20240806IPC to Staff 31(b) Attachment 2 RFB Contruction - Oxbow_Hatchery_Project-Addendums - Combined.pdf

ADDENDUM 01 - ATTACHMENT 02
Construction Sequencing
IDAW
UgNPOMR0
An IDACORP Company
OXBOW FISH HATCHERY RENOVATION
BID DOCUMENTS
NOT FOR CONSTRUCTION
FEBRUARY 26, 2021
12 Schnabel
ENGINEERING
Schnabel Engineering
250 S 5t' Street, Suite 510
Boise,ID 83702
Phone: [phone]

IDAHO POWER COMPANY
OXBOW FISH HATCHERY RENOVATION
BID OPENING TIME: Remains Unchanged
SUBMISSION DATE:Remains Unchanged
All other terms of previously issued Bid Documents and Addenda remain unchanged.
CONSTRUCTION SEQUENCING:
Due to the need of to keep the existing adult holding ponds in service beyond Milestone 1.
IPC recognizes there are some interferences for the new underground facilities and the
existing holding ponds, particularly the 8 inch well water line between the aeration tower
and the incubation building. The following items shall be considered by the bidders for
construction sequencing.
- Temporary piping for the 8" incubation line from the aeration tower to the new
hatchery building. This can be routed south around the existing ponds or potentially
straight through/over the existing ponds.
- Installation of the new raceways drain manholes and piping will need to be
completed after the demolition of the existing head works and ponds.
- The existing hatchery surface water supply piping will need to remain in place until
May. Once this system is shutdown, the existing supply lines that pass under the
hatchery building should be cut and the portion under the building can be abandoned in
place after filling them with CDF. The pipe outside of the hatchery building should be
fully removed.

PINE CREEK
21
0
o
0 15 30 60 90 FT
I
SCALE:1"=30'
a �
Q U
w
�m 6
� O
lo
K
\ � o
I i�
V
y t c
a U
a
/
Q
\ \ d z
O
\ a 0zZ
\ ZQO
o w � L Z
\ D a x w w
\ r 0 U W
a \ \ o = a LU
L
1n xO d
[Z Q� O
\ O
0 \ p m
x
J — —
a �o a
99
N
U !�
a PROJECT: DA592013.00
PLAN VIEW DATE: 12/23/2020
SHEET
a loci
®Schnabel Engineering 2016 All Rights Reservetl

0MR®
An IDACORP Company
ADDENDUM NO. 02
to the
Contract Documents
for the
Oxbow Hatchery Renovation Construction Project
This Addendum, dated March 12,2021,is for all persons preparing bids for the above referenced project and as
such, shall be made a part of the Contract Documents.
All changes, corrections, deletions, and/or additions to the initial bidding documents enumerated herein shall be
included in the Respondent's Proposal. In case of any conflict between the Drawings, Specifications, and this
Addendum,this Addendum shall govern.
Proposal Due date has been extended to Friday,April 2,2021
The Respondent shall acknowledge the receipt of this Addendum in the appropriate place on the Bid Schedule.
Failure to acknowledge the receipt of the Addendum will cause a Bid to be considered non-responsive.
See the following documents with upload date of 3/15/2021 that provided additional information/response to
submitted questions and pre-bid identification of buried communications line.
1. 3-12-2021 Construction Proj RFB Question Log-Part 1 -Attachment 1
2. Oxbow Hatchery Renovation Project-Addendum 02—Attachment 02—Drawings and Specifications
Modifications
3. Oxbow Hatchery Renovation Project—Addendum 02—Attachment 03—Oxbow Fish Hatchery
Geotechnical Memo
END OF ADDENDUM NO. 02
Idaho Power Company
P.O. Box 70
Boise, ID 83707
Oxbow Hatchery Renovation Construction Project
Page 1 of 1

OXBOW HATCHERY RENOVATION PROJECT
Addendum 02 —Attachment 02 — Drawings and Specifications Modifications
DRAWINGS:
A2-1. DRAWING GC-2:
A. ADD Detail C213 provided on the attached Figure.
A2-2. DRAWING 50 M 3:
A. REPLACE 50 M 3 with attached 50 M 3 Revision 1.
A2-3. DRAWING 50 M 3.1:
A. ADD attached 50 M 3.1 to the Bid Documents.
SPECIFICATIONS:
A2-4. SECTION 02200—EARTHWORK
A. ADD the following Paragraph 2.21
I. Riprap:
1. Riprap is along the retaining wall against the Snake River and Pine Creek.
2. The stones shall be graded in size to produce a reasonably dense mass.
Riprap shall consist of dense, natural rock fragments. Stone shall be resistant
to weathering and to water action; free from overburden, spoil, shale and
organic material; and shall meet the gradation requirements specified. Shale
and stone with shale seams are not acceptable.
3. Stones shall consist of durable, sound, hard, angular rock meeting the
following requirements for durability absorption ratio, soundness test, and
abrasion test:
Page 1 of 3

Durability Absorption Ratio Acceptability
Greater than 23 Passes
10 to 23 Passes only if Durability Index is 52 or
greater
Less than 10 Fails
Durability Absorption Ratio Durability Index (Coarse)
/o absorption + 1
4. The durability index and percent absorption shall be determined by AASHTO T
210 and AASHTO T 85, respectively. The minimum apparent specific gravity
of the stones shall be 2.5 as determined by AASHTO T 85.
5. Stones shall have less than 10 percent loss of weight after five cycles, when
tested per ASTM C 88.
6. Stones shall have a wear not greater than 40 percent, when tested per ASTM
C 535.
7. Neither the breadth nor thickness of any piece of riprap shall be less than one-
third its length. Material shall be of shapes which will form a stable protection
structure of required depth. Rounded boulders or cobbles shall not be used.
8. Riprap stone shall have a minimum specific gravity of 2.6.
9. Riprap shall conform to the H size as follows:
Diameter Percentage Passing
30-inch 70 - 100
24-inch 50 - 70
18-inch 35 - 50
6-inch 2- 10
10. Control of gradation shall be by visual inspection. The Contractor shall furnish
a sample of the proposed gradation of at least 5 tons or 10 percent of the total
riprap weight, whichever is less. If approved, the sample may be incorporated
into the finished riprap at a location where it can be used as a frequent
reference for judging the gradation of the remainder of riprap. Any difference of
opinion between the Engineer and the Contractor shall be resolved by
dumping and checking the gradation of two random truckloads of stones.
Arranging for and the costs of mechanical equipment, a sorting site, and labor
needed in checking gradation shall be the Contractor's responsibility.

11. The acceptability of the stones will be determined by the Engineer prior to
placement.
12. Placement of riprap shall begin at the toe of the slope and proceed up the
slope. The stones shall be machine placed, dumping will not be allowed.
Stones shall be placed so as to provide a minimum of voids. Smaller stones
shall be uniformly distributed throughout the mass. Sufficient machine or hand
work shall be done to produce a neat and uniform surface, true to the lines,
grades, and sections indicated.
13. After placement, fill the interstitial space between placed stones with native
material free of cobbles larger than 6 inches.

2'-10" MIN
SQUARE CAST IRON FRAME AND COVER
PAVEMENT
(V 00
A-d ��•
C�
CONCRET
w %2" CAST IRON CAP WITH FINGER
Z J HOLE IN CENTER
g 1/8 BEND
z
O
F-
U)
w
_ 6» —� WYE BRANCH
o MIN
m CONCRETE
z
` •
w PLUG •a.
NOTE: INVERT ELEVATION
0 1. IF IN UNIMPROVED AREA TOP SEWER MAIN STATION
o SHALL BE 6"ABOVE GRADE. SEWER MAI
0 2. SEE PLAN FOR STATION AND INVERT
z ELEVATION. PIPE AND FITTINGS SHALL BE OF
o THE SAME MATERIAL AS THE MAIN LINE SEWER.
z
Lu
CLEANOUT TO GRADE COTG C
Q
z1213
cf)
U
z
O
U
0
0
rn
Lu
2
U
Q
2
2
U
LL
O
m
X
O
w
3:
0
0- OXBOW FISH HATCHERY RENNOVATION
Schnabel IDAHO POWER COMPANY FIGURE 1
p E N G I N E E R I N G COPPERFIELD, OREGON
m
©Schnabel Engineering 2021 All Rights Reserved

A II
- II
z
0 z" 11
- 22.5° --_1p " a
w
B
45° i
� FF EL 1724.00'
12"DIA LAY FLAT _
HOSE WITH 5'
5_13�8, 2'-0" `� I - LENGTH
(TYP)
��---_-_-- T z
TOC EL 1,713.10' w z
L______________i
n IL_____________I \vl z
-- -� FF EL 1710.00' > z
------- m w
o
NOTE 1 i z
FLEXIBLE HOSE TO SPAWNING BELOW TO RACEWAYS DD 0'-2"(TYP)
SECTION SEE 50 M 4 Die„ w
CAST TRANSFER TUBE o
PIPING THROUGH a
4 RACEWAY WALLS w
�U F
o
SECTION rA
i�
� SCALE: 3/16"=1'-0"
�L N
ROTATING PIPE SUPPORT 1-6 i N z cyi N
r
AND SHEAVE BLOCK TOC EL 1,713.10' ' 0 �d`Dye vi o PIPE L
mfs rn 0e rr
TRANSFER TUBE PIPING PLAN THROUOGH CATIO WALL
3 1' ® 81�11 NP (TYP) U'
SCALE:/s'= -0"
I
-2-3�q'-- O t •'` -t •-l 9Y4" FF EL 1724.00' 1'-6"(TYP EA WAY w
'• o
F---------------- E
77 w
r.
SEE DETAIL 1 - Z _
SEE DETAIL 2
V0 _ T
Z �..m
�w mod=
11'-434" 12-10/,13 5'-0" cL)
6" rn
Y2"PLATE BOTH SIDES OF
MASONRY(SEE S�1)AD T,HRU _
RACEWAY e
2'-0" WALL
SEE DETAIL 3
+ + + 0 7y4-
c a
j + FF EL 1710.00'
PL FOR T—
V-6 P)
FLANGE BOLTS
2'-4" � 4x4x3/6"HSS (n
o II 25° ; (TYP OF 3) SECTION s SECTION C Z
O
SCALE: 3/16"=1'-0" SCALE: 3/8"=1'-0" Z
C4x7.25 O C)
RACEWAY (TYP) Q W
WALL
i 8x8x%"PLATE W/(4) 4'-10" 114 } Z U)
w BRACKET INCLUDES 3/n"DIA MASONRY g Z Q O J o5
ANCHOR(TYP) _.__ .__................... ...___...._.._.__._.._ ___._.._.__._.._.__._..uuui. LU 0_ CO
o 2'-2" VERTICAL MEMBER AT 12"DIAxYz''U-BOLTS Q g LU Q Z
? SWIVEL 30°ANGLE TO BUILDING (TYP OF 6) >- O 0 C_) Q
3 ATTACHMENT 0' U
o Bx6xY4'HSS(TYP) WALL 12"DIA 12"CIA 1'-6" LU p Z J
i; FLEXIBLE HOSE
LTRANSFER TUBE TRANSFER TUBE a U W W Q
3 12"DIA TRANSFER — = L1J
WI/8" C6z13 z 1'-6" 3'-5„ ._ _._..._._..._._..U.. .._._...._._._..._ .._..._._..._._... TUBES(TYP) = a (� m
C6z13 z 1'-6" Q O
i SWIVEL f (TYP OF 3) (TYP OF 3) 45° 2 O ii LL, D
U �
i SWIVEL SHEAVE BLOCK 12"U-BOLT,Yz"CIA
x 1 22.5° 12"U-BOLT,Y"DIA _ 10"x10"xYz"PL W/4 Yz" LL Q O
SEE 50 M 3.1 WI/a'NEOPRENE U
w SLEEVE W/Ye NE SLEEVE a CIA NELSON STUDS O — W
TYP. (TYP OF 2)
DETAIL 4 SECTION 5 12"x3/e'z10'-2"PL '/4 0'6" �0'-6" o
SCALE: 3/4"=1'-0" SCALE: 3/4"=1'-0" 12"3/a"DIA x 10'-2"PL r'cRouT PAD Z
Q
SS Ya"GUSSET PL (TYP)
a MASONRYANCHOR 6 0'-1" a
o TYR (TYP OF 12) /a DIA SS •
NOTES: 114 MASONRYANCHOR a #5a@12"O.C.E.W. 1
a (TYP OF 12) 1Yz
TYP.
1. SLOPE PIPES PER ENGINEERS DIRECTIVE. Ya"GUSSET PIL 1/4
2. RESTRAIN ALL BELL 8r SPIGOT JOINTS WITH 2 PVC ROMAGRIPS AND GALVANIZED RESTRAINT RODS.
a 3. GALVANIZE ALL PIPE SUPPORTS AFTER FABRICATION. DETAIL 1 DETAIL 2 DETAIL 3
PROJECT: DA592013.00
c 4. INSULATE ALL EXTERIOR TRANSFER TUBES W/2"OF TRYMER 2,000XP&POLYGUARD ALUMAGUARD JACKET OR AS SPECIFIED.PIPING SHALL ALSO BE HEAT _ _ _ _ _ _ DATE: 12/23/2020
TRACED IN ACCORDANCE W/50 E 1. _
SCALE: 3/4"=1'-0"
5. ALL SURFACES THAT FISH WILL BE IN CONTACT WITH,INCLUDING PIPE INTERIOR SPIGOT JOINT EDGES,CORNERS,PROTRUSIONS OR MISC.BURRS SHALL BE SHEET
ROUNDED/GROUND SMOOTH TO AVOID INJURY TO FISH.ANY FUSED PIPE JOINTS SHALL BE GROUND SMOOTH IN THE FIELD AFTER CONSTRUCTION. 50 M 3
5 Schnal el Engineering 2016 All Rights Reserved

Q
O
BLOCKOUT IN CMU y
GALVANIZED PIPE
SLEEVE,MIN Y4"THICK GROUT
Y4"MIN GALVANIZED
ADJUSTABLE LINKED PIPE SLEEVE WITH
RUBBER SEAL SEEP RING
0'-4"
MIN CUR
4 m � "
SHEAVE BLOCK �
50 M 3 SUPPORT BRACKET U u z
IT
0
1"EYEBOLT W/SHOULDER o
LOCKWASHER/NUT 1.
HOT-DIPPED GALVANIZED o
a
SWIVEL BLOCK w
18"DIA SHEAVE z
BLOCKOUT - q
DETAIL
FLANGED BASE PLATE W/
36"CENTER EXPANSION JOINT SCALE: 1-1/2"=V-0" _ FOUR%"DIA SS
RADIUS SWEEP SEE NOTE 8 Y2"DIA 6X19 WRC MASONRY ANCHORS
ELBOW(NOTE 3) GALVANIZED (TYP)
2'-0" 6'-97 „ 1'-„ 10'-0"� LONG RADIUS �¢-N z OjdU I
n
- - - - ELBOW00 c
rn �
FLANGE CONNECTION
(TYP)
12"TT 7
S OPE T 1
2 GUIDE 5'LAY FLAT HOSE W
BRACKET v -
w E
w `n 8
Z Is p
x 4"WIDE SS PIPE
STRAP UNDER INSULATION
aL
T-0" N
12'-16'
SEE NOTE 6
UHMW WEAR
MARINE GRADE,SS, SURFACE ATTACHED
WORM GEAR HAND WINCH TO GUIDE BRACKET
GEBUWIN WW3000/MR
OR EQUIVALENT.
SEE NOTE 9
u
3
0
o Z 07
p z
a 3-6" > } 0
p Z Z
HSS 4x4x1 fi'FRAME L 9 (D Q Lu
z 0_
3 KOU0 U W
° DETAIL 2 0
SCALE: 1-1/2"=1'-0" = o () ~
NOTES: x o a � w
mxa LL.
i 1. ALL METALLIC PIPING INCLUDING FLANGES SHALL BE T 304 SS. p OU cf)
2. INSULATE AND JACKET EXTERIOR STAINLESS STEEL SECTIONS OF TRANSFER TUBE W/2"OF TRYMER 2,000XP&POLYGUARD ALUMAGUARD p Z
m JACKET OR AS SPECIFIED. X
3. CUSTOM SWEEP ELBOW BY APPLETON STAINLESS INC.12"ID/90°SWEEP x 36"CLR/MILL FINISH OR EQUAL. p
rc 4. MAXIMUM FORCE TO LIFT PIPE SHALL BE NO MORE THAN 30 LBS ON THE HAND WINCH.
a 5. PERFORM HANG TEST ONSITE TO VERIFY TRANSFER TUBE IS LEVEL TO WITHIN 6"WHEN SUPPORTED ONLY BY THE WIRE ROPE.ADD
o COUNTER WEIGHT AS NECESSARY TO OUTSIDE OF PIPE,UNDER INSULATION.
a
- 6. LOCATE GUIDE BRACKET AT THE APPROPRIATE HEIGHT TO ALLOW SPECIFIED RANGE OF PIPE ADJUSTMENT HEIGHT.
WEST ELEVATION 7. ALL WELDS ON SUPPORT BRACKETS SHALL BE FULL PENETRATION.
0 8. FLANGED EXPANSION JOINT SHALL HAVE 12"ID WITH FILLED INTERIOR ARCHES FOR SMOOTH BORE AND NO RAISED INTERIOR EDGES.
o ? SCALE:3/8"=V-0„ JOINT SHALL BE DESIGNED TO ALLOW 15°OF ANGULAR DEFLECTION. PROJECT: DA592013.00
9. CUT OUT STONE VENEER BEHIND WINCH AND INSTALL GROUT BEHIND WINCH TO BRING BACK OF WINCH FLUSH TO OUTSIDE OF VENEER. DATE: 2/16/2021
_ ATTACH WINCH TO WALL WITH%4"X 12"L ADHESIVE ANCHORS. SHEET
10. INSTALL SECONDARY SAFETY CHAIN BETWEEN SHEAVE SUPPORT BRACKET AND ROTATING PIPE. CHAIN SHALL BE RATED FOR 3,000 LBS. 50 M 3.1
5 SchnaW Engineering 2016 All Rights Reserved

DEERE & AULT
CONSUL'17AN'FS,INC.
DRAFT
MEMORANDUM
TO: Bryant Charlo, P.E., Ray Eldridge, P.E.
FROM: Victor deWolfe, P.E., P.G.
DATE: February 18, 2020
RE: Oxbow Fish Hatchery Geotechnical Investigation; D&A Job No. SF-0592.013.00
INTRODUCTION
This memorandum presents the results of the geotechnical investigation performed by Deere &
Ault Consultants (D&A) at the Oxbow Fish Hatchery. The facility is owned by Idaho Power and
operated by the Oregon Department of Fish and Wildlife. The site is located just downstream of
the Oxbow Hydroelectric Project in Hells Canyon along the Snake River in Baker County,
eastern Oregon(Figure 1). The facility was originally built in the 1960s and has operated ever
since.
The geotechnical investigation was conducted on January 271h and 28a', 2020 to provide a
characterization of the foundation conditions for the design of a new hatchery facility. For the
investigation, we excavated seven test pits and performed a cursory geologic reconnaissance of
the site. We excavated three of the test pits to locate existing underground utilities. During the
field work, a detailed topographic and utilities survey was also performed. However, only the
results of the survey pertaining to the geotechnical investigation will be included herein.
GEOLOGIC RECONNAISSANCE
We performed a brief geologic reconnaissance of the site to assess any geologic conditions that
could affect the design of the new hatchery facility. Our observations indicate the site is
composed of imported fill. We understand this fill was primarily borrowed from the excavation
of the Oxbow Powerhouse site located just up-river; as well as from other cuts in the area.
Therefore, the fill appears to represent alluvial and colluvial soils in the area. The alluvial
deposits in Hells Canyon are generally composed of sand and gravel with abundant rounded
cobbles and boulders composed of basalt. The mountains surrounding the site are also composed
of basalt, which is an extrusive volcanic rock that was deposited during the historical eruptions
of the Yellowstone caldera. Therefore, there are abundant colluvial soils in the canyon. These
soils have more silt or clay and contain angular blocks of basalt. Additionally, the alluvial
deposits also contain large angular blocks of basalt that were deposited by rockfall or debris flow
600 S.Airport Road,Building A,Suite 205
Longmont,CO 80503
Phone: [phone] Fax: [phone]

events into the canyon. In some places, the larger blocks of rock have been selectively placed
along the edges of the fill as rip rap to guard against river erosion.
The site is situated along the left bank of the Snake River and the right bank of Pine Creek. The
fill has brought the level of the site up to about 15 feet above the level of the rivers at the time of
the site visit. Because the site is bounded by two rivers, it at risk of flooding. Based on this
proximity to the two rivers, and the 60-year age of the existing facility, the new design should
consider the 100-year flood elevation for the site.
GEOTECHNICAL CONDITIONS
The geotechnical conditions of the Oxbow Fish Hatchery site were investigated by digging 7 test
pits. The test pits were located at planned key structure locations and where the depth of certain
existing utilities needed to be confirmed. The locations of the test pits are provided on Figure 1.
Test pits TP-1 and TP-6 were excavated where the new hatchery ponds will be located. Test pit
TP-2 is located on one abutment of a proposed foot bridge across Pine Creek and encountered
two unmapped 480-volt electric lines 3 feet deep. Test pit TP-3 is located at the proposed site of
a shop building. Test pit TP-4 was at the proposed location of the new hatchery building. Test
pit TP-5 was excavated near the existing dorm building to assess foundation conditions there and
to locate a buried irrigation line, which was found about 30 inches deep. Test pit TP-7 was
excavated to confirm the location of two sanitary sewer lines 30 inches deep. However, it also
encountered warning tape 18 inches deep for an unmapped buried electric line. The electric line
was not exposed. Summary logs of the test pits, including observed utility locations are provided
on Figure 2. Select photographs of the test pits are provided in Appendix A.
The subsurface materials encountered in the test pits primarily consist of dense to very dense,
well graded sand and gravel with abundant cobbles and boulders. The material is silty, locally
clayey and generally moist to very moist. Rounded cobbles and boulders are abundant and were
observed up to about 12 inches the largest dimension. The angular rock blocks observed in the
fill ranged up to 36 inches in the largest dimension. Based on our visual observations during
excavation, we estimate the D50 of the fill to be about 3 inches. We also estimated the amount
of fines (clay and silt sized particles)to range between about 5 and 30 percent, averaging about
15 percent. This gradation estimate is provided on Figure 3.
In test pit TP-1 we did encounter some highly plastic (fat)red clay. This type of clay is not an
acceptable foundation material due to its shrink-swell potential. The clay band was shallow and
ranged in thickness from about 4 to 12 inches thick. The presence, depth, thickness and extent of
the clay appear to be insignificant. Therefore, the clay is not considered a problem for the
planned site development.
In test pit TP-4 we also observed a cobble nest in the east wall of the pit from about 1 to 3 feet
deep. The nested cobbles were all about 2 to 3 inches in diameter and very little sand was
observed in the voids. Nested cobbles can be problematic for foundations because they can
allow fine materials from nearby soils to internally erode into the voids. This phenomenon can
cause differential settlement of the foundation material if it occurs below a slab or footing.
- 2 -

Based on the shallow depth and limited observation of nested cobbles, we do not consider them
to be a significant factor impacting the foundation conditions.
GROUNDWATER CONDITIONS
Groundwater was not encountered in any of the test pits to the depths excavated. The deepest
pits were excavated to 10 feet. Therefore, high groundwater does not appear to be an issue for
the foundations planned at this site. However, groundwater conditions during high river stage, or
flood stage remain unknown. It is possible that the groundwater level could rise to shallow
depths at the site during high water events. The new ponds are essentially large underground
basins made of concrete. To counteract any buoyancy forces imparted by high or rising
groundwater, the basins (or any other deeper foundations) should be designed with footers to
carry backfill loads that can counteract buoyant forces.
CONCLUSIONS and RECOMMENDATIONS
This geotechnical investigation was performed to characterize the subsurface materials and their
conditions for generally shallow, small load foundations. We excavated seven test pits to
investigate the character and properties of the subsurface material. Based on our observations,
we developed the following conclusions.
1) The material is fill at all proposed foundation locations. The fill generally consists of
dense to very dense, well graded sand and gravel with cobbles and boulders.
2) The strength of the foundation materials will be sufficient for the small loads imparted by
the proposed structures at the site. Differential settlement is considered unlikely.
3) Any significant deposits of fat clay discovered during foundation construction should be
avoided or removed.
4) Any pockets of nested cobbles encountered during construction should be avoided or
removed.
5) Building slab elevations should be planned at least one foot above the 100-year flood
elevation.
6) Seasonal groundwater levels are unknown and may seasonally rise to levels that could
influence foundation stability or impart buoyancy effects to the new ponds. Installation
of a monitoring well can provide this information. We recommend installing at least one
monitoring well and monitoring the groundwater levels at monthly intervals. The
monitoring frequency should be increased to weekly during periods of high river stage.
7) Buried foundations should include footers to counteract buoyancy forces imparted by
high or rising groundwater.
UA0592 Idaho Power\0592.013 Oxbow Fish Hatchery\Geotech Memo\Oxbow FH Geotech.Mmo Docx
- 3 -

FIGURES

N
0 100 200
wE Feet rA.
S Aerial Image from Google Earth(2015) _ 4
4
e wee New
Shop
Bldg. TiP-3
n
v
•I't 1l ..
v
TP 4
Proposed New �
Footbridge ' 4P
TP-1 �- Hatchery
L H` F Bldg. <<
:. New
Holding
Ponds TP-g'
L . TP-5
❑ \ ~��
Dorm
N
x Tp-7
;, � • y rr
LL ashin ton plc• .< �,
Montana
Ln
Site Location � v
Idaho `
LL Oregon
1`r'�e • '' °' ,
Oy min ,
O Pj, 1 1.. •�`.�, i
o •
Nevada Utah "
o T T IDAHO POWER FIGURE N0.
�1 LJ Oxbow Fish Hatchery Geotechnical Investigation�j 1
N CONSULrANrS, INC.
sc Jos No: 0592.013.00 SCALE: 1 inch=100 feet

FOOTBRIDGE NEW SHOP NEW HATCHERY DORM SANITARY
NW HOLDING PONDS ABUTMENT BUILDING BUILDING BUILDING OUTLET
TP-1 TP-6 TP-2 TP-3 TP-4 TP-5 TP-7
0 0
i
0.5
0.8 0.8 0.8 - 0.8
-1 CH o U o U SW -1
4"
SW,GW 1.5 GW 0 0 NO DIG
12" 15"
-2 2.0 e ELECTRICAL _2
CH o WARNING TAPE
2.5 �
0 2"SCH 80 PVC
e GW IRRIGATION o n
-3 3.0 TWO 1"480V 36 LINE 3.0 , TWO 2"SCH 80 -3
DRY ELECTRICAL GW o. 0. DRY PVC SANITARY
CONDUITS TO 24" e Q e Q SEWER LINES
DOMESTIC WELL o GW
-30" 4
O
° GW C) 0
-5 n 24" e Q 5 0
m
o m
o °.Q. 5.5 O.
GW �
d6 _1811 d � 6 2
- d -
W O
Q O O 0 ..-0 0
Q 6.5 1
b Q
� DRY e
0 0 .
o -7 °o O ___ o -7
O.
S Q
i d
d W
O VY E
p
dQ eQ DRY
C)
-9 9.0 -9
DRY
O
-10 10.0°0 10.0 e Q -10
DRY DRY
0
N
LEGEND NOTES:
ROADBASE 1. TEST PITS WERE EXCAVATED ON 1/27/20 AND 1/28/20 USING A
TIP-1TEST PIT I.D. KUBOTA KX040-4 RUBBER TRACKED EXCAVATOR WITH A TWO OR
THREE-FOOT BUCKET.ALL TEST PITS WERE BACKFILLED AND
COMPACTED USING A VIBRATORY COMPACTOR.
❑ (FILL)CLAY, FAT,STIFF,VERY MOIST, HIGHLY PLASTIC, 2. SEE FIGURE 1 FOR TEST PIT LOCATIONS.
RED-BROWN,4-12"THICK CH 0s APPROXIMATE DEPTH OF
( ) GEOLOGIC CONTACT 3. LINES BETWEEN MATERIALS REPRESENT APPROXIMATE
BOUNDARIES BETWEEN TYPES AND TRANSITIONS MAY BE GRADUAL.
[FILL]SAND&GRAVEL,COBBLY TO BOULDERY,SILTY, LOCALLY 4. GROUNDWATER WAS NOT ENCOUNTERED TO THE DEPTHS
Q ❑ CLAYEY, DENSE TO VERY DENSE, MOIST,WELL-GRADED,WELL GW USCS FIELD CLASSIFICATION& EXPLORED.GROUNDWATER LEVELS ARE EXPECTED TO FLUCTUATE
ROUNDED TO ANGULAR, BROWN, DARK BROWN,LIGHT 24" MAXIMUM PARTICLE SIZE(INCHES) SEASONALLY.
GREY-BROWN, RED-BROWN, LOCAL TIMBER AND OTHER
DEBRIS, LOCAL COBBLE NESTS(SW,GW)
JOB NO.0592.013.00
M 10.0 LIMIT OF EXCAVATION(FEET)
? GROUND REFUSAL DRY GROUNDWATER NOT OXBOW FISH HATCHERY
ENCOUNTERED DURING 0 1 2 Vertical Scale in feet SUMMARY LOGS FOR TEST PITS
GW=WELL GRADED GRAVEL EXCAVATION.
SCALE IN FEET FIGURE NO.
SW=WELL GRADED SAND DRAFT D E ER E & A U L T 2
•
CH=FAT CLAY
DATE: FEB.2020 SCALE: AS NOTED

Figure 3 - Oxbow Fish Hatchery Fill Gradation Estimate
HYDROMETER ANALYSIS SIEVE ANALYSIS
TIME READINGS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS
24 HR. 7 HR. 60 MIN. #40 #20 #10 1/2" 1" 2" 5"
45 MIN.45 MIN. 19 MIN. 4 MIN. 1 MIN. #200 #100 #50 #30 #16 #8 #4 3/8" 3/4" 1 1/2" 3" 6" 9" 15" 24' 36"
100
90
80 /
70
Z
C0 so
U)
50
Z /
W
U 00
If 40
W
W
30
20
t Estimated Fill Gradation
' —0 Estimated High Range
10
L- —A— Estimated Low Range
0.001 .002 .005 .009 .019 .037 .074 .149 .297 .59 1.19 2.0 4.76 9.52 19.1 38.1 76.2 127 200 500 1000
.42 2.38 12.7 25.4 50.8 152
DIAMETER OF PARTICLE IN MILLIMETERS
FINES SAND I GRAVEL
COBBLE BOULDERS
CLAY SILT FINE MEDIUM I COARSE I FINE I COARSE

APPENDIX A
TEST PIT PHOTOGRAPHS

Appendix A
NOTE: The test pits were excavated on February 3rd and 4th,2020.
f�
Test Pit TP-1:Open to 10 feet deep
_
'�' '�"'a.✓d is -
'4.T•c
Test Pit TP-1: Excavated Material
1 of 7

Appendix A
c
Test Pit TP-2: Showing exposed 480V electrical lines
Test Pit TP-2: Excavated Material
2 of 7

Appendix A
y, .
Of
y
u_Y
T.+"r
t9 3t
Test Pit TP-3: Backfilled and excavated material along abandoned raceways
3 of 7

Appendix A
::.. .. K +�� h 4• Y ` .PAX .,.,,^
a
Io .f
`xr:`
Test Pit TP-4: Showing nested cobbles in the wall
iA
t-
s:' t.
s �
h K � ✓ ` "
r
Test Pit TP-4: Excavated Material
4 of 7

Appendix A
�IB.M
•r
I Am
Test Pit TP-5:Showing the exposed 2-inch schedule 80 PVC irrigation line
E hs
1
is
T
t
Test Pit TP-5: Excavated Material
5 of 7

Appendix A
�r-
. .� .
Test Pit TP-6:Open to 10 feet deep
6 of 7

Appendix A
if
w...
x.
f
•-s" ,�... :.,may,..' � r„ ,� * _ -
Test Pit TP-7:Showing"No Dig"electrical warning tape(left)and two 2-inch schedule 80 PVC sanitary sewer lines
(right).
7 of 7

0MR®
An IDACORP Company
ADDENDUM NO. 03
to the
Contract Documents
for the
Oxbow Hatchery Renovation Construction Project
This Addendum, dated March 26,2021,is for all persons preparing bids for the above referenced project and as
such, shall be made a part of the Contract Documents.
All changes, corrections, deletions, and/or additions to the initial bidding documents enumerated herein shall be
included in the Respondent's Proposal. In case of any conflict between the Drawings, Specifications, and this
Addendum,this Addendum shall govern.
Proposal date has been extended to Wednesday,April 7,2021.
The Respondent shall acknowledge the receipt of this Addendum in the appropriate place on the Bid Schedule.
Failure to acknowledge the receipt of the Addendum will cause a Bid to be considered non-responsive.
See the following documents with upload date of 3/15/2021 that provided additional information/response to
submitted questions and pre-bid identification of buried communications line.
1. Addendum 03—Attachment 01 — 3-26-2021 Construction Proj RFP Question Log
2. Addendum 03—Attachment 02—Drawing Revisions
3. Addendum 03—Attachment 03—Oxbow Fish Hatchery Raceway As-Builts
4. Addendum 03 -Attachment 04-HEC RAS Model
END OF ADDENDUM NO. 03
Idaho Power Company
P.O. Box 70
Boise, ID 83707
Oxbow Hatchery Renovation Construction Project
Page 1 of 1

PAW
R®
An IDACORP Company
ADDENDUM NO. 04
to the
Contract Documents
for the
Oxbow Hatchery Renovation Construction Project
This Addendum,dated March 31,2021,is for all persons preparing bids for the above referenced project and
as such, shall be made a part of the Contract Documents.
All changes, corrections, deletions, and/or additions to the initial bidding documents enumerated herein shall be
included in the Respondent's Proposal. In case of any conflict between the Drawings, Specifications, and this
Addendum,this Addendum shall govern.
The Respondent shall acknowledge the receipt of this Addendum in the appropriate place on the Bid Schedule.
Failure to acknowledge the receipt of the Addendum will cause a Bid to be considered non-responsive.
See the following documents with upload date of 3/31/2021.
1. Addendum 04—Attachment 01 —3-31-2021 Construction Project Question Log-Final
2. Addendum 04—Attachment 02—Oxbow Fish Hatchery Facility Asbestos&Lead Survey Report
Reminder: If there are areas of the RFB that you are proposing a variance for,or items that are specified
that cannot be attained or achieved,please provide an alternative and clearly note these variances in the
proposal.
END OF ADDENDUM NO. 04
Idaho Power Company
P.O. Box 70
Boise, ID 83707
Oxbow Hatchery Renovation Construction Project
Page 1 of 1

PAW
R®
An IDACORP Company
ADDENDUM NO. 05
to the
Contract Documents
for the
Oxbow Hatchery Renovation Construction Project
This Addendum,dated April 28,2021,is for all persons preparing bids for the above referenced project and as
such, shall be made a part of the Contract Documents.
All changes,corrections,deletions, and/or additions to the initial bidding documents enumerated herein shall be
included in the Respondent's Proposal. In case of any conflict between the Drawings, Specifications, and this
Addendum,this Addendum shall govern.
The Respondent shall acknowledge the receipt of this Addendum in the appropriate place on the Bid Schedule.
Failure to acknowledge the receipt of the Addendum will cause a Bid to be considered non-responsive.
This project start date has been delayed due to an unforeseen circumstance that IPC is working through with
FERC. Please provide proposal revisions based on the following attachment and items that can be worked
through in the second half of 2021.
See the following documents with upload date of 04/28/2021.
1. Oxbow Hatchery Renovation Project-Addendum 05—Attachment 01 —Anticipated Project Schedule
March 2022 start date.
Additionally,In your revised proposal,please identify suggested design modifications or value engineering
that we can be negotiated in 2021,and long lead items that can be procured in 2021.
END OF ADDENDUM NO. 04
Idaho Power Company
P.O. Box 70
Boise, ID 83707
Oxbow Hatchery Renovation Construction Project
Page 1 of 1