DRC-2014-005889 - 0901a0688049c93b

ENERGYFUELS DRC-2014-005889
Energy Fuels Resources (USA) Inc.
225 Union Blvd. Suite 600
Lakewood, CO, US, 80228
303 974 2140
www.energyfuels.com
Mr. Rusty Lundberg
Division of Radiation Control
Utah Department of Environmental Quality
October 3, 2014
Sent VIA E-MAIL AND OVERNIGHT DELIVERY
o O
195 North 1950 West
P.O. Box 144850
Salt Lake City, UT 84114-4820
Re: Transmittal of the Design Drawings for EFRI White Mesa Mill Proposed Concrete Cover for
Remediation of Nitrate Contaminated Soils Phase I of the Final Nitrate Corrective Action Plan
Dear Mr. Lundberg:
Attached please find the design drawings for Energy Fuels Resources (USA) Inc.'s
("EFRI's") proposed concrete cover for the remediation of the Nitrate Contaminated Soils, Phase I of
the Final Nitrate Corrective Action Plan dated May 7, 2012.
We are submitting these drawing in advance of construction for approval of the Director as we
discussed the Division of Radiation of Control on June 12, 2014.
Please contact me if you have any questions or comments on these drawings.
Yours very truly,
ENERGY FUELS RESOURCES (USA) INC.
Kathy Weinel
Quality Assurance Manager
cc: David C. Frydenlund
Harold R. Roberts
David E. Turk
Dan Hillsten
APpendix J
REGRADE ROAD AS SHOWN
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
N
PNT #1
— EXIST CURB EXISTING CONCRETE
(TO REMAIN)
EXIST DECON PAD EXIST CONCRETE PAD
TO BE REMOVED
Op
PNT «VG
EX TANK TO BE
REMOVED
PNT
PNT #49
PNT #53
SLAB JOINT EXIST INFRASTRUCTURE
TO BE REMOVED S644
NEW 4' X 4' x 4' DEEP SUMP
RIM EL = 5637 25
SUMP PUMP, PIPING, ELEC
POWER, CONTROLS, ETC
(BY OTHERS)
NEW CONCRETE PAVING
SEE a±
VJ414:
8" THICK CONCRETE
SLAB (NON-TRAFFICE AREA)
10 THICK CONCRETE
SLAB (TRAFFIC AREA) 564
14142-C-202 SEE DETAIL '5' ON
DWG 14142-C-202
SEE DETAIL '5' ON
DWG 14142-C-202 PNT #4
LIMITS OF
CONCRETE PAVING EXISTING ASPHALT
(TO BE REMOVED)
14142-C-202
PNT #48
PNT #5 EXISTING ASPHALT
(TO REMAIN) PNT #50 EXIST
DOORWAY
PNT #21
NEW DECON TANK
43'-0" x 9'-6" FOUNDATION
FOR TANK RELOCATION
PNT #47
PNT #6
PNT #7
PNT #26
REF
NEW42-0"x8'-6"
DECON TANK (BY OTHERS) PNT #20
PNT #52
PNT #22
PNT #19
Point Table Point Table
\Mi4i
Easkng MoVira Easeng Etevabon Porti Elavaton PNT #25 PNT #23
PNT #24
14142-C-201 10165334 36 2219034 2 TOC 5640 00 10185416 34 2219449 1 5
VJ4142-O200 )
NEW 4" x 4" x 4' DEEP
SUMP
5639 00 101654000 5638 30 10165338 26 Z21B495 23 BLDG COR
5636 00 10165384 11 2219440 B6 5637 67 10165281 20 2210670 96 PIER FNDN
5637 67 10165291 29 2219670 06 PIER FNDN SLOPE FLOOR TOWARDS SUMP 2219560 96 5637 36 10165346 99 2219406 96 PIER FNDN
5637 3 10165347 25 221941706 563 7 67 10165261 29 2219560 96 PIER FNDN 4142-C-200
5637 17 10165337 93 221941861 5636 42 10165291 29 2210502 BS PIER FNDN
5636 42 10165291 29 2219498 96 EX VALLEY GUTTER
TO REMAIN
PIER FNDN TOP OF CONTAINMENT WALL
EL =5641 OCT 10105201 29 PIER FNDN
5636 42 10185281 29 2219502 96 PIER FNDN
EXIST 29 -6 0 CONCRETE \
FOUNDATION FOR
28,-O"0 ACID TANK EXIST BLDG 5837 25 10165291 29 2219502 98 SUMP PNT #40
5637 25 10165291 29 2219498 96 SUMP PNT #43 PNT 5640 00 10165339 18 2219572 38 TOC TANK FDN 5640 00 10165281 29 2219496 96 roc
5640 00 10165348 89 2219672 38 rOC TANK FDN 5640 24 10165261 29 2219502 98 TOC
E3 TOC TANK FDN 5640 50 10185348 89 PNT #44
PNT #45
5640 40 10165335 69 2219617 80 TOC
5640 50 10165339 IB 2219615 38 TOC TANK FDN TOC 10165379 30 SLAB JT E3 EJ£3 5632 75 • 165334 03 2219574 54 BTM OF SUMP
EXISTING CONCRETE
(TO REMAIN)
5636 75 10165330 36 2219578 21 TOC
MATCH LINE - SEE DWG 14142-C-100 SHT 2 OF 2 PNT #42
PNT #46 PNT #39
PIPE RACK BRIDGE
SEE DWG 14142-S-100 EXISTING CONCRETE
(TO BE REMOVED)
LEGEND
EX 1' CONTOUR
EX 5' CONTOUR
PROP 1' CONTOUR
PROP 5'CONTOUR
rNEW ACID TANK 60' x 95' CONCRETE SLAB
WITH PERIMETER CONTAINMENT WALL
ISSUED FOR CONSTRUCTION
RFFFRFNTf DRAWINGS
MOEDFKEflOGEOTMSNOGM^CWMGESTO FUN
REVISIONS
ENG MANAGER
ENGINEERING RECORD
PRECISION SYSTEMS ENGINEERING
•MS IMi MO WM Mn** UM MOR WA
ENERGY FUELS
AMMONIA CONTAMINATED AREA PLANNED CONCRETE PLACEMENT
SITE/GRADING PLAN
BLANDING, UT
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 I
SLAB (TRAFFIC AREA) I
8" THICK CONCRETE
SLAB (NON-TRAFFIC AREA) EXIST 29'-6'0 CONCRETE
FOUNDATION FOR
28'-O"0 ACID TANK
EX 1' CONTOUR
EX 5' CONTOUR
PROP 1'CONTOUR
PROP 5'CONTOUR
N 11 i
(^i):
SEE DETAIL '5' ON
DWG 14142-C-202
SEE DETAIL '5' ON
DWG 14142-C-202 14142-C-200
i r i NEW ACID TANK 60' x 95' CONCRETE SLAB
WITH PERIMETER CONTAINMENT WALL
Efrffl E3
EXIST CONCRETE
(TO BE REMOVED) 1 I 1
MATCH LINE - SEE DWG 14142-C-100 SHT 1 OF 2
EXIST CONCRETE SKIRT
(TO REMAIN) EXIST VALLEY GUTTER
(TO REMAIN)
I
TOP OF CONTAINMENT WALL
EL = 5641 00' // \\
y EXIST 29'-6"0 CONCRETE \\
/ FOUNDATION FOR \
28'-O"0 ACID TANK I
Pr T#54
SLAB JOINT
NEW CO ICRETE FAVING
BLDG CORNER 142-C-202 14142-C-200 EXIST CONCRETE
(TO REMAIN) PNT #36 PNT #27 PNT #35 REF
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
PNT #37 NEW EAST VALLEY
GUTI ER
CO cc
K O >. PN r#27 = ^ < 2° PNT #34 PNT #38
1-201 f
5640 4142-C-202
14142-C-201 PNT #28 LIMITS OF CONCRETE PAVING
Ch
V1414:
SD SD SD SD SD 14142-C-201 TO POND
PNT #30 PNT #29
\l4i4:
EXIST STORM DRAIN LINE
RIP RAP D50= 12"
NON-DEGRADABLE PNT #33 201
LIMITS OF RIP RAP
LIMITS OF CONCRETE PAVING
PNT #51 Dncroton ElMbon
PNT #32
REGRADE BERM AS SHOWN
EXIST FIREHOSE
STATION CONC SLAB
REGRADE AREA
(SLOPE TO NEW
VALLEY GUTTER)
EXIST ASPHALT
(TO REMAIN) LIMITS OF CONCRETE PAVING
Point Table
10165203 94
10165258 95
MATCH EXIST
VALLEY GUTTER
MATCH EXIST
VALLEY GUTTER
STRUCT
316217 ISSUED FOR CONSTRUCTION
REFERENCE DRAWINGS
MBED PTE BRPGE DETAI. MB QEHBW CWHGE3 TO WH
REVISIONS
ENG MANAGER
ENGINEERING RECORD
PRECISION SYSTEMS ENGINEERING
ENERGY FUELS
AMMONIA CONTAMINATED AREA PLANNED CONCRETE PLACEMENT
SITE/GRADING PLAN
BLANDING, UTAH
r-10"
PROJECT NO 2014142
CADNO 14142-C-100
2 OF 2
14142-C-100
%' CHAMFER AT EXPOSED CORNERS
(2)-/4 CONT TOP
10 CIP CONC WALL
H HORIZ AT 12" 0 C
CONT WATER STOP
(PVC TYPE I) 1-6 (LAP)
16 AT 12 EW (2)-|4 CONT BTM
CONT 2x4 KEYED JT
(2)-f6 VERTICAL
AT 12" OC (BENT) 3 -0 (LAP)
f6 AT 12 OC
(BEND AS SHOWN) 2
3 -0 HOOK (LAP) 16 AT 12" OC BTM
5-2
3" THICK CONC SLAB
W/ H AT 10" EW
(SEE PLAN FOR EL
CONCRETE (WHERE OCCURS)
FINISHED GRADE (ELSEWHERE)
(SEE PLAN FOR ELEVATIONS)
SECTION
•
i
3/4"=1'-0" 14142-C-100 SHT 1
9-6" WIDE x 43-0" LONG
DECON TANK
(BY OTHERS)
CONCRETE OVER FINISHED SUBGRADE
(SEE PLAN FOR ELEVATIONS)
L 6 TYP f4 LONG © 22 ± OC
TOPcV. BOTTOM #4- STIRRUPS
AT 24" OC
/
NOTES
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 WITH ENGINEERED FILL
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
ENGINEERED FILL CLEAN. NON-ORGANIC, GRANULAR, MINERAL SOIL FINES TO BE NON-EXPANSIVE,
6
&
14 TRANSVERSE 3 24" 0 C
TOP ic BOTTOM
SECTION fu
3/4"= r-o" 14142-C-100 SHT 1
NON-COLLAPSIBLE MAXIMUM PLASTICITY INDEX
GRANULATION AS FOLLOWS
SIEVE % PASSING
1" 100% ±0
Jf 85% ±10%
|4 55% ±10%
f16 31% ±8%
|200 9% ±3%
12%
JIHI7
ISSUED FOR CONSTRUCTION
TmBOT'irTEIBupc I m I mr I run I *PP I r*rr
9/22/U
»/a/u
REMOVED RETMiNC WLL DETM.
REVBED SECTPM B REVISIONS ISSUE RECORD
INST CHECK
ENG NEEDING RECORD
PRECISION SYSTEMS ENGINEERING
ENERGY FUELS
AMMONIA CONTAMINATED AREA PLANNED CONCRETE PLACEMENT
CONCRETE SECTIONS
BLANDING, UTAH
SCALE 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"
|4 TRANSVERSE AT 18" OC
12" THICK CONC VALLEY GUTTER
(SEE PLAN FOR LOCATION AND EL)
- ADJACENT CONCRETE PAVING
(SEE PLAN FOR REINF)
f4 CONT LONG AT 18" OC
HIGH POINT -
(AT OUTTER EDGES)
SEE PLAN FOR EL
ROW LINE 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 ZT
3/4"=1'-0" \14142-C-100 SHT 2
SECTION
3/4"=T-0" 14142-C-100 SHT 2
|4 HOR 9 12" OC
15-0"
ADJACENT CONCRETE PAVING -
(SEE PLAN FOR REINF)
2" CLR
-12" THICK CONC VALLEY GUTTER
(SEE PLAN FOR LOCATION AND EL)
f4 TRANSVERSE AT 18" OC
- RIP-RAP
(SEE PLAN FOR SIZE
AND EXTENTS)
H CONT LONG AT ±18" OC
SECTION /T
3/4"= 1'-0" \J4142-C-100 SHT 2
« BAR GRATING
1/4
LW*vi>n FRAME
MITER CUT * WELD
CORNERS
CONT WATER STOP
PVC TYPE I 1-6
CONT 2\4 KEYED JOINT
SUPPORT ANGLE
METAL= L4X3XH LLV
FIBERGLASS=L3X3Xfc
%"* x 6" LG WEDGE
ANCHOR AND WASHER
©18"OC, 1X" PROJECTION
(2) |6 VERT 0 12 OC
BENT
6-2
J$"*X4" WELDED
STUDS012"OC (MAX)
WELDED TO ANGLE FRAME
|6 0 12" OC
BEND AS SHOWN
|6 9 12" OC
BOTTOM
DETAIL
1-1/2" 1-0\J4142-BR
31HI7
C-100 SHT 1
NOTES-
1 SEE DRAWING CSD001 AND CSD002 FOR STANDARD GENERAL CONCRETE NOTES
2 COMPACT NATIVE SOIL TO 957. MAXIMUM DRY DENSITY IF CLAY IS ENCOUNTERED,
OVER EXCAVATE TO 12" AND REPLACE WITH ENGINEERED FILL
ISSUED FOR CONSTRUCTION
DWG No KLUKLNCI DRAWINGS REVISIONS
i/22/U
8/29/H
REMOVED VMHY GUTTER DETM.
CHWCSTJ DETM. I
REVISIONS
ELEC CHECK
ENGINEERING RECORD
ENERGY FUELS
AMMONIA CONTAMINATED AREA PLANNED CONCRETE PLACEMENT
CONCRETE SECTIONS
BLANDING, UTAH
3/4" = 1-0"
PROJECT NO 20UU5
CAD NO 14142-C-201
14142-C-201
4-0"
TYP
2 CLR
DETAIL
3/4" 14142-C-100 SHT 2
f4 9 I2"± OC
BEND AS SHOWN
NOTE DETAIL MAY BE SUBSTITUTED WITH STD PRECAST
STORM DRAIN BOX, OLDCASTLE, DURACRETE, OR EQUAL
SEE PLAN FOR PLACEMENT ELEVATIONS
L 4x4x>2
±4-6)2" (SQ)
38-W-4 HEAVY
TRAFFIC GRATING
>i"*X4" WELDED
STUDS«12"OC (MAX)
WELDED TO ANGLE FRAME
f4 O 12"± OC
A 4-0"
TYP
CLR
IIIIIIIITTTi
DETAL
3/4 -0
#4 © 12"± OC
BEND AS SHOWN
14142-C-T00 SHT 1
NOTE DETAIL MAY BE SUBSTITUTED WITH STD PRECAST
STORM DRAIN BOX, OLDCASTLE, DURACRETE, OR EQUAL
SEE PLAN FOR PLACEMENT ELEVATIONS
4x4*)$
±4'-6>2" (SQ)
3M 38-W-4 HEAVY
TRAFFIC GRATING
)4"»X4" WELDED
STUDS«12"0C (MAX)
WELDED TO ANGLE FRAME
12 ± OC
lOO'-O
MAXIMUM DISTANCE BETWEEN COLD JOINTS (TYP )
SLAB COLD JOINT
n
JOINT SAW CL T SLAB
TYPI>L 0 UN
SLAB COLD JOINT
MAXIMUM BETWEEN SAW CUT
SLAB JOINTS (TYPICAL)
SAW-CUT OR COLD JOINT (TYPICAL)
SEE^
\J4142-C-202
PROVIDE J" GAP IN JOINT
SEAL AFTER CONCRETE SET
CONCRETE SLAB ON GRADE
5
EPOXY COATED ROUND DOWEL
BASKET ASSEMBLY
WITH }"* * ,4" AT 12" OC
CENTERED IN SLAB (GREASE ONE END)
TYPICAL CONCRETE SLAB CONTROL JOINT LAYOUT
DETAIL
A
NTS 14142-C-100 SHT 2
ISOLATION JOINT
PROVIDE CONT \" 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,
SPALLING, OR TEARING (BUT NOT MORE
THAN 12 HOURS AFTER PLACEMENT)
I
TV
SMOOTH ROUND DOWEL
BASKET ASSEMBLY (EPOXY COATED)
(}"# x 14" SPACED AT 12" OC)
CENTERED IN SLAB
(GREASE ONE END)
NOTES'
CONCRETE SLAB ON GRADE -
SAW-CUT CONSTRUCTION JOINT
DETAIL f^V
SEE DRAWING CSD001 AND CSD002 FOR STANDARD GENERAL CONCRETE NOTES
COMPACT NATIVE SOIL TO 955! MAXIMUM DRY DENSITY WITHIN PROJECT BATTERY LIMITS IF CLAY IS
ENCOUNTERED, OVER EXCAVATE TO 12" AND REPLACE WITH 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
JS" 85% ±10%
|4 55% ±10%
jf16 31% ±8%
#200 9% ±3%
RUf5
ISSUED FOR CONSTRUCTION
3/4" = I'-O" V14142-C-100 SHT 2
ELEC CHECK
S
i DWG No REFERENCE DRAWINGT
8/2J/I4 meal can xmr DEWL ADDED SUMP «H PEW.
REVISIONS' SSUE RECORD
INST CHECK CHECKED
ENG MANAGER
ENGINEERING RECORD
PRECISION SYSTEMS ENGINEERING
ENERGY FUELS
AMMONIA CONTAMINATED AREA PLANNED CONCRETE PLACEMENT
CONCRETE DETAILS
BLANDING, UTAH
3/4" = r-o"
PROJECT NO 2014142
CAD NO 14142-C-202
14142-C-202
10-0"
2-0
5 5
3'-0"
2-0"
5' 5"
-(4) %" HOLE FOR
%' ANCHOR ROD
(TYP)
4-0" 3-0"
PLAN
DETAIL n
3/4"=1'-0"
4)
1-0 f-0"
2 CLR
TYP
fi HORIZ TIE SETS
(8) f 6 VERT (BENT)
(SPACE AS SHOWN)
PLAN OF TYP. PIER
r=i'-o"
1
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
TQT
TYPICAL ANCHOR ROD DETAIL
3"=f-0"
14142-C-100
ANCHOR ROD, TYP
(SEE DETAIL)
|3 HORZ W/ (3) IN THE TOP Df
6" 0 C THEREAFTER (TYP)
(8) f6 VERT, AROUND
EO SP (TYP
#4 HORZ , 12" OC
EACH WAY. TOP & BOTTOM
NEW PAVING TO MATCH
EXIST PAVING
4-0"
EL =5639 50
i
SEE PLAN
0-0
SECTION
3/4"= 1
ANCHOR ROD, TYP
(SEE DETAIL)
#3 HORZ W/ (3) IN THE TOP W
6" 0 C THEREAFTER (TYP)
(8) jf 6 VERT , AROUND -
EQ SP (TYP)
#4 HORZ , 12" OC
EACH WAY, TOP it BOTTOM
NEW PAVING TO MATCH
EXIST PAVING
5" 5"
EL =5639 50
6-0"
SECTION / B
3/4"= r-o"
SEE PLAN
saner.
BRY
ISSUED FOR CONSTRUCTION
wp I nirr NO I BY lafDI WP I REVISIONS 5SUE RECORD
INST CHECK
STRUCT CHK
PROJECT ENG
ENG MANAGER
DESIGN MGR
ENGINEERING RECORD
^>iP5E
PRECISION SYSTEMS ENGINEERING
MOtli^lOOWMlwdKUMMOraUM
ENERGY FUELS
AMMONIA CONTAMINATED AREA PLANNED CONCRETE PLACEMENT
CONCRETE SECTIONS & DETAILS
BLANDING, UTAH
SCALE j/4":1'-0'
PROJECT NO 2014142
CAD NO 14142-C-210
14142-C-210
r IO'-0"
2-0" 2'-0"
5" 5" 5" 5"
t H"x18"xT-6'
(TYP t JCx12"x1'-0'
(TYP)
(4) HOLf FOR
ft" ANCHOR ROD
(TYP)
-(2) ]%t HOLf FOR
ft" ANCHOR ROD
(TYP)
4-0"
-ANCHOR ROD, TYP
(SEE DETAIL)
I'-O" T-0"
fi HORZ. W/ (3) IN THE TOP Di'
6" 0 C THEREAFTER (TYP )
(8) #6 VERT, AROUND
EQ SP (TYP)
#4 HORZ , 12" 0 C
EACH WAY, TOP cV BOTTOM
PLAN
DETAIL
ANCHOR ROD, TYP
(SEE DETAIL)
fi HORZ W/ (3) IN THE TOP %'
6" 0 C THEREAFTER (TYP
(8) f6 VERT, AROUND
EQ SP (TYP)
CONCRTE PAVING
(SEE PLAN FOR EXTENTS)
#4 HORZ, 12" OC
EACH WAY, TOP k BOTTOM
3/4=1-0 V1+H2-C-100
4-0
0 El =5639 50
t I
0 SEE PLAN
10-0
4 -0
CONCRETE PAVING
(SEE PLAN FOR EXTENTS)
0 / EL =5639 50
i
0 SEE PLAN
2 CLR
TYP
PLAN OF TYP. PIER
10-0
SECTION Q\
3/4
fi HORIZ TIE SETS
(8) f6 VERT (BENT)
(SPACE AS SHOWN)
HEAVY HEX NUT (A563) AND
FLAT WASHER (F436)
HEAVY HEX JAM NUT (A563) AND
FLAT WASHER (F436)
TOP OF CONCRETE PIER
ft"« ASTM F1554 GR36
HEX HEAD BOLT
ANCHOR ROD, TYP
(SEE DETAIL)
fi HORZ W/ (3) IN THE TOP W
6" 0 C THEREAFTER (TYP)
(8) 16 VERT, AROUND
EQ SP. (TYP)
CONCRETE PAVING
(SEE PLAN FOR EXTENTS)
#4 HORZ. 12" OC
EACH WAY, TOP & BOTTOM
4-0"
0 EL =5639 50
1
0 SEE PLAN
0-0
TJZLT
TYPICAL ANCHOR ROD DETAIL
3"=r-o"
STRUT'S
SECTION
3/4"=1' ISSUED FOR CONSTRUCTION
SECTION
3/4"=1'-0"
DWG No REFERENCE DRAWINGS REVISIONS REVISIONS SSUE RECORD 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
- HORIZ L 2)$ x 2JS x K BRACING (TYP)
AT TOP CHORD
FOUNDATION
(BELOW)
W8x18
L 5x5xft DIAG BRACE 8-0 8-0 8-0 8-0" 8-0" 8-0 8-0 8-0
W8x18
(5597 AXIAL) E3
i E3 5597 LB AXIAL)
VERTICAL BRIDGING
BY JOIST MANUFACTURER
SEE /T^ 3 pLc
V H142-S-110
W8x18 | ^W8x18
14142-S-110
PLAN - PIPE BRIDGE PRE-ENGINEERED LONG SPAN STEEL JOIST 32LH 220/70
1/4"= T-0" I4142-C-210
<t TRUSS
£_ TRUSS
FOUNDATION
(BELOW)
14142-C-211
<t COL
64'-0"
G COL
14142-S-110 C4x5 4 0 8 -0 0 C
(TYP.)
14142-5-110/ "\
EL =5657 75' (TOP OF SUPPORT) 0
0 EL =5655 5' (BTM OF JOIST)
W8x18 W8x 8
PRE-ENGINEERED LONG SPAN
STEEL JOIST (2 PLACES) PROVIDE CAMBER +2 UP
AT MID-SPAN
14142-S-110 EXIST ASPHALT
(SEE PLAN)
14142-S- 0
I4142-S-110 14142-S-110
CONCRETE PAVING
(SEE PLAN FOR EXTENTS)
0 0 » EL =5639 50 (TOC PIER) EL =5639 50 (TOC PIER
- C4x5 4
14142-S-110_y W8x18
PL J" x6'x0'-6"
(BETWEEN ANGLES)
14142-S-110
3/16 i 3/16
CONC FOOTING & PIERS-
EXIST CONC VALLEY GUTTER
(SEE PLAN)
ELEVATION - PIPE BRIDGE
1/4"=1'-0"
(LOOKING NORTH)
CONC FOOTING k PIERS
NOTES:
TYPICAL END VIEW
i/4-=r-o"
1 WORK THIS DRAWING WITH DWGS 14142-S-110, 14142-C-210, 14142-C-211. AND 14H2-C-100
2 JOIST LOADS SHOWN (TOTAL LOAD/LIVE 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
EO Y,Z = 20 LB /FT EACH, SIMULTANEOUS
wSf.
ISSUED FOR CONSTRUCTION
QIC CHECK
REFERENCE DRAWINGS REVISIONS «r oro m DUE REVISIONS ksug RECORu
INST CHECK
PIPING CHK
DRAWN
PROJECT MGR
ENGINEERING RECORD
PRECISION SYSTEMS ENGINEERING
MM tOMtti 500 WM Sand* IM M070 USA
ENERGY FUELS
AMMONIA CONTAMINATED AREA PLANNED CONCRETE PLACEMENT
PIPE RACK PLAN AND ELEVATION
BLANDING, UTAH
PROJECT NO 21
CAD NO 142-S
/4"=1'-0"
OT4T42
•100
14142-S-100
<t TRUSS
TRUSS
(TOP CHORD)
4-0" <i TRUSS
PRE-ENGINEERED STEEL JOIST
(SEE PLAN FOR SIZE)
BRIDGING 9 16-0 OC
PROVIDED BY JOIST
MANUFACTURER
(SEE PLAN FOR LOCATION) L_
CHAN TO TOP CHORD JOIST
TRUSS TO COL CAP £
CHANNEL
(SEE PLAN FOR SIZE)
DETAIL /T^
"=1'-0" Vj42-S-1O0 1/2'
ELEVATION PRE-ENGINEERED
STEEL JOIST
(SEE PLAN)
H" CLR
3/16
HORIZ DIAGONAL
BRACE
3/16 \ 2 E — 3/161/ 2
/
1 3/16
3/16
CHANNEL ON TOP OF TRUSS
(SEE PLAN FOR SIZE)
/ 3/16 /
COL
%* A307 M B
SIDE TRUSS 3/16
r
TYP
PRE ENGINEERED STL JOIST
PLAN FOR SIZE) SEE
COL CAP PLATE
¥. 5$\6"xO'-9"
(CENTERED)
STL COLUMN
(SEE PLAN FOR SIZE)
V/
7
DETAIL
1 1/2=1-0 V142-S-100
r 1/4 TYP 1/4
STL COLUMN
(SEE PLAN FOR SIZE)
U-
9im
HORIZONTAL STIFFENER PLATE
(TYP T&B BRACE GUSSET t)
STL COLUMN
(SEE PLAN FOR SIZE)
DETAIL
1 1/2"=1
PLAN
-0" VJ42-
(ROTATED)
S-100
f)j,»^,« r-9"
(ON (0
DETAIL /T^
"=1'-0" Vj42-S-1O0
(2) ?4"0 A325 BOLTS
VERT DIAGONAL BRACE
(SEE PLAN FOR SIZE)
t J4"x12"x0'-8' (2) fc"0 A325 BOLTS
1 r
DETAIL
1 1/2"=1'-0" \142-S-100
CONCRETE PIER
(SEE SHT 14142-C-211
FOR DETAILS)
1/4
1/4
(2) %'* A325 BOLTS
1/4
1/4
DETAIL
(2) HSB (A325)
CHANNEL
(SEE PLAN FOR SIZE)
STL BEAM
(SEE PLAN FOR SIZE)
CLIP t CORNERS AS
REQ'D TO CLEAR WELDS
(TYP)
VERT DIAGONAL
BRACE
TYP
(4) 13(6"0 HOLE FOR
'0 ANCHOR ROD
t 54"x18M'-6"
1 1/2"=1'-0" \142-S-100 DETAIL
r=i -o"
(4) PLACES
VERT DIAGONAL BRACE
TRIM OSL AS REQ'D
TO CLEAR COL FLG
(SEE PLAN FOR SIZE)
STL COLUMN
(SEE PLAN FOR SIZE)
(2) VA'* A325 BOLTS
? J$" x 6" x r-av
i-VT
1/4
X1
^77
1/4
1/4
DETAIL
6" 6"
(2) 19(6"0 HOLES FOR
ft"» ANCHOR ROD
t JJ"x12"x1'-0"
!Zi\
I/* 7
TYP
FACE OF t
DETAIL
r=r-o"
(2) PLACES
CONCRETE PIER
(SEE SHT 14142-C-210
FOR DETAILS)
CLIP CORNERS AS REQ'D
TO CLEAR WELDS
1 1/2"=1'-0" \142-S-100
STXUC
SR
ISSUED FOR CONSTRUCTION
HD I RV I ntn I tff I ruTF RFVi<anN<; HO I BT I (H*D I *f I DATE REVISIONS ISSUE RECORD
CHECKED
EHG MANAGER
ENGWEERING RECORD
PRECISION SYSTEMS EN6INEERING
MOS S*utt 100 WM iMdft (M MOJO USA
ENERGY FUELS
AMMONIA CONTAMINATED AREA PLANNED CONCRETE PLACEMENT
PIPE RACK DETAILS
BLANDING, UTAH
SCALE AS NOTED
PROJECT NO 2014142
CAD NO 142-S-110
14142-S-110
A. GENERAL NOTES.
1 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 INDIVIDUAL ENGINEERING DRAWINGS
AND/OR SPECIFICATIONS, THE DRAWINGS AND/OR SPECIFICATIONS SHALL GOVERN
2 THESE NOTES SHALL BE READ AND CONSTRUED AS A WHOLE HEADERS USED IN 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 IN THESE STANDARD GENERAL NOTES SHALL BE IGNORED
4 ALL DESIGN AND CONSTRUCTION SHALL BE IN CONFORMANCE WITH THE LATEST EDITION OF
THE ACI 318, INTERNATIONAL BUILDING CODE, THE LATEST EDITION OF THE ASCE 7, 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 CODES, THE CONTRACTOR SHALL NOTIFY THE
OWNER OR HIS AGENT/ENGINEER FOR CLARIFICATION THE CONTRACTOR SHALL RECEIVE
WRITTEN CLARIFICATION AND/OR INSTRUCTION PRIOR TO PROCEEDING
6 ALL OMISSIONS OR CONRICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS
AND/OR SPECIFICATIONS SHALL BE BROUGHT TO THE ATTENTION OF THE PROJECT ENGINEER
BEFORE PROCEEDING WITH ANY INVOLVED WORK
7 OBSERVATION VISITS TO THE JOB SITE BY THE ENGINEER OF RECORDS FIELD REPRESENTATIVE
SHALL NOT BE CONSTRUED AS INSPECTION NOR APPROVAL OF CONSTRUCTION
8 THE CONTRACTOR SHALL VISIT THE JOB STTE AND BECOME FAMILIAR WITH THE EXISTING
CONDITIONS, DESIGNATED ACCESS, DESIGNATED STAGING/LAY DOWN AREAS, AND ALL 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 IN OR CONFLICTS BETWEEN
THE INFORMATION PROVIDED ON THE ENGINEERING DRAWINGS SHALL BE BROUGHT TO THE
OWNER'S OR HIS AGENT/ENGINEER'S 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 CONTRACTOR'S EQUIPMENT, CONTRACTOR'S OWN EQUIPMENT OR
INJURY TO PERSONNEL INCLUDING CONTRACTORS, OTHER CONTRACTORS, OWNERS
EMPLOYEES OR OTHERS THAT MAY BE ON SITE, AS A RESULT OF CONTRACTOR'S PERSONNEL'S
ACTIONS, THE CONTRACTOR SHALL BE RESPONSIBLE
10 CONTRACTOR TO PREPARE CONSTRUCTION PLAN, ACCOUNTING FOR CONSTRUCTION INDUCED
LOADING CONTRACTOR TO INSURE THAT STRUCTURES ARE ADEQUATELY SUPPORTED DURING
ALL PHASES OF CONSTRUCTION AND THAT CONSTRUCTION INDUCED LOADS ARE HELD TO
REASONABLE LEVELS, AND THAT STRUCTURE IS FULLY ERECTED AND ATTACHED PRIOR TO
PLACEMENT OF SERVICE LOADS
C. CONCRETE:
11 CONTRACTOR SHALL SUBMIT SHOP DRAWINGS (2 COPIES) TO THE ENGINEER OF RECORD PRIOR
TO FABRICATION OR ERECTION OF REINFORCING STEEL
12 CONTRACTOR SHALL CONFIRM Aa ELEVATIONS SHOWN ON DRAWINGS TO VERIFY THAT NEW
CONSTRUCTION MATCHES EXISTING CONDITIONS
SPECIAL INSPECTIONS OF CONCRETE, REINFORCING STEEL, AND ANCHORS SHALL BE IN
ACCORDANCE WITH CURRENT IBC SPECIAL INSPECTION REQUIREMENTS
B DEFINITIONS.
14 ENGINEERED FILL SHAa MEAN SOIL HAVING SPECIFIC PROPERTIES OUTLINED IN THE PROJECT
SPECIFICATION DEFINING ENGINEERED SOIL
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 ACTIVITIES
16 UNDISTURBED SOIL SHALL MEAN SOIL THAT HAS BEEN IN-PLACE FOR A MINIMUM OF 15 YEARS
17 COMPACTED SOIL SHALL MEAN ANY SOIL EITHER UNDISTURBED OR DISTURBED THAT HAS BEEN
COMPACTED TO A SPECIFIED DENSITY AS DEFINED IN THE LATEST EDITION OF ASTM D1557 OR
ASTM D698
18 MIX WATER SHALL MEAN POTABLE WATER
CONCRETE PROPERTIES, UNLESS OTHERWISE NOTED ON THE ENGINEERING DRAWINGS OR
PROJECT SPECIFICATIONS, SHALL BE AS FOLLOWS
CONCRETE = ASTM C94
CEMENT TYPE TYPED (USE TYPE V FOR CONCRETE IN CONTACT WITH CAUSTIC &
SULFATE RICH SOIL)
MAXIMUM WATER-CEMENT RATIO 045
MINIMUM 28 DAY COMPRESSIVE STRENGTH 4000 PSI
MAXIMUM AGGREGATE SIZE 1" OR 1/3 OF PUMP PIPE ID FOR PUMPED CONCRETE
AGGREGATE GRADATION ASTM C33 (15-30% PASSING NO 50 AND 5-10% PASSING
NO 100 SCREENS)
CONCRETE WEIGHT NORMAL (150 LBS/CU FT)
AIR ENTRAINMENT (CONFORM TO C260) 6% ± 15%
SLUMP 3" TO 4" (4" TO 5" AT PLACEMENT FOR PUMPED CONCRETE)
20 MAXIMUM AGGREGATE SIZE SHALL BE 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 CYLINDERS FOR EVERY 150 CUBIC YARDS OR 5000 SQUARE FEET OF CONCRETE
PLACED WrTHIN A SINGLE DAY AT A 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 TIME THE CYLINDERS ARE PREPARED,
AND DELIVERED TO THE TEST LABORATORY DESIGNATED BY THE OWNER OR OWNER
AGENT WITHIN TWENTY-FOUR (24) HOURS AFTER THEY ARE FILLED CONTRACTOR MAY
SUBMIT TO THE OWNER OR OWNER AGENT FOR CONSIDERATION AN ALTERNATIVE TESTING
LABORATORY THAT MAY BE MORE CONVENIENT TO THE JOB SITE
22 COMPRESSIVE STRENGTH TESTS SHALL CONFORM TO ASTM C39 AND TEST RESULTS SHALL
BE SUBMITTED IN WRITING DIRECTLY TO THE OWNER OR OWNER'S AGENT/ENGINEER
WITHIN ONE WEEK OF TEST COMPLETION CONTRACTOR SHALL ALSO RECEIVE A COPY OF
THE RESULT FROM THE LABORATORY FOR THEIR RECORDS
23 CONCRETE FOUND TO HAVE INADEQUATE STRENGTH SHALL BE REMOVED AND REPLACED
AT CONTRACTORS EXPENSE
D. REINFORCEMENT STEEL:
24 REINFORCEMENT STEEL SHALL BE NEW, UNDAMAGED, FREE FROM CORROSION, FOREIGN
DEBRIS, OIL. AND GREASE, AND SHALL BE DEFORMED BILLET-STEEL BARS PER ASTM A 615,
GRADE 60 HAVING A YIELD STRESS OF 60,000 PSI
25 DETAILING AND FABRICATION OF BENT REINFORCEMENT SHAPES SHALL BE PER THE
LATEST EDTTION OF ACI 318 AND ACI 315
E. EMBEDMENT:
31 EMBEDED ITEMS SHALL BE FABRICATED FROM NEW MATERIAL, AND SHALL BE FREE
FROM CORROSION, FOREIGN DEBRIS AND OIL OR OTHER LUBRICATIONS
32 EMBEDDED DOWELS OR RODS SHALL BE LOCATED PER THE ENGINEERING DRAWINGS
AND HELD WITHIN THE FOLLOWING TOLERANCES
ELEVATION
POSITION
ANGULAR
VERTICAL
HORIZONTAL
±H INCH
±J,INCH
±'/.'
0 INCHES < STRAIGHT LENGTH < 60 INCHES ±1'
60 INCHES < STRAIGHT LENGTH < 120 INCHES ±1/2"
120 INCHES < STRAIGHT LENGTHS 240 INCHES ±1/4'
33 IF EMBEDMENT INTERFERES WrTH REINFORCEMENT STEEL, THE CONTRACTOR SHALL
NOTIFY OWNER OR OWNER'S AGENT/ENGINEER FOR WRITTEN INSTRUCTION ON
INTERFERENCE RESOLUTION
F. ANCHORS:
26
28
REINFORCEMENT STEEL AND ANY ASSOCIATED EMBEDDED MATERIAL SHALL 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 IN ACI 318 (LATEST
EDITION)
REINFORCEMENT COVER FOR CONCRETE CAST DIRECTLY AGAINST EARTH SURFACES
SHALL BE 3 INCHES MINIMUM UNLESS NOTED OTHERWISE ON THE ENGINEERING DRAWINGS
OR ENGINEERING SPECIFICATIONS CONCRETE CAST AGAINST FORMS SHALL HAVE A
MINIMUM OF 21/2 INCHES OF COVER UNLESS NOTED OTHERWISE ON THE ENGINEERING
DRAWINGS
REINFORCEMENT THAT IS PARTIALLY EMBEDDED IN CONCRETE SHALL NOT HAVE THE
PARTIALLY EXPOSED PORTION OF THE BAR FIELD BENT WITHOUT WRITTEN AUTHORIZATION
OF THE OWNER OR OWNER'S AGENT/ENGINEER
UNLESS NOTED OTHERWISE ON THE ENGINEERING DRAWINGS, LAP SPLICES FOR
UNCOATED DEFORMED BAR SHALL BE PER THE FOLLOWING TABLE
BAR SIZE
4
5
6
7
LAP SPLICES
24 INCHES
30 INCHES
36 INCHES
42 INCHES
8 47 INCHES
9+ PER DRAWING
WHERE THESE SPLICE REQUIREMENTS CANNOT BE MET, APPROVED ALTERNATIVE
SPLICING METHODS SHALL BE EMPLOYED WITH ENGINEERS APPROVAL
30 REINFORCEMENT SHALL NOT BE WELDED WITHOUT PRIOR APPROVAL AND INSTRUCTIONS
FROM ENGINEER
34
36
UNLESS OTHERWISE INDICATED ON ENGINEERING DRAWINGS, ANCHORS SHALL BE CAST
IN PLACE
ANCHOR RODS SHALL BE CONSTRUCTED FROM NEW ASTM F1554 GRADE 36 MATERIAL
UNLESS INDICATED OTHERWISE ON THE ENGINEERING DRAWINGS OR IN THE
ENGINEERING SPECIFICATION, AND SHALL BE FREE FROM CORROSION, LOOSE Mia
SCALE. FOREIGN DEBRIS AND OILS, GREASE OR OTHER LUBRICATIONS EXCEPT AS
NOTED BELOW
UNLESS NOTED OTHERWISE ON THE ENGINEERING DRAWINGS OR ENGINEERING
SPECIFICATION, ALL ANCHOR ROD THREADS SHALL BE NATIONAL COARSE WITH A CLASS
1 FIT ALL ANCHOR RODS SHALL BE SUPPLIED WITH A MINIMUM OF TWO MATCHING
HEAVY HEX NUTS (ASTM A563) AND ONE FLAT WASHER (ASTM F436) EXCEPT WHERE
ADDITIONAL NUTS OR OVERSIZED WASHERS ARE NOTED ON THE ENGINEERING
DRAWINGS
ANCHORS SHAa BE LOCATED PER THE ENGINEERING DRAWINGS ANCHOR ROO
TOLERANCE SHAa BE PER THE FOaOWING UNLESS OTHERWISE NOTED ON THE
ENGINEERING DRAWINGS OR ENGINEERING SPECIFICATION
SLEEVED ANCHORS
PROJECTION
POSITION
ANGULAR
± 1/8 INCH
±3/16 INCH
< 3 INCHES
> 3 INCHES
±V(IN FINAL LOCATION)
±!4-(IN FINAL LOCATION)
NON -SLEEVED ANCHORS
PROJECTION 11/8 INCH
POSITION ±1/8 INCH
ANGULAR. < 3 INCHES ±1"
> 3 INCHES ±K
38 BENDING (ETTHER PERFORMED HOT OR COLD) SHALL 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 SHALL BE PROTECTED BY COATING WITH GREASE AND ENCASING THEM IN
BURLAP OR PAPER
40 WHERE ADHESIVE ANCHORS ARE SPECIFIED ON ENGINEERING DRAWINGS OR
ENGINEERING SPECIFICATIONS, THE ANCHORS AND ADHESIVE SHAa BE AS SPECIFIED
INSTALLATION SHALL BE PER MANUFACTURER'S INSTRUCTIONS AND
RECOMMENDATIONS
G. PLACEMENT.
41 CONTRACTOR SHALL NOTIFY OWNER OR OWNER'S AGENT/ENGINEER A MINIMUM OF 48
HOURS IN ADVANCE OF SCHEDULED CONCRETE PLACEMENT TO AaOW ON SITE
OBSERVATION OF FORMS, REINFORCEMENT STEEL, EMBEDMENT, ETC
42 PRIOR TO PLACEMENT OF CONCRETE, CONTRACTOR SHAa CHECK WITH Aa TRADES TO
ENSURE Aa 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 SHALL INSPECT Aa 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 FULL
AND COMPLETE EMBEDMENT AT OPENINGS SUCH THAT NO OBSTRUCTION OCCURS
DURING OR AFTER THE PLACEMENT OF CONCRETE THE COVERING SHALL REMAIN IN
PLACE AND SHALL BE REMOVED BY THE TRADE RESPONSIBLE FOR THE EMBEDMENT
44 CONTRACTOR SHAa AVOID PLACING CONCRETE DURING INCLEMENT WEATHER IF SUCH
IS FORECASTED WITHIN 36 HOURS OF PLACEMENT, CONTRACTOR SHALL TAKE PROPER
STEPS TO ENSURE CONCRETE DOES NOT SUFFER EITHER STRUCTURAL OR COSMETIC
DAMAGE
45 CONCRETE SHALL NOT BE PLACED WHEN TEMPERATURES ARE BELOW 50' F OR
ANTICIPATED TO DROP BELOW 50"F WITHIN THE FIRST 48 HOURS AFTER PLACEMENT
WITHOUT PROPER PROTECTION TO ENSURE CONCRETE CURES PROPERLY ADDITIVES TO
SHORTEN TIME/STRENGTH RATIO, OR REDUCE FREEZING SHAa BE APPROVED BY THE
ENGINEER OF RECORD PRIOR TO PLACEMENT OF CONCRETE
46 CONCRETE SHAa BE FINISHED LEVEL WITHIN THE FOaOWING TOLERANCE UNLESS NOTED
OTHERWISE ON THE ENGINEERING DRAWINGS LOW SPOTS SHAa BE MINIMIZED AND
MUST LIMIT 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 DIRECTION
47 EDGES OF Aa EXPOSED CONCRETE SURFACES SHAa HAVE A MINIMUM OF A11NCH BY 1
INCH CHAMFER EDGE
48 ALL HORIZONTAL FLAT SURFACES OF CONCRETE INCLUDING TOPS OF WALLS, PIERS, AND
SLABS SHAa HAVE A ROUGH BROOM FINISH TO PREVENT SLIPS AND FALLS WHEN
SURFACE IS WET
49 FORMS SHALL 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, SHALL BE CUT AS SOON AS THE
CONCRETE HAS HARDENED SUFFICIENTLY TO PERMIT CUTTING WITHOUT CHIPPING,
SPALLING OR TEARING BUT NOT MORE THAN 12 HOURS AFTER CASTING
51 LIMITATIONS FOR HOT-WEATHER CONCRETING SHALL CONFORM TO ACI 305 1 OR 305R
52 REPAIR OF CONCRETE SURFACE DEFECTS SHALL CONFORM TO ACI 301
ISSUED FOR CONSTRUCTION
REFERENCE DRAWINGS REVISIONS
CHECKED
ENGINEERING RECORD
^|P5E
PRECISION SYSTEMS ENGINEERING
MOS Seutti SOD WM SmtH UW S4O70 USA
STANDARD
CONCRETE
GENERAL NOTES
NONE
PROJECT NO
CAD NO CSD001
CSD001
fc = 4,000 psi fy = 60,000 psi
BAR
SIZE
C
MIN
(NOTE 5)
#3
15
*6
17
#8
*9
#10
ill
r
1 25"
1 75"
2 25
3 25
3 50
TENSION
STRAIGHT DEVELOPMENT
OTHER
BARS
(U)
12
12
15"
18
25
29"
33"
37"
45"
TOP
BARS
(Ul)
12"
19"
23"
33"
37"
42"
48"
58
SPLICES
CLASS A
OTHER BARS
12"
15"
18"
25"
29"
33"
37"
45"
TOP BARS
12"
15"
19"
23"
33
37"
42"
48"
58
CLASS B
OTHER
BARS
16
16
19"
23"
33"
37"
42"
48
58"
TOP BARS
16
20"
25"
29"
43
49
55"
62"
75"
COMPRESSION
DEVELOP
10"
12"
15
17
22"
25"
27
SPLICE
12
16"
23"
27"
30
34"
39"
43"
HOOKED DEVELOPMENT
r«dh)
9(T STD
HOOK
6"
10"
12"
14
15"
17
18CT STD
HOOK
10"
12"
15"
17"
19"
22"
24
26"
BAR
SIZE
#3
#5
/6
#8
#9
/IO
DEVELOPMENT & SPLICE LENGTHS
12d P
90' HOOK 180" HOOK 135' HOOK
MAIN STEEL
BAR SIZE
#3
#4
*5
#6
#9
#10
#11
2)4"
3Ji"
4>4"
5)4*
9)4"
10H"
90'
HOOKS
10"
1-0"
r-2"
r-4
r-7"
r-io"
2'-0"
180" HOOKS
11*4"
T-U4"
T-2J4"
10"
r-3"
1-5
r-7"
TIES/STIRRUP
BAR SIZE
#3
#4
#5
#6
#7
#8
1V
2)4"
4)4*
94"
90"
HOOKS
4)4"
I'-O"
r-2"
r-4"
135' HOOKS
04"
r-ojj"
1-2)5"
3)4"
4)4"
S4"
6)4"
754"
9"
STANDARD HOOK DETAILS
(GRADE 60)
X X X X ^ 7
FBAR5 6-BARS a-BARS 10-BARS
X X X X X X DPTOML QCMXWL IE N UEU Of 2
12-BARS
2 OR 3 TtS PER SET
14-BARS 3 OR 4 TO PER SET
16-BARS
2 OR * TES PER SET
18-BARS
2 OR 4 TES PER SET
NOTE
TIES SHOWN BY DASHED LINES ARE
REQUIRED IF "X" EXCEEDS 6"
COLUMN TIES
• DOWELS 0
VERT REINF
(TYP)
H 012" EA WAY I I AT TOP FOR
OCTAGONS 8'-0" OR LARGER (WHEN
NOTED ON DESIGN DRAWING)
ORIENTATE VESSEL FDN DRAIN
TOWARD NEAREST CATCH BASIN
SLOPE CONCRETE
TO DRAIN
TOP OF
ROUGH
CONCRETE
PLAN
— USE 2 TIES ( C ) PER SET FOR
OCTAGONS 12'-0" ANO SMAIXER
e3 USE 4 TIES (f) PER SET FOR
OCTAGONS LARGER THAN 12'-0" L
SEE NOTE A
SO CONCRETE a J4"
(APPROX) LOWER AT CENTER
OF FDN TO BEGIN DRAIN
TIES AND SPACING
PER DESIGN DRWGS
2>f MINIMUM CLEAR TO
VERT BAR UNLESS OTHERWISE
NOTED ON DESIGN DRAWINGS
ELEVATION
TYPICAL OCTAGON REINFORCING
INTERMEDIATE TIE
OR
PERIMETER TIE
cc cu TOP OF ROUGH
CONCRETE SECTION
2)4"-
TIE SPC'G
SEE DESIGN
DWG - TYP
2)4 CLEAR TO VERT
BAR UNLESS OTHERWISE
NOTED ON DESIGN DWG
2 CLR
3 CLR
PIER REINFORCEMENT
V 7
SIDE CLR = Df MIN + COL BAR DIAMETER THROUGHOUT
ENTIRE BEAM LENGTH
TOP k BOT CLR = 2V UIN + AS REQUIRED TO CLEAR
PERPENDICULAR BEAM REINFORCING THROUGHOUT ENTIRE
BEAM LENGTH
ANY NUMBER Cf MRS
ABOVE GROUND BEAM
TIES/STIRRUPS
(tMEROOM Bum HEOUK TrC
SME OE4MMX « RHMHKMS)
fb REBAR - TYPICAL
(NF k FF) CUT OR
BEND TO CLEAR
TYPICAL REINFORCING AT
PIPE OPENINGS IN WALL
(twain fn SEE - jr wo
GENERAL NOTES:
1 THESE DETAILS SHALL BE CONSIDERED SUPPLEMENTAL TO THE REQUIREMENTS NOTED ON INDIVIDUAL ENGINEERING
DRAWINGS AND/OR PROJECT ENGINEERING SPECIFICATIONS WHERE CONTRADICTORY REQUIREMENTS OCCUR, THE DRAWING
AND/OR SPECIFICATION SHALL GOVERN
2 FOR GENERAL CONCRETE NOTES SEE DRAWING CSD001
3 ALL DEVELOPMENT, SPLICE, AND 90- HOOK LENGTHS ARE IN ACCORDANCE WITH ACI 318 LATEST EDITION FOR UNCOATED
BARS AND NORMAL WEIGHT CONCRETE FOR BARS SIZES #3 THROUGH "8 THE DEVELOPMENT LENGTHS IN THE TABLE
ARE BASED ON A MINIMUM C/C SPACING OF 5db FOR BAR SIZES "10 AND "11 THE LENGTHS ARE BASED ON A COVER
OF 2 5 INCHES VALUES PROVIDED ARE NOT APPLICABLE TO THE JOINTS OF CONCRETE FRAMES
4 REFER TO ACI 318 FOR SECTIONS CALLED OUT IN THE NOTES BELOW
5 THE "C" LENGTH IS DEFINED AS THE SMALLER OF EITHER THE DISTANCE FROM THE CENTER OF BAR TO THE NEAREST
CONCRETE SURFACE, OR ONE-HALF THE CENTER TO CENTER SPACING OF THE BARS (SEC 12 2 4) REQUIRED
DEVELOPMENT LENGTHS WILL BE LONGER FOR "C" LENGTHS SMALLER THAN THOSE SHOWN
6 THE LENGTHS SPECIFIED ON THIS DRAWING SHALL BE USED IN ALL REINFORCED CONCRETE WORK THESE LENGTHS MAY
BE REDUCED USING ACI CHAPTER 12 REQUIREMENTS, BUT ONLY IN EXCEPTIONAL CASES THESE CASES MAY INCLUDE
PROBLEMS IN PHYSICALLY PROVIDING THE SPECIFIED LENGTHS IN CONSTRAINED AREAS WITH SMALLER MEMBERS AND
LARGER REBAR SIZES, AND IN LARGE STRUCTURES WHERE SIGNIFICANT COST SAVINGS ARE POSSIBLE
7 THE LENGTHS FOR TOP BARS" APPLY WHEN AT LEAST 12" OF FRESH CONCRETE IS CAST BELOW THE DEVELOPMENT
LENGTH OR SPUCE SECTION (SEC 12 2 4)
I- TENSION STEEL
A DEVELOPMENT LENGTH
1 THE DEVELOPMENT LENGTHS SPECIFIED ARE THE MINIMUM REQUIRED BY SEC 12 2 3 ASSUMING Ktr
= 12" PER SEC 12 2 1
2 AU DEVELOPMENT LENGTHS MAY BE FURTHER REDUCED BY THE REDUCTION FACTOR OF
"A REQUIRED/A PROVIDED" (SEC 12 2 5). BUT NOT LESS THAN 12"
0 AND id MIN
B SPLICE LENGTH
1 THE SPUCE LENGTHS SPECIFIED ARE THE MINIMUM REQUIRED BY SEC 12 15 1
C STD 90 DEGREE HOOK
TABULATED VALUES INCLUDE A 07 REDUCTION FACTOR FOR BAR SIDE COVER OF AT LEAST 2 %' (SEC 12 5 3a)
IF HOOKS ARE ENCLOSED BY TIES SPACED AT NOT MORE THAN 3d ALONG THE FUa DEVELOPMENT LENGTH (Wh),
MULTIPLY <dh BY 0 8 (SEC 12 5 3 b)
IF EXCESS REINFORCEMENT IS PROVIDED, MULTIPLY Wh BY "A REQUIRED/A PROVIDED" (SEC 12 5 3 d)
tth MULTIPLIED BY THE ABOVE REDUCTION FACTORS (AS APPLICABLE), SHAa NOT BE LESS THAN 8d or 6" (SEC
125 1)
II- COMPRESSION STEEL
A. DEVELOPMENT LENGTH
1 THE DEVELOPMENT LENGTHS SPECIFIED MAY BE REDUCED BY APPLYING THE FOLLOWING FACTORS, BUT SHALL
NOT BE LESS THAN 8" SEC (12 3 1)
a IF BARS ARE ENCLOSED BY MINIMUM )4" SPIRAL AT 4" PITCH OR #4 AT NOT MORE THAN 4" C/C AND
ALTERNATE BARS ARE LATERALLY SUPPORTED, MULTIPLY DEVELOPMENT LENGTH BY 0 75 (SEC 12 3 3 b)
b IF EXCESS REINFORCEMENT IS PROVIDED, MULTIPLY THE DEVELOPMENT LENGTH BY "A REQUIRED/A PROVIDED"
(SEC 12 3 3 a)
B STD 90 HOOK
1 HOOKS SHALL NOT BE CONSIDERED EFFECTIVE IN DEVELOPING BARS IN COMPRESSION
COLUMN SPUCES SPUCE LENGTH
1 IF ENTIRE SPUCE IS ENCLOSED BY TIES WITH AN EFFECTIVE AREA OF AT LEAST 0 0015h ,
MULTIPLY THE SPLICE LENGTH BY 0 83 (SEC 12 17 2 4)
2 IF ENTIRE SPLICE IS ENCLOSED BY SPIRAL, MULTIPLY THE SPLICE LENGTH BY 0 75 (SEC 12 17 2 5)
3 SPUCE LENGTH MULTIPLIED BY THE ABOVE REDUCTION FACTORS (AS APPLICABLE). SHALL NOT BE LESS THAN 12"
ISSUED FOR CONSTRUCTION
JWG REFERENCE DRAWINGS REVISIONS RO Sf ore w REVISIONS ISSUE RECORD
INST CHECK
PROJECT MGR
NEEDING RECORD
PRECISION SYSTEMS ENGINEERING
H» South too WM SwdM UM, MOM IAA
STANDARD
CONCRETE REINFORCEMENT
NOTES AND DETAILS
NONE
PROJECT NO
CAD NO CSD002
CSD002
A. GENERAL NOTES
1 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 INDIVIDUAL ENGINEERING DRAWINGS AND/OR SPECIFICATIONS,
THE DRAWINGS AND/OR SPECIFICATIONS SHALL GOVERN
2 THESE NOTES SHALL BE READ AND CONSTRUED AS A WHOLE HEADERS USED IN THESE NOTES ARE FOR CONVENIENCE ONLY AND THE NOTES
CONTAINED BETWEEN SUCH HEADERS SHALL NOT BE INTERPRETED AS Aa INCLUSIVE OF THE SUBJECT DEFINED BY THE HEADER
3 STEEL CONSTRUCTION SHAa CONFORM TO AISC STEEL CONSTRUCTION MANUAL - LATEST EDITION, UNLESS INDICATED OTHERWISE CONCRETE
CONSTRUCTION SHAa CONFORM TO ACI 318-11
4 THE CONTRACTOR SHAa VISIT THE SITE AND BECOME FAMILIAR WITH Aa EXISTING CONDITIONS, CHECK AND VERIFY GIVEN DIMENSIONS, TAKE
ADDITIONAL DIMENSIONS AS REQUIRED. AND REPORT ANY INACCURACIES TO THE ARCHITECT/ENGINEER BEFORE PROCEEDING WITH INVOLVED
WORK.
5 Aa OMISSIONS OR CONFLICTS BETWEEN THE VARIOUS ELEMENTS OF THE WORKING DRAWINGS AND/OR SPECIFICATIONS SHAa BE BROUGHT TO
THE ATTENTION OF THE ENGINEER OF RECORD BEFORE PROCEEDING WITH ANY INVOLVED WORK.
6 CONTRACTOR SHAa BE RESPONSIBLE FOR SAFETY AND PROTECTION WITHIN AND ADJACENT TO THE JOB STTE
7 OBSERVATION VISITS TO THE JOB STTE BY THE ENGINEER OF RECORD FIELD REPRESENTATIVE SHAa NOT BE CONSTRUED AS INSPECTION NOR
APPROVAL OF CONSTRUCTION
8 CONTRACTOR TO PREPARE CONSTRUCTION PLAN, ACCOUNTING FOR CONSTRUCTION INDUCED LOADING CONTRACTOR TO ENSURE THAT
STRUCTURES ARE ADEQUATELY SUPPORTED DURING ALL PHASES OF CONSTRUCTION AND THAT CONSTRUCTION INDUCED LOADS ARE HELD TO
REASONABLE LEVELS, AND THAT STRUCTURE IS FULLY ERECTED AND ATTACHED PRIOR TO PLACEMENT OF SERVICE LOADS
9 THE GENERAL CONTRACTOR SHAa NOTIFY THE ENGINEER OF RECORD A MINIMUM OF 48 HOURS IN ADVANCE OF POURING CONCRETE TO AaOW
OBSERVATION OF REINFORCING BAR PLACEMENT
10 THE GENERAL CONTRACTOR SHALL SUBMIT SHOP DRAWINGS (2 COPIES) TO THE ENGINEER OF RECORD PRIOR TO FABRICATION OR ERECTION OF
THE FOLLOWING ITEMS
a STRUCTURAL STEEL
b REINFORCING STEEL
11 CONTRACTOR SHAa VERIFY ALL ELEVATIONS SHOWN ON DRAWINGS TO VERIFY THAT NEW CONSTRUCTION MATCHES EXISTING CONDITIONS
B. STRUCTURAL STEEL NOTES:
12 THE DETAILING, FABRICATION AND ERECTION OF ALL STEEL CONSTRUCTION SHALL BE GOVERNED BY THE LATEST EDITION OF AISC STEEL
CONSTRUCTION MANUAL, AND THE "CODE OF STANDARD PRACTICES FOR STEEL BUILDINGS AND BRIDGES"
13 MATERIAL SHALL CONFORM TO THE FOLLOWING ASTM SPECIFICATIONS
STRUCTURAL STEEL - ASTM A36 A572 S A992 GRADE 50
STRUCTURAL TUBING - ASTM A500, GRADE B
PIPE-ASTM A53 GRADE B
HAND-RAILING, POST - ASTM A53 GRADE B, SCHEDULE 80, OR A36
HAND-RAILING, RAILS - ASTM A53 GRADE B, SCHEDULE 40, OR A36
14 Aa BEAM CONNECTIONS WHICH ARE NOT DETAILED ON THE DESIGN DRAWINGS SHALL BE SHOP WELDED OR FIELD BOLTED IN ACCORDANCE WITH
AISC FRAMED BEAM CONNECTIONS AND THE "SIMPLE SHEAR CONNECTIONS" TABLES CONTAINED IN THE AISC MANUAL OF STEEL CONSTRUCTION -
LATEST EDITION USE MAXIMUM NUMBER OF BOLT ROWS POSSIBLE
15 BRACING CONNECTIONS SHAa BE DETAILED TO DEVELOP THE LOAD OR NUMBER OF BOLTS INDICATED ON THE DESIGN DRAWINGS OR AT LEAST
100% OF THE MEMBER TENSION CAPACITY WHEN DIRECTION IS GIVEN, A PLUS (+) SIGN ON THE MEMBER DENOTES MEMBER SELECTION IS BASED ON
TENSION STRESS AND A MINUS (-) SIGN DENOTES COMPRESSION STRESS
16 UNLESS OTHERWISE NOTED, ALL SHOP CONNECTIONS SHALL BE WELDED AND FIELD CONNECTIONS BOLTED
17 Aa WELDING SHAa BE DONE IN ACCORDANCE WITH THE LATEST EDITION OF A W S PROCEDURES BY PERSONNEL PRE-QUALIFIED IN ACCORDANCE
WITH THE REQUIREMENTS OF A W S "STRUCTURAL WELDING CODE" ALL WELDS SHAa BE MADE WITH E60XX OR E70XX SERIES LOW HYDROGEN
ELECTRODES
18 ALL HIGH STRENGTH BOLTS SHAa CONFORM TO THE ASTM A325 SPECIFICATION BOLTS SHAa BE BEARING TYPE WITH THREAD INCLUDED IN THE
SHEAR PLANE (AISC DESIGNATION A325-N) BOLTS SHALL BE FURNISHED WITH STANDARD WASHERS UNDER NUTS Aa BOLTED CONNECTIONS FOR
PRIMARY STRUCTURAL MEMBERS SHAa BE MINIMUM JJ" DIAMETER BOLTS WITH %" DIAMETER HOLES UNLESS OTHERWISE ON THE DESIGN
DRAWINGS
19 AISC SPECIFICATION A5 2, AaOWABLE STRESS INCREASE, SHALL NOT BE PERMITTED IN CONNECTION DESIGN AND DETAILING
20 Aa GUSSET AND STIFFENER PLATES SHALL BE %" PLATE UNLESS NOTED OTHERWISE ON THE DESIGN DRAWINGS
21 ALL BOLTED CONNECTIONS SHALL HAVE A MINIMUM OF TWO (2) BOLTS
22 CUTS, HOLES, COPES, ETC, REQUIRED FOR STEEL MEMBERS SHALL BE FABRICATED IN THE SHOP BURNING OF HOLES OR CUTS IN STEEL MEMBERS
IN THE FIELD SHAa NOT BE PERMITTED
B STRUCTURAL STEEL NOTES CONT'D
23 GRATING AND STAIR TREAD SHALL CONFORM TO THE "METAL BAR GRATING MANUAL" OF THE NATIONAL ASSOCIATION OF ARCHITECTURAL METAL
MANUFACTURERS ALL GRATING SHAa BE CONSTRUCTED WITH W x 5V BEARING BARS ON CENTER WITH THE CROSS BARS AT
4" ON CENTER, UNLESS OTHERWISE NOTED GRATING SHALL BE BANDED AT THE ENDS AND CUTOUTS EACH STAIR TREAD SHALL BE
PROVIDED WITH AN ABRASIVE NOSE STRIP W T01)4" WIDE
24 EXPOSED WELD FOR EXPOSED STRUCTURAL STEEL SHALL BE CONTINUOUS AND GROUND SMOOTH
25 FABRICATOR SHAa CLEARLY MARK Aa STRUCTURAL STEEL MEMBERS IN ACCORDANCE WITH THE ERECTION DRAWINGS PIECE MARKS SHAa
BE MADE BY STAMPING. WELDING OR STENCIL (MIN 1' HIGH LETTERS)
26 SEE SPECIFICATIONS FOR DETAILING, FABRICATION, FINISHING OF STEEL, AND ERECTION REQUIREMENTS
C BOLTED t WELDED DOUBLE ANGLE CONNECTION:
27 Fy BEAM A992 GD 50
Fy ANGLE A36
W12 AND SMALLER, ANGLE THICKNESS},"
BOLTS 3/t' A325-N HSB
28 Fy BEAM A992 GD 50
Fy ANGLE A36
W14 AND LARGER, ANGLE THICKNESS Kt"
BOLTS X"A325-NHSB
29 BOLT SPACING 3' MIN
REFERENCE DRAWINGS REVISIONS REVISIONS
EUEC CHECK
ENGINEERING RECORD
^|P5E
PRECISION SYSTEMS ENGINEERING
MOS South SOC WM Sandy, UtBhMOW USA
STANDARD
STRUCTURAL STEEL
GENERAL NOTES
NONE
PROJECT NO
CAD NO SSD00T
SSD001