Text

Cimarron Environmental Response Trust Facility Decommissioning Plan, Revision 2, Appendix a, Geotech Invest, Part 2
	ML21076A499
Person / Time
Site:	07000925
Issue date:	02/26/2021
From:	; Environmental Properties Management, Enercon Services, Burns & McDonnell Engineering Co, Veolia Nuclear Solutions Federal Services
To:	; Office of Nuclear Material Safety and Safeguards, Cimarron Environmental Response Trust, NRC Region 4
Shared Package
ML21076A479	List: ML21076A453; ML21076A454; ML21076A455; ML21076A456; ML21076A457; ML21076A458; ML21076A459; ML21076A460; ML21076A461; ML21076A463; ML21076A464; ML21076A465; ML21076A466; ML21076A467; ML21076A469; ML21076A470; ML21076A471; ML21076A472; ML21076A473; ML21076A474; ML21076A476; ML21076A477; ML21076A478; ML21076A480; ML21076A481; ML21076A483; ML21076A484; ML21076A485; ML21076A486; ML21076A487; ML21076A488; ML21076A490; ML21076A491; ML21076A492; ML21076A494; ML21076A495; ... further results
References
	Download: ML21076A499 (43)
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BORING LOG NO. B-11 Page 1 of 1 PROJECT: Cimarron Water Treatment Facility CLIENT: Environmental Properties Management LLC Kansas City, Missouri SITE: State Highway 33 & State Highway 74 Cimarron City, Oklahoma c- ATTERBERG en

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~ Abandonment Method: See Appendix C for explanation of symbols and

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BORING LOG NO. B-12 Page 1 of 1 PROJECT: Cimarron Water Treatment Facility CLIENT: Environmental Properties Management LLC Kansas City, Missouri SITE: State Highway 33 & State Highway 74 Cimarron City, Oklahoma C ATTERBERG en

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BORING LOG NO. B-13 Page 1 of 1 PROJECT: Cimarron Water Treatment Facility CLIENT: Environmental Properties Management LLC Kansas City, Missouri SITE: State Highway 33 & State Highway 74 Cimarron City, Oklahoma c;:::- ATTERBERG Cl)

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f-- .a. 5 ft Wet Cave In After 24 Hours Oklahoma City, OK Project No.: 03165393 Exhibit: A-16

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?rl~~ 3/4w : e.g LL PL I I I 3/4w ~ LL PL I 935 ******* 4 ******* ********:5* 3 *3* . *. * ********** ********* ******** ***=******************************* ****** ***** ** . ... ...... ......... ..... ...... ... .. ...... ).. ........ ......... .. .. ... .. ..... .. .......... )... ...... .. ...... .. ... .......... ...... ...... / ..... ...... ... ...... .... .. ........15 .... ....;... .... .5~5-:7. ' :' .. 24 . l8 ........ ..... l*************** ********** 935 i N~6 . *. i 8 9-7-8 ! ~ N=12

: N= 15 l 9 l 6-6-4 D 0 5 ~3-4-4 0 0 10 6-8-9 : : N=10

! N=8 . N=17 . .

930 ******12****** *** *** ** *:44.:2*. *:':-::>: ** ************ **** ** ** ********:****************** ********* ** *************** ............. ................. ........ .i...... .... ... ..... ........................... !............. ...... ...... .................... ~ ................... ...............10 . ...... ; ..... ...5:-4-:4. *_.*..: .. .... ... ............ .~** ******************** ** 930

N=6 .:-.,::: .'52_ : 18 7-8-6 0 0 i ~ ~ ! N=8 .'52_

i i

i N=14 i

c..

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z 900 900 a

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l=

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Distance Along Baseline - Feet LJ..

LJ.J

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ll'.

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LJ.J I *. Silty S a n d s an D ~

Poorldy-grade . : Sandstone Poorly-grade!

.-. Sand with

Silt Well-graded Sand with Silt Explanation I'

Cl)

!=:

Borehole

<( B-8-- Number : Silty Clay

> Moist ure - % w 1 J L L PL - L1qu1d and Plastic L1m1ts

with Sand I-0 z

Content (SeeGe~e~ar;r1£.\~~f - U

_ Borehole NOTES lrerracan

~ Lithology Project Manager: DCVS Project No.: 03165393 SUBSURFACE PROFILE EXHIBIT C)

AR Borehole See Exhibit A-2 for onentatIon of soil profile. .

0

.....J BT - Term ination Type See General Notes in Appendix C for symbols and soil class1f1cat1ons. Drawn by: SRS Scale: N.T.S.

C) z w t L R d Soils profile provided for 1llustrat1on purposes only.

O'. Si. a er eveI. . ea ing Soils between borings may differ 4701 N Stiles Ave CIMARRON WATER TREATMENT FACILITY A-19 at time of drilling. AR _Auger Refusal Approved by: DCVS File Name: 03165393.A-19 0

CD STATE HIGHWAY 33 & STATE HIGHWAY 74 y Water Level Reading BT - Boring Termination Cl)

i: after drilling. Date: 12/22/2016 PH. 405-525-0453 FAX. 405-557-0549 CIMARRON CITY, OKLAHOMA I-

000 1- 200- - - - - - - ' - ' - 1' :400 - " - - = - - - - 600 " " " ' 7 = - - - 800 - ~ - = a . . . . - 000 - - - - - = : = : -2= 200 9 4 0 r - - - - - - -0~ - - - - - ~ ~ - -200 - - - _ . ; ~ ~ - - -400 --~~-----~~ 600- - - - - ~ ~ - - -800 - - _ _ _ _ : _ . .1= ~----~~~- -------,940 B-11

%w B-12 935 * * * * * .. B .......... ..1 H2:-.1.5. . . *.............. : ........ . .................. . : .. . ......................... : ...... . ..................... : .... ........... ... .. ................ . ............ : ............................ : ..... . .................. . ... : .... .... .... ...... .. ..... . . ******* **** *** *** ** ** **:** * ********** ** *** **********:************************ 935

N=27 18 6-8-10 61 20 : 25 3-4-5 72 24

N=18 N=9 3 :4-3-4 0 0

N=7 5 : 6-7-8 . : 24 3-3-3 31 14 930 .... .. 20 .... ........... ;3.-2~5.

N=7

N=15 rw . SL..:. . . . . . .. . . . . . . . :. . . . . .. ... . . . . . L.................. ~~

0 0 : 26 4-2-2 6

.* *;~ .. SZ. ... ...... ... , ......... ... ............. , ............... .... .. . 930 19 : 6-3-3 5Z : N=6 N=4 16 :3-3-5 0 0

N=8 21 ~2-3-2 : 17 1-1-2 0 0 N=3

. N=5

. . . ... .. " * . \'

- ** **** ***** * **** * ***:*************************** ** :************************ 925 6-7-10

\N=17 j 2-2-3 j \ : 18 2-2-3 0 0 i j 27 0 0

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z t5 0 200 400 600 800 1,000 1,200 1,400 1,600 1,800 2,000 2,200 ii:

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0 w

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<t c:: 1/2j Lean Clay Silty Sand rn SPoorldy-gt~del** ;~~~y~T;:de;, Clayey

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Silt and Gravel w Silt

Gravel

(/)

Explanation 0

11 B- _ _ Number

Sandstone I --*:.-.:. Poorly-gradeI Highly ~ Sand Y Lean r.erracon

<I:

Borehole . : : Fat Clay Weathered

~~~i~~~ - %w1JLL P L - Liquid and Plastic Limits . . .. *_. Sand Shale Clay I-0 z

~

(See Ge~.!~~\~~p -

U

_ Borehole Li th010 9Y NOTES.

. ~ - - - - - - - - - , ~ - - - - - --

Project IV1anager: DCVS Project No. : 03165393

- - ~ -- - - - -- - - - -- ----, , - - - - - - - - - - - - - - --

, SUBSURFACE PROFILE EXHIBIT

(.!)

0 AR Borehole See Exhibit A-2 for orientation .of soil profile. . .. . 1 - - -- - - -- - ----1 1 - - - - - - - - - - - - 1

....J BT Termination Type See General Notes tn Appendix C for symbols and sotl class1f1cat1ons. Drawn by: SRS Scale: N.T.S.

(.!)

Water Level Reading Soils profile provided for illustration purposes only.

z ii: tr f d *ir Soils between borings may differ 4701 N Stiles Ave CIMARRON WATER TREATMENT FACILITY A-20 0 a tme O rt mg. AR - Auger Refusal Approved by: CVS File Name: 03165393.A-20 STATE HIGHWAY 33 & STATE HIGHWAY 74 a:l

~ Water Level Reading BT - Boring Termination

(/)

i: after drilling. Date: 12/21/2016 PH. 405-5254453 FAX. 405-557-0549 CIMARRON CITY, OKLAHOMA I-

01/07/2013 10. 7 405 6243ijb W OtduNo. _[_ _ _ _ ___,

DEO Fmm t-581SP Exhibit A-21

APPENDIX B LABORATORY TESTING AND ANALYSIS

Geotechnical Engineering Report Cimarron Water Treatment Facility Cimarron City, Logan County, Oklahoma lrerracan January 26, 2017 Terracon Project No. 03165393 Laboratory Test Description Samples retrieved during the field exploration were taken to the laboratory for further observation by the project geotechnical engineer and were classified in accordance with the Unified Soil Classification System (USCS) described in Appendix C. Samples of bedrock were classified in accordance with the general notes for Sedimentary Rock Classification. At that time, the field descriptions were confirmed or modified as necessary and an applicable laboratory testing program was formulated to determine engineering properties of the subsurface materials.

Laboratory tests were conducted on selected soil and rock samples and the test results are presented on the logs in Appendix A. The laboratory test results were used for the geotechnical engineering analyses, and the development of foundation and earthwork recommendations.

Laboratory tests were performed in general accordance with the applicable ASTM, local or other accepted standards.

Selected soil samples obtained from the site were tested for the following engineering properties:

Visual Classification (ASTM D2488)

In-situ Water Content (ASTM D2216)

Atterberg Limits (ASTM D4318)

Moisture Density Relationship (ASTM D-698)

CBR Test (ASTM D1883)

Direct Shear Test (ASTM D3080)

Chloride content (ASTM D512)

Sulfate content (ASTM D516)

Sulfides (AWWA 4500-S D)

Red-Ox (AWWA 2580) pH (AWWA 450 H))

Miller Box Electrical Resistivity (ASTM G57)

Total Salts (AWWA 2540)

Procedural standards noted above are for reference to methodology in general. In some cases variations to methods are applied as a result of local practice or professional judgment.

Responsive Resourceful Reliable Exhibit B-1

ATTERBERG LIMITS RESULTS ASTMD4318 60 / ~

50 / V

/ ~/

p L

A / / 0~ /

V s 40 ill" ,$,

V T

C I

I 30 / /

c,~

0 I

/

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v" MH or OH

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/ / /

0 0

i~

n 7-/ 1/.//2-CL-Mlr"f f V

J;I' 20

_,, ML 40 t>r OL 60 80 100 Q.

C)

UQUIDUMIT

~

0 Boring ID Depth LL PL Pl Fines uses Description

£ i* B-1 3.5-5 30 13 17 68 CL SANDY LEAN CLAY

~

~*

Ill B-2 1 -2.5 24 18 6 52 CL-ML SANDY SILTY CLAY

~

B-2 6-7.3 26 17 9 84 NIGHLY WEATHERED SHALE iz . B-3 3.5-5 52 21 31 89 CH FATCLA.Y 0

B-3 8.5 -9.9 29 14 15 99 HIGHLY WEATHERED SHALE 0 B-7 1 -2.5 31 18 13 75 CL LEAN CLAYwlth SAND o B-8 6-7.5 NP NP NP 20 SM SILTYSAND

6. B-8 13.5-15 NP NP NP 4 SP POORl.y GRADED SAN>

B-8 23.5-25 NP NP NP 2 SP POORLY GRADED SAND (B B-8 28.5-30 NP NP NP 3 SP POORLY GRADED SAM>

0 B-9 6-7.5 NP NP NP 8 SP-SM P00RLY GRADED SAND with SILT 8 B-9 13.5 -15 NP NP NP 3 SP P00RLY GRADED SAND 0 B-9 18.5-20 NP NP NP 7 SW-SM wa.L-GRADED SANJ with SILT B-9 23.5-25 NP NP NP 8 SP-SM POORLY GRADED SAND with SILT B-10 1 -2.5 24 18 6 CL-ML SIL TY CLAY with SAND

B-10 B-10 3.5-5 NP 8.5-10 NP NP NP NP NP 39 5

SM SP SILTYSAND P00RLY GRADED SAND B-10 18.5-20 NP NP NP 10 SP-SM P00RLY GRADED SAN> with SILT IX B-10 23.5 -24.9 NP NP NP 5 HIGHLY WEATHERED SANDSTONE

B-11 3.5-5 NP PROJECT: Cimarron Water Treatment Facility NP NP 20 SM SILTYSAND r.

PROJECT NUMBER: 03165393 SITE: State Highway 33 & State Highway 74 Cimarron City, Oklahoma r C 4701 N Stiles Ave n CLIENT: Environmental Properties Management LLC Kansas City, Missouri Oklahoma City, OK EXHIBIT: B-2

ATTERBERG LIMITS RESULTS A.5TM D4318 60 / V 50 / /

/ //

p L

A / ,c,/ ~o~./ 0~

D,.

/

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/

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<LU

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a:

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....I

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c3 ii:

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< PROJECT: Cimarron Water Treatment Facility en I- PROJECT NUMBER: 03165393 en lrerracan LU I-CLIENT: Environmental Properties Management a: SITE: State Highway 33 & State Highway 74 LLC 0

I- Cimarron City, Oklahoma

< Kansas City, Missouri a: 4701 N Stiles Ave 0

Ill

< Oklahoma City, OK EXHIBIT: B-3

....I

GRAIN SIZE DISTRIBUTION

~TM D422 / ~TM C136 U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS I HYDROMETER 4 2 1 1/2 3 6 30 6 3 1.5 3/4 3 i. 8 10 14 16 , 40 50 60 100140200 100 I I I I I ~ I I** I I

- \\ ~

95 90

\\ ~

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~

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i

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... B-2 6 - 7.3 4.75 0.0 16.4 83.6 l-o B-3 3.5- 5 9.5 0.004 0.1 11.4 22.5 66.0 z

LJ.J 0::

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PROJECT: Cimarron Water Treatment Facility (J) 1- PROJECT NUMBER: 03165393 (J) lrerracon LJ.J I- CLIENT: Environmental Properties Management

>- SITE: State Highway 33 & State Highway 74 0:: LLC Cimarron City, Oklahoma

~

0:: 4701 N Stiles Ave Kansas City, Missouri 0

CD

<(

Oklahoma City, OK EXHIBIT: B-4

....J

GRAIN SIZE DISTRIBUTION ASTM D422 / ASTM C136

-*-*___ .,,._...., - .. - II " - *- - I .....,_.....,_ - *-"- - I - -***- - .

6 4

3 2

1.5 1

3/4 1/2 3 6 8 ~~ 16 30 40 50 __60 100140200 100 I I I I 3

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...J

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PROJECT: Cimarron Water Treatment Facility

~

Cl)

PROJECT NUMBER: 03165393 lrerracan LU r- CLI ENT: Environmental Properties Management c:: SITE: State Highway 33 & State Highway 74 0

LLC r- Cimarron City, Oklahoma

<( Kansas City, Missouri c::

0 4701 N Stiles Ave CD

<(

Oklahoma City, OK EXHIBIT: B-5

...J

GRAIN SIZE DISTRIBUTION A.5TM D422 / A.5TM C136 U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS I HYDROMETER 6

4 3

2 1.5 1

3/4 1/2 3

3 4

6 8 ~~ 14 16 30 40 50 60 100 140 200 100 I I I I T'r-.,__

l: rs....."

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c3 ii::

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a::

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c..

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r

B-8 13.5 - 15 9.5 0.562 0.328 0.206 2.5 93.9 1.4 2.3 0

z B-8 23.5 - 25 9.5 0.624 0.377 0.261 0.2 97.4 1.4 1.0 lJ.J a:: *

< PROJECT: Cimarron W ater Treatment Facility en PROJECT NUMBER: 03165393 r

en lrerracan lJ.J r CLIENT: Environmental Properties Management

>- SITE: State Highway 33 & State Highway 74 0:: LLC Cimarron City, Oklahoma

~a:: 4 701 N Stiles Ave Kansas City, Missouri 0

CD Oklahoma City, OK EXHIBIT: B-6

...J

GRAIN SIZE DISTRIBUTION ASTM D422 / ASTM C136 U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS I HYDROMETER 6

4 3

2 1.5 1

-~ 1/2 ~

3

~

6 8

10 14 16 20 30 40 50 60 100 140 200 N ,I~

100 I

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i!:

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a::

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a::

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PROJECT: Cimarron Water Treatment Facility rn PROJECT NUMBER: 03165393 I-m w

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SITE: State Highway 33 & State Highway 74 Cimarron City, Oklahoma lrerracan 4701 N Stiles Ave CLIENT: Environmental Properties Management LLC Kansas City, Missouri 0

[IJ

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Oklahoma City, OK EXHIBIT: B-7

....J

GRAIN SIZE DISTRIBUTION

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4 3

2 1.5 1

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3 il 6

8 ~~ 14 16

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<i:

z c3 a::

0

a;

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1-Boring ID Depth D100 Dso D30 D10 %Gravel %Sand %Silt %Fines %Clay

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i

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l-

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w c::

<i: PROJECT: Cimarron Water Treatment Facility C/)

I- PROJECT NUMBER: 03165393 C/)

llerracon w

I- CLIENT: Environmental Properties Management c:: SITE: State Highway 33 & State Highway 74 LLC 0 Cimarron City, Oklahoma

~ Kansas City, Missouri c:: 4701 N Stiles Ave 0

CD

<i:

Oklahoma City, OK EXHIBIT: B-8

_J

GRAIN SIZE DISTRIBUTION ASTM D422 / ASTM C136 U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS I HYDROMETER 6

4 3

2 1.5 1

3/4 1E3 18 3

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,I 30 40 50 60 100 140 200 100 I I I ,._ r--. ':'

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l-

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en PROJECT: Cimarron W ater Treatment Faci lity I- PROJECT NUMBER: 03165393 C/)

lrerracan UJ I-CLI ENT: Environmental Properties Management c:: SITE: State Highway 33 & State Highway 74 LLC 0 Cimarron City, Oklahoma I-

<( Kansas City, Missouri c:: 4701 N Stiles Ave 0

CD

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Oklahoma City, OK EXHIBIT: 8-9

_J

GRAIN SIZE DISTRIBUTION ASTM 0422 / ASTM C136 U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS I HYDROMETER 6

4 3

2

~

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3

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z c3 o2 0

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<(

PROJECT: Cimarron Water Treatment Facility U)

J- PROJECT NUMBER: 03165393 U) lrerracon lJ.J I- CLIENT: Environmental Properties Management

~ SITE: State Highway 33 & State Highway 74 LLC 0

I-Cimarron City, Oklahoma Kansas City, Missouri

<(

a:: 4701 N Stiles Ave 0

IIl Oklahoma City, OK EXHIBIT: B-10

i

GRAIN SIZE DISTRIBUTION ASTM D422 I ASTM C136 U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS I HYDROMETER

~"\

4 2 1 1/2 3 6 30 3 1.5 8101416 0 40 50 60 100 140 200 100 6

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a::

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B-13 1 - 2.5 4.75 0.0 2.8 97.2 z B-13 3.5 - 5 2 0.072 0.038 0.0 37.5 47.8 14.8 UJ a::

<(

en PROJECT: Cimarron Water Treatment Facility f- PROJECT NUMBER: 03165393 en lrerracan UJ f- CLIENT: Environmental Properties Management a:: SITE: State Highway 33 & State Highway 74 LLC Cimarron City, Oklahoma

~

a:: 4701 N Stiles Ave Kansas City, Missouri 0

CD Oklahoma City, OK EXHIBIT: B-11

5

GRAIN SIZE DISTRIBUTION

~TM D422 / ~TM C136 U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS I HYDROMETER 6

4 3

2 1.5 1

3/4 .

1/2, I

3 1.

6 1 8 ~ 14 16 20 30 40 50 60 100140 200 100 95 I I I i --l ""

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c.'.)

ci:: .A 8-1 & 8-7 (Bulk) 0-5 SANDY LEAN CLAY (CL) A-6 (7) 30 15 15 0

2 8-2 & B-4(Bulk) 0-5 SANDY LEAN CLAY (CL) A-6 (4) 26 15 11 0

0::

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LJ.J Boring ID Depth D100 Dso D30 D10 %Gravel %Sand %Silt %Fines %Clay

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8-13 8.5 - 10 9.5 0.372 0.215 0.112 0.0 93.8 3.6 2.6 Ill 8-13 13.5 - 15 9.5 0.441 0.297 0.166 0.1 98.0 0.7 1.3

~

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<( .A 8-1 & 8-7 (Bulk) 0-5 9.5 0.2 36.7 63.1 f--

0 z 8-2 & B-4(Bulk) 0-5 12.5 2.6 35.5 61 .9 LJ.J 0::

<(

PROJECT: Cimarron Water Treatment Facility

~ PROJECT NUMBER: 03165393 en lrerracon LJ.J f-- CLIENT: Environmental Properties Management

>- SITE: State Highway 33 & State Highway 74 0:: LLC Cimarron City, Oklahoma

~

0:: 4701 N Stiles Ave Kansas City, Missouri 0

CJ

<(

Oklahoma City, OK EXHIBIT: B-12

...J

- - - - - - - - -lrerraca----

Laboratory Compaction Characteristics of Soil 1391O West 96th Terrace Lenexa, Kan sas 6621 5 913-492-7777 Client Name: Environmental Properties Management LLC Project No.: 03165393 Date: 12/8/2016 Project Name: Cimarron Water Treatmen Facility Location: State Highway 33 and State Highway 74 Cimarron City, Logan County, Oklahoma TEST RESULTS Source Material: B-1 & B-7, Bulk, 1 to 5.0 feet Maximum Dry Unit Wt.: 113.5 pcf Optimum Water Content: 13.6 %

Sample

Description:

Sandy Lean Clay, reddish brown Material Designation: CL Sample date: 11/17/2016 Liquid Limit: 30 Plastic Limit: 15 Test Method: ASTM D698 (Standard) Plasticity Index: 15 Test Procedure: Method B Natural Moisture, %:

Sample Preparation: ___P_r_e.._

_D_ry p_ a r_a_ti_o_n_ _ _ _ _ _ _ _ __ % passing# 200 sieve: 63.1 Rammer: X Mechanical Manual Reviewed by:_D_C_V_S_ _ _ _ _ _ _ _ _ __

Zero air voids for specific gravity of 2.70 118

~

\

116 \

'I\

\.

114

)L , ' ~

112 I \ \

\

I \ \

\

.,_110 th \ \.

u a.

\

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i \

C)

~08

\ \

\ ' \

\ \.

\ \

~

\

104 \

~ I\

\

102 \ \

"---- ~

100 98 4 6 8 10 12 14 16 18 20 22 24 Water Content, %

Data Points Max. Dry Unit Wt. and Opt. Water Content - - - - Zero Air N \Projects\2016103165393\PROJECT DOCUM ENTS (Reports-Letters-Drafts to Clients)\Proctors (Exhibits B-1 3 & B-14)\(Exhibit B-1 3 ProctorReport B1 &B7-Bulk-0.0.xlsx]REF Exhibit 8-13

- - - - - - - - -lrerraca......_

Laboratory Compaction Characteristics of Soil 13910 West 96th Terrace Lenexa, Kansas 66215 913-492-7777 Client Name: Environmental Properties Management LLC Project No.: 03165393 Date: 12/8/2016 Project Name: Cimarron Water Treatmen Facility Location : State Highway 33 and State Highway 74 Cimarron City, Logan County, Oklahoma TEST RESULTS Source Material: B-2 & B-4, Bulk, 1 to 5.0 feet Maximum Dry Unit Wt.: 116.7 pcf Optimum Water Content: 12.1 %

Sample

Description:

Sandy Lean Clay, reddish brown Material Designation: CL Sample date: 11/17/2016 Liquid Limit: 26 Plastic Limit: 15 Test Method : ASTM D698 (Standard) Plasticity Index: 11 Test Procedure: Method B Natural Moisture, %:

Sample Preparation : Dry Preparation % passing# 200 sieve: 61.9 Rammer: X Mechanical Manual Reviewed by:_D_C_V _S_ _ _ _ _ _ _ _ _ __

Zero air voids for specific gravity of 2.70 124 \

\

122

\

'\

\

120

\

118

~

..___ \

_116

/ ~ I'.. \

'\

u 0.

J::

/ r\.. ' \

Cl

~14 I \ \

\

V I\ \

\

I \ \

\

\ \

110 \ \

\

\ \

\

108 \ \

'\

\

106 '

104 2 4 6 8 10 12 14 16 18 20 22 Water Content, %

Data Points Max. Dry Unit Wt. and Opt. Water Content - - - - Zero Air N:\Projects\201 6\03165393\PROJECT DOCU MENTS (Reports-Letters-Drafts to Clients)\Proctors (Exhibits B-13 & B-14)\[Exhibit B-14 ProctorReport B2 &B4-Bulk-0.D.xlsx]REF Exhibit 8-14

California Bearing Ratio of Laboratory-Compacted Soils Report Number:

Service Date:

03165393 .0000 lrerracan 13910 West 963th Terrace Report Date: 12/12/ 16 Lenexa, Kansas 66215 Task: Ph. 913.492.7777; Fx 913.492.7443 Client Project Environmental Properties Management LLC Cimarron Water Treatment Facility A Subsidiary of Burns & McDonnell Eng. Company State Highway 33 and State Highway 74 Kansas City, Missouri 64111 Cimarron City, Logan County, Oklahoma Project No. 03165393 SAMPLE INFORMATION Sample Number: Composite Proctor Method: ASTM D698 - Method C Boring Number: B-1 & B-7 Maximum Dry Density (pct): 113.5 Sample Location: Bulk Optimum Moisture: 13.6 Depth: 1 to 5.0 feet Liquid Limit: 30 Material

Description:

Sandy Lean Clay, reddish brown Plasticity Index: 15 CBR TEST DATA 90 CBR Value at 0.100 inch 3.8 80 CBR Value at 0.200 inch 3.3 ,,.,.~

70 Surcharge Weight (lbs)

~ --

Soaking Condition Soaked

- I/"

Length of Soaking (hours) 96 r Swell(%) 0.9 ..... .....

/

_/

DENSITY DATA Dry Density Before Soaking (pct) 105.6 I 11 20 Compaction of Proctor (%) 93.1 I I

I

~ .

I 10 I I

I MOISTURE DATA I Before Compaction (%) 17.2 0

-0.05 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.55 After Compaction (%) 14.7 Top l" After Soaking(%) 20.1 Penetration (inch)

Average After Soaking (%) 18.2 Comments:

Test Methods: ASTM Dl883 Services:

Terracon Rep: Started:

Reported To: Finished:

Contractor:

Report Distribution Reviewed by_D_C_V_S_ _ _ _ _ _ _ _ _ __

Exhibit B-15

California Bearing Ratio of Laboratory-Compacted Soils Report Number:

Service Date:

03165393.0000 lrerracon 13910 West 963th Terrace Report Date: 12/12/16 Lenexa, Kansas 66215 Task: Ph. 913.492.7777; Fx 913.492.7443 Client Project Environmental Properties Management LLC Cimarron Water Treatment Facility A Subsidiary of Burns & McDonnell Eng. Company State Highway 33 and State Highway 74 Kansas City, Missouri 64111 Cimarron City, Logan County, Oklahoma ProjectNo. 03165393 SAMPLE INFORMATION Sample Number: Composite Proctor Method: ASTM D698 - Method C Boring Number: B-2 & B-4 Maximum Dry Density (pct): 116.7 Sample Location: Bulk Optimum Moisture: 12.1 Depth: 0.0 to 5.0 feet Liquid Limit: 26 Material

Description:

Sandy Lean Clay, reddish brown Plasticity Index: 11 CBR TEST DATA 70 v-CBR Value at 0.100 inch 2.6 60 *r-CBR Value at 0.200 inch 2.5 .,,,

F"

./

50 ./

_..11, Surcharge Weight (lbs) 10 /

Ir-Soaking Condition Soaked ..r

. ~, ./

Length of Soaking (hours) 96

~

Swell(%) 1.4 /

t,. ,A '

~,. /

DENSITY DATA

/

.,/

Dry Density Before Soaking (pct) 110.4 /

Compaction of Proctor (%) 94.6 u f

I 10 J

I MOISTURE DATA I 0

Before Compaction (%) 14.1

-0.05 0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.55 After Compaction (%) 13.9 Top l" After Soaking(%) 19.2 Penetration (inch)

Average After Soaking (%) 16.5 Comments:

Test Methods: ASTM D 1883 Services:

Terracon Rep: Started:

Reported To: Finished:

Contractor:

Report Distribution Reviewed by DCVS Exhibit B-16

CHEMICAL LABORATORY TEST REPORT Project Number: 03165393 Service Date: 12/12/16 lrerracan 750 Pilot Road, Suite F Report Date: 12/13/16 Las Vegas, Nevada 89119 Task: (702) 597-9393 Client Project Cimarron Treatment Facility Sample Submitted By: Terracon (03) Date Received: 12/7/2016 Lab No.: 16-1084 Results of Corrosion Analysis Sample No. 3, 3, 3 2, 1, 1 3,4 Sample Location B-1 B-1, B-5, B-7 B-2, B-3, B-4 B-3, B-4 Sample Depth (ft.) 1.0-2.5 6.0-7.5 3.5-5, 1-2.5, 1-2.5 6.-7 .5 & 8.5-10 pH Analysis, AWWA 4500 H 8.84 8.58 7.70 7.79 Water Soluble Sulfate (SO4), ASTM D 516 (mg/kg) 30 28 91 69 Sulfides, A WW A 4500-S D (mg/kg) Nil Nil Nil Nil Chlorides, ASTM D 512, (mg/kg) 30 43 50 25 Red-Ox, A WW A 2580, (mV) +633 +641 +667 +662 Resistivity, ASTM G-57, (ohm-cm) 7760 7566 3880 3414 Total Salts, A WW A 2540, (mg/kg) 308 302 1042 549 Nil = <1.0 mg/kg Analyzed By:

Kurt D. Ergun Chemist The tests were performed in general accordance with applicable ASTM, AASHTO, or DOT test methods. This report is exclusively for the use of the client indicated above and shall not be reproduced except in full without the written consent of our company. Test results transmitted herein are only applicable to the actual samples tested at the location(s) referenced and are not necessarily indicative of the properties of other apparently similar or identical materials.

DIRECT SHEAR TEST by ASTM D3080 lrerracon C = 0 .867 psi IP= 30.4 25 tan IP= 0.59

u; Q. 20

(/)

(j)

UJ a:: 15 I-(j) a::

~

UJ I

(j) 10 5

0.0 0.1 0 .2 0.3 0.4 0 5 10 15 20 25 30 35 40 HORZ. DEFORMATION, in NORMAL STRESS, psi Symbol Test No.

10 PSI 15.0PSI A

20PSI I I I I I I 0.06 f Sample No. BULK BULK BULK

- ~ Shape Circular Circular Circular

,__ Dimension, in 2.5 2 .4992 2 .5 0.07 -

A rea, in2 4.9087 4.9056 4 .9087

- ~

.£ Height, in 0 .98425 0 .98465 0 ..98465 z~ 0.08 - ,__ ~

c Water Content, % 13.74 13.74 13 .60 0

.-=

<{ - - Dry Density, pcf 107.7 107.7 107.8

~

a: 0.09 - ,-.

Saturation. % 64.83 64.90 64.35 0

LL Void Ratio 0.5765 0 .57595 0.57473 w - -

0 Consol. Height, in 0.91564 0 .9008 0.91407 0:: 0.10 - - Consol . Void Ratio 0.4666 0.44175 0 .46186 LU

> - Water Content, % 19.44 18.84 18.90 roC: Dry Density, pcf 119.2 119.9 121 .4 0.11 - -

ii: Saturation, % 124.56 122.99 128.79 Void Ratio 0.42457 0.41673 0.39908 0.12 I I I I I ' Normal Stress, psi 9.9944 14.998 19.995 0.0 0.1 0.2 0 .3 0.4 Max. Shear Stress, psi 6.5464 10.045 12.416 HORZ. DEFORMATION, in Ult. Shear Stress, psi 6.5209 10.045 12.416 Time to Failure, min 990.34 1716.7 1334.3 Project: CIMARRON TREATMENT FACILITY Disp. Rate, in/min 0.00019528 0.00019528 0.00019528 Location : Cimarron City, Logan County, Oklahoma Estimated Specific Gravity 2.72 2.72 2.72 Project No.: 03165393 Liquid Limit -- --- --

Boring No. : B-1 & B-7 Plastic Limit --- --- ---

Sample Type: REMOLDED Plasticity Index --- --- ---

==

Description:==

REDDISH BROWN SANDY LEAN CLAY CL Remarks: TEST PERFORMED AS PER ASTM D3080 . Exhibit 8-18

12/17'2016 Design Maps Detailed Repat EUSGS Design Maps Detailed Report ASCE 7-10 Standard (35.882°N, 97.583°W)

Site Class D - "Stiff Soll", Risk Category I/II/III Section 11.4.1 - Mapped Acceleration Parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 {to obtain S5 } and 1.3 {to obtain S 1 ). Maps in the 2010 ASCE-7 Standard are provided for Site aass B.

Adjustments for other Site aasses are made, as needed, in Section 11.4.3.

From figure 22-1 c:i.i Ss = 0.223 g From Figure 22-2 121 S1 = 0.071 g Section 11.4.2 - Site Class The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has dassified the site as Site Cass D, based on the site soil properties in accordance with Chapter 20.

Table 20.3-1 Site Classification Site aass "s Nor Nda Su A. Hard Rock >5,000 ft/S N/ A N/A

8. Rock 2,500 tn 5,000 ft/S N/A N/A

<: Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf D. Stiff Soil 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/S <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics:

Plasticity index Pl > 201

Moisture content w ~ 40%, and

Undrained shear strength su < 500 psf F. Soils requiring site response See Section 20.3.1 analysis in accordance with Section 21.1 For SI: lft/s = 0.3048 m/s 1lb/ft2 = 0.0479 k.N/m 2 Exhibit 8-11 http://earthquake.usgs.gov/designm aps/us/report.php?template=minimal&latitude=35.882&1onglude=-97.583&siteclass=3&riskcategory=O&editi on=asce-2010. .. 116

12/17/2016 Design Maps Detailed Repcrt Section 11.4.3 - Site Coefficients and Risk-Targeted Maximum Considered Earthquake (!"1C.Ee.)

Spectral Response Acceleration Parameters Table 11.4-1: Site Coefficient F.,

Site Class Mapped MCE R Spectral Response Acceleration Parameter at Short Period S5 S 0.25 5 5 = 0.50 S5 = 0.75 5 5 = 1.00 S 5 =!!: 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1..0 LO 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Ss FOr Site Class = D and S =0.223 g, Fa = 1.600 5

Table 11.4-2; Site Coefficient fv Site aass Mapped MCE R Spectral Response Acceleration Parameter at 1-s Period S 1 :S 0.10 S1 = 0.20 S1 = 0.30 51 = 0.40 S1 ~ 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.7 1.6 1.5 1.4 1.3 D 2.4 2.0 1.8 1.6 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4. 7 of ASCE. 7 Note: Use straight-line interpolation for intermediat e values of 51 For Site Class = D and S1 = 0.071 g, Fv = 2.400 Exhibit B-1 http://earthquake.usgs.gov/designmaps/us/reportphp?template=minimal&latitudF35.882&1oo~tude=-97.583&siteclass=3&riskcategory=O&edition=asce-2010... 2/6

12'I7lm16 0.91 Mllpl lllllllld R.llpmt Equation (11-+-1):

Equatlan (:11..+-2): SMl = F-.Si = 2.400 x 0.071 = 0.171 g Section 11.4.4 - Design Spectral Acceleratlo*n Parameters Equation (11.4-3): Sm = % SMS = % X 0.357 = 0.238 g Equellon (11...4-4): So1 = % SM1 =%.le 0.171 = 0.114 g Sectron 11.4.5 - Design Response Spectrum From Flpgre 22-1z t1l TL = 12 seconds Figure 11.4-1: Dmign Rmpnnsa Spedn.lm T< d

s.: sll!i ( oA OJ\ r I u TnsT~ . SI-

< $ I, ; s. - SOI t T T ~ 11. 0 T =O 7 1,00[

P riocl, T 11 )

Exhibit 8-1

~.-ldeel~Dla!Fmlnmal&laffludlF35.81211C ll'lllb.aF-97.588llltatlau=a&tl~Ucn,=aaata) 10... a

12'1712D16 0.91 r.- Dllllad Rlpm't Section 11.4.6 - Risk-Targeted Maximum Considered Earthquake (MCEJ Respo11se Spectrum

'The MCE" Response Spectrum rs determined by multlplytng the desrgn response spectrum ilbc:M:

by 1.5.

1 - ti l 1 1M P@rlod. t £.sed Exhibit B-*

~ 4 1 1 ) 1 / d e e l ~ llla!FmlNmal&lafflutlF35.88Zllarril'1d!F-91.!i88111t8d*!!!!3&tl~UCl'F-=e-2010.... 45.

12/1712016 Design Maps Detailed Repcrt Section 11.8.3 - Additional Geotechnical Investigation Report Requirements for Seismic Design categories D through F From Figure 22-7 r4 1 PGA = 0.125 Equation (11.8-1): PGAM = fpc;APGA = 1.549 x 0.125 = 0.194 g Table 11.8-1: Site Coefficient FPGA Site Mapped MCE Geometric Mean Peak Ground Acceleration, PGA aass PGA s 0.10 PGA = 0.20 PGA == 0.30 PGA = 0.40 PGA;?: 0.50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4. 7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of PGA For Site Class = D and PGA = 0.125 g, F... = 1.549 Section 21.2.1.1 - Method 1 (from Chapter 21 - Site-Specific Ground Mot ion Procedures for Seismic Design)

From Figure 22-17 cs1 CRS = 0.872 From Figure 22-18 161 CRl = 0.883 Exhibit B-*

http://earthquake.usgs.gov/designmaps/us/reportphp?template=minimal&latitude=35.882&1ongilude=-97.583&sitedass=3&riskcategory=O&edi1ion=asc.2010. .. 616

12/1712016 Design Maps Detailed Repa1 Section 11.6 - Seismic Design Category Table 11.6-1 Seismic Design Category Based on Short Period Response AcceJeration Parameter RISK CATEGORY VALUE OF S 05 J or II III IV SDS < 0.167g A A A 0.167g ~ S 05 < 0.33g B B C o.33g s sl)S < o.sog C C D 0.50g ~ S09 D D D For Risk Category =I and s .. = 0.238 g, Seismic Design Category = B Table 11.6- 2 Seismic Design Category Based on 1-S Period Response Acceleration Parameter RISK CATEGORY VALUE OF S 01 I orll III IV SD1 < 0.067G A A A 0.067g S S 01 < 0.133g B B C 0 .133g S S01 < 0.20g C C D 0.20g :!i S 01 D D D For Risk category =I and Sm = 0.114 g, Seismic Design category =B Note: When S1 is greater than or equal to 0.75g, the Seismic Design Category is E for buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective of the above.

Seismic Design Category= "the more severe design category in accordance with Table 11.6-1 or 11.6-2" == B Note: See Section 11.6 for alternative approaches to calculating Seismic Design Category.

References

1. Figure 22-1: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-1.pdf

2. Figure 22-2: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-2.pdf

3. Figure 22-12: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010__ASCE-7_Figure_22-12.pdf

4. Figure 22-7: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-7.pdf

5. Rgure 22-17: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-17 .pelf

6. Figure 22-18: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ ASCE-7_Figure_ 22-18.pdf Exhibit B-1 http://earthquake.usgs.gov/designmaps/uS/reportphp?templale=minimal&latitude=35.882&1ongitude=-97.583&siteclass=3&riskcategory=O&edi1ion=asce-2010. .. 6/6

12/181'L016 Design Maps Detailed Report EUSGS Design Maps Detailed Report ASCE 7-10 Standard (35.882°N, 97.583°W)

Site aass C - "Very Dense Soil and Soft Rock", Risk. category I/II/III Section 11.4.1 - Mapped Acceleration Parameters Note: Ground motion values provided below are for the direction of maximum horizontal spectral response acceleration. They have been converted from corresponding geometric mean ground motions computed by the USGS by applying factors of 1.1 (to obtain 5 5 } and 1.3 {to obtain S1 ). Maps in the 2010 ASCE-7 Standard are provided for Site Oass B.

Adjustments for other Site aasses are made, as needed, in Section 11.4.3.

From figure 22-1 c11 S5 = 0.223 g From Figure 22-2 c21 S1 = 0.071 g Section 11.4.2 - Site Class The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or the default has classified the site as Site aass C, based on the site soil properties in accordance with Chapter 20.

Table 20.3- 1 Site Classification Site aass -

Vs Nor Nm s..

A. Hard Rock >5,000 ft/S N/A N/A B. Rock 2,500 to 5,000 ft/S N/A N/A C. Very dense soil and soft rock 1,200 to 2,500 ft/S >SO >2,000 psf D. Stiff Soil 600 t.o 1,200 ft/S 15 to 50 1,000 to 2,000 psf E. Soft clay soil <600 ft/S <15 <1,000 psf Any profile with more than 10 ft of soil having the characteristics:

Plasticity index PI > 20,

Moisture content w ~ 40%, and

Undrained shear strength su < 500 psf F. Soils requiring site response See Section 20.3.1 analysis in accordance with Section 21.1 For SI: lft/s = 0.3048 m/s 11b/ft2 = 0.0479 kN/m 2 Exhibit B-2 http://earthquake.usgs.gov/designmaps/us/repcrt.p~emplate=mirimal&latitude=35.882&1o111itude=-97.583&siteclass=2&riskcalegory=O&edition=asce-2010... 1/6

12/19'2016 Design Maps Detailed Report Section 11.4.3 - Site Coefficients and Risk-Targeted Maximum Considered Earthqua ke (~_C91)

Spectral Response Acceleration Parameters Table 11.4-1: Site Coefficient F.

Site Class Mapped MCE R Spectral Response Acceleration Parameter at Short Period 5 5 !:s 0.25 55 = 0.50 5s = 0.75 S5 = 1.00 S5 ~ 1.25 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 LO E 2.5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of 5 5 For Site Class= C and Ss = 0.223 g, Fa= 1.200 Table 11.4-2: Site Coefficient Fv Site Cass Mapped MCE R Spectral Response Acceleration Parameter at 1-s Period S 1 S 0.10 S1 = 0.20 51 = 0.30 51 = 0.40 51 ~ 0 .. 50 A 0.8 0.8 0.8 0.8 0.8 B 1.0 1.0 1.0 1.0 1.0 C

D I 1.7 2.4 1.6 2.0 1.5 1.8 1.4 1.6 1.3 1.5 E 3.5 3.2 2.8 2.4 2.4 F See Section 11.4.7 ofASCE 7 Note: Use straight-line interpolation for intermediate values of 51 For Site Class= C and S 1 =0.071 g, fv = 1.700 Exhibit 8-~

http://earthquake.usgs.gov/designmaps/us/reportpflJ?template=minma&latitudF35.882.&loro1ude=-97.583&siteclass=2&riskcategcry=O&edition=asce-2010... 2/6

1211rnD18 Dm1"1 M..- Detailed Repxt.

Equation (11-4-1): $MS = F,.S8 = 1.200 X 0.223 = 0.267 g Equatlan (11.4--2): SMl = F..S1 = 1.700 x 0.071 = 0.121 g Sectron 11.4.4 - Design Spectral Acc:eleratlan Parameters Equation (11.4-3): Sos=% SMs = % X 0.267 = D.178 g lq1111t lon (11*.--.):

Sectron 11.4.5 - Design Response Spectrum Frorn .-. . . zz-12 Pl TL = 12 seconds Flgure 11.4-1: Dmlgn Response Spa:b"l.lm T < T_- S

Sm. ( 0 .8 TI

- =OH T0 1' it .s_ Si,_

~

Ts l

T>TL - . -

s. - s i I Tl/

i J8

~

di l 0.081 . t 1

1 UI T , *-O 091 Period. T s ec)

Exhibit B-:

~LIJlilll.pMellPl'!~t=IIID=mlnlmll~3Ulallarvlu,tl=;.EJ7~=2IFll~Oldort=....a-10... H

1a'1W2018 Section 11.4.6 - Risk-Targeted Maximum Consrde~d Earthquake ( MCE.J Response s *p ectrum The MCEI\ Response Spectrum rs dmrmlned by multtplylng the design response spectrum above.

by1.S.

P riod. T (

Exhibit B-2

~. . ..p/deltp,~pla,=mlnlm*IIIIIILISF3USIIICIQludl=;.fT ..slVilllllC:ll=atl~Ollcillo,-,::IIIIQt-3)10... .W

12/19"2016 Design Maps Detailed Report Section 11.8.3 - Additional Geotechnical Investigation Report Requirements for Seismic Design categories D through F From Figure ZZ-Z t4 l PGA = 0. 125 Equation (11.8-1): PG}\, = FPGAPGA = 1.200 X 0.125 = 0.151 g Table 11.8-1: Site Coefficient FPGA Site Mapped MCE Geometric Mean Peak Ground Accelerat ion, PGA a ass PGA ~ 0.10 PGA = 0.20 PGA = 0.30 PGA = 0.40 PGA ~ 0.50 A 0 .8 0.8 0.8 0.8 0 .8 B 1.0 1.0 1.0 1.0 1.0 C 1.2 1.2 1.1 1.0 1.0 D 1.6 1.4 1.2 1.1 1.0 E 2 .5 1.7 1.2 0.9 0.9 F See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of PGA For Site Class = C and PGA = 0.125 g , Fpa = 1.200 Section 21.2.1.1 - Method 1 (from Chapter 21 - Site-Specific Ground Motion Procedures for Seismic Design)

From Figure 22-17 csi CRs = 0.872 From Figure 22-18 t*J CR1 = 0.883 Exhibit B-2(

http://earthquake.usgs.gov/designmaps/us/report.P'1>?template=mirimal&latitude=35.882&1o~itudEF-97~583&siteclass=2&risk~y=O&edition=asce-2010... 5J6

12/1912016 Design Maps Detailed Report Section 11.6 - Seismic Design Category Table 11.6-1 Seismic Design Category Based on Short Period Response Acceleration Parameter RISK CATEGORY VALUE OF S05 l or II III IV S 05 < 0.167g A A A 0.167g :S SDS < 0.33g B B C 0.33g :S SDS < 0.50g C C D O.SOg ~ SDS D D D For Risk category =J and s .. = 0.178 g, Seismic Design category =B Table 11.6- 2 Seismic Design Category Based on 1-5 Period Response Acceleration Parameter RISK CATEGORY VALUEOFS0 s.

l or II III IV 5D1 < 0.067g A A A 0.067g :S SD1 < 0.133g B B C 0.133g :s SD1 < 0.20g C C D 0.20g :S S 01 D D D Fer Risk category= I and S 01 = 0.081 g, Seismic Design category= B Note: When S1 is greater than or equal to 0.75g, the Seismic Design category is E for buildings in Risk categories I, II, and III, and F for those in Risk category rv, irrespective of the above..

Seismic Design Category= "the more severe design category in accordance with Table 11.6-1 or 11.6-2" = B Note: See Section 11.6 for alternative approaches to calculating Seismic Design Category.

References

1. Figure 22-1: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-1.pdf

2. Figure 22-2: http://earthquake.usgs.gov/hazards/design maps/downloads/pdfs/201 0_ASCE-7_Figu re_22-2.pdf

3. Rgure 22-12: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-12.pdf

4. Figure 22-7: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-7.pdf

5. Figure 22-17: http://earthquake.usgs.gov/hazards/designmaps/down loads/pdfs/20 l0_ASCE-7_Figu re_22-17 .pdf

6. Figure 22-18: http://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-18.pdf Exhibit 8-2(

http://earthquake.usgs.gov/designmaps/u$/report.p~emplate=m ifimal&latitude=35.882&1o~1ude=-97.583&siteclass=2.&risk.catega'y=O&edition=asce-2010... &'6

APPENDIX C SUPPORTING DOCUMENTS

GENERAL NOTES DESCRIPTION OF SYMBOLS AND ABBREVIATIONS rn ~

_5l_ Water Initially (HP) Hand Penetrometer Encountered Water Level After a Auger Split Spoon ~ Specified Period of Time (T) Torvane

(!)

z

J I

Shelby Tube rn Pressure Meter

..J w

w

_y_ Water Level After a Specified Period of Time Water levels indicated on the soil boring en I-en w

I-(b/f) Standard Penetration Test (blows per foot)

..J (PID) Photo-Ionization Detector

~

c.. a::: logs are the levels measured in the C

E w borehole at the times indicated. ..J

<'( I- w (OVA) Organic Vapor Analyzer en Texas Cone Rock Core

<'( Groundwater level variations will occur U:::

3: over time. In low permeability soils, (TCP) Texas Cone Penetrometer

~ 0 accurate determination of groundwater levels is not possible with short term water level observations.

Grab Sample No Recovery DESCRIPTIVE SOIL CLASSIFICATION Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined on the basis of their in-place relative density and fine-grained soils on the basis of their consistency.

LOCATION AND ELEVATION NOTES Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The accuracy of such devices is variable . Surface elevation data annotated with +/- indicates that no actual topographical survey was conducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographic maps of the area.

RELATIVE DENSITY OF COARSE-GRAINED SOILS CONSISTENCY OF FINE-GRAINED SOILS (More than 50% retained on No. 200 sieve.) (50% or more passing the No. 200 sieve.)

Density determined by Standard Penetration Resistance Consistency determined by laboratory shear strength testing, field Includes gravels, sands and silts. visual-manual procedures or standard penetration resistance en Descriptive Term Standard Penetration or Ring Sampler Descriptive Term Unconfined Compressive Standard Penetration or Ring Sampler

E (Density)

N-Value Blows/Ft. (Consistency) Strength, Qu, psf N-Value Blows/Ft.

a::: Blows/Ft. Blows/Ft.

w I- V~ry Loose 0-3 0-6 Very Soft less than 500 0-1 <3

c I-(!) Loose 4-9 7 - 18 Soft 500 to 1,000 2-4 3-4 z

w Medium Dense 10 - 29 19 - 58 Medium-Stiff 1,000 to 2,000 4-8 5-9 a:::

I-en Dense 30- 50 59- 98 Stiff 2,000 to 4,000 8 - 15 10 - 18 Very Dense > 50 ~ 99 Very Stiff 4,000 to 8,000 15 - 30 19 - 42 Hard > 8,000 > 30 > 42 RELATIVE PROPORTIONS OF SAND AND GRAVEL GRAIN SIZE TERMINOLOGY Descriptive Termts) Percent of Major Component Particle Size of other constituents Dry Weight of Sample Trace <15 Boulders Over 12 in. (300 mm)

With 15 - 29 Cobbles 12 in. to 3 in. (300mm to 75mm)

Modifier > 30 Gravel 3 in. to #4 sieve (75mm to 4.75 mm)

Sand #4 to #200 sieve (4.75mm to 0.075mm Silt or Clay Passing #200 sieve (0.075mm)

RELATIVE PROPORTIONS OF FINES PLASTICITY DESCRIPTION Descriptive Termts) Percent of Term Plasticity Index of other constituents Dry Weight Non-plastic 0 Trace <5 Low 1 - 10 With 5 - 12 Medium 11 - 30 Modifier > 12 High > 30 lrerracan i::vhihi+ f' _1

UNIFIED SOIL CLASSIFICATION SYSTEM Soil Classification Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A Group I 8 Group Name Symbol I Gravels: I Clean Gravels: Cu 2 4 and 1 ~ Cc ~ 3 E i GW : Well-graded gravel F More than 50% of Less than 5% fines c Cu < 4 and/or 1 > Cc > 3 E GP ; Poorly graded gravel F 1

coarse fraction retained ; Gravels with Fines: Fines classify as ML or MH GM I Silty gravel F, G,H Coarse Grained Soils: on No. 4 sieve I More than 12% fines c I Clayey gravel F,G ,H Fines classify as CL or CH GC More than 50% retained , I Sands: Clean Sands: Cu 2 6 and 1 ~ Cc ~ 3 E SW : Well-graded sand on No. 200 sieve

50% or more of coarse I Less than 5% fines 0 Cu < 6 and/or 1 > Cc > 3 E SP f Poorly graded sand 1

fraction passes No. 4 : Sands with Fines: Fines classify as ML or MH SM i Silty sand G,H,i

, sieve 0 More than 12% fines Fines classify as CL or CH SC I Clayey sand G,H,i

Pl > 7 and plots on or above "A" line J CL I Lean clay K,L,M

! Inorganic: ' : Silt K,L,M Silts and Clays: Pl < 4 or plots below "A" line J ML 1

Liquid limit less than 50 I Liquid limit - oven dried I : Organic clay K,L,M ,N Fine-Grained Soils: ; Organic: < 0.75 OL Liquid limit - not dried i I Organic silt K,L,M ,o 50% or more passes the I Pl plots on or above "A" line I; CH i Fat clay K,L,M No. 200 sieve I Inorganic:

Silts and Clays: Pl plots below "A" line MH I Elastic Silt K.L.M

. L1qu1d limit 50 or more Liquid limit - oven dried 1 Organic clay K.L.M ,P

! Organic: < 0.75 OH Liquid limit - not dried I Organic silt K.L.M .o Highly organic soils: Primarily organic matter, dark in color, and organic odor PT ! Peat A Based on the material passing the 3-inch (75-mm) sieve H If fines are organic, add "with organic fines" to group name.

8 1 If field sample contained cobbles or boulders, or both, add "with cobbles If soil contains 2 15% gravel, add "with gravel" to group name.

or boulders, or both" to group name . J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay.

c Gravels with 5 to 12% fines require dual symbols : GW-GM well-graded K If soil contains 15 to 29% plus No. 200, add "with sand" or "with gravel, "

gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly whichever is predominant.

graded gravel with silt, GP-GC poorly graded gravel with clay. L If soil contains 2 30% plus No. 200 predominantly sand, add "sandy" to 0

Sands with 5 to 12% fines require dual symbols: SW-SM well-graded group name.

sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded M If soil contains 2 30% plus No. 200, predominantly gravel, add sand with silt, SP-SC poorly graded sand with clay "gravelly" to group name.

2 N Pl 2 4 and plots on or above "A" line.

(030) 0 E Cu = Dsa/D10 Cc= - - - - Pl < 4 or plots below "A" line.

010 X 0 so P Pl plots on or above "A" line.

0 Pl plots below "A" line.

F If soil contains 2 15% sand, add "with sand" to group name .

G If fines classify as CL-ML, use dual symbol GC-GM , or SC-SM.

60 ,,"'

For classification of fine-grained ,, ,, ,,

soils and fine-grained fraction ,,,.."

- Of coarse-grained soils - - - -- - - *-$-0 _ _ _ _ __

-e:, 50 Equation of "A" - line Horizontal at Pl=4 to LL=25.5.

40 r-

then Pl=0.73 (Ll-20)

,.. v ,,"

,',)/ !

I 0~ --4--~ ~--~----.-----i w

Q Equation of "U" - line ~ o' z Vertical at Ll=16 to PI=7, v

f-30 i*-

then Pl=0.9 (ll-8) 5 i==

Cf) 20 -, _ _ ___,__ _- ;_ _ ____

3 (l_

I MH or OH I

10 16 20 30 40 50 60 70 80 90 100 110 LIQUID LIMIT (LL) lrerracon Exhibit C-2

GENERAL NOTES Sedimentary Rock Classification DESCRIPTIVE ROCK CLASSIFICATION:

Sedimentary rocks are composed of cemented clay, silt and sand sized particles. The most common minerals are clay, quartz and calcite. Rock composed primarily of calcite is called limestone; rock of sand size grains is called sandstone, and rock of clay and silt size grains is called mud stone or ctaystone, siltstone, or shale_Modifiers such as shaly sandy, dolomitic, calcareous , carbonaceous, etc. are used to describe various constituents. Examples: sandy shale* calcareous sandstone.

LIMESTONE Light to dark colored, crystaHine to fine-grained texture, composed of CaC01, reacts readily with HCI.

DOLOMITE Light to dark colored, crystalline to fine.grained tex1ure, composed of CaMg(CO1)2, harder than limestone, reacts with HCI when powdered.

CHERT Light to dark cotored , very fine-grained texture, composed of micro-crystalline quartz (Si02),

brittle, breaks into angular fragments. will scratch glass.

SHALE Very fine-grained texture, composed of consolidated silt or clay , bedded in thin layers. The unlamlnated equivalent is frequently referred to as siltstone, claystone or mudstone .

SANDSTONE Usually tight colored, coarse to fine texture, composed of cemented sand size grains of quartz, feldspar, etc . Cement usually is s!lica but may be such minerals as calcite, !ran-oxide, or some other carbonate.

CONGLOMERATE Rounded rock fragments of variable mineralogy varying in size from near sand to boulder size but usually pebble to cobble size ( 1/2 inch to 6 inches). Cemented together with various cemen-ting agents. Breccia Is sim ilar but composed of angular 1 fractured rock particles cemented together.

PHYSICAL PROPERTIES:

DEGREE OF WEATHERING BEDDING AND JOINT CHARACTERISTICS Slight Slight decomposition of parent Bed Thickness Joint Spacing Dimensions material on joints. May be color Very Thick Very Wide >10; change. Thick Wide 3'

10' Medium Moderately Close 1' . 31 Moderate Some decomposition and color Thin Close 2

1' change throughout. Very Thin .411 . 2" Very Close High Rock highly decomposed, may be ex- Laminated .1" ~ .4" tremely broken.

Bedding Plane A plane dividing sedimentary rocks of the same or different lithotogy.

HARDNESS AND DEGREE OF CEMENTATION Joint Fracture in rock, generally more or limestone and Dolomite: less vertical or transverse to bedding, along which no appreciable move-Hard Difficult to scratch with kn ife. ment has occurred .

Moderately Can be scratched easily with knife, Seam Generally applies to bedding plane Hard cannot be scratched with fingernail. with an unspecified degree of Soft Can be scratched with fingernail. weathering.

Shale, Siltstone and Claystone Hard Can be sc ratched easily with knife , SOLUTION ANO VOID CONDITIONS cannot be scratched with fingernail. Solid Contains no voids .

Moderately Vuggy (Pitted) Rock having smau solution pits or Hard Can be scratched with fingernail. cav fties up to 1/2 inch diameter>> fre-Soft Can be easily dented but not molded quently with a mineral lining.

with fingers. Porous Containing numerous voids, pores, or other openings, which may or may Sandstone and Conglomerate not interconnect.

Well Capable of scratching a knife blade. Cavernous Containing cavities or caverns, some~

Cemented times quite large.

Cemented Can be scratched with knife .

Poorly Can be broken apart easity with Cemented fingers .

.__ _ _ _ _ _ _ _ _llerracon _____.

Form l 10-6,85 Exhibit C-3

ML21076A499

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