HomeMy WebLinkAbout242 Conifer St - Special Inspections/Engineering - 09/03/2008September 3, 2008
EARTH ENGINEERING
CONSULTANTS, INC.
Alliance Construction Solutions
2725 Rocky Mountain Avenue
Loveland, Colorado 80538
Attn: Mr. Bob DeBuse ALL/
ANC, ,
Re: Construction Observation and Testing SEP
United Way — Conifer and Blue Spruce Drive
Fort Collins, Colorado ` d
EEC Project No. 1084071 CORPp�„�
Mr. DeBuse:
As requested, during the period August 10 through August 23, 2008, Earth Engineering
Consultants, Inc. (EEC) personnel provided construction observation and testing services
for the referenced project. Those services were provided on a part-time, on -call basis and
included field density testing of foundation wall backfill material, observation of
foundation reinforcement for a portion of the continuous spread footings and foundation
wall, and testing of cast -in -place concrete at the referenced project. Results of the
observation and testing completed by EEC personnel during the referenced period are
provided with this report.
During the referenced period, EEC personnel performed field density tests on foundation
wall backfill material that had been placed/prepared and compacted prior to our site
visits. The field density tests were completed at random locations and elevations within
the areas tested, and were performed in general accordance with ASTM Specification D-
2922. The results and general locations of the field density tests completed by EEC
personnel during the referenced period are shown on the attached summary sheet.
Previously completed standard Proctor test results were used to evaluate the percent
compaction of the materials used in the field. The field density test results met the
project's percent compaction requirements.
On August 12, 2008, prior to placement of footing foundation concrete, EEC personnel
observed the reinforcing steel for a portion of the spread footing foundation system along
4396 GREENFIELD DRIVE
WINDSOR, COLORADO 80550
(970) 54 5-3 90 8 FAX (970) 663-0282
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FIELD DENSITY TEST LOCATION DIAGRAM
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UNITED WAY. = F.ORT COLLINS, COLORADO
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EEC PROJECT NuMBER: 1084071
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NORTH FILL, SUBGRADE; & AG.GREGAT.E...B.ASE . ,. . .
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FIELD DENSITY TEST LOCATION DIAGRAM
UNITED WAY - FORT COLLINS; COLORADO
EEC PROJECT NUMBER: 1084071
NoRrH WATER LINE
. NOT TO SC.4LE � � � � � � � � � � � � � �
E;4RTFi ENG.INEERING:CONSULTANTS;. INC:
Earth Engineering Consultants, Inc.
Summary of Laboratory Classification/ Moisture-Density Relationship
145 _ Material Designation: 1084071.B
I � i i � - Sample Location: On-Site Pavement Section
i I j i _ Description: CDOT Class 6 Aggregate Base Course
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LL �—! - -- ! � � - Optimum Moisture Content: 7•5%
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Project: United Way I
Fort Collins,Colorado "6'
Project No: 1084071 '�
Date July 2008
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August 12� 2000 ,�l l�`r J� +���a.• -.�s::;r`:i� �•
V'�U '"''I!M`��;
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EARTH ENGINEERING
Alliance Construction Solutions CONSULTANTS, iNc.
2725 Rocky Mountain Avenue
Loveland, Colorado 80538
q���q�
Attn: Mr. Bob DeBuse . `s�<F;�c�
���,�sT��.,
Re: Foundation Excavation Observation ��G'� "����'"i�;�.}
United Way—N/W/C of Conifer Drive and Blue Spruce Driv �'O�A �''1� �
Fort Collins, Colorado c� U8 /
EEC Project No. 1084071 ��'�:�=-
` �j�,� �
Mr. DeBuse:
,�r�,/
Earth Engineering Consultants, Inc. (EEC) personnel have completed the observation of
foundation bearing materials for footing foundations for the referenced project. The results of
those observations are included with this report. EEC conducted a subsurface exploration for the
site in October of 2006 and, based on the subsurface conditions encountered, developed a
detailed geotechnical engineering report concerning design and construction of foundations and
support of floor slabs and eaterior flatwork. For additional information and design
recommendations please refer to our "Subsurface Exploration Report" dated October 18, 2006,
and our supplemental/addendum report dated March 9, 2007, Project No. 1042023.1.
In our supplemental report dated March 9, 2007, we stated the following: "To develop the
building subgrade, we recommend the in-place materials be removed to a depth of 2-feet below
foundation beaxing level and replaced as controlled fill. The fill materials could consist of the
site sandy silty clays and should be placed in loose lifts not to exceed 9-inches thick, adjusted in
moisture content and compacted to at least 95% of the materials maximum dry density as
determined in accordance with ASTM Specification D-698, the standard Proctor procedure. The
moisture content of the lean clay soils should be adjusted to be within the range of f2% of
standard Proctor maximum dry density at the time of compaction." EEC personnel performed
field density tests within the overlot grading and building pad preparation axeas during July of
2008 and prepaxed a report on August 7, 2008 with the results. The final field density test results
met the project compaction requirement of at least 95% of standard Proctor maximum dry
density.
At the time of our visit on August 7, 2008, the foundation bearing strata for the proposed
building had been excavated to approximate foundation-bearing elevation. Dynamic cone
penetrometer tests were conducted by EEC personnel to depths of approximately three (3) feet
439Fi GREENFIELD DRIVE
WINDSOR, COLORADO 80550
(970) 545-3908 FAX (970) 663-0282
:,s.:;c.' .;;,{s k...�
`1
Earth Engineering Consultants,Inc.
EEC Project No. 1084071
August 12,2008
Page 2
below proposed bearing elevations. The exposed materials in the excavation consisted of moist,
brown, sandy lean clay subsoils. The dynamic cone penetrometer tests indicated the fill
material/subsoils were medium stiff in consistency, and were similar to the soils described in our
subsurface exploration reports.
Two (2) swell/consolidation tests were conducted on relatively undisturbed samples obtained
within the foundation excavation at or near the bearing stratum to determine the swell and/or
consolidation potential with increase in moisture content. The subsoils showed low potential for
volume change at present moisture and density conditions, results of which are included herein.
Based on the results of the outlined field observation and laboratory testing, it is our opinion the
observed subsoils within the proposed building footprint could be used for support of the footing
foundations at the design maximum net allowable total load soil beaxing pressure of 1500 psf.
All footings should bear on uniform/similar materials to minimize the potential for differential
movement between soil types.
We appreciate the opportunity to be of service to you on this project. If you have any questions
regarding this report, or if we can be of further service to you in any way, please do not hesitate
to contact us.
Very truly yours,
Earth Engineering Consultants, Inc.
Reviewed by:
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FSa�ION P�`�� � �
David A. Richer, P.E. Lester L. Litton, P.E.
Senior Geotechnical Engineer Principal Engineer
DAR/LLL/dla
� SWELL / CONSOLIDATION TEST RESULTS
Material Description: Sandy Lean Clay (CL)
Sample Location: Foundation Bearing Stratum - N/E/C of Excavation
Liquid Limit: -- Plasticity Index: -- % Passing#200: --
Beginning Moisture: 15.4% Dry Density: 112.5 psf Ending Moisture: 17.2%
Swell Pressure: < 500 psf % Swell @ 500: 0.1%
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Load(TSF)
Project: United Way-Alliance Construction Solutions '"'� �°�
N/W/C of Conifer and Blue Spruce Drive ,.'i-;
Project#: 1084071 � ''�
�rt�... -�:
Date: August 2008
:�
SWELL/ CONSOLIDATION TEST RESULTS
Material Description: Sandy Lean Clay (CL)
Sample Location: Foundation Bearing Stratum - S/W/C of Excavation
Liquid Limit: -- Plasticity Index: -- % Passing #200: --
Beginning Moisture: 18.8% Dry Density: 106.8 psf Ending Moisture: 20.3%
Swell Pressure: < 500 psf % Swell @ 500: None
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Project: United Way-Alliance Construction Solutions �' �
N/W/C of Conifer and Blue Spruce Drive �1 �
Project#: 1084071 -A { .�
Date: August 2008
Y
t Earth Engineering Consultants,Inc.
EEC Project No. 1084071
September 3,2008
Page 2
eastern wall of the building. The horizontal reinforcement for the continuous perimeter
spread footings, (i.e., F16) consisted of two (2) continuous #5 rebar. On August 14,
2008, prior to placement of foundation wall concrete, EEC personnel observed the
reinforcing steel for the foundation wall for the entire building footprint. The foundation
wall horizontal reinforcement consisted of#5 continuous rebar with #4 vertical rebar as
shown on wall section details D5, D6, D12, and D3. The reinforcement for the portion of
the foundation system observed by EEC appeared to be in general accordance with the
schematics presented on pages 52.1 and S3 of the structural drawings. Lap lengths were
checked and appeared to meet the minimum required lengths.
During the referenced period, EEC personnel observed and tested Portland cement
concrete delivered to the site for placement within the foundation system. Field testing
performed on the plastic concrete included slump, air content, and concrete temperature.
The ambient air temperature at the time of placement was also recorded. Concrete test
cylinders were cast from representative samples for laboratory curing and compressive
strength testing. Results of the field and laboratory tests performed during the referenced
period are being provided in separate reports when the 7 and 28 day compressive
strengths become available.
We appreciate the opportunity to work with you on this project. If you have any
questions concerning this report, or if we can be of further service to you in any other
way, please do not hesitate to contact us.
Very truly yours,
Earth Engineering Consultants, Inc.
Reviewed by:
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David A. Richer, P.E. Lester L. Litton, P.E.
Senior Project Engineer Principal Engineer
..,
' EARTH ENGINEERING CONSULTANTS, INC.
,; SUMMARY OF FIELD DENSITY TESTS
. �� � c Compliance With
Fieid Test Results d a� 4
� E u; F a � � � �u Project Specifications
d z' � r E Approximate Test Location/Notes - - N � a
oN o •� Z Elev./ Material Percent Dry � j 'a o (P/F)
a� o
�� Lift No. (Proctor) Moisture Densiry v Moisture %Comp.
31 8/21 1 Interior Foundation Backfill-5'E&5'N of SW Comer of Building 0.0 A 18.6% 102.9 0.6% 99% Pass � Pass
--- - __.. _... _... _......_..- -
32 8/21 2 Interior Foundation Backfill-10'W of SE Comer of Building 0.0 A 19.7% 105.9 1.7% 102% Pass � Pass
33 8/21 3 Foundation Backfill-3'W&5'N of SE Comer of Building 0.0 A 17.7% � 106.7 -0.3% 103% Pass Pass
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Proctor Designation A B
Maximum Dry Density(pc� 103.5 133.0
Optimum Moisture Content(%) 18.0% 7.5%
Required Moisture Variance OMC+/-2% N/A
Required Percent Compaction 95% 95% ,
Laboratory Method ASTM D-698 ASTM D-698
Project:United Way Addition Project No:1084071
Location:Fort Collins,Colorado Date:September 2008
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September 19, 2008 � � " � ' ;;'E;,;, r,y ���h� =
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1� I �� � ��.t�l.°`�� EARTH ENGINEERING
�` � � � �-- CONSULTANTS, INc.
Alliance Construction Solutions (�c� �.�-A=� � �.�'
2725 Rock Mountain Avenue � `
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Loveland, Colorado 80538 �,
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Attn: Mr. Bob DeBuse ��c�,� G�
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�_?,'s�S�Fr�"�.
Re: Construction Observation and Testing � ����"�' a�� � �'`'c`��i.JP�
United Way—Conifer and Blue Spruce Drive C�� 1��8
Fort Collins, Colorado ��u' �
�.��•,�.
EEC Project No. 1084071 ����h
Ff�;,�
Mr. DeBuse:
As requested, during the period August 24 through September 6, 2008, Earth Engineering
Consultants, Inc. (EEC) personnel provided construction observation and testing services
for the referenced project. Those services were provided on a part-time, on-call basis and
included field density testing of on-site sanitary sewer trench backfill material and
subgrade material for the driveway/entrance drainage cross-pan, foundation
reinforcement observation for a portion of the interior slab-on-grade and interior column
pads and grade beams, and testing of cast-in-place concrete at the referenced project.
Results of the observation and testing completed by EEC personnel during the referenced
period are provided with this report.
During the referenced period, EEC personnel performed field density tests on sanitary
sewer backfill material and subgrade material beneath the driveway/entrance drainage
cross-pan that had been placedlprepared and compacted prior to our site visits. The field
density tests were completed at random locations and elevations within the areas tested,
and were performed in general accordance with ASTM Specification D-2922. The
results and general locations of the field density tests completed by EEC personnel during
the referenced period are shown on the attached summary sheet. Previously completed
standard Proctor test results were used to evaluate the percent compaction of the
materials used in the field. The field density test results met the project's percent
compaction requirements.
On September 4, 2008, prior to placement of floor slab and interior column pad and grade
beam foundation concrete, EEC personnel observed portions of the reinforcing steel. The
4396 GREENFIELD DRIVE
WINDSOR, COLORADO 80550
(970) 545-3908 FAX (970) 663-0282
•°F ;R.;r,;�.
, Earth Engineering Consultants;Inc.
EEC Project No. 1084071
September 19,2008
Page 2
horizontal reinforcement for the interior grade beams consisted of two (2) #5 continuous
rebar and for the interior column pads we observed #4 rebar placed 18-inches each way
on-center for the approYimate 36-inch square interior column pads. For the interior floor
slab, we noted placement of a 6-inch by 6-inch welded wire mesh within the areas
observed. The reinforcement for the portion of the foundation system and interior floor
slab observed by EEC appeared to be in general accordance with the schematics
presented on pages 52.1 and S3 of the structural drawings. Lap lengths were checked
and appeaxed to meet the minimum required lengths.
During the referenced period, EEC personnel observed and tested Portland cement
concrete delivered to the site for placement within the driveway/entrance drainage cross-
pan. Field testing performed on the plastic concrete included slump, air content, and
concrete temperature. The ambient air temperature at the time of placement was also
recorded. Concrete test cylinders were cast from representative samples for laboratory
curing and compressive strength testing. Results of the field and laboratory tests
performed during the referenced period are being provided in separate reports when the 7
and 28 day compressive strengths become available.
We appreciate the opportunity to work with you on this project. If you have any
questions concerning this report, or if we can be of further service to you in any other
way, please do not hesitate to contact us.
Very truly yours,
Earth Engineering Consultants,Inc.
_,�._.
Reviewed by:
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David A. Richer, P.E. Lester L. Litton, P.E.
Senior Project Engineer Principal Engineer
DAR/LLL/dla
� EARTH ENGINEERING CONSULTANTS, INC.
,� SUMMARY OF FIELD DENSITY TESTS
'- °' Field Test Results �, � o Compliance With
� � d F � � � � u Project Specifications
y Z o ,,� Approximate Test Location/Notes --- N � � 1°
� y ��Z Elev./ Material Percent Dry � � a o (P/F)
v� � Lift No. (Proctor) Moisture Density � Moisture %Comp.
34 8/27 1 Sanitary Sewer-20'S 8 5'E of NW Corner of Building 0.0 A 16.3% i 102.1 -1.7% i 99% Pass I Pass
35 8/27 2 Sanitary Sewer-20'S&25'E of NW Corner of Building -1.0 A 16.5% I 102.0 -1.5% I 99% Pass Pass
----._... --- ---._._. _.. -..
36 8/27 3 Sani[ary Sewer-22'S&20'E of NW Corner of Building 0.0 A 16.2% i 103.1 -1.8% � 100% Pass Pass
---.... - - . . _... - --.._. . -; - .
37 9/3 1 Driveway Crosspan-65'S&150'W of SW Corner of Building 0.0 A 17.0% 103.5 -1.0% � 100% Pass Pass
38 9/3 2 Driveway Crosspan-65'S&155'W of SW Corner of Building 0.0 A 16.9% 103.0 -1.1% 100% Pass Pass
39 9/3 3 Driveway Crosspan-65'S&145'W of SW Comer of Building 0.0 A 16.7% 103.1 -1.3% 100% Pass Pass
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Proctor Designation A
Maximum Dry Density(pc� 103.5
Optimum Moisture Cantent(%) 18.0%
Required Moisture Variance OMC+l-2% N/A
Required Percent Compaction 95%
Laboratory Method ASTM D-698
Project:United Way Addition Project No:1084071
Location:Fort Collins,Colorado Date:September 2006 ' �'='� '
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August 27, 2008 u � �'• � ,� � �
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EARTN ENGINEERING
Alliance Construction Solutions CONSULTANTS, �Nc.
2725 Rocky Mountain Avenue
Loveland, Colorado 80538
Attn: Mr. Bob DeBuse � ._�� �'�:� � :��:�i���;:;-i:�{'i:��� ,�_.,;��
� ..._"_�:�,�JI�Ji�.��, it�:v' a
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Re: Construction Observation and Testing � t'��..�(: :� 3 2_CG8
United Way—Conifer and Blue Spruce Drive j
Fort Collins, Colorado ��..,,n„ ._��.�y.;_f_:_ �r.;_ „:_
EEC Project No. 1084071 `=-���='�=�-�-----�-�'�'-'='�==
Mr. DeBuse:
As requested, during the period July 27 through August 9, 2008, Earth Engineering Consultants,
Inc. (EEC) personnel provided construction observation and testing services for the referenced
project. Tliose services were provided on a part-time, on-call basis and included field density
testing of subgrade and aggregate base course materials within the on-site pavement axeas and
backfill material within the water line trench, observation of foundation reinforcement for the
building, and testing of cast-in-place concrete at the referenced project. Results of the observation
and testing completed by EEC personnel during the referenced period are provided with this report.
During the referenced period, EEC personnel performed field density tests on subgrade and
aggregate base course material within the on-site pavement areas and backfill material within the
main water line trench that had been placedJprepared and compacted prior to our site visits. The
field density tests were completed at random locations and elevations within the areas tested, and
were performed in general accordance with ASTM Specification D-2922. The results and general
locations of the field density tests completed by EEC personnel during the referenced period are
shown on the attached summary sheet.
During the referenced period, EEC personnel obtained a representative sample of the aggregate base
course from the site for laboratory evaluation of the moisture-density relationship. Laboratory
testing performed included a standard Proctor (ASTM Specification D-698) test. Results of the
laboratory tests completed by EEC personnel during the referenced period are shown on the
attached summary sheets. Previously completed standaxd Proctor test results and the results from
the aggregate base course analysis were used to evaluate the percent compaction of the materials
4396 GREENFIELD DRIVE
WINDSOR, COLORADO 80550
(970) 545-3908 FAX (970) 663-0282
� ,
:�;:� ;,r::�'� .w:;
� Earth Engineering Consultants,Inc.
EEC Proj ect No. 108407]
August 27,2008
Page 2
used in the field for the pavement areas. The field density test results met the project's percent
compaction requirements.
On August 7, 2008, prior to placement of foundation concrete, EEC personnel observed portions of
the reinforcing steel for the spread footing foundation system along the exterior perimeter of the
building. The horizontal reinforcement for the continuous perimeter spread footings, (i.e., F16),
two (2) continuous #5 rebar were observed. For the F20 — F28 footing/column pads, the
reinforcement consisted of three (3) #5 rebar and for the F30 pads four (4) #5 rebar were observed.
The reinforcement for the portion of the foundation system observed by EEC appeaxed to be in
general accordance with the details presented on pages 52.1 and S3 of the structural drawings. Lap
lengths were checked and appeared to meet the minimum required lengths.
During the referenced period, EEC personnel observed and tested Portland cement concrete
delivered to the site for placement within the foundation system. Field testing performed on the
plastic concrete included slump, air content, and concrete temperature. The ambient air temperature
at the time of placement was also recorded. Concrete test cylinders were cast from representative
samples for laboratory curing and compressive strength testing. Results of the field and laboratory
tests performed during the referenced period are being provided in separate reports when the 7 and
28 day compressive strengths become available.
We appreciate the opportunity to work with you on this project. If you have any questions
concerning this report, or if we can be of further service to you in any other way, please do not
hesitate to contact us.
Very truly yours,
Earth Engineering Consultants, Inc.
Reviewed by:
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David A. Richer, P.E. Lester L. Litton, P.E.
Senior Project Engineer Principal Engineer
EARTH ENGINEERING CONSULTANTS, INC.
�
SUMMARY OF FIELD DENSITY TESTS
d �, c Compliance With
? a u, Field Test Results m a+ ' 4
� E �, F � � � � � �� Project Specifications
� z' � �.E Approximate Test Location/Notes � � I a
o y o � Z Elev./ Material Percent Dry � � a o (P/F)
v � � Lift No. (Proctor) Moisture Density v Moisture %Comp.
21 7/29 1 Moisture Check-See Diagram FSG A 18.0% -- 0.0% I -- Pass --
------ - 9 --- -----..._.
22 7/29 2 Moisture Check-See Dia ram FSG A 17.4% -- -0.6% I -- Pass -
----------._. _... _.._.. ------...-- --- ._. .
23 7/29 3 Street Subgrade-See Diagram FSG A 17.1% 102.1 -0.9% I 99% Pass Pass
__. .. ..- ---------.._....- ---...__ -- -- ----
24 7/29 4 Street Subgrade-See Diagram FSG A 18.1% 99.2 0.1% 96% Pass Pass
-- -- ' ' ---._..........
25 7/29 5 Street Subgrade-See Diagram FSG A 17.4% ' 96.9 -0.6% , 96% Pass Pass
--- -- ----------........_ .
26 7/30 1 Street Subgrade-See Diagram FSG B 4.7% 127.8 -2.8% 96% N/A Pass
--- -------......... .
27 7/30 2 Street Subgrade-See Diagram FSG B 5.9% 130.0 -1.6% 98% Pass Pass
-- - --------- - ---- --..... .
28 7/30 3 Street Subgrade-See Diagram FSG B 6.0% 128.7 -1.5% 97% Pass Pass
-. _._...--- - -- �--------
29 7/30 4 Street Subgrade-See Diagram FSG B 6.3% 127.9 -1.2% 96% Pass � Pass
---...--------------... . ----- -
30 8/9 1 Water Line-See Diagram -1.0 A 17.6% 101.1 -0.4% i 98% Pass I Pass
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Prodor Designation A B
Maximum Dry Density(pc� 103.5 133.0
Optimum Moisture Content(%) 18.0% 7.5%
Required Moisture Variance OMC+/-2% N/A
Required Percent Compaction 95% 95%
Laboratory Method ASTM D-698 ASTM D-698
Project:United Way Addition Project No:1084071
Location:Fort Collins,Colorado Date:August 2008 � ����
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