DRC-2015-001726 - 0901a0688050e92e

ENERGYFUELS
Energy Fuels Resources (USA) Inc.
225 Union Blvd. Suite 600
Lakewood, CO, US, 80228
303 974 2140
www.energyfuels.com
March 13, 2015
VIA PDF AND EXPRESS DELIVERY
DRC-2015-001726
MAK 1 3 2015
Mr. Rusty Lundberg
Division of Radiation Control
Utah Department of Environmental Quality
195 North 1950 West
P.O. Box 144850
Salt Lake City, UT 84114-4820
Re: Stipulated Consent Order Docket No. UGW12-04, Regarding Energy Fuels Resources (USA) Inc.
May 7,2012 Corrective Action Plan ("CAP") for Nitrate, White Mesa Uranium Mill,
Dear Mr. Lundberg:
Pursuant to our teleconference on March 3, 2015, Energy Fuels Resources (USA) Inc. ("EFRI") is submitting
the As-Built drawings for the Ammonium Sulfate Cover specified in the Nitrate CAP, dated May 7, 2012. The
attached As-Built drawings in Attachment 1 show the work completed to date. EFRI submitted the design
drawings for the work completed to date on October 3, 2014. DRC approved the design on October 16, 2014
and EFRI submitted the installation notification on November 6, 2014.
As requested during the March 3, 2015 teleconference, EFRI is also submitting the design for the concrete cap
for the existing concrete pad directly under the ammonium sulfate tanks. This design was not included in the
previous submissions and is being submitted at this time for your review and approval. The design is included
in Attachment 2. Upon receipt of DRC approval, EFRI will complete the concrete capping activities within 60
days of approval. Any schedule changes will be approved by the Director. EFRI will provide DRC with at least
fourteen calendar days notice for the construction of the cap.
It is important to note that the Nitrate CAP stated that a curbed concrete pad would be installed in the
ammonium sulfate tank area. Due to the significant expansion of the concrete in the area, the curb is no longer
practical and would interrupt and interfere with the drainage system and as such the curb initially contemplated
has been removed.
Please contact the undersigned if you have any questions or require any further information.
Yours very truly,
ENERGY FUELS RESOURCES (USA) INC.
Kathy Weinel
Quality Assurance Manager
cc: Harold R. Roberts David E. Turk
Dan Hillsten
Scott Bakken
Attachment 1
PRFCiSi O N
SYSTEMS
E N G i N e: E R , N C-.
D RAWING AND DOCUMENT TRANSMITTAL
Date: March 11, 2015 PSE Job No. 2014142 Transmittal No.:14142-TRANS-008
To: Energy Fuels
Attn: Steve Snyder
6425 S Highway 191
Blanding, UT 84511
Email: [e-mail]
RE: Concrete Pad Design
CODE:
(1) FOR APPROVAL
(2) REVISED FOR APPROVAL
(3) APPROVED FOR FABRICATION OR CONSTRUCTION
(4) REVISED FOR FABRICATION
(5) REVISE AND RESUBMIT
(6) FOR QUOTE/BID PURPOSES ONLY
(7) FOR REVIEW
(8) FOR INFORMATION ONLY
(9) PRELIMINARY
(10) CONFIDENTIAL
(11) PERMITTING
(12) AS-BUILT
NO. OF
PRINTS DOCUMENT NO. REV. SHT.
NO. CODE TITLE
14142-C-100 10F2 12 AMMONIA CONTAMINATED AREA PLANNED CONCRETE PLACEMENT
SITE/GRADING PLAN
14142-C-100 2 OF 2 12 AMMONIA CONTAMINATED AREA PLANNED CONCRETE PLACEMENT
SITE/GRADING PLAN
14142-C-200 12 AMMONIA CONTAMINATED AREA PLANNED CONCRETE PLACEMENT
CONCRETE SECTIONS
14142-C-201 12 AMMONIA CONTAMINATED AREA PLANNED CONCRETE PLACEMENT
CONCRETE SECTIONS
14142-C-202 12 AMMONIA CONTAMINATED AREA PLANNED CONCRETE PLACEMENT
CONCRETE DETAILS
14142-C-210 12 AMMONIA CONTAMINATED AREA PLANNED CONCRETE PLACEMENT
CONCRETE SECTIONS & DETAILS
14142-C-211 12 AMMONIA CONTAMINATED AREA PLANNED CONCRETE PLACEMENT
CONCRETE DETAILS AND SECTIONS
14142-S-100 12 AMMONIA CONTAMINATED AREA PLANNED CONCRETE PLACEMENT PIPE
RACK PLAN AND ELEVATION
14142-S-110 12 AMMONIA CONTAMINATED AREA PLANNED CONCRETE PLACEMENT PIPE
RACK DETAILS
NOTE: AS-BUILTS AS PER CLIENT'S REDLINES. THEY HAVE NOT BEEN VERIFIED BY PSE.
COPY OF TRANSMITTAL TO: SHIPPING TRANSMITTED BY: Noe Casalino (db)
FILE FORMAT: Via:
Email
PLEASE ACKNOWLEDGE RECEIPT OF DOCUMENTS BY RESPONDING TO
THE EMAIL.
PDF
File: 14142-Trans-008
9805 South 500 West / Sandy, Utah 84070
Telephone: [phone] / Fax [phone] lof 1
REGRADE ROAD AS SHOWN
EXISTING CONCRETE
(TO REMAIN)
EXIST DECON PAD
EXIST. 30" DRAIN PIPE
RECONSTRUCT TO
NEW DECON TANK
IE=5645 25' AT DECON PAD
PIPE AND PIPE SUPPORTS
(BY OTHERS)
REGRADE BERM
AS SHOWN
1018033S 18
BTUOFSUhP
N
PNT#1
- EXIST CURB
A
Op
08
PNT
A
PNT
PNT #49
A A NEW 4' x 4' x 4' DEEP SUMP
RIM EL = 5637 25 NEW CONCRETE PAVING
SEE a±
\J4142-C-202 i
10" THICK CONCRETE 8 THICK CONCRETE
SLAB (TRAFFIC AREA) I SLAB (NON-TRAFFICE AREA) S8<
SEE DETAIL '5" ON SEE DETAIL "ff ON
DWG 14142-C-202 I DWG 14142-C-202 PNT #4
A LiMrrs OF
CONCRETE PAVING 14142-C-202 Op
PNT #48
EXISTING ASPHALT
(TO REMAIN) PNT PNT #50 EXIST PNT #21
DOORWAY A NEW DECON TANK
43'-0- x S'-e- FOUNDATION
FOR TANK RELOCATION
PNT #47
PNT #6
PNT #7
PNT #26
REF NEW 42*-0-x8'-6"
DECON TANK (BY OTHERS) hr PNT #20 —'
PNT #52
1 1 PNT #22
A PNT #19
\j4i4;
Point Table Point Table
14142C-201 E—tTQ EatAra Ducripfa Pontf PNT #25 PNT #23
PNT#24
14142-C-201 B64O00 10166411.34 221044918 5637 06 10166334.36 2219634J1 TOC
V414;
1016540001 2210444 71 3637 66 10166336.75 2210406 73 BLDQ COR NEW 4 x 4 x 4 DEEP
SUMP 2210440M 5637 60 10166261 JB 2218670 10166384 11 PER FNDN 14142-C-200 6837 00 10165291 221967006 2219409JB PER FN ON SLOPE FLOOR TOWARDS SUMP
^41
5637 00 10166291 JB 2219660M 6637 36 10166346 9B PER FNDN
A 5637.60 10165291JB 2219560J6 10166347J5 2219417.08 PER FNDN 14142-C-200
10166291 JB 221950296 5637 31 10166337 93 221941641 PER FNDN
10166291J9 2219496J6 NEW VALLEY GUTTER 5636J6 PER FNDN
PER FNDN
1 EXIST 29*-6"0 CONCRETE \
FOUNDATION FOR
2219602JK 101662B1J9 PER FNDN
EXIST BLDG
PNT #43
5637JS 10165349 92 2219431J7 SUMP PNT #40 | 28*-O"0 ACID TANK
2219427J7 BUMP
PNT #41 TOC TANK FON 2219618.40 664000 10166387.87 TOC
TOC TANK FDN 10166346.69 2219672JB A 6640J4 10166300.87 ZZ19617JB TOC
TOC TANK FDN 10166346.08 PNT #44 — 10166336.69 2219617JO
A 5840 PNT #45
5632.75 2219674J1
N EXISTING CONCRETE TOC A 5830.75
MATCH L NE - SEE DWG 14142-C-100 SHT 2 OF 2 PNT #42
- + - -I
V- PNT #39 -PNT #46
64'
A
LEGEND
EX 1' CONTOUR
EX 5' CONTOUR
PROP V CONTOUR
PROP 5" CONTOUR
ANEW ACID TANK 60' x 95' CONCRETE SLAB
WITH PERIMETER CONTAINMENT WALL
-TOP OF CONTAINMENT WALL
EL = 5641 00'
PIPE RACK BRIDGE
SEE DWG 14142-S-100
DWG No REFERENCE DRAWINGS
•SUED AS WLT, RBKWB) PWT 103
CHAWED COCfOMAIZS 1ELfVATOM
ADDS P« BnDOC DETAU AHO QBCftAL CHAMES TO HM
REVISIONS SSUE RECORD ENGINEERING RECORD
ENERGY FUELS
AMMONIA CONTAMINATED AREA PLANNED CONCRETE PLACEMENT
SITE/GRADING PLAN
BLANDING, UT
1--10T
PROJECT NO 2014142
CAD NO 14142-C-100
1 OF 2
14142-C-100
CAST CONCRETE SLAB UP TO AND AGAINST
ACID TANK RINGWALL PROVIDE IMPERMEABLE/
ACID RESISTANT SEAL, BELZONA 4181 OR SIMILAR LEGEND 10" THICK CONCRETE
SLAB (TRAFFIC AREA)
8 THICK CONCRETE
SLAB (NON-TRAFFIC AREA) / EXIST 29'-6"0 CONCRETE \ EX. 1' CONTOUR
EX. 5' CONTOUR
PROP 1' CONTOUR
PROP 5' CONTOUR
N FOUNDATION FOR
28'-O"0 ACID TANK
(j414
SEE DETAIL'S1 ON
DWG. 14142-C-202
SEE DETAIL '51 ON
DWG 14142-C-202 14142-C-200
I 1 NEW ACID TANK 80' x 951 CONCRETE SLAB
WITH PERIMETER CONTAINMENT WALL
E3
— NEW VALLEY GUTTER
i
1
A MATCH LINE - SEE DWG 14142-C-100 SHT 1 OF 2
7
A A EX ST CONCRETE SKIRT
TOP OF CONTAINMENT WALL
EL = 5641 00'
'( EXIST 29'-6"0 CONCRETE \
/ FOUNDATION FOR
28'-O"0 ACID TANK
14142-1 -201
NEW CONCRE1E PAV
SEE (j4i)r —
BLDG CORNER -14142-C-2tXT
— PNT #35
A ( EXIST CONCRETE RAMP
\ (TO REMAIN) PNT #36 14 42-C202 PNT #27
REF
L
EXIST SD CATCH BASIN
RECONSTRUCT 4'x4'x4'DEEP
CATCH BASIN
EX RIM EL = 5637 23
EX IE = 5635 33
NEW RIM EL = 5637 23
NEW IE = 5635 33
5 fig PNT #37 NEW EAST VALLEY
GUTI ER
in fx to? = < REGRADE BERM AS SHOWN -. O PNT #34 PNT #38
1-201 J
5640 4142-C-202
14142-C-201 PNT #28 =1 LIMITS OF CONCRETE PAVING
SD SD SD SD SD 4142-C-201 EXIST FIREHOSE
STATION CONC SLAB
TO POND
— PNT #30 PNT #29
A
^1414
REGRADE AREA
(SLOPE TO NEW
VALLEY GUTTER)
NEW STORM DRAIN LINE
RIPRAPD50=12"
NON-DEGRADABLE 14142-C-201 PNT #33
A LIMITS OF RIP RAP
AS REQUIRED LIMITS OF CONCRETE PAVING A EXIST ASPHAL
Point Table A LIMITS OF CONCRETE PAVING PNT #51 Pont* EbMJJon En6no
5837.32 2219496,46 HATCH EXIST PNT #32
A 583703 101WZ1UB 221 SOW VALLEY GUTTER
10166203.94 2219625 10 VALLEY OUTTER
5040.15 10165187.34 2210565JO
5640 15 10165203.94 2219571.91
6640.15 10166216 04 2219571JM
5637JO 1016523036 2219574.21 TOC
5637.23 10165239 36 221963421 TOC
5640.00 1016523&52 2219007J3
564000 10165225.06 2219607JB
5639.00 10166187.44 2219619 77
A
88UEDA3 BUB.T HEW8ED ELEV Q PWT M REMWEDPMT 164
CHAMED COOONATT31EUEVAT10M
NO BY CHD H9 DATE ISSUE RECORD
COMBTRUCTCN
ENG MANAGER
ENGINEERING RECORD
ENERGY FUELS
AMMONIA CONTAMINATED AREA PLANNED CONCRETE PLACEMENT
SITE/GRADING PLAN
BLANDING, UTAH
ivrj*
PROJECT NO 2014142
CAD NO 14142-C-100
2 OF 2
14142-C-100
10" 4"
VA" CHAMFER AT EXPOSED CORNERS
(2)-#4 CONT TOP
10 C I P CONC WALL
#4 HORIZ AT 12" OC
CONT WATER STOP
(PVC TYPE I) 1-6 (LAP)
06 AT 12 EW (2)-04 CONT BTM
CONT 2x4 KEYED JT
5
(2)-#6 VERTICAL
AT 12" OC (BENT)
3 -0 (LAP)
#6 AT 12 OC
(BEND AS SHOWN)
3 -0 HOOK LAP f6 AT 12 OC BTM
5-2
3" THICK CONC SLAB
W/ #4 AT 10" EW
(SEE PLAN FOR EL)
CONCRETE (WHERE OCCURS)
FINISHED GRADE (ELSEWHERE)
(SEE PLAN FOR ELEVATIONS)
SECTION
3/4"=1'-0" \14142-C-100 SHT 1
3-
9'-6" WIDE x 43-0" LONG
DECON TANK
(BY OTHERS)
^CONCRETE OVER FINISHED SUBGRADE
(SEE PLAN FOR ELEVATIONS)
L 6 TYP 04 LONG C» 22 ± OC
TOP& BOTTOM #4 STIRRUPS
AT 24" OC
i
|4 TRANSVERSE 0 24" OC
TOP 4 BOTTOM
SECTION fa
3/4"= r-o" 14142-C-100 SHT 1
NOTES:
1 SEE DRAWING CSD001 AND CSD002 FOR STANDARD GENERAL CONCRETE NOTES
2 COMPACT NATIVE SOIL TO 95X MAXIMUM DRY DENSITY WITHIN PROJECT BATTERY UMfTS IF CLAY IS
ENCOUNTERED, OVER EXCAVATE TO 12" AND REPLACE WITH ENGINEERED FILL
3 ACID TANK CONTAINMENT CHAMBER (AS SHOWN IN SECTION A, THIS SHEET) TO BE SULPHATE
RESISTANT TYPE V CONCRETE ALL OTHER CONCRETE TO BE TYPE II
4 ENGINEERED FILL CLEAN, NON-ORGANIC, GRANULAR, MINERAL SOIL FINES TO BE NON-EXPANSIVE,
NON-COLLAPSIBLE MAXIMUM PLASTICITY INDEX = 12%
GRANULATION AS FOLLOWS
SIEVE % PASSING
1" 100% ±0
J4" 85% ±10%
#4 55% ±10%
016 31% ±8%
0200 9% ±3%
3/8/15
9/22/14
ISSUED AS EULT
REMOVED rciAimc mi PPM.
REVTSB) ifcUM B
REVISIONS » BY Oft APP am REVISIONS fesuE RECORD
OEC CHECK INST CHECK
STRUCT CHK
CHECKED
ENG MANAGER
ENGINEERING RECORD
ENERGY FUELS
AMMONIA CONTAMINATED AREA PLANNED CONCRETE PLACEMENT
CONCRETE SECTIONS
BLANDING, UTAH
3/4" = 1'-0"
PROJECT NO 2014142
CAD NO 14142-C-200
14142-C-200
ADJACENT CONCRETE PAVING -
(SEE PLAN FOR REINF)
2" CLR
15-0"
04 TRANSVERSE AT 18" OC
-12" THICK CONC VALLEY GUTTER
(SEE PLAN FOR LOCATION ANO EL)
04 CONT LONG AT 18" OC
ADJACENT CONCRETE PAVING
(SEE PLAN FOR REINF)
HIGH POINT
(AT OUTTER EDGES)
SEE PLAN FOR EL
aOW UNE AT
CENTER OF GUTTER
SLAB REINFORCEMENT
12" THICK CONC VALLEY GUTTER
(SEE PLAN FOR LOCATION AND EL)
- RIP-RAP
(SEE PLAN FOR SIZE
AND EXTENTS)
SECTION
3/4"= r-o" \J4142-C-100 SHT 2
SECTION
3/4"= r-o' 14142-C-100 SHT 2
ADJACENT CONCRETE PAVING-
(SEE PLAN FOR REINF)
2" CLR
15-0"
-12" THICK CONC VALLEY GUTTER
(SEE PLAN FOR LOCATION AND EL)
04 TRANSVERSE AT 18" OC
u04 CONT LONG AT ±18" OC
SECTION {T
3/4"= 1'-0" \14142-C-100 SHT 2
- RIP-RAP
(SEE PLAN FOR SIZE
AND EXTENTS)
1'-6'
1/4"
LU4MJ5W FRAME "
MITER CUT 4 WELD
CORNERS
0-0
12 THICK CONC VALLEY GUTTER
(SEE PLAN FOR LOCATION AND EL)
ADJACENT ASPHALT PAVING ADJACENT ASPHALT PAVING 04 TRANSVERSE AT 18 0 C
04 CONT LONG AT 18 OC 2 CLR
VJ4142-C-
SECTION
NTS 100 SHT 1
J$"«4" WELDED
STUDS912"0C (MAX)
WELDED TO ANGLE FRAME
06 0 12" OC
BEND AS SHOWN
OTxrV BAR GRATING "
SUPPORT ANGLE -
METAL= L4X3XK LLV
F1BERGLASS=L3X3X^
6-2
DETAIL
1-1/2" = 1-0VJ4142-C-100 SHT 1
-04 HOR 0 12" 0 C
-CONT WATER STOP
PVC TYPE I
-CONT 2 x4 KEYED JOINT
- %'» x 6" LG WEDGE
ANCHOR AND WASHER
918'OC, 1^" PROJECTION
-(2) 06 VERT 0 12" OC
BENT
-06 0 12" OC
BOTTOM
NOTES-
1 SEE DRAWING CSD001 AND CSD002 FOR STANDARD GENERAL CONCRETE NOTES
2 COMPACT NATIVE SOIL TO 95X MAXIMUM DRY OENSITY IF CLAY IS ENCOUNTERED,
OVER EXCAVATE TO 12" AND REPLACE WITH ENGINEERED FILL
DWG No RT¥ERENCE btwBNcT"
Wis
9/22/14
0/29/1'
ADDED SCCnCN H
RO40VED VAlifY GUTTER DETAL
CHAHCED DETAJL I
REVISIONS HO n cm APP DATE REVISIONS
ELEC CHECK
INST CHECK
STRUCT CHK
DRAWN
CHECKED
ENGINEERING RECORD
ENERGY FUELS
AMMONIA CONTAMINATED AREA PLANNED CONCRETE PLACEMENT
CONCRETE SECTIONS
BLANDING, UTAH
= 1-0 SCAIE 3/4" =
PROJECT NO 2014142
CAO NO 14142-C-201
14142-C-201
4-0"
II M 11 II II II I TTTT
4-0"
TYP
#4 0 12"± OC
BEND AS SHOWN DETAIL
3/4" = 1-0" 14142-C-100 SHT 2
2" CLR
"L 4x4x>2
NOTE DETAIL MAY BE SUBSTITUTED WITH STD PRECAST
STORM DRAIN BOX, OLDCASTLE, DURACRETE, OR EQUAL
SEE PLAN FOR PLACEMENT ELEVATIONS
±4'-6fc" (SQ)
fyiii 38-W-4 HEAVY
TRAFFIC GRATING
)S"0X4" WELDED
STUDS012"OC (MAX)
WELDED TO ANGLE FRAME
-04 0 12"± OC
2" CLR
TYP
Ml II M
DETAL
3/4" 1-0" 14142-C-100 SHT 1
100-0
MAXIMUM DISTANCE BETWEEN COLD JOINTS (TYP)
04 0 12"± OC
BEND AS SHOWN
NOTE DETAIL MAY BE SUBSTITUTED WITH STD PRECAST
STORM DRAIN BOX, OLDCASTLE, DURACRETE, OR EQUAL
SEE PLAN FOR PLACEMENT ELEVATIONS
4x4*!$
±4"-6>4" (SQ)
38-W-4 HEAVY
TRAFFIC GRATING
J$"»X4" WELDED
STUDS012"OC (MAX)
WELDED TO ANGLE FRAME
12"± OC
SLAB COLD JOINT
SAW CIT SLAB JOINT
(TYPI>L 0 UN
SLAB COLD JOINT
MAXIMUM BETWEEN SAW CUT
SLAB JOINTS (TYPICAL)
SAW-CUT OR COLD JOINT (TYPICAL)
SEE^
VJ4142-C-202
PROVIDE i" GAP IN JOINT
SEAL AFTER CONCRETE SET
CONCRETE SLAB ON GRADE
EPOXY COATED ROUND DOWEL
BASKET ASSEMBLY
WITH j"0 x 14" AT 12" OC
CENTERED IN SLAB (GREASE ONE END)
TYPICAL CONCRETE SLAB CONTROL JOINT LAYOUT
DETAIL
NTS 14142-C-100 SHT 2
- ISOLATION JOINT
PROVIDE CONT J" FIBER BOARD - TO EXTEND FROM
BOTTOM OF CONCRETE TO TOP OF CONCRETE MINUS J"
MAY USE WITH/OR WITHOUT REMOVABLE TOP CAP
COLD-JOINT CONSTRUCTION JOINT
PROVIDE SAW-CUT JOINTS AS SOON AS
CONCRETE HAS HARDENED SUFFICIENTLY
TO PERMIT CUTTING WITHOUT CHIPPING.
SPAUJNG. OR TEARING (BUT NOT MORE
THAN 12 HOURS AFTER PLACEMENT)
CONCRETE SLAB ON GRADE
K
SMOOTH ROUND DOWEL
BASKET ASSEMBLY (EPOXY COATED)
H't x 14" SPACED AT 12" OC)
CENTERED IN SLAB
(GREASE ONE END)
NOTES.
SAW-CUT CONSTRUCTION JOINT
SEE DRAWING CSD001 AND CSD002 FOR STANDARD GENERAL CONCRETE NOTES
COMPACT NATIVE SOIL TO 95% MAXIMUM DRY DENSITY WITHIN PROJECT BATTERY LIMITS IF CLAY IS
ENCOUNTERED, OVER EXCAVATE TO 12" AND REPLACE WfTH ENGINEERED FILL
ACID TANK CONTAINMENT CHAMBER TO BE SULPHATE RESISTANT TYPE V CONCRETE ALL OTHER
CONCRETE TO BE TYPE II
ENGINEERED FILL. CLEAN. NON-ORGANIC, GRANULAR, MINERAL SOIL FINES TO BE NON-EXPANSIVE,
NON-COLLAPSIBLE MAXIMUM PLASTICITY INDEX = 12%
GRANULATION AS FOLLOWS
SIEVE % PASSING
1" 100% ±0
85% ±10%
04 55% ±10%
016 31% ±8%
0200 9% ±3%
TAIL fT^ _P_EJAIL
3/4' 100 SHT 2
ELEC CHECK DRAWN
REFERENCE DRAWINGS
HEVBEO com JOMT COM, ADDED sur BOX OCTAL
REVISIONS REVISIONS SSUE RECORD
INST CHECK
MECH CHECK
PROJECT MGR
ENGINEERING RECORD
ENERGY FUELS
AMMONIA CONTAMINATED AREA PLANNED CONCRETE PLACEMENT
CONCRETE DETAILS
BLANDING, UTAH
SCALE 3/4* = r-o"
PROJECT NO 2014142
CAD NO 14142-C-202
14142-C-202
1 10'-0"
2-0"
5' 5"
3'-0"
2-0"
5" 5'
-(4) 1*V HOLE FOR
%' ANCHOR ROD
(TYP)
4-0" 3-0
PLAN
A\ DETAIL rr\
3/4"= 1-0" Vj4142-C-100
4>
1-0" 1-0
2 CLR
TYP
- 03 HORIZ TIE SETS
(8) 06 VERT (BENT)
(SPACE AS SHOWN)
PLAN OF TYP. PIER
i"=r-o"
L _ J
HEAVY HEX NUT (A563) AND
FLAT WASHER (F436)
HEAVY HEX JAM NUT (A563) AND
FLAT WASHER (F436)
TOP OF CONCRETE PIER
ASTM F1554 GR36
HEX HEAD BOLT
TYPICAL ANCHOR ROD DETAIL
y=r-o"
4'-0"
ANCHOR ROD, TYP -
(SEE DETAIL) \ 5"
03 HORZ W/ (3) IN THE TOP Di' -
6" 0 C THEREAFTER (TYP)
(8) 06 VERT, AROUND -
EQ SP (TYP)
04 HORZ , 12" OC ~
EACH WAY, TOP 4 BOTTOM
-NEW PAVING TO MATCH
EXIST PAVING
10-0
EL =5639 50
SEE PLAN
ANCHOR ROD, TYP -
(SEE DETAIL)
03 HORZ W/ (3) IN THE TOP Di" -
6" 0 C THEREAFTER (TYP )
(8) 06 VERT, AROUND -
EO SP (TYP)
5" 5"
04 HORZ, 12" OC -
EACH WAY, TOP 4 BOTTOM
- NEW PAVING TO MATCH
EXIST PAVING
6-0
EL=5639 50
SEE PLAN
SECTION
3/4"= 1
SECTION fB
3/4"=1'-0"
ELEC CHECK
REFERENCE ORAflHCS BSUED AS BH.7 l&ISIIJNS • > n w DUE REVISIONS ISSUE RECORD'
INST CHECK PROJECT ENG
PROJECT MGR
ENGINEERING RECORD
ENERGY FUELS
AMMONIA CONTAMINATED AREA PLANNED CONCRETE PLACEMENT
CONCRETE SECTIONS & DETAILS
BLANDING, UTAH
3/4"=1'-0"
PROJECT NO 2014142
CAD NO 14142-C-210
14142-C-210
r 10'-0"
2-0" 2'-0"
5" 5" 5 5
V
t «M8M'-6--
(TYP) -t Vx12M'-0"
(TYP)
-(4) 1*," HOLE FOR
W ANCHOR ROD
(TYP)
4" 4"
-(2) I5f6" HOLE FOR
%" ANCHOR ROD
(TYP)
4'-0"
ANCHOR ROD, TYP
(SEE DETAIL)
1'-0" 1'-0"
03 HORZ W/ (3) IN THE TOP W
6" 0 C THEREAFTER (TYP )
(8) 06 VERT, AROUND
EO SP (TYP)
CONCRETE PAVING
(SEE PLAN FOR EXTENTS)
04 HORZ, 12" OC
EACH WAY, TOP * BOTTOM
4-0
EL=5639 50
i
SEE PLAN
10-0
2 CLR
TYP
03 HORIZ TIE SETS
(8) 06 VERT (BENT)
A / (SPACE AS SHOWN)
PLAN OF TYP. PIER
SECTION /B
3/4"= r-o-
PLAN
DETAIL
ANCHOR ROD, TYP
(SEE DETAIL)
03 HORZ W/ (3) IN THE TOP Di'
6" 0 C THEREAFTER (TYP
(8) 06 VERT , AROUND
EO SP (TYP)
CONCRTE PAVING
(SEE PLAN FOR EXTENTS)
04 HORZ, 12" OC
EACH WAY, TOP k BOTTOM
3/4 =1-0 4142-C- 00
4-0
0 EL =5639 50
SEE PLAN
10-0
4-0"
-HEAVY HEX NUT (A563) AND
FLAT WASHER (F436)
-HEAVY HEX JAM NUT (A563) AND
FLAT WASHER (F436)
TOP OF CONCRETE PIER
ASTM F1554 GR36
HEX HEAD BOLT
ANCHOR ROD, TYP
(SEE DETAIL)
03 HORZ W/ (3) IN THE TOP Di' -\
6" 0 C THEREAFTER (TYP )
(8) 06 VERT. AROUND
EQ SP (TYP)
CONCRETE PAVING
(SEE PLAN FOR EXTENTS)
04 HORZ, 12" OC -
EACH WAY, TOP 4 BOTTOM
4> EL =5639 50
SEE PLAN
10-0
inr
TYPICAL ANCHOR ROD DETAIL
3"=1'-0"
SECTION
3/4"=1'-0"
SECTION
3/4"=1'-0'
REFERENCE PRAW1NGS REVISIONS HO Br CKD Aff» OWE REVISIONS
DATE r55 REV
SSugftECQRD
ELEC CHECK
STRUCT CHK
CHECKED
ENG MANAGER
ENGINEERING RECORD
ENERGY FUELS
AMMONIA CONTAMINATED AREA PLANNED CONCRETE PLACEMENT
CONCRETE DETAILS AND SECTIONS
BLANDING, UTAH
SCALE 3/4"=1'-0"
PROJECT NO 2014142
CAD NO 14142-C-211
14142-C-211
FOUNDATION -
(BELOW)
- HORIZ L 2% x 2% x K BRACING (TYP)
AT TOP CHORD
W8x18
L 5x5x?rj DIAG BRACE
1
8-0" 8-0 8-0 8-0 8-0
W8x18
(5597 AXIAL) El
E} (5597 LB AXIAL) A > VERTICAL BRIDGING
BY JOIST MANUFACTURER
SEE /T^ 3 PLC
V 14H2-S-110
W8x18 WBx18
L_ SEE ^
VJ4142
PRE-ENGINEERED LONG SPAN STEEL JOIST 32LH (220/70)
14142-5-110 4-0
PLAN - PIPE BRIDGE
VJ4142-C-210
t TRUSS
? TRUSS
1/4"= 1-0'
FOUNDATION
(BELOW)
4142-C-211
<t COL
14142-S-110^
^ EL =5657 75' (TOP OF SUPPORT)
<t COL
'VJ4142-S-110
64-0
C4x5 4 6 8 -0 0 C
(TYP)
0 EL =5655 5 (BTM OF JOIST)
W8x18 -W8x18
PRE-ENGINEERED LONG SPAN
STEEL JOIST (2 PLACES) PROVIDE CAMBER +2 UP
AT MID-SPAN
14142-S-110 EXIST ASPHALT
(SEE PLAN)
14142-S-110
\J4142 S-110 14142-5-110
CONCRETE PAVING
(SEE PLAN FOR EXTENTS)
f £\ ) EL =5639 50' (TOC PIER) ^ / EL =5639 50 (TOC PIER)
C4x5 4
14142-S-110 W8x18
PL J" x6"x0'-6"
(BETWEEN ANGLES)
14142-S-110
/
3/16
3/16
CONC FOOTING 4 PIERS -
EXIST CONC VALLEY GUTTER—'
(SEE PLAN)
CONC FOOTING 4 PIERS
TYPICAL END VIEW
i/4"= r-o"
ELEVATION - PIPE BRIDGE
1/4"= 1-0"
(LOOKING NORTH)
NOTES'
1 WORK THIS DRAWING WITH DWGS 14142-S-110, 14142-C-210. 14142-C-211, AND 14142-C-100
2 JOIST LOADS SHOWN (TOTAL LOAD/UVE LOAD)
3 LOADS SHOWN ON MEMBERS ARE NON-FACTORED
4 DESIGN LOADS USED
DL=150 LB/FT. EACH, SIMULTANEOUS
LL=20 LB/FT. EACH, SIMULTANEOUS
SL=70 LB /FT , EACH, SIMULTANEOUS
WL X,Z = 45 LB /FT , EACH, NOT SIMULTANEOUS
EQ Y,Z = 20 LB /FT EACH, SIMULTANEOUS
ITOENCE DRAWINGS-
rSSUEO AS BUBJ
ISSUE RECORD
INST CHECK
PROJECT ENG
ENGINEERING RECORD
ENERGY FUELS
AMMONIA CONTAMINATED AREA PLANNED CONCRETE PLACEMENT
PIPE RACK PLAN AND ELEVATION
BLANDING, UTAH
SCALE l/4'=l'~°'
PROJECT NO 2014142 CAD NO 14142-S-100
14142-S-100
4-0"
t TRUSS -
PRE-ENGINEERED STEEL JOIST -
(SEE PLAN FOR SIZE)
L_
tTRUSS \ 3/16 CHAN TO TOP CHORD JOST
TRUSS TO COL CAP ¥
CHANNEL
(SEE PLAN FOR SIZE)
- BRIDGING ft
PROVIDED BY JOIST
MANUFACTURER
(SEE PLAN FOR LOCATION)
DETAIL
1/2"= 1'-0" \J42-S-100
ELEVATION PRE-ENGINEERED
STEEL JOIST
(SEE PLAN)
%' CLR
TRUSS
(TOP CHORD) 3/16
/ 3/16
-HORIZ DIAGONAL
BRACE
3/16
3/16
7
3/16
CHANNEL ON TOP OF TRUSS
(SEE PLAN FOR SIZE)
\ 3/16
PLAN
DETAIL
i 1/2"= r-o" VJ42-
(ROTATED)
S-100
¥ COL
3/16
1"
3/16 %t A307 M B
EA. SIDE OF TRUSS 3/16
f
rrp 1 1/4 ;^PRE ENGINEERED STL JOIST
(SEE PLAN FOR SIZE)
COL CAP PLATE
t 3,"x6"x0'-9"
(CENTERED)
STL COLUMN
(SEE PLAN FOR SIZE)
VJ42-
DETAL
1 1/2 =1-0 S-100
r . 1/4 TYP 1/4
1 Jf x 8J$" x 1'-9
(ON t)
STL COLUMN
(SEE PLAN FOR SIZE)
(2) n t A325 BOLTS
VERT DIAGONAL BRACE
(SEE PLAN FOR SIZE)
DETAIL
1=1-0" 142-S-100
"t )6 x12"xO'-8" 2 n * A325 BOLTS
0" \J42-S-
DETAIL
100
\ '/4 TYP 3 SIDES ) —
/ V4
I K x 2)f x
HORIZONTAL ST1FFENER PLATE
(TYP T&B BRACE GUSSET £)
STL COLUMN^'
(SEE PLAN FOR SIZE)
1 1/2"=1
CONCRETE PIER
(SEE SHT 14142-C-211
FOR DETAILS)
1/4 V
3 IK
IK
(2) K* «25 BOLTS
"=r-o" \j42-s-100
(2) K* HSB (A325)
CHANNEL
(SEE PLAN FOR SIZE)
STL BEAM
(SEE PLAN FOR SIZE)
CUP £ CORNERS AS
REQ'D TO CLEAR WELDS
(TYP)
— VERT DIAGONAL
BRACE
-_L_V
1/4
1/4
(4) 1K6"« HOLE FOR
K* ANCHOR ROD
t J4M8"x1'-6"
DETAIL
1 1/2' DETAIL {TA (4) PLACES
r=r-o"
VERT DIAGONAL BRACE
TRIM OSL AS REQ'D
TO CLEAR COL FLG
(SEE PLAN FOR SIZE)
STL COLUMN
(SEE PLAN FOR SIZE)
(2) ¥,'* A325 BOLTS
t JS" x 6" x 1'-8>f
1/4 TYP V4
ax
v J
1/4
tir
DETAL
6" 6"
(2) 1jf6"» HOLES FOR
W* ANCHOR ROD
t "O<12"x1'-0"
1/4
FACE OF I
DETAIL
r=r-o"
(2) PLACES
<TYP
CONCRETE PIER
(SEE SHT 14142-C-210
FOR DETAILS)
CUP CORNERS AS REQ'D
TO CLEAR WELDS
1 1/2"=1'-0" \142-S-1O0
PWC No REFERENCE DRAWINGS
Wis
REVISIONS SSUE RECORD'
MECH CHECK
PIPING CHK
ENG MANAGER
ENGINEERING RECORD
ENERGY FUELS
AMMONIA CONTAMINATED AREA PLANNED CONCRETE PLACEMENT
PIPE RACK DETAILS
BLANDING, UTAH
SCALE AS NOTED
PROJECT NO 2014142
CAO NO 14142-S-110
14142-S-110
Attachment 2
3
A. GENERAL NOTES: C. CONCRETE: o.w>carEMT:
r
&
5
i
I THESE STANDARD NOTES SHALL BE CONSIDERED SUPPLEMENTAL TO THE REQUIREMENTS
NOTED ON INDIVIDUAL ENGINEERING DRAWINGS AND/OR PROJECT ENGINEERING
SPECIFICATIONS WHERE ISSUED. WHERE CONTRADICTORY REQUIREMENTS OCCUR BETWEEN
THESE NOTES AND THE REQUIREMENTS STATED ON THE INDMDUAL ENGINEERING DRAWINGS
AND/OR SPEanCATONS, THE DRAWINGS AND/OR SPECIFICATIONS SHAU GOVERN.
2. THESE NOTES SHALL BE READ AND CONSTRUED AS A WHOLE. HEADERS USED M THESE NOTES
ARE FOR CONVENIENCE ONLY AND THE NOTES CONTAINED BETWEEN SUCH HEADERS SHALL
NOT BE INTERPRETED AS ALL INCLUSIVE OF THE SUBJECT DEFINED BY THE HEADER
3. PROJECT SPECIFICATIONS MAY OR MAY NOT BE ISSUED FOR THE PROJECT WHERE NO
SPECIFICATION IS LISTED ON THE ENGINEERING DRAWINGS, THE REFERENCE TO ENGINEERING
SPECIFICATIONS W THESE STANDARD GENERAL NOTES SHAU BE IGNORED
4. ALL DESIGN AND CONSTRUCTION SHALL BE IN CONFORMANCE WITH THE LATEST EDITION OF
THEAa318,INTEr<jWIOrWBUtiJD^ AND ANY
LOCAL BUILDING CODE REQUIREMENTS
5 WHERE THE REQUIREMENTS OF THESE GENERAL NOTES, THOSE LISTED ON THE ENGINEERING
DRAWINGS, OR STATED IN THE PROJECT ENGINEERING SPECIFICATIONS, WHERE ISSUED,
CONFLICT WITH ANY FEDERAL, STATE OR LOCAL COOES, THE CONTRACTOR SHALL NOTIFY THE
OWNER OR HIS AGENT/ENGINEER FOR Cl/RIFEATION. THE CONTRACTOR SHALL RECEIVE
WRITTEN CLARIFICATION AND/OR INSTRUCTION PRIOR TO PROCEEDING
6 ALL OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKfNG DRAWINGS
AND/OR SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE PROJECT ENGINEER
BEFORE PROCEEDING WITH ANY INVOLVED WORK.
7 OBSERVATION VISTTS TO THE JOB SITE BY THE ENGINEER OF RECORDS FTELD REPRESENTATIVE
SHAU- NOT BE CONSTRUED AS NSPECTION NOR APPROVAL Of CONSTRUCTION.
8 THE CONTRACTOR SHALL VISIT THE JOB SITE AND BECOME FAMILIAR WITH THE EXISTING
CONDITIONS, DESIGNATED ACCESS. DESIGNATED STAGING/LAY DOWN AREAS, AND Aa OTHER
CONDITIONS THAT MAY IMPACT THE TIMELY COMPLETION OF WORK CONTRACTOR SHALL
VERIFY ALL DIMENSIONS AND ELEVATIONS AND OBTAIN ANY OTHER ADDITIONAL DIMENSIONS
NOT PROVIDED ON THE ENGINEERING DRAWINGS INACCURACIES M OR CONFLICTS BETWEEN
THE INFORMATION PROVIDED ON THE ENGINEERING DRAWINGS SHALL BE BROUGHT TO THE
OWNERS OR HIS AGENT/ENGINEERS ATTENTION FOR RESOLUTION PRIOR TO PROCEEDING.
9 THE CONTRACTOR SHALL BE HELD RESPONSIBLE FOR THE SAFE OPERATION OF HIS EQUIPMENT
WITHIN THE FACILITY BY HIS CREW OR HIS SUBCONTRACTORS. IF DAMAGE OCCURS TO THE
OWNER'S FACILITY, OTHER CONTRACTORS EQUIPMENT, CONTRACTORS OWN EQUIPMENT OR
INJURY TO PERSONNEL INCLUDING CONTRACTORS, OTHER CONTRACTORS, OWNERS
EMPLOYEES OR OTHERS THAT MAY BE ON SITE. AS A RESULT OF CONTRACTORS PERSONNELS
ACTIONS, THE CONTRACTOR SHALL BE RESPONSIBLE
10. CONTRACTOR TO PREPARE CC4NSTRUCT10N PLAN. ACCOUNTING FOR CONSTRUCTION INDUCED
LOADING. CONTRACTOR TO INSURE THAT STRUCTURES ARE ADEQUATELY SLIPPORTED DURING
Aa PHASES OF CONSTRUCTION AND THAT CONSTRUCTION INDUCED LOADS ARE HELD TO
REASONABLE LEVELS, AND THAT STRUCTURE IS FULLY ERECTED ANO ATTACHED PRIOR TO
PLACEMENT OF SERVICE LOADS
II CONTRACTOR SHALL SUBMIT SHOP DRAWINGS (2 COPIES) TO THE ENGINEER OF RECORD PRIOR
TO FABRICATION OR ERECTION OF REINFORCING STEEL
12 CONTRACTOR SHALL CONFVRM ALL ELEVATIONS SHOWN ON DRAWINGS TO VERIFY THAT NEW
CONSTRUCTION MATCHES EXISTING CONDITIONS
13 SPECIAL INSPECTIONS OF CONCRETE REINFORCING STEEL. ANO ANCHORS SHALL BE IN
ACCORDANCE WITH CURRENT BC SPECIAL INSPECTION REQUIREMENTS
B.rj6flrcTTIOM8:
14 ENGINEERED FILL SHALL MEAN SOIL HAVING SPECIFIC PROPERTIES OUTUNED IN THE PROJECT
SPECIFICATION DEFINING ENGINEERED SOL
15 NATURAL SOIL SHALL MEAN SOIL CURRENTLY AT THE LOCATION WHERE THE CONCRETE IS TO BE
PLACED WHETHER NATURAL TO THE AREA OR PLACED THERE AS A RESULT OF PREVIOUS
CONSTRUCTION ACTTvTTIES
16 UNDISTURBED SOIL SHALL MEAN SOI THAT HAS BEEN IN-PLACE FOR A MINIMUM OF 15 YEARS.
17. COMPACTED SOIL SHALL MEAN ANY SOIL EITHER UNDtSTURBED OR DISTURBED THAT HAS BEEN
COMPACTED TO A SPECIFIED DENSITY AS DEFINED IN THE LATEST EDITION OF ASTM D1557 OR
ASTMD698
18 MIX WATER SHALL MEAN POTABLE WATER
19. CONCRETE PROPERTIES, UNLESS OTHERWISE NOTED ON THE ENGINEERING DRAWINGS OR
PROJECT SPECIFICATIONS, SHALL BE AS FOLLOWS:
I CONCRETE = ASTM C94
b CEMENT TYPE. TYPE II (USETYPEVFOR CONCRETE IN CONTACT WITH CAUSTIC 4
SULFATE RICH SOL)
c MAXIMUM WATERCEMENT RATIO. 045
d MINIMUM 28 DAY COMPRESSIVE STRENGTH 4000 PSI
• MAXIMUM AGGREGATE SIZE. 1'OR 1/3 OF PUMP PIPE ID FOR F«tf^ CONCRETE
I AGGREGATE GRADATION ASTM C33 (15-30% PASSING NO 50 AND 5-10% PASSING
NO. 100 SCREENS)
g. CONCRETE WEIGHT NORMAL (150 LBS/CU FT)
h AJR ENTRAINMENT (CONFORM TO C2S0): 6% ±15%
L SLUMP: 3" TO 4* (4" TO 5" AT PLACEMENT FOR PUMPED CONCRETE)
20. MAXIMUM AGGREGATE SIZE SHALL BE X" UNLESS OTHERWISE NOTED ON THE
ENGINEERING DRAWING OR PROJECT SPECIFICATION WHERE SUPPLIED
21. THE CONTRACTOR SHALL, AT THEIR EXPENSE, PREPARE A SET OF THREE (3) COMPRESSION
TEST CYUNOERS FOR EVERY 150 CUBIC YARDS OR SIX SOUAREr^Cf CONCRETE
PLACED WITHIN A SINGLE DAY ATA MINIMUM THE CONTRACTOR SHALL PREPARE A SET OF
THREE (3) COMPRESSION TEST CYLINDERS EACH DAY THAT CONCRETE IS PLACED
WITHOUT REGARD TO THE AMOUNT OF CONCRETE PLACED THE COMPRESSION TEST
CYLINDERS SHALL BE PROPERLY MARKED AT THE TTME THE CYUNDERS ARE PREPARED.
AND DELIVERED TO THE TEST LABORATORY DESIGNATED BY THE OWNER OR OWNER
AGENT WITHIN TWENTY-FOUR (24) HOURS AFTER THEY ARE FLLED. CONTRACTOR MAY
SUBMrT TO THE OWNER OR OWNER AGENT FOR CONSIDERATION AN ALTERNATIVE TESTING
LABORATORY THAT MAY BE MORE CONVENIENT TO THE JOB SrTE
22. COMPRESSIVE STRENGTH TESTS SHAU CONFORM TO ASTM C39 AND TEST RESULTS SHALL
BE SUBMITTED IN WRITING DIRECTLY TO THE OWNER OR OWNERS AGENT/ENGINEER
WITHIN ONE WEEK OF TEST COMPLETION. CONTRACTOR SHAU ALSO RECEIVE A COPY OF
THE RESULT FROM THE LABORATORY FOR THBR RECORDS.
23 CONCRETE FOUND TO HAVE INADEQUATE STRENGTH SHAU BE REMOVED AND REPLACED
AT CONTRACTORS EXPENSE
O. REINFORCEMENT STEEL
24. REINFORCEMENT STEEL SHAU BE NEW, UNDAMAGED. FREE FROM CORROSION, FOREIGN
DEBRIS, OL AND GREASE AND SHAU BE DEFORMED BILLET-STEEL BARS PER ASTM A 615,
GRADE 60 HAVING AYELD STRESS OF 60.000 PSI.
25. DETALMG AND FABRICATION OF BENT REINFORCEMENT SHAPES SHAU BE PER THE
LATEST EDITION OF ACI 318 AND ACI 315.
26. REINFORCEMENT STEEL AND ANY ASSOCIATED EMBEDDED MATERIAL SHAU BE PLACED
ACCURATELY AND HELD IN PLACE BY SECURELY TYING OR ADEQUATELY SUPPORTING
BEFORE CONCRETE IS PLACED TO ENSURE DISPLACEMENT OF REINFORCEMENT OR
ASSOCIATED MATERIAL IS LIMITED AND MEETS THE TOLERANCE STATED M ACI 318 (LATEST
EDmON).
27 REINFORCEMENT COVER FOR CONCRETE CAST DIRECTLY AGAINST EARTH SURFACES
SHAU BE 3 INCHES MINIMUM UNLESS NOTED OTHERWISE ON THE ENGINEERING DRAWMGS
OR ENGINEERING SPECIFICATIONS CONCRETE CAST AGAINST FORMS SHALL HAVE A
MINIMUM OF 21/2 INCHES OF COVER UNLESS NOTED OTHERWISE ON THE ENGINEERING
DRAWINGS
28. REINFORCEMENT THAT IS PARTIALLY EMBEDDED IN CONCRETE SHAU NOT HAVE THE
PART1AUY EXPOSED PORTION OF THE BAR FELD BENT WITHOUT WRITTEN AUTHORIZATION
OF THE OWNER OR OWNERS AGENT/ENGINEER
29 UNLESS NOTED OTHERWISE ON THE ENGWEERWG DRAWINGS, LAP SPLICES FOR
UNCOATED DEFORMED BAR SHAU BE PER THE FOLLOWING TABLE
BAR SIZE LAP SPLICES
4 24 INCHES
5 30 INCHES
6 3S INCHES
7 42 INCHES
8 47 INCHES
9+ PER DRAWING
WHERE THESE SPUCE PJKX/IREMENTS CANNOT BE MET, APPROVED ALTERNATIVE
SPLICING METHODS SHAU BE EMPLOYED WITH ENGINEERS APPROVAL
30. REINFORCEMENT SHAU NOT BE WELDED WITHOUT PRIOR APPROVAL AND INSTRUCTIONS
FROM ENGINEER
31. EM8EDED ITEMS SHAU BE FABRICATED FROM NEW MATERIAL, AND SHAU BE FREE
FROM CORROSION, FOREIGN DEBRIS AND OIL OR OTHER LUBRICATIONS
32 EMBEDDED DOWELS OR RODS SHAU BE LOCATED PER THE ENGINEERING DRAWINGS
AND HELD WITHIN THE FOUOWtNG TOLERANCES:
ELEVATION
POSITION
ANGULAR
VERTICAL
1>4INCH
iJflNCH
tV
HORIZONTAL 0 INCHES < STRAIGHT LENGTHS 60 INCHES' ±1"
60 INCHES < STRAIGHT LENGTH S120 INCHES H/2"
120 INCHES < STRAIGHT LENGTH S 240 INCHES: HM*
33 IF EMBEDMENT INTERFERES WITH REINFORCEMENT STEEL THE CONTRACTOR SHAU
NOTIFY OWNER OR OWNERS AGENT/ENGINEER FOR WRITTEN INSTRUCTION ON
INTERFERENCE RESOLUTION
F. ANCHORS:
34 UNLESS OTHERWISE INDICATED ON ENGINEERING DRAWINGS, ANCHORS SHAU BE CAST
tN PLACE
35 ANCHOR RODS SHAU BE CONSTRUCTED FROM NEW ASTM F1554 GRADE 36 MATERIAL
UNLESS INDICATED OTHERWISE ON THE ENGINEERING DRAWINGS OR IN THE
ENGINEERING SPECIFICATION, AND SHAU BE FREE FROM CORROSION, LOOSE MU
SCALE FOREIGN DEBRIS ANO OILS, GREASE OR OTHER LUBRICATIONS EXCEPT AS
NOTED BELOW
36. UNLESS NOTED OTHERWISE ON THE ENGINEERING DRAWINGS OR ENGINEERING
SPECIFICATION, AU ANCHOR ROD THREADS SHAU BE NATIONAL COARSE WITH A CLASS
1 FIT AU ANCHOR RODS SHAU BE SUPPLIED WITH A MINIMUM OF TWO MATCHING
HEAVY HEX NUTS (ASTM A563) AND ONE FLAT WASHER (ASTM F438) EXCEPT WHERE
ADDITIONAL NUTS OR OVERSIZED WASHERS ARE NOTED ON THE ENGINEERING
DRAWINGS
37 ANCHORS SHAU BE LOCATED PER THE ENGINEERING DRAWINGS ANCHOR ROD
TOLERANCE SHAU BE PER THE FOUOWtNG UNLESS OTHERWISE MOTH) ON THE
ENGINEERING DRAWINGS OR ENGINEERING SPECIFICATION
SLEEVED ANCHORS
PROJECTION:
POSITION:
ANGULAR.
11/8 INCH
13/16 INCH
S3 INCHES
> 3 INCHES'
± 1" (IN FINAL LOCATION)
i V (IN FINAL LOCATION)
NON-SLEEVED ANCHORS
PROJECTION 11/8 INCH
POSITION ±1/8 INCH
ANGULAR S3 INCHES tV
>3tNCHES iV
38 BENDING (EITHER PERFORMED HOT OR COLD) SHAU NOT BE USED TO CORRECT
ANCHOR LOCATIONS NOT CONFORMING TO THE ABOVE TOLERANCE WITHOUT WRITTEN
CONSENT OF ENGINEER OF RECORD
39 DURING INSTALLATION OF CAST IN PLACE ANCHOR RODS, THREADS NOT ENCASED IN
CONCRETE SHAU BE PROTECTED BY COATING WITH GREASE AND ENCASING THEM IN
BURLAP OR PAPER
40 WHETC ADHESIVE ANCHCIRS ARE SPECIFIED C«NEN^
ENGINEERING SPECIFICATIONS, THE ANCHORS AND ADr€S(VE SHAU BE AS SPECIFIED
INSTALLATION SHAU BE PER MANUFACTURERS INSTRUCTIONS AND
RECOMMENDATIONS
41 CONTRACTOR SHALL NOTIFY OWNER OR OWNERS AGENT/ENGINEER A MINIMUM OF 48
HOURS IN ADVANCE OF SCHEDULED CONCRETE PLACEMENT TO AUOW ON SITE
OBSERVATION OF FORMS. REINFORCEMENT STEEL EMBEDMENT, ETC.
42 fJRORTOFLACEIJeJJOFCONCKFJE.CO^
ENSURE AU OPENINGS. SLEEVES. CURBS, CONDUITS, INSERTS, ANCHOR RODS. ETC.,
WHETHER SHOWN ON THE ENGINEERING DRAWINGS OR OMITTED. HAVE BEEN IDENTIFIED
AND PROPERLY PLACED.
43 PRIOR TO PLACEMENT OF CONCRETE. THE CONTRACTOR SHAU INSPECT AU OPENINGS
OF PIPES, CONDUITS, ETC PLACED BY OTHER TRADES TO MAKE CERTAIN THE INTEGRITY
OF THE COVER IS SOUND AND ABLE TO WITHSTAND ACCIDENTAL DAMAGE OR IMPACT
DURING CONCRETE PLACEMENT. THE CONTRACTOR IS RESPONSIBLE TO ENSURE FUU
AND COMPLETE EMBEDMENT AT OPENINGS SUCH THAT NO OBSTT<UCTION OCCURS
DURING OR AFTER THE PLACEMENT OF CONCRETE. THE COVERING SHAU REMAIN IN
PLACE AND SHAU BE REMOVED BY THE TRADE RESPONSIBLE FOR THE EMBEDMENT.
44. CONTRACTOR SHAU AVOID PLACING CONCRETE DURING INCLEMENT WEATHER IF SUCH
IS FORECASTED WITHIN 36 HOURS OF PLACEMENT. CONTRACTOR SHAU TAKE PROPER
STEPS TO ENSURE CONCRETE DOES NOT SUFFER EITHER STRUCTURAL OR COSMETIC
DAMAGE.
45. CONCRETE SHAU NOT BE PLACED WHEN TEMPERATURES ARE BELOW 50" F OR
ANTICIPATED TO DROP BELOW 50*F WITHIN THE FERST 48 HOURS AFTER PLACEMENT
WITHOUT PROPER PROTECTION TO ENSURE CONCRETE CURES PROPERLY ADDITIVES TO
SHORTEN TIME/STRENGTH RATIO, OR REDUCE FREEZING SHAU BE APPROVED BY THE
ENGINEER OF RECORD PRIOR TO PLACEMENT OF CONCRETE.
46. CONCRETE SHAU BE FINISHED LEVEL WITHIN THE FOUOWING TOLERANCE UNLESS NOTED
OTHERWISE ON THE ENGINEERING DRAWINGS LOW SPOTS SHAU BE MINIMIZED AND
MUST UMIT PONDING WATER TO NO MORE THAN 1/16 INCH DEEP.
ELEVATION ±1/8 INCH
POSITION ±1/8 INCH
11/8 INCH IN 120 INCHES IN ANY DRECT10N
47 ETjGESOFAUEXPCtSFjDCOrVO^Sl^^
INCH CHAMFER EDGE.
48 AU HORIZONTAL FLAT SURFACES OF CONCRETE INCLUDING TOPS OF WALLS, PIERS. ANO
SLABS SHAU HAVE A ROUGH BROOM FINISH TO PREVENT SUPS AND FALLS WHEN
SURFACE tS WET.
49 FORMS SHAU REMAIN IN PLACE FOR A MINIMUM OF 24 HOURS UNLESS SPECIFIED
OTHERWISE IN THE ENGINEERING SPECIFICATIONS
50. CUT JOINTS IN SLABS, WHERE SPECIFIED ON PLAN, SHAU BE CUT AS SCON AS THE
CONCRETE HAS HARDENED SUFFICIENTLY TO PERMIT CUTTING WITHOUT CHIPPING,
SPAUING OR TEARING BUT NOT MORE THAN 12 HOURS AFTER CASTING
51 UMITATIONS FOR HOT-WEATHER CONCRETING SHAU CONFORM TO ACI 3051 OR 30SR
52. REPAIR OF CONCRETE SURFACE DEFECTS SHAU CONFORM TO ACI 301
ISSUED FOR CONSTRUCTION
PWC No KffllENcE MAwbVg" lltVstONS •as issue mm
EUC CHECK
MECH CHECK
PIPING CHK
DRAWN
PROJECT MGRl
ENG WANACCRT
PESO IWR
EWGMEBIIHG RECORD
STANDARD
CONCRETE
GENERAL NOTES
NONE
PROJECT NO
CAD NO CSD001
CSD001 A
-4
3-4
1% GRADE
17-4
29-4"
35'
®
®
®
EXISTING CONCRETE
FOOTINGS FOR TANK
SUPPORT STRUCTRURE
EXISTING CONCRETE
PAD UNDER
AMMONIUM SULFATE
STORAGE TANKS
®
®
27'
PLAN
NOTES:
SEAL
2" TYP
#4 REBAR 24" OC NEW CONCRETE CAP
6"
SECTION - A
2 TYP
NEW CONCRETE CAP
, #4 REBAR 24" OC
i 6"
®
®
SECTION - B
10'
A
1. THIS DRAWING IS FOR SURFACE REPAIR OF DETERIORATED CONCRETE UNDER
THE AMMONIUM SULFATE STORAGE AREA.
2. EXISTING CONCRETE SHALL BE CLEANED TO REMOVE LOOSE DEBRIS AND
AMMONIUM SULFATE PRIOR TO NEW CONCRETE PLACEMENT. SITE
ENGINEERING APPROVAL REQUIRED PRIOR TO NEW CONCRETE PLACEMENT.
3. SURROUNDING AREA DETAILS:
A. NORTH - PULP STORAGE IMPOUND
B. EAST - TRUCK UNLOADING AREA - NEW CONCRETE SURFACE WITH SUMP
C. SOUTH & WEST - MILL BUILDING
4. REBAR MAT SHALL BE CONNECTED TO THE EXISTING CONCRETE BY DOWELING
INTO THE EXISTING CONCRETE AND SECURING WITH EPOXY. LOCATIONS ARE
DESIGNATED BY (®). MINIMUM DEPTH 5".
5. NEW CONCRETE SHALL BE PLACED AS A 6" CAP ON THE EXISTING
CONCRETE. ACTUAL THICKNESS MAY VARY DUE TO THE DETERIORATION
AND GRADE OF THE EXISTING CONCRETE. MINIMUM THICKNESS SHALL BE
NO LESS THAN 5".
6. STANDARD CONCRETE NOTES APPLY. REFERENCE PSE DRAWING CSD001.
SLUMP AND COMPRESSIVE CYLINDER TESTING IS NOT REQUIRED.
7. WATERSTOP SHALL BE GREENSTREAK SWELLSTOP OR EQUIVALENT.
£j@JpEnergy Fuels Resources (USA) Inc.
REVISIONS
By
pAMMONIUM SULFATE CONCRETE REPAIR
County: State:
Location:
AMMONIUM SULFATE STORAGE AREA
CONCRETE REPAIR DETAILS
Drafted By: