HomeMy WebLinkAboutVail Double Tree Summary and Reports (2).pdf240 Annie Road | P.O. Drawer 1887
Silverthorne, Colorado 80498
Phone: (970) 468-1989
Fax: (970) 468-5891
Email: hpksummit@kumarusa.com
Office Locations: Parker, Glenwood Springs, and Silverthorne, Colorado
November 4, 2016
Widewaters Construction, Inc.
Attn: Valerie Thodde
P.O. Box 3
DeWitt, NY 13214-0003 Job No. 16-9-232
vthodde@widewaters.com
Subject: Excavation Observation, Proposed Dumpster Enclosure, 2211 North Frontage
Road, Vail, Colorado.
Dear Mr. Thodde:
As requested, a representative of Kumar & Associates, Inc. (H-P Kumar) observed the
excavation at the subject site on October 27, 2016 to evaluate the soils exposed for foundation
and floor slab support. The findings of our observations and recommendations for the
foundation design are presented in this report.
Proposed Construction
The proposed construction consists of a dumpster enclosure on the west side of the existing
hotel located at 2211 North Frontage Road, Vail, Colorado. The dumpster enclosure will consist
of a single-story structure with the finished floor elevation at or above the adjacent grade.
Reinforced concrete walls and continuous footings will be used below grade and masonry block
walls above grade. Ground floor will be concrete slab-on-grade. We reviewed the structural
plans prepared by SDL Structural Engineers, Project No. 16063.00, dated 10/26/16. The
structural plans did not indicate an assumed maximum allowable bearing pressure.
Excavation Observation
At the time of our site visit, the foundation excavation had been cut in one level from about 4 to
5 feet below the adjacent ground surface. The soils exposed in the base of the excavation
consisted of medium dense, clayey, silty sand with scattered gravel. Up to 2 feet of slightly silty
sand and gravel fill material was observed in the cut slopes and under the proposed interior
floor slab area of the structure. The soils at the base of the excavation were generally moist
and offered stiff resistance when probed with a ⅜-inch T-probe with penetrations of 2 to 6
inches.
Foundation Recommendations
Considering the conditions exposed in the excavation and the nature of the proposed
construction, spread footings placed on the undisturbed natural soil designed for a maximum
allowable soil bearing pressure of 2,000 psf should be adequate for support of the proposed
dumpster enclosure. Foundation settlements are anticipated to be relatively minor and
essentially occur during construction. Loose and disturbed soils should be moisture-conditioned
Widewaters Construction, Inc.
November 04, 2016
Page 2
Project No. 16-9-232
and compacted. The bearing soils should be protected from frost and concrete should not be
placed on standing water, frost, or frozen soils. Exterior footings should be provided with
adequate soil cover above the bearing elevation for frost protection. Backfill placed around the
structure should be compacted and the surface graded to prevent ponding within at least 10 feet
of the structure in accordance with the recommendations presented in the “Surface Drainage”
section of this letter.
Floor Slab Recommendations
We recommend all fill material be removed from under floors slabs and replaced with moisture-
conditioned, properly compacted structural fill. The natural clayey, silty sand with scattered
gravel observed at the base of the excavation and structural fill is considered good for slab-on-
grade construction. To reduce the effects of some differential movement, nonstructural floor
slabs should be separated from all bearing walls and columns with expansion joints which allow
unrestrained vertical movement. Floor slab control joints should be used to reduce damage due
to shrinkage cracking. Slab reinforcement and control joints should be established by the
designer based on experience and the intended slab use.
Structural fill placed beneath slabs can consist of the onsite granular soils or a suitable imported
granular material, excluding topsoil and plus 6-inch material. Structural fill should be spread in
thin horizontal lifts not to exceed 8 inches thick, adjusted to optimum moisture content, and
compacted to at least 95% of the maximum standard Proctor dry density.
Underdrain and Dampproofing
It is our understanding the finished floor elevation at the lowest level of the addition is above the
surrounding exterior grade. Therefore, a foundation drain system and stem wall dampproofing
is not required. We recommend below-grade construction, such as retaining walls, crawlspace
and basement areas, be protected from wetting and hydrostatic pressure buildup by an
underdrain and wall drain system.
If the finished floor elevation of the proposed structure has a floor level below the surrounding
grade or the finished grading does not meet the minimum requirements of the “Surface
Drainage” section, we should be contacted to provide recommendations for an underdrain
system and dampproofing. All earth retaining structures should be properly drained.
Surface Drainage
The following drainage precautions should be observed during construction and maintained at
all times after the addition has been completed:
1) Inundation of the foundation excavations and underslab areas should be avoided
during construction.
2) Backfill in pavement and slab areas should be compacted to at least 95% of the
maximum standard Proctor dry density at a moisture content within 2% of
optimum. Exterior backfill placed in landscape areas should be compacted to at
least 90% of the maximum standard Proctor dry density at a moisture content
near optimum.
3) The ground surface surrounding the exterior of the building should be sloped to
drain away from the foundation in all directions. We recommend a minimum
Kumar & Associates, Inc.
P.O. Drawer 1887
240 Annie Road
Silverthorne, Colorado 80498
Phone: (970) 468-1989
Fax: (970) 468-5891
hpksummit@kumarusa.com
Report of Masonry Grout Test Data
Client: Widewaters Construction, Inc. Job No.: 16-9-232 Date: 02/02/2017
Attn: Valerie Thodde
P.O. Box 3
DeWitt, NY 13214-0003
Sheet No.: 1 of 1
Lab #: 101
Project: 2211 North Frontage Road, Vail, Colorado.
Placement Location: Trash Enclosure CMU Walls @ +11 Feet
Test Location: South Wall
Truck: 9381 Time Batch: 9:36 am Supplier: United Companies
Ticket: 33212108 Time Arrived: 10:26 am Yards: 9 of 9
Mix: 37610444 Time Placed: 10:45 am Method of Placement: Pump
Physical Properties: Water/Cement: 0.599 Specifications:
Sample Point: Chute Water added: 45 Gal. Slump: 8 – 11 Inches
Time Sampled: 10:55 am Slump: 10.0 Inches Air Content: NA %
Air Temp.: 40 F Air Content: NA % Water / Cement: NA Max
Concrete Temp.: 50 F Wet Unit Wt.: NA pcf Design Strength: 2,500 psi @ 28 days
Time Cyl. Cast: 11:10 am Initial Cure: Field Field Storage: Cure Box / Indoors
Diameter: 4 Inches Area: 12.57 Inches2 Max / Min: 76 F to 62 F
Compressive Strength Data
Age
(Days) Date Load
(lbs.)
Compressive
Strength
(psi)
7 02/09/2017 28,936 2,300
28 03/02/2017 57,729 4,590
28 03/02/2017 56,020 4,460
Hold -------------
Preliminary Observations and / or Testing Results Verbally Reported To: Peak Professional Contractors and Don Hall Masonry
Progress Report:
Copies:
Peak Professional Contractors
SDL Structural Engineers
Steve Bossart
Jared Cohen Jason Deem
Field Observer Reviewed By
Kumar & Associates, Inc.
P.O. Drawer 1887
240 Annie Road
Silverthorne, Colorado 80498
Phone: (970) 468-1989
Fax: (970) 468-5891
hpksummit@kumarusa.com
Report of Nuclear Density Testing
Client: Widewaters Construction, Inc. Job No.: 16-9-232 Date: 02/10/2017
Attn: Valerie Thodde
P.O. Box 3
DeWitt, NY 13214-0003
Sheet No.: 1 of 1
Project: 2211 North Frontage Road, Vail, Colorado.
General Contractor: Widewaters Construction, Inc. Earthwork Contractor: Peak Professional Contractors
Type & # of Earthmoving Units: Skid Steer
Type & # of Compaction Units: Jumping Jack
Method of Moisture Conditioning: Natural Moisture
Compaction Standard: ASTM D-698 (Standard)
Test
No.
Location
West Side Deck
Center Pier Backfill
Depth
or
Elev.
Laboratory Field
Comp.
(%)
Min.
Comp.
Req.
(%)
Soil
Type
Max.
Dry
Dens.
(pcf)
Opt.
Moist
(%)
Dry
Dens.
(pcf)
Moist
(%)
1 East Side of Pier -3’ 135.0 6.5 127.9 6.3 95 95 A
2 East Side of Pier -2’ 135.0 6.5 130.0 6.2 96 95 A
3 East Side of Pier -1’ 135.0 6.5 128.3 6.6 95 95 A
4 West Side of Pier -0- 135.0 6.5 132.0 6.4 98 95 A
PART Time Observation
The nuclear Densometer Method of testing was used in substantial accordance with ASTM D-2922 and D-3017. This report presents opinions formed as a result of our observations of fill placements. The site conditions noted and test results reported apply only to the locations and elevations listed, at the time of our observation. No assumptions may be formulated as to site conditions and level of compaction during times when our observer was not present, and at locations other than those reported. We have relied on the contractor to continue to apply the recommended compactive effort and moisture to fill during the times when our observer was not observing operations. Soil Type:
A: On-Site Soils – Gravel (GP-GM); Slightly Silty, Sandy
B:
C:
Preliminary Observations and / or Testing Results Verbally Reported To: Peak Professional Contractors
Progress Report:
On-site as requested to test and observe backfill placement for the center pier of the phase 3 west side deck piers. All other
associated deck piers appear to have been previously placed and backfilled. Upon arriving to the site we observed that the
contractor had set one precast pad and pier in an excavation located approximately 20 feet west and 20 feet south of the northwest
building corner. Observed the contractor backfill the pier by placing approximate 6 inch lifts and applying compaction efforts with
a jumping jack. In place testing was performed yielding satisfactory results. A sample of the on-site backfill soils was obtained
for laboratory testing.
Copies:
Peak Professional Contractors
SDL Structural Engineers
Steve Bossart
Jared Cohen Jason Deem
Field Observer Reviewed By
Sieve Size % Passing
8"100 0%
5"100 43%
3"100 22%
2"100 35%
1 1/2"99
1"96
3/4"93
1/2"83
3/8"76
#4 57
#8 55
#16 53
#30 51
#50 48
#100 42
#200 35
Gravel (GM); Very Silty, Sandy
On-Site Fill Soils
Stockpile Composite
11/1/2016
2.35
1.18
0.60
12.5
4.75
Grain Size (mm)
200
127
75
50
Location:
Depth:
Sample Date:
25.0
37.5
0.075
Liquid Limit:
Plasticity Index:
Particle Size Distribution
Cobbles:
FIGURE 12211 N. FRONTAGE ROAD, VAIL16-9-232 GRADATION TEST RESULTS
0.15
Gravel:
Sand:
Silt & Clay:
24
4
Classification:
0.30
19.0
9.5
0
10
20
30
40
50
60
70
80
90
100
PERCENT PASSING 200 75 37.5 19.0
DIAMETER OF PARTICLE IN MILLIMETERS
SIEVE ANALYSIS HYDROMETER ANALYSIS
TIME READINGS U.S. STANDARD SIEVES CLEAR SQUARE OPENINGS
435 MIN
127
60 MIN 19 MIN 4 MIN 1 MIN
COBBLES
9.5 4.75
SAND
2.35 1.18 .60 .30
CLAY(plastic) TO SILT(non-plastic) GRAVEL
COARSE FINE COURSE MEDIUM FINE
.15 .075 .037 .019 .009 .005 .002 .001
#200 #100 #50 #30 #16 #8 3/8" 3/4" 1 1/2" 3" 5" 8" #4
500 1000
Sieve Size % Passing
8" 100 0%
5" 100 59%
3" 100 29%
2" 86 12%
1 1/2" 77
1" 71
3/4" 65
1/2" 56
3/8" 51
#4 41
#8 36
#16 30
#30 24
#50 19
#100 15
#200 12
0.30
19.0
9.5
Gravel:
Sand:
Silt & Clay:
27
3
Classification:
FIGURE 32211 N. FRONTAGE ROAD, VAIL16-9-232 GRADATION TEST RESULTS
0.15
25.0
37.5
0.075
Liquid Limit:
Plasticity Index:
Particle Size Distribution
Cobbles:
Grain Size (mm)
200
127
75
50
Location:
Depth:
Sample Date:
Gravel (GP‐GM); Slightly Silty, Sandy
West Side Deck ‐ Center Pier Backfill
On‐Site Soils ‐ Stockpile Composite
2/10/2017
2.35
1.18
0.60
12.5
4.75
0
10
20
30
40
50
60
70
80
90
100
PERCENT PASSING200 75 37.5 19.0
DIAMETER OF PARTICLE IN MILLIMETERS
SIEVE ANALYSIS HYDROMETER ANALYSIS
TIME READINGSU.S. STANDARD SIEVESCLEAR SQUARE OPENINGS
435MIN
127
60MIN19 MIN4 MIN1 MIN
COBBLES
9.5 4.75
SAND
2.35 1.18 .60 .30
CLAY(plastic) TO SILT(non‐plastic)
GRAVEL
COARSEFINECOURSE MEDIUM FINE
.15 .075 .037 .019 .009 .005 .002 .001
#200#100#50#30#16#83/8"3/4"1 1/2"3"5"8"#4
5001000
Kumar & Associates, Inc.
P.O. Drawer 1887
240 Annie Road
Silverthorne, Colorado 80498
Phone: (970) 468-1989
Fax: (970) 468-5891
hpksummit@kumarusa.com
Report of Concrete Cylinder Test Data
Client: Widewaters Construction, Inc. Job No.: 16-9-232 Date: 03/09/2017
Attn: Valerie Thodde
P.O. Box 3
DeWitt, NY 13214-0003
Sheet No.: 1 of 1
Lab #: 3513
Project: 2211 North Frontage Road, Vail, Colorado.
Placement Location: Header for Ballroom / Outer Wall
Test Location: Point of delivery; prior to placement.
Truck: 134 Time Batch: 11:55 am Supplier: Casey Concrete
Ticket: 309548 Time Arrived: 12:50 pm Yards: 3 of 3
Mix: 8.0 3/8 70/30 with Fibers Time Placed: 1:10 pm Method of Placement: Pump
Physical Properties: Water/Cement: NA Specifications:
Sample Point: Chute Water added: -0- Gal. Slump: NA Inches
Time Sampled: 1:00 pm Slump: 6 ¼ Inches Air Content: NA %
Air Temp.: 55 F Air Content: 2.5 % Water / Cement: NA Max
Concrete Temp.: 70 F Wet Unit Wt.: 137.1 pcf Design Strength: 5,000 psi @ 28 days
Time Cyl. Cast: 1:15 pm Initial Cure: Field Field Storage: Cure Box
Diameter: 4 Inches Area: 12.57 Inches2 Max / Min: 77 F to 63 F
Compressive Strength Data
Age
(Days) Date Load
(lbs.)
Compressive
Strength
(psi)
7 03/16/2017 52,307 4,160
28 04/06/2017 68,310 5,430
28 04/06/2017 66,411 5,280
Hold -------------
Preliminary Observations and / or Testing Results Verbally Reported To: Casey Concrete and Peak Professional Contractors
Progress Report:
As requested, in addition to concrete testing on this date, Kumar & Associates was on site on 3/6/2017 to observe concrete
reinforcement bar placements. While on site we observed concrete reinforcement for the Ballroom Header / Outer Wall.
Reinforcement steel was observed for bar size, length, location, quantity, spacing, clearance, support, overlap, and cleanliness. All
reinforcing steel observed appeared to be in general conformance to the plans and specifications (Plan 6 Sheet S201).
Copies:
Peak Professional Contractors
SDL Structural Engineers
Steve Bossart
Barrett Sullivan Jared Cohen
Field Observer Reviewed By
Kumar & Associates, Inc.
P.O. Drawer 1887
240 Annie Road
Silverthorne, Colorado 80498
Phone: (970) 468-1989
Fax: (970) 468-5891
hpksummit@kumarusa.com
Report of Mortar Test Data
Client: Widewaters Construction, Inc. Job No.: 16-9-232.01 Date: 10/27/2017
Attn: Larry Paige
P.O. Box 3
DeWitt, NY 13214-0003
Sheet No.: 1 of 1
Lab #: C3814
Project: Double Tree by Hilton, 2211 North Frontage Road, Vail, Colorado.
Placement Location: South Lobby Chimney, ±10’ Above Ground Surface Specifications:
Time Mixed: 12:40 pm Supplier: On Site, Spec Mix Mortar Slump: NA Inches
Time Placed: 12:45 pm Method of Placement: Hand Design Strength: 1,800 psi @ 28 days
Physical Properties: Air Temp.: 52 F Diameter: 2 Inches
Sample Point: Mixer Material Temp.: 59 F Area: 4 Inches2
Time Sampled: 12:55 pm Slump: NA Inches Field Storage: Cure Box / Indoors
Time Cast: 1:00 pm Initial Cure: Standard / Field Max / Min: 69 F to 64 F
Type and Size of Specimen:
MORTAR: 2”x2” Cubes MORTAR TYPE: S
Compressive Strength Data
Age
(Days) Date Load
(lbs.)
Compressive
Strength (psi)
7 11/03/2017 7,087 1,770
7 11/03/2017 6,866 1,720
28 11/24/2017 11,234 2,810
28 11/24/2017 12,016 3,000
28 11/24/2017 10,179 2,550
Hold ------------
Preliminary Observations and / or Testing Results Verbally Reported To: Widewaters Construction, Inc. & Masonry Crew
Progress Report:
As requested by Widewaters Construction, Kumar and Associates was on site for scheduled rebar observation and mortar testing.
At the time of our site visit the contractor was placing block and mortar at a height of approximately ±10 feet above ground surface.
Reinforcement steel was observed for bar size, length, location, quantity, spacing, clearance, support, overlap, and cleanliness. All
reinforcing steel observed appeared to be in general conformance to the plans (S202 and S203). Mortar was sampled from the
mixer. Six cube specimens were cast for compressive strength determination.
Copies:
lpaige@widewaters.com
Justin Bermudez Jared Cohen
Field Observer Reviewed By
Kumar & Associates, Inc.
P.O. Drawer 1887
240 Annie Road
Silverthorne, Colorado 80498
Phone: (970) 468-1989
Fax: (970) 468-5891
hpksummit@kumarusa.com
Report of Construction Activities
Client: Widewaters Construction, Inc. Job No.: 16-9-232.01 Date: 11/02/2017
Attn: Larry Paige
P.O. Box 3
DeWitt, NY 13214-0003
Sheet No.: 1 of 1
Project: Double Tree by Hilton, 2211 North Frontage Road, Vail, Colorado.
Weather Conditions and Temperature: Clear, ±45ºF
Major Equipment on Site: NA
Contractor’s Construction Activities:
Continued masonry construction for the South Lobby Chimney.
Kumar & Associates Site Activities:
As requested, Kumar & Associates observed the masonry reinforcement bars for the South Lobby Chimney. At the
time of our site visit the contractor was placing block and mortar at a height of approximately ±25 feet above ground
surface. Reinforcement steel was observed at this elevation for bar size, length, location, quantity, spacing, clearance,
support, overlap, and cleanliness. All reinforcing steel observed appeared to be in general conformance to the plans
(S202 and S203).
Verbal Communication With: Widewaters Construction, Inc. and Masonry Crew
Copies:
lpaige@widewaters.com
Justin Bermudez Jared Cohen
Field Observer Reviewed By
Kumar & Associates, Inc.
P.O. Drawer 1887
240 Annie Road
Silverthorne, Colorado 80498
Phone: (970) 468-1989
Fax: (970) 468-5891
hpksummit@kumarusa.com
Report of Grout Test Data
Client: Widewaters Construction, Inc. Job No.: 16-9-232.01 Date: 11/07/2017
Attn: Larry Paige
P.O. Box 3
DeWitt, NY 13214-0003
Sheet No.: 1 of 1
Lab #: C3821
Project: Double Tree by Hilton, 2211 North Frontage Road, Vail, Colorado.
Placement Location: South Lobby Chimney, ±40’ Above Ground Surface Specifications:
Time Mixed: 9:50 am Supplier: On Site, Quikrete Mix 1101 Slump: 8 – 11 Inches
Time Placed: 9:55 am Method of Placement: Hand Design Strength: 2,500 psi @ 28 days
Physical Properties: Air Temp.: 50 F Diameter: 4 Inches
Sample Point: Mixer Material Temp.: 59 F Area: 12.57 Inches2
Time Sampled: 10:00 am Slump: 10 ½ Inches Field Storage: Cure Box / Indoors
Time Cast: 10:10 am Initial Cure: Standard / Field Max / Min: 68 F to 61 F
Type and Size of Specimen:
GROUT: 4”x8” Cylinders
Compressive Strength Data
Age
(Days) Date Load
(lbs.)
Compressive
Strength (psi)
7 11/14/2017 20,181 1,610
28 12/05/2017 27,545 2,190
28 12/05/2017 28,249 2,250
56 01/02/2018 35,889 2,860
Preliminary Observations and / or Testing Results Verbally Reported To: Widewaters Construction, Inc. & Masonry Crew
Progress Report:
As requested by Widewaters Construction, Kumar and Associates was on site for scheduled grout testing. At the time of our visit
the contractor was placing grout for the South Lobby Chimney at a height of approximately 40 feet above ground surface. The
contractor informed us that they have been placing grout at 6 block intervals. The contractor was mixing Quickrete grout mix
#1101 on site. A sample was obtained from the mixer. Physical property testing was performed. Cylinders were cast for
compressive strength determination.
Copies:
lpaige@widewaters.com
Laura Brown Jared Cohen
Field Observer Reviewed By
Kumar & Associates, Inc.
P.O. Drawer 1887
240 Annie Road
Silverthorne, Colorado 80498
Phone: (970) 468-1989
Fax: (970) 468-5891
hpksummit@kumarusa.com
Report of Concrete Cylinder Test Data
Client: Widewaters Construction, Inc. Job No.: 16-9-232.01 Date: 11/17/2017
Attn: Larry Paige
P.O. Box 3
DeWitt, NY 13214-0003
Sheet No.: 1 of 1
Lab #: C3829
Project: Double Tree by Hilton, 2211 North Frontage Road, Vail, Colorado.
Placement Location: Vestibule Foundation Footing
Test Location: Point of Discharge
Truck: 146 Time Batch: 11:55 am Supplier: Casey Concrete
Ticket: 313643 Time Arrived: 12:55 pm Yards: 1 of 1
Mix: 3000F Time Placed: 1:00 pm Method of Placement: Chute
Physical Properties: Water/Cement: NA Specifications:
Sample Point: End of Chute Water added: -0- Gal. Slump: NA Inches
Time Sampled: 1:05 pm Slump: 3 ¼ Inches Air Content: NA %
Air Temp.: 42 F Air Content: 1.8 % Water / Cement: 0.55 Max
Concrete Temp.: 50 F Wet Unit Wt.: 147.3 pcf Design Strength: 3,000 psi @ 28 days
Time Cyl. Cast: 1:20 pm Initial Cure: Field Field Storage: Cure Box
Diameter: 4 Inches Area: 12.57 Inches2 Max / Min: 68 F to 59 F
Compressive Strength Data
Age
(Days) Date Load
(lbs.)
Compressive
Strength
(psi)
7 11/24/2017 46,746 3,720
28 12/15/2017 68,310 5,430
28 12/15/2017 65,720 5,230
28 12/15/2017 66,420 5,280
Preliminary Observations and / or Testing Results Verbally Reported To: Casey Concrete and Widewaters Construction
Progress Report:
As requested, in addition to concrete testing on this date, Kumar & Associates observed the concrete reinforcement bar placements
for the vestibule footing. Reinforcement steel was observed for bar size, length, location, quantity, spacing, clearance, support,
overlap, and cleanliness. All reinforcing steel observed appeared to be in general conformance to the plans and specifications (Plan
Sheets S101-3 and 301-2-1).
Copies:
lpaige@widewaters.com
John Gowins Jared Cohen
Field Observer Reviewed By
Kumar & Associates, Inc.
P.O. Drawer 1887
240 Annie Road
Silverthorne, Colorado 80498
Phone: (970) 468-1989
Fax: (970) 468-5891
hpksummit@kumarusa.com
Report of Concrete Cylinder Test Data
Client: Widewaters Construction, Inc. Job No.: 16-9-232.01 Date: 11/27/2017
Attn: Larry Paige
P.O. Box 3
DeWitt, NY 13214-0003
Sheet No.: 1 of 1
Lab #: C3831
Project: Double Tree by Hilton, 2211 North Frontage Road, Vail, Colorado.
Placement Location: Vestibule Foundation Wall
Test Location: Point of Discharge
Truck: 139 Time Batch: 11:53 am Supplier: Casey Concrete
Ticket: 313721 Time Arrived: 12:50 pm Yards: 10 of 10
Mix: M02462 Time Placed: 1:05 pm Method of Placement: Chute
Physical Properties: Water/Cement: NA Specifications:
Sample Point: End of Chute Water added: -0- Gal. Slump: NA Inches
Time Sampled: 1:10 pm Slump: 4 ½ Inches Air Content: NA %
Air Temp.: 50 F Air Content: 5.5 % Water / Cement: 0.40 Max
Concrete Temp.: 65 F Wet Unit Wt.: 141.3 pcf Design Strength: 5,000 psi @ 28 days
Time Cyl. Cast: 1:25 pm Initial Cure: Field Field Storage: Cure Box
Diameter: 4 Inches Area: 12.57 Inches2 Max / Min: 65 F to 55 F
Compressive Strength Data
Age
(Days) Date Load
(lbs.)
Compressive
Strength
(psi)
7 12/04/2017 50,609 4,030
29 12/26/2017 77,685 6,180
29 12/26/2017 81,429 6,480
29 12/26/2017 78,051 6,210
Preliminary Observations and / or Testing Results Verbally Reported To: Casey Concrete and Widewaters Construction
Progress Report:
As requested, prior to concrete placement, Kumar & Associates observed the concrete reinforcement bar placements for the
vestibule wall. Reinforcement steel was observed for bar size, length, location, quantity, spacing, clearance, support, overlap, and
cleanliness. All reinforcing steel observed appeared to be in general conformance to the plans and specifications.
Copies:
lpaige@widewaters.com
Barrett Sullivan Jared Cohen
Field Observer Reviewed By
INDEPENDENT TESTING &
INSPECTION SERVICES INC.
12084 VASEEN CT.
CONIFER, COLORADO 80433
303-674-7560
FAX 303-674-7560
Page 1 of 2__
OBSERVATION REPORT
This report package contains information concerning specific tests and inspections of
structural steel welding, structural bolting, structural sprayed fireproofing, and/or
nondestructive testing.
The specific criteria utilized in judging the degree of conformance for each area of
inspection are contained on each individual inspection form.
Also included may be ITIS’ “List of Outstanding Discrepancies” (O.D. List). The O.D. List
will be consecutively numbered for each page issued throughout the duration of the
project. Each individual item listed will also be consecutively numbered.
If there are any questions regarding the content of this report, please feel free to contact
ITIS at your convenience.
David L. Sturgeon
President
ICBO Certified Inspector #1138247-85
AWS QC-1 #82122691
Resident Level III
Client: Kumar & Associates ITIS Job No 121217 Date: 12/12/17
Project: Vail Double Tree / #B16-0266 Location: 211 N. Frontage Rd./Vail, CO
Inspector: David L. Sturgeon
INDEPENDENT TESTING &
INSPECTION SERVICES INC.
12084 VASEEN CT.
CONIFER, COLORADO 80433
303-674-7560
FAX 303-674-7560
Page 2 of 2__
INITIAL VISUAL INSPECTION OF WELDING
FIELD REPORT FORM
Inspector: David L. Sturgeon Job No. 121217 Date: 12/12/17____
Field Made Welds X Shop Made Welds ______
Type of Welds Inspected: Fillet X Groove ________ Other ________
Type of Component (i.e.: Column, beam girder, moment weld, etc) As Recorded__________
Applicable Code or Standard: AWS_______________________________
AREAS OF INSPECTION
LEVEL OR ELEVATION: Level 1 Section 11 of S201 Penetrations
GRID LINE LOCATON(S): Header and Storage Room__________________________
CONDITIONS OF NONCONFORMANCE / INSPECTION RESULTS:
LEVEL OR ELEVATION: __________________________________________________________________
GRID LINE LOCATION(S): ________________________________________________________________
CONDITIONS OF NONCONFORMANCE / INSPECTIONS RESULTS:
LEVEL OR ELVATION: __________________________________________________________________
GRID LINE LOCATION(S): _______________________________________________________________
CONDITIONS OF NONCONFORMANCE / INSPECTION RESULTS:
The installation was viewed. Three stiffeners are not installed at the squares and the 4-1/2” hole.
The top horizontal bars are not installed. Welds on both sides of the stiffeners are missing. Only one
side is welded. The G.C. was informed. Photos were taken for an engineering review of the as-built
condition. The G.C. is to inform ITIS.
INDEPENDENT TESTING &
INSPECTION SERVICES INC.
12084 VASEEN CT.
CONIFER, COLORADO 80433
303-674-7560
FAX 303-674-7560
Page 1 of 2__
OBSERVATION REPORT
This report package contains information concerning specific tests and inspections of
structural steel welding, structural bolting, structural sprayed fireproofing, and/or
nondestructive testing.
The specific criteria utilized in judging the degree of conformance for each area of
inspection are contained on each individual inspection form.
Also included may be ITIS’ “List of Outstanding Discrepancies” (O.D. List). The O.D. List
will be consecutively numbered for each page issued throughout the duration of the
project. Each individual item listed will also be consecutively numbered.
If there are any questions regarding the content of this report, please feel free to contact
ITIS at your convenience.
David L. Sturgeon
President
ICBO Certified Inspector #1138247-85
AWS QC-1 #82122691
Resident Level III
Client: Kumar & Associates ITIS Job No 121217 Date: 1/17/18
Project: Vail Double Tree / #B16-0266 Location: 211 N. Frontage Rd./Vail, CO
Inspector: David L. Sturgeon
INDEPENDENT TESTING &
INSPECTION SERVICES INC.
12084 VASEEN CT.
CONIFER, COLORADO 80433
303-674-7560
FAX 303-674-7560
Page 2 of 2__
INITIAL VISUAL INSPECTION OF WELDING
FIELD REPORT FORM
Inspector: David L. Sturgeon Job No. 121217 Date: 1/17/18____
Field Made Welds X Shop Made Welds ______
Type of Welds Inspected: Fillet X Groove ________ Other ________
Type of Component (i.e.: Column, beam girder, moment weld, etc) As Recorded__________
Applicable Code or Standard: AWS_______________________________
AREAS OF INSPECTION
LEVEL OR ELEVATION: Level 1 Report of 12/12/17 Re-inspections
GRID LINE LOCATON(S): Header at Storage Room__________________________
CONDITIONS OF NONCONFORMANCE / INSPECTION RESULTS:
LEVEL OR ELEVATION: __________________________________________________________________
GRID LINE LOCATION(S): ________________________________________________________________
CONDITIONS OF NONCONFORMANCE / INSPECTIONS RESULTS:
LEVEL OR ELVATION: __________________________________________________________________
GRID LINE LOCATION(S): _______________________________________________________________
CONDITIONS OF NONCONFORMANCE / INSPECTION RESULTS:
The horizontal bars and the three missing stiffeners have been installed. The welding is complete.
The rework was found conforming