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AC FOR
AC FOR EMERGENCY
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6.0" MIN PCC .Y-Y-—�Y----�Y--�Y-_
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PARKING STALL
6„ 1"
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,,,.1,17'
12" SLIP �'
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CLASS 2 AB, SEE
PAVEMENT SECTION DESIGN
CLASSIFICATION
TI -VALUE
AC (IN)
AB (IN)
PAVEMENT SECTION DESIGN
DOWELS AND 1N 4"
ASPHALT SECTIONS
VEHICULAR
EXPANSION JOINT
CLASSIFICATION
PCC (IN)
AB (IN)
PAVEMENT FOR
4.0 3.0
4.0 CLASSIFICATION
TI -VALUE
AC (IN)
AB (IN)
MATERIALS, 20'-0" 0.0
PEDESTRIAN
PARKING STALL
VEHICULAR
CONTROL JOINTS
PAVEMENT
6 6
PAVEMENT FOR
8.0 5.5
10.5 10'-0" 0.C.
NOTES:
EMERGENCY VEHICLES
-
1. THIS SECTION TO BE USED IN LOCATIONS WHERE NOTES: 4\ CONCRETE
NEW ASPHALT PAVEMENT IS REQUIRED FOR
V - G U T T
E R
NOTES:
NTS
VEHICULAR TRAFFIC. 1. THIS SECTION TO BE USED IN LOCATIONS WHERE NEW
1. THIS SECTION TO BE USED IN LOCATIONS WHERE NEW ASPHALT PAVEMENT IS REQUIRED FOR VEHICULAR CONCRETE PAVEMENT IS REQUIRED FOR PEDESTRIAN 2. SUBGRADE IS TO BE COMPACTED NATIVE SOIL AT TRAFFIC SPECIFIC TO EMERGENCY VEHICLES.
TRAFFIC, SUCH AS SIDEWALKS AND WALKWAYS. 95% RELATIVE COMPACTION FOR 12.00" MIN. KEEP THE MOISTURE CONTENT SLIGHTLY ABOVE OPTIMUM. 2. SUBGRADE IS TO BE COMPACTED NATIVE SOIL AT 95% »
2. SUBGRADE IS TO BE COMPACTED NATIVE SOIL AT 95% RELATIVE COMPACTION FOR 12.00" MIN. KEEP THE 36
ACCESSIBILITY SIGN
'D'
RELATIVE COMPACTION. KEEP THE MOISTURE CONTENT 3. POSITIVE DRAINAGE SHOULD BE PROVIDED AWAY MOISTURE CONTENT SLIGHTLY ABOVE OPTIMUM.
SEE DETAIL
SLIGHTLY ABOVE OPTIMUM. FROM ALL PAVEMENT AREAS TO PREVENT SEEPAGE
WHEEL STOP
,
OF SURFACE AND/OR SUBSURFACE WATER INTO 3. POSITIVE DRAINAGE SHOULD BE PROVIDED AWAY FROM
3. REFER TO ARCHITECTURAL PLANS FOR CONCRETE THE PAVEMENT BASE AND/OR SUBGRADE ALL PAVEMENT AREAS TO PREVENT SEEPAGE OF Q
2'-i
FINISHING, SCORE LINE & EXPANSION JOINT
j
SURFACE AND/OR SUBSURFACE WATER INTO THE
I�7
r
INFORMATION. PER GEOTECHNICAL REPORT, 36"
4. THE EXPANSION POTENTIAL OF THE SITE SOILS PAVEMENT BASE AND/OR SUBGRADE TRANSVERSE CONTROL JOINTS FOR DRIVEWAYS SHOULD SHOULD BE VERIFIED AFTER GRADING. IF THE ��
_ 4" BORDER
PAINTED
BE SPACED NOT MORE THAN 10 FEET APART. EXPANSION POTENTIAL OF MIXED SOIL IS FOUND TO 4. THE EXPANSION POTENTIAL OF THE SITE SOILS BE ABOVE 20, CONVERSE RECOMMENDS MIXING SHOULD BE VERIFIED AFTER GRADING. IF THE 19'-0" MIN
6 f4" WHITE
BLUE ( TYP
)
4. POSITIVE DRAINAGE SHOULD BE PROVIDED AWAY FROM ON -SITE SOIL USED FOR SUPPORT OF WALKWAYS EXPANSION POTENTIAL OF MIXED SOIL IS FOUND TO BE I
ALL PAVEMENT AREAS TO PREVENT SEEPAGE OF AND PAVEMENTS WITH 5% CEMENT TO REDUCE ABOVE 20, CONVERSE RECOMMENDS MIXING ON -SITE SURFACE AND/OR SUBSURFACE WATER INTO THE EXPANSION POTENTIAL. SOIL USED FOR SUPPORT OF WALKWAYS AND PAVEMENT BASE AND/OR SUBGRADE PAVEMENTS WITH 5% CEMENT TO REDUCE EXPANSION
5. REFERENCED FROM PRELIMINARY GEOTECHNICAL POTENTIAL.
PROPORTIONS
LINES
VAN
(6;
NO
AR9G\rte,
4"
AT
WHITE
36I,
STRIPES
O.C.
5. THE EXPANSION POTENTIAL OF THE SITE SOILS SHOULD REPORT PREPARED BY UNIVERSAL ENGINEERING BE VERIFIED AFTER GRADING. IF THE EXPANSION
PAINTED
12" HIGH WHITE
SCIENCES ON FEBRUARY 2, 2024. 5. REFERENCED FROM PRELIMINARY GEOTECHNICAL 6'-0"6'-0"
LETTERS MINIMUM
POTENTIAL OF MIXED SOIL IS FOUND TO BE ABOVE 20, REPORT PREPARED BY UNIVERSAL ENGINEERING CONVERSE RECOMMENDS MIXING ON -SITE SOIL USED SCIENCES ON FEBRUARY 2, 2024. 4 (WHITE SYMBOL OF
ACCESSIBILITY TO BE
PAVEMENT
SYMBOL
12'-0"
MIN
5'-0"
9'-0" MIN
FOR SUPPORT OF WALKWAYS AND PAVEMENTS WITH
5% CEMENT TO REDUCE EXPANSION POTENTIAL.
e``,
' '
36" HIGH X 36" WIDE
ON BLUE BACKGROUND
SEE DETAIL 'A'
MIN
ASPHALT SECTION
6. REFERENCED FROM PRELIMINARY GEOTECHNICAL
REPORT PREPARED BY UNIVERSAL ENGINEERING 2 FOR PARKING STALL ASPHALT SECTION
DISPLAY
CONDITION
PAINTED
VAN ACCESSIBLE
PAVEMENT STALL
PARKING STALL
SCIENCES ON FEBRUARY 2, 2024.
- NTS
( 3 FOR
EMERGENCY
VEHICLES
PAINTED
PAVEMENT SYMBOL
DETAIL 'B'
PEDESTRIAN CONCRETE SECTION
- NTS
DETAIL 'A'
9"
2'
r O 1
•
18"
ACCESSIBILITY
j/
-
-
&
REFLECTORIZED SIGN
CONSTRUCTED OF
SIGN
12 "
PORCELAIN ON STEEL,
o CIC:-
FINISHED FLOOR ELEVATION
DARK BLUE BACKGROUND
\ FLUSH
IL
„-- GALVANIZED
AGGREGATE BASE i SEE PLAN ST(3EEL REQD SPIKES
WALL
2" DIA GALVANIZED
7 18" CURB CUT
WHEEL STOP
IRON PIPE (SCH 40)
TS NOTES:
DETAIL 'C'
PAVEMENT/LANDSCAPE
SEE PLANS
-Th
�_
1. AGGREGATE BASE TO BE COMPACTED TO A MINIMUM OF
95% RELATIVE COMPACTION.
NOTES:
i
VERTICAL
CURB
CONCRETE/ASPHALT FINISHED SURFACE
..•••4
2. SEE STRUCTURAL PLANS FOR FINAL DESIGN OF THE SLAB. 1. EACH PARKING
DISABILITIES SHALL
3. REFER TO THE GEOTECHNICAL ENGINEERING INVESTIGATION SIGN PERMANENTLY
PREPARED BY UNIVERSAL ENGINEERING SCIENCES DATED AND VISIBLE FROM FEBRUARY 2, 2024 FOR ADDITIONAL INFORMATION. A PROFILE VIEW
SPACE RESERVED FOR PERSONS WITH
BE IDENTIFIED BY A REFLECTORIZED
POSTED IMMEDIATELY ADJACENT TO
EACH STALL OR SPACE, CONSISTING OF
OF A WHEELCHAIR OCCUPANT IN WHITE ON
° •
4'
' °•'
• a.:
'• °
°
J • a
°
.
°
, `'
SEE PLANS
FINISHED GRADE •
DARK BLUE BACKGROUND.
SMALLER THAN 70
A PATH OF TRAVEL,
THE SIGN SHALL NOT BE 27"
SQUARE INCHES IN AREA AND WHEN IN
SHALL BE POSTED AT A MINIMUM
24"
'°,a
°
:.�
4 FF=SEE PLAN
HEIGHT OF 80 INCHES
FROM THE BOTTOM OF THE SIGN TO •
ea
6rr
\
1 BUILDING PAD THE PARKING SPACE
FINISHED GRADE. SIGNS MAY ALSO BE
°
.
CONCRETE DOBIE
-
\ 1 4 CENTERED
9 ON THE
WALL AT THE INTERIOR OF THE PARKING
°•
,�-
SPACE AT A MINIMUM
HEIGHT OF 36 INCHES FROM THE
•}
'-_--_---.\\\------o-- .!_-\-\-\-.-.::::-,__\:"A -
NTS
9" DIA
\\\ \\ \' PARKING SPACE FINISHED
2. VAN STALLS TO
HIGH LETTERS WITH
GRADE, GROUND, OR SIDEWALK.
BE LABELED ON PAVEMENT IN 12" VAN ACCESSIBILITY
WHITE PAINT AND BE DESIGNATED BY
SIGN
AN ADDITIONAL SIGN
NOTE: BELOW THE REFLECTORIZED
STATING "VAN ACCESSIBLE" MOUNTED DETAIL 'D'
SIGN.
6 6" VERTICAL CURB
SEE PLANS FOR EXACT
8 FG AND
FINISHED
SURFACE (FS)
FS AT
AND FINISHED
BUILDING
GRADE
(FG) ELEVATIONS.
FACE
AMERICANS
5 VAN
ACCESSIBLE
WITH
DISABILITIES
PARKING
ACT (ADA)
STALL
) NTS - NTS — NTS
BENCHMARK:
DESCRIBED BY NATIONAL GEODETIC SURVEY
N BEAUMONT, AT THE JUNCTION OF
CALIFORNIA AVENUE AND FIFTH PLACE, 28.9 M
(94.8 FT) WEST OF THE AVENUE CENTERLINE,
7.7 M (25.3 FT) SOUTH OF THE CENTERLINE
OF FIFTH PLACE, 1.1 M (3.6 FT) NORTH OF A
GUY WIRE, 0.79 M (2.6 FT) SOUTH OF A
POWER POLE, 0.18 M MARK FT) EAST OF A
WITNESS POST. THE IS 0.6 METERS W
FROM A SECOND WITNESS POST THE MARK
ABOVE LEVEL WITH THE AVENUE.
ELEV. 2579.30, NAVD 88
�'
4675 MACARTHUR CT.
SUITE 400
NEWPORT BEACH, CA 92660
��
SEAL
DESIGN BY:
LV
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Reviewed By. _ Date:
C
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✓ 0
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C600
OF 19 SHEETS
pFEssi
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Staff Engineer
Recommended
for Approval B Date:
PP Y
GRADING PLANS FOR:
BEAUMONT LIBRARY RENOVATION & ADDITION
125E 8TH ST, BEAUMONT CA 92223
13HGA-
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LV
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811
CHECKED BY: BI<
Administrative Engineer
Approved By: Date:
SCALE:
PER PLAN
03/20/2025
\
FILE NO:
City Engineer/Director of Public Works
DATE:
03/20/2025
rE of cP��c
BY
MARK
DESCRIPTION
APPR.
DATE
CITY OF BEAUMONT, PUBLIC WORKS DEPARTMENT 550E. 6th St
ENGINEERING DIVISION Beaumont, CA 92223
TEL: (951) 769-8520 FAX: (951) 769-8526
DETAILS
JOB NUMBER:
ENGINEER OF WORK DATE
R.C.E.
ENGINEER
R E VI SI ON S
CITY
FRAME ANGLE NDS DURA SLOPE TRENCH DRAIN
FINISHED SURFACE (SEE PLANS FOR NDS DURA SLOPE FRAME AND SYSTEM, OR APPROVED EQUIVALENT.
FRAME SIDE BAR
ELEVATION AND SURFACE TREATMENT) GRATE, OR APPROVED EQUIVALENT '
"T
\
0 CONE" STOPPER OR CLEANOUT
\
P
DIMENSION TABLE „I_
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1 _
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A
B
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24"
36"
6 —II
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I I -III -I 11=
:
1 -1- REINFORCED CONCRETE COVER
/
d z
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1 ,,
/- 7-
PVC 90° EL LONG,
SEE PLAN v; Q
J
-1 _-
- 11 — II
I I -- MARKED "STORM DRAIN"
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PLAN
SIZE PER PLAN \
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Q
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4"
LENGTH AS SHOWN ON PLANS
co
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CONCRETE BASE (FOR
FLOW
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_ cr NOTES:
VEHICULAR LOADING ONLY)
. ¢
.,.;
FLOW
4"PVC RISER W/ CAP
.• `
'
INV OUT,
1. DROP INLET SHALL BE JENSEN
■
TYPE CLASS "B" CONCRETE
¢
'
SEE PLAN
PRECAST OR APPROVED EQUIVALENT.
. I I
.
OPERATING WRENCH, � � TAMPER
�
4"PVC 45° BEND
TRENCH DRAIN CONNECTION DETAIL PADLOCK, AND
/SWITCH
2. FRAMES AND GRATES SHALL
SECTION A -A END VIEW
s���r1
LOCKING STAPLE
BE FOR H-20 LOADING
-6"
PVC CAP
°
PVC WYE SIZE AS
NOTES: POST INDICATOR
PIPE OPENINGS
CAST IN PER PLANS
SEE BELOW
SPECIFIED ON PLANS
VALVE
1. NDS DURA SLOPE TRENCH DRAIN SYSTEM, OR APPROVED EQUIVALENT. 24"-36'
VARIES
ISOMETRIC
FINISHED SURFACE (SEE PLANS FOR
ELEVATION AND SURFACE TREATMENT)
-moo
/3/ TRENCH
DRAIN
FINISHED
•
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GRADE
4 -CONE" STOPPER OR CLEANOUT
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JOINT AS REQUIRED
NOTE:
PANEL
Lu
ON STRUCTURES OVER
CONCRETE BASE (FOR
{
SIGNS SHALL BE
7 -:
�
���
4'-0" DEEP
VEHICULAR LOADING ONLY) IDENTIFICATION
PROVIDED AT EACH VALVE TO
�: .
�'
Q
INDICATE THE VALVE'S FUNCTION
FLOW
4"PVC RISER W/ CAP
i8
AND THE PART OF THE SYSTEM
m 4.
f�
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THE VALVE CONTROLS IN
c�
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;
4"PVC 45° BEND
COMPLIANCE WITH NEPA 24 6.7.1.
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IN -LINE
PVC WYE SIZE AS
PIPE
•
. -_.
•.
"
SPECIFIED ON PLANS
;, i
..
.. •
,•' :..
GROUT PIPE NOTE:
IN PLACE GLUED FITTINGS MAY BE SUBSTITUTED
A T THE OPTION OF THE INSTALLATION
FOR GASKETED
CONTRACTOR.
FITTINGS
4 POST
INDICATOR
VALVE
PLAN
��
6 - NTS
z 1,� STORM DRAIN DROP INLET
2, STORM
DRAIN
CLEANOUT
- N -S
-
NTS
WILKINS 475DA OR
APPROVED EQUAL
4`r
/
REQUIRED BEARING AREA - TOTAL SQUARE
FEET
___
` "
TYPE OF
FITTING
90" BEND
45" BLND
11 1/4" OR
22 1/2" BEND
TEE OR
DEAD END
TEE
WjPLUG
CROSS
W/PLUG
CROSS
WIPLUGS
Cill e
ttiVi
.
TWO WAY FIRE DEPT. CONNECTION
EDC SHALL BE EQUIPPED WITH
FINISHED
36"
-
h
von:;::�t`�`��'��.
':
APPROVED PLUGS OR CAPS,
GCE
I'r:::
(POTTER—ROEMER MODEL OR
Q
'�
►>;�
►
PROPERLY SECURED AND ARRANGED
Q
APPROVED EQUIVALENT).
J
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,;
,
FOR EASY REMOVAL BY FIRE
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H
METAL SIGN WITH 1 HIGH
DEPARTMENTS PER NFPA 6.7.2
..
4'
/
,iY'
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'ii'
LETTERING ON A CLEARLY
SEE PLATE N0. 2
B.C.V.W.D. SPECS
T
hT
• :.:�
CONTRASTING BACKGROUND,
�,��
SWING CHECK
VALVE.
PERMANENTLY MOUNTED.
-
W
4"
2.5 1.0
0.5 2.5
2.5 2.5
2.5 SIGN SHALL READ:
-
-� INLET
�-�J
��'"
SPRINKLER SYSTEM
4"
,
6.. 0
2.0 6.0
6.0 6,0
6.0 ID
0 6
0.5 "BUILDING ADDRESS"
1 -,...__N__,..
J€
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N
in
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10.5 3,0
5)
10.5 10.5
10.5 10.5
2" ,
NOTES:
DUCTILE IRON PIPE
1. THRUST BLOCKS TO BE CONSTRUCTED OF CLASS "B" CONCRETE 6" CONCRETE PAD TO BE NOTE:
2" ABOVE ADJACENT
18 IDENTIFICATION SIGNS SHALL BE
PROVIDED AT EACH VALVE TO INDICATE
2. THRUST BLOCK DESIGN BASED ON WATER PRESSURE OF 200 P.S.I. IN SOIL WITH 1,500 LANDSCAPING GRADE P.S.F. BEARING CAPACITY. INSTALLATIONS USING DIFFERENT PIPE, TEST PRESSURES,
AND/OR SOIL TYPES SHOULD ADJUST AREAS ACCORDINGLY, SUBJECT TO APPROVAL OF ENGINEER.
THE VALVE'S FUNCTION AND THE PART
OF THE SYSTEM THE VALVE CONTROLS
IN COMPLIANCE WITH NFPA 24 6.7.1.
3. BLOCKS TO BE POURED AGAINST UNDISTURBED SOIL.
4. JOINTS AND FACE OF PLUGS TO BE KEPT CLEAR OF CONCRETE.
FLOW
5. THRUST BLOCKS REQUIRED FOR ALL PRESSURIZED PIPES AT ALL BEND LOCATIONS
NOT TO SCALE
THRUST BLOCK -
REVISED
PREPARED BY: BCVWD DATE: 1 1-09
BEAUMONT CHERRY VALLEY
12/10
APPROVED: DATE. // i
WATER DISTRICT
THRUST BLOCK DETAILS
FIRE
DEPARTMENT
CONNECTION
FIRE SERVICE METER ASSEMBLY
PLATE
5 ,r6
DISTRICT ENGINE
W/WILKINS 475DA BACKFLOW
7 J
- NTS \ — NTS FILE: X:\B(NWD_ProJects\Diattfct_ProJeets\Sttlndards\Plates 7 DOUBLE CHECK
6'
January 2011
DETECTOR ASSEMBLY
-�
I\ TS
BENCHMARK:
DESCRIBED BY NATIONAL GEODETIC SURVEY.
N BEAUMONT, AT THE JUNCTION OF
CALIFORNIA AVENUE AND FIFTH PLACE, 28.9 M
(94.8 FT) WEST OF THE AVENUE CENTERLINE,
7.7 M (25.3 FT) SOUTH OF THE CENTERLINE
OF FIFTH PLACE, 1.1 M (3.6 FT) NORTH OF A
GUY WIRE, 0.�9 M (2.6 FT) SOUTH of A
POWER POLE, 0.18 M (0.6 FT) EAST OF A
POST. THE MARK IS 0.6 METERS W
FROM A SECOND WITNESS POST THE MARK IS
ABOVE LEVEL WITH THE AVENUE.
ELEV. 2579.30, NAVD 88
B
K � 4675 MACARTHUR CT.
400 pFEssJ DRAWN
'A NEWPORT BEACH, CA 92660
SEAL
DESIGN BY:
LV
-....-..r
Reviewed By. Date:
C
TY O
88 A C✓
ON
9 CAL
O R\
A
s
C601
OF 19 SHEETS
oN
Engineer
Recommended
for Approval B Date:
PP Y
GRADING PLANS FOR:
BEAUMONT LIBRARY RENOVATION & ADDITION
125 E 8TH ST, BEAUMONT CA 92223
J�
DHGA-
D SUITE
BY: Stoll
LV
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0 BI www.bkf.com
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Call 2 Working Days
BeforeYou Dig!
811 WITNESS
CHECKED BY:
Administrative Engineer
Approved By: Date:
SCALE:
PER PLAN
03/20/2025
FILE NO:
City Engineer/Director of Public Works
DATE:
03/20/2025
rE of cP\-\c
BY
MARK
DESCRIPTION
APPR.
DATE
CITY OF BEAUMONT, PUBLIC WORKS DEPARTMENT 550E. 6th St
ENGINEERING DIVISION Beaumont, CA 92223
TEL: (951) 769-8520 FAX: (951) 769-8526
DETAILS
JOB NUMBER:
ENGINEER OF WORK DATE
R.C.E.
ENGINEER
R E V S 0 N s
CITY
2016 California Deportment of Transportation
All Rights Reserved _
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CASE C
ke
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— ax A
1. As site conditions dictate, Case A through Case G curb ramps may be SPACING NOT TO EXCEED 17"
eI,2F
9O'I.Max
-SEE
AT CURB
AT CURB
used for corner irlstol Iations similar to those shown In Detail A and IIV
4'-2"'
AT CURB
NOTE
Detail B. The case of curb ramps used in Detappil A duo not have to , 16" OR 24" , 12"
1 z,
O
Min
9 I1.5%I I
i 1.5% SIDEWALK alsos may be used at
Case G rdicb
#block
)1 REVIS
6"
4'-0"
6"
SIDEWALK
"—max —*
+_
Max mid losomecations, asrs to cnditions tate,
F
0 f
CASE
A
CASE
B
ca
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9,01 Max 2. If distance from curb to back r of sidewalk is too short to AT CURB accommodate ramp and 4.-2 platform (landing) as shown in Case A, the sidewalk may be depressed longitudinally as in Case B, or C or I
—'
6 +
6"
may be widened as In Case D.
•
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Typ
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EDGE OF
SIDEWALK 3, When Is located In
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configuration must be similar to that shown for Detail B.
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side of the Case C romp shall be constructed in reversed position. p
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.
FRONT
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5. If located on a curve, the sides of the ramp need not be parallel, er
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I.
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AT CURB,
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•
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Min RETAINING
4'-"c"
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Side slope of ramp flares var uniformly from a maximum of 9.01 of O
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A y curb to conform with longitudinal sidewalk slope adjacent to top of the romp, except In Case C and Case F.
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CASE
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-
TYP
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4 and streets shall be at the same level.
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AT CURB
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AT CI.IRB
1 �fl4a44a
440 8.
(BOTH SIDES OF
RAMP) GUTTER
Counter slopes of adjoining utters and road surfaces
p g
- —•
PIPE
i FLOWLINE �4'
1 TOP
OF RAMP
2"" Min adjacent to and within 24 inches of the curb ramp shell not be w
4" 21d
-
S EE NOTE 9
ROUNDED
R
Steeper thatl 1 s2O 5.f)'rC Gutter Id ex d
r pens p shall not a Gee 1 of
—
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A
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depth h 2.-O" D3
far each c width.
d f f dth
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• .. NT
ENCASEMENT
DIRECTION
OF FLOW
4 X11
'-
—
6°"
-
1.5%
ax 9 Curb shall have detectable
M ramps s a ab warning surface that extends
t d s
D PLAN RSP A88A
VAR—
i�
Min
CASE D
Typ
CASE
SECTION
7.5% Max
A
the full width and 3'-0" depth of the romp. A 4'-0" wide detectable -A warning surface may be used on a 4'-2" wide curb ramp. Detectable Warning Surfaces shall conform to the requirements In the Standard
CONCRETE WITH MINIMUM PLAN SECTION
5pecifcca#ions,
5-0" DIA
CEMENTITIOUS MATERIAL
CUTTER
RETAINING
CURB
CONTENT = 590 LB / CU YD
WHERE A FLARED SIDE OCCURS
FLOWLINE
IF NECESSARY
I
10, Sidewalk and romp thickness, '"T", shall be 3W' minimum.
SECTION "A
i.
PROVIDE 2'-0" Min Off CURB -
TOP OF RAi)r
-A"
4'-2"
Min 11. Utility pull boxes, manholes, vaults and all other utility facilities a
ROUNDED
-I I within the boundaries of the curb ramp will be relocated or }
NOTE:
e5
• 1R - -
.,,e adjusted to grade by the owner prior to, ar in conjunction with,
CHANNELS OF MANHOLE BOTTOMS TO BE
(t
4 La
r
curb ramp construction.
FORMED IN CONCRETE, AND SIDE INLETS
r,
Lo
7.57. Max 1.5x.
Max 14
12. warning surface may have to be cut to allow removal of
TO HAVE CHANNELS CURVED IN THE
DIRECTION OF FLOW.
e 4 �' finl
•
/13 Q
SEE NOTE 8
SECTION
Detectable
utility while maintaining full detectable warning width B —B
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SIDEWALK
Depress entire
sidewalk
as required
NOT TO SCALE
x
ONG
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a° -0"a=' _i
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GUTTER
IFRENECESSARY
CURBAINING ",
2.3" Min AND 2.4 Max
CENTER TO CENTER
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PREPARED UND THE SUPERVISION OF:
QRaFE5S/aN
� www.bkf.com
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Call 2 Working Days
Before You Dig/
811
CHECKED BY:
Bk
Administrative Engineer
Approved By: Date:
SCALE: -�'-`-"�Y
PER PLAN
03/20/2025
FILE NO:
City Engineer/Director of Public Works
DATE:
03/20/2025
1 -
OF �F°
OF CPS-
BY
MARK
DESCRIPTION
APPR.
DATE
CITY OF BEAUMONT, PUBLIC WORKS DEPARTMENT 550E. 6th St
ENGINEERING DIVISION Beaumont, CA 92223
TEL: (951) 769-8520 FAX: (951) 769-8526
DETAILS
JOB NUMBER:
ENGINEER OF WORK DATE
R.C.E.
ENGINEER
R E V S 0 N S
CITY
WIDTH OF RAMP
00000000000000000000
0000000000000000000o
00000000000000000000
0.65" MIN
0.45" MIN AND 0.47" MAX
00000000000000000000
00000000000000000000
ih
TOP DIA
i
h
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0.9" MIN AND 0.92" MAX_i
/
BASE DIA
iv
0 2.3"MIN AND 2.4"MAX
-2.3"MIN AND 2.4" MAX
/
Oh-
6" MIN
CENTER TO CENTER
SPACING
0.65" MIN
CENTER TO CENTER SPACING
WHERE ADJACENT TILE OCCURS
/ \
UTILITY PIPE
RAISED TRUNCATED DOME
RAISED
TRUNCATED DOME PATTERN
a
I I
04.0" 8.0"
NOTES:
CONTROL DENSITY FILL /
1 \
/
1. DETECTABLE
2. TRUNCATED DOMES
3. AT CURB RAMPS,
WARNING SURFACE SHALL MEET
SHALL ALIGN WITH THE RAMP
FRONT EDGE OF DETECTABLE
SPECIFICATIONS PER CBC 11B
IN THE DIRECTION OF TRAVEL.
WARNING SURFACE SHALL
-705.i
\
BE NOTE:
7 BETWEEN 6 AND
4. DETECTABLE
8 INCHES OF FACE OF CURB.
WARNING SURFACES SHALL BE YELLOW
AND APPROXIMATE FS
CONTROL DENSITY FILL PER EMWD SPECIFICATION SECTION 02252. 33538
V
OF SAE AMS-STD-595A.
1 DETECTABLE
WARNING
SURFACE
!2 SLURRY
CEMENT
ENCASEMENT
3 ORIFICE
RESTRICTOR
PLATE
NTS - ;I NTS
- NTS
MORTAR CAP
PLACE FULL
4'-0" (1200 mm) MIN HEIGHT
r?!1N
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BOND BEAM AND REINFORCEMENT TO
1/2" (15 mm)
LATERAL LOAD = 15 PSF (720 Pa)
#5 (16M) -CONY
REINFORCEMENT
AT EACH BOND
EXTE SIGN AT STEP XPANSION JOINTS ® 50' REINFORCEMENT AT (15 } MAX
REINFORCING BARS
m EACH SIDE OF EXPANSION
STEM
FOOTING
BEAM TYP. SEE
B
CUTOFF
SPACING, O.C.
-.1
JOINT, CHANGE IN HEIGHT,
NOTE 14
OR ENDOF WALL
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W2
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h
A
B
C
H
t
T
(TYPE 1)
(TYPE
(TYPE
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@ 48"
t
TOP OF FOOTING
6'-O"
(1.8 m)
6"
(150 mm)
12"
(300 mm)
2'-3"
(675 mm)
2'-3"
(675 mm)
2'-9"
(825 mm)
30"
(750 mm)(#13M@1200*)
#4 @ 48"*
#4 @ 48"
(#13M@1200)
#4
(#13M©1200)
4 ® 18"
-A (L -BAR)
-�
450
A (L -BARS)
ELEVATION
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@ 32"
(#13M mm)
_
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8"
12"
2'-91'
2'-6"
3'-3"
30"
#4 @ 32"
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#4
-�
TYPE 1
� ��-.... �r
Z CONY
TYPE 1
(2.4 m)
(200 mm)
(300 mm)
(825 mm)
(750 mm)
(975 mm)
(750 mm)
(#13M@800*)
(#13M@800)
(#13M@800)
3'-9k"
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3'-0"--
3'-9"
30"
- 4-@- 32"EF
#4 @ 32"
#4 ® 3211
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„
I
10' 011
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8"
1211
(#13M@800)
E -
-
(150
g
(#113 ®
r
(3.0 m)
(200 mm)
(300 mm)
(1125 mm)
(900 mm)
(1125 mm)
(750 mm);
13M@800EF;
(#13M@800)
I
mm)
r-APPROX
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450 mm)
s
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30� mm
1 TYPE 1 AND 2
CUTOFF
SPACING,
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SEE NOTE 2
w
E Q C
FOOTING SHOWN
WALL ELEVATION
W1
W2
F
JEc�
T
(TYPE 1)
(TYPE 2)
(TYPE 3)
h
A
B
C
Lu
—
H
t
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MORTAR CAP --MORTAR CAP
-
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P,CL
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ALL CELLS WITH
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/
CAULKING SEALANT
CONY EACH SIDE
6'-0"
6"
12"
2'-9
2'-6"
3'-3"
30"
(750
#5 @ 32 „* ,
(#16M©800*)
4 ® 32"
(#13M@800)
#4 ® 32
13M@8Q0 )
BEAMS SHALL BE
GROUTED
PREMOLDED EXPANSION
.-,
(1.8 m)
(150 mm)
300 mm
(825 mm)
(750 mm)
(975 mm)
mm)
1/2"
E
#5 (#16M) CONT
#5 (#16M) CONY
SOLID
U b
JOINT FILLER
(15 mm)
Z�
E
8'—O"
8"
1211
3'-3"
3'-O"
3'-911
30"
#4 @ 32"EF
#4 @ 32"
4 @ 32"
AT EACH BOND
_
(#13M@800)
AT EACH BOND
t
(2.4 m)
(200 mm)
300 mm
(975 mm)
(900 mm)
(1125 mm)
(750 mm);#13M@800EFj(#13M@800)
BEAM TYP. SEE
BEAM TYP. SEE
t
NOTE 14 r.;,�
.
.
8"
12"
4'-3"
3'-6"
4'-3"
42"
#5 @ 32"EF
#4 @ 32"
#5 @ 32"
NOTE 14
■■
10'-011
��
/ I
o
(3.0 m)
(200 mm)
300 mm
(1275 mm)
(1050 mm)
{1275 mm)
(1050 mm}`#16M@SOOEF;
(#13M@800}
(#16M@800}
-I L-
Y■
STOP JOINT
�r
°
FULL HEIGHT VERTICAL
E REINFORCEMENT
��
B
`_
BAR EACH SIDE
OF JOINT
w
E EACH SIDE OF
LATERAL LOAD = 25 PSF (1200 Pa)
T
B
_
=
A (L -BAR)
B
T
TO MATCH VERTICAL
'�
■F
_ B
@ CENTER
REINFORCEMENT
\
SEE NOTEEXPANSION13OINT.
REINFORCING BARS
a
--
A (L -BARS)
�
--
STEM
FOOTING
Z WALL
CUTOFF
SPACING, O.C.
I
■_
CORNER
DETAIL
EXPANSION
JOINT DETAIL
i
E
4 @ 18"
;
A
##4 ® 18"
■�
A ®
CENTERS
NOTE:
W1
W2
F
E -
III
SLOPE
-
-- v
( 13M t�
-
SINGLE VERTICAL
REINFORCING
BARS
H
t
T
(TYPE 1)
(TYPE 2)
(TYPE 3)
h
A
B
C
(#13M @
`-'�
-4-
f
Z
d
450 mm) """
s
CONTROL
SLOPE
d
450 mm) _
SHALL BE CENTERED
IN CELLS.
DOUBLE
or)
CONT
2%
POINT
CONTROL
1 CONTINUOUS
ROWS OF VERTICAL
REINFORCING
BARS
6'-0"
6"
12"
3'-0"
2'-9"
3'-6"
30"
#5 @ 16"*
#4 ® 32"
#4 @ 32"
--
POINT
___ _-
`�,
SHALL
(1.8
(150
(300 mm)
(900 mm)
(825 mm)
(1050 mm)
(750 mm)
(#16M@400*)
(#13M@800)
(#13M©800)
LEVEL OR
)
,� /
't
HAVE THE
REINFORCEMENT
��
m)
mm)
��,���
SLOPE 2H:1V
7%%\X/�
•�
�///
PLACED IN EACH FACE
(EF).
#13M)
- f
�?
EA#4CH FACE
�\
8'-0"
8"
12"
3'-9"
3'-3"
4'-0"
30" #4 @ 16"EF
4 ® 32"
#4 @ 32"
_�
\j�
°�
{
�_��
�a
2"
MAX .,
°•
�//
V
- (2.4
m)
(200 mm)
(300 mm)
(1125 mm (975
)
mm)
(1200 mm)
(750 mm 13M@4OOEF )
13M@800
( }
13M@800
(# )
}
° °
i� �
�r \�`
f
\,
�#
_
300 mm)
E
y
1 //� /
E
°
��
x
10'-0"
8"
12"
4'-9"
4'-0"
4'-9"
50"
#5 @ 16"EF
#4 @ 32"
#5 @ 32"
E a
C
°
°
"'
w
_
E ¢ C
Q
m
(3.0 m)
(200 mm)
(300 mm)
(1425 mm)
(1200 mm)(1425
mm)
(1250 mm)#16M@400EF)
(#13M@800)
(16M@800)
J
LEVEL 0 R
E
E U
W2
SEE NOTE 2_
L'-
.,
._1
v
E
w
O
SLOPE 2H:1V
a
.
,n
N.
°
w
Q
Ec�
a
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UE
TYPE 2 4@18"
�
di
Lii
I
TYPE 2
@ 450 mm)
=
to
o
D
°
4 @ 18"
r #13M
_
CONTINUOUS
°
o
`
1H:1V
NOTES
®
~
�_
#13M 450 mm)
°
4 @ 18"
-T
OPTIONAL
VERTICAL REINFORCING BARS SHALL BE CENTERED IN CELL.
CONTINUOUS
I
�J 1
1,
d
E
# 13M @ CORNER
I
24"��
11 1. SINGLE
2. * FOR SINGLE A -BARS IN FOUNDATION, SEE SHEET 2.
DETAILS FOR
DOUBLE REINFORCEMENT F OR _ l (300 mm)
#4 @ 12"
2411 F
d
X411
450 mm) SHAPE
(
00 3. DOUBLE ROWS OF VERTICAL REINFORCING WHERE INDICATED SHALL BE PLACED AT EACH FACE (EF).
SEE REINFORCING
SCHEDULES FOR REQD USE NOTE 2,
TYPE 3
DETAILS FOR SINGLE REINFORCEMENT TYPE 3
nlq (600 mm)
mm 12"
(#13M @ 300 mm) (600 mm) (600 m7-1;)
SEE REINFORCING SCHEDULES FOR ALLOWED USE
12"
AS REQ'D
SEE SHEET 1 FOR OTHER DIMENSIONS AND DETAILS
(300 mm)
(300 mm) TRENCH FOOTING
SPREAD FOOTING TYPE 3
TYPE 1 AND 2
FOOTING STEP
DETAILS
STANDARD PLANS FOR PUBLIC WORKS CONSTRUCTION
STANDARD PLAN
PROMULGATED
STANOAROS
STANDARD PLAN
STANDARD PLAN
STANDARD PLANS FOR PUBLIC WORKS CONSTRUCTION
STANDARD PLAN
STANDARD PLANS FOR PUBLIC WORKS CONSTRUCTION
PUBUC NC.
GREENBO COMMITTEE
REINFORCED CONCRETE BLOCK WALL
STANDARD PLANS FOR PUBLIC WORKS CONSTRUCTION
601-5
601-5
1993
REV. 1996, 2005, 2009, 2010, 202?
601-5
BLOCK WALL
601--5
REINFORCED CONCRETE BLOCK WALL
REINFORCED CONCRETE BLOCK WALL
USE WITH STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION SHEET 1
REINFORCED CONCRETE
SHEET 3 OF 6
S-IEE- 4 Cl- 6
OF 6
SHEET 2 OF 6
NOTES:
1. STANDARD PLAN 601-5 HAS 6 TOTAL PAGES THAT
4, SITE
CAN BE
WALL
FOUND
IN THE STANDARD PLANS FOR PUBLIC WORKS CONSTRUCTION.
-Y NTS
BENCHMARK:
DESCRIBED BY NATIONAL GEODETIC SURVEY
IN BEAUMONT, AT THE JUNCTION OF
CALIFORNIA AVENUE AND FIFTH PLACE, 28.9 M
(94.8 FT) WEST OF THE AVENUE CENTERLINE,
7.7 M (25.3 FT SOUTH OF THE CENTERLINE
) �,
OF FIFTH PLACE, M (3.6 FT) NORTH OF A
GUY WIRE, 0.79 M (2.6 FT) SOUTH OF A
POWER POLE, 0.18 M (0.6 FT) EAST OF A
WITNESS POST. THE MARK IS 0.6 METERS W `r
FROM A SECOND WITNESS POST THE MARK IS
ABOVE LEVEL WITH THE AVENUE.
ELEV. 2579.30, NAVD 88
B
F 4675 MACARTHUR CT.
SUITE 400
NEWPORT BEACH, CA 92660
��
SEAL
DESIGN BY:
LV
"-`-a...—„°.r
Reviewed By: Date:
C
TY 0
B E A J✓
0\
C A L -I
- O R\
I A
S -
C603
OF 19 SHEETS
pFEssi
oNq�
Staff Engineer
Recommended
for Approval By. Date:
GRADING PLANS FOR:
BEAUMONT LIBRARY RENOVATION & ADDITION
125E 8TH ST, BEAUMONT CA 92223
JDALE
D
T
1 DRAWN BY:
LV
4,
_
*
o PR
w E W• Ki F
�0. RBI c,
No. C 42393
CIVIL
P
Z
T
*
(949) 526-8460
www.bkf.com
O
Og`
I
,
,a
Call 2 Working Days
Before You Dig!
811
CHECKED BY:
BI<
Administrative Engineer
Approved By Date:
SCALE:
PER PLAN
03/20/2025
FILE NO:
Engineer/Director of Public Works
DATE: City
03/20/2025
rE of cP��p
BY
MARK
DESCRIPTION
APPR.
DATE
CITY OF BEAUMONT, PUBLIC WORKS DEPARTMENT 550E 6th St
ENGINEERING DIVISION Beaumont, CA 92223
TEL: (951) 769-8520 FAX: (951) 769-8526
DETAILS
JOB NUMBER:
ENGINEER OF WORK DATE
R.C.E.
ENGINEER
R E VI SI ON S
CITY
--J
0 LOADING CASE I OR II
2" (50 mm) CEMENT PER SPPWC 617
A MORTAR CAP
MASONRY
r J
-J
H_5P-0„
EXPANSION JOINT
MAX
TYPE A WALL
(1830 mm)
EA 100' (30 m)
STEM
DESIGN H
,_ »
; a
4P-0"
"
"
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TOTAL
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PLANS
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STANDARD PLAN
STANDARD
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STANDARD PLAN
STANDARD PLANS FOR PUBLIC WORKS CONSTRUCTION
STANDARD PLAN
ENBOS
GREEN BOOK COMMITTEE
REV. 1998, 2005, 2009
MASONRY
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2 DETAIL A
WALL ELEVATION
DETAIL B
- ,
NTS
BENCHMARK:
DESCRIBED BY NATIONAL GEODETIC SURVEY
N BEAUMONT, AT THE JUNCTION OF SUITE
CALIFORNIA AVENUE AND FIFTH PLACE, 28.9 M
(94.8 FT) WEST OF THE AVENUE CENTERLINE,
7.7 M (25.3 FT) SOUTH OF THE CENTERLINE
of FIFTH PLACE, M (3.6 ET) NORTH OF A
GUY WIRE, 0.79 M (2.6 FT) SOUTH OF A
POWER POLE, 0.18 M (0.6 FT) EAST OF A
WITNESS POST. THE MARK IS 0.6 METERS W `r
FROM A SECOND WITNESS POST THE MARK IS
ABOVE LEVEL WITH THE AVENUE.
ELEV. 2579.30, NAVD 88
4675 MACARTHUR CT.
400 RFESS/C
BEACH, CA 92660
SEAL
DESIGN BY:
LV
Reviewed By. Date:
C
TY 0
B E A J✓
0\
CALI
0 H\
A
s-
C604
OF 19 SHEETS
Staff Engineer
Recommended
for Approval B Date:
PP Y
GRADING PLANS FOR:
BEAUMONT LIBRARY RENOVATION & ADDITION
125 E 8TH ST, BEAUMONT CA 92223
DTGA-
T
D
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1 NEWPORT
DRAwNBv:
LV
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No. C 42393
CIVIL P
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(949) 526-8460
www.bkf.com
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Call 2 Working Days
Before You Dig!
CHECKED BY:
BIB
Administrative Engineer
Approved By: Date:
SCALE: -�....��.r
PER PLAN
03/20/2025
FILE NO:
Engineer/Director of Public Works
DATE: City
03/20/2025
rE of Ctk\>o
BY
MARK
DESCRIPTION
APPR.
DATE
CITY OF BEAUMONT, PUBLIC WORKS DEPARTMENT 550E. 6th St
ENGINEERING DIVISION Beaumont, CA 92223
TEL: (951) 769-8520 FAX: (951) 769-8526
DETAILS
JOB NUMBER:
ENGINEER OF WORK DATE
R.C.E.
ENGINEER
R E VI SI ON S
CITY
BILL OF MATERIALS
REVIEWING NOTES 5. STORMCAPTURE MODULES ARE NOT WATERTIGHT. IF A WATERTIGHT INLET IE FROM 2594.26' TO
TYPE
QTY
HEIGHT
STD
NOTES
1. THIS SYSTEM HAS BEEN DESIGNED PER THE DESIGN PARAMETERS SPECIFIED SOLUTION IS REQUIRED, CONTACT OLDCASTLE FOR RECOMMENDATIONS. THE
ALOWERED
�t
1 4'
IN THE DESIGN NOTES. REVIEWING ENGINEER SHALL VERIFY THAT THESE WATERTIGHT APPLICATION TO BE PROVIDED AND IMPLEMENTED BY THE 2594.22' TO FIT PIPE WITHIN MODULE.
PARAMETERS MEET OR EXCEED PROJECT SPECIFIC REQUIREMENTS. IF SITE CONTRACTOR. THE CONTRACTOR IS RESPONSIBLE TO ENSURE THAT THE El
1 4'
F
1 4'
CONDITIONS DIFFER FROM NOTED DESIGN PARAMETERS, REVIEWING SELECTED WATERTIGHT SOLUTION PERFORMS AS SPECIFIED BY THE ENGINEER SHALL NOTIFY OLDCASTLE FOR POTENTIAL REDESIGN AND/OR MANUFACTURER.
48. -cos" _
TOTALS
PRICING ADJUSTMENTS. 6. DESIGN OF THE STORMCAPTURE PRECAST MODULE SYSTEM ASSUMES NO
TOP SLAB
5 7"
2. REVIEWING ENGINEER SHALL VERIFY ALL PIPE PENETRATION LOCATIONS, ADJACENT BUILDING(S), WALL(S), OR STRUCTURAL FOUNDATION(S) WITHIN A 4' BOTTOM
5 030" FRAME & COVER
1 SIZES, AND INVERTS. 1:1 INFLUENCE LINE FROM THE BOTTOM EDGE OF ANY SYSTEM MODULE. ANY
GRADE RING
1 3. REVIEWING ENGINEER SHALL VERIFY ALL MANWAY ACCESS LOCATIONS AND SITE ELEMENTS BEYOND THIS ZONE OF INFLUENCE ARE ASSUMED TO HAVE 11'-9• -'�
12'-3Y:
24'-0Y4"
030N12"
030•x12" GRADE RING
2 RIM ELEVATIONS. NO IMPACT ON THE SYSTEM AND EXERT ZERO LATERAL SURCHARGE ONTO
4. THIS SYSTEM IS DESIGNED FOR A GROUNDWATER TABLE ELEVATION PER THE MODULES. THE CONTRACTOR SHALL VERIFY THAT ANY ADJACENT VOLUME
2,159
FEET
DESIGN NOTE 2C, SHEET 1. REVIEWING ENGINEER SHALL VERIFY THAT THE BUILDING(S), WALL(S), OR STRUCTURAL FOUNDATION(S) DO NOT LIE WITHIN DESIGN GROUNDWATER ELEVATION MEETS OR EXCEEDS SITE CONDITION THIS INFLUENCE ZONE OR DO NOT SURCHARGE THE PRECAST MODULES. • 1
010" OPENING FOR D8^ PVC, M)
BUTYL ROPE - CS 102
21 ROLLS
REQUIREMENTS. NOTIFY OLDCASTLE IF SITE CONDITIONS VARY FROM WHAT 7. WRITTEN APPROVAL OF SUBMITTAL DRAWINGS ALONG WITH SIGNED OUTLET INVERT: 2591.47'.
N�
A
JOINT WRAP - CS 212
1 ROLL
HAS BEEN SPECIFIED FOR POTENTIAL SYSTEM DESIGN CHANGES AND/OR PURCHASE ORDER REQUIRED FOR BEGINNING OF PRODUCT FABRICATION.
I
GEOTEXTILE FABRIC
1 ROLL
FS: 2599.10'
030" FRAME & GRATE,
RIM: t2599.09'. SEE DETAIL A
SHEET 2 OF 4.
I
I
018" DOGHOUSE OPENING FOR 015' PVC, STORMCAPTURE MODULES BY OLDCASTLE INFRASTRUCTURE.
INLET INVERT: 2594.22'. INSIDE DIMENSIONS: 7' W x 15' L x 4' H, SYSTEM INVERT: 2591.47'.
FS: 2600.75' n,
PRICING ADJUSTMENTS. ANY SYSTEM MODIFICATION POST -APPROVAL MAY RESULT IN CHANGE ORDER(S) AND/OR POTENTIAL DELIVERY DELAYS.
8. ALL SAND FILTER MEDIA, DRAIN ROCK AGGREGATE, PIPE, AND FITTINGS PROVIDED BY CONTRACTOR.
F
+----1
F -
- -1
I
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WATEPOOEING TO BE PROVIDED BY OT -E S.
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I
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n,
FS: 2600.68'
COMPACTED FILL, SEE INSTALLATION GUIDE, 030" H5-20 RATED FRAME & GRATE BY OTHERS. RISERS/GRADE RINGS AS REQUIRED
01" VENT HOLE
WITH STORMCAPTURE MODULES BY OLDCASTLE PAVING/OVERBURDEN, TO GRADE.
INFRASTRUCTURE. BY CONTRACTOR.
ONE SIDE ONLY. MIN TO MAX ALLOWABLE
/
/
'� �.
RIM RANGE:
.
r
16'-0)'y'
♦ ° ° ° ° ° ° ° ° ° ° ° ! ° ° ° _
° ° ° ° ° ° ° ° ° ° ° °
° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ° ♦ 2596.49'-2600.99'
/ X
-
F
- -
0.50' MIN COVER
FS: 2598.82
/ /
/
FS: 2599.13
1 / I
F
I
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5.00' MAX COVER
/
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6.25" EL: 2595.47'
//'
/
/ .,'
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C
016"x 29" OBROUND OPENING FOR
0,2" PVC,
INLET INVERT: 2591.80'.
I I
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- -
/
7„
EL: 2590.89'
FS: 2598.86' J MODULE GAP, TYPICAL KNOCK OUT TERMADUCTS FS: 2600.61' SEE MODULE JOINT DETAIL IN THIS/THESE LOCATIONS.
ON SHEET 3 OF 4.
DESIGN NOTES PLAN VIEW
A
GEOTEXTILE FABRIC GEOTEXTILE FABRIC,
TO EXTEND 1' MINIMUM SEE INSTALLATION GUIDE.
UP SIDES OF SYSTEM.
I
CONTRACTOR TO ENSURE ADEQUATE BEARING SURFACE J 04" TERMADUCT, TYPICAL.
PROVIDED IN ACCORDANCE WITH PROJECT SPECIFICATIONS.
NOTE:
TERMADUCT
AT SPECIFIED
INSERTS TO BE KNOCKED OUT
LOCATIONS ONLY (BY OTHERS).
1. LIVE LOADING CRITERIA: SCALE: 1/4" = t' -D•
A. AASHTO HS -20-44 DESIGN TRUCK (WITH IMPACT AT 0.50FT MINIMUM COVER) Afi
UPDATED PER COMMENTS
2/10/25
TYPICAL ELEVATION
A
UPDATED
PER COMMENTS
2/10/25
B. LATERAL LIVE LOAD SURCHARGE: 80 PSF (TO 8.00FT DEPTH) REV
DESCRIPTION
DATE
NTS
REV
DESCRIPTION
DATE
C. NO LATERAL SURCHARGE(S) FROM ANY ADJACENT BUILDINGS, WALLS, FOUNDATIONS, OR ANY ADDITIONAL SITE ELEMENTS.
2. SOIL LOADING CRITERIA:
A. SOIL COVER DEPTH: 0.50FT (MIN.) - 5.00FT (MAX,)
0 Infrastructure
AallooFwr Nr
030' HS -20 RATED FRAME & COVER.
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Infrastructure
ASN00INIMIW
B. SOIL UNIT WEIGHT: 120 PCF
Ph:800.579.88191
WAWdOcaRDATIrasTUOArHmm/stomwmer
////!F
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RIM: 12599.09'
Ph: 800.579.8819
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C. ASSUMED WATER TABLE ELEVATION: BELOW BOTTOM OF PRECAST
THIS DOCUMENT
IT IS CONFIDENTIAL.
IS THE PROPERTY OF
SUBMITTED FOR
OLDCASTLE INFRASTRUCTURE. INC
REFERENCE PURPOSES ONLY AND
,/°/,/ °/°/°�
a
THIS DOCUMENT IS THE
IT IS CONFIDENTIAL. SUBMITTED
PROPERTY OF OLDCASTLE INFRASTRUCTURE. INC
FOR REFERENCE PURPOSES ONLY AND
D. REQUIRED ALLOWABLE BEARING PRESSURE: 2,500 PSF
E. EQUIVALENT LATERAL FLUID PRESSURE, ACTIVE: 45 PCF (DRAINED)
SHALL NOT BE
WITHOUT
COPYRIGHT 020
USED IN ANY WAY INJURIOUS
ON OF
5E 1 OLDCASTLE TTEN SNFIRASTRUCTURE,
TO THE INTERESTS
OLOCASTLE INFRASTRUCTURE,
INC
OF, OR
RIGHTS HE RESERVED.
///
III
._///,
13.10'
SHALL NOT BE USED IN
WITHOUT THEWRITTEN
o 20 S0LDCAST
ANY WAY INJURIOUS TO THE INTERESTS OF, OR
NFRASTRUCTURE, INC
EIINFRASTRUCTURE. SION OF INC. ALL RIGHTS RESERVED
F. EQUIVALENT LATERAL FLUID PRESSURE, AT -REST: 60 PCF (DRAINED) G. EQUIVALENT LATERAL FLUID PRESSURE, PASSIVE: 150 PCF (DRAINED)
STORMCAPTURE
DETENTION
®
SYSTEM
MT"C
-
PLAN -14
�'
W E
►°°�
I
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EL: 2595.99'.
STORMCAPTURE
DETENTION SYSTEM
®
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-
H. ASSUMED COEFFICIENT OF FRICTION: 0.40
I. SEISMIC LATERAL EARTH PRESSURES: 30.5H PCF (APPLIED AS INVERTED TRIANGLE) _- CUSTOMER:
BKF Engineers
' �
s
L
_
----
(TOP OF SYSTEM)
CUSTOMER:
BKF Engineers
3. STORMCAPTURE MODULE TYPE: DETENTION (SOILTIGHT).
4. CONCRETE (NORMAL WEIGHT):
f
JOB NAME BEAUMONT
LIBRARY
AND RENOVATION -
ADDITION
Beaumont, CA
JOB NUMBER:
24-1202202
JOB NAME BEAUMONT
AND RENOVATION
LIBRARY ADDITION
- Beaumont, CA
JOB NUMBER:
24-1202202
A. MIN. 28 -DAY COMPRESSIVE STRENGTH: 6,000 PSI
DATE
MFc
DRAWN
ENGINEER
CHECKED
SALES ORDER
DETAIL
A 2X 030"x12"
GRADE RINGS.
W .;.
DATE
MFG
DRAWN
ENGINEER
CHECKED
SALES ORDER
B. CEMENT: ASTM C150
1/10/24
070-FO
PPS
HMF
HMF
S302167-3
1X 030"X6'
GRADE RING.
1/10/24
070 -FO
PPS
HMF
HMF
S302167-3
5. STEEL REINFORCEMENT: ASTM A615 / A706 (GRADE 60), ASTM A1064 (GRADE 80) DetentIon:6. REFERENCE STANDARDS: ASTM C913 & C890, ACI 318-14 IofiItMI=
SUBMITTAL
NN
DRAWING
1 OF a
MODULE
SCALE:
El
1/4" = t'-0
° fi,rDeten`0
DAAWINGNAME
SUBMITTAL
DRAWING
SHEET
2 OF 4
INSTALLATION NOTES
1. UNDERGROUND PRECAST CONCRETE SYSTEM INSTALLATION SHALL BE PER ASTM C891, "STANDARD PRACTICE FOR INSTALLATION OF UNDERGROUND 16'-0" KEYWAYS MUST BE FREE OF DIRT, ROCKS, AND WATER. ROCKS AND DIRT PREVENT THE VAULT SECTIONS FROM 4 -WAY SLINGS
4 -WAY
W
SLINGS
PRECAST CONCRETE UTILITY STRUCTURES" AND PER OLDCASTLE.
SEATING AND SEALING PROPERLY. REMOVE ALL PROTECTIVE PAPER FROM RUBBER SEALANT MATERIAL. SPLICE RUBBER SEALANT MATERIAL WITH A "SIDE BY SIDE' JOINT, AWAY FROM CORNERS. CORNER SPLICING WILL NOT SEAL / WITH MIN. 10' LEGS.
WITH
MIN. 10' LEGS.
6"
15'-0"
6"
2. MODULE SUBBASE OR SUBGRADE SHALL BE LEVEL/SCREEDED AND PROPERLY.
I,
�"
l
COMPACTED ADEQUATELY FOR REQUIRED BEARING CAPACITY PER DESIGN `8T RING CLUTCH
I
L J" 7^ _i
y^
NOTE 2D, SHEET 1. CONTRACTOR AND/OR INSTALLING SUB -CONTRACTOR
BY MEADOW
BURKE Y4
"
"\�
J
8T RING CLUTCH
BY MEADOW
6"
•
SHALL VERIFY THAT SOIL BEARING CONDITIONS MEET OR EXCEED DESIGN REQUIRED MINIMUMS PRIOR TO PLACEMENT AND INSTALLATION OF MODULES.
3. ANY CONSTRUCTION EQUIPMENT EXCEEDING NOTED DESIGN LOADING IS NOT
PERMITTED OVER OR ADJACENT TO ANY MODULE WITHOUT FORMAL REVIEW /
}
BURKE
r
I
I
M
01" VENT HOLE
1' 6• 4'-0• 4' 0"
AND WRITTEN APPROVAL BY OLDCASTLE ENGINEERING, ELSE PRODUCT WARRANTY MAY BE VOIDED. ANY DESIGN CONSTRAINT EXCEEDING THE
THIS SIDE ONLY
DESIGN PARAMETERS NOTED ABOVE MAY REQUIRE CUSTOM STRUCTURAL DESIGN, SUBGRADE REVISIONS, AND/OR PRICING ADJUSTMENTS. \
TOP SLAB LIFTING DETAIL BOTTOM
MODULE
LIFTING DETAIL
8'
0• 7`0
I
C
1'6'
I
I
1'-6
4. HEAVY VIBRATORY COMPACTION EQUIPMENT SHALL NOT BE OPERATED N.T.S.
N.T.S.
WITHIN 10 FEET OF MODULE EXTERIOR.
5. MINIMUM OF 0.50FT OF SOIL COVER REQUIRED FOR CONSTRUCTION EQUIPMENT OPERATION ON TOP OF SYSTEM. IT IS THE RESPONSIBILITY OF
CORRECT -INSTALL INCORRECT - DO NOT INCORRECT - DO NOT SPLICE 4'a"
4,-0"
r-6"
I
I
I
4'-T
q,-0"
2,-6"
I
I
THE CONTRACTOR AND INSTALLING SUB -CONTRACTOR TO ENSURE THAT NO RUBBER SEALANT OVERLAP THE RUBBER RUBBER SEALANT MATERIAL ATMATERIAL AT THE OUTER SEALANT MATERIAL AT A CORNER. RUBBER SEALANT 1 •
MODULES ARE DAMAGED DURING CONSTRUCTION.
EDGE OF THE KEYWAY. SPLICE. SHOULD BE CONTINUOUS
L
J
L
J
6. UNLESS NOTED OTHERWISE, ALL PIPE SUPPLIED AND INSTALLED BY OTHERS.
RUBBER SEALANT AROUND CORNERS.
HEAVIEST PICK
6" �
_
T
T
7. CONTRACTOR MAY MODIFY AT RISK ANY OLDCASTLE PRODUCT(S) IN THE
SHOULD BE CONTINUOUS
AROUND CORNERS.
WEIGHT = 24.250 LBS
f
FIELD OR AFTER DELIVERY WITHOUT FORMAL REVIEW AND WRITTEN a'-0'
1.-6
a'-0
APPROVAL BY OLDCASTLE ENGINEERING. THE CONTRACTOR SHALL BE
RESPONSIBLE FOR VERIFYING THAT ANY PRODUCT MODIFICATIONS DO NOT BUTYL RUBBER SEALANT (CONSEAL CS -102 OR EQUAL)
a
TYPICAL PLAN VIEW
04"
TERMADUCT
TYPICAL.
DETAIL 1 - TYPICAL WALL ELEVATION
DETAIL 2 - TYPICAL
WALL ELEVATION
INVALIDATE THE PRODUCT WARRANTY.
8. MODULE PLACEMENT FIELD TOLERANCES SHALL NOT EXCEED 3/4" BETWEEN
PLACEMENT DETAIL
SCALE: 1/4"=1'-0"
SCALE: 1/4"=1'-0'
SCALE:
1/4"=1'-0"
NTS
ADJACENT MODULES. IF MODULE GAP EXCEEDS 3/4", CONTRACTOR SHALL
MAKE NECESSARY ADJUSTMENTS AND RESET MODULE(S) TO BRING WITHIN 8'-0'
e'
NOTED TOLERANCES.
-o"
9. CONTRACTOR IS RESPONSIBLE FOR PRODUCTS ONCE DELIVERED TO THE
MAXIMUM EQUIPMENT OPERATING WEIGHT (OW) BY TRACK WIDTH
T i
L, J"
SITE. OLDCASTLE IS NOT RESPONSIBLE FOR OFFLOADING PRODUCTS,
MAINTENANCE, AND INSTALLATION OF PRODUCTS ONCE THEY ARRIVE TO THE
TRACK WIDTH
12"
18"
24"
30"
1 n,
r
1 Spa _
F
1 SITE.
MIN TRACK LENGTH
8'-0"
10'-0"
12'-0"
14'-0"
I
I
I
10. CONTRACTOR SHALL INSTALL SYSTEM PER PROJECT WATERPROOFING AND
FILL DEPTH (FT)
OW (LBS)
OW (LBS)
OW (LBS)
OW (LBS)
4 SOILTIGHTNESS REQUIREMENTS. WATERPROOFING AND SOILTIGHTNESS
- r s^ —
7's•
INSTALLATION IS NOT BY OLDCASTLE AND OLDCASTLE WILL PROVIDE NO
0.5 35,000
45,000
52,500
54,500
'I
'
GUARANTEE FOR THIS COMPONENT OF SYSTEM INSTALLATION.
1 35,000
45,000
56,000
60,500
7y2
I
V
B1
�!
I
1 v
2 35,000
45,000
56,000
64,000
'I
I I
I
I
I
I
3 76,000
78,500
83,500
88,000
3'-4Y"
018" DOGHOUSE OPENING
I FOR 015' PVC INLET I
I 030" OPENING
4 94,000
100,000
106,000
113,000
I
I I
q,-0..
I
I
5 100,000
116,000
132,000
149,000
L-
L
L J
L
J
-
NOTES:
A. IF CONSTRUCTION EQUIPMENT EXCEEDS THE ABOVE OPERATING WEIGHT LIMITS Q
f►
REFER TO INSTALLATION NOTE 3.
B. FOR WHEELED CONSTRUCTION EQUIPMENT LIMITS REFER TO INSTALLATION NOTE 3.
C. MINIMUM AXLE SPACING FOR ALL TRACK WIDTHS IS 6'-0".
V
DETAIL 3 - MODULE B1 DETAIL 4 - MODULE B1
DETAIL
4 5 - MODULE El
SCALE: 1/4" = 1'-0" SCALE: 1/4" =1'-0"
SCALE: 1/4' = 1'-0"
8" MIN. WIDE STRIP OF
7'
7 I -'
SELF-ADHESIVE OVER ENTIRE JOINT
PROVIDE MIN. 1' OVERLAP WHEN
CONNECTING STRIPS. JOINT WRAP
/•
a
a
SUPPLIED BY OLDCASTLE AND
UPDATED
PER COMMENTS
2/10/25
UPDATED
PER COMMENTS
2/10/25
INSTALLED BY OTHERS.
,n,
SEE INSTALLATION NOTES 8 & 10.
REV
DESCRIPTION
DATE
REV
DESCRIPTION
DATE
0 Oldcastle
Infrastructure
0 Oldcastle
Infrastructure
AOWOOIOMNV
AONNODNMNY
Ph:
Ph:
— — — — — — — — — —
800579.88191
www.oldcasbalnlreslructure.corn/stormwater
I
II
I
880579
8819 www.ddcas(MlnfresUucture.mMsromlweter
THIS DOCUMENT
IS THE
PROPERTY OF OLOCASTLE INFRASTRUCTURE. INC.
OBROUND
THIS DOCUMENT IS THE
PROPERTY OF OLOCASTLE INFRASTRUCTURE. INC.
IT IS CONFIDENTIAL,
SHALL NOT BE
SUBMITTED
USED IN
FOR REFERENCE PURPOSES ONLY AND 7
ANY WAY INJURIOUS TO THE INTERESTS OF, OR
3'$"
I
3'-21'
016"X29' OPENING
I I
FOR 012' PVC INLET
IT IS CONFIDENTIAL, SUBMITTED
SHALL NOT BE USED IN
FOR REFERENCE PURPOSES ONLY AND
ANY WAY INJURIOUS TO THE INTERESTS OF, OR
WITHOUT THE
WRITTEN
PERMISSION OF OLDCASTLE INFRASTRUCTURE. INC.
WITHOUT THE WRITTEN
PERMISSION OF OLOCASTLE INFRASTRUCTURE, INC.
COPYRIGHT O
2025 OLOCASTLE
INFRASTRUCTURE, INC. ALL
RIGHTS RESERVED.
I
I
I I
COPYRIGHT 0 2025 OLDCASTLE
INFRASTRUCTURE, INC. ALL RIGHTS RESERVED.
STORMCAPTURE®
010' OPENING FOR
/
STORMCAPTURE
®
STSICM D
TERN u
zz / ../z
/ / / / �-
DETENTION
SYSTEM
I
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I
1 08" PVC OUTLET
10"
--1.i
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DETENTION SYSTEM
-
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CUSTOMER:
L
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LJ
CUSTOMER:
BKF Engineers
4"�—
}
j
BKF Engineers
s
Y4' GAP MIN. (3,4* MAX)
JOB NAME: BEAUMONT
AND
RENOVATION
LIBRARY
ADDITION
- Beaumont, CA
JOB NUMBER:
24-1202202
3'-9"
11'-3"
6'-0Y"
2'-5•
6'-6y2"
JOB NAME: BEAUMONT
AND RENOVATION
LIBRARY ADDITION
- Beaumont, CA
JOB NUMBER:
24-1202202
BETWEEN STRUCTURES
DATE
MFG
DRAWN
ENGINEER CHECKED
SALES ORDER
DATE
MEG
DRAWN
ENGINEER
CHECKED
SALES ORDER
1/10/24
070 -FO
PPS
HMF HMF
S302167-3
1/10/24
070 -FO PPS
HMF
HMF
S302167 -MODULE
DETAIL
DRAWWGN E
SHEET
DETAIL 6 - MODULE El DETAIL 7 - MODULE El
DRAWING NAME
SHEET
JOINT
4 SCALE: 1/4'= r-0^ SCALE: 114"= r-0•
4 4
SCALE: 1/2•= 1'-0"
ITPWHU0Y
SUBMITTAL DRAWING
3 of
.nf,IY8Io:,
SUBMITTAL DRAWING
of
NOTES:
1 UNDERGROUND
DETENTION
SYSTEM 1. OLDCASTLE STORMCAPTURE DETENTION SYSTEM PRODUCT OR APPROVED EQUIVALENT. _
\TS
BENCHMARK:
DESCRIBED BY NATIONAL GEODETIC SURVEY.
IN BEAUMONT, AT THE JUNCTION OF
CALIFORNIA AVENUE AND FIFTH PLACE, 28.9 M
7.7 M (25.3 FT) SOUTH OF THE CENTERLINE
(94.8 FT) WEST OF THE AVENUE CENTERLINE, age
OF FIFTH PLACE, 1.1 M (3.6 FT) NORTH OF A
GUY WIRE, 0.79 M (2.6 FT) SOUTH OF A
POWER POLE, 0.18 M (0.6 FT) EAST OF A
WITNESS POST. THE MARK IS 0.6 METERS W
FROM A SECOND WITNESS POST THE MARK
ABOVE LEVEL WITH THE AVENUE.
ELEV. 2579.30 NAVD 88
I
r 4675 MACARTHUR CT.
SUITE 400
NEWPORT BEACH, CA 92660 ( www.bkf.com
,
19 f
,a
Call 2 Working Days
Before You DI /*
811
CHECKED BY:
BK
Administrative Engineer
Approved By: Date:
SCALE:
PER PLAN
03/20/2025
FILE NO:
City Engineer/Director of Public Works
DATE:
03/20/2025
rF of cP��c
BY
MARK
DESCRIPTION
APPR.
DATE
CITY OF BEAUMONT, PUBLIC WORKS DEPARTMENT 550E. 6th St
ENGINEERING DIVISION Beaumont, CA 92223
TEL: (951) 769-8520 FAX: (951) 769-8526
DETAILS
JOB NUMBER:
ENGINEER OF WORK DATE
R.C.E.
ENGINEER
R E V S O N S
CITY
OPTIONAL VENT PIPING
BILL OF MATERIALS
472-D
SERIES
STANDARD
-
ITEM
OTY
DESCRIPTION
2 1
ALTERNATING NEL
SINGLEDOORACCESS HATNG
DUPLEX
PUMP
S TAT
I
O
N
30" x 48' CLEAR OPENING
2 1
30" X 48" ACCESS HATCH CAST INTO CONCRETE RISER
30"DUPLEX X 8 CCESSATCONTROL CAST CONCRETE
'HEIGHT
3 1
721N DIA. JENSEN PRECAST CONCRETE MANHOLE BASE VARIES'
-tWili'
(WY 3) 3" CORE HOLES
4 2
721N DIA. JENSEN PRECAST CONCRETE MANHOLE BARRELS 'HEIGHT VARIES'
FOR ELECTRICAL CONDUIT
'ELECTRICAL DESIGN BY OTHERS'
5 1
721N DIA. JENSEN PRECAST CONCRETE MANHOLE FLAT TOP
6 2
UPPER GUIDE RAIL BRACKET 4IN
INLET PIPING TO BE INSTALLED, ; >
r 1
• •' 23
7 1
JMT FLOAT BRACKET 3 -HOOK FORMED SS
1 r
-
CORED & SEALED BY OTHERS
�`:
8 10 LF
LF CHAIN 1/41N 316SS
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9 2
FLOAT SWITCH w/ 100' CABLE
\0
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10 1
PRESSURE TRANSDUCER 15PSI 100FT CABLE
11 1
ANCHOR 15LB PVC COATED
(
\
1 em
r -V
/ J `
r i1
"CONNECTION TO
12 2
SUBMERSIBLE PUMP 4IN
�
FORCE MAIN DESIGNED &
13 2
AUTOCOUPLING ASSY 4IN
' o
':
I■
�-
INSTALLED BY OTHERS
14 4
PIPE 4IN FLG X FLG DUCTILE IRON SPOOL
ro
in
15 2
BALL CHECK VALVE 4IN
c
-./,
472-D Series
■
2 06'-0" WET
WELL I.D.
16 40 LF
LF PIPE 1-1/21N SCH40 GUIDE RAIL 304SS
cra
0-
0T-2" WET WELL
O.D.
17 2
INTERMEDIATE GUIDE RAIL BRACKET
.v
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to
ANTI -FLOTATION
COLLAR
16 2
ISOLATION VALVE 4IN
Q
19 3
PIPE 4IN FLG X PE DUCTILE IRON SPOOL 'CUT TO LENGTH AS NEEDED' i-
r.
•
VIEW
20 2
RFCA 4IN WI SS HARDWARE
1 PLAN
-'
NOTEN
TO SCALE
VIEW
NOT TO SCALE
21 1
FLEXIBLE PIPE CONNECTORS
22 2
90 DEG ELBOW 4IN DUCTILE IRON FLG
',
SEE NOTES #1 & #2
1■■1
23 1
TEE 4IN DUCTILE IRON
w
,
1 13 13
•
•
■
..
PROJECT SPECIFIC INFORMATION
RIM - ELEV.
I
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FINISHED GRADE (Ft.)
2598.09
`
-
a
o
---
RIM ELEV. (FL)
2598.09
°o
INLET ELEV. (FL)
2590.59
•
FORCE MAIN DISCHARGE ELEV. (FL)
2594.80
120V 240V 480V
J
AVAILABLE POWER SUPPLY
O 0 O
Single Three
w
4.00 AVAILABLE POWER PHASE
O 0
---
-j°
2,
SYSTEM CHARACTERISTICS
Pill)
7.50,
8 L
J
APPLICATION
SEWAGE O STORM WATER 0
DESIGN FLOW (gpm)
384
4 TOTAL DYNAMIC HEAD (Ft.)
31.3 2D
STATIC HEAD (Ft.)
8.8 15.72'
PUMP MAKE & MODEL
COMA AMS434.184/5.5T/C
g
1�
�,
PUMP MOTOR (Std / XP)
Standard 9 XP/FM O
Q
18 PUMP TYPE
Non -Clog 9 Grinder O Chopper O Vortex O
12 L
L
PUMP RATED HP & CURRENT
5.51-W114.8A
ACCESS HATCH LOAD LEVEL
Pedestrian (3 Incidental H-20 O Parking Lot H-20 9 Full Traffic H-20 0 INLET INVERT / HIGH WATER 91" v
�—
16 LEVEL ALARM - ELEV.
78•
1s
ADDITIONAL OPTIONS
LAG PUMP ON - ELEV.
10 ❑
b
OPTION
YES
NO
- -
66"
LEAD PUMP ON - ELEV.
14 CONTROL PANEL SS ENCLOSURE
0 El
36'
PUMPS OFF - ELEV.
11 CONTROL PANEL AC UNIT
0 9
30"
__
CONTROL PANEL REMOTE ALARM MONITORING
0 0
LOW WATER LEVEL ALARM - ELEV.
I,, -,-r'
13 AIR RELEASENACUUM VALVE
O
❑�
WET WELL FLOOR - ELEV. 0
INTERIOR LINER
O
0 TOP LEFT ISOMETRIC VIEW w/ SECTION
CONCRETE WATERPROOFING
❑
❑
NOT TO SCALE
DESIGN NOTES I DISCLAIMERS:
VENT PIPE
❑
0 PROFILE VIEW
1. CONTROL PANEL INSTALLATION, MOUNTING DESIGN & HARDWARE BY OTHERS.
NOT TO SCALE
2. FINAL CONTROL PANEL LOCATION TO BE DETERMINED ACCORDING TO PROJECT
ODOR CONTROL VALVE
❑
El
SEE NOTE #3
PROFILE VIEW REQUIREMENTS. CONSULT ALL SUBMITTED PUMP AND LEVEL CONTROL CABLE L LENGTHS WHEN DETERMINING THE CONTROL PANEL LOCATION.
LIFTING CRANE
❑
❑�
NOT TO SCALE
DISCLAIMERS, INCLUDING BUT NOT LIMITED TO:
DESCRIPTION:
, �_
3. ALL FOUNDATION, SUBGRADE, AND BACKFILL DESIGNED BY OTHERS.
GENERATOR RECEPTACLE
❑
0 1. All elevations have been provided b others, and have not been verified b Jensen Precast. Contractor to verify all dimensions and elevations p by by
�n��n , ,
®2018 Jensen Precast -Au rights reserved.
DISCLAIMERS, INCLUDING BUT NOT LIMITED TO:
®2018 Jensen Precast -All rights reserved.
DESCRIPTION:
Rr .
in field prior to installation.
2.) These layout drawings are intended to show overall system design only. All concrete component thicknesses, dimensions, and Y 9 Y 9 Y P joint
�iII F[`I PUMP
4 a 4 r STATIONS
All materiels appearing as Jensen Precast documents and the like are proprietary work product and are protected under
U.S. copyright and other laws.
9 Beaumont
Library Renovation
1. All elevations have been provided b
) p y others, and have not been verified by Jensen Precast. Contractor to verify all dimensions and elevations in field prior to installation.
2.) These layout drawings intended design All dimensions, /����I�
/- PUMP
STATIONS
All materials appearing as Jensen Precast documents and the like are proprietary work product and are protected under
Beaumont Library Renovation
orientations may vary across Jensen Precast's manufacturing facilities. Contractor to confirm all thicknesses, dimensions, and joint orientauo s
SHL L ,
are to show overall system only. concrete component thicknesses, and joint U.S. copyright and other laws.
prior to installation.
521 DUNN ClRCLE, SPARKS, N V 89431
u.=less in conjunction with business conducted with Jensen Precast. any of Jensen Precast work without express. written consent s PART NUMBER.
DRAWN BY
orientations may vary across Jensen Precast's manufacturing facilities. Contractor to confirm all thicknesses, dimensions, and joint orientations Unless in conjunction with business conducted with Jensen Precast, any SciLL i
3.) System design criteria has been provided to Jensen Precast. Others are responsible for verification that system meets intended application. www.jensenwaterresources.com
use product
prohibited, and recipient is prohibited from distributing any and all work 472-D Series
Standard
C.Purdie
2 prior to installation.
521 DUNN CIRCLE, SPARKS, NV 89431
use or Jensen Precastip work product without express, written consent Is PART NUMBER: 472-D Series Standard
DRAWN BY: C. Purdie
4. ) Foundation, subgrade, and backfill t0 be designed by others. product to non -approved third parties under penalty of civil action
CREATED
MODIFIED.
of
3.) System design criteria has been provided to Jensen Precast. Others are responsible for verfication that system meets intended application. www.jensenwaterresources.com
prohibited, and recipient is prohibited from distributing any and all work 2 2
(855) 468-5600
02.11.25 T.Antonissen
4.) Foundation, subgrade, and backfill to be designed by others. 468-5600 02.11.25
product to non -approved third parties under penalty of civil action.
CREATED:
MODIFIED: T.Antonissen
O'
(855)
1 STORM
WATER PUMP
STATION NOTES: 1. JENSEN
PRODUCT OR APPROVED EQUIVALENT.
-
NTS NTS
THIS DOCUMENT IS FOR INFORMATIONAL PURPOSES
ONLY AND IS NOT A FINAL CONSTRUCTION CONTRACT
SITE DESIGN DATA
�-3'-0"
1"0
PO IRRIGATION 3081.00
PORT TYP. OF 3
WATER QUALITY
VOLUME (CF)
a
b
WETLAND MEDIA
DISCHARGE FLOW
RATE (GPM)
16.01 i,
BED TYP.
4 J
PEAK FLOW RATE
0.81 I
4 (CFS)
iN . ..
. . .:
' , .•;.•. �I.',
_i
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' -.
,a a ':
DRAIN DOWN
DRAIN DOWN TIME
(CRS)
24 v www.bkf.com
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811
CHECKED BY:
BI<
Administrative Engineer
Approved By: Date:
SCALE:
PER PLAN
03/20/2025
FILE NO:
City Engineer/Director of Public Works
DATE:
03/20/2025
rE of cP��c
BY
MARK
DESCRIPTION
APPR.
DATE
CITY OF BEAUMONT, PUBLIC WORKS DEPARTMENT 550E. 6th St
ENGINEERING DIVISION Beaumont, CA 92223
TEL: (951) 769-8520 FAX: (951) 769-8526
DETAILS
JOB NUMBER:
ENGINEER OF WORK DATE
R.C.E.
ENGINEER
R E V S O N S
CITY
OFF
9.2'
70.3' �
13.2'
19.0' 26.0' 19.0'
�� 1~PARKING
3.3 OFF-SITE�r
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60 TC
2 2 00
2601.50 FS
FS
DRIVE AISLE
2601.70 FL _ _
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2601.78 FS
STALL
2603.54 FG
2603.74 TC
2603.24 FS
2602.60 FS
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2601.83
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AOM W
SEAL
DESIGN BY:
Lv
Reviewed By. Date:
CITY OF BEAUMONT, CALIFORNIA
H E E T
C6O7
OF 19 SHEETS
Staff Engineer
Recommended
for Approval B Date:
pp Y
GRADING PLANS FOR:
BEAUMONT LIBRARY RENOVATION & ADDITION
8TH ST, BEAUMONT CA 92223
0FESS�p
DRAWN BY:
LV
PR
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0 No. C 42393
`S' DATE: City
a
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CHECKED BY:
BK �. y
Administrative Engineer
Approved By. Date:
scALE: 125E
PER PLAN
03/20/2025
FILE NO:
Engineer/birector of Public Works
03/20/2025
rF of CAFo
BY
MARK
DESCRIPTION
APPR.
DATE
CITY OF BEAUMONT, PUBLIC WORKS DEPARTMENT 550E. 6th St
ENGINEERING DIVISION 1EL. (951) 769-8520 FAXu 951) 76998926
SECTIONS
JOB NUMBER:
R.C.E.ENGINEER OF WORK DATE
ENGINEER
R E V I S I O N S
CITY
Appendix 3: Soils Information
Geotechnical Sudy and Other Infiltration Testing Data
Preliminary Geotechnical Engineering
Investigation
Beaumont Library Renovations and Expansions
Beaumont Library District
125 East 8th Street,
Beaumont, CA 92223
Prepared for:
Beaumont Library District
125 East 8th Street,
Beaumont, California 92223
Prepared by:
Universal Engineering Sciences
16 Technology Drive, Suite 139
Irvine, CA 92618
February 2, 2024
Project No.: 4230.2300029.0000
y UESTM
Materiels Testing
Geotechnicol Engineering
Environmentol
Building Sciences & Safety
Inspections & Code Compliance
Virtual Design Consulting
Mr. Luren Dickinson
Director
Beaumont Library District
125 East Stn Street,
Beaumont, California 92223
Subject: Preliminary Geotechnical Engineering Investigation Beaumont Library Renovations and Expansions
Beaumont Library District
125 East 8th Street,
Beaumont, CA 92223
Dear Mr. Dickinson:
Universal Engineering Sciences (UES) is pleased to submit the results of our preliminary geotechnical engineering investigation for the proposed expansion of the library via a new single - story building located at 125 East 8th Street, Beaumont, California, 92223. The purpose of this preliminary investigation was to evaluate the subsurface conditions at the site and to provide geotechnical engineering recommendations for the design and construction of the proposed development. This report includes a brief description of site conditions, the proposed development, discussions regarding field and laboratory investigation, subsurface conditions, engineering seismology, and geotechnical conclusions and recommendations for the design and construction of the proposed project.
We appreciate the opportunity to be of service on this project. Should you have any questions regarding this report or if we can be of further service, please do not hesitate to contact the undersigned.
Respectfully submitted,
Universal Engineering Sciences
Dean Stanphill, P.E. G.E.
Principal
Distribution: Addressee (pdf by email)
Blake Kissee
Staff Engineer
16 Technology Drive, Suite 139; Irvine, Calrtorrriaa 926188 1 111949) ;37-3:2? I rrrriversalengineering,Lorn
9 UES,,
Materiels Testing
Geotechnicol Engineering
Environmental
Building Sciences & Sofety
Inspections & Code Compliance
Virtual Design Consulting
Table of Contents
1. INTRODUCTION 1
2. SITE DESCRIPTION AND PROPOSED DEVELOPMENT 1
3. SCOPE OF WORK 1
3.1 LITERATURE REVIEW 1
3.2. FIELD INVESTIGATION 2
3.3. GEOTECHNICAL LABORATORY TESTING 2
3.4. ENGINEERING ANALYSES AND REPORT PREPARATION 3
4. SITE GEOLOGY AND SUBSURFACE CONDITIONS 4
4.1. REGIONAL GEOLOGIC SETTING 4
4.2. SITE -SPECIFIC GEOLOGIC AND SOIL CONDITIONS 4
4.3. GROUNDWATER 5
4.4. GEOLOGIC HAZARDS 5
4.4.1. Local and Regional Faulting 5
4.4.2. Surface Fault Rupture 6
4.4.3. Liquefaction and Seismic Settlement Potential 6
4.4.4. Landslides 7
4.4.5. Ground Subsidence 7
4.4.6. Flooding 8
4.4.7. Water Storage and Dam Inundation 8
4.4.8. Tsunamis and Seiches 9
4.5. RIPPABILITY 9
4.6. CAVING POTENTIAL 9
4.7. EXPANSIVE SOILS 9
4.8. CORROSIVE SOILS 10
4.8.1. Sulfate Exposure 10
4.8.2. Ferrous Metals 10
5. GEOTECHNICAL ENGINEERING RECOMMENDATIONS 11
5.1. GENERAL CONSIDERATIONS 11
5.2. SEISMIC DESIGN PARAMETERS 11
5.3. SITE PREPARATION AND EARTHWORK 12
5.3.1. General Grading Recommendations 12
5.3.2. Grading Recommendations 13
5.3.3. Materials for Fill 13
5.3.4. Compacted Fill 13
5.3.5. Utility Trench Backfill and Compaction 14
5.3.6. Temporary Excavations 14
5.4. FOUNDATION RECOMMENDATIONS 14
5.4.1. Foundation Recommendations 15
5.5. PAVEMENT DESIGN 16
5.5.1. Flexible Pavement Design 16
5.5.2. Portland Cement Concrete (PCC) Pavement Design 17 Page I ii
UESru
Materials Testing
Geotechnical Engineering
Environmental
Building Sciences & Safety
Inspections & Code Compliance
Virtual Design Consulting
5.6. DRAINAGE CONTROL
6. DESIGN REVIEW AND CONSTRUCTION MONITORING
6.1. PLANS AND SPECIFICATIONS
6.2. CONSTRUCTION MONITORING
7. LIMITATIONS
8. SELECTED REFERENCES
Figures
Figure
Figure
Figure
Figure
Figure
Figure
Figure
Figure
17 18
18 18
18 20
1 — Site Vicinity Map
2 — Geologic Site Plan and Boring Location Map
3 — Regional Geologic Map
4 — Regional Faulting Map
5 — Regional Seismic Hazards Zone Map
6 — Seismic Events Map
7 — Subsidence Map
8 — FEMA Flood Hazard Map
Tables
Table 1
Table 2
Table 3
Table 4
— 2022 California Building Code Design Parameters
— Geotechnical Design Parameters for Foundation
— Recommended Minimum HMA and Base Section Thicknesses
— Recommended Minimum PCC and Base Section Thicknesses
Appendices
Appendix A — Field Exploration and Boring Logs
Appendix B — Laboratory Testing
Page I iii
UES.
1. INTRODUCTION
February 2, 2024
Project No. 4230.2300029.0000
This report presents the results of our geotechnical engineering evaluation performed to aid in the design and development of a new single -story addition to the existing Beaumont Library, located at 125 E 8th Street, Beaumont, CA 92223 (see Figure 1 — Site Vicinity Map).
This report was prepared in accordance with the requirements of ASCE 7-16 and the 2022 California Building Code (CBC), and includes a brief description of the proposed development, a discussion regarding the current field exploration, laboratory testing results, a description of subsurface conditions, engineering seismology, and geological hazards, and provides geotechnical conclusions and recommendations. This report will also be subject to review under California Code of Regulations (CCR), Title 24, California Building Code (2022 CBC). Our exploration generally followed the guidelines presented in California Geological Survey (CGS) Note 48:
Checklist for the Review of Engineering Geology and Seismology Reports for California Public Schools, Hospitals, and Essential Services Buildings (November 2022).
2. SITE DESCRIPTION AND PROPOSED DEVELOPMENT
The approximate site coordinates are latitude 33.931821°N and longitude -116.981054°W and is located approximately 2599 feet to 2604 feet above Mean Sea Level (MSL) gradually sloping to the west. The Beaumont Library was constructed in 1914 by Andrew Carnegie and had received 2 major expansions since its construction. Once in 1965 and the other was in 1976. This expansion will take place in the south parking lot. The site is surrounded by the existing library building and smaller parking lot to the North, the southern parking lot entrance to the East, a single-family house to the south, and N California Ave to the West.
The new development comprises the construction of a new single -story addition to the existing Beaumont library with the approximate size not determined.
The new structural plan was not provided to us at the time of this writing. However, we assume the new development will consist of framed construction and shallow foundation systems. It is anticipated that the structure will be constructed near to the existing grade of the library and will have relatively light to moderate loads.
3. SCOPE OF WORK
UES's scope of services for this project consisted of the following tasks:
3.1. Literature Review
We reviewed readily available background data including geologic maps, topographic maps, and aerial photographs relevant to the subject site in preparation of this report. The list of documents reviewed is presented in the "References" section of this report.
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3.2. Field Investigation
February 2, 2024
Project No. 4230.2300029.0000
The subsurface conditions were explored on December 29th, 2023, and included drilling, logging, and sampling of 8 exploratory soil borings denoted as B-1 through B-8, using a truck mounted Diedrich D-70 Turbo drill rig equipped with 8 -inch outside diameter hollow stem augers.
Borings B-3 through B-8 were drilled to a depth of 15 ft, whilst borings B-1 and B-2 were drilled to a depth of 50 ft and 30 ft. SPT (disturbed samples) were taken from borings B-1, 2, 4, and 7 at 5 ft intervals. California Modified Ring samples (undisturbed) being taken at borings B-3, 6, and 8 in 5 ft intervals as well. Disturbed soil samples were collected using a standard split-poon sampler (inside diameter 1% inches) without liners Standard Penetration Tests (SPT) and driven ring samplers were advanced with a 140 -pound hammer with a drop of 30 inches in general accordance with ASTM D1586. Field blow counts were recorded for every 6 inches of penetration.
Recovered cuttings from the soil borings and in -situ samples were logged by a UES professional engineer in general accordance with the visual -manual procedure for description and identification of soils, ASTM D2488 and prepared for subsequent reference and laboratory testing. The approximate locations of the borings are shown on Figure 2 — Geologic Site Plan and Boring Locations Map with detailed exploration information of the soil borings presented in Appendix A.
At the completion of drilling and sampling, all borings were backfilled with soil cuttings and patched with cold -patched asphalt in accordance with the County of Riverside standards.
3.3. Geotechnical Laboratory Testing
Laboratory tests were performed on selected samples obtained from the exploration in order to aid in the soil classification and to evaluate the engineering properties of the foundation soils. The following tests were performed:
o In -situ Moisture Content and Dry Density, ASTM D2937. o Grain Size Distribution, ASTM C136 & D422
o Expansion Index, ASTM D4829.
o Consolidation, ASTM D2435.
o Direct Shear, ASTM D3080.
o Atterberg Limits, ASTM D4318
o Compaction Test using Modified Effort, ASTM D1557.
o Resistance and Expansion Pressure (R -Value), ASTM D2844. o Corrosion Testing:
o Minimum electrical resistivity and pH, CTM 643.
o Sulphate Content, CTM 417.
o Chloride Content, CTM 422.
Testing was performed in general accordance with applicable ASTM Standards and California Test Methods. Results of all laboratory tests are presented in Appendix B — Laboratory Testing.
For ease of referral to the soil profile, please refer to the soil boring logs presented in Appendix A.
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3.4. Engineering Analyses and Report Preparation
February 2, 2024
Project No. 4230.2300029.0000
We compiled and analyzed the data collected from our site reconnaissance, subsurface evaluation, and laboratory testing, and prepared this report to present our conclusions and recommendations, including:
• Evaluation of general subsurface conditions and description of types, distribution, and engineering characteristics of subsurface materials.
• Site geology and geologic hazards, including site seismicity, liquefaction and seismic settlement potential, and preliminary recommendations for appropriate mitigation measures, if necessary.
• Evaluation of site -specific seismic design parameters in accordance with 2022 California Building Code.
• Evaluation of current and historic high groundwater conditions at the site and potential impact on the existing structures and site development. • Recommendations for site grading for the planned improvements, including site and subgrade preparation, and fill and backfill conditioning and placement. • Evaluation of project feasibility and suitability of on -site soils for foundation support. • Evaluation of foundation design parameters including soil bearing capacity, lateral resistance, friction coefficient, settlement estimate and seismic considerations. • Recommendations for trench excavations for buried utilities. • An evaluation of the corrosion potential of the on -site soils to buried concrete and steel. • Recommendations for ground improvement
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4. SITE GEOLOGY AND SUBSURFACE CONDITIONS
4.1. Regional Geologic Setting
February 2, 2024
Project No. 4230.2300029.0000
The site is generally located in the north central portion of the Peninsular Ranges Geomorphic province, (Figure 1 — Site Vicinity Map). The Peninsular Ranges province extends southeastward from the Santa Monica and San Gabriel mountains to beyond the Mexican border and is subdivided into several structural units, such as the Los Angeles Basin, the Santa Ana Mountains, the Orange County plain, and the California Continental Borderland blocks. The Peninsular Ranges province is generally characterized by northwest oriented valleys and mountain ranges bounded by major right lateral strike -slip fault zones. The San Andreas Fault zone constitutes the eastern provincial boundary, the Patton -Coronado Escarpment constitutes the western provincial boundary, while the San Jacinto, the Elsinore, and the Newport -Inglewood -Rose Canyon Fault zones are located within the center of the province.
Rocks of the Peninsular Ranges are typically Cretaceous igneous and marine sedimentary and Paleozoic to Mesozoic metasedimentary rocks. Tertiary marine and non -marine sedimentary and volcanic rock along with shallow to deep Quaternary sediment lies unconformably on either the Cretaceous sedimentary or the older basement rock.
Locally, the site is situated on the western end of the San Gorgonio Pass sitting north of Mt Eden and Mt. San Jacinto and south of the San Bernardino Mountains.
4.2. Site -Specific Geologic and Soil Conditions
Reference to available preliminary geologic maps of the general site area indicate that the site is underlain by middle -early Pleistocene Very Old Alluvium Fan deposit, (Map Symbol: Qof) and late -middle Pleistocene Old Alluvium Fan deposit, (Map Symbol: Qof). The alluvium fan material was encountered at all exploratory excavation locations to the maximum depth of exploration (approximately 50 feet bgs). Detailed descriptions and information concerning the geologic units encountered are provided in the following paragraphs and on the exploration logs in Appendix A.
The subsurface geologic conditions are presented in Figure 3 — Regional Geologic Map.
Old fan deposits (Qof)
Late to middle Pleistocene surficial deposits. Slightly to moderately consolidated, moderately dissected boulder, cobble, gravel, sand, and silt deposits issued from a confined valley or canyon.
Very old fan deposits (Qvof)
Middle to early Pleistocene surficial deposits. Moderately to well -consolidated, highly dissected boulder, cobble, gravel, sand, and silt deposits issued from a confined valley or canyon.
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4.3. Groundwater
February 2, 2024
Project No. 4230.2300029.0000
Groundwater was not encountered during the field exploration to the maximum depth explored (approximately 50 feet below the existing grade). According to the Department Water Resources (DWR) Sustainable Groundwater Management Program (SGMA) and California Statewide Groundwater Elevation Monitoring (CASGEM) state monitoring wells 003S001W09C004S and 03S01W09C002S, located 2,597 ft to the southwest of the project site indicated a historic high groundwater is approximately 93 feet bgs. Groundwater conditions may vary across the site due to stratigraphic and hydrologic conditions and may change over time as a consequence of seasonal and meteorological fluctuations, or of activities by humans at this and nearby sites. Based on our findings, groundwater is not expected to impact the proposed development.
4.4. Geologic Hazards
As part of our report, we have commented on the potential for geologic hazards to be present at the subject site. Hazards may include but are not limited to the following:
4.4.1. Local and Regional Faulting
The United States Geological Survey (USGS), with support of multiple State Geological Surveys, and reviewed published work by various researchers, have developed a two-dimensional Quaternary Fault and Fold Database of faults and associated folds that are believed to be sources of earthquakes with magnitudes greater than 6.0 that have occurred during the Quaternary (the past
1.6 million years). The Southern California Earthquake Center (SCEC) has also released the SCEC Community Fault Model (Version 5.3, 2022), which is an object -oriented three-dimensional representation of 440 active fault surfaces in southern California and adjacent offshore basins.
Based on our review, the city of Beaumont is within the Beaumont Plain fault zone and San Gorgonio Pass fault zone (USGS/CGS).
The Beaumont Plain fault is located to the west and southwest of the City of Banning. It is comprised of a number of northwest -trending faults represented by the discontinuous northeast facing scarps. Detailed studies have not been conducted regarding the Beaumont Plain fault zone.
The San Gorgonio Pass fault zone is a series of north -dipping reverse and thrust faults connected by strike tear faults, resulting to a surface trace that appears like an irregular, saw -tooth. This east -west trending fault zone contains faults that were formed during the Pleistocene Epoch, of which some have been active in the later Holocene Epoch. The most recently active strands of faults occur at the base of the Banning Bench, in the central part of Banning. The Highland Scarp along the western edge of the city of Banning is considered an active segment of the San Gorgonio Pass fault zone. The attached regional fault locations with respect to the project site are presented in Figure 4 — Regional Faulting Map.
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4.4.2. Surface Fault Rupture
February 2, 2024
Project No. 4230.2300029.0000
California's Alquist-Priolo Earthquake Fault Zoning Act was signed into law in 1972, primarily to mitigate the hazards of fault rupture by prohibiting the location of structures for human occupancy across the trace of an active fault. The Act requires the State Geologist to delineate "earthquake fault zones" that show evidence of Holocene surface displacement along one or more of their segments, and are clearly detectable by a trained geologist as a physical feature at or just below the ground surface. The boundary of an earthquake fault zone is generally about 500 feet from major active faults, and 200 to 300 feet from well-defined minor faults. The Act also requires counties and cities to withhold development permits for sites within earthquake fault zones until geologic investigations demonstrate that the sites are not threatened by surface displacement associated with future faulting. State law defines which types of development must be regulated, but local agencies could be more restrictive than state law.
The subject site is not located within a State of California designated Earthquake Zone of Required Investigation (EZRI; formerly known as a Special Studies Zone) shown in Figure 4. The closest EZRI to the site as designated by the California Geological Survey is the Banning fault, located approximately 5.54 kilometers (3.4 miles) to the northeast. However, a 4.3 regional moment magnitude earthquake, 2km (1.2 miles) to the southwest at a depth of 13.1 km (8.1 miles) did occur in January of 2010 on an unmapped fault (Figure 5 — Regional Seismic Hazards Zone Map). Also, the region is seismically active within the past several decades with many lower magnitude earthquakes. Therefore, we cannot rule out the risk for surface rupture at the subject site (see Figure 6 — Seismic Events Map).
4.4.3. Liquefaction and Seismic Settlement Potential
Liquefaction occurs when the pore pressures generated within a soil mass approach the effective overburden pressure. Liquefaction of soils may be caused by cyclic loading such as that imposed by ground shaking during earthquake ground vibrations greater than 0.2 g. The increase in pore pressure results in a loss of strength, and the soil then can undergo both horizontal and vertical movements, depending on the site conditions. Other phenomena associated with soil liquefaction include sand boils, ground oscillation, and loss of foundation bearing capacity. Liquefaction is generally known to occur in loose, saturated, relatively clean, fine-grained cohesionless soils at depths shallower than approximately 50 feet. Factors to consider in the evaluation of soil liquefaction potential include groundwater conditions, soil type, grain size distribution, relative density, degree of saturation, and both the intensity and duration of ground motion.
The current standard of practice, as outlined in the "Recommended Procedures for Implementation of DMG Special Publication 117, Guidelines for Analyzing and Mitigating Liquefaction in California" and "Special Publication 117A, Guidelines for Evaluating and Mitigating Seismic Hazards in California" requires liquefaction analysis to a depth of 50 feet below the lowest portion of the proposed structure. Liquefaction typically occurs in areas where the soils below the water table are composed of poorly consolidated, fine to medium -grained, primarily sandy soil. In addition to the requisite soil conditions, the ground acceleration and duration of the earthquake must also be of a sufficient level to induce liquefaction.
UES.
February 2, 2024
Project No. 4230.2300029.0000
A review of the California Geological Survey California Earthquake Hazards Zone Application (EQ Zapp) indicate the site is not identified as having a potential for liquefaction. Due to the depth of groundwater the potential for liquefaction is nil.
4.4.4. Landslides
Many factors contribute to slope failure, including slope height, slope steepness, shear strength and orientation of weak layers in the underlying geologic unit, as well as pore water pressures.
While slope failures can occur on natural slopes, man-made slopes could also fail generally due to poor engineering or poor construction. Slope failures often occur as elements of interrelated natural hazards in which one event triggers a secondary event, such earthquake -induced land sliding, fire - flood sequences, or storm -induced mudflows. Mitigating risks associated with landslides and slope failures involves careful land planning and management in hillside. This generally includes land use zoning to restrict development in unstable areas, grading codes for earthwork construction, geologic and soil engineering investigation and review, construction of drainage structures, and where required, placement of warning systems. Other important factors are risk assessments (including susceptibility maps), a concerned local government, and an educated public.
Based on our review of the referenced geologic maps, literature, topographic maps, aerial photographs, and our subsurface evaluation, the project location has not been mapped for landslide hazard zones within CGS EZRI. Additionally due to the flat topography and surrounding areas, the potential for landslides is nil.
4.4.5. Ground Subsidence
Ground subsidence, the gradual settling or sinking of the ground surface with little or no horizontal movement, is generally associated with oil, gas or ground water extraction from below the ground surface in sediment filled valleys and floodplains. Evidence of regional subsidence on ground surface includes earth fissures, sinkholes or depressions, and disruption of surface drainage. Ground subsidence could cause damage to canals, levees, underground pipelines, wells, buildings, roads, railroads and other structures and improvements. Good management of local water supplies, including the reduction in local wells pumping, importing water and the use of artificial recharge has mitigated subsidence in affected areas.
In California, land subsidence —mostly from groundwater pumping —was first documented by the USGS in the early 20th century. Completion of State and Federal water projects that bring water from California's wet north to its dry south allowed some groundwater aquifers to recover, and subsidence decreased in these areas. Subsidence continues today, sometimes at high rates of more than 1 foot/year. Based on our review of California Water Science Center, Land Subsidence in California the project location is listed within a ground subsidence zone from ground water pumping see Figure 7 — Subsidence Map.
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4.4.6. Flooding
February 2, 2024
Project No. 4230.2300029.0000
Floods are natural, recurring events. They become hazardous only when man's encroachment onto floodplains results in modification of the landscape and building structures in the areas intended to convey excess water during flooding. Floodplains typically provide level ground and fertile soils suitable for agriculture, and access to water supplies and transportation routes. However, these benefits come with a price, as flooding is one of the most destructive natural hazards in the world.
It is responsible for more deaths per year than any other geologic hazard. Further, the economic costs as measured in average annual flood losses (in dollars) have increased steadily over the last decades as development in floodplains has increased. Major flood events occurred in southern California in 1862, 1884, 1916, 1938, 1969, 1978, 1980, 1983, 1988, 1992, 1995, and 1998. As a result of floods, particularly in dense urbanized floodplains and alluvial fans, awareness of the potential for public and private losses has increased.
The Federal Emergency Management Agency (FEMA) has prepared flood insurance rate maps (FIRMs) for use in administering the National Flood Insurance Program. Based on our review of the FEMA (2008) flood map, the site lies within "ZONE X", with a reduced flood risk due to levee for the 0.2% annual chance (500 -year) floodplain (see Figure 8 — FEMA Flood Hazard Map).
4.4.7. Water Storage and Dam Inundation
Strong ground shaking can cause structural damage to aboveground water storage tanks, which can result in seismically induced inundation. If tanks are not adequately braced and baffled, sloshing water can lift a water tank off its foundation. This may result in the tank's shell splitting, damage to the roof, and bulging the bottom. Movement can also shear off the pipes leading to the tank, and water may be released through the broken pipes. During southern California's 1992 Landers, 1992 Big Bear, and 1994 Northridge earthquakes these types of damage occurred. About 40 steel tanks were rendered non-functional during the Northridge earthquake. In the Santa Clarita area, a tank failed and inundated several houses below. Lessons learned from these earthquakes resulted in new standards for design of steel water tanks, which were adopted in 1994. The new tank design includes flexible joints at the inlet/outlet connections to accommodate movement in any direction.
Dam Inundation occurs when structural damage to a dam results in a flood. Structural damage to a dam can occur due to earthquakes, liquefaction, landslides, lateral spreading, water overflow and erosion, and design failure. A dam inundation map shows areas that would be susceptible to flooding in the event of dam failure. In 2017, the California Legislature passed a law requiring all state jurisdictional dams, except low hazard dams, to develop inundation maps and emergency action plans. DSOD approves inundation maps, and Cal OES approves emergency action plans.
Based on review of the California Department of Water Resources Dam Breach Inundation Maps, the site is not located within an Approved Inundation Boundary for nearby dams. Review of USACE National Inventory of Dams indicate the site does not have a nearby dam for a potential inundation zone. The nearest dam, El Casco, is 7.1 miles to the northeast with a capacity of 143 acre feet. The downstream hazard for this dam is considered low.
UES.
4.4.8. Tsunamis and Seiches
February 2, 2024
Project No. 4230.2300029.0000
Tsunamis are waves generated by massive landslides near or under sea water. Based on our review of the California Geologic Survey Tsunami Hazard Area Map, the site is not located with a State of California tsunami hazard area. The potential for the site to be adversely impacted by earthquake -induced tsunamis is considered low the distance of the site from the Pacific Ocean.
Seiches are standing wave oscillations of an enclosed water body after the original driving force has dissipated The starting mechanism is typically seismically -induced and they cause sloshing of water contained in enclosed bodies of water including lakes, ponds, reservoirs, and swimming pools. This hazard is dependent upon the frequency of seismic waves, distance and direction from the epicenter, and site -specific design criteria of the enclosed body of water. Swimming pools and other small bodies of water are likely to incur minor damages in the event of seismically induced seiches. However, seiching could result in the failure of larger bodies of water, including water tanks, retention basins, recharge basins and other water storage structures, and could result in the inundation of land and structures downslope.
Based on our review of the California Depth tuient of Conservation's California Tsunami Maps, the project site's tsunami hazard is considered low due to the distance away from the Pacific Ocean. Large bodies of water are also not present near the project site. Therefore, we can consider the hazard for seiches to be low.
4.5. Rippability
Based on our subsurface exploration of the site, the near -surface materials should be generally excavatable with heavy-duty earthwork equipment in good working condition.
4.6. Caving Potential
In general, the near surface soil has a low potential for caving. We recommend that the geotechnical engineer should be notified immediately if severe caving conditions are encountered during excavations to provide further mitigation recommendations.
4.7. Expansive Soils
Expansive soils are those with significant amount of clay minerals that have the ability to give up water (shrink) or absorb water (swell). These minerals can undergo significant volumetric changes as a result of changes in moisture content. The upward pressures induced by the swelling of expansive soils can have significant harmful effects upon structures and other surface improvements. The on -site soils exhibited a "Low" to "Very Low" potential for expansion.
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4.8. Corrosive Soils
February 2, 2024
Project No. 4230.2300029.0000
The potential for the on -site materials to corrode buried steel and concrete improvements was evaluated. Laboratory testing was performed on representative soil samples to evaluate pH, minimum resistivity, and soluble chloride and sulfate contents. General recommendations to address the corrosion potential of the on -site soils are provided below. Imported fill materials, if used, should be tested to evaluate whether their corrosion potential is more severe than those assumed. Surface bulk sample test results show 44.5 mg/kg at 0.0045% by weight sulfates, 28.6 mg/kg at 0.0029% by weight chlorides, resistivity of 62,310 Ohm -cm recorded, 4,288 Ohm -cm minimum, and pH of 7.0.
4.8.1. Sulfate Exposure
Laboratory tests indicate that the potential of sulfate attack on concrete in contact with the on -site soils is "SO" exposure in accordance with ACI 318, Table 19.3.1.1. Based on the measured water- soluble sulfate results the exposure of buried concrete to sulfate attack should be considered "not a concern", i.e., exposure class SO per ACI 318, Table 19.3.1.1. Consequently, injurious sulfate attack is not a concern for concrete with a minimum 28 -day compressive strength of 2,500 psi.
4.8.2. Ferrous Metals
The results of the laboratory chemical tests performed on a sample of native soil collected within the site indicate that the on -site soils may be corrosive to buried ferrous metals. Consequently, metal structures which will be in direct contact with the soil (i.e., underground metal conduits, pipelines, metal signposts, etc.) and/or near the soil (wrought iron fencing, etc.) may be subject to corrosion. The use of special coatings or cathodic protection around buried metal structures has been shown to be beneficial in reducing corrosion potential. Additional provisions may be required to address chloride contents of the soil per the 2022 CBC to protect the concrete reinforcement.
The laboratory testing program performed for this project does not address the potential for corrosion to copper piping. In this regard, a corrosion engineer should be consulted to perform more detailed testing and develop appropriate mitigation measures (if necessary).
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5. GEOTECHNICAL ENGINEERING RECOMMENDATIONS
5.1. General Considerations
February 2, 2024
Project No. 4230.2300029.0000
Based on the results of our field exploration and engineering analyses, it is our opinion that the proposed development is feasible from a geotechnical standpoint, provided that the recommendations in this report are incorporated into the design plans and are implemented during construction.
The following is a summary of the geotechnical considerations for this project:
• Groundwater was not encountered during subsurface investigation at a depth around 50 feet below ground surface. Groundwater is not expected to impact the proposed development. • The potential for landslides, flooding, tsunami, and seiches to impact the proposed improvement is considered low.
• The onsite near -surface native soils are expected to exhibit low to very low expansion potential. • Based on laboratory testing, the onsite soils are expected to have a negligible potential for sulfate attack on concrete. These soils are also considered to have a potential for corrosion to buried uncoated metal conduits. Laboratory testing should be performed on the finish grade soils to verify the corrosivity characteristics.
Our geotechnical engineering analyses performed for this report were based on the earth materials encountered during the subsurface exploration for the site. If the design substantially changes, then our geotechnical engineering recommendations would be subject to revision based on our evaluation of the changes. The following sections present our conclusions and recommendations pertaining to the engineering design for this project.
5.2. Seismic Design Parameters
Our recommendations for seismic design parameters have been developed in accordance with 2022 CBC and ASCE 7-16 (ASCE, 2016) standards. The applicable site class is D with a risk category of III based on the results of our field investigation. Table 1 — 2022 California Building Code Design Parameters presents the seismic design parameters for the site in accordance with 2022 CBC.
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Design Parameters
February 2, 2024
Project No. 4230.2300029.0000
Table 1
2022 California Building Code Design Parameters
7 Site Class
Mapped Spectral Acceleration Parameter at Period of 0.2 -Second, SS Mapped Spectral Acceleration Parameter at Period 1 -Second, S1 Site Coefficient, Fa
Site Coefficient, Fv
Adjusted MCER Spectral Response Acceleration Parameter at Short Period, Stirs 1 -Second Period Adjusted MCER' Spectral Response Acceleration Parameter, Smi Short Period Design Spectral Response Acceleration Parameter, SDS 1 -Second Period Design Spectral Response Acceleration Parameter, SDI Peak Ground Acceleration, PGAM
Seismic Design Category (SDC)
D
1.778 g
0.605 g
1.0 g
1.70 g
(see Note below)
1.778 g
1.029 g
(see Note below)
1.186 g
0.686 g
(see Note below)
0.795 g
D
Note: Since the seismic factor Si is greater than 0.2, site -specific ground motion hazard analysis may be required.
The project structural engineer shall determine if an exemption can be applied in accordance with ASCE 7-16 Section
11.4.8. if an exemption applies, a long period coefficient (Fv) of 1.70 may be utilized for calculation of the seismic parameters.
5.3. Site Preparation and Earthwork
In general, earthwork should be performed in accordance with the recommendations presented in this report. UES should be contacted for questions regarding the recommendations or guidelines presented herein.
5.3.1. General Grading Recommendations
The intent of this section is to provide general information regarding the site grading. Site grading operations should conform with applicable local building and safety codes and to the rules and regulations of those governmental agencies having jurisdiction over the subject construction.
Site preparation should begin with the removal of utility lines, asphalt, concrete, vegetation, and other deleterious debris from areas to be graded. Trees and roots should be removed to such a depth that organic material is generally not present. Clearing and grubbing should extend to the outside edges of the proposed excavation and fill areas. We recommend that unsuitable materials
12 UES.
February 2, 2024
Project No. 4230.2300029.0000
such as organic matter or oversized material be selectively removed and disposed offsite. The debris and unsuitable material generated during clearing and grubbing should be removed from areas to be graded and disposed at a legal dump site away from the project area.
5.3.2. Grading Recommendations
New building
In order to create uniform bearing conditions for the proposed improvements and reduce the potential for sudden bearing capacity loss or differential settlements from liquefaction the UES recommends:
Existing on -site soils be over excavated to a minimum depth of one foot below proposed footings and slabs. This over excavation should extend 3 feet beyond exterior building lines.
After overexcavation, the surface exposed at the bottom of the excavation shall be scarified to a depth of 6 inches, moisture conditioned and compacted to at least 90% relative compaction in accordance with ASTM D 1557.
Pavement
No overexcavation is necessary for pavement areas. However, after the site is cut down to final subgrade elevations the exposed soils should be scarified 6 to 8 inches, brought to near optimum moisture content, and then compacted to at least 95 percent relative compaction based on the maximum dry density determined by ASTM D1557.
5.3.3. Materials for Fill
On -site soils are suitable to be reused for compaction effort. Soil material to be used as fill should not contain contaminated materials, rocks, or lumps over 4 inches in largest dimension, and not more than 40 percent larger than 3/4 inch. Utility trench backfill material should not contain rocks or lumps over 3 inches in largest dimension. Larger chunks, if generated during excavation, may be broken into acceptably sized pieces or may be disposed offsite.
Any imported fill material should consist of granular soil having a "very low" expansion potential (that is, expansion index of 20 or less). Import material should also have low corrosion potential (that is, chloride content less than 500 parts per million [ppm], soluble sulfate content of less than
0.1 percent, and pH of 5.5 or higher). Materials to be used as fill should be evaluated by UES prior to importing or filling.
5.3.4. Compacted Fill
Compacted fill should be placed in horizontal lifts of approximately 6 to 8 inches in loose thickness. Prior to compaction, each lift should be watered or dried as needed to achieve near optimum moisture condition, mixed, and then compacted by mechanical methods, using sheepsfoot rollers, multiple -wheel pneumatic -tired rollers, or other appropriate compacting rollers, to a relative compaction of 90 percent as evaluated by ASTM D1557. Successive lifts should be treated in a like manner until the desired finished grades are achieved.
13 February 2, 2024
Project No. 4230.2300029.0000
5.3.5. Utility Trench Backfill and Compaction
Utility installations and trench backfill should be performed in accordance with manufacturers' recommendations and the requirements of the local regulatory agency.
Generally, on -site soils, free of organic matter and oversized material, are considered suitable for general trench backfill. The backfill should be placed in thin layers not exceeding 12 inches and be compacted to a minimum of 90 percent relative compaction based on the maximum dry density determined by ASTM D1557.
5.3.6. Temporary Excavations
The on -site soils are not expected to pose unusual excavation difficulties; therefore, conventional earth -moving equipment may be used. Localized sloughing/raveling of exposed soil intervals should be anticipated because of the sandy nature of the on -site soils. All trench excavations should be performed in accordance with Ca1OSHA regulations. The on -site soils may be considered Type A soil, as defined by the current Ca1OSHA soil classification.
Unsurcharged excavations: Sides of temporary, unsurcharged excavations less than 20 feet deep should be sloped back at an inclination of 1.5(H):1(V) or flatter. Where space for sloped sides is not available, shoring will be necessary. Additional recommendations for the shoring system are provided in the temporary shoring section of this report.
For any configurations where the depth of the excavation plus the height of any nearby retaining wall or slope exceed 10 feet, a slope stability analysis shall be performed by the Geotechnical Engineer.
Stockpiled (excavated) materials should be placed no closer than 4 feet from the top of the trench, except in areas where an existing retaining wall is within 8 feet of the top of the trench where no stockpiling is allowed. A greater setback may be necessary when considering surcharge loads such as heavy vehicles, concrete trucks and cranes. UES should be advised of such heavy vehicle loadings so that specific setback requirements can be established for the used equipment.
Alternatively, a shoring system may be designed to allow reduction in the setback distance.
Personnel from UES should observe the excavation progress so that appropriate modifications to the excavation design may be recommended, if necessary, due to conditions differing from the design assumptions.
5.4. Foundation Recommendations
The following recommendations are for preliminary design purposes only. These foundation recommendations should be reviewed after completion of rough grading of the building pad areas.
14 February 2, 2024
Project No. 4230.2300029.0000
5.4.1. Foundation Recommendations
New Library Building
Footings for the new academic building can be founded on properly compacted fill as described herein. Accordingly, foundation design recommendations are presented in Table 2.
Table 2
Geotechnical Design Parameters for Spread Foundation
Design Parameters
• See "Foundation Preparation" section of this report.
Bearing Material
Minimum Footing
Dimensions
• At least 12 inches in width and at least 18 inches in depth.
Allowable Bearing
Pressure
• An allowable bearing capacity of 2,000 psf may be used for the design of footing foundations.
• The allowable bearing values may be increased by one-third for transient loads from wind or earthquake.
Estimated Static
Settlement
Allowable Coefficient of
Friction Below Footings
• Less than 1 -inch total static settlement with differential settlement estimated to be less than 0.5 inch over 30 feet. • The static settlement of the foundation system is expected to occur on initial application of loading.
• 0.35
Unfactored Lateral • 350 pcf (equivalent fluid pressure) Passive Resistance • Maximum allowable of 2,000 psf
As mentioned above, the structural building loads are not provided to us at this time and since the settlement criteria might control the design, the allowable bearing pressure for the slab -on -grade foundations will be revisited for the final design once loading data becomes available.
5.4.1.1. Concrete Slab -On -Grade
At minimum the building slab -on -grade should be at least 6 inches in thickness and should be reinforcement with a minimum of No.4 bars spaced at 18 inches on -center. Final design of the slab should be provided by the project structural engineer. All slabs should be underlain by 6 inches of aggregate base compacted to a minimum of 95 percent relative compaction based on the maximum dry density determined by ASTM D1557.
All concrete slabs -on -grade should be supported on vapor retarder. The design of the slab and the installation of the vapor retarder should comply with the most recent revisions of ASTM E1643
15 UES.
February 2, 2024
Project No. 4230.2300029.0000
and ASTM E1745. The vapor retarder should comply with ASTM E1745 Class A requirements.
At minimum, the vapor retarder should consists of 10 mil Stegowrap or equivalent.
Where a vapor retarder is used, a low -slump concrete should be used to minimize possible curling of the slabs. Sand above the vapor retarder is outside of UES purview and should be in accordance with the structural engineer's recommendation.
UES does not practice in the field of moisture vapor transmission evaluation and mitigation.
Therefore, it is recommended that a qualified consultant be engaged to evaluate the general and specific moisture vapor transmission paths and any impact on the proposed construction. The qualified consultant should provide recommendations for mitigation of potential adverse impacts of moisture vapor transmission on various components of the structure. Where dampness would be objectionable, it is recommended that the floor slabs should be waterproofed. A qualified waterproofing consultant should be retained in order to recommend a product or method which would provide protection for concrete slabs -on -grade.
The recommendations presented above are intended to reduce the potential for cracking of slabs; however, even with the incorporation of the recommendations presented herein, slabs may still exhibit some cracking. The occurrence of concrete shrinkage cracks is independent of the supporting soil characteristics.
5.5. Pavement Design
Recommendations for pavement design including asphalt concrete and Portland cement concrete pavements are provided below.
5.5.1. Flexible Pavement Design
Our pavement structural design is in accordance with Chapter 600 of the Caltrans Highway Design Manual, which is based on a relationship between the gravel equivalent (GE) of the pavement structural materials, the traffic index (TI), and the R -value of the underlying subgrade soil.
A laboratory R -value was obtained on a sample of the expected subgrade materials with a resulting value of 34. This R -value should be confirmed near the completion of rough grading and used for pavement design. On this basis, Table 3 provides recommended minimum thicknesses for hot mix asphalt (HMA) and aggregate base sections for different traffic indices.
Table 3
Recommended Minimum HMA and Base Section Thicknesses
W Location Parking Stalls Drive Aisles
Traffic Index
HMA Thickness (in)
Aggregate Base Thickness (in)
4.0 3.0
4.0 6.0
3.0 7.0
16 //I UES.
February 2, 2024
Project No. 4230.2300029.0000
Prior to construction of the pavement sections provided above, the subgrade for the proposed pavement should be moisture conditioned to a depth of 12 inches and compacted to achieve 95 percent. The aggregate base section should then be placed, moisture conditioned to near optimum moisture content and compacted to achieve 95 percent relative compaction. Asphalt concrete and Aggregate Base (AB) should conform to applicable State and Local Requirements.
A representative of UES should be onsite to observe and test the subgrade, base and HMA sections.
5.5.2. Portland Cement Concrete (PCC) Pavement Design
The minimum thicknesses for Portland Cement Concrete (PCC) pavement sections are presented in Table 4. PCC pavement section should be constructed on non -expansive engineered fill and underlain by Class 2 aggregate base compacted to at least 95 percent of the maximum dry density (ASTM D1557).
Table 4
Recommended Minimum PCC and Base Section Thicknesses
PCC Aggregate
Category ADTT' Pavement Traffic Description Thickness Base Thickness (inches) (in)
A
0 Car parking areas and access lanes
Autos and pickups only
6.0 6.0
Note: 'Average Daily Truck Traffic
The above PCC pavement section is based on a minimum 28 -day Modulus of Rupture (M -R) of 550 psi and a compressive strength of 3,600 psi. Transverse contraction joints should not be spaced more than 15 feet and should be cut to a depth of the thickness of the slab. Longitudinal joints should not be spaced more than 10 feet apart, however, are not necessary in the pavement adjacent to the curb and gutter section. Positive drainage should be provided away from all pavement areas to prevent seepage of surface and/or subsurface water into the pavement base and/or subgrade.
Additional PCC pavement design can be provided upon additional traffic information.
5.6. Drainage Control
Proper surface drainage is critical to the future performance of the project. Saturation of a soil can cause it to lose internal shear strength and increase its compressibility, resulting in a change in the designed engineering properties. Proper site drainage should always be maintained. All site drainage, with the exception of any required to be disposed of onsite by stormwater regulations, should be collected and transferred to the street in non -erosive drainage devices.
The proposed structure should be provided with roof drainage. Discharge from downspouts, roof drains and scuppers should not be permitted on unprotected soils within five feet of the building perimeter. Drainage should not be allowed to pond anywhere on the site, and especially not against any foundation or retaining wall. Drainage should not be allowed to flow uncontrolled over any descending slope. Planters which are located within a distance equal to the depth of a retaining wall should be sealed to prevent moisture adversely affecting the wall. Planters which are located
17 UES.
February 2, 2024
Project No. 4230.2300029.0000
within five feet of a foundation should be sealed to prevent moisture affecting the earth materials supporting the foundation.
6. DESIGN REVIEW AND CONSTRUCTION MONITORING
Geotechnical review of plans and specifications is of paramount importance in engineering practice. The poor performance of many structures has been attributed to inadequate geotechnical review of construction documents. Additionally, observation of excavations will be important to the performance of the proposed development. The following sections present our recommendations relative to the review of construction documents and the monitoring of construction activities.
6.1. Plans and Specifications
The design plans and specifications should be reviewed by UES prior to bidding and construction, as the geotechnical recommendations may need to be reevaluated in the light of the actual design configuration and loads. This review is necessary to evaluate whether the recommendations contained in this report and future reports have been properly incorporated into the project plans and specifications. Based on the work already performed, this office is best qualified to provide such review.
6.2. Construction Monitoring
Site preparation, removal of unsuitable soils, assessment of imported fill materials, fill placement, foundation installation, and other site grading operations should be observed and tested. The substrata exposed during the construction may differ from that encountered in the test excavations.
Continuous observation by a representative of UES during construction allows for evaluation of the soil conditions as they are encountered and allows the opportunity to recommend appropriate revisions where necessary.
The project engineer should be notified prior to exposure of subgrades. It is critically important that the engineer be provided with an opportunity to observe all exposed subgrades prior to burial or covering.
7. LIMITATIONS
The recommendations and opinions expressed in this report are based on information obtained from our field exploration for the site. In the event that any of our recommendations conflict with recommendations provided by other design professionals, we should be contacted to aid in resolving the discrepancy.
Due to the limited nature of our field explorations, conditions not observed and described in this report may be present on the site. Uncertainties relative to subsurface conditions can be reduced through additional subsurface exploration. Additional subsurface evaluation and laboratory testing can be performed upon request. It should be understood that conditions different from those anticipated in this report may be encountered during excavation operations, for example, the presence of unsuitable soil, and that additional effort may be required to mitigate them.
18 UES.
February 2, 2024
Project No. 4230.2300029.0000
Site conditions, including groundwater elevation, can change with time as a result of natural processes or the activities of man at the subject site or at nearby sites. Changes to the applicable laws, regulations, codes, and standards of practice may occur as a result of government action or the broadening of knowledge. The findings of this report may, therefore, be invalidated over time, in part or in whole, by changes over which UES has no control.
UES's recommendations for this site are, to a high degree, dependent upon appropriate quality control of foundation construction. Accordingly, the recommendations are made contingent upon the opportunity for UES to observe foundation excavations for the proposed construction. If parties other than UES are engaged to provide such services, such parties must be notified that they will be required to assume complete responsibility as the geotechnical engineer of record and the engineering geologist of record for the geotechnical phase of the project by concurring with the recommendations in this report and/or by providing alternative recommendations.
This document is intended to be used only in its entirety. No portion of the document, by itself, is designed to completely represent any aspect of the project described herein. UES should be contacted if the reader requires additional information or has questions regarding the content, interpretations presented, or completeness of this document.
This report has been prepared for the exclusive use by the client and its agents for specific application to the proposed design and construction of the project described herein. Any party other than the client who wishes to use this report for an adjacent or nearby project, shall notify UES of such intended use. Land use, site conditions, or other factors may change over time, and additional work may be required with the passage of time. Based on the intended use of this report and the nature of the project, UES may require that additional work be performed and that an updated report be issued. Non-compliance with any of these requirements by the client or any other party will release UES from any liability resulting from the use of this report by any unauthorized party.
UES has endeavored to perform its evaluation using the degree of care and skill ordinarily exercised under similar circumstances by reputable geotechnical professionals with experience in this area in similar soil conditions. No other warranty, either expressed or implied, is made as to the conclusions and recommendations contained in this report.
19 UES.
8. SELECTED REFERENCES
February 2, 2024
Project No. 4230.2300029.0000
American Society of Civil Engineers, 2016, Minimum Design Loads for Buildings and Other Structures: ASCE Standard ASCE/SEI 7-16.
ASCE. (2024). "ASCE 7 Hazard Tool." asce7hazardtool.online, American Society of Civil Engineers, https://asce7hazardtool.online/ >
ASTM, 2001, "Soil and Rock: American Society for Testing and Materials," vol. 4.08 for ASTM test methods D-420 to D-4914; and vol. 4.09 for ASTM test methods D-4943 to highest number.
Bilodeau, W.L., Bilodeau, S.W., Gath, E.M. Oborne, M., and Proctor, R.J., 2007, Geology of Los Angeles, California, Association of Environmental & Engineering Geologists (AEG) and the Geological Society of America (GSA), Environmental & Engineering Geoscience, Vol.
XIII, No. 2, May 2007, pp. 99-160.
California Building Code, 2022, "California Code of Regulations, Title 24, Part 2, Volume 2 of 2," California Building Standards Commission, published by ICBO, July, 1, 2022, Available online at: https://www.dgs.ca.gov/BSC/Codes#accordion-8fad3dd8-a3d4-460f-86ba- 27375d709421
California Department of Water Resources (2024) SGMA toolbox, State of California Department of Water Resources. http://www.water.ca.gov/cagroundwater/sgmatoolbox.cfm . Accessed 5 January 2024
California Geological Survey, 1995, Earthquake Fault Zones Beaumont 7.5 -Minute Quadrangle, Beaumont, California. Official Map.
California Geological Survey, 2008, Guidelines for Evaluation and Mitigation of Seismic Hazards in California: Special Publication 117A, 98 pp.
California Geological Survey, 2018, Earthquake Fault Zones, A Guide for Government Agencies, Property Owners/Developers, and Geoscience Practitioners for Assessing Fault Rupture Hazards in California: Special Publication 42, 93 pp.
California Geological Survey (CGS), 2022, Note 48, Checklist for the Review of Engineering Geology and Seismology Reports for California Public Schools, Hospitals, and Essential Services Buildings, November 2022, 2p.
CBC. (2023). "California Building Code 2022 Chapter 19, Section 1904.1 Structural Concrete." UpCodes, California Building Standards Commission
https://up.codes/viewer/california/ca-building-code-2022/chapter/ 19/concrete# 1904 Coduto, Donald P., 1994, Foundation Design: Principles and Practices: Prentice -Hall, Inc, Englewood Cliffs, New Jersey.
20 UES..
February 2, 2024
Project No. 4230.2300029.0000
"Greenbook" Committee of Public Works Standards. (2018). "Part II -Standard -Specifications." www.westbasin.org , Building News Incorporated, https://www.westbasin.org/wp- content/uploads/2022/06/Part-II-Standard-Specifications.pdf FEMA, Federal Emergency Management Agency, National Flood Insurance Program, Flood Insurance Rate Map, Riverside County, California, City of Beaumont, Panel No. 06065C0803G & 06065C0811G, dated August 28th, 2008.
Lancaster, J. T., Hayhurst, C. A., & Bedrossian, T. L. (2012). Preliminary geologic map of Quaternary surficial deposits in southern California: Palm Springs 30x 60 quadrangle. Geologic compilation of Quaternary surficial deposits in southern California, edited by: Bedrossian, TL, Roffers, P., Hayhurst, C. A., Lancaster, JT, and Short, WR, California Geological Survey, Sacramento, https://www . conservation. ca. gov/cgs/fwgp/Pages/sr217. aspx# palmsprings (last access: 27 April 2022).
Norris, R. M., & Webb, R. W. (1990). Geology of California.
Ross W. Boulanger, I. M. Idriss, 2014 "CPT AND SPT BASED LIQUEFACTION TRIGGERING PROCEDURES", Report No. UCD/CGM-14/01, Center for Geotechnical Modeling Department of Civil and Environmental Engineering University of California Davis, California, dated April 2014.
Southern California Earthquake Center Group C, 2022, Community Fault Model Version 5.3, accessed January 2023, url: https://www.scec.org/research/cfm . Wood, H.O., 1933, Preliminary Report on the Long Beach Earthquake: Bulletin of the Seismological Society of America, v. 23, p. 43-56.
U.S. Geological Survey, 2023, Earthquake Lists, Maps, and Statistics, accessed January 10, 2023, at URL https://www.usgs.gov/natural-hazards/earthquake-hazards/lists-maps-and-statistics
21 ues
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February 2, 2024
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,�
it,� f wI
•
J�. I* - --t.
i4• r � '• ,
Mountain, Asa
'j\ 1`thi 4:4414) 1FA� •1
.4 • �, w ilk
!
DYI �. Cam... =a 1
L7 .� L • ";;; ,1'
M,Suns
Ave-
t c \�� 7 f` 1 i.
_ - _ i.� di J •. !S yH= "��� . ' �. , t. 1,: y
M..r • IAy� er �, _ gunsef a r t rl.,, ;. .c
1500 0
.. PROJECT LOCATION
1500 3000 San Gorgonio Pass Fault Zone:
I• to III
Quaternary (<15ka) Thrust Fault
(IN FEET)
rif
UES Fpaed8i1fgigt'OTa�i/?ia
Regional Seismic Hazards Zone Map
Beaumont Library Renovations & Expansions
125 East 8th Street
Date:
02-01-2024
Job No:
4230.2300029.0000
Figure 5
M3,3 2021.04.04
21:14:44(UTC)
depth: 13,1km
M2,6 2023-06-07
06:03:42(UTC)
depth: 7,2km
M2,7 2018.03.14
13:26:50(UTC)
depth:4,9km
M2,5 2012-12-20
17:34:39(UTC)
depth: 17.0km
Project Site
,SITE'
M4,3 2010-01-16
12:03:25(UTC)
depth: 13,1km
M3.0 2022-10-03
16:08:09(UTC)
depth: 7,6km
1000
0 1000
2000
(IN FEET)
�Il
UES
Seismic Activity Map
Beaumont Library Renovations & Expansions
125 East 8th Street
nTgt3t4 ,1Qn-iia
Date:
01-31-2024
Job No:
4230.2300029.0000
Figure 6
Mcnongo
GoII Club
• 4I, e
j
fit_.
it
Oat Vblby
IIClub
AANGS
•1
aumonl
3500
1 SMJ 6ORG QN10 P
�,utnutr�
:
LEGEND
Groundwater Pumping
Cause of Subsidence
Alquist-Priolo Earthquake
Fault Hazard Zone
0 3500
7000
(IN FEET)
UES
Subsidence Map
Beaumont Library Renovations & Expansions
125 East 8th Street
Date:
02-01-2024
Job No:
4230.2300029.0000
Figure 7
I wta , . ' t ( il,f i / i� i � I • in' a - ilk=��
1 17 +�' r�.. . `t' �' s'' flu °`-� 1... �11TH'STREE.T f '+x'11 i- OCIT
a'
1 1 4 1 . 4
to 1 4 6 1 4 1 . 4 1 1 i . 4
1 1• 11 11
'Y, •1
41 • • 111.111
••
♦•r 4 1 + 1 . 4 1 1 1 1 . 1 . . 1
1 1 .1 4 1 1 1 1 1 1 1 1 4 4 1 1 1 1 1 1 1. . .
1 1 4
11 4 4. • 1 4
1 1 1 1L Y91L•
+. . 1 • 0 4 • • • • • • • • •
11 0 1 1 1 1 1 4
Y 111 111.1 114.1 1111x'11•
110.1
1 1 1 . 4
1 4 4• 4 1 1
44 1 1 1 ,1 11 1 1 .
( 4 1. 1 41 1 1 1 • 4 1•
`11•
. 1+
1.11• 11.111•
•1
O il l S 1
• 1. 1• 4
1 11 1 1 + 4
O'11 11•4 11111 41+ 1.01.
1. 4 4
te 1 1 •
1 • • • • • • • • • • • • 1 4 • 4 .
1 1 1 1 1 1 11 4 1 41
f1
1 ,• 1 1 1 • ! 1 1 1 4 9 1 4. 11 41
1 1 • . 1
1 4 •• 1. O 1 • • 4 0 4 1 1 4 4 4
1 1 . 0 1 1 I 1 1 14 . 4
.•4• • 1 4 4 • •
ues
February 2, 2024
Project No. 4230.2300029.0000
APPENDIX A
Field Exploration and Boring Logs
23
r/ j UES Universal Engineering Sciences BORING B-1
PAGE 1 OF 2
CLIENT Beaumont Library District PROJECT NAME Beaumont Library Renovations & Expansions PROJECT NUMBER 4230.2300029.0000 PROJECT LOCATION 125 E 8th Street, Beaumont, Califorina 92223 DATE STARTED 12/29/23 COMPLETED 12/29/23 GROUND ELEVATION 2606 ft HOLE SIZE 8 inches DRILLING CONTRACTOR 24/7 Drilling GROUND WATER LEVELS:
DRILLING METHOD HSA 8" AT TIME OF DRILLING --
LOGGED BY RN CHECKED BY DS AT END OF DRILLING ---
NOTES AFTER DRILLING ---
DEPTH
(ft)
SAMPLE TYPE
NUMBER
BLOWCOUNTS
blows/6" (bpf)
GRAPHIC
LOG
USCS
Material
GB
Description
•
MC
4 SPT
DRY UNIT WT.
(pcf)
MOISTURE
CONTENT (°/0)
NOTES
Elevation
(ft)
- -
5 �
r
sC
3" Asphalt, no base. moist (low), very fine-grained
sand/silt red/brown color. low clay
—
2604
2601 -
2598-
2595-
—
2592-
—
2589 -
2586-
2583 -
25so—
2577 -
_
2574
-
10 SPT
1 10-14-19
(33)
CL
@ 5 ft - Clay: dense, dry , F -m Sand
Strng Brwn
%
15 SPT
2 19-20-22
(42)
%
SC
C
10 ft - Clayey Sand: F -m, trace coarse, DG
@ y y
granite), fine gravel, dry
Yell. brown color
. : '
'•
20 V SPT
3 9-9-12
(21)
CL-
ML
@ 15 ft - Silty Clay: Fine, dense, dry
Yell. brown color
25 1 SPT
4 6-7-10
(17)
ML
@ 20 ft - Silt: Fine, dry
yell. brown color
30 ISPT
5 9-13-16
(29)
.::
SM
@ 25 ft - Silty Sand: Fine, trace gravel, dry
Brownish yell. color, some inclusions of weathered
granitic rock
- -
35 SPT
6 15-18-22
(40)
�
SC
@ 30 ft - Clayey Sand: F -m, dense, dry
Reddish yell. color
IWO UES Universal Engineering Sciences BORING B-1
PAGE 2 OF 2
CLIENT Beaumont Library District PROJECT NAME Beaumont Library Renovations & Expansions PROJECT NUMBER 4230.2300029.0000 PROJECT LOCATION 125 E 8th Street, Beaumont, Califorina 92223
G, DEPTH
cn (ft)
SAMPLE TYPE
NUMBER
BLOWCOUNTS
blows/6" (bpf)
GRAPHIC
LOG
USCS
Material
GB
Description
MC
//
SPT
DRY UNIT WT.
(pcf)
MOISTURE
CONTENT (°/o)
NOTES
Elevation
(ft)
- -
SPT
7 14-16-16
(32)
'.���
SC
@ 35 ft - Clayey Sand: F- coarse, DG, gravel, dry
Yell. brown increased inclusion heavily
-
2568-
2565-
2562 -
2559-
2556-
2553-
_
_
2550-
2547-
2544 -
2541-
2538-
2535-
2532 -
40 color, of
weathered granitic rock
SPT
8 15-18-19
(37)
ML
@ 40 ft - Silt: Fine, dry, soft
Brown fine-grained
45 yell. color, very material
SPT
9 10-15-19
(34)
%
/
CL-
@ 45 ft - Silty Clay: Fine, dry
Strong brown
%\
ML i
yell. color
50 SPT
10 15-18-20
(38) %
CL
@ 50 ft - Clay: Fine sand, firm, dense, dry
Strong brwn
color
- No Groundwater encountered
- Backfilled with soil cuttings and cold -patched
- Bottom of borehole at 52 ft
r/ j UES Universal Engineering Sciences BORING B-2
PAGE 1 OF 1
CLIENT Beaumont Library District PROJECT NAME Beaumont Library Renovations & Expansions PROJECT NUMBER 4230.2300029.0000 PROJECT LOCATION 125 E 8th Street, Beaumont, Califorina 92223 DATE STARTED 12/29/23 COMPLETED 12/29/23 GROUND ELEVATION 2604 ft HOLE SIZE 8 inches DRILLING CONTRACTOR 24/7 Drilling GROUND WATER LEVELS:
DRILLING METHOD HSA 8" AT TIME OF DRILLING --
LOGGED BY RN CHECKED BY DS AT END OF DRILLING ---
NOTES AFTER DRILLING ---
DEPTH
(ft)
SAMPLE TYPE
NUMBER
BLOWCOUNTS
blows/6" (bpf)
GRAPHIC
LOG
USCS
Material
GB
Description
•
MC
4 SPT
DRY UNIT WT.
(pcf)
MOISTURE
CONTENT (°/0)
NOTES
Elevation
(ft)
sc
3" asphalt 1.5" of fill 0.5" of small-med concrete chunks. natural soils are rusty in color with some subangular
rocks (1cm)
—
2601-
2598-
2595-
_
2592-
2589_
-
2586-
-
2583-
2580-
2577 -
2574-
2571 -
_
SPT
1 7-8-8
16 ( )
.
sc
@ 5 ft - Clayey Sand: F -m, dense, dry
Strong brwn
10 •
color
SPT
2 9-16-18
(34)
SC
@ 10 ft - Clayey Sand: Fine, (less Sand)
15 SPT
3 6-7-9
(16)
. : .•
SC-
@ 15 ft - Silty Clayey Sand: F - c, trace fine gravel, dry - SM
moist
20 �•.
;
•'
Dark yell. brwm color
1 SPT
4 6-8-8
(16)
;:
•
SM
@ 20 ft - Silty Sand: Fine, moist
Dark brwn
25 yell.
color•
ISPT
5 9-16-18
(34)
%::.
: : .•
SC-
@ 25 ft - Clayey Sand: F - m, dense, trace fine gravel, DG, dry
/
vSMI
- - • . :.
30 l�.
• ':
Yell. red color, subangular gravel chunks, med - c sand _1 SPT
6 10-14-16
(30)
•'
sC
@ 30 ft - Clayey Sand: F - m, gravel, soft - med. dense, dry / Yell. brwn
color
- No Groundwater encountered & Backfilled with soil
cuttings and cold -patched
- Bottom of borehole at 32 ft
r/ j UES Universal Engineering Sciences BORING B-3
PAGE 1 OF 1
CLIENT Beaumont Library District PROJECT NAME Beaumont Library Renovations & Expansions PROJECT NUMBER 4230.2300029.0000 PROJECT LOCATION 125 E 8th Street, Beaumont, Califorina 92223 DATE STARTED 12/29/23 COMPLETED 12/29/23 GROUND ELEVATION 2603 ft HOLE SIZE 8 inches DRILLING CONTRACTOR 24/7 Drilling GROUND WATER LEVELS:
DRILLING METHOD HSA 8" AT TIME OF DRILLING ---
LOGGED BY RN CHECKED BY DS AT END OF DRILLING ---
NOTES AFTER DRILLING ---
DEPTH
(ft)
SAMPLE TYPE
NUMBER
BLOWCOUNTS
blows/6" (bpf)
GRAPHIC
LOG
USCS
Material
GB
Description
•
MC
4 SPT
DRY UNIT WT.
(pcf)
MOISTURE
CONTENT (°/0)
NOTES
Elevation
(ft)
ssk
GB
B-3
SC5
@ 0 -5 ft BULK: Strng brwn Clayey Sand
3" asphalt 0" base
2601-
-
2598-
2595 —
_
2592—
—
2589—
2586-
_
2583-
_
2580 -
2577 -
2574 -
2571 -
_8
MC
1 10-19-24
(43)
sc
@ 5 ft - Clayey Sand: f - m, dense, dry
Strng brwn
10A
color
-
MC
2 15-24-27
(51) ::.
Sc-
@ 10 ft - Clayey Sand: f - m, dense , dry
trace
. • .
\ SM i
silt
15 V'
•: ::
•'
.. ..
Strng brown in color
_N
Mc
3 15-21-24
(45)
:. • :. .
.•
SM
@ 15 ft - Silty Sand: f - coarse, trace clay, trace fine dry
gravlel,
Yell. brown color /
- No Groundwater encountered
- Backfilled with soil cuttings and cold -patched
- Bottom of borehole at 16.5 ft
r/ j UES Universal Engineering Sciences BORING B-4
PAGE 1 OF 1
CLIENT Beaumont Library District PROJECT NAME Beaumont Library Renovations & Expansions PROJECT NUMBER 4230.2300029.0000 PROJECT LOCATION 125 E 8th Street, Beaumont, Califorina 92223 DATE STARTED 12/29/23 COMPLETED 12/29/23 GROUND ELEVATION 2602 ft HOLE SIZE 8 inches DRILLING CONTRACTOR 24/7 Drilling GROUND WATER LEVELS:
DRILLING METHOD HSA 8" AT TIME OF DRILLING --
LOGGED BY RN CHECKED BY DS AT END OF DRILLING ---
NOTES AFTER DRILLING ---
DEPTH
(ft)
SAMPLE TYPE
NUMBER
BLOWCOUNTS
blows/6" (bpf)
GRAPHIC
LOG
USCS
Material
GB
Description
•
MC
4 SPT
DRY UNIT WT.
(pcf)
MOISTURE
CONTENT (°/0)
NOTES
Elevation
(ft)
- -
5-
�.•:'•
SC
3" asphalt. Fill until 2'6"
2601-
2598-
2595
2592-
2589
_
2586-
-
2583-
—
2580 -
2577 -
2574 -
2571-
2568 -
SPT
1 6-8-12
(20)
SC
@ 5 ft - Clayey Sand: Fine, dense, dry
Strng brwn
- -
10 �
'•
color, some subangular coarse material
SPT
2 10-19-29
(48)
CL
@ 10 ft - Clay: F - m, firm, moist
-
-
15 %
SPT
3 10-12-14
(26)
/
CL-
@ 15 ft - Silty Clay: Fine, moist
Yell. brwn
ML color
- No Groundwater encountered
- Backfilled with soil cuttings and cold -patched
- Bottom of borehole at 16.5 ft
r/ij
CLIENT
PROJECT
DATE
DRILLING
DRILLING
LOGGED
NOTES
STARTED
UES Universal Engineering Sciences BORING B-5
PAGE 1 OF 1
Beaumont Library District PROJECT NAME Beaumont Library Renovations & Expansions NUMBER
CONTRACTOR
METHOD
BY
4230.2300029.0000 PROJECT LOCATION 125 E 8th Street, Beaumont, Califorina 92223 12/29/23 COMPLETED 12/29/23 GROUND ELEVATION 2606 ft HOLE SIZE 8 inches
HSA
24/7 Drilling GROUND WATER LEVELS:
8" AT TIME OF DRILLING --
RN CHECKED BY DS AT END OF DRILLING ---
AFTER DRILLING ---
DEPTH
(ft)
SAMPLE TYPE
NUMBER
BLOWCOUNTS
blows/6" (bpf)
GRAPHIC
LOG
USCS
Material Description
DRY UNIT WT.
(pcf)
MOISTURE
CONTENT (°/0)
NOTES
Elevation
(ft)
GB • MC 4 SPT
sc
3" asphalt 2' of hand augering to reach native soil
before drilling
Red brwn color
—
2604
2601-
2598-
2595—
2592-
2589-
_
_
2586-
2583 -
2580 -
2577 -
2574 -
10 SPT
1 12-14-16
(30)
,�
./.
SC
@ 5 ft - Clayey Sand: Fine, dense, dry
Dark yell. brown color
15 i
SPT
2 9-12-15
27 ( )
l;
sc
@10ft- same as5ft
some coarse material made up from heavily
weathered granite
SPT
3 10-15-17
(32)
fi
Sc
@ 15 ft - Clayey Sand: F - m, fine gravel, dry - moist
Yell. brwn
color
- No Groundwater encountered
- Backfilled with soil cuttings and cold -patched
- Bottom of borehole at 16.5 ft
IWO UES Universal Engineering Sciences BORING B-6
PAGE 1 OF 1
CLIENT Beaumont Library District PROJECT NAME Beaumont Library Renovations & Expansions PROJECT NUMBER 4230.2300029.0000 PROJECT LOCATION 125 E 8th Street, Beaumont, Califorina 92223 DATE STARTED 12/29/23 COMPLETED 12/29/23 GROUND ELEVATION 2604 ft HOLE SIZE 8 inches DRILLING CONTRACTOR 24/7 Drilling GROUND WATER LEVELS:
DRILLING METHOD HSA 8" AT TIME OF DRILLING ---
LOGGED BY RN CHECKED BY DS AT END OF DRILLING ---
NOTES AFTER DRILLING ---
DEPTH
(ft)
SAMPLE TYPE
NUMBER
BLOWCOUNTS
blows/6" (bpf)
GRAPHIC
LOG
USCS
Material
GB
Description
•
MC
"
SPT
DRY UNIT WT.
(pcf)
MOISTURE
CONTENT (°/0)
NOTES
Elevation
(ft)
- -
5 A,
GB B s
.
�.•: ••
r
SC
@ 0-5 ft BULK - Clayey Sand: dry
3" asphalt 1'6" fill. dry with resistance to hand augering Strng brwn color
2601-
-
2598-
2595 -
2592
2589—
2586-
-
-
2583-
2580 -
2577 -
2574 -
2571 -
Nu
MC
19-24-33
(57)
CL
@ 5 ft - Clay: Fine, dense, firm, moist
Strng brwn low but to form
10 %
color - clay content, enough
clods
HMc
25-29-25
-29-4)
%@
10 ft - Cla : Fine, dense, firm
y
Yell. brwn less
- -
15 %CL
%
color - clay
_
Mc
12-18-22
(40)
ML
@ 15 ft - Silt: med., dense, dry
Olive color, no clay, but a lot of fines. silt,
yell.
\med-grained sand, dry /
- No Groundwater encountered
- Backfilled with soil cuttings and cold -patched
- Bottom of borehole at 16.5 ft
9 UES Universal Engineering Sciences BORING B-7
PAGE 1 OF 1
CLIENT Beaumont Library District PROJECT NAME Beaumont Library Renovations & Expansions PROJECT NUMBER 4230.2300029.0000 PROJECT LOCATION 125 E 8th Street, Beaumont, Califorina 92223 DATE STARTED 12/29/23 COMPLETED 12/29/23 GROUND ELEVATION 2604 ft HOLE SIZE 8 inches DRILLING CONTRACTOR 24/7 Drilling GROUND WATER LEVELS:
DRILLING METHOD HSA 8" AT TIME OF DRILLING ---
LOGGED BY RN CHECKED BY DS AT END OF DRILLING ---
NOTES AFTER DRILLING ---
DEPTH
(ft)
SAMPLE TYPE
NUMBER
BLOWCOUNTS
blows/6" (bpf)
GRAPHIC
LOG
USCS
Material
GB
Description
MC
4 SPT
DRY UNIT WT.
(pcf)
MOISTURE
CONTENT (°/0)
NOTES
Elevation
(ft)
-
5 %
CL
3" asphalt 1'6" of fill.
-
2601
2598
-
—
2595 -
2592-
2589-
2586-
_
_
2583 -
2580 -
2577 -
2574 -
2571 -
SPT
1 8-12-15
(27)
%
�y
CL
@ 5 ft - Clay: fine, dense, firm,
brwn low
D l l
- -
10 ark color - ca content, med-coarse
grained sand w/ silt (fines)
SPT
2 15-25-45
(70)
%
%
CL
@ 10 ft - Clay: Fine, dense
Dark brwn larger
15 yell. - sparse rocks.
-
SPT
3 6-7-11
(18)
ML
@ 15 ft - Silt: Fine, soft, moist
Yell. brwn
- No Groundwater encountered
- Backfilled with soil cuttings and cold -patched
- Bottom of borehole at 16.5 ft
r/ j UES Universal Engineering Sciences BORING B-8
PAGE 1 OF 1
CLIENT Beaumont Library District PROJECT NAME Beaumont Library Renovations & Expansions PROJECT NUMBER 4230.2300029.0000 PROJECT LOCATION 125 E 8th Street, Beaumont, Califorina 92223 DATE STARTED 12/29/23 COMPLETED 12/29/23 GROUND ELEVATION 2607 ft HOLE SIZE 8 inches DRILLING CONTRACTOR 24/7 Drilling GROUND WATER LEVELS:
DRILLING METHOD HSA 8" AT TIME OF DRILLING ---
LOGGED BY RN CHECKED BY DS AT END OF DRILLING ---
NOTES AFTER DRILLING ---
DEPTH
(ft)
SAMPLE TYPE
NUMBER
BLOWCOUNTS
blows/6" (bpf)
GRAPHIC
LOG
USCS
Material
GB
Description
•
MC
4 SPT
DRY UNIT WT.
(pcf)
MOISTURE
CONTENT (°/0)
NOTES
Elevation
(ft)
5 A,
GB B $ ark
Scsc
@ 0-5 ft BULK - Clayey Sand
3" asphalt.
yell. brown to Strng brwn colors - some larger
subangular grains (1 cm)
2604—
2601 -
2598 -
-
::::—
2589-
_
_
2586 -
2583 -
2580 -
2577 -
2574 -
u
I1
Mc
1 10-15-17
(32)
sc
@ 5 ft - Clayey Sand: F - m, dense, moist
Strng brwn Some in the
10-
f
coor - clay content present
spoils (trace clay)
MC
A 2
13-19-27
(46)
CL
@ 10 ft - Clay: Fine, trace coarse sand, dense, moist
Strng brwn
- -
15 %
4 color
_ AMc
3 10-13-17
(30)
;.: .:..: .
sM , Dark
@ 15 ft - Silty Sand: F - m, trace coarse, DG, moist
brwn color
yell.
- No Groundwater encountered
- Backfilled with soil cuttings and cold -patched
- Bottom of borehole at 16.5 ft
ues
APPENDIX B
Laboratory Testing
February 2, 2024
Project No. 4230.2300029.0000
24
I0 L.JES
CLIENT
PROJECT NUMBER
Universal Engineering Sciences
16 Technology Dr, Ste 139
.,,,, Irvine, CA. 92618
Telephone: 949-537-3222
Beaumont Library District
SUMMARY
PROJECT NAME
PROJECT LOCATION
OF LABORATORY RESULTS
PAGE 1 OF 1
Beaumont Library Renovations & Expansions
4230.2300029.0000
125 E 8th St., Beaumont, CA 92223
Borehole
Depth
Liquid
Limit
Plastic
Limit
Plasticity
Index
Maximum
Size(mm)
%<#200
Sieve
Class-
ification
Water o
Content (/o)
Dry Density
(pcf)
Saturation
(0/0)
Void
Ratio
B-1
5.0 SC
8.5 B-1
10.0 CL
3.4 B-1
15.0 SC
5.5 B-1
20.0 CL -ML
5.7 B-1
25.0 ML
3.2 B-1
30.0 SM
7.0 B-1
35.0 SC
5.0 B-1
40.0 ML
9.3 B-1
45.0 CL -ML
8.6 B-1
50.0 CL
8.7 B-2
5.0 SC
8.3 B-2
10.0 SC
12.6 B-2
15.0 SC-SM
7.1 B-2
20.0 SM
7.9 B-2
25.0 SC-SM
12.5 B-2
30.0 SC
3.7 B-3 BULK
0-5.0
24 15
9 12.7
43.7 SC
6.8 B-3
5.0 SC
8.9 111.9
B-3
10.0 SC-SM
7.3 119.5
B-3
15.0 SM
3.6 112.2
B-4
5.0 SC
9.0 B-4
10.0 CL
10.2 B-4
15.0 CL -ML
8.6 B-5
5.0 SC
9.0 B-5
10.0 9.0
B-5
15.0 6.3
B-6 BULK
0-5.0
SC
5.9 B-6
5.0 CL
9.7 122.7
B-6
10.0 CL
11.3 119.3
B-6
15.0 ML
6.7 112.5
B-7
5.0 CL
7.9 B-7
10.0 CL
10.0 B-7
15.0 ML
12.1 B-8 BULK
0-5.0
SC
6.2 B-8
5.0 SC
13.2 116.5
B-8
10.0 CL
14.3 119.2
B-8
15.0 SM
6.2 117.1
/0 U S Grain Size Distribution Curve
TM anc_ Classification Data
,bb Number:
4230.2300029.0000
Sample ID:
B-3 BULK @0-5 ft.
Client:
Beaumont Library District
Date Received:
1/8/2024
Project Name:
Beaumont Library Renovations
Sampled By:
BK
& Expansions
Date Sampled:
12/29/2023
Material Source:
Boring 3
Tested By:
Sample Location:
B-3 BULK@0-5 ft.
Test Method:
0136/D422
_ w z z
o 0 0 0 0
N ? N W o, W
inn - -
5i W O O
o o O. o
Percent Finer by Weight
D 0 0 0 0 0 0 0 0 0 C
1 I
1 1
1 1
I
I
I
I
1 I
I
I
I
I
I
10.0. 10
Grain
1 D1
Size in Millimeters
0.01 Seve:
6"
4"
3 1/2"
3"
2.5"
2"
1 1/2"
1"
3/4"
1/2"
3/8"
#4
#8
#10
#16
#30
#40
#50
#100
#200
Percent Passing:
100
99 95
93 92
89 83
78 72
58 43.7
% Gravel : 4.6
%Sand: 51.7
% Silt & Clay: 43.7
Reviewed by:
Soil Classification:
Strong Brown aayey33nd (3:)
Date Reviewed: 1.14.24
Test report shall not be reproduced, except in full, without the written approval of UES. This Fbport applies only to the samples tested or inspections undertaken, and isnot intended to be a certification of the product. This report shall not be reproduced, except in full and only with prioiRelgep a1 b fjie29ZZEble laboratory.
��
P7/0 UES,
Expansion Index of Soils - D4829
Project Name:
Beaumont Library Renovations & Expansions
Date Sampled:
12/16/2023
Project No.:
4230.2300029.0000
Sampled By:
BK/DS
Boring No.:
B-2
Date Tested:
1/17/2024
Sample No.:
B-2 SPT Composite
Tested By:
SE
Depth (ft.):
5-10
Sample Prep.:
Dry
Description:
Strong Brown Clayey Sand (SC)
Dry Weight of Soil + Cont. (g) (M t)
950.1
Dry Weight of Soil (g)
950.1
Weight Soil Retained on #4 (M cf)
61.1 Percent Soil Retained on #4 (M cf)
6.4 Weight of Soil Passing (M p)
889.0
Sieve Percent Passing #4
93.6%
MOLDED SPECIMEN
Before Test •
1 AFTER TEST 1
Specimen Diameter (in.)
4.00 Specimen Height (in.) (H;)
1.00 Wt. Comp. Soil + Ring (g) (MSr)
796.63
Wt. of Ring (g)
370.60
Specific Gravity (Assumed)
2.70 Ring Factor
0.3014
Wet Wt. of Soil + Cont. (g)
134.01
Dry Wt. of Soil + Cont. (g)
124.11
Wt. of Container (g)
0.00 Water Content (%) (w)
8.0 17.9
Wet Density (pcf)
128.4
Dry Density (pcf)
118.9
Degree of Saturation (%) [ S meas]
51.7 SPECIMEN INUNDATION in distilled water for the period of 24h or expansion rate www.teamues.com
P'Jr80 UES1
Expansion Index of Soils - D4829
Project Name:
Beaumont Library Renovations & Expansions
Date Sampled:
12/16/2023
Project No.:
4230.2300029.0000
Sampled By:
BK/DS
Boring No.:
B-8
Date Tested:
1/17/2024
Sample No.:
B-8 Bulk
Tested By:
SE
Depth (ft.):
0-5
Sample Prep.:
Dry
Description:
Strong Brown Clayey Sand (SC)
Dry Weight of Soil + Cont. (g) (M t)
13693.7
Dry Weight of Soil (g)
13693.7
Weight Soil Retained on #4 (M cf)
226.7
Percent Soil Retained on #4 (M cf)
1.7 Weight of Soil Passing (M p)
13467.0
Sieve Percent Passing #4
98.3%
MOLDED SPECIMEN
Before Test
AFTER TEST
Specimen Diameter (in.)
4.00 Specimen Height (in.) (H;)
1.00 Wt. Comp. Soil + Ring (g) (MSr)
798.41
Wt. of Ring (g)
368.50
Specific Gravity (Assumed)
2.70 Ring Factor
0.3014
Wet Wt. of Soil + Cont. (g)
124.20
Dry Wt. of Soil + Cont. (g)
115.31
Wt. of Container (g)
0.00 Water Content (%) (w)
7.7 15.9
Wet Density (pcf)
129.6
Dry Density (pcf)
120.3
Degree of Saturation (%) [ S meas]
52.0 SPECIMEN INUNDATION in distilled water for the period of 24h or expansion rate www.teamues.com
PUES
One Dimensional Consolidation
Job Number:
Client:
Project Name:
Permit Number:
Material Source
Sample Location:
4230.2300029.0000
Beaumont Library District
Beaumont Library Renovations & Expansions
Boring 3
B-3 @ 5 ft.
Sample ID
Date Received
Sampled By:
Date Sampled:
Tested By:
Test Method and Procedure
B-3 @ 5 ft.
1/8/2024
BK
12/29/2023
SE
D2435
0 C6
t1)
10 o.00
1.00 Vertical Strain versus Stress
100 1000 10000 100000
2.00 Water
dded
3.00 4.00
500
7.00 Vertical stress - PSF
Soil Classification
Dry Density
% Moisture
Final % Moisture
Strong Brown Clayey Sand (SC)
111.1 pcf
8.9%
18.1%
Reviewed by: SE
Date Reviewed: 1/17/2024
PUES
One Dimensional Consolidation
Job Number:
Client:
Project Name:
Permit Number:
Material Source
Sample Location:
4230.2300029.0000
Beaumont Library District
Beaumont Library Renovations & Expansions
Boring 8
B-8 @ 5 ft.
Sample ID
Date Received
Sampled By:
Date Sampled:
Tested By:
Test Method and Procedure
B-8 @ 5 ft.
1/8/2024
BK
12/29/2023
SE
D2435
0 C
C6
10 0.00
1.00 Vertical Strain versus Stress
100 1000 10000 100000
2.00 Water Added
3.00 4.00
5.00 6.00
Vertical stress - PSF
Soil Classification
Dry Density
% Moisture
Final % Moisture
Strong Brown Clayey Sand (SC)
118.1 pcf
13.2%
17.4%
Reviewed by: SE
Date Reviewed: 1/17/2024
PUES
One Dimensional Consolidation
Job Number:
Client:
Project Name:
Permit Number:
Material Source
Sample Location:
4230.2300029.0000
Beaumont Library District
Beaumont Library Renovations & Expansions
Boring 8
B-8 @ 10 ft.
Sample ID
Date Received
Sampled By:
Date Sampled:
Tested By:
Test Method and Procedure
B-8 @ 10 ft.
1/8/2024
BK
12/29/2023
SE
D2435
10 o.00
Vertical Strain versus Stress
100 1000 10000 100000
1.00 0
C
CO
W
1.50 zoo,
2.50 Water Added
3.00 Vertical stress - PSF
Soil Classification
Dry Density
% Moisture
Final % Moisture
Strong Brown Sandy Lean Clay (CL)
116.1 pcf
14.3%
17.4%
Reviewed by: SE
Date Reviewed: 1/17/2024
UES.
Direct Shear Test Results
ASTM D3080
Client:
Project Name: Beaumont Library Renovations & Expansions Project No:
Boring No.:
Sample No.:
Sample Description: Strong Brown Clayey Sand (SC)
Beaumont Library District
4230.2300029.0000
B-8
Ring
5 Depth (ft):
Sampled By:
Tested By:
Checked By:
Test Condition:
Sample Type:
BK
SE
SE
Date:
Date:
Date:
12/29/2023
1/15/2024
1/17/2024
Undisturbed/Saturated
Ring
Ult. Stress (ksf)
Peak Stress (ksf)
D N N W A
.../i
i
X —'
i
i
i
X
u
0 1 2 3
Normal Stress (ksf)
4 5
3 0
0.0 2.0 4.0 6.0 8.0
Shear Strain (%)
10.0 12.0
14.0 Sample No. 1 2 3
Water Content (%) 13.2 13.2 13.2
To Dry Density (pcf) 122.8 118.1 118.0
F.
c Saturation (%) 83.8 74.4 74.3
Void Ratio 0.45 0.51 0.51
Water Content (%) 15.0 16.5 15.4
Dry Density (pcf)
N Saturation (%) 99.4 98.7 94.9
i- Void Ratio 0.43 0.48 0.46
iv Normal Stress (ksf) 1 2 4
Q
Peak Stress (ksf) 1.19 2.10 2.86
Ult. Stress (ksf) 0.65 1.30 2.40
Strain rate (in/min) 0.0010 0.0010 0.0010
Peak
Ult.
C, (psf)
810
100
cp (degrees)
27.9 30.1
WO UES..
Job Number:
Client:
Project Name:
Material Source:
Sample Location:
4230.2300029.0000
Beaumont Library District
Beaumont Library Renovations
& Expansions
Boring 3
B-3 Bulk @ 0-5 ft.
Atterberg Limits:
Liquid Limit, Plastic Limit, and Plasticity
Index
Sample ID:
Date Received:
Sampled By:
Date Sampled:
Tested By:
Test Method:
B-3 Bulk @ 0-5 ft.
1/8/2024
BK
12/29/2023
SE
D4318
Plasticity Index (PI)
D0 0 0 0
/
/
/
/
/
/
/
4c' //
,J /
/
/
/
/
/
841*
1`r�
••/
/
/
/
O
0 /
/
/
/
/
/
/
///
/
C)8)‘1 MH
or
OH
//
♦
ML o
OL
cii ML
I
i
0 10 20
s_
30i 40 50 60
Liquid Limit (LL)
80 90 100
LL:
Soil Classification
Sample Point
24 PL: 15 PI:
9 Strong Brown Clayey Sand (SC)
Specimen
Characteristics
Specimen Preparation
Specimen Selection
Process
dry, fine-med, trace Fine
Gravel
Dry (air-dried)
N/A
Reviewed By:
Date Reviewed:
SE
1/14/24
Test report shall not be reproduced, except in full, without the written approval of UES. This li }yo�to sted, or inspections undertaken, and is not intended to be a certification of the product. This report shall not be reproduced, exce t it Pd with r rSvrRt nSWiproval by the responsible laboratory.
Laboratory Compaction
4u S Characteristics of Soil Using
TM
Modified Effort
Job Number:
4230.2300029.0000
Date Received:
1/8/2024
Client:
Beaumont Library District
Sampled By:
BK
Project Name:
Beaumont Library Renovations &
Date Sampled:
12/29/2023
Expansions
Tested By:
SE
Material Source:
Boring 8
Test Method:
ASTM D1557
Sample Location:
B-8 Bulk
Procedure:
A
Depth:
0-5'
Preparation Method:
Moist
Sample ID:
B-8 Bulk @ 0-5'
Type of Rammer:
Mechanical
COMPACTION
TEST
135
-
-
-
-
134
133
A.
132
ydmax = 130.8 Ibf/ft3 °2
-
Wo_ 9.3%
%
°
131
M
w-
130
lia
129
II
a
128
1--
I
127
W
126
Z
125
n
124
123 ill
122
121
0 1 2 3 4 5 6 7 8 9 10 11
Moisture Density Curve Corrected Moisture
12 13 14 15
Curve
WATER CONTENT - w - % Density
Maximum Dry Unit Weight
130.8 pcf
Specific Gravity
Used For Zero
Air Voids Curve
2.70 % Fraction
Retained
1.7 Optimum Water Content
9.3 %
Sieve Used
No.4
% Fraction
Passing
98.3 USCS
Reviewed by: SE
Description
Strong Brown Clayey Sand (SC)
Date Reviewed: 1/21/2024
Test report shall not be reproduced, except in full, without the written approval of UES. This Report applies only to the samples tested, or inspections undertaken, and is not intended to be a certification of the product. This report shall not be reproduced, except in full and only with prior written approval by the responsible laboratory.
• ANALYSIS
• DESIGN
Lallelle • Marvin
PROFESSIONAL PAVEMENT ENGINEERING
A CALIFORNIA CORPORATION
January 16, 2024
Mr. Sean Emami
Universal Engineering Sciences
16 Technology Drive, Suite 139
Irvine, California 92618
• SOILS, ASPHALT
TECI-INOLOGY
Project No. 49748
Attention: Sean Emami
Testing of the bulk soil sample delivered to our laboratory on 1/10/2024 has been completed.
Reference: 4230.2300019.0000
Project: Beaumont Library Renovations & Expansions
Sample: B-3 @ 0'-5', Bulk, 12/29/2023
Data sheets are attached for your use and file. Any untested portion of the sample will be retained for a period of 60 days prior to disposal. The opportunity to be of service is sincerely appreciated and should you have any questions, kindly call.
Very truly yours,
Steven R. Marvin
RCE 30659
SRM:tw
Enclosure
2700 S. GRAND AVENUE • SANTA ANA, CA 92705-5404 • (714) 546-3468 • FAX (714) 546-5841 INFo@Reiff W .coM
LM
LaBelle Marvin
PROJECT No.
DATE:
R - VALUE DATA SHEET
49748
1/16/2024
BORING NO. B-3 @ 0'-5', Bulk, 12/29/2023
Beaumont Library Renovations & Expansions
P.N. 4230.2300019.0000
SAMPLE DESCRIPTION:
Brown Silty Sand
'-VALUET ST GDA A CA 311
SPECIMEN ID
a
b
c
Mold ID Number
1 2
3 Water added, grams
60 41
34 Initial Test Water, %
13.2 11.3
10.6 Compact Gage Pressure,psi
40 185
300
Exudation Pressure, psi
200
473
582
Height Sample, Inches
2.62 2.51
2.46 Gross Weight Mold, grams
3114
3088
3090
Tare Weight Mold, grams
1949
1942
1952
Sample Wet Weight, grams
1165
1146
1138
Expansion, Inches x 10exp-4
0 5
55 Stability 2,000 Ibs (160psi)
47 /
105
26 / 52
19 /
41 Turns Displacement
5.33 4.34
3.99 R -Value Uncorrected
20 54
65 R -Value Corrected
22 54
65 Dry Density, pcf
119.1
124.3
126.7
DESIGN CALCULATION DATA
Traffic Index Assumed:
4.0 4.0
4.0 G.E. by Stability
0.80 0.47
0.36 G. E. by Expansion
0.00 0.17
1.83 Equilibrium R -Value
34 by
EXUDATION
Examined
)1►�
& Chected: 1 /16/ 24
ssi 4
R.
‘� r'4-� ,
REMARKS:
. wD59 — 1
Gf = 1.25
..
, s e v \`
r�r ,
of cw ¢`
0.0% Retained on the
3/4" Sieve.
Steven R. Marvin, RCE 30659
The data above is based upon processing and testing samples as received from the field. Test procedures in accordance with latest revisions to Department of Transportation, State of California, Materials & Research Test Method No. 301.
LaBelle Marvin, Inc. 12700 South Grand Avenue I Santa Ana, CA 92705 1714-514-3565
LM
LaBelle Marvin
PROJECT NO.
DATE:
BORING NO.
R -VALUE GRAPHICAL PRESENTATION
49748
1 /16/ 24 REMARKS:
B-3 @ 0'-5', Bulk, 12/29/2023
Beaumont Library R & E
P.N. 4230.2300019.0000
COMPACTOR PRESSURE vs MOISTURE %
COMPACTOR PRESSURE, LBS.
400
350
300
200
100
0 7
9 6 10.6 11.6 12.6
MOISTURE (%) AT FABRICAITON
13.6 COVER THICKNESS BY EXUDATION vs COVER THICKNESS BY EXPANSION COVER THICKNESS SE EXUDATION, FT.
300
5.0 4.5
4.0 3.5
3.0 _
2.5 2.0
1.5 1.0
0.5 0.0
600 500 400
300
200
100
0 I I I
_I
i
-H
I
T
. I I
100
90 II
7 •
-
T
00 05
1 0 1.5
20 25 30 35 40
COVER THICKNESS BY EXPANSION, FT.
•EXUD. Tvs. Expan. T ♦ R -VALUE vs. EXUD. PRES
70 60
40 30
20 10
COVER THICKNESS vs MOISTURE %
5.0 LL 4.0
0 0
c
x
z
O
2 C
x 3.0
2 3.
0 2.0
1.0 0.0
_ ..... .._,.._.
t
T
96 10.6
11.6 MOISTURE (%)
12.6 13.6
♦ EXPANSION • EXUDATION
I 1
Paae 212 of
?75
V Jr' t
Corrosion
Engineering
-, Corrosion Control — Soil, Water, Metallurgy Testing Lab REPORT S240115D
Results Only Soil Testing
for
Beaumont Library
Renovations & Expansions
January 16, 2024
Prepared for:
Sean Emami
Universal Engineering Sciences
16 Technology Drive, #139
Irvine, CA 92618
[email protected]
Project X Job#: S240115D
Client Job or PO#: 4230.2300029.0000
Respectfully Submitted,
Eduardo Hernandez, M.Sc., P.E.
Sr. Corrosion Consultant
NACE Corrosion Technologist #16592
Professional Engineer
California No. M37102
ehemandez@pro'ectxcorrosion.com
29990 Technology Dr, Suite 13, Mtfcrir, 12 3ZT : 213-928-7213 Fax: 951-226-1720 www.projectxcorrosion.com
nProject X
Corrosion Engineering
Corrosion Control — Soil, Water, Metallurgy Testing Lab REPORT S240115D
Soil Analysis Lab Results
Client: Universal Engineering Sciences
Job Name: Beaumont Library Renovations & Expansions
Client Job Number: 4230.2300029.0000
Project X Job Number: S240115D
January 16, 2024
Method
ASTM
D4327
ASTM
D4327
ASTM
G187
ASTM
G51
Bore# /
Description
Depth
Sulfates
SO42-
Chlorides
Cl-
Resistivity
As Rec'd I Minimum
pH
(ft)
(mg/kg)
(wt%)
(mg/kg)
(wt%)
(Ohm -cm)
(Ohm -cm)
B-3 bulk
0-5
44.5 0.0045
28.6 0.0029
62,310
4,288
7.0 Cations and Anions, except Sulfide and Bicarbonate, tested with Ion Chromatography mg/kg = milligrams per kilogram (parts per million) of dry soil weight ND = 0 = Not Detected I NT = Not Tested I Unk = Unknown Chemical Analysis performed on 1:3 Soil -To -Water extract PPM = mg/kg (soil) = mg/L (Liquid)
Note: Sometimes a bad sulfate hit is a contaminated spot. Typical fertilizers are Potassium chloride, ammonium sulfate or ammonium sulfate nitrate (ASN). So this is another reason why testing full corrosion series is good because we then have the data to see if those other ingredients are present meaning the soil sample is just fertilizer -contaminated soil. This can happen often when the soil samples collected are simply surface scoops which is why it's best to dig in a foot, throw away the top and test the deeper stuff. Dairy farms are also notorious for these items. 29990 Technology Dr., Suite 13, MLA C2ii 42, fi 71 213-928-7213 Fax: 951-226-1720 www.projectxcorrosion.com
L3Z
Project
('Orlr),..it ) ! n! ilorrrin
I ah Iteyueat Sheet Chain of ( u+toth
Vhssne 1 ) 9'a — l a\ (9,1) 22I- ''-t a s a pmlct:h ( t (+mon Cum Ship Samples To: 29990 "l ethnology Dr, Suite 13, Murricta, CA 92563 (
I'rtol(ct .I Ut1 ♦y)rlllh'I ^i 01 l5 b U. E..S Ij 22o r ZSC7)v2 I. 0V00 g(trer,.' t4"1O'- l "t,
I\AI'OI(I \\ I : Picas(' ((II)ll)IC1( 111.Oicci dm! •••,;i mph' I(1Cnii11Cniion 1) iia is \O11 ,,mild like ii 1(1 appear in report & include till,. form ,, illl ,.:1111pIC . ( "M"" Nato':
UES
("1"R" \lime:
Sean Emami
Phone \n:
714 863 8517
\Iailin. \IIl1r,',,:
16 Technology Drive Suite 139 Irvine CA 92618
"nil.,, 1 111,111:
[email protected]
\ (cu^ndttu (''mall.
Sean Emami
I n,ni,.• 1 omit:
[email protected]
( Hem Hem I'raieoo \n:
4230.2300029.0000
rtnl,t.t \ant'•:
gCAI IRA(ll\IT LIBRARY R &E
r.O. =:
`•` Dlo
Standard
? Ua>
Guarantee
24 Hour
RUSH METHOD ANALYSIS REQUESTED Please circle)
(Business Das) Turn n :round Time:
I
For Corrosion Control Recommendations (350g soil sample):
i
1. - .71
NEED (1) Groundwater depth and
'=:
c
_ E.'. =
- —
Soil Sample Locations Map
•
'"
'
� -
(2)
I
Default
Method
•
(— T
r
1�.
_
FOR THERMAL RESISTIVITY PROVIDE(1,500g
L
soil
sample):
Full Corrosion Series
Kepurts
(1) Optimal Moisture °/I
(2) Dray Density{PCF}
(3) Desired Compaction
Date & Received By:
—
(:cu
- -
Quad
= _
=
_
_ -
SAMPLE II) - BORE # - Description
nel•ul uu
_=
= f
=
•
y•
B-3 BULK
0 5ft
c of ) ten
12-29-23
••
•
•
1 1 •
_
1 _
T
TT
I
---T
1 f I J1.
ty
I
i
.1___
--1
1 1--r-1-1
_
..
„LI
_I
�
r
r
T
t _
J
T�.
l__
-
fii-]
T
1 T -I
f F 1-1
7
17/10 UES..
Environmental Consulting & Permit Support
Geotechnical Engineering
Materials Testing & Special Inspections
Geophysical Technologies
2024
Lenna Von Alt, EIT
Project Engineer
BKF Engineers
4675 MacArthur Court, Suite 400
Newport Beach, CA 92660
Subject: Historical Infiltration Rates Letter
References:
June 27,
Project No. 4230.2300029.0000
1. "Preliminary Geotechnical Investigation — Beaumont Library Renovations and Expansions, Beaumont Library District, 125 East 8th Street, Beaumont, CA 92223", February 2nd, 2024, UES
Dear Ms. Von Alt,
This letter is in response to the conversation between Blake Kissee (UES), Dean Stanphill (UES), Pedro Espinet (tsk), and Vincent Holguin (C.W. Driver) regarding the infiltration testing to be performed in the Beaumont Carnegie Library rental property and the subsequent solution that was developed to address the requirements of BKF on April 2nd, 2024.
SOLUTION
Based on the historical infiltration rates and soil types observed at the Beaumont Carnegie Library, infiltration is deemed infeasible.
DISCUSSION
The requirements set forth by BKF regarding how the infiltration testing was to be performed in the desired locations set by BKF and at depths ranging from 40 to 50 feet were deemed unfeasible.
The primary soil classifications notated on the boring logs from the referenced geotechnical report were observed and compared against historical infiltration rates for similar soil types, respectively. Please see the table below:
►//I UES
Environmental Consulting & Permit Support
GeotechnIca l Engineering
Materials Testing & Special Inspections
Geophysical Technologies
Table 2: Historical Infiltration Rates based on Soil Type Soil Type
Percolation Rate
Hydraulic
Conductivity
(cm/s)
Infiltration Rate
in/hr.
min/in
in/day
Silty Sand
2.0 30
10-6
1.8 Clayey Silt
0.2 300
10-7
0.2 Based upon the soil types observed in the boring logs as well as the subsequent infiltration rates provided by Table 2, the subsurface materials for this project are between a Silty Sand and Clayey Silt. Thus, meaning that the historical infiltration rate for this project site is within a minimum and maximum range of 0.2 —1.8 in/day.
We appreciate the opportunity to be of service on this project. Should you have any further questions or if we can be of further service, please do not hesitate to contact the undersigned.
Respectfully,
Universal Engineering Sciences
Dean Stanphill P.E.
Principal
Appendix 4: Historical Site Conditions
Phase I Environmental SteAs.,Pssment or Other Information on Past Ste Use Not Applicable
Appendix 5: LID Infeasibility
IJDTechnical Infeasibility Analysis
TECHNICAL MEMORANDUM
Date: 11/01/2024
Deliver To:
City of Beaumont Public Works Department
550 E. 6th Street, Beaumont, CA 92223
Attn: Robert Vestal, Hugo Escobedo
From:
BKF Engineers
4675 MacArthur Court, Suite 400
Newport Beach, CA 92660
Subject: Beaumont Library Renovation & Addition project - Exploration of LID BMP Solutions Background
On August 27, 2024 BKF Engineers submitted a preliminary WQMP and grading plan to the City's Public Works Department. BKF received comments from the City on September 10, 2024 stating concerns regarding the use of the proposed proprietary BMP system, a Modular Wetland System. After several coordination calls with the City, BKF was tasked to prepare a technical letter per the request of the Beaumont Public Works Department. Different LID BMP solutions have been explored and the feasibility of each is summarized below. Based on the MS4 Permit and the Santa Ana Watershed Region of Riverside County WQMP template, the four tiers of Implementing LID BMPs are as follows: Tier 1 - Infiltration Applicability, Tier 2 - Harvest and Use Assessment, Tier 3 - Bioretention and Biofiltration Assessment.
Tier 1
Infiltration BMP solutions such as dry wells and infiltration basins were initially considered, dependent on industry standard feasible infiltration rates (greater than 0.3 inches per hour). The Geotechnical Engineering Investigation dated February 2, 2024, written by UES, provided boring logs showing predominantly clay soils, but did not include percolation testing or infiltration rates.
Percolation tests at the proposed southern infiltration location were requested from the Geotechnical Engineer to perform two pilot borings down until a percolation layer is found which can range from 5 feet below the existing grade, and 10 feet above the ground water elevation. Per the Geotechnical Report, groundwater was not encountered during the field exploration to the maximum depth explored, approximately 50 feet below the existing grade. The percolation layer has the potential to be 40 to 50 feet below existing grade, which would require a drill rig. The location of proposed infiltration, would be at the low point of the site, which is the southern area where an existing residence is located. There were concerns regarding rig access to the two locations identified for pilot borings. A drill rig could not access the true location of the infiltration at the start of our design due to the residence, and therefore BMP historical infiltration data was used as stated in the letter prepared by the Geotechnical Engineer, UES, dated April 5, 2024. Percolation testing was deemed infeasible based on historical infiltration rates
BKF ENGINEERS
11/01/2024
of 1.8 inches per day for silty sand and 0.2 inches per day for clayey silt, therefore, design of drywells and infiltration basins were not further explored.
Tier 2
The harvest and use assessment deemed irrigation use, toilet use, and other non -potable use infeasible based on the following calculations as outlined in the preliminary WQMP, see Appendix A.
Irrigation Use Feasibility has been deemed infeasible because minimum required irrigated area is 2.44 acres and the available irrigated landscape is 0.07 acres. See calculation steps 1-5 in the WQMP, see Appendix A for steps followed and calculations.
Toilet Use Feasibility has been deemed infeasible because the minimum require toilet users daily is 202, and the project number of toilet users daily is 40. See calculation steps 1-5 in the WQMP, see Appendix A for steps followed and calculations.
Other Non -Potable Use Feasibility is not applicable as there are not other non -potable uses for stormwater runoff on the site like industrial use.
Tier 3
The design of bioretention and biofiltration basins, non-proprietary above grade systems, were explored such as biofiltration basins, and bioretention flow through planters.
The design capture volume (DCV) for the site based on an 85th percentile 24 -hour storm event is 3,187 cubic feet, see Appendix B for calculations. The design capture volume is equivalent to the BMP volume.
In order to completely treat the DCV, a biofiltration basin would require a minimum surface area of 5,494 square feet, which represents the bottom of the basin (1,810 square feet), with 1.5 feet of combined ponding depth and freeboard, with 3 feet of soil filter media layer, and 4:1 side slopes. See Appendix C for calculations and basin section. The total basin footprint would affect 30+ parking stalls and a relocation of the trash enclosure. The biofiltration basin design would replace the proprietary Modular Wetland System unit because it is treating the entire DCV. This solution has drastic impacts to the project's onsite parking. The basin would be configured along a portion of the eastern and the entire southern perimeter of the site.
Additionally, the design of an above ground flow through planter was explored. Due to limited landscaping area adjacent to the proposed building, only two of the proposed roof drains on the west would be captured and treated. The bioretention flow through planter would require a minimum surface area of 1,771 square feet to treat the DCV, see Appendix D for calculations. The flow through planters are able to be installed on the western side of the library, however they would not be large enough to treat the entire design capture volume and would require the modular wetland system.
The solution would not have enough impact to entirely eliminate the need for the Modular Wetland System unit.
Proposed Design
Our proposed design includes a Modular Wetland System, 8 ft x 6 ft sized unit, which is widely considered a biofiltration BMP which adheres to Tier 3 as well. The difference between a Modular Pageg2221 f 9f 2775
BKF ENGINEERS
11/01/2024
Wetland System and a non-proprietary biofiltration basin is that this system is more efficient, and has more performance analysis and studies available.
The MWS unit proposed requires 63 square feet footprint area to treat the design capture volume, which is a unit with an 8 ft x 6 ft model with an outside dimension of 9 ft x 7 ft.
It is possible to propose permeable pavers as a design solution along a portion of the proposed parking stalls to increase the permeable area of the site, however the modular wetland system unit would still be required to treat the impervious surface runoff.
Appendices
Appendix A — pWQMP Harvest and Use Assessment & Bioretention and Biotreatment Assessment Appendix B — BMP Design Volume calculations
Appendix C — Bioretention Facility calculations for Bioretention Basin & Section Detail Appendix D — Bioretention Facility calculations for Bioretention Flow Through Planter Appendix E — Alternative BMP Options 1, 2, 3
PaQeg2222f 9f 2775
BKF ENGINEERS
APPENDIX A
D.2 Harvest and Use Assessment
Not feasible based on calculations.
Please check what applies:
❑ Reclaimed water will be used for the non -potable water demands for the project. ❑Downstream water rights may be impacted by Harvest and Use as approved by the Regional Board (verify with the Copermittee).
❑The Design Capture Volume will be addressed using Infiltration Only BMPs. In such a case, Harvest and Use BMPs are still encouraged, but it would not be required if the Design Capture Volume will be infiltrated or evapotranspired.
If any of the above boxes have been checked, Harvest and Use BMPs need not be assessed for the site. If none of the above criteria applies, follow the steps below to assess the feasibility of irrigation use, toilet use and other non -potable uses (e.g., industrial use).
Irrigation Use Feasibility
Complete the following steps to determine the feasibility of harvesting stormwater runoff for Irrigation Use BMPs on your site:
Step 1:
Identify the total area of irrigated landscape on the site, and the type of landscaping used.
Total Area of Irrigated Landscape: 0.07
Type of Landscaping (Conservation Design or Active Turf):
Conservative Design
Step 2: Identify the planned total of all impervious areas on the proposed project from which runoff might be feasibly captured and stored for irrigation use. Depending on the configuration of buildings and other impervious areas on the site, you may consider the site as a whole, or parts of the site, to evaluate reasonable scenarios for capturing and storing runoff and directing the stored runoff to the potential use(s) identified in Step 1 above.
Total Area of Impervious Surfaces: 1.15
Step 3: Cross reference the Design Storm depth for the project site (see Exhibit A of the WQMP Guidance Document) with the left column of Table 2-3 in Chapter 2 to determine the minimum area of Effective Irrigated Area per Tributary Impervious Area (EIATIA).
Enter your EIATIA factor: 2.12
Step 4: Multiply the unit value obtained from Step 3 by the total of impervious areas from Step 2 to develop the minimum irrigated area that would be required.
Minimum required irrigated area: 2.44
Step 5: Determine if harvesting stormwater runoff for irrigation use is feasible for the project by comparing the total area of irrigated landscape (Step 1) to the minimum required irrigated area (Step 4).
Minimum required irrigated area (Step 4)
Available Irrigated Landscape (Step 1)
2.44 12
0.07
Toilet Use Feasibility
Complete the following steps to determine the feasibility of harvesting stormwater runoff for toilet flushing uses on your site:
Step 1:
Identify the projected total number of daily toilet users during the wet season, and account for any periodic shut downs or other lapses in occupancy:
Projected Number of Daily Toilet Users: 40
Project Type: Commercial
Step 2: Identify the planned total of all impervious areas on the proposed project from which runoff might be feasibly captured and stored for toilet use. Depending on the configuration of buildings and other impervious areas on the site, you may consider the site as a whole, or parts of the site, to evaluate reasonable scenarios for capturing and storing runoff and directing the stored runoff to the potential use(s) identified in Step 1 above.
Total Area of Impervious Surfaces: 1.15
Step 3: Enter the Design Storm depth for the project site (see Exhibit A) into the left column of Table 2- 2 in Chapter 2 to determine the minimum number or toilet users per tributary impervious acre (TUTIA).
Enter your TUTIA factor: 176
Step 4: Multiply the unit value obtained from Step 3 by the total of impervious areas from Step 2 to develop the minimum number of toilet users that would be required.
Minimum number of toilet users: 202.40
Step 5: Determine if harvesting stormwater runoff for toilet flushing use is feasible for the project by comparing the Number of Daily Toilet Users (Step 1) to the minimum required number of toilet users (Step 4).
Minimum required Toilet Users (Step 4)
Projected number of toilet users (Step 1)
202.40
40 Other Non -Potable Use Feasibility
Are there other non -potable uses for stormwater runoff on the site (e.g. industrial use)? See Chapter 2 of the Guidance for further information. If yes, describe below. If no, write N/A.
N/A
Step 1: Identify the projected average daily non -potable demand, in gallons per day, during the wet season and accounting for any periodic shut downs or other lapses in occupancy or operation.
Average Daily Demand: Projected Average Daily Use (gpd) Step 2: Identify the planned total of all impervious areas on the proposed project from which runoff might be feasibly captured and stored for the identified non -potable use. Depending on the configuration of buildings and other impervious areas on the site, you may consider the site as a whole, or parts of the site, to evaluate reasonable scenarios for capturing and storing runoff and directing the stored runoff to the potential use(s) identified in Step 1 above.
Total Area of Impervious Surfaces: Insert Area (Acres)
13
Step 3: Enter the Design Storm depth for the project site (see Exhibit A) into the left column of Table 2- 4 in Chapter 2 to determine the minimum demand for non -potable uses per tributary impervious acre.
Enter the factor from Table 2-4: Enter Value
Step 4: Multiply the unit value obtained from Step 3 by the total of impervious areas from Step 2 to develop the minimum number of gallons per day of non -potable use that would be required.
Minimum required use: Minimum use required (gpd)
Step 5: Determine if harvesting stormwater runoff for other non -potable use is feasible for the project by comparing the projected average daily use (Step 1) to the minimum required non -potable use (Step 4).
Minimum required non -potable use (Step 4)
Projected average daily use (Step 1)
Minimum use required (gpd)
Projected Average Daily Use (gpd)
If Irrigation, Toilet and Other Use feasibility anticipated demands are less than the applicable minimum values, Harvest and Use BMPs are not required and you should proceed to utilize LID Bioretention and Biotreatment per Section 3.4.2 of the WQMP Guidance Document.
D.3 Bioretention and Biotreatment Assessment
Other LID Bioretention and Biotreatment BMPs as described in Chapter 2.4.7 of the WQMP Guidance Document are feasible on nearly all development sites with sufficient advance planning.
Select one of the following:
❑X LID Bioretention/Biotreatment BMPs will be used for some or all DMAs of the project as noted below in Section D.4 (note the requirements of Section 3.4.2 in the WQMP Guidance Document). ❑ A site -specific analysis demonstrating the technical infeasibility of all LID BMPs has been performed and is included in Appendix 5. If you plan to submit an analysis demonstrating the technical infeasibility of LID BMPs, request a pre -submittal meeting with the Copermittee to discuss this option. Proceed to Section E to document your alternative compliance measures. 14
CHAPTER 2: CONCEPTS AND CRITERIA
Criteria
The evaluation of the feasibility of Harvest and Use BMPs is performed for three potential categories of use: toilet flushing, irrigation, and other on -site non -potable uses.
For evaluation of toilet flushing, flush volumes and use rates from the literature have been combined with a long-term continuous simulation to develop a minimum demand, referred to as the Toilet Users To Impervious Area (TUTIA) ratio, that would be required to achieve the minimum 40 percent long-term retention of runoff. See Table 2-2 below, as well as the discussion of LID Retention vs. LID Bioretention BMPs above. • If the proposed project does meet or exceed this minimum demand, implementing this Harvest and Use BMP would be less effective than a Bioretention BMP, and as such, this Harvest and Use BMP would not be required for the project.
TABLE 2-2. Harvest and Use Data for Toilet Use
Project type
Residential
Retail / Office
Commercial
Industrial
Schools
Basis of Use
Type
Resident
Employee
(non -visitor)
Employee
(non -visitor)
Employee
(non -student)
Design Capture
Storm depth, in
Minimum toilet users per tributary impervious acre for partial capture (tu/ac)
0.50 85
114
142
24 0.55
93 123
158
26 0.60
101
132
172
29 0.65
108
141
185
31 0.70
116
150
198
33 0.75
123
159
208
35 0.80
131
167
219
37 0.85
138
176
229
39 0.90
145
184
238
40 0.95
152
193
247
42 1.00
159
201
255
43 1.05
166
209
263
44 1.10
172
217
271
45 1.15
179
225
278
46 1.20
185
233
285
47 36
CHAPTER 2: CONCEPTS AND CRITERIA
AUnit demands used in analysis:
Residential = 9.3 gal/resident/day
Retail/office = 7 gal/employee/day
Industrial = 5.5 gal/employee/day
Schools = 33 gal/employee/day
For evaluation of irrigation, typical evapotranspiration and water demands have been combined with a long-term continuous simulation, to develop a minimum ratio of Effective Irrigated Area per Tributary Impervious Area (EIATIA) that would be required to achieve the minimum 40 percent long-term retention of runoff. See Table 2-3 below, as well as the discussion of LID Retention vs. LID Bioretention BMPs above. For the purposes of this assessment, landscaping will either be a 'Conservation Design' (Low water use, native species, etc.), or 'Active Turf areas' (higher water use species such as conventional sod).
TABLE 2-3. Harvest and Use Data for Irrigation UseA'e
General Landscape
Type
Conservation Design:
KL=0.35
Active Turf Areas: K c=0.70
Design Capture
Storm Depth, in
Minimum Required Effective Irrigated Area per Tributary Impervious Acre for partial capture (ac/ac)
0.50 0.26
0.22 0.55
0.52 0.35
0.60 0.79
0.47 0.65
1.05 0.60
0.70 1.32
0.72 0.75
1.59 0.85
0.80 1.85
0.98 0.85
2.12 1.10
0.90 2.38
1.23 0.95
2.65 1.35
1.00 2.92
1.48 1.05
3.18 1.60
1.10 3.45
1.73 1.15
3.71 1.85
1.20 3.98
1.98 AET data from the CIMIS station at U. C. Riverside used for this analysis.
BTo use this table, select the Design Storm for your project area. Then select the planting/irrigation management type (i.e., conservation versus active turf). The resulting value gives the minimum required irrigated area per tributary area for stormwater capture which will be used in Step 3 of D.2 in the Template. °KL = Landscape Coefficient, KL = Ks x Kd x Kmc where Ks = species factor, Kd = density factor and Kmc = microclimate factor. The landscape coefficient (KL) incorporates plant species, microclimate and water management/irrigation practices as adapted from Appendix X of the 2011 Orange County Technical Guidance Document located here: http://www.ocwatershed.com/WQMP.aspx For the table above, the lower value corresponds to water conservation practices and the higher value corresponds to traditional irrigation practices for grass turf.
Each Co-Permittee has a model ordinance based on AB 1881. Specifying certain high water use plants contradicts the intent of AB 1881.
37
APPENDIX B
Santa Ana Watershed - BMP
Design Volume, VBM,.
Le
Required Entries
Calculated Cells
(Rev. 10-2011)
g end.
(Note
Company Name
Designed by
Company Project
this worksheet
BKF Engineering
shall only be used
in conjunction with BMP designs from the
LID BMPDesien Handbook)
Date
Case No
6/27/2024
Daniel David
Number/Name
Beaumont Library
BMP Identification
BMP NAME / ID
-
Must match Name/ID used on BMP Design Calculation Sheet Design Rainfall Depth
85th Percentile, 24 -hour Rainfall Depth, D85=
from the Isohyetal Map in Handbook Appendix E
0.85 inches
Drainage Management Area Tabulation
Insert additional rows if needed to accommodate all DMAs draining to the BMP DMA
Type/ID
•
DMA Area
(square feet)
Post -Project Surface
Type
•
Effective
Imperivous
Fraction, If
•
DMA
Runoff
Factor
DMA Areas x
Runoff Factor
Design
Storm
Depth (in)
Design Capture
Volume, VBMP
(cubic feet)
Proposed
Volume on
Plans (cubic
feet)
A-1
50,188
Concrete or Asphalt
1 0.89
44767.7
A-1
1,986
Ornamental
Landscaping
01 0.11
219.4
52174
Total
44987.1
0.85 3186.6
-
Notes:
APPENDIX C
Bioretention Facility - Design Procedure
BMP ID
Legend:
Required Entries
Calculated Cells
Company
Designed
Name: BKF Engineers
Date:
County/City Case No.:
9/24/2024
by:
Design Volume
Enter the area tributary to this feature AT=
Enter VBMp determined from Section 2.1 of this Handbook VBMP acres
ftj
1.2 3,187
Type of Bioretention Facility Design
0 Side slopes required (parallel to parking spaces or adjacent to walkways) Q No side slopes required (perpendicular to parking space or Planter Boxes) Bioretention Facility Surface Area
Depth of Soil Filter Media Layer
Top Width of Bioretention Facility, excluding
Total Effective Depth, dE
dE = (0.3) x ds + (0.4) x 1 - (0.7/wT) +
Minimum Surface Area, Am
_ VBMP (ft3)
ds =
curb wT =
0.5 dE=
AM=
A=
3.0 ft
ft
ft
tt`
ft2
18.0 AM (ft2) dB (ft)
Proposed Surface Area
-
Bioretention Facility Properties
Side Slopes in Bioretention Facility z =
Diameter of Underdrain
Longitudinal Slope of Site (3% maximum)
6" Check Dam Spacing
Describe Vegetation:
4 :1
inches
%
feet
6 Notes:
Bioretention Basin
Riverside County Best Management Practice Design Handbook JUNE 2010 Page 229 of 2775
INLET
PER
12"
FREEBOARD
6"
PONDING
DEPTH
PIPE,
PLAN
6.0' MIN
OVERFLOW INLET.
SEE NOTE 3 BELOW
BOTTOM OF BASIN
PER PLAN
VARIES
VARIES -0-I
6.0' MIN
TOP OF BASIN
PER PLAN
3"
MULCH
36" ENGINEERED SOIL
MEDIA. SEE NOTES BELOW
12" MIN OPEN GRADED
AGGREGATE SUBBASE, i"
AND 6" MIN AROUND
PERIMETER OF UNDERDRAIN
PIPE
APPENDIX D
Bioretention Facility - Design Procedure
BMP ID
Legend:
Required Entries
Calculated Cells
Company
Designed
Name: BKF Engineers
Date:
County/City Case No.:
9/24/2024
by:
Design Volume
Enter the area tributary to this feature AT
Enter VBMP determined from Section 2.1 of this Handbook VBMP acres
ft3
1.2 3,187
Type of Bioretention Facility Design
Q Side slopes required (parallel to parking spaces or adjacent to walkways) ® No side slopes required (perpendicular to parking space or Planter Boxes) Bioretention Facility Surface Area
Depth of Soil Filter Media Layer
Top Width of Bioretention Facility, excluding
Total Effective Depth, dE
dE _ [(0.3) x ds + (0.4) x 1 ] + 0.5
Minimum Surface Area, A1,,
VBMP (ft3)
ds =
curb WT =
dE =
AM
A=
Facility, L L =
3.0 ft
ft
ft
ft-
ft2
ft
8.0 1.80
1,771
AM (ft2)
- (ft)
Proposed Surface Area
Minimum Required Length of Bioretention
-
221.4
Bioretention Facility Properties
Side Slopes in Bioretention Facility z =
Diameter of Underdrain
Longitudinal Slope of Site (3% maximum)
6" Check Dam Spacing
Describe Vegetation:
4 :1
inches
%
feet
6 Notes:
Bioretention Flow Through Planter
Riverside County Best Management Practice Design Handbook JUNE 2010 Page 231 of 2775
APPENDIX E
OPTION 1 - BIO-FILTRATION BASINS
2596.11 INV
2595.77 INV
2595.68 INV
2595.54 INV
FLOW SPLITTER
2594.29
INV OUT
SD
2592.33 INV
44.3 LF
PROPOSED
BUILDING
e, W W W N+ M1 W W W W W W y W W
2597.36 INV
2597.24 INV
10.5 LF , Cp
1.0%
20.8 LF
1.0%
ELIMINATES MODULAR
WETLAND SYSTEM \
LSyb..S.) INV IN (N)
2595.11 INV N (W)
2595.11 INV OUT (E)
W U 11
85.5 LF
SD !_ SD
COMPACT
COMPACT
2590.97 INV
COMPACT
2590.59 INV IN 8" PVC
2594.80 INV OUT 3" DI
85.5 LF
SD
0.5% ..
2594.80 INV _
2594.80 INV IN 3" DI
2594.80 INV OUT (2) 4" PVC
3" DI SI
2594.80
2592.05
SSMH
R/M=2604.79
/NV=2698.78 8" (N)
/NV=2698.72 8" (S)
2597.17 INV
v2596.82 INV
4. 11.9 LF 0
1.0%
2597.14 INV
I LL
J
N
O
2596.62 INV-
2591.60 0,
INV OUTS
2591.90 INV
OVER 8" PVC SD'
V 3"
IN 8"
5" SSCoI-�,
5" SSCo--�
2595.40 INV IN (N)
,2594.85 INV IN (W)
2594.85 INV OUT (S) Q
10 2591.00
2591.50 INV OUT
INV IN
INTERIOR ELEVATIONS:
2595.60 TANK TOP
2591.60 TANK BOTTOM
BASIN #2
14 STALLS AFFECTED
BASIN BOTTOM: 1,136 SQFT
BASIN TOP: 3,082 SQFT
-6W
"RND
S/DEWALK
RELOCATED TRASH ENCLOSURE
3+ STALLS AFFECTED
VEGETATED MEDIAN
1 STALLS AFFECTED
BASIN #1
15 STALLS AFFECTED
BASIN BOTTOM: 732 SQFT
BASIN TOP: 2,412 SQFT
COMBINED BIO-FILTRATION BASINS:
30+ TOTAL STALLS AFFETCED,
TRASH ENCLOSURE TO BE RELOCATED,
TOTAL BASIN BOTTOM AREA:
1,868 SQFT
(1,862 SQFT APPROX. REQUIRED)
TOTAL BASIN AREA AT TOP:
5,494 SQFT
LEGEND:
LIMIT OF WORK
CONCRETE
ASPHALT FOR EMERGENCY VEHICLES / DRIVE AISLE
ASPHALT FOR PARKING STALL
PROPOSED BUILDING
LANDSCAPE AREA
STORM DRAIN MANHOLE
STORM DRAIN CLEANOUT
DROP INLET
DRAINAGE KEYNOTES:
O1 PROPOSED ROOF DOWNSPOUT CONNECTION PER DETAIL 4/C602 O INSTALL 4" SDR35 PVC STORM DRAIN LINE AND FITTINGS
O INSTALL 8" SDR35 PVC STORM DRAIN LINE AND FITTINGS
O INSTALL 12" SDR35 PVC STORM DRAIN LINE AND FITTINGS
O5 CONSTRUCT 6" TRENCH DRAIN PER DETAIL 3/C601
O6 INSTALL 3" DI STORM DRAIN FORCE MAIN
\' / INSTALL PUMP STATION PER DETAIL 1/C605
( INSTALL UNDERGROUND DETENTION SYSTEM PER DETAIL 1/C604 O INSTALL MODULAR WETLAND SYSTEM PER DETAIL 2/C606
10 CONSTRUCT STORM DRAIN DROP INLET PER DETAIL 1/C601
11 INSTALL STORM DRAIN MANHOLE STRUCTURE PER DETAIL 1/C602 12 INSTALL STORM DRAIN CLEANOUT STRUCTURE PER DETAIL 2/C601 13 PROPOSED CURB DRAIN, SINGLE PIPE CONDITION PER DETAIL 3A/C602 (9, PROPOSED CURB DRAIN, DOUBLE PIPE CONDITION PER DETAIL 3B/C602 15 INSTALL ORIFICE RESTRICTOR PLATE PER DETAIL 2/C604
16 STORM DRAIN PUMP CONTROLLER CABINET MOUNTED TO TRASH ENCLOSURE WALL
PER ELECTRICAL AND STRUCTURAL PLANS
17 CONSTRUCT SLURRY CEMENT ENCASEMENT ALONG THE UTILITY, EXTENDING 10 LINEAR FEET ON BOTH SIDES OF THE CROSSING, PER DETAIL 7, SHEET C602
GRAPHIC SCALE
( IN FEET )
1 inch = 20 ft.
tsk
316 West 2nd Street,
Penthouse
Los Angeles, CA 90012
phone: 213.614.0900
fax: 213.929.2247
www.tska.com
THESE DRAWINGS AND SPECIFICATIONS ARE
THE PROPERTY OF TATE SNYDER KIMSEY
ARCHITECTS AND MAY NOT BE REPRODUCED
OR USED FOR ANY PURPOSE WITHOUT THE
ARCHITECTS WRITTEN CONSENT.
AS INSTRUMENTS OF SERVICE, THESE
DOCUMENTS ARE NOT FINAL AND READY FOR
USE, AND THEREFORE NOT VALID, UNLESS
THEY ARE SEALED, SIGNED AND DATED.
Consultant
Copyright, Ltd 2021
4675 MACARTHUR CT.
SUITE 400
NEWPORT BEACH, CA 92660
(949) 526-8460
www.bkf.com
0 PLEASE RECYCLE
Project
BEAUMONT LIBRARY
RENOVATION &
ADITION
125E 8TH ST,
BEAUMONT, CA 92223
Job No: 23-040
Owner
BEAUMONT LIBRARY
DISTRICT
REVISIONS
REV DATE
DESCRIPTION
Sheet Title
DRAINAGE PLAN
Date: 9/20/2024
Sheet No:
C301
NOT FOR CONSTRUCTION
OPTION 2 - PERMEABLE PAVERS
2596.11 INV
2595.77 INV
2595.68 INV
2595.54 INV
FLOW SPLITTER
PROPOSED
BUILDING
2597.36 INV
2597.24 INV
10.5 LF , Cp
1.0%_
20.8 LF
1.0%
MODULAR WETLAND SYSTEM
PER ORIGINAL DESIGN TO
REMAIN FOR TREATMENT
SD
2592.33 INV
44.3 LF
2596.33 INV IN (N)
2595.11 INV IN (W)-\
2595.11 INV OUT (E)
W U 11 .
85.5 LF
SD ! SD
COMPACT
COMPACT
2590.97 INV
COMPACT
2590.59 INV IN 8" PVC
2594.80 INV OUT 3" DI
85.5 LF
SD
0.5%
2594.80 INV
2594.80 INV IN 3" DI
2594.80 INV OUT (2) 4" PVC
SSMH
R/M=2604.79
/NV=2698.78 8" (N)
/NV=2698.72 8" (S)
2597.17 INV_J
v2596.82 INV
11.9 LF 0
1.0%
2597.14 INV
3 �
2591.60 0,
INV OUTS
5" 5560
5" SSCO
2595.40 INV IN (N)
,2594.85 INV IN (W)
2594.85 INV OUT (S)
10 2591.00
2591.50 INV OUT
INV IN
2591.80
INV IN
2591.90 INV
3' DI SD OVER 8" PVC SD'
254.80 INV 3"
2592.05 INV 8"
INTERIOR ELEVATIONS:
2595.60 TANK TOP
2591.60 TANK BOTTOM
PERMEABLE PAVERS,
CONSIDERED SELF TREATING AREA
S/DEWALK
PERMEABLE PAVERS,
CONSIDERED SELF TREATING AREA
-OW
5RND
PERMEABLE PAVERS,
CONSIDERED SELF TREATING AREA
LEGEND:
LIMIT OF WORK
CONCRETE
ASPHALT FOR EMERGENCY VEHICLES / DRIVE AISLE
ASPHALT FOR PARKING STALL
PROPOSED BUILDING
LANDSCAPE AREA
STORM DRAIN MANHOLE
STORM DRAIN CLEANOUT
DROP INLET
DRAINAGE KEYNOTES:
.0 PROPOSED ROOF DOWNSPOUT CONNECTION PER DETAIL 4/C602 O INSTALL 4" SDR35 PVC STORM DRAIN LINE AND FITTINGS
O INSTALL 8" SDR35 PVC STORM DRAIN LINE AND FITTINGS
O INSTALL 12" SDR35 PVC STORM DRAIN LINE AND FITTINGS
O5 CONSTRUCT 6" TRENCH DRAIN PER DETAIL 3/C601
O6 INSTALL 3" DI STORM DRAIN FORCE MAIN
\' / INSTALL PUMP STATION PER DETAIL 1/C605
( INSTALL UNDERGROUND DETENTION SYSTEM PER DETAIL 1/C604 O INSTALL MODULAR WETLAND SYSTEM PER DETAIL 2/C606
10 CONSTRUCT STORM DRAIN DROP INLET PER DETAIL 1/C601
11 INSTALL STORM DRAIN MANHOLE STRUCTURE PER DETAIL 1/C602 12 INSTALL STORM DRAIN CLEANOUT STRUCTURE PER DETAIL 2/C601 13 PROPOSED CURB DRAIN, SINGLE PIPE CONDITION PER DETAIL 3A/C602 (9, PROPOSED CURB DRAIN, DOUBLE PIPE CONDITION PER DETAIL 3B/C602 15 INSTALL ORIFICE RESTRICTOR PLATE PER DETAIL 2/C604
16) STORM DRAIN PUMP CONTROLLER CABINET MOUNTED TO TRASH ENCLOSURE WALL
PER ELECTRICAL AND STRUCTURAL PLANS
17 CONSTRUCT SLURRY CEMENT ENCASEMENT ALONG THE UTILITY, EXTENDING 10 LINEAR FEET ON BOTH SIDES OF THE CROSSING, PER DETAIL 7, SHEET C602
GRAPHIC SCALE
( IN FEET )
1 inch = 20 ft.
tsk
316 West 2nd Street,
Penthouse
Los Angeles, CA 90012
phone: 213.614.0900
fax: 213.929.2247
www.tska.com
THESE DRAWINGS AND SPECIFICATIONS ARE
THE PROPERTY OF TATE SNYDER KIMSEY
ARCHITECTS AND MAY NOT BE REPRODUCED
OR USED FOR ANY PURPOSE WITHOUT THE
ARCHITECTS WRITTEN CONSENT.
AS INSTRUMENTS OF SERVICE, THESE
DOCUMENTS ARE NOT FINAL AND READY FOR
USE, AND THEREFORE NOT VALID, UNLESS
THEY ARE SEALED, SIGNED AND DATED.
Consultant
Copyright, Ltd 2021
4675 MACARTHUR CT.
SUITE 400
NEWPORT BEACH, CA 92660
(949) 526-8460
www.bkf.com
0 PLEASE RECYCLE
Project
BEAUMONT LIBRARY
RENOVATION &
ADITION
125E 8TH ST,
BEAUMONT, CA 92223
Job No: 23-040
Owner
BEAUMONT LIBRARY
DISTRICT
REVISIONS
REV DATE
DESCRIPTION
Sheet Title
DRAINAGE PLAN
Date: 9/20/2024
Sheet No:
C301
NOT FOR CONSTRUCTION
OPTION 3 - PERMEABLE PAVERS AND FLOW THROUGH PLANTERS
tsk
A
FLLOW THROUGH PLANTER,
TREATS ROOF DRAIN #1
FLLOW THROUGH PLANTER,
TREATS ROOF DRAIN #2
/
/
j,
/
)
A T-
101
f
rx O
2596.11 INV
9545 93
2595.77 INV
2595.68 INV
2595.54 INV
i
FLOW SPLITTER
2.7%
8TH ST
PROPOSED
BUILDING
i W W W W W 4 W y W
2597.36 INV
2597.24 INV
10.5 LF
1.0%_
20.8 LF
1.0%
MODULAR WETLAND SYSTEM
PER ORIGINAL DESIGN TO
REMAIN FOR TREATMENT
SD
2592.33 INV
44.3 LF
2596.33 INV IN (N)
2595.11 INV IN (W)-\
2595.11 INV OUT (E)
w u
SD 85.5 LF
COMPACT
COMPACT
2590.97 INV
COMPACT
2590.59 INV IN 8" PVC
2594.80 INV OUT 3" DI
85.5i.LFSD
0.5%
2594.80 INV
2594.80 INV IN 3" DI
2594.80 INV OUT (2) 4" PVC
EI
EI
EI
EI
EI
EI
EI
EI
EI
fa _
U
U
U
>Q
wp
U
> Q
wQ
U
11.9 LF
1.0%
2597.14 INV
L
2591.60 os•;j:
INV OUTS
o
2597.17 INV
o
v2596.82 INV
2594.29
INV OUT
2591.80
INV IN
2591.90 INV
3' DI SD OVER 8" PVC SD'
2554.80 INV 3"
2592.05 INV 8"
W W y W y W+ W+ W
II
II
EI
EI
L
2595.40 INV IN (N)
2594.85 INV IN (W)
2594.85 INV OUT (S)
2591.00
2591.50 INV OUT
INV IN
r
INTERIOR ELEVATIONS:
2595.60 TANK TOP
2591.60 TANK BOTTOM
SSMH
R/M=2604.79
/NV=2698.78 8 (N)
/NV=2698.72 8" (S)
5" SSCO
5" SSCO
CTV
GV
x
O
X
x
X
S/DEWALK
X X
PERMEABLE PAVERS,
CONSIDERED SELF TREATING AREA
-Gw
"RND
x _
O
PERMEABLE PAVERS,
CONSIDERED SELF TREATING AREA
x
PERMEABLE PAVERS,
CONSIDERED SELF TREATING AREA
LEGEND:
MH
,
CO
■..■
MIME
MIN
....
NENE
LIMIT OF WORK
CONCRETE
ASPHALT FOR EMERGENCY VEHICLES / DRIVE AISLE
ASPHALT FOR PARKING STALL
PROPOSED BUILDING
LANDSCAPE AREA
STORM DRAIN MANHOLE
STORM DRAIN CLEANOUT
DROP INLET
DRAINAGE KEYNOTES:
.0 PROPOSED ROOF DOWNSPOUT CONNECTION PER DETAIL 4/C602 O INSTALL 4" SDR35 PVC STORM DRAIN LINE AND FITTINGS
O INSTALL 8" SDR35 PVC STORM DRAIN LINE AND FITTINGS
INSTALL 12" SDR35 PVC STORM DRAIN LINE AND FITTINGS
O5 CONSTRUCT 6" TRENCH DRAIN PER DETAIL 3/C601
O6 INSTALL 3" DI STORM DRAIN FORCE MAIN
\' / INSTALL PUMP STATION PER DETAIL 1/C605
(78 INSTALL UNDERGROUND DETENTION SYSTEM PER DETAIL 1/C604 O INSTALL MODULAR WETLAND SYSTEM PER DETAIL 2/C606
10 CONSTRUCT STORM DRAIN DROP INLET PER DETAIL 1/C601
11 INSTALL STORM DRAIN MANHOLE STRUCTURE PER DETAIL 1/C602 12 INSTALL STORM DRAIN CLEANOUT STRUCTURE PER DETAIL 2/C601 13 PROPOSED CURB DRAIN, SINGLE PIPE CONDITION PER DETAIL 3A/C602 0, PROPOSED CURB DRAIN, DOUBLE PIPE CONDITION PER DETAIL 3B/C602 15 INSTALL ORIFICE RESTRICTOR PLATE PER DETAIL 2/C604
16 STORM DRAIN PUMP CONTROLLER CABINET MOUNTED TO TRASH ENCLOSURE WALL
PER ELECTRICAL AND STRUCTURAL PLANS
17 CONSTRUCT SLURRY CEMENT ENCASEMENT ALONG THE UTILITY, EXTENDING 10 LINEAR FEET ON BOTH SIDES OF THE CROSSING, PER DETAIL 7, SHEET C602 Note:
Landscape detail for construction of planter
wall only. Refer to Civil drawings for
stormwater treatment soil sections and
ponding/freeboard requirement.
Detail has been coordinated with Civil
Engineer 9.24.2021
c
CL
CO rej
.00* E c c
v
a
> G)
• a)
v
Junction
Box,
S.C.D.
SECTION
•
t-
0 i j jj\j\j\j\j\j\j\
•q`.
Li
J U
CO
u
w/ #5 ® 16"o.c. each way,
STD. Lap into sidewalk paving
© 16" o.c.
Termination Strip w/
AQUADRAIN (or equivalent),
and Waterproofing Membrane
(100 —mil hot rubberized
asphalt), Typ.
4"0 PVC Overflow riser with grate, 10" min.
above low point of planting area, Paint
visible pipe and top cap black,
S.C.D. for more information. *Allow 10"
pondina — S.C.D. for stormwater treatment
requirement
Downspout, S.A.D., S.P.D.
Decorative Gravel for dissipation
at downspout, S.C.F.S.
Coconut blanket or Jute Netting
Min. 18" of Biotreatment Soil Mix
in Flow —Through planters, S.C.D.
Class II Permeable Rock per
Caltrans Specifications, on Versiflex
Drainage Board w/ Filter Fabric on
top, Secure Fabric up walls to 3"
above top of Drain Board
Concrete Topping Slab,
bottom of planter, Slope at 1% min. to
drain; 2-1/2" thick minimum
4" Perforated PVC pipe,
connecting clean out and overflow
drain. S.C.D. for layout and
locations.
4" PVC drain out through planter wall to junction
box located in sidewalk. 0.5% slope minimum.
S.C.D. for location & point of connection.
Structural Slab w/ Waterproofing,
Protection Board, and Drain Mat,
S.A.D.
Elmer St. Sidewalk paving, typ.
Extend to building wall, below planter.
See Layout Plans for Conditions
316 West 2nd Street,
Penthouse
Los Angeles, CA 90012
phone: 213.614.0900
fax: 213.929.2247
www.tska.com
THESE DRAWINGS AND SPECIFICATIONS ARE
THE PROPERTY OF TATE SNYDER KIMSEY
ARCHITECTS AND MAY NOT BE REPRODUCED
OR USED FOR ANY PURPOSE WITHOUT THE
ARCHITECTS WRITTEN CONSENT.
AS INSTRUMENTS OF SERVICE, THESE
DOCUMENTS ARE NOT FINAL AND READY FOR
USE, AND THEREFORE NOT VALID, UNLESS
THEY ARE SEALED, SIGNED AND DATED.
Copyright, Ltd 2021
Consultant
4675 MACARTHUR CT.
SUITE 400
NEWPORT BEACH, CA 92660
(949) 526-8460
www.bkf.com
OPLEASE RECYCLE
Project
BEAUMONT LIBRARY
RENOVATION &
ADITION
125E 8TH ST,
BEAUMONT, CA 92223
Job No: 23-040
Owner
BEAUMONT LIBRARY
DISTRICT
REVISIONS
REV DATE
DESCRIPTION
Sheet Title
DRAINAGE PLAN
CMU Stormwater Treatment Planter Wall - On Structure (Elmer St.) Scale: 3/4" = 1'-0"
Date: 9/20/2024
Sheet No:
C301
NOT FOR CONSTRUCTION
Lenna Von Alt
From:
Sent:
To:
Cc:
Subject:
Follow Up Flag:
Flag Status:
Hi Lenna —
Hugo Escobedo
Tuesday, November 5, 2024 5:08 PM
Lenna Von Alt
Pedro Espinet; Melody Arechiga; Crystal Wong; Bruce Kirby; Vincent Lin; Richard Godsey RE: Beaumont Library - Technical Letter
Follow up
Flagged
Thank you for providing the technical letter explaining the feasibility of the different LID BMP options.
Public Works has no further comments. It is acceptable to proceed with the proposed design as summarized in the letter. Please note that the City does not require the permeable pavers, since the addition of pavers does not achieve eliminating the modular wetland system.
HUGO ESCOBEDO
Public Works (Senior Engineer
City of Beaumont
550 E. 6th Street, Beaumont, CA 92223
Office (951) 769-8520 x406 I Cell (760) 994-3990
BeaumontCa.cov
Facebook I Twitter I Instagram I YouTube
#ACITYELEVATED
BEAUMONT
—{ a7k I,. If OP N IA —
Appendix 6: BMP Design Details
BM P Szing, Design Details and other apporting Documentation
805
MiraLoma
JURUPA
VALLEY
0.55 f0.54 \
RiversideSouth
0.60 \\0.5rtS
LakeMathews
0.85to8
0.95 0.90
RP/ERSIDE
Woodcrest
0.68 PigeonPass
R03W a R02W
M•ORENO
ALLEY
0.66,E
PerrisReservoir
PERRIS
0.66 MorenoEast
CALIMESA
0.75 0.85+1
• i
0.85 Beaumont "
SAN
SACiNiO dis
0.70 SanJacintoNWS
R03E R04E
Project
Site
0.80 �- cIN
0 90 1.18
T 05 S r. /*".
I O:o ldylwild o s0f •
u 0.58 0.65 a) 0.74 0185 J I i
SunCity 0.68.*, 0 85 4
Win+hester �.+ ' 'L /- 4.4 *,, LANE ELS ORE MENIFEE
0.70 ,r. '
.�• • Santa Ana River Watershed HurkeyCreek 0.70 0.65 N. • T 06 S 1.1 4.. ElsinoreNWS w,LoaA1A +#*" : *: ; �+
ElCariso' to ion` �' �1�"V*_ 44
191 0'.60 ' + * mar* ▪ .r !` •4 / 0'75
" 0`75 0 65
N
06 04 03 02 01
01 09 09 10 11 12
10 tt 10 18 14 13
19 20 21 22 23 24
30 29 23 a3 25 26
31 g2 33 31 39 3
�' 4.r 0-75 �44,�,,+* I0!801+ + •:
� MURRIETA 8-5510,,, Santa Margarita Watershed i i—Ir* -- ill." V 1
0:77 0.x,0 s5 40 ;��;rf �� ♦ .
ildomarLaCrest�� 0 8o 0.52'. + ;
SkinnerLake •• .�
0.85 0.60 0.65 4 ♦....o
Anza •
0.75 • 0.65 r
• 1 77 L'J'
a to o aPI., eau 1.00
Te. eculaNWS
R04W R03W
AguangaValley
R 01 E
0.70 0:65
RIVERSIDE COUNTY FLOOD
CONTROL AND WATER
CONSERVATION DISTRICT
Rain Gage Locations
Isohyetal Map
for the 85th Percentile
24 hour Storm Event
July 2011
Santa Ana Watershed - BMP
Design Volume, VBM,.
Le
Required Entries
Calculated Cells
(Rev. 10-2011)
g end.
(Note
Company Name
Designed by
Company Project
this worksheet
BKF Engineering
shall only be used
in conjunction with BMP designs from the
LID BMPDes&n Handbook)
Date
Case No
11/12/2024
Daniel David
Number/Name
Beaumont Library
BMP Identification
BMP NAME / ID
-
Must match Name/ID used on BMP Design Calculation Sheet Design Rainfall Depth
85th Percentile, 24 -hour Rainfall Depth, D85=
from the Isohyetal Map in Handbook Appendix E
0.85 inches
Drainage Management Area Tabulation
Insert additional rows if needed to accommodate all DMAs draining to the BMP DMA
Type/ID
•
DMA Area
(square feet)
Post -Project Surface
Type
•
Effective
Imperivous
Fraction, If
•
DMA
Runoff
Factor
DMA Areas x
Runoff Factor
Design
Storm
Depth (in)
Design Capture
Volume, VBMP
(cubic feet)
Proposed
Volume on
Plans (cubic
feet)
A-1
48,169
Concrete or Asphalt
1 0.89
42966.7
A-1
4,761
Ornamental
Landscaping
01 0.11
525.9
52930
Total
43492.6
0.85 3080.7
-
Notes:
THIS DOCUMENT IS FOR INFORMATIONAL PURPOSES
ONLY AND IS NOT A FINAL CONSTRUCTION CONTRACT -_
SITE DESIGN DATA
6'-0" ►
7-0 ►
0"
1"0 IRRIGATION
WATER QUALITY
VOLUME (CF)
3081.00
03 0: 3'
PORT TYP. OF 3
coLi I—
o
WETLAND MEDIA
PEAK FLOWRATE
(CFS)
0.81 I-
BED TYP.
1 I
DRAIN DOWN TIME
24 Z
i
1 (HRS)
N _i
DRAIN DOWN
MAXIMUM POLLUTANT
DENSITY (PREFILTER)
2.1 ©a
--
i
(i I
(o)
-
LINE TYP.
(GPM/SF)
O
4?
"v
C
o
PREFILTER LOADING
RATE (GPM/SF)
0.63 ". �
r
��
I I
``�
O
❑
- El
iii a
Ell
II ❑ ❑
LEIOJ
WETLAND MEDIA
LOADING RATE
(GPM/SF)
0.26 I N /
E
+
iI
EO
v 1 a _
L
I
MEDIA OPERATING
y
I `
.1, ‘
//
_
❑
❑J
HEAD (FT)
3.27 L -_fit
-
t
SURFACE LOADING
PEDESTRIAN
1 OUTLET
8"O
PIPE
PV
PREFILTER
GROUNDWATER
ELEVATION*
2591
(12"0J OPENING)
1" OUTLET
BAY
CARTRIDGE TYP.
3' 6"
DEPRESSION
4"
WEIR WALL
INLET PIPE
8"O PVC
PLAN VIEW
30 CAST
(1-10"
x 4 FRAME AND COVER
-IN TO TOP SLAB, TYP. OF 1
x 4'-0")
PLAN
(12r'0 OPENING)
VIEW INLET BAY WITH
STRUCTURE DETAILS
TOP SLAB NOT
SHOWN PERVIOUS PAVERS
NUMBER OF
DELIVERED PIECES
(DOES NOT INCLUDE
GRADE RINGS/RISERS)
3 MAXIMUM FOOTPRINT
9.00' x 7.00'
DELIVERED HEAVIEST
PICK*
15700 LB.
a
O www.ContechES.com
6655 Wedgwood Road, Suite 130, Maple Grove, MN 55311
4.-
MODULAR WETLANDS MWSL0608OP - 811819-010
BEAUMONT LIBRARY ADDITION & RENOVATION
BEAU MONT, CA
SITE DESIGNATION: M WS L0608
PROJECT No.:
811819
SEQ. No.:
010
DATE:
08/27/24
meanies ("CONTECH"). Neither this drawing, nor any part any
thereof, may be used, reproduced or modified in any manner the prior written sownriof ndCONTH. Failure to
comply
° ply is done at the users own risk and such use. H expressly disclaims any liability or responsibility for such use.
If discrepancies between the supplied Information upon which DESIGNED:
MCD
DRAWN:
MCD
�Qi LA
ills ynTENT iNFOFMAiION co To www[ontc�h Escoin/i�
CHECKED:
MCD
APPROVED:
MCD
Page
CONTECH
PROPOSAL
231M277
the da ' g' baedadatalfield .ono ace o teed
s site work progresses, these discrepancies must be reported to CONTECH immediately for re-evaluation of the design. based on iaamg.
no liability for supplied
incomplete
mplCH accepts inaccurate information supplied by others. m or
SHEET Na:
1 OF 1
763-231-3705 763-416-1633 FAX
MARK
DATE
REVISION DESCRIPTION
BY
MWS LINEAR 2.0 H G L SIZING CALCULATIONS
as
MWS MODEL SIZE
WETLAND
PERMITER
LENGTH
LOADING
RATE
GPM/SF
HGL HEIGHT
SHALLOW MODELS
HIGH CAPACITY MODELS
1.4 1.5
1.6 1.7
1.8 1.9
2.0 2.1
2.2 2.3
2.4 2.5
2.6 2.7
2.8 2.9
3.0 3.1
3.2 3.3
3.4 3.5
3.6 3.65
3.70 3.75
3.80 3.85
3.90 3.95
MWS-L-4-4
6.70 l
1.0 0.022
0.023
0.025
0.026
0.028
0.029
0.031
0.032
0.034
0.035
0.037
0.038
0.040
0.042
0.043
0.045
0.046
0.048
0.049
0.051
;9.052
0.054
0.055
0.056
0.057
0.058
0.058
0.059
0.060
0.061
MWS-L-3-6
10.06 1.0
0.032
0.035
0.037
0.039
0.042
0.044
0.046
0.048
0.051
0.053
0.055
0.058
0.060
0.062
0.065
0.067
0.069
0.072
0.074
0.076
0.078
0.081
0.083
0.084
0.085
0.087
0.088
0.089
0.090
0.091
I
MWS-L-4-6
9.30 t
.
1.0 0.030
0.032
0.034
0.036
0.038
-
0.041
0.043
0.045
0.047
0.049
0.051
0.053
0.055
0.058
0.060
0.062
0.064
0.066
0.068
0.070
1.073
0.075
0.077
0.078
0.079
0.080
0.081
0.082
0.083
0.084
MWS-L-4-8
14.80 1.0
0.048
0.051
0.054
0.058
0.061
0.065
0.068
0.071
0.075
0.078
0.082
0.085
0.088
0.092
0.095
0.099
0.102
0.105
0.109
0.112
e ,i:.: -
0.119
0.122
0.124
0.126
0.127
0.129
0.131
0.132
0.134
It
MWS-L-4-13
18.40 1
1.0 0.059
0.063
0.068
0.072
0.076
0.080
0.084
0.089
0.093
0.097
0.101
0.106
0.110
0.114
0.118
0.122
0.127
0.131
0.135
0.139
0.148
0.152
0.154
0.156
0.158
0.160
0.163
0.165
0.167
MWS-L-4-15
22.40 1.0
0.072
0.077
0.082
0.087
0.093
0.098
0.103
0.108
0.113
0.118
0.123
0.129
0.134
0.139
0.144
0.149
0.154
0.159
0.165
0.170
0.175
0.180
0.185
0.188
0.190
0.193
0.195
0.198
0.200
0.203
MWS-L-4-17
26.40 1.0
0.085
0.091
0.097
0.103
0.109
0.115
0.121
0.127
0.133
0.139
0.145
0.151
0.158
0.164
0.170
0.176
0.182
0.188
0.194
0.200
0.206
0.212
0.218
0.221
0.224
0.227
0.230
0.233
0.236
0.239
MWS-L-4-19
30.40 1.0
0.098
0.105
0.112
0.119
0.126
0.133
0.140
0.147
0.153
0.160
0.167
0.174
0.181
0.188
0.195
0.202
0.209
0.216
0.223
0.230
0,, ,
0.244
0.251
0.255
0.258
0.262
0.265
0.269
0.272
0.276
MWS-L-4-21
34.40 1.0
0.111
0.118
0.126
0.134
0.142
0.150
0.158
0.166
0.174
0.182
0.189
0.197
0.205
0.213
0.221
0.229
0.237
0.245
0.253
0.261
0.268
0.276
0.284
0.288
0.292
0.296
0.300
0.304
0.308
0.312
MWS-L-6-8
18.80 1.0
0.060
0.065
0.069
0.073
0.078
0.082
0.086
0.091
0.095
0.099
0.104
0.108
0.112
0.116
0.121
0.125
0.129
0.134
0.138
0.142
0.147
0.151
0.155
0.157
0.160
0.162
0.164
0.166
0.168
0.170
MWS-L-8-8
29.60 1.0
0.095
0.102
0.109
0.115
0.122
0.129
0.136
0.143
0.149
0.156
0.163
0.170
0.177
0.183
0.190
0.197
0.204
0.211
0.217
0.224
0.231
0.238
0.245
0.248
D.251
0.255
0.258
0.262
0.265
0.268
MWS-L-8-12
44.40 1.0
0.143
0.153
0.163
0.173
0.183
0.194
0.204
0.214
0.224
0.234
0.245
0.255
0.265
0.275
0.285
0.296
0.306
0.316
0.326
0.336
0.346
0.357
0.367
0.372
0.377
0.382
0.387
0.392
0.397
0.402
MWS-L-8-16
59.20 1.0
0.190
0.204
0.217
0.231
0.245
0.258
0.272
0.285
0.299
0.312
0.326
0.340
0.353
0.367
0.380
0.394
0.408
0.421
0.435
0.448
0.462
0.476
0.489
0.496
0.503
0.509
0.516
0.523
0.530
0.537
MWS-L-8-20
74.00 1.0
0.238
0.255
0.272
0.289
0.306
0.323
0.340
0.357
0.374
0.391
0.408
0.425
0.442
0.459
0.476
0.493
0.509
0.526
0.543
0.560
0.577
0.594
0.611
0.620
0.628
0.637
0.645
0.654
0.662
0.671
MWS-L-10-20 or
MWS-L-8-24
88.80 1.0
0.285
0.306
0.326
0.346
0.367
0.387
0.408
0.428
0.448
0.469
0.489
0.509
0.530
0,550
0.571
0.591
0.611
0.632
0.652
0.673
0.693
0.713
0.734
0.744
0.754
0.764
0.774
0.785
0.795
0.805
4'x'4 media cage
14.80 1.0
0.048
0.051
0.054
0.058
0.061
0.065
0.068
0.071
0.075
0.078
0.082
0.085
0.088
0.092
0.095
0.099
0.102
0.105
0.109
0.112
0.119
0.122
0.124
DETENTION BASIN SIZING
CALCULATION OF DETENTION BASIN OUTLET CAPACITY THE OUTLET CONSISTS OF A RESTRICTOR PLATE 2.5 INCH IN DIAMETER AT THE OUTLET OF THE DETENTION BASIN.
THE SUBMERGED
ORIFICE EQUATION IS: Q=0.63A(2GAH)1/2
WHERE A IS THE OPENING AREA IN SF, AH IS THE DIFFERENCE IN
DEPTHS ON EACH SIDE OF THE ORIFICE OPENING (MEASURED
FROM THE CENTROID OF THE ORIFICE OPENING). G IS EQUAL TO
32.2 FPS.
DIAMETER OF OPENING =
AREA OF OPENING=
2.5 INCHES
0.034 SQUARE FEET
DEPTH OF
WATER IN
BASIN
(FTS)
ASSUMED DEPTH
OF FLOW AT
ORIFICE
(FT)
CALCULATED, Q
Q=0.63A(2GAH)1/2
(FT)
BASIN
OUTLET
INVERT
ELEVATION
(FT)
PONDED
WATER
SURFACE
ELEVATION
(FT)
0.5 0.10
0.11 100
100.50
1.0 0.10
0.16 100
101.00
1.5 0.10
0.20 100
101.50
2.0 0.10
0.24 100
102.00
2.5 0.10
0.27 100
102.50
3.0 0.10
0.29 100
103.00
3.5 0.10
0.32 100
103.50
4.0 0.10
0.34 100
104.00
SQUARE FOOTAGE OF UNDERGROUND STORAGE BASIN
315.00 (3 ROWS OF 7'x15' SC -4 MODULES)
DEPTH
(FTS)
FLOW VOLUME
FLOW VOLUME
ACCUMULATED
ACCUMULATED
(cubic feet)
(acre-feet)
0.5 157.50
0.0036
1.0 315.00
0.0072
1.5 472.50
0.0108
2.0 630.00
0.0145
2.5 787.50
0.0181
3.0 945.00
0.0217
3.5 1102.50
0.0253
4.0 1260.00
0.0289
OUTFLOW RATING DATA FOR:
OUTFLOW WITH RESTRICTOR PLATE AT 2.5" DIAMETER OUTLET OF BASIN PONDED
WATER
SURFACE
ELEVATION
(FT)
DEPTH OF
FLOW AT
BASIN
OUTLET
(FT)
ACCUMULATED
VOLUME
(ACRE-FEET)
OUTFLOW
CFS
0 0
0.0000
0 100.5
0.5 0.0036
0.11 101.0
1.0 0.0072
0.16 101.5
1.5 0.0108
0.20 102.0
2.0 0.0145
0.24 102.5
2.5 0.0181
0.27 103.0
3.0 0.0217
0.29 103.5
3.5 0.0253
0.32 104.0
4.0 0.0289
0.34
FLOOD HYDROGRAPH ROUTING PROGRAM
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2018
Study date: 11/26/24
BEAUMONT LIBRARY REDEVELOPMENT PROJECT
85TH PERCENTILE STORM EVENT
POST CONDITION
DETENTION BASIN ROUTING CALCULATIONS
Program License Serial Number 6447
********************* HYDROGRAPH INFORMATION ********************** From study/file name: BEAUPOST242.rte
****************************HYDROGRAPH DATA**************************** Number of intervals = 289
Time interval = 5.0 (Min.)
Maximum/Peak flow rate = 0.113 (CFS)
Total volume = 0.069 (Ac.Ft)
Status of hydrographs being held in storage
Stream 1 Stream 2 Stream 3 Stream 4 Stream 5
Peak (CFS) 0.000 0.000 0.000 0.000 0.000
Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000
*********************************************************************** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 0.000 to Point/Station 0.000 **** RETARDING BASIN ROUTING ****
User entry of depth -outflow -storage data
Total number of inflow hydrograph intervals = 289
Hydrograph time unit = 5.000 (Min.)
Initial depth in storage basin = 0.00(Ft.)
Initial basin depth = 0.00 (Ft.)
Initial basin storage = 0.00 (Ac.Ft)
Initial basin outflow = 0.00 (CFS)
Depth vs. Storage and Depth vs. Discharge data:
Basin Depth Storage Outflow (S-O*dt/2) (S+O*dt/2)
(Ft.) (Ac.Ft)
(CFS) (Ac.Ft) (Ac.Ft)
0.000
0.500
1.000
1.500
2.000
2.500
3.000
0.000
0.006
0.012
0.018
0.024
0.030
0.036
0.000
0.280
0.420
0.520
0.610
0.680
0.750
0.000
0.005
0.011
0.016
0.022
0.028
0.033
0.000
0.007
0.013
0.020
0.026
0.032
0.039
3.500
4.000
0.042 0.810
0.048 0.870
0.039 0.045
0.045 0.051
Hydrograph Detention Basin Routing
Graph values: 'I'= unit inflow; 'O'=outflow at time shown Time Inflow Outflow Storage
(Hours) (CFS) (CFS) (Ac.Ft) .0
0.083 0.01 0.00 0.000 OI
0.167 0.01 0.00 0.000 OI
0.250 0.01 0.00 0.000 OI
0.333 0.01 0.00 0.000 OI
0.417 0.01 0.01 0.000 OI
0.500 0.01 0.01 0.000 O
0.583 0.01 0.01 0.000 0
0.667 0.01 0.01 0.000 O
0.750 0.01 0.01 0.000 O
0.833 0.01 0.01 0.000 OI
0.917 0.01 0.01 0.000 OI
1.000 0.01 0.01 0.000 O
1.083 0.01 0.01 0.000 0
1.167 0.01 0.01 0.000 IO
1.250 0.01 0.01 0.000 IO
1.333 0.01 0.01 0.000 0
1.417 0.01 0.01 0.000 0
1.500 0.01 0.01 0.000 O
1.583 0.01 0.01 0.000 0
1.667 0.01 0.01 0.000 O
1.750 0.01 0.01 0.000 O
1.833 0.01 0.01 0.000 OI
1.917 0.01 0.01 0.000 0
2.000 0.01 0.01 0.000 O
2.083 0.01 0.01 0.000 0
2.167 0.01 0.01 0.000 O
2.250 0.01 0.01 0.000 O
2.333 0.01 0.01 0.000 0
2.417 0.01 0.01 0.000 0
2.500 0.01 0.01 0.000 0
2.583 0.02 0.01 0.000 OI
2.667 0.02 0.01 0.000 0
2.750 0.02 0.01 0.000 O
2.833 0.02 0.02 0.000 O
2.917 0.02 0.02 0.000 O
3.000 0.02 0.02 0.000 0
3.083 0.02 0.02 0.000 O
3.167 0.02 0.02 0.000 O
3.250 0.02 0.02 0.000 0
3.333 0.02 0.02 0.000 0
3.417 0.02 0.02 0.000 O
3.500 0.02 0.02 0.000 0
3.583 0.02 0.02 0.000 0
3.667 0.02 0.02 0.000 O
3.750 0.02 0.02 0.000 0
3.833 0.02 0.02 0.000 OI
3.917 0.02 0.02 0.000 O
4.000 0.02 0.02 0.000 O
4.083 0.02 0.02 0.000 0
4.167 0.02 0.02 0.000 O
4.250 0.02 0.02 0.000 O
4.333 0.02 0.02 0.000 OI
4.417 0.02 0.02 0.000 OI
0.0 0.06 0.08
Depth
0.11 (Ft.)
0.00 0.00
0.01 0.01
0.01 0.01
0.01 0.02
0.02 0.02
0.02 0.02
0.02 0.02
0.02 0.02
0.02 0.02
0.02 0.02
0.02 0.02
0.02 0.02
0.02 0.02
0.02 0.02
0.02 0.02
0.02 0.03
0.03 0.03
0.03 0.03
0.03 0.03
0.03 0.03
0.03 0.03
0.03 0.03
0.03 0.03
0.03 0.03
0.03 0.03
0.03 0.04
0.04
4.500 0.02 0.02 0.000
4.583 0.02 0.02 0.000
4.667 0.02 0.02 0.000
4.750 0.02 0.02 0.000
4.833 0.03 0.02 0.000
4.917 0.03 0.02 0.001
5.000 0.03 0.02 0.001
5.083 0.02 0.02 0.001
5.167 0.02 0.02 0.001
5.250 0.02 0.02 0.000
5.333 0.02 0.02 0.000
5.417 0.02 0.02 0.000
5.500 0.02 0.02 0.000
5.583 0.03 0.02 0.000
5.667 0.03 0.02 0.001
5.750 0.03 0.02 0.001
5.833 0.03 0.03 0.001
5.917 0.03 0.03 0.001
6.000 0.03 0.03 0.001
6.083 0.03 0.03 0.001
6.167 0.03 0.03 0.001
6.250 0.03 0.03 0.001
6.333 0.03 0.03 0.001
6.417 0.03 0.03 0.001
6.500 0.03 0.03 0.001
6.583 0.03 0.03 0.001
6.667 0.03 0.03 0.001
6.750 0.03 0.03 0.001
6.833 0.03 0.03 0.001
6.917 0.03 0.03 0.001
7.000 0.03 0.03 0.001
7.083 0.03 0.03 0.001
7.167 0.03 0.03 0.001
7.250 0.03 0.03 0.001
7.333 0.04 0.03 0.001
7.417 0.04 0.03 0.001
7.500 0.04 0.03 0.001
7.583 0.04 0.04 0.001
7.667 0.04 0.04 0.001
7.750 0.04 0.04 0.001
7.833 0.04 0.04 0.001
7.917 0.04 0.04 0.001
8.000 0.04 0.04 0.001
8.083 0.05 0.04 0.001
8.167 0.05 0.04 0.001
8.250 0.05 0.05 0.001
8.333 0.05 0.05 0.001
8.417 0.05 0.05 0.001
8.500 0.05 0.05 0.001
8.583 0.05 0.05 0.001
8.667 0.05 0.05 0.001
8.750 0.05 0.05 0.001
8.833 0.06 0.05 0.001
8.917 0.06 0.05 0.001
9.000 0.06 0.05 0.001
9.083 0.06 0.06 0.001
9.167 0.06 0.06 0.001
9.250 0.06 0.06 0.001
9.333 0.07 0.06 0.001
9.417 0.07 0.06 0.001
9.500 0.07 0.06 0.001
9.583 0.07 0.06 0.001
9.667 0.07 0.07 0.001
0 0
0 0
0I
0I
0I
0 I0
IO
0 0
O
0I
0I
0I
0 0
O
OI
0I
0I
0 0
0 0I
0I
0I
0 0
0 0
0 0
0I
0I
0I
0I
0I
OI
0 I
0I
0I
0 I
0 I
0 I
0I
0I
OI
0I
0I
0I
0I
0I
OI
ohI
0I
0I
COI
COI
I0I
I OI
I 0I
0.04 0.04
0.04 0.04
0.04 0.04
0.04 0.04
0.04 0.04
0.04 0.04
0.04 0.04
0.04 0.04
0.05 0.05
0.05 0.05
0.05 0.05
0.05 0.05
0.05 0.05
0.05 0.06
0.06 0.06
0.06 0.06
0.06 0.06
0.06 0.06
0.06 0.06
0.07 0.07
0.07 0.07
0.07 0.08
0.08 0.08
0.08 0.09
0.09 0.09
0.09 0.09
0.09 0.09
0.10 0.10
0.10 0.11
0.11 0.11
0.11 0.12
0.12
9.750 0.07 0.07 0.001
9.833 0.07 0.07 0.001
9.917 0.07 0.07 0.001
10.000 0.07 0.07 0.002
10.083 0.06 0.07 0.001
10.167 0.05 0.06 0.001
10.250 0.05 0.06 0.001
10.333 0.05 0.06 0.001
10.417 0.05 0.06 0.001
10.500 0.05 0.05 0.001
10.583 0.06 0.05 0.001
10.667 0.07 0.06 0.001
10.750 0.07 0.06 0.001
10.833 0.07 0.06 0.001
10.917 0.07 0.06 0.001
11.000 0.07 0.06 0.001
11.083 0.06 0.06 0.001
11.167 0.06 0.06 0.001
11.250 0.06 0.06 0.001
11.333 0.06 0.06 0.001
11.417 0.06 0.06 0.001
11.500 0.06 0.06 0.001
11.583 0.06 0.06 0.001
11.667 0.06 0.06 0.001
11.750 0.06 0.06 0.001
11.833 0.06 0.06 0.001
11.917 0.06 0.06 0.001
12.000 0.06 0.06 0.001
12.083 0.08 0.06 0.001
12.167 0.08 0.07 0.001
12.250 0.08 0.07 0.002
12.333 0.09 0.08 0.002
12.417 0.09 0.08 0.002
12.500 0.09 0.08 0.002
12.583 0.09 0.08 0.002
12.667 0.09 0.09 0.002
12.750 0.09 0.09 0.002
12.833 0.10 0.09 0.002
12.917 0.10 0.09 0.002
13.000 0.10 0.09 0.002
13.083 0.11 0.10 0.002
13.167 0.11 0.10 0.002
13.250 0.11 0.10 0.002
13.333 0.11 0.11 0.002
13.417 0.11 0.11 0.002
13.500 0.11 0.11 0.002
13.583 0.09 0.11 0.002
13.667 0.08 0.10 0.002
13.750 0.08 0.09 0.002
13.833 0.08 0.09 0.002
13.917 0.08 0.09 0.002
14.000 0.08 0.08 0.002
14.083 0.09 0.08 0.002
14.167 0.09 0.08 0.002
14.250 0.09 0.09 0.002
14.333 0.09 0.09 0.002
14.417 0.09 0.09 0.002
14.500 0.09 0.09 0.002
14.583 0.09 0.09 0.002
14.667 0.09 0.09 0.002
14.750 0.09 0.09 0.002
14.833 0.08 0.09 0.002
14.917 0.08 0.09 0.002
OI
OI
OI
OI
I 0
I 0
I 0
I 0
I01
I01
OII
I
I
OI
OI
0 0
IO
I0
IO
0 0
0 0
0 I
0 I
0 I
0 0
0 0
0 I
0 I
10 I
10 I
01 0 I
I 0
I 0
I 0
I 1 0
I 10
I 0
1 01
OI
OII
OI
0 0
0 0
0 0
TO
IO
0 0
0 0
0.12 0.12
0.12 0.13
0.12 0.11
0.11 0.10
0.10 0.10
0.10 0.10
0.11 0.11
0.11 0.11
0.12 0.11
0.11 0.11
0.11 0.11
0.11 0.11
0.11 0.11
0.11 0.11
0.11 0.12
0.13 0.13
0.14 0.14
0.15 0.15
0.16 0.16
0.16 0.17
0.17 0.18
0.19 0.19
0.19 0.20
0.19 0.18
0.17 0.16
0.15 0.15
0.15 0.15
0.15 0.15
0.15 0.15
0.15 0.15
0.15 0.15
0.15
15.000 0.08 0.08 0.002
15.083 0.08 0.08 0.002
15.167 0.08 0.08 0.002
15.250 0.08 0.08 0.002
15.333 0.08 0.08 0.002
15.417 0.08 0.08 0.002
15.500 0.08 0.08 0.002
15.583 0.07 0.08 0.002
15.667 0.06 0.07 0.002
15.750 0.06 0.07 0.002
15.833 0.06 0.07 0.001
15.917 0.06 0.07 0.001
16.000 0.06 0.07 0.001
16.083 0.02 0.06 0.001 I
16.167 0.01 0.05 0.001 I
16.250 0.01 0.04 0.001 I
16.333 0.01 0.03 0.001 I
16.417 0.01 0.03 0.001 I 0
16.500 0.01 0.02 0.000 I 0
16.583 0.01 0.02 0.000 I 0
16.667 0.01 0.02 0.000 I 0
16.750 0.01 0.02 0.000 I 0
16.833 0.01 0.01 0.000 IO
16.917 0.01 0.01 0.000 IO
17.000 0.01 0.01 0.000 I0
17.083 0.02 0.01 0.000 OI
17.167 0.02 0.01 0.000 01
17.250 0.02 0.01 0.000 OI
17.333 0.02 0.01 0.000 0
17.417 0.02 0.02 0.000 0
17.500 0.02 0.02 0.000 0
17.583 0.02 0.02 0.000 0
17.667 0.02 0.02 0.000 0
17.750 0.02 0.02 0.000 0
17.833 0.01 0.02 0.000 IO
17.917 0.01 0.02 0.000 IO
18.000 0.01 0.01 0.000 IO
18.083 0.01 0.01 0.000 IO
18.167 0.01 0.01 0.000 0
18.250 0.01 0.01 0.000 0
18.333 0.01 0.01 0.000 0
18.417 0.01 0.01 0.000 0
18.500 0.01 0.01 0.000 0
18.583 0.01 0.01 0.000 0
18.667 0.01 0.01 0.000 IO
18.750 0.01 0.01 0.000 IO
18.833 0.01 0.01 0.000 IO
18.917 0.01 0.01 0.000 10
19.000 0.01 0.01 0.000 IO
19.083 0.01 0.01 0.000 0
19.167 0.01 0.01 0.000 0
19.250 0.01 0.01 0.000 0
19.333 0.01 0.01 0.000 OI
19.417 0.01 0.01 0.000 0
19.500 0.01 0.01 0.000 0
19.583 0.01 0.01 0.000 0
19.667 0.01 0.01 0.000 IO
19.750 0.01 0.01 0.000 10
19.833 0.01 0.01 0.000 0
19.917 0.01 0.01 0.000 10
20.000 0.01 0.01 0.000 10
20.083 0.01 0.01 0.000 0
20.167 0.01 0.01 0.000 0
0 0
0 IO
IO
IO
IO
IO
IO
I 0
I 0
I 0
I 0
IO
IO
0.15 0.15
0.15 0.15
0.15 0.14
0.14 0.14
0.13 0.13
0.12 0.12
0.12 0.11
0.09 0.07
0.06 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.02 0.02
0.02 0.03
0.03 0.03
0.03 0.03
0.03 0.03
0.03 0.03
0.03 0.03
0.03 0.02
0.02 0.02
0.02 0.02
0.02 0.02
0.02 0.02
0.02 0.02
0.02 0.02
0.02 0.02
0.02 0.02
0.02 0.02
0.02 0.02
0.02 0.02
0.02
20.250 0.01 0.01 0.000 0
20.333 0.01 0.01 0.000 0
20.417 0.01 0.01 0.000 0
20.500 0.01 0.01 0.000 0
20.583 0.01 0.01 0.000 0
20.667 0.01 0.01 0.000 0
20.750 0.01 0.01 0.000 0
20.833 0.01 0.01 0.000 0
20.917 0.01 0.01 0.000 I0
21.000 0.01 0.01 0.000 I0
21.083 0.01 0.01 0.000 0
21.167 0.01 0.01 0.000 0
21.250 0.01 0.01 0.000 0
21.333 0.01 0.01 0.000 0
21.417 0.01 0.01 0.000 I0
21.500 0.01 0.01 0.000 I0
21.583 0.01 0.01 0.000 0
21.667 0.01 0.01 0.000 0
21.750 0.01 0.01 0.000 0
21.833 0.01 0.01 0.000 0
21.917 0.01 0.01 0.000 I0
22.000 0.01 0.01 0.000 I0
22.083 0.01 0.01 0.000 0
22.167 0.01 0.01 0.000 0
22.250 0.01 0.01 0.000 0
22.333 0.01 0.01 0.000 0
22.417 0.01 0.01 0.000 IO
22.500 0.01 0.01 0.000 I0
22.583 0.01 0.01 0.000 I0
22.667 0.01 0.01 0.000 I0
22.750 0.01 0.01 0.000 I0
22.833 0.01 0.01 0.000 0
22.917 0.01 0.01 0.000 0
23.000 0.01 0.01 0.000 0
23.083 0.01 0.01 0.000 0
23.167 0.01 0.01 0.000 0
23.250 0.01 0.01 0.000 0
23.333 0.01 0.01 0.000 0
23.417 0.01 0.01 0.000 0
23.500 0.01 0.01 0.000 0
23.583 0.01 0.01 0.000 0
23.667 0.01 0.01 0.000 O
23.750 0.01 0.01 0.000 0
23.833 0.01 0.01 0.000 0
23.917 0.01 0.01 0.000 0
24.000 0.01 0.01 0.000 0
24.083 0.00 0.01 0.000 I0
24.167 0.00 0.00 0.000 I0
24.250 0.00 0.00 0.000 0
24.333 0.00 0.00 0.000 0
24.417 0.00 0.00 0.000 0
24.500 0.00 0.00 0.000 0
24.583 0.00 0.00 0.000 0
0.02 0.02
0.02 0.02
0.02 0.02
0.02 0.02
0.02 0.01
0.01 0.02
0.02 0.02
0.01 0.01
0.01 0.01
0.02 0.02
0.01 0.01
0.01 0.01
0.02 0.02
0.01 0.01
0.01 0.01
0.01 0.01
0.01 0.01
0.01 0.01
0.01 0.01
0.01 0.01
0.01 0.01
0.01 0.01
0.01 0.01
0.01 0.01
0.01 0.00
0.00 0.00
0.00 ******:Fi***************i****HYDROGRAPH DATA*******************:r******** Number of intervals = 295
Time interval = 5.0 (Min.)
Maximum/Peak flow rate = 0.110 (CFS)
Total volume = 0.069 (Ac.Ft)
Status of hydrographs being held in storage
Stream 1 Stream 2 Stream 3 Stream 4 Stream 5
Peak (CFS) 0.000 0.000 0.000 0.000 0.000
Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000
***********************************************************************
Appendix 7: Hydromodification
Sipporting Detail I;blating to Hydrologic Conditions of Concern
Beaumont Library Addition and Renovation Project
125 E 8th Street,
Beaumont, CA 92223
APN
Project Number: PW2025-0164
FINAL HYDROLOGY AND HYDRAULICS REPORT
March 2025
Prepared for:
Beaumont Library District
125 East 8th Street
Beaumont, CA 92223
(951) 845-1357
Prepared by:
Daniel Villines
BKF Engineers
4675 MacArthur Court, Ste. 400
Newport Beach, CA 92660
949 526 8460
of
TABLE OF CONTENTS
1. Introduction 1
2. Hydrology Analysis 2
3. Onsite Storm Drain Sizing 4
4. Conclusion 5
5. Technical Appendices 8
i
BEAUMONT LIBRARY HYDROLOGY AND HYDRAULICS REPORT Page
1 1. Introduction
The Beaumont Library District has requested that BKF Engineers prepare a Hydrology and Hydraulics Study for the Beaumont Library Addition and Renovation Project.
The project site's address is 125 E 8th Street, Beaumont, CA 92223. The site is located at the southeast corner of the intersection of N California Ave. and E 8th St. Per the City of Beaumont's Master Drainage Plan (MDP), the site does not fall within a 100 -year flood plain nor does it fall within an area with specific recommendations of improvements. The runoff produced from the site will ultimately discharge into Line 3 of the MDP. The site lies within the FEMA Flood Zone "ZONE X" per FEMA Map 06065C0811G dated August 28, 2008. The existing site does not have any off -site run-on impacts. The existing site is approximately 1.34 acres consisting of three existing building structures, an asphalt paved parking lot, and landscaping. The existing site is approximately
77.8% impervious and 22.2% pervious. In the existing condition, storm water sheet flows over the asphalt paved parking lot from the north-east to the south- west portion of the site, which is towards California Avenue. Storm water during small storm events will either flow into a v -ditch close to the south of the existing library structure or to an existing drop inlet located at the south-west corner of the site. The v -ditch and inlet both discharge to California Avenue via under sidewalk drains. During larger storm events, storm water sheet flows over the public sidewalk and parkway, into the curb and gutter of California Avenue. The storm water will then continue south and will be eventually collected by a public grate inlet located at the northwest corner of the intersection of N California Ave. and E 6th St.
The proposed project includes renovation of the existing Beaumont Library District building, demolition and reconfiguration of the existing parking lot and landscape areas, and the addition of a new single -story library building. The proposed site will be approximately 91% impervious and 9% pervious. In the proposed condition, the site will not have any off -site run-on impacts. In the proposed condition, storm water will be collected by inlet structures and conveyed in underground pipes to an underground detention system. After passing through the detention system, storm water will be treated by a modular wetlands unit. The storm water will then be pumped up and discharged to California Avenue through an under sidewalk drain.
The underground detention system and outlet are sized to address the hydromodification concerns as noted in the Water Quality Management Report (WQMP) for this project. The proposed condition 2 -year 24 -hr peak flow rate cannot be 10% greater than the existing condition. The underground detention system and outlet are also sized to ensure the proposed condition's 100 -year 24 - hour storm event peak flow rate does not exceed the existing condition's.
During a large storm event and if the underground detention system is completely full, stormwater will bubble back up through the four inlets located onsite. The primary and the first grate that stormwater will bubble back up
BEAUMONT LIBRARY HYDROLOGY AND HYDRAULICS REPORT Page
2 through will be the inlet located at the southwest corner of the site, which is the same overflow discharge point in the existing condition. Stormwater will then discharge towards California Avenue via street sheet flow. The peak flows will be similar to the existing condition.
The purpose of this hydrology report is to analyze the pre -project and post - project peak flow rates. Additionally, hydraulic calculations will be performed to demonstrate that the proposed on -site drainage system is adequately sized to handle a 100 -year storm event.
2. Hydrology Analysis
The hydrologic and hydraulic analyses were completed following the methods outlined in the Riverside County Flood Control & Water Conservation District (RCFC & WCD) Hydrology Manual, dated April 1978. The rational method was used to estimate time of concentrations and peak flow rates generated from the pre/post-developed 2 -year, 10 -year, and 100 -year storm events. The calculations were done utilizing CivilDesign Software Version 9.0 and are included in Appendix A.
The synthetic unit hydrograph method was used to determine the onsite existing and proposed hydrographs for the 24 -hour durations of the 2 -year and 100 -year storm event. CivilDesign was used to complete the synthetic unit hydrograph and the basin routing analysis to demonstrate that the post -development runoff discharge rate is similar to the pre -development condition. The results of the analyses are included in Appendix C.
The type of soil and soil conditions are major factors affecting infiltration/detention and resultant stormwater runoff. The Natural Resources Conservation Service (NRCS) has classified soil into one general hydrologic soil group (HSG) for comparing infiltration and runoff rates. The HSG is based on properties that influence runoff, such as water infiltration rate, texture, natural discharge, and moisture condition. The runoff potential is based on the amount of runoff at the end of a long duration storm that occurs after wetting and swelling of the soil not protected by vegetation. Using the RCFC & WCD Hydrology Manual, Plate C-1.19, included in Appendix D, the project area is in HSG C. Per the Historical Infiltration Rates Letter dated June 25, 2024, and prepared by Universal Engineering Services, Inc., the site is considered to have low infiltration rates, within a minimum and maximum range of 0.008- to 0.075-in/hr. Due to the low rates, infiltration is not feasible for this project. See Appendix E for the geotechnical report and for the Historical Infiltration Rates Letter.
In addition, antecedent moisture condition (AMC) I was used to calculate the 2 - year peak flows, AMC II for the 10 -year peak flows, and AMC III for the 100 -year peak flows. The rainfall data was gathered from NOAA Atlas 14 for the Project site and the data can be found in Appendix D.
BEAUMONT LIBRARY HYDROLOGY AND HYDRAULICS REPORT Page
3 The results of the rational method study demonstrate that the post -project storm water peak flow runoff rate is greater than the pre -project condition. A summary of the calculations for the 2, 10, and 100 -year storms for the pre -project and post - project conditions are shown in the tables below.
Table 2-1: Pre -Project Subarea Flow Summary
Subarea ID
Area (ac)
Q2 (cfs)
Qio (cfs)
Q,00 (cfs)
Al
0.66 1.21
2.40 4.09
A2
0.68 1.41
2.78 4.73
Total
1.34 2.62
5.18 8.82
Table 2-2: Post -Project Subarea Flow Summary
Subarea ID
Area (ac)
Q2 (cfs)
Qio (cfs)
Q,00 (cfs)
Al
0.52 1.08
2.13 3.62
A2
0.08 0.16
0.32 0.55
A3
0.28 0.55
1.09 1.87
A4
0.30 0.58
1.16 1.99
A5
0.16 0.31
0.62 1.06
Total
1.34 2.68
5.33 9.10
The results of the synthetic unit hydrograph method and the basin routing calculations demonstrate that the underground detention basin and outlet are sized correctly for water quality and hydrology purposes. The results are summarized in the table below. The hydrograph and basin routing calculations are included in Appendix C. The basin drawdown calculations are included in Appendix C as well.
Table 2-3: Hydrograph and Basin Routing Summary
Basin - Storm
Event
Existing
Proposed
Post -Routing
CFS
Volume (CF)
CFS
Volume (CF)
CFS
Storage (CF)
2 year, 24 -hour
0.364
9,636
0.416
11,020
0.378
2,159
100 year, 1-
hour
7 794
8,609
6.943
8,902
7.554
2,159
100 year, 24-
hour
0.902
23,157
1.012
26,452
0.810
2,159
BEAUMONT LIBRARY HYDROLOGY AND HYDRAULICS REPORT Page
4 3. Onsite Storm Drain Inlet and Pipe Sizing
Hydraulic Analyses were performed to determine the pipe sizes with capacity for storm events of up to 100 -years in magnitude using the Hydraulic Toolbox software developed by the Federal Highway Administration. Hydraulic Toolbox can be used to calculate the full flow capacity of a pipe based on pipe diameter, slope, and Manning's Roughness Coefficient. Using the results of the Hydraulic Toolbox calculations, a table was created with the full flow capacity for the typical PVC pipe increments. The table was then used to determine the pipe size required for each pipe segment. The calculations are included in Appendix B.
Table 3-3 and Table 3-4 summarize the results of the hydraulic analysis. Storm Drain line designations can be found on the Proposed Condition Rational Method Hydrology Map.
Table 3-3: Full Flow Capacity for Standard PVC Pipe Sizes Pipe
Diameter
(in)
Slope
%
Manning's
Roughness
Coefficient
Full
Flow
Capacity
(cfs)
4 1.0
0.010
0.24 8
0.5 0.010
1.13 8
1.0 0.010
1.59 12
0.5 0.010
3.28 12
1.0 0.010
4.63 12
1.4 0.010
5.89 15
1.5 0.010
11.05 Table 3-4: Onsite Storm Drain Sizes
Storm
Drain Line
Tributary
Inlets
Q2 (cfs)
Qio (cfs)
Q100 (cfs)
Slope
%
Pipe
Dia. (in)
1 1A
1.08 2.13
3.62 1.4
12 IA
1A, 1B
1.24 2.45
4.17 1.4
12 2A
1A, 1B
1.79 3.54
6.04 1.5
15 3A
3A
0.31 0.62
1.06 0.5
12 3B
2A, 3A
0.89 1.78
3.05 0.5
12 4A*
-
0.38 -
0.81 1.0
8 5A**
-
0.38 -
0.81 -
3 6A**
-
0.38 -
0.81 1.0
(4)-4
BEAUMONT LIBRARY HYDROLOGY AND HYDRAULICS REPORT Page
5 *Storm Drain Line 4A peak flow is reduced due to the detention provided by the underground detention system. The peak flow expected during a 2 -year, 24 -hour storm event is expected to reach a max of 0.38 cfs. The peak flow expected during a 100 -year, 24 -hour storm event is expected to reach a max of 0.81 cfs.
During larger storm events, Storm water will follow the overflow drainage path and sheet flow to California Avenue, bypassing Line 3A. **Storm Drain Lines 5A and 6A are downstream of a pump system. The pump system is sized to handle the max discharge it can receive from the upstream detention system (0.81 CFS). 5A will be a pressurized line and 6A are the four 4" curb drains downstream of 5A.
In addition, the onsite storm drain inlets were analyzed to determine the required sizes for a 100 -year storm event. The analysis was done utilizing FlowMaster Version 7.0 Computer Program developed by Haestad Methods, Inc. The FlowMaster input includes cross slope, gutter slope, inlet length, and a clogging factor. The program calculates inlet efficiency, intercepted flow, bypass flow, and the depth of flow. The FlowMaster Calculations are included in Appendix B and are summarized in Table 3-5 below.
Table 3-5: Onsite Storm Drain Inlet Sizing
Storm
Drain
Inlet
Proposed
Size (WxL, ft)
Depth
(in)
woo (CFS)
Intercepted
Flow (CFS)
Bypass
Flow (CFS)
IA
2x6
4.4 3.62
3.62 _
1B
2x3
2.1 0.55
0.55 -
2A
2x3
3.2 1.99
1.48 0.51
3A
2x3, 0.5x23*
2.3 1.06+0.51
1.57 -
4. Conclusion
The results from this hydrology study demonstrates that the post -project storm water peak flow runoff rate is greater than the pre -project condition. These results are summarized in Section 2 of this report and the calculations can be found in Appendix A. To accommodate this increase, an underground detention basin is utilized to ensure the 100 -year 24 -hour storm event proposed condition's peak flow does not exceed the peak flow of the existing condition.
The underground detention system was also designed so that the system will store an adequate amount of runoff to maintain the pre -development conditions for the 2 -year, 24 -hour storm event. These results are summarized in Section 2 of this report and the calculations can be found in Appendix C.
In addition, the basin will be able to drain within 1.36 hours per the basin drawdown calculations included in Appendix C.
BEAUMONT LIBRARY HYDROLOGY AND HYDRAULICS REPORT Page
6 Lastly, the proposed storm drain system on -site is adequately sized to handle the peak flows of a 100 -year storm event. These results are summarized in Section 3 of this report and the calculations can be found in Appendix B.
BEAUMONT LIBRARY HYDROLOGY AND HYDRAULICS REPORT Page
7 Exhibits
Exhibit 1 Pre -Condition Hydrology Map
Exhibit 2 Post -Condition Hydrology Map
LEGEND
K TREE
59�
4" CD
59 11 CD
c97.691 -
LENGTH ALONG LONGEST WATERCOURSE
/
/
MEASURED TO CENTROID
L=86'
CALIFORNIA AVE
/ Q2=2.62 CFS
/ Q10=5.18 CFS
Q1oo=8.82 CFS
TC=5.00 MIN
06 TC
596 FL
9•
5.29 28 LG
595
2. i .4
2601.42 F
2601.97 TW
2601.8Q T
601.01
600.99
601.67
COL
2600.38 FS
CL 60" DOUBLE
GLASS DOOR
2600.39 FS
8TH ST
STAIRS
EXISTING
BUILDING
CL 60" DOUBLE
GLASS 000'
6" FRUITLESS PLUM TR
6 /25985/`EL 'E
W
APPROXIMATE CENTROID
OF SITE
20" FICUS TRtt
DENSE
T ES
GNV
Ir
4,7 Claiflt fl''At t
T 604 18 FL
033 .G
286
G
26C
SSW/
R/M=2604.19
/NV=2698.78 8" (N)
/NV=2698.72 8" (S)
EP
EP
WM
5 EP
3•
Bw 2604 34 BW
�:..'.�: SIDEWALK '
0 DIGS-ERT
Call 2 Working Days
Before You Dig!
811
BENCHMARK:
A SCRIBED "X" AT THE TOP OF A
CURB RAMP WITHIN THE SOUTHEAST
CURB RETURN AT THE INTERSECTION
OF ELEVENTH STREET MAPLE AVENUE.
ELEV. 100,00, TBM
DESIGN BY:
DRAWN BY:
CHECKED BY:
SCALE:
AS SHOWN
DATE:
BY
MARK
DESCRIPTION
APPR.
DATE
4675 MACARTHUR CT.
SUITE 400
NEWPORT BEACH, CA 92660
(949) 526-8460
www.bkf.com
■■■■■■■■■■
1.2 204.6 EL
200.0 INV
Q1oo=16.6 cfs
SUBAREA NUMBER
WATERSHED DESIGNATION
AREA IN ACRES
WATERSHED BOUNDARY
SUBAREA BOUNDARY
FLOW PATH OF TRAVEL & LENGTH
NODE NUMBER
ELEVATION
INVERT ELEVATION
PEAK FLOW FOR STORM FREQUENCY
FLOW DIRECTION
N
I
GRAPHIC SCALE
20 0 10 20 40
80 ( IN FEET )
1 inch = 20 ft.
REVIEWED BY:
RECOMMENDED BY:
APPROVED BY:
STALE ENGINEER
PRINCIPAL ENGINEER
CITY ENGINEER
DATE:
DATE:
DATE:
CITY OF BEAUMONT, PUBLIC WORKS DEPARTMENT
550 E. 6TH ST
BEAUMONT, CA 92223
ENGINEERING DIVISION TEL: (951) 769-8520
FAX' (4511 7Rq-RS7F,
CITY OF BEAUMONT, CALIFORNIA
PRE -DEVELOPMENT CONDITIONS HYDROLOGY MAP
BEAUMONT LIBRARY ADDITION &
RENOVATION PROJECT
125 E 8TH ST, BEAUMONT, CA 92223
EE NO:
ENGINEER
R EVI S I O N S
CITY
JOB NUMBER:
LEGEND
X _
/
//
/
/
/
DW
2594.97
2594.38
FL
PROP. UNDER
SIDEWALK DRAIN
SD LINE 6A
FL
(4)-4" PVC, S=0.010
DW
4. 4.
C
8TH ST
uW DW
LONGEST WATERCOURSE
EXISTING BUILDING
FF=2600.38
-0-
EXISTING BUILDING
FF=2602.63
c0
z
O r)
J (p
m
CAN
Z II
I= Li -
X
W
/////////////'///li ,
//////&//////////
APPROXIMATE CENTROID
OF SITE
//iii////////////////,
LENGTH ALONG LONGEST WATERCOURSE
INLET #3A
2595.43 EL
2592.32 INV
LOWEST INLET
WITHIN SD SYSTEM
Q2=0.31 CFS
Q10=0.62 CFS
Q100=1.06 CFS
MEASURED TO CENTROID
L=169'//
PROPOSED BUILDING
FF=2600.38
DW
DW
DENSE
TREES
GNV I 1
W
\
wWWW� . W .W.W.W.W.
PROPOSED BUILDING
FF=2602.63
PROP. BMP 1 1
UNIT MWS-L-6-8-P
//////////////////////,
PROP. SD SYSTEM
TO CAPTURE ROOF DRAINAGE
FLOW SPLITTER
SD LINE 4A
-S 8" PVC, S=0.010 _
OUTLET ORIFICE WITH -
4" RESTRICTOR PLATE
SEE DETAIL HEREON
PROP. PUMP
SEE APPENDIX F
SD LINE 3A
12" PVC, S=0.005 I
/ 1
SD LINE 5A
3" PRESSURIZED SD
DW DW
SD LINE 1
12" PVC, S=0.014
SD LINE 1A
12" PVC, S=0.014
SD LINE 2A
15" PVC, S=0.015
APPROXIMATE CENTROID
OF BASIN
SD LINE 3B
LET #2A
2598.14 EL
2591.90 INV
Q2=0.58 CFS
Q10=1.16 CFS
Q100=1.99 CFS
u 0
u
pnX _
II
IKILt1' 1
2601.26 E
SSMf/
R/M=2604.19
/NV=2698.78 8" (N)
/NV=2698.72 8" ()
DW
x
x
x
S
S
I x
(2602.62±)
2596.9± INV
ro + (2596.9± IN
5" SSCO -I -, _ - x
.5" SSCO
0 DW
CV, I
PROP. UNDERGROUND
DETENTION BASIN
OLDCASTLE SC -4
2595.60 TOP OF TANK
2591.60 BOTTOM OF TANK
TOTAL STORAGE=2,159 CF
X
I
IN (W)
)THRL _
2594.3'! INV
Q2=2.68 CFS
Rio -5.3 CFS
Aob=9.110 CFS
(7FC 5.4ft MIN
CTV
(S)
x
04.0"
I
7 8.0"
ORIFICE RESTRICTOR PLATE DETAIL
DIGS-ERT
Call 2 Working Days
Before You Dig!
811
BENCHMARK:
A SCRIBED "X" AT THE TOP OF A
CURB RAMP WITHIN THE SOUTHEAST
CURB RETURN AT THE INTERSECTION
OF ELEVENTH STREET MAPLE AVENUE.
ELEV. 100,00, TBM
DESIGN BY:
DRAWN BY:
CHECKED BY:
SCALE:
AS SHOWN
DATE:
BY
MARK
DESCRIPTION
APPR.
DATE
4675 MACARTHUR CT.
SUITE 400
NEWPORT BEACH, CA 92660
(949) 526-8460
www.bkf.com
SUBAREA NUMBER
WATERSHED DESIGNATION
0.00 AREA IN ACRES
■■■■■■■■■
1.2 204.6 EL
200.0 INV
Q1oo=16.6 cfs
SD
FLOW DIRECTION
WATERSHED BOUNDARY
SUBAREA BOUNDARY
FLOW PATH OF TRAVEL & LENGTH
NODE NUMBER
ELEVATION
INVERT ELEVATION
PEAK FLOW FOR STORM FREQUENCY
i
PROPOSED STORM DRAIN
ASPHALT PAVEMENT/CONCRETE
BUILDING HATCH
UNDERGROUND DETENTION BASIN
PROPOSED LANDSCAPING
N
GRAPHIC SCALE
20 0 10 20 40
80 ( IN FEET )
1 inch = 20 ft.
REVIEWED BY:
RECOMMENDED BY:
APPROVED BY:
STAFF ENGINEER
PRINCIPAL ENGINEER
CITY ENGINEER
DATE:
DATE:
DATE:
CITY OF BEAUMONT, PUBLIC WORKS DEPARTMENT
550 E. 6TH ST
BEAUMONT, CA 92223
ENGINEERING DIVISICt TEL: (951) 769-8520
FAX- (4 11 7F,4-R,R
CITY OF BEAUMONT, CALIFORNIA
POST -CONDITION HYDROLOGY EXHIBIT
BEAUMONT LIBRARY ADDITION &
RENOVATION PROJECT
125 E 8TH ST, BEAUMONT, CA 92223
lE NO:
ENGINEER
R EVI S I O N S
CITY
JOB NUMBER:
FS: 2599.10'
FS: 2598.82'
LOWERED INLET IE FROM 2594.26' TO
2594.22' TO FIT PIPE WITHIN MODULE.
11'-9"
010" OPENING FOR 08" PVC,
OUTLET INVERT: 2591.47'. �1
030" FRAME & GRATE,
RIM: ±2599.09'. SEE DETAIL A
SHEET 2 OF 4.
! / X
i///
i
45°
FS: 2599.13'
016"x 29" OBROUND OPENING FOR
012" PVC,
INLET INVERT: 2591.80'.
FS: 2598.86'
12'-374"
r -
48' 072"
B1
018" DOGHOUSE OPENING FOR 015" PVC,
INLET INVERT: 2594.22'.
24'-O74"
STORMCAPTURE MODULES BY OLDCASTLE INFRASTRUCTURE.
INSIDE DIMENSIONS: 7' W x 15' L x 4' H, SYSTEM INVERT: 2591.47'.
C
C
I
r -
F
L
/
DESIGN NOTES
1. LIVE LOADING CRITERIA:
A. AASHTO HS -20-44 DESIGN TRUCK (WITH IMPACT AT 0.50FT MINIMUM COVER) B. LATERAL LIVE LOAD SURCHARGE: 80 PSF (TO 8.00FT DEPTH) C. NO LATERAL SURCHARGE(S) FROM ANY ADJACENT BUILDINGS, WALLS, FOUNDATIONS, OR ANY ADDITIONAL SITE ELEMENTS.
2. SOIL LOADING CRITERIA:
A. SOIL COVER DEPTH: 0.50FT (MIN.) - 5.00FT (MAX.)
B. SOIL UNIT WEIGHT: 120 PCF
C. ASSUMED WATER TABLE ELEVATION: BELOW BOTTOM OF PRECAST D. REQUIRED ALLOWABLE BEARING PRESSURE: 2,500 PSF
E. EQUIVALENT LATERAL FLUID PRESSURE, ACTIVE: 45 PCF (DRAINED) F. EQUIVALENT LATERAL FLUID PRESSURE, AT -REST: 60 PCF (DRAINED) G. EQUIVALENT LATERAL FLUID PRESSURE, PASSIVE: 150 PCF (DRAINED) H. ASSUMED COEFFICIENT OF FRICTION: 0.40
I. SEISMIC LATERAL EARTH PRESSURES: 30.5H PCF (APPLIED AS INVERTED TRIANGLE)
3. STORMCAPTURE MODULE TYPE: DETENTION (SOILTIGHT).
4. CONCRETE (NORMAL WEIGHT):
A. MIN. 28 -DAY COMPRESSIVE STRENGTH: 6,000 PSI
B. CEMENT: ASTM C150
5. STEEL REINFORCEMENT: ASTM A615 / A706 (GRADE 60), ASTM A1064 (GRADE 80)
6. REFERENCE STANDARDS: ASTM C913 & C890, ACI 318-14
PLAN VIEW
SCALE: 1/4" = 1'-0"
MODULE GAP, TYPICAL
SEE MODULE JOINT DETAIL
ON SHEET 3 OF 4.
KNOCK OUT TERMADUCTS
IN THIS/THESE LOCATIONS.
BILL OF MATERIALS
TYPE
QTY
HEIGHT
STD
NOTES
B1
C
El
F
4'
4'
4'
4'
2 TOTALS
TOP SLAB
4' BOTTOM
5 5
030" FRAME & COVER
030"x6" GRADE RING
030"x12" GRADE RING
2 VOLUME
2,159
CUBIC
FEET
BUTYL ROPE - CS 102
JOINT WRAP - CS 212
GEOTEXTILE FABRIC
21 ROLLS
ROLL
ROLL
16'-O74"
Detention/
Infiltration
UPDATED PER COMMENTS
2/10/25
REV
DESCRIPTION
DATE
a
Oldcastle Infrastructure
A WICOMANY
Ph: 800.579.8819 www.oldcastleinfrastructure.com/stormwater THIS DOCUMENT IS THE PROPERTY OF OLDCASTLE INFRASTRUCTURE, INC.
IT IS CONFIDENTIAL, SUBMITTED FOR REFERENCE PURPOSES ONLY AND SHALL NOT BE USED IN ANY WAY INJURIOUS TO THE INTERESTS OF. OR WITHOUT THE WRITTEN PERMISSION OF OLDCASTLE INFRASTRUCTURE, INC.
COPYRIGHT A 2025 OLDCASTLE INFRASTRUCTURE, INC. ALL RIGHTS RESERVED.
STORMCAPTURE ®
DETENTION SYSTEM
SYSTEM ID
CUSTOMER:
BKF Engineers
JOB NAME: BEAUMONT LIBRARY ADDITION
AND RENOVATION - Beaumont, CA
DATE
1/10/24
PLAN -N
MFG
070 -FO
DRAWN
PPS
ENGINEER
HMF
CHECKED
HMF
JOB NUMBER:
24-1202202
SALES ORDER
S302167-3
SHEET
1 OF 4
DRAWING NAME
SUBMITTAL DRAWING
P _
age
262 o- 2-75
REVIEWING NOTES
1. THIS SYSTEM HAS BEEN DESIGNED PER THE DESIGN PARAMETERS SPECIFIED IN THE DESIGN NOTES. REVIEWING ENGINEER SHALL VERIFY THAT THESE PARAMETERS MEET OR EXCEED PROJECT SPECIFIC REQUIREMENTS. IF SITE
CONDITIONS DIFFER FROM NOTED DESIGN PARAMETERS, REVIEWING
ENGINEER SHALL NOTIFY OLDCASTLE FOR POTENTIAL REDESIGN AND/OR PRICING ADJUSTMENTS.
2. REVIEWING ENGINEER SHALL VERIFY ALL PIPE PENETRATION LOCATIONS, SIZES, AND INVERTS.
3. REVIEWING ENGINEER SHALL VERIFY ALL MANWAY ACCESS LOCATIONS AND RIM ELEVATIONS.
4. THIS SYSTEM IS DESIGNED FOR A GROUNDWATER TABLE ELEVATION PER DESIGN NOTE 2C, SHEET 1. REVIEWING ENGINEER SHALL VERIFY THAT THE
DESIGN GROUNDWATER ELEVATION MEETS OR EXCEEDS SITE CONDITION REQUIREMENTS. NOTIFY OLDCASTLE IF SITE CONDITIONS VARY FROM WHAT
HAS BEEN SPECIFIED FOR POTENTIAL SYSTEM DESIGN CHANGES AND/OR PRICING ADJUSTMENTS.
COMPACTED FILL, SEE INSTALLATION GUIDE,
BY OTHERS.
030" HS -20 RATED FRAME & COVER.
DETAIL A
MODULE El
SCALE: 1/4" = 1'-0"
RIM: ±2599.09'
±3.10'
1 EL: 2595.99'.
(TOP OF SYSTEM)
2X 030"x12" GRADE RINGS.
1X 030"X6" GRADE RING.
5. STORMCAPTURE MODULES ARE NOT WATERTIGHT. IF A WATERTIGHT SOLUTION IS REQUIRED, CONTACT OLDCASTLE FOR RECOMMENDATIONS. THE
WATERTIGHT APPLICATION TO BE PROVIDED AND IMPLEMENTED BY THE CONTRACTOR. THE CONTRACTOR IS RESPONSIBLE TO ENSURE THAT THE
SELECTED WATERTIGHT SOLUTION PERFORMS AS SPECIFIED BY THE MANUFACTURER.
6. DESIGN OF THE STORMCAPTURE PRECAST MODULE SYSTEM ASSUMES NO
ADJACENT BUILDING(S), WALL(S), OR STRUCTURAL FOUNDATION(S) WITHIN A 1:1 INFLUENCE LINE FROM THE BOTTOM EDGE OF ANY SYSTEM MODULE. ANY
SITE ELEMENTS BEYOND THIS ZONE OF INFLUENCE ARE ASSUMED TO HAVE
NO IMPACT ON THE SYSTEM AND EXERT ZERO LATERAL SURCHARGE ONTO THE MODULES. THE CONTRACTOR SHALL VERIFY THAT ANY ADJACENT
BUILDING(S), WALL(S), OR STRUCTURAL FOUNDATION(S) DO NOT LIE WITHIN THIS INFLUENCE ZONE OR DO NOT SURCHARGE THE PRECAST MODULES.
7. WRITTEN APPROVAL OF SUBMITTAL DRAWINGS ALONG WITH SIGNED PURCHASE ORDER REQUIRED FOR BEGINNING OF PRODUCT FABRICATION.
ANY SYSTEM MODIFICATION POST -APPROVAL MAY RESULT IN CHANGE ORDER(S) AND/OR POTENTIAL DELIVERY DELAYS.
8. ALL SAND FILTER MEDIA, DRAIN ROCK AGGREGATE, PIPE, AND FITTINGS PROVIDED BY CONTRACTOR.
WATEPOOFI\G TO 3E PROVIDED 3Y OTHES.
030" HS -20 RATED FRAME & GRATE WITH
RISERS/GRADE RINGS AS REQUIRED TO GRADE.
01" VENT HOLE ONE SIDE ONLY.
SEE INSTALLATION GUIDE.
STORMCAPTURE MODULES BY OLDCASTLE PAVING/OVERBURDEN,
INFRASTRUCTURE. BY CONTRACTOR.
GEOTEXTILE FABRIC
TO EXTEND 1' MINIMUM
UP SIDES OF SYSTEM.
GEOTEXTILE FABRIC, CONTRACTOR TO ENSURE ADEQUATE BEARING SURFACE 04" TERMADUCT, TYPICAL.
PROVIDED IN ACCORDANCE WITH PROJECT SPECIFICATIONS.
TYPICAL ELEVATION
NTS
Detention/
Infiltration
MIN TO MAX ALLOWABLE
RIM RANGE:
2596.49'-2600.99'
0.50' MIN COVER
5.00' MAX COVER
EL: 2595.99'
6.25"
EL: 2595.47'
EL: 2591.47'
n EL: 2590.89'
NOTE:
TERMADUCT INSERTS TO BE KNOCKED OUT
AT SPECIFIED LOCATIONS ONLY (BY OTHERS).
UPDATED PER COMMENTS
2/10/25
REV
DESCRIPTION
DATE
Oldcastle Infrastructure
A WICOMANY
Ph: 800.579.8819 www.oldcastleinfrastructure.com/stormwater THIS DOCUMENT IS THE PROPERTY OF OLDCASTLE INFRASTRUCTURE, INC.
IT IS CONFIDENTIAL, SUBMITTED FOR REFERENCE PURPOSES ONLY AND
SHALL NOT BE USED IN ANY WAY INJURIOUS TO THE INTERESTS OF, OR WITHOUT THE WRITTEN PERMISSION OF OLDCASTLE INFRASTRUCTURE, INC.
COPYRIGHT A 2025 OLDCASTLE INFRASTRUCTURE, INC. ALL RIGHTS RESERVED.
STORMCAPTURE ®
DETENTION SYSTEM
SYSTEM ID
CUSTOMER:
BKF Engineers
JOB NAME: BEAUMONT LIBRARY ADDITION
AND RENOVATION - Beaumont, CA
JOB NUMBER:
24-1202202
DATE
1/10/24
MFG
070 -FO
DRAWN
PPS
ENGINEER
HMF
CHECKED
HMF
SALES ORDER
S302167-3
SHEET
2 OF 4
DRAWING NAME
SUBMITTAL DRAWING
P _
age
263 o- 2-75
INSTALLATION NOTES
KEYWAYS
SEATING
RUBBER
PROPERLY.
MUST BE FREE OF
AND SEALING PROPERLY.
SEALANT MATERIAL
DIRT, ROCKS,
REMOVE
WITH A "SIDE
AND WATER.
ALL PROTECTIVE
BY SIDE"
ROCKS AND DIRT
PAPER FROM
JOINT, AWAY FROM
PREVENT
RUBBER
CORNERS. CORNER
THE VAULT
SEALANT
SPLICING
SECTIONS FROM
MATERIAL. SPLICE
WILL NOT SEAL
TOP SLAB LIFTING
4 -WAY SLINGS
WITH MIN. 10' LEGS.
8T RING CLUTCH
BY MEADOW
BURKE
DETAIL BOTTOM
MODULE
4 -WAY
WITH
LIFTING
SLINGS
MIN.
S
10LEGS.
8T RING CLUTCH
BY MEADOW
BURKE
DETAIL
1. UNDERGROUND PRECAST CONCRETE SYSTEM INSTALLATION SHALL BE PER ASTM C891, "STANDARD PRACTICE FOR INSTALLATION OF UNDERGROUND PRECAST CONCRETE UTILITY STRUCTURES" AND PER OLDCASTLE.
2. MODULE SUBBASE OR SUBGRADE SHALL BE LEVEL/SCREEDED AND
COMPACTED ADEQUATELY FOR REQUIRED BEARING CAPACITY PER DESIGN NOTE 2D, SHEET 1. CONTRACTOR AND/OR INSTALLING SUB -CONTRACTOR
SHALL VERIFY THAT SOIL BEARING CONDITIONS MEET OR EXCEED DESIGN REQUIRED MINIMUMS PRIOR TO PLACEMENT AND INSTALLATION OF MODULES.
3. ANY CONSTRUCTION EQUIPMENT EXCEEDING NOTED DESIGN LOADING IS NOT
PERMITTED OVER OR ADJACENT TO ANY MODULE WITHOUT FORMAL REVIEW
AND WRITTEN APPROVAL BY OLDCASTLE ENGINEERING, ELSE PRODUCT WARRANTY MAY BE VOIDED. ANY DESIGN CONSTRAINT EXCEEDING THE
DESIGN PARAMETERS NOTED ABOVE MAY REQUIRE CUSTOM STRUCTURAL DESIGN, SUBGRADE REVISIONS, AND/OR PRICING ADJUSTMENTS.
4. HEAVY VIBRATORY COMPACTION EQUIPMENT SHALL NOT BE OPERATED WITHIN 10 FEET OF MODULE EXTERIOR.
5. MINIMUM OF 0.50FT OF SOIL COVER REQUIRED FOR CONSTRUCTION EQUIPMENT OPERATION ON TOP OF SYSTEM. IT IS THE RESPONSIBILITY OF
THE CONTRACTOR AND INSTALLING SUB -CONTRACTOR TO ENSURE THAT NO MODULES ARE DAMAGED DURING CONSTRUCTION.
6. UNLESS NOTED OTHERWISE, ALL PIPE SUPPLIED AND INSTALLED BY OTHERS.
7. CONTRACTOR MAY MODIFY AT RISK ANY OLDCASTLE PRODUCT(S) IN THE
FIELD OR AFTER DELIVERY WITHOUT FORMAL REVIEW AND WRITTEN APPROVAL BY OLDCASTLE ENGINEERING. THE CONTRACTOR SHALL BE
RESPONSIBLE FOR VERIFYING THAT ANY PRODUCT MODIFICATIONS DO NOT INVALIDATE THE PRODUCT WARRANTY.
8. MODULE PLACEMENT FIELD TOLERANCES SHALL NOT EXCEED 3/4" BETWEEN ADJACENT MODULES. IF MODULE GAP EXCEEDS 3/4", CONTRACTOR SHALL
MAKE NECESSARY ADJUSTMENTS AND RESET MODULE(S) TO BRING WITHIN NOTED TOLERANCES.
9. CONTRACTOR IS RESPONSIBLE FOR PRODUCTS ONCE DELIVERED TO THE SITE. OLDCASTLE IS NOT RESPONSIBLE FOR OFFLOADING PRODUCTS,
MAINTENANCE, AND INSTALLATION OF PRODUCTS ONCE THEY ARRIVE TO THE SITE.
10. CONTRACTOR SHALL INSTALL SYSTEM PER PROJECT WATERPROOFING AND SOILTIGHTNESS REQUIREMENTS. WATERPROOFING AND SOILTIGHTNESS
INSTALLATION IS NOT BY OLDCASTLE AND OLDCASTLE WILL PROVIDE NO GUARANTEE FOR THIS COMPONENT OF SYSTEM INSTALLATION.
CORRECT
RUBBER
MATERIAL
- INSTALL INCORRECT
SEALANT OVERLAP
AT THE OUTER SEALANT
- DO NOT NCORRECT
THE RUBBER RUBBER SEALANT
MATERIAL AT A CORNER.
- DO NOT SPLICE
MATERIAL AT
RUBBER SEALANT
N.T.S. N.T.S.
EDGE OF THE KEYWAY. SPLICE. SHOULD BE CONTINUOUS
RUBBER SEALANT AROUND CORNERS.
SHOULD BE CONTINUOUS
AROUND CORNERS.
HEAVIEST PICK
WEIGHT = 24,250 LBS
BUTYL RUBBER SEALANT (CONSEAL CS -102 OR EQUAL)
PLACEMENT DETAIL
NTS
MAXIMUM EQUIPMENT OPERATING WEIGHT (OW) BY TRACK WIDTH
TRACK WIDTH
12"
18"
24"
30"
MIN TRACK LENGTH
8'-0"
10'-0"
12'-0"
14'-0"
FILL DEPTH (FT)
OW (LBS)
OW (LBS)
OW (LBS)
OW (LBS)
0.5 35,000
45,000
52,500
54,500
1 35,000
45,000
56,000
60,500
2 35,000
45,000
56,000
64,000
3 76,000
78,500
83,500
88,000
4 94,000
100,000
106,000
113,000
5 100,000
116,000
132,000
14 9, 000
NOTES:
A. IF CONSTRUCTION EQUIPMENT EXCEEDS THE ABOVE OPERATING WEIGHT LIMITS REFER TO INSTALLATION NOTE 3.
B. FOR WHEELED CONSTRUCTION EQUIPMENT LIMITS REFER TO INSTALLATION NOTE 3.
C. MINIMUM AXLE SPACING FOR ALL TRACK WIDTHS IS 6'-0".
8" MIN. WIDE STRIP OF
SELF-ADHESIVE OVER ENTIRE JOINT
PROVIDE MIN. 1' OVERLAP WHEN
CONNECTING STRIPS. JOINT WRAP
SUPPLIED BY OLDCASTLE AND
Q
UPDATED
PER COMMENTS
2/10/25
INSTALLED BY OTHERS.
REV
DESCRIPTION
DATE
SEE INSTALLATION NOTES 8 & 10.
CO Oldcastle
Ph: 800.579.8819
Infrastructure-
ACMICOMANY
I www.oldcastleinfrastructure.comistormwater
— — — — — — — — — —
THIS DOCUMENT IS THE
IT IS CONFIDENTIAL, SUBMITTED
SHALL NOT BE USED IN
WITHOUT THE WRITTEN
COPYRIGHT © 2025 OLDCASTLE
PROPERTY OF OLDCASTLE INFRASTRUCTURE, INC.
FOR REFERENCE PURPOSES ONLY AND
ANY WAY INJURIOUS TO THE INTERESTS OF, OR
PERMISSION OF OLDCASTLE INFRASTRUCTURE, INC.
INFRASTRUCTURE, INC. ALL RIGHTS RESERVED.
STORMCAPTURE
DETENTION SYSTEM
®
SYSTEM ID
-
CUSTOMER:
BKF Engineers
7/ GAP MIN. (%4" MAX)
JOB NAME: BEAUMONT
AND RENOVATION
LIBRARY ADDITION
- Beaumont, CA
JOB NUMBER:
24-1202202
DATE
1/10/24
MFG
070 -FO
DRAWN
PPS
ENGINEER
HMF
CHECKED
HMF
SALES DRDER
S302167-3
.-BETWEEN STRUCTURES
MODULE JOINT DETAIL
Detention/
Infiltration on
DRAWING NAME
SUBMITTAL DRAWING
SHEET
3 OF 4
SCALE: 1/2" = 1'-0"
age Zb4 o
L _
16'-0"
6"
15' 0"
8'-0" T 0"
C
TYPICAL PLAN VIEW
SCALE: 1/4" = 1'-0"
L _
r 1' 6"
4' 0"
J
`01" VENT HOLE
THIS SIDE ONLY.
4'-7"
L
•
04" TERMADUCT
TYPICAL.
DETAIL 1 - TYPICAL WALL ELEVATION
SCALE: 1/4" = 1'-0"
4' 0"
L
4'-7"
4' 0"
2' 6"
L_
J
4'-0"
DETAIL 2 - TYPICAL WALL ELEVATION
SCALE: 1/4" = 1'-0"
8'-0"
r
4'-0„
I
CJ
4'-0"
030" OPENING
1 DETAIL 5 - MODULE El
SCALE: 1/4" = 1'-0"
3'-8"
3' 9"
010" OPENING FOR
08" PVC OUTLET
11' 3"
DETAIL 6 - MODULE El
SCALE: 1/4" = 1'-0"
6%a"
7'
6%4"
DETAIL 7 - MODULE El
SCALE: 1/4" = 1'-0"
L
016"X29" OBROUND OPENING
FOR 012" PVC INLET
Detention/
Infiltration
Q UPDATED PER COMMENTS 2/10/25
REV DESCRIPTION DATE
a
Oldcastle Infrastructure
A WICOMANY
Ph: 800.579.8819 www.olticastleinfrastructure.com/stormwater THIS DOCUMENT IS THE PROPERTY OF OLDCASTLE INFRASTRUCTURE, INC.
IT IS CONFIDENTIAL, SUBMITTED FOR REFERENCE PURPOSES ONLY AND SHALL NOT BE USED IN ANY WAY INJURIOUS TO THE INTERESTS OF. OR WITHOUT THE WRITTEN PERMISSION OF OLDCASTLE INFRASTRUCTURE, INC.
COPYRIGHT O 2025 OLDCASTLE INFRASTRUCTURE, INC. ALL RIGHTS RESERVED.
STORMCAPTURE ®
DETENTION SYSTEM
CUSTOMER:
BKF Engineers
JOB NAME: BEAUMONT LIBRARY ADDITION JOB NUMBER:
AND RENOVATION - Beaumont, CA 24-1202202
DATE MFG DRAWN ENGINEER CHECKED SALES ORDER
1/10/24 070 -FO PPS HMF HMF S302167-3
DRAWING NAME SHEET
SYSTEM ID PLAN -N
SUBMITTAL DRAWING
4 OF 4
P _
age 265 of 2x75
BEAUMONT LIBRARY HYDROLOGY AND HYDRAULICS REPORT Page
8 5. Technical Appendices
APPENDIX A CiviICADD/CivilDesign Rational Method Calculations APPENDIX B Onsite Storm Drain Sizing
APPENDIX C Hydrograph, Detention Basin Routing, and Detention Basin Drawdown Calculations
APPENDIX D Riverside County Hydrology Manual Soil Maps and Rainfall Data
APPENDIX E Geotechnical Report
APPENDIX F Pump Details
APPENDIX C: Hydrograph and Detention Basin Routing Calculations
Unit H y d r o g r a p h Analysis
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2018, Version 9.0 Study date 11/26/24 File: beaulibpre242.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6447
English (in -lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
BEAUMONT LIBRARY REDEVELOPMENT PROJECT
2 -YEAR, 24 -HOUR STORM EVENT, HYDROGRAPH
EXISTING CONDITION
Drainage Area = 1.34(Ac.) = 0.002 Sq. Mi.
Drainage Area for Depth -Area Areal Adjustment =
Sq. Mi.
1.34(Ac.) = 0.002
Length along longest watercourse = 267.00(Ft.)
Length along longest watercourse measured to centroid 86.00(Ft.) Length along longest watercourse = 0.051 Mi.
Length along longest watercourse measured to centroid 0.016 Mi.
Difference in elevation = 5.20(Ft.)
Slope along watercourse = 102.8315 Ft./Mi.
Average Manning's 'N' = 0.015
Lag time = 0.010 Hr.
Lag time = 0.60 Min.
25% of lag time = 0.15 Min.
40% of lag time = 0.24 Min.
Unit time = 5.00 Min.
Duration of storm = 24 Hour(s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:
Area (Ac.)[1]
1.34 Rainfall(In)[2] Weighting[1*2]
2.71 3.63
100 YEAR Area rainfall data:
Area (Ac .) [1]
1.34 Rainfall(In)[2] Weighting[1*2]
6.50 8.71
STORM EVENT (YEAR) = 2.00
Area Averaged 2 -Year Rainfall = 2.710(In)
Area Averaged 100 -Year Rainfall = 6.500(In)