Specifications,
: . RECEIVED
PWU ENGINEERING INC.
MAY 302013
Ph:(503)810-8309
Email:pwuengineering @comcast.net CITY OF TIGARD
1 RE:Troy Park Fence calculations: -166414CIS71 BUILDING DIVISION
Client:Timberland Homes
5-24-13
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OFFICE COPY
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GEOPACIFIC ENGINEERING,INC.
14835 SW 72nd Avenue
1(y. -.; =: Portland,Oregon 97224 603 941 281
1 tnlmeeniyi,lw Tel:(503)598-8445 ( ) _
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•
Philip Wu
From: Steve Brown<steve @timberlandhomes.net>
Sent Monday,May 20,2013 4:50 PM
To: Philip Wu
• Cc Ben Anderson
Subject: . FW:Troy Park-Fencing Concepts for Structural Engineer
Attachment= 07-1351 Fencing Options.pdf
Philip,
Basically I am building a 4 to 5'high Allan Block wall 220'along Bull Mtn.Rd with 5 6'high stone columns at the lot lines
with cedar fence in between.
I need a number from you to engineer. Please let me know your thoughts.
Thanks,
Steve Brown
Timberland Homes,Inc.
503-887-5903
From:Ben Anderson(mailto:bandersonCatgeoaactficen0.00ml
Sent:Monday,May 20,2013 4:31 PM
To:steve@timberlandhomes.net
Subject Troy Park-Fencing Concepts for Structural Engineer
Steve,
•
Here are the concepts for the cedar post fencing and the ornamental column footings. From everyone I've talked about
this with,including Allan block's own engineers,if you want to go right up to the edge of the wall,then the foundations
have to go deep. Pass this along to your structural engineer and see what he has to say about it.
1 Thanks,
'1
Ben Anderson,EIT
Staff Engineer
Geep
Englneerinamc.
14835 SW 72nd Avenue
Portland,Oregon 97224
503.598.8445 office
503.941.9281 fax
503.969.7736 mobile
www.neooacificeng.com
4
•
. ,„ F!ECE /ED
MAY 3 0 2013
CITY OF TIGARD EO� MC
BUILDING DIVISIOi
Real-World Geotechnical Solutions
Investigation•Design•Construction Support
Revised May 28, 2013
Project No. 07-1351
Timberland Homes, Inc.
12670 SW 68th Avenue, Ste#300
Tigard, Oregon 97223
Phone: (503)620-8860
Fax: (866)598-9081
Via Email: Steve Brown (steve @timberlandhomes.net)
SUBJECT: MSE RETAINING WALL DESIGN AND CONSTRUCTION RECOMMENDATIONS
TROY PARK
12300 SW BULL MOUNTAIN ROAD
TIGARD, OREGON
As requested, GeoPacific Engineering, Inc. (GeoPacific) is please to provide the following wall
design calculations and construction recommendations for the engineered retaining wall planned on
the north sides of lots 1 through 4, along Southwest Bull Mountain Road. It is our understanding that
the retaining wall is to consist of a mechanically stabilized earth (MSE) wall system. The
recommendations of this report are applicable for walls constructed using standard Allan Block units.
The blocks should be AB Classic Allan Block units, measuring 8 by 12 by 18 inches. This letter
report presents design analysis and construction recommendations for the MSE wall system.
MSE Retaining Wall Design and Construction Recommendations
The walls are planned to have a maximum exposed height of 5.5 feet, not including embedment
depth. The maximum total height will be approximately 6 feet. The walls are to have relatively level
backslope and downslope. We understand that ornamental columns are to be constructed at the lot
corners, directly behind the back of the top wall block unit. We also understand that fence posts are
to be installed directly behind the back of the top wall block unit, spaced six feet on center. No
surcharge or wind loads from the ornamental columns or fence posts were considered in our
retaining wall design. As specified by the structural engineer, the foundations for the ornamental
columns and fence posts extend to sufficient depths below the bottom of the proposed retaining wall
so that no additional surcharge or overturning loads are applied to the retaining wall.
Calculations were performed for both static and seismic conditions, using pseudostatic methods and
an appropriate peak horizontal acceleration to simulate earthquake loading. Surcharge loads were
not considered for the seismic condition. The designer of the ornamental columns is responsible for
stability against sliding and overturning of the columns. Geotechnical parameters appropriate for
imported granular soil backfill materials and assumed retained native soil conditions on site were
incorporated in the analysis.
Subgrade and retained soils should consist of stiff native soils or engineered fill. The wall should be
battered to 6 degrees, which corresponds to the configuration of the Allan Block units. The block
14835 SW 72nd Avenue Tel(503)598-8445
Portland,Oregon 97224 Fax(503)941-9281
Project No. 07-1351
Troy Park
infill should consist of clean 3/4'-0 crushed rock, or approved equivalent. The reinforced zone fill
should consist of imported crushed rock or granular soil reviewed by GeoPacific prior to use.
Engineered fill should be compacted in horizontal lifts not exceeding 8 inches using standard
compaction equipment, compacted to at least 90% of Modified Proctor (ASTM D1557). To avoid
bulging of the wall facing, self-propelled drum roller compactors up to 5 tons in weight should not be
used within 2 feet of blocks and compaction against the back of wall should be achieved using a
hand held vibratory plate compactor.
Figure 2 shows the typical wall detail for the MSE wall system. Geogrids should be spaced
according to the attached wall detail. The bottom geogrid should be placed between the second and
third block and subsequent geogrids should be spaced every two blocks vertically. For the 6-foot
maximum wail height case, geogrid lengths of 5 feet are recommended. Geogrid length is
measured from the face of wall. Geogrid should consist of Stratagrid SG200 or approved equivalent
geotextile with a minimum ultimate tensile strength of 3,600 lbs/ft. The wall should be embedded a
minimum of 6 inches below finished grade. Adequate placement and compaction of facing infill and
proper placement of geogrid between facing units is critical to wall stability. The geogrid should be
stretched taut prior to backfill placement and compaction. The grids should be rolled out with the
strong direction perpendicular to the face of the wall and not along the wall face. If necessary, the
contractor may cut through the top layer of geogrid to accommodate the construction of column
footings and installation of fence posts.
Adequate drainage behind and beneath the wall is important for wall performance. A subsurface
drain consisting of 4-inch diameter, perforated, Schedule 40 PVC or ADS Highway Grade pipe
should be placed at the back of the wall as shown on the attached detail. The drain pipe and
surrounding drain rock should be wrapped in non-woven geotextile (Mirafi 140N, or approved
equivalent) to minimize the potential for clogging and/or ground loss due to piping. Water collected
from the drains should be directed into the local storm drain system or other suitable outlet.
Based on the attached calculations, the proposed MSE walls will have adequate factors of safety
against sliding, overturning, bearing capacity failure, internal failure, facing failure, and global
instability provided that our recommendations for wall construction are followed. GeoPacific should
monitor retaining wall construction, including verification of suitability of bearing soils; block
placement; reinforcement type, length and spacings; drain installation, backfill placement and
compaction. Construction procedures should be in conformance with applicable wall and geogrid
manufacturer's recommendations. Figure 2 shows the typical wall detail for the MSE wall.
Page 2
Project No. 07-1351
•• Troy Park
UNCERTAINTIES AND LIMITATIONS
We have prepared this report for the owner and his/her consultants for use in design of this project
only. The conclusions and interpretations presented in this report should not be construed as a
warranty of the subsurface conditions. Experience has shown that soil and groundwater conditions
can vary significantly over small distances. If, during future site operations, subsurface conditions
are encountered which vary appreciably from those described herein, GeoPacific should be notified
for review of the recommendations of this report, and revision of such if necessary.
Sufficient geotechnical monitoring, testing and consultation should be provided during construction
to confirm that the conditions encountered are consistent with those indicated by explorations.
Recommendations for design changes will be provided should conditions revealed during
construction differ from those anticipated, and to verify that the geotechnical aspects of construction
comply with the contract plans and specifications.
Within the limitations of scope, schedule and budget, GeoPacific executed these services in
accordance with generally accepted professional principles and practices in the fields of
geotechnical engineering and engineering geology at the time the report was prepared. No
warranty, expressed or implied, is made. The scope of our work did not include environmental
assessments or evaluations regarding the presence or absence of wetlands or hazardous or toxic
substances in the soil, surface water, or groundwater at this site.
We appreciate this opportunity to be of service.
Sincerely,
GEOPACIFIC ENGINEERING,INC.
'0)ED PRo1
�GIN� �%
147 'A
. i�� i . .
OREGON
ft,23 0
SD.IM'
EXPIRES:06/30/2OL
A
Ben— derson, E.I.T. Jim Imbrie, G.E., C.E.G
Geotechnical Staff Principal Geotechnical Engineer
Attachments: Figure 1 - Site Plan
Figure 2-Allan Block Wall Typical Detail
MSE Retaining Wall Design Calculations (12 pages)
Page 3
_.31)A,,K.,_ '\ 14835 SW 72nd Avenue
GCOPS�C�fII' Portland,Oregon 97224 SITE PLAN
[neineeriny.lnc. Tel:(503)598-8445 Fax:(503)941-9281
-
1 SW BULL MOUNTAIN ROAD
- - .E - -
, - rCOLOUMN IO OE - c��-__„s..« '
LOCATED 0':LOT 1 - _p¢= -- '•°"� PROPERTY CORNL!- `491.
---- --;tea = -— _ ...'•-- r s a-,� s - COIOUt
�_ ----------,-,---.—.=-7-----,--_. ----7 LOCATE
i
694— N -_ '' -
0^nNAMENTAL COLUMNS
∎ '-PROPERTY CDPNLR TO BE PLACED ON I
i i PROPERTY LINES AND Mla POINT OF LOT AS SHOWN 3 5,469 SF M19n 5,076 SF 5•(776 SF Proposed Allan Block
MSE Retaining Wall
Proposed Ornamental _ _r
1`-' Columns (5 Total) _
4 r-
�_,� ,_ s„=��_-u - I.
'�\WINTERVIEW DRIVE ( I:
504__.= .Pr -r';
North
Legend Date: 05/28/13
TP-1 0 40' Drawn by: BGA
Ili Test Pit Designation and Approximate Location APPROXIMATE SCALE 1"=40'
Project: Troy Park
Tigard, Oregon Project No. 07-1351 1 FIGURE 1
14835 SW 72nd Avenue ALLAN BLOCK WALL
GeoP 4:,_ e Portland,Oregon 97224
tnoineerinp.Inc_ Tel: (503)598-8445 Fax: (503)941-9281 TYPICAL DETAIL
`4"'•.4:4-;•'� Ornamental Columns,Column Footings,and
Fence Posts to be Designed by Others
Cut Through Geogrid Reinforcement as Needed
'• - to Accommodate Column Footings and Fence Posts
6° r::rM:
Minimum 8"Low
: ':: Permeability Soil
Cap Unit•..•:•::'•,:•:•:':':':'•:'
Relatively Level Slope
_ (Less Than 5 Degrees)
A
Allan Blocks
See Note 2\
4 6 Maximum Total ktt i;:i::fri; Depth of Column Footings
Wall Height(H) :,710:0.:,..„..., to be Determined by Others
• •••ti••• Geogrid Min.Length=5 ft?
Le•••• 1'•••••'"1-'• StrataGrid SG200 or
:;::: :
..•.�;�., Approved Equivalent
- -:: :.
Reinforced Soil Zone
314°-0 Backfill Compacted
: {' to 95%of Standard Proctor
2'Minimum {: J1,
Relatively 4."4..•.• 4"Drain Wrapped in
Level Slope Mirafi 140N Fabric or Stiff Native Soli or
Y 6"Minimum r•:=• Approved Equivalent Engineered Fill
�• •::
Embedment '.{ :::.. :■
.'f•. A
6"Minimum Crushed Rock Overlying Depth of Column Footings
Suitable Bearing Soils Approved i; and Fence Posts as Determined
NOTES: Drain Rock by Structural Engineer
1. Minimum wall embedment is 6 inches(0.5 feet).
2. MSE facing blocks may consist of standard Allan Blocks or approved equivalent.
3. Unit core fill and leveling pad shall consist of 3/4"-0 crushed aggregate.
4. Backfill in reinforced zone to consist of imported granular soil as approved by the geotechnical engineer.
5. Geotechnical Engineer should review subgrade soils.
6. Geogrids must be of appropriate type and length per the design calculations.
7. Finish grade must provide positive drainage.
,, 8. Ornamental columns and column footings(including depth of footings)to be designed by others.Date: 05/28/13
Drawn by:BGA
Project: Troy Park 1 Project No.07-1351 I FIGURE 2
Tigard, Oregon
SRWa11 (ver 3.22 April 2002) Page 1
LN 030304229
Licensed to: Scott Hardman
7312 SW Durham Road
Portland OR 97224
License Number: 030304229
Project Identification:
Project Name: Troy Park
Section: 6-foot high Allan Block Wall without Column Loads
Data Sheet:
Owner: GeoPacific Engineering, Inc.
Client: Timberland Homes
Prepared by: BGA
Date: April 23 2013
Time: 09:04:41 AM
Data file: z:\wall designs and data\srwall\07-1351troy park - allan block-6
ft no loads
Type of Structure: Geosynthetic-Reinforced Segmental Retaining Wall
Design Methodology: NCMA Method A
Seismic Analysis Details:
Peak Ground Acceleration (PGA) ratio 0.00
Wall Geometry:
Design Wall Height (ft) 6.0
Embedment Wall Height (ft) 0.5
Exposed Design Wall Height (ft) 5.5
Minimum Levelling Pad Thickness (ft) 0.5
Number of Segmental Wall Units 9
Hinge Height (in plane of wall) (ft) N/A
Wall Inclination (degrees) 6.0
SRWa11 (ver 3.22 April 2002) Page 2
LN 030304229
Slopes:
Front Slope (degrees) horizontal
Back Slope (degrees) 5.0
Distance to Broken Back (ft) 10.0
Equivalent Back Slope (degrees) 4.17
Uniformly Distributed Surcharges:
Live Load Surcharge none
Dead Load Surcharge none
Friction
Cohesion Angle Unit Weight
Soil Data: Soil Description: (psi') (degrees) (pcf)
Reinforced Soil Crushed Rock
Engineered Fill N/A 38.0 130.0
Retained Soil Medium Stiff to Stiff
Clayey Silt N/A 30.0 120.0
Levelling Pad Soil Crushed Rock N/A 38.0 130.0
Foundation Soil Stiff Clayey Silt 150.0 32.0 120.0
Segmental Unit Name:
Segmental Unit Data:
Cap Height (in) none
Unit Height (Hu) (in) 8.0
Unit Width (Wu) (in) 12.0
Unit Length (in) 18.0
Setback (in) 0.84
Weight (infilled) (lbs) 130.0
Unit Weight (infilled) (pcf) 130.0
Center of Gravity (in) 6.0
Segmental Unit Interface Shear Data:
Properties Ultimate Strength Criteria Service State Criteria
Minimum (lbs/ft) 1018.0 1018.0
Friction Angle (degrees) 61.0 61.0
Maximum (lbs/f t) 6000.0 6000.0
Geosynthetic Reinforcement Types and Number:
Type Number Name
3 4 StrataGrid SG200
SRWa11 (ver 3. 22 April 2002) Page 3
LN 030309229
- Geosynthetics Properties:
Strength and Polymer Type: Type 1 Type 2 Type 3
Ultimate Strength (lbs/ft) N/A N/A 3600.0
Polymer Type N/A N/A polyester
Reduction Factors: Type 1 Type 2 Type 3
Creep N/A N/A 1.50
Durability N/A N/A 1.10
Installation Damage N/A N/A 1.05
Overall Factor of Safety N/A N/A 1.50
Allowable Strength: Type 1 Type 2 Type 3
Ta (lbs/ft) N/A N/A 1385.28
Coefficient of Interaction: Type 1 Type 2 Type 3
Ci N/A N/A 0.9
i
Coefficient of Direct Sliding: Type 1 Type 2 Type 3
iCds N/A N/A 0.9
Connection Strength: Type 1 Type 2 Type 3
Ultimate Strength Criterion:
Minimum (lbs/ft) N/A N/A 951.0
_ Friction Angle (degrees) N/A N/A 24.0
Maximum (lbs/ft) N/A N/A 1981.0
Service State Criterion:
Minimum (lbs/ft) N/A N/A 951.0
Friction Angle (degrees) N/A N/A 24.0
Maximum (lbs/ft) N/A N/A 1981.0
Geosynthetic-Segmental Retaining Wall Unit
Interface Shear Strength: Type 1 Type 2 Type 3
Ultimate Strength Criterion:
Minimum (lbs/ft) N/A N/A 743.0
Friction Angle (degrees) N/A N/A 60.0
Maximum (lbs/ft) N/A N/A 3700.0
- Service State Criterion:
Minimum (lbs/ft) N/A N/A 743.0
Friction Angle (degrees) N/A N/A 60.0
Maximum (lbs/ft) N/A N/A 3700.0
SRWall (ver 3.22 April 2002) Page 4
LN 030304229
. Coefficients of Earth Pressure and Failure Plane Orientations:
Reinforced Soil (Ka) 0.189
Reinforced Soil (Ka horizontal component) 0.185
Orientation of failure plane from horizontal (degrees) 58.52
Retained Soil (Ka) 0.267
Retained Soil (Ka horizontal component) 0.244
Orientation of failure plane from horizontal (degrees) 51.53
Results of External Stability Analyses:
Calculated Design Criteria
FOS Sliding 5.28 1.5 OK
FOS Overturning 8.97 2.0 OK
FOS Bearing Capacity 19.72 2.0 OK
Base Reinforcement Length (L) (ft) 5.0 3.6 OK
Base Eccentricity (e) (ft) 0.0 N/A
Base Eccentricity Ratio (e/L-2e) 0.0 N/A
Base Reinforcement Ratio (L/H) 0.83 0.6 OK
Note: calculated values MEET ALL design criteria
Detailed Results of External Stability Analyses: Calculated Values:
:N4 Total Horizontal Force (lbs/ft) 591.4
Total Vertical Force (lbs/ft) 3993.4
4 Sliding Resistance (lbs/ft) 3120.0
Driving Moment (lbs-ft/ft) 1253.7
Resisting Moment (lbs-ft/ft) 11249.3
Bearing Capacity (psf) 15767.6
Maximum Bearing Pressure (psf) 799.6
Results of Internal Stability Analyses:
SRW Geosyn Elev Length Anchor FOS FOS FOS Layer
Unit Type (ft) (ft) Length Over- Pullout Sliding Spacing
# (ft) stress (ft)
> 1.0 > 1.5 > 1.5 > 1.5 < 2.67
9 3 5.33 5.0 1.29 64.74 10.62 78.11 OK
7 3 4.0 5.0 1.97 21.58 12.64 24.45 OK
5 3 2.67 5.0 2.65 12.95 16.03 13.93 OK
3 3 1.33 5.0 3.32 5.75 12.2 9.65 OK
Note: calculated values MEET ALL design criteria
Detailed Results of Internal Stability Analyses:
SRW Geosyn Elev Allowable Tensile Pullout Sliding Sliding
1 Unit Type (ft) Strength Load Capacity Force Capacity
# (lbs/ft) (lbs/ft) (lbs/ft) (lbs/ft) (lbs/ft)
9 3 5.33 1385.3 21.4 227.2 15.4 1202.6
7 3 4.0 1385.3 64.2 811.2 81.4 1990.3
5 3 2.67 1385.3 107.0 1714.7 199.4 2778.1
3 3 1.33 1385.3 240.7 2937.6 369.4 3565.8
SRWa11 (ver 3.22 April 2002) Page 5
LN 030304229
Results of Facing Stability Analyses:
SRW Heel Geosynthetic FOS FOS Shear FOS Connection
Unit Elev Type Over- Shear (deformation) Connection (deformation)
# (ft) turning (peak) (peak)
> 1.5 > 1.5 < 0.02 x Hu > 1.5 < 0.75 in
9 5.33 3 36.45 >99 OK 46.25 OK
8 4.67 none 79.12 - - - -
7 4.0 3 45.72 44.61 OK 16.62 OK
6 3.33 none 38.12 - - - -
5 2.67 3 29.2 31.02 OK 10.69 OK
4 2.0 none 25.49 - - - -
3 1.33 3 21.48 25.79 OK 5.07 OK
2 0.67 none 19.37 - - - -
1 0.0 none 17.11 - - - -
Note: calculated values MEET ALL design criteria
Detailed Results of Facing Stability Analyses (Moment and Shear):
SRW Heel Geo Drive Resist Shear Shear Shear
Unit Elev Type Moment Moment Load Capacity Capacity
# (ft) (lbs-ft/f t) (lbs-ft/ft) (lbs/ft) (lbs/f t) (lbs/ft)
+out -in (peak) (deformation)
9 5.33 3 1.2 43.3 5.3 893.1 093.1
8 4.67 none 9.5 752.5 0.0 1330.7 1330.7
7 4.0 3 32.1 1467.6 26.7 1193.3 1193.3
6 3.33 none 76.1 2900.1 0.0 1643.4 1643.4
•i 5 2.67 3 148.6 4338.6 48.1 1493.6 1493.6
4 2.0 none 256.8 6545.8 0.0 1956.1 1956.1
j 3 1.33 3 407.8 8759.0 69.5 1793.8 1793.8
2 0.67 none 608.7 11792.4 -90.9 2268.8 2268.8
1 0.0 none 866.6 14831.9 0.0 2425.2 2425.2
Detailed Results of Facing Stability Analyses (Connections):
SRW Heel Geo Connection Connection Connection
Unit Elev Type Load Capacity Capacity
# (ft) (lbs/ft) (peak) (deformation)
(lbs/ft) (lbs/ft) - -
9 5.33 3 21.4 989.6 989.6
7 4.0 3 64.2 1066.8 1066.8
5 2.67 3 107.0 1143.9 1143.9
3 1.33 3 240.7 1221.1 1221.1
1
SRWa11 (ver 3.22 April 2002) Page 6
LN 030304229
10.0 ft
6.0 degrees I ' 1
6.0 ft
I
J
--i----—— StrataGrid SG200
t
StrataGrid SG200
I - StrataGrid SG200
I 1 StrataGrid SG200
0.5 ft —I
IJ
-0.5 ft
I_ _I
r 5.0 ft
Project Identification:
Project
Name: Troy Park
Section: 6-foot high Allan Block Wall without Column Loads
Data Sheet:
Owner: GeoPacific Engineering, Inc.
Client: Timberland Homes
Prepared by:BGA
Date: April 23 2013
Time: 09:04:41 AM
Data file: z:\wall designs and data\srwall\07-1351troy park -
allan block-6 ft no loads
SRWa11 (ver 3.22 April 2002) Page 1
LW 030304229
Licensed to: Scott Hardman
7312 SW Durham Road
Portland OR 97224
•
License Number: 030304229
Project Identification:
Project Name: Troy Park
Section: 6-foot high Allan Block Wall without Column Loads
Data Sheet:
Owner: GeoPacific Engineering, Inc.
Client: Timberland Homes
Prepared by: BGA
Date: April 23 2013
Time: 09:04:41 AM
Data file: z:\wall designs and data\srwall\07-1351troy park - allan block-6
ft no loads - seismic
Type of Structure: Geosynthetic-Reinforced Segmental Retaining Wall
Design Methodology: NCMA Method A
Seismic Analysis Details:
Peak Ground Acceleration (PGA) ratio 0.12
Wall Geometry:
Design Wall Height (ft) 6.0
Embedment Wall Height (ft) 0.5
Exposed Design Wall Height (ft) 5.5
Minimum Levelling Pad Thickness (ft) 0.5
Number of Segmental Wall Units 9
Hinge Height (in plane of wall) (ft) N/A
Wall Inclination (degrees) 6.0
SRWa11 (ver 3.22 April 2002) Page 2
LN 030304229
Slopes:
Front Slope (degrees) horizontal
Back Slope (degrees) 5.0
Distance to Broken Back (ft) 10.0
Equivalent Back Slope (degrees) 4.17
Uniformly Distributed Surcharges:
Live Load Surcharge none
Dead Load Surcharge none
Friction
Cohesion Angle Unit Weight
Soil Data: Soil Description: (psf) (degrees) (pcf)
Reinforced Soil Crushed Rock
Engineered Fill N/A 38.0 130.0
Retained Soil Medium Stiff to Stiff
Clayey Silt N/A 30.0 120.0
Levelling Pad Soil Crushed Rock N/A 38.0 130.0
Foundation Soil Stiff Clayey Silt 150.0 32.0 120.0
Segmental Unit Name:
Segmental Unit Data:
Cap Height (in) none
Unit Height (Hu) (in) 8.0
Unit Width (Wu) (in) 12.0
Unit Length (in) 18.0
Setback (in) 0.84
Weight (infilled) (lbs) 130.0
Unit Weight (infilled) (pcf) 130.0
Center of Gravity (in) 6.0
Segmental Unit Interface Shear Data:
Properties Ultimate Strength Criteria Service State Criteria
Minimum (lbs/ft) 1018.0 1018.0
Friction Angle (degrees) 61.0 61.0
Maximum (lbs/ft) 6000.0 6000.0
Geosynthetic Reinforcement Types and Number:
Type Number Name
3 4 StrataGrid SG200
SRWall (ver 3. 22 April 2002) Page 3
Y
LN 030304229
• Geosynthetics Properties:
Strength and Polymer Type: Type 1 Type 2 Type 3
Ultimate Strength (lbs/ft) N/A N/A 3600.0
Polymer Type N/A N/A polyester
Reduction Factors: Type 1 Type 2 Type 3
Creep (=1.00 for seismic analysis) N/A N/A 1.00
Durability N/A N/A 1.10
Installation Damage N/A N/A 1.05
Overall Factor of Safety N/A N/A 1.50
(Dynamic) Allowable Strength: Type 1 Type 2 Type 3
Ta (lbs/ft) N/A N/A 2077.92
Coefficient of Interaction: Type 1 Type 2 Type 3
Ci N/A N/A 0.9
1 Coefficient of Direct Sliding: Type 1 Type 2 Type 3
Cds N/A N/A 0.9
Connection Strength: Type 1 Type 2 Type 3
-. Ultimate Strength Criterion:
Minimum (lbs/ft) N/A N/A 951.0
Friction Angle (degrees) N/A N/A 24.0
Maximum (lbs/ft) N/A N/A 1981.0
Service State Criterion:
Minimum (lbs/ft) N/A N/A 951.0
Friction Angle (degrees) N/A N/A 24.0
Maximum (lbs/ft) N/A N/A 1981.0
Geosynthetic-Segmental Retaining Wall Unit
Interface Shear Strength: Type 1 Type 2 Type 3
Ultimate Strength Criterion:
Minimum (lbs/ft) N/A N/A 743.0
Friction Angle (degrees) N/A N/A 60.0
Maximum (lbs/ft) N/A N/A 3700.0
Service State Criterion:
Minimum (lbs/f t) N/A N/A 743.0
Friction Angle (degrees) N/A N/A 60.0
Maximum (lbs/ft) N/A N/A 3700.0
SRWall (ver 3.22 April 2002) Page 4
` Lii 030304229
. Coefficients of Earth Pressure and Failure Plane Orientations:
Seismic Coefficent (k(int) ) 0.16
Seismic Coefficent (k(ext) ) 0.06
Reinforced Soil (static) (Ka) 0.189
Reinforced Soil (static) (Ka horizontal component) 0.185
Reinforced Soil (static + dynamic) (Kee) 0.286
Reinforced Soil (static + dynamic) (Kaeh horizontal component) 0.281
Orientation of failure plane from horizontal (degrees) 58.52
Retained Soil (static) (Ka) 0.267
Retained Soil (static) (Kah horizontal component) 0.244
Retained Soil (static + dynamic) (Kae) 0.311
Retained Soil (static + dynamic) (Kaeh horizontal component) 0.284
Orientation of failure plane from horizontal (degrees) 48.19
Results of External Stability (Seismic) Analyses:
Calculated Design Criteria
FOS Sliding 3.99 1.5 OK
FOS Overturning 6.01 2.0 OK
FOS Bearing Capacity 18.01 2.0 OK
Base Reinforcement Length (L) (ft) 5.0 3.6 OK
Base Eccentricity (e) (ft) 0.14 N/A
Base Eccentricity Ratio (e/L-2e) 0.03 N/A
. I Base Reinforcement Ratio (L/H) 0.83 0.6 OK
Note: calculated values MEET ALL design criteria
,t
Detailed Results of External Stability Analyses: Calculated Values:
Total Horizontal Force (lbs/ft) 782.2
Total Vertical Force (lbs/ft) 3993.4
Sliding Resistance (lbs/ft) 3120.0
Driving Moment (lbs-ft/ft) 1870.3
Resisting Moment (lbs-ft/ft) 11249.3
Bearing Capacity (psf) 15257.7
Maximum Bearing Pressure (psf) 847.4
Results of Internal Stability (Seismic) Analyses:
SRW Geosyn E1ev Length Anchor FOS FOS FOS Layer
Unit Type (ft) (ft) Length Over- Pullout Sliding Spacing
# (ft) stress (ft)
> 1.0 > 1.5 > 1.5 > 1.5 < 2.67
9 3 5.33 5.0 1.29 17.04 1,86 27.15 OK
7 3 4.0 5.0 1.97 13.72 5.36 12.87 OK
i 5 3 2.67 5.0 2.65 11.48 9.47 8.84 OK
3 3 1.33 5.0 3.32 6.36 8.98 6.81 OK
Note: calculated values MEET ALL design criteria
Note: Seismic analysis may not give the lowest factors of safety for FOS against reinforcement
over-stress in internal stabilty calculations. Be sure to check current design using static
analysis option.
. SRWa11 (ver 3.22 April 2002) Page 5
IN 030304229
Detailed Results of Internal Stability Analyses:
SRW Geosyn Elev Allowable Tensile Pullout Sliding Sliding
Unit Type (ft) Strength Load Capacity Force Capacity
# (lbs/ft) (lbs/ft) (lbs/f t) (lbs/ft) (lbs/ft)
9 3 5.33 2077.9 121.9 227.2 44.3 1202.6
7 3 4.0 2077.9 151.5 811.2 154.6 1990.3
5 3 2.67 2077.9 181.0 1714.7 314.4 2778.1
3 3 1.33 2077.9 327.0 2937.6 523.6 3565.8
Results of Facing Stability (Seismic) Analyses:
SRW Heel Geosynthetic FOS FOS Shear FOS Connection
Unit Elev Type Over- Shear (deformation) Connection (deformation)
# (ft) turning (peak) (peak)
> 1.5 > 1.5 < 0.02 x Hu > 1.5 < 0.75 in
9 5.33 3 2.32 15.59 OK 8.12 OK
8 4.67 none 9.65 - - - -
7 4.0 3 8.02 16.56 OK 7.04 OK
6 3.33 none 8.57 - - - -
5 2.67 3 7.9 17.2 OK 6.32 OK
4 2.0 none 7.98 - - - -
3 1.33 3 7.57 17.66 OK 3.73 OK
2 0.67 none 7.54 - - - -
1 0.0 none 7.25 - - - -
Note: calculated values MEET ALL design criteria
IDetailed Results of Facing Stability Analyses (Moment and Shear):
SRW Heel Geo Drive Resist Shear Shear Shear
Unit Elev Type Moment Moment Load Capacity Capacity
# (ft) (lbs-ft/ft) (lbs-ft/ft) (lbs/ft) (lbs/ft) (lbs/ft)
rout -in (peak) (deformation)
9 5.33 3 18.7 43.3 57.3 893.1 893.1
8 4.67 none 78.0 752.5 0.0 1330.7 1330.7
7 4.0 3 182.9 1467.6 72.0 1193.3 1193.3
6 3.33 none 338.3 2900.1 0.0 1643.4 1643.4
5 2.67 3 549.1 4338.6 86.8 1493.6 1493.6
4 2.0 none 820.3 6545.8 0.0 1956.1 1956.1
3 1.33 3 1156.7 8759.0 101.6 1793.8 1793.8
2 0.67 none 1563.3 11792.4 -116.4 2268.8 2268.8
1 0.0 none 2045.1 14831.9 0.0 2425.2 2425.2
Detailed Results of Facing Stability Analyses (Connections):
SRW Heel Geo Connection Connection Connection
Unit Elev Type Load Capacity Capacity
# (ft) (lbs/ft) (peak) (deformation)
(lbs/ft) (lbs/ft)
h. 9 5.33 3 121.9 989.6 989.6
7 4.0 3 151.5 1066.8 1066.8
5 2.67 3 181.0 1143.9 1143.9
3 1.33 3 327.0 1221.1 1221.1
SRWall (ver 3.22 April 2002) Page 6
LW 030304229
10.0 ft
6.0 degrees I`
i
6.0 ft
I StrataGrid SG200
ill I — — StrataGrid SG200
StrataGrid SG200
L__I
Ii StrataGrid SG200
0.5 ft i �
-0.5 ft
5.0 ft
Project Identification:
Project
Name: Troy Park
Section: 6-foot high Allan Block Wall without Column Loads
Data Sheet:
Owner: GeoPacific Engineering, Inc.
Client: Timberland Homes
Prepared by:BGA
Date: April 23 2013
Time: 09:04:41 AM
Data file: z:\wall designs and data\srwall\07-1351troy park -
allan block-6 ft no loads - seismic
- - - 0+00 _ _ - - --
- - 0+00 - _ -_- - - -
SW BULL MOUNTAIN ROAD
_ _ _ —
- - - - - -495- II
_ �� - /. ORNAM BAL COL COLUMNS � I COLOUMN TO BE I_ LOCATED ON LOT 1 _ � — PROPERTY CORNE � ~ _ I I
I, S�� ,� COLOUMN TO BE p P� WINTERVEW MAY ® 2013
� ;: . --- �` .....11 --�> _ __-- LOCATED ON LOT 4 ii.
' - S - .. - 3 DRIVE
f - _ 500
-
T CITY® a dGf� D
_ S,' — PROPERTY CORNER OTONBE PLACED OLNMNS I I ALLLENOBLOCK IFINISH GRACE g56/ GRADE EXISTING� FINISH
I PO NT OF LOTEASASHOWN.1 I __ __-I S�__I- .-___4-..-- GRADE_
_ I I I - - - - - I _ _ _ _ _ _ ;�jj Fl oLPA///
I r I _4°g_ _ EXISTING I /
- 1 - -1-- 1 3 I 5,469 SF GRADE
2 I I �, 496,- - i -! 43.59.
4,973 SF i I 5,076 SF i I 5,076 SF i II
' i I I I I I I I — — J N ROAD MOUNTAI4 / - -- . - I ff
_ _ _ — - -� - -1 I— —
,. , _ it
WALL AND FOOTING
TO BE DESIGNED BY OTHERS
°' --L I —L —I 3 I I I rr E
�• 7 \ I I Q I _ - - - III Q500--I=- rf 0-I 492 - ----- i• PROPOSED WALL HAS BEEN SHOWN WITH AWIDTH ----
_ I FINISH OF 2 FEET, WALL BATTER WILL DETERMINE THE
O I -'---- ■ ,_ g GRADE EXACT WIDTH OF WALL. FENCE COLUMNS AND
1. - S SHOWN ARE FOR ILLUSTRATIVE PURPOSES
� ' 1 L — t—
(FOOTING OWN LLIS RPI
--- A 'ONLY.NLY
_ `WINTERVIEW DRIVE Iu �D
_ '__z� -- I {� 0 20 40 0+00 a+so 1+00 1+50
_ - .---- i SALE 1=20 CROSS SECTION 1 - BETWEEN LOTS 1 AND 2
J
I _ _ I
X500 _ -
1 I • ORNAMENTAL COLUMNS
WITH FENCE BETWEEN COLUMNS P/L
1 EXISTING SW
GRADE WINTERVIEW
I P/L DRIVE
0+37 -..--
500 - - ---- -- - ---------- ---- ----
5N:1110,21 CROS .SECTION 2 / -
LOT 3/4 I
5001 I I I 40 I I /
V FINISH GRADE pSCS GRADE
! I E
R !
LOT
---- T I COMPACTED
_ -------------r----- I I I (PROPOSED I FlLL
5' WALL--J I I C 20 HORR: 1"-20' ALLEN BLOCK
I
/
VERT.: 1'=20' 1
EXISTING A 496 -- - - I _ // - I
GRADE 1 I E EXISTING■ I 38.61'
496 \ f 0 GRADE
_ _ I I _ ( 20 40
— ti `I� I 1 HORZ. SCALE - ---- I----_ --------- ----------- ----
- — V 1, SW
_ WALL AND FOOTING
- Y. ROAD
L MOUNTAIN / TO BE DESIGNED GNED BY OTHERS
1•-0.5.(FOOTING j H 2� I 7 PROPOSED WALL HAS BEEN SHOWN WITH A WIDTH
I FlNISH
1.-0.5• FOOTING OF 2 FEET, WALL BATTER WILL'DETERMINE THE
492 \\\\\SW BULL MT IRD I GRADE I EXACT WIDTH OF WALL. OLUMNS AND
T.C. FINISH GRADE FOOTINGS SHOWN ARE FOR OR ILL ILL STRAnVE PURP SES
ONLY.
I I
f f 0+00 0+50 1+00 1+50
i I I f
I i I I CROSS SECTION 2 - BETWEEN LOTS 3 AND 4
.1 SW BULL MT ROAD BACK OF SIDEWALK
y
488 I. '
0+00 0+50 1+00 1+50 2+00 WASHINGTON COUNTY CASEFILE #08-902
REFERENCE INFORMATION AND NOTES: PRESTIGE PROPERTIES, LLC SCALE
TCM AS SHOWN
1EVG �gu� , �D�• 82,7-5903 DRAFTED 12670 STWI(503) 297-162 SURE 300 TROY PARK DWG. NAME IQ TCM (503) 297-1881
CHECKED
WLMc HARRIS—McMONAGLE ASSOCIATES, INC. GRADING PLAN EXHIBIT SHEET 1
REV. DESCRIPTION SUB. APPR DATE ENGINEERS -SURVEYORS-PLANNER S
w 00 I St. Ti 54v-01 DATE / BPHONEV SCOFFlNS STREET
REFER TO TRACING FOR LATEST REVISION ,(/� S �f , 2/04 OB 71 D'(sol97223-6226 i of
Sit ,w/3- ///
/ 2.36,0 s w 13v11 .446-0 Rc'
Summary of Field Soil Density Tests
Project: Troy Park
Job number: OR 07-1351
Client: Timberland Hones Summary Coding and Explanation
Max Field Dry Comp Comp
Date of Test Elev C.P. Test
Test location density moist density spec result
test number (ft) (%) status
(Pc1) C%) 0 (%) (%)
1/18/13 BC1 (Tract"A"east(0+35) FG 135.1 5.5 129.6 95 96 Passed
1/18/13 BC2 Tract"A"west(1+10) FG 135.1 4.9 128.8 95 95 Passedl
1/18/13 BC3 SW Winterview Dr. north(7+65) FG 135.1 5.1 132.0 95 98 Passed
1/18/13 BC4 SW Winterview Dr. south(8+30) FG 135.1 4.4 131.0 95 97 Passed
1/18/13 BCS 5W Winterview Dr. north(9+15) FG 135.1 4.0 129.6 95 96 Passed
8/9/13 BC6 SW Bull Mtn Road/under FG 128.0 6.3 128.1 100.0 100 Passed
curbline/south improvement/7+90
8/9/13 BC7 SW Bull Mtn Road/under FG 128.0 7.0 131.1 100.0 102 Passed
curbline/south improvement/8+30
8/9/13 BC8 SW Bull Mtn Road/under FG 128.0 6.1 130.6 100.0 102 Passed
curbline/south improvement/8+80
8/9/13 BC9
SW Bull Mtn Road/under FG 128.0 5.7 128.9 100.0 101 Passed
curb line/south improvement/9+35
8/29/13 BC 10 SW Bull Mtn Road/South FG 128.1 5.1 128.5 100.0 100 Passed
edge/7+90
8/29/13 BC 11 SW Bull Mtn Road/South FG 128.1 5.7 130.0 100.0 102 Passed
°edge/8+45
8/29/13 BC 12 SW Bull Mtn Road/South FG 128.1 5.3 129.3 100.0 101 Passed
edge/8+95
8/29/13 BC 13 SW Bull Mtn Road/South FG 128.1 4.8 132.7 100.0 104 Passed
edge/9+55
11/14/12 DT1 'Tract"a"/SDLNA2/1+15 -6" 128.1 6.5 122.2 95.0 95 Passed
11/14/12 DT2 Tract "a"/SDLNA2/0+70 -6" 128.1 7.4 123.7 95.0 97 Passed
11/14/12 DT3 Tract "a"/SDLNA2/0+25 -6" 128.1 5.8 126.2 95.0 99 Passed
11/16/12 DT4 SW Winterview -6" 128.1 7.0 124.4 95.0 97 Passed
Dr/SDLNA/9+40
11/16/12 DT5 SW Winterview -6" 1 128.1 6.3 127.2 95.0 99 Passed
Dr/SDLNA/8+80
11/16/12 DT6 SW Winterview -6" 128.1 6.5 126.8 95.0 99 Passed
Dr/SDLNA/8+15
SW Winterview
11/16/12 DT7 Dr/SDLNA/7+65 -6" 128.1 6.0 129.6 95.0 101 Passed
9/19/13 RW1 North wall 25'East of west end +16" 126.8 4.9 121.3 95.0 96 Passed
9/19/13 RW2 NOrtha wall75'East of west end +16" 126.8 6.2 120.8 95.0 95 Passed
9/19/13 RW3 North wall 130'East of west end +16" 126.8_6.0 124.3 95.0 98 Passed
9/19/13 RW4 North wall 195'East of west end +16" 126.8. 6.9 121.6 95.0 96 Passed
9/20/13 RW5 North wall 15'East of west end +32" 126.8 6.2 123.2 95.0 97 Passed
9/20/13 RW6 North wall 50'East of west end +32" 126.8 8.0 120.5 95.0 95 Passed
9/20/13 RW7 North wall 100'East of west end +32" 126.8 7.0 121.9 95.0 96 Passed
9/20/13 RW8 North wall 150'East of west end +32" 126.8 8.4 126.0 95.0 99 Passed
9/20/13 RW9 North wall 195' East of west end +32" 126.8 7.4 125.7 95.0 99 Passed
9/21/13 RW10 North wall 30'East of west end +48" 126.8 8.0 127.6 95.0 101 Passed
9/21/13 RW11 North wall 85' East of west end +48" 126.8 6.6 123.4 95.0 97 Passed
9/21/13 RW12 North wall 145' East of west end +48" 126.8 5.4 128.7 95.0 102 Passed
9/21/13 RW13 North wal1200'East of west end +48" 126.8 4.9 126.8 95.0 100 Passed
12/28/11 SF! Basement bacicfill west piece east -4 119.7 13.8 112.2 90 94 Passed
Basement backfill west piece
12/28/11 SF2 -4 119.7 13.1 111.3 90 93 Passed
west
Basement bacicfill north piece
12/28/11 SF3 -4 119.7 11.2 109.9 90 92 Passed
north
Basement backfill north piece
12/28/11 SF4 -4 119.7 13.9 110.6 90 92 Passed
south
Basement backfill north piece
12/28/11 SF5 -2 119.7 14.5 110.4 90 92 Passed
north
Basement backfill north piece
12/28/11 SF6 -2 119.7 14.2 108.7 90 91 Passed
south
Basement backfill west piece
12/28/11 SF7 -2 119.7 13.4 111.2 90 93 Passed
west
12/28/11 SF8 Basement backfill west piece east -2 119.7 15.0 110.6 90 92 Passed
11/15/12 ST1 Tract"a"/SSLNA2/1+20 -6" 128.1 6.1 126.4 95.0 99 Passed
11/15/12 ST2 Tract"a"/SSLNA2/0+75 -6" 128.1 5.6 124.1 95.0 97 Passed
11/15/12 ST3 Tract"a"/SSLNA2/0+30 -6" 128.1 5.9 124.8 95.0 97 Passed
SW Winterview Dr/SSLNA
11/15/12 ST4 -6" 128.1 8.6 129.6 95.0 101 Passed
9+35
SW Winterview Dr/SSLNA
11/15/12 ST5 -6" 128.1 8.4 125.8 95.0 98 Passed
8+90
SW Winterview Dr/SSLNA
11/15/12 ST6 -6" 128.1 6.1 125.5 95.0 98 Passed •
8+35
11/15/12 ST7 SW Winterview Dr/SSLNA -6" 128.1 6.7 129.0 95.0 101 Passed
7+50
11/16/12 WT1 SW Winterview Dr/9+35 -6" 128.1 7.7 129.0 95.0 101 Passed
11/16/12 WT2 SW WinterviewDr/8+65 -6" 128.1 8.1 127.6 95.0 100 Passed
11/16/12 WT3 SW Winterview Dr/8+10 -6" 128.1 7.3 130.0 95.0 101 Passed
11/16/12 WT4 SW Winterview Dr/7+75 -6" 128.1 7.3 128.4 95.0 100 Passed
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Test Prefixes
The following test prefixes are used.
BC Ease course
DT storm Drain Trench
FT Franchise utilities Trench
LF residential Lot engineered Fill
NC No node (general fill areas and backfill)
PS Favement Subgrade
RF Roadway engineered Fill
RW Retaining Mall backfill
SF Structural Fill
ST sanitary Sewer Trench
WT water line Trench
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Field Soil Observation Summary
Project: Troy Park
Job number: OR 07-1351
Project address: 12300 SW Bull Mtn. Rd. Tigard
Daily Reports
12/27/11: GeoPacific technician, Jason Burgess, was on site 12/22 and today to
observe the demolition of the existing house. There is a basement present.
The majority of the wood and debris has been removed and hauled off site. The
contractor has busted up the concrete floor of the basement to 12 inches or
less, approximately. Also, the concrete walls have been folded in over this
and has also got busted up. Reject rock has been sperad in a thin lift over
this and compacted in with a smooth, front drum, vibratory roller. It appears
that the concrete has been seated in and compacted to an unyielding state.
Successive lifts of reject rock will be placed and compacted back to grade,
about 6 feet in the deepest area.
10/17/12: GeoPacific technician, Jason Burgess, was on site yesterday and today
to observe on site strippings. Lots 5-10 have been stripped of vegetation and
organic topsoil. Contractor has ripped, moisture treated and re-compacted
subgrade soils. After staking today, fills are all only around a foot. Subgrade
soils are adequate for the placement of fill. The strippings have been pushed
to the east and west property edges. They will eventually be hauled off.
10/18/12 : GeoPacific technician, Jason Burgess, was on site to observe cored out
subgrade soils for SW Winterview Drive and SW 122nd Place. The contractor has
opted to not go with a full winter section, however soils have been over
excavated a few inches. The majority of the soils are a native brown silt. Have
uncovered some of the reject rock that was placed and density tested last year.
The soils have probed medium stiff to very stiff. Have discussed potential for
soft soils to occur, they are willing to fix soft spots as needed.
11/21/12: GeoPacific technician, Jason Burgess was on site to observe a
proofroll for curbline on SW Winterview Drive and Tract "A". A fully loaded
dump truck was used to perform the proofroll. About 6 feet localized soft
spots were found and marked out, about 130 feet total. They were mostly on the
west side of Tract "A" and both sides of Winterview. These areas to be
overexcavated to competent soils and filled back in with crushed rock and
compacted. Other areas showed no movement and minor deflection.
1/18/13: GeoPacific technician, Jason Burgess, was on site to observe a
proofroll on finish rock. This is on Tract "A" and SW Winterview Drive. A
fully loaded dump truck was used. No movement and minimal deflection was seen.
Density tests on the finish rock, have passed better than 95% of a modified
proctor.
1/22/13: GeoPacific technician, Mike Baker, was on site for paving of Tract "A"
and Winterview. Asphalt truck delayed from start time. Discussed with paving
contractor from Brix Paving about paving private Tract "A" in one lift.
7/11/13: GeoPacific Technician Jason Burgess was on site yesterday and today to
observe road subgrade soils being cored out. This is for some of the widening
portion of the south edge of SW Bull Mtn. Road. For now what is being cored is
from existing A/C to a foot behind planned curb. A minimum of a 6 inch
overexcavation with geo-textile fabric is being utilized to side step the
Counties subgrade compaction requirements. The original specified section was
14" of 1 1/2"-'0', 2" of 3/4"-'0' , and 5 1/2" of asphaltic concrete which
includes a 2" overlay of existing A/C.
Due to some large trees, many large roots have been exposed while cutting
subgrade. The majority of the ones feasable to remove, have been. Soils are an
orange brown clayey silt-native. They have probe stiff to very stiff with a
handheld steel T probe. Soils are adequate for placement of fabric and the
crushed rock section.
9/3/13: GeoPacific Technician Jason Burgess was on site to observe a proofroll
on finish rock. This is for the small south edge improvement on SW Bull Mtn.
Road. A fully loaded dump truck was used to perform the proofroll. No movement
was seen, minimal to no deflection was noted. Density tests last week, passes
better than 100% of a standard proctor. Rock grade is adequate for the
placement of asphaltic concrete.
9/11/13: GeoPacific Technician Jason Burgess was on site yesterday and twice
today to observe the construction and excavation for the Allan block retaining
wall. This is the wall at the back (north edge) of the north lots, it runs
parallel with SW Bull Mtn Rd. The subgrade soils excavated to were a native
brown clayey silt that probed medium stiff to stiff with a handheld steel T
probe. The 6 inches of 3/4"-'0' base rock was placed and compacted. Rock
appears to be unyielding under the weight of the compactor. The first row of
block has been placed with a 4" socked perforated drain pipe behind it. The
drain has been T'd out the front of the wall, about center of wall.
9/17/13: GeoPacific Technician Jason Burgess was on site to observe the
construction of the Allan block retaining wall. This is the wall at the back
(north) of the north lots, parallel with SW Bull Mountain rd. Stratagrid 200
has been placed in 5 foot lengths on top of the lst/2nd all the way down the
wall. Specifications show grid to be placed on top of the 1st block, however to
get the grid even on the wall we ok'd the grid to be placed evenly at this
level. Grids after will be on top of every other block. Grid has been placed
taught. Further construction is ok to procede.
9/21/13: GeoPacific Technician Jason Burgess was on site yesterday and today to
observe the construction fo the Allan Block retaining wall. This is the wall
north of the north lots. Stratagrid 300 has been placed taught and overlapped
on top of the 4th and 6th blocks in 5' lengths, the correct direction.
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