Slope Stability Assessment 24/09/2015 14:22:11

Transcription

National Consultancy, Locally Delivered
SLOPE STABILITY ASSESSMENT
GIRLING MEADOWS, ARROWE PARK ROAD,
UPTON, WIRRAL
REC REFERENCE: 45806P3R1
PREPARED FOR:
THI TAG UPTON REGENERATION LTD & STEWART MILNE HOMES LTD
SEPTEMBER 2015
www.recltd.co.uk
Slope Stability Assessment
Girling Meadows
September 2015
45806p3r1
QUALITY ASSURANCE
Issue/revision
Issue 1
Revision 1
Revision 2
Remarks
Date
January 2015
Prepared by
C. Wardle
Qualifications
BSc (Hons), MSc, AIEMA,
EurGeol, C.Geol, FGS
Signature
Checked by
N. Martin
Qualifications
BSc (Hons), FGS
Signature
Authorised by
R. Paul
Qualifications
BSc (Hons), FGS
Signature
Project number
45806
www.recltd.co.uk
Page 1 of 11
Girling Meadows
September 2015
45806p3r1
TABLE OF CONTENTS
QUALITY ASSURANCE
1
1.0
INTRODUCTION
3
1.1 Background
1.2 Proposed Development
1.3 Confidentiality
3
3
3
2.0
SITE CHARACTERISTICS
4
Site Location and Description
Geology
Slope Geometry
Ground Conditions
Ground Model
4
4
5
5
6
3.0
SLOPE ASSESSMENT
7
4.0
CONCLUSIONS
2.1
2.2
2.3
2.4
2.5
11
APPENDICES
Appendix I
Drawing No 45806p3r0-011 – Site Location Plan
Drawing No SK219/001 - Proposed Development Plan
Drawing No 45806p3r0-010 – Exploratory Hole Location Plan and Section Locations
Appendix II
REC Exploratory Hole Logs
Appendix III
Geotechnical Laboratory Test Results
Page 2 of 11
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1.0
INTRODUCTION
1.1
Background
Resource and Environmental Consultants (REC) Ltd has been commissioned by THI TAG Upton
Regeneration Ltd & Stewart Milne Homes Ltd to undertake a Slope Stability Assessment at the
eastern corner of the site where a slope, leading up to a car park, forms the site boundary. The area
comprising the slope is shown in Drawings SK219/001and 45806-010, reproduced in Appendix I of
this report.
REC have previously undertaken a Phase I desk based assessment and Phase II Intrusive Investigation
at this site, encompassing the whole development areas. These have been reported under separate
cover as REC Reports 45806p1r1, dated September 2015 which comprises the Phase I desk based
assessment and 45806p2r1, dated September 2015 which comprises the Phase II intrusive
investigation.
The pertinent points from the previous investigation are listed below:
Historical maps show the site to have been undeveloped up until a munitions store was
developed in the eastern part of the site in 1938. The site was later used by a number of
organisations including the TA, Air Cadets, BT and a heavy goods vehicle driver training centre.
The majority of the site is now derelict with many of the site buildings demolished; and,
A significant slope forms the south eastern site boundary and therefore, a slope stability
assessment should be undertaken.
The scope of the Slope Stability investigation works comprised three cable percussive boreholes
which were undertaken near to the crest of the slope and were designed to be advanced to a
suitable depth in order to identify the composition and nature of the materials forming the slope
profile.
1.2
Proposed Development
REC Ltd understands that it is proposed to redevelop the site for a mainly residential end use, with
some limited employment opportunities.
A proposed development plan is presented as Drawing SK219/001, reproduced in Appendix I.
1.3
Confidentiality
REC has prepared this report solely for the use of the Client and those parties with whom a warranty
agreement has been executed, or with whom an assignment has been agreed. Should any third party
wish to use or rely upon the contents of the report, written approval must be sought from REC; a
charge may be levied against such approval.
Page 3 of 11
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2.0
SITE CHARACTERISTICS
2.1
Site Location and Description
Site Address
Car Park at rear of Furniture Warehouse, Champion Business
Park off Arrowe Brook Road.
National Grid Reference
E327011, N387389
The site is accessed via Champion Business Park and is located within a car park area to the rear of
the Furniture Warehouse. The site is asphalt surfaced and divided east to west by a security fence
which demarcates the car parking area with an area utilised for vehicle storage (caravans, camper
vans and boats). Access to this secure area was obtained via the tenant.
The area under investigation is situated adjacent to the crest of the slope, which falls to the north
and to the east, forming a right angle as can be seen in the drawings appended to the rear of this
report. From the Phase I desk study (REC Report 45806p1r1) historical maps show the site was
formerly occupied by buildings associated with a military base prior to the slope being formed at
some point between 1968 and 1973. The area is level and comprises an artificially created plateau.
The slopes fall at an angle of between 14o and 18o to the north and between 11o and 12.5o to the
east.
2.2
Geology
In the assessment of the slope formation and underlying geology, three exploratory holes have been
considered, CP101, 102 & 103 which were advanced to depths of between 12.34m (CP102) and
8.36m (CP103), the exploratory hole logs are reproduced in Appendix II of this assessment. The
exploratory hole locations are shown on Drawing No: 45806p3r0-010, reproduced in Appendix I.
The encountered strata typically comprised hard standing of asphalt on a gravel sub-base over
compacted Made Ground of firm becoming stiff variably sandy gravelly clay to depths of between
6.80m and 7.30m bgl. This is underlain by natural deposits of very stiff Clay (possible weathered
Mudstone) over extremely weak Mudstone which was encountered at a depth of 11.0m bgl (BH102).
It is considered that the Made Ground is comprised from locally sourced natural deposits, placed
and compacted to form a developable platform to facilitate the construction of the Champion Spark
Plug Factory.
As the material is formed from the natural deposits it is difficult to ascertain the exact depth to
which the material has been placed and the boundary to undisturbed material. It is assumed that
this material was placed in an engineered manner, in layers and rolled, to facilitate the construction
of the Spark Plug factory and the results of laboratory analysis gives evidence that this material is
denser than the underlying natural strata, indicative that the material has been placed and
compacted.
Solid geology was encountered within BH102 only at a depth of 11.00m bgl, and comprised
extremely weak greyish brown Mudstone (Sidmouth Mudstone Formation). The driller recorded 1
hour’s chiselling for 0.50m advancement.
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2.3
Slope Geometry
Slopes present along the northern and eastern boundary of the area of investigation potentially pose
a risk to the proposed development. During the site walkover as part of the Phase I assessment, no
evidence of failure was observed with the exception of an inspection chamber to a drain/sewer,
becoming separated from its base by approximately 150mm. This assessment has been undertaken
to give confidence that the existing slope is in a stable condition and that the displacement of the
inspection chamber base is likely due to a leak within the drain/sewer locally softening the
foundation to the inspection chamber.
The condition of the slope has been assessed visually on site and quantitatively modelled using the
Limitstate:GEO software package to establish its stability.
The slope assessment has been undertaken at four locations, two of the profiles were taken within
the northern slope and two profiles within the eastern slope, as shown on drawing 45806p3r0-010.
The slope angles have been calculated from the surveyed topographical drawing supplied to REC. A
visual assessment of the stability of the slope was undertaken during the site walkover undertaken
in October 2014, the observations are commented upon in Table 1 below:
Table 1: Visual Slope Assessment
Slope Height
~ 6m – 11m. 6m at the south-eastern elevation, 11m in the north-east
corner of the slope.
Angle
~ 11o – 12.5o at the eastern facing slope, increasing to 14-18o along the
northern slope.
Slope Form
Single gradient.
Vegetation
Heavily vegetated with trees, shrubs and grasses.
Groundwater/Seepages None noted.
Drainage
No drainage observed.
Observed
Ground Where visible the surface appeared to comprise cohesive topsoil.
Conditions
Movement Indicators
None observed within the slope profile. No slumping at toe of slope, no
convex upslope stem bends in trees, no creep lines evident or tension
cracks near crest of the slope.
Historic Failures
2.4
A sewer/drainage inspection chamber located at the crest of the slope
showed evidence of displacement from its base by approximately 150mm
– this is attributed to localised leakage from the drain/sewer.
None observed.
Ground Conditions
The ground conditions encountered are as described in section 2.2.
Water strikes were not recorded during the drilling works, but were recorded after the boreholes
had been left open overnight. Monitoring wells were placed within two of the boreholes and were
monitored on two occasions. Table 2 overleaf shows the depths to strikes during drilling and the
depth during subsequent monitoring. Given the variation in depths to water during monitoring it is
considered that the water levels represent perched water bodies and not a groundwater table –
however, the depths to groundwater have been included during the computational assessment to
add conservancy.
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September 2015
45806p3r1
Table 2: Water Strikes and Monitoring Data
Exploratory Hole
BH101
BH102
BH103
2.5
During drilling
0.1 (perched within
car park sub-base)
0.30
-
Water levels (m bgl)
Start of shift
Subsequent monitoring
Dry
Monitoring Well not
installed.
2.50
-
8.05
6.65
Ground Model
The model parameters adopted for the analysis are presented in Table 3 and have been obtained
through the results of in-situ testing, laboratory analysis and published data.
Table 3: Material Parameters
Stratum
Made Ground – Engineered Clay
Natural Clay
Mudstone
Parameters
Undrained shear strength (Cu)
Unit Weight (d) (kN/m3)
kN/m2
21.02
77
19.82
128
18*1
200*1
1
* = Taken from published values(Conservative assessment)
Page 6 of 11
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3.0
SLOPE ASSESSMENT
The slope assessment has been undertaken using the Limitstate:GEO software package.
Limitstate:GEO is designed to analyse the ultimate limit state (or ‘collapse state’) for a wide variety
of geotechnical problems by directly determining the ultimate limit state (ULS) using the
computational limit analysis technique Discontinuity Layout Optimization (DLO), and is designed to
work with modern design codes such as Eurocode 7 by providing full support for partial factors and
the ability to solve multiple scenarios.
In a conventional slope stability analysis, a pre-determined slip surface is assumed and the stability
of the soil mass is evaluated by comparing resisting and disturbing moments/forces. Usually many
trial slip surfaces are investigated and the most critical one identified. This typically requires
specification of a search zone and entry and exit points, and can be very sensitive to the shape of slip
surfaces used (e.g. circular or non-circular). In contrast the general purpose limit analysis procedure
used by Limitstate:GEO does not require the form of the collapse mechanism to be pre-specified.
The software analyses all collapse states and mechanisms and reports an adequacy factor of the
most pertinent failure mechanism; if the adequacy factor is greater than 1.0 then the model is in a
stable condition.
Four topographical sections have been considered when undertaking the analysis of the slope with
sections A-A’ and B-B’ modelling the slope to the north and sections C-C’ and D-D’ modelling the
slope to the east. The ground model for each section is based upon the nearest cable percussive
borehole giving the strata details along with the topographical drawing giving the slope angles and
height of the slope.
Section A - A’
At this section the slope is at an angle of 14o and is 10.90m in height. Exploratory hole BH101 has
been used to define the strata properties.
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September 2015
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Short term adequacy factor on Strength and Load = 5.524
Long term adequacy factor on Strength and Load = 1.721
Therefore the slope assessment is that the slope is in a stable condition at the point assessed.
Section B - B’
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Section C - C’
At this section the slope is at an angle of 12.5o and is 8.44m in height. Exploratory hole BH102 has
Page 9 of 11
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Section D - D’
It is considered that the slopes at the four locations assessed is representative of the slope as a
whole and is in a state of stability. The analysis has not included any favourable effects from the
vegetation which covers the slope. It is recommended that the vegetation on the slope is
maintained and not removed.
Page 10 of 11
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September 2015
45806p3r1
4.0
CONCLUSIONS
The slope has been assessed at four locations, with the slope angle ranging from 11o to 18o and slope
height from 6.23m to 10.90m. Based upon the nearest exploratory holes and upon field
observations It has been shown that in its current configuration, the slope is considered stable.
It is concluded that the separation noted between the inspection chamber and its base is due to
localised softening of that area, probably due to a leak within the drain/sewer and not as a result of
the slope displaying signs of instability.
This analysis has not considered any of the positive effects that may be encountered from the
vegetation having a stabilisation effect upon the slope. No physical evidence of historic slope failure
has been observed on site, such as slump features near the toe of the slope, tension cracks near the
crest of the slope or movement of vegetation, resulting in convex upslope stem bends within trees.
All of these factors would indicate that the slope is indeed in a stable condition.
It is recommended that the vegetation on the slope is maintained and not removed.
Page 11 of 11
Girling Meadows
September 2015
45806p3r1
APPENDIX I
DRAWINGS
Girling Meadows
September 2015
45806p3r1
Site Location
Figure 45806p3r0-011
Site Location and Aerial
Photo
Girling Meadows
September 2015
45806p3r1
APPENDIX II
REC Exploratory Hole Logs
Borehole No.
Borehole Log
BH101
Sheet 1 of 1
Project Name:
Project No.
Regeneration of Girling Meadows
45806
Co-ords:
Location:
Arrowe Park Road, Upton, Wirral
Level:
Client:
THI TAG Upton Regeneration & Stewart Milne Homes
Ltd
Dates:
Back
Water
fill /
Strikes
Well
Samples and In Situ Testing
Depth (m)
Type
0.20
D
Results
Depth
(m)
0.10
0.40
2.00
2.00 - 2.45
2.00 - 2.45
SPT
U
D
N=8 (1,2/2,2,2,2)
2.00
Level
(m)
Legend
-
19/12/2014 - 20/12/2014
Hole Type
CP
Scale
1:50
Logged By
BT
Stratum Description
MADE GROUND: Asphalt.
MADE GROUND: Light grey sandy GRAVEL.
Gravel is medium to coarse, angular to
subangular of limestone.
MADE GROUND: Reddish brown firm slightly
gravelly CLAY. Gravel is medium to coarse,
angular to subangular of mudstone and
limestone.
From 2.00m: Becomes stiff.
From 3.00m: Gravel becomes fine to medium, with
some timber present.
4.00
4.00 - 4.45
4.00 - 4.50
SPT
U
D
4.70 - 5.20
D
N=12 (1,2/2,3,3,4)
1
2
3
4
4.00
From 4.30m: Becomes slightly sandy.
5
6.00
6.00 - 6.45
6.00 - 6.45
SPT
U
D
N=13 (2,2/3,3,3,4)
6.00
6
7
7.30 - 7.80
D
8.00
8.00 - 8.45
SPT
U
7.30
N=28 (2,4/6,7,7,8)
Stiff to very stiff greyish brown slightly
gravelly CLAY. Gravel is fine to medium
subrounded to angular of mudstone.
8.00
8.45
8
End of borehole at 8.45 m
9
10
Remarks
Perched groundwater encountered at 0.30m bgl.
Start of shift (Day 2). Borehole dry, base of hole = 3.00m bgl.
Borehole No.
Borehole Log
BH102
Sheet 1 of 2
Project Name:
Project No.
45806
Co-ords:
Location:
Level:
Client:
Ltd
Dates:
Back
Water
fill /
Strikes
Well
Depth (m)
Type
0.20
D
Results
Depth
(m)
Level
(m)
0.10
0.40
Legend
-
18/12/2014 - 19/12/2014
Hole Type
CP
Scale
1:50
Logged By
BT
Stratum Description
limestone.
N=7 (1,1/2,2,1,2)
1.00
SPT
D
U
N=9 (1,2/2,3,2,2)
2.00
3.00
3.00 - 3.45
SPT
U
N=11 (1,2/3,2,3,3)
3.00
3
4.00
4.00 - 4.45
4.00 - 4.45
SPT
U
D
N=11 (1,2/2,3,3,3)
4.00
4
5.00
5.00 - 5.45
SPT
U
N=13 (1,2/3,3,3,4)
5.00
5
1.00
SPT
1.20 - 1.65
1.20 - 1.65
D
U
2.00
2.00 - 2.45
2.00 - 2.45
From 2.00m: Becomes stiff.
1
2
6
6.50
6.50 - 6.95
6.50 - 6.95
SPT
D
U
N=12 (1,2/3,3,3,3)
6.50
7
7.30 - 7.80
D
8.00
8.00 - 8.45
SPT
U
7.30
N=21 (1,2/3,5,6,7)
8.00
8
9
9.50
9.50 - 9.95
9.50 - 10.00
SPT
U
D
N=32 (2,4/6,7,9,10)
9.50
Continued on next sheet
Remarks
Start of shift (Day 2). Water Level = 2.80m bgl, base of hole = 4.00m bgl.
Groundwater encountered at 8.30m bgl.
10
Borehole No.
Borehole Log
BH102
Sheet 2 of 2
Project Name:
Project No.
45806
Co-ords:
Location:
Level:
Client:
Ltd
Dates:
Back
Water
fill /
Strikes
Well
Depth
(m)
Depth (m)
Type
Results
11.00
11.00 - 11.45
SPT
U
50 (4,7/50 for 190mm)
11.00
11.00
12.00
SPT
50 (4,6/50 for 190mm)
12.00
Level
(m)
12.45
Legend
-
18/12/2014 - 19/12/2014
Hole Type
CP
Scale
1:50
Logged By
BT
Stratum Description
Extremely weak greyish brown MUDSTONE.
11
12
13
14
15
16
17
18
19
20
Remarks
Start of shift (Day 2). Water Level = 2.80m bgl, base of hole = 4.00m bgl.
Groundwater encountered at 8.30m bgl.
Borehole No.
Borehole Log
BH103
Sheet 1 of 1
Project Name:
Project No.
45806
Co-ords:
Location:
Level:
Client:
Ltd
Dates:
Back
Water
fill /
Strikes
Well
Depth (m)
Type
0.20
D
0.50 - 1.00
D
Results
Depth
(m)
0.10
0.35
N=9 (2,3/3,2,2,2)
1.00
Level
(m)
Legend
-
18/12/2014 - 18/12/2014
Hole Type
CP
Scale
1:50
Logged By
BT
Stratum Description
limestone.
1.00
SPT
1.20 - 1.65
U
2.00
2.00 - 2.45
2.00 - 2.45
SPT
U
D
N=22 (2,3/4,6,6,6)
2.00
2
3.00
3.00 - 3.45
SPT
U
N=12 (1,2/3,3,3,3)
3.00
3
4.00
4.00 - 4.45
4.00 - 4.50
SPT
U
D
N=9 (1,2/2,3,2,2)
4.00
4
5.00
5.00 - 5.45
SPT
U
N=11 (1,2/2,3,3,3)
5.00
5
5.40 - 5.90
D
6.00 - 6.95
U
6.50
6.50 - 6.95
SPT
D
Between 1.00m and 2.00m: Becoming sandy.
6
N=13 (2,2/3,3,3,4)
6.50
6.80
7.20 - 7.70
D
8.00
SPT
1
50 (6,12/50 for 210mm)
8.00
8.45
7
8
9
10
Remarks
No groundwater encoutered.
Girling Meadows
September 2015
45806p3r1
APPENDIX III
Geotechnical Laboratory Test Results
LABORATORY
REPORT
4043
Contract Number: PSL15/0038
Client’s Reference:
Client Name:
Report Date: 21 January 2015
REC Manchester
Osprey House
Pacific Quay
Broadway
Manchester
M50 2UE
For the attention of: Niall Martin
Contract Title:
Upton
Date Received:
Date Commenced:
Date Completed:
5/1/2015
5/1/2015
21/1/2015
Notes:
Opinions and Interpretations are outside the UKAS Accreditation
* Denotes test not included in laboratory scope of accreditation
$ Denotes test carried out by approved contractor
A copy of the Laboratory Schedule of accredited tests as issued by UKAS is attached to this report. This certificate is
issued in accordance with the accreditation requirements of the United Kingdom Accreditation Service. The results
reported herein relate only to the material supplied to the laboratory. This certificate shall not be reproduced in full,
without the prior written approval of the laboratory.
Checked and Approved Signatories:
R Gunson
(Director)
D Lambe
(Senior Technician)
5 – 7 Hexthorpe Road, Hexthorpe,
Doncaster DN4 0AR
tel: +44 (0)844 815 6641
fax: +44 (0)844 815 6642
e-mail: [email protected]
[email protected]
A Watkins
(Director)
M Beastall
(Laboratory Manager)
S Royle
(Senior Technician)
Page 1 of
SUMMARY OF LABORATORY SOIL DESCRIPTIONS
Hole
Number
BH101
BH101
BH103
BH103
Sample Sample
Number Type
B
B
B
B
Depth
m
2.00-2.45
7.30-7.80
0.50-1.00
6.50-6.95
Description of Sample
Firm brown gravelly very sandy very silty CLAY.
Very stiff brown slightly gravelly sandy very silty CLAY.
Stiff brown slightly gravelly very sandy very silty CLAY.
Stiff brown slightly gravelly sandy very silty CLAY.
Compiled by
Date
Checked by
21/01/15
Date
Approved by
Date
21/01/15
21/01/15
PSL15/0038
Contract No:
UPTON.
45806
Client Ref:
Page
of
.
Undrained Shear Strength in Triaxial Compression
without measurement of Pore Pressure
B.S. 1377 : Part7 : Clause 8 : 1990
Hole Number:
BH101
Depth (m):
Sample Number:
2.00
Sample Type: U
180
160
140
Deviator Stress kPa
120
100
80
60
40
20
0
0
5
10
15
20
Axial Strain %
Diameter (mm):
Moisture
Specimen
38
Bulk
Height (mm):
76
Test: Set of Three, 38 mm Samples.
Dry
Cell
Deviator
Shear
Failure
Remarks
Mode
Content
Density
Density
Pressure
Stress
Strength
Strain
of
(%)
(Mg/m3)
(Mg/m3)
(kPa)
(kPa)
(kPa)
(%)
Failure
1
12
2.18
1.94
50
118
59
10.0
Plastic
2
14
2.23
1.95
100
141
70
12.6
Plastic
3
14
2.22
1.94
200
158
79
14.2
Plastic
See summary of soil descriptions.
Checked and Approved By
Date
21/01/15
UPTON.
PSLR032
Issue 1
Jun 06
Contract No:
PSL15/0038
Page
of
.
B.S. 1377 : Part7 : Clause 8 : 1990
Hole Number:
BH101
Depth (m):
Sample Number:
7.30-7.80
Sample Type: U
450
400
350
Deviator Stress kPa
300
250
200
150
100
50
0
0
5
10
15
20
Axial Strain %
Diameter (mm):
Moisture
Specimen
38
Bulk
Height (mm):
76
Dry
Cell
Deviator
Shear
Failure
Remarks
Mode
Content
Density
Density
Pressure
Stress
Strength
Strain
of
(%)
(Mg/m3)
(Mg/m3)
(kPa)
(kPa)
(kPa)
(%)
Failure
1
18
2.02
1.72
50
284
142
10.5
Plastic
2
18
2.04
1.73
100
325
162
11.1
Plastic
3
18
2.04
1.73
200
382
191
11.6
Plastic
Date
21/01/15
UPTON.
PSLR032
Issue 1
Jun 06
Contract No:
PSL15/0038
Page
of
.
B.S. 1377 : Part7 : Clause 8 : 1990
Hole Number:
BH103
Depth (m):
Sample Number:
0.50-1.00
Sample Type: U
200
180
160
Deviator Stress kPa
140
120
100
80
60
40
20
0
0
5
10
15
20
Axial Strain %
Diameter (mm):
Moisture
Specimen
38
Bulk
Height (mm):
76
Dry
Cell
Deviator
Shear
Failure
Remarks
Mode
Content
Density
Density
Pressure
Stress
Strength
Strain
of
(%)
(Mg/m3)
(Mg/m3)
(kPa)
(kPa)
(kPa)
(%)
Failure
1
17
2.15
1.85
50
130
65
9.5
Plastic
2
17
2.13
1.81
100
151
76
11.6
Plastic
3
17
2.15
1.84
200
177
89
16.3
Plastic
Date
21/01/15
UPTON.
PSLR032
Issue 1
Jun 06
Contract No:
PSL15/0038
Page
of
.
B.S. 1377 : Part7 : Clause 8 : 1990
Hole Number:
BH103
Depth (m):
Sample Number:
6.50-6.95
Sample Type: U
350
300
Deviator Stress kPa
250
200
150
100
50
0
0
5
10
15
20
Axial Strain %
Diameter (mm):
Moisture
Specimen
38
Bulk
Height (mm):
76
Dry
Cell
Deviator
Shear
Failure
Remarks
Mode
Content
Density
Density
Pressure
Stress
Strength
Strain
of
(%)
(Mg/m3)
(Mg/m3)
(kPa)
(kPa)
(kPa)
(%)
Failure
1
20
2.02
1.68
50
224
112
8.4
Plastic
2
20
2.01
1.67
100
249
124
10.0
Plastic
3
21
2.03
1.68
200
295
148
12.1
Plastic
Date
21/01/15
UPTON.
PSLR032
Issue 1
Jun 06
Contract No:
PSL15/0038
Page
of
.

Slope Stability Assessment 24/09/2015 14:22:11

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