ADDENDUM NO. 3 _____________________________________________________________________________________

DATE: January 25, 2021

BID NO. 2838

CLOVIS EAST HIGH SCHOOL CTE FARM AND FOOD PRODUCT FACILITY CLOVIS UNIFIED SCHOOL DISTRICT
CLOVIS, CALIFORNIA

FILE NO. 10-H3 APPL. NO. 02-118543

G.A. PROJECT NO. 1739

NOTICE TO ALL CONTRACTORS SUBMITTING BIDS FOR THIS WORK AND TO ALL PLAN HOLDERS:
You are hereby notified of the following changes, clarifications or modifications to the original Contract Documents, Project Manual, Drawings, Specifications and subsequent Addenda. This Addendum shall supersede the original Contact Documents, and previous Addenda wherein it contradicts the same and shall take precedence over anything to the contrary therein. All other conditions remain unchanged.

INDEX OF ADDENDA TRANSMITTED HEREWITH Addendum Item AD3-A01 thru AD3-A06

AD3-A01:	ARCHITECTURAL DRAWINGS:

1.	ACOUSTICAL CEILING TILE CLARIFICATION Refer to Interior Finish Schedule, Sheet A7.1

Floral Lab Room #1: Provide and install ARMSTRONG “Fine Fissured #746 12”x12”x5/8” Ceiling Tiles” in lieu of the Type “V” indicated on the Interior Finish Schedule. Ceiling tiles shall be adhesively applied to the gypsum board per Specification Section 09-510, Part 2.03.

2.	STAINLESS STEEL DUCT SHROUD
Refer to Sheet A4.2 Interior Elevations, Room 2

a.	At Room 2 Product Development, North Elevation, provide and install a stainless steel shroud around the Pro Smoker Duct, See attached Detail AD-2 for additional information.
b.	 At Room 2 Demonstration Station Unit, North Elevation, provide and install a stainless steel shroud around the Range Hood Duct, See attached Detail AD-3 for additional information.

3.	GEOTECHNICAL INVESTIGATION AND GEOHAZARDS STUDY REPORT

The Geotechnical Investigation and Geohazards Study Report is provided herein in Electronic PDF format only; or it can be requested through our office in Electronic PDF format as well.

4.	ACCESSIBLE CHAIN LINK GATE HARDWARE CLARIFICATION Refer to Sheet A1.4 Site Details, Detail 10- Accessible C.L. Gate

Use the following Panic Bar Exit Device and lock cylinders: 1-Von Duprin exit device CD-AX99L 626
1-Schlage cylinder 20-057 626 1-Schlage cylinder 20-061 626

5.	METAL LOCKERS
Refer to Sheet A3.1, Exterior Elevations, Partial East and Spec. Section 10-501

Revise metal locker depth from 24” to 18”.

6.     VAPOR BARRIER AT SLAB CLARIFICATION Refer to Sheet A5.1, Sections, Section ‘A’ and ‘C;

The sand base occurs at all 7” thick paving areas.
The sand base and moisture barrier only occurs at the enclosed building areas.

AD3-A02:	SPECIFICATIONS:

1.	MODULAR CABINETWORK:
Refer to Spec. Section 06-412, Part 1.04, C.

Insert the following as Acceptable Manufactures or Suppliers:
•	Freemont Millwork Co., Klamath Falls, OR, (541) 884-5554 •	Pyramid Systems Inc., Hanford, CA, (559) 582-9345
•	Westmark Products Inc., Tacoma, WA, (253) 531-3470 •	Architectural Wood Design, Fresno, CA, (559) 292-9104

2.     METAL DOORS AND FRAMES CLARIFICATION: Refer to Spec. Section 08-100, Part 2.04, B, Item 9

Project has no Sound Doors; Delete Item 9.

3.	METAL PANEL AND VAPOR BARRIER:
Refer to Specification Section 07-410 METAL PANELS, Part 2.0, H.

Clarification: Subject vapor barrier shall apply over wall and roofing plywood sheeting where metal panel components are shown.

2

4.	PAINTING:
Refer to Specification Section 09-900, Part 3.05, D.

Add third coat of finish to cement plaster paint type EP-2.

5.	FOOD SERVICE EQUIPMENT:
Refer to Specification Section 11-40-00, Part 1.01 & 1.02.

A. Replace ‘Kitchen Contractor’ reference with ‘Food Service Equipment Contractor’.
B. Replace ‘Construction Manager’ reference with ‘General Contractor’. C. Add the following to Part 1.02, C, 1:

Mandatory Coordination and Shop Drawings:
a.	Prepare or have prepared high level detailed Shop Drawings in plan view and elevations, with cross sections as necessary, indicating the proposed installation plan for all Food Service Equipment including utility connections for the project. These Shop Drawings shall be provided to each Subcontractor for coordination. Any adjustments due to lack of coordination shall be at no additional cost to the District.

b.	Whereas the Design Drawings show only the general arrangement of equipment, Contractor shall be responsible for the fitting of materials and equipment to other parts of the structure.

c.	Resolve differences or disputes between subcontractors concerning coordination, interference, or extent of work between sections. The Contractor’s decisions, if consistent with the Contract Documents, shall be final. The Architect and their Consultants are not required to coordinate work between subcontractors.

d.	Shop Drawings shall be submitted to the District’s Representative for review and approval prior to commencement of fabrication or installation.

AD2-A03:

AD2-A04:

AD2-A05:

AD2-A06:

STRUCTURAL ITEMS:
Incorporate into the project attached Brooks Ransom Associates Memorandum dated 1/21/2021 and corresponding (4) sheets.

PLUMBING / MECHANICAL ITEMS:
Incorporate into the project attached Lawrence Engineering Group Memorandum dated 1/19/2021 and corresponding (4) sheets.

ELECTRICAL ITEMS:
Incorporate into the project attached Hardin-Davidson Engineering Memorandum dated 1/22/2021 and corresponding (2) sheets.

FIRE SPRINKLER ITEMS:
Incorporate into the project attached Lawrence Engineering Group Memorandum dated 1/22/2021.

END OF ADDENDUM

3

Depth = 12"

12/31/2021

	
Width = 30"

#10 S.S. Pan Head Screw
@ 6" o.c. and 3" max from edge, typ.

1" x 1" x 16ga. continuous cleat @ top & bot., typ.

#10 S.S. Pan Head Screw
@ 6" o.c. and 3" max from edge, typ.

	

			

Draft Inducer

Pro Smoker Duct

				

				

					

						

18ga. Stainless Steel Duct Shroud

Shroud Dimensions:

Pro Smoker Duct Shroud = 30"wide x 12" deep x 24" +/- high

STAINLESS STEEL DUCT SHROUD AT PRO-SMOKER SCALE: 3" = 1'-0"

EET TITLE:

CTE: FARM AND FOOD PRODUCT FACILITY CLOVIS EAST HIGH SCHOOL
CLOVIS UNIFIED SCHOOL DISTRICT
	PROJECT NO: 1739
	
			DATE: 1/21/2021

			SH S.S. DUCT SHROUD AT
	PRO-SMOKER	
	
GONZALEZ ARCHITECTS 7545 N. DEL MAR AVENUE, SUITE 203       TEL: 559-497-1542      ARCHITECTURE PLANNING
FRESNO CALIFORNIA 93711	FAX: 559-497-1549      JUAN M. GONZALEZ, A.I.A.
		
	AD-2

GSPublisherVersion 259.77.81.78

12/31/2021

	

					

					

					

												
8" Exhaust Duct

											

						

								

				

	

	Width = 36"	

4 x 4 Wood Post w/ (2) Simpson A34 framing clips to blocking top and bottom, typ. Provide I-Joist blocking and 4x6 blocking per
Details 4/XS1.4 & 2/S4.5

Depth = 12"
Secure S.S. Shroud panels to each other w/ #10 S.S. Pan Head Screws @ 6" o.c.
5/8" type 'X' Gyp. Bd.	and 3" max from edge, typ.

18ga. Stainless Steel Duct Shroud Adhesively applied to 5/8" Gyp. Bd.

Shroud Dimensions:

Demonstration Hood Duct Shroud = 36"wide x 12" deep x 10'-8" +/- high. Shape top of shroud to fit ceiling contour and notch for structural beam.

STAINLESS STEEL DUCT SHROUD AT DEMONSTRATION HOOD SCALE: 3" = 1'-0"

EET TITLE:

CTE: FARM AND FOOD PRODUCT FACILITY CLOVIS EAST HIGH SCHOOL
CLOVIS UNIFIED SCHOOL DISTRICT
	PROJECT NO: 1739
	
			DATE: 1/21/2021

			SH S.S. DUCT SHROUD AT
     DEMONSTRATION HOOD	
	
GONZALEZ ARCHITECTS 7545 N. DEL MAR AVENUE, SUITE 203       TEL: 559-497-1542      ARCHITECTURE PLANNING
FRESNO CALIFORNIA 93711	FAX: 559-497-1549      JUAN M. GONZALEZ, A.I.A.
		
	AD-3

GSPublisherVersion 259.77.81.78

January 21, 2021	Project No 20269

Juan Gonzales Gonzales Architects

Subject:	CTE: Farm and Food Product Facility - Clovis East H.S.

X/S1.4:

1.) Revised detail 4 to reflect Base Plate Schedule information.

X/S1.5:

1.) Revised detail 6 to reflect corner condition.

S3.1:

1.) Revised and clarified ledger information.

S4.3:

1.) Revised wall to reflect parapet condition and revised detail.

S4.4:

1.) Revised and clarified elevation to reflect the pipes thru sill plate.

Respectfully Submitted,

Art Lopez Principal

						

12/31/2021

								

							

						

								

						

						

						

12/31/2021

								

							

							

						

						

								

	

12/31/2021

			

		

	

	

	

12/31/2021

			

		

	

	

	

12/31/2021

			

		

	

	

January 19, 2021

Mr. Jason Knod	20075 Gonzalez Architects
7545 N. Del Mar Avenue, Suite 203 Fresno, CA 93711

Subject:	CTE: Farm and Food Product Facility Clovis East High School
Addendum #3
Gonzalez Project No. 1739

Dear Mr. Knod:

Please issue the following items for Addendum #3:

PLUMBING:

1. Refer to drawing sheet P2:

A. Replace sheet P2 with the herein attached Sheet P2-AD3.
1. Sinks S-4 and S-5 on this sheet revised to only cold water. Hot water roughed in but not connected.
2. Revised 3/4" cold and hot water sizes at sinks to 1/2".

2. Refer to drawing sheet P3:

A. Replace sheet P3 with the herein attached Sheet P3-AD3.
1. Sinks S-1 on this sheet revised to only cold water. Hot water roughed in but not connected.
2. Revised 3/4" cold and hot water sizes at sinks to 1/2".
3. Revised trap primer location from east wall (south end) to the west wall above 3-compartment sink. Revised routing of associated underground trap primer water lines and minor adjustments to plumbing in the area.

3. Refer to drawing sheet P1:

A. In the note about the PG&E meter replacement, delete the text “CONTRACTOR TO ARRANGE FOR AND PAY ALL COSTS”, and add the text “ALL COSTS ASSOCIATED WITH PG&E METER UPGRADE SHALL BE PAID DIRECTLY BY OWNER. CONTRACTOR SHALL RECONNECT GAS HEADER TO NEW METER ON HOUSE SIDE.”

Ryan W. Carlson, P.E. | Michael D. Cantelmi, P.E.

7084 North Maple Avenue - Suite 101 | Fresno, California 93720 | 559.431.0101 | LEGFresno.com

MECHANICAL:

1. Refer to drawing sheet M3:

A. Replace sheet M3 with the herein attached Sheet M3-AD3. 1.	Grille Schedule added.
2. Refer to drawing sheet M4:

A. Replace sheet M4 with the herein attached Sheet M4-AD3.
1. Revised detail C/M4 structural attachment to 6/S3.1.

SPECIFICATIONS:

1. Refer to Section 23 00 00, paragraph 1.4 “Coordination of Work”:

A. Add new paragraph ‘B’ as follows:
B. Mandatory Coordination and Shop Drawings:
1. Prepare or have prepared high level detailed Shop Drawings in plan view, with cross-sections as necessary, indicating the proposed installation plan for all HVAC, mechanical, fire sprinkler, and plumbing installations for the project. These Drawings should depict actual elevations and linear dimensions, as well as all routing changes, transitions, major offsets, deck and structural attachments deemed necessary to accomplish the installation. Individual Shop Drawings may be prepared for each trade working within the designated space or area; however, the coordination of the consolidated installation shall remain the responsibility of the Contractor. These Shop Drawings shall be provided to each Subcontractor having Work in each area for coordination. Any fittings, offsets or other changes due to coordination shall be at no additional cost to District.
2. Whereas the Drawings are diagrammatic, showing only the general arrangement of the systems, Contractor shall have responsibility for the fitting of materials and equipment to other parts of the equipment and structure, and to make adjustments as necessary or required to resolve space problems, preserve service room, and avoid architectural and structural elements and the Work of other trades. Contractor may be required to identify certain areas to relocate installations within the spaces depicted on the Drawings, e.g., ductwork and/or piping may be shifted within the space shown to accommodate other systems. Such functional relocations shall not be deemed a change to the requirements of the Contract. In the event a major re-routing of a system appears necessary, Contractor shall prepare and submit for approval, Shop Drawings of the proposed rearrangement.
3. Because of the diagrammatic nature and small scale of the Drawings, all necessary offsets, adjustments, and transitions required for the complete installation are not shown. Contractor shall carefully investigate the conditions affecting all the Work and shall arrange such Work accordingly, furnishing such fittings, equipment, valves, accessories, etc., as may be required to meet such conditions, at no additional cost to the District.
4. Resolve differences or disputes between subcontractors and materials suppliers concerning coordination, interference, or extent of work between sections. The Contractor's decisions, if consistent with the Contract Documents, shall be final. The Architect and their Consultants are not required to coordinate work between sections and will not do so. Any changes required that affect the design intent shall be presented to and approved by the Architect and Engineer of Record.
5. The coordinated Shop Drawings must be signed off by HVAC, Plumbing, Fire Sprinkler, Electrical, Framing, Ceiling Installation, and Data and Low Voltage Subcontractors.

Page 2 of 3

6. The signed off Shop Drawings shall be submitted to the District's Representative for review and approval prior to commencement of installation.
7. Provide reviewed Shop Drawings to each Subcontractor having Work in each area.

Sincerely,
LAWRENCE ENGINEERING GROUP

Paul Xiong Mechanical Engineer

Page 3 of 3

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\\SERVER\Company\Gonzalez Architects\Educational\Clovis Unified\1739 Clovis East HS CTE\2.Working Dwgs Phase\WD_CTE Clovis East.pln
SCALE: 1/4"=1'-0"
L-1
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4
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4"COTG	4"COTG
2"VTR
4"
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2"VTR
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2

		4"COTG

		

WALL LEGEND

STUD WALL

1 HOUR FIRE BARRIER WALL

STEEL COLUMN

1	2	3	4	5

A

GSB-1, GREASE SAMPLE BOX. REFER TO DETAIL D/P5.

GI-1, GREASE INTERCEPTOR. REFER TO DETAIL C/P5.

SI-1, SOLIDS INTERCEPTOR. REFER TO DETAIL B/P5.
FOR CONTINUATION OF PIPING REFER TO
PLUMBING SHEET P1.
4"COTG 4"

4"	4"
3"	3"	4"		2 1/2"CW FOR EACH FAUCET AT THIS SINK, S-5.
4"COTG	 ROUGH IN 1/2"HW WITH STOP VALVE AND CAP AT SINK LOCATION. ONLY CONNECT CW TO EACH SINK
BRANCH 3/4"CW TO TRAP	FAUCET. DISCHARGE 2" INDIRECT WASTE TO FLOOR PRIMER. EXTEND 1/2"CW                                                                                                          1	SINK WITH AIR GAP AND FLOW CONTROL ASSEMBLY, TO FLOOR DRAINS/SINKS.                                                                                                                                                                                          EACH SINK COMPARTMENT, TYP.
HB-1
TP-1	3"
B		1/2"CW, 1/2"HW, 2"W AND 1-1/2"VR. 3"VTR	TO LAVATORY w/2"WCO.
1/2"CW, 2"W WITH WCO, AND 1-1/2"VR FOR	2"	2"VTR	4
SINK, S-1. ROUGH IN 1/2"HW WITH STOP	1 /2"	3/4"COND. DN. IN WALL, CONNECT VALVE AND CAP AT SINK LOCATION. ONLY                                                                                                                                                                                                                                                                           4                                                                                                                                                                                  TO TAILPIECE AT LAVATORY. CONNECT CW TO SINK FAUCET. REFER                                                                                                                                                                                                                                                                                                                                                                                          2                            2"                                 4"FCO
TO C/P4 FOR ISLAND VENT DETAIL.	S-1	"
2"	SA-1
3	2"	2"	1 "
DF-1	112"	WC-1

1"	2"
1"HW UP AND DN. AND	3 " 3/4"CW DN. BELOW GRADE.                                                                                                                                                           2"
2	1/2"CW, 2"W WITH WCO, AND 1-1/2"VR TO AND	34"	FLORAL LAB
FROM THIS SINK, S-4. ROUGH IN 1/2"HW WITH	S-4	" STOP VALVE AND CAP AT SINK LOCATION. ONLY                                                                                3"
CONNECT CW TO SINK FAUCET.
3"	DRY STOR. FD-1	2"	FD-1	2"                                                                                    4"                                                                      Epoxy Floor
C	1"	 MATCHLINE - P2

			

JUAN M. GONZALEZ
No. C-12865
RENEWAL DATE 12/31/20211

MARK	DATE	DESCRIPTION

2
	
1/19/2021
	
ADDENDUM #3

					
		CTE: FARM AND FOOD PRODUCT FACILITY CLOVIS EAST HIGH SCHOOL
CLOVIS UNIFIED SCHOOL DISTRICT
	GONZALE	ARCHITECTS 7545 N. DEL MAR AVENUE, SUITE 203       TEL: 559-497-1542	ARCHITECTURE PLANNING
FRESNO CALIFORNIA 93711	FAX: 559-497-1549	JUAN M. GONZALEZ, A.I.A.

W
		
1"	MATCHLINE - P3 MATCHLINE - P2

MATCHLINE - P3

2"W, 1-1/2"VR., 1/2"CW TRAP PRIMER TO AND FROM FLOOR DRAIN, TYP.

NORTH     ENLARGED PLUMBING PLAN                            REFER TO ARCH. AND STRUCT'L PLANS FOR ADDITIONAL INFO.                                                                                                   E N G I N E E R I N G G R O U P 7084 N. Maple Ave., Suite 101                                         Fresno, CA 93720
(559) 431-0101	FAX (559) 431-1362
				
	PROJECT NO: 1739
	
		DATE: 5/12/2020

		SHEET TITLE:

ENLARGED PLUMBING PLAN

P2-AD3

T.S.
T.S.
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FAX: 559-497-1549
ARCHITECTS
TEL: 559-497-1542	ARCHITECTURE PLANNING
\\SERVER\Company\Gonzalez Architects\Educational\Clovis Unified\1739 Clovis East HS CTE\2.Working Dwgs Phase\WD_CTE Clovis East.pln
2"FCO
1
/
2
1
3
2"
/
2
3

C

1
MATCHLINE - P2	1"		1 /2"	3" 1"

MATCHLINE - P3

3"FCO

1
1 /2"

1
1 /2"

FS-3	W/H

Epoxy Floor

WH-1

 MATCHLINE - P2

MATCHLINE - P3

WH-1, MV-1, TET-1, AND CP-1. REFER TO DETAIL H/P4.

2"GAS DN. TO WATER HEATER, 399 MBH.

JUAN M. GONZALEZ

No. C-12865

RENEWAL DATE

12/31/20211

3"

T.S.
2	1/2"CW, 2"W WITH WCO, AND 1-1/2"VR FOR SINK S-1. ROUGH IN 1/2"HW WITH STOP VALVE AND CAP AT SINK LOCATION. ONLY CONNECT CW TO
SINK FAUCET. REFER TO C/P4 FOR ISLAND	S-1 VENT DETAIL. TYP.

1" 1"HW UP AND DN. AND
1"CW DN. BELOW GRADE TO SINKS S-1.

1" 1"GAS DN. AND CONNECT

TO NUT ROASTER WITH PLUG VALVE, TYP. 60MBH.

D

FOR PIPING PENETRATION THRU FIRE RATED WALL, REFER TO DETAILS B/P5.1 AND C/P5.1, TYP.

/
114"	2"

G
CW, HW, AND G PIPING LOCATED IN I-JOIST SPACE. REFER TO STRUCTURAL DETAIL 9/X/S1.8 FOR
OPENINGS IN I-JOISTS. TYP.	2"

3"

S-1	S-1	S-1

S
T.S.
S
S
1
1 /2"

T.S.
T.S.
2-1/2"VTR      	2"

2"	2"

FS-3
34" 1"
1"CW DN.,TO WF-2

FOR EQUIP.

1/2"CW TRAP CONN., 2"W, 1-1/2"VR AND 2"WCO TO AND FROM FS-3.

SB-1

1-1/2"VTR

3"FCO	1"

/
112"

G
/
1" 112"

G
/
112"

G
G
G
G
1"
PREFAB WALK-IN COOLER 11x17

1"COND. DN. IN WALL. ELBOW OUT AND TURN DOWN WITH 1" AIR GAP TO FLOOR SINK.

CONNECT CONDENSATE DRAIN PIPING TO H/C UNIT ON ROOF WITH TRAP. REFER TO DETAIL F/P4, TYP.

3/4"CW UP THRU ROOF TO HB-2 @+12" ABV. FIN. ROOF.

GAS UP THRU ROOF AND CONNECT TO H/C UNIT WITH DIRT LEG AND PLUG VALVE. REFER TO DETAIL D/P4, TYP.

MARK	DATE	DESCRIPTION

JUAN M. GONZALEZ, A.I.A.
2	1/19/2021     ADDENDUM #3

2
BRANCH 3/4"CW IN WALL TO TRAP PRIMER TP-1 . EXTEND 1/2"CW BELOW GRADE TO FLOOR DRAIN/SINKS. OFFSET CW DROPS IN WALL AND DISTRIBUTE DROPS EVENLY ACROSS 3 STUD BAYS.

1-1/2"G DOWN IN WALL TO BELOW FLOOR. REFER TO DETAIL A/P5.1 FOR GAS PIPE IN SLEEVE BELOW FLOOR. SLEEVE SHALL RISE UP AS NEEDED TO AN ACCESSIBLE HEIGHT. PROVIDE ACCESS PANEL AT SLEEVE ENDS. TYP.

WMB-1

3/4"CW, 3/4"HW, 2"W, AND 2"VR FOR WASHING MACHINE BOX.

2"W, 2"VR., 1/2"CW TRAP PRIMER TO AND FROM FLOOR DRAIN, TYP.

S-5
1/2"CW, 1/2"HW, 2"W, 1-1/2"VR WITH 2"WCO TO AND FROM HAND SINK S-3, TYP. REFER TO ISLAND VENT
E	DETAIL C/P4 WHEN APPLICABLE. 	FS-1

1"CW & 1-1/2"HW DOWN IN WALL, OFFSET PIPING BELOW WINDOW TO SINK. PROVIDE DECK MOUNTED FIXED
4
AIR GAP DEVICE & DIRECTIONAL	3 " WASTE CONNECTION FLOOR SINK
4
FOR DISHWASHER. PROVIDE 1/2" HW	"

S.O.V. BELOW SINK AND EXTEND HW PIPING TO DISHWASHER.

1-1/2"GAS DN. AND CONNECT TO OVEN AND 6 RANGE BURNER WITH PLUG VALVE, TYP. 210MBH.

S.O.V. IN YARD BOX. REFER	HB-1 TO DETAIL A/P4.

/
4"G RISE UP OUTSIDE OF	212" BUILDING. OFFSET INTO

BUILDING WALL AT +12" ABOVE FINISHED GRADE.

BUILDING GAS S.O.V. AND	4" GAS S.O.V. SIGN. REFER
F	TO DETAIL G/P4.

4" GAS TO AUTOMATIC GAS S.O.V. FOR FIRE SUPPRESSION SYSTEM.

REFER TO SHEETS P5.2 THRU P5.4 FOR SEISMIC DETAILS, TYP.

2"VTR	2"

G
1"	2	2"	2"VTR

PRODUCT DEVELOP. LAB
Epoxy Floor	WF-1

G
1-1/2"G UP FROM BEL. FLR. 3"FCO	3"	REFER TO DETAIL A/P5.1.

1
/
1
"
2"
GW	GW	GW	GW 2                                                                                                                    FD-1

S
S-2

S
G
/
FD-1	FS-2	S-3	112" S-3                                                                                                      S

S
1/2" B.F.F.
FD-1

3"

1
4
/
GW	GW	GW 1"	1" 3"FCO	3 "                                                  12                                                                                          1 /2"

G
G BFF	G BFF	G BFF

1/2" B.F.F.

11 "
2"	2"	2"	1 /2"
G
G
4
"	1/2" B.F.F.	3"FCO	1 "
/
/
/
212"	212"	112"

3"                                                     GW                                     GW                                     GW                                     GW                                     GW G                                     G                                     G                                     G                                     G                                     G
G
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/
2
1
4"	FS3"	S	3"	3"	FS-2	S	G 2" 2 / "	2"	G	112"	FS-2	S

S-2	2"G DN.	S-2	2-1/2"VTR.	2"G DN.	S-2

G
G
1
/2	S-3

GW
C
2"	1"

G
G
FS-3	1" 3"
GW

GW
1"

2"
FD-1

G
2"VTR

GW
GW

G
HB-1

G
1
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FS-1	2"

S
S
GW
G
G
G
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112"

2"VTR 4"

3"	2"	2"
G
GW	M.S.	G     3"	G
3"
MS-1

GAS AND CONDENSATE PIPING LOCATED IN BETWEEN RAFTER SPACE. REFER TO STRUCTURAL DETAIL 11/X/S1.7 FOR HOLES THRU 2x12 WOOD JOISTS. TYP.

3/4" CW DN. IN WALL. ELBOW OUT TO S.O.V. AND CONNECT TO WF-1 FILTRATION UNIT MOUNTED ON WALL ABOVE ICE MAKER. ALLOW 3" MIN. CLEARANCE BELOW FILTER. PROVIDE ESCUTCHEON AND UNION AT WALL PENETRATIONS, TYP.
 EXTEND 1/2"CW FROM WATER FILTER, PROVIDE S.O.V. AND BFP ON DOWNSTREAM SIDE OF FILTER SHUT-OFF VALVE. CONNECT TO ICE MAKER. PIPE DRAIN LINE FROM BFP TO FLOOR SINK W/ 1" AIR GAP.

HR-1, CONNECT 1"CW TO HOSE REEL WITH SOV. REFER TO DETAIL E/P5 FOR MOUNTING.

S-4, 2-COMPARTMENT SINK.
1/2"CW AND 1/2"HW DN TO	2

2-COMPARTMENT SINK. DISCHARGE 2" INDIRECT WASTE TO FLOOR SINK WITH AIR GAP AND FLOW CONTROL ASSEMBLY, EACH SINK COMPARTMENT, TYP.

4"COTG

3"W., 1-1/2"VR. TO AND FROM FLOOR SINK, FS-2 WITH 1/2"TRAP PRIMER CONNECTION, TYP.

1/2"CW, 1/2"HW, DN. TO S-2.	2 DISCHARGE 2" INDIRECT
WASTE TO FLOOR SINK WITH AIR GAP, TYP.

GONZALE
FRESNO CALIFORNIA 93711
7545 N. DEL MAR AVENUE, SUITE 203
CTE: FARM AND FOOD PRODUCT FACILITY
CLOVIS EAST HIGH SCHOOL
CLOVIS UNIFIED SCHOOL DISTRICT
PROJECT NO: 1739

DATE: 5/12/2020

WALL LEGEND

STUD WALL

1 HOUR FIRE BARRIER WALL

STEEL COLUMN

SHEET TITLE:

ENLARGED PLUMBING PLAN

NORTH     ENLARGED PLUMBING PLAN 	REFER TO ARCH. AND STRUCT'L PLANS FOR ADDITIONAL INFO. SCALE: 1/4"=1'-0"

E N G I N E E R I N G G R O U P

7084 N. Maple Ave., Suite 101	Fresno, CA 93720

(559) 431-0101	FAX (559) 431-1362

P3-AD3

FAX: 559-497-1549
ARCHITECTS
GONZALE
FRESNO CALIFORNIA 93711
7545 N. DEL MAR AVENUE, SUITE 203
TEL: 559-497-1542	ARCHITECTURE PLANNING
JUAN M. GONZALEZ, A.I.A.
1	1
CTE: FARM AND FOOD PRODUCT FACILITY
CLOVIS EAST HIGH SCHOOL
CLOVIS UNIFIED SCHOOL DISTRICT
\\SERVER\Company\Gonzalez Architects\Educational\Clovis Unified\1739 Clovis East HS CTE\2.Working Dwgs Phase\WD_CTE Clovis East.pln
8
STEEL FILLER PANEL
THRU
KH	KH
CONTROL
1	7

						

										
							CONTRO PANEL

ICROSWITC

				

DOOR

DOOR

M

		

DOOR

		
	CS
		
	VFD
	VFD

				
	V

MS

		

	CS

T

	
INDOOR UNIT (IDU)

TROL WIRING (TYP.)

MS

EMS

									CS

			CS

OUTDOOR UNIT (ODU)

	

HOOD

THD. ROD (TYP.)

SWAY BRACE (TYP.)

FOR CONN. OF ROD AND SWAY BRACE TO STRUC. SEE STRUCTURAL DETAIL 11/X/S1.8, TYP.

TOP OF THERMOSTAT, SWITCH, OUTLET, CONTROL

24" MAX.

TOP OF THERMOSTAT, SWITCH, OUTLET, CONTROL

PLAN VIEW

SWAY RESTRAINT, REFER TO STRUCT. DETAIL I/X/S1.8.

	

FLY FAN

			

DOOR

48" MAX.
3/8"Ø x 2-1/2" MIN. EMBEDMENT LAG SCREW INTO 4x BLOCKING IN WALL, (TYP. OF 4). REFER TO ARCH. DETAIL 6/A6.1 FOR WOOD BLOCKING.

* REFER TO DETAIL	FINISH FLOOR H/M3 FOR CONTROL
DIAGRAM.

MOUNTING HEIGHT

34" MAX.
46" MAX.
FINISH FLOOR

OVER OBSTRUCTION

3/8"Øx3"LAG SCREW THRU WALL TO BLOCKING (TYP. OF 2)

TYPE II HOOD MOUNTING DETAIL

SCALE: NONE

1/2"Ø THD. ROD, REFER TO STRUCT. DETAIL 11/X/S1.8 FOR MOUNTING.

SOFFIT AT +7'-0" AFF.

12"x12" EXHAUST DUCT COLLAR.

KH     WT. = 150 LBS.

A M3

JUAN M. GONZALEZ

No. C-12865

RENEWAL DATE 12/31/2021

MARK	DATE	DESCRIPTION

3	1/19/2021     ADDENDUM #3

FLY FAN MOUNTING

SCALE: NONE

G                  THERMOSTAT MOUNTING                                                                 D M3                 SCALE: NONE                                                                                                                                                                                                          M3

FLY FAN

115V/1Ø

L
MOUNT PANEL INDOORS ABOVE CEILING.

H (TYP.)

FLY FAN

CURRENT SENSOR

(TYP.)	EMS

VAR. FREQ. DRIVE (TYP.)

HOOD TEMP.	EMS SENSOR

E	T

NOTES:
1.      EMS SHALL ENABLE SYSTEM.
2.     HOOD SYS. CONTROLLER SHALL START/STOP SYSTEM WHEN ENABLED BY EMS.
3.     VFD'S ARE FOR AIR BAL. ONLY.

EA

EXH. FAN #1-6

HOOD HOOD SYS.
CONTROLLER

EMS

EMS

T

CS

EMS	VFD

SS

BY KITCHEN EQUIP. SUPPLIER

FAN ON/OFF

EMS      CLG HTG

EMS

OSA

TEMP. SENSOR (TYP.)

HC

3

INTERLOCK CON

REFRIG. PIPING

E

SPLIT SYSTEM DIAGRAM

SCALE: NONE

IDU POWER WIRING

	 WALL MTD. T'STAT/CONTROLLER

T		 WALL MTD. TEMP. SENSOR

EMS

CURRENT SENSOR (TYP.)

B M3

115V/1Ø

MOUNT PANEL INDOORS ABOVE
PANEL	CEILING.

KITCHEN HOOD SYSTEM DIAGRAM

SCALE: DIAGRAMMATIC

E MC143	M3

EXPOSED STAINLESS STEEL EXHAUST DUCT UP THRU ROOF TO EX. FAN.

MICROSWITCH

CURRENT SENSOR AT POWER EXHAUST.

EMS	CS

TO FIRE ALARM FOR PANEL

POWER EXHAUST

3" MIN. IF COMBUSTIBLE CONSTRUCTION. MOUNT FLUSH IF NON-COMBUSTIBLE.

FILTERS

SEE STRUCTURAL DETAIL 6/S3.1 FOR ATTACHMENT AND BRACING TO STRUCTURE.

16 GA. STAINLESS STEEL FILLER PANEL SIDES & EXPOSED ENDS.

INCANDESCENT LIGHT.

FLY FAN CONTROL DIAGRAM

SCALE: NONE

CURRENT SENSOR	RA AT UNIT FAN.

OSA

H M3

UNIT START/STOP

FACTORY
TO OUTSIDE	PRESSURE SENSOR

TO SPACE

PACKAGE HC UNIT

EMS

S/S

EMS PANEL

S.A.

SUPPLY AIR TEMP. EMS SENSOR

EMS (FAN ON/OFF)

EMS (COOLING)

EMS (1ST STG. HEATING)

WALL MTD. TEMP. SENSOR

T	EMS

EMS

BYPASS BUTTON

16 GA. STAINLESS		SEAL OPENING AROUND 7'-0"	DUCT WITH METAL PANEL
ALL AROUND.

REMOVABLE GREASE
TROUGH.	1	7

1" 4 PCF MINERAL WOOL REINFORCED

W/ WIRE MESH BACKING WITH 16 GA. Z CLIP SPACERS AT 16" O.C. AND 22 GA. SS COVER.

PROVIDE ON HOOD KH THRU KH      ON

SIDES FACING COMBUSTIBLE CONSTRUCTION. TYPE I HOOD MOUNTING DETAIL	3	C SCALE: NONE                                                                                                                                                                          M3

PROJECT NO: 1739

DATE: 5/12/2020

PACKAGE HC UNIT DIAGRAM SCALE: NONE

F MC090	M3

E N G I N E E R I N G G R O U P

7084 N. Maple Ave., Suite 101	Fresno, CA 93720

(559) 431-0101	FAX (559) 431-1362

SHEET TITLE: MECHANICAL
DETAILS

M3-AD3

1	1
\\SERVER\Company\Gonzalez Architects\Educational\Clovis Unified\1739 Clovis East HS CTE\2.Working Dwgs Phase\WD_CTE Clovis East.pln
1	2
1	7
1	6
CHANNEL.
NOTE:
LAYERS AT 2 HOUR
W/ HEAT ACTIVATED RELEASE.
ZONE F/S D SHUT OFF
SEE PLAN FOR SIZE.
SHEET METAL DUCT
L 2"x2"x3/16"
ROOF DECKING.
SLEEPER.)

GRILLE SCHEDULE
	
MARK
	DUTY
	DESCRIPTION

A
	
WALL SUPPLY
	
TITUS MODEL 1707 REGISTER WITH REMOVABLE CORE, 5 DEGREE UPWARD DEFLECTION AND NO. 26 WHITE FINISH.

B
	
WALL RETURN
	TITUS MODEL 350RL STEEL RETURN GRILLE WITH 35° DEFLECTION BLADES AT 3/4" SPACING AND NO. 26 WHITE FINISH.

C
	
COMBINATION LOUVER
	RUSKIN ELBD 813 COMBINATION STATIONARY LOUVER W/ BACKDRAFT DAMPER. EXTRUDED ALUMINUM CONSTRUCTION. REMOVABLE 1/2" MESH SCREEN ON INSIDE FACE. PRIME COAT FOR PAINTING.

EXHAUST FAN SCHEDULE

DESIGNATION
	EF THRU     EF
	EF 8
	EF 9
	
CFM
	860
	525
	100
	
ESP (IN WC)
	1.5
	1.0
	.8
	
HP/WATTS
	0.75/-
	0.33/-
	- / 37
	
VOLTS/PHASE
	115/1
	115/1
	115/1
	
RPM
	1725
	1725
	880
	
TIP SPEED/SONES
	.
	.
	.
	
DRIVE
	DIRECT
	DIRECT
	DIRECT
	
MOUNTING
	ROOF
	ROOF
	ROOF

MANUFACTURER
	ACCUREX
	ACCUREX
	GREENHECK
	
TYPE
	UPBLAST
	UPBLAST
	CEILING
	
MODEL NUMBER
	XRUD-099-VG
	XRUD-099-VG
	SP-A390-VG
	
CONTROL
	SEE GEN. NOTES
	WALL SWITCH
	-
	
SERVICE
	SEE PLANS
	EF-8
	SEE PLANS
	
OPER. WT. (LBS)
	200
	200
	40
	
ACCESSORIES
	1 2 3
	2 3
	4

INDOOR UNIT SCHEDULE

DESIGNATION
	IDU 1
	
BLOWER
	CFM
	705
	
	ESP (IN WC)
	-
	
	MIN OSA
	-
	
	HP/AMPS
	0.04 / 0.67
	
	VOLTS/PHASE
	208-230 / 1Ø
	
	RPM
	-
	
	DRIVE
	DIRECT

COOLING
	SENSIBLE (MBH)
	18.3
	
	TOTAL (MBH)
	23.6
	
	EADB/EAWB ( F)o
	80 / 67
	
	REFRIGERANT
	R410A

HEATING
	CAPACITY (MBH)
	15.8

			
			
FILTERS
	QUANTITY/SIZE
	FACTORY
	
	TYPE
	WASHABLE

			
MANUFACTURER
	MITSUBISHI
	
TYPE
	HIGH WALL
	
MODEL NUMBER
	PKS-AZ4KA7
	
SERVICE
	SEE PLANS
	
OPER WT (LBS)
	100
	
ACCESSORIES
	1     2     3     4

KITCHEN HOOD SCHEDULE

DESIGNATION
	KH THRU KH
	KH 7
	KH 8
	
DIMENSIONS
	48"Lx48"Wx24"H
	60"Lx48"Wx24"H
	36"Lx36"Wx24"H
	
HOOD MATERIAL
	430 SS
	430 SS
	300 SS
	
EXHAUST
	CFM
	860
	860
	525
	
	DUCT CONN. NO./SIZE
	8"x10"
	8"x10"
	12"x18"
	
	FILTER QUANTITY
	3
	3
	1
	
	FILTER SIZE
	16"x20"
	16"x20"
	.
	
	TYPE
	X-TRACTOR
	X-TRACTOR
	MESH
	
	PRESSURE DROP (IN WC)
	0.528
	0.528
	0.077
	
MANUFACTURER
	ACCUREX
	ACCUREX
	ACCUREX
	
TYPE
	TYPE I
	TYPE I
	TYPE II
	
MODEL NUMBER
	XXDW-48-S
	XXDW-48-S
	XD1-36-S
	
SERVICE
	SEE PLANS
	SEE PLANS
	SEE PLANS
	
OPER. WT. (LB.)
	200
	200
	120
	
ACCESSORIES
	1 2 3 4
	3 4
	.

OUTDOOR UNIT SCHEDULE

DESIGNATION
	ODU 1
	
NAMEPLATE AMPS
	19
	
VOLTS/PHASE
	208-230 / 1Ø
	
SEER/COP AT ARI
	21.2
	
COOLING CAP (MBH)
	23.6
	
HEATING CAP (MBH)
	15.8
	
AMBIENT (°F)
	105
	
REFRIGERANT
	R-410A

MANUFACTURER
	MITSUBISHI
	
TYPE
	HEAT PUMP
	
MODEL NUMBER
	PUZ-A24NHA7
	
SERVICE
	SEE PLANS
	
OPER WT (LBS)
	300
	
ACCESSORIES
	1 2

FLY FAN SCHEDULE

DESIGNATION
	FF 1
	FF 2
	
CFM
	2899
	5803
	
HP/WATTS
	3/4 / -
	3 / -
	
VOLTS/PHASE
	120 / 1
	120 / 1
	
DRIVE
	DIRECT
	DIRECT
	
MOUNTING
	WALL
	WALL

MANUFACTURER
	POWERED AIR
	POWERED AIR
	
TYPE
	CENTRIFUGAL
	CENTRIFUGAL
	
MODEL NUMBER
	BCT-1-36
	BCT-2-72
	
CONTROL
	1
	1
	
SERVICE
	RM #2
	RM #2
	
OPER. WT. (LBS)
	100 LBS
	190 LBS
	
ACCESSORIES
	2 4
	2 4

PACKAGE AIR CONDITIONING UNIT SCHEDULE

DESIGNATION
	HC     THRU HC
	HC 3
	
NAMEPLATE AMPS
	-
	-
	
MCA
	20
	42.0
	
MAX FUSE SIZE
	25.0
	50.0
	
VOLTS/PHASE
	460 / 3
	460 / 3
	
EER/SEER AT ARI
	12.6 / 15.0
	13.0 / 17.2
	
BLOWER
	CFM
	3000
	3545
	
	DUCT SP (IN WC)
	0.81
	0.80
	
	MIN. OSA (CFM)
	625
	3545
	
	HP/SPEED
	2.75/-
	5.0 / -
	
	DRIVE
	DIRECT
	DIRECT

COOLING
	SENSIBLE (MBH)
	68.11
	186
	
	TOTAL (MBH)
	80.98
	194
	
	EADB/EAWB ( oF)
	80 / 64
	105/ 72
	
	AMBIENT ( oF)
	105
	105
	
	REFRIGERANT
	R-410
	R-410

HEATING
	INPUT (MBH)
	120.0
	350
	
	OUTPUT (MBH)
	96.0
	280
	
	FUEL
	NATURAL GAS
	NATURAL GAS

FILTERS
	QUANTITY/SIZE
	4 / 20"x25"x2"
	12 / 20"x20"x2"
	
	TYPE
	MERV 13
	MERV 13
	
	PD (IN WC)

MANUFACTURER
	TRANE
	TRANE
	
TYPE
	GAS / ELECTRIC
	GAS / ELECTRIC
	
MODEL NUMBER
	YHC092F
	YHD210
	
SERVICE
	SEE PLANS
	SEE PLANS
	
OPER. WT. (LBS)
	2,300
	3,000
	
ACCESSORIES
	1      2      3      5
	2      3	4

3

1 FACTORY MAGNETIC DOOR SWITCH, ONE PER DOOR. 2 OPTIONAL 1/2" CLEANABLE FILTER.
3 TWO MOTORS 3/4 HP; 8.0 AMPS EACH.
4 FOR UNIT CONTROL, REFER TO H/M3.	1 EF-1 THRU EF-6 TO OPERATE IN UNISON.
2 PROVIDE ELECTRICAL DISCONNECT, FACTORY EXHAUST FAN CURB.
RELAY (SEE DIV. 16/28).	3 PROVIDE ON / OFF WALL SWITCH, REFER TO DETAIL D/M3.
4 INTERLOCK WITH LIGHTS WITH TIME DELAY SWITCH, 15 MIN. ADJUSTABLE.

FIRE ALARM
1 OR 2 HOUR RATED WALL.	LINE BLOCKING W/ ONE PIECE ROLLFORMED	SHEETROCK. (USE 2) STEEL FRAMED 4"x5/8"	RATED WALL)
5/16"x3/4" MTG.	BREAKAWAY S-CLIP SLOTS.

SHEET METAL SLEEVE
THRU WALL NOT TO RUSKIN MODEL FSD	EXCEED 24" OVERALL 36 FIRE/SMOKE
DAMPER. CAL SFM#
3235-0245:0124	DUCT ACCESS DOOR.	1 MODULATING POWERED EXHAUST, 1HP, 460V/3PH, 3.5 MCA, 6.3 MOCP, SHEET METAL DUCT.                                                                                                                                                                                                                                                                                                                                                                               AND ECONOMIZER. PROVIDED DEDICATED ELECTRICAL DISCONNECT. SEE PLAN FOR SIZE.                                                                                                                                                                                                                                                                                                                                                                           2 DUCT OR COIL MOUNTED AIR IONIZATION GENERATING DEVICE
2 POSITION ELECTRIC ACTUATOR	3 BACnet CARD, INTEGRATE WITH CAMPUS EMS.
3" MIN. EA. SIDE.	L FRAME WELDED, BOLTED OR SCREWED TO	4 INTERLOCK OPERATION WITH EF-1 THRU EF-6, REFER TO DETAIL E/M3. FIRE/SMOKE DAMPER SPECIFICATION:	ALL 4 SIDES OF SLEEVE. L FRAME SHALL	5 REFER TO DETAIL F/M3, FOR CONTROL
ALL FIRE/SMOKE DAMPERS SHALL BE STATE FIRE	BE DESIGNED TO LAP WALL NOT LESS THAN MARSHAL APPROVED & INSTALLED STRICTLY	1". ROUGH OPENING IN MASONRY WALLS & PER MANUFACTURERS PRINTED INSTRUCTIONS.	NET OPENING IN FRAME WALLS SHALL EXCEED MANUFACTURERS INSTALLATION INSTRUCTIONS	NET O.D. OF DAMPER ASSEMBLY. DO NOT SHALL BE MADE AVAILABLE TO THE INSPECTING	FASTEN SIDES OR TOP OF L TO WALL OR AUTHORITIES.	PARTITION.
FIRE/SMOKE DAMPER AT WALL DETAIL	A SCALE: NONE	FIRE/SMOKE DAMPER DETAIL FOR REFERENCE ONLY.            MF037            M4

4-1/2"x4-1/2"x3/8" PLATE W/ 5/8"Øx5" EMBED. LAG SCREW SET IN MASTIC. PROVIDE 7/16" LEAD HOLE FOR THE THD. PORTION AND A 5/8" LEAD HOLE FOR THE UNTHD. SHANK. (1 PER LEG)

24 GA. GALV. S.M. CAP.	 5/8"Ø BOLT THRU BLKG. (SINGLE DUCT SUPPORT -2)
6x6 RWD SLEEPER.	MIN. PER SLEEPER. TWO DUCT CANT STRIP.	SUPPORT - 3) MIN. PER
ROOFING FELT.		1 WALL MOUNTED CONTROLLER. 6x6 BLKG. AT SLEEPER W/	2 CONDENSATE LIFT PUMP. SIMPSON U66 AT EA END W/ 10d	3 POWERED FROM ODU-1.

			

JUAN M. GONZALEZ
No. C-12865
RENEWAL DATE 12/31/2021

MARK	DATE	DESCRIPTION

3
	
1/19/2021
	
ADDENDUM #3

					
		CTE: FARM AND FOOD PRODUCT FACILITY CLOVIS EAST HIGH SCHOOL
CLOVIS UNIFIED SCHOOL DISTRICT
	GONZALE	ARCHITECTS 7545 N. DEL MAR AVENUE, SUITE 203       TEL: 559-497-1542	ARCHITECTURE PLANNING
FRESNO CALIFORNIA 93711	FAX: 559-497-1549	JUAN M. GONZALEZ, A.I.A.
	
NAILS.
		
4 REFER TO DETAIL C/M2 FOR MOUNTING.
(E) ROOF JOISTS	1 REMOTE MOUNTED FACTORY FIRE SUPPRESSION ANSUL R102 CABINET, REFER TO SHEET M1 FOR LOCATIONS.
2 ONE REMOTE MOUNTED FACTORY CONTROL CABINET AND INTERFACE
FOR EF-1 THRU EF-6, REFER TO SHEET M1 FOR LOCATIONS. FACTORY NOTES:	CONTROLLER TO ENABLE EF-1 THRU EF-6 TOGETHER.
1. INSTALL SLEEPERS TO ALLOW ROOF DRAINAGE.	3 INTERGRAL FIRE SUPPRESSION ANSUL R102, CONTROL AND INTERFACE. 2. SHAPE SLEEPERS TO FIT ROOF SLOPE.	4 PROVIDE INSTALL MANUFACTURE APPROVED LIGHT BULB.
3. PATCH ROOF 12" ALL AROUND.
4. SUPPORT DUCTS AT 6' O.C. MAX.	SECURE SUPPORTS TO DUCT W/#8 S.M. SCREWS
(MIN. 3 PER L) SEAL WATERTIGHT W/ G.E. SILICONE SEALANT.

SEE SECTION A ABOVE.
GALV. STEEL L	4'-0" MAX. SUPPORT W/ ALL
JOINTS WELDED W/ 1/8" WELDS.

DUCT ON ROOF DETAIL	B
SCALE: NONE	MD082	M4	1 REFER TO DETAIL B/M2 FOR MOUNTING.
2 REFER TO DETAIL B/M3, FOR EMS INTEGRATION.
E N G I N E E R I N G G R O U P
7084 N. Maple Ave., Suite 101                                     Fresno, CA 93720 (559) 431-0101                                                            FAX (559) 431-1362

PROJECT NO: 1739
	
		DATE: 5/12/2020

		SHEET TITLE:
MECHANICAL SCHEDULES AND DETAILS

M4-AD3

HARDIN-DAVIDSON ENGINEERING 356 Pollasky Ave. • Suite 200 • Clovis, CA 93612 559.323.4995 tel • 559.323.4928 fax

Date: January 22, 2021

To:	Gonzalez Architects
7545 N. Del Mar Ave., Suite 203 Fresno, CA 93711

Re:	CTE: FARM AND FOOD PRODUCT FACILITY Clovis East High School
Clovis Unified School District

Addendum 3

Please issue the following items as part of the addendum:

Refer to sheet E1.03

1.	Revised Panel Grounding Detail 2.

Refer to sheet E5.02

1.	Relocated the Trap Primer TP-1 from east side to west side at Product Develop. Lab.

Refer to specification section 283100

1. The existing Ag Farm fire alarm system is a Gamewell-FCI E3 series system as shown in the drawings.
2. A Gamewell-FCI factory-trained and authorized technician is required in lieu of Notifier.

Sincerely,

C. Scott Davidson, P.E.

Hardin-Davidson Engineering	Page 1 of 1

R
R
LOCATION: Z:\Clients\Gonzalez Architects\20062 - Clovis East HS CTE Building\CAD Files\20062 - Electrical_addendums.dwg
PLOTTED: 1/22/2021 12:07:29 PM
3/0
SPECIFICATIONS.
XFMR. 'TLL'
ROOF MOUNTED
5
125/3
250/3
#2
4
150/3
D
1
WHERE AVAILABLE
ROD(S)
MARY G.E
CONDUCTOR SIZED PER
G
INSULATED NEUTRAL
N
NEUTRAL
120V
480V
TRANSFORMER
A	B	C
2
3
8
8
8

GROUND BUS

NEUTRAL BUS (DO NOT INSTALL
BONDING JUMPER)

FULL SIZE GROUND ELECTRODE CONDU PER TABLE 250.66
		
BUILDING SERVIC PANELBOARD
	
E

							
	
ING CTOR
			
		FULL SIZE SUPPLY SIDE BOND WIRE TO SUB-PANELS

			FULL SIZE      
BOND WIRE

1	EXISTING MAIN SWITCHBOARD "MS"
277/480V 3Ø 4W, 42kAIC, NEMA 3R, PAD MOUNTED

2000A CU BUS M

(E)800/3	(E)100/3	(E)225/3	(E)150/3	(E)150/3	(E)150/3	250/3 (E)2000/3
2	GFP,	FEEDERS ADJ TRP                                                                                                                                                                                                                                                                                                                                 480V
3	A	B	C      G

A

EQUIPMENT GROUNDING CONDUCTOR FROM DIST. BD. SIZED PER 250.122
(E)	(E)	(E)	(E)	(E)	(E)
DIST.	PANEL	PANEL	PANEL	PANEL	PANEL	PANEL	DRY TYPE PANEL                  "HA"                    "HB"                     "HC"                     "HF"                     "HG"                                       "HL"
"DPH"	GROUNDING ELECTRODE CONDUCTOR. SIZED PER 250.66
B	5	BUILDING SERVICE PANEL GEC (FULL SIZE BOND)
KEY NOTES	FEEDERS	 7     480/208/120V	X0 3Ø 4W 75kVA, CU,                                                                                                                                   208Y/
1.      EXISTING 4"C. UTILITY PRIMARY	A.     3"C. 4#250kCMIL, 1#2G.	80°C RISE, NEMA 3R,

2.      EXISTNG UTILITY TRANSFORMER	B.     1-1/4"C. 3#2, 1#6G.	C	#2 3.      EXISTING (7) 5"C. UTILITY SECONDARY	C.     3"C. 4#250kCMIL, 1#2G.
4.      ADD NEW CIRCUIT BREAKER AND	D.     2"C. 4#1/0, 1#6G.	275/3 MOUNTING HARDWARE.                                                                                                                                                                                                             PANEL
5.      COPPER GROUNDING ELECTRODE PER	"LLA"	STRUCTURAL METAL CEC 250. GROUNDING ELECTRODE
CONDUCTOR SIZE NOTED. GROUND PER	DISTRIBUTION BOARD
DETAIL 2/E1.03 AND DIVISION 26	MAIN BONDING JUMPER SIZED PER CEC 250.28
6.      COPPER GROUNDING ELECTRODE PER
CEC 250. GROUNDING ELECTRODE	TERMINAL CONDUCTOR SIZE NOTED. GROUND PER
DETAIL 3/E1.03 AND DIVISION 26	EQUIPMENT GROUNDING SPECIFICATIONS.                                                                                                                                                                                                                           PANEL	CEC 250.122
7.      ROOF MOUNTED TRANSFORMER.	"LLB"
INSTALL VARMINT SCREENS AND	A GROUNDING ARRANGEMENT FOR A WEATHER SHIELDS. REFER TO                                                                                                                                                                                                                                                                                                                              SEPARATELY DERIVED SYSTEM WHERE THE STRUCTURAL FOR MOUNTING.                                                                                                                                                                                                                                                                                                                                  GROUNDING ELECTRODE CONDUCTOR
CONNECTION IS MADE AT THE TRANSFORMER. 8.      MOUNT PANEL PER DETAIL 1/E1.04.

POWER SINGLE LINE DIAGRAM	XFMR GROUNDING DETAIL NO SCALE	NO SCALE

TO XFMR             TO BUILDING          TO GROUND                  UFER              TO UNDERGROUND GEC                         STEEL                                               (PRIGROUND .C.) STEEL WATER PIPE

GROUNDING PER CEC 250

FILE NO.: 10-H3 APPL. NO.: 02-118543

		

JUAN M. GONZALEZ
No. C-12865
RENEWAL DATE 112/31/2021

MARK	DATE	DESCRIPTION

					

ITY
	GONZALEZ ARCHITECTS 7545 N. DEL MAR AVENUE, SUITE 203	TEL: 559-497-1542	ARCHITECTURE PLANNING
FRESNO CALIFORNIA 93711	FAX: 559-497-1549	JUAN M. GONZALEZ, A.I.A.

CTE: FARM AND FOOD PRODUCT FACILI CLOVIS EAST HIGH SCHOOL
CLOVIS UNIFIED SCHOOL DISTRICT

PANEL GROUNDING DETAIL NO SCALE

Hardin-Davidson E17850	Engineering
356 Pollasky Ave. Suite 200
Clovis, CA 93612 559.323.4995 tel 559.323.4928 fax

PROJECT NO: 1739
	
		DATE: 9/2/2020

		SHEET TITLE:
ELECTRICAL DIAGRAMS
AND DETAILS

E1.03

 
 
A
D
4
4
2
+45"
6
EVAP COIL
5
1/3
1
48
LLA-42,
6,48
LLA-34,
8,40
LLA-26,
0,32
LLA-10,
4,16
LL
4,6,8
LLA-18,
2,24
34
18
32	16
2	2	2
2
40	24	8
31
43
45
29
33,35
PNL 'LLB'
OUTDOOR
2
1
4
#10
#10
#10
LLA-
37/39/41
LLA-47
TO
PNL 'HL'
16
18
20
9
6
11
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LLB-31, 33/35
(2 NEUTRALS)
20
21
22
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23	23
23
 24
26
COOLER
35	35
27	2
27
28
28
R
R
LOCATION: Z:\Clients\Gonzalez Architects\20062 - Clovis East HS CTE Building\CAD Files\20062 - Electrical_addendums.dwg
PLOTTED: 1/22/2021 12:07:32 PM
50LBS).
CORD REEL MOUNTING DETAIL
1
FRAMING MEMBER
& FLAT WASHER.
(2) 3/8"Ø BOLTS W/ HEX
NUT, LOCK, & FLAT
WASHER PER SIDE
(4 TOTAL).
POWER REEL & CORD
ASSEMBLY
POWER CORD

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KEY NOTES 1.      1"C. TO IDF.
2x12 STRUCTURAL .	1	2	3	4	5	2.      INSTALL COUNTER OUTLETS AT +45" AFF.
3.      INSTALL OUTLETS ALONG THIS WALL AT +45" AFF. 2x4 BLOCKING W/
(4) 8D NAILS EACH.	4.      COORDINATE DEVICE LOCATIONS IN ISLAND WITH ARCHITECT.

L3x3x1/4 NS/FS W/ (2) 3/8"Ø	5.      (2) 1"C. TO PANEL "HL", (2) 1"C. TO PANEL "LLA", (2) 1"C. TO PANEL "LLB". BOLTS W/ HEX NUT, LOCK,                                                                                                                                                                                                                                                                                                                                                                                                                                                                                    LLB-38	6.      (2) 1"C. TO PANEL "HL" AND (2) 1"C. TO PANEL "LLB".

7.      3/4" THICK x 8 FT. HIGH FIRE RESISTANT PLYWOOD ELECTRONICS BACKBOARD, PAINTED WITH FIRE RESISTANT PAINT. SECURE PLYWOOD TO (2) WOOD WALL STUDS WITH #10 x 3" COUNTERSUNK WOOD SCREWS AT 8" CENTERS, WITH MIN. (4) SCREWS AT 6" CENTERS AT EACH STUD, WITH MIN. 2 1/2" EMBEDMENT INTO WALL STUDS. PROVIDE 12" COPPER GROUND BUS ON INSULATORS AT +72" AFF AND RUN #6 GREEN CU BOND TO GEC.

8.      IDF CABINET PER SPECS MOUNTED ABOVE SHELVING.

9.      MOUNT OUTLET INSIDE IDF CABINET NEAR BOTTOM. POWER CORD	FARM MARKET	10. MOUNT OUTLETS AT BACKBOARD AT +24" AND +72".
11. HOOD CONTROL CABINET WITH HOOD CONTROLS AND EXHAUST FAN CONTROLS. VERIFY LOCATION. CONNECT ALL ELECTRICAL PORTIONS, INCLUDING OUTLETS, LIGHTS, EXHAUST FAN, MAKE-UP AIR, TEMPERATURE SENSOR, AND CONTROLS. REFER TO MANUFACTURER DRAWINGS.
WEIGHT = 50LBS	8	6	LLB-2,4,6,8	12. CONNECT TO HOOD LIGHTS AND SWITCHES PER MANUFACTURER DRAWINGS.
ROLLER GUIDE	B	13. CONNECT TO HOOD TEMPERATURE SENSOR PER MANUFACTURER DRAWINGS.
24	12	14	16	18     20	14. 18/2 TSP TO HOOD CONTROL PANEL PER MANUFACTURER DRAWINGS. BALL STOPPER                                                                                                                                                                                                                                                                 24,26     3D       22                                                                                                                                                                                                                                                                                     QUANTITY OF CABLES NOTED ON PLANS.
10	23	STAFF	15. HOOD ON/OFF WALL SWITCH. VERIFY LOCATION WITH MECHANICAL. MAKE CONNECTIONS TO EXHAUST FAN PER MECHANICAL.
LLB-22,24,26
1	16. MAKE CONNECTIONS TO COLD BOX LIGHTS AND HEAT CABLE. INSTALL AND
LLB-10,12,14		20	PNL 'LLA'	IDU	CONNECT LIGHTS AND SWITCHES PROVIDED BY MANUFACTURER. FLORAL LAB                                                            20 ODU-1                    1                                                                                                                                                  17. CONNECT TO SELF-REGULATING HEAT CABLE.
LLB-16,18,20	LLB-29	25	18. 3/4"C. 2#12, 1#12G. TO CONDENSING UNIT.
C	28	DRY STOR.	19. FAN CONTROL PANEL. CONNECT TO HOOD CONTROLLER WITH CAT5e CABLE.
1	WH-1	3	20. LOCATE J-BOX FOR PLUMBING DEVICE PER PLUMBING PLANS.
CP-1
21. WEATHERPROOF J-BOX FOR CORD REEL CONNECTION. CONDUCTIX 1400 SERIES
WITH PIVOT BASE AND 50 FEET CORD RATED FOR 20A (MAX OPERATING WEIGHT OUTLETS AS NOTED	50 LBS).
 LLB-9,11,13,15		22. WEATHERPROOF J-BOX FOR CORD REEL CONNECTION. CONDUCTIX 1900 SERIES LLB-1,3,5,7                          LLB-43                     17                                                                                                                                                        WITH PIVOT BASE AND 50 FEET CORD RATED FOR 30A (MAX OPERATING WEIGHT

2	25	2	23. 1/2"C. TO +12" UP THE DOOR FRAME FOR DOOR SWITCHES. VERIFY LOCATION 15	13                  11         9        9          7 19 5 17     12      3         1                           LLA-29,31,                                                                                                                                                                                    AND REQUIREMENT WITH INTRUSION COMPANY. HOMERUN TO BACKBORAD.
PREFAB	24. J-BOX AT +48" FOR KEYPAD. VERIFY LOCATION AND REQUIREMENT WITH NO SCALE	LLB-27	15	25	33	WALK-IN                                                                                                                      INTRUSION COMPANY. 1/2"C. TO BACKBOARD.
#10	29	25. J-BOX AT +108" FOR AUDIO DETECTOR. VERIFY LOCATION AND REQUIREMENT
23	15	18	4	14	WITH INTRUSION COMPANY. 1/2"C. TO BACKBOARD.
LLA-27 LLA-23/25                                                        #10                             LLA-11/13                 23                                                          23                                                                                                                            26. J-BOX AT +60" FOR TEMP. PROBE MONITOR. VERIFY LOCATION AND #10                     LLA-19/21                                                                    LLB-25       #10                                                                                                                                                                                                                 REQUIREMENT WITH INTRUSION COMPANY. 1/2"C. TO BACKBOARD.
LLA-1/3,5	LLA-15/17	LLA-7/9	27. POWER AND DATA OUTLET FOR WALL MOUNTED TV MONITOR. VERIFY
+36"	PRODUCT DEVELOP. LAB	1	7		5	5#10, 1#10G.	LOCATION AND HEIGHT PRIOR TO ROUGH-IN. +36"                       LLA-43,45                                                                                                                                                               28. HOMERUN TO ELECTRONIC BACKBOARD.
LLB-17,19, 21,23
E	21,23      3D      19	17	3 4	+36"	#10	#10
TP-1	HL-13/15/17	5
20	+36"	11	12 19 14 13	12	12	(6) 14	+36"	8
NOTES:	12	12
13       13	13       13	13       13	PROCESSING 1.      EQUIPMENT ID NOTED AS X . REFER TO	5                     5                             5                     5                             5                     5
ARCHITECTURAL SHEET A7.2 FOR DETAIL.
46	36	30	20	14	4
2.      COORDINATE ALL EQUIPMENT LOCATIONS
WITH ARCHITECTURAL DRAWINGS.	44		38	28	22	12	6	LLB-38 42                                                 26                                                10
F

FILE NO.: 10-H3 APPL. NO.: 02-118543

		

JUAN M. GONZALEZ
No. C-12865
RENEWAL DATE 112/31/2021

MARK	DATE	DESCRIPTION

					

ITY
	GONZALEZ ARCHITECTS 7545 N. DEL MAR AVENUE, SUITE 203	TEL: 559-497-1542	ARCHITECTURE PLANNING
FRESNO CALIFORNIA 93711	FAX: 559-497-1549	JUAN M. GONZALEZ, A.I.A.

CTE: FARM AND FOOD PRODUCT FACILI CLOVIS EAST HIGH SCHOOL
CLOVIS UNIFIED SCHOOL DISTRICT

44,4

36,3

28,3

20,2

12,1

A-2,

NORTH        POWER AND LOW VOLTAGE PLAN SCALE: 1/8" = 1'-0"

NORTH        ELEC. EQT. PLAN SCALE: 1/4" = 1'-0"

Hardin-Davidson E17850	Engineering
356 Pollasky Ave. Suite 200
Clovis, CA 93612 559.323.4995 tel 559.323.4928 fax

PROJECT NO: 1739
	
		DATE: 9/2/2020

		SHEET TITLE:
POWER AND LOW
VOLTAGE PLAN

E5.02

January 22, 2021

Jason Knod	20075 Gonzalez Architects
7545 North Del Mar Avenue Suite 203
Fresno, CA 93711

Subject:	Clovis East High School CTE Farm and Food Product Facility Fire Sprinkler Addendum No. 3 Items
G.A. Project No. 1739

Dear Mr. Knod,

Please include the following items in your next published Addendum:

FIRE PROTECTION:

1. Refer to drawing sheet F3.01, detail A.
a. Add note to detail: “Contractor to weatherproof around pipe at exterior wall penetration with non-rigid insulation and sealant. Sprinkler contractor shall furnish metal chrome escutcheon at wall penetration.”

2. Refer to drawing sheet F3.01, detail B.
a. Revise note #2, replace “a secure location” to “the janitor closet”.

3. Refer to drawing sheet F3.01, detail D.
a. Add installation note to detail: “Fire sprinkler system air vent connection to plumbing vent shall be minimum 15’-0” A.F.F.”

Sincerely,

Balt Burns
Fire Protection Designer Lawrence Engineering Group

Ryan W. Carlson, P.E. | Michael D. Cantelmi, P.E.

7084 North Maple Avenue - Suite 101 | Fresno, California 93720 | 559.431.0101 | LEGFresno.com

August 12, 2020	Project No. 20G-0328-0

Mr. Nick Mele
Clovis Unified School District 1470 Herndon Avenue Clovis, California 93611

Subject: Final Geotechnical Investigation and Geohazards Study Report Clovis East High School CTE Farm and Food Product Facility 2940 Leonard Avenue
Clovis, California 93619

Dear Mr. Mele:

In accordance with your request, we have performed a geohazards study for the subject project. This work was performed in accordance with Section 1803A.6 of the 2019 California Building Code (CBC). The results of our geohazards study are presented in the accompanying report, which includes a description of site conditions and potential geologic hazards, conclusions, and recommendations.

We appreciate this opportunity to be of service to you. If you have any questions regarding this report, please do not hesitate to contact us at your convenience.

Respectfully submitted, RMA GeoScience, Inc.

Megan J. Stewart, GIT Staff Geologist

Josue A. Montes, PE|GE Principal Geotechnical Engineer GE 2904

Mark A. Swiatek, PG|CEG President
EG 1781

Distribution: Addressee (1 Original and a pdf copy to NickMele@clovisusd.k12.ca.us)
Mr. Juan Gonzalez, Gonzalez Architects (3 Originals and pdf to juang@gonzalez-architecture.com)

3897 N. Ann Avenue, Fresno, CA 93727 | T: 559.708.8865 | www.rmacompanies.com

GEOTECHNICAL CONSULTANTS

FINAL GEOTECHNICAL INVESTIGATION AND GEOHAZARDS STUDY REPORT Clovis East High School CTE Farm and Food Product Facility 2940 Leonard Avenue Clovis, California 93619

for

Clovis Unified School District 1470 Herndon Avenue Clovis, California 93611

August 12, 2020

Project No. 20G-0328-0

GEOTECHNICAL CONSULTANTS

TABLE OF CONTENTS

PAGE 1.00	INTRODUCTION	1

1.01	Purpose	1 1.02	Scope of the Investigation	1 1.03	Site Location and Description	1 1.04	Planned Improvements	3 1.05	Investigation Methods	3

2.00	FINDINGS	3

2.01	Geologic Setting	3 2.02	Earth Materials	6 2.03	Expansive Soils	6 2.04	Surface and Groundwater Conditions	7 2.05	Faults	7 2.06	Historic Seismicity	7 2.07	Flooding Potential	8 2.08	Landslides	8 2.09	Other Geologic Hazards	8

3.00	CONCLUSIONS AND RECOMMENDATIONS	10

3.01	General Conclusions	10 3.02	General Earthwork and Grading	10 3.03	Rippabilty and Rock Disposal	10 3.04	Earthwork Recommendations	10 3.05	Imported Fill Material	11 3.06	Temporary Slopes and Shoring	12 3.07	Fill and Cut Slopes	13 3.08	Utility Trench Backfill	13 3.09	Faulting	14 3.10	Seismic Design Parameters	14 3.11                   Liquefaction and Secondary Earthquake Hazards                                                         15 3.12                   Foundations                                                                                                                         17 3.13                   Lateral Load Resistance and Earth Pressures                                                                 17 3.14                  Interior Slabs on Grade                                                                                                       18 3.15                  Miscellaneous Concrete Flatwork                                                                                    19 3.16                  Footing Excavations and Concrete Subgrade                                                                 20 3.17                  Drainage and Moisture Proofing                                                                                      20 3.18                  Cement Type and Corrosion Potential                                                                             21 3.19	Plan Review	22 3.20                  Geotechnical Observation and Testing During Grading                                               22 3.21                  Post-Grading Geotechnical Observation and Testing                                                   22

Clovis East High School CTE Farm and Food Product Facility Clovis, California

August 12, 2020 RMA Project No.: 20G-0328-0
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GEOTECHNICAL CONSULTANTS

TABLE OF CONTENTS (Continued)

4.00

FIGURES

Figure 1 Figure 2 Figure 3a Figure 3b Figure 4a Figure 4b Figure 5 Figure 6

APPENDICES

Appendix A Appendix B Appendix C Appendix D

CLOSURE	23

Site Vicinity Map USGS Contour Map
Regional Geologic Map
Legend for Regional Geologic Map Fault Activity Map
Legend for Fault Activity Map Boring Location Map
Cross Section A to A'

Field Investigation Laboratory Tests
Liquefaction/Seismic Settlement Analysis References

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GEOTECHNICAL CONSULTANTS

1.00 INTRODUCTION

1.01	Purpose

A geotechnical investigation and geohazards study has been completed for the planned Career Technology Education (CTE) Farm and Food Product building at Clovis East High School, which is located at 2940 Leonard Avenue in Clovis, California. The purpose of the investigation was to summarize geotechnical and geologic conditions at the site, to assess their potential impact on the proposed development, and to develop geotechnical engineering design parameters for the project.

1.02	Scope of the Investigation

The general scope of this investigation included the following:

•	Review of published and unpublished geologic, seismic, groundwater and geotechnical literature. •	Examination of aerial photographs and topographic maps.
•	Contacting of Underground Service Alert to locate onsite utility lines.

•	 Logging, sampling, and backfilling of two exploratory borings drilled with a CME-75: one to a depth of 51 feet and one to a depth of 21 feet.

•	Laboratory testing of representative soil samples. •	Geotechnical evaluation of the compiled data.
•	Preparation of this report presenting our findings, conclusions and preliminary recommendations.

As part of the geohazards study associated with our geotechnical investigation, our scope of services included addressing applicable items in California Geological Survey – Note 48, Checklist for the review of engineering Geology and Seismology Reports for California Public School, Hospitals, and Essential Service Buildings, October 2013.

Our scope of work did not include a preliminary site assessment for the potential of hazardous materials onsite.

1.03	Site Location and Description

The project site lies within the existing Clovis East High School in Clovis, California, which was constructed by 2000. The location of the site relative to nearby streets is indicated on Figure 1, Site Vicinity Map. Its geographic position is 36.8008° north latitude and 119.6412° west longitude. The existing ground surface is relatively flat and the elevation above mean sea level at the project site is approximately 375-377 feet according to the USGS Clovis 7.5 Minute Quadrangle (see Figure 2). The planned CTE building will be located in an empty field east of the current agriculture and livestock facilities on the north side of the campus.

Clovis East High School CTE Farm and Food Product Facility Clovis, California

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GEOTECHNICAL CONSULTANTS

Photo of the area where the new CTE building will be constructed. Photo taken on June 11, 2020.

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GEOTECHNICAL CONSULTANTS

1.04	Planned Improvements

Based on our review of information provided, we understand that the project will consist of the construction of a new CTE building (see Figure 5). It is anticipated that the structure will consist of a light metal frame with a concrete slab-on-grade floor and shallow reinforced concrete foundations. Maximum wall and column loads (dead plus live, not including wind or seismic loads) are anticipated to be less than 3.0 kips per foot and 100 kips, respectively. Appurtenant improvements are anticipated to be various underground utilities, new concrete flatwork, and landscaping (see Figure 5).

1.05	Investigation Methods

Our investigation consisted of office research, review of the compiled data, and preparation of this report. It has been performed in a manner consistent with generally accepted engineering and geologic principles and practices and has incorporated applicable requirements of California Building Code. Definitions of technical terms and symbols used in this report include those of the ASTM International, the California Building Code, and commonly used geologic nomenclature. Technical supporting data are presented in the attached appendices. Appendix A presents a description of the methods and equipment used in performing the field exploration and logs of our subsurface exploration. Appendix B presents a description of our laboratory testing and the test results. Results of our liquefaction and seismic settlement analysis are provided in Appendix C. Finally, references are presented in Appendix D.

2.00 FINDINGS

2.01	Geologic Setting

The subject site is located in the east-central San Joaquin Valley, which comprises the southern half of the Great Valley geomorphic province.	The valley is a westward-titling trough which forms a broad alluvial fan, approximately 200 miles long and 50 to 70 miles wide, where the eastern flank is broad and gently inclined, as opposed to the western flank which is relatively narrow (Bartow, 1991; Page, 1968). The Central Valley consists of the Great Valley Sequence, overlain by Cenozoic alluvium. Underlying the Great Valley Sequence are the Franciscan Assemblage to the west and the Sierra Nevada batholith to the east (Bailey, Irwin, and Jones, 1964).

The Franciscan Assemblage, made up of deformed and high pressure and low temperature metamorphosed mafic and ultramafic rocks, was formed around the Late Jurassic through the Miocene (160 to about 20 million years ago) by the offscraping of rocks from a subducting plate dipping to the east (Wakabayashi, 1992; Wakabayashi, 2010).

The Sierra Nevada started to form during the Early Jurassic (around 200 million years ago) when the Farallon Plate began subducting under the North American Plate. This subduction resulted in several orogenies, or mountain building events, that created the granitic Sierra Nevada Batholith deep below the surface. During the Miocene (around 10 million years ago), vertical movement along the Sierra Nevada Frontal Fault Zone (part of the Eastern California Shear Zone) began to uplift the Sierra Nevada. This uplift and erosion exposed the

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GEOTECHNICAL CONSULTANTS

batholiths to the surface. From the Pleistocene (commonly known as the most recent Ice Age) to the present, glaciers have been carving out many parts of the Sierras. The current uplift of the Sierra Nevada is 1 - 2mm per year (Hammond, et al. 2012).

The Great Valley Sequence is a 40,000 foot sequence of marine shale, sandstone, and conglomerate beds, deposited in a deep marine environment during the Late Jurassic through the Cretaceous (150 – 65 million years ago). Overlying the Great Valley Sequence is several thousand feet of Cenozoic alluvium, deposited by: streams and rivers draining from the mountains and creating alluvial fans; by lakes that covered parts of the valley floor from time to time; flooding; and marsh environments (Page, 1986). In some places, it is thousands of feet thick, and more than half of this thickness is composed of fine grained fluvial and lacustrine deposits. Holocene deposition consists mainly of episodic deposition of alluvial sediments (Bartow, 1991; Page, 1986). A generalized geologic map for the State of California is shown below and Figure 3A illustrates the geologic setting within the regional area of the project site. As shown on Figure 3A, the project site is situated on Quaternary deposits of "older alluvium" that are estimated to be several hundred feet deep.

Clovis East High School CTE Farm and Food Product Facility Clovis, California

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GEOTECHNICAL CONSULTANTS

Geologic map showing the locations of Cenozoic alluvium/fill (yellow) overlying the Great Valley Sequence (green), the Franciscan Assemblage (blue), and the Sierra Nevada Batholith (red). Modified from: Irwin (1990).

Clovis East High School CTE Farm and Food Product Facility Clovis, California

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GEOTECHNICAL CONSULTANTS

Geologic block diagram of California. From: Harden (2004). Not to scale.

2.02	Earth Materials

The soils encountered in our test borings consisted of fill and native soils. The fill consisted of approximately 3.5 feet of fine to medium silty sand. The native soils included layers of silty sand, sandy silt with clay, and relatively clean sand to the maximum depth explored of approximately 51 feet below ground surface. These layers varied in thicknesses and appear to be fairly horizontally continuous across the project site. The granular soils generally had a relative consistency of medium dense to very dense with the fine grained soils had a relative consistency of hard. As indicated above, the soils encountered in the test borings are related to deep alluvial deposits that have been deposited over the past several thousand years.

A Boring Location Map showing the locations of the referenced test borings is presented as Figure 5. The logs of our recent exploratory borings are presented in Appendix A, which provide more detailed information of the soils that were encountered to a depth of 51 feet at the project site.

2.03	Expansive Soils

Our field exploration and expansion index test results indicate that the near surface soils at the project site have a very low expansion potential (Expansion Index, EI, of 10). Results of the current EI test are presented in Appendices B.

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GEOTECHNICAL CONSULTANTS

2.04	Surface and Groundwater Conditions

No areas of ponding or standing water were present at the time of our study. Further, no springs or areas of natural seepage were observed at the project site. In addition, no groundwater was encountered in the test borings within the maximum depth explored of 51 feet.

According to the Groundwater Information Center Interactive Map Application for fall 2018, the depth to groundwater in the vicinity of the project site is approximately 78 feet. Historical data derived from wells (State Well Number 13S21E14R001M, 13S21E24J001M, 13S22E07R001M, and 13S22E07J001M) located approximately 0.50 miles southwest, 1.26 miles southeast, 1.66 miles northeast, and 1.82 miles northeast, respectively, of the project site indicates the depth to ground water on average was approximately 8 feet deep in February of 1983 and gradually declined to a depth of approximately 38.5 feet by the 1990’s. Over the subsequent years, the data indicates that the groundwater elevation has declined approximately 40 feet.

Since the 1950's (the earliest well data available), the depth to groundwater has increased significantly, falling approximately 50 feet in 70 years. Some recovery in the groundwater could occur, especially following a period of wet years. However, in consideration of the demand for groundwater related to domestic and agricultural purposes, it is highly unlikely that the groundwater table will recover much above the levels observed during, or prior to, the 1990's. Thus, although the "historical high" groundwater table is approximately 8 feet at the project site, a design "high" groundwater table of 40 feet is recommended for Civil Engineering purposes.

2.05	Faults

The site is not located within the boundaries of an Earthquake Fault Zone for fault-rupture hazard as defined by the Alquist-Priolo Earthquake Fault Zoning Act and no faults are known to pass through the property. The nearest active earthquake fault zones are the Nunez Fault and the Ortigalita Fault Zone located approximately 60.3 miles southwest and 68 miles west, respectively, of the project site. The location of the project site relative to these and other fault zones is illustrated on Figure 4a.

Our research of regional geologic and seismic data did not reveal any known instances of ground failure in the vicinity of the site associated with regional seismic activity. Seismic design parameters relative to the requirements of the 2019 California Building Code (CBC) are presented in Section 3.10.

2.06	Historic Seismicity

According to the California Historical Earthquakes Online Database maintained by the California Geological Survey, there have been no historic earthquakes with a magnitude greater than or equal to 5.5 epicentered within 50 miles of the site. Large historic earthquakes in California with an epicenter of less than 100 miles away from the site are summarized in the table below.

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GEOTECHNICAL CONSULTANTS

Large Historic Earthquakes

Event
	
Year
	
Magnitude
	Distance from Site (Miles)
	
Fort Tejon
	1857
	7.9
	76
	
Lone Pine
	1872
	7.4
	87
	
Lone Pine
	1872
	6.8
	80
	
Lone Pine
	1872
	6.8
	80
	
Parkfield
	1922
	6.3
	79
	
Mammoth Lakes
	1980
	6.3
	70
	
Mammoth Lakes
	1980
	6.0
	69
	
Coalinga
	1983
	6.4
	55

2.07	Flooding Potential

According to the Federal Emergency Management Agency (Flood Insurance Rate Map #06019C1595H, effective February 18, 2009), the site is located within an unshaded area of Flood Zone X, which is an “area of minimal flood hazard, determined to be outside the 500-year flood and protected by levee from a 100-year flood.”

Controlling surface runoff originating from within and outside of the site must be included in design of the project in accordance with the 2019 CBC.

2.08	Landslides

Since there are no natural or manmade slopes in the vicinity of the project site, landsliding is not a hazard at this site.

2.09	Other Geologic Hazards

California Geologic Survey Note 48 (2011) identifies a number of exceptional geologic hazards that can occur at individual sites, but do not occur statewide. Evaluation of these exceptional conditions is referred as a conditional geologic assessment by Note 48. Specific assessment items listed in Note 48 are addressed in the table below.

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GEOTECHNICAL CONSULTANTS

Conditional Geologic Assessment

Hazard
	Assessment
	Reference

Methane gas, hydrogen-sulfide gas, tar seeps
	Not applicable; site is not located within an oil field identified as a high risk area for hazardous gas accumulations.

See Section 1.03.

Volcanic eruption
	Not applicable; site is not located in a known hazard area for volcanic eruptions.
	
Miller, 1989 (U.S.G.S. Bulletin 1847)

Flooding
	The proposed development area is not located within the boundaries of a 100-year or 500-year flood zone.

See Section 2.07.
	
Tsunami and seiches inundation
	Not applicable.
	See Section 3.12.

Radon-222 gas
	Not applicable; typically a concern in the California Coast Ranges.
	
See Section 2.01 and CGS Note 48.

Naturally occurring asbestos
	Not applicable; site is not located in an area likely to contain naturally occurring asbestos.
	
Churchill and Hill, 2000 (DMG OFR 2000-19)

Hydrocollapse due to anthropic use of water
	Due to the density of the underlying soils, hydrocollapse due to anthropic use of water is unlikely.
	
See Sections 2.01, 2.02, and Appendix A.

Regional land subsidence
	The site is not identified in an area of large historic subsidence within the California Central Valley (although there is major subsidence 45 miles to the northwest and south). Control of subsidence will dependent upon proper jurisdictional management of groundwater resources.

City of Clovis Master Environmental Impact Report, 2014; County of Fresno General Plan Background Report, October, 2000; and Borches and Carpenter, 2014.

Clays and cyclic softening
	Soils within the upper 50 feet of the ground surface are primarily granular rather than clays. Expansive properties of near-surface soils have been considered in foundation design.

See Sections 3.04 and 3.11.

Clovis East High School CTE Farm and Food Product Facility Clovis, California

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GEOTECHNICAL CONSULTANTS

3.00CONCLUSIONS AND RECOMMENDATIONS

3.01	General Conclusions

Based on specific data and information contained in this report, our understanding of the project, and our geotechnical engineering experience, it is our professional judgment that the proposed development is geologically and geotechnically feasible. Our review of geological literature and the field exploration performed for this project did not indicate any unusual conditions at the site that would entail special design considerations or construction procedures. Specific geotechnical recommendations and guidelines are presented below to provide information for other members of the design team that can be used to prepare the project plans and specifications for the planned improvements to the administration building.

3.02	General Earthwork and Grading

All grading should be performed in accordance with the recommendations provided below, the project plans and specifications, Appendix J of the 2019 California Building Code and all applicable governmental agency requirements. In the event of conflicts between this report and the other referenced documents, this report shall govern. It should be noted that all references to maximum dry density, optimum moisture content, and relative compaction are based on ASTM D 1557 laboratory test procedures.

3.03	Rippability and Rock Disposal

Exploratory borings that have been done at the project site were advanced without difficulty and no oversize materials were encountered. Accordingly, we expect that all earth materials will be rippable with conventional grading equipment and oversized materials are not expected.

3.04	Earthwork Recommendations

All vegetation, organic rich soils (soils containing more than 2 percent organics by weight), trash, debris, existing pavement sections and underground utilities, should be cleared from the grading area and removed from the site. After the removal of deleterious materials and the stripping of organic-rich soils, the following over-excavation must be done within the area of the planned improvements:

•	 Within the area of the planned building improvements plus at least 3 feet horizontally beyond the perimeter of these improvements, the subgrade must be over-excavated at least 12 inches below the stripped subgrade surface or at least to the bottom of footings, whichever is lower. The bottom of the over-excavation within each building area must be level and at a uniform depth below the finished pad elevation.

•	 Outside of the “building pad” area indicated above, no over-excavation should be required unless loose or unstable soils are present that will require some over-excavation prior to the scarification, moisture conditioning, and compaction as recommended below.

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Following the over-excavation indicated above, a designated representative for the Project Geotechnical Engineer must review the exposed ground surface and determine if any additional over-excavation is required.

The over-excavated ground surface in all areas determined to be satisfactory for the support of fills must be scarified to a minimum depth of 8 inches. Scarification should continue until the soils are broken down and free from lumps or clods and until the scarified zone is uniform. The moisture content of the scarified zone shall be adjusted to at least optimum moisture content. The scarified zone must then be uniformly compacted to at least 90 percent relative compaction within the building pad area and concrete flatwork and to at least 95% within paved areas that will be subject to vehicular traffic.

Removed and/or over-excavated soils, free of organics and other deleterious material, may be used as engineered fill. Fill material should be placed in nearly horizontal layers, uniformly moisture conditioned to at least optimum moisture content, and then compacted in layers that do not exceed approximately 8 inches in thickness. Thicker lifts may be placed if testing indicates the compaction procedures are such that the required compaction is being achieved and the geotechnical consultant approves their use. Each layer shall be spread evenly and shall be thoroughly mixed during the spreading to insure uniformity of material in each layer. Engineered fill must be compacted to achieve a relative compaction of at least 90 percent, except for the upper 12 inches of subgrade below asphalt or concrete pavement sections subject to vehicular traffic. Based on our observations of the existing field conditions and lab testing data, a shrinkage factor (decrease in volume of soil upon removal and recompaction) in the range of 5 to 10 percent is considered applicable for this project.

The above recommendations are based on the assumption that soils encountered during field exploration are representative of soils throughout the site. However, there can be unforeseen and unanticipated variations in soils between points of subsurface exploration. Hence, over-excavation depths must be verified, and adjusted if necessary, at the time of grading. In addition, any contaminated soils within three (3) feet of the finished subgrade surface, must be removed and properly disposed of outside the area the planned improvements.

3.05	Imported Fill Material

If required, imported fill materials that will be placed within building or concrete flatwork areas must be non-hazardous and be obtained from a single, uniform source that meets the following criteria:

Gradation
	
Sieve Size
	Percent Passing
	
3-inch
	100%
	
3/4-inch
	90% - 100%
	
#4
	60% - 100%
	
#200
	20% - 50%

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Maximum Expansion Index
	
Maximum Plasticity Index
	
20
	10
	
Minimum R-Value (in paved areas)
	
40
	
Maximum Organic Content
	
< 2% by weight
	
Corrosivity

pH
	Minimum Resistivity (ohm-cm)
	Soluble Sulfates (mg/kg)
	Soluble Chlorides (mg/kg)
	
6.0 to 8.5
	> 1,000
	< 1,000
	< 200

3.06	Temporary Slopes and Shoring

Our geotechnical investigation indicates that excavations less than 4 feet in depth may generally be constructed with vertical sidewalls without shoring or shielding. Temporary excavations in existing alluvial soils that are deeper than 4 feet may be safely made at an inclination of 1:1 or flatter. If vertical sidewalls are required in excavations greater than 4 feet in depth, the use of cantilevered or braced shoring is recommended. The following geotechnical parameters can be used to design a shoring system:

Moist Unit Weight of Soils:	130 pcf Angle of Internal Friction (ø):	30° Cohesion:	200 psf

Unless vehicles, equipment, materials, etc., are kept a minimum distance equal to the height of the excavation away from the edge of the excavation, a surcharge load equal to a uniform lateral pressure of 72 psf should be assumed to act on the shoring in addition to the earth pressure calculated using the above geotechnical parameters.

Vehicles, equipment, materials, etc. should be set back a minimum distance of 10 feet from the top edge of sloped or vertical excavations.	Surface waters should be diverted away from temporary excavations and prevented from draining over the top of the excavation and down the slope face. During periods of heavy rain, the slope face should be protected with sandbags to prevent drainage over the edge of the slope, and a visqueen liner placed on the slope face to prevent erosion of the slope face.

Periodic observations of the excavations should be made by the geotechnical consultant to verify that the soil conditions have not varied from those anticipated and to monitor the overall condition of the temporary excavations over time. If at any time during construction conditions are encountered which differ from those anticipated, the geotechnical consultant should be contacted and allowed to analyze the field conditions prior to

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commencing work within the excavation. In any case, Cal/OSHA construction safety orders should be observed during all underground work.

3.07	Fill and Cut Slopes

Due to the low gradient of the property, it appears that construction of cut and fill slopes will not be required. If such slopes are proposed, they should be inclined no steeper than 2 horizontal to 1 vertical. In addition, appropriate landscaping measures should be taken to protect the face of slopes from erosion.

3.08	Utility Trench Backfill

The existing onsite soils will generally not be suitable for use as pipe bedding for buried utilities. All pipes should be bedded in sand or other suitable material as specified by the Project Civil Engineer and/or as specified by the pipe/conduit manufacturer. We recommend the bedding material have a Sand Equivalent (SE) of at least 30 and have less than 8 percent, by weight, passing the #200 Sieve. The geotechnical consultant should review and approve proposed bedding materials prior to use. Bedding materials should be compacted to at least 90% relative compaction (ASTM D1557) by mechanical methods.

The on-site soils are expected to be suitable as trench backfill provided they are screened of organic matter and other deleterious material. Trench backfill must be compacted to at least 90% relative compaction (ASTM D1557) and the upper 12 inches of trench backfill beneath pavement sections should be compacted to at least 95% relative compaction. Trench backfill should be compacted using mechanical methods; no jetting of backfill should be allowed. A minimum trench width of 24 inches or 18 inches plus the diameter of the utility line, whichever is greater, should be provided to permit uniform compaction on both sides of utility line and allow for a technician to perform in-place density tests. If narrower trenches are desired, a sand-cement slurry should be used to backfill the trenches to within 8 inches of the top of trench. The sand-cement slurry should contain at least 2 sacks of cement per yard of mix and have a 4- to 6-inch slump. In addition, slurry should be consolidated using a suitable vibratory or mechanical method.

All utility trench backfill within street right of ways, utility easements, under or adjacent to sidewalks, driveways, or building pads should be observed and tested by the geotechnical consultant to verify proper compaction. Trenches excavated adjacent to foundations should not extend within the footing influence zone defined as the area within a line projected at a 1:1 drawn from the bottom edge of the footing. Trenches crossing perpendicular to foundations should be excavated and backfilled prior to the construction of the foundations. The excavations should be backfilled in the presence of the geotechnical engineer and tested to verify adequate compaction beneath the proposed footing. Where utility crossings are located within 12 inches of bottoms of footings, conduits should be wrapped with polystyrene foam or other suitable material with a minimum thickness of one inch. Conduits extending through footings shall be “sleeved” as determined by the Project Structural Engineer.

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3.09	Faulting

Since the site is not located within the boundaries of an Earthquake Fault Zone and no faults are known to pass through or near the property, surface fault rupture within the site is considered unlikely.

3.10	Seismic Design Parameters

Seismic design parameters have been developed in accordance with Section 1613A of the 2019 California Building Code (CBC) using the online U.S. Geological Survey Seismic Design Maps Calculator (Version 3.1.0, ASCE 7-16 Standard) and a site location based on latitude and longitude. The calculator generates probabilistic and deterministic maximum considered earthquake spectral parameters represented by a 5-percent damped acceleration response spectrum having a 2-percent probability of exceedance in 50 years. The deterministic response accelerations are calculated as 150 percent of the largest median 5-percent damped spectral response acceleration computed on active faults within a region, where the deterministic values govern. The calculator does not, however, produce separate probabilistic and deterministic results. The parameters generated for the subject site are presented below:

2019 California Building Code (CBC) Seismic Parameters

Parameter
	Value

Site Location
	Latitude = 36.8008 degrees Longitude = -119.6412 degrees

Site Class
	Site Class = D*
Soil Profile Name = Stiff Soil

Mapped Spectral Accelerations
	Ss (0.2-second period) = 0.525g S1 (1-second period) = 0.211g
	
Site Coefficients (Site Class D)
	Fa = 1.380
FV = Null - Section 11.4.8
	
Maximum Considered Earthquake Spectral Accelerations (Site Class D)
	SMS (0.2-second period) = 0.725g
SM1 (1-second period) = Null - Section 11.4.8
	
Design Earthquake Spectral Accelerations (Site Class D)
	SDS (0.2-second period) = 0.483g
SD1 (1-second period) = Null - Section 11.4.8

*As defined in Chapter 20 of ASCE 7-16, a Site Class D is applicable to predominantly cohesionless soils with an average standard penetration resistance of 15 to 50 within the upper 100 feet. Based on the geologic setting, our 50-foot deep test boring (see Appendix A), and other historical geotechnical data (see Section 1.02), the soil profile at the project site meets these criteria.

As the Site Class is D and the S1 value is greater than 0.20g, then per ASCE 7-16 Section 11.4.8 a site-specific ground motions procedure is required with several exceptions. We assume that Exception 2 is applicable to this site, and hence the seismic parameters indicated in the table above have been calculated. If Exception 2 does not apply, the structural engineer should contact us so we develop the site-specific seismic parameters.

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The above table shows that the mapped spectral response acceleration parameter for a 1-second period (S1) is less than 0.75g and the spectral response acceleration parameter (SDS) is greater than 0.50g. Therefore, the Seismic Design Category using 2019 CBC Tables 1613.2.5(1) and 1613.2.5(2) is D for all Occupancy Categories (2019 CBC Section 1613.2.5). Consequently, as required for Seismic Design Categories C through F by CBC Section 1803.5.12, slope instability, liquefaction, total and differential settlement, and surface displacement by faulting or seismically lateral spreading or lateral flow have been evaluated.

Peak earthquake ground acceleration adjusted for site class effects (PGAM) has been determined in accordance with ASCE 7-16 Section 11.8.3 as follows: PGAM = FPGA x PGA = 1.373 x 0.227 = 0.312g.

3.11	Liquefaction and Secondary Earthquake Hazards

Potential secondary seismic hazards that can affect land development projects include liquefaction, tsunamis, seiches, and seismically induced settlement.

Liquefaction

Liquefaction is a phenomenon where earthquake-induced ground vibrations increase the pore pressure in saturated, granular soils until it is equal to the confining, overburden pressure. When this occurs, the soil can completely lose its shear strength and enter a liquefied state. The possibility of liquefaction is dependent upon grain size, relative density, confining pressure, saturation of the soils, and intensity and duration of ground shaking. In order for liquefaction to occur, three criteria must be met: “low density”, coarse-grained (sandy) soils, a groundwater depth of less than about 50 feet, and a potential for seismic shaking from nearby large-magnitude earthquake.

Research has shown that saturated, loose sands with a silt content less than about 25 percent are most susceptible to liquefaction, whereas other soil types are generally considered to have a low susceptibility. According to the California Geologic Survey (CGS) Special Publication SP-117A (2008), "Guidelines for Evaluating and Mitigating Seismic Hazards in California," any materials with a PI > 12 and moisture content < 85% of the liquid limit were considered not subject to liquefaction. Liquefaction susceptibility is related to numerous factors, and the following conditions must exist for liquefaction to occur:

•	Sediments must be relatively young in age and must not have developed large amounts of cementation •	Sediments must consist mainly of cohesionless sands and silts
•	The sediment must not have a high relative density •	Free groundwater must exist in the sediment; and
•	The site must be exposed to seismic events of a magnitude large enough to induce straining of soils particles

The soils in the upper 50 feet at the project site consist primarily of silty sand, sandy silt, and relatively clean sand. In addition, the corrected SPT value [(N1)60] was less than 20 in a silty sand fill surface layer that extends to

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a depth of approximately 3 feet, a silty sand layer between a depth of approximately 7.5 and 12.5 feet, a silty sand layer between a depth of 27.5 and 33.5 feet in Boring B-1. Based on this, a liquefaction analysis was performed using the sampler blowcount and soil data from the deep boring that was performed at the project site (Boring B-1). The analysis was performed using LiquefyPro Version 5 (2015 edition) for two groundwater conditions: at a depth of 8 feet (historical high groundwater condition as required by CGS) and at a depth of 40 feet (representative of a recommended design "high groundwater condition" based on historical DWR data in the past 30 years). The analysis also took into account that the (PGAM) is 0.312g and the Modal Magnitude (MM) for the design level earthquake is 5.5 (based on the PSH Deaggregation tool on the USGS website at https://earthquake.usgs.gov/hazards/interactive/) for a 2-percent probability for exceedance in 50 years (a return period of 2,475 years). A summary of the input data and the results of this liquefaction analysis are provided in Appendix C of this report. Based on this analysis, there appears to be a very low risk of liquefaction occurring at the project site during a design level earthquake (Factor-of-Safety against liquefaction is greater than 1.2).

It should be noted that the California Geological Survey has not yet prepared a Seismic Hazard Zone Map of potential liquefaction hazards for the quadrangle in which the site is located. In addition, there are no liquefaction hazard zones near the site according to the City of Clovis and the County of Fresno General Plans. Because there are no mapped liquefaction hazard zones near the site, a map depicting such a zone relative to the site has not been prepared.

Tsunamis and Seiches

Tsunamis are sea waves that are generated in response to large-magnitude earthquakes. When these waves reach shorelines, they sometimes produce coastal flooding. Seiches are the oscillation of large bodies of standing water, such as lakes, that can occur in response to ground shaking. Tsunamis and seiches do not pose hazards due to the inland location of the site and lack of nearby bodies of standing water.

Seismically Induced Settlement

Seismically induced settlement occurs most frequently in areas underlain by loose, granular sediments. Damage as a result of seismically induced settlement is most dramatic when differential settlement occurs in areas with large variations in the thickness of underlying sediments. Settlement caused by ground shaking is often non-uniformly distributed, which can result in differential settlement.

A seismic settlement analysis was performed using LiquefyPro Version 5 (2015 edition) in conjunction with the liquefaction analysis that was performed for this project as indicated above. A summary of the input data and the results of the seismic settlement analysis are provided in Appendix C of this report. Based on this analysis, a seismic settlement of less than 1/4 inch is expected to occur at the project site during a design level earthquake.

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Seismically Induced Flooding

Neither the City of Clovis nor the County of Fresno General Plans indicate the site is located within a potential dam inundation area. In addition, there are no upgradient water reservoirs or dams located in close proximity of the site. Consequently, seismically induced flooding at the site is unlikely.

Seismically Induced Landsliding

There are no cut or fill slopes that currently exist or are planned at the project site; therefore, the potential for seismically induced landsliding is nil.

3.12	Foundations

Isolated spread footings and/or continuous wall footings are recommended to support the proposed new building. New footings should be embedded at least 12 inches below the lowest adjacent grade and must be constructed on properly compacted fill as recommended in Section 3.04 of this report. Continuous and isolated spread footings with a minimum width of 12 and 24 inches, respectively, may be designed using an allowable bearing capacity of 2,000 pounds per square foot (psf). This allowable bearing capacity represents an allowable net increase in soil pressure over existing soil pressure and may be increased by one-third for short-term wind or seismic loads. The maximum expected settlement of footings is expected to be less than 3/4 inch with a differential settlement of less than 1/4 inch between similarly sized and loaded footings or less than 1/4 inch over a distance of 30 feet for continuous footings. This assumes that the maximum column and wall loads (dead plus live, not including wind or seismic) associated with new building improvements will not exceed 40 kips and 2.0 kips per foot, respectively.

Our lab testing indicates that the upper 5 feet of soils at the site should have a very low expansion potential. The type and dimensions of concrete, and the size and location of reinforcing steel, used in foundations should be specified by the Project Structural Engineer. As a minimum, reinforcement for continuous footings should include at least one #4 bar located near both the top and bottom of continuous footings.

It will be very important for all footing excavations to be observed by the geotechnical engineer to verify that they have been excavated into the recommended bearing material. Where zones of relatively loose or disturbed soils are present at the bottom of foundation excavations, these soils should be properly compacted to provide a uniform bearing surface that meets the approval of the geotechnical engineer (refer to Section 3.04).

3.13	Lateral Load Resistance and Earth Pressures

Lateral loads may be resisted by soil friction and the passive resistance of the soil. The following parameters are recommended.

• Allowable Passive Earth Pressure = 350 psf (equivalent fluid weight, includes a factor of safety = 2.0) • Allowable Coefficient of Friction (soil to footing) = 0.35 (includes a factor of safety = 1.5)

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• Retaining structures should be designed to resist a lateral active earth pressure of 35 pcf (equivalent fluid weight) for a level, non-expansive granular backfill with drainage provided.

The active earth pressure provided above is only applicable if the retained earth is allowed to strain sufficiently to achieve the active state. The required minimum horizontal strain to achieve the active state is approximately 0.0025H. Retaining structures should be designed to resist an at-rest lateral earth pressure of 55 pcf (equivalent fluid weight) if this horizontal strain cannot be achieved.

The Mononobe-Okabe method is commonly utilized for calculating seismically induced active and passive lateral earth pressures and is based on the limit equilibrium Coulomb theory for static stress conditions. This method entails three fundamental assumptions (e.g., Seed and Whitman, 1970): Wall movement is sufficient to ensure either active or passive conditions, the driving soil wedge inducing the lateral earth pressures is formed by a planar failure surface starting at the heel of the wall and extending to the free surface of the backfill, and the driving soil wedge and the retaining structure act as rigid bodies, and therefore, experiences uniform accelerations throughout the respective bodies (U.S. Army Corps of Engineers, 2003, Engineering and Design -Stability Analysis of Concrete Structures).

• Seismic Lateral Earth Pressure for level backfill = 18 pcf (equivalent fluid weight)

The seismic lateral earth pressure given above is a triangular distribution increasing with depth, and the resultant of this pressure is an increment of force which should be applied to the back of the wall at 1/3 of the wall height from the wall base. The seismic increment of earth pressure should be added to the static active pressure. Even for the at-rest (Ko) condition, the seismic increment of earth pressure should be added to the static active soil pressure, not to the at-rest (SEAOC Seismology Committee 2019). Per CBC Section 1803.5.12 dynamic seismic lateral earth pressures shall be applied to foundation walls and retaining walls supporting more than 6 feet of backfill. Dynamic seismic lateral earth pressures may also be applied to shorter walls at the discretion of the structural engineer.

3.14	Interior Slabs on Grade

Concrete floors with a minimum thickness of 4 inches are recommended for interior slabs on grade. Existing on-site soils within 5 feet of the ground surface may be considered to have a very low expansion potential for design purposes (Expansion Index of < 20). However, to reduce the potential for excessive cracks as a result of differential movement, consideration should be given to reinforcing concrete slab-on-grade floors with at least #3 bars spaced 24 inches on-center in both directions. Reinforcement consisting of welded or woven wire mesh should not be used, due to the difficulty of keeping it centered in the slab during the construction process. If heavy concentrated or moving loads are anticipated, slabs should be designed using a modulus of subgrade reaction (k) of 180 pci. The concrete mix, reinforcement of slabs, and the location of construction and control joints should be specified by the Design Engineer.

Special care should be taken on floors slabs to be covered with thin-set tile or other inflexible coverings. These areas should have suitable reinforcement that is placed at the mid-height of the slab, to mitigate drying

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shrinkage cracks. Alternatively, inflexible flooring may be installed with unbonded fabric or liners to prevent reflection of slab cracks through the flooring.
A moisture vapor retarder/barrier is recommended beneath all slabs-on-grade that will be covered by moisture-sensitive flooring materials such as vinyl, linoleum, wood, carpet, rubber, rubber-backed carpet, tile, impermeable floor coatings, adhesives, or where moisture-sensitive equipment, products, or environments will exist. We recommend that design and construction of the moisture vapor retarder/barrier conform to Section 1805 of the 2019 California Building Code and pertinent sections of American Concrete Institute (ACI) guidance documents 302.1R-04, 302.2R-06 and 360R-10.

The moisture vapor retarder/barrier should consist of a minimum 10 mils thick polyethylene with a maximum perm rating of 0.3 in accordance with ASTM E 1745. Seams in the moisture vapor retarder/barrier should be overlapped no less than 6 inches or in accordance with the manufacturer’s recommendations. Joints and penetrations should be sealed with the manufacturer’s recommended adhesives, pressure-sensitive tape, or both. The contractor must avoid damaging or puncturing the moisture vapor retarder/barrier and repair any punctures with additional polyethylene properly lapped and sealed.

The moisture vapor retarder/barrier may be placed directly beneath the floor slab with no intermediate granular fill layer. The vapor barrier should be placed directly on a smooth compacted subgrade surface consistent with the recommendations provided in Section 3.02 of this report. This method of construction will provide improved curing of the slab bottom and will eliminate potential problems caused by water being trapped in a granular fill layer. However, concrete slabs poured directly on a moisture vapor retarder/barrier can experience shrinkage cracking and curling due to differential rates of curing through the thickness of the slab. Therefore, for concrete placed directly on the moisture vapor retarder/barrier, we recommend a maximum water to cement ratio of 0.45 and the use of water-reducing admixtures to increase workability and decrease bleeding.

Alternatively, the slabs may be constructed over 2 inches of sand that is placed on the moisture vapor retarder/barrier. Granular fill should consist of clean, fine-graded materials with 100% passing the No. 4 sieve, 10% to 30% passing the No. 100 sieve, and less than 5% passing the No. 200 sieve. The granular layer should be moist but not saturated and uniformly compacted by making at least one pass with a vibratory base compactor or some other mechanical method that is approved by the Project Geotechnical Engineer. If uneven, the surface of the sand should be trimmed to provide the full design thickness of the proposed slab. The granular fill layer should not be left exposed to rain or other sources of water such as wet-grinding, power washing, pipe leaks or other processes, and should be damp but not saturated at the time of concrete placement. Granular fill layers that become saturated should be removed and replaced prior to concrete placement.

3.15	Miscellaneous Concrete Flatwork

Miscellaneous concrete flatwork and walkways may be designed with a minimum thickness of 4 inches. Large slabs (greater than 6 feet in width) should be reinforced with a minimum of #3 rebar placed 24 inches on-center in both directions. The reinforcement must be placed at mid-height in the slab. Control joints should be

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constructed to create squares or rectangles with a maximum spacing of 12 feet. The Project Civil Engineer should provide design details and specifications for all exterior concrete flatwork include walkways. In addition, walkways should be separated from foundations with a thick expansion joint filler.

The subgrade beneath all miscellaneous concrete flatwork and equipment pads should be constructed in accordance with Section 3.04 of this report. The geotechnical engineer should monitor the moisture conditioning and compaction of the subgrade soils in order to verify compliance with our recommendations.

3.16	Footing Excavations and Concrete Subgrade

All footing excavations should be observed by the geotechnical consultant to verify that they have been excavated into competent soils. The foundation excavations should be observed prior to the placement of forms, reinforcement steel, or concrete. These excavations should be evenly trimmed and level. Prior to concrete placement, any loose or soft soils should be removed. Excavated soils should not be placed within slab or footing areas unless properly compacted (see Section 3.04).

Prior to the placement of the moisture barrier and sand, the subgrade soils underlying the slab should be observed by the geotechnical consultant to verify that all under-slab utility trenches have been properly backfilled and compacted, that no loose or soft soils are present, and that the slab subgrade has been properly compacted to a minimum of 90 percent relative compaction within the upper 12 inches.

Footings may experience an overall loss in bearing capacity or an increased potential to settle where located in close proximity to existing or future utility trenches. Furthermore, stresses imposed by the footings on the utility lines may cause cracking, collapse and/or a loss of serviceability. To reduce this risk, footings should extend below a 1:1 plane projected upward from the closest bottom of a parallel utility trench.

The subgrade below slabs on grade and walkways should be brought to a minimum of 0% and a maximum of 4% above the optimum moisture content for a depth of 6 inches prior to the placement of concrete or a moisture barrier. The geotechnical consultant should perform insitu moisture tests to verify that the appropriate moisture content has been achieve a maximum of 72 hours prior to the placement of concrete or moisture barriers.

3.17	Drainage and Moisture Proofing

Surface drainage should be directed away from the proposed improvements into suitable drainage devices (see Section 1804.4 of the 2019 CBC). Neither excess irrigation nor rainwater should be allowed to collect or pond against building foundations or within low-lying or level areas of the lot. Surface waters should be diverted away from the tops of slopes and prevented from draining over the top of slopes and down the slope face.

Walls and portions thereof that retain soil and enclose interior spaces and floors below grade should be waterproofed and damp-proofed in accordance with Section 1805 of the 2019 CBC.

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Retaining structures should be drained to prevent the accumulation of subsurface water behind the walls. Backdrains should be installed behind all retaining walls exceeding 3 feet in height. All backdrains should be outlet to suitable drainage devices. Retaining walls less than 3 feet in height should be provided with backdrains or weep holes. Damp-proofing and/or waterproofing should also be provided on all retaining walls exceeding 3 feet in height.

3.18	Cement Type and Corrosion Potential

Soluble sulfate tests performed on a near-surface soil sample indicate soluble sulfate content of 411.0 mg/kg (0.0411 percent by weight). Thus, below-grade concrete at the subject site should have a negligible exposure to water-soluble sulfate in the soil. Our recommendations for concrete exposed to sulfate-containing soils are presented in the table below.

Recommendations for Concrete exposed to Sulfate-containing Soils

Sulfate Exposure
	Water Soluble Sulfate (SO4) in Soil
(% by Weight)
	Sulfate (SO4)
in Water (ppm)
	
Cement Type
(ASTM C150)
	Maximum Water-Cement Ratio
(by Weight)
	Minimum Compressive Strength (psi)
	
Negligible
	0.00 - 0.10
	0-150
	--
	--
	2,500
	
Moderate
	0.10 - 0.20
	150-1,500
	II
	0.50
	4,000

Severe
	
0.20 - 2.00
	1,500-10,000
	
V
	
0.45
	
4,500

Very Severe
	
Over 2.00
	
Over 10,000
	V plus pozzolan or slag
	
0.45
	
4,500

Use of alternate combinations of cementitious materials may be permitted if the combinations meet design recommendations contained in American Concrete Institute guideline ACI 318-11.

Our testing also indicates that there is a high concentration of soluble chloride (202.0 mg/kg) in the onsite soils.

The soils were also tested for soil reactivity (pH) and electrical resistivity (ohm-cm). The test results indicate that the on-site soils have a pH of 6.43 and a minimum electrical resistivity of 490 ohm-cm. A neutral or non-corrosive soil has a value ranging from 5.5 to 8.5. Thus, the onsite soils are pH neutral. Generally, soils that could be considered moderately corrosive to ferrous metals have minimum resistivity values of about 3,000 ohm-cm to 10,000 ohm-cm. Soils with resistivity values less than 3,000 ohm-cm can be considered corrosive and soils with resistivity values less than 1,000 ohm-cm can be considered extremely corrosive. In any case, buried metal conduits should have a protective coating in accordance with the manufacturer’s specifications. A corrosion specialist should be consulted if more detailed recommendations are required.

Clovis East High School CTE Farm and Food Product Facility Clovis, California

August 12, 2020 RMA Project No.: 20G-0328-0
Page 21

GEOTECHNICAL CONSULTANTS

3.19	Plan Review

Once formal grading and foundation plans are prepared for the subject project, this office should review the plans from a geotechnical viewpoint, comment on changes from the plan used during preparation of this report and revise the recommendations of this report where necessary.

3.20	Geotechnical Observation and Testing During Grading

The geotechnical engineer should be contacted to provide observation and testing during the following stages of grading:

•	During the clearing and grubbing of the site.

•	During the demolition of any existing structures, buried utilities or other existing improvements. •	During excavation and over-excavation of existing subgrade.
•	During all phases of grading including ground preparation and filling operations. •	When any unusual conditions are encountered during grading.

A grading and compaction report summarizing conditions encountered during grading and the in-place density testing that was performed should be submitted upon completion of the earthwork construction.

3.21	Post-Grading Geotechnical Observation and Testing

After the completion of grading the geotechnical engineer should be contacted to provide additional observation and testing during the following construction activities:

•	During trenching and backfilling operations of buried improvements and utilities to verify proper backfill and compaction of the utility trenches.

•	After excavation and prior to placement of reinforcing steel or concrete within footing excavations to verify that footings are properly founded in competent materials.

•	During fine or precise grading involving the placement of any fills underlying driveways, sidewalks, walkways, or other miscellaneous concrete flatwork to verify proper placement, mixing and compaction of fills.

•	When any unusual ground or soil conditions are encountered during construction.

Clovis East High School CTE Farm and Food Product Facility Clovis, California

August 12, 2020 RMA Project No.: 20G-0328-0
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GEOTECHNICAL CONSULTANTS

4.00 CLOSURE

The findings, conclusions and recommendations in this report were prepared in accordance with generally accepted engineering and geologic principles and practices. No other warranty, either expressed or implied, is made. This report has been prepared for the Clovis Unified School District and other members of the design team to be used for the design and construction of improvements at the project site. Anyone using this report for any other purpose must draw their own conclusions regarding required construction procedures and subsurface conditions.

RMA GeoScience should be retained during the earthwork and foundation phases of construction to monitor compliance with the design concepts and recommendations and to provide additional recommendations as needed.	Should subsurface conditions be encountered during construction that are different from those described in this report, this office should be notified immediately so that our recommendations may be re-evaluated.

Clovis East High School CTE Farm and Food Product Facility Clovis, California

August 12, 2020 RMA Project No.: 20G-0328-0
Page 23

GEOTECHNICAL CONSULTANTS

FIGURES

168

Site

FIGURE 1	Scale: 1" ≈ 0.75 miles SITE VICINITY MAP
Clovis East High School CTE Farm and Food Product Facility 2940 Leonard Avenue Clovis, California 93619 Project #20G‐0328‐0

370

370	380

390
400

370
390

Site	380

370

370

360

Reference: USGS Clovis Quadrangle, California 7.5‐Minute Series, 2015

Scale: 1" ≈ 0.6 miles

FIGURE 2 USGS CONTOUR MAP
Clovis East High School CTE Farm and Food Product Facility 2940 Leonard Avenue Clovis, California 93619 Project #20G‐0328‐0

Site

Q

Source: Gutierrez, et al., 2010, Geologic Map of California, California Geologic Survey Map No. 2

FIGURE 3A REGIONAL GEOLOGIC MAP
Clovis East High School CTE Farm and Food Product Facility 2940 Leonard Avenue Clovis, California 93619 Project #20G‐0328‐0

Q

Qoa

mv

grMz

um

gb

m

Alluvium, lake, playa, and terrace deposits; consolidated and unconsolidated

Older alluvium, lake, playa, and terrace deposits

Undivided pre‐Cenozoic metavolcanic rocks. Includes latite, dacite, tuff, and greenstone; commonly schistose

Mesozoic granite, quartz monzonite, granodiorite, and quartz diorite

Ultramafic rocks, mostly serpentine. Minor peridotite, gabbro, and diabase; chiefly Mesozoic

Gabbro and dark dioritic rocks; chiefly Mesozoic.

Undivided pre‐Cenozoic metasedimentary and metavolcanic rocks of great variety. Mostly slate, quartzite, hornfels, chert, phyllite, mylonite, schist, gneiss, and minor marble

F
IGURE
3
B
Source: Gutierrez, et al., 2010, Geologic Map of
California, California Geologic Survey Map No. 2
LEGEND FOR REGIONAL GEOLOGIC MAP
Clovis East High School CTE Farm and Food Product Facility 2940 East Leonard Avenue Clovis, California 93619 Project #20G‐0328‐0

Site

25 Miles

50 Miles

Source: Jennings, C. W., and Bryant, W. A., 2010, Fault Activity Map of	Scale: 1" ≈ 18 miles
F
4
California, California Geological Survey, Geologic Data Map No. 6.
IGURE	A

FAULT ACTIVITY MAP
Clovis East High School CTE Farm and Food Product Facility 2940 Leonard Avenue Clovis, California 93619 Project #20G‐0328‐0

B‐2

B‐1

B‐3

B‐4	B‐5

F
IGURE
4
B
Source: Jennings, C. W., and Bryant, W. A., 2010, Fault Activity Map of California, California Geologic Survey, Geologic Data Map No. 6.
Legend for Fault Activity Map
Clovis East High School CTE Farm and Food Product Facility 2940 Leonard Avenue Clovis, California 93619 Project #20G‐0328‐0

A’ B‐2

B‐1 A

Site Plan prepared by: Gonzalez Architects dated 5/7/2020

FIGURE 5 BORING LOCATION MAP
Clovis East High School CTE Farm and Food Product Facility 2940 Leonard Avenue Clovis, California 93619 Project #20G‐0328‐0

Scale: 1" ≈ 50'

B‐2 Approximate Boring Locations

A	A’ Cross Section Line

Elevation Above Mean Sea Level (feet)
M

A	A’

375

365

B‐1
SM	Fill/Reworked Native

SM

S B‐2	375

SM	365

355	ML		ML	355 ?

345
SM

345

335
ML 325	SP

?	335

?
325

315	Qoa FIGURE 6

CROSS SECTION A TO A’
Clovis East High School CTE Farm and Food Product Facility 2940 Leonard Avenue Clovis, California 93619 Project #20G‐0328‐0

315

Horizontal Scale: 1" = 5' Vertical Scale: 1" = 10'

N43E

GEOTECHNICAL CONSULTANTS

APPENDIX A

FIELD INVESTIGATION

GEOTECHNICAL CONSULTANTS

APPENDIX A

FIELD INVESTIGATION

A-1.00 FIELD EXPLORATION

A-1.01 Number of Borings

Our subsurface investigation consisted of excavating two test borings to a maximum depth of 51 feet below existing grade. The test borings were excavated with a CME 75 drill rig equipped with a 7-inch hollow stem auger and a 140-pound auto-hammer on June 11, 2020.

A-1.02 Location of Borings

The approximate locations of the borings are shown on Figure 5, Boring Location Map. GPS coordinates indicated on the logs are based on information provided by Dioptra Version 1.0.10 running on a Samsung Galaxy S10+ with Android Version 10.

A-1.03 Logging Borings

Boring logs were prepared by one of our staff and are included in this appendix. The log contains factual information and interpretation of subsurface conditions between samples. The stratum indicated on the boring logs represents the approximate boundary between earth units and the transition may be gradual. The logs show subsurface conditions at the dates and locations indicated and may not be representative of subsurface conditions at other locations and times.

Identification of the soils encountered during the subsurface exploration was made using the field identification procedure of the Unified Soils Classification System (ASTM D2488).	A legend defining the terms used in describing the relative compaction, consistency or firmness of the soil, and moisture level is provided on the following page. Bag, ring, or tube samples of the major earth units were obtained for laboratory inspection and testing.

Clovis East High School CTE Farm and Food Product Facility Clovis, California

August 12, 2020 RMA Project No.: 20G-0328-0
Page A - 1

GEOTECHNICAL CONSULTANTS

I. SOIL STRENGTH/DENSITY

BASED ON STANDARD PENETRATION TESTS

Compactness of sand	Consistency of clay

Penetration Resistance N (blows/Ft)

0-4 4-10
10-30 30-50 >50

Compactness

Very Loose Loose
Medium Dense Dense
Very Dense

Penetration Resistance N (blows/ft)

<2 2-4 4-8 8-15
15-30 >30

Consistency

Very Soft Soft Medium Stiff Stiff
Very Stiff Hard

N = Number of blows of 140 lb. weight falling 30 in. to drive 2-in OD sampler 1 ft. (corrected)

BASED ON RELATIVE COMPACTION

Compactness of sand	Consistency of clay

% Compaction

<75 75-83 83-90 >90

Compactness

Loose
Medium Dense Dense
Very Dense

% Compaction

<80 80-85 85-90 >90

Consistency

Soft Medium Stiff Stiff
Very Stiff

II. SOIL MOISTURE

Moisture of sands	Moisture of clays

% Moisture

<5% 5-12%
>12%

Description

Dry Moist
Very Moist, wet

% Moisture

<12% 12-20% >20%

Description

Dry Moist
Very Moist, wet

Clovis East High School CTE Farm and Food Product Facility Clovis, California

August 12, 2020 RMA Project No.: 20G-0328-0
Page A - 2

GEOTECHNICAL CONSULTANTS

Clovis East High School CTE Farm and Food Product Facility Clovis, California

August 12, 2020 RMA Project No.: 20G-0328-0
Page A - 3

GEOTECHNICAL CONSULTANTS

Date Drilled:

Logged By:

Location:

Geographic Position:

June 11th, 2020

BKM

See Boring Location Map

36.800717°, -119.641277°

Exploratory Boring Log

Drilling Equipment:

Borehole Diameter:

Drive Weights:

Drop Height:

Boring No. B-1 Sheet 1 of 2

CME 75, Hollow Stem Auger

7"

140 lbs. (Autohammer)

30"

Moisture
Content
Dry Density
Graphic
Symbol
Samples	Material Description

Depth
(ft)
Sample
Type
Blows
(blows/ft)
Bulk
Sample
(%)
(pcf)
USCS
This log contains factual information and interpretation of the subsurface conditions between the samples. The stratum indicated on this log represent the approximate boundary between earth units and the transition may be gradual. The log show subsurface conditions at the date and location indicated, and may not be representative of subsurface conditions at other locations and times.

R	9	11.2	124.2	SM

FILL/REWORKED: brown, fine to medium SILTY SAND, moist, loose

5	R	73	12.8	121.1

NATIVE: brown, fine to coarse SILTY SAND with CLAY, moist, very dense

10	S	17	SM	. . .light brown, fine to medium grained, medium dense

15	R	59	17.4	116.3	. . .light yellow brown, very dense

Light brown, fine SANDY SILT with CLAY, moist, hard

20	S	77

ML

25	R	50/3"	12.5	119.6

. . .increasing SAND content

Light brown, fine to medium SILTY SAND, moist, medium dense

30	S	18

SM

35	R	65	9.6	117.6	. . .with CLAY, increasing SILT content, very dense

S

*Note
All blow counts associated with Modified California Sample are uncorrected. The sampler dimensions are as follows: ID = 2.5"              OD = 3"

Sample Types:

S - SPT Sample	- Bulk Sample

T - Modified California Tube Sample

R - Modified California Ring Sample

Symbols:

- Groundwater

- End of Boring

Clovis East High School CTE Farm and Food Product Facility Clovis, California

RMA Project No.: 20G-0328-0 Page A-4

Depth (ft)
	Samples
	Moisture Content (%)
	Dry Density (pcf)
	
USCS
	
Graphic Symbol
	Material Description
This log contains factual information and interpretation of the subsurface conditions between the samples. The stratum indicated on this log represent the approximate boundary between earth units and the transition may be gradual. The log show subsurface conditions at the date and location indicated, and may not be representative of subsurface conditions at other locations and times.
		
	Sample Type
	Blows (blows/ft)
	Bulk Sample

45

50

55

60

65

70

75
				S
		63

79

37

18.7

97.1
	
SM

R

S

								

ML
		
Yellow brown with orange staining, fine SANDY SILT with CLAY, moist, hard

												

												
								
SP
		
Yellow brown, fine to coarse SAND, moist, dense

Notes:
1. Boring terminated at approximately 51' 2. No Groundwater Encountered
3. Boring backfilled with soil cuttings

													

													

													

													

													

													

													

													

													

													

													

GEOTECHNICAL CONSULTANTS

Date Drilled:

Logged By:

Location:

Geographic Position:

June 11th, 2020

BKM

See Boring Location Map

36.800717°, -119.641277°

Exploratory Boring Log

Drilling Equipment:

Borehole Diameter:

Drive Weights:

Drop Height:

Boring No. B-1 Sheet 2 of 2

CME 75, Hollow Stem Auger

7"

140 lbs. (Autohammer)

30"

*Note
All blow counts associated with Modified California Sample are uncorrected. The sampler dimensions are as follows: ID = 2.5"              OD = 3"

Sample Types:

S - SPT Sample	- Bulk Sample

T - Modified California Tube Sample

R - Modified California Ring Sample

Symbols:

- Groundwater

- End of Boring

Clovis East High School CTE Farm and Food Product Facility Clovis, California

RMA Project No.: 20G-0328-0 Page A-5

Depth (ft)
	Samples
	Moisture Content (%)
	Dry Density (pcf)
	
USCS
	
Graphic Symbol
	Material Description
This log contains factual information and interpretation of the subsurface conditions between the samples. The stratum indicated on this log represent the approximate boundary between earth units and the transition may be gradual. The log show subsurface conditions at the date and location indicated, and may not be representative of subsurface conditions at other locations and times.
		
	Sample Type
	Blows (blows/ft)
	Bulk Sample

5

10

15

20

25

30

35
			
R

S

R

S

S

19

21

40

36

32

10.5

14.2

119.2

119.4
	
SM
		
FILL/REWORKED: brown, fine to medium SILTY SAND, moist, medium dense

												

SM
		
NATIVE: brown, fine to coarse SILTY SAND with CLAY, moist, medium dense

. . .red brown, fine to medium grained, dense

. . .dense

												

												

												

												

												
								
ML
		
Light brown, fine SANDY SILT with CLAY, moist, hard

Notes:
1. Boring terminated at approximately 21' 2. No Groundwater Encountered
3. Boring backfilled with soil cuttings

													

													

													

													

													

													

													

GEOTECHNICAL CONSULTANTS

Date Drilled:

Logged By:

Location:

Geographic Position:

June 11th, 2020

BKM

See Boring Location Map

36.800855°, -119.641114°

Exploratory Boring Log

Drilling Equipment:

Borehole Diameter:

Drive Weights:

Drop Height:

Boring No. B-2 Sheet 1 of 1

CME 75, Hollow Stem Auger

7"

140 lbs. (Autohammer)

30"

*Note
All blow counts associated with Modified California Sample are uncorrected. The sampler dimensions are as follows: ID = 2.5"              OD = 3"

Sample Types:

S - SPT Sample	- Bulk Sample

T - Modified California Tube Sample

R - Modified California Ring Sample

Symbols:

- Groundwater

- End of Boring

Clovis East High School CTE Farm and Food Product Facility Clovis, California

RMA Project No.: 20G-0328-0 Page A-6

GEOTECHNICAL CONSULTANTS

APPENDIX B

LABORATORY TESTS

GEOTECHNICAL CONSULTANTS

APPENDIX B

B-1.00 LABORATORY TESTS

B-1.01 Moisture Determination

The moisture content of tube and ring samples obtained from the test borings was determined in accordance with ASTM D2216, the standard method for determining the water content of soil using a drying oven. The mass of material remaining after oven drying is used as the mass of the solid particles. The results of these tests are provided on the boring logs in Appendix A.

B-1.02 Density of Split-Barrel Samples

The densities of ring and tube samples, which were obtained using a split-barrel sampler, were determined in accordance with ASTM D2937. The results of these tests are provided on the boring logs in Appendix A.

B-1.03 Soluble Sulfates and Chlorides

Tests were performed in accordance with California Test Methods 417 and 422 on one near-surface soil sample obtained during the field exploration. These tests were performed by Dellavalle Laboratory, Inc. located in Fresno, California (see Table B1 for results).

B-1.04 Soil Reactivity (pH) and Minimum Electrical Resistivity

One near-surface soil sample was tested for soil reactivity (pH) and minimum electrical resistivity using California Test Method 643 (see Table B1). The pH measurement determines the degree of acidity or alkalinity in the soils. The minimum electrical resistivity is used as an indicator of how corrosive the soil is relative to buried metallic items.

TABLE B1: SUMMARY OF CORROSIVITY TESTS

Sample Location
	Soluble Sulfates (mg/kg)
	Soluble Chlorides (mg/kg)
	
pH
	Minimum Resistivity (ohm-cm)
	
B- @ 1' - 3'
	411.0
	202.0
	6.43
	490

B-1.05 Percent Passing #200 Sieve

Three soil samples were tested in accordance with ASTM D1140 to determine the percent passing the #200 sieve (see Table B2). This represents the amount of silt and clay that is present in the soil.

Clovis East High School CTE Farm and Food Product Facility Clovis, California

August 12, 2020 RMA Project No.: 20G-0328-0
Page B - 1

GEOTECHNICAL CONSULTANTS

TABLE B2: PERCENT PASSING #200 SIEVE TEST RESULTS

Sample Location
	Dry Weight Before Wash (grams)
	Dry Weight After Wash (grams)
	
Percent Passing #200 Sieve
	
B-1 @ 19.5’ – 21’
	266.5
	13.6
	49
	
B-1 @ 35.5’
	274.6
	200.8
	27
	
B-2 @ 4.5’ – 6’
	267.9
	165.8
	38

B-1.06 Atterberg Limits

The liquid limit, plastic limit, and the plasticity index of a near-surface soil sample were determined using the standard test methods of ASTM D4318 (See Figure B1).

B-1.07 Expansion Index

Expansion index testing was performed on one near-surface sample of the on-site soils in accordance with the standard test methods of ASTM D4829. The results of this test are shown on Figure B2.

B-1.08 Direct Shear

One 3-point direct shear test was performed on a representative near-surface sample of soil using the standard test method of ASTM D3080 (consolidated and drained). The shear test was performed on a direct shear machine of the strain-controlled type by RMA GeoScience, Inc. To simulate possible adverse field conditions, the samples were saturated prior to shearing. Three soil specimens were sheared at varying normal loads for the test and the results plotted to establish the angle of the internal friction and cohesion of the tested sample. The results of this test are shown on Figure B3.

B-1.09 One-Dimensional Consolidation Properties

The magnitude and rate of consolidation of soils obtained from test borings, when it is restrained laterally and drained axially while subjected to incrementally applied controlled-stress loading, was determined using the standard test methods of ASTM D2435 (See Table B3). The results of these tests are shown on Figure B4.

Clovis East High School CTE Farm and Food Product Facility Clovis, California

August 12, 2020 RMA Project No.: 20G-0328-0
Page B - 2

36.69
	36.81
	
35.68
	35.79
	
28.41
	28.18
	
13.9
	13.4
	
Figure

Laboratory Test Form | ASTM D4318 Plasticity Index (PI) of Soils

Project Number: Project Name: Sampled By: Sample Date: Sample Location:
Sample Description:

20G-0328-0 /01

Clovis East HS CTE - Farm & Food Product Facility Bryce M.
6/11/2020 B-1 @ 1'-3'
Silty CLAY

Lab ID: Date Tested:
Tested By:

20-004417 6/22/2020
Antonio M.

Plasticity Index Results
Liquid Limit:
	28
	
Average Plastic Limit :
	14
	
Plasticity Index:
	14

											
										
							CH

										
				
CL
				OH
or
MH
			
						ML or OL
							
			C
	L - ML
										
		ML

										

60.0	Plasticity Chart

50.0

Plasticity Index (%)
40.0

30.0

20.0

10.0

0.0
0	10	20	30

40	50	60	70	80	90	100

Liquid Limit (%)

Liquid Limit Data

Trial 1	Trial 2	Trial 3 Wet Weight (gm.)
Dry Weight (gm.) Tare Weight (gm.) Number of Blows
Moisture Content (%)

Plastic Limit Data Trial 1             Trial 2
Wet Weight (gm.) Dry Weight (gm.) Tare Weight (gm.)
Moisture Content (%)

48.28
	46.45
	46.35
	
45.20
	43.68
	43.60
	
33.83
	33.91
	33.76
	
28
	21
	19
	
27.1
	28.4
	27.9
	
35	Flow Curve

Moisture Content %
30

25

20

15
15                         20                         25                         30                         35 Number of Blows, N

Results relate only to the items inspected or tested (Statement required per ASTM E329-18 Section 12 1 10) Report shall not be reproduced except in full without the prior written approval of the agency

3897 N Ann Ave Fresno, CA 93727 559.708.8865 | 559.228.9488 fax

Figure

Laboratory Test Form | ASTM D4829 Expansion Index of Soils

Project Number: Project Name: Sampled By: Tested By:
Sample Location:

20G-0328-0 /02

Clovis East HS CTE- Farm and Food Product Faciltiy

Bryce M. Antonio M.
B-2 @ 1'-3'

Lab ID: Date Sampled:
Date Tested:

20-004425 6/11/2020
6/15/2020

Sample Description:	Silty SAND with clay, fine to medium grained, brown

Expansion Readings	Classification of Expansive Soil

Initial Sample Height (in):	1.0000

Final Sample Height (in):	1.0096

Expansion (in):	0.0096

Expansion Index, EI:	10

EI
	Potential Expansion
	
0 - 20
	Very Low
	
21 - 50
	Low
	
51 - 90
	Medium
	
91 - 130
	High
	
>130
	Very High

Expansion Index Data

Initial Set-Up Data	Final Data

Sample + Tare Weight (gm):	781.9

Tare Weight (gm):	366.0

Initial Gauge Reading (in):	0.0000

Sample + Tare Weight (gm):	813.5

Tare Weight (gm):	366.0

Final Gauge Reading (in):	0.0096

Moisture Content And Density Data

Wet Weight + Tare (gm):

Dry Weight + Tare (gm):

Tare Weight (gm):

Moisture Content: Initial Volume (ft3):

Remolded Wet Density (pcf):

Remolded Dry Density (pcf):

Degree of Saturation:

100.0

91.6

0

9.2%

0.007345

124.8

114.3

52

Wet Weight + Tare (gm):

Dry Weight + Tare (gm):

Tare Weight (gm):

Moisture Content: Final Volume (ft3):

Final Wet Density (pcf):

Final Dry Density (pcf):

Assumed Specific Gravity:

813.5

747.0

366.0

17.5%

0.007342

134.4

114.4

2.7

3897 N Ann Ave Fresno CA 93727 559 708.8865 | 559.228.9488 fax
Results relate only to the items inspected or tested. Report shall,not be reproduced,. except in full, without written approval of the agency. (As required by

Figure B3

Laboratory Test Form | ASTM D3080 Direct Shear Test

Project ID: 20G-0328-0 Sample ID: 20-004426 Location: B-2
Depth: 2 feet

Soil Description: Silty Sand with trace clay

Remolded or Undisturbed: Undisturbed Initial Dry Density (pcf) = 121.1
Initial Moisture Content (%) = 12.8%

Final Moisture Content (%) = 16.3%

Diameter (in)
	2.41
	
Area of sample (in^2)
	4.56
	
Load Ring Constant (lb/in)
	4,010

Load Applied (g)

Normal Pressure (psf)
	
Peak
	
Residual

Dial Reading
	Shear Resist (psf)
	
Dial Reading
	Shear Resist (psf)
	
16,615 32,600 48,674
64,681
	1,160 2,270 3,390
4,500
	0.0127 0.0177 0.0281
0.0316
	1,610 2,240 3,560
4,000
	0.0076 0.0132 0.0224
0.0251
	962 1,671 2,836
3,177

Peak Cohesion (psf) =	690
Friction Angle (deg) =	37

Residual 180
35

										

				
Peak

					
Residual

										

4,500

4,000

3,500

3,000

Shear Stress (psf)
2500

2,000

1,500

1,000

500

0

0	500	1,000	1,500	2,000	2,500	3,000	3,500	4,000	4,500	5,000

Normal Stress (psf)

Figure B4

Laboratory Test Form | ASTM D2435 One-Dimensional Consolidation

Project ID: 20G-0328-0 Location: B-2
Depth: 2 feet

Soil Description: Silty Sand with clay

Dry Unit Weight (pcf): 119.2 Initial Moisture: 10.5%
Final Moisture: 14.9% Initial Saturation: 71.9%

Initial Dial Reading: 0.2000            inch Initial Specimen Height: 1.0000            inch
Initial Void Ratio: 0.387 Final Void Ratio:      0.322

Final Saturation: 99.0%	Specific Gravity : 2.65

Final Dial Sample

Moisture Condition In Situ

Load         Reading (psf)          (inches) 144            0.2007

Height (inches) 0.9993

Void
Ratio	Strain (%) ∆Strain (%) 0.386          0.07	0.07

250 Water	250
500 1,000 2,000 4,000 2,000 1,000

0.2024     0.9976        0.384          0.24             0.17 0.1921     1.0079        0.398         -0.79            -1.03 0.1954     1.0046        0.394         -0.46             0.33 0.2069     0.9931        0.378          0.69             1.15 0.2258     0.9742        0.351          2.58             1.89 0.2498     0.9502        0.318          4.98             2.40 0.2485     0.9515        0.320          4.85             -0.13 0.2467     0.9533        0.322          4.67             -0.18

0.420

0.400

0.380

VOID RATIO
0.360

0.340

0.320

0.300

100	1000	10000

NORMAL PRESSURE (psf)

GEOTECHNICAL CONSULTANTS

APPENDIX C

LIQUIFACTION AND SEISMIC SETTLEMENT ANALYSIS (Figures and Analysis Summary)

************************************************************************************************ *******
LIQUEFACTION ANALYSIS SUMMARY Copyright by CivilTech Software
www.civiltech.com

************************************************************************************************ *******
Font: Courier New, Regular, Size 8 is recommended for this report. Licensed to , RMA GeoScience	8/12/2020	1:22:05 PM

Input File Name: \\192.168.88.8\g\_Projects\2020\20G-0328\Originals\Liquifaction Analysis\20G-0328-0.liq Title: Clovis East High School CTE Farm and Food Product
Subtitle: 20G-0328-0

Surface Elev.=376 Hole No.=B-1
Depth of Hole= 51.00 ft
Water Table during Earthquake= 8.00 ft Water Table during In-Situ Testing= 78.00 ft Max. Acceleration= 0.31 g
Earthquake Magnitude= 5.50

Input Data:
Surface Elev.=376 Hole No.=B-1
Depth of Hole=51.00 ft
Water Table during Earthquake= 8.00 ft Water Table during In-Situ Testing= 78.00 ft Max. Acceleration=0.31 g
Earthquake Magnitude=5.50
No-Liquefiable Soils: Based on Analysis

1. SPT or BPT Calculation.
2. Settlement Analysis Method: Tokimatsu, M-correction 3. Fines Correction for Liquefaction: Stark/Olson et al.* 4. Fine Correction for Settlement: During Liquefaction* 5. Settlement Calculation in: All zones*
6. Hammer Energy Ratio,	Ce = 1.5 7. Borehole Diameter,                                         Cb= 1.05 8. Sampling Method,                                          Cs= 1.2
9. User request factor of safety (apply to CSR) , User= 1.2 Plot one CSR curve (fs1=User)
10. Use Curve Smoothing: Yes* * Recommended Options

In-Situ Test Data:
Depth	SPT gamma	Fines ft	pcf %
____________________________________ 0.00 5.00 138.10	25.00
3.50 44.00	136.60	27.00

file:///192.168.88.8/g/_Projects/2020/20G-0328/Originals/Liquifaction%20Analysis/Liquefy%20GW%208%20Summary.txt[8/12/2020 1:25:26 PM]

7.50 17.00	136.40	27.00 12.50	35.00	136.50	27.00 17.50	77.00	134.60	50.00 22.50	30.00	134.60	50.00 27.50	18.00	120.00	38.00 32.50	39.00	128.90	38.00 37.50	63.00	128.90	38.00 42.50	47.00	115.30	30.00 47.50	37.00	115.00	5.00
____________________________________

Output Results:
Settlement of Saturated Sands=0.00 in. Settlement of Unsaturated Sands=0.00 in.
Total Settlement of Saturated and Unsaturated Sands=0.00 in. Differential Settlement=0.001 to 0.002 in.

Depth	CRRm	CSRfs	F.S. S_sat.	S_dry	S_all ft                              in. in. in.
_______________________________________________________ 0.00 0.40 0.24 5.00 0.00 0.00 0.00
0.05 0.43 0.24 5.00 0.00 0.00 0.00 0.10 0.47 0.24 5.00 0.00 0.00 0.00 0.15 0.50 0.24 5.00 0.00 0.00 0.00 0.20 0.54 0.24 5.00 0.00 0.00 0.00 0.25 0.58 0.24 5.00 0.00 0.00 0.00 0.30 0.62 0.24 5.00 0.00 0.00 0.00 0.35 0.68 0.24 5.00 0.00 0.00 0.00 0.40 0.74 0.24 5.00 0.00 0.00 0.00 0.45 0.83 0.24 5.00 0.00 0.00 0.00 0.50 1.11 0.24 5.00 0.00 0.00 0.00 0.55 1.11 0.24 5.00 0.00 0.00 0.00 0.60 1.11 0.24 5.00 0.00 0.00 0.00 0.65 1.11 0.24 5.00 0.00 0.00 0.00 0.70 1.11 0.24 5.00 0.00 0.00 0.00 0.75 1.11 0.24 5.00 0.00 0.00 0.00 0.80 1.11 0.24 5.00 0.00 0.00 0.00 0.85 1.11 0.24 5.00 0.00 0.00 0.00 0.90 1.11 0.24 5.00 0.00 0.00 0.00 0.95 1.11 0.24 5.00 0.00 0.00 0.00 1.00 1.11 0.24 5.00 0.00 0.00 0.00 1.05 1.11 0.24 5.00 0.00 0.00 0.00 1.10 1.11 0.24 5.00 0.00 0.00 0.00 1.15 1.11 0.24 5.00 0.00 0.00 0.00 1.20 1.11 0.24 5.00 0.00 0.00 0.00 1.25 1.11 0.24 5.00 0.00 0.00 0.00 1.30 1.11 0.24 5.00 0.00 0.00 0.00 1.35 1.11 0.24 5.00 0.00 0.00 0.00 1.40 1.11 0.24 5.00 0.00 0.00 0.00 1.45 1.11 0.24 5.00 0.00 0.00 0.00 1.50 1.11 0.24 5.00 0.00 0.00 0.00 1.55 1.11 0.24 5.00 0.00 0.00 0.00 1.60 1.11 0.24 5.00 0.00 0.00 0.00 1.65 1.11 0.24 5.00 0.00 0.00 0.00

file:///192.168.88.8/g/_Projects/2020/20G-0328/Originals/Liquifaction%20Analysis/Liquefy%20GW%208%20Summary.txt[8/12/2020 1:25:26 PM]

1.70 1.11 0.24 5.00 0.00 0.00 0.00 1.75 1.11 0.24 5.00 0.00 0.00 0.00 1.80 1.11 0.24 5.00 0.00 0.00 0.00 1.85 1.11 0.24 5.00 0.00 0.00 0.00 1.90 1.11 0.24 5.00 0.00 0.00 0.00 1.95 1.11 0.24 5.00 0.00 0.00 0.00 2.00 1.11 0.24 5.00 0.00 0.00 0.00 2.05 1.11 0.24 5.00 0.00 0.00 0.00 2.10 1.11 0.24 5.00 0.00 0.00 0.00 2.15 1.11 0.24 5.00 0.00 0.00 0.00 2.20 1.11 0.24 5.00 0.00 0.00 0.00 2.25 1.11 0.24 5.00 0.00 0.00 0.00 2.30 1.11 0.24 5.00 0.00 0.00 0.00 2.35 1.11 0.24 5.00 0.00 0.00 0.00 2.40 1.11 0.24 5.00 0.00 0.00 0.00 2.45 1.11 0.24 5.00 0.00 0.00 0.00 2.50 1.11 0.24 5.00 0.00 0.00 0.00 2.55 1.11 0.24 5.00 0.00 0.00 0.00 2.60 1.11 0.24 5.00 0.00 0.00 0.00 2.65 1.11 0.24 5.00 0.00 0.00 0.00 2.70 1.11 0.24 5.00 0.00 0.00 0.00 2.75 1.11 0.24 5.00 0.00 0.00 0.00 2.80 1.11 0.24 5.00 0.00 0.00 0.00 2.85 1.11 0.24 5.00 0.00 0.00 0.00 2.90 1.11 0.24 5.00 0.00 0.00 0.00 2.95 1.11 0.24 5.00 0.00 0.00 0.00 3.00 1.11 0.24 5.00 0.00 0.00 0.00 3.05 1.11 0.24 5.00 0.00 0.00 0.00 3.10 1.11 0.24 5.00 0.00 0.00 0.00 3.15 1.11 0.24 5.00 0.00 0.00 0.00 3.20 1.11 0.24 5.00 0.00 0.00 0.00 3.25 1.11 0.24 5.00 0.00 0.00 0.00 3.30 1.11 0.24 5.00 0.00 0.00 0.00 3.35 1.11 0.24 5.00 0.00 0.00 0.00 3.40 1.11 0.24 5.00 0.00 0.00 0.00 3.45 1.11 0.24 5.00 0.00 0.00 0.00 3.50 1.11 0.24 5.00 0.00 0.00 0.00 3.55 1.11 0.24 5.00 0.00 0.00 0.00 3.60 1.11 0.24 5.00 0.00 0.00 0.00 3.65 1.11 0.24 5.00 0.00 0.00 0.00 3.70 1.11 0.24 5.00 0.00 0.00 0.00 3.75 1.11 0.24 5.00 0.00 0.00 0.00 3.80 1.11 0.24 5.00 0.00 0.00 0.00 3.85 1.11 0.24 5.00 0.00 0.00 0.00 3.90 1.11 0.24 5.00 0.00 0.00 0.00 3.95 1.11 0.24 5.00 0.00 0.00 0.00 4.00 1.11 0.24 5.00 0.00 0.00 0.00 4.05 1.11 0.24 5.00 0.00 0.00 0.00 4.10 1.11 0.24 5.00 0.00 0.00 0.00 4.15 1.11 0.24 5.00 0.00 0.00 0.00 4.20 1.11 0.24 5.00 0.00 0.00 0.00 4.25 1.11 0.24 5.00 0.00 0.00 0.00 4.30 1.11 0.24 5.00 0.00 0.00 0.00 4.35 1.11 0.24 5.00 0.00 0.00 0.00

file:///192.168.88.8/g/_Projects/2020/20G-0328/Originals/Liquifaction%20Analysis/Liquefy%20GW%208%20Summary.txt[8/12/2020 1:25:26 PM]

4.40 1.11 0.24 5.00 0.00 0.00 0.00 4.45 1.11 0.24 5.00 0.00 0.00 0.00 4.50 1.11 0.24 5.00 0.00 0.00 0.00 4.55 1.11 0.24 5.00 0.00 0.00 0.00 4.60 1.11 0.24 5.00 0.00 0.00 0.00 4.65 1.11 0.24 5.00 0.00 0.00 0.00 4.70 1.11 0.24 5.00 0.00 0.00 0.00 4.75 1.11 0.24 5.00 0.00 0.00 0.00 4.80 1.11 0.24 5.00 0.00 0.00 0.00 4.85 1.11 0.24 5.00 0.00 0.00 0.00 4.90 1.11 0.24 5.00 0.00 0.00 0.00 4.95 1.11 0.24 5.00 0.00 0.00 0.00 5.00 1.11 0.24 5.00 0.00 0.00 0.00 5.05 1.11 0.24 5.00 0.00 0.00 0.00 5.10 1.11 0.24 5.00 0.00 0.00 0.00 5.15 1.11 0.24 5.00 0.00 0.00 0.00 5.20 1.11 0.24 5.00 0.00 0.00 0.00 5.25 1.11 0.24 5.00 0.00 0.00 0.00 5.30 1.11 0.24 5.00 0.00 0.00 0.00 5.35 1.11 0.24 5.00 0.00 0.00 0.00 5.40 1.11 0.24 5.00 0.00 0.00 0.00 5.45 1.11 0.24 5.00 0.00 0.00 0.00 5.50 1.11 0.24 5.00 0.00 0.00 0.00 5.55 1.11 0.24 5.00 0.00 0.00 0.00 5.60 1.11 0.24 5.00 0.00 0.00 0.00 5.65 1.11 0.24 5.00 0.00 0.00 0.00 5.70 1.11 0.24 5.00 0.00 0.00 0.00 5.75 1.11 0.24 5.00 0.00 0.00 0.00 5.80 1.11 0.24 5.00 0.00 0.00 0.00 5.85 1.11 0.24 5.00 0.00 0.00 0.00 5.90 1.11 0.24 5.00 0.00 0.00 0.00 5.95 1.11 0.24 5.00 0.00 0.00 0.00 6.00 1.11 0.24 5.00 0.00 0.00 0.00 6.05 1.11 0.24 5.00 0.00 0.00 0.00 6.10 1.11 0.24 5.00 0.00 0.00 0.00 6.15 1.11 0.24 5.00 0.00 0.00 0.00 6.20 1.11 0.24 5.00 0.00 0.00 0.00 6.25 1.11 0.24 5.00 0.00 0.00 0.00 6.30 1.11 0.24 5.00 0.00 0.00 0.00 6.35 1.11 0.24 5.00 0.00 0.00 0.00 6.40 1.11 0.24 5.00 0.00 0.00 0.00 6.45 1.11 0.24 5.00 0.00 0.00 0.00 6.50 1.11 0.24 5.00 0.00 0.00 0.00 6.55 1.11 0.24 5.00 0.00 0.00 0.00 6.60 1.11 0.24 5.00 0.00 0.00 0.00 6.65 1.11 0.24 5.00 0.00 0.00 0.00 6.70 1.11 0.24 5.00 0.00 0.00 0.00 6.75 1.11 0.24 5.00 0.00 0.00 0.00 6.80 1.11 0.24 5.00 0.00 0.00 0.00 6.85 1.11 0.24 5.00 0.00 0.00 0.00 6.90 1.11 0.24 5.00 0.00 0.00 0.00 6.95 1.11 0.24 5.00 0.00 0.00 0.00 7.00 1.11 0.24 5.00 0.00 0.00 0.00 7.05 1.11 0.24 5.00 0.00 0.00 0.00

file:///192.168.88.8/g/_Projects/2020/20G-0328/Originals/Liquifaction%20Analysis/Liquefy%20GW%208%20Summary.txt[8/12/2020 1:25:26 PM]

7.10 1.11 0.24 5.00 0.00 0.00 0.00 7.15 1.11 0.24 5.00 0.00 0.00 0.00 7.20 1.11 0.24 5.00 0.00 0.00 0.00 7.25 1.11 0.24 5.00 0.00 0.00 0.00 7.30 1.11 0.24 5.00 0.00 0.00 0.00 7.35 1.11 0.24 5.00 0.00 0.00 0.00 7.40 1.11 0.24 5.00 0.00 0.00 0.00 7.45 1.11 0.24 5.00 0.00 0.00 0.00 7.50 1.11 0.24 5.00 0.00 0.00 0.00 7.55 1.11 0.24 5.00 0.00 0.00 0.00 7.60 1.11 0.24 5.00 0.00 0.00 0.00 7.65 1.11 0.24 5.00 0.00 0.00 0.00 7.70 1.11 0.24 5.00 0.00 0.00 0.00 7.75 1.11 0.24 5.00 0.00 0.00 0.00 7.80 1.11 0.24 5.00 0.00 0.00 0.00 7.85 1.11 0.24 5.00 0.00 0.00 0.00 7.90 1.11 0.24 5.00 0.00 0.00 0.00 7.95 1.11 0.24 5.00 0.00 0.00 0.00 8.00 1.11 0.24 4.63 0.00 0.00 0.00 8.05 1.11 0.24 4.62 0.00 0.00 0.00 8.10 1.11 0.24 4.60 0.00 0.00 0.00 8.15 1.11 0.24 4.59 0.00 0.00 0.00 8.20 1.11 0.24 4.58 0.00 0.00 0.00 8.25 1.11 0.24 4.57 0.00 0.00 0.00 8.30 1.11 0.24 4.56 0.00 0.00 0.00 8.35 1.11 0.24 4.55 0.00 0.00 0.00 8.40 1.11 0.24 4.53 0.00 0.00 0.00 8.45 1.11 0.24 4.52 0.00 0.00 0.00 8.50 1.11 0.25 4.51 0.00 0.00 0.00 8.55 1.11 0.25 4.50 0.00 0.00 0.00 8.60 1.11 0.25 4.49 0.00 0.00 0.00 8.65 1.11 0.25 4.48 0.00 0.00 0.00 8.70 1.11 0.25 4.47 0.00 0.00 0.00 8.75 1.11 0.25 4.46 0.00 0.00 0.00 8.80 1.11 0.25 4.45 0.00 0.00 0.00 8.85 1.11 0.25 4.44 0.00 0.00 0.00 8.90 1.11 0.25 4.43 0.00 0.00 0.00 8.95 1.11 0.25 4.42 0.00 0.00 0.00 9.00 1.11 0.25 4.41 0.00 0.00 0.00 9.05 1.11 0.25 4.40 0.00 0.00 0.00 9.10 1.11 0.25 4.39 0.00 0.00 0.00 9.15 1.11 0.25 4.38 0.00 0.00 0.00 9.20 1.11 0.25 4.37 0.00 0.00 0.00 9.25 1.11 0.25 4.36 0.00 0.00 0.00 9.30 1.11 0.25 4.35 0.00 0.00 0.00 9.35 1.11 0.25 4.34 0.00 0.00 0.00 9.40 1.11 0.26 4.33 0.00 0.00 0.00 9.45 1.11 0.26 4.32 0.00 0.00 0.00 9.50 1.11 0.26 4.31 0.00 0.00 0.00 9.55 1.11 0.26 4.30 0.00 0.00 0.00 9.60 1.11 0.26 4.29 0.00 0.00 0.00 9.65 1.11 0.26 4.29 0.00 0.00 0.00 9.70 1.11 0.26 4.28 0.00 0.00 0.00 9.75 1.11 0.26 4.27 0.00 0.00 0.00

file:///192.168.88.8/g/_Projects/2020/20G-0328/Originals/Liquifaction%20Analysis/Liquefy%20GW%208%20Summary.txt[8/12/2020 1:25:26 PM]

9.80 1.11 0.26 4.26 0.00 0.00 0.00 9.85 1.11 0.26 4.25 0.00 0.00 0.00 9.90 1.11 0.26 4.24 0.00 0.00 0.00 9.95 1.11 0.26 4.24 0.00 0.00 0.00
10.00	1.11 0.26 4.23 0.00 0.00 0.00 10.05	1.11 0.26 4.22 0.00 0.00 0.00 10.10	1.11 0.26 4.21 0.00 0.00 0.00 10.15	1.11 0.26 4.20 0.00 0.00 0.00 10.20	1.11 0.26 4.20 0.00 0.00 0.00 10.25	1.11 0.26 4.19 0.00 0.00 0.00 10.30	1.11 0.26 4.18 0.00 0.00 0.00 10.35	1.11 0.26 4.17 0.00 0.00 0.00 10.40	1.11 0.27 4.17 0.00 0.00 0.00 10.45	1.11 0.27 4.16 0.00 0.00 0.00 10.50	1.11 0.27 4.15 0.00 0.00 0.00 10.55	1.11 0.27 4.14 0.00 0.00 0.00 10.60	1.11 0.27 4.14 0.00 0.00 0.00 10.65	1.11 0.27 4.13 0.00 0.00 0.00 10.70	1.11 0.27 4.12 0.00 0.00 0.00 10.75	1.11 0.27 4.12 0.00 0.00 0.00 10.80	1.11 0.27 4.11 0.00 0.00 0.00 10.85	1.11 0.27 4.10 0.00 0.00 0.00 10.90	1.11 0.27 4.10 0.00 0.00 0.00 10.95	1.11 0.27 4.09 0.00 0.00 0.00 11.00	1.11 0.27 4.08 0.00 0.00 0.00 11.05	1.11 0.27 4.08 0.00 0.00 0.00 11.10	1.11 0.27 4.07 0.00 0.00 0.00 11.15	1.11 0.27 4.06 0.00 0.00 0.00 11.20	1.11 0.27 4.06 0.00 0.00 0.00 11.25	1.11 0.27 4.05 0.00 0.00 0.00 11.30	1.11 0.27 4.04 0.00 0.00 0.00 11.35	1.11 0.27 4.04 0.00 0.00 0.00 11.40	1.11 0.27 4.03 0.00 0.00 0.00 11.45	1.11 0.27 4.03 0.00 0.00 0.00 11.50	1.11 0.28 4.02 0.00 0.00 0.00 11.55	1.11 0.28 4.01 0.00 0.00 0.00 11.60	1.11 0.28 4.01 0.00 0.00 0.00 11.65	1.11 0.28 4.00 0.00 0.00 0.00 11.70	1.11 0.28 4.00 0.00 0.00 0.00 11.75	1.11 0.28 3.99 0.00 0.00 0.00 11.80	1.11 0.28 3.99 0.00 0.00 0.00 11.85	1.11 0.28 3.98 0.00 0.00 0.00 11.90	1.11 0.28 3.97 0.00 0.00 0.00 11.95	1.11 0.28 3.97 0.00 0.00 0.00 12.00	1.11 0.28 3.96 0.00 0.00 0.00 12.05	1.11 0.28 3.96 0.00 0.00 0.00 12.10	1.11 0.28 3.95 0.00 0.00 0.00 12.15	1.11 0.28 3.95 0.00 0.00 0.00 12.20	1.11 0.28 3.94 0.00 0.00 0.00 12.25	1.11 0.28 3.94 0.00 0.00 0.00 12.30	1.11 0.28 3.93 0.00 0.00 0.00 12.35	1.11 0.28 3.93 0.00 0.00 0.00 12.40	1.11 0.28 3.92 0.00 0.00 0.00 12.45	1.11 0.28 3.92 0.00 0.00 0.00

file:///192.168.88.8/g/_Projects/2020/20G-0328/Originals/Liquifaction%20Analysis/Liquefy%20GW%208%20Summary.txt[8/12/2020 1:25:26 PM]

12.50	1.11 0.28 3.91 0.00 0.00 0.00 12.55	1.11 0.28 3.91 0.00 0.00 0.00 12.60	1.11 0.28 3.90 0.00 0.00 0.00 12.65	1.11 0.28 3.90 0.00 0.00 0.00 12.70	1.11 0.28 3.89 0.00 0.00 0.00 12.75	1.11 0.28 3.89 0.00 0.00 0.00 12.80	1.11 0.28 3.88 0.00 0.00 0.00 12.85	1.11 0.29 3.88 0.00 0.00 0.00 12.90	1.11 0.29 3.87 0.00 0.00 0.00 12.95	1.11 0.29 3.87 0.00 0.00 0.00 13.00	1.11 0.29 3.86 0.00 0.00 0.00 13.05	1.11 0.29 3.86 0.00 0.00 0.00 13.10	1.11 0.29 3.85 0.00 0.00 0.00 13.15	1.11 0.29 3.85 0.00 0.00 0.00 13.20	1.11 0.29 3.84 0.00 0.00 0.00 13.25	1.11 0.29 3.84 0.00 0.00 0.00 13.30	1.11 0.29 3.84 0.00 0.00 0.00 13.35	1.11 0.29 3.83 0.00 0.00 0.00 13.40	1.11 0.29 3.83 0.00 0.00 0.00 13.45	1.11 0.29 3.82 0.00 0.00 0.00 13.50	1.11 0.29 3.82 0.00 0.00 0.00 13.55	1.11 0.29 3.81 0.00 0.00 0.00 13.60	1.11 0.29 3.81 0.00 0.00 0.00 13.65	1.11 0.29 3.81 0.00 0.00 0.00 13.70	1.11 0.29 3.80 0.00 0.00 0.00 13.75	1.11 0.29 3.80 0.00 0.00 0.00 13.80	1.11 0.29 3.79 0.00 0.00 0.00 13.85	1.11 0.29 3.79 0.00 0.00 0.00 13.90	1.11 0.29 3.79 0.00 0.00 0.00 13.95	1.11 0.29 3.78 0.00 0.00 0.00 14.00	1.11 0.29 3.78 0.00 0.00 0.00 14.05	1.11 0.29 3.77 0.00 0.00 0.00 14.10	1.11 0.29 3.77 0.00 0.00 0.00 14.15	1.11 0.29 3.77 0.00 0.00 0.00 14.20	1.11 0.29 3.76 0.00 0.00 0.00 14.25	1.11 0.29 3.76 0.00 0.00 0.00 14.30	1.11 0.29 3.75 0.00 0.00 0.00 14.35	1.11 0.29 3.75 0.00 0.00 0.00 14.40	1.11 0.30 3.75 0.00 0.00 0.00 14.45	1.11 0.30 3.74 0.00 0.00 0.00 14.50	1.11 0.30 3.74 0.00 0.00 0.00 14.55	1.11 0.30 3.74 0.00 0.00 0.00 14.60	1.11 0.30 3.73 0.00 0.00 0.00 14.65	1.11 0.30 3.73 0.00 0.00 0.00 14.70	1.11 0.30 3.73 0.00 0.00 0.00 14.75	1.11 0.30 3.72 0.00 0.00 0.00 14.80	1.11 0.30 3.72 0.00 0.00 0.00 14.85	1.11 0.30 3.71 0.00 0.00 0.00 14.90	1.11 0.30 3.71 0.00 0.00 0.00 14.95	1.11 0.30 3.71 0.00 0.00 0.00 15.00	1.11 0.30 3.70 0.00 0.00 0.00 15.05	1.11 0.30 3.70 0.00 0.00 0.00 15.10	1.11 0.30 3.70 0.00 0.00 0.00 15.15	1.11 0.30 3.69 0.00 0.00 0.00

file:///192.168.88.8/g/_Projects/2020/20G-0328/Originals/Liquifaction%20Analysis/Liquefy%20GW%208%20Summary.txt[8/12/2020 1:25:26 PM]

15.20	1.11 0.30 3.69 0.00 0.00 0.00 15.25	1.11 0.30 3.69 0.00 0.00 0.00 15.30	1.11 0.30 3.68 0.00 0.00 0.00 15.35	1.11 0.30 3.68 0.00 0.00 0.00 15.40	1.11 0.30 3.68 0.00 0.00 0.00 15.45	1.11 0.30 3.67 0.00 0.00 0.00 15.50	1.11 0.30 3.67 0.00 0.00 0.00 15.55	1.11 0.30 3.67 0.00 0.00 0.00 15.60	1.11 0.30 3.67 0.00 0.00 0.00 15.65	1.11 0.30 3.66 0.00 0.00 0.00 15.70	1.11 0.30 3.66 0.00 0.00 0.00 15.75	1.11 0.30 3.66 0.00 0.00 0.00 15.80	1.11 0.30 3.65 0.00 0.00 0.00 15.85	1.11 0.30 3.65 0.00 0.00 0.00 15.90	1.11 0.30 3.65 0.00 0.00 0.00 15.95	1.11 0.30 3.64 0.00 0.00 0.00 16.00	1.11 0.30 3.64 0.00 0.00 0.00 16.05	1.11 0.30 3.64 0.00 0.00 0.00 16.10	1.11 0.30 3.64 0.00 0.00 0.00 16.15	1.11 0.30 3.63 0.00 0.00 0.00 16.20	1.11 0.30 3.63 0.00 0.00 0.00 16.25	1.11 0.30 3.63 0.00 0.00 0.00 16.30	1.11 0.31 3.62 0.00 0.00 0.00 16.35	1.11 0.31 3.62 0.00 0.00 0.00 16.40	1.11 0.31 3.62 0.00 0.00 0.00 16.45	1.11 0.31 3.62 0.00 0.00 0.00 16.50	1.11 0.31 3.61 0.00 0.00 0.00 16.55	1.11 0.31 3.61 0.00 0.00 0.00 16.60	1.11 0.31 3.61 0.00 0.00 0.00 16.65	1.11 0.31 3.60 0.00 0.00 0.00 16.70	1.11 0.31 3.60 0.00 0.00 0.00 16.75	1.11 0.31 3.60 0.00 0.00 0.00 16.80	1.11 0.31 3.60 0.00 0.00 0.00 16.85	1.11 0.31 3.59 0.00 0.00 0.00 16.90	1.11 0.31 3.59 0.00 0.00 0.00 16.95	1.11 0.31 3.59 0.00 0.00 0.00 17.00	1.11 0.31 3.59 0.00 0.00 0.00 17.05	1.11 0.31 3.58 0.00 0.00 0.00 17.10	1.11 0.31 3.58 0.00 0.00 0.00 17.15	1.11 0.31 3.58 0.00 0.00 0.00 17.20	1.11 0.31 3.58 0.00 0.00 0.00 17.25	1.11 0.31 3.57 0.00 0.00 0.00 17.30	1.11 0.31 3.57 0.00 0.00 0.00 17.35	1.11 0.31 3.57 0.00 0.00 0.00 17.40	1.11 0.31 3.57 0.00 0.00 0.00 17.45	1.11 0.31 3.56 0.00 0.00 0.00 17.50	1.11 0.31 3.56 0.00 0.00 0.00 17.55	1.11 0.31 3.56 0.00 0.00 0.00 17.60	1.11 0.31 3.56 0.00 0.00 0.00 17.65	1.11 0.31 3.55 0.00 0.00 0.00 17.70	1.11 0.31 3.55 0.00 0.00 0.00 17.75	1.11 0.31 3.55 0.00 0.00 0.00 17.80	1.11 0.31 3.55 0.00 0.00 0.00 17.85	1.11 0.31 3.54 0.00 0.00 0.00

file:///192.168.88.8/g/_Projects/2020/20G-0328/Originals/Liquifaction%20Analysis/Liquefy%20GW%208%20Summary.txt[8/12/2020 1:25:26 PM]

17.90	1.11 0.31 3.54 0.00 0.00 0.00 17.95	1.11 0.31 3.54 0.00 0.00 0.00 18.00	1.11 0.31 3.54 0.00 0.00 0.00 18.05	1.11 0.31 3.53 0.00 0.00 0.00 18.10	1.11 0.31 3.53 0.00 0.00 0.00 18.15	1.11 0.31 3.53 0.00 0.00 0.00 18.20	1.11 0.31 3.53 0.00 0.00 0.00 18.25	1.11 0.31 3.53 0.00 0.00 0.00 18.30	1.11 0.31 3.52 0.00 0.00 0.00 18.35	1.11 0.31 3.52 0.00 0.00 0.00 18.40	1.11 0.31 3.52 0.00 0.00 0.00 18.45	1.11 0.31 3.52 0.00 0.00 0.00 18.50	1.11 0.31 3.51 0.00 0.00 0.00 18.55	1.11 0.31 3.51 0.00 0.00 0.00 18.60	1.11 0.32 3.51 0.00 0.00 0.00 18.65	1.11 0.32 3.51 0.00 0.00 0.00 18.70	1.11 0.32 3.51 0.00 0.00 0.00 18.75	1.11 0.32 3.50 0.00 0.00 0.00 18.80	1.11 0.32 3.50 0.00 0.00 0.00 18.85	1.11 0.32 3.50 0.00 0.00 0.00 18.90	1.11 0.32 3.50 0.00 0.00 0.00 18.95	1.11 0.32 3.50 0.00 0.00 0.00 19.00	1.11 0.32 3.49 0.00 0.00 0.00 19.05	1.11 0.32 3.49 0.00 0.00 0.00 19.10	1.11 0.32 3.49 0.00 0.00 0.00 19.15	1.11 0.32 3.49 0.00 0.00 0.00 19.20	1.11 0.32 3.49 0.00 0.00 0.00 19.25	1.11 0.32 3.48 0.00 0.00 0.00 19.30	1.11 0.32 3.48 0.00 0.00 0.00 19.35	1.11 0.32 3.48 0.00 0.00 0.00 19.40	1.11 0.32 3.48 0.00 0.00 0.00 19.45	1.11 0.32 3.48 0.00 0.00 0.00 19.50	1.11 0.32 3.47 0.00 0.00 0.00 19.55	1.11 0.32 3.47 0.00 0.00 0.00 19.60	1.11 0.32 3.47 0.00 0.00 0.00 19.65	1.11 0.32 3.47 0.00 0.00 0.00 19.70	1.11 0.32 3.47 0.00 0.00 0.00 19.75	1.11 0.32 3.46 0.00 0.00 0.00 19.80	1.11 0.32 3.46 0.00 0.00 0.00 19.85	1.11 0.32 3.46 0.00 0.00 0.00 19.90	1.11 0.32 3.46 0.00 0.00 0.00 19.95	1.11 0.32 3.46 0.00 0.00 0.00 20.00	1.11 0.32 3.46 0.00 0.00 0.00 20.05	1.11 0.32 3.45 0.00 0.00 0.00 20.10	1.11 0.32 3.45 0.00 0.00 0.00 20.15	1.11 0.32 3.45 0.00 0.00 0.00 20.20	1.11 0.32 3.45 0.00 0.00 0.00 20.25	1.11 0.32 3.45 0.00 0.00 0.00 20.30	1.11 0.32 3.44 0.00 0.00 0.00 20.35	1.11 0.32 3.44 0.00 0.00 0.00 20.40	1.11 0.32 3.44 0.00 0.00 0.00 20.45	1.11 0.32 3.44 0.00 0.00 0.00 20.50	1.11 0.32 3.44 0.00 0.00 0.00 20.55	1.11 0.32 3.44 0.00 0.00 0.00

file:///192.168.88.8/g/_Projects/2020/20G-0328/Originals/Liquifaction%20Analysis/Liquefy%20GW%208%20Summary.txt[8/12/2020 1:25:26 PM]

20.60	1.11 0.32 3.43 0.00 0.00 0.00 20.65	1.11 0.32 3.43 0.00 0.00 0.00 20.70	1.11 0.32 3.43 0.00 0.00 0.00 20.75	1.11 0.32 3.43 0.00 0.00 0.00 20.80	1.11 0.32 3.43 0.00 0.00 0.00 20.85	1.11 0.32 3.43 0.00 0.00 0.00 20.90	1.11 0.32 3.42 0.00 0.00 0.00 20.95	1.11 0.32 3.42 0.00 0.00 0.00 21.00	1.11 0.32 3.42 0.00 0.00 0.00 21.05	1.11 0.32 3.42 0.00 0.00 0.00 21.10	1.11 0.32 3.42 0.00 0.00 0.00 21.15	1.11 0.32 3.42 0.00 0.00 0.00 21.20	1.11 0.32 3.42 0.00 0.00 0.00 21.25	1.11 0.32 3.41 0.00 0.00 0.00 21.30	1.11 0.32 3.41 0.00 0.00 0.00 21.35	1.11 0.32 3.41 0.00 0.00 0.00 21.40	1.11 0.32 3.41 0.00 0.00 0.00 21.45	1.11 0.32 3.41 0.00 0.00 0.00 21.50	1.11 0.32 3.41 0.00 0.00 0.00 21.55	1.11 0.32 3.40 0.00 0.00 0.00 21.60	1.11 0.32 3.40 0.00 0.00 0.00 21.65	1.11 0.33 3.40 0.00 0.00 0.00 21.70	1.11 0.33 3.40 0.00 0.00 0.00 21.75	1.11 0.33 3.40 0.00 0.00 0.00 21.80	1.11 0.33 3.40 0.00 0.00 0.00 21.85	1.11 0.33 3.40 0.00 0.00 0.00 21.90	1.11 0.33 3.39 0.00 0.00 0.00 21.95	1.11 0.33 3.39 0.00 0.00 0.00 22.00	1.11 0.33 3.39 0.00 0.00 0.00 22.05	1.11 0.33 3.39 0.00 0.00 0.00 22.10	1.11 0.33 3.39 0.00 0.00 0.00 22.15	1.11 0.33 3.39 0.00 0.00 0.00 22.20	1.11 0.33 3.39 0.00 0.00 0.00 22.25	1.11 0.33 3.38 0.00 0.00 0.00 22.30	1.11 0.33 3.38 0.00 0.00 0.00 22.35	1.11 0.33 3.38 0.00 0.00 0.00 22.40	1.11 0.33 3.38 0.00 0.00 0.00 22.45	1.11 0.33 3.38 0.00 0.00 0.00 22.50	1.11 0.33 3.38 0.00 0.00 0.00 22.55	1.11 0.33 3.38 0.00 0.00 0.00 22.60	1.11 0.33 3.37 0.00 0.00 0.00 22.65	1.11 0.33 3.37 0.00 0.00 0.00 22.70	1.11 0.33 3.37 0.00 0.00 0.00 22.75	1.11 0.33 3.37 0.00 0.00 0.00 22.80	1.11 0.33 3.37 0.00 0.00 0.00 22.85	1.11 0.33 3.37 0.00 0.00 0.00 22.90	1.11 0.33 3.37 0.00 0.00 0.00 22.95	1.11 0.33 3.37 0.00 0.00 0.00 23.00	1.11 0.33 3.36 0.00 0.00 0.00 23.05	1.11 0.33 3.36 0.00 0.00 0.00 23.10	1.11 0.33 3.36 0.00 0.00 0.00 23.15	1.11 0.33 3.36 0.00 0.00 0.00 23.20	1.11 0.33 3.36 0.00 0.00 0.00 23.25	1.11 0.33 3.36 0.00 0.00 0.00

file:///192.168.88.8/g/_Projects/2020/20G-0328/Originals/Liquifaction%20Analysis/Liquefy%20GW%208%20Summary.txt[8/12/2020 1:25:26 PM]

23.30	1.11 0.33 3.36 0.00 0.00 0.00 23.35	1.11 0.33 3.35 0.00 0.00 0.00 23.40	1.11 0.33 3.35 0.00 0.00 0.00 23.45	1.11 0.33 3.35 0.00 0.00 0.00 23.50	1.11 0.33 3.35 0.00 0.00 0.00 23.55	1.11 0.33 3.35 0.00 0.00 0.00 23.60	1.11 0.33 3.35 0.00 0.00 0.00 23.65	1.11 0.33 3.35 0.00 0.00 0.00 23.70	1.11 0.33 3.35 0.00 0.00 0.00 23.75	1.11 0.33 3.34 0.00 0.00 0.00 23.80	1.11 0.33 3.34 0.00 0.00 0.00 23.85	1.11 0.33 3.34 0.00 0.00 0.00 23.90	1.11 0.33 3.34 0.00 0.00 0.00 23.95	1.11 0.33 3.34 0.00 0.00 0.00 24.00	1.11 0.33 3.36 0.00 0.00 0.00 24.05	1.11 0.33 3.36 0.00 0.00 0.00 24.10	1.11 0.33 3.35 0.00 0.00 0.00 24.15	1.11 0.33 3.35 0.00 0.00 0.00 24.20	1.11 0.33 3.35 0.00 0.00 0.00 24.25	1.11 0.33 3.35 0.00 0.00 0.00 24.30	1.11 0.33 3.34 0.00 0.00 0.00 24.35	1.11 0.33 3.34 0.00 0.00 0.00 24.40	1.11 0.33 3.34 0.00 0.00 0.00 24.45	1.11 0.33 3.34 0.00 0.00 0.00 24.50	1.11 0.33 3.34 0.00 0.00 0.00 24.55	1.11 0.33 3.33 0.00 0.00 0.00 24.60	1.11 0.33 3.33 0.00 0.00 0.00 24.65	1.11 0.33 3.33 0.00 0.00 0.00 24.70	1.11 0.33 3.33 0.00 0.00 0.00 24.75	1.11 0.33 3.32 0.00 0.00 0.00 24.80	1.11 0.33 3.32 0.00 0.00 0.00 24.85	1.11 0.33 3.32 0.00 0.00 0.00 24.90	1.11 0.33 3.32 0.00 0.00 0.00 24.95	1.11 0.33 3.32 0.00 0.00 0.00 25.00	1.11 0.33 3.31 0.00 0.00 0.00 25.05	1.11 0.33 3.31 0.00 0.00 0.00 25.10	1.10 0.33 3.31 0.00 0.00 0.00 25.15	1.10 0.33 3.31 0.00 0.00 0.00 25.20	1.10 0.33 3.30 0.00 0.00 0.00 25.25	1.10 0.33 3.30 0.00 0.00 0.00 25.30	1.10 0.33 3.30 0.00 0.00 0.00 25.35	1.10 0.33 3.30 0.00 0.00 0.00 25.40	1.10 0.33 3.30 0.00 0.00 0.00 25.45	1.10 0.33 3.29 0.00 0.00 0.00 25.50	1.10 0.33 3.29 0.00 0.00 0.00 25.55	1.10 0.33 3.29 0.00 0.00 0.00 25.60	1.10 0.34 3.29 0.00 0.00 0.00 25.65	1.10 0.34 3.28 0.00 0.00 0.00 25.70	1.10 0.34 3.28 0.00 0.00 0.00 25.75	1.10 0.34 3.28 0.00 0.00 0.00 25.80	1.10 0.34 3.28 0.00 0.00 0.00 25.85	1.10 0.34 3.28 0.00 0.00 0.00 25.90	1.10 0.34 3.27 0.00 0.00 0.00 25.95	1.10 0.34 3.27 0.00 0.00 0.00

file:///192.168.88.8/g/_Projects/2020/20G-0328/Originals/Liquifaction%20Analysis/Liquefy%20GW%208%20Summary.txt[8/12/2020 1:25:26 PM]

26.00	1.10 0.34 3.27 0.00 0.00 0.00 26.05	1.10 0.34 3.27 0.00 0.00 0.00 26.10	1.10 0.34 3.27 0.00 0.00 0.00 26.15	1.10 0.34 3.26 0.00 0.00 0.00 26.20	1.10 0.34 3.26 0.00 0.00 0.00 26.25	1.10 0.34 3.26 0.00 0.00 0.00 26.30	1.10 0.34 3.26 0.00 0.00 0.00 26.35	1.10 0.34 3.26 0.00 0.00 0.00 26.40	1.10 0.34 3.25 0.00 0.00 0.00 26.45	1.10 0.34 3.25 0.00 0.00 0.00 26.50	1.10 0.34 3.25 0.00 0.00 0.00 26.55	1.10 0.34 3.25 0.00 0.00 0.00 26.60	1.09 0.34 3.24 0.00 0.00 0.00 26.65	1.09 0.34 3.24 0.00 0.00 0.00 26.70	1.09 0.34 3.24 0.00 0.00 0.00 26.75	1.09 0.34 3.24 0.00 0.00 0.00 26.80	1.09 0.34 3.24 0.00 0.00 0.00 26.85	1.09 0.34 3.23 0.00 0.00 0.00 26.90	1.09 0.34 3.23 0.00 0.00 0.00 26.95	1.09 0.34 3.23 0.00 0.00 0.00 27.00	1.09 0.34 3.23 0.00 0.00 0.00 27.05	1.09 0.34 3.23 0.00 0.00 0.00 27.10	1.09 0.34 3.22 0.00 0.00 0.00 27.15	1.09 0.34 3.22 0.00 0.00 0.00 27.20	1.09 0.34 3.22 0.00 0.00 0.00 27.25	1.09 0.34 3.22 0.00 0.00 0.00 27.30	1.09 0.34 3.22 0.00 0.00 0.00 27.35	1.09 0.34 3.21 0.00 0.00 0.00 27.40	1.09 0.34 3.21 0.00 0.00 0.00 27.45	1.09 0.34 3.21 0.00 0.00 0.00 27.50	1.09 0.34 3.21 0.00 0.00 0.00 27.55	1.09 0.34 3.21 0.00 0.00 0.00 27.60	1.09 0.34 3.20 0.00 0.00 0.00 27.65	1.09 0.34 3.20 0.00 0.00 0.00 27.70	1.09 0.34 3.20 0.00 0.00 0.00 27.75	1.09 0.34 3.20 0.00 0.00 0.00 27.80	1.09 0.34 3.20 0.00 0.00 0.00 27.85	1.09 0.34 3.19 0.00 0.00 0.00 27.90	1.09 0.34 3.19 0.00 0.00 0.00 27.95	1.09 0.34 3.19 0.00 0.00 0.00 28.00	1.09 0.34 3.19 0.00 0.00 0.00 28.05	1.09 0.34 3.19 0.00 0.00 0.00 28.10	1.09 0.34 3.18 0.00 0.00 0.00 28.15	1.09 0.34 3.18 0.00 0.00 0.00 28.20	1.08 0.34 3.18 0.00 0.00 0.00 28.25	1.08 0.34 3.18 0.00 0.00 0.00 28.30	1.08 0.34 3.18 0.00 0.00 0.00 28.35	1.08 0.34 3.17 0.00 0.00 0.00 28.40	1.08 0.34 3.17 0.00 0.00 0.00 28.45	1.08 0.34 3.17 0.00 0.00 0.00 28.50	1.08 0.34 3.17 0.00 0.00 0.00 28.55	1.08 0.34 3.17 0.00 0.00 0.00 28.60	1.08 0.34 3.17 0.00 0.00 0.00 28.65	1.08 0.34 3.16 0.00 0.00 0.00

file:///192.168.88.8/g/_Projects/2020/20G-0328/Originals/Liquifaction%20Analysis/Liquefy%20GW%208%20Summary.txt[8/12/2020 1:25:26 PM]

28.70	1.08 0.34 3.16 0.00 0.00 0.00 28.75	1.08 0.34 3.16 0.00 0.00 0.00 28.80	1.08 0.34 3.16 0.00 0.00 0.00 28.85	1.08 0.34 3.16 0.00 0.00 0.00 28.90	1.08 0.34 3.15 0.00 0.00 0.00 28.95	1.08 0.34 3.15 0.00 0.00 0.00 29.00	1.08 0.34 3.15 0.00 0.00 0.00 29.05	1.08 0.34 3.15 0.00 0.00 0.00 29.10	1.08 0.34 3.15 0.00 0.00 0.00 29.15	1.08 0.34 3.15 0.00 0.00 0.00 29.20	1.08 0.34 3.14 0.00 0.00 0.00 29.25	1.08 0.34 3.14 0.00 0.00 0.00 29.30	1.08 0.34 3.14 0.00 0.00 0.00 29.35	1.08 0.34 3.14 0.00 0.00 0.00 29.40	1.08 0.34 3.14 0.00 0.00 0.00 29.45	1.08 0.34 3.14 0.00 0.00 0.00 29.50	1.08 0.34 3.13 0.00 0.00 0.00 29.55	1.08 0.34 3.13 0.00 0.00 0.00 29.60	1.08 0.34 3.13 0.00 0.00 0.00 29.65	1.08 0.34 3.13 0.00 0.00 0.00 29.70	1.08 0.34 3.13 0.00 0.00 0.00 29.75	1.08 0.34 3.12 0.00 0.00 0.00 29.80	1.07 0.34 3.12 0.00 0.00 0.00 29.85	1.07 0.34 3.12 0.00 0.00 0.00 29.90	1.07 0.34 3.12 0.00 0.00 0.00 29.95	1.07 0.34 3.12 0.00 0.00 0.00 30.00	1.07 0.34 3.12 0.00 0.00 0.00 30.05	1.07 0.34 3.12 0.00 0.00 0.00 30.10	1.07 0.34 3.12 0.00 0.00 0.00 30.15	1.07 0.34 3.11 0.00 0.00 0.00 30.20	1.07 0.34 3.11 0.00 0.00 0.00 30.25	1.07 0.34 3.11 0.00 0.00 0.00 30.30	1.07 0.34 3.11 0.00 0.00 0.00 30.35	1.07 0.34 3.11 0.00 0.00 0.00 30.40	1.07 0.34 3.11 0.00 0.00 0.00 30.45	1.07 0.34 3.11 0.00 0.00 0.00 30.50	1.07 0.34 3.11 0.00 0.00 0.00 30.55	1.07 0.34 3.11 0.00 0.00 0.00 30.60	1.07 0.34 3.11 0.00 0.00 0.00 30.65	1.07 0.34 3.11 0.00 0.00 0.00 30.70	1.07 0.34 3.11 0.00 0.00 0.00 30.75	1.07 0.34 3.11 0.00 0.00 0.00 30.80	1.07 0.34 3.11 0.00 0.00 0.00 30.85	1.07 0.34 3.11 0.00 0.00 0.00 30.90	1.07 0.34 3.10 0.00 0.00 0.00 30.95	1.07 0.34 3.10 0.00 0.00 0.00 31.00	1.07 0.34 3.10 0.00 0.00 0.00 31.05	1.07 0.34 3.10 0.00 0.00 0.00 31.10	1.07 0.34 3.10 0.00 0.00 0.00 31.15	1.07 0.34 3.10 0.00 0.00 0.00 31.20	1.07 0.34 3.10 0.00 0.00 0.00 31.25	1.07 0.34 3.10 0.00 0.00 0.00 31.30	1.07 0.34 3.10 0.00 0.00 0.00 31.35	1.07 0.34 3.10 0.00 0.00 0.00

file:///192.168.88.8/g/_Projects/2020/20G-0328/Originals/Liquifaction%20Analysis/Liquefy%20GW%208%20Summary.txt[8/12/2020 1:25:26 PM]

31.40	1.06 0.34 3.10 0.00 0.00 0.00 31.45	1.06 0.34 3.10 0.00 0.00 0.00 31.50	1.06 0.34 3.10 0.00 0.00 0.00 31.55	1.06 0.34 3.10 0.00 0.00 0.00 31.60	1.06 0.34 3.10 0.00 0.00 0.00 31.65	1.06 0.34 3.10 0.00 0.00 0.00 31.70	1.06 0.34 3.10 0.00 0.00 0.00 31.75	1.06 0.34 3.10 0.00 0.00 0.00 31.80	1.06 0.34 3.09 0.00 0.00 0.00 31.85	1.06 0.34 3.09 0.00 0.00 0.00 31.90	1.06 0.34 3.09 0.00 0.00 0.00 31.95	1.06 0.34 3.09 0.00 0.00 0.00 32.00	1.06 0.34 3.09 0.00 0.00 0.00 32.05	1.06 0.34 3.09 0.00 0.00 0.00 32.10	1.06 0.34 3.09 0.00 0.00 0.00 32.15	1.06 0.34 3.09 0.00 0.00 0.00 32.20	1.06 0.34 3.09 0.00 0.00 0.00 32.25	1.06 0.34 3.09 0.00 0.00 0.00 32.30	1.06 0.34 3.09 0.00 0.00 0.00 32.35	1.06 0.34 3.09 0.00 0.00 0.00 32.40	1.06 0.34 3.09 0.00 0.00 0.00 32.45	1.06 0.34 3.09 0.00 0.00 0.00 32.50	1.06 0.34 3.09 0.00 0.00 0.00 32.55	1.06 0.34 3.09 0.00 0.00 0.00 32.60	1.06 0.34 3.09 0.00 0.00 0.00 32.65	1.06 0.34 3.09 0.00 0.00 0.00 32.70	1.06 0.34 3.09 0.00 0.00 0.00 32.75	1.06 0.34 3.09 0.00 0.00 0.00 32.80	1.06 0.34 3.08 0.00 0.00 0.00 32.85	1.06 0.34 3.08 0.00 0.00 0.00 32.90	1.06 0.34 3.08 0.00 0.00 0.00 32.95	1.06 0.34 3.08 0.00 0.00 0.00 33.00	1.05 0.34 3.08 0.00 0.00 0.00 33.05	1.05 0.34 3.08 0.00 0.00 0.00 33.10	1.05 0.34 3.08 0.00 0.00 0.00 33.15	1.05 0.34 3.08 0.00 0.00 0.00 33.20	1.05 0.34 3.08 0.00 0.00 0.00 33.25	1.05 0.34 3.08 0.00 0.00 0.00 33.30	1.05 0.34 3.08 0.00 0.00 0.00 33.35	1.05 0.34 3.08 0.00 0.00 0.00 33.40	1.05 0.34 3.08 0.00 0.00 0.00 33.45	1.05 0.34 3.08 0.00 0.00 0.00 33.50	1.05 0.34 3.08 0.00 0.00 0.00 33.55	1.05 0.34 3.08 0.00 0.00 0.00 33.60	1.05 0.34 3.08 0.00 0.00 0.00 33.65	1.05 0.34 3.08 0.00 0.00 0.00 33.70	1.05 0.34 3.08 0.00 0.00 0.00 33.75	1.05 0.34 3.08 0.00 0.00 0.00 33.80	1.05 0.34 3.08 0.00 0.00 0.00 33.85	1.05 0.34 3.08 0.00 0.00 0.00 33.90	1.05 0.34 3.08 0.00 0.00 0.00 33.95	1.05 0.34 3.08 0.00 0.00 0.00 34.00	1.05 0.34 3.08 0.00 0.00 0.00 34.05	1.05 0.34 3.08 0.00 0.00 0.00

file:///192.168.88.8/g/_Projects/2020/20G-0328/Originals/Liquifaction%20Analysis/Liquefy%20GW%208%20Summary.txt[8/12/2020 1:25:26 PM]

34.10	1.05 0.34 3.07 0.00 0.00 0.00 34.15	1.05 0.34 3.07 0.00 0.00 0.00 34.20	1.05 0.34 3.07 0.00 0.00 0.00 34.25	1.05 0.34 3.07 0.00 0.00 0.00 34.30	1.05 0.34 3.07 0.00 0.00 0.00 34.35	1.05 0.34 3.07 0.00 0.00 0.00 34.40	1.05 0.34 3.07 0.00 0.00 0.00 34.45	1.05 0.34 3.07 0.00 0.00 0.00 34.50	1.05 0.34 3.07 0.00 0.00 0.00 34.55	1.05 0.34 3.07 0.00 0.00 0.00 34.60	1.05 0.34 3.07 0.00 0.00 0.00 34.65	1.04 0.34 3.07 0.00 0.00 0.00 34.70	1.04 0.34 3.07 0.00 0.00 0.00 34.75	1.04 0.34 3.07 0.00 0.00 0.00 34.80	1.04 0.34 3.07 0.00 0.00 0.00 34.85	1.04 0.34 3.07 0.00 0.00 0.00 34.90	1.04 0.34 3.07 0.00 0.00 0.00 34.95	1.04 0.34 3.07 0.00 0.00 0.00 35.00	1.04 0.34 3.07 0.00 0.00 0.00 35.05	1.04 0.34 3.07 0.00 0.00 0.00 35.10	1.04 0.34 3.07 0.00 0.00 0.00 35.15	1.04 0.34 3.07 0.00 0.00 0.00 35.20	1.04 0.34 3.07 0.00 0.00 0.00 35.25	1.04 0.34 3.07 0.00 0.00 0.00 35.30	1.04 0.34 3.07 0.00 0.00 0.00 35.35	1.04 0.34 3.07 0.00 0.00 0.00 35.40	1.04 0.34 3.07 0.00 0.00 0.00 35.45	1.04 0.34 3.07 0.00 0.00 0.00 35.50	1.04 0.34 3.07 0.00 0.00 0.00 35.55	1.04 0.34 3.07 0.00 0.00 0.00 35.60	1.04 0.34 3.07 0.00 0.00 0.00 35.65	1.04 0.34 3.07 0.00 0.00 0.00 35.70	1.04 0.34 3.07 0.00 0.00 0.00 35.75	1.04 0.34 3.06 0.00 0.00 0.00 35.80	1.04 0.34 3.06 0.00 0.00 0.00 35.85	1.04 0.34 3.06 0.00 0.00 0.00 35.90	1.04 0.34 3.06 0.00 0.00 0.00 35.95	1.04 0.34 3.06 0.00 0.00 0.00 36.00	1.04 0.34 3.06 0.00 0.00 0.00 36.05	1.04 0.34 3.06 0.00 0.00 0.00 36.10	1.04 0.34 3.06 0.00 0.00 0.00 36.15	1.04 0.34 3.06 0.00 0.00 0.00 36.20	1.04 0.34 3.06 0.00 0.00 0.00 36.25	1.04 0.34 3.06 0.00 0.00 0.00 36.30	1.03 0.34 3.06 0.00 0.00 0.00 36.35	1.03 0.34 3.06 0.00 0.00 0.00 36.40	1.03 0.34 3.06 0.00 0.00 0.00 36.45	1.03 0.34 3.06 0.00 0.00 0.00 36.50	1.03 0.34 3.06 0.00 0.00 0.00 36.55	1.03 0.34 3.06 0.00 0.00 0.00 36.60	1.03 0.34 3.06 0.00 0.00 0.00 36.65	1.03 0.34 3.06 0.00 0.00 0.00 36.70	1.03 0.34 3.06 0.00 0.00 0.00 36.75	1.03 0.34 3.06 0.00 0.00 0.00

file:///192.168.88.8/g/_Projects/2020/20G-0328/Originals/Liquifaction%20Analysis/Liquefy%20GW%208%20Summary.txt[8/12/2020 1:25:26 PM]

36.80	1.03 0.34 3.06 0.00 0.00 0.00 36.85	1.03 0.34 3.06 0.00 0.00 0.00 36.90	1.03 0.34 3.06 0.00 0.00 0.00 36.95	1.03 0.34 3.06 0.00 0.00 0.00 37.00	1.03 0.34 3.06 0.00 0.00 0.00 37.05	1.03 0.34 3.06 0.00 0.00 0.00 37.10	1.03 0.34 3.06 0.00 0.00 0.00 37.15	1.03 0.34 3.06 0.00 0.00 0.00 37.20	1.03 0.34 3.06 0.00 0.00 0.00 37.25	1.03 0.34 3.06 0.00 0.00 0.00 37.30	1.03 0.34 3.06 0.00 0.00 0.00 37.35	1.03 0.34 3.06 0.00 0.00 0.00 37.40	1.03 0.34 3.06 0.00 0.00 0.00 37.45	1.03 0.34 3.06 0.00 0.00 0.00 37.50	1.03 0.34 3.06 0.00 0.00 0.00 37.55	1.03 0.34 3.06 0.00 0.00 0.00 37.60	1.03 0.34 3.06 0.00 0.00 0.00 37.65	1.03 0.34 3.06 0.00 0.00 0.00 37.70	1.03 0.34 3.06 0.00 0.00 0.00 37.75	1.03 0.34 3.06 0.00 0.00 0.00 37.80	1.03 0.34 3.06 0.00 0.00 0.00 37.85	1.03 0.34 3.06 0.00 0.00 0.00 37.90	1.03 0.34 3.06 0.00 0.00 0.00 37.95	1.03 0.34 3.06 0.00 0.00 0.00 38.00	1.02 0.34 3.06 0.00 0.00 0.00 38.05	1.02 0.34 3.06 0.00 0.00 0.00 38.10	1.02 0.34 3.06 0.00 0.00 0.00 38.15	1.02 0.34 3.06 0.00 0.00 0.00 38.20	1.02 0.33 3.06 0.00 0.00 0.00 38.25	1.02 0.33 3.06 0.00 0.00 0.00 38.30	1.02 0.33 3.06 0.00 0.00 0.00 38.35	1.02 0.33 3.06 0.00 0.00 0.00 38.40	1.02 0.33 3.06 0.00 0.00 0.00 38.45	1.02 0.33 3.06 0.00 0.00 0.00 38.50	1.02 0.33 3.06 0.00 0.00 0.00 38.55	1.02 0.33 3.06 0.00 0.00 0.00 38.60	1.02 0.33 3.06 0.00 0.00 0.00 38.65	1.02 0.33 3.06 0.00 0.00 0.00 38.70	1.02 0.33 3.05 0.00 0.00 0.00 38.75	1.02 0.33 3.05 0.00 0.00 0.00 38.80	1.02 0.33 3.05 0.00 0.00 0.00 38.85	1.02 0.33 3.05 0.00 0.00 0.00 38.90	1.02 0.33 3.05 0.00 0.00 0.00 38.95	1.02 0.33 3.05 0.00 0.00 0.00 39.00	1.02 0.33 3.05 0.00 0.00 0.00 39.05	1.02 0.33 3.05 0.00 0.00 0.00 39.10	1.02 0.33 3.05 0.00 0.00 0.00 39.15	1.02 0.33 3.05 0.00 0.00 0.00 39.20	1.02 0.33 3.05 0.00 0.00 0.00 39.25	1.02 0.33 3.05 0.00 0.00 0.00 39.30	1.02 0.33 3.05 0.00 0.00 0.00 39.35	1.02 0.33 3.05 0.00 0.00 0.00 39.40	1.02 0.33 3.05 0.00 0.00 0.00 39.45	1.02 0.33 3.05 0.00 0.00 0.00

file:///192.168.88.8/g/_Projects/2020/20G-0328/Originals/Liquifaction%20Analysis/Liquefy%20GW%208%20Summary.txt[8/12/2020 1:25:26 PM]

39.50	1.02 0.33 3.05 0.00 0.00 0.00 39.55	1.02 0.33 3.05 0.00 0.00 0.00 39.60	1.02 0.33 3.05 0.00 0.00 0.00 39.65	1.02 0.33 3.05 0.00 0.00 0.00 39.70	1.02 0.33 3.05 0.00 0.00 0.00 39.75	1.02 0.33 3.05 0.00 0.00 0.00 39.80	1.01 0.33 3.05 0.00 0.00 0.00 39.85	1.01 0.33 3.05 0.00 0.00 0.00 39.90	1.01 0.33 3.05 0.00 0.00 0.00 39.95	1.01 0.33 3.05 0.00 0.00 0.00 40.00	1.01 0.33 3.05 0.00 0.00 0.00 40.05	1.01 0.33 3.05 0.00 0.00 0.00 40.10	1.01 0.33 3.05 0.00 0.00 0.00 40.15	1.01 0.33 3.05 0.00 0.00 0.00 40.20	1.01 0.33 3.05 0.00 0.00 0.00 40.25	1.01 0.33 3.05 0.00 0.00 0.00 40.30	1.01 0.33 3.05 0.00 0.00 0.00 40.35	1.01 0.33 3.05 0.00 0.00 0.00 40.40	1.01 0.33 3.05 0.00 0.00 0.00 40.45	1.01 0.33 3.05 0.00 0.00 0.00 40.50	1.01 0.33 3.05 0.00 0.00 0.00 40.55	1.01 0.33 3.05 0.00 0.00 0.00 40.60	1.01 0.33 3.05 0.00 0.00 0.00 40.65	1.01 0.33 3.05 0.00 0.00 0.00 40.70	1.01 0.33 3.05 0.00 0.00 0.00 40.75	1.01 0.33 3.05 0.00 0.00 0.00 40.80	1.01 0.33 3.05 0.00 0.00 0.00 40.85	1.01 0.33 3.05 0.00 0.00 0.00 40.90	1.01 0.33 3.05 0.00 0.00 0.00 40.95	1.01 0.33 3.05 0.00 0.00 0.00 41.00	1.01 0.33 3.05 0.00 0.00 0.00 41.05	1.01 0.33 3.05 0.00 0.00 0.00 41.10	1.01 0.33 3.05 0.00 0.00 0.00 41.15	1.01 0.33 3.05 0.00 0.00 0.00 41.20	1.01 0.33 3.05 0.00 0.00 0.00 41.25	1.01 0.33 3.05 0.00 0.00 0.00 41.30	1.01 0.33 3.05 0.00 0.00 0.00 41.35	1.01 0.33 3.05 0.00 0.00 0.00 41.40	1.01 0.33 3.05 0.00 0.00 0.00 41.45	1.01 0.33 3.05 0.00 0.00 0.00 41.50	1.01 0.33 3.05 0.00 0.00 0.00 41.55	1.01 0.33 3.05 0.00 0.00 0.00 41.60	1.01 0.33 3.05 0.00 0.00 0.00 41.65	1.01 0.33 3.05 0.00 0.00 0.00 41.70	1.01 0.33 3.05 0.00 0.00 0.00 41.75	1.00 0.33 3.05 0.00 0.00 0.00 41.80	1.00 0.33 3.05 0.00 0.00 0.00 41.85	1.00 0.33 3.05 0.00 0.00 0.00 41.90	1.00 0.33 3.05 0.00 0.00 0.00 41.95	1.00 0.33 3.05 0.00 0.00 0.00 42.00	1.00 0.33 3.05 0.00 0.00 0.00 42.05	1.00 0.33 3.05 0.00 0.00 0.00 42.10	1.00 0.33 3.05 0.00 0.00 0.00 42.15	1.00 0.33 3.05 0.00 0.00 0.00

file:///192.168.88.8/g/_Projects/2020/20G-0328/Originals/Liquifaction%20Analysis/Liquefy%20GW%208%20Summary.txt[8/12/2020 1:25:26 PM]

42.20	1.00 0.33 3.05 0.00 0.00 0.00 42.25	1.00 0.33 3.05 0.00 0.00 0.00 42.30	1.00 0.33 3.05 0.00 0.00 0.00 42.35	1.00 0.33 3.05 0.00 0.00 0.00 42.40	1.00 0.33 3.05 0.00 0.00 0.00 42.45	1.00 0.33 3.05 0.00 0.00 0.00 42.50	1.00 0.33 3.05 0.00 0.00 0.00 42.55	1.00 0.33 3.05 0.00 0.00 0.00 42.60	1.00 0.33 3.05 0.00 0.00 0.00 42.65	1.00 0.33 3.05 0.00 0.00 0.00 42.70	1.00 0.33 3.05 0.00 0.00 0.00 42.75	1.00 0.33 3.05 0.00 0.00 0.00 42.80	1.00 0.33 3.05 0.00 0.00 0.00 42.85	1.00 0.33 3.05 0.00 0.00 0.00 42.90	1.00 0.33 3.05 0.00 0.00 0.00 42.95	1.00 0.33 3.05 0.00 0.00 0.00 43.00	1.00 0.33 3.05 0.00 0.00 0.00 43.05	1.00 0.33 3.05 0.00 0.00 0.00 43.10	1.00 0.33 3.05 0.00 0.00 0.00 43.15	1.00 0.33 3.05 0.00 0.00 0.00 43.20	1.00 0.33 3.05 0.00 0.00 0.00 43.25	1.00 0.33 3.05 0.00 0.00 0.00 43.30	1.00 0.33 3.05 0.00 0.00 0.00 43.35	1.00 0.33 3.05 0.00 0.00 0.00 43.40	1.00 0.33 3.05 0.00 0.00 0.00 43.45	1.00 0.33 3.05 0.00 0.00 0.00 43.50	1.00 0.33 3.05 0.00 0.00 0.00 43.55	1.00 0.33 3.05 0.00 0.00 0.00 43.60	1.00 0.33 3.05 0.00 0.00 0.00 43.65	1.00 0.33 3.05 0.00 0.00 0.00 43.70	1.00 0.33 3.05 0.00 0.00 0.00 43.75	1.00 0.33 3.05 0.00 0.00 0.00 43.80	0.99 0.33 3.05 0.00 0.00 0.00 43.85	0.99 0.33 3.05 0.00 0.00 0.00 43.90	0.99 0.33 3.05 0.00 0.00 0.00 43.95	0.99 0.33 3.05 0.00 0.00 0.00 44.00	0.99 0.33 3.05 0.00 0.00 0.00 44.05	0.99 0.33 3.05 0.00 0.00 0.00 44.10	0.99 0.33 3.05 0.00 0.00 0.00 44.15	0.99 0.33 3.05 0.00 0.00 0.00 44.20	0.99 0.33 3.05 0.00 0.00 0.00 44.25	0.99 0.33 3.05 0.00 0.00 0.00 44.30	0.99 0.33 3.05 0.00 0.00 0.00 44.35	0.99 0.33 3.05 0.00 0.00 0.00 44.40	0.99 0.33 3.05 0.00 0.00 0.00 44.45	0.99 0.33 3.05 0.00 0.00 0.00 44.50	0.99 0.33 3.05 0.00 0.00 0.00 44.55	0.99 0.33 3.05 0.00 0.00 0.00 44.60	0.99 0.33 3.05 0.00 0.00 0.00 44.65	0.99 0.32 3.05 0.00 0.00 0.00 44.70	0.99 0.32 3.05 0.00 0.00 0.00 44.75	0.99 0.32 3.05 0.00 0.00 0.00 44.80	0.99 0.32 3.05 0.00 0.00 0.00 44.85	0.99 0.32 3.05 0.00 0.00 0.00

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44.90	0.99 0.32 3.05 0.00 0.00 0.00 44.95	0.99 0.32 3.05 0.00 0.00 0.00 45.00	0.99 0.32 3.05 0.00 0.00 0.00 45.05	0.99 0.32 3.05 0.00 0.00 0.00 45.10	0.99 0.32 3.05 0.00 0.00 0.00 45.15	0.99 0.32 3.05 0.00 0.00 0.00 45.20	0.99 0.32 3.05 0.00 0.00 0.00 45.25	0.99 0.32 3.05 0.00 0.00 0.00 45.30	0.99 0.32 3.05 0.00 0.00 0.00 45.35	0.99 0.32 3.05 0.00 0.00 0.00 45.40	0.99 0.32 3.05 0.00 0.00 0.00 45.45	0.99 0.32 3.05 0.00 0.00 0.00 45.50	0.99 0.32 3.05 0.00 0.00 0.00 45.55	0.99 0.32 3.05 0.00 0.00 0.00 45.60	0.99 0.32 3.05 0.00 0.00 0.00 45.65	0.99 0.32 3.05 0.00 0.00 0.00 45.70	0.99 0.32 3.05 0.00 0.00 0.00 45.75	0.99 0.32 3.05 0.00 0.00 0.00 45.80	0.99 0.32 3.05 0.00 0.00 0.00 45.85	0.99 0.32 3.05 0.00 0.00 0.00 45.90	0.99 0.32 3.05 0.00 0.00 0.00 45.95	0.98 0.32 3.05 0.00 0.00 0.00 46.00	0.98 0.32 3.05 0.00 0.00 0.00 46.05	0.98 0.32 3.05 0.00 0.00 0.00 46.10	0.98 0.32 3.05 0.00 0.00 0.00 46.15	0.98 0.32 3.05 0.00 0.00 0.00 46.20	0.98 0.32 3.05 0.00 0.00 0.00 46.25	0.98 0.32 3.05 0.00 0.00 0.00 46.30	0.98 0.32 3.05 0.00 0.00 0.00 46.35	0.98 0.32 3.05 0.00 0.00 0.00 46.40	0.98 0.32 3.05 0.00 0.00 0.00 46.45	0.98 0.32 3.05 0.00 0.00 0.00 46.50	0.98 0.32 3.05 0.00 0.00 0.00 46.55	0.98 0.32 3.05 0.00 0.00 0.00 46.60	0.98 0.32 3.05 0.00 0.00 0.00 46.65	0.98 0.32 3.05 0.00 0.00 0.00 46.70	0.98 0.32 3.05 0.00 0.00 0.00 46.75	0.98 0.32 3.05 0.00 0.00 0.00 46.80	0.98 0.32 3.05 0.00 0.00 0.00 46.85	0.98 0.32 3.06 0.00 0.00 0.00 46.90	0.98 0.32 3.06 0.00 0.00 0.00 46.95	0.98 0.32 3.06 0.00 0.00 0.00 47.00	0.98 0.32 3.06 0.00 0.00 0.00 47.05	0.98 0.32 3.06 0.00 0.00 0.00 47.10	0.98 0.32 3.06 0.00 0.00 0.00 47.15	0.98 0.32 3.06 0.00 0.00 0.00 47.20	0.98 0.32 3.06 0.00 0.00 0.00 47.25	0.98 0.32 3.06 0.00 0.00 0.00 47.30	0.98 0.32 3.06 0.00 0.00 0.00 47.35	0.98 0.32 3.06 0.00 0.00 0.00 47.40	0.98 0.32 3.06 0.00 0.00 0.00 47.45	0.98 0.32 3.06 0.00 0.00 0.00 47.50	0.98 0.32 3.06 0.00 0.00 0.00 47.55	0.98 0.32 3.06 0.00 0.00 0.00

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47.60	0.98 0.32 3.06 0.00 0.00 0.00 47.65	0.98 0.32 3.06 0.00 0.00 0.00 47.70	0.98 0.32 3.06 0.00 0.00 0.00 47.75	0.98 0.32 3.06 0.00 0.00 0.00 47.80	0.98 0.32 3.06 0.00 0.00 0.00 47.85	0.98 0.32 3.06 0.00 0.00 0.00 47.90	0.98 0.32 3.06 0.00 0.00 0.00 47.95	0.98 0.32 3.06 0.00 0.00 0.00 48.00	0.98 0.32 3.06 0.00 0.00 0.00 48.05	0.98 0.32 3.06 0.00 0.00 0.00 48.10	0.98 0.32 3.06 0.00 0.00 0.00 48.15	0.97 0.32 3.06 0.00 0.00 0.00 48.20	0.97 0.32 3.06 0.00 0.00 0.00 48.25	0.97 0.32 3.06 0.00 0.00 0.00 48.30	0.97 0.32 3.06 0.00 0.00 0.00 48.35	0.97 0.32 3.06 0.00 0.00 0.00 48.40	0.97 0.32 3.06 0.00 0.00 0.00 48.45	0.97 0.32 3.06 0.00 0.00 0.00 48.50	0.97 0.32 3.06 0.00 0.00 0.00 48.55	0.97 0.32 3.06 0.00 0.00 0.00 48.60	0.97 0.32 3.06 0.00 0.00 0.00 48.65	0.97 0.32 3.06 0.00 0.00 0.00 48.70	0.97 0.32 3.06 0.00 0.00 0.00 48.75	0.97 0.32 3.06 0.00 0.00 0.00 48.80	0.97 0.32 3.06 0.00 0.00 0.00 48.85	0.97 0.32 3.06 0.00 0.00 0.00 48.90	0.97 0.32 3.06 0.00 0.00 0.00 48.95	0.97 0.32 3.06 0.00 0.00 0.00 49.00	0.97 0.32 3.06 0.00 0.00 0.00 49.05	0.97 0.32 3.06 0.00 0.00 0.00 49.10	0.97 0.32 3.06 0.00 0.00 0.00 49.15	0.97 0.32 3.07 0.00 0.00 0.00 49.20	0.97 0.32 3.07 0.00 0.00 0.00 49.25	0.97 0.32 3.07 0.00 0.00 0.00 49.30	0.97 0.32 3.07 0.00 0.00 0.00 49.35	0.97 0.32 3.07 0.00 0.00 0.00 49.40	0.97 0.32 3.07 0.00 0.00 0.00 49.45	0.97 0.32 3.07 0.00 0.00 0.00 49.50	0.97 0.32 3.07 0.00 0.00 0.00 49.55	0.97 0.32 3.07 0.00 0.00 0.00 49.60	0.97 0.32 3.07 0.00 0.00 0.00 49.65	0.97 0.32 3.07 0.00 0.00 0.00 49.70	0.97 0.32 3.07 0.00 0.00 0.00 49.75	0.97 0.32 3.07 0.00 0.00 0.00 49.80	0.97 0.32 3.07 0.00 0.00 0.00 49.85	0.97 0.32 3.07 0.00 0.00 0.00 49.90	0.97 0.32 3.07 0.00 0.00 0.00 49.95	0.97 0.31 3.07 0.00 0.00 0.00 50.00	0.97 0.31 3.07 0.00 0.00 0.00 50.05	0.97 0.31 3.07 0.00 0.00 0.00 50.10	0.97 0.31 3.07 0.00 0.00 0.00 50.15	0.97 0.31 3.07 0.00 0.00 0.00 50.20	0.97 0.31 3.07 0.00 0.00 0.00 50.25	0.97 0.31 3.07 0.00 0.00 0.00

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50.30	0.97 0.31 3.07 0.00 0.00 0.00 50.35	0.97 0.31 3.07 0.00 0.00 0.00 50.40	0.96 0.31 3.07 0.00 0.00 0.00 50.45	0.96 0.31 3.07 0.00 0.00 0.00 50.50	0.96 0.31 3.07 0.00 0.00 0.00 50.55	0.96 0.31 3.07 0.00 0.00 0.00 50.60	0.96 0.31 3.07 0.00 0.00 0.00 50.65	0.96 0.31 3.07 0.00 0.00 0.00 50.70	0.96 0.31 3.07 0.00 0.00 0.00 50.75	0.96 0.31 3.07 0.00 0.00 0.00 50.80	0.96 0.31 3.08 0.00 0.00 0.00 50.85	0.96 0.31 3.08 0.00 0.00 0.00 50.90	0.96 0.31 3.08 0.00 0.00 0.00 50.95	0.96 0.31 3.08 0.00 0.00 0.00 51.00	0.96 0.31 3.08 0.00 0.00 0.00
_______________________________________________________ * F.S.<1, Liquefaction Potential Zone
(F.S. is limited to 5,CRR is limited to 2,	CSR is limited to 2)

Units:	Unit: qc, fs, Stress or Pressure = atm (1.0581tsf); Unit Weight = pcf; Depth = ft; Settlement = in. ____________________________________________________________________________________ 1 atm (atmosphere) = 1 tsf (ton/ft2)
CRRm	Cyclic resistance ratio from soils
CSRsf	Cyclic stress ratio induced by a given earthquake (with user request factor of safety) F.S.          Factor of Safety against liquefaction, F.S.=CRRm/CSRsf
S_sat	Settlement from saturated sands S_dry	Settlement from Unsaturated Sands
S_all	Total Settlement from Saturated and Unsaturated Sands NoLiq	No-Liquefy Soils

file:///192.168.88.8/g/_Projects/2020/20G-0328/Originals/Liquifaction%20Analysis/Liquefy%20GW%208%20Summary.txt[8/12/2020 1:25:26 PM]

************************************************************************************************ *******
LIQUEFACTION ANALYSIS SUMMARY Copyright by CivilTech Software
www.civiltech.com

************************************************************************************************ *******
Font: Courier New, Regular, Size 8 is recommended for this report. Licensed to , RMA GeoScience	8/12/2020	1:24:49 PM

Input File Name: \\192.168.88.8\g\_Projects\2020\20G-0328\Originals\Liquifaction Analysis\20G-0328-0.liq Title: Clovis East High School CTE Farm and Food Product
Subtitle: 20G-0328-0

Surface Elev.=376 Hole No.=B-1
Depth of Hole= 51.00 ft
Water Table during Earthquake= 40.00 ft Water Table during In-Situ Testing= 78.00 ft Max. Acceleration= 0.31 g
Earthquake Magnitude= 5.50

Input Data:
Surface Elev.=376 Hole No.=B-1
Depth of Hole=51.00 ft
Water Table during Earthquake= 40.00 ft Water Table during In-Situ Testing= 78.00 ft Max. Acceleration=0.31 g
Earthquake Magnitude=5.50
No-Liquefiable Soils: Based on Analysis

1. SPT or BPT Calculation.
2. Settlement Analysis Method: Tokimatsu, M-correction 3. Fines Correction for Liquefaction: Stark/Olson et al.* 4. Fine Correction for Settlement: During Liquefaction* 5. Settlement Calculation in: All zones*
6. Hammer Energy Ratio,	Ce = 1.5 7. Borehole Diameter,                                         Cb= 1.05 8. Sampling Method,                                          Cs= 1.2
9. User request factor of safety (apply to CSR) , User= 1.2 Plot one CSR curve (fs1=User)
10. Use Curve Smoothing: Yes* * Recommended Options

In-Situ Test Data:
Depth	SPT gamma	Fines ft	pcf %
____________________________________ 0.00 5.00 138.10	25.00
3.50 44.00	136.60	27.00

file:///192.168.88.8/g/_Projects/2020/20G-0328/Originals/Liquifaction%20Analysis/Liquefy%20GW%2040%20Summary.txt[8/12/2020 1:25:48 PM]

7.50 17.00	136.40	27.00 12.50	35.00	136.50	27.00 17.50	77.00	134.60	50.00 22.50	30.00	134.60	50.00 27.50	18.00	120.00	38.00 32.50	39.00	128.90	38.00 37.50	63.00	128.90	38.00 42.50	47.00	115.30	30.00 47.50	37.00	115.00	5.00
____________________________________

Output Results:
Settlement of Saturated Sands=0.00 in. Settlement of Unsaturated Sands=0.03 in.
Total Settlement of Saturated and Unsaturated Sands=0.03 in. Differential Settlement=0.015 to 0.020 in.

Depth	CRRm	CSRfs	F.S. S_sat.	S_dry	S_all ft                              in. in. in.
_______________________________________________________ 0.00 0.40 0.24 5.00 0.00 0.03 0.03
0.05 0.43 0.24 5.00 0.00 0.03 0.03 0.10 0.47 0.24 5.00 0.00 0.03 0.03 0.15 0.50 0.24 5.00 0.00 0.03 0.03 0.20 0.54 0.24 5.00 0.00 0.03 0.03 0.25 0.58 0.24 5.00 0.00 0.03 0.03 0.30 0.62 0.24 5.00 0.00 0.03 0.03 0.35 0.68 0.24 5.00 0.00 0.03 0.03 0.40 0.74 0.24 5.00 0.00 0.03 0.03 0.45 0.83 0.24 5.00 0.00 0.03 0.03 0.50 1.11 0.24 5.00 0.00 0.03 0.03 0.55 1.11 0.24 5.00 0.00 0.03 0.03 0.60 1.11 0.24 5.00 0.00 0.03 0.03 0.65 1.11 0.24 5.00 0.00 0.03 0.03 0.70 1.11 0.24 5.00 0.00 0.03 0.03 0.75 1.11 0.24 5.00 0.00 0.03 0.03 0.80 1.11 0.24 5.00 0.00 0.03 0.03 0.85 1.11 0.24 5.00 0.00 0.03 0.03 0.90 1.11 0.24 5.00 0.00 0.03 0.03 0.95 1.11 0.24 5.00 0.00 0.03 0.03 1.00 1.11 0.24 5.00 0.00 0.03 0.03 1.05 1.11 0.24 5.00 0.00 0.03 0.03 1.10 1.11 0.24 5.00 0.00 0.03 0.03 1.15 1.11 0.24 5.00 0.00 0.03 0.03 1.20 1.11 0.24 5.00 0.00 0.03 0.03 1.25 1.11 0.24 5.00 0.00 0.03 0.03 1.30 1.11 0.24 5.00 0.00 0.03 0.03 1.35 1.11 0.24 5.00 0.00 0.03 0.03 1.40 1.11 0.24 5.00 0.00 0.03 0.03 1.45 1.11 0.24 5.00 0.00 0.03 0.03 1.50 1.11 0.24 5.00 0.00 0.03 0.03 1.55 1.11 0.24 5.00 0.00 0.03 0.03 1.60 1.11 0.24 5.00 0.00 0.03 0.03 1.65 1.11 0.24 5.00 0.00 0.03 0.03

file:///192.168.88.8/g/_Projects/2020/20G-0328/Originals/Liquifaction%20Analysis/Liquefy%20GW%2040%20Summary.txt[8/12/2020 1:25:48 PM]

1.70 1.11 0.24 5.00 0.00 0.03 0.03 1.75 1.11 0.24 5.00 0.00 0.03 0.03 1.80 1.11 0.24 5.00 0.00 0.03 0.03 1.85 1.11 0.24 5.00 0.00 0.03 0.03 1.90 1.11 0.24 5.00 0.00 0.03 0.03 1.95 1.11 0.24 5.00 0.00 0.03 0.03 2.00 1.11 0.24 5.00 0.00 0.03 0.03 2.05 1.11 0.24 5.00 0.00 0.03 0.03 2.10 1.11 0.24 5.00 0.00 0.03 0.03 2.15 1.11 0.24 5.00 0.00 0.03 0.03 2.20 1.11 0.24 5.00 0.00 0.03 0.03 2.25 1.11 0.24 5.00 0.00 0.03 0.03 2.30 1.11 0.24 5.00 0.00 0.03 0.03 2.35 1.11 0.24 5.00 0.00 0.03 0.03 2.40 1.11 0.24 5.00 0.00 0.03 0.03 2.45 1.11 0.24 5.00 0.00 0.03 0.03 2.50 1.11 0.24 5.00 0.00 0.03 0.03 2.55 1.11 0.24 5.00 0.00 0.03 0.03 2.60 1.11 0.24 5.00 0.00 0.03 0.03 2.65 1.11 0.24 5.00 0.00 0.03 0.03 2.70 1.11 0.24 5.00 0.00 0.03 0.03 2.75 1.11 0.24 5.00 0.00 0.03 0.03 2.80 1.11 0.24 5.00 0.00 0.03 0.03 2.85 1.11 0.24 5.00 0.00 0.03 0.03 2.90 1.11 0.24 5.00 0.00 0.03 0.03 2.95 1.11 0.24 5.00 0.00 0.03 0.03 3.00 1.11 0.24 5.00 0.00 0.03 0.03 3.05 1.11 0.24 5.00 0.00 0.03 0.03 3.10 1.11 0.24 5.00 0.00 0.03 0.03 3.15 1.11 0.24 5.00 0.00 0.03 0.03 3.20 1.11 0.24 5.00 0.00 0.03 0.03 3.25 1.11 0.24 5.00 0.00 0.03 0.03 3.30 1.11 0.24 5.00 0.00 0.03 0.03 3.35 1.11 0.24 5.00 0.00 0.03 0.03 3.40 1.11 0.24 5.00 0.00 0.03 0.03 3.45 1.11 0.24 5.00 0.00 0.03 0.03 3.50 1.11 0.24 5.00 0.00 0.03 0.03 3.55 1.11 0.24 5.00 0.00 0.03 0.03 3.60 1.11 0.24 5.00 0.00 0.03 0.03 3.65 1.11 0.24 5.00 0.00 0.03 0.03 3.70 1.11 0.24 5.00 0.00 0.03 0.03 3.75 1.11 0.24 5.00 0.00 0.03 0.03 3.80 1.11 0.24 5.00 0.00 0.03 0.03 3.85 1.11 0.24 5.00 0.00 0.03 0.03 3.90 1.11 0.24 5.00 0.00 0.03 0.03 3.95 1.11 0.24 5.00 0.00 0.03 0.03 4.00 1.11 0.24 5.00 0.00 0.03 0.03 4.05 1.11 0.24 5.00 0.00 0.03 0.03 4.10 1.11 0.24 5.00 0.00 0.03 0.03 4.15 1.11 0.24 5.00 0.00 0.03 0.03 4.20 1.11 0.24 5.00 0.00 0.03 0.03 4.25 1.11 0.24 5.00 0.00 0.03 0.03 4.30 1.11 0.24 5.00 0.00 0.03 0.03 4.35 1.11 0.24 5.00 0.00 0.03 0.03

file:///192.168.88.8/g/_Projects/2020/20G-0328/Originals/Liquifaction%20Analysis/Liquefy%20GW%2040%20Summary.txt[8/12/2020 1:25:48 PM]

4.40 1.11 0.24 5.00 0.00 0.03 0.03 4.45 1.11 0.24 5.00 0.00 0.03 0.03 4.50 1.11 0.24 5.00 0.00 0.03 0.03 4.55 1.11 0.24 5.00 0.00 0.03 0.03 4.60 1.11 0.24 5.00 0.00 0.03 0.03 4.65 1.11 0.24 5.00 0.00 0.03 0.03 4.70 1.11 0.24 5.00 0.00 0.03 0.03 4.75 1.11 0.24 5.00 0.00 0.03 0.03 4.80 1.11 0.24 5.00 0.00 0.03 0.03 4.85 1.11 0.24 5.00 0.00 0.03 0.03 4.90 1.11 0.24 5.00 0.00 0.03 0.03 4.95 1.11 0.24 5.00 0.00 0.03 0.03 5.00 1.11 0.24 5.00 0.00 0.03 0.03 5.05 1.11 0.24 5.00 0.00 0.03 0.03 5.10 1.11 0.24 5.00 0.00 0.03 0.03 5.15 1.11 0.24 5.00 0.00 0.03 0.03 5.20 1.11 0.24 5.00 0.00 0.03 0.03 5.25 1.11 0.24 5.00 0.00 0.03 0.03 5.30 1.11 0.24 5.00 0.00 0.03 0.03 5.35 1.11 0.24 5.00 0.00 0.03 0.03 5.40 1.11 0.24 5.00 0.00 0.03 0.03 5.45 1.11 0.24 5.00 0.00 0.03 0.03 5.50 1.11 0.24 5.00 0.00 0.03 0.03 5.55 1.11 0.24 5.00 0.00 0.03 0.03 5.60 1.11 0.24 5.00 0.00 0.03 0.03 5.65 1.11 0.24 5.00 0.00 0.03 0.03 5.70 1.11 0.24 5.00 0.00 0.03 0.03 5.75 1.11 0.24 5.00 0.00 0.03 0.03 5.80 1.11 0.24 5.00 0.00 0.03 0.03 5.85 1.11 0.24 5.00 0.00 0.03 0.03 5.90 1.11 0.24 5.00 0.00 0.03 0.03 5.95 1.11 0.24 5.00 0.00 0.03 0.03 6.00 1.11 0.24 5.00 0.00 0.03 0.03 6.05 1.11 0.24 5.00 0.00 0.03 0.03 6.10 1.11 0.24 5.00 0.00 0.03 0.03 6.15 1.11 0.24 5.00 0.00 0.03 0.03 6.20 1.11 0.24 5.00 0.00 0.03 0.03 6.25 1.11 0.24 5.00 0.00 0.03 0.03 6.30 1.11 0.24 5.00 0.00 0.03 0.03 6.35 1.11 0.24 5.00 0.00 0.03 0.03 6.40 1.11 0.24 5.00 0.00 0.03 0.03 6.45 1.11 0.24 5.00 0.00 0.03 0.03 6.50 1.11 0.24 5.00 0.00 0.03 0.03 6.55 1.11 0.24 5.00 0.00 0.03 0.03 6.60 1.11 0.24 5.00 0.00 0.03 0.03 6.65 1.11 0.24 5.00 0.00 0.03 0.03 6.70 1.11 0.24 5.00 0.00 0.03 0.03 6.75 1.11 0.24 5.00 0.00 0.03 0.03 6.80 1.11 0.24 5.00 0.00 0.03 0.03 6.85 1.11 0.24 5.00 0.00 0.03 0.03 6.90 1.11 0.24 5.00 0.00 0.03 0.03 6.95 1.11 0.24 5.00 0.00 0.03 0.03 7.00 1.11 0.24 5.00 0.00 0.03 0.03 7.05 1.11 0.24 5.00 0.00 0.03 0.03

file:///192.168.88.8/g/_Projects/2020/20G-0328/Originals/Liquifaction%20Analysis/Liquefy%20GW%2040%20Summary.txt[8/12/2020 1:25:48 PM]

7.10 1.11 0.24 5.00 0.00 0.03 0.03 7.15 1.11 0.24 5.00 0.00 0.03 0.03 7.20 1.11 0.24 5.00 0.00 0.03 0.03 7.25 1.11 0.24 5.00 0.00 0.03 0.03 7.30 1.11 0.24 5.00 0.00 0.03 0.03 7.35 1.11 0.24 5.00 0.00 0.03 0.03 7.40 1.11 0.24 5.00 0.00 0.03 0.03 7.45 1.11 0.24 5.00 0.00 0.03 0.03 7.50 1.11 0.24 5.00 0.00 0.03 0.03 7.55 1.11 0.24 5.00 0.00 0.03 0.03 7.60 1.11 0.24 5.00 0.00 0.03 0.03 7.65 1.11 0.24 5.00 0.00 0.03 0.03 7.70 1.11 0.24 5.00 0.00 0.03 0.03 7.75 1.11 0.24 5.00 0.00 0.03 0.03 7.80 1.11 0.24 5.00 0.00 0.03 0.03 7.85 1.11 0.24 5.00 0.00 0.03 0.03 7.90 1.11 0.24 5.00 0.00 0.03 0.03 7.95 1.11 0.24 5.00 0.00 0.03 0.03 8.00 1.11 0.24 5.00 0.00 0.03 0.03 8.05 1.11 0.24 5.00 0.00 0.03 0.03 8.10 1.11 0.24 5.00 0.00 0.03 0.03 8.15 1.11 0.24 5.00 0.00 0.03 0.03 8.20 1.11 0.24 5.00 0.00 0.03 0.03 8.25 1.11 0.24 5.00 0.00 0.03 0.03 8.30 1.11 0.24 5.00 0.00 0.03 0.03 8.35 1.11 0.24 5.00 0.00 0.03 0.03 8.40 1.11 0.24 5.00 0.00 0.03 0.03 8.45 1.11 0.24 5.00 0.00 0.03 0.03 8.50 1.11 0.24 5.00 0.00 0.03 0.03 8.55 1.11 0.24 5.00 0.00 0.03 0.03 8.60 1.11 0.24 5.00 0.00 0.03 0.03 8.65 1.11 0.24 5.00 0.00 0.03 0.03 8.70 1.11 0.24 5.00 0.00 0.03 0.03 8.75 1.11 0.24 5.00 0.00 0.03 0.03 8.80 1.11 0.24 5.00 0.00 0.03 0.03 8.85 1.11 0.24 5.00 0.00 0.03 0.03 8.90 1.11 0.24 5.00 0.00 0.03 0.03 8.95 1.11 0.24 5.00 0.00 0.03 0.03 9.00 1.11 0.24 5.00 0.00 0.03 0.03 9.05 1.11 0.24 5.00 0.00 0.03 0.03 9.10 1.11 0.24 5.00 0.00 0.03 0.03 9.15 1.11 0.24 5.00 0.00 0.03 0.03 9.20 1.11 0.24 5.00 0.00 0.03 0.03 9.25 1.11 0.24 5.00 0.00 0.03 0.03 9.30 1.11 0.24 5.00 0.00 0.03 0.03 9.35 1.11 0.24 5.00 0.00 0.03 0.03 9.40 1.11 0.24 5.00 0.00 0.03 0.03 9.45 1.11 0.24 5.00 0.00 0.03 0.03 9.50 1.11 0.24 5.00 0.00 0.03 0.03 9.55 1.11 0.24 5.00 0.00 0.03 0.03 9.60 1.11 0.24 5.00 0.00 0.03 0.03 9.65 1.11 0.24 5.00 0.00 0.03 0.03 9.70 1.11 0.24 5.00 0.00 0.03 0.03 9.75 1.11 0.24 5.00 0.00 0.03 0.03

file:///192.168.88.8/g/_Projects/2020/20G-0328/Originals/Liquifaction%20Analysis/Liquefy%20GW%2040%20Summary.txt[8/12/2020 1:25:48 PM]

9.80 1.11 0.24 5.00 0.00 0.03 0.03 9.85 1.11 0.24 5.00 0.00 0.03 0.03 9.90 1.11 0.24 5.00 0.00 0.03 0.03 9.95 1.11 0.24 5.00 0.00 0.03 0.03
10.00	1.11 0.24 5.00 0.00 0.03 0.03 10.05	1.11 0.24 5.00 0.00 0.03 0.03 10.10	1.11 0.24 5.00 0.00 0.03 0.03 10.15	1.11 0.24 5.00 0.00 0.03 0.03 10.20	1.11 0.24 5.00 0.00 0.03 0.03 10.25	1.11 0.24 5.00 0.00 0.03 0.03 10.30	1.11 0.24 5.00 0.00 0.03 0.03 10.35	1.11 0.24 5.00 0.00 0.03 0.03 10.40	1.11 0.24 5.00 0.00 0.03 0.03 10.45	1.11 0.24 5.00 0.00 0.03 0.03 10.50	1.11 0.24 5.00 0.00 0.03 0.03 10.55	1.11 0.24 5.00 0.00 0.03 0.03 10.60	1.11 0.24 5.00 0.00 0.03 0.03 10.65	1.11 0.24 5.00 0.00 0.03 0.03 10.70	1.11 0.24 5.00 0.00 0.03 0.03 10.75	1.11 0.24 5.00 0.00 0.03 0.03 10.80	1.11 0.24 5.00 0.00 0.03 0.03 10.85	1.11 0.24 5.00 0.00 0.03 0.03 10.90	1.11 0.24 5.00 0.00 0.03 0.03 10.95	1.11 0.24 5.00 0.00 0.03 0.03 11.00	1.11 0.24 5.00 0.00 0.03 0.03 11.05	1.11 0.24 5.00 0.00 0.03 0.03 11.10	1.11 0.24 5.00 0.00 0.03 0.03 11.15	1.11 0.24 5.00 0.00 0.03 0.03 11.20	1.11 0.24 5.00 0.00 0.03 0.03 11.25	1.11 0.24 5.00 0.00 0.03 0.03 11.30	1.11 0.24 5.00 0.00 0.03 0.03 11.35	1.11 0.24 5.00 0.00 0.03 0.03 11.40	1.11 0.24 5.00 0.00 0.03 0.03 11.45	1.11 0.24 5.00 0.00 0.03 0.03 11.50	1.11 0.24 5.00 0.00 0.03 0.03 11.55	1.11 0.24 5.00 0.00 0.03 0.03 11.60	1.11 0.24 5.00 0.00 0.03 0.03 11.65	1.11 0.24 5.00 0.00 0.03 0.03 11.70	1.11 0.24 5.00 0.00 0.03 0.03 11.75	1.11 0.24 5.00 0.00 0.03 0.03 11.80	1.11 0.24 5.00 0.00 0.03 0.03 11.85	1.11 0.24 5.00 0.00 0.03 0.03 11.90	1.11 0.24 5.00 0.00 0.03 0.03 11.95	1.11 0.24 5.00 0.00 0.03 0.03 12.00	1.11 0.24 5.00 0.00 0.03 0.03 12.05	1.11 0.24 5.00 0.00 0.03 0.03 12.10	1.11 0.24 5.00 0.00 0.03 0.03 12.15	1.11 0.24 5.00 0.00 0.02 0.02 12.20	1.11 0.24 5.00 0.00 0.02 0.02 12.25	1.11 0.24 5.00 0.00 0.02 0.02 12.30	1.11 0.24 5.00 0.00 0.02 0.02 12.35	1.11 0.24 5.00 0.00 0.02 0.02 12.40	1.11 0.24 5.00 0.00 0.02 0.02 12.45	1.11 0.24 5.00 0.00 0.02 0.02

file:///192.168.88.8/g/_Projects/2020/20G-0328/Originals/Liquifaction%20Analysis/Liquefy%20GW%2040%20Summary.txt[8/12/2020 1:25:48 PM]

12.50	1.11 0.24 5.00 0.00 0.02 0.02 12.55	1.11 0.24 5.00 0.00 0.02 0.02 12.60	1.11 0.24 5.00 0.00 0.02 0.02 12.65	1.11 0.24 5.00 0.00 0.02 0.02 12.70	1.11 0.24 5.00 0.00 0.02 0.02 12.75	1.11 0.24 5.00 0.00 0.02 0.02 12.80	1.11 0.24 5.00 0.00 0.02 0.02 12.85	1.11 0.24 5.00 0.00 0.02 0.02 12.90	1.11 0.24 5.00 0.00 0.02 0.02 12.95	1.11 0.24 5.00 0.00 0.02 0.02 13.00	1.11 0.24 5.00 0.00 0.02 0.02 13.05	1.11 0.24 5.00 0.00 0.02 0.02 13.10	1.11 0.24 5.00 0.00 0.02 0.02 13.15	1.11 0.24 5.00 0.00 0.02 0.02 13.20	1.11 0.24 5.00 0.00 0.02 0.02 13.25	1.11 0.24 5.00 0.00 0.02 0.02 13.30	1.11 0.24 5.00 0.00 0.02 0.02 13.35	1.11 0.24 5.00 0.00 0.02 0.02 13.40	1.11 0.24 5.00 0.00 0.02 0.02 13.45	1.11 0.24 5.00 0.00 0.02 0.02 13.50	1.11 0.24 5.00 0.00 0.02 0.02 13.55	1.11 0.24 5.00 0.00 0.02 0.02 13.60	1.11 0.24 5.00 0.00 0.02 0.02 13.65	1.11 0.24 5.00 0.00 0.02 0.02 13.70	1.11 0.24 5.00 0.00 0.02 0.02 13.75	1.11 0.24 5.00 0.00 0.02 0.02 13.80	1.11 0.24 5.00 0.00 0.02 0.02 13.85	1.11 0.24 5.00 0.00 0.02 0.02 13.90	1.11 0.24 5.00 0.00 0.02 0.02 13.95	1.11 0.24 5.00 0.00 0.02 0.02 14.00	1.11 0.24 5.00 0.00 0.02 0.02 14.05	1.11 0.24 5.00 0.00 0.02 0.02 14.10	1.11 0.24 5.00 0.00 0.02 0.02 14.15	1.11 0.24 5.00 0.00 0.02 0.02 14.20	1.11 0.24 5.00 0.00 0.02 0.02 14.25	1.11 0.24 5.00 0.00 0.02 0.02 14.30	1.11 0.24 5.00 0.00 0.02 0.02 14.35	1.11 0.24 5.00 0.00 0.02 0.02 14.40	1.11 0.24 5.00 0.00 0.02 0.02 14.45	1.11 0.24 5.00 0.00 0.02 0.02 14.50	1.11 0.24 5.00 0.00 0.02 0.02 14.55	1.11 0.24 5.00 0.00 0.02 0.02 14.60	1.11 0.24 5.00 0.00 0.02 0.02 14.65	1.11 0.24 5.00 0.00 0.02 0.02 14.70	1.11 0.24 5.00 0.00 0.02 0.02 14.75	1.11 0.23 5.00 0.00 0.02 0.02 14.80	1.11 0.23 5.00 0.00 0.02 0.02 14.85	1.11 0.23 5.00 0.00 0.02 0.02 14.90	1.11 0.23 5.00 0.00 0.02 0.02 14.95	1.11 0.23 5.00 0.00 0.02 0.02 15.00	1.11 0.23 5.00 0.00 0.02 0.02 15.05	1.11 0.23 5.00 0.00 0.02 0.02 15.10	1.11 0.23 5.00 0.00 0.02 0.02 15.15	1.11 0.23 5.00 0.00 0.02 0.02

file:///192.168.88.8/g/_Projects/2020/20G-0328/Originals/Liquifaction%20Analysis/Liquefy%20GW%2040%20Summary.txt[8/12/2020 1:25:48 PM]

15.20	1.11 0.23 5.00 0.00 0.02 0.02 15.25	1.11 0.23 5.00 0.00 0.02 0.02 15.30	1.11 0.23 5.00 0.00 0.02 0.02 15.35	1.11 0.23 5.00 0.00 0.02 0.02 15.40	1.11 0.23 5.00 0.00 0.02 0.02 15.45	1.11 0.23 5.00 0.00 0.02 0.02 15.50	1.11 0.23 5.00 0.00 0.02 0.02 15.55	1.11 0.23 5.00 0.00 0.02 0.02 15.60	1.11 0.23 5.00 0.00 0.02 0.02 15.65	1.11 0.23 5.00 0.00 0.02 0.02 15.70	1.11 0.23 5.00 0.00 0.02 0.02 15.75	1.11 0.23 5.00 0.00 0.02 0.02 15.80	1.11 0.23 5.00 0.00 0.02 0.02 15.85	1.11 0.23 5.00 0.00 0.02 0.02 15.90	1.11 0.23 5.00 0.00 0.02 0.02 15.95	1.11 0.23 5.00 0.00 0.02 0.02 16.00	1.11 0.23 5.00 0.00 0.02 0.02 16.05	1.11 0.23 5.00 0.00 0.02 0.02 16.10	1.11 0.23 5.00 0.00 0.02 0.02 16.15	1.11 0.23 5.00 0.00 0.02 0.02 16.20	1.11 0.23 5.00 0.00 0.02 0.02 16.25	1.11 0.23 5.00 0.00 0.02 0.02 16.30	1.11 0.23 5.00 0.00 0.02 0.02 16.35	1.11 0.23 5.00 0.00 0.02 0.02 16.40	1.11 0.23 5.00 0.00 0.02 0.02 16.45	1.11 0.23 5.00 0.00 0.02 0.02 16.50	1.11 0.23 5.00 0.00 0.02 0.02 16.55	1.11 0.23 5.00 0.00 0.02 0.02 16.60	1.11 0.23 5.00 0.00 0.02 0.02 16.65	1.11 0.23 5.00 0.00 0.02 0.02 16.70	1.11 0.23 5.00 0.00 0.02 0.02 16.75	1.11 0.23 5.00 0.00 0.02 0.02 16.80	1.11 0.23 5.00 0.00 0.02 0.02 16.85	1.11 0.23 5.00 0.00 0.02 0.02 16.90	1.11 0.23 5.00 0.00 0.02 0.02 16.95	1.11 0.23 5.00 0.00 0.02 0.02 17.00	1.11 0.23 5.00 0.00 0.02 0.02 17.05	1.11 0.23 5.00 0.00 0.02 0.02 17.10	1.11 0.23 5.00 0.00 0.02 0.02 17.15	1.11 0.23 5.00 0.00 0.02 0.02 17.20	1.11 0.23 5.00 0.00 0.02 0.02 17.25	1.11 0.23 5.00 0.00 0.02 0.02 17.30	1.11 0.23 5.00 0.00 0.02 0.02 17.35	1.11 0.23 5.00 0.00 0.02 0.02 17.40	1.11 0.23 5.00 0.00 0.02 0.02 17.45	1.11 0.23 5.00 0.00 0.02 0.02 17.50	1.11 0.23 5.00 0.00 0.02 0.02 17.55	1.11 0.23 5.00 0.00 0.02 0.02 17.60	1.11 0.23 5.00 0.00 0.02 0.02 17.65	1.11 0.23 5.00 0.00 0.02 0.02 17.70	1.11 0.23 5.00 0.00 0.02 0.02 17.75	1.11 0.23 5.00 0.00 0.02 0.02 17.80	1.11 0.23 5.00 0.00 0.02 0.02 17.85	1.11 0.23 5.00 0.00 0.02 0.02

file:///192.168.88.8/g/_Projects/2020/20G-0328/Originals/Liquifaction%20Analysis/Liquefy%20GW%2040%20Summary.txt[8/12/2020 1:25:48 PM]

17.90	1.11 0.23 5.00 0.00 0.02 0.02 17.95	1.11 0.23 5.00 0.00 0.02 0.02 18.00	1.11 0.23 5.00 0.00 0.02 0.02 18.05	1.11 0.23 5.00 0.00 0.02 0.02 18.10	1.11 0.23 5.00 0.00 0.02 0.02 18.15	1.11 0.23 5.00 0.00 0.02 0.02 18.20	1.11 0.23 5.00 0.00 0.02 0.02 18.25	1.11 0.23 5.00 0.00 0.02 0.02 18.30	1.11 0.23 5.00 0.00 0.02 0.02 18.35	1.11 0.23 5.00 0.00 0.02 0.02 18.40	1.11 0.23 5.00 0.00 0.02 0.02 18.45	1.11 0.23 5.00 0.00 0.02 0.02 18.50	1.11 0.23 5.00 0.00 0.02 0.02 18.55	1.11 0.23 5.00 0.00 0.02 0.02 18.60	1.11 0.23 5.00 0.00 0.02 0.02 18.65	1.11 0.23 5.00 0.00 0.02 0.02 18.70	1.11 0.23 5.00 0.00 0.02 0.02 18.75	1.11 0.23 5.00 0.00 0.02 0.02 18.80	1.11 0.23 5.00 0.00 0.02 0.02 18.85	1.11 0.23 5.00 0.00 0.02 0.02 18.90	1.11 0.23 5.00 0.00 0.02 0.02 18.95	1.11 0.23 5.00 0.00 0.02 0.02 19.00	1.11 0.23 5.00 0.00 0.02 0.02 19.05	1.11 0.23 5.00 0.00 0.02 0.02 19.10	1.11 0.23 5.00 0.00 0.02 0.02 19.15	1.11 0.23 5.00 0.00 0.02 0.02 19.20	1.11 0.23 5.00 0.00 0.02 0.02 19.25	1.11 0.23 5.00 0.00 0.02 0.02 19.30	1.11 0.23 5.00 0.00 0.02 0.02 19.35	1.11 0.23 5.00 0.00 0.02 0.02 19.40	1.11 0.23 5.00 0.00 0.02 0.02 19.45	1.11 0.23 5.00 0.00 0.02 0.02 19.50	1.11 0.23 5.00 0.00 0.02 0.02 19.55	1.11 0.23 5.00 0.00 0.02 0.02 19.60	1.11 0.23 5.00 0.00 0.02 0.02 19.65	1.11 0.23 5.00 0.00 0.02 0.02 19.70	1.11 0.23 5.00 0.00 0.02 0.02 19.75	1.11 0.23 5.00 0.00 0.02 0.02 19.80	1.11 0.23 5.00 0.00 0.02 0.02 19.85	1.11 0.23 5.00 0.00 0.02 0.02 19.90	1.11 0.23 5.00 0.00 0.02 0.02 19.95	1.11 0.23 5.00 0.00 0.02 0.02 20.00	1.11 0.23 5.00 0.00 0.02 0.02 20.05	1.11 0.23 5.00 0.00 0.02 0.02 20.10	1.11 0.23 5.00 0.00 0.02 0.02 20.15	1.11 0.23 5.00 0.00 0.02 0.02 20.20	1.11 0.23 5.00 0.00 0.02 0.02 20.25	1.11 0.23 5.00 0.00 0.02 0.02 20.30	1.11 0.23 5.00 0.00 0.02 0.02 20.35	1.11 0.23 5.00 0.00 0.02 0.02 20.40	1.11 0.23 5.00 0.00 0.02 0.02 20.45	1.11 0.23 5.00 0.00 0.02 0.02 20.50	1.11 0.23 5.00 0.00 0.02 0.02 20.55	1.11 0.23 5.00 0.00 0.02 0.02

file:///192.168.88.8/g/_Projects/2020/20G-0328/Originals/Liquifaction%20Analysis/Liquefy%20GW%2040%20Summary.txt[8/12/2020 1:25:48 PM]

20.60	1.11 0.23 5.00 0.00 0.02 0.02 20.65	1.11 0.23 5.00 0.00 0.02 0.02 20.70	1.11 0.23 5.00 0.00 0.02 0.02 20.75	1.11 0.23 5.00 0.00 0.02 0.02 20.80	1.11 0.23 5.00 0.00 0.02 0.02 20.85	1.11 0.23 5.00 0.00 0.02 0.02 20.90	1.11 0.23 5.00 0.00 0.02 0.02 20.95	1.11 0.23 5.00 0.00 0.02 0.02 21.00	1.11 0.23 5.00 0.00 0.02 0.02 21.05	1.11 0.23 5.00 0.00 0.02 0.02 21.10	1.11 0.23 5.00 0.00 0.02 0.02 21.15	1.11 0.23 5.00 0.00 0.02 0.02 21.20	1.11 0.23 5.00 0.00 0.02 0.02 21.25	1.11 0.23 5.00 0.00 0.02 0.02 21.30	1.11 0.23 5.00 0.00 0.02 0.02 21.35	1.11 0.23 5.00 0.00 0.02 0.02 21.40	1.11 0.23 5.00 0.00 0.02 0.02 21.45	1.11 0.23 5.00 0.00 0.02 0.02 21.50	1.11 0.23 5.00 0.00 0.02 0.02 21.55	1.11 0.23 5.00 0.00 0.02 0.02 21.60	1.11 0.23 5.00 0.00 0.02 0.02 21.65	1.11 0.23 5.00 0.00 0.02 0.02 21.70	1.11 0.23 5.00 0.00 0.02 0.02 21.75	1.11 0.23 5.00 0.00 0.02 0.02 21.80	1.11 0.23 5.00 0.00 0.02 0.02 21.85	1.11 0.23 5.00 0.00 0.02 0.02 21.90	1.11 0.23 5.00 0.00 0.02 0.02 21.95	1.11 0.23 5.00 0.00 0.02 0.02 22.00	1.11 0.23 5.00 0.00 0.02 0.02 22.05	1.11 0.23 5.00 0.00 0.02 0.02 22.10	1.11 0.23 5.00 0.00 0.02 0.02 22.15	1.11 0.23 5.00 0.00 0.02 0.02 22.20	1.11 0.23 5.00 0.00 0.02 0.02 22.25	1.11 0.23 5.00 0.00 0.02 0.02 22.30	1.11 0.23 5.00 0.00 0.02 0.02 22.35	1.11 0.23 5.00 0.00 0.02 0.02 22.40	1.11 0.23 5.00 0.00 0.02 0.02 22.45	1.11 0.23 5.00 0.00 0.02 0.02 22.50	1.11 0.23 5.00 0.00 0.02 0.02 22.55	1.11 0.23 5.00 0.00 0.02 0.02 22.60	1.11 0.23 5.00 0.00 0.02 0.02 22.65	1.11 0.23 5.00 0.00 0.02 0.02 22.70	1.11 0.23 5.00 0.00 0.02 0.02 22.75	1.11 0.23 5.00 0.00 0.02 0.02 22.80	1.11 0.23 5.00 0.00 0.02 0.02 22.85	1.11 0.23 5.00 0.00 0.02 0.02 22.90	1.11 0.23 5.00 0.00 0.02 0.02 22.95	1.11 0.23 5.00 0.00 0.02 0.02 23.00	1.11 0.23 5.00 0.00 0.02 0.02 23.05	1.11 0.23 5.00 0.00 0.02 0.02 23.10	1.11 0.23 5.00 0.00 0.02 0.02 23.15	1.11 0.23 5.00 0.00 0.02 0.02 23.20	1.11 0.23 5.00 0.00 0.02 0.02 23.25	1.11 0.23 5.00 0.00 0.02 0.02

file:///192.168.88.8/g/_Projects/2020/20G-0328/Originals/Liquifaction%20Analysis/Liquefy%20GW%2040%20Summary.txt[8/12/2020 1:25:48 PM]

23.30	1.11 0.23 5.00 0.00 0.02 0.02 23.35	1.11 0.23 5.00 0.00 0.02 0.02 23.40	1.11 0.23 5.00 0.00 0.02 0.02 23.45	1.11 0.23 5.00 0.00 0.02 0.02 23.50	1.11 0.23 5.00 0.00 0.02 0.02 23.55	1.11 0.23 5.00 0.00 0.02 0.02 23.60	1.11 0.23 5.00 0.00 0.02 0.02 23.65	1.11 0.23 5.00 0.00 0.02 0.02 23.70	1.11 0.23 5.00 0.00 0.02 0.02 23.75	1.11 0.23 5.00 0.00 0.02 0.02 23.80	1.11 0.23 5.00 0.00 0.02 0.02 23.85	1.11 0.23 5.00 0.00 0.02 0.02 23.90	1.11 0.23 5.00 0.00 0.02 0.02 23.95	1.11 0.23 5.00 0.00 0.02 0.02 24.00	1.11 0.23 5.00 0.00 0.02 0.02 24.05	1.11 0.23 5.00 0.00 0.02 0.02 24.10	1.11 0.23 5.00 0.00 0.02 0.02 24.15	1.11 0.23 5.00 0.00 0.02 0.02 24.20	1.11 0.23 5.00 0.00 0.02 0.02 24.25	1.11 0.23 5.00 0.00 0.02 0.02 24.30	1.11 0.23 5.00 0.00 0.02 0.02 24.35	1.11 0.23 5.00 0.00 0.02 0.02 24.40	1.11 0.23 5.00 0.00 0.02 0.02 24.45	1.11 0.23 5.00 0.00 0.02 0.02 24.50	1.11 0.23 5.00 0.00 0.02 0.02 24.55	1.11 0.23 5.00 0.00 0.02 0.02 24.60	1.11 0.23 5.00 0.00 0.02 0.02 24.65	1.11 0.23 5.00 0.00 0.02 0.02 24.70	1.11 0.23 5.00 0.00 0.02 0.02 24.75	1.11 0.23 5.00 0.00 0.02 0.02 24.80	1.11 0.23 5.00 0.00 0.02 0.02 24.85	1.11 0.23 5.00 0.00 0.02 0.02 24.90	1.11 0.23 5.00 0.00 0.02 0.02 24.95	1.11 0.23 5.00 0.00 0.02 0.02 25.00	1.11 0.23 5.00 0.00 0.02 0.02 25.05	1.11 0.23 5.00 0.00 0.02 0.02 25.10	1.10 0.23 5.00 0.00 0.02 0.02 25.15	1.10 0.23 5.00 0.00 0.02 0.02 25.20	1.10 0.23 5.00 0.00 0.02 0.02 25.25	1.10 0.23 5.00 0.00 0.02 0.02 25.30	1.10 0.23 5.00 0.00 0.02 0.02 25.35	1.10 0.23 5.00 0.00 0.02 0.02 25.40	1.10 0.23 5.00 0.00 0.02 0.02 25.45	1.10 0.23 5.00 0.00 0.02 0.02 25.50	1.10 0.23 5.00 0.00 0.02 0.02 25.55	1.10 0.23 5.00 0.00 0.02 0.02 25.60	1.10 0.23 5.00 0.00 0.02 0.02 25.65	1.10 0.23 5.00 0.00 0.02 0.02 25.70	1.10 0.23 5.00 0.00 0.02 0.02 25.75	1.10 0.23 5.00 0.00 0.02 0.02 25.80	1.10 0.23 5.00 0.00 0.02 0.02 25.85	1.10 0.23 5.00 0.00 0.02 0.02 25.90	1.10 0.23 5.00 0.00 0.02 0.02 25.95	1.10 0.23 5.00 0.00 0.02 0.02

file:///192.168.88.8/g/_Projects/2020/20G-0328/Originals/Liquifaction%20Analysis/Liquefy%20GW%2040%20Summary.txt[8/12/2020 1:25:48 PM]

26.00	1.10 0.23 5.00 0.00 0.02 0.02 26.05	1.10 0.23 5.00 0.00 0.02 0.02 26.10	1.10 0.23 5.00 0.00 0.01 0.01 26.15	1.10 0.23 5.00 0.00 0.01 0.01 26.20	1.10 0.23 5.00 0.00 0.01 0.01 26.25	1.10 0.23 5.00 0.00 0.01 0.01 26.30	1.10 0.23 5.00 0.00 0.01 0.01 26.35	1.10 0.23 5.00 0.00 0.01 0.01 26.40	1.10 0.23 5.00 0.00 0.01 0.01 26.45	1.10 0.23 5.00 0.00 0.01 0.01 26.50	1.10 0.23 5.00 0.00 0.01 0.01 26.55	1.10 0.23 5.00 0.00 0.01 0.01 26.60	1.09 0.23 5.00 0.00 0.01 0.01 26.65	1.09 0.23 5.00 0.00 0.01 0.01 26.70	1.09 0.23 5.00 0.00 0.01 0.01 26.75	1.09 0.23 5.00 0.00 0.01 0.01 26.80	1.09 0.23 5.00 0.00 0.01 0.01 26.85	1.09 0.23 5.00 0.00 0.01 0.01 26.90	1.09 0.23 5.00 0.00 0.01 0.01 26.95	1.09 0.23 5.00 0.00 0.01 0.01 27.00	1.09 0.23 5.00 0.00 0.01 0.01 27.05	1.09 0.23 5.00 0.00 0.01 0.01 27.10	1.09 0.23 5.00 0.00 0.01 0.01 27.15	1.09 0.23 5.00 0.00 0.01 0.01 27.20	1.09 0.23 5.00 0.00 0.01 0.01 27.25	1.09 0.23 5.00 0.00 0.01 0.01 27.30	1.09 0.23 5.00 0.00 0.01 0.01 27.35	1.09 0.23 5.00 0.00 0.01 0.01 27.40	1.09 0.23 5.00 0.00 0.01 0.01 27.45	1.09 0.23 5.00 0.00 0.01 0.01 27.50	1.09 0.23 5.00 0.00 0.01 0.01 27.55	1.09 0.23 5.00 0.00 0.01 0.01 27.60	1.09 0.23 5.00 0.00 0.01 0.01 27.65	1.09 0.23 5.00 0.00 0.01 0.01 27.70	1.09 0.23 5.00 0.00 0.01 0.01 27.75	1.09 0.23 5.00 0.00 0.01 0.01 27.80	1.09 0.23 5.00 0.00 0.01 0.01 27.85	1.09 0.23 5.00 0.00 0.01 0.01 27.90	1.09 0.23 5.00 0.00 0.01 0.01 27.95	1.09 0.23 5.00 0.00 0.01 0.01 28.00	1.09 0.23 5.00 0.00 0.01 0.01 28.05	1.09 0.23 5.00 0.00 0.01 0.01 28.10	1.09 0.23 5.00 0.00 0.01 0.01 28.15	1.09 0.23 5.00 0.00 0.01 0.01 28.20	1.08 0.23 5.00 0.00 0.01 0.01 28.25	1.08 0.23 5.00 0.00 0.01 0.01 28.30	1.08 0.23 5.00 0.00 0.01 0.01 28.35	1.08 0.23 5.00 0.00 0.01 0.01 28.40	1.08 0.23 5.00 0.00 0.01 0.01 28.45	1.08 0.23 5.00 0.00 0.01 0.01 28.50	1.08 0.23 5.00 0.00 0.01 0.01 28.55	1.08 0.23 5.00 0.00 0.01 0.01 28.60	1.08 0.23 5.00 0.00 0.01 0.01 28.65	1.08 0.23 5.00 0.00 0.01 0.01

file:///192.168.88.8/g/_Projects/2020/20G-0328/Originals/Liquifaction%20Analysis/Liquefy%20GW%2040%20Summary.txt[8/12/2020 1:25:48 PM]

28.70	1.08 0.23 5.00 0.00 0.01 0.01 28.75	1.08 0.23 5.00 0.00 0.01 0.01 28.80	1.08 0.23 5.00 0.00 0.01 0.01 28.85	1.08 0.23 5.00 0.00 0.01 0.01 28.90	1.08 0.23 5.00 0.00 0.01 0.01 28.95	1.08 0.23 5.00 0.00 0.01 0.01 29.00	1.08 0.23 5.00 0.00 0.01 0.01 29.05	1.08 0.23 5.00 0.00 0.01 0.01 29.10	1.08 0.23 5.00 0.00 0.01 0.01 29.15	1.08 0.23 5.00 0.00 0.01 0.01 29.20	1.08 0.23 5.00 0.00 0.01 0.01 29.25	1.08 0.23 5.00 0.00 0.01 0.01 29.30	1.08 0.23 5.00 0.00 0.01 0.01 29.35	1.08 0.23 5.00 0.00 0.01 0.01 29.40	1.08 0.23 5.00 0.00 0.01 0.01 29.45	1.08 0.23 5.00 0.00 0.01 0.01 29.50	1.08 0.23 5.00 0.00 0.01 0.01 29.55	1.08 0.23 5.00 0.00 0.01 0.01 29.60	1.08 0.23 5.00 0.00 0.01 0.01 29.65	1.08 0.23 5.00 0.00 0.01 0.01 29.70	1.08 0.23 5.00 0.00 0.01 0.01 29.75	1.08 0.23 5.00 0.00 0.01 0.01 29.80	1.07 0.23 5.00 0.00 0.01 0.01 29.85	1.07 0.23 5.00 0.00 0.01 0.01 29.90	1.07 0.23 5.00 0.00 0.01 0.01 29.95	1.07 0.23 5.00 0.00 0.01 0.01 30.00	1.07 0.23 5.00 0.00 0.01 0.01 30.05	1.07 0.23 5.00 0.00 0.01 0.01 30.10	1.07 0.23 5.00 0.00 0.01 0.01 30.15	1.07 0.23 5.00 0.00 0.01 0.01 30.20	1.07 0.23 5.00 0.00 0.01 0.01 30.25	1.07 0.23 5.00 0.00 0.01 0.01 30.30	1.07 0.23 5.00 0.00 0.01 0.01 30.35	1.07 0.23 5.00 0.00 0.01 0.01 30.40	1.07 0.23 5.00 0.00 0.01 0.01 30.45	1.07 0.23 5.00 0.00 0.01 0.01 30.50	1.07 0.23 5.00 0.00 0.01 0.01 30.55	1.07 0.23 5.00 0.00 0.01 0.01 30.60	1.07 0.23 5.00 0.00 0.01 0.01 30.65	1.07 0.23 5.00 0.00 0.01 0.01 30.70	1.07 0.22 5.00 0.00 0.01 0.01 30.75	1.07 0.22 5.00 0.00 0.01 0.01 30.80	1.07 0.22 5.00 0.00 0.01 0.01 30.85	1.07 0.22 5.00 0.00 0.01 0.01 30.90	1.07 0.22 5.00 0.00 0.01 0.01 30.95	1.07 0.22 5.00 0.00 0.01 0.01 31.00	1.07 0.22 5.00 0.00 0.01 0.01 31.05	1.07 0.22 5.00 0.00 0.01 0.01 31.10	1.07 0.22 5.00 0.00 0.01 0.01 31.15	1.07 0.22 5.00 0.00 0.01 0.01 31.20	1.07 0.22 5.00 0.00 0.01 0.01 31.25	1.07 0.22 5.00 0.00 0.01 0.01 31.30	1.07 0.22 5.00 0.00 0.01 0.01 31.35	1.07 0.22 5.00 0.00 0.01 0.01

file:///192.168.88.8/g/_Projects/2020/20G-0328/Originals/Liquifaction%20Analysis/Liquefy%20GW%2040%20Summary.txt[8/12/2020 1:25:48 PM]

31.40	1.06 0.22 5.00 0.00 0.01 0.01 31.45	1.06 0.22 5.00 0.00 0.01 0.01 31.50	1.06 0.22 5.00 0.00 0.01 0.01 31.55	1.06 0.22 5.00 0.00 0.01 0.01 31.60	1.06 0.22 5.00 0.00 0.01 0.01 31.65	1.06 0.22 5.00 0.00 0.01 0.01 31.70	1.06 0.22 5.00 0.00 0.01 0.01 31.75	1.06 0.22 5.00 0.00 0.01 0.01 31.80	1.06 0.22 5.00 0.00 0.01 0.01 31.85	1.06 0.22 5.00 0.00 0.01 0.01 31.90	1.06 0.22 5.00 0.00 0.01 0.01 31.95	1.06 0.22 5.00 0.00 0.01 0.01 32.00	1.06 0.22 5.00 0.00 0.01 0.01 32.05	1.06 0.22 5.00 0.00 0.01 0.01 32.10	1.06 0.22 5.00 0.00 0.01 0.01 32.15	1.06 0.22 5.00 0.00 0.01 0.01 32.20	1.06 0.22 5.00 0.00 0.01 0.01 32.25	1.06 0.22 5.00 0.00 0.01 0.01 32.30	1.06 0.22 5.00 0.00 0.01 0.01 32.35	1.06 0.22 5.00 0.00 0.01 0.01 32.40	1.06 0.22 5.00 0.00 0.01 0.01 32.45	1.06 0.22 5.00 0.00 0.01 0.01 32.50	1.06 0.22 5.00 0.00 0.01 0.01 32.55	1.06 0.22 5.00 0.00 0.01 0.01 32.60	1.06 0.22 5.00 0.00 0.01 0.01 32.65	1.06 0.22 5.00 0.00 0.01 0.01 32.70	1.06 0.22 5.00 0.00 0.01 0.01 32.75	1.06 0.22 5.00 0.00 0.01 0.01 32.80	1.06 0.22 5.00 0.00 0.01 0.01 32.85	1.06 0.22 5.00 0.00 0.01 0.01 32.90	1.06 0.22 5.00 0.00 0.01 0.01 32.95	1.06 0.22 5.00 0.00 0.01 0.01 33.00	1.05 0.22 5.00 0.00 0.01 0.01 33.05	1.05 0.22 5.00 0.00 0.01 0.01 33.10	1.05 0.22 5.00 0.00 0.01 0.01 33.15	1.05 0.22 5.00 0.00 0.01 0.01 33.20	1.05 0.22 5.00 0.00 0.01 0.01 33.25	1.05 0.22 5.00 0.00 0.01 0.01 33.30	1.05 0.22 5.00 0.00 0.01 0.01 33.35	1.05 0.22 5.00 0.00 0.01 0.01 33.40	1.05 0.22 5.00 0.00 0.01 0.01 33.45	1.05 0.22 5.00 0.00 0.01 0.01 33.50	1.05 0.22 5.00 0.00 0.01 0.01 33.55	1.05 0.22 5.00 0.00 0.01 0.01 33.60	1.05 0.22 5.00 0.00 0.01 0.01 33.65	1.05 0.22 5.00 0.00 0.01 0.01 33.70	1.05 0.22 5.00 0.00 0.01 0.01 33.75	1.05 0.22 5.00 0.00 0.01 0.01 33.80	1.05 0.22 5.00 0.00 0.01 0.01 33.85	1.05 0.22 5.00 0.00 0.01 0.01 33.90	1.05 0.22 5.00 0.00 0.01 0.01 33.95	1.05 0.22 5.00 0.00 0.01 0.01 34.00	1.05 0.22 5.00 0.00 0.01 0.01 34.05	1.05 0.22 5.00 0.00 0.01 0.01

file:///192.168.88.8/g/_Projects/2020/20G-0328/Originals/Liquifaction%20Analysis/Liquefy%20GW%2040%20Summary.txt[8/12/2020 1:25:48 PM]

34.10	1.05 0.22 5.00 0.00 0.00 0.00 34.15	1.05 0.22 5.00 0.00 0.00 0.00 34.20	1.05 0.22 5.00 0.00 0.00 0.00 34.25	1.05 0.22 5.00 0.00 0.00 0.00 34.30	1.05 0.22 5.00 0.00 0.00 0.00 34.35	1.05 0.22 5.00 0.00 0.00 0.00 34.40	1.05 0.22 5.00 0.00 0.00 0.00 34.45	1.05 0.22 5.00 0.00 0.00 0.00 34.50	1.05 0.22 5.00 0.00 0.00 0.00 34.55	1.05 0.22 5.00 0.00 0.00 0.00 34.60	1.05 0.22 5.00 0.00 0.00 0.00 34.65	1.04 0.22 5.00 0.00 0.00 0.00 34.70	1.04 0.22 5.00 0.00 0.00 0.00 34.75	1.04 0.22 5.00 0.00 0.00 0.00 34.80	1.04 0.22 5.00 0.00 0.00 0.00 34.85	1.04 0.22 5.00 0.00 0.00 0.00 34.90	1.04 0.22 5.00 0.00 0.00 0.00 34.95	1.04 0.22 5.00 0.00 0.00 0.00 35.00	1.04 0.22 5.00 0.00 0.00 0.00 35.05	1.04 0.22 5.00 0.00 0.00 0.00 35.10	1.04 0.22 5.00 0.00 0.00 0.00 35.15	1.04 0.22 5.00 0.00 0.00 0.00 35.20	1.04 0.22 5.00 0.00 0.00 0.00 35.25	1.04 0.22 5.00 0.00 0.00 0.00 35.30	1.04 0.22 5.00 0.00 0.00 0.00 35.35	1.04 0.22 5.00 0.00 0.00 0.00 35.40	1.04 0.22 5.00 0.00 0.00 0.00 35.45	1.04 0.22 5.00 0.00 0.00 0.00 35.50	1.04 0.22 5.00 0.00 0.00 0.00 35.55	1.04 0.22 5.00 0.00 0.00 0.00 35.60	1.04 0.22 5.00 0.00 0.00 0.00 35.65	1.04 0.22 5.00 0.00 0.00 0.00 35.70	1.04 0.22 5.00 0.00 0.00 0.00 35.75	1.04 0.21 5.00 0.00 0.00 0.00 35.80	1.04 0.21 5.00 0.00 0.00 0.00 35.85	1.04 0.21 5.00 0.00 0.00 0.00 35.90	1.04 0.21 5.00 0.00 0.00 0.00 35.95	1.04 0.21 5.00 0.00 0.00 0.00 36.00	1.04 0.21 5.00 0.00 0.00 0.00 36.05	1.04 0.21 5.00 0.00 0.00 0.00 36.10	1.04 0.21 5.00 0.00 0.00 0.00 36.15	1.04 0.21 5.00 0.00 0.00 0.00 36.20	1.04 0.21 5.00 0.00 0.00 0.00 36.25	1.04 0.21 5.00 0.00 0.00 0.00 36.30	1.03 0.21 5.00 0.00 0.00 0.00 36.35	1.03 0.21 5.00 0.00 0.00 0.00 36.40	1.03 0.21 5.00 0.00 0.00 0.00 36.45	1.03 0.21 5.00 0.00 0.00 0.00 36.50	1.03 0.21 5.00 0.00 0.00 0.00 36.55	1.03 0.21 5.00 0.00 0.00 0.00 36.60	1.03 0.21 5.00 0.00 0.00 0.00 36.65	1.03 0.21 5.00 0.00 0.00 0.00 36.70	1.03 0.21 5.00 0.00 0.00 0.00 36.75	1.03 0.21 5.00 0.00 0.00 0.00

file:///192.168.88.8/g/_Projects/2020/20G-0328/Originals/Liquifaction%20Analysis/Liquefy%20GW%2040%20Summary.txt[8/12/2020 1:25:48 PM]

36.80	1.03 0.21 5.00 0.00 0.00 0.00 36.85	1.03 0.21 5.00 0.00 0.00 0.00 36.90	1.03 0.21 5.00 0.00 0.00 0.00 36.95	1.03 0.21 5.00 0.00 0.00 0.00 37.00	1.03 0.21 5.00 0.00 0.00 0.00 37.05	1.03 0.21 5.00 0.00 0.00 0.00 37.10	1.03 0.21 5.00 0.00 0.00 0.00 37.15	1.03 0.21 5.00 0.00 0.00 0.00 37.20	1.03 0.21 5.00 0.00 0.00 0.00 37.25	1.03 0.21 5.00 0.00 0.00 0.00 37.30	1.03 0.21 5.00 0.00 0.00 0.00 37.35	1.03 0.21 5.00 0.00 0.00 0.00 37.40	1.03 0.21 5.00 0.00 0.00 0.00 37.45	1.03 0.21 5.00 0.00 0.00 0.00 37.50	1.03 0.21 5.00 0.00 0.00 0.00 37.55	1.03 0.21 5.00 0.00 0.00 0.00 37.60	1.03 0.21 5.00 0.00 0.00 0.00 37.65	1.03 0.21 5.00 0.00 0.00 0.00 37.70	1.03 0.21 5.00 0.00 0.00 0.00 37.75	1.03 0.21 5.00 0.00 0.00 0.00 37.80	1.03 0.21 5.00 0.00 0.00 0.00 37.85	1.03 0.21 5.00 0.00 0.00 0.00 37.90	1.03 0.21 5.00 0.00 0.00 0.00 37.95	1.03 0.21 5.00 0.00 0.00 0.00 38.00	1.02 0.21 5.00 0.00 0.00 0.00 38.05	1.02 0.21 5.00 0.00 0.00 0.00 38.10	1.02 0.21 5.00 0.00 0.00 0.00 38.15	1.02 0.21 5.00 0.00 0.00 0.00 38.20	1.02 0.21 5.00 0.00 0.00 0.00 38.25	1.02 0.21 5.00 0.00 0.00 0.00 38.30	1.02 0.21 5.00 0.00 0.00 0.00 38.35	1.02 0.21 5.00 0.00 0.00 0.00 38.40	1.02 0.21 5.00 0.00 0.00 0.00 38.45	1.02 0.21 5.00 0.00 0.00 0.00 38.50	1.02 0.21 5.00 0.00 0.00 0.00 38.55	1.02 0.21 5.00 0.00 0.00 0.00 38.60	1.02 0.21 5.00 0.00 0.00 0.00 38.65	1.02 0.21 5.00 0.00 0.00 0.00 38.70	1.02 0.21 5.00 0.00 0.00 0.00 38.75	1.02 0.21 5.00 0.00 0.00 0.00 38.80	1.02 0.21 5.00 0.00 0.00 0.00 38.85	1.02 0.21 5.00 0.00 0.00 0.00 38.90	1.02 0.21 5.00 0.00 0.00 0.00 38.95	1.02 0.21 5.00 0.00 0.00 0.00 39.00	1.02 0.21 5.00 0.00 0.00 0.00 39.05	1.02 0.21 5.00 0.00 0.00 0.00 39.10	1.02 0.21 5.00 0.00 0.00 0.00 39.15	1.02 0.21 5.00 0.00 0.00 0.00 39.20	1.02 0.21 5.00 0.00 0.00 0.00 39.25	1.02 0.21 5.00 0.00 0.00 0.00 39.30	1.02 0.21 5.00 0.00 0.00 0.00 39.35	1.02 0.21 5.00 0.00 0.00 0.00 39.40	1.02 0.21 5.00 0.00 0.00 0.00 39.45	1.02 0.21 5.00 0.00 0.00 0.00

file:///192.168.88.8/g/_Projects/2020/20G-0328/Originals/Liquifaction%20Analysis/Liquefy%20GW%2040%20Summary.txt[8/12/2020 1:25:48 PM]

39.50	1.02 0.21 5.00 0.00 0.00 0.00 39.55	1.02 0.21 5.00 0.00 0.00 0.00 39.60	1.02 0.21 5.00 0.00 0.00 0.00 39.65	1.02 0.21 5.00 0.00 0.00 0.00 39.70	1.02 0.21 5.00 0.00 0.00 0.00 39.75	1.02 0.21 5.00 0.00 0.00 0.00 39.80	1.01 0.21 5.00 0.00 0.00 0.00 39.85	1.01 0.21 5.00 0.00 0.00 0.00 39.90	1.01 0.21 5.00 0.00 0.00 0.00 39.95	1.01 0.21 5.00 0.00 0.00 0.00 40.00	1.01 0.21 5.00 0.00 0.00 0.00 40.05	1.01 0.21 4.91 0.00 0.00 0.00 40.10	1.01 0.21 4.91 0.00 0.00 0.00 40.15	1.01 0.21 4.91 0.00 0.00 0.00 40.20	1.01 0.21 4.91 0.00 0.00 0.00 40.25	1.01 0.21 4.90 0.00 0.00 0.00 40.30	1.01 0.21 4.90 0.00 0.00 0.00 40.35	1.01 0.21 4.90 0.00 0.00 0.00 40.40	1.01 0.21 4.90 0.00 0.00 0.00 40.45	1.01 0.21 4.90 0.00 0.00 0.00 40.50	1.01 0.21 4.90 0.00 0.00 0.00 40.55	1.01 0.21 4.89 0.00 0.00 0.00 40.60	1.01 0.21 4.89 0.00 0.00 0.00 40.65	1.01 0.21 4.89 0.00 0.00 0.00 40.70	1.01 0.21 4.89 0.00 0.00 0.00 40.75	1.01 0.21 4.89 0.00 0.00 0.00 40.80	1.01 0.21 4.88 0.00 0.00 0.00 40.85	1.01 0.21 4.88 0.00 0.00 0.00 40.90	1.01 0.21 4.88 0.00 0.00 0.00 40.95	1.01 0.21 4.88 0.00 0.00 0.00 41.00	1.01 0.21 4.88 0.00 0.00 0.00 41.05	1.01 0.21 4.88 0.00 0.00 0.00 41.10	1.01 0.21 4.87 0.00 0.00 0.00 41.15	1.01 0.21 4.87 0.00 0.00 0.00 41.20	1.01 0.21 4.87 0.00 0.00 0.00 41.25	1.01 0.21 4.87 0.00 0.00 0.00 41.30	1.01 0.21 4.87 0.00 0.00 0.00 41.35	1.01 0.21 4.87 0.00 0.00 0.00 41.40	1.01 0.21 4.87 0.00 0.00 0.00 41.45	1.01 0.21 4.86 0.00 0.00 0.00 41.50	1.01 0.21 4.86 0.00 0.00 0.00 41.55	1.01 0.21 4.86 0.00 0.00 0.00 41.60	1.01 0.21 4.86 0.00 0.00 0.00 41.65	1.01 0.21 4.86 0.00 0.00 0.00 41.70	1.01 0.21 4.86 0.00 0.00 0.00 41.75	1.00 0.21 4.85 0.00 0.00 0.00 41.80	1.00 0.21 4.85 0.00 0.00 0.00 41.85	1.00 0.21 4.85 0.00 0.00 0.00 41.90	1.00 0.21 4.85 0.00 0.00 0.00 41.95	1.00 0.21 4.85 0.00 0.00 0.00 42.00	1.00 0.21 4.85 0.00 0.00 0.00 42.05	1.00 0.21 4.84 0.00 0.00 0.00 42.10	1.00 0.21 4.84 0.00 0.00 0.00 42.15	1.00 0.21 4.84 0.00 0.00 0.00

file:///192.168.88.8/g/_Projects/2020/20G-0328/Originals/Liquifaction%20Analysis/Liquefy%20GW%2040%20Summary.txt[8/12/2020 1:25:48 PM]

42.20	1.00 0.21 4.84 0.00 0.00 0.00 42.25	1.00 0.21 4.84 0.00 0.00 0.00 42.30	1.00 0.21 4.84 0.00 0.00 0.00 42.35	1.00 0.21 4.84 0.00 0.00 0.00 42.40	1.00 0.21 4.83 0.00 0.00 0.00 42.45	1.00 0.21 4.83 0.00 0.00 0.00 42.50	1.00 0.21 4.83 0.00 0.00 0.00 42.55	1.00 0.21 4.83 0.00 0.00 0.00 42.60	1.00 0.21 4.83 0.00 0.00 0.00 42.65	1.00 0.21 4.83 0.00 0.00 0.00 42.70	1.00 0.21 4.83 0.00 0.00 0.00 42.75	1.00 0.21 4.82 0.00 0.00 0.00 42.80	1.00 0.21 4.82 0.00 0.00 0.00 42.85	1.00 0.21 4.82 0.00 0.00 0.00 42.90	1.00 0.21 4.82 0.00 0.00 0.00 42.95	1.00 0.21 4.82 0.00 0.00 0.00 43.00	1.00 0.21 4.82 0.00 0.00 0.00 43.05	1.00 0.21 4.82 0.00 0.00 0.00 43.10	1.00 0.21 4.81 0.00 0.00 0.00 43.15	1.00 0.21 4.81 0.00 0.00 0.00 43.20	1.00 0.21 4.81 0.00 0.00 0.00 43.25	1.00 0.21 4.81 0.00 0.00 0.00 43.30	1.00 0.21 4.81 0.00 0.00 0.00 43.35	1.00 0.21 4.81 0.00 0.00 0.00 43.40	1.00 0.21 4.81 0.00 0.00 0.00 43.45	1.00 0.21 4.81 0.00 0.00 0.00 43.50	1.00 0.21 4.80 0.00 0.00 0.00 43.55	1.00 0.21 4.80 0.00 0.00 0.00 43.60	1.00 0.21 4.80 0.00 0.00 0.00 43.65	1.00 0.21 4.80 0.00 0.00 0.00 43.70	1.00 0.21 4.80 0.00 0.00 0.00 43.75	1.00 0.21 4.80 0.00 0.00 0.00 43.80	0.99 0.21 4.80 0.00 0.00 0.00 43.85	0.99 0.21 4.80 0.00 0.00 0.00 43.90	0.99 0.21 4.79 0.00 0.00 0.00 43.95	0.99 0.21 4.79 0.00 0.00 0.00 44.00	0.99 0.21 4.79 0.00 0.00 0.00 44.05	0.99 0.21 4.79 0.00 0.00 0.00 44.10	0.99 0.21 4.79 0.00 0.00 0.00 44.15	0.99 0.21 4.79 0.00 0.00 0.00 44.20	0.99 0.21 4.79 0.00 0.00 0.00 44.25	0.99 0.21 4.79 0.00 0.00 0.00 44.30	0.99 0.21 4.78 0.00 0.00 0.00 44.35	0.99 0.21 4.78 0.00 0.00 0.00 44.40	0.99 0.21 4.78 0.00 0.00 0.00 44.45	0.99 0.21 4.78 0.00 0.00 0.00 44.50	0.99 0.21 4.78 0.00 0.00 0.00 44.55	0.99 0.21 4.78 0.00 0.00 0.00 44.60	0.99 0.21 4.78 0.00 0.00 0.00 44.65	0.99 0.21 4.78 0.00 0.00 0.00 44.70	0.99 0.21 4.77 0.00 0.00 0.00 44.75	0.99 0.21 4.77 0.00 0.00 0.00 44.80	0.99 0.21 4.77 0.00 0.00 0.00 44.85	0.99 0.21 4.77 0.00 0.00 0.00

file:///192.168.88.8/g/_Projects/2020/20G-0328/Originals/Liquifaction%20Analysis/Liquefy%20GW%2040%20Summary.txt[8/12/2020 1:25:48 PM]

44.90	0.99 0.21 4.77 0.00 0.00 0.00 44.95	0.99 0.21 4.77 0.00 0.00 0.00 45.00	0.99 0.21 4.77 0.00 0.00 0.00 45.05	0.99 0.21 4.77 0.00 0.00 0.00 45.10	0.99 0.21 4.76 0.00 0.00 0.00 45.15	0.99 0.21 4.76 0.00 0.00 0.00 45.20	0.99 0.21 4.76 0.00 0.00 0.00 45.25	0.99 0.21 4.76 0.00 0.00 0.00 45.30	0.99 0.21 4.76 0.00 0.00 0.00 45.35	0.99 0.21 4.76 0.00 0.00 0.00 45.40	0.99 0.21 4.76 0.00 0.00 0.00 45.45	0.99 0.21 4.76 0.00 0.00 0.00 45.50	0.99 0.21 4.76 0.00 0.00 0.00 45.55	0.99 0.21 4.76 0.00 0.00 0.00 45.60	0.99 0.21 4.75 0.00 0.00 0.00 45.65	0.99 0.21 4.75 0.00 0.00 0.00 45.70	0.99 0.21 4.75 0.00 0.00 0.00 45.75	0.99 0.21 4.75 0.00 0.00 0.00 45.80	0.99 0.21 4.75 0.00 0.00 0.00 45.85	0.99 0.21 4.75 0.00 0.00 0.00 45.90	0.99 0.21 4.75 0.00 0.00 0.00 45.95	0.98 0.21 4.75 0.00 0.00 0.00 46.00	0.98 0.21 4.75 0.00 0.00 0.00 46.05	0.98 0.21 4.74 0.00 0.00 0.00 46.10	0.98 0.21 4.74 0.00 0.00 0.00 46.15	0.98 0.21 4.74 0.00 0.00 0.00 46.20	0.98 0.21 4.74 0.00 0.00 0.00 46.25	0.98 0.21 4.74 0.00 0.00 0.00 46.30	0.98 0.21 4.74 0.00 0.00 0.00 46.35	0.98 0.21 4.74 0.00 0.00 0.00 46.40	0.98 0.21 4.74 0.00 0.00 0.00 46.45	0.98 0.21 4.74 0.00 0.00 0.00 46.50	0.98 0.21 4.74 0.00 0.00 0.00 46.55	0.98 0.21 4.73 0.00 0.00 0.00 46.60	0.98 0.21 4.73 0.00 0.00 0.00 46.65	0.98 0.21 4.73 0.00 0.00 0.00 46.70	0.98 0.21 4.73 0.00 0.00 0.00 46.75	0.98 0.21 4.73 0.00 0.00 0.00 46.80	0.98 0.21 4.73 0.00 0.00 0.00 46.85	0.98 0.21 4.73 0.00 0.00 0.00 46.90	0.98 0.21 4.73 0.00 0.00 0.00 46.95	0.98 0.21 4.73 0.00 0.00 0.00 47.00	0.98 0.21 4.73 0.00 0.00 0.00 47.05	0.98 0.21 4.72 0.00 0.00 0.00 47.10	0.98 0.21 4.72 0.00 0.00 0.00 47.15	0.98 0.21 4.72 0.00 0.00 0.00 47.20	0.98 0.21 4.72 0.00 0.00 0.00 47.25	0.98 0.21 4.72 0.00 0.00 0.00 47.30	0.98 0.21 4.72 0.00 0.00 0.00 47.35	0.98 0.21 4.72 0.00 0.00 0.00 47.40	0.98 0.21 4.72 0.00 0.00 0.00 47.45	0.98 0.21 4.72 0.00 0.00 0.00 47.50	0.98 0.21 4.72 0.00 0.00 0.00 47.55	0.98 0.21 4.72 0.00 0.00 0.00

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47.60	0.98 0.21 4.71 0.00 0.00 0.00 47.65	0.98 0.21 4.71 0.00 0.00 0.00 47.70	0.98 0.21 4.71 0.00 0.00 0.00 47.75	0.98 0.21 4.71 0.00 0.00 0.00 47.80	0.98 0.21 4.71 0.00 0.00 0.00 47.85	0.98 0.21 4.71 0.00 0.00 0.00 47.90	0.98 0.21 4.71 0.00 0.00 0.00 47.95	0.98 0.21 4.71 0.00 0.00 0.00 48.00	0.98 0.21 4.71 0.00 0.00 0.00 48.05	0.98 0.21 4.71 0.00 0.00 0.00 48.10	0.98 0.21 4.71 0.00 0.00 0.00 48.15	0.97 0.21 4.71 0.00 0.00 0.00 48.20	0.97 0.21 4.70 0.00 0.00 0.00 48.25	0.97 0.21 4.70 0.00 0.00 0.00 48.30	0.97 0.21 4.70 0.00 0.00 0.00 48.35	0.97 0.21 4.70 0.00 0.00 0.00 48.40	0.97 0.21 4.70 0.00 0.00 0.00 48.45	0.97 0.21 4.70 0.00 0.00 0.00 48.50	0.97 0.21 4.70 0.00 0.00 0.00 48.55	0.97 0.21 4.70 0.00 0.00 0.00 48.60	0.97 0.21 4.70 0.00 0.00 0.00 48.65	0.97 0.21 4.70 0.00 0.00 0.00 48.70	0.97 0.21 4.70 0.00 0.00 0.00 48.75	0.97 0.21 4.70 0.00 0.00 0.00 48.80	0.97 0.21 4.70 0.00 0.00 0.00 48.85	0.97 0.21 4.69 0.00 0.00 0.00 48.90	0.97 0.21 4.69 0.00 0.00 0.00 48.95	0.97 0.21 4.69 0.00 0.00 0.00 49.00	0.97 0.21 4.69 0.00 0.00 0.00 49.05	0.97 0.21 4.69 0.00 0.00 0.00 49.10	0.97 0.21 4.69 0.00 0.00 0.00 49.15	0.97 0.21 4.69 0.00 0.00 0.00 49.20	0.97 0.21 4.69 0.00 0.00 0.00 49.25	0.97 0.21 4.69 0.00 0.00 0.00 49.30	0.97 0.21 4.69 0.00 0.00 0.00 49.35	0.97 0.21 4.69 0.00 0.00 0.00 49.40	0.97 0.21 4.69 0.00 0.00 0.00 49.45	0.97 0.21 4.69 0.00 0.00 0.00 49.50	0.97 0.21 4.69 0.00 0.00 0.00 49.55	0.97 0.21 4.68 0.00 0.00 0.00 49.60	0.97 0.21 4.68 0.00 0.00 0.00 49.65	0.97 0.21 4.68 0.00 0.00 0.00 49.70	0.97 0.21 4.68 0.00 0.00 0.00 49.75	0.97 0.21 4.68 0.00 0.00 0.00 49.80	0.97 0.21 4.68 0.00 0.00 0.00 49.85	0.97 0.21 4.68 0.00 0.00 0.00 49.90	0.97 0.21 4.68 0.00 0.00 0.00 49.95	0.97 0.21 4.68 0.00 0.00 0.00 50.00	0.97 0.21 4.68 0.00 0.00 0.00 50.05	0.97 0.21 4.68 0.00 0.00 0.00 50.10	0.97 0.21 4.68 0.00 0.00 0.00 50.15	0.97 0.21 4.68 0.00 0.00 0.00 50.20	0.97 0.21 4.68 0.00 0.00 0.00 50.25	0.97 0.21 4.68 0.00 0.00 0.00

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50.30	0.97 0.21 4.68 0.00 0.00 0.00 50.35	0.97 0.21 4.67 0.00 0.00 0.00 50.40	0.96 0.21 4.67 0.00 0.00 0.00 50.45	0.96 0.21 4.67 0.00 0.00 0.00 50.50	0.96 0.21 4.67 0.00 0.00 0.00 50.55	0.96 0.21 4.67 0.00 0.00 0.00 50.60	0.96 0.21 4.67 0.00 0.00 0.00 50.65	0.96 0.21 4.67 0.00 0.00 0.00 50.70	0.96 0.21 4.67 0.00 0.00 0.00 50.75	0.96 0.21 4.67 0.00 0.00 0.00 50.80	0.96 0.21 4.67 0.00 0.00 0.00 50.85	0.96 0.21 4.67 0.00 0.00 0.00 50.90	0.96 0.21 4.67 0.00 0.00 0.00 50.95	0.96 0.21 4.67 0.00 0.00 0.00 51.00	0.96 0.21 4.67 0.00 0.00 0.00
_______________________________________________________ * F.S.<1, Liquefaction Potential Zone
(F.S. is limited to 5,CRR is limited to 2,	CSR is limited to 2)

Units:	Unit: qc, fs, Stress or Pressure = atm (1.0581tsf); Unit Weight = pcf; Depth = ft; Settlement = in. ____________________________________________________________________________________ 1 atm (atmosphere) = 1 tsf (ton/ft2)
CRRm	Cyclic resistance ratio from soils
CSRsf	Cyclic stress ratio induced by a given earthquake (with user request factor of safety) F.S.          Factor of Safety against liquefaction, F.S.=CRRm/CSRsf
S_sat	Settlement from saturated sands S_dry	Settlement from Unsaturated Sands
S_all	Total Settlement from Saturated and Unsaturated Sands NoLiq	No-Liquefy Soils

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GEOTECHNICAL CONSULTANTS

APPENDIX D

REFERENCES

GEOTECHNICAL CONSULTANTS

APPENDIX D

REFERENCES

1. ASCE/SEI 7-16, 2019, Minimum Design Loads for Buildings and Other Structures.

2. Bartow, J. A., 1991, The Cenozoic Evolution of the San Joaquin Valley, California, USGS Professional Paper 1501.

3. Borches, J. W. and Carpenter, M., 2014, Land Subsidence from Groundwater Use in California: Luhdorff and Scalimanni Consulting Engineers.

4. Bailey, E. H., Irwin, W. P., and Jones, D. L. (1964). Franciscan and related rocks and their significance in the geology of western California (Vol. 183). California Division of Mines and Geology.

5. Branum, D. and others, 2008, Earthquake Shaking Potential for California: California Geological Survey Map Sheet 48.

6. Bryant, W. A. and Hart, E. W., 2007, Fault-Rupture Hazard Zones in California: California Department of Conservation, Division of Mines and Geology Special Publication 42, Interim Revision 2007 and online updates.

7. California Building Standards Commission, 2019 California Building Code.

8. California Department of Conservation, Division of Mines and Geology, 2008, Guidelines for Evaluating and Mitigating Seismic Hazards in California, Special Publication, 117.

9. California Department of Water Resources, Groundwater Information Center Interactive Map Application https://gis.water.ca.gov/app/gicima/ and Groundwater Level Monitoring Website: http://www.water.ca.gov/groundwater/data_and_monitoring/levels.cfm

10. California Geologic Survey, 2014, California Historic Earthquakes Online Database (www.conservation.ca.gov/cgs/rghm/quakes/Pages/eq_chron.aspx)

11. California Geological Survey, 2011, Checklist for the Review of Engineering Geology and Seismology Reports for California Public Schools, Hospitals, and Essential Services Buildings, Note 48.

12. Churchill, R. K. and Hill, R. L., 2000, A General Location Guide for Ultramfic Rocks in California – Areas More Likely to Contain Naturally Occurring Asbestos: Department of Conservation, Division of Mines and Geology Open-File Report 2000-19.

13. City of Clovis Master Environmental Impact Report, June, 2014, Chapter 5.6, Geology and Soils (https://cityofclovis.com/wp-content/uploads/2018/10/Chapter-05-06-Geology-and-Soils.pdf).

14. Federal Emergency Management Agency, Flood Insurance Rate Map (FIRM) #06019C1595H Effective on February 18, 2009 (https://msc.fema.gove/portal).

15. Fresno County, October 3, 2000, General Plan Background Report.

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GEOTECHNICAL CONSULTANTS

16. Galloway, D. L., Hudnut, K. W., Ingebritsen, S. E., Phillips, S. P., Peltzer, G., Rogez, F., & Rosen, P. A. (1998). Detection of aquifer system compaction and land subsidence using interferometric synthetic aperture radar, Antelope Valley, Mojave Desert, California. Water Resources Research, 34(10), 2573-2585.

17. Gutierrez, C. and others, 2010, Geologic Map of California: California Geological Survey Map No. 2.

18. Harden, D. R. 2004. California Geology. 2nd ed. Pearson-Prentice Hall.

19. Hammond, W. C., Blewitt, G., Li, Z., Plag, H. P., & Kreemer, C. (2012). Contemporary uplift of the Sierra Nevada, western United States, from GPS and InSAR measurements. Geology, 40(7), 667-670.

20. Irwin, W. P. (1990). Geology and plate-tectonic development. The San Andreas Fault System, California, 1515, 61-80.

21. Jennings, C. W., and Bryant, W. A., 2010, Fault Activity Map of California, California Geological Survey, Geologic Data Map No. 6.

22. Martin, G. R. and Lew, M., 1999, Recommended Procedures for Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigating Liquefaction Hazards in California, Southern California Earthquake Center publication.

23. Miller, D. C., 1989, Potential Hazards from Future Volcanic Eruptions in California: U.S. Geological Survey Bulletin 1847.

24. Page, R. W. (1986). Geology of the fresh ground-water basin of the Central Valley, California: with texture maps and sections. US Government Printing Office.

25. Seed, H.B. and Whitman, R.V., 1970, "Design of Earth Retaining Structures for Dynamic Loads" Proceedings, ASCE Specialty Conference on lateral stresses in the ground and design of earth retaining structures, ASCE, pp 103-147

26. Structural Engineers Association of California and California Office of Statewide Planning and Development, 2020, Seismic Design Maps, ASCE 7-16 Standard, https://seismicmaps.org/

27. Structural Engineers Association of California Seismology Committee (2019), “Seismically Induced Lateral Earth Pressures on Retaining Structures and Basement Walss,” August 2019, The SEAOC Blue Book: Seismic Design Recommendations, Structural Engineers Association of California, Sacramento, CA.

28. Wakabayashi, J. (1992). Nappes, tectonics of oblique plate convergence, and metamorphic evolution related to 140 million years of continuous subduction, Franciscan Complex, California. The Journal of Geology, 100(1), 19-40.

29. Wakabayashi, J. (2011). Mélanges of the Franciscan Complex, California: Diverse structural settings, evidence for sedimentary mixing, and their connection to subduction processes. Geological Society of America Special Papers, 480, 117-141.

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