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DESIGN NOTES:
A. STRUCTURAL DESIGN WAS PREPARED USING THE FOLLOWING CODES AND DATA:1. INTERNATIONAL BUILDING CODE, 2018 EDITION 2. ACI 318 BUILDING CODE REQUIREMENTS FOR STRUCTURAL
CONCRETE3. ACI 350 BUILDING CODE REQUIREMENTS FOR ENVIRONMENTAL
ENGINEERING CONCRETE STRUCTURES4. AISC MANUAL FOR STEEL CONSTRUCTION, 14TH EDITION5. AA ALUMINUM DESIGN MANUAL PART 16. ACI 530 BUILDING CODE REQUIREMENTS FOR MASONRY
STRUCTURES7. UFC 3-301-01 STRUCTURAL ENGINEERING8. ASCE 7 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER
STRUCTURES, 2010 EDITIONB. LIVE LOADS:
1. STAIRS, WALKWAYS, PLATFORMS - 100 PSF (NON-REDUCIBLE)2. ELECTRICAL ROOMS - 250 PSF (NON-REDUCIBLE)3. BRIDGE - HS20 LOADING
C. SNOW LOADS:1. GROUND SNOW LOAD (Pg) - 35 PSF 2. FLAT-ROOF SNOW LOAD (Pf) - 35 PSF (MIN PER CITY OF
THORNTON CODE)3. SNOW EXPOSURE FACTOR (Ce) - 0.94. SNOW LOAD IMPORTANCE FACTOR (Is) - 1.05. THERMAL FACTOR (Ct) - 1.0
D. WIND DESIGN DATA:1. ULTIMATE DESIGN WIND SPEED (Vult) - 107 MPH2. NOMINAL DESIGN WIND SPEED (Vasd) - 83 MPH3. RISK CATEGORY II 4. EXPOSURE CATEGORY C5. INTERNAL PRESSURE COEFFICIENT - ±0.186. COMPONENTS AND CLADDING LOADS (ULTIMATE LOADS):
a. MASONRY = 18 PSFb. ROOF DECK = 23 PSFc. PARAPET = 71 PSF
E. SEISMIC DESIGN DATA:1. RISK CATEGORY II2. SEISMIC IMPORTANCE FACTOR (Ie) - 1.03. MAPPED SPECTRAL RESPONSE PARAMETERS:
a. SS = 0.174b. S1 = 0.057
4. SOIL SITE CLASS D5. DESIGN SPECTRAL RESPONSE PARAMETERS:
a. SDS = 0.185b. SD1 = 0.091
6. SEISMIC DESIGN CATEGORY B7. BASIC SEISMIC FORCE RESISTING SYSTEM(S):
a. ORDINARY REINFORCED MASONRY SHEAR WALLS8. DESIGN BASE SHEARS(S):
a. V = 7.55 KIPS AT THE ELECTRICAL BUILDING9. SEISMIC RESPONSE COEFFICIENT(S) (CS):
a. ELECTRICAL BUILDING - 0.092810. RESPONSE MODIFICATION COEFFICIENT(S):
a. ELECTRICAL BUILDING - R = 211. ANALYSIS PROCEDURE USED: EQUIVALENT LATERAL FORCE
F. GEOTECHNICAL INFORMATION & SOIL PROPERTIES:1. SOIL ALLOWABLE BEARING PRESSURE (UNO): 2,500 PSF2. DRILLED SHAFT INFORMATION (10' MINIMUM BEDROCK
PENETRATION):a. ALLOWABLE END BEARING = 25,000 PSFb. ALLOWABLE SKIN FRICTION = 2,500 PSF
1. FOR UPLIFT USE 75% + ALLOWANCE FOR PIER WEIGHTc. MINIMUM DEAD LOAD PRESSURE = 10,000 PSF
3. LATERAL EARTH PRESSURES:a. ABOVE GROUND WATER AT-REST = 65 PCFb. ABOVE GROUND WATER ACTIVE = 60 PCFc. BELOW GROUND WATER AT-REST = 95 PCFd. BELOW GROUND WATER ACTIVE = 90 PCFe. PASSIVE = 225 PCF
4. COEFFICIENT OF SLIDING FRICTION = 0.35G. FLOOD DESIGN DATA:
1. FLOOD DESIGN CLASS 22. ELEVATION OF PROPOSED LOWEST FLOOR - 5050'-0"3. ELEVATION OF DRY FLOOD-PROOFING - 5044'-0"
GENERAL NOTES
1. CONTRACTOR SHALL COORDINATE ALL STRUCTURAL WORK WITH WORK SHOWN ON ALL OTHER DRAWINGS.
2. CONTRACTOR SHALL VERIFY ALL DIMENSIONS OF EXISTING CONSTRUCTION AND REPORT ANY DISCREPANCIES FROM THE CONTRACT OR REFERENCE DRAWINGS TO THE ENGINEER PRIOR TO COMMENCING WITH WORK. IN NO CASE SHALL WORKING DIMENSIONS BE SCALED FROM THE STRUCTURAL DRAWINGS.
3. THE CONTRACT DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. CONTRACTOR SHALL BE RESPONSIBLE FOR MEANS AND METHODS OF CONSTRUCTION INCLUDING, BUT NOT LIMITED TO, SHORING AND TEMPORARY BRACING TO PROVIDE STRUCTURAL STABILITY DURING CONSTRUCTION.
4. IF CERTAIN FEATURES ARE NOT FULLY SHOWN OR CALLED FOR ON THE CONTRACT DRAWINGS OR SPECIFICATIONS, THEIR CONSTRUCTION SHALL BE OF THE SAME CHARACTER AS FOR SIMILAR CONDITIONS THAT ARE SHOWN OR CALLED FOR, WITH THE APPROVAL OF THE ENGINEER. WHERE SECTIONS VARY, CONTRACTOR SHALL PROVIDE FOR SMOOTH TRANSITIONS BETWEEN THEM, UNLESS NOTED OTHERWISE.
5. ALL PRODUCTS SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURERS WRITTEN INSTRUCTIONS AND RECOMMENDATIONS, UNLESS NOTED OTHERWISE.
PROTECTION FOR REINFORCEMENT
1. THE FOLLOWING CONCRETE COVER SHALL BE PROVIDED FOR REINFORCEMENT (UNLESS OTHERWISE NOTED). SEE ACI 117 FOR CONSTRUCTION TOLERANCES:
CONCRETE CAST AGAINST & PERMANENTLY EXPOSED TO EARTH = 3"
CONCRETE EXPOSED TO EARTH, LIQUID, WEATHER OR CAST AGAINST A CONCRETE WORK MAT:
SLABS, WALLS & FOOTINGS = 2"BEAMS & COLUMNS:
STIRRUPS, SPIRALS & TIES = 2"PRIMARY REINFORCEMENT = 2 1/2"
CONDITIONS NOT COVERED ABOVE:SLABS AND WALLS = 1 1/2"BEAMS AND COLUMNS:
STIRRUPS, SPIRALS & TIES = 1 1/2"PRIMARY REINFORCEMENT = 2"
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RE
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DNDN
FS002
105931
GENERAL NOTES
JULY 2019
B. KIELTY A. HUNDLEY
B. KIELTY
33 76
A 11/16/18 BK AH ISSUED FOR 50%REVIEW
B 4/30/19 BK AH ISSUED FOR 95%DESIGN REVIEW
C 7/26/19 BK AH ISSUED FORBIDDING
D 7/31/19 BK AH ISSUED FOR PERMITREVIEW
E 9/4/19 BK AH REVISED PER BDREVIEW
F 4/3/20 JZ AH ADDENDUM NO. 5
PRESTRESSED GIRDER NOTES:
1. THE MINIMUM COVER FOR REINFORCING STEEL IS 1".2. USE LOW RELAXATION STRANDS MEETING THE REQUIREMENTS OF ASTM A-416
GRADE 270. THE MINIMUM CLEAR DISTANCE BETWEEN GROUPS OR INDIVIDUAL STRANDS SHALL BE 2.3*dS BUT NOT LESS THAN 1-1/4" WHERE ds IS THE NOMINAL STRAND DIAMETER. THE MINIMUM COVER FOR PRESTRESSING STEEL IS 1-1/2".
3. CONCRETE SHALL MEET REQUIREMENTS OF SPECIFICATION SECTION 03 41 00.4. ENTRAINED AIR IS NOT REQUIRED FOR GIRDER CONCRETE.5. END BLOCKS SHALL BE USED ON ALL GIRDERS, UNLESS NOTED OTHERWISE.6. USE 3/4" CHAMFER ON ALL EXPOSED CORNERS, UNLESS NOTED OTHERWISE.7. PREDICTED CAMBER IS THE CAMBER OF THE GIRDER ALONE AT 90 DAYS. THE
INSTALLER SHALL LIMIT THE CAMBER GROWTH TO A VALUE NOT TO EXCEED THE PREDICTED CAMBER PLUS 1" PRIOR TO THE DECK POUR BY WEIGHTING, SCHEDULING FABRICATION, POST TENSIONING OR OTHER MEANS AND MUST REPORT TO THE ENGINEER OF RECORD VALUES OF CAMBER WHICH EXCEED THE PREDICTED CAMBER PLUS 1". REMEDIAL MEASURES, AS APPROVED BY THE ENGINEER OF RECORD, SHALL BE TAKEN IF THE PREDICTED CAMBER PLUS 1" IS EXCEEDED.
8. SIDE BY SIDE GIRDERS SHALL NOT HAVE CAMBERS THAT DIFFER BY MORE THAN 1" PRIOR TO THE DECK POUR. PRIOR TO PLACING DECK REINFORCING DEFLECTION SHALL BE ADJUSTED TO THIS LIMIT BY SORTING GIRDERS TO MINIMIZE DIFFERENTIALS.
9. DEPTH TOLERANCE SHALL BE +1/2" TO -1/4".
DESIGN LOADS FOR GIRDERS:
1. SUPERIMPOSED DEAD LOADS:A. 8" TOPPING SLABB. 1'-0" x 3'-6" JERSEY BARRIERS ON EITHER SIDE OF THE SPANC. 10 PSF M/E/P LOADS
2. LIVE LOADS:A. VEHICLE LOAD HS-20
3. SNOW LOAD:A. 35 PSF
F
TYP1' - 3"
TYP1' - 3"
C
S120
B
S120
PRECAST GIRDER (BELOW)
DS3, TYP. SEE SHEET S-004.
2' -
5"
11
' - 8
"2
' - 5
"
D
S1201' - 0"
1' VOID FORM BENEATH BEAM
CLPIER
CLPIER
CLPIER
TY
P
8"
8"
S120
4
JERSEY BARRIER EA SIDE, BARRIER TO RUN ENTIRE LENGTH OF BRIDGE DECK
TY
P
8"
TYP11 1/2"
S120
4
SIM, OPP
60' - 6"
TOC EL 5046' - 0"
DECK SLAB1' - 0" 1' - 6"
PL 1/2X24X0'-10" W/ (6)1/2"Ø X 3 1/2" HEADED STUDS AT EACH GIRDER
TOC EL 5041' - 9"
(7)#9 T&B
#4 TIES @6"
(2) #6 EF
#6@12" EW, EF
DRILLED SHAFT
DOWELS, MATCH VERTS (TYP)
PRECAST GIRDER
ELASTOMERIC BEARING PAD, BY PRECAST MANUFACTURER
1"
8"
1/2" EXPANSION MATERIAL
3' -
6"
NOTE: JERSEY BARRIER NOT SHOWN FOR CLARITY
DECK SLAB
#7 @ 6" EW EF
PL 1/2X24X0'-10" W/ (6) 1/2"ØX 3 1/2" HEADED STUDS AT EACH GIRDER
TOC EL 5046' - 0"
2" X 3/16" GALV STEEL GRATING
2' - 9"
8"
PRECAST GIRDER
1/2" EXPANSION MATERIAL
ELASTOMERIC BEARING PAD, BY PRECAST MANUFACTURER
1"
11 1/2"
NOTE: JERSEY BARRIER NOT SHOWN FOR CLARITY
NOTES:1. FOR GENERAL NOTES AND STANDARD DETAILS, SEE DWGS
S-001 THRU S-008.2. ALL METAL IN CONTACT WITH WATER SHALL BE 316
STAINLESS STEEL.3. SEE DWG S009 FOR PRECAST BOX GIRDER INFORMATION.4. JERSEY BARRIER CAN BE PRECAST AT CONTRACTOR'S
OPTION. IF PRECAST IS SELECTED, CONNECTION TO DECK TO BE DESIGNED BY PRECAST MANUFACTURER.
5. DECK TO BE SLOPE AT 1/4"/FT FROM CENTER TO JERSEY BARRIERS. SLOPE DECK AT ENDS TO ABUTMENT AND VAULT WALL AT 1/4"/FT MAX. DECK ELEVATIONS SHOWN ARE LOW POINT ELEVATIONS.
PRECAST GIRDER
DECK SLAB, SEE NOTE 5 FOR SLOPE REQUIREMENTS
#5@9" OC, TRANSVERSE,T&B
6 1/2" 14' - 0" 6 1/2"
TYP1' - 6"
3' -
6"
8"
3' -
6"
2' - 6 1/2" 5' - 0" 5' - 0" 2' - 6 1/2"
TOC EL 5046' - 0"
#5@12" OC, LONG, BOT
S120
3#5@6" OC, LONG, TOP
(5) #5 LONG EF
DECK SLAB
#5X @ 6"
8
#5X @ 6"
8
#5X @ 6"8
NOTE: PRECAST GIRDER NOT SHOWN FOR CLARITY
CDOT TYPE 7 JERSEY BARRIER SEE NOTE 4
1" DIAMETER DRAIN HOLES AT 6'-0"
DECK SLAB
(3) #6 VERT ((2) #6 AT SIM)
8"
1/2
"
#6 @12" W/ 90 AND 180 DEGREE HOOKS AS SHOWN
WALL REINFORCING SEE SECTION B THIS SHEET
DECK SLAB
SQUARE
1' - 4"
JERSEY BARRIER
(8) #6 VERT
#3 TIES AT 12" EXCEPT 3@2" AT TOP
LIGHT POLE PEDESTAL, COORDINATE LOCATION WITH ELECTRICAL
NOTE: TOC ELEVATION TO MATCH TOP OF JERSEY BARRIER ELEVATION
Scale
For
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Mill
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rs
date detailed
checkeddesigned
ofsheet sheets
project contract
rev.drawing
file
no. date descriptionby ckd
1 1312111098765432
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019 B
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CITY OF THORNTONEAST RAW WATER PUMP STATION
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FS120
105931
WET WELL ACCESS BRIDGE
JULY 2019
B. KIELTY A. HUNDLEY
B. KIELTY
SCALE IN FEET
0 2' 4' 6'
PRECAST BRIDGE
SCALE IN FEET
0 1' 2' 4'S120
SECTION B
SCALE IN FEET
0 1' 2' 4'S100
SECTION C
SCALE IN FEET
0 2' 4' 6'S120
SECTION D
43 76
NO
RT
H
A 11/16/18 BK AH ISSUED FOR 50%REVIEW
B 4/30/19 BK AH ISSUED FOR 95%DESIGN REVIEW
C 7/26/19 BK AH ISSUED FORBIDDING
D 7/31/19 BK AH ISSUED FOR PERMITREVIEW
F 4/3/20 JZ AH ADDENDUM NO. 5
SCALE IN FEET
0 1' 2' 3'S120
DETAIL 3
SCALE IN FEET
0 1' 2' 3'S120
DETAIL 4
F
SCALE IN FEET
0 1' 2' 3'
DETAIL 5
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1 1312111098765432
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ckd
JULY 2019
CITY OF THORNTON
105931
85
COOLEY EAST PUMP STATION
Z:\CLIENTS\WTR\THORNTONCO\105931_COOLEYEAST\DESIGN\CADD\ELEC\PROD_DWGS\105931I003.DWG 4/1/2020 6:53 PM MEJOHNSON
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I003 F85
105931I003.dwg
2019
PIPING AND INSTRUMENTATION
DIAGRAM I
MEJ CAB11/16/18
ISSUED FOR 50%
REVIEW
A
MEJ CAB ISSUED FOR 95%
REVIEW
B4/30/19
JYR
001
SY
001
LOR
001
480V
SWBD1
VFD
LOR
001
TSH
001
LSH
001
DI DI
JYO
011
JYC
011
LOR
011
ZSO
011
ZSC
011
XA
011
480V
SWBD1
M
DIDIRORODIDI
OP
EN
ED
CLO
SE
D
CLO
SE
OP
EN
RE
MO
TE
ALA
RM
CEP-SG-011
SLIDE GATE #1
LE
AK
HI T
EM
P
DI
RU
NN
IN
G
RO
RU
N
AO
SP
EE
D
AI
FD
BK
DI
RE
MO
TE
DI
FA
IL
CEP-SP-001
PUMP #1
FIT
051
FE
051
120V
PLC
PANEL
DIAI
FQI
051
PIT
071
AIR RECEIVER
M
AI
LIT
060
24V
PLC PANEL
RS485
1/2" OD,
0.049 WALL
316 SS
TUBING
ZSR ST XA
001 001 001
WETWELL
AI
JYR
002
SY
002
LOR
002
480V
SWBD1
VFD
LOR
002
TSH
002
LSH
002
DI DI
LE
AK
HI T
EM
P
DI
RU
NN
IN
G
RO
RU
N
AO
SP
EE
D
AI
FD
BK
DI
RE
MO
TE
DI
FA
IL
CEP-SP-002
PUMP #2
ZSR ST XA
002 002 002
JYO
012
JYC
012
LOR
012
ZSO
012
ZSC
012
XA
012
480V
SWBD1
M
DIDIRORODIDI
OP
EN
ED
CLO
SE
D
CL
OS
E
OP
EN
RE
MO
TE
ALA
RM
CEP-SG-012
SLIDE GATE #2
JYO
013
JYC
013
LOR
013
ZSO
013
ZSC
013
XA
013
480V
SWBD1
M
DIDIRORODIDI
OP
EN
ED
CL
OS
ED
CL
OS
E
OP
EN
RE
MO
TE
ALA
RM
CEP-SG-013
SLIDE GATE #3
PIT
072
WE
T W
ELL
LE
VE
L
RE
SE
VIO
R
LE
VE
L
1/2" OD,
0.049 WALL
316 SS
TUBING
RUN TUBING
DOWN TO EL
5015'
RUN TUBING
DOWN TO EL
5007'
480V
SWBD1
INLET SCREEN #1
FROM RESERVOIR
INLET SCREEN #2
FROM RESERVOIR
INLET SCREEN #3
FROM RESERVOIR
TIC
001
LAH
001
TIC
002
LAH
002
PU
LS
E
IN
PU
T
SWBD-1
SWBD-1
SWBD-1
KEYED NOTES:
DISCHARGE PRESSURE TRANSMITTERS ARE WIRED BACK TO VFDS
IN SWBD-1 AND THEN COMMUNICATED TO SCADA THROUGH COMM.
WET WELL LEVEL RANGE: 5038-5007
RESERVOIR LEVEL RANGE: 5046-5015
VFDS ARE PROGRAMMED TO TRIP BASED ON HIGH PUMP DISCHARGE
PRESSURE.
AIR
COMPRESSOR
DRAIN
LSL
013
LSL
012
LSL
011
SP: 5046 - 5032
SP: 5032 - 5022
SP: 5022 - 5013
FIC
001
A
OPERATOR ENTERED
FLOW SETPOINT
3-5 MGD
1
2
1
2
AI
WE
T W
ELL
LE
VE
L
AI
WE
T W
ELL
LE
VE
L
LAL
060
LALL
060
FSL
050
&
FAL
050
OR
A
B
A
B
PIT
073
PIT
071
PIT
072
FE
052
120V
PLC
PANEL
M
FIT
052
DIAI
FQI
052
PU
LS
E
IN
PU
T
FSL
050
&
FAL
050
OR
A
B
LSH
003
DI
LO
W LE
VE
L
MEJ CAB7/26/19
ISSUED FOR BIDDINGC
MEJ CAB7/31/19
ISSUED FOR PERMIT
REVIEW
D
Cooley West
Reservoir Flow
South Platte
River Flow
MEJ VKP3/16/20
ISSUED FOR
ADDENDUM 4
E
E
PI
072
PI
071
PSH
072
PSH
071
3
3
1
3
MEJ VKP4/1/20
ISSUED FOR
ADDENDUM 5
F
