HomeMy WebLinkAboutMONTAVA PHASE G AND IRRIGATION POND - BDR210013 - SUBMITTAL DOCUMENTS - ROUND 7 - SUPPORTING DOCUMENTATION (4)City of Fort Collins, Colorado
UTILITY PLAN APPROVAL
APPROVED:
City Engineer,
APPROVED:
Water & Wastewater Utility,
APPROVED:
Stormwater Utility,
APPROVED:
Park Planning and Development,
APPROVED:
Traffic Operations,
APPROVED:
Environmental Planner,Approved Sheets Date
Approved Sheets Date
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WATERTRONICS
SECTION B-B SECTION A-A SECTION C-C
SPLITTER STRUCTURE DETAIL
(SEE STRUCTURAL PLANS SHEETS 36-37(S7-S8))
SECTION B-B
SECTION A-A
NON-POT POND OUTLET DETAIL
N.T.S.
TRAFFIC BOLLARD DETAIL
NTS
Montava - West
Vault Elevations & Pump Rates
Well Name Finished
Grade at Vault Top of Vault
Portner Well:
No. 1 5011.12 5011.62
Portner Well:
No. 2 5010.92 5011.42
Kluver PS 1:
Well No. 1 5003.49 5003.99
Kluver PS 1:
Well No. 2 5003.20 5003.70
MONTAVA
WEST POND
WELL
5004.00 5004.50
c Dale F. Jones,
PROJECT:
SCALE:
SHEET
U.N.O.
#2935
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THIS DRAWING IS INTENDED TO
BE PRINTED ON 24" x 36" PAPER
DALE F. JONES,
STRUCTURAL ENGINEER, Inc.
3250 SEDGWICK CIRCLE
LOVELAND, CO 80538
(970) 568-2919 mobile
djones@dfjse.com
State of Colorado License
Professional Engineer #32364
32364
F.ELAD S
E
N
OJ
ODAROLOC D
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S
N
ECIL
RP
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F
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SIONA L E N GINEE
S
Structural Engineer, Inc., 2023
ISSUED AS:
DRAWING
DATES
** PRELIMINARY **
NOT FOR CONSTRUCTION
PRELIMINARY -
NOT FOR
CONSTRUCTION
9/26/2023
REVISIONS
DRAWING
DATES
** PRELIMINARY **
NOT FOR CONSTRUCTION
TYPICAL HORIZONTAL REINFORCING LAPS AT WALL CORNERS
3
GENERAL NOTES
THESE DRAWINGS ARE FOR THE STRUCTURAL DESIGN OF THE WET WELL, INTAKE PIPE SUPPORTS, SPLITTER
STRUCTURE AND TWO HEADWALLS. OTHER STRUCTURAL ELEMENTS OF THE OVERALL PROJECT, SUCH AS THE
BUILDINGS AND BUILDING FOUNDATIONS, ARE TO BE DESIGNED BY, AND ARE THE RESPONSIBILITY OF OTHERS.
THE CONTRACTOR SHALL MAINTAIN A COPY OF THE APPROVED (BY THE GOVERNING AGENCY) DRAWINGS AND
SPECIFICATIONS AT THE JOB SITE. THESE APPROVED DOCUMENTS SHALL GOVERN OVER ALL OTHER ISSUED
DOCUMENTS.
ALL WORK SHALL BE IN CONFORMANCE WITH THE CONTRACT DOCUMENTS, THE 2021 EDITION OF THE INTERNATIONAL
BUILDING CODE AND ALL LOCAL BUILDING ORDINANCES.
THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS, ELEVATIONS AND EXISTING CONDITIONS AT THE JOB SITE.
THE CONTRACTOR SHALL CONTACT THE STRUCTURAL ENGINEER WHERE EXISTING CONDITIONS REQUIRE CONSTRUCTION
DIFFERENT FROM THAT SHOWN ON THE PLANS.
THE CONTRACTOR IS SOLELY RESPONSIBLE FOR THE EXCAVATION PROCEDURES AND DESIGNING AND PROVIDING ALL
BRACING AND SHORING AS REQUIRED FOR PROTECTION OF LIFE AND PROPERTY DURING CONSTRUCTION.
THE CONTRACTOR IS RESPONSIBLE FOR ALL METHODS AND MEANS OF CONSTRUCTION AS WELL AS ALL JOB SITE
SAFETY AND HEALTH PRECAUTIONS.
THE CONTRACTOR IS RESPONSIBLE FOR DESIGN AND INSTALLATION OF ANY DEWATERING REQUIRED DURING
CONSTRUCTION.
THE CONTRACTOR IS RESPONSIBLE FOR ALL COORDINATION WITH ADJACENT PROPERTY OWNERS, UTILITY COMPANIES,
AND DITCH COMPANIES TO GAIN ACCESS TO THE SITE.
DESIGN CRITERIA
THE STRUCTURES HAVE BEEN DESIGNED FOR THE FOLLOWING LOADINGS:
BUILDING CODE ....................................................................................... 2021 INTERNATIONAL BUILDING CODE
DESIGN OF REINFORCED CONCRETE .................................... ACI 350
RISK CATEGORY ..................................................................................... II
SEISMIC IMPORTANCE FACTOR (Ie) ........................................ 1.00
MAPPED SPECTRAL RESPONSE ACCELERATIONS ....... Ss = 0.186, S1 = 0.055
SEISMIC SITE CLASS ......................................................................... SEISMIC SITE CLASS D
SEISMIC SPECTRAL RESPONSE COEFFICIENTS ........... Sds = 0.199, Sd1 = 0.088
SEISMIC DESIGN CATEGORY ........................................................ SDC B
FOUNDATIONS
THE CONTRACTOR SHALL OBTAIN A COPY OF THE PROJECT GEOTECHNICAL REPORT, DATED MAY 20, 2022,
AND SUBSEQUENT RECOMMENDATIONS BY EARTH ENGINEERING CONSULTANTS (EEC) OF WINDSOR, COLORADO
AND BECOME FAMILIAR WITH THE REQUIREMENTS CONTAINED THEREIN. ALL GRADING, EXCAVATION, FILLS
(INCLUDING BACKFILLS), DRAINAGE AND FOUNDATION CONSTRUCTION SHALL BE DONE IN ACCORDANCE WITH THE
PROJECT GEOTECHNICAL REPORT AND UNDER THE OBSERVATION OF THE GEOTECHNICAL ENGINEER.
PER THE PROJECT GEOTECHNICAL RECOMMENDATIONS, THE FOLLOWING VALUES WERE USED FOR FOUNDATION DESIGN:
WET WELLS AND SPLITTER STRUCTURE AT-REST HORIZONTAL SOIL PRESSURE ON WALLS:
64 PCF ABOVE GROUNDWATER ELEVATION
102 PCF BELOW GROUNDWATER ELEVATION
WET WELLS ALLOWABLE SOIL BEARING PRESSURE:
3,000 POUNDS PER SQUARE FOOT (3'-0" OF IMPORTED FILL BELOW BASE SLABS)
SPLITTER STRUCTURE ALLOWABLE SOIL BEARING PRESSURE:
2,500 POUNDS PER SQUARE FOOT (3'-0" OF IMPORTED FILL BELOW BASE SLABS)
INTAKE PIPE SUPPORTS AND HEADWALLS AT REST HORIZONTAL SOIL PRESSURE:
58 PCF ABOVE GROUNDWATER ELEVATION (IMPORTED MEDIUM DENSE GRANULAR BACKFILL)
96 PCF BELOW GROUNDWATER ELEVATION (IMPORTED MEDIUM DENSE GRANULAR BACKFILL)
INTAKE PIPE SUPPORTS AND HEADWALLS ALLOWABLE SOIL BEARING PRESSURE:
2,500 POUNDS PER SQUARE FOOT (2'-0" OF IMPORTED FILL BELOW BASE SLAB/FOOTING)
TO ACCOUNT FOR THE ADDITIONAL HORIZONTAL SOIL PRESSURE ON THE WET WELLS FROM THE BUILDING
FOUNDATIONS AS WELL AS VEHICLE AND STORAGE LOADINGS INSIDE THE BUILDING, THE WET WELLS WERE DESIGNED
FOR SURCHARGE LOADING EQUIVALENT TO AN ADDITIONAL THREE FEET OF SOIL.
TO ACCOUNT FOR THE ADDITIONAL HORIZONTAL SOIL PRESSURE ON THE SPLITTER STRUCTURE AND HEADWALLS FROM
POTENTIAL ADJACENT LIGHT VEHICLE LOADINGS, THESE STRUCTURES WERE DESIGNED FOR A SURCHARGE LOADING
EQUIVALENT TO AN ADDITIONAL FOOT OF SOIL.
REINFORCING FOR CONCRETE WORK
THE PLACING AND SUPPORTING OF REINFORCING SHALL BE IN ACCORDANCE WITH ACI 350.5-12 AND THE LATEST
EDITION OF "CRSI RECOMMENDED PRACTICE FOR PLACING REINFORCING BARS".
ALL REINFORCING BARS AT THE WET WELLS, INTAKE PIPE SUPPORTS, SPLITTER STRUCTURE, AND HEADWALLS SHALL
BE EPOXY COATED.
REINFORCING BARS SHALL CONFORM TO ASTM A615, GRADE 60.
EPOXY COATED REINFORCING BARS SHALL CONFORM TO ASTM A775.
FABRICATION AND HANDLING OF EPOXY COATED REINFORCING BARS SHALL BE IN ACCORDANCE WITH ASTM D3963.
SEE DETAIL 1/S1 FOR TYPICAL REINFORCING BAR BEND DIAMETERS.
SEE DETAIL 2/S1 FOR STANDARD HOOKS.
SEE DETAIL 3/S1 FOR TYPICAL CONDITION AT CORNERS, U.N.O.
BASE SLAB OR FOOTING "L" BARS SHALL BE TIED IN PLACE PRIOR TO PLACEMENT OF CONCRETE. DO NOT WET-SET.
DO NOT BEND OR STRAIGHTEN REINFORCEMENT EMBEDDED IN CAST CONCRETE WITHOUT PRIOR APPROVAL OF THE
STRUCTURAL ENGINEER.
MINIMUM CLEAR DISTANCE BETWEEN REINFORCING BARS SHALL BE ONE & ONE-HALF TIMES THE BAR DIAMETER, BUT
NOT LESS THAN ONE & ONE-HALF INCH.
PROVIDE THE FOLLOWING CLEAR DISTANCES BETWEEN THE REINFORCING AND THE FORMWORK U.N.O.:
3" .............................................................................. CONCRETE CAST AGAINST EARTH
2 1/2" (2" STRICT MINIMUM) ............... FORMED CONCRETE
THE CONTRACTOR SHALL SUBMIT REINFORCING STEEL PLACING DRAWINGS (PRIOR TO FABRICATION) TO THE
STRUCTURAL ENGINEER FOR REVIEW FOR CONFORMANCE WITH THE DESIGN DRAWINGS.
THE DESIGN DRAWINGS SHALL GOVERN OVER PLACING DRAWINGS IN ALL CASES UNLESS MODIFICATIONS ARE
APPROVED IN WRITING BY THE STRUCTURAL ENGINEER.
ABBREVIATIONS
ADD'L ......... ADDITIONAL
ACI .............. AMERICAN CONCRETE INSTITUTE
ASTM ......... AMERICAN SOCIETY FOR TESTING AND MATERIALS
B.O. .............. BOTTOM OF
DIA. ............. DIAMETER
EA. ............... EACH
EXIST'G .... EXISTING
F.O. .............. FACE OF
Fy ................. YIELD STRESS
GALV. ......... GALVANIZED
H.D. .............. HOT-DIPPED
KSI .............. KIPS PER SQUARE INCH
IBC .............. INTERNATIONAL BUILDING CODE
MIN. ............. MINIMUM
MAX. ........... MAXIMUM
o/c ............... ON CENTER
PSI ............... POUNDS PER SQUARE INCH
PSF ............. POUNDS PER SQUARE FOOT
REINF. ....... REINFORCEMENT
REQ'D ......... REQUIRED
T.O. .............. TOP OF
TYP. ............ TYPICAL
U.N.O. .......... UNLESS NOTED OTHERWISE
w/ ................. WITH
NOT TO SCALE
S1
GENERAL
STRUCTURAL
NOTES &
TYPICAL
DETAILS
WATER STOPS AT CONCRETE CONSTRUCTION JOINTS
WATER STOPS SHALL BE SIKA GREENSTREAK FLAT RIBBED, PVC, WITHOUT CENTER BULB OR TEAR WEB.
MODEL NUMBER SHALL BE #679 (6") AT WET WELLS AND #781 (4") AT SPLITTER STRUCTURE AND HEADWALLS.
IF CONTRACTOR DESIRES TO USE ALTERNATE PRODUCTS, THEY SHALL BE SUBMITTED TO ENGINEER PRIOR TO USE.
WATERSTOPS SHALL BE INSTALLED IN THE LOCATIONS SPECIFIED ON THE DETAILS.
WATERSTOPS SHALL BE SPLICED BY HEAT WELDING PER THE MANUFACTURER'S RECOMMENDATIONS AT ALL SPLICES
AND CORNERS FOR A CONTINUOUS SEAL. WATERSTOPS SHALL NOT BE LAP SPLICED.
BEND DIAMETERS AT REINFORCING STEELINSIDEBEND DIAMETERMINIMUM INSIDE BEND DIAMETER TO BE AS FOLLOWS:
6 BAR DIAMETERS FOR #3 THROUGH #8 BARS
(EXCEPT FOR STIRRUPS AND TIES)
4 BAR DIAMETERS FOR #3, #4 AND #5 TIES AND STIRRUPS
BAR DIAMETER
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CONCRETE WORK
ALL CONCRETE WORK SHALL CONFORM TO ACI 350.5-12.
CONCRETE SHALL CONFORM TO THE FOLLOWING CRITERIA:
AGGREGATE SHALL CONFORM TO ASTM C33 AND SHALL BE NON-ALKALI-SILICA REACTIVE.
CEMENT SHALL BE PORTLAND, TYPE V, ASTM C150 (HIGH SULFATE RESISTANCE).
FLYASH SHALL CONFORM TO ASTM C618.
AIR-ENTRAINING ADMIXTURES SHALL CONFORM TO ASTM C260.
OTHER ADMIXTURES SHALL CONFORM TO ASTM C494.
DO NOT USE ADMIXTURES CONTAINING CALCIUM CHLORIDE.
MIXING WATER SHALL BE POTABLE.
MIX SHALL BE TRANSIT MIX AS PER ASTM C94.
NO ALUMINUM ITEMS SHALL BE EMBEDDED IN ANY CONCRETE.
CONCRETE SHALL BE PROPORTIONED, MIXED, DELIVERED, PLACED & CURED IN ACCORDANCE w/ ACI 350.
CONCRETE FOR BASE SLAB AND FOOTINGS SHALL BE PLACED IN ONE CONTINUOUS OPERATION.
CONCRETE FOR THE WALLS SHALL BE PLACED IN A CONTINUOUS OPERATION WITHOUT ANY CONSTRUCTION JOINTS.
EXPOSED OUTSIDE CONCRETE CORNERS OF THE WALLS, EXCEPT AT THE TOP OF THE WET WELLS, SHALL BE CHAMFERED 3/4".
CONCRETE SHALL CONFORM TO:
MINIMUM OF 560 POUNDS OF CEMENTITIOUS MATERIAL (CEMENT AND FLYASH) PER CUBIC YARD OF CONCRETE
A MINIMUM 20 PERCENT (BY WEIGHT) SUBSTITUTION OF FLYASH SHALL BE USED
5,000 PSI CONCRETE STRENGTH AT 28 DAYS
0.40 MAXIMUM WATER/CEMENTITIOUS RATIO (INCLUDING POZZOLANS)
3/4" MINIMUM, 1" MAXIMUM AGGREGATE SIZE
6% AIR CONTENT (DELIVERED AIR CONTENT SHALL BE +/- 1 1/2%)
THE CONCRETE MIX DESIGN REQUIREMENTS SPECIFIED ABOVE ARE INTENDED TO PROVIDE RESISTANCE TO
THE SEVERE SULFATE EXPOSURE NOTED IN THE GEOTECHNICAL REPORT AND TO LIMIT CONCRETE SHRINKAGE.
THE CONTRACTOR SHALL SUBMIT TO THE STRUCTURAL ENGINEER FOR REVIEW, A PROPOSED CONCRETE MIX DESIGN WHICH MEETS
THE ABOVE CRITERIA AND PROVIDES THE REQUIRED WORKABILITY FOR PROPER PLACEMENT AND CONSOLIDATION OF THE
CONCRETE. TO ACHIEVE THE SLUMP REQUIRED FOR WORKABILITY AND CONSOLIDATION, WATER REDUCING AND/OR PLASTICIZING
ADMIXTURES MAY BE PROPOSED PROVIDED THEY HAVE BEEN SHOWN NOT TO INCREASE CONCRETE SHRINKAGE OR DECREASE
SULFATE RESISTANCE.
SEE "CONCRETE TESTING REQUIRED BY AN INDEPENDENT AGENCY" NOTES BELOW FOR FIELD TESTING OF AIR CONTENT
AND SAMPLING AND TESTING OF CONCRETE FOR STRENGTH.
NO ADDITIONAL WATER SHALL BE ADDED TO THE CONCRETE MIX BEYOND WHAT IS ALLOWED FOR IN THE CONCRETE MIX DESIGN
SUBMITTED TO THE STRUCTURAL ENGINEER.
TIE "L" BAR IN
2 PLACES AT BOTTOM
TIE TOP OF "L" BAR TO
TEMPORARY HORIZONTAL
SPACER BAR
TYPICAL "L" BAR,
SEE OTHER DETAILS
FOR SIZES & LENGTHS
"L" BARS SHALL NOT BE "WET-SET" AND SHALL BE TIED IN PLACE
AS SHOWN ABOVE PRIOR TO PLACEMENT OF CONCRETE.
DO NOT DISTURB PLACEMENT OF "L" BARS AFTER CONCRETE PLACEMENT.
TYPICAL BASE SLAB AND FOOTING "L" BARS
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WELL WELL LADDER, WET WELL COVER PLATES AND INTAKE PIPE SUPPORTS
ALL WELDING SHALL BE IN ACCORDANCE WITH THE MOST RECENT VERSION OF THE "STRUCTURAL WELDING CODE"
BY THE AMERICAN WELDING SOCIETY. WELDING ELECTRODES SHALL BE 70 KSI.
STEEL SHALL CONFORM TO THE FOLLOWING STANDARD U.N.O.:
STRUCTURAL SHAPES .......................................... ASTM A992 (Fy=50 KSI)
ANGLES, BARS & PLATES ................................ ASTM A36
PIPE .................................................................................... ASTM A53
THE WET WELL LADDER, MONTAVA WET WELL COVER PLATE, INTAKE PIPE TEE SUPPORT & INTAKE PIPE SUPPORT
SADDLES SHALL BE HOT-DIPPED GALVANIZED AFTER FABRICATION. ANY FIELD WELDED AREAS OR OTHER AREAS
DISTURBED (CUTS, SCRATCHES, ETC.), SHALL BE COLD GALVANIZED WITH GALVANIZING PAINT IN ACCORDANCE WITH
GALVANIZING PAINT MANUFACTURER'S SPECIFICATIONS.
THE PARKS DEPARTMENT WET WELL COVER SHALL BE PRIMED WITH BARE METAL PRIMER AND PAINTED WITH TWO
COATS OF EXTERIOR PAINT (COLOR TO BE SELECTED BY OWNER). METAL SHALL BE PREPARED AND PRIMER AND
PAINT APPLIED IN ACCORDANCE WITH PRIMER AND PAINT MANUFACTURER'S SPECIFICATIONS.
REINFORCING STEEL INSPECTIONS REQUIRED BY AN INDEPENDENT AGENCY
CONCRETE SHALL NOT BE PLACED UNTIL ANY NOTED DEFICIENCIES HAVE BEEN CORRECTED AND ACCEPTED BY THE INDEPENDENT TESTING
AGENCY. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE INSPECTION PRIOR TO PLACEMENT OF CONCRETE.
OBSERVATION OF THE REINFORCING STEEL AT THE WELL WELL BASE SLABS, SPLITTER STRUCTURE BASE SLAB,
AND HEADWALL FOOTING IS REQUIRED PRIOR TO CONCRETE PLACEMENT.
ALL REINFORCING SHALL BE IN PLACE AT TIME OF OBSERVATION, INCLUDING FOOTING "L" BARS WHICH ARE TO BE TIED IN PLACE.
OBSERVATION OF THE REINFORCING STEEL AT THE WET WELL WALLS, SPLITTER STRUCTURE WALLS, HEADWALLS, AND INTAKE PIPE
SUPPORT WALLS IS REQUIRED PRIOR TO CONCRETE PLACEMENT.
AT THE WET WELLS, SPLITTER STRUCTURE AND HEADWALLS, THE FORM ON ONE SIDE OF THE WALLS SHALL BE IN PLACE BUT THE OTHER
SIDE SHALL BE FULLY OPEN TO ALLOW FOR FULL OBSERVATION OF THE CONDITION OF THE TOP OF THE BASE SLAB, THE WATERSTOP,
AND THE WALL REINFORCING.
CONCRETE TESTING REQUIRED BY AN INDEPENDENT INSPECTION AGENCY
JOBSITE TESTING OF DELIVERED CONCRETE AIR CONTENT IS REQUIRED FOR THE FIRST LOAD OF EACH DAY.
ANY CONCRETE LOAD WHICH FAILS AIR CONTENT SHALL BE FIELD MODIFIED UNTIL ACCEPTANCE IS ACHIEVED. IF FIELD
MODIFICATION OF AIR CONTENT IS REQUIRED FOR THE FIRST LOAD, THE SECOND LOAD SHALL BE TESTED FOR AIR CONTENT.
IF SECOND LOAD REQUIRES MODIFICATION FOR AIR CONTENT, ALL REMAINING LOADS THAT DAY SHALL BE TESTED FOR AIR
CONTENT AND FIELD MODIFIED AS REQUIRED.
THE INDEPENDENT TESTING AGENCY SHALL OBTAIN A SAMPLE FOR COMPRESSION TESTING FROM THE FIRST LOAD OF
EACH DAY'S CONCRETE, AND EVERY THIRD FOLLOWING LOAD (LOAD 1, LOAD 4, LOAD 7, ETC.) UNLESS OTHERWISE DIRECTED
BY THE STRUCTURAL ENGINEER. EACH SAMPLE SHALL CONSIST OF FOUR TEST CYLINDERS WHICH ARE TO BE TESTED
AT 7 DAYS (1 CYLINDER) & 28 DAYS (2 CYLINDERS). THE REMAINING CYLINDER SHALL BE HELD IN CASE ADDITIONAL TESTING IS
REQUIRED.
THE INDEPENDENT INSPECTION AGENCY SHALL SUBMIT TEST RESULTS TO THE OWNER, CONTRACTOR AND ENGINEER.
IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO COORDINATE TESTING WITH THE INDEPENDENT AGENCY.
CONCRETE FORMING
CONCRETE FORMING SHALL CONFORM TO ACI 350.5-12.
THE CONTRACTOR SHALL SUBMIT PROPOSED FORM TIE SYSTEM AND FORM HOLE GROUTING SYSTEM TO STRUCTURAL ENGINEER
FOR REVIEW. THE FORM TIE ASSEMBLIES SHALL LEAVE NO METAL (EXCEPT STAINLESS STEEL) OR ANY OTHER MATERIAL
SUBJECT TO CORROSION OR DEGRADATION WITHIN 1" OF THE FORMED SURFACE OF THE CONCRETE.
TIE HOLES SHALL BE FILLED WITH GROUT PER ACI 350.5-12. TAPERED WALL TIES SHALL NOT BE USED.
CONCRETE PLACEMENT
THE LIFT HEIGHT FOR THE CONCRETE IN THE WET WELL WALLS SHALL ALLOW THE CONCRETE TO BE VIBRATED FOR
THE FULL HEIGHT OF THE LIFT. EACH LIFT SHALL BE VIBRATED FULLY TO COMPLETELY CONSOLIDATE THE CONCRETE AROUND
THE REINFORCING AND TO AVOID HONEYCOMBS AND ROCK POCKETS. THE VIBRATION FOR THE UPPER LIFTS SHALL EXTEND A
MINIMUM OF SIX INCHES INTO THE PREVIOUS LIFT.
CONCRETE FOR THE LOWER 10'-0" OF THE WET WELL WALLS SHALL BE PLACED THROUGH A DROP CHUTE. CONCRETE FOR THE
REMAINDER OF THE WALL MAY BE DROPPED WITHOUT A DROP CHUTE IF THE FALLING CONCRETE IS DIRECTED TO AVOID
OBSTRUCTIONS SUCH AS FORM TIES AND REINFORCING WHICH WOULD CAUSE SEGREGATION OF THE AGGREGATES FROM THE
CONCRETE MIX.
BACKFILL PLACEMENT
BACKFILL MAY BE PLACED AND COMPACTED WHEN THE CONCRETE HAS OBTAINED A COMPRESSIVE STRENGTH OF 4,000 PSI
(80 PERCENT OF 28 DAY STRENGTH).
REPAIR OF SURFACE DEFECTS AT WALLS
AFTER REMOVAL OF WALL FORMS, CLEAN AND REPAIR SURFACE DEFECTS PER ACI 350.5-12.
AT WALLS EXTEND ALL HORIZONTAL BARS
TO 2 1/2" CLEAR FROM FAR FACE OF WALL
(2" STRICT MINIMUM) AND PROVIDE STANDARD HOOKS
STANDARD HOOKS,
SEE 2/S1
1.VERTICAL REINFORCING NOT SHOWN.
STANDARD HOOKS,
SEE 2/S1
1'-6"
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c Dale F. Jones,
PROJECT:
SCALE:
SHEET
U.N.O.
#2935
MO
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THIS DRAWING IS INTENDED TO
BE PRINTED ON 24" x 36" PAPER
DALE F. JONES,
STRUCTURAL ENGINEER, Inc.
3250 SEDGWICK CIRCLE
LOVELAND, CO 80538
(970) 568-2919 mobile
djones@dfjse.com
State of Colorado License
Professional Engineer #32364
32364
F.ELAD S
E
N
OJ
ODAROLOC D
E
S
N
ECIL
RP
R
O
F
E
SIONA L E N GINEE
S
Structural Engineer, Inc., 2023
ISSUED AS:
DRAWING
DATES
** PRELIMINARY **
NOT FOR CONSTRUCTION
PRELIMINARY -
NOT FOR
CONSTRUCTION
9/26/2023
REVISIONS
DRAWING
DATES
** PRELIMINARY **
NOT FOR CONSTRUCTION
1/4" = 1'-0"
WET WELL BASE SLAB PLANS (SCALE:
1
4
" = 1'-0")
1.ALL REINFORCING FOR WET WELL BASE SLAB AND WALLS SHALL BE EPOXY COATED.
2.THE TOP OF THE BASE SLAB SHALL BE FINISHED WITH A TROWEL FINISH.
3.SEE SECTION VIEW FOR BASE SLAB ELEVATIONS.
4.SEE SHEET S1 FOR TYPICAL NOTES AND SPECIFICATIONS.
5.SEE SHEET S1 FOR REINFORCING INSPECTION REQUIRED BY AN INDEPENDENT AGENCY.
7'-6" TO
CENTER OF
PIPE CROSS
13'-0"
CENTER TO CENTER
OF PIPE SUPPORTS
PIPE SADDLE SUPPORT AT
RESERVOIR INTAKE, SEE 1/S5
INTAKE SCREENS NOT SHOWN,
SEE CIVIL DRAWINGS
(1) PIPE TEE SUPPORT
AT RESERVOIR INTAKE,
SEE 1/S5
INTAKE PIPE SUPPORT FOUNDATION PLAN
(SCALE:
1
4
" = 1'-0")
SEE CIVIL DRAWINGS FOR
LENGTH AND LOCATION
OF INTAKE PIPE
NOR
T
H
SEE SECTION VIEWS ON SHEET S5
FOR PIPE SUPPORT ELEVATIONS
NOT TO SCALE, SEE CIVIL DRAWINGS
PIPE SADDLE SUPPORT AT
RESERVOIR INTAKE, SEE 1/S5
IN
T
A
K
E
P
I
P
E
(S
E
E
O
T
H
E
R
D
R
A
W
I
N
G
S
)
,
SE
E
1
/
S
4
F
O
R
R
E
I
N
F
O
R
C
I
N
G
AT
W
A
L
L
P
E
N
E
T
R
A
T
I
O
N
WET WELLS
AND INTAKE
PIPE SUPPORT
PLANS
S2
L 3 x 3 x 1/4 PERIMETER
ANGLE, TYP. 3 SIDES
GUARDRAIL AT ACCESS HATCH,
SEE MANUFACTURER'S LITERATURE
ACCESS HATCH HINGES
ON THIS SIDE
6'-0" CLEAR
BETWEEN WALLS
1'-8"
WALLS
1'-8"
WALLS
9'-4"
OUTSIDE FACES OF WALLS
15
'
-
0
"
C
L
E
A
R
BE
T
W
E
E
N
W
A
L
L
S
1'
-
8
"
WA
L
L
S
1'
-
8
"
WA
L
L
S
18
'
-
4
"
OU
T
S
I
D
E
F
A
C
E
S
O
F
W
A
L
L
S
12'-8" BASE SLAB
1'-8"1'-8"
21
'
-
8
"
B
A
S
E
S
L
A
B
1'
-
8
"
1'
-
8
"
NOR
T
H
TOP OF WET WELL PLANS
(SCALE:
1
4
" = 1'-0")
NOR
T
H
PIPE (SEE OTHER DRAWINGS),
SEE 1/S4 FOR REINFORCING AT WALL PENETRATIONS
PARKS DEPARTMENT WET WELL
PLAN VIEW AT TOP OF PARKS DEPARTMENT WET WELL
SEE DETAIL 3/S1 FOR
WALL REINFORCING
AT CORNERS
TYP.1
S3
4'-
9
"
T
O
CE
N
T
E
R
O
F
IN
T
A
K
E
P
I
P
E
6'-0" CLEAR
BETWEEN WALLS
1'-8"
WALLS
1'-8"
WALLS
9'-4"
OUTSIDE FACES OF WALLS
15
'
-
0
"
C
L
E
A
R
BE
T
W
E
E
N
W
A
L
L
S
1'
-
8
"
WA
L
L
S
1'
-
8
"
WA
L
L
S
18
'
-
4
"
OU
T
S
I
D
E
F
A
C
E
S
O
F
W
A
L
L
S
12'-8" BASE SLAB
1'-8"1'-8"
21
'
-
8
"
B
A
S
E
S
L
A
B
1'
-
8
"
1'
-
8
"
SEE DETAIL 3/S1 FOR
WALL REINFORCING
AT CORNERS
TYP.1
S3
WT 5 x 15
HATCH
OPENING
1'
-
1
0
"
IN
S
I
D
E
F
.
O
.
W
A
L
L
T
O
CE
N
T
E
R
O
F
L
A
D
D
E
R
4'-
1
"
I
N
S
I
D
E
F
.
O
.
W
A
L
L
TO
E
D
G
E
O
F
C
O
V
E
R
P
L
A
T
E
2"
F
R
O
M
I
N
S
I
D
E
F
.
O
.
W
A
L
L
T
O
OU
T
S
I
D
E
E
D
G
E
O
F
P
L
A
T
E
(
3
S
I
D
E
S
)
3'-
7
1
/
2
"
F
R
O
M
IN
S
I
D
E
F
.
O
.
W
A
L
L
T
O
CE
N
T
E
R
O
F
W
T
B
E
A
M
4'-
3
"
O
U
T
T
O
O
U
T
OF
C
O
V
E
R
P
L
A
T
E
PU
M
P
S
K
I
D
,
SE
E
O
T
H
E
R
D
R
A
W
I
N
G
S
6'-4"
OUT TO OUT
OF COVER PLATE
4"
F
R
O
M
IN
S
I
D
E
F
.
O
.
W
A
L
L
TO
E
D
G
E
O
F
O
P
E
N
I
N
G
ACCESS AND ACCESS GUARDRAIL PLAN
PLAN AT TOP OF WET WELL SHOWING COVER PLATE
1
S6
SEE DETAIL 2/S6 FOR CONDITION
AT ENDS OF WT BEAM
GUARDRAIL
GATE,
THIS SIDE
SEE 4/S6 FOR LADDER
SEE DETAIL 3/S6 FOR ACCESS HATCH
AND GUARDRAIL SPECIFICATIONS.
AN
C
H
O
R
A
T
CE
N
T
E
R
O
F
W
A
L
L
SE
E
1
/
S
6
3'-
0
"
CL
E
A
R
3'-2"
CLEAR
WT 5 x 15
3'-
9
"
WT 5 x 15
WT 5 x 15
2
E
Q
U
A
L
S
P
A
C
E
S
CENTER OF 2 PAD EYES
(SEE 3/S6)
CENTER OF WET WELL
3'-
3
"
3'-
3
"
CENTER
OF WT
INSIDE
F.O. WALL
CENTER
OF WT
3'-
9
"
INSIDE
F.O. WALL
6'-4"
OUT TO OUT
OF COVER PLATE
L 3 x 3 x 1/4 PERIMETER
ANGLE, TYP. 4 SIDES
SEE DETAIL 2/S6 FOR CONDITION
AT ENDS OF WT BEAM
2"
F
R
O
M
IN
S
I
D
E
F
.
O
.
W
A
L
L
TO
O
U
T
S
I
D
E
E
D
G
E
O
F
CO
V
E
R
P
L
A
T
E
(
4
S
I
D
E
S
)
1
S6
CENTER OF 2 PAD EYES
(SEE 3/S6)
1.ALL REINFORCING FOR INTAKE PIPE SUPPORTS SHALL BE EPOXY COATED.
2.SEE SHEET S1 FOR TYPICAL NOTES AND SPECIFICATIONS.
3.SEE SHEET S1 FOR REINFORCING INSPECTION REQUIRED BY AN INDEPENDENT AGENCY.
c Dale F. Jones,
PROJECT:
SCALE:
SHEET
U.N.O.
#2935
MO
N
T
A
V
A
NO
N
-
P
O
T
P
U
M
P
S
T
A
T
I
O
N
Fo
r
t
C
o
l
l
i
n
s
,
C
o
l
o
r
a
d
o
THIS DRAWING IS INTENDED TO
BE PRINTED ON 24" x 36" PAPER
DALE F. JONES,
STRUCTURAL ENGINEER, Inc.
3250 SEDGWICK CIRCLE
LOVELAND, CO 80538
(970) 568-2919 mobile
djones@dfjse.com
State of Colorado License
Professional Engineer #32364
32364
F.ELAD S
E
N
OJ
ODAROLOC D
E
S
N
ECIL
RP
R
O
F
E
SIONA L E N GINEE
S
Structural Engineer, Inc., 2023
ISSUED AS:
DRAWING
DATES
** PRELIMINARY **
NOT FOR CONSTRUCTION
PRELIMINARY -
NOT FOR
CONSTRUCTION
9/26/2023
REVISIONS
DRAWING
DATES
** PRELIMINARY **
NOT FOR CONSTRUCTION
3/4" = 1'-0"
S3
WET WELL
SECTION
CLEARANCE FROM THE OUTSIDE FACE OF THE WALL HORIZONTAL BARS,
TO THE FACE OF FORMWORK SHALL BE DETAILED AT 2 1/2",
WITH A STRICT FIELD MINIMUM OF 2" CLEAR.
T.O. WET WELL WALLS (T.O. FUTURE BUILDING SLAB) ELEV. 5003.50'
T.O. WET WELL BASE SLAB ELEV. 4982.00'
B.O. WET WELL BASE SLAB ELEV. 4980.00'
21
'
-
6
"
W
E
T
W
E
L
L
W
A
L
L
S
2'-
0
"
BA
S
E
S
L
A
B
BASE SLAB, SEE PLAN FOR WIDTHS
3'-
0
"
I
M
P
O
R
T
F
I
L
L
,
SE
E
G
E
O
T
E
C
H
N
I
C
A
L
R
E
P
O
R
T
3'-0" MIN., FOUR SIDES
SEE PLAN FOR
CLEAR DISTANCE BETWEEN WALLS 1'-8" WALL THICKNESS1'-8" WALL THICKNESS
1
TYPICAL SECTION THROUGH WET WELLS
SEE CIVIL DRAWINGS
FOR INTAKE PIPE INVERT
IN
T
A
K
E
P
I
P
E
(W
H
E
R
E
O
C
C
U
R
S
,
S
E
E
O
T
H
E
R
D
R
A
W
I
N
G
S
)
SE
E
1
/
S
4
F
O
R
R
E
I
N
F
O
R
C
I
N
G
A
T
W
A
L
L
P
E
N
E
T
R
A
T
I
O
N
S
NATIVE SAND AND GRAVEL MATERIAL OR
AN IMPORTED GRANULAR STRUCTURAL FILL MATERIAL.
THIS LAYER SHALL BE PLACED AND COMPACTED AS
SPECIFIED IN THE GEOTECHNICAL RECOMMENDATIONS.
EXCAVATION AND SHORING:
ALL EXCAVATION PROCEDURES, INCLUDING SHORING REQUIRED FOR
PROTECTION OF LIFE AND PROPERTY, ARE THE RESPONSIBILITY OF THE CONTRACTOR.
DEWATERING PROCEDURES ARE THE RESPONSIBILITY OF THE CONTRACTOR.
TYPICAL REINFORCING NOTES:
ALL REINFORCING FOR THE WET WELL BASE SLAB AND WALLS SHALL BE EPOXY COATED.
SEE NOTES ON SHEET S1.
TYPICAL BASE SLAB NOTES:
THE BASE SLAB SHALL BE PLACED IN ONE MONOLITHIC POUR.
THERE SHALL BE NO SPLICES IN THE BASE SLAB REINFORCING.
3" CLEAR SHALL BE PROVIDED BETWEEN THE REINFORCING AND THE BOTTOM OF THE BASE SLAB.
4" CLEAR SHALL BE PROVIDED BETWEEN THE REINFORCING AND THE TOP OF THE BASE SLAB
TO ALLOW FOR WATERSTOP PLACEMENT.
THE BASE SLAB TOP REINFORCING SHALL BE #6 BARS AT 0'-8" o/c, EACH WAY.
BASE SLAB TOP BARS SHALL HAVE STANDARD HOOKS EACH END.
THE BASE SLAB BOTTOM REINFORCING SHALL BE #7 BARS AT 0'-8" o/c, EACH WAY.
BASE SLAB BOTTOM BARS SHALL HAVE STANDARD HOOKS EACH END.
TYPICAL WALL NOTES:
THE WALLS SHALL BE PLACED IN ONE MONOLITHIC POUR UNLESS APPROVED IN ADVANCE BY THE
STRUCTURAL ENGINEER.
EXCEPT WHERE SHOWN OTHERWISE, THE REINFORCING SHALL BE DETAILED TO PROVIDE A
TYPICAL CLEARANCE OF 2 1/2" FROM REINFORCING TO FACE OF CONCRETE TO ALLOW FOR
TOLERANCE IN BAR PLACEMENT.
AT THE WALLS, A STRICT MINIMUM OF 2" CLEAR SHALL BE PROVIDED BETWEEN THE FACE OF CONCRETE
AND THE REINFORCING.
THE HORIZONTAL WALL REINFORCING SHALL NOT BE SPLICED.
THE VERTICAL WALL REINFORCING SHALL NOT BE SPLICED.
TYPICAL WALL REINFORCING:
OUTSIDE FACE BASE SLAB "L" BARS ..................................... #7 "L" BARS AT 0'-8" o/c
OUTSIDE FACE VERTICAL BARS ............................................ #5 BARS AT 0'-8" o/c
(OUTSIDE VERTICAL "L" BAR SIZE & VERTICAL BAR SIZE DOES NOT MATCH)
INSIDE FACE BASE SLAB "L" BARS ........................................ #5 "L" BARS AT 0'-8" o/c
INSIDE FACE VERTICAL BARS ............................................... #5 BARS AT 0'-8" o/c
OUTSIDE FACE HORIZONTAL BARS ....................................... #7 BARS AT 0'-8" o/c
STANDARD HOOK AT CORNERS, DO NOT SPLICE
INSIDE FACE HORIZONTAL BARS .......................................... #5 BARS AT 0'-8" o/c
STANDARD HOOK AT CORNERS, DO NOT SPLICE
SEE NOTES AT LEFT (THIS DETAIL)
FOR TYP. WALL REINFORCING
TURN "L" BAR HOOKS
TOWARD CENTER OF BASE SLAB
BASE SLAB "L" BARS
EACH FACE OF WALL
(STANDARD HOOKS AT BOTTOM),
SEE NOTES AT LEFT (THIS DETAIL)
FOR "L" BAR SIZE & SPACING
SEE ABOVE RIGHT
FOR WATERSTOP
4"
C
L
E
A
R
T
O
TO
P
R
E
I
N
F
O
R
C
I
N
G
TO
A
L
L
O
W
F
O
R
WA
T
E
R
S
T
O
P
I
N
S
T
A
L
L
A
T
I
O
N
STANDARD 90 DEGREE HOOKS ON ALL BASE SLAB REINFORCING
(TOP & BOTTOM LAYERS)
3" CLEAR TO HOOKS
SEE NOTES AT LEFT (THIS DETAIL)
FOR BASE SLAB REINFORCING
1.DO NOT BEND OR STRAIGHTEN REINFORCEMENT CAST IN CONCRETE WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER.
2.DO NOT WET-SET ANY BARS, INCLUDING BASE SLAB "L" BARS. SEE DETAIL 4/S1.
NOTE: OUTSIDE FACE "L" BAR SIZE DOES NOT
MATCH OUTSIDE FACE VERTICAL REINFORCING SIZE.
SEE NOTES AT LEFT (THIS DETAIL) FOR SIZES.
10" FROM
INSIDE FACE OF WALL
TO CENTER OF WATERSTOP
CONSTRUCTION JOINT AND WATERSTOP AT TOP OF BASE SLAB AT ALL WALLS
PRIOR TO PLACEMENT OF THE WALLS,
THE TOP OF THE BASE SLAB CONCRETE SHALL
BE CLEAN AND FREE OF LAITANCE, AND
THE SURFACE OF THE BASE SLAB SHALL
BE WETTED AND STANDING WATER REMOVED.
TOP OF BASE SLAB
REINFORCING
NOT SHOWN
1.DO NOT BEND OR STRAIGHTEN REINFORCEMENT CAST IN CONCRETE
WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER.
WATERSTOP,
SEE "WATERSTOP" NOTES ON SHEET S1
3"
C
L
E
A
R
EX
T
E
N
D
#
5
"
L
"
B
A
R
S
2'-
6
"
I
N
T
O
W
A
L
L
,
EX
T
E
N
D
#
7
"
L
"
B
A
R
S
3'-
3
"
I
N
T
O
W
A
L
L
T.O. "L" BARS
3 3/8" TO EDGE OF
BASE SLAB "L" BARS
AND VERTICAL WALL BARS
3 3/8" TO EDGE OF
BASE SLAB "L" BARS
AND VERTICAL WALL BARS
1'-8" WALL
NATIVE SAND AND GRAVEL MATERIAL OR AN IMPORTED GRANULAR STRUCTURAL FILL MATERIAL
TROWEL FINISH ON TOP OF WALLS
THE FILL TO BE USED FOR BACKFILLING THE WET WELL EXCAVATIONS SHALL
BE COORDINATED WITH THE BUILDING FOUNDATION AND SLAB REQUIREMENTS,
CONSIDERING BEARING PRESSURE REQUIREMENTS, EXPANSION POTENTIAL, AND
POTENTIAL FILL SETTLEMENT.
c Dale F. Jones,
PROJECT:
SCALE:
SHEET
U.N.O.
#2935
MO
N
T
A
V
A
NO
N
-
P
O
T
P
U
M
P
S
T
A
T
I
O
N
Fo
r
t
C
o
l
l
i
n
s
,
C
o
l
o
r
a
d
o
THIS DRAWING IS INTENDED TO
BE PRINTED ON 24" x 36" PAPER
DALE F. JONES,
STRUCTURAL ENGINEER, Inc.
3250 SEDGWICK CIRCLE
LOVELAND, CO 80538
(970) 568-2919 mobile
djones@dfjse.com
State of Colorado License
Professional Engineer #32364
32364
F.ELAD S
E
N
OJ
ODAROLOC D
E
S
N
ECIL
RP
R
O
F
E
SIONA L E N GINEE
S
Structural Engineer, Inc., 2023
ISSUED AS:
DRAWING
DATES
** PRELIMINARY **
NOT FOR CONSTRUCTION
PRELIMINARY -
NOT FOR
CONSTRUCTION
9/26/2023
REVISIONS
DRAWING
DATES
** PRELIMINARY **
NOT FOR CONSTRUCTION
S4
3/4" = 1'-0"
OPENING SLEEVE,
SEE NOTE AT RIGHT
1. THE ADDITIONAL VERTICAL, HORIZONTAL & CIRCULAR REINFORCING OCCURS AT EACH FACE OF THE WALL.
#6 CIRCULAR BAR EACH FACE OF WALL.
CIRCULAR BARS TO BE INSIDE OF
HORIZONTAL & VERTICAL BARS.
LA
P
2
'
-
9
"
CIRCULAR BARS
1
REINFORCING AT PENETRATIONS IN WET WELL FOR 24" AND 36" PIPES
SLEEVES AND SEALS AT WET WELLS
INSTALL A NON-CORROSIVE (PVC OR STAINLESS STEEL)
SLEEVE IN THE FORMS PRIOR TO CONCRETE PLACEMENT.
THE INSIDE DIAMETER OF THE SLEEVED OPENINGS SHALL
ALLOW PROPER CLEARANCE FOR THE PIPE & SEAL.
VERIFY PIPE OUTSIDE DIAMETERS & SEE SEAL
MANUFACTURER'S RECOMMENDATIONS FOR CLEARANCES
REQUIRED FOR INSTALLATION OF SEALS.
THE SEALS SHALL BE A TRUMBULL INDUSTRIES, INC.
LINK-SEAL, MODEL "S-316", MODULAR SEAL WITH
316 STAINLESS STEEL BOLTS & NUTS.
SEALS SHALL BE SIZED & INSTALLED IN ACCORDANCE
WITH MANUFACTURER'S RECOMMENDATIONS.
TYPICAL BASE SLAB "L" BAR SPACING,
EACH FACE OF WALL
PLAN VIEW OF WET WELL SHOWING
ADDITIONAL REINFORCING AT INLET PIPE OPENING(S)
REDUCED SCALE, TYPICAL REINFORCING NOT SHOWN
#6 VERTICAL BARS
(FOUR TOTAL)
#6 CIRCULAR BAR EACH FACE,
SEE BELOW
ADDITIONAL HORIZONTAL BARS
ABOVE AND BELOW PENETRATION
FOR 36" PIPE, SEE VIEW AT LEFT
(THIS DETAIL) FOR SPACING
#6 VERTICAL BARS (FOUR TOTAL)
#6 CIRCULAR BAR EACH FACE,
SEE BELOW
ADDITIONAL HORIZONTAL BARS
ABOVE AND BELOW PENETRATIONS
FOR 24" PIPE, SEE VIEW AT LEFT
(THIS DETAIL) FOR SPACING
2'-
0
"
BA
S
E
S
L
A
B
O
P
E
N
I
N
G
F
O
R
P
I
P
E
,
D
I
A
M
E
T
E
R
A
S
R
E
Q
'
D
F
O
R
P
I
P
E
&
P
E
R
I
M
E
T
E
R
S
E
A
L
2
"
C
L
E
A
R
T
O
A
L
L
R
E
I
N
F
.
CUT VERTICAL BARS AT PIPE OPENING
CU
T
H
O
R
I
Z
O
N
T
A
L
B
A
R
S
AT
P
I
P
E
O
P
E
N
I
N
G
(B
A
R
S
A
T
0
'
-
8
"
o
/
c
)
(7
)
H
O
R
I
Z
.
B
A
R
S
A
T
4
"
o
/
c
A
B
O
V
E
P
I
P
E
P
E
N
E
T
R
A
T
I
O
N
S
(#
7
B
A
R
S
A
T
O
U
T
S
I
D
E
F
A
C
E
,
#
5
B
A
R
S
A
T
I
N
S
I
D
E
F
A
C
E
)
(3
)
H
O
R
I
Z
.
B
A
R
S
A
T
4
"
o
/
c
B
E
L
O
W
P
I
P
E
P
E
N
E
T
R
A
T
I
O
N
S
(#
7
B
A
R
S
A
T
O
U
T
S
I
D
E
F
A
C
E
,
#
5
B
A
R
S
A
T
I
N
S
I
D
E
F
A
C
E
)
#6 x 8'-0" VERTICAL BAR EACH SIDE OF OPENING,
EACH FACE OF WALL (FOUR BARS TOTAL AT EACH PIPE),
ADDITIONAL BASE SLAB "L" BARS ARE NOT REQUIRED
WET WELL
DETAILS
c Dale F. Jones,
PROJECT:
SCALE:
SHEET
U.N.O.
#2935
MO
N
T
A
V
A
NO
N
-
P
O
T
P
U
M
P
S
T
A
T
I
O
N
Fo
r
t
C
o
l
l
i
n
s
,
C
o
l
o
r
a
d
o
THIS DRAWING IS INTENDED TO
BE PRINTED ON 24" x 36" PAPER
DALE F. JONES,
STRUCTURAL ENGINEER, Inc.
3250 SEDGWICK CIRCLE
LOVELAND, CO 80538
(970) 568-2919 mobile
djones@dfjse.com
State of Colorado License
Professional Engineer #32364
32364
F.ELAD S
E
N
OJ
ODAROLOC D
E
S
N
ECIL
RP
R
O
F
E
SIONA L E N GINEE
S
Structural Engineer, Inc., 2023
ISSUED AS:
DRAWING
DATES
** PRELIMINARY **
NOT FOR CONSTRUCTION
PRELIMINARY -
NOT FOR
CONSTRUCTION
9/26/2023
REVISIONS
DRAWING
DATES
** PRELIMINARY **
NOT FOR CONSTRUCTION
S5
3/4" = 1'-0"
INTAKE PIPE
SUPPORT
DETAILS
1
PIPE SUPPORTS AT RESERVOIR INTAKE - LOOKING WEST
END VIEW OF TYPICAL PIPE SADDLE SUPPORTS
PIPE, SEE OTHER
DRAWINGS
T.O. CONCRETE ELEV. 4982.67,
VERIFY w/ SADDLE DESIGN
PIPE INVERT ELEV. 4983.67,
VERIFY w/ CIVIL DRAWINGS
B.O. FOOTING 4979.00
3'-0"3'-0"
3'-6"3'-6"
6"6"
7'-0" FOOTING
1'
-
0
"
FO
O
T
I
N
G
3"
CL
E
A
R
REMOVABLE STRAP PLATE OVER PIPE
BOLTS FOR REMOVABLE STRAP
PIPE SADDLES AND ANCHORAGE
TO CONCRETE TO BE DESIGNED
BY SADDLE MANUFACTURER,
SEE NOTES ABOVE
PIPE SADDLES AND ATTACHMENTS TO THE CONCRETE
SHALL BE DESIGNED (BY MANUFACTURER) FOR 6,000 POUNDS UPLIFT.
PIPE SADDLES AND ATTACHMENTS SHALL BE HOT-DIPPED GALVANIZED.
THE ANCHORS SHALL ALLOW REMOVAL OF THE SADDLES WITHOUT
REMOVAL OF THE ANCHORS (REMOVABLE NUTS ON TOP OF ANCHORS).
PI
P
E
,
SE
E
O
T
H
E
R
DR
A
W
I
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G
S
22'-0" MIN. PIPE LENGTH WITHOUT SPLICE
7'-6" FROM
CENTER OF PIPE SADDLE SUPPORT
TO CENTER OF PIPE TEE SUPPORT
13'-0", CENTER TO CENTER OF PIPE SADDLE SUPPORTS
SIDE VIEW OF PIPE SUPPORTS
4'-6" FOOTING
2'-3"
3'-
0
"
M
I
N
.
FR
O
S
T
D
E
P
T
H
1'-0"
1'
-
0
"
FO
O
T
I
N
G
FOOTING REINFORCING,
(9) #6 BARS IN SHORT DIRECTION
(5) #6 BARS IN LONG DIRECTION
2 1/2" CLEAR, SIDES, TOP & ENDS
#6 BARS AT 0'-11" o/c w/
STANDARD HOOKS EACH END
T.O. CONCRETE ELEV. 4982.67,
VERIFY w/ SADDLE DESIGN
SEE OTHER PIPE SUPPORT
FOR DETAILS
PIPE SADDLE
PIPE INVERT ELEV. 4983.67,
VERIFY w/ CIVIL DRAWINGS
PLAN VIEW OF WARPED BEARING PLATE
SIDE VIEW OF WARPED BEARING PLATE
LOOKING TOWARD PUMP STATION
1/2" THICK x 1'-4" SQUARE PLATE
CENTER OF PIPE TEE,
WARPED PLATE & VERTICAL PIPE
WARP PLATE TO THE CONTOUR OF
THE UNDERSIDE OF PIPE TEE
1/2" THICK x 1'-4" SQUARE PLATE
4'-0" SQUARE FOOTING
3'-
0
"
M
I
N
.
FR
O
S
T
D
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P
T
H
1'
-
0
"
FO
O
T
I
N
G
FOOTING REINFORCING,
FIVE #6 BARS, EACH WAY
3"
CL
E
A
R
T.O. CONCRETE, MATCH ELEV. OF THE TYP. PIPE SADDLE SUPPORTS
B.O. FOOTINGS 4979.00
4" STANDARD PIPE (SCHEDULE 40)
WARPED BEARING PLATE,
SEE ABOVE
1/4
TOP & BOTTOM
OF PIPE
1/2" THICK x 1'-0" SQUARE BASE PLATE WITH
FOUR 7/8" DIA. HOLES AT 0'-8" o/c EACH WAY
THE PIPE SUPPORT ASSEMBLY SHALL
BE H.D. GALV. AFTER FABRICATION
1'-6" SQUARE CONCRETE COLUMN
2 1/2" CLEAR, ALL SIDES
CENTER OF PIPE TEE, PIPE SUPPORT,
CONCRETE COLUMN AND FOOTING, EACH WAY
CLOSED TIES
90 DEGREE HOOKS
w/ 3" EXTENSIONS
1'-1" SQUARE (OUTSIDE)
END VIEW OF SUPPORT FOR PIPE TEE
REDUCER,
SEE CIVIL
DRAWINGS
SUCTION SCREEN BEYOND, SEE CIVIL DRAWINGS
SUPPORT FOR PIPE TEE, SEE END VIEW ABOVE
SEE CIVIL DRAWINGS FOR INTAKE SCREENS, PIPE SPOOLS,
PIPE TEE, PIPE REDUCER & FLANGE CONNECTIONS
(SHOWN ON STRUCTURAL PLANS FOR REFERENCE ONLY)
SEE OTHER DRAWINGS FOR
PIPE, PIPE BEDDING AND
PIPE JOINT SPECIFICATIONS
PIPE SADDLE
PIPE SPOOL,
SEE CIVIL
DRAWINGS
SEE CIVIL DRAWINGS FOR INTAKE SCREENS, PIPE SPOOLS,
PIPE TEE, PIPE REDUCER & FLANGE CONNECTIONS
(SHOWN ON STRUCTURAL PLANS FOR REFERENCE ONLY)
3'-
0
"
M
I
N
.
FR
O
S
T
D
E
P
T
H
B.O. RESERVOIR ELEV. 4982.00
B.O. FOOTINGS 4979.00
2'-3"
1'-0"
4'-0" SQUARE FOOTING
(4) 3/4" DIA. H.D. GALVANIZED
ASTM F1554, GRADE 36 THREADED RODS,
EMBEDDED 0'-10" INTO CONCRETE w/
SIMPSON SET-XP EPOXY ADHESIVE
B.O. RESERVOIR ELEV. 4982.00
#6 HORIZONTAL BARS AT 0'-9" o/c,
EACH FACE
(4) #6 VERTICAL BARS w/ STANDARD HOOKS AT BOTTOM
#4 CLOSED TIES AT 0'-8" o/c, TWO TIES IN TOP 5"
WARPED BEARING PLATE, SEE ABOVE
PIPE TEE, SEE CIVIL DRAWINGS
WARP PLATE UP AT 2 CORNERS
SIDE VIEW OF WARPED BEARING PLATE
LOOKING AWAY FROM PUMP STATION
1/2" THICK x 1'-4" SQUARE PLATE
2'-0" (ALL SIDES)
2'-0" LAYER OF IMPORTED GRANULAR
STRUCTURAL FILL PLACED AND
COMPACTED IN ACCORDANCE WITH THE
GEOTECHNICAL RECOMMENDATIONS
2'-
0
"
c Dale F. Jones,
PROJECT:
SCALE:
SHEET
U.N.O.
#2935
MO
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THIS DRAWING IS INTENDED TO
BE PRINTED ON 24" x 36" PAPER
DALE F. JONES,
STRUCTURAL ENGINEER, Inc.
3250 SEDGWICK CIRCLE
LOVELAND, CO 80538
(970) 568-2919 mobile
djones@dfjse.com
State of Colorado License
Professional Engineer #32364
32364
F.ELAD S
E
N
OJ
ODAROLOC D
E
S
N
ECIL
RP
R
O
F
E
SIONA L E N GINEE
S
Structural Engineer, Inc., 2023
ISSUED AS:
DRAWING
DATES
** PRELIMINARY **
NOT FOR CONSTRUCTION
PRELIMINARY -
NOT FOR
CONSTRUCTION
9/26/2023
REVISIONS
DRAWING
DATES
** PRELIMINARY **
NOT FOR CONSTRUCTION
S6
3/4" = 1'-0"
WET WELL
COVER PLATE
AND LADDER
DETAILS
5/16" x 3" BENT BAR w/
11/16" DIA. HOLE FOR ANCHOR
1" DIAMETER STEEL RUNGS,
COATED WITH SLIP RESISTANT MATERIAL TO
PREVENT SLIPPAGE PER OSHA 1926.1053 (a) (6) (i)
FACE OF
WET WELL WALL
FI
E
L
D
M
E
A
S
U
R
E
T.O. CONCRETE SLAB
EQ
U
A
L
L
Y
S
P
A
C
E
L
A
D
D
E
R
R
U
N
G
S
(
+
/
-
3
/
8
"
)
,
SP
A
C
I
N
G
T
O
B
E
1
0
"
M
I
N
I
M
U
M
,
1
4
"
M
A
X
I
M
U
M
1'-11 3/4" CLEAR
1/
4
"
PLAN VIEW OF LADDER
3/16
TYP.
1/2" x 2 1/2"
BAR SIDE
RAILS
3"
1 1/2"
1"
2'-
6
"
M
A
X
.
6'-
0
"
M
A
X
.
BE
T
W
E
E
N
S
U
P
P
O
R
T
S
TOP OF
CONCRETE SLAB
FACE OF
CONCRETE
WALL
SIDE VIEW OF LADDER
ATTACH LADDER TO THE CONCRETE WALL w/
5/8" DIAMETER HOT-DIPPED GALVANIZED TITEN HD ANCHORS
INSTALLED IN ACCORDANCE WITH MANUFACTURER'S
RECOMMENDATIONS & ICC REPORT ESR-2713.
EMBEDMENT OF ANCHORS INTO CONCRETE SHALL BE 5" MIN.
15" MIN. FROM
CENTER OF LADDER
TO ANY OBSTRUCTION,
EACH SIDE OF LADDER
THE ACCESS HATCH IS TO BE A:
PAINTED 3'-0" CLEAR x 3'-2" CLEAR, BILCO TYPE SS-40, SINGLE LEAF ROOF SCUTTLE.
SEE "ACCESS AND ACCESS GUARDRAIL PLAN" ON SHEET S2 FOR CLEAR DIMENSIONS AND ORIENTATION.
THE HATCH GUARDRAIL SHALL BE A YELLOW POWDER COATED BILCO BIL-GUARD RL2-E
SAFETY RAILING SYSTEM (GUARDRAIL NOT SHOWN).
THE LADDER SHALL BE PROVIDED WITH A HOT-DIPPED GALVANIZED
BILCO LU2 LADDER UP SAFETY POST (NOT SHOWN).
T.O. HATCH FRAME
1'-0" FROM CENTER OF RUNG
TO FACE OF CONCRETE WALL
FRONT VIEW OF LADDER
CENTER OF RUNG
TO BE AT TOP OF
HATCH FRAME ELEVATION
2'-
6
"
M
A
X
.
WET WELL,
REINFORCING
NOT SHOWN
30
"
M
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.
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TO
A
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I
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N
4
LADDER IN WET WELL
WT 5 x 15 ASTM A992 STIFFENER
(SEE PLAN FOR LOCATION)
2 1/2" PLATE EXTENSION BEYOND ANGLE
1/2" GAP BETWEEN
INSIDE FACE OF CONCRETE WELL
AND FACE OF STEEL ANGLE
SEE PLAN
L 3 x 3 x 1/4 EDGE ANGLE
AT PERIMETER OF COVER PLATE
1/4" THICK CARBON STEEL
(ASTM A36) CHECKER PLATE
(PLACE LUGS UP)
3/16
1 @ 8
3/16 1 @ 8
3/16 1 @ 8
3/16 1 @ 8TYP. AT PERIMETER
ANGLES
TYP. AT WT
STIFFENER
WT 5 x 15 (ASTM A992) STIFFENER
(SEE PLAN FOR LOCATION)
2 1/2" PLATE EXTENSION BEYOND ANGLE
1/2" GAP BETWEEN INSIDE EDGE OF CONCRETE WELL
AND FACE OF STEEL ANGLE (GAP ALL SIDES OF COVER)
PERIMETER ANGLE
1/4" THICK CARBON STEEL
(ASTM A36) CHECKER PLATE
(PLACE LUGS UP)
3/16
1 1/2
WT STEM TO
PERIMETER ANGLE
CLIP STEM OF WT STIFFENER,
2" x 2"
1
1
/
4
"
CO
P
E
ON
W
T
3/16 1 1/2
PLATE OVERLAPS CONCRETE WALL 2" (ALL SIDES)
TYPICAL CONDITION AT PERIMETER OF COVER PLATES
1
TYPICAL ATTACHMENT OF WT STIFFENERS TO PERIMETER ANGLES
2
PAD EYES AT PARKS DEPT. COVER PLATE
3
3/4" HEAVY HEX NUT,
TACK WELDED TO BOTTOM
OF ANGLE (3 SIDES)
PAD EYE AT CENTER OF ANGLE
REMOVABLE PAD EYE
PAD EYE
PAD EYE WITH
3,000 POUND CAPACITY
(3/4" THREADED SHANK)
CHECKER PLATE
PROVIDE 7/8" DIAMETER
HOLE IN CHECKER PLATE
AND ANGLE FOR PAD EYE
PERIMETER ANGLE
POSITION HATCH ON COVER PLATE
SO CENTER OF LADDER RUNGS ARE
7" FROM INSIDE FACE OF HATCH COVER
HATCH COVER
THE GUARDRAIL SYSTEM IS
NOT SHOWN ON THIS DETAIL
1. SEE SHEET S1 FOR "WET WELL LADDER, WELL COVER PLATES & INTAKE PIPE SUPPORTS" NOTES.
2. THE LADDER SHALL BE HOT-DIPPED GALVANIZED AFTER FABRICATION.
1. SEE SHEET S1 FOR "WET WELL LADDER, WELL COVER PLATES & INTAKE PIPE SUPPORTS" NOTES.1. SEE SHEET S1 FOR "WET WELL LADDER, WELL COVER PLATES & INTAKE PIPE SUPPORTS" NOTES.
2. THE MONTAVA COVER PLATE SHALL BE HOT-DIPPED GALVANIZED AFTER FABRICATION.
3. THE PARKS DEPTMENT COVER PLATE SHALL BE PRIMED AND PAINTED (2 COATS) AFTER FABRICATION.
WET WELL WALL
WET WELL WALL
SEE PLAN FOR LOCATION OF COVER PLATE ANCHOR AT MONTAVA WET WELL (ONE ANCHOR),
5/8" DIA. HOT-DIPPED GALVANIZED THREADED ROD (THREADED FULL LENGTH)
EPOXY GROUTED 6" INTO CONCRETE WALL WITH SIMPSON STRONG-TIE SET-3G EPOXY.
1
3
/
4
"
THREADED ROD SHALL EXTEND 2" BEYOND INSIDE FACE OF WALL.
PROVIDE 3/4" DIAMETER HOLE IN PERIMETER ANGLE.
PROVIDE 5/8" HOT-DIPPED GALVANIZED NUT (DO NOT CLOSE GAP BETWEEN ANGLE & WALL).
SEE SHEET S2
FOR CLEAR OPENING
IN THIS DIRECTION
WET WELL WALL
COVER PLATE CONTINUES
AT PARKS DEPT. WET WELL
WET WELL WALL
AT PERIMETER OF PARKS DEPARTMENT WET WELL COVER (4 SIDES)
PROVIDE 1" WIDE x 3/4" TALL, CLOSED CELL, SEAL FOAM TAPE
(ADHESIVE SIDE ATTACHED TO WET WELL)
PARKS DEPARTMENT COVER PLATE
FOAM TAPE AT PARKS DEPARTMENT WET WELL
1. SEE SHEET S1 FOR "WET WELL LADDER, WELL COVER PLATES
& INTAKE PIPE SUPPORTS" NOTES.
c Dale F. Jones,
PROJECT:
SCALE:
SHEET
U.N.O.
#2935
MO
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Fo
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t
C
o
l
l
i
n
s
,
C
o
l
o
r
a
d
o
THIS DRAWING IS INTENDED TO
BE PRINTED ON 24" x 36" PAPER
DALE F. JONES,
STRUCTURAL ENGINEER, Inc.
3250 SEDGWICK CIRCLE
LOVELAND, CO 80538
(970) 568-2919 mobile
djones@dfjse.com
State of Colorado License
Professional Engineer #32364
32364
F.ELAD S
E
N
OJ
ODAROLOC D
E
S
N
ECIL
RP
R
O
F
E
SIONA L E N GINEE
S
Structural Engineer, Inc., 2023
ISSUED AS:
DRAWING
DATES
** PRELIMINARY **
NOT FOR CONSTRUCTION
PRELIMINARY -
NOT FOR
CONSTRUCTION
9/26/2023
REVISIONS
DRAWING
DATES
** PRELIMINARY **
NOT FOR CONSTRUCTION
1/4" = 1'-0"
SPLITTER
STRUCTURE
PLANS
S7
7'
-
0
"
3'-
1
0
"
1'
-
0
"
W
A
L
L
1'
-
0
"
W
A
L
L
12
'
-
1
0
"
5'-0"2'-5"
7'-5"
OUTSIDE TO
OUTSIDE OF WALLS
3'-3 3/4"
2'-2 5/16"
4'-3 5/16"
3'-
7
3
/
8
"
3'-
1
0
"
6'-
1
1
/
2
"
3'-
1
0
3
/
4
"
2'-
7
1
/
8
"
16
'
-
5
3
/
8
"
O
U
T
S
I
D
E
T
O
O
U
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S
I
D
E
O
F
W
A
L
L
S
3
'
-
0
"
C
L
E
A
R
1'-0"
WALL
3'-0"
CLEAR
1'-0"
WALL
SEE DETAIL 2/S8 FOR GRATING AND BEAM DETAILS.
GRATING PANELS SHALL BE H.D. GALV., NON-SERRATED BAR GRATING.
BEARING BARS SHALL BE 3/16" WIDE x 1" TALL, SPACED AT 1 3/16" ON CENTER.
THE ARROWS ON THE PLAN INDICATE DIRECTION OF BEARING BARS AT EACH PANEL.
CROSS BARS SHALL BE 1/4" (ROUND OR SQUARE) AND SPACED AT 0'-4" ON CENTER.
THE ENDS OF THE BEARING BARS SHALL BE BANDED.
THE GRATING IS NOT DESIGNED FOR TRUCK WHEEL LOADING.
THE GRATING IS DESIGNED FOR 100 PSF UNIFORM LIVE LOAD.
GRATING PANEL "A":
FIELD MEASURE WIDTH (VERIFY CLEARANCE FOR OUTLET GATE ASSEMBLY).
FIELD MEASURE LENGTH (1/4" GAP AT NOTCH IN CONCRETE WALL AT EACH END OF PANEL).
GRATING PANEL "B":
PANEL WIDTH = 35 13/16".
FIELD MEASURE LENGTH (1/4" GAP AT NOTCH IN CONCRETE WALL AND 1/4" FROM CENTER OF BEAM).
GRATING PANEL "C":
FIELD MEASURE WIDTH (3/4" GAP TO CONCRETE WALL AND 1" MAX. GAP BETWEEN ADJACENT PANELS).
FIELD MEASURE LENGTH (1/4" FROM CENTER OF BEAMS).
GRATING PANEL "D":
PANEL WIDTH = 35 13/16".
FIELD MEASURE LENGTH (1/4" FROM CENTER OF BEAMS).
GRATING PANEL "E":
FIELD MEASURE WIDTH (3/4" GAP TO CONCRETE WALL AND 1" MAX. GAP BETWEEN ADJACENT PANELS).
FIELD MEASURE LENGTH (1/4" GAP AT NOTCH IN CONCRETE WALL AND 1/4" FROM CENTER OF BEAM).
GRATING PANEL "F":
FIELD MEASURE WIDTH (VERIFY CLEARANCE FOR OUTLET GATE ASSEMBLY).
FIELD MEASURE LENGTH (1/4" GAP AT NOTCH IN CONCRETE WALL AT EACH END OF PANEL).
4'-
0
"
3'-
3
"
GRATING
PANEL "A"
W 5 x 16 BEAMS (SEE 2/S8),
TYP. FOR THREE BEAMS
CENTER OF BEAM
GRATING PANEL "F"
GRATING PANEL "D"
GRATING PANEL "B"
CENTER OF BEAM
GRATING PANEL "E"
4" WIDE LEDGE EA. SIDE
AT GRATING PANEL "F"
4"
WI
D
E
LE
D
G
E
4
"
W
I
D
E
L
E
D
G
E
E
A
.
S
I
D
E
A
T
G
R
A
T
I
N
G
P
A
N
E
L
"
A
"
4"
WI
D
E
LE
D
G
E
1'
-
0
"
T
O
O
U
T
S
I
D
E
F
.
O
.
W
A
L
L
1'-0" TO
OUTSIDE F.O. WALL
11'-6" BASE SLAB
18
'
-
0
"
B
A
S
E
S
L
A
B
SPLITTER STRUCTURE BASE SLAB PLAN
(SCALE:
1
4
" = 1'-0")
1.TOP OF BASE SLAB SHALL BE LEVEL. SEE DETAIL 1/S8 FOR ELEVATION.
2.THE TOP OF THE BASE SLAB SHALL BE FINISHED WITH A TROWEL FINISH.
3.ALL REINFORCING FOR WET WELL BASE SLAB AND WALLS SHALL BE EPOXY COATED.
SEE NOTES ON S1.
NO
R
T
H
OUTLINE OF WALLS,
SEE WALL PLAN VIEW AT RIGHT
FOR DIMENSIONS
BASE SLAB REINFORCING,
SEE DETAIL 1/S8
SPLITTER STRUCTURE WALL PLAN
(SCALE:
1
4
" = 1'-0")
1.SEE DETAIL 1/S8 FOR TOP OF WALL ELEVATION.
2.REINFORCING FOR WET WELL BASE SLAB AND WALLS SHALL BE EPOXY COATED.
SEE NOTES ON S1.
3.SEE 3/S8 FOR WALL CONDITION AT INLET AND OUTLET PIPES.
NO
R
T
H
SPLITTER STRUCTURE GRATING PLAN
(SCALE:
1
4
" = 1'-0")
1.TOP OF GRATING ELEVATION SHALL MATCH TOP OF WALL ELEVATION.
NO
R
T
H
INLET PIPE,
SEE OTHER
DRAWINGS
OUTLET PIPE,
SEE OTHER DRAWINGS
OUTLET PIPE,
SEE OTHER
DRAWINGS
OUTLET GATE ASSEMBLY,
SEE OTHER DRAWINGS
OUTLET GATE ASSEMBLY,
SEE OTHER DRAWINGS
GRATING PANEL "C"
4'-
4
3
/
4
"
TO
C
E
N
T
E
R
OF
B
E
A
M
5'-
1
1
"
T
O
CE
N
T
E
R
O
F
S
T
E
P
S
STEPS
STEPS
1
S8
SEE 2/S8 FOR H.D. GALV. SADDLE CLIP
AT EACH END OF EACH GRATING PANEL
1
S8
1
S8
4
1
/
2
"
C
L
E
A
R
B
E
T
W
E
E
N
WA
L
L
A
N
D
G
R
A
T
I
N
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P
A
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E
L
,
VE
R
I
F
Y
C
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A
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A
N
C
E
R
E
Q
'
D
FO
R
O
U
T
L
E
T
G
A
T
E
A
S
S
E
M
B
L
Y
3/4" GAP BETWEEN WALL AND SIDE OF GRATING PANEL,
1" MAX. GAP BETWEEN ADJACENT GRATING PANELS
4 1
/
2
"
C
L
E
A
R
B
E
T
W
E
E
N
WAL
L
A
N
D
G
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A
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I
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P
A
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L
,
VE
R
I
F
Y
C
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E
A
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A
N
C
E
R
E
Q
'
D
FO
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O
U
T
L
E
T
G
A
T
E
A
S
S
E
M
B
L
Y
GRATING PANEL NOTES
SEE DETAIL 3/S1 FOR
WALL REINFORCING AT CORNERS
c Dale F. Jones,
PROJECT:
SCALE:
SHEET
U.N.O.
#2935
MO
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THIS DRAWING IS INTENDED TO
BE PRINTED ON 24" x 36" PAPER
DALE F. JONES,
STRUCTURAL ENGINEER, Inc.
3250 SEDGWICK CIRCLE
LOVELAND, CO 80538
(970) 568-2919 mobile
djones@dfjse.com
State of Colorado License
Professional Engineer #32364
32364
F.ELAD S
E
N
OJ
ODAROLOC D
E
S
N
ECIL
RP
R
O
F
E
SIONA L E N GINEE
S
Structural Engineer, Inc., 2023
ISSUED AS:
DRAWING
DATES
** PRELIMINARY **
NOT FOR CONSTRUCTION
PRELIMINARY -
NOT FOR
CONSTRUCTION
9/26/2023
REVISIONS
DRAWING
DATES
** PRELIMINARY **
NOT FOR CONSTRUCTION
3/4" = 1'-0"
S8
SPLITTER
STRUCTURE
DETAILS
1'-0" THICK CONCRETE WALL
(REINFORCING NOT SHOWN)
T.O. CONCRETE WALL
T.
O
.
B
E
A
M
1"
B
E
L
O
W
T.
O
.
W
A
L
L
ANCHORS
END PLATE
PLAN VIEW AT EACH END OF BEAM
SIDE VIEW AT EACH END OF BEAM
END VIEW AT EACH END OF BEAM
BE
A
M
,
SE
E
P
L
A
N
SPLITTER STRUCTURE GRATING SUPPORT BEAMS
2
1/4" THICK STEEL PLATE WITH
TWO 3/4" DIAMETER HOLES
BEAM END PLATES
3/16
BEAM TO
END PLATES
1.BEAMS SHALL BE H.D. GALVANIZED AFTER FABRICATION (INCLUDING END PLATES)
SECTION THROUGH BEAM
CENTER OF HOLES
T.
O
.
P
L
A
T
E
1
/
4
"
BE
L
O
W
T
.
O
.
B
E
A
M
2
3
/
4
"
F
R
O
M
T.
O
.
P
L
A
T
E
T
O
CE
N
T
E
R
O
F
H
O
L
E
S
6"
1 1/2", EACH SIDE
5
1
/
2
"
TO
P
F
L
A
N
G
E
OF
S
T
E
E
L
B
E
A
M
ATTACH BEAM TO CONCRETE WALL WITH
TWO 5/8" DIA. x 5" LONG TITEN HD ANCHORS
(ASTM B695, CLASS 65 MECHANICALLY GALVANIZED)
INSTALLED IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS
WALL REINFORCING NOT SHOWN
WALL REINFORCING NOT SHOWN
1" HIGH x 4" WIDE NOTCH IN T.O. WALL
(WHERE OCCURS, SEE PLAN)
ANCHORS, SEE ABOVE
1'-0" THICK CONCRETE WALL
(REINFORCING NOT SHOWN)
CROSS BARS
BEARING BARS
END BAND
GRATING PANELGRATING PANEL
SEE PLAN FOR
DIRECTION OF
BEARING BARS
GRATING PANEL
CENTER OF SADDLE CLIP 1 1/4"
FROM END OF GRATING PANEL
1/4" DIA. H.D. GALV. THREADED ROD WITH THREE H.D. GALV. NUTS
(1 NUT BELOW BEAM FLANGE, ONE ABOVE BEAM FLANGE, ONE AT SADDLE CLIP),
THREADED ROD SHALL NOT EXTEND ABOVE T.O. GRATING
STEEL BEAM,
SEE PLAN
DRILL 5/16" DIA. HOLE IN TOP FLANGE (FOR 1/4" RODS)
AT APPROXIMATE CENTER OF GRATING PANELS
(CENTER HOLE BETWEEN BEARING BARS)
ATTACHMENT OF GRATING PANELS TO STEEL BEAMS
THERE SHALL BE ONE SADDLE CLIP AT EACH END OF
EACH GRATING PANEL (NOT REQUIRED AT SIDES OF PANELS)
1/4" GAP BETWEEN GRATING PANEL AND CENTER OF BEAM
GRATING PANEL
CENTER OF SADDLE CLIP 1 1/4"
FROM END OF GRATING PANEL
1/4" DIA. H.D. GALV. THREADED ROD EPOXY GROUTED 3" INTO CONCRETE WALL
WITH SIMPSON STRONG-TIE SET3G ADHESIVE.
LOCATE HOLE AT APPROXIMATE CENTER OF GRATING PANEL (CENTER BETWEEN BEARING BARS)
ATTACHMENT OF GRATING PANELS TO CONCRETE WALL
THERE SHALL BE ONE SADDLE CLIP AT EACH END OF
EACH GRATING PANEL (NOT REQUIRED AT SIDES OF PANELS)
1/4" GAP BETWEEN
GRATING PANEL & EDGE OF NOTCH
1'-0" THICK CONCRETE WALL
(REINFORCING NOT SHOWN)
T.O. CONCRETE WALL
NOTCH IN T.O. WALL
1/4" FROM CENTER OF BEAM
(EACH WAY) TO GRATING PANEL, TYP.
SEE ABOVE FOR ATTACHMENT
OF GRATING PANELS TO
BEAMS AND CONCRETE WALL
SECTION THROUGH SPLITTER STRUCTURE
1
T.O. BASE SLAB
ELEV. 5025.30' (LEVEL)
T.O. WALL ELEV. 5031.50'
SEE DETAIL 2/S8 FOR GRATING
STEEL BEAM BEYOND, SEE 2/S8
FINISH GRADE,
SEE OTHER DRAWINGS
1'-0" THICK WALLS, TYP.
SE
E
3
/
S
8
FO
R
C
O
N
D
I
T
I
O
N
AT
I
N
L
E
T
A
N
D
OU
T
L
E
T
P
I
P
E
S
3 1/4" TO EDGE OF
BASE SLAB "L" BARS
AND VERTICAL WALL BARS,
TYP. EACH SIDE OF WALL
BASE SLAB "L" BARS EACH FACE OF
WALL (STANDARD HOOKS AT BOTTOM),
SEE NOTES ABOVE (THIS DETAIL)
FOR "L" BAR SIZE & SPACING
CLEARANCE FROM THE OUTSIDE FACE OF THE HORIZONTAL BARS,
TO THE FACE OF FORMWORK SHALL BE DETAILED AT 2 1/2",
WITH A STRICT FIELD MINIMUM OF 2" CLEAR.
SEE NOTES ABOVE
(THIS DETAIL) FOR
TYP. WALL REINFORCING
T.O. "L" BARS
EX
T
E
N
D
"
L
"
B
A
R
S
2'-
6
"
I
N
T
O
W
A
L
L
SEE ABOVE LEFT
FOR WATERSTOP
6" FROM
INSIDE FACE OF WALL
TO CENTER OF WATERSTOP
CONSTRUCTION JOINT AND WATERSTOP AT TOP OF BASE SLAB AT ALL WALLS
TOP OF BASE SLAB
REINFORCING
NOT SHOWN
1.DO NOT BEND OR STRAIGHTEN REINFORCEMENT CAST IN CONCRETE
WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER.
WATERSTOP,
SEE "WATERSTOP"
NOTES ON SHEET S1
1'-0"
WALL
TROWEL FINISH ON TOP OF WALLS
SEE NOTES ABOVE (THIS DETAIL)
FOR BASE SLAB REINFORCING
TURN "L" BAR HOOKS
TOWARD CENTER OF BASE SLAB
STANDARD 90 DEGREE HOOKS
ON ALL BASE SLAB REINFORCING
(TOP & BOTTOM LAYERS),
TURN HOOKS SIDEWAYS
3" CLEAR TO HOOKS
BASE SLAB, SEE PLAN FOR WIDTHS
1'
-
2
"
B
A
S
E
S
L
A
B
3"
C
L
E
A
R
3"
C
L
E
A
R
A
T
T
O
P
R
E
I
N
F
O
R
C
I
N
G
TO
A
L
L
O
W
F
O
R
W
A
T
E
R
S
T
O
P
I
N
S
T
A
L
L
A
T
I
O
N
EXCAVATION AND SHORING:
ALL EXCAVATION PROCEDURES, INCLUDING SHORING REQUIRED FOR
PROTECTION OF LIFE AND PROPERTY, ARE THE RESPONSIBILITY OF THE CONTRACTOR.
DEWATERING PROCEDURES ARE THE RESPONSIBILITY OF THE CONTRACTOR.
SPLITTER STRUCTURE REINFORCING NOTES:
ALL REINFORCING FOR THE SPLITTER STRUCTURE BASE SLAB AND WALLS SHALL BE EPOXY COATED.
SEE NOTES ON SHEET S1.
SPLITTER STRUCTURE BASE SLAB NOTES:
THE SPLITTER STRUCTURE BASE SLAB SHALL BE PLACED IN ONE MONOLITHIC POUR.
THERE SHALL BE NO SPLICES IN THE BASE SLAB REINFORCING.
3" CLEAR SHALL BE PROVIDED BETWEEN THE REINFORCING AND THE BOTTOM OF THE BASE SLAB.
3" CLEAR SHALL BE PROVIDED BETWEEN THE REINFORCING AND THE TOP OF THE BASE SLAB
TO ALLOW FOR WATERSTOP PLACEMENT.
THE BASE SLAB TOP AND BOTTOM REINFORCING SHALL BE #5 BARS AT 1'-0" o/c, EACH WAY.
BASE SLAB TOP AND BOTTOM BARS SHALL HAVE STANDARD HOOKS EACH END.
SPLITTER STRUCTURE WALL REINFORCING:
OUTSIDE FACE BASE SLAB "L" BARS ..................................... #5 "L" BARS AT 1'-0" o/c
OUTSIDE FACE VERTICAL BARS ............................................ #5 BARS AT 1'-0" o/c
INSIDE FACE BASE SLAB "L" BARS ........................................ #5 "L" BARS AT 1'-0" o/c
INSIDE FACE VERTICAL BARS ............................................... #5 BARS AT 1'-0" o/c
OUTSIDE FACE HORIZONTAL BARS ....................................... #5 BARS AT 1'-0" o/c
STANDARD HOOK AT CORNERS, DO NOT SPLICE
INSIDE FACE HORIZONTAL BARS .......................................... #5 BARS AT 1'-0" o/c
STANDARD HOOK AT CORNERS, DO NOT SPLICE
SPLITTER STRUCTURE WALL NOTES:
THE WALLS SHALL BE PLACED IN ONE MONOLITHIC POUR.
EXCEPT WHERE SHOWN OTHERWISE, THE REINFORCING SHALL BE DETAILED TO
PROVIDE A TYPICAL CLEARANCE OF 2 1/2" FROM REINFORCING TO FACE OF CONCRETE
TO ALLOW FOR TOLERANCE IN BAR PLACEMENT.
AT THE WALLS, A STRICT MINIMUM OF 2" CLEAR SHALL BE PROVIDED BETWEEN
THE FACE OF CONCRETE AND THE REINFORCING.
THE HORIZONTAL WALL REINFORCING SHALL NOT BE SPLICED.
THE VERTICAL WALL REINFORCING SHALL NOT BE SPLICED.
PRIOR TO PLACEMENT OF THE WALLS,
THE TOP OF THE BASE SLAB CONCRETE
SHALL BE CLEAN AND FREE OF
LAITANCE, AND THE SURFACE OF THE
BASE SLAB SHALL BE WETTED AND
STANDING WATER REMOVED.
SEE "SPLITTER STRUCTURE GRATING PLAN"
ON SHEET S7 FOR NOTCH LOCATIONS
CONDITION AT SPLITTER STRUCTURE INLET AND OUTLET PIPES
3
3"
T
O
B
O
T
T
O
M
HO
R
I
Z
.
R
E
I
N
F
O
R
C
I
N
G
AT
S
P
L
I
T
T
E
R
W
A
L
L
S
CUT VERTICAL BARS AT PIPE OPENING
#6 VERTICAL BAR EACH SIDE OF OPENING,
EACH FACE OF WALL (FOUR BARS TOTAL AT EACH PIPE),
ADDITIONAL BASE SLAB "L" BARS ARE NOT REQUIRED
CU
T
H
O
R
I
Z
.
B
A
R
S
AT
P
I
P
E
O
P
E
N
I
N
G
1'
-
2
"
BA
S
E
S
L
A
B
BOTTOM HORIZ. BARS
TO BE CONTINUOUS
FO
U
R
#
5
HO
R
I
Z
.
B
A
R
S
A
T
4"
o
/
c
A
B
O
V
E
P
I
P
E
EXTEND ALL HORIZONTAL BARS,
INCLUDING ADD'L HORIZONTAL BARS
TO CORNERS AND HOOK PER 3/S1
1. THE ADDITIONAL VERTICAL, HORIZONTAL & CIRCULAR REINFORCING OCCURS AT EACH FACE OF THE WALL.
2"
C
L
E
A
R
F
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O
M
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S
I
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O
F
P
I
P
E
T
O
A
L
L
R
E
I
N
F
O
R
C
I
N
G
PRIOR TO PLACING WALL CONCRETE,
EXTEND PIPE 6" INTO WALL FORMS
AND CAST CONCRETE AROUND PIPE
WHEN PLACING WALL CONCRETE,
VIBRATE CONCRETE THOROUGHLY
FO
R
M
E
D
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D
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)
SECTION VIEW THROUGH WALL AT PIPES
IN
L
E
T
O
R
OU
T
L
E
T
P
I
P
E
SEE CIVIL DRAWINGS
FOR INTAKE PIPE INVERT
#5 CIRCULAR BAR EACH FACE OF WALL.
CIRCULAR BARS TO BE INSIDE OF
HORIZONTAL & VERTICAL BARS,
LAP 2'-0" (SIMILAR TO DETAIL 1/S4)
2'-0"
(ALL SIDES)
2'-
0
"
2'-0" LAYER OF IMPORTED GRANULAR
STRUCTURAL FILL PLACED AND
COMPACTED IN ACCORDANCE WITH THE
GEOTECHNICAL RECOMMENDATIONS
MANHOLE STEPS SHALL
CONFORM TO AASHTO M 199,
SEE PLAN VIEWS FOR LOCATION
c Dale F. Jones,
PROJECT:
SCALE:
SHEET
U.N.O.
#2935
MO
N
T
A
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A
NO
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-
P
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Fo
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i
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s
,
C
o
l
o
r
a
d
o
THIS DRAWING IS INTENDED TO
BE PRINTED ON 24" x 36" PAPER
DALE F. JONES,
STRUCTURAL ENGINEER, Inc.
3250 SEDGWICK CIRCLE
LOVELAND, CO 80538
(970) 568-2919 mobile
djones@dfjse.com
State of Colorado License
Professional Engineer #32364
32364
F.ELAD S
E
N
OJ
ODAROLOC D
E
S
N
ECIL
RP
R
O
F
E
SIONA L E N GINEE
S
Structural Engineer, Inc., 2023
ISSUED AS:
DRAWING
DATES
** PRELIMINARY **
NOT FOR CONSTRUCTION
PRELIMINARY -
NOT FOR
CONSTRUCTION
9/26/2023
REVISIONS
DRAWING
DATES
** PRELIMINARY **
NOT FOR CONSTRUCTION
1/4" = 1'-0"
WSSC
HEADWALL
S9
3'-0"3'-6"3'-6"6'-0"1'-6"
T.O. FOOTING ELEV. 5102.50'
T.O. WALL ELEV. 5110.00'
PIPE INVERT 5102.96'1'-0" THICKWALL, TYP.6'-0"10'-0"
10'-0"10'-0"
20'-0" BASE SLAB
PIPE,
SEE OTHER DRAWINGS
2'-
0
"
11
'
-
0
"
13
'
-
0
"
B
A
S
E
S
L
A
B
WSSC HEADWALL BASE ELEVATION VIEW
1.TOP OF BASE SLAB AND WALLS SHALL BE LEVEL.
2.ALL REINFORCING FOR BASE SLAB AND WALLS SHALL BE EPOXY COATED. SEE NOTES ON S1.
WSSC HEADWALL BASE SLAB PLAN (SCALE:
1
4
" = 1'-0")
1.ALL REINFORCING FOR BASE SLAB AND WALLS SHALL BE EPOXY COATED. SEE NOTES ON S1.
(SCALE:
1
4
" = 1'-0")
45
.
0
0
ø
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S
,
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P
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3'-
0
"
3'-
0
"
1
S9
1'
-
0
"
W
I
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E
CU
T
O
F
F
W
A
L
L
SEE 1/S10 FOR CONDITION
AT PIPE PENETRATION
1
S9
1'
-
2
"
F
O
O
T
I
N
G
2'-
4
"
C
U
T
O
F
F
W
A
L
L
1
MIN.
1
T.O. WALL, SEE ELEVATION VIEW
T.O. FOOTING,
SEE ELEVATION VIEW
3'-
6
"
1'
-
2
"
FO
O
T
I
N
G
CU
T
O
F
F
1'-0" WIDE CUTOFF
FOOTING, SEE PLAN FOR WIDTHS
VARIES,
SEE PLAN
2'-0"
1'-0" WALL
THIS AREA BEHIND THE HEADWALLS SHALL
BE BACKFILLED WITH NATIVE OR IMPORTED
DENSE TO MEDIUM DENSE SOILS WITH
A WET UNIT WEIGHT OF 135 PCF AND
A FRICTION ANGLE OF 35 DEGREES
(SEE SOILS RECOMMENDATIONS)
FINISH GRADE,
SEE OTHER DRAWINGS
3 1/4" TO EDGE OF BASE SLAB "L" BARS AND
VERTICAL WALL BARS, TYP. EACH SIDE OF WALL
BASE SLAB "L" BARS EACH FACE OF
WALL (STANDARD HOOKS AT BOTTOM),
SEE NOTES ABOVE (THIS DETAIL)
FOR "L" BAR SIZE & SPACING
SEE NOTES ABOVE (THIS DETAIL)
FOR TYP. WALL REINFORCING
T.O. "L" BARS
SEE ABOVE
FOR WATERSTOP
TROWEL FINISH ON TOP OF WALLS
3"
T
O
BO
T
T
O
M
HO
R
I
Z
O
N
T
A
L
RE
I
N
F
O
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C
I
N
G
AT
H
E
A
D
W
A
L
L
S
WSSC AND NPIC HEADWALL EXCAVATION AND SHORING:
ALL EXCAVATION PROCEDURES, INCLUDING SHORING REQUIRED FOR
PROTECTION OF LIFE AND PROPERTY, ARE THE RESPONSIBILITY OF THE CONTRACTOR.
DEWATERING PROCEDURES ARE THE RESPONSIBILITY OF THE CONTRACTOR.
WSSC AND NPIC HEADWALLS REINFORCING NOTES:
ALL REINFORCING FOR THE BASE SLAB AND WALLS AT THE HEADWALLS SHALL BE EPOXY COATED.
SEE NOTES ON SHEET S1.
WSSC AND NPIC HEADWALLS BASE SLAB NOTES:
THE BASE SLAB FOR THE HEADWALLS SHALL BE PLACED IN ONE MONOLITHIC POUR.
THERE SHALL BE NO SPLICES IN THE BASE SLAB REINFORCING.
3" CLEAR SHALL BE PROVIDED BETWEEN THE REINFORCING AND THE BOTTOM OF THE BASE SLAB.
3" CLEAR SHALL BE PROVIDED BETWEEN THE REINFORCING AND THE TOP OF THE BASE SLAB
TO ALLOW FOR WATERSTOP PLACEMENT.
THE BASE SLAB TOP AND BOTTOM REINFORCING SHALL BE #5 BARS AT 1'-0" o/c, EACH WAY.
BASE SLAB TOP AND BOTTOM BARS AT THE HEADWALLS DO NOT REQUIRE HOOKS AT ENDS.
WALL REINFORCING AT WSSC AND NPIC HEADWALLS:
OUTSIDE FACE BASE SLAB "L" BARS ..................................... #5 "L" BARS AT 1'-0" o/c
OUTSIDE FACE VERTICAL BARS ............................................ #5 BARS AT 1'-0" o/c
INSIDE FACE BASE SLAB "L" BARS ........................................ #5 "L" BARS AT 1'-0" o/c
INSIDE FACE VERTICAL BARS ............................................... #5 BARS AT 1'-0" o/c
OUTSIDE FACE HORIZONTAL BARS ....................................... #5 BARS AT 1'-0" o/c
STANDARD HOOK AT CORNERS, DO NOT SPLICE
INSIDE FACE HORIZONTAL BARS .......................................... #5 BARS AT 1'-0" o/c
STANDARD HOOK AT CORNERS, DO NOT SPLICE
WSSC AND NPIC HEADWALLS WALL NOTES:
THE WALLS SHALL BE PLACED IN ONE MONOLITHIC POUR.
EXCEPT WHERE SHOWN OTHERWISE, THE REINFORCING SHALL BE DETAILED TO PROVIDE A TYPICAL CLEARANCE OF
2 1/2" FROM REINFORCING TO FACE OF CONCRETE TO ALLOW FOR TOLERANCE IN BAR PLACEMENT. AT THE WALLS,
A STRICT MINIMUM OF 2" CLEAR SHALL BE PROVIDED BETWEEN THE FACE OF CONCRETE AND THE REINFORCING.
THE HORIZONTAL WALL REINFORCING SHALL NOT BE SPLICED.
THE VERTICAL WALL REINFORCING SHALL NOT BE SPLICED.
3"
C
L
E
A
R
TO
B
O
T
T
O
M
RE
I
N
F
O
R
C
I
N
G
3"
C
L
E
A
R
T
O
TO
P
R
E
I
N
F
O
R
C
I
N
G
EX
T
E
N
D
"
L
"
B
A
R
S
2'-
6
"
I
N
T
O
W
A
L
L
TWO #5 BARS
AT 1'-0" o/c
3" CLEAR
#5 AT 1'-0" o/c,
STANDARD HOOK
AT TOP
#5 BARS AT 1'-0" o/c,
EACH WAY, TOP & BOTTOM
6" FROM
INSIDE FACE OF WALL
TO CENTER OF WATERSTOP
CONSTRUCTION JOINT AND WATERSTOP AT TOP OF BASE SLAB AT ALL WALLS
TOP OF BASE SLAB
REINFORCING
NOT SHOWN
1.DO NOT BEND OR STRAIGHTEN REINFORCEMENT CAST IN CONCRETE
WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER.
WATERSTOP,
SEE "WATERSTOP"
NOTES ON SHEET S1
1'-0"
WALL
PRIOR TO PLACEMENT OF THE WALLS,
THE TOP OF THE BASE SLAB CONCRETE
SHALL BE CLEAN AND FREE OF
LAITANCE, AND THE SURFACE OF THE
BASE SLAB SHALL BE WETTED AND
STANDING WATER REMOVED.
1
TYPICAL SECTION THROUGH WSSC AND NPIC HEADWALLS
1.DO NOT BEND OR STRAIGHTEN REINFORCEMENT CAST IN CONCRETE WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER.
2.DO NOT WET-SET ANY BARS, INCLUDING BASE SLAB "L" BARS. SEE DETAIL 4/S1.
2'-
0
"
L
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c Dale F. Jones,
PROJECT:
SCALE:
SHEET
U.N.O.
#2935
MO
N
T
A
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A
NO
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-
P
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P
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Fo
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C
o
l
l
i
n
s
,
C
o
l
o
r
a
d
o
THIS DRAWING IS INTENDED TO
BE PRINTED ON 24" x 36" PAPER
DALE F. JONES,
STRUCTURAL ENGINEER, Inc.
3250 SEDGWICK CIRCLE
LOVELAND, CO 80538
(970) 568-2919 mobile
djones@dfjse.com
State of Colorado License
Professional Engineer #32364
32364
F.ELAD S
E
N
OJ
ODAROLOC D
E
S
N
ECIL
RP
R
O
F
E
SIONA L E N GINEE
S
Structural Engineer, Inc., 2023
ISSUED AS:
DRAWING
DATES
** PRELIMINARY **
NOT FOR CONSTRUCTION
PRELIMINARY -
NOT FOR
CONSTRUCTION
9/26/2023
REVISIONS
DRAWING
DATES
** PRELIMINARY **
NOT FOR CONSTRUCTION
1/4" = 1'-0"
NPIC
HEADWALL
S10
NPIC HEADWALL BASE ELEVATION VIEW
1.TOP OF BASE SLAB AND WALLS SHALL BE LEVEL.
2.ALL REINFORCING FOR BASE SLAB AND WALLS SHALL BE EPOXY COATED. SEE NOTES ON S1.
NPIC HEADWALL BASE SLAB PLAN (SCALE:
1
4
" = 1'-0")
1.ALL REINFORCING FOR BASE SLAB AND WALLS SHALL BE EPOXY COATED. SEE NOTES ON S1.
(SCALE:
1
4
" = 1'-0")
PIPE,
SEE OTHER DRAWINGS
1'-0"3'-0"3'-6"6'-0"1'-0" THICK WALL, TYP.1'-6"4"
13'-0" BASE SLAB
2'-
0
"
10
'
-
0
"
12
'
-
0
"
B
A
S
E
S
L
A
B
45
.
0
0
ø
DE
G
R
E
E
S
4'-
0
"
3'-
0
"
T.O. FOOTING ELEV. 5110.00'
T.O. WALL ELEV. 5116.80'
PIPE INVERT 5112.97'
2
'
-
1
0
1
/
2
"
EXIST'G
STRUCTURE NEW HEADWALL
EX
I
S
T
'
G
W
A
L
L
EX
I
S
T
'
G
FO
O
T
I
N
G
CONFIGURATION AND ELEVATION
OF EXIST'G FOOTING IS UNKNOWN.
CONTACT ENGINEER IF ALTERNATE
CONNECTION DETAIL IS REQUIRED.
EXIST'G
STRUCTURE
TO REMAIN
EXIST'G STRUCTURE
EXIST'G STRUCTURE
EXIST'G
STRUCTURE
DEMO THIS PORTION
OF EXIST'G STRUCTURE
1'
-
0
"
W
I
D
E
CU
T
O
F
F
W
A
L
L
1
S9
1
S9
SEE 1/S10 FOR CONDITION
AT PIPE PENETRATION
1'
-
2
"
F
O
O
T
I
N
G
2'-
4
"
C
U
T
O
F
F
W
A
L
L
SEE 2/S10 FOR CONNECTION OF
NEW WALL TO EXIST'G WALL
T.O. WALL, SEE ELEVATION VIEW
1'-0" WALL
3"
C
L
E
A
R
TO
B
O
T
T
O
M
RE
I
N
F
O
R
C
I
N
G
FO
R
M
E
D
R
O
U
N
D
O
P
E
N
I
N
G
A
T
P
I
P
E
(M
A
T
C
H
I
N
S
I
D
E
P
I
P
E
D
I
A
M
E
T
E
R
)
PI
P
E
BOTTOM HORIZ. BARS
TO BE CONTINUOUS
EXTEND ALL HORIZONTAL BARS,
INCLUDING ADD'L HORIZONTAL BARS
TO CORNERS AND HOOK PER 3/S1
TH
R
E
E
#
5
HO
R
I
Z
O
N
T
A
L
B
A
R
S
A
B
O
V
E
PI
P
E
,
E
A
C
H
F
A
C
E
O
F
W
A
L
L
CUT TYP. VERTICAL & HORIZONTAL BARS
2" CLEAR FROM OUTSIDE DIAMETER OF PIPE
PRIOR TO PLACING WALL CONCRETE,
EXTEND PIPE 6" INTO WALL FORMS
AND CAST CONCRETE AROUND PIPE
WHEN PLACING WALL CONCRETE,
VIBRATE CONCRETE THOROUGHLY
#5 CIRCULAR BAR EACH FACE OF WALL.
CIRCULAR BARS TO BE INSIDE OF
HORIZONTAL & VERTICAL BARS,
LAP 2'-0" (SIMILAR TO DETAIL 1/S4)
1
PIPE PENETRATION AT HEADWALLS
1.FOR DETAILS NOT SHOWN OR NOTED, SEE DETAIL 3/S8. ADD'L VERTICAL #6 BARS NOT REQUIRED AT HEADWALLS.
2 1/2" CLEAR
6
"
E
M
B
E
D
M
E
N
T
EX
I
S
T
'
G
CO
N
C
R
E
T
E
W
A
L
L
EXIST'G HEADWALL
NEW HEADWALL,
TYP. REINFORCING NOT SHOWN
#5 BARS AT 1'-0" o/c,
EPOXY GROUTED INTO EXIST'G HEADWALL
WITH SIMPSON SET-3G EPOXY ADHESIVE
STANDARD HOOK
2
CONNECTION OF NEW HEADWALL TO EXISTING HEADWALL
1.CONNECTION TO EXISTING FOOTING IS NOT REQUIRED.