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; ML21076A496; ML21076A497; ML21076A498; ML21076A499; ML21076A500; ML21076A501; ML21076A503; ML21076A504; ML21076A505; ML21076A506; ML21076A507; ML21076A508;
References
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BORING LOG NO. B-11 Page 1 of 1 PROJECT: Cimarron Water Treatment Facility SITE:

State Highway 33 & State Highway 74 Cimarron City, Oklahoma

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LOCATION See Exhibit A-2 Latitude: 35.88321 ° Longitude: -97.58491 ° Northing: 321775.94 Easting: 2091462.7 Approximate Surface Elev: 937.0 (Ft.)+/-

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CLIENT: Environmental Properties Management LLC Kansas City, Missouri

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Boring Terminated at 34 Feet Driller: Paul Hacker Helper: Matt Craig Engineer/Geologist: Dillon Nolan Boring Started: 9:00 AM Boring Completed: 10: 15 AM Drill Rig: CME 970E Drill Rig ID: 750X Hammer Efficiency: 82%

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with cuttings from 14' to termination depth.

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Surface Cover: Grass Field g t-----=w.,,...,....,,.A=T=ER::,-,-L=Ev,...,,E=L,.......,,.O=s=s=eR=v,...,..A.,,...,T=10.,,,..,,...,N=s----+-----------------11-----------,----------11

, rnrracan Boring Started: 11/18/2016 Boring Completed: 11/18/2016

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Drill Rig: 387 Driller: P. Hacker

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I-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 LOCATION See Exhibit A-2

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29-50/3" 14 Boring Terminated at 24.5 Feet Driller: Paul Hacker Helper: Matt Craig Engineer/Geologist: Dillon Nolan Boring Started: 10:30 AM Boring Completed: 11:15 AM Drill Rig: CME 970E Drill Rig ID: 750X Hammer Efficiency: 82%

Stratification lines are approximate. In-situ, the transition may be gradual.

Hammer Type: Automatic

+Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock tvoes.

Advancement Method:

See Exhibit A-3 for description of field procedures.

Notes:

Power Auger Surface Cover: Grass Field See Appendix B for description of laboratory procedures and additional data (if any).

Abandonment Method:

See Appendix C for explanation of symbols and Backfilled with cuttings above 4'; grouted 4' to 14'; backfilled abbreviations.

with cuttings from 14' to termination depth.

WATER LEVEL OBSERVATIONS lrerracan Boring Started: 11/17/2016 Boring Completed: 11/17/2016

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6 ft While Drilling Drill Rig: 387 Driller: P. Hacker 4701 N Stiles Ave 6 ft Wet Cave In After 24 Hours Oklahoma City, OK Project No.: 03165393 Exhibit:

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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 LOCATION See Exhibit A-2

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0 50/4" Boring Terminated at 19 Feet Driller: Paul Hacker Helper: Matt Craig Engineer/Geologist: Dillon Nolan Boring Started: 12:15 PM Boring Completed: 1:00 PM Drill Rig: CME 970E Drill Rig ID: 750X Hammer Efficiency: 82%

Stratification lines are approximate. In-situ, the transition may be gradual.

Hammer Type: Automatic

+Classification estimated from disturbed samples. Core samples and petrographic analysis may reveal other rock tvoes.

Advancement Method:

See Exhibit A-3 for description of field procedures.

Notes:

O' - 6' Power Auger 6' - 19' Wash Boring Surface Cover: Grass Field See Appendix B for description of laboratory procedures and additional data (if any).

Abandonment Method:

See Appendix C for explanation of symbols and Backfilled with cuttings above 4'; grouted 4' to 14'; backfilled abbreviations.

with cuttings from 14' to termination depth.

WATER LEVEL OBSERVATIONS lrerracan Boring Started: 11/18/2016 Boring Completed: 11/18/2016 52 6 ft While Drilling 3lZ.

6 ft After Boring Drill Rig: 387 Driller: P. Hacker 4701 N Stiles Ave

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

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Lithology NOTES.

(See General Notes)

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

Project Manager: DCVS Project No.: 03165393 lrerracan SUBSURFACE PROFILE EXHIBIT BT Termination Type See General Notes in Appendix C for symbols and soil classifications.

Water Level Reading Soils profile provided for illustration purposes only.

Soils between borings may differ at time of drilling.

AR - Auger Refusal Water Level Reading BT - Boring Termination Drawn by: SRS Approved by: DCVS after drilling.

Date: 12/22/2016 Scale: N.T.S.

File Name: 03165393.A-17 4701 N Stiles Ave PH. 405-525-0453 FAX. 405-557-0549 CIMARRON WATER TREATMENT FACILITY STATE HIGHWAY 33 & STATE HIGHWAY 74 CIMARRON CITY, OKLAHOMA A-17

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Project Manager: CVS Project No. 03165393 lrerracan SUBSURFACE PROFILE EXHIBIT AR _

Borehole See General Notes in Appendix c for symbols and soil class1f1cat1ons.

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AR - Auger Refusal Drawn by: SRS Approved by: DCVS Water Level Reading BT - Boring Termination

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after drilling.

Date: 12/22/2016 Scale: N.T.S.

File Name 03165393.A-18 4701 N Stiles Ave PH. 405-525.()453 FAX. 405-557-0549 CIMARRON WATER TREATMENT FACILITY STATE HIGHWAY 33 & STATE HIGHWAY 74 CIMARRON CITY, OKLAHOMA A-18

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with Sand Content (SeeGe~e~ar;r1£.\\~~f -

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

Project Manager: DCVS Project No.: 03165393 lrerracan SUBSURFACE PROFILE EXHIBIT BT -

Term ination Type See General Notes in Appendix C for symbols and soil class1f1cat1ons.

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Soils profile provided for 1llustrat1on purposes only.

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a er eve.. ea ing Soils between borings may differ at time of drilling.

AR _ Auger Refusal y

Water Level Reading BT - Boring Termination after drilling.

Drawn by: SRS Approved by: DCVS Date: 12/22/2016 Scale: N.T.S.

File Name: 03165393.A-19 4701 N Stiles Ave PH. 405-525-0453 FAX. 405-557-0549 CIMARRON WATER TREATMENT FACILITY STATE HIGHWAY 33 & STATE HIGHWAY 74 CIMARRON CITY, OKLAHOMA A-19

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Project IV1anager: DCVS Project No. : 03165393

, r.

SUBSURFACE PROFILE AR Borehole See Exhibit A-2 for orientation.of soil profile.

1-------------1 1------------1 erracon 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.

tr f d *ir Soils between borings may differ a tme O rt mg.

AR - Auger Refusal

~

Water Level Reading BT - Boring Termination after drilling.

Approved by: CVS Date: 12/21/2016 File Name: 03165393.A-20 4701 N Stiles Ave PH. 405-5254453 FAX. 405-557-0549 CIMARRON WATER TREATMENT FACILITY STATE HIGHWAY 33 & STATE HIGHWAY 74 CIMARRON CITY, OKLAHOMA EXHIBIT A-20

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 January 26, 2017 Terracon Project No. 03165393 Laboratory Test Description lrerracan 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

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B-11 3.5-5 NP NP NP 20 SM SILTYSAND PROJECT: Cimarron Water Treatment Facility PROJECT NUMBER: 03165393 SITE: State Highway 33 & State Highway 74

r. r C n CLIENT: Environmental Properties Management LLC Cimarron City, Oklahoma Kansas City, Missouri 4701 N Stiles Ave Oklahoma City, OK EXHIBIT: B-2

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1.4 PROJECT

Cimarron Water Treatment Facility PROJECT NUMBER: 03165393

-s1 -0.001 Cc Cu 1.40 4.45 0.93 2.72 0.87 2.39

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0.072 0.038 0.0 37.5 47.8 14.8 PROJECT: Cimarron Water Treatment Facility PROJECT NUMBER: 03165393 SITE: State Highway 33 & State Highway 7 4 lrerracan CLIENT: Environmental Properties Management LLC Cimarron City, Oklahoma Kansas City, Missouri 4701 N Stiles Ave Oklahoma City, OK EXHIBIT: B-11

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A-6 (4)

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2.6 PROJECT

HYDROMETER 0.01 0.001 SILT OR CLAY LL PL Pl Cc Cu NP NP NP 1.11 3.32 NP NP NP 1.20 2.65 30 15 15 26 15 11

%Sand

%Silt %Fines %Clay 93.8 3.6 2.6 98.0 0.7 1.3 36.7 63.1 35.5 61.9 Cimarron Water Treatment Facility PROJECT NUMBER: 03165393 SITE: State Highway 33 & State Highway 7 4 lrerracon CLIENT: Environmental Properties Management LLC Cimarron City, Oklahoma Kansas City, Missouri 4701 N Stiles Ave Oklahoma City, OK EXHIBIT: B-12

lrerraca----

Laboratory Compaction Characteristics of Soil 1391 O West 96th Terrace Lenexa, Kansas 6621 5 913-492-7777 Client Name:

Project Name:

Location:

Source Material:

Environmental Properties Management LLC Cimarron Water Treatmen Facility State Highway 33 and State Highway 74 Cimarron City, Logan County, Oklahoma B-1 & B-7, Bulk, 1 to 5.0 feet Sample

Description:

Sandy Lean Clay, reddish brown Material Designation:

CL Sample date: 11/17/2016 Test Method:

ASTM D698 (Standard)

Test Procedure:

Method B Sample Preparation:

_D_ry

___ P_r_e.._p_ar_a_ti_o_n _________ _

Rammer:

X Mechanical Manual Project No.:

03165393 Date:

12/8/2016 TEST RESULTS Maximum Dry Unit Wt.:

Optimum Water Content:

113.5 pcf 13.6 Liquid Limit:

30 Plastic Limit:

15 Plasticity Index:

15 Natural Moisture, %:

% passing# 200 sieve: 63.1 Reviewed by:_D_C_V_S __________ _

Zero air voids for specific gravity of 2. 70 118 116 114 112

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- - - - Zero Air N \\Projects\\2016103165393\\PROJECT DOCUMENTS (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:

Project Name:

Location:

Source Material:

Environmental Properties Management LLC Cimarron Water Treatmen Facility State Highway 33 and State Highway 74 Cimarron City, Logan County, Oklahoma B-2 & B-4, Bulk, 1 to 5.0 feet Project No.:

03165393 Date:

12/8/2016 TEST RESULTS Maximum Dry Unit Wt.:

Optimum Water Content:

116.7 pcf 12.1 Sample

Description:

Sandy Lean Clay, reddish brown Material Designation:

Test Method:

Test Procedure:

Sample Preparation:

Rammer:

124 122 120 118

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26 Plastic Limit:

15 ASTM D698 (Standard)

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11 Method B Natural Moisture, %:

Dry Preparation

% passing# 200 sieve: 61.9 X Mechanical Manual Reviewed by:_D_C_V_S __________ _

Zero air voids for specific gravity of 2.70

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- - - - Zero Air N:\\Projects\\201 6\\03165393\\PROJECT DOCUMENTS (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:

03165393.0000 lrerracan Service Date:

Report Date:

12/12/16 Task:

Client Environmental Properties Management LLC A Subsidiary of Burns & McDonnell Eng. Company Kansas City, Missouri 64111 Project 13910 West 963th Terrace Lenexa, Kansas 66215 Ph. 913.492.7777; Fx 913.492.7443 Cimarron Water Treatment Facility State Highway 33 and State Highway 74 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 CBR Value at 0.100 inch CBR Value at 0.200 inch Surcharge Weight (lbs)

Soaking Condition Length of Soaking (hours)

Swell(%)

DENSITY DATA Dry Density Before Soaking (pct)

Compaction of Proctor (%)

MOISTURE DATA Before Compaction (%)

After Compaction (%)

Top l" After Soaking(%)

Average After Soaking (%)

Comments:

Test Methods: ASTM Dl883 Services:

Terracon Rep:

Reported To:

Contractor:

Report Distribution 3.8 3.3 Soaked 96 0.9 105.6 93.1 17.2 14.7 20.1 18.2 90 80 70

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Started:

Finished:

Reviewed by_D_C_V_S __________ _

Exhibit B-15

California Bearing Ratio of Laboratory-Compacted Soils Report Number:

03165393.0000 lrerracon Service Date:

Report Date:

12/12/16 Task:

Client Environmental Properties Management LLC A Subsidiary of Burns & McDonnell Eng. Company Kansas City, Missouri 64111 Project 13910 West 963th Terrace Lenexa, Kansas 66215 Ph. 913.492.7777; Fx 913.492.7443 Cimarron Water Treatment Facility State Highway 33 and State Highway 74 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 CBR Value at 0.100 inch CBR Value at 0.200 inch Surcharge Weight (lbs)

Soaking Condition Length of Soaking (hours)

Swell(%)

DENSITY DATA Dry Density Before Soaking (pct)

Compaction of Proctor (%)

MOISTURE DATA Before Compaction (%)

After Compaction (%)

Top l" After Soaking(%)

Average After Soaking (%)

Comments:

Test Methods: ASTM D 1883 Services:

Terracon Rep:

Reported To:

Contractor:

Report Distribution 2.6 2.5 10 Soaked 96 1.4 110.4 94.6 14.1 13.9 19.2 16.5 70 v-60

r-

F" 50

./

_..11,

/

Ir-

..r

./

~,

~..

/

,A '

t,.

/

~,.

/.,

/

u f

10 I

J I

I 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 Penetration (inch)

Started:

Finished:

Reviewed by DCVS Exhibit B-16

CHEMICAL LABORATORY TEST REPORT Project Number: 03165393 Service Date:

12/12/16 Report Date:

12/13/16 Task:

Client Project lrerracan 750 Pilot Road, Suite F Las Vegas, Nevada 89119 (702) 597-9393 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, A WW A 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, (m V)

+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.

25

u; 20 Q.

(/)

(j)

UJ a::

15 I-(j) a::

~

UJ I

10 (j) 5 0.0 0.1 0.2 0.3 HORZ. DEFORMATION, in 0.06 I

I I

I f

0.07 -

.£ z~ 0.08 -

0

.-=

<{

~

a: 0.09 -

0 LL w

0 0:: 0.10 -

LU >

0.11 -

0.12 I

I I

0.0 0.1 0.2 0.3 HORZ. DEFORMATION, in Project: CIMARRON TREATMENT FACILITY Location: Cimarron City, Logan County, Oklahoma Project No.: 03165393 Boring No.: B-1 & B-7 Sample Type: REMOLDED

==

Description:==

REDDISH BROWN SANDY LEAN CLAY CL Remarks: TEST PERFORMED AS PER ASTM D3080.

DIRECT SHEAR TEST by ASTM D3080 0.4 0

~

0.4 C = 0.867 psi IP= 30.4 tan IP= 0.59 5

10 Symbol Test No.

Sample No.

Shape Dimension, in Area, in2 Height, in

~ Water Content, %

c Dry Density, pcf Saturation. %

Void Ratio Consol. Height, in Consol. Void Ratio Water Content, %

ro Dry Density, pcf C:

ii:

Saturation, %

Void Ratio Normal Stress, psi Max. Shear Stress, psi Ult. Shear Stress, psi Time to Failure, min Disp. Rate, in/min Estimated Specific Gravity Liquid Limit Plastic Limit Plasticity Index 15 20 25 NORMAL STRESS, psi 10 PSI 15.0PSI BULK BULK Circular Circular 2.5 2.4992 4.9087 4.9056 0.98425 0.98465 13.74 13.74 107.7 107.7 64.83 64.90 0.5765 0.57595 0.91564 0.9008 0.4666 0.44175 19.44 18.84 119.2 119.9 124.56 122.99 0.42457 0.41673 9.9944 14.998 6.5464 10.045 6.5209 10.045 990.34 1716.7 0.00019528 0.00019528 2.72 2.72 lrerracon 30 35 40 A

20PSI BULK Circular 2.5 4.9087 0.. 98465 13.60 107.8 64.35 0.57473 0.91407 0.46186 18.90 121.4 128.79 0.39908 19.995 12.416 12.416 1334.3 0.00019528 2.72 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 S1). 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 A. Hard Rock

8. Rock

<: Very dense soil and soft rock D. Stiff Soil E. Soft clay soil F. Soils requiring site response analysis in accordance with Section 21.1

-"s Nor Nda Su

>5,000 ft/S N/A N/A 2,500 tn 5,000 ft/S N/A N/A 1,200 to 2,500 ft/s

>50

>2,000 psf 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf

<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 See Section 20.3.1 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 Site Class A

B C

D E

F Site aass A

B C

D E

F Table 11.4-1: Site Coefficient F.,

Mapped MCE R Spectral Response Acceleration Parameter at Short Period S5 S 0.25 55 = 0.50 S5 = 0.75 55 = 1.00 0.8 0.8 0.8 0.8 1.0 1..0 LO 1.0 1.2 1.2 1.1 1.0 1.6 1.4 1.2 1.1 2.5 1.7 1.2 0.9 See Section 11.4.7 of ASCE 7 Note: Use straight-line interpolation for intermediate values of Ss FOr Site Class = D and S5 = 0.223 g, Fa = 1.600 Table 11.4-2; Site Coefficient fv S5 =!!: 1.25 0.8 1.0 1.0 1.0 0.9 Mapped MCE R Spectral Response Acceleration Parameter at 1-s Period S1 :S 0.10 S1 = 0.20 S 1 = 0.30 51 = 0.40 S 1 ~ 0.50 0.8 0.8 0.8 0.8 0.8 1.0 1.0 1.0 1.0 1.0 1.7 1.6 1.5 1.4 1.3 2.4 2.0 1.8 1.6 1.5 3.5 3.2 2.8 2.4 2.4 See Section 11.4. 7 of ASCE. 7 Note: Use straight-line interpolation for intermediate values of 51 For Site Class = D and S 1 = 0.071 g, F v = 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):

Equellon (11... 4-4):

Sectron 11.4.5 -

Design Response Spectrum From Flpgre 22-1zt1l Sm = % SMS = % X 0.357 = 0.238 g So1 = % SM1 =%.le 0.171 = 0.114 g 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&laffludlF35.81211Cll'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 1 M P@rlod. t £.sed Exhibit B-*

~411)1/deel~

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 r41 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 Motion 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 S05 J or II III IV SDS < 0.167g A

A A

0.167g ~ S05 < 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 S01 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 55 } 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 A. Hard Rock B. Rock C. Very dense soil and soft rock D. Stiff Soil E. Soft clay soil F. Soils requiring site response analysis in accordance with Section 21.1 Vs Nor Nm s..

>5,000 ft/S N/A N/A 2,500 to 5,000 ft/S N/A N/A 1,200 to 2,500 ft/S

>SO

>2,000 psf 600 t.o 1,200 ft/S 15 to 50 1,000 to 2,000 psf

<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 See Section 20.3.1 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 Earthquake (~_C91)

Spectral Response Acceleration Parameters Site Class A

B C

D E

F Site Cass A

B C

D E

F Table 11.4-1: Site Coefficient F.

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

1.7 1.6 1.5 1.4 1.3 2.4 2.0 1.8 1.6 1.5 3.5 3.2 2.8 2.4 2.4 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):

lq1111tlon (11 *.--.):

Sectron 11.4.5 -

Design Response Spectrum Frorn.-... zz-12 Pl Sos=% SMs = % X 0.267 = D.178 g TL = 12 seconds Flgure 11.4-1: Dmlgn Response Spa:b"l.lm T < T _ - S

Sm. ( 0

.8 TI T01' it.s_ Si,_

=OH

Ts l

s. - s i I

~

i T>TL -. -

Tl/

J 8

~

di !

l 0.081

. t 1 1 UI T,*-O 091 Period. T sec)

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*pectrum 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 t4l 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 S01 = 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 Auger Split Spoon

~

Water Level After a (T)

Torvane Specified Period of Time I

rn

..J

_y_

Water Level After en (b/f)

Standard Penetration

(!)

w a Specified Period of Time I-en Test (blows per foot) z Shelby Tube Pressure Meter w

w

J

..J Water levels indicated on the soil boring I-(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 (More than 50% retained on No. 200 sieve.)

Density determined by Standard Penetration Resistance Includes gravels, sands and silts.

en Descriptive Term Standard Penetration or Ring Sampler

E N-Value a:::

(Density)

Blows/Ft.

w I-V~ry Loose 0-3 0-6

c I-Loose 4-9 7 - 18

(!)

z w Medium Dense 10 - 29 19 - 58 a:::

I-en Dense 30- 50 59-98 Very Dense

> 50

~ 99 RELATIVE PROPORTIONS OF SAND AND GRAVEL Descriptive Termts) of other constituents Trace With Modifier Percent of Dry Weight

<15 15 - 29

> 30 RELATIVE PROPORTIONS OF FINES Descriptive Termts) of other constituents Trace With Modifier Percent of Dry Weight

<5 5 - 12

> 12 CONSISTENCY OF FINE-GRAINED SOILS (50% or more passing the No. 200 sieve.)

Consistency determined by laboratory shear strength testing, field visual-manual procedures or standard penetration resistance Descriptive Term Unconfined Compressive Standard Penetration or Ring Sampler N-Value (Consistency)

Strength, Qu, psf Blows/Ft.

Blows/Ft.

Very Soft less than 500 0-1

<3 Soft 500 to 1,000 2-4 3-4 Medium-Stiff 1,000 to 2,000 4-8 5-9 Stiff 2,000 to 4,000 8 - 15 10 - 18 Very Stiff 4,000 to 8,000 15 - 30 19 - 42 Hard

> 8,000

> 30

> 42 GRAIN SIZE TERMINOLOGY Major Component Particle Size of Sample Boulders Cobbles Gravel Sand Silt or Clay Term Non-plastic Low Medium High Over 12 in. (300 mm) 12 in. to 3 in. (300mm to 75mm) 3 in. to #4 sieve (75mm to 4.75 mm)

4 to #200 sieve (4.75mm to 0.075mm Passing #200 sieve (0.075mm)

PLASTICITY DESCRIPTION Plasticity Index 0

1 - 10 11 - 30

> 30 lrerracan i::vhihi+ f' _1

UNIFIED SOIL CLASSIFICATION SYSTEM Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A Coarse Grained Soils:

More than 50% retained on No. 200 sieve Fine-Grained Soils:

50% or more passes the No. 200 sieve Highly organic soils:

Gravels:

I Clean Gravels:

More than 50% of 1 Less than 5% fines c coarse fraction retained ; Gravels with Fines:

on No. 4 sieve I More than 12% fines c Sands:

Clean Sands:

50% or more of coarse I Less than 5% fines 0

fraction passes No. 4

Sands with Fines:

, sieve More than 12% fines 0 Silts and Clays:

! Inorganic:

1 Liquid limit less than 50 I

Organic

I Inorganic:

Silts and Clays:

. L1qu1d limit 50 or more

! Organic:

Cu 2 4 and 1 ~ Cc ~ 3 E Cu < 4 and/or 1 > Cc > 3 E Fines classify as ML or MH Fines classify as CL or CH Cu 2 6 and 1 ~ Cc ~ 3 E Cu < 6 and/or 1 > Cc > 3 E Fines classify as ML or MH Fines classify as CL or CH Pl > 7 and plots on or above "A" line J Pl < 4 or plots below "A" line J Liquid limit - oven dried I Liquid limit - not dried i

Pl plots on or above "A" line Pl plots below "A" line Liquid limit - oven dried Liquid limit - not dried

< 0.75

< 0.75 Primarily organic matter, dark in color, and organic odor Soil Classification Group I Symbol I Group Name 8

i GW

Well-graded gravel F GP

Poorly graded gravel F GM I Silty gravel F,G,H GC I Clayey gravel F,G,H SW I

Well-graded sand SP f Poorly graded sand 1

SM i Silty sand G,H,i SC I Clayey sand G,H,i CL I Lean clay K,L,M ML

Silt K,L,M I

Organic clay K,L,M,N OL I Organic silt K,L,M,o I

CH i Fat clay K,L,M MH I Elastic Silt K.L.M OH 1 Organic clay K.L.M,P I Organic silt K.L.M.o 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.

1 If soil contains 2 15% gravel, add "with gravel" to group name.

8 If field sample contained cobbles or boulders, or both, add "with cobbles 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 gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly graded gravel with silt, GP-GC poorly graded gravel with clay.

K If soil contains 15 to 29% plus No. 200, add "with sand" or "with gravel,"

whichever is predominant.

0 Sands with 5 to 12% fines require dual symbols: SW-SM well-graded sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded sand with silt, SP-SC poorly graded sand with clay L If soil contains 2 30% plus No. 200 predominantly sand, add "sandy" to group name.

M If soil contains 2 30% plus No. 200, predominantly gravel, add "gravelly" to group name.

2 (030)

E Cu = Dsa/D10 Cc= ----

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

0 Pl < 4 or plots below "A" line.

010 X 0 so F If soil contains 2 15% sand, add "with sand" to group name.

P Pl plots on or above "A" line.

0 Pl plots below "A" line.

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 50 - Of coarse-grained soils ----- -- *-$-0 _ ____ _

,.. v,,"

Equation of "A" - line

,',)/ !

e:,

w Horizontal at Pl=4 to LL=25.5.

40 r-

then Pl=0.73 (Ll-20)

I 0~ --4--~ ~--~----.-----i o'

Q z f-5 i==

Cf)

3 (l_

Equation of "U" - line

~

Vertical at Ll=16 to PI=7, v

30 i*-

then Pl=0.9 (ll-8) 20 -, _

I MH or OH I

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

GENERAL NOTES Sedimentary Rock Classification DESCRIPTIVE ROCK CLASSIFICATION:

LIMESTONE DOLOMITE CHERT SHALE SANDSTONE CONGLOMERATE 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.

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

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

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

brittle, breaks into angular fragments. will scratch glass.

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.

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.

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 similar but composed of angular1 fractured rock particles cemented together.

PHYSICAL PROPERTIES:

DEGREE OF WEATHERING Slight Moderate High Slight decomposition of parent material on joints. May be color change.

Some decomposition and color change throughout.

Rock highly decomposed, may be ex-tremely broken.

HARDNESS AND DEGREE OF CEMENTATION limestone and Dolomite:

Hard Difficult to scratch with knife.

Moderately Hard Soft Can be scratched easily with knife, cannot be scratched with fingernail.

Can be scratched with fingernail.

Shale, Siltstone and Claystone Hard Can be scratched easily with knife, cannot be scratched with fingernail.

Moderately Hard Soft Can be scratched with fingernail.

Can be easily dented but not molded with fingers.

Sandstone and Conglomerate Well Capable of scratching a knife blade.

Cemented Cemented Poorly Cemented Can be scratched with knife.

Can be broken apart easity with fingers.

BEDDING AND JOINT CHARACTERISTICS Bed Thickness Very Thick Thick Medium Thin Very Thin Laminated Bedding Plane Joint Seam Joint Spacing Very Wide Wide Moderately Close Close Very Close Dimensions

>10; 3'

10' 1'.

31 2

1'

.411.

2"

.1" ~

.4" A plane dividing sedimentary rocks of the same or different lithotogy.

Fracture in rock, generally more or less vertical or transverse to bedding, along which no appreciable move-ment has occurred.

Generally applies to bedding plane with an unspecified degree of weathering.

SOLUTION ANO VOID CONDITIONS Solid Vuggy (Pitted)

Porous Cavernous Contains no voids.

Rock having smau solution pits or cavfties up to 1/2 inch diameter>> fre-quently with a mineral lining.

Containing numerous voids, pores, or other openings, which may or may not interconnect.

Containing cavities or caverns, some~

times quite large.

... __________ llerracon _____..

Form l 10-6,85 Exhibit C-3

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