228th Street Settlement Summary Report

Earth Science + Technology

Summary of Settlement Analysis Report

South 228th Street/UPRR Grade Separation Kent, Washington

for City of Kent

September 12, 2017

Summary of Settlement Analysis Report

South 228th Street/UPRR Grade Separation Kent, Washington

for City of Kent

September 12, 2017

1101 South Fawcett Avenue, Suite 200 Tacoma, Washington 98402 253.383.4940

September 12, 2017| Page i File No. 0410-162-04

Table of Contents

INTRODUCTION ......................................................................................................................................................... 1

PROJECT HISTORY ................................................................................................................................................... 1

PROPOSED EMBANKMENT CONSTRUCTION ......................................................................................................... 1

SETTLEMENT ANALYSIS .......................................................................................................................................... 2

DISCUSSION OF ANALYSIS RESULTS ..................................................................................................................... 3

LIMITATIONS ............................................................................................................................................................. 4

LIST OF FIGURES

Figure 1. Site Plan Figures 2 through 13. Settle 3D Analysis Figures 14 through 29. Plaxis 3D Analysis Figure 30. BNSF Settlement Data

APPENDICES

Appendix A. Draft Plan Sheets Appendix B. Report Limitations and Guidelines for Use

September 12, 2017| Page 1 File No. 0410-162-04

INTRODUCTION

This report provides a summary of our settlement analysis for the approach embankments of the South 228th Street/UPRR Grade Separation project located in Kent, Washington. Our services are being provided in accordance with our agreement executed May 11, 2017. The project will construct a two-span bridge over the Interurban Trail and the Union Pacific Railroad and two 25- to 30-foot-tall approach embankments on South 228th Street. The soils at the site consist of alluvium that contains compressible silt layers, which can cause significant settlement. Subsurface conditions are described in more detail in our April 28, 2016 geotechnical report. Both embankments will be constructed directly over or near existing and newly installed utilities. Of specific concern is a 72-inch-diameter sewer line that is owned and operated by King County Metro Sewer. Select draft plan sheets are provided as Appendix A. These plan sheets are not final, but do provide an illustration of the current embankment configuration being considered and the location of the proposed and existing utilities.

PROJECT HISTORY

Since the beginning of this project we have been working with the City to evaluate different design concepts that meet the project objectives in an economical way. The first design we evaluated consisted of conventional soil fill approach embankments. Our analysis of that concept resulted in the conclusion that a conventional embankment will induce unacceptably large total and differential settlement of the sewer line and other existing utilities in the area.

This second concept evaluated was to use light weight fill, expanded polystyrene (EPS) for a significant portion of both the east and west embankments. On May 23, 2016, we issued a letter addressing this design concept, which concluded that the maximum calculated settlement could be limited to less than ½ inch. This letter also stated our conclusion that “…an approach embankment consisting of a combination of soil fill and light-weight geofoam fill is an appropriate design solution and can be constructed generally as envisioned without inducing unacceptably large total or differential settlement of the existing sewer.” But, it was not determined at that time what unacceptably large total or differential settlement would be. This was analysis was based on a preliminary concept that included significantly more EPS fill than is currently being considered. Therefore, this analysis and conclusion is not applicable to the currently proposed embankment configuration.

The final concept evaluated, and the concept addressed in this report, uses a limited amount of EPS fill located in portions of the embankment directly above and adjacent to the King County Metro Sewer. The City of Kent has decided that this smaller quantity of EPS should be used and that the amount of predicted settlement from this new configuration is acceptable and within the City’s tolerance for risk. The analysis for this design concept is summarized in this report.

PROPOSED EMBANKMENT CONSTRUCTION

The east embankment will be constructed of conventional soil fill retained with welded wire faced structural earth walls. The embankment includes a ramp up from the east starting at about 4th Avenue North and rising 25 feet above current grade on South 228th Street. The east embankment also includes a ramp up from 6th Avenue North that connects to the embankment when it is about 10 feet above current grade. The


below-ground utilities currently located within the road will be removed or relocated outside of the largest parts of the embankment. The settlement-sensitive utilities in this area include 72-inch and 18-inch storm drains and a water line.

The west embankment will be constructed of a combination of conventional soil fill retained with both welded wire-faced structural earth walls and Washington State Department of Transportation (WSDOT) standard geosynthetic walls and lightweight EPS fill. The embankment includes a ramp up from the west that starts at about 72nd Avenue South. The embankment also includes ramps up from the north and the south that connect to private driveways. The larger of the driveways extends to the south and serves Century Link. There is also a ramp that is located south of the main embankment that provides access to the Interurban Trail.

The below-ground utilities that will remain in place under the west embankment include a 72-inch storm drain owned by City of Kent and a 72-inch sanitary sewer line that is owned and operated by King County Metro Sewer. The storm drain has an invert elevation of about 10 feet below existing grade. The sewer line has an invert about 20 feet below existing grade. Water lines will be relocated outside of the tallest parts of the embankment as part of this project.

The 72-inch sanitary sewer line is located directly below the southern edge of the proposed trail access ramp. It was determined by the design team that this ramp would be constructed of lightweight EPS to reduce the potential for inducing settlement on the sanitary sewer but that the wall between the main embankment and the trail ramp provided a practical transition between the EPS fill and the soil fill. The main embankment in this area will be constructed of soil fill.

Lightweight EPS fill will also be used where the sanitary sewer crosses the west embankment. The amount of EPS used where the sewer line crosses the embankment is intended to limit the predicted settlement in this area to about the same magnitude as the predicted settlement where the sewer is parallel to the embankment. This results in about a 40- to 50-foot wide area centered over the sanitary sewer line. The soil fill slopes up at about a 2H:1V (horizontal:vertical) and the extent of the EPS widens. The intent of this slope is to smooth the transition between the soil fill and EPS and limit the amount of long-term differential settlement at this transition.

SETTLEMENT ANALYSIS

We evaluated the predicted settlement of the proposed embankment using two analysis programs. We used Settle3D (Rocscience Inc. 2014) to evaluate both the east and west embankments and we used PLAXIS 3D (PLAXIS 2016) to evaluate the west embankment in more detail.

We evaluated settlement using soil properties determined based on the results of our consolidation tests, correlations with moisture content, and the results of consolidation tests from previous studies. This data also includes comparisons with settlement data collected from the BNSF Grade Separation project located 2,000 feet to the east. That project included similarly sized embankments constructed on similar soils. For each soil in the profile we estimated a high and low value for the compression index (Cce). These values were used to provide a range of predicted settlements. The soil profiles in our models were based on the conditions observed in our explorations. A general Site Plan showing the location of our explorations is


provided as Figure 1. For more detail on subsurface conditions, refer to our April 28, 2016 geotechnical report.

Settle3D evaluates the settlement using a computer model of different soil layers with compression properties. The model uses a Boussinesq soil stress distribution to calculate initial elastic settlement and primary consolidation settlement. Secondary compression (or creep) was not included in this settlement analysis.

The results of our Settle3D analysis are presented in Figures 2 through 13. Figure 2 shows the loading model that was created for the west embankment. Figures 3 and 4 show a colored contour map of the predicted settlement for the high and low estimated soil compressibility, respectively. Figures 5 through 7 show the predicted settlement along select utility alignments.

Figure 8 shows the loading model that was created for the east embankment. Figures 9 and 10 show a colored contour map of the predicted settlement for the high and low estimated soil compressibility, respectively. Figures 11 through 13 show the predicted settlement along select proposed utility alignments.

To further evaluate the predicted settlement of the proposed west embankment we used the computer program PLAXIS to develop a numerical computer model of the soil profile. PLAXIS is a three-dimensional finite element analysis program specialized for geotechnical applications. The computer model divides the soil profile into multiple elements and then calculates the interaction of stress and strain between these elements.

The results of our PLAXIS 3D analysis are presented in Figures 14 through 29. Figures 14 through 17 show the load configuration, soil layering, and soil parameters used in our analysis. Figure 18 compares two laboratory consolidation tests with a numerical model of the same test. This comparison indicates that the soil parameters used in the numerical model can generally replicate the measured lab results. Figures 19 through 22 show colored contour maps of the predicted settlement for the high and low estimated soil compressibility and at different depths from the ground surface. Figures 23 through 29 show the predicted settlement along select cross sections. The locations of the cross sections are shown on Figures 19 through 22.

DISCUSSION OF ANALYSIS RESULTS

The settlement induced by the embankment fill is expected to affect the existing below-ground utilities and new utilities installed as part of this construction. The settlement estimates provided are based on standard soil mechanics theory and established geotechnical engineering methods. Geotechnical engineering, and specifically settlement analysis, is subject to significant uncertainty. This uncertainty stems both from incomplete knowledge of subsurface conditions and the inherent variability of geologic materials. This degree of uncertainty must be understood when evaluating the risks associated with embankment construction.

Figure 30 presents settlement data that was collected during construction of the embankments at the BNSF Grade Separation project to the east. As expected, the measured settlement increases with the height of the embankments. Although the soil profiles and loading conditions for the east and west embankments appeared to be very similar, settlement of the west embankment was measured to be either similar to or


less than the predicted settlement and the settlement of the west embankment was measured to be about twice the predicted settlement. Additionally, the measured settlement at individual monitoring locations are both above and below the overall trend line for each embankment.

This data illustrates the inherent variability of soil compressibility and the resulting settlement. Although we have incorporated the observations from the BNSF crossing into the soil parameters used for this analysis, we still expect that a similar amount of variation between the predicted and measured settlement could be present on this project.

LIMITATIONS

We have prepared this report for the City of Kent for the South 228th Street/UPRR Grade Separation project. The City may distribute copies of this report to their authorized agents and regulatory agencies as may be required for the project.

The analyses presented in this report are based on an assumed subsurface profile developed through interpolation between widely spaced subsurface investigations and limited laboratory testing. Our services have been provided to assist in the design of a large structure and to help the City of Kent understand and quantify the risks associated with the construction. Geotechnical analyses can provide insight into the expected performance of large structures, but cannot guarantee favorable results.

Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in the field of geotechnical engineering in this area at the time this report was prepared. The conclusions, recommendations, and opinions presented in this report are based on our professional knowledge, judgment and experience. No warranty or other conditions, express or implied, should be understood.

Please refer to Appendix B titled “Report Limitations and Guidelines for Use” for additional information pertaining to use of this report.

100 0 100

Feet

Notes: 1. The locations of all features shown are approximate.2. This drawing is for information purposes. It is intendedto assist in showing features discussed in an attached document. GeoEngineers, Inc. cannot guarantee the accuracy and contentof electronic files. The master file is stored by GeoEngineers, Inc.and will serve as the official record of this communication.

Projection: NAD 1983 StatePlane Washington North FIPS 4601 Feet

Legend@Ñ< Approximate Boring/Well Location, Designation and Date

#0 Approximate Cone Pentrometer Test location, Designation and Date

P:\0\

0410

162\

GIS\M

XD\0

4101

6204

_F01

_Site

Plan.m

xd D

ate Ex

porte

d: 09

/06/

17 b

y cch

elf

#0#0#0 #0

#0#0 @@

@@ @@

@

@

@

ÑÑÑÑ ÑÑ

Ñ

Ñ

Ñ

<<<< <

<

<

<

<

S 228th St

Interurban Trail

6th Ave N

Century Link Entrance

Union Pacific Railroad (UPRR)

Proposed EmbankmentRetaining Wall


Drainage/Wetland

Proposed Bridge Pier

Drainage/Wetland


Interurban Trail

Union Pacific Railroad (UPRR)

B-07 (2016)

B-06 (2016)

B-01 (2016)B-02 (2016)B-04 (2016)B-05 (2016) CPT-01 (2016)CPT-03 (2011)

CPT-02 (2011)CPT-01 (2011)

CPT-01 (2002)

CPT-04 (2011)MW-02 (2011) B-03/P-03 (2002)

B-04 (2011)

Data Source: Aerial from King County, 2015, Aditional lines provided by City of Kent 4/14/2016

µSite Plan

South 228th Street/UPRR Grade SeparationKent, Washington

Figure 1

B-01 (2016)

CPT-01 (2011)

Settle3D Analysis Model (West Embankment)

South 228th Street/UPPR Grade SeparationKent, Washington

Figure 2

0410-162-04 Date Exported: 083017

Settle3D Settlement Contour – High Cce(West)


Figure 3

0410-162-04 Date Exported: 083017

Settle3D Settlement Contour – Low Cce(West)


Figure 4

0410-162-04 Date Exported: 083017

0

2

4

6

8

10

12

0 100 200 300 400 500 600 700 800 900

Tota

l Set

tlem

ent (

in.)

Total Lineal Distance (ft.)

Water Line south (High Cce)

Water Line south (Low Cce)

Water Line north (High Cce)

Water Line north (Low Cce)

Water Line CL driveway (High Cce)

Water Line CL driveway (Low Cce)

Estimated Total SettlementWest Embankment - Water Line (4 ft. bgs)

Figure 5


0

2

4

6

8

10

12

14

0 100 200 300 400 500 600 700 800

Tota

l Set

tlem

ent (

in.)


Storm Drain west (High Cce)

Storm Drain west (Low Cce)

Storm Drain east (High Cce)

Storm Drain east (Low Cce)

Estimated Total SettlementWest Embankment - Storm Drain (10 ft. bgs)

Figure 6


0

2

4

6

8

10

12

14

0 100 200 300 400 500 600

Tota

l Set

tlem

ent (

in.)


Sanitary Sewer (High Cce)

Sanitary Sewer (Low Cce)

Estimated Total SettlementWest Embankment - Sanitary Sewer (20 ft. bgs)

Figure 7


Settle3D Analysis Model (East Embankment)


Figure 8

0410-162-04 Date Exported: 083017

Settle3D Settlement Contour – High Cce(East)


Figure 9

0410-162-04 Date Exported: 083017

Settle3D Settlement Contour – Low Cce (East)


Figure 10

0410-162-04 Date Exported: 083017

0

2

4

6

8

10

12

0 100 200 300 400 500 600 700 800

Tota

l Set

tlem

ent (

in.)


Water Line (High Cce)

Water Line (Low Cce)

Estimated Total SettlementEast Embankment - Water Line (4 ft. bgs)

Figure 11


0

2

4

6

8

10

12

14

0 100 200 300 400 500 600 700 800

Tota

l Set

tlem

ent (

in.)


Storm Drain (High Cce)

Storm Drain (Low Cce)

Estimated Total SettlementEast Embankment - Storm Drain (10 ft. bgs)

Figure 12


0

2

4

6

8

10

12

14

0 50 100 150 200

Tota

l Set

tlem

ent (

in.)


6th Ave. N Storm Drain (High Cce)

6th Ave. N Storm Drain (Low Cce)

Estimated Total Settlement6th Ave. N - Storm Drain (10 ft. bgs)

Figure 13


Plaxis 3D Model (Top View) and Site Plan


Figure 14

Plaxis 3D Model

Site Plan

N

Pipe (20’)

0410-162-04 Date Exported: 083017

Loading Conditions in Plaxis 3D Model


Figure 15

0410-162-04 Date Exported: 083017

Soil Layering in Plaxis 3D Model


Figure 16

Soil Layering in Plaxis 3D Model

0410-162-04 Date Exported: 083017

Soil Parameters in Plaxis 3D Model


Figure 17

Parameters SM1 ML1 SM2 MH1 ML2 SP‐SM1 GP1(pcf) 115 100 91 120 100 103 125sat (pcf) 115 125 115 120 125 125 125

Cce 0.0784 0.0889 0.07 0.247 0.109 ‐ ‐

Cre 0.0086 0.0098 0.0077 0.027 0.012 ‐ ‐

Model HS HS HS HS HS HS HS* 0.0341 0.0387 0.0304 0.1074 0.0474 ‐ ‐

* 0.0075 0.0085 0.0067 0.0235 0.0104 ‐ ‐

pref (psf) 2116 2116 2116 2116 2116 2116 2116

ur 0.2 0.2 0.2 0.2 0.2 0.2 0.2

Eoedref (psf) 62076.53 54744.66 69525.71 19703.64 44649.54 835421.89 626566.42

Eurref (psf) 509316.28 446951.02 568846.75 162226.67 365010.00 2506265.66 1879699.25

E50ref (psf) 169772.09 148983.67 189615.58 54075.56 121670.00 835421.89 626566.42

Power m 1 1 1 1 1 0.5 0.5c (psf) 1000 1000 1000 1000 1000 0.01 0.01 (°) 36 36 36 36 36 36 36

Parameters SM1 ML1 SM2 MH1 ML2 SP‐SM1 GP1(pcf) 115 100 91 120 100 103 125sat (pcf) 115 125 115 120 125 125 125

Cce 0.0621 0.072 0.0563 0.2 0.09 ‐ ‐

Cre 0.0068 0.0079 0.0062 0.022 0.0099 ‐ ‐

Model HS HS HS HS HS HS HS* 0.0270 0.0313 0.0245 0.0870 0.0391 ‐ ‐

* 0.0059 0.0069 0.0054 0.0191 0.0086 ‐ ‐

pref (psf) 2116 2116 2116 2116 2116 2116 2116

ur 0.2 0.2 0.2 0.2 0.2 0.2 0.2

Eoedref (psf) 78370.37 67594.44 86444.05 24334.00 54075.56 835421.89 626566.42

Eurref (psf) 644135.29 554445.57 706470.97 199096.36 442436.36 2506265.66 1879699.25

E50ref (psf) 214711.76 184815.19 235490.32 66365.45 147478.79 835421.89 626566.42

Power m 1 1 1 1 1 0.5 0.5c (psf) 1000 1000 1000 1000 1000 0.01 0.01 (°) 36 36 36 36 36 36 36

High Cce

Low Cce

0410-162-04 Date Exported: 083017

Plaxis3D Soil Parameters Calibrations with Lab Data


Figure 18

0410-162-04 Date Exported: 083017

Plaxis3D Settlement Contour – High Cce(Surface)


Figure 19

N

0410-162-04 Date Exported: 083017

Plaxis3D Settlement Contour – Low Cce(Surface)


Figure 20

N

Plaxis3D Settlement Contour – High Cce(D=20’)


Figure 21

N

Plaxis3D Settlement Contour – Low Cce(D=20’)


Figure 22

N

0410-162-04 Date Exported: 083017

Distance vs. Total Settlement: A-A’ (D=20’)


Figure 23

0410-162-04 Date Exported: 083017

Distance vs. Total Settlement: B-B’ (D=20’)


Figure 24

0410-162-04 Date Exported: 083017

Distance vs. Total Settlement: C-C’ (D=20’)


Figure 25

0410-162-04 Date Exported: 083017

Distance vs. Total Settlement: D-D’ (D=20’)


Figure 26

0410-162-04 Date Exported: 083017

Distance vs. Total Settlement: E-E’ (D=20’)


Figure 27

0410-162-04 Date Exported: 083017

Distance vs. Total Settlement: F-F’ (D=20’)


Figure 28

0410-162-04 Date Exported: 083017

Distance vs. Total Settlement: 72-inch Sanitary Sewer Alignment (D=20’)


Figure 29

‐5

‐4

‐3

‐2

‐1

0

1

150 200 250 300 350 400 450 500 550 600 650 700 750 800 850

Predicted Settlement Along 72‐inch Sanitary Sewer Alignment

High Etimate Low Estimate Landmarks

North Edge of EmbankmementNorth Extent of Analysis

South Edge of Embankment

Bend in Pipe (Turns East) Bend in Pipe (Turns South)

South Extent of Analysis

0410-162-04 Date Exported: 083017

BNSF Crossing Summary


Figure 30

0410-162-04 Date Exported: 083017

APPENDIX A Draft Plan Sheets

l'(.t\

P.T. 10+90.1, 55.6

G-Â'

/\ I

I

I

-t

SEE SHEET XX

/

I

+r

\

r

SEE SI{EET XXDRI\EWAY PRORLE

MSE WALL SEESTRUCTURALSHEETS (rìP)

CENTURYLINK DRIVEWAY

10+57

,Nl

T1

UU

12"

RCP

,+6.f

o

*'l

xxFl¡ll¡J-UI

l¡Jl¡ltît

oo+lf)

<l-U'

_ûâãtz:mS5

î

@

F

D_

x

12

+ --.-.--.-.._'-SDMH 3 OHPOHP

I -:rET q:il++l- Io'¡Ð

.¡tD

4----+--- ô1t+(þ

P.T. 1 22.1 13' 72" CONC. SD SEE SHEET XXVAULTS

4

+I

I

| 12"

14+oo | ¡ |

t._t

REVERSESLOPE

L

E+ P.C. 28.9

EI

'lGn-X\ \l

áz\ _\_ ì:+ IN'IERURBAN.IRAIL

ACCESSSEE SHEET XX

NEW WA1ER MAINSEE SHEET XX (TYP)

EX, DEIENNoN PONO (4' DEEP) I

t

EOEO

70

60 60l:1.01:

50 50

40

50

20 20

10 AND,GRAÐE. 10

RO

HORIZ

,u.¡ l'=ld1'=2O'

NO. REVISION BY DAlE OTY ENOINEER

sAR rs oNE rñcH oNoRrcrNAL DRA|ITNG

ADJT ST SCATESACCORDINOY

o'

City of KentPublic Works Department

Engineering Division

ROADWAY AND STORM DRAINPI.AN AND PROFILE

STA. f0+00 TO STA. tS+00

S. 228Ih STREETGRADE SEPARATION

AT THE UNION PACIFIC RAILROAD FILE NO.

G:\Des¡gn\07-3022 228th UPRR\dwg\Rødway plan Sheets\o722ppo1.dwg,2lL3I2OL7 4:Z6t2g pM

iI¡tI

l

\V) 'úr-tr-t

? ,/z flli '¿. I

,ÞÆ-,-ÀJIII,lIIIIIIII

ÀI

cI

lÀI

ô¿ú

/Jfl

I

å

/ÀIj

-T

I

I

I

I

I--r-

Iôr

ûI

I

ôI

ÈT

IIIIIIt

ozsT.

CURB CURVE

14 12' MSE IYALL SEES'IRUCTURALSHEETS (Tt")

È1.fj,O'29'==-D-;_ NEW IYATER MAIN SEE iÉ,FzfI¡u,=)

R=1 I 8" D.i....NO'rCURB CUR\E

SHEETS XX (TYP)

___-EE ItI

!

-1

sc

xxl¡Jl¡l-at

l¡Jl¡lØ

E,l¿J

z

EEfLf, xx

Fl¡Jl¿lItt1

UJl¡Jatloo

+lo

<Ø

oñt+oñl

<tn

4ro8" D.t

l;--i-:---!tlotfsrff€Bçrs-_'- D

-D

7J27 s. 228th ST.rrx roì¡zzü-i'i¡s

^.it \ô 4I

RR

¡-J! X

12

T. 15+26.3, 30.2 L

OHP

P.C. 16+45.s1

OHPoè

vT. 16+89.2, 24.O

cIoô

+-X

S'IRUCTURAL SHESTSNEW BRIDGE SEE

Àt

10'

+

10'

10+oo

s. 228th sT.Õ

t7+00

^i

@

10'fE+m

10' -.@0Io

+P

TS

---*:--_€T. 26.7

F---x-CURB CUR\E

rCVlt^

ACCESS SEE SHEET XXINÏERURBAN 1RAIL

58'36'

72" SO

90

9080

TA TIF,E

70

7060

6050

040

.l

30

3020

20

ORA*N¡ ENcR!HORIZ 1'-2d*rn l'-ld

BY DATE CIIY ENGINEER

BAR Is ONE INCH oNONIGINAL ORAITINC

ADJUST SC USACCORDINGLY

0' orX



ROADWAY AND STORM DRAINPLAN AND PROFILE

STA. 15+00 TO STA. 20+20 AT THE UNION PACIFIC RA ILROAD

S. 228Th STREETGRADE SEPARATION

FILE NO.

BEGIN TAPER END

\ \q\ \ \ \ \\@1

NEW WATER MAIN SEE75.O, 24.O L SHEETS Xx (TYP)

8" coNc

u')

l¡Jl¡J-at',

l¡Jl¡lU'

oN+o(\<U'

l-l¡Jl¡lr(n

I¡¡l¡JU'

F.-'-_ F oot+.ûñl

{an

BEGIN TAPER2¿$.0 R R^/u' @VEN

END TAPER12" CMP

LII

TEMP.-EtriP

ffi,#hÌE -È_ _ 29.0 R

r-;*;-,,rt-- sHEErs t*' * lX )/--Z\ \ --rz\

l

7rtzt7 7zr7/7-l/úr4

r/77-/7/.7r/ a/7,/7,-,/7r-,.7.-,/.7,/7-r 777_,/7_/.7/7 77rr/7,_,/7_/7,/)

I42

6"LOCÁTED ,4îf6Ã, roo.o R

I4

P.T. 23+82.3. 89.0 n/6t VE. S. E SHE 19

CB 8A

F

12"

I

ÇNEW BRIDGE SEE

SfRUCTURALSHEETS

o

*8

STORM VAULTSEE SHEET XX

CB 88

z¿+@

6

s. 228-.--r- th

G- G-

12"

CB

2+ú

6"o:

P.C. 24+86. ¿+0.53,Its

I

T T

Bvc

80EO

7070

60 0

5050

4040

5050

2020

1010

ROENGR!

HORIZ l'-2d*¡. l'-ld

NO. BY IE or XXCITY ET{GINEIR

BAR IS ONE INCH ONORIGINAL ORAViING

ADJUSI SCAESACCORDINCLY

o'




sTA. 20+20 TO STA. 21+EO

S. 228Th STREETGRADE SEPARATION


G'\fþciñn\n7-?fìt? 2xlh I lppp\.lwñ\pd.lwâv Þlân çhÞêk\n722nnn? dwÂ 7/14/?lì17 ?.nq.q6 pM

d, 'è\I

76rhI

?

I

I

I

AVE. S

NEW WATER MAIN SEEiSHEETS xx (TYP)

COÑNEîT-]CETEXIST. CB. MATCH EXISTNG pNcPIPE IN\ERTS O\JJ.E,JT l------_

I(f)

I¡Jl¡JItnl¡ll¡Jat1

(

12'

-s s-_ -_-s

n

ieli2E+00

ool+sN

<UI

REMO\E EXIST.12, STORM

a

I

l

CONNECT@

1tA STORM TO P o Irr--=-Ç-NEW CB

PC /+0.o

MSE WXL SEES'IRUCruOALSHEETS (rYP).

.IEMP. CONST. EASEMENT :\"^ Ì/ \ \i

I 4th AVE. N.I

REMOVEEXIST. CB

CB

VAULTSxxSEE

25+q,26+00

aa228th sT

REMO\EEX|ST. CB

80

8073.31,

57.05

Et-:

70

70

60Fl¡Jl¡l

60lIA TItrE

FIL MAÑHOTE

50l¡l

CB

124 1

50

40 AT !'t

30

30

2

20iLi0'nvÑLT

10

10

HORIZ 1'-20'

ç¡¡ l'-t0'No. BY DATE CIIY ENGINEER

BAR IS ONE INCH ONoRIdNAL DRAViING

ADüJST SCALESACCORDINCLY

0' oF xx




STA. 24+90 TO STA. 26+65

S. 22ETh STREETGRADE SEPARATION


G \fþ<inn\n7-?n2, 22Ath ItÞRp\.twa\pddwav Þlan Shept<\n77)^ ñ4rln )t14DO17 4.\A,?apM

+-- (-l-c

SEE SHEET 17PT l\

\ -..:.,:Const

I

l

)

I

\\\\\\\\\\\.r \r\\\

I

I

\

\\\\\\_\\\\.\\

CONST

i:i

rl

I

o,tl EASEMENT Ú-

æ(\ñt

sEE SHEET XX (TYP)

(22Bth

1. LEND GUTTER AND

dt'\i:)/ú -- -- /¡ SIDEIVAI.J( MATCH EXISTNG

CURB AND GUNERa

d3èl

I.t

PT Eg.OO R o@Const c -- - ---- rl

3se

-+1, 0.0

MATCH EXISIING

i! IEMP CONST EASEMENIMSE WAU SEE r)3STRUCTURAL SHEETS (TYP) S s.- ---

T22.0 R

S . ---S- s ---c rrÊst x_GUERX---END Y_.

\ \\ \ \ \.-\\ \\ \\ \ \\ \-\\, \\ \1\ \_. \\ \ \AND SIDEIYALK.È23+22.33,29.00 R l

I

i.lFr

MATCH EXISIING CURBAND GUÎIERConat CL)

liË

hl

d i:ùSEE SHEET 1 6

80

80SDMH

+70STA:

71.17'f 2.00

El-:43;

6017

2-54'lE-25.5f

60

50

5040

4030

30

0

20

10

t0

RW ENGR:HORIZ 1'-2d,nr¡ l'-1O'

No. BY DA CIIY ENGINEER

BAR IS ONE INCH ONORIGINAL DRA*ING

AOJUST SCALESACCORD¡NGLY

0' oF É XJ'(



6Ih AVENUE N.ROADWAY AND STORM DRAIN

PLAN AND PROFILE AT THE UNION PACIFIC RAILROAD

S. 228Ih STREETGRADE SEPARATION

FILE NO.

SEE SHEET 14@ ñ ì

\\ \ \ ìr \\ \'r ì:. S-\ \ \ \\\ \ìr \\ \ \,r \ \ \ \ \ S.\ \\ \\\. . \ \\. \ \. _\ \\\ \ \ \S .f - -I

*.¡-rlz

¡¡ o.'ùLJg-r rll 160-é - -. M-MSE WALL SEE

STRUCTURAL SHEETS (TY")(_)

SS ,¿1

ASEE SHEETS XX FORIMPRO\EMENTS ONPRIVATE PROPERTY

vJor roN 3^d ..t

io--À1

-1

(Qrcst Dwy) =13+78.31, 0.00

1

l

cB 16

Conat

t

II

I

Il

a

sv) l,'s

ôF

Â4 ---MNEYV WA'IER MAIN SEE v J0l N IC,.8

oz cSHEETS xX (TY")

(l_ - -_ _--,, -_

- -0-

-5II.\ ?¡ ìrì

SEE SHEET 14

lrL

-+

J

i,

.v 1-1 -( ¡- lll Il

v^ j-

C O O û O OL)o .. lr';

I i{irlh

r. ^t L;

,,c L,,il

l

lJ',

SS,¿¿

I

;l.Ii

tA_

- -^3+6- ¡ì\__--._il L

BEGIN CURBAND GUNER

l--xlÒe

'-_lc

80 80

70

oÕcto ät fit

o.'¡l IFlat HP STI 2+00.00, HP EI-:42. 70

60

il

F:an

fot

IF(t

il

l-a

N aa

il

t-lts¡

cG

I STA:3+¿ i.09. PV

'0.001s.21

:k34.01oooo 60ôo

50

õNNan

.J

*+il

l¡,

¡¡Jæ,6l¡.¡s

üÉll ¡¡>q

r{fl

l¡Je.IDl¡Jô IISI.JED SU

c+(\

û.eIFACE

+l¡lc,

oCB2+

rs @[io.oo. 10.,

t\+N

UIe

öU(.)

d

cé+É''

oôl¡,cr.

õciú+râ

ñ.ifrtùlc,

if

tl

t-1A 50

40

c, tr¡

-2.OOAlE=iE-

¡e.Eo 12'l,6.70 12'l

uff cl

9

EIF

16 1'1080

71.99, !9=33.97=tE:-ra 1t

tuJÈ.tol¡lô

!fÞ

R

40

50

2I RCP. F

INING HOL-UG' iñ 72r'-

;N GROIJN

rsr. c^ :io'6Í,?Ë

i29;65 12

o.767'

501

20

{

c{Ere 2] STORM

IIRED: ME(ÞLUG RET

REMO\E¡^Ntn^t I Y

20LX. çts 'r YPE f

t0 1+

úiô'Uü2

dúÒzFñ

R-=52.02lE=29.32tEå2E.O€lr-?7,aâ

't2'sE12'Sr2l'ñË 2+ 00 10

o

$ gaord

Iit

I$

G4

t ilúil à

{ff.i{

ôd

EúI

rloti

Irl E.an

{ ooñn

sFl

É.tä.Á

3't

I.t

6Ét tóNj *

+It B

s

oLs¡6NLu! RO l'-20'

l'-10'HORIz:

\ERT¡

BAR IS ONE INCH ONORIGINAL DRAITING

ÂDSST SCALËSACCORDINGLY

City of KentPublic Vy'orks Department


CENTURYLINK DRIVEWAYROADWAY AND STORM DRAIN

PI.AN AND PROFILEo'

S. 228+h STREETGRADE SEPARAT]ON

AT THE UNION PACIFIC RAILROAD

SHEET .'.

{$or XXDRAlll{: tO PROJECT ENGR¡ CONST

NO. REVISION 8Y DATEAPPRO\EDI CIIY ENdNEER

)AIE FILE NO.

c.\fÞq¡dn\n7-ln2? 7?Afh llpRP\.lwñ\PM.lwãv plãn qhcÞt<\lì7?2mn6.iM )l)41)î17 7')7 q? ^M

APPENDIX B Report Limitations and Guidelines for Use

September 12, 2017 | Page B-1 File No. 0410-162-04

APPENDIX B REPORT LIMITATIONS AND GUIDELINES FOR USE1

This appendix provides information to help you manage your risks with respect to the use of this report.

Report Use and Reliance

This report has been prepared for City of Kent. GeoEngineers structures its services to meet the specific needs of its clients. No party other than City of Kent may rely on the product of our services unless we agree to such reliance in advance and in writing. Within the limitations of the agreed scope of services for the Project, and its schedule and budget, our services have been executed in accordance with our Agreement with the City of Kent dated May 11, 2017 and generally accepted geotechnical practices in this area at the time this report was prepared. We do not authorize, and will not be responsible for, the use of this report for any purposes or Projects other than those identified in this report.

If changes to the Project or property occur after the date of this report, GeoEngineers cannot be responsible for any consequences of such changes in relation to this report unless we have been given the opportunity to review our interpretations and recommendations in the context of such changes. Based on that review, we can provide written modifications or confirmation, as appropriate.

Information Provided by Others

GeoEngineers has relied upon certain data or information provided or compiled by others in the performance of our services. Although we use sources that we reasonably believe to be trustworthy, GeoEngineers cannot warrant or guarantee the accuracy or completeness of information provided or compiled by others.

Conditions Can Change

This report is based on conditions that existed at the time the study was performed. The findings and conclusions of this report may be affected by the passage of time, by events such as construction on or adjacent to the site, new information or technology that becomes available subsequent to the report date, or by natural events such as floods, earthquakes, slope instability or groundwater fluctuations. If more than a few months have passed since issuance of our report or work product, or if any of the described events may have occurred, please contact GeoEngineers before applying this report for its intended purpose so that we may evaluate whether changed conditions affect the continued reliability or applicability of our conclusions and recommendations.

1 Developed based on material provided by ASFE, Professional Firms Practicing in the Geosciences; www.asfe.org.

September 12, 2017| Page B-2 File No. 0410-162-04

Professional Judgment

It is important to recognize that the geoscience practices (geotechnical engineering, geology and environmental science) rely on professional judgment and opinion to a greater extent than other engineering and natural science disciplines, where more precise and/or readily observable data may exist. To help clients better understand how this difference pertains to its services, GeoEngineers includes these explanatory “limitations” provisions in its reports. Please confer with GeoEngineers if you need to know how these “Report Limitations and Guidelines for Use” apply to your Project or site.

Documents

228th Street Settlement Summary Report