HomeMy WebLinkAbout1640 Riverside Ave - Special Inspections/Engineering - 06/21/20164396 GREENFIELD DRIVE
WINDSOR, COLORADO 80550
(970) 545-3908 FAX (970) 663-0282
June 21, 2016
Strategic Property Advancement LLC
1108 Bateleur Lane
Fort Collins, Colorado 80524
Attn: Mr. Jason Luna (jason@buildwithstrategy.com)
Re: Construction Observation and Materials Testing Report – Submittal No. 9
Riverside Storage
1640 Riverside Avenue
Fort Collins, Colorado
EEC Project No. 1154149A
Mr. Luna:
As requested, during the period of May 9 through June 4, 2016, Earth Engineering Consultants,
LLC (EEC) personnel provided construction observation and testing services for the proposed
Riverside Storage project located at 1640 Riverside Avenue in Fort Collins, Colorado. Those
services were provided on a part-time/on-call basis and included observations and evaluation of
the exposed subgrade foundation bearing materials for the proposed Office Building (Building
A) as described herein, observations of foundation reinforcing steel, along with testing of cast-in-
place concrete for the referenced project. The results of the observation and testing services
completed by EEC personnel during the referenced period are included with this report.
Foundation Bearing Observation
During the referenced period, EEC personnel conducted site visits on May 13 and 24, 2016 to
observe and evaluate the exposed subgrade foundation bearing materials for the proposed Office
Building (Building A) planned for construction to verify general compliance/subsurface
conditions in comparison with the site-specific “Geotechnical Exploration Report” prepared by
EEC, dated November 20, 2015, EEC Project No. 1152149. At the time of our field observation
on May 13, 2016, the planned basement foundations had been excavated to approximate
foundation bearing elevations (10 to 13 feet below existing site grades), and the majority of the
foundation/footing form work was in-place. The exposed materials in the perimeter foundation
alignments, in general, consisted of 2 to 6 inches of apparent fill brown silty/clayey sand material
with underlying native brown/red sandy lean clay to clayey sand. The exposed materials in the
interior isolated foundation pads, in general, consisted of native brown/red sandy lean clay to
clayey sand. Dynamic cone penetrometer (DCP) tests were performed at 6-inch increments at
Earth Engineering Consultants, LLC
EEC Project No. 1154149A
June 21, 2016
Page 2
random locations within the foundation excavations to a depth of approximately 2.5-feet below
foundation bearing elevations. The DCP field results are used, in general to evaluate the
stiffness/in-situ characteristics of the underlying subsoils, very similar to that of the typical
Standard Penetration Test (SPT) used during typical subsurface exploration studies with a drill
rig and are used to assist determining the material’s structural support capabilities. The DCP test
results for the top 6 inches, in general, ranged from as low as 2 to 6 blows per 6-inches indicating
generally soft to medium stiff low bearing capacity materials. The DCP test results below the
top 6 inches generally ranged from 3 to 11 blows per 6 inches indicating generally medium stiff
to stiff low to moderate bearing capacity materials except in the southeast corner of the basement
foundations which ranged from 2 to 3 blows per 6 inches indicating general soft/low bearing
capacity materials. Due to the relatively low DCP blow count results and observations for the
upper 6 inches in most areas, EEC recommended the foundation subgrade materials in all areas
be reworked in-place, in essence flat plated to stiffen/enhance the structural integrity. Due to the
relatively low DCP blow in the southeast corner of the building, EEC recommended the
foundation subgrade materials be over-excavated approximately 12 inches, flat plate/compact the
subgrade materials at the base of 12 inch cut, then process the excavated materials, place in
uniform 9 inch lifts (+/-), and compact to at least 95% of standard Proctor maximum dry density
and within (+/-) 2% of the material’s Standard Proctor Density optimum moisture content to
enhance bearing capacity. Subsequent observations and DCP tests performed on May 24, 2016,
demonstrated the surficial compaction in most areas and the overexcavation and replacement in
the southeast corner of the building, as discussed herein, provided the desired foundation
subgrade capacity enhancement.
Based on the results of the outlined field testing and subsequent observations, it is our opinion
the observed soils evaluated within the foundation excavations, could be used for support of the
footing foundations at the design maximum net allowable total load soil bearing pressure of
1,500 psf.
Foundation Reinforcement Observations
During the referenced period, EEC personnel conducted site visits on May 25, 2016 and June 1,
2016 to perform visual observations of the reinforcing steel placed within portions of the
building foundation pads, continuous spread footings, and foundation walls at the gridlines
identified on the enclosed “color-coded/highlighted” site diagram, prior to placement of
Earth Engineering Consultants, LLC
EEC Project No. 1154149A
June 21, 2016
Page 3
concrete. The horizontal reinforcement for footing pads and continuous spread footings were
placed in general accordance with the Footing Schedule and Pad Schedule on Sheet S1.1. It
should be noted that a P120 column pad was added at Approximate Gridline L by 16.4 in general
accordance with RFI #52. The vertical and horizontal reinforcement for pilasters were placed in
general accordance with the Pilaster Schedule on Sheet S1.2. It should be noted that only eight
(8) #6 vertical dowels out of the called for ten (10) were wet-set at the Pilaster “D” location at
approximate Gridline A by 10. It is our understanding that four (4) additional #6 verticals were
doweled and epoxied approximately 8 inches into the foundation pad which was verbally
approved by the structural engineer. The vertical reinforcement from the continuous spread
footings, in general, consisted of #5 dowels matching the wall vertical reinforcing spacing. In
general, foundation wall vertical reinforcement consisted of #5 rebar at 12-inches and 18-inches
on-center at inside face and outside face, respectively, with two (2) #5 horizontal rebar at top and
bottom of wall and two (2) #5 horizontal rebar at 24 inches on-center for the balance. An
additional #5 horizontal rebar was placed at top of wall at raised top of wall locations in general
accordance with Detail 7/S3.1.
Any discrepancies of reinforcement during the daily site visits were brought to the attention of
the project’s construction management consultant, and the reinforcement subcontractor, during
the initial site visit and corrections/modifications were addressed accordingly prior to placement
of concrete.
Clearances and lap lengths, where applicable, were checked and appeared to meet the minimum
requirements. The horizontal and vertical reinforcement for the portion of the foundation system
as noted herein and observed by EEC personnel on the dates indicated, appeared to be in general
accordance with details presented on the structural drawings prepared by Weeks and Associates,
dated December 18, 2015, RFI #52 or corrections as noted herein.
Testing of Cast-in-Place Concrete
During the referenced period, EEC personnel observed and tested Portland cement concrete
delivered to the site for placement as indicated on the enclosed daily reports for the referenced
project, (please refer to Set Nos. 9 through 14). Field testing performed on the plastic concrete
included slump, air content, unit weight, and concrete temperature. The ambient air temperature
at the time of placement was also recorded. A minimum of 5 (4-inch diameter by 8-inches in
Reinforcing Steel Observation Diagram
Riverside Storage - Fort Collins, Colorado
EEC Project #: 1154149
June 2016
EARTH ENGINEERING CONSULTANTS, LLC
Footing Reinforcement
Observation 5-25-16
Legend
Foundation Wall Reinforcement
Observation 6-1-16
Placement Date:
Placement Location:
Concrete Supplier:
Water Added on Site:
of
Required 28 Day Compressive Strength (psi):
B
Project Number:
EARTH ENGINEERING CONSULTANTS, LLC
REPORT OF CAST-IN-PLACE CONCRETE TESTS
001-127325 Truck Number:
GENERAL INFORMATION
208
Mix Code: 41391 17 gals
Footings - Grid Lines 3, T
Varra Type of Placement: Pump
5/25/2016 Test No.: 9
Ticket Number:
Comments:
Yards: 10 110
3000 EEC Technician: GG
Batch Time: 12:51 PM Sample Time: 2:10 PM
FIELD TEST DATA
TEST RESULTS SPECIFICATIONS
Slump (in) ASTM C143 5"
Air Content (%) ASTM C231 7.6%
Unit Weight (pcf) ASTM C138 139.8 ----
Concrete Temperature (deg F) ASTM C1064 72 90° Max
Air Temperature at Placement (deg F) 76 ----
Comments:
COMPRESSIVE STRENGTH OF FIELD CAST TEST SPECIMENS (ASTM C39/C31)
Average
Maximum Cylinder Cylinder Compressive Compressive
Failure Strength Strength
Number Tested (days) (lbs) (in) (in) (in2) Type (psi) (psi)
Specimen Date Age Applied Load Height Diameter Area
9 06/01/16 7 25700 8 4 12.57 Shear 2050 2050
Project: Riverside Storage
Varra
Evergreen Industrial - Todd Waln (twaln@evergreen-ind.com)
1154149 Report Distribution:
Evergreen Industrial - Amber Rathert (arathert@evergreen-ind.com)
Placement Date:
Placement Location:
Concrete Supplier:
Water Added on Site:
of
Required 28 Day Compressive Strength (psi):
B
Project Number:
EARTH ENGINEERING CONSULTANTS, LLC
REPORT OF CAST-IN-PLACE CONCRETE TESTS
001-127344 Truck Number:
GENERAL INFORMATION
208
Mix Code: 41391 10 gals
Footings - Grid Lines G, 2
Varra Type of Placement: Pump
5/25/2016 Test No.: 10
Ticket Number:
Comments:
Yards: 70 110
3000 EEC Technician: GG
Batch Time: 3:54 PM Sample Time: 4:50 PM
FIELD TEST DATA
TEST RESULTS SPECIFICATIONS
Slump (in) ASTM C143 4.5"
Air Content (%) ASTM C231 7.4%
Unit Weight (pcf) ASTM C138 140.6 ----
Concrete Temperature (deg F) ASTM C1064 71 90° Max
Air Temperature at Placement (deg F) 81 ----
Comments:
COMPRESSIVE STRENGTH OF FIELD CAST TEST SPECIMENS (ASTM C39/C31)
Average
Maximum Cylinder Cylinder Compressive Compressive
Failure Strength Strength
Number Tested (days) (lbs) (in) (in) (in2) Type (psi) (psi)
Specimen Date Age Applied Load Height Diameter Area
10 06/01/16 7 28220 8 4 12.57 Shear 2250 2250
Project: Riverside Storage
Varra
Evergreen Industrial - Todd Waln (twaln@evergreen-ind.com)
1154149 Report Distribution:
Evergreen Industrial - Amber Rathert (arathert@evergreen-ind.com)
Placement Date:
Placement Location:
Concrete Supplier:
Water Added on Site:
of
Required 28 Day Compressive Strength (psi):
B
Project Number:
Varra
Evergreen Industrial - Todd Waln (twaln@evergreen-ind.com)
1154149 Report Distribution:
Evergreen Industrial - Amber Rathert (arathert@evergreen-ind.com)
Project: Riverside Storage
11 06/08/16 7 30170 8 4 12.57 Shear 2400 2400
Failure Strength Strength
Number Tested (days) (lbs) (in) (in) (in2) Type (psi) (psi)
Specimen Date Age Applied Load Height Diameter Area
Average
Maximum Cylinder Cylinder Compressive Compressive
----
Comments:
COMPRESSIVE STRENGTH OF FIELD CAST TEST SPECIMENS (ASTM C39/C31)
Slump (in) ASTM C143 4"
Air Content (%) ASTM C231 7.8%
Unit Weight (pcf) ASTM C138 137.8 ----
Concrete Temperature (deg F) ASTM C1064 71 90° Max
Air Temperature at Placement (deg F) 72
FIELD TEST DATA
TEST RESULTS SPECIFICATIONS
Comments:
Yards: 20 20
3000 EEC Technician: GG
Batch Time: 12:17 PM Sample Time: 1:45 PM
Mix Code: 41391 10 gals
South Half of Foundation Walls
Varra Type of Placement: Pump
6/1/2016 Test No.: 11
Ticket Number: 001-127494 Truck Number:
GENERAL INFORMATION
216
EARTH ENGINEERING CONSULTANTS, LLC
REPORT OF CAST-IN-PLACE CONCRETE TESTS
Placement Date:
Placement Location:
Concrete Supplier:
Water Added on Site:
of
Required 28 Day Compressive Strength (psi):
B
Project Number:
Varra
Evergreen Industrial - Todd Waln (twaln@evergreen-ind.com)
1154149 Report Distribution:
Evergreen Industrial - Amber Rathert (arathert@evergreen-ind.com)
Project: Riverside Storage
12 06/08/16 7 28000 8 4 12.57 Shear 2230 2230
Failure Strength Strength
Number Tested (days) (lbs) (in) (in) (in2) Type (psi) (psi)
Specimen Date Age Applied Load Height Diameter Area
Average
Maximum Cylinder Cylinder Compressive Compressive
----
Comments:
COMPRESSIVE STRENGTH OF FIELD CAST TEST SPECIMENS (ASTM C39/C31)
Slump (in) ASTM C143 5"
Air Content (%) ASTM C231 7.6%
Unit Weight (pcf) ASTM C138 139.4 ----
Concrete Temperature (deg F) ASTM C1064 71 90° Max
Air Temperature at Placement (deg F) 72
FIELD TEST DATA
TEST RESULTS SPECIFICATIONS
Comments:
Yards: 60 110
3000 EEC Technician: GG
Batch Time: 1:15 PM Sample Time: 2:30 PM
Mix Code: 41391 15 gals
South Half of Foundation Walls
Varra Type of Placement: Pump
6/1/2016 Test No.: 12
Ticket Number: 001-127501 Truck Number:
GENERAL INFORMATION
214
EARTH ENGINEERING CONSULTANTS, LLC
REPORT OF CAST-IN-PLACE CONCRETE TESTS
Placement Date:
Placement Location:
Concrete Supplier:
Water Added on Site:
of
Required 28 Day Compressive Strength (psi):
B
Project Number:
EARTH ENGINEERING CONSULTANTS, LLC
REPORT OF CAST-IN-PLACE CONCRETE TESTS
001-127629 Truck Number:
GENERAL INFORMATION
211
Mix Code: 41391 6 gals
Half of E Foundation Wall
Varra Type of Placement: Pump
6/4/2016 Test No.: 13
Ticket Number:
Comments:
Yards: 10 85
3000 EEC Technician: SM
Batch Time: 9:00 AM Sample Time: 10:05 AM
FIELD TEST DATA
TEST RESULTS SPECIFICATIONS
Slump (in) ASTM C143 5.5"
Air Content (%) ASTM C231 5.6%
Unit Weight (pcf) ASTM C138 140.2 ----
Concrete Temperature (deg F) ASTM C1064 65 90° Max
Air Temperature at Placement (deg F) 68 ----
Comments:
COMPRESSIVE STRENGTH OF FIELD CAST TEST SPECIMENS (ASTM C39/C31)
Average
Compressive
Specimen Date Age Applied Load Height Diameter Area
Maximum Cylinder Cylinder Compressive
Failure Strength Strength
Number Tested (days) (lbs) (in) (in) (in2) Type (psi) (psi)
13 06/11/16 7 34160 8 4 12.57 Shear 2720 2720
Project: Riverside Storage
Varra
Evergreen Industrial - Todd Waln (twaln@evergreen-ind.com)
1154149 Report Distribution:
Evergreen Industrial - Amber Rathert (arathert@evergreen-ind.com)
Placement Date:
Placement Location:
Concrete Supplier:
Water Added on Site:
of
Required 28 Day Compressive Strength (psi):
B
Project Number:
EARTH ENGINEERING CONSULTANTS, LLC
REPORT OF CAST-IN-PLACE CONCRETE TESTS
001-127632 Truck Number:
GENERAL INFORMATION
240
Mix Code: 41391 None
Half of N Foundation Wall
Varra Type of Placement: Pump
6/4/2016 Test No.: 14
Ticket Number:
Comments:
Yards: 40 85
3000 EEC Technician: SM
Batch Time: 9:48 AM Sample Time: 11:00 AM
FIELD TEST DATA
TEST RESULTS SPECIFICATIONS
Slump (in) ASTM C143 6"
Air Content (%) ASTM C231 5%
Unit Weight (pcf) ASTM C138 141.1 ----
Concrete Temperature (deg F) ASTM C1064 67 90° Max
Air Temperature at Placement (deg F) 69 ----
Comments:
COMPRESSIVE STRENGTH OF FIELD CAST TEST SPECIMENS (ASTM C39/C31)
Average
Compressive
Specimen Date Age Applied Load Height Diameter Area
Maximum Cylinder Cylinder Compressive
Failure Strength Strength
Number Tested (days) (lbs) (in) (in) (in2) Type (psi) (psi)
14 06/11/16 7 33390 8 4 12.57 Shear 2660 2660
Project: Riverside Storage
Varra
Evergreen Industrial - Todd Waln (twaln@evergreen-ind.com)
1154149 Report Distribution:
Evergreen Industrial - Amber Rathert (arathert@evergreen-ind.com)
4396 GREENFIELD DRIVE
WINDSOR, COLORADO 80550
(970) 545-3908 FAX (970) 663-0282
September 20, 2016
Strategic Property Advancement LLC
1108 Bateleur Lane
Fort Collins, Colorado 80524
Attn: Mr. Jason Luna (jason@buildwithstrategy.com)
Re: Construction Observation and Materials Testing Report – Submittal No. 12
Riverside Storage
1640 Riverside Avenue
Fort Collins, Colorado
EEC Project No. 1154149A
Mr. Luna:
As requested, during the period of August 15 through September 10, 2016, Earth Engineering
Consultants, LLC (EEC) personnel provided construction observation and testing services for the
proposed Riverside Storage project located at 1640 Riverside Avenue in Fort Collins, Colorado.
Those services were provided on a part-time/on-call basis and included observations and field
density testing of sidewalk and drive subgrade/road base materials placed/prepared and
compacted at locations as presented herein, testing of cast-in-place concrete, and non-destructive
testing (NDT) services of steel erection components as described herein for the referenced
project. The results of the observation and testing services completed by EEC personnel during
the referenced period are included with this report.
Field Density Testing Services
During the referenced period, EEC personnel performed field density tests on exterior building
backfill/foundation subgrade material as described herein, that was placed prior our site visit.
The field density tests were completed at random locations and elevations within the areas tested
and were performed in general accordance with ASTM Specification D6938. The field density
test results and approximate locations of each test completed during the referenced period are
shown on the attached summary sheet and site diagram, respectively. The field density test
results conformed to the project specific compaction requirement of at least 95% of standard
Proctor maximum dry density (ASTM D698) and were within (+/-) 2% of the material’s
optimum moisture content, as required.
Earth Engineering Consultants, LLC
EEC Project No. 1154149A
September 20, 2016
Page 2
Testing of Cast-in-Place Concrete
During the referenced period, EEC personnel observed and tested Portland cement concrete
delivered to the site for placement as indicated on the enclosed daily report for the referenced
project, (please refer to Set No. 17). Field testing performed on the plastic concrete included
slump, air content, unit weight, and concrete temperature. The ambient air temperature at the
time of placement was also recorded. A minimum of 5 (4-inch diameter by 8-inches in height)
concrete test cylinders were cast from representative samples on each respective date, for
laboratory curing and compressive strength testing. Results of the field and 7-day laboratory
compressive strength test results performed during the referenced period are included herein,
while the 28-day laboratory compressive strength test results will be provided in separate reports
when they become available.
NDT Services / Structural Steel Connections
During the referenced period, EEC’s in-house certified bolt and weld inspector conducted
preliminary and final observations on August 15 and 18, 2016, respectively of the structural
framing and structural decking on the first level in the area of Gridlines 1 through 21 from A
through T. A summary report describing our observations is appended with this report and were
provided verbally to the contractor immediately following our site observations. The welded and
bolted connections observed by EEC during the referenced period appeared to be in general
accordance with the project plans and details dated December 19, 2015 except in the area of
Gridline 21 from Gridlines L through T. In that area, beams were welded to the beam clips in
lieu of bolted connections as per the plans. The welds appeared to be of good quality. The
project structural engineer should review this condition and determine if it is acceptable for the
project.
In addition, on August 19, 2016, EEC personnel provided observations of anchor rod placement
at the top of the foundation wall in the area of Gridlines 1 through 21 from A through L to
replace the previously misplaced anchor rods. A summary report describing our observations is
appended with this report. The observations included the drilling of the holes to an approximate
depth of 8 inches, verifying the cleanliness of the drilled holes, application of the Hilti Hit-Hy
200 and installation of the anchor rods. The project structural engineer should review these
installations and determine if it is acceptable for the project.
Proctor Designation A Class 6
Maximum Dry Density (pcf) 117.5 132.5
Optimum Moisture Content (%) 12.0% 9.0%
Required Moisture Variance N/A N/A
Required Percent Compaction 95% 95%
Laboratory Method ASTM D-698 ASTM D-698
Compliance with
Project Specs
Elev. / Lift
No.
Material
(Proctor)
Percent
Moisture
Dry
Density
Moisture
(Pass /
Fail)
%Comp.
(Pass /
Fail)
73 9/1 1 Sidewalk/Drive Road Base - See Diagram FSG Class 6 4.2% 127.4 -4.8% 96% N/A Pass
74 9/8 1 Drive Subgrade - See Diagram FSG A 10.3% 116.8 -1.7% 99% N/A Pass
75 9/8 2 Sidewalk Subgrade - See Diagram FSG A 11.2% 112.4 -0.8% 96% N/A Pass
76 9/8 3 Sidewalk Subgrade - See Diagram FSG A 11.6% 113.5 -0.4% 97% N/A Pass
77 9/8 4 Sidewalk Subgrade - See Diagram FSG A 11.8% 113.7 -0.2% 97% N/A Pass
EARTH ENGINEERING CONSULTANTS, LLC
Approximate Test Location / Notes
Daily Test
Number
Date
Consecutive
Test Number
Moisture
Variance
Percent
Compaction
Field Test Results
Project Name: Riverside Storage - 1640 Riverside Avenue
SUMMARY OF FIELD DENSITY TESTS
Location: Fort Collins, Colorado
Project No:
Date:
1154149
September 2016
11/3-5
11/3-6 11/3-8
11/3-7
11/3-1
11/3-2
11/3-3
11/3-4
11/3-12
11/3-13
11/3-9
11/3-10
11/3-11
10/26-9
10/26-12
10/26-11
10/26-10
10/26-8
10/26-7
10/26-6
10/26-5
10/26-2 10/26-3 10/26-4
10/26-1
12/23-1
12/23-2
12/23-3
12/23-4
4/6-21
4/6-20
4/6-19
4/6-18
4/6-17
4/6-16
4/6-14
4/6-15
4/6-22
4/6-1
4/6-2
4/6-3
4/6-4
4/6-5
4/6-6
4/6-7
4/6-8
4/6-9
4/6-10
4/6-11
4/6-12
4/6-13
6/16-1
6/16-3
6/16-2
6/16-4
6/18-7
6/18-6
6/18-5
6/18-4
6/18-3
6/18-2
6/18-1
6/18-10
Placement Date:
Placement Location:
Concrete Supplier:
Water Added on Site:
of
Required 28 Day Compressive Strength (psi):
B
Project Number:
EARTH ENGINEERING CONSULTANTS, LLC
REPORT OF CAST-IN-PLACE CONCRETE TESTS
2041975 Truck Number:
GENERAL INFORMATION
1607
Mix Code: 4531491 8 gals
Sidewalk / Driveway
Bestway Type of Placement: Chute
9/9/2016 Test No.: 17
Ticket Number:
Yards: 10 20
4000 EEC Technician: SM
Batch Time: 2:04 PM Sample Time: 2:50 PM
FIELD TEST DATA
TEST RESULTS SPECIFICATIONS
Comments:
Air Content (%) ASTM C231
Unit Weight (pcf) ASTM C138
Slump (in) ASTM C143
Air Temperature at Placement (deg F) ----
Comments:
----
Concrete Temperature (deg F) ASTM C1064 90° Max
COMPRESSIVE STRENGTH OF FIELD CAST TEST SPECIMENS (ASTM C39/C31)
Average
Compressive
Specimen Date Age Applied Load Height Diameter Area
Maximum Cylinder Cylinder Compressive
Failure Strength Strength
Number Tested (days) (lbs) (in) (in) (in2) Type (psi) (psi)
17 09/16/16 7 50610 8 4 12.57 Shear 4030 4030
Strategic Property Advancement - Jason Luna (jason@buildwithstrategy.com)
Project: Riverside Storage
Bestway
4.75"
5.4%
141.2
77
73
City of Fort Collins - Kim Keiswetter: kkeiswetter@fcgov.com
1154149 Report Distribution:
6/18-9
6/18-8
6/20-6
6/20-5
6/20-4
6/20-2
6/20-1
6/20-7
6/20-3
9/8-4
9/8-3
9/8-2
9/8-1
9/1-1
Field Density Test Location Diagram
Riverside Storage - Fort Collins, Colorado
EEC Project #: 1154149
Fill, Subgrade, & Aggregate Base
EARTH ENGINEERING CONSULTANTS, LLC