEVELOPMENT
CLEAR CREEK CROSSING MULTI -FAMILY PARCEL
CTLIT PROJECT NO. DN48,890-125-R1
10 100
DRY UNIT WEIGHT= 102 PCF
MOISTURE CONTENT= 19.1 %
Swell Consolidation
Test Results FIG. B-4
EXPANSION
UNDER CONSTANT
R
S
UR
UE TO WET
-TING
0.1 1.0
APPLIED PRESSURE - KSF
Sample of FILL, CLAY, SANDY
From TH-9 AT 9 FEET
EVERGREEN DEVELOPMENT
CLEAR CREEK CROSSING MULTI -FAMILY PARCEL
CTLIT PROJECT NO. DN48,890-125-R1
10 100
DRY UNIT WEIGHT= 102 PCF
MOISTURE CONTENT= 19.1 %
Swell Consolidation
Test Results FIG. B-4
6
5
4
3
2
1
0
-2
Z
0 -a
N
Z
Q
X 5 -
W
0
Z
0 -6
N
N
W
IX
(L -7
2
0
U
-8
0.1
APPLIED PRESSURE - KSF
Sample of FILL, CLAY, SANDY
From TH-9 AT 14 FEET
EVERGREEN DEVELOPMENT
CLEAR CREEK CROSSING MULTI -FAMILY PARCEL
CTL/T PROJECT NO. DN48,890-125-R1
1.0
ESSURE D
10 100
DRY UNIT WEIGHT= 98 PCF
MOISTURE CONTENT= 16.8 %
Swell Consolidation
Test Results FIG. B-5
3
2
1
Z 0
O
U)
z
a -1
a
x
III
0
Z -2
O
W -3
w
a
2
O
-4 I I
0.1
APPLIED PRESSURE - KSF
Sample of FILL, CLAY, SANDY
From TH-9 AT 19 FEET
4
3
2
z
O 1
N
z
a
a 0
X
w
0
z
O 1
w
w -2
a
2
O
U
-3
0.1
APPLIED PRESSURE - KSF
Sample of FILL, CLAY, SANDY
From TH-10 AT 4 FFFT
EVERGREEN DEVELOPMENT
CLEAR CREEK CROSSING MULTI -FAMILY PARCEL
CTL/T PROJECT NO. DN48,890-125-R1
1.0
1.0
ION UNIDER
10
Li
100
DRY UNIT WEIGHT= 104 PCF
MOISTURE CONTENT= 17.9 %
ION UN
10 100
DRY UNIT WEIGHT= 106 PCF
MOISTURE CONTENT= 202 %
Swell Consolidation
Test Results FIG. B-6
6
5
4
3
2
1
0
6�
-2
-3
`•9
N
Z
Q
X -5
W
0
Z
O -6
N
N
W
CL
2
O
V
-8
0.1
APPLIED PRESSURE - KSF
Sample of FILL, CLAY, SANDY
From TH-10 AT 9 FEET
U
EVERGREEN DEVELOPMENT
CLEAR CREEK CROSSING MULTI -FAMILY PARCEL
CTUT PROJECT NO. DN48,890-125-R1
1.0
10 100
DRY UNIT WEIGHT= 109 PCF
MOISTURE CONTENT= 18.6 %
Swell Consolidation
Test Results FIG. B-7
6
5
4
3
2
0
-2
-3
5-21
0.1
APPLIED PRESSURE - KSF
Sample of FILL, CLAY, SANDY
From TH-10 AT 19 FEET
EVERGREEN DEVELOPMENT
CLEAR CREEK CROSSING MULTI -FAMILY PARCEL
CTL/T PROJECT NO. DN48,890-125-R1
1.0
MPRE�SI
SSUR D
10 100
DRY UNIT WEIGHT= 101 PCF
MOISTURE CONTENT= 19.7 %
Swell Consolidation
Test Results FIG. B-8
7
6
5
4
3
2
1
0
-2
-3
Z
6 -4
N
Z
Q
X -s
W
0
Z
O -6
47
W
W
a 7
2
O
U
-8
Li
0.1 1.0
APPLIED PRESSURE - KSF
Sample of FILL, CLAY, SANDY
From TH-11 AT 4 FEET
EVERGREEN DEVELOPMENT
CLEAR CREEK CROSSING MULTI -FAMILY PARCEL
CTLJT PROJECT NO. DN48,890-125-R1
10 100
DRY UNIT WEIGHT= 107 PCF
MOISTURE CONTENT= 19.6 %
Swell Consolidation
Test Results FIG. B-9
X
S
NDER C
NS
AN
RRE
S
R
�UE TO
ETTI
G
0.1 1.0
APPLIED PRESSURE - KSF
Sample of FILL, CLAY, SANDY
From TH-11 AT 4 FEET
EVERGREEN DEVELOPMENT
CLEAR CREEK CROSSING MULTI -FAMILY PARCEL
CTLJT PROJECT NO. DN48,890-125-R1
10 100
DRY UNIT WEIGHT= 107 PCF
MOISTURE CONTENT= 19.6 %
Swell Consolidation
Test Results FIG. B-9
5
4
3
2
0
-2
-3
-4
-5
0. 1
CO)
Z
Q
d -7
x
w
0
C•Z
LU
W -9
a
E
O
U
-10
0.1 1.0
APPLIED PRESSURE - KSF
Sample of FILL, CLAY, SANDY
From TH-11 AT 9 FEET
EVERGREEN DEVELOPMENT
CLEAR CREEK CROSSING MULTI -FAMILY PARCEL
CTL/T PROJECT NO. DN48,890-125-R1
MPRE§SIGN UN
SSURR DUEIITO
10
Ir
100
DRY UNIT WEIGHT= 89 PCF
MOISTURE CONTENT= 12.9 %
Swell Consolidation
Test Results FIG. B-10
3
2
1
Z 0
O
U)
z
Q -1
(L
x
w
0
z -2
O
us
U)
W -3
W
IL
2
O
U -a
0.1
APPLIED PRESSURE - KSF
Sample of FILL, CLAY, SANDY
From TH-11 AT 14 FEET
a
3
2
1.0
z
O 1
T)
z
Q
a 0
X
w
0
z -1
O
V5
N
LU
a
-2
O
U
-3
0.1 1.0
APPLIED PRESSURE - KSF
Sample of FILL, CLAY, SANDY
From TH-12 AT 4 FEET
EVERGREEN DEVELOPMENT
CLEAR CREEK CROSSING MULTI -FAMILY PARCEL
CTUT PROJECT NO. DN48,890-125-R1
ON UNDER CONST
10 100
DRY UNIT WEIGHT= 116 PCF
MOISTURE CONTENT= 13.2 %
ION UNDER OONIST
10 100
DRY UNIT WEIGHT= 113 PCF
MOISTURE CONTENT= 17.0 %
Swell Consolidation
Test Results FIG. B-11
3
2
Z 0
O
U)
z
a
x
LU
0
z -2
O
W
LiJ -3
IX
a
2
O
Ci -4 1 I I I
0.1
APPLIED PRESSURE - KSF
Sample of FILL, CLAY, SANDY
From TH-12 AT 9 FEET
3
2
1
z
O 0
75
z
Q
CL 1
X
w
0
z
O -2
LU
x -3
a
M
O
U
-4
1.0
0.1 1.0
APPLIED PRESSURE - KSF
Sample of FILL, CLAY, SANDY
From TH-12 AT 24 FEET
EVERGREEN DEVELOPMENT
CLEAR CREEK CROSSING MULTI -FAMILY PARCEL
CTUT PROJECT NO. DN48,890-125-R1
N UN
10
100
DRY UNIT WEIGHT= 108 PCF
MOISTURE CONTENT= 17.4 %
ION UN
10
100
DRY UNIT WEIGHT= 110 PCF
MOISTURE CONTENT= 16,9 %
Swell Consolidation
Test Results FIG. B-12
3
2
1
Z 0
O
N
z
Q -1
a
x
III
0
z -2
O
LLI -3
W
a
O
U -4
0.1
APPLIED PRESSURE - KSF
Sample of FILL, CLAY, SANDY
From TH-13 AT 4 FEET
3
2
1
z
O 0
ro
z
Q
d -1
X
LU
0
z
O2
rh
U)
W
W -3
a
2
O
U
-4
1.0
ION UNDER CON
10
100
DRY UNIT WEIGHT= 97 PCF
MOISTURE CONTENT= 16.6 %
0.1
APPLIED PRESSURE - KSF
Sample of FILL, CLAY, SANDY
From TH-13 AT 9 FEET
EVERGREEN DEVELOPMENT
CLEAR CREEK CROSSING MULTI -FAMILY PARCEL
CTL/T PROJECT NO. DN48,890-125-R1
1.0
10
DRY UNIT WEIGHT=
MOISTURE CONTENT=
IUV
99 PCF
19.7 %
Swell Consolidation
Test Results FIG. B-13
EXPNq3ION
PRES3JRE
UNDER
DUE
TO V
ONSTANT
ETI
G
0.1
APPLIED PRESSURE - KSF
Sample of FILL, CLAY, SANDY
From TH-13 AT 9 FEET
EVERGREEN DEVELOPMENT
CLEAR CREEK CROSSING MULTI -FAMILY PARCEL
CTL/T PROJECT NO. DN48,890-125-R1
1.0
10
DRY UNIT WEIGHT=
MOISTURE CONTENT=
IUV
99 PCF
19.7 %
Swell Consolidation
Test Results FIG. B-13
3
2
1
z 0
O
z
a -1
CL
x
W
0
Z -2
O
cl)
N
L.0 -3
W
a
E
O
U -4
0.1
APPLIED PRESSURE - KSF
Sample of FILL, CLAY, SANDY
From TH-13 AT 14 FEET
3
2
z
O 0
Fn
z
a
X
LU
0
z
O -2
LU
W -3
a
n
O
v
-4
0.1
APPLIED PRESSURE - KSF
Sample of FILL, CLAY, SANDY
From TH-13 AT 19 FEET
EVERGREEN DEVELOPMENT
CLEAR CREEK CROSSING MULTI -FAMILY PARCEL
CTUIT PROJECT NO. DN48,890-125-R1
1.0
1.0
10 100
DRY UNIT WEIGHT= 97 PCF
MOISTURE CONTENT= 22.3 %
ION UNDER
10
100
DRY UNIT WEIGHT= 101 PCF
MOISTURE CONTENT= 20,1 %
Swell Consolidation
Test Results FIG. B-14
ADD
LIND
TQ
T
ER
VIIEJTING
ONAL COIAPRESS113N
CONSTANT
P
ES
SU
RE
DL
E
0.1
APPLIED PRESSURE - KSF
Sample of FILL, CLAY, SANDY
From TH-13 AT 14 FEET
3
2
z
O 0
Fn
z
a
X
LU
0
z
O -2
LU
W -3
a
n
O
v
-4
0.1
APPLIED PRESSURE - KSF
Sample of FILL, CLAY, SANDY
From TH-13 AT 19 FEET
EVERGREEN DEVELOPMENT
CLEAR CREEK CROSSING MULTI -FAMILY PARCEL
CTUIT PROJECT NO. DN48,890-125-R1
1.0
1.0
10 100
DRY UNIT WEIGHT= 97 PCF
MOISTURE CONTENT= 22.3 %
ION UNDER
10
100
DRY UNIT WEIGHT= 101 PCF
MOISTURE CONTENT= 20,1 %
Swell Consolidation
Test Results FIG. B-14
7
6
5
4
3
2
1
0
5■
-2
-3
`•2
N
Z
Q
X5
W
0
Z
O -6
N
N
W
R
0-
2
O
U
-g
0.1
APPLIED PRESSURE - KSF
Sample of FILL, CLAY, SANDY
From TH-13 AT 24 FEET
EVERGREEN DEVELOPMENT
CLEAR CREEK CROSSING MULTI -FAMILY PARCEL
CTLIT PROJECT NO. DN48,890-125-R1
1.0
NS
TO
10 100
DRY UNIT WEIGHT= 105 PCF
MOISTURE CONTENT= 19.0 %
Swell Consolidation
Test Results FIG. B-15
3
2
Z 0
O
U)
z
Q -1
a
x
LU
a
Z -2
O
N
U)
LV -3
a
2
O
0 -4 1
0.1
APPLIED PRESSURE - KSF
Sample of FILL, CLAY, SANDY
From TH-14 AT 4 FEET
3
2
z
O 0
z
Q
d -1
X
W
a
z
0 -2
U)
w
W -3
a
2
O
U
-4
0.1
APPLIED PRESSURE - KSF
Sample of FILL, CLAY, SANDY
From TH-14 AT 9 FEET
EVERGREEN DEVELOPMENT
CLEAR CREEK CROSSING MULTI -FAMILY PARCEL
CTUT PROJECT NO. DN48,890-125-R1
1.0
10
100
DRY UNIT WEIGHT= 98 PCF
MOISTURE CONTENT= 16.2 %
El
1.0 10 100
DRY UNIT WEIGHT= 105 PCF
MOISTURE CONTENT= 18,1 %
Swell Consolidation
Test Results FIG. B-16
3
2
1
Z 0
O
z
a
x
W
0
z -2
O
W -3
a
O
U -4
0.1
APPLIED PRESSURE - KSF
Sample of FILL, CLAY, SANDY
From TH-14 AT 14 FEET
3
2
1
z
O 0
z
Q
X
W
0
z
O -2
W
W -3
a
2
O
U
-4
0.1
APPLIED PRESSURE - KSF
Sample of FILL, CLAY, SANDY
From TH-15 AT 4 FEET
EVERGREEN DEVELOPMENT
CLEAR CREEK CROSSING MULTI -FAMILY PARCEL
CTL(T PROJECT NO. DN48,890-125-R1
1.0
1.0
NAL COMP
:.ONSTANT
10 100
DRY UNIT WEIGHT= 116 PCF
MOISTURE CONTENT= 7.9 %
ION UNDER
10
100
DRY UNIT WEIGHT= 95 PCF
MOISTURE CONTENT= 19.3 %
Swell Consolidation
Test Results FIG. B-17
3
2
z 0
O
z
Q -1
a
x
LU
0
z -2
O
N
LV -3
W
CL
2
O
() _4 1
0.1
APPLIED PRESSURE - KSF
Sample of FILL, CLAY, SANDY
From TH-15 AT 9 FEET
3
2
1
z
O 0
V5
z
Q
a -1
x
LU
0
z
0 -2
N
W
W -3
0-
2 2
O
U
-4 1 1 1 1 1' I
0.1
APPLIED PRESSURE - KSF
Sample of FILL, CLAY, SANDY
From TH-15 AT 19 FEET
EVERGREEN DEVELOPMENT
CLEAR CREEK CROSSING MULTI -FAMILY PARCEL
CTUT PROJECT NO. DN48,890-125-R1
1.0
1.0
ION UNC►ER
10
100
DRY UNIT WEIGHT= 101 PCF
MOISTURE CONTENT= 23,8 %
ON UNDER
10
100
DRY UNIT WEIGHT= 100 PCF
MOISTURE CONTENT= 24.5 %
Swell Consolidation
Test Results FIG. B-18
3
PM
1
Z 0
O
U)
z
Q -1
IL
x
w
0
z -2
O
N
U)
LU -3
W
a
2
O
V -4
0.1
APPLIED PRESSURE - KSF
Sample of FILL, CLAY, SANDY
From TH-16 AT 4 FEET
3
2
1
z
O 0
V5
z
Q
a -1
x
W
0
z
O2
N
cn
W
W -3
a
2
O
U
-4
1.0
N UNDER
10
100
DRY UNIT WEIGHT= 111 PCF
MOISTURE CONTENT= 17.6 %
0.1
APPLIED PRESSURE - KSF
Sample of FILL, CLAY, SANDY
From TH-16 AT 9 FEET
EVERGREEN DEVELOPMENT
CLEAR CREEK CROSSING MULTI -FAMILY PARCEL
CTL/T PROJECT NO. DN48,890-125-R1
1.0
10
100
DRY UNIT WEIGHT= 109 PCF
MOISTURE CONTENT= 17.4 %
Swell Consolidation
Test Results FIG. B-19
[:XPIk
PRES
IONUNDERCONSTANT
RE.DUE
TO WETTING
0.1
APPLIED PRESSURE - KSF
Sample of FILL, CLAY, SANDY
From TH-16 AT 9 FEET
EVERGREEN DEVELOPMENT
CLEAR CREEK CROSSING MULTI -FAMILY PARCEL
CTL/T PROJECT NO. DN48,890-125-R1
1.0
10
100
DRY UNIT WEIGHT= 109 PCF
MOISTURE CONTENT= 17.4 %
Swell Consolidation
Test Results FIG. B-19
6
5
4
3
2
1
0
-3
0.1 1.0
APPLIED PRESSURE - KSF
Sample of FILL, CLAY, SANDY
From TH-16 AT 19 FEET
EVERGREEN DEVELOPMENT
CLEAR CREEK CROSSING MULTI -FAMILY PARCEL
CTL/T PROJECT NO. DN48,890-125-R1
10 100
DRY UNIT WEIGHT= 97 PCF
MOISTURE CONTENT= 25.8 %
Swell Consolidation
Test Results FIG. B-20
EXPANSION
R
S
UR
UNDER C
UE TO WETTI
NS
AN
G
0.1 1.0
APPLIED PRESSURE - KSF
Sample of FILL, CLAY, SANDY
From TH-16 AT 19 FEET
EVERGREEN DEVELOPMENT
CLEAR CREEK CROSSING MULTI -FAMILY PARCEL
CTL/T PROJECT NO. DN48,890-125-R1
10 100
DRY UNIT WEIGHT= 97 PCF
MOISTURE CONTENT= 25.8 %
Swell Consolidation
Test Results FIG. B-20
3
`a
1
Z 0
O
U)
z
Q -1
a
x
w
0
z -2
O
N
U)
W -3
W
a
2
O
U -4
0.1
APPLIED PRESSURE - KSF
Sample of FILL, CLAY, SANDY
From TH-17 AT 9 FEET
3
2
1
1.0
z
O 0
z
Q
d -1
X
W
0
z
Q -2
fn
W
a
-3
2
O
U
-4
0.1 1.0
APPLIED PRESSURE - KSF
Sample of FILL, CLAY, SANDY
From TH-17 AT 14 FEET
EVERGREEN DEVELOPMENT
CLEAR CREEK CROSSING MULTI -FAMILY PARCEL
CTUT PROJECT NO. DN48,890-125-R1
i "H
UNDER
10 100
DRY UNIT WEIGHT= 105 PCF
MOISTURE CONTENT= 14.3 %
CONST
10
100
DRY UNIT WEIGHT= 95 PCF
MOISTURE CONTENT= 24.5 %
Swell Consolidation
Test Results FIG. B-21
3
2
Z 0
O
U)
z
Q -1
a
x
III
0
z -2
O
LU -3
a
O
() _4 1 I I
0.1
APPLIED PRESSURE - KSF
Sample of FILL, CLAY, SANDY
From TH-18 AT 9 FEET
3
2
1
z
O 0
7)
z
Q
(L 1
x
LU
0
z
O -2
V5
U)
LU
IX -3
CL
2
O
U
-4
0.1
APPLIED PRESSURE - KSF
Sample of FILL, CLAY, SANDY
From TH-18 AT 14 FEET
EVERGREEN DEVELOPMENT
CLEAR CREEK CROSSING MULTI -FAMILY PARCEL
CTUT PROJECT NO. DN48,890-125-R1
1.0
1.0
UNDER
10
100
DRY UNIT WEIGHT= 95 PCF
MOISTURE CONTENT= 22.4 %
ION UNIbER
10
100
DRY UNIT WEIGHT= 103 PCF
MOISTURE CONTENT= 19.9 %
Swell Consolidation
Test Results FIG. B-22
3
2
1
Z 0
O
cn
z
a
x
LU
0
z -2
O
U)
LU -3
R
a
O
U -4
0.1
APPLIED PRESSURE - KSF
Sample of FILL, CLAY, SANDY
From TH-19 AT FEET
3
2
1
z
O 0
z
Q
a
X
LU
0
z
O -2
LU
IX -3
a
2
O
U
-4
0.1
APPLIED PRESSURE - KSF
Sample of FILL, CLAY, SANDY
From TH-19 AT 14 FEET
EVERGREEN DEVELOPMENT
CLEAR CREEK CROSSING MULTI -FAMILY PARCEL
CM PROJECT NO. DN48,890-125-R1
1.0
1.0
ION UNDER
10
100
DRY UNIT WEIGHT= 114 PCF
MOISTURE CONTENT= 8.3 %
ON
10
luv
DRY UNIT WEIGHT= 115 PCF
MOISTURE CONTENT= 13.1 %
Swell Consolidation
Test Results FIG. B-23
3
2
1
Z 0
O
U)
z
Q -1
a
x
LU
0
z -2
_O
N
N
LU -3
W
a
2
O
U _4
0.1
APPLIED PRESSURE - KSF
Sample of FILL, CLAY, SANDY
From TH-20 AT 4 FEET
3
2
z
O 0
fN
z
Q
a -1
x
w
0
z
O -2
W
W -3
a
2
O
U
-4
0.1
APPLIED PRESSURE - KSF
Sample of FILL, CLAY, SANDY
From TH-20 AT 9 FEET
EVERGREEN DEVELOPMENT
CLEAR CREEK CROSSING MULTI -FAMILY PARCEL
CTUT PROJECT NO. DN48,890-125-R1
1.0
ON UNDER
10
Li
100
DRY UNIT WEIGHT= 104 PCF
MOISTURE CONTENT= 16.0 %
UNDER
1.0 10 100
DRY UNIT WEIGHT= 104 PCF
MOISTURE CONTENT= 15.4 %
Swell Consolidation
Test Results FIG. B-24
Sample of SAND, SILTY, GRAVELLY (SM) GRAVEL 19 % SAND _ 66 io
From TH - 18 AT 19 FEET SILT & CLAY 15 % LIQUID LIMIT
PLASTICITY INDEX
.1 11 11 1 •1 1 1
•1
•1 /1 11 1 1 1 /
������
MA'ME
1
®AMENEM.
ME
EMEME
ME
ME ME
SCC
MEN
�iNEI
11
11
off /1 11• 1 • 1 1 •1 1
1
11
11 1 11 11 11• 1 1
1 •1 1
1
11
Sample of SAND, SILTY, GRAVELLY (SM) GRAVEL 19 % SAND _ 66 io
From TH - 18 AT 19 FEET SILT & CLAY 15 % LIQUID LIMIT
PLASTICITY INDEX
Sample of SAND, SILTY, GRAVELLY (SM)
From TH - 20 AT 19 FEET
EVERGREEN DEVELOPMENT
CLEAR CREEK CROSSING MULTI -FAMILY PARCEL
CTLIT PROJECT NO. DN48,890-125-R1
GRAVEL 16 % SAND 63 %
SILT & CLAY 21 % LIQUID LIMIT
PLASTICITY INDEX
Gradation
Test Results FIG. B-25
.1 11 11 1 •1 1 1
•1
1
®AMENEM.
EMEME
ME
:1
MEN
�iNEI
11
11
off /1 11• 1 • 1 1 •1 1
1
11
Sample of SAND, SILTY, GRAVELLY (SM)
From TH - 20 AT 19 FEET
EVERGREEN DEVELOPMENT
CLEAR CREEK CROSSING MULTI -FAMILY PARCEL
CTLIT PROJECT NO. DN48,890-125-R1
GRAVEL 16 % SAND 63 %
SILT & CLAY 21 % LIQUID LIMIT
PLASTICITY INDEX
Gradation
Test Results FIG. B-25
140
135
130
125
110
105
100
95
0 5
SAMPLE DESCRIPTION
LOCATION
10 15 20 25 30 35
MOISTURE CONTENT (%)
CLAY, SANDY, LIGHT BROWN LIQUID LIMIT 34
PLASTICITY INDEX 19
TH-16 (0-10') GRAVEL - %
SAND - %
COMPACTION TEST PROCEDURE ASTM D698-07 SILT AND CLAY 64 %
EVERGREEN DEVELOPMENT
CLEAR CREEK CROSSING MULTI -FAMILY PARCEL Laboratory Compactigg B-26
CTLIT PROJECT NO. DN48,890-125-R1
Test Results
140
135
130
125
110
105
100
95
0 5 10 15 20 25 30
MOISTURE CONTENT (%)
SAMPLE DESCRIPTION CLAY, SANDY, LIGHT BROWN LIQUID LIMIT 58
PLASTICITY INDEX 39
LOCATION TH-13 (0-5') GRAVEL - %
SAND %
COMPACTION TEST PROCEDURE ASTM D698-07 SILT AND CLAY 88 %
EVERGREEN DEVELOPMENT
CLEAR CREEK CROSSING MULTI -FAMILY PARCEL
CTLIT PROJECT NO. DN48,890-125-R1
35
Laboratory Compaction
Test Results FIG. B-27
140
135
130
125
110
105
100
95
0
5
SAMPLE DESCRIPTION
10 15 20 25 30
MOISTURE CONTENT (%)
CLAY, SANDY, LIGHT BROWN LIQUID LIMIT 34
PLASTICITY INDEX 19
LOCATION TH-16 (0-10') GRAVEL - %
SAND - %
COMPACTION TEST PROCEDURE ASTM D698-07 SILT AND CLAY 64 %
35
EVERGREEN DEVELOPMENT Laboratory Compaction
CLEAR CREEK CROSSING MULTI -FAMILY PARCEL Test Results
CTLIT PROJECT NO. DN48,890-125-R1 FIG. B-28
140
135
130
125
110
105
100
95
0 5 10 15 20 25
MOISTURE CONTENT (%)
SAMPLE DESCRIPTION CLAY, SANDY, LIGHT BROWN LIQUID LIMIT
PLASTICITY INDEX
LOCATION TH-19 (0-10') GRAVEL
SAND
COMPACTION TEST PROCEDURE ASTM D698-07 SILT AND CLAY
EVERGREEN DEVELOPMENT
CLEAR CREEK CROSSING MULTI -FAMILY PARCEL
CTLIT PROJECT NO. DN48,890-125-R1
30
35
47
28
54
%
Laboratory Compaction
Test Results FIG. B-29
130
125
120
115
110
105
100
LL 95
V
a
w
z
W 90
a
85 A
0
- *-TH-6 Proctor
-0-TH-13 Proctor
-13-TH-16 Proctor
-0-TH-19 Proctor
Zero Air Voids
• Drill Samples
ZERO AIR VOIDS SPECIFIC GRAVITY = 2.70
5 10 15 20
EVERGREEN DEVELOPMENT
CLEAR CREEK CROSSING MULTI -FAMILY PARCEL
CTLIT PROJECT NO. DN48,890-125-R1
25 30 35
Drill Sample
Moisture/Density
FIG. B-30
TABLE B - I
SUMMARY OF LABORATORY TEST RESULTS
,EVELOPMENT
CROSSING MULTI -FAMILY DEVELOPMENT
T NO. DN48,890-125-R1
SWELL TEST DATA
ATTERBERG LIMITS
SOLUBLE
PASSING
G
DEPTH
MOISTURE
DRY
SULFATE
NO. 200
SOIL TV
SWELL
COMPRESSION
APPLIED
SWELL
LIQUID
PLASTICITY
CONTENT
DENSITY
PRESSURE
PRESSURE
LIMIT
INDEX
CONTENT
SIEVE
ft
%
Of
%
°/
S
(I)of)o�
o�
4
15.2
114
5.5_
1,400
FILL, CLAY, SAN
9
19.2
100
1.1
2,500
53
31
95
FILL, CLAY, SAN
14
15.9
108
0.4
3,100
FILL, CLAY, SAN
4
23.2_
95
0.4
1,100
1,600
_
FILL, CLAY, SAN
9
19.11
102
1.0
1,100
2,200
61_
42 -
91
FILL, CLAY, SAN
14
16.8
98
4.0
2,400
FILL, CLAY, SAN
19
17.9
104
0.2
3,000
FILL, CLAY, SAS
4
20.2
106
2.9
500
_4,100
0.01
FILL, CLAY, SAS
1
9
18.6
109
2.2
1,100
_
_ _
FILL, CLAY, SAS
1
19
19.7
101
1.6
2,400
_
41
23
9_5
FILL, CLAY, SAN
1,400
FILL, CLAY, SAN
4
19.6
107
1.3
-
- -
9 -
- 12.9 -
89 -
-
- 4.1
1,800
- _
_
_
FILL, CLAY, SAN
14
13.2
116
0.6
2,400
FILL, CLAY, SAN
3.1
500
52
FILL, CLAY, SAN
4
17.0
1_13
31
_
98
9
_
17.4
108
2.5
1,1 00
_ _
0.07
FILL, CLAY, SAN
FILL, CLAY, SAS
!
24
16.9
110
0.3
3,000
_
FILL, CLAY, SAN
i
0 5 --
- - -
-
-
58
39
88
t
4_
16.6
970.4
_ _ _
500
700
-_
61
--
41
_ _ _ 89
FILL, CLAY, SAN
t
9
19.7
99
1.1
- -
1,100
-
FILL, CLAY, SAN
t
14
22.3
97
0.5
1,800
62
42
99
FILL, CLAY, SAN
t
19
20.1
_
101
0.2
2,400
3,000
_
FILL, CLAY, SAN
S
24
19.0
105
0.1
3,000
3,400
FILL, CLAY, SAN
98
0.0
1,000
0.1
FILL, CLAY, SAN
t
4
16_.2_
_
1
9
18.1
105
0.1
1,600
_ _
FILL, CLAY, SAN
1
14
7.9
116
0_._2
2,300
34
1_8
FILL, CLAY, SAS
i
4
19.3
95
0.1
500
FILL, CLAY, SAN
FILL, CLAY, SAN
i
9
23.8
101
0.6
1,100
52
32 - -
--
61
i
14
20.6
92
_
_ __-
_ _ _
FILL, CLAY, SAN
_
100
0.2
2,400
_
_
FILL, CLAY, SAN
i
19
24.5
i
0-10
_ _
34
19
_ _
_ 64 _
FILL, CLAY, SAN
S
4
17.6
111
1.1
_ _
500
0.03
FILL, CLAY, SAN
9
17.4
109
1.9
_
1,100
_ _ _
_ _ _
_ _
_ _ _
_
FILL, CLAY, SAN
_
0.5
FILL, CLAY, SAN
S
19
_ _
25.8
_ _
97_
_ _ _
_ _
2,400
_ _
56
38
76 _
4
13.3
5_2_
3_3
59
FILL, CLAY, SAN
9
14.3
105
0.5
11100
_
_
FILL, CLAY, SAN
FILL, CLAY, SAS
14
24.5
95
0.1
1,800
t
9
22.4
95
900
_ _
_ _
_ -
FILL, CLAY, SAN
FILL, CLAY, SAN
t
14
19.9
103
_0.5_
0.2
1,500
-
--
-
SAND, SILTY, G
S
19
4.8 -
128
-
- -
- -
_
_
15
FILL, CLAY, SAN
1
0-10
_47
2_8
54
1
4
8.3
114
1.1
500
0.07 -
__
FILL, CLAY, SAS
i
9
20.4
50
31
55
FILL, CLAY, SAS
,EVELOPMENT
CROSSING MULTI -FAMILY DEVELOPMENT
T NO. DN48,890-125-R1
TABLE B - I
SUMMARY OF LABORATORY TEST RESULTS
,EVELOPMENT
CROSSING MULTI -FAMILY DEVELOPMENT
T NO. DN48,890-125-R1
SWELL TEST DATA ATTERBERG LIMITS
SOLUBLE
PASSING
SWELL
COMPRESSION
APPLIED SWELL LIQUID
PLASTICITY
G
DEPTH
MOISTURE
DRY
SULFATE
NO. 200
SOIL TY
CONTENT
DENSITY
PRESSURE PRESSURE LIMIT
INDEX
CONTENT
SIEVE
ft
%
cf
%
%
sf sf
%
14
13.1
115
1.2
1,800
FILL, CLAY, SAID
1
4
16.0
104
2.6
500
FILL, CLAY, SAN
I
915.4
104
0.6
1,100
_
FILL, CLAY, SAS
19
6.0
SAND, SILTY, G
I
131
21
,EVELOPMENT
CROSSING MULTI -FAMILY DEVELOPMENT
T NO. DN48,890-125-R1
APPENDIX C
FLEXIBLE AND RIGID PAVEMENT MATERIALS,
CONSTRUCTION AND MAINTENANCE GUIDELINES
EVERGREEN DEVELOPMENT
CLEAR CREEK CROSSING -APARTMENTS
CTL I T PROJECT NO. DN48,890-125-R1
MATERIAL GUIDELINES FOR FLEXIBLE AND RIGID PAVEMENTS
Aggregate Base Course (ABC)
A Class 5 or 6 Colorado Department of Transportation (CDOT) specified aggre-
gate base course should be used. A recycled concrete alternative which meets
the Class 5 or 6 designations is also acceptable.
2. Aggregate base course should have a minimum Hveem stabilometer value of 78.
Aggregate base course or recycled concrete material must be moisture stable.
The change in R -value from 300 psi to 100 psi exudation pressure should be 12
points or less.
3. Aggregate base course or recycled concrete should be laid in thin lifts not to ex-
ceed 9 inches, moisture treated to within 2 percent of optimum moisture content,
and compacted to at least 95 percent of maximum modified Proctor dry density
(ASTM D 1557, AASHTO T 180).
4. Placement and compaction of aggregate base course or recycled concrete
should be observed and tested by a representative of our firm. Placement should
not commence until the underlying subgrade is properly prepared and tested.
Hot -Mix Asphalt (HMA)
HMA should be composed of a mixture of aggregate, filler, hydrated lime and as-
phalt cement. Some mixes may require polymer modified asphalt cement, or
make use of up to 20 percent reclaimed asphalt pavement (RAP). A project mix
design is recommended and periodic checks on the proiect site should be made
to verify compliance with specifications.
2. HMA should be relatively impermeable to moisture and should be designed with
crushed aggregates that have a minimum of 80 percent of the aggregate retained
on the No. 4 sieve with two mechanically fractured faces.
3. Gradations that approach the maximum density line (within 5 percent between
the No. 4 and 50 sieves) should be avoided. A gradation with a nominal maxi-
mum size of 1 or 2 inches developed on the fine side of the maximum density
line should be used.
4. Total void content, voids in the mineral aggregate (VMA) and voids filled should
be considered in the selection of the optimum asphalt cement content. The opti-
mum asphalt content should be selected at a total air void content of about 4
percent. The mixture should have a minimum VMA of 14 percent and between 65
percent and 80 percent of voids filled.
5. Asphalt cement should meet the requirements of the Superpave Performance
Graded (PG) Binders. The minimum performing asphalt cement should be PG
64-22 for use along the Front Range. The use of PG 58-28 or PG 58-22 asphalt
cement has been known to cause tenderness in pavements in the Front Range
area and should be avoided.
EVERGREEN DEVELOPMENT C-1
CLEAR CREEK CROSSING - APARTMENTS
CTLI T PROJECT NO. DN48,890-125-R1
6. Hydrated lime should be added at the rate of 1 percent by dry weight of the ag-
gregate and should be included in the amount passing the No. 200 sieve. Hy-
drated lime for aggregate pretreatment should conform to the requirements of
ASTM C 207, Type N.
7. Paving should only be performed when subgrade temperatures are above 40`F
and air temperature is at least 40'F and rising.
8. HMA should not be placed at a temperature lower than 245'F for mixes contain-
ing PG 64-22 asphalt, and 290'F for mixes containing polymer modified asphalt.
The breakdown compaction should be completed before the mixture temperature
drops 20'F.
9. The maximum compacted lift should be 3.0 inches and joints should be stag-
gered. No joints should be placed within wheel paths.
10. HMA should be compacted to between 92 and 96 percent of Maximum Theoreti-
cal Density. The surface shall be sealed with a finish roller before the mix cools
to 185'F.
11. Placement and compaction of HMA should be observed and tested by a repre-
sentative of our firm. Placement should not commence until the subgrade is
properly prepared, tested and proof -rolled. Proof -rolling should be performed with
the heaviest machine available at the time. The proof roller should be selected
from machines providing both mass and high contact pressure.
Portland Cement Concrete (PCC)
Portland cement concrete should meet CDOT Class P concrete and have a min-
imum compressive strength of 4,200 psi at 28 days and a minimum modulus of
rupture (flexural strength) of 650 psi. A bob mix design is recommended and peri-
odic checks on the bob site should be made to verify compliance with specifica-
tions.
2. Portland cement should be Type II "low alkali" and should conform to ASTM C
150. Portland cement should conform to ASTM C 150.
3. Portland cement concrete should not be placed when the subgrade or air tem-
perature is below 40°F.
4. Free water should not be finished into the concrete surface. Atomizing nozzle
pressure sprayers for applying finishing compounds are recommended whenever
the concrete surface becomes difficult to finish.
5. Curing of the portland cement concrete should be accomplished by the use of a
curing compound. The curing compound should be applied in accordance with
manufacturer recommendations.
6. Curing procedures should be implemented, as necessary, to protect the pave-
ment against moisture loss, rapid temperature change, freezing, and mechanical
injury.
EVERGREEN DEVELOPMENT C-2
CLEAR CREEK CROSSING - APARTMENTS
CTL I T PROJECT NO. DN48,890-125-R1
7. Construction joints, including longitudinal joints and transverse joints, should be
formed during construction or sawed after the concrete has begun to set, but pri-
or to uncontrolled cracking.
8. All joints should be properly sealed using a rod back-up and approved epoxy
sealant.
9. Traffic should not be allowed on the pavement until it has properly cured and
achieved at least 80 percent of the design strength, with saw joints already cut.
10. Placement of portland cement concrete should be observed and tested by a rep-
resentative of our firm. Placement should not commence until the subgrade is
properly prepared and tested.
EVERGREEN DEVELOPMENT C-3
CLEAR CREEK CROSSING - APARTMENTS
CTL I T PROJECT NO. DN48,890-125-R1
FLEXIBLE PAVEMENT CONSTRUCTION GUIDELINES
Experience has shown that construction methods can significantly affect the life and
serviceability of a pavement system. A site-specific mix design is recommended and periodic
checks during the project should be made to verify compliance with specifications. We recom-
mend the proposed pavement be constructed in the following manner:
The subgrade should be stripped of debris, vegetation/organics and other delete-
rious materials, scarified, moisture conditioned and compacted. Subgrade soils
should be moisture conditioned to within 2 percent of optimum moisture content
and compacted to at least 95 percent of maximum standard Proctor dry density
(ASTM D 698, AASHTO T 99).
2. Utility trenches and all subsequently placed fill should be moisture conditioned,
compacted, and tested prior to paving. As a minimum, fill should be compacted
to 95 percent of maximum standard Proctor dry density.
3. After final subgrade elevation has been reached and the subgrade compacted,
the resulting subgrade should be checked for uniformity and all soft or yielding
materials should be replaced prior to paving. Concrete should not be placed on
soft, spongy, frozen, or otherwise unsuitable subgrade.
4. If areas of soft or wet subgrade are encountered, the material should be sub -
excavated and replaced with properly compacted structural backfill. Where ex-
tensively soft, yielding subgrade is encountered, we recommend the excavation
be inspected by a representative of our office.
5. Aggregate base course should be laid in thin, loose lifts, moisture treated to with-
in 2 percent of optimum moisture content, and compacted to at least 95 percent
of modified Proctor maximum dry density (ASTM D 1557, AASHTO T 180).
6. Asphaltic concrete should be hot plant -mixed material compacted to between 92
and 96 percent of maximum Theoretical density. The temperature at laydown
time should be at least 245°F. The surface shall be sealed with a finish roller pri-
or to the mix cooling to 185°F.
7. The maximum compacted lift should be 3.0 inches and joints should be stag-
gered. No joints should be within wheel paths.
8. Paving should only be performed when subgrade temperatures are above 40°F
and air temperature is at least 40°F and rising.
9. Subgrade preparation and placement and compaction of all pavement material
should be observed and tested. Compaction criteria should be met prior to the
placement of the next paving lift. The additional requirements of the City of
Wheat Ridge and Jefferson County should apply.
EVERGREEN DEVELOPMENT C-4
CLEAR CREEK CROSSING - APARTMENTS
CTL I T PROJECT NO. DN48,890-125-R1
RIGID PAVEMENT CONSTRUCTION GUIDELINES
Rigid pavement sections are not as sensitive to subgrade support characteristics as
flexible pavement. Due to the strength of the concrete, wheel loads from traffic are distributed
over a large area and the resulting subgrade stresses are relatively low. The critical factors
affecting the performance of a rigid pavement are the strength and quality of the concrete, and
the uniformity of the subgrade. We recommend subgrade preparation and construction of the
rigid pavement section be completed in accordance with the following recommendations:
The subgrade should be stripped of debris, vegetation/organics and other delete-
rious materials, scarified, moisture conditioned to within 2 percent of optimum
moisture content and compacted to at least 95 percent of standard Proctor max-
imum dry density (ASTM D 698, AASHTO T 99).
2. After final subgrade elevation has been reached and the subgrade compacted,
the resulting subgrade should be checked for uniformity and all soft or yielding
materials should be replaced prior to paving. Concrete should not be placed on
soft, spongy, frozen, or otherwise unsuitable subgrade.
3. The subgrade should be kept moist prior to paving.
4. Curing procedures should protect the concrete against moisture loss, rapid tem-
perature change, freezing, and mechanical injury for at least 3 days after place-
ment. Traffic should not be allowed on the pavement for at least one week.
5. Curing of the portland cement concrete should be accomplished by use of a cur-
ing compound in accordance with manufacturer recommendations.
6. Construction joints, including longitudinal joints and transverse joints, should be
formed during construction or should be sawed shortly after the concrete has be-
gun to set, but prior to uncontrolled cracking. All joints should be sealed.
7. Construction control and inspection should be performed during the subgrade
preparation and paving procedures. Concrete should be carefully monitored for
quality control. The additional requirements of the City of Wheat Ridge and Jef-
ferson County should apply.
The design sections are based upon 10 -year and 20 -year periods. Experience in the
Denver area indicates virtually no maintenance or overlays are necessary for a 20 -year design
period. We believe some maintenance and sealing of concrete joints will help pavement perfor-
mance by helping to keep surface moisture from wetting and softening or heaving subgrade. To
avoid problems associated with scaling and to continue the strength gain, we recommend
deicing salts not be used for the first year after placement.
EVERGREEN DEVELOPMENT C-5
CLEAR CREEK CROSSING - APARTMENTS
CTL I T PROJECT NO. DN48,890-125-R1
MAINTENANCE GUIDELINES FOR FLEXIBLE PAVEMENTS
A primary cause for deterioration of pavements is oxidative aging resulting in brittle
pavements. Tire loads from traffic are necessary to "work" or knead the asphalt concrete to
keep it flexible and rejuvenated. Preventive maintenance treatments will typically preserve the
original or existing pavement by providing a protective seal or rejuvenating the asphalt binder to
extend pavement life.
Annual Preventive Maintenance
Visual pavement evaluations should be performed each year.
Reports documenting the progress of distress should be kept current to provide
information on effective times to apply preventive maintenance treatments.
Crack sealing should be performed annually as new cracks appear.
3 to 5 -Year Preventive Maintenance
The owner should budget for a preventive treatment (e.g. chip seal, fog seal,
slurry seal) at approximate intervals of 3 to 5 years to reduce oxidative embrit-
tlement problems.
5 to 10 -Year Corrective Maintenance
Corrective maintenance (e.g. full -depth patching, milling and overlay) may be
necessary, as dictated by the pavement condition, to correct rutting, cracking and
structurally failed areas.
EVERGREEN DEVELOPMENT C-6
CLEAR CREEK CROSSING - APARTMENTS
CTL I T PROJECT NO. DN48,890-125-R1
MAINTENANCE GUIDELINES FOR RIGID PAVEMENTS
High traffic volumes create pavement rutting and smooth, polished surfaces. Preventive
maintenance treatments will typically preserve the original or existing pavement by providing a
protective seal and improving skid resistance through a new wearing course.
Annual Preventive Maintenance
Visual pavement evaluations should be performed each spring or fall.
Reports documenting the progress of distress should be kept current to provide
information of effective times to apply preventive maintenance.
Crack sealing should be performed annually as new cracks appear.
4 to 8 Year Preventive Maintenance
The owner should budget for a preventive treatment at approximate intervals of 4
to 8 years to reduce joint deterioration.
Typical preventive maintenance for rigid pavements includes patching, crack
sealing and joint cleaning and sealing.
Where joint sealants are missing or distressed, resealing is mandatory.
15 to 20 Year Corrective Maintenance
Corrective maintenance for rigid pavements includes patching and slab replace-
ment to correct subgrade failures, edge damage and material failure.
Asphalt concrete overlays may be required at 15 to 20 year intervals to improve
the structural capacity of the pavement.0
EVERGREEN DEVELOPMENT C-7
CLEAR CREEK CROSSING - APARTMENTS
CTL I T PROJECT NO. DN48,890-125-R1
WHEATRIDGE BLDG DEPT
Mr Randy Sulsser
7500 W 29th Avenue
Wheat Ridge, Colorado 80033
303-235-2803 rslusser ci.wheatridge.co.us
Dear Mr Slusser,
9-24-2019 528o Engineering
rogerb@5280engineering.com
303-320-7755 www.DesianMEP.com
Re: OUTLOOK CLEARCREEK CROSSING (2017-045)
Plan Check No: 201901819-201901824
Please accept this letter as our response to your plan review 9-20/2019 regarding outstanding items. Please note
there are no updated plumbing or mechanical sheets in our response to this plan review.
PLUMBING:
5. Provide drainage information on plans for hot water heaters and pans within the units. Response: The
water heater pan -drain including Pressure -Relief Valves is shown in the isometric on sheet
P3.10.
MECHANICAL:
6. Provide information regarding exhaust clearance terminations for S1 units, notes 1, 7, and 17
Response: Discussing clearance between the 4" Dryer Exhaust hood, the water heater flue
concentric vent, and the 6"Exhaust Hood with the architect, it is intended to mount all three thru
the exterior wall horizontally in-line. The architect is indicating those mechanical items on the
elevation drawings. Minimum distance from bath/kitchen exhaust outlet to an opening in the
building is 3ft. The top of each window is fixed therefore allowing the exhaust outlet near the
window.
7. Provide information regarding exhaust clearance terminations for 81 units, notes 1, 7, and 2 Response:
Please see response for item -2 above.
8. Is exhaust fan EFK-100 rated at 50cfm like EF 50? They both refer to the same Panasonic model on page
Response: Yes. Although exhaust fan EFK-100 has the capability of 100 CFM by internal
switching from 50-80-100 CFM, the setting of 50CFM satisfies both the required mechanical
ventilation in the kitchen of 25 CFM continuous and the mechanical ventilation required for the
entire living unit.
9. MO -0.0: in the Apartment Mechanical Equipment List table, provide information regarding the supply air
side of the Mechanical Ventilation in the units. How is this to be provided? Response: Referring to
20121MC Code Section 403, Table 403.3, the present Mechanical Ventilation design does not
include a "ducted supply air side" method; an "Exhaust -only method" is incorporated as noted in
IMC Section 403. 1, "Mechanical Ventilation shall be provided by a method of supply air and
return or exhaust air". Please note the IBC Code requires a maximum of 3.0 AirChanges per
hour which is difficult to attain for apartment envelope tightness. The mechanical ventilation
exhaust fan pulls outside air thru exterior surfaces at approximately 0.35 AirChanges per hour
satisfying mechanical ventilation requirements.
10. In the unit corridors, please explain how the existing air is to be exhausted to offset supplied OSA through
item number 2,113cfm on each floor Response: As noted in item -5 above, the exterior wall
exfiltrates air from the corridor outside air intake, providing Mechanical Ventilation to each
corridor at 0.06CFM/sqft.
11. Please clarify routing and location of OSA ductwork and termination in Clubhouse as shown on MC1-1.
Response: A 14"round OSA UP THRU ROOF TO SMACNA INTAKE CAP with 1/4"GALV
MESH" is presently shown just adjacent to the WOMEN bathroom. There are three 10"round
OSA ducts connected to this 14"round, each connecting to the respective furnace return air with
Outlook CCC Page 1 of 2 RBlank Response#1 9-24-2019
a manual damper set of each of these dampers is per OUTSIDE AIR CALCULATIONS as noted
on sheet MCI -1: FR1-5T = 400 CFM; FR2-5T =400 CFM; FR3-4T = 280 CFM.
12. Please identify equipment/appliance shown in Business Lounge area that requires a concentric roof vent
also located in the clubhouse. Response: The item is a gas fireplace, model Napoleon model
HD81-1 rated 60,000 BTU/Hr input.
Please contact me if there are any
Sincerely, 528olEngineering
Roger Blank, P.E., President
��pp*' �"_gyp REG/S., ",1111
24341
� \\
9-24-2019
\\-\'
Outlook CCC Page 2 of 2 RBlank Response#1 9-24-2019
PLAN REVIEW COMMENT RESPONSES —SEPTEMBER 25, 2019
1sT ARCHITECTURAL REVIEW
Project: Outlook Clear Creek Crossing (KA# 215093)
Plan Check No: 201901819 -201901824
Reviewer: Randy Slusser, Chief Building Official
Building Division, City of Wheat Ridge
303.235.2803
rslusser@ci.wheatridge.co.us
Mr. Slusser:
Please let this letter serve as a response to the architectural comments received dated 9.20.2019 for
Outlook Clear Creek Crossing. Responses from other disciplines are submitted under separate cover. If
you have any additional comments or concerns, please contact me at the contact information listed
below.
Thank you,
Karl Schuch, AIA
KEPHART
community ■ planning ■ architecture
2555 Walnut Street
Denver, CO 80205
303.832.4474 ext. 7139
303.832.4476 fax
KarlS e,KeI2hart.com
-www kel2hart.com
1. Please justify use of using residential energy compliance. Multifamily projects over 3 stories are
classified commercial buildings as defined in 2012 IECC, and shall comply with the commercial
provisions. Verify location on compliance certificate is listed as Wheat Ridge, not Westminster as
it is now shown. Revise all energy compliance certificates accordingly.
Response: REScheck calculations have been replaced with COMcheck compliance certificates
on sheet AO -3.0. Location revised to Wheat Ridge. Per COMcheck analysis, foundation
insulation was found to be unnecessary to achieve 2012 IECC compliance, and has been
removed from foundation details 3 and 8 on sheet A7-1.1, and foundation plan sheets A2-1.0
and A2-2.0.
Outlook Clear Creek Crossing Plan Check No. 201901819 -201901824 Page 1 of 2
2. AO -3.0: Code analysis for Elevator Lobby Separation. Clarify what type of fire partition and
assembly is being provided.
Response: Sheet AO -3.0 has been revised to identify assembly as GA FILE NO. 3605. Sheet AO -
6.0 has been revised to indicate 1 -HR ELEVATOR LOBBY SEPARATION at GA FILE NO. 3605.
3. AR8-1.0: Detail 1—Typical Stair Plan. Clarify why location of water heater is in stairway (Most
likely typo)
Response: The water heater shown in 1/AR8-1.0 is located in a first floor mechanical closet
under the stair landing. The stair has a section cut in plan to allow garage level to show in full.
Water heater does not occur at top of landing. See 2/AR2-1.0 for further clarity on water
heater locations (keynoted as 22.13).
4. Revise wall type legend and roof/ceiling type legend to reference ACO -1.2 on sheets AC4-1.0,
AC6-1.0, AC6-2.0, and AC6-3.0.
Response: Legends have been revised on sheets AC4-1.0, AC6-1.0, AC6-2.0, and AC6-3.0.
End of Narrative.
Outlook Clear Creek Crossing Plan Check No. 201901819 -201901824 Page 2 of 2
NCHOR
ENGINEERING
October 4,%OI9
Kephart Architects
Atten:Karl Schu[h
2S55Walnut Street
Denver, [D8O20S
RE: Outlook Clear Creek Crossing
VVheathdge,[{J
Anchor Job #: 170548
Permit #: 201901819-0I824
As per your request, our office has reviewed the City ofVVheathdge building department comments
dated Oq/33/I9and for the above-mentioned project. OurOffce has the following responses:
37.Sheet SI'l.O:Verify the foundation keynote #9. See page 3Z2ofthe structural calculation for the
special rebans@ hnldovvns. Per page 32Zofthe structural calculation, need 1D-#5 @I0"oc.x9'-6"
around hu|dovvnHD12and 8'$5@10"oz.x7'-9"around ho|dovvnHD1l. |6Keynote #9onsheets S1 -
l.0 8'S1'I.0for all ho|dovvns or just for some ho|dOvvns? Ho|dnwns are HD7, HDO etc' on the plans.
It is better to specify the type of holdowns that require the special require the special reinforcement.
Verify if the special reinforcement is required for the following locations.
a\ Sheet S1-1.0: @ upper and lower left ofthe building, units 828'Blfor HDl1& @upper
and lower right ofthe building, Units 82 & 13lfor HD1I.
b\ Sheet S1-2.0: @ upper and lower left ofthe building, units B2Q'B1for HD11& @upper
and lower right ofthe building, units B2 &Rlfor HDll.
Response: Special reinforcement has been added tothe locations noted above nnSheet S2'1.0and S2'
50. 5heetSCl'1.Ci foundation notes: Cannot find reference sheet5[O'O.l & details .S, '
0.0. Foundation Note #G:Referencedetail 1/SO-0.2 shall be 7/SO-0.2 and 8/SSC3-0.0sha|| beD/SC3-D.0.
8/S3-O.Oisshown onthe plan.
Nbmodifications to note 6have been made since it already indicates 0.
53. Sheet SC1-1.0: Verify the total strands in each direction. Also verify the spacing of the strands. See
pages 475,4QO,5O1,5l4,626&534ofthe structural calculation for the details. Verify the length nf
the strands @ rectangular 1. |nlong direction, itshall be04'approximately instead ofZS'-4" In short
direction, itshall beZ8'approx. instead of38'-9" Verify the length ofall ofthe strands. See attached
�p 2535 17`" Srnser' Dswven' CO 80211 � 383'783'4797 � 303-830-9133 FAX *
MCHOR
A ENGINEERING
STRUCTURAL FNGINEERS
mark-up sheet for the locations, The structural calculation is ok. Verify the length on the plan (sheet
SCl-LO). There are seven places. Marked -up sheet will beresent with this review.
Our office reviewed the spacingondtheco8outs/oro8tendVnsondrectono&esforthePT
slab on page SC1-1.0. Clarification to the structural documents have been made.
Sincerely,
Anchor Engineering, Inc.
mom
Charles D. Petzinger, P.E.
Project Engineer
Reviewed by:
YsidoroGutierrez' P.E.
Project Manager
/, 2535 17,° Srnsar' Dsmvsn' CO 80211 * 303'783'4797 � 303-830-9133 FAX ��
ANCHOR
ENGINEERING
STRUCTURAL ENGINEERS
October 4, 2019
Kephart Architects
Atten: Karl Schuch
2555 Walnut Street
Denver, CO 80205
RE: Outlook Clear Creek Crossing
Wheatridge, CO
Anchor Job #: 170548
Permit #: 201901819-01824
As per your request, our office has reviewed the City of Wheatridge building department comments
dated 09/23/19 and for the above-mentioned project. Our office has the following responses:
37. Sheet S1-1.0: Verify the foundation keynote #9. See page 322 of the structural calculation for the
special rebars @ holdowns. Per page 322 of the structural calculation, need 10-#5 @ 10" o.c. x 9'-6"
around holdown HD12 and 8-$5 @ 10" o.c. x 7'-9" around holdown HD11. Is Keynote #9 on sheets 51-
1.0 & S1-2.0 for all holdowns or just for some holdowns? Holdowns are HD7, HD8 etc... on the plans.
It is better to specify the type of holdowns that require the special require the special reinforcement.
Verify if the special reinforcement: is required for the following locations.
a) Sheet S1-1.0: @ upper and lower left of the building, units B2 & 131 for IID11 & @ upper
and lower right of the building, units B2 & 131. for HD1L
b) Sheet S1-2.0: @ upper and lower left of the building, units B2 & 131 for FID11 & @ upper
and lower right of the building, units B2 & B.I. for HD1.1..
Response: Special reinforcement has been added to the locations noted above on Sheet S1-1.0 and 51-
2.0 for the holdowns HD11.
50. Sheet SC1-1.0, foundation notes: Cannot find reference sheet SCO -0.1 & details 7/SCO-0.3, 8/SSC3-
0.0. Foundation Note #6:Reference detail 1/SO-0.2 shall be 7/SO-0.2 and 8/SSC3-0.0 shall be 8/SC3-0.0.
8/S3-0.0 is shown on the plan.
Response: No modifications to note 6 have been made since it already indicates 8/SC3-0.0.
53. Sheet SC1-1.0: Verify the total strands in each direction. Also verify the spacing of the strands. See
pages 475, 488, 501, 514, 526 & 534 of the structural calculation for the details. Verify the length of
the strands @ rectangular 1. In long direction, it shall be 64' approximately instead of 25'-4". In short
direction, it shall be 28' approx. instead of 38'-9". Verify the length of all of the strands. See attached
2535 17r" STREET, DENVER, CO 80211 303-783-4797 ❖ 303-830-9133 FAX •:
ENGINEERING
STRUCTURAL ENGINEERS
mark-up sheet for the locations. The structural calculation is ok. Verify the length on the plan (sheet
SCI-I.Ui There are seven places. Marked -up sheet will beresent with this review.
Our office reviewed the spacingmnd the collouts for a// tendons and rectangles for the PT
slab on page SC1-1.0. Clarification to the structural documents hove been made.
Sincerely,
Anchor Engineering, Inc.
Charles O. Petzinger, P.E.
Project Engineer
Reviewed by:
YsidoroGutierrez, P.E.
Project Manager
� 2535 17`" Srnssr' Dcmvsn^ CO 80211 �, 303'783'4797 �, 303-830-9133 FAX *
ANCHOR
ENGINEERING
STRUCTURAL ENGINEERS
October 2, 2019
Kephart Architects
Atten: Karl Schuch
2555 Walnut Street
Denver, CO 80205
RE: Outlook Clear Creek Crossing
Wheatridge, CO
Anchor Job #: 170548
Permit #: 201901819-01824
As per your request, our office has reviewed the City of Wheatridge building department comments
dated 09/23/19 and for the above-mentioned project. Our office has the following responses:
5. Detail 3/SO-0.3: The reference sheet for 2x6 & 2x4 wall shall be SO -0.1 instead of SO -0.2.
Response: Note in detail has been revised.
6. Detail 7/SO-0.3: Verify the reference detail 9/SO-0.3. Cannot find this detail. New detail 11/S4-0.0 is
not shown on plan.
Response: Note in detail has been revised to reference detail 11/S4-0.0
11. Sheets S1-1.0 & S1-2.0, foundation note #9: Verify the reference detail 8/S3-0.0. Verify the new
reference detail 13/S3-0.0
Response: Note #9 has been revised on S1-1.0 and S1-2.0 to reference detail 8/S3-0.0. It has been
verified that the previously provided referenced detail 8/S3-0.0 is correct.
37. Sheet S1-1.0: Verify the foundation keynote #9. See page 322 of the structural calculation for the
special rebars @ holdowns. Per page 322 of the structural calculation, need 1045 @ 10" o.c. x 9°-6"
around holdown HD12 and 8-$5 @ 10" o.c. x 7"-9" around holdown HD11. Is Keynote #9 on sheets 51-
1..0 & S1-2.0 for all holdowns or just for some holdowns? Holdowns are HD7, HD8 etc... on the plans.
It is better to specify the type of holdowns that require the special require the special reinforcement.
Response: The intent for foundation keynote 9 is to specifically indicate locations of additional
reinforcement. Keynote 9 has been revised to provide additional clarity. Please note keynote 9 has
2535 17TH STREET, DENVER, CO 80211 ❖ 303-783-4797 303-830-9133 FAX •.
ANCHOR
ENGINEERING
STRUCTURAL ENGINEERS
October 2, 2019
Kephart Architects
Atten: Karl Schuch
2555 Walnut Street
Denver, CO 80205
RE: Outlook Clear Creek Crossing
Wheatridge, CO
Anchor Job #: 170548
Permit #: 201901819-01824
As per your request, our office has reviewed the City of Wheatridge building department comments
dated 09/23/19 and for the above-mentioned project. Our office has the following responses:
5. Detail 3/SO-0.3: The reference sheet for 2x6 & 2x4 wall shall be SO -0.1 instead of SO -0.2.
Response: Note in detail has been revised.
6. Detail 7/SO-0.3: Verify the reference detail 9/SO-0.3. Cannot find this detail. New detail 11/S4-0.0 is
not shown on plan.
Response: Note in detail has been revised to reference detail 11/S4-0.0
11. Sheets S1-1.0 & S1-2.0, foundation note #9: Verify the reference detail 8/S3-0.0. Verify the new
reference detail 13/S3-0.0
Response: Note #9 has been revised on S1-1.0 and S1-2.0 to reference detail 8/S3-0.0. It has been
verified that the previously provided referenced detail 8/S3-0.0 is correct.
37. Sheet S1-1.0: Verify the foundation keynote #9. See page 322 of the structural calculation for the
special rebars @ holdowns. Per page 322 of the structural calculation, need 10-#5 @ 10" o.c. x 9'-6"
around holdown HD12 and 8-$5 @ 10" o.c. x 7'-9" around holdown HD11. Is Keynote #9 on sheets S1-
1.0 & S1-2.0 for all holdowns or just for some holdowns? Holdowns are HD7, HD8 etc... on the plans.
It is better to specify the type of holdowns that require the special require the special reinforcement.
Response: The intent for foundation keynote 9 is to specifically indicate locations of additional
reinforcement. Keynote 9 has been revised to provide additional clarity. Please note keynote 9 has
2535 17T" STREET, DENVER, CO 80211 0• 303-783-4797 • 303-830-9133 FAX •:
been revised to state "where shown thus". Additional reinforcement not required at HD7, HD8, HD9 &
HD10.
50. Sheet SC1-1.0, foundation notes: Cannot find reference sheet SCO -0.1 & details 7/SCO-0.3, 8/SSC3-
0.0. Foundation Note #6:Reference detail 1/SO-0.2 shall be 7/SO-0.2 and 8/SSC3-0.0 shall be 8/SC3-0.0.
Response: Note 6 has been revised to reference 6/SO-0.2 and the extra "S" has been removed from the
reference section.
53. Sheet SC1-1.0: Verify the total strands in each direction. Also verify the spacing of the strands. See
pages 475, 488, 501, 514, 526 & 534 of the structural calculation for the details. Verify the length of
the strands @ rectangular 1. In long direction, it shall be 64' approximately instead of 25'--4". In short
direction, it shall be 28' approx. instead of 38'-9". Verify the length of all of the strands. See attached
mark-up sheet for the locations.
Response: Our office has reviewed the spacing of the strands. Per the calculation on page 475 of the
original calculation package, the dimensions of the rectangle "Rectangle 1" in long direction is 64' and
short direction is 28'. No modifications required.
56. Details 1,3,6/SG1-2.0 and 1/SG1-3.0: Cannot find the reference sheets SGO-0.1 & SGO-0.2. The
revised sheet SG1-3.0 was not included in this submittal.
Response: Sheet SG1-3.0 was not included in the submittal because there were no revisions to this
page. Detail 1/SG1-3.0 did not reference a SGO-0.1 or SGO-0.2 but rather the correct page SO -0.1.
Please reference previously provided structural sheet SG1-3.0.
Sincerely,
Anchor Engineering, Inc.
Charles D. Petzinger, P.E.
Project Engineer
Reviewed by:
Ysidoro Gutierrez, P.E.
Project Manager
2535 17111 STREET, DENVER, CO 80211 303-783-4797 303-830-9133 FAX •:
been revised to state "where shown thus". Additional reinforcement not required at HD7, HD8, HD9 &
HD10.
50. Sheet SC1-1.0, foundation notes: Cannot find reference sheet SCO -0.1 & details 7/SCO-0.3, 8/SSC3-
0.0. Foundation Note #6:Reference detail 1/SO-0.2 shall be 7/SO-0.2 and 8/SSC3-0.0 shall be 8/SC3-0.0.
Response: Note 6 has been revised to reference 6/SO-0.2 and the extra "S" has been removed from the
reference section.
53. Sheet SC1-1.0: Verify the total strands in each direction. Also verify the spacing of the strands. See
pages 475, 488, 501, 514, 526 & 534 of the structural calculation for the details. Verify the length of
the strands @ rectangular 1. In long direction, it shall be 64' approximately instead of 25'-4". In short
direction, it shall be 28' approx. instead of 38'-9". Verify the length of all of the strands. See attached
mark-up sheet for the locations.
Response: Our office has reviewed the spacing of the strands. Per the calculation on page 475 of the
original calculation package, the dimensions of the rectangle "Rectangle 1" in long direction is 64' and
short direction is 28'. No modifications required.
56. Details 1,3,6/SG1-2.0 and 1/SG1-3.0: Cannot find the reference sheets SGO-0.1 & SGO-0.2. The
revised sheet SG1-3.0 was not included in this submittal.
Response: Sheet SG1-3.0 was not included in the submittal because there were no revisions to this
page. Detail 1/SG1-3.0 did not reference a SGO-0.1 or SGO-0.2 but rather the correct page SO -0.1.
Please reference previously provided structural sheet SG1-3.0.
Sincerely,
Anchor Engineering, Inc.
Charles D. Petzinger, P.E.
Project Engineer
Reviewed by:
Ysidoro Gutierrez, P.E.
Project Manager
2535 1711 STREET, DENVER, CO 80211 303-783-4797 303-830-9133 F A x •.