PROJECT:DATE: 0-Jan-00
QTY. UNIT ITEM UNIT COST AMOUNT
EA. Water Quality Structure 2,500.00$ -$
LS Concrete Inlet Apron 11,000.00$ -$
LS Emergency Spillway 27,000.00$ -$
LS 84" Storm Drain Grate 8,500.00$ -$
SF 3' Wide V-Gutter 4.00$ -$
LS Signal & Lighting 100,000.00$ -$
EA.Concrete Pipe Anchor 500.00$ -$
SF 5' Wide Concrete V-Gutter 12.00$ -$ -$
-$
Subtotal: -$
A. Subtotal -$
B. Contingency (15%)-$
C. Streets/Drainage Total (A + B)-$
PC Fee $0.00
50% of Table A
Table A - 2% of cost
CITY OF BEAUMONT PUBLIC WORKS DEPARTMENT
IMPROVEMENT REQUIREMENT WORKSHEET
STREET IMPROVEMENTS (Cont'd.)
***************************************************************************************************************************************************************** Beaumont Crossroads II Sewer Lift Station
PROJECT:DATE: 0-Jan-00
Show quantities on this sheet only if project has a sewer plan. If no water plan, then show applicable quantities as part of street improvements.
QTY. UNIT ITEM UNIT COST AMOUNT
10 LF Demo Existing 12" PVC Gravity Sewer main 200.00$ 2,000$ 21 L.F. 6" Force Main 622.00$ 13,062$ 1 EA. 60" Manhole 62,700.00$ 62,700$ 35 L.F. 15" Sewer Main 511.00$ 17,885$ 20 L.F. 16" Sewer Main 996.00$ 19,920$ 1 L.S. Wet Well 457,000.00$ 457,000$ 14 EA. Core/Sawcut 574.00$ 8,036$ 2 EA. Pumps 150,000.00$ 300,000$
1 L.S. Mechanical Piping 153,000.00$ 153,000$ 36 L.F. Chemical Feed Line 308.00$ 11,088$ 2 EA. Sewage Backflush 3,350.00$ 6,700$ 60 L.F. 6" Vent Pipe 218.00$ 13,080$ 60 L.F. 2" Water Service 332.00$ 19,920$ 1 L.S. 4" PVC Storm Drain, Grates and other Appurtenances 23,000.00$ 23,000$ 1 EA. Eye Wash Station 8,060.00$ 8,060$ 1 EA. Air Vac 26,000.00$ 26,000$
2 EA. Hose Bibbs 2,080.00$ 4,160$ 8 EA. Raise Utilities 1,350.00$ 10,800$ 1,250 C.Y. Earthwork 49.92$ 62,400$ 5,290 S.F. Aggregate Base and A.C. Paving 10.65$ 56,343$ 584 L.F. Site Walls 301.00$ 175,784$ 515 S.F. Concrete Pads 82.00$ 42,230$ 7 EA. Install Bollard 2,340.00$ 16,380$ 100 L.F. Fences and Gates 199.16$ 19,916$ 115 L.F. Masonry and Foundation 391.00$ 44,965$ 1 L.S. Building Slab 28,500.00$ 28,500$ 1 L.S. Building Roof and Awning 68,900.00$ 68,900$ 1 L.S. Doors 16,000.00$ 16,000$
1 L.S. HVAC 42,000.00$ 42,000$
1 L.S. Electrical 740,000.00$ 740,000$ 1 EA. Generator 115,000.00$ 115,000$ 1,010 S.F. 3/4" Rock over Filter Fabric $10.65 10,757$ -$
CITY OF BEAUMONT PUBLIC WORKS DEPARTMENT
IMPROVEMENT REQUIREMENT WORKSHEET
SEWER IMPROVEMENTS
Beaumont Crossroads II Sewer Lift Station
A. Subtotal 2,595,585$
B. Contingency (15% x A)389,338$
C. Sewer Total (A + B)2,984,923$
***************************************************************************************************************************************************************
ELEV. 2468.01, (NVD '88), (STAMPED Q 1311 1978)
BY MARK APPR.DATE
ENGINEER CITY
DESCRIPTION
SEAL DESIGN BY:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
JOB NUMBER:
FILE NO:
OF SHEETS
Pl
o
t
t
e
d
B
y
:
Wu
e
l
l
n
e
r
,
S
a
m
S
h
e
e
t
S
e
t
:
BE
A
U
M
O
N
T
L
I
F
T
S
T
A
T
I
O
N
L
a
y
o
u
t
:
TI
T
L
E
S
H
E
E
T
Oc
t
o
b
e
r
2 0
,
2 0
2 1
1 0
:
4 8
:
1 9
a
m
K:
\
S
N
D
_
W
A
T
E
R
\
1 9
5 2
8 4
0 0
1 B
e
a
u
m
o
n
t
L
i
f
t
S
t
a
t
i
o
n
\
D
e
s
i
g
n
\
P
l
a
n
S
h
e
e
t
s
-
2 0
2 0
\
_
D
E
L
T
A
S
E
T
\
1 9
5 2
8 4
0 0
1 -
x
C
V
.
d
w
g
NATIONAL GEODETIC SURVEY BENCHMARK NO. "Q 1311
CITY OF BEAUMONT, CALIFORNIA
BEAUMONT CROSSROADS LIFT STATION
100% SUBMITTAL
PROJECT
SITE
INTERSTATE
CALIFORNIA10
INTERSTATE
CALIFORNIA10
Sheet List Table
11/19/2021
11/23/2021
ELEV. 2468.01, (NVD '88), (STAMPED Q 1311 1978)
BY MARK APPR.DATE
ENGINEER CITY
DESCRIPTION
SEAL DESIGN BY:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
JOB NUMBER:
FILE NO:
OF SHEETS
Pl
o
t
t
e
d
B
y
:
Wu
e
l
l
n
e
r
,
S
a
m
S
h
e
e
t
S
e
t
:
BE
A
U
M
O
N
T
L
I
F
T
S
T
A
T
I
O
N
L
a
y
o
u
t
:
IN
D
E
X
M
A
P
Oc
t
o
b
e
r
2 0
,
2 0
2 1
1 0
:
4 8
:
2 2
a
m
K:
\
S
N
D
_
W
A
T
E
R
\
1 9
5 2
8 4
0 0
1 B
e
a
u
m
o
n
t
L
i
f
t
S
t
a
t
i
o
n
\
D
e
s
i
g
n
\
P
l
a
n
S
h
e
e
t
s
-
2 0
2 0
\
_
D
E
L
T
A
S
E
T
\
1 9
5 2
8 4
0 0
1 -
x
C
V
.
d
w
g
NATIONAL GEODETIC SURVEY BENCHMARK NO. "Q 1311
11/19/2021
11/23/2021
4TH ST
CROSSROADS II
DEVELOPMENT
ELEV. 2468.01, (NVD '88), (STAMPED Q 1311 1978)
BY MARK APPR.DATE
ENGINEER CITY
DESCRIPTION
SEAL DESIGN BY:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
JOB NUMBER:
FILE NO:
OF SHEETS
Pl
o
t
t
e
d
B
y
:
Wu
e
l
l
n
e
r
,
S
a
m
S
h
e
e
t
S
e
t
:
BE
A
U
M
O
N
T
L
I
F
T
S
T
A
T
I
O
N
L
a
y
o
u
t
:
La
y
o
u
t
1 Oc
t
o
b
e
r
2 0
,
2 0
2 1
1 0
:
5 4
:
5 7
a
m
K:
\
S
N
D
_
W
A
T
E
R
\
1 9
5 2
8 4
0 0
1 B
e
a
u
m
o
n
t
L
i
f
t
S
t
a
t
i
o
n
\
D
e
s
i
g
n
\
P
l
a
n
S
h
e
e
t
s
-
2 0
2 0
\
_
D
E
L
T
A
S
E
T
\
1 9
5 2
8 4
0 0
1 -
x
S
P
-
O
V
E
R
A
L
L
.
d
w
g
NATIONAL GEODETIC SURVEY BENCHMARK NO. "Q 1311
NORTH
11/19/2021
11/23/2021
Sheet 12 specifies a
10'x10' pad.
Installation of the
junction
boxes/disconnects on
top of the roof slab
was not feasible.
Pour a equipment
pad on the north side
of the slab to set
electrical equipment.
12'x3' Pad.
4TH ST
CROSSROADS II
DEVELOPMENT
ELEV. 2468.01, (NVD '88), (STAMPED Q 1311 1978)
BY MARK APPR.DATE
ENGINEER CITY
DESCRIPTION
SEAL DESIGN BY:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
JOB NUMBER:
FILE NO:
OF SHEETS
Pl
o
t
t
e
d
B
y
:
Fi
s
h
e
r
,
J
e
s
s
i
c
a
S
h
e
e
t
S
e
t
:
BE
A
U
M
O
N
T
L
I
F
T
S
T
A
T
I
O
N
L
a
y
o
u
t
:
La
y
o
u
t
1 Au
g
u
s
t
1 0
,
2 0
2 2
1 0
:
0 9
:
4 9
a
m
K:
\
S
N
D
_
W
A
T
E
R
\
1 9
5 2
8 4
0 0
1 B
e
a
u
m
o
n
t
L
i
f
t
S
t
a
t
i
o
n
\
D
e
s
i
g
n
\
P
l
a
n
S
h
e
e
t
s
-
2 0
2 0
\
1 9
5 2
8 4
0 0
1 -
x
S
P
-
O
V
E
R
A
L
L
.
d
w
g
NATIONAL GEODETIC SURVEY BENCHMARK NO. "Q 1311
NORTH
ELEV. 2468.01, (NVD '88), (STAMPED Q 1311 1978)
BY MARK APPR.DATE
ENGINEER CITY
DESCRIPTION
SEAL DESIGN BY:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
JOB NUMBER:
FILE NO:
OF SHEETS
Pl
o
t
t
e
d
B
y
:
Ca
r
s
o
n
,
B
r
a
n
d
o
n
S
h
e
e
t
S
e
t
:
BE
A
U
M
O
N
T
L
I
F
T
S
T
A
T
I
O
N
L
a
y
o
u
t
:
ST
R
U
C
T
U
R
A
L
S
I
T
E
P
L
A
N
Au
g
u
s
t
0 9
,
2 0
2 2
0 1
:
5 3
:
5 0
p
m
\\
S
n
d
f
p
0 1
\
c
a
_
s
n
d
1 \
S
N
D
_
W
A
T
E
R
\
1 9
5 2
8 4
0 0
1 B
e
a
u
m
o
n
t
L
i
f
t
S
t
a
t
i
o
n
\
D
e
s
i
g
n
\
P
l
a
n
S
h
e
e
t
s
-
2 0
2 0
\
1 9
5 2
8 4
0 0
1 -
x
S
T
.
d
w
g
NATIONAL GEODETIC SURVEY BENCHMARK NO. "Q 1311
NORTH
JOSEPH NUNNELEY
R.S.E. 6777
08/09/2022
1.00 DOCUMENTS AND LIMITATIONS
THESE STRUCTURAL DOCUMENTS, TOGETHER WITH THE CONCEPTS AND DESIGNS PRESENTED HEREIN, AS AN INSTRUMENT OF SERVICE, ARE INTENDED ONLY FOR THE SPECIFIC PURPOSE AND CLIENT FOR WHICH IT WAS PREPARED. REUSE OF AND IMPROPER RELIANCE ON THIS DOCUMENT WITHOUT WRITTEN AUTHORIZATION AND ADAPTATION BY KIMLEY-HORN AND ASSOCIATES, INC. SHALL BE WITHOUT LIABILITY TO KIMLEY-HORN AND ASSOCIATES, INC.
IT IS UNDERSTOOD THAT THE CONSULTANT MAKES NO WARRANTY, EITHER EXPRESSED OR IMPLIED, AS TO FINDINGS, DESIGNS,
RECOMMENDATIONS, SPECIFICATIONS, OPINION, OR PROFESSIONAL ADVICE, EXCEPT THAT THESE INSTRUMENTS OF SERVICE HAVE BEEN PREPARED IN ACCORDANCE WITH THE CURRENT GENERALLY ACCEPTED PROFESSIONAL ENGINEER PRACTICES.
ALL NON-STRUCTURAL ELEMENTS INDICATED ON THE STRUCTURAL DRAWINGS HAVE BEEN SHOWN IN GENERAL TO THE RELATIONSHIP TO THE STRUCTURAL ELEMENTS ONLY. ACCORDINGLY, THEY SHALL NOT BE ASSUMED TO BE ACCURATE AND REFERENCE MUST BE MADE TO THE APPROPRIATE CONSULTANT(S), PLANS, AND SPECIFICATIONS.
NOTES ON THIS AND THE FOLLOWING SHEETS ARE PART OF THE PROJECT REQUIREMENTS BUT ARE NOT INTENDED TO REPLACE THE PROJECT SPECIFICATIONS. IN CASE OF CONFLICTS BETWEEN THE REQUIREMENTS OF THE SPECIFICATIONS AND THESE NOTES, THE MORE STRINGENT REQUIREMENT SHALL APPLY.
1.01 1.02
1.03 1.04
IT IS UNDERSTOOD THAT THE CONTRACTOR IS SOLELY RESPONSIBLE FOR INITIATING, MAINTAINING, AND SUPERVISING ALL SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK ON THE PROJECT. THE CONTRACTOR SHALL TAKE ALL NECESSARY PRECAUTIONS FOR THE SAFETY OF THE PERSONS AND PROTECT THEM AGAINST INJURY. LIKEWISE, THE CONTRACTOR SHALL PROTECT ALL PROPERTY AGAINST DAMAGE OR LOSS.
THE CONTRACTOR SHALL COMPLY WITH ALL APPLICABLE LAWS, ORDINANCES, RULES, REGULATIONS, AND ORDERS OF ANY PUBLIC BODY HAVING JURISDICTION FOR THE SAFETY OF PERSONS OF PROPERTY.
THE CONTRACTOR'S DUTIES AND RESPONSIBILITIES FOR THE SAFETY AND PROTECTION OF THE WORK SHALL CONTINUE UNTIL SUCH TIME AS THE
WORK IS SATISFACTORILY COMPLETED, AND THE ENGINEER OF RECORD HAS ISSUED A NOTICE TO THAT EFFECT TO THE OWNER AND THE CONTRACTOR.
2.01 2.02
2.03 2.00 CONSTRUCTION SAFETY
3.00 REINFORCED CONCRETE (CAST-IN-PLACE)
DETAILING OF REBAR SHALL BE IN ACCORDANCE WITH THE LATEST REVISION OF THE ACI DETAILING MANUAL, AND CONCRETE REINFORCING INSTITUTE'S LATEST EDITION OF "MANUAL OF STANDARD PRACTICE". ALL SHOP DRAWINGS PERTAINING TO REBAR DETAILS SHALL BE SUBMITTED TO THE ENGINEER FOR HIS REVIEW.
CONCRETE COMPRESSIVE DESIGN STRENGTH IN 28 DAYS:
DRILLED PIERS 3,000 PSI
REINFORCING STEEL SHALL BE ASTM A615, GRADE 60 UNLESS NOTED OTHERWISE. IF REINFORCEMENT WELDING IS REQUIRED, ASTM A706, GRADE 60 SHALL BE REQUIRED UNLESS MILL TEST REPORTS VERIFY THAT THE ASTM A615 STEEL PROVIDED IS AN ACCEPTABLE A706 EQUIVALENT. WELDED WIRE FABRIC OR WIRE MESH SHALL BE ASTM A185.
TOLERANCES FOR REINFORCEMENT FABRICATION, REINFORCEMENT PLACEMENT AND CONCRETE CONSTRUCTION SHALL CONFORM TO THE LATEST EDITION OF ACI 117 “SPECIFICATIONS FOR TOLERANCES FOR CONCRETE CONSTRUCTION AND MATERIALS.” BAR DETAILS AND SUPPORTS: ACI DETAILING MANUAL AND BUILDING CODE. LAP ALL SPLICES AS SHOWN ON THE STRUCTURAL DRAWINGS.
CLEAR DISTANCE FROM FACE OF CONCRETE TO MAIN STEEL SHALL BE AS SHOWN ON THE STRUCTURAL DRAWINGS. WHERE CLEAR DISTANCE IS NOT SHOWN, ACI 301 SHALL CONTROL.
ALL REINFORCEMENT SHOWN IS INTENDED TO BE CONTINUOUS UNLESS NOTED OTHERWISE. REFER TO REINFORCEMENT STEEL CHART FOR TENSION LAP SPLICES.
PROVIDE 3/4 INCH CHAMFERS AT ALL EXPOSED EDGES UNO.
CORE DRILLING SHALL NOT BE ALLOWED THROUGH IN-PLACE CONCRETE ELEMENTS UNLESS SPECIFICALLY APPROVED BY THE ENGINEER.
PENETRATIONS THROUGH CONCRETE ELEMENTS SHALL BE ILLUSTRATED ON SHOP DRAWINGS AND SHALL UTILIZE SCHEDULE 40 STEEL PIPE.
CLEARANCE REQUIRED WITHIN PIPE SLEEVE SHALL BE CONFIRMED BY SUBCONTRACTOR RESPONSIBLE FOR THE MATERIAL PASSING THROUGH THE SLEEVE. REINFORCEMENT CLEAR COVER SHALL BE MAINTAINED AROUND THE SLEEVE PENETRATION.
EMBEDDED ITEMS THAT WILL SUPPORT STRUCTURAL STEEL CONSTRUCTION SHALL BE PLACED WITHIN THE TOLERANCES PRESCRIBED IN THE LATEST EDITION OF THE AISC "CODE OF STANDARD PRACTICE". GENERAL CONTRACTOR SHALL FIELD VERIFY LOCATION OF EMBEDDED ITEMS PRIOR TO FABRICATION AND DELIVERY OF STRUCTURAL STEEL TO THE PROJECT SITE.
3.01 3.02
3.03 3.04
3.05 3.06
3.07 3.08
3.09 3.10
2019 CALIFORNIA BUILDING CODE
BUILDING CATEGORY = II
ANTENNA TOWER LOADING:
A. DEAD:SELF WEIGHT OF MEMBERS
B. LIVE:N/A
C. SNOW:N/A
D. WIND:DESIGN LOAD BASED ON ASCE 7-16 CHAPTER 29 PART 4 Iw = 1.0
WIND SPEED = 95 MPH (3 SEC GUST)
EXPOSURE CATEGORY = C
E. SEISMIC:DESIGN LOAD BASED ON ASCE 7-16 CHAPTER 15
Ie =1.00
SITE CLASS = D (DEFAULT)
Ss = 1.707 S1 = 0.667
Sds = 1.366 Sd1 = 0.756
SEISMIC DESIGN CATEGORY = D
NON-BUILDING STRUCTURE TYPE: TRUSSED TOWERS
R = 3.0
Ωo = 2.0
Cd = 2.5
BASE SHEAR:
Cs = 0.455 V = 0.054 KIPS
ANALYSIS METHOD = EQUIVALENT LATERAL FORCE PROCEDURE
F. SOIL:ALLOWABLE SOIL BEARING PRESSURE = 1500 PSF
LATERAL BEARING PRESSURE = 100 PSF/FT
COEFFICIENT OF SOIL FRICTION = 0.25
6.01 6.02
6.03 6.00 DESIGN LOADS
f'c = 4 KSI f'c = 5 KSI f'c = 7 KSI f'c = 9 KSI
BAR
SIZE (IN)
#3
#4
#5
#6
#7
#8
#9
#11
#10
8 10
12 15
17 19
22 25
27 NOTES:
1. VALUES ASSUME NO EPOXY-COATING IS USED AND NORMAL WEIGHT AGGREGATE CONCRETE.
2. NO REDUCTION FACTORS IN ACI 318, SECTION 12.5.3 ARE APPLIED TO THESE VALUES.
3. THE HOOK DEVELOPMENT LENGTH SHALL NOT BE LESS THAN 8*BAR DIA.
4. 90° STD HOOK SHALL BE BEND PLUS 12*BAR DIA EXTENSION AT FREE END. 90 DEG STD HOOKS
(IN)(IN)(IN)
7 9
11 13
15 17
20 22
24 6
8 9
11 13
15 17
19 21
6 7
8 10
12 13
15 17
18 ALUMINUM CONSTRUCTION SHALL CONFORM TO THE LATEST EDITION OF THE ALUMINUM CONSTRUCTION MANUAL OF THE ALUMINUM ASSOCIATION.
UNLESS OTHERWISE INDICATED, STRUCTURAL ALUMINUM SHALL BE ALLOY 6061-T6 AS SPECIFIED IN ASTM B308.
CONTACT SURFACES SHALL BE COATED WITH HEAVY ALKALI-RESISTANT BITUMINOUS PAINT.
4.01 4.02
4.03 4.00 ALUMINUM
5.01 5.02
5.03 5.04
DESIGN, FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH AISC 360-16 "SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS".
ALL STRUCTURAL STEEL SHOWN ON PLANS SHALL CONFORM TO ASTM A36 WITH THE EXCEPTION OF STRUCTURAL TUBING WHICH SHALL CONFORM TO ASTM A500 GRADE C (50 KSI). STEEL AND HARDWARE SHALL BE HOT-DIP GALVANIZED UNLESS NOTED OTHERWISE.
ALL WELDS SHALL BE PERFORMED BY CERTIFIED WELDERS AND SHALL CONFORM TO REQUIREMENTS OF AWS D1.2.
ALL EMBED PLATES SHALL BE OVER-SIZED TO ACCOUNT FOR PRECST AND STRUCTURAL STEEL FABRICATION AND ERECTION TOLERANCES. EMBEDS SHALL EXTEND A MINIMUM OF 3" BEYOND THE CONNECTION ELEMENT ON ALL SIDES, UNLESS EXPLICITLY DETAILED OTHERWISE.
5.00 STRUCTURAL STEEL
SCHEDULE OF SPECIAL INSPECTION SERVICES
WELDING1.
ITEM QUALIFICATIONS SCOPE
MIX DESIGN / MATERIAL
CERTIFICATION
1. REINFORCEMENT INSTALLATION2.
CONCRETE PLACEMENT/
MONITORING FRESH CONCRETE,
SAMPLING & PREP OF TEST SAMPLES
3. EVALUATION OF CONCRETE
STRENGTH
4. ST
R
U
C
T
U
R
A
L
S
T
E
E
L
CA
S
T
-
I
N
-
P
L
A
C
E
C
O
N
C
R
E
T
E
CONTINUOUS INSPECTION WELDING IN ACCORDANCE WITH CBC TABLE 1704.3
COLLECT CERTIFICATION OF COMPLIANCE FOR WELD FILLER MATERIAL
COLLECT CERTIFICATION OF WELDERS
IDENTIFY USE OF APPROVED FILLED MATERIAL AND IN ACCORDANCE WITH AWS D1.1, AWS D1.3, OR AWS D1.4, AS REQUIRED BY NCSBC TABLE 1704.3
AWS-CWI
ASNT
PERIODIC INSPECTION, VERIFY USE OF REQUIRED DESIGN MIX
PERIODIC INSPECTION, PRIOR TO EACH POUR, OF REINFORCING STEEL AND WELDED
WIRE FABRIC
COLLECTION AND REVIEW OF CERTIFIED MILL TEST REPORTS
CONTINUOUS INSPECTION OF CAST-IN-PLACE CONCRETE PLACEMENT
CONTINUOUS MONITORING OF SAMPLING OF FRESH CONCRETE, SLUMP TEST, AIR
CONTENT TEST, AND CREATION OF STRENGTH TEST SPECIMENS
PERIODIC INSPECTION OF MAINTAINING SPECIFIED CURING TEMPERATURE AND
TECHNIQUES
CONTINUOUS INSPECTION OF BOLTS AND EMBEDS TO BE INSTALLED IN CONCRETE
PRIOR TO AND DURING PLACEMENT
COLLECT AND REVIEW CONCRETE STRENGTH TEST REPORTS AND NOTIFY SEOR OF
FAILING TESTS
ACI-CCI
ICC-RCSI
/
SER
SER
/
ACI-CCI
ICC-RCSI
ACI-CCI
ICC-RCSI
ACI-CFTT
ACI-STT
PE/
SER
PROJECT NO:
DATE:
SCALE:
CHECKED BY:
DRAWN BY:
DESIGNED BY:
FILENAME:
NO:DATE DRAWING ISSUE DESCRIPTION
This document is an instrument of service prepared solely for Kimley-Horn's client and for a particular purpose. Any other use or reliance is without liability to Kimley-Horn.
SEALS
OWNER/APPLICANT:
MCDONALD PROPERTY GROUP
1140 N. COAST HIGHWAY
LAGUNA BEACH, CA 92651
4637 CHABOT DR
SUITE 300
PLEASANTON, CA 94588
PHONE: 925.398.4840
None
8/9/2022 3:38:07 PM
\\Sndfp01\ca_snd1\SND_WATER\195284001 Beaumont Lift Station\Design\Structural\20220805 Plan Check Comments\Beaumont Lift Station - Antenna Tower.rvt S001
BC
BEAUMONT
LIFT STATION
BC
BC
123456
07/07/2022
Project Status
STRUCTURAL
GENERAL NOTES
2022©A/E ARCHITECT/ENGINEER
AB ANCHOR BOLT
ABC AGGREGATE BASE COURSE
ACC ACCESSIBLE
ADDL ADDITIONAL
ADDM ADDENDUM
ADJ ADJACENT
AFF ABOVE FINISHED FLOOR
AFG ABOVE FINISHED GRADE
AFS ABOVE FINISHED SLAB
AGGR AGGREGATE
ALLOW ALLOWANCE
ALT ALTERNATE
APPROX APPROXIMATE
ARCH ARCHITECT, ARCHITECTURAL
BC BACK OF CURB
BF BOTH FACES
BLDG BUILDING
BM BEAM; BENCHMARK
BOT BOTTOM
BTWN BETWEEN
BW BOTH WAYS
C&G CURB AND GUTTER
CANTIL CANTILEVER
CCW COUNTERCLOCKWISE
CD CONSTRUCTION DOCUMENTS
CEM CEMENT
CGS CENTER OF GRAVITY OF STRAND
CIP CAST-IN-PLACE
CJ CONSTRUCTION JOINT
CL CENTERLINE
CLG CEILING
CLL COLUMN LINE
CLR CLEAR
CMU CONCRETE MASONRY UNIT
COL COLUMN
CONC CONCRETE
CONN CONNECTION
CONSTR CONSTRUCTION
CONT CONTINUE; CONTINUOUS
COORD COORDINATE
COV COVER
CTC CENTER TO CENTER
CTR CENTER
CTRL JT CONTROL JOINT
CW CLOCKWISE
D DEPTH
D-B DESIGN-BUILD
DEFL DEFLECTION
DEG DEGREE
DEL DELETE
DEMO DEMOLITION
DET DETAIL
DIA DIAMETER
DIAG DIAGONAL
DIM DIMENSION
DIR DIRECTION
DIST DISTANCE
DL DEAD LOAD
DR DRAIN; DRIVE
DSGN DESIGN
DWG DRAWING
DWL DOWEL(S)
E EAST
EA EACH
EC EDGE OF CURB
EE EACH END
EF EACH FACE
EJ EXPANSION JOINT
EL EACH LAYER; ELEVATION
ELEV ELEVATOR
EMBED EMBEDMENT
ENGR ENGINEER
ENTR ENTRANCE
EOR ENGINEER OF RECORD
EOS EDGE OF SLAB
EQ EQUAL
EQL SP EQUALLY SPACED
EQUIP EQUIPMENT
ESP EXPANSION; EXPOSED
EST ESTIMATE
EW EACH WAY
EX / EXIST EXISTING
EXP BT EXPANSION BOLT
EXP JT EXPANSION JOINT
EXST GR EXISTING GRADE
EXT EXTERIOR
EXTN EXTENSION
FD FLOOR DRAIN
FDTN FOUNDATION
FF FINISH FACE
FF EL FINISH FLOOR ELEVATION
FIN FINISH
FIN FLR FINISH FLOOR
FIN GR FINISH GRADE
FLR FLOOR
FOC FACE OF CONCRETE
FOM FACE OF MASONRY
FOW FACE OF WALL
FR FRAME
FRMG FRAMING
FT FEET; FOOT
FTF FACE TO FACE
FTG FOOTING
FWRK FORMWORK
G GIRDER; GROUND
GA GAGE
GALV GALVANIZED
GC GENERAL CONTRACTOR
GEN GENERAL
GL GROUND LEVEL
GR BM GRADE BEAM
GR FL GROUND FLOOR
HDG HOT-DIP GALVANIZING
HK HOOK
HORIZ HORIZONTAL
HS HEADED STUD
HT HEIGHT
ID INSIDE DIAMETER (DIMENSION)
IF INSIDE FACE
IN INCH
INFO INFORMATION
INSTL INSTALL
INT INTERIOR
ISO JT ISOLATION JOINT
JST JOIST
JT JOINT
KIP THOUSAND POUNDS
KLF KIPS PER LINEAR FOOT
KSF KIPS PER SQUARE FOOT
KSI KIPS PER SQUARE INCH
KWY KEYWAY
L ANGLE
LBS POUNDS
LD LONG DIRECTION
LF LINEAR FEET (FOOT)
LL LIVE LOAD
LLH LONG LEG HORIZONTAL
LLV LONG LEG VERTICAL
LN LANE
LTL LINTEL
M MOMENT
MAS MASONRY
MATL MATERIAL
MAX MAXIMUM
MBR MEMBER
MEAS MEASURE
MECH MECHANICAL
MFR MANUFACTURER
MIN MINIMUM
MISC MISCELLANEOUS
MULT MULTIPLE
N NORTH
NA NOT APPLICABLE
NF NEAR FACE
NIC NOT IN CONTRACT
NO NUMBER
NOM NOMINAL
NORM NORMAL
NTS NOT TO SCALE
OC ON CENTER
OD OUTSIDE DIAMETER (DIMENSION)
OF OUTSIDE FACE
OPNG OPENING
OPP OPPOSITE
OTO OUT TO OUT
PAR PARALLEL
PCC PRECAST CONCRETE
PCF POUNDS PER CUBIC FOOT
PEMB PRE-ENGINEERED METAL BUILDING
PERP PERPENDICULAR
PL PLATE; PROPERTY LINE
PRCST PRECAST
PRELIM PRELIMINARY
PRKG PARKING
PROJ PROJECT
PROP PROPERTY
PS CONC PRESTRESSED CONCRETE
PSF POUNDS PER SQUARE FOOT
PSI POUNDS PER SQUARE INCH
PT POST TENSIONED
PT CONC POST TENSIONED CONCRETE
QTR QUARTER
R RADIUS
RC REINFORCED CONCRETE
RCB REINFORCED CONCRETE BOX
RCP REINFORCED CONCRETE PIPE
RD ROOF DRAIN
REBAR REINFORCING STEEL BAR
REF REFERENCE
REINF REINFORCEMENT
REP REPAIR
REPL REPLACE
REQD REQUIRED
REV REVISION
RFI REQUEST FOR INFORMATION
RFP REQUEST FOR PROPOSAL
RT/W RETAINING WALL
S SOUTH
SCHED SCHEDULE
SD SHOP DRAWINGS; SCHEMATIC DESIGN; SHORT DIRECTION
SEC SECTION
SIM SIMILAR
SL SNOW LOAD
SOG SLAB-ON-GRADE
SP EL SPOT ELEVATION
SPA SPACES
SPEC SPECIFICATION
SQ SQUARE
STD STANDARD
STL STEEL
STL JST STEEL JOIST
STOR STORAGE
STRUCT STRUCTURAL
T&B TOP AND BOTTOM
TB THROUGH BOLT
TE TOP ELEVATION
TEMP TEMPERATURE; TEMPORARY
TFF TOP OF FINISH FLOOR
THK THICKNESS
THRU THROUGH
TO TOP OF ___
TO FDN TOP OF FOUNDATION
TOB TOP OF BEAM
TOC TOP OF CONCRETE (CURB)
TOC FTG TOP OF CONCRETE FOOTING
TOC WALL TOP OF CONCRETE WALL
TOF TOP OF FLOOR (FOOTING)
TOM TOP OF MASONRY
TOS TOP OF SLAB
TOW TOP OF WALL
TYP TYPICAL
UNIF UNIFORM
UNO UNLESS NOTED OTHERWISE
V SHEAR
VAR VARIES
VEH VEHICLE
VERT VERTICAL
VIF VERIFY IN FIELD
W WEST
W/ WITH
W/O WITHOUT
W/W WALL TO WALL
WF WIDE FLANGE
WL WIND LOAD
WP WATERPROOFING
WWF WELDED WIRE FABRIC
0 07/07/22 ISSUED FOR PERMIT
1 08/09/22 PLAN CHECK COMMENTS
1 1
AA
"
40 '
-0
"
41 '
-2
__________
S101
1 __________
S101
3 __________
S101
11 __________
S101
2 __________
S101
10 1 9/16"x1.300" I.D. ALUMINUM TUBE
9/16" DIA. ALUMINUM BARS -BENT
AS SHOWN -1 1/4" RADIUS, MIN.
SWAGE 3.26" OF BOTTOM ENDS
OF ALL THREE TUBES AND INSERT
A 9" LONG SECTION OF ALUMINUM
TUBE 1.25" DIA. x 0.083" WALL FOR
CONNECTION TO ADJACENT
TOWER SECTION OR BASE.
PROVIDE (2) 3/8" Φ GALV GRADE 8
THRU BOLTS @ EA TOWER LEG.
(6 TOTAL)
1 9/16"x1.300" I.D. ALUMINUM TUBE
1/2" DIA. ALUMINUM BARS -BENT
AS SHOWN -1 1/4" RADIUS, MIN.
SWAGE 3.26" OF BOTTOM ENDS
OF ALL THREE TUBES AND INSERT
A 9" LONG SECTION OF ALUMINUM
TUBE 1.25" DIA. x 0.083" WALL FOR
CONNECTION TO ADJACENT
TOWER SECTION OR BASE.
PROVIDE (2) 3/8" Φ GALV GRADE 8
THRU BOLTS @ EA TOWER LEG.
(6 TOTAL)
1 1/4" x 0.083" WALL ALUMINUM TUBE
7/16" DIA. ALUMINUM BARS -BENT
AS SHOWN -1 1/4" RADIUS, MIN.
SWAGE 3.26" OF BOTTOM ENDS
OF ALL THREE TUBES AND INSERT
A 9" LONG SECTION OF ALUMINUM
TUBE 1" DIA. x 0.065" WALL FOR
CONNECTION TO ADJACENT
TOWER SECTION OR BASE.
PROVIDE (2) 3/8" Φ GALV GRADE 5
THRU BOLTS @ EA TOWER LEG.
(6 TOTAL)
1" x 0.065" WALL ALUMINUM TUBE
3/8" DIA. ALUMINUM BARS -BENT
AS SHOWN -1 1/4" RADIUS, MIN.
SWAGE 3" OF BOTTOM ENDS OF
ALL THREE TUBES AND INSERT A
9" LONG SECTION OF ALUMINUM
TUBE 0.85" DIA. x 0.035" WALL FOR
CONNECTION TO ADJACENT
TOWER SECTION OR BASE.
PROVIDE (1) 1/4" Φ GALV GRADE 5
THRU BOLTS @ EA TOWER LEG.
(3 TOTAL)
PLANA
ISOMETRICB
5'
-
0 "
M
I
N
.
GR
A
D
E
1'
-
2 "
A
B
V
.
2'
-
1 0
"
E
M
B
E
D
.
TYP.
3"CLR,
TY
P
.
3"
C
L
R
,
2"
C
L
R
3"
#4 TIES @ 10" O.C.
6-#6 BARS EQ.
SPACED, EA. FACE
13 S101
ANTENNA HINGED CONNECTION
ASSEMBLY TO BE INSTALLED
PRIOR TO POURING CONC.
VERTICAL BARS PER SECTION
ANTENNA TOWER FOUNDATION
TIES PER SECTION
TYP
1'-6" LAP
PROJECT NO:
DATE:
SCALE:
CHECKED BY:
DRAWN BY:
DESIGNED BY:
FILENAME:
NO:DATE DRAWING ISSUE DESCRIPTION
This document is an instrument of service prepared solely for Kimley-Horn's client and for a particular purpose. Any other use or reliance is without liability to Kimley-Horn.
SEALS
OWNER/APPLICANT:
MCDONALD PROPERTY GROUP
1140 N. COAST HIGHWAY
LAGUNA BEACH, CA 92651
4637 CHABOT DR
SUITE 300
PLEASANTON, CA 94588
PHONE: 925.398.4840
NTS
8/9/2022 3:38:07 PM
\\Sndfp01\ca_snd1\SND_WATER\195284001 Beaumont Lift Station\Design\Structural\20220805 Plan Check Comments\Beaumont Lift Station - Antenna Tower.rvt S101
BC
BEAUMONT
LIFT STATION
BC
BC
123456
07/07/2022
Project Status
STRUCTURAL
SECTIONS, PLANS,
AND DETAILS
2022©
SCALE: NTSS101
4 TOWER SECTION
SCALE: NTSS101
3 ENLARGED TOWER SECTION - LEVEL 1
SCALE: NTSS101
11 ENLARGED TOWER SECTION - LEVEL 2
SCALE: NTSS101
2 ENLARGED TOWER SECTION - LEVEL 3
SCALE: NTSS101
10 ENLARGED TOWER SECTION - LEVEL 4
SCALE: NTSS101
1 FOUNDATION DETAIL
SCALE: NTSS101
13 BASE CONNNECTION DETAIL
0 07/07/22 ISSUED FOR PERMIT
1 08/09/22 PLAN CHECK COMMENTS
1 1
1 1
GALVANIZE STEEL
TUBE, TYP
1 FILL STEEL TUBE W/ SAND
SEAL W/ SILICONE CAULKING
1 1
ELEV. 2468.01, (NVD '88), (STAMPED Q 1311 1978)
BY MARK APPR.DATE
ENGINEER CITY
DESCRIPTION
SEAL DESIGN BY:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
JOB NUMBER:
FILE NO:
OF SHEETS
Pl
o
t
t
e
d
B
y
:
Wu
e
l
l
n
e
r
,
S
a
m
S
h
e
e
t
S
e
t
:
BE
A
U
M
O
N
T
L
I
F
T
S
T
A
T
I
O
N
L
a
y
o
u
t
:
La
y
o
u
t
1 Oc
t
o
b
e
r
2 0
,
2 0
2 1
1 0
:
5 4
:
3 0
a
m
K:
\
S
N
D
_
W
A
T
E
R
\
1 9
5 2
8 4
0 0
1 B
e
a
u
m
o
n
t
L
i
f
t
S
t
a
t
i
o
n
\
D
e
s
i
g
n
\
P
l
a
n
S
h
e
e
t
s
-
2 0
2 0
\
_
D
E
L
T
A
S
E
T
\
1 9
5 2
8 4
0 0
1 -
x
S
P
.
d
w
g
NATIONAL GEODETIC SURVEY BENCHMARK NO. "Q 1311
CONSTRUCTION NOTES
NORTH
11/19/2021
11/23/2021
Relocate Drain
Concrete Pad
Adjust the alignment
of the 1" water line to
avoid conflict with
Shower pad.
ELEV. 2468.01, (NVD '88), (STAMPED Q 1311 1978)
BY MARK APPR.DATE
ENGINEER CITY
DESCRIPTION
SEAL DESIGN BY:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
JOB NUMBER:
FILE NO:
OF SHEETS
Pl
o
t
t
e
d
B
y
:
Wu
e
l
l
n
e
r
,
S
a
m
S
h
e
e
t
S
e
t
:
BE
A
U
M
O
N
T
L
I
F
T
S
T
A
T
I
O
N
L
a
y
o
u
t
:
Gr
a
d
i
n
g
P
l
a
n
Oc
t
o
b
e
r
2 0
,
2 0
2 1
1 0
:
5 3
:
3 1
a
m
K:
\
S
N
D
_
W
A
T
E
R
\
1 9
5 2
8 4
0 0
1 B
e
a
u
m
o
n
t
L
i
f
t
S
t
a
t
i
o
n
\
D
e
s
i
g
n
\
P
l
a
n
S
h
e
e
t
s
-
2 0
2 0
\
_
D
E
L
T
A
S
E
T
\
1 9
5 2
8 4
0 0
1 -
x
G
R
.
d
w
g
NATIONAL GEODETIC SURVEY BENCHMARK NO. "Q 1311
NORTH
11/19/2021
11/23/2021
2385.00
End Cap of 16" future
Stub out is
approximately 1 FT
offset to the east.
2384.00
ELEV. 2468.01, (NVD '88), (STAMPED Q 1311 1978)
BY MARK APPR.DATE
ENGINEER CITY
DESCRIPTION
SEAL DESIGN BY:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
JOB NUMBER:
FILE NO:
OF SHEETS
Pl
o
t
t
e
d
B
y
:
Wu
e
l
l
n
e
r
,
S
a
m
S
h
e
e
t
S
e
t
:
BE
A
U
M
O
N
T
L
I
F
T
S
T
A
T
I
O
N
L
a
y
o
u
t
:
ME
C
H
A
N
I
C
A
L
P
L
A
N
Oc
t
o
b
e
r
2 0
,
2 0
2 1
1 0
:
5 3
:
5 7
a
m
K:
\
S
N
D
_
W
A
T
E
R
\
1 9
5 2
8 4
0 0
1 B
e
a
u
m
o
n
t
L
i
f
t
S
t
a
t
i
o
n
\
D
e
s
i
g
n
\
P
l
a
n
S
h
e
e
t
s
-
2 0
2 0
\
_
D
E
L
T
A
S
E
T
\
1 9
5 2
8 4
0 0
1 -
x
M
C
.
d
w
g
NATIONAL GEODETIC SURVEY BENCHMARK NO. "Q 1311
MECHANICAL NOTES
NORTH
11/19/2021
11/23/2021
C C
SECTION A-A
SECTION C-C
ELEV. 2468.01, (NVD '88), (STAMPED Q 1311 1978)
BY MARK APPR.DATE
ENGINEER CITY
DESCRIPTION
SEAL DESIGN BY:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
JOB NUMBER:
FILE NO:
OF SHEETS
Pl
o
t
t
e
d
B
y
:
Wu
e
l
l
n
e
r
,
S
a
m
S
h
e
e
t
S
e
t
:
BE
A
U
M
O
N
T
L
I
F
T
S
T
A
T
I
O
N
L
a
y
o
u
t
:
Se
c
t
i
o
n
A
-
A
Oc
t
o
b
e
r
2 0
,
2 0
2 1
1 0
:
5 1
:
4 5
a
m
K:
\
S
N
D
_
W
A
T
E
R
\
1 9
5 2
8 4
0 0
1 B
e
a
u
m
o
n
t
L
i
f
t
S
t
a
t
i
o
n
\
D
e
s
i
g
n
\
P
l
a
n
S
h
e
e
t
s
-
2 0
2 0
\
_
D
E
L
T
A
S
E
T
\
1 9
5 2
8 4
0 0
1 -
S
E
C
T
I
O
N
S
.
d
w
g
NATIONAL GEODETIC SURVEY BENCHMARK NO. "Q 1311
SEWER LIFT STATION NOTES
MECHANICAL NOTES
NOTES
*For Future
Installation
6-INCH PLUG
VALVE FLANGED
WITH HAND WHEEL
ACTUATOR, PRATT
OR APPROVED
EQUAL
SECTION B-B
DD
SECTION D-D
MECHANICAL NOTES
ELEV. 2468.01, (NVD '88), (STAMPED Q 1311 1978)
BY MARK APPR.DATE
ENGINEER CITY
DESCRIPTION
SEAL DESIGN BY:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
JOB NUMBER:
FILE NO:
OF SHEETS
Pl
o
t
t
e
d
B
y
:
Wu
e
l
l
n
e
r
,
S
a
m
S
h
e
e
t
S
e
t
:
BE
A
U
M
O
N
T
L
I
F
T
S
T
A
T
I
O
N
L
a
y
o
u
t
:
Se
c
t
i
o
n
B
-
B
Oc
t
o
b
e
r
2 0
,
2 0
2 1
1 0
:
5 1
:
5 3
a
m
K:
\
S
N
D
_
W
A
T
E
R
\
1 9
5 2
8 4
0 0
1 B
e
a
u
m
o
n
t
L
i
f
t
S
t
a
t
i
o
n
\
D
e
s
i
g
n
\
P
l
a
n
S
h
e
e
t
s
-
2 0
2 0
\
_
D
E
L
T
A
S
E
T
\
1 9
5 2
8 4
0 0
1 -
S
E
C
T
I
O
N
S
.
d
w
g
NATIONAL GEODETIC SURVEY BENCHMARK NO. "Q 1311
SEWER LIFT STATION NOTES
NOTES
11/19/2021
11/23/2021
SECTION E-E
SECTION F-F
SECTION G-G
ELEV. 2468.01, (NVD '88), (STAMPED Q 1311 1978)
BY MARK APPR.DATE
ENGINEER CITY
DESCRIPTION
SEAL DESIGN BY:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
JOB NUMBER:
FILE NO:
OF SHEETS
Pl
o
t
t
e
d
B
y
:
Wu
e
l
l
n
e
r
,
S
a
m
S
h
e
e
t
S
e
t
:
BE
A
U
M
O
N
T
L
I
F
T
S
T
A
T
I
O
N
L
a
y
o
u
t
:
Se
c
t
i
o
n
E
-
E
F
-
F
Oc
t
o
b
e
r
2 0
,
2 0
2 1
1 0
:
5 2
:
3 2
a
m
K:
\
S
N
D
_
W
A
T
E
R
\
1 9
5 2
8 4
0 0
1 B
e
a
u
m
o
n
t
L
i
f
t
S
t
a
t
i
o
n
\
D
e
s
i
g
n
\
P
l
a
n
S
h
e
e
t
s
-
2 0
2 0
\
_
D
E
L
T
A
S
E
T
\
1 9
5 2
8 4
0 0
1 -
S
E
C
T
I
O
N
S
_
2 .
d
w
g
NATIONAL GEODETIC SURVEY BENCHMARK NO. "Q 1311
SEWER LIFT STATION NOTES
MECHANICAL NOTES
11/19/2021
11/23/2021
ELEV. 2468.01, (NVD '88), (STAMPED Q 1311 1978)
BY MARK APPR.DATE
ENGINEER CITY
DESCRIPTION
SEAL DESIGN BY:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
JOB NUMBER:
FILE NO:
OF SHEETS
Pl
o
t
t
e
d
B
y
:
Wu
e
l
l
n
e
r
,
S
a
m
S
h
e
e
t
S
e
t
:
BE
A
U
M
O
N
T
L
I
F
T
S
T
A
T
I
O
N
L
a
y
o
u
t
:
DT
-
0 1
Oc
t
o
b
e
r
2 0
,
2 0
2 1
1 0
:
5 2
:
5 4
a
m
K:
\
S
N
D
_
W
A
T
E
R
\
1 9
5 2
8 4
0 0
1 B
e
a
u
m
o
n
t
L
i
f
t
S
t
a
t
i
o
n
\
D
e
s
i
g
n
\
P
l
a
n
S
h
e
e
t
s
-
2 0
2 0
\
_
D
E
L
T
A
S
E
T
\
1 9
5 2
8 4
0 0
1 -
x
D
T
.
d
w
g
NATIONAL GEODETIC SURVEY BENCHMARK NO. "Q 1311
11/19/2021
11/23/2021
S-1B only shows Grout on the Inside
S-1B Detail shows 0'-8"
VIEW A-A
NOTES:
ELEV. 2468.01, (NVD '88), (STAMPED Q 1311 1978)
BY MARK APPR.DATE
ENGINEER CITY
DESCRIPTION
SEAL DESIGN BY:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
JOB NUMBER:
FILE NO:
OF SHEETS
Pl
o
t
t
e
d
B
y
:
Wu
e
l
l
n
e
r
,
S
a
m
S
h
e
e
t
S
e
t
:
BE
A
U
M
O
N
T
L
I
F
T
S
T
A
T
I
O
N
L
a
y
o
u
t
:
DT
-
0 2
Oc
t
o
b
e
r
2 0
,
2 0
2 1
1 0
:
5 2
:
5 7
a
m
K:
\
S
N
D
_
W
A
T
E
R
\
1 9
5 2
8 4
0 0
1 B
e
a
u
m
o
n
t
L
i
f
t
S
t
a
t
i
o
n
\
D
e
s
i
g
n
\
P
l
a
n
S
h
e
e
t
s
-
2 0
2 0
\
_
D
E
L
T
A
S
E
T
\
1 9
5 2
8 4
0 0
1 -
x
D
T
.
d
w
g
NATIONAL GEODETIC SURVEY BENCHMARK NO. "Q 1311
11/19/2021
11/23/2021
PUMP
PUMP
PUMP
VENT FOR WET WELL
ELEV. 2468.01, (NVD '88), (STAMPED Q 1311 1978)
BY MARK APPR.DATE
ENGINEER CITY
DESCRIPTION
SEAL DESIGN BY:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
JOB NUMBER:
FILE NO:
OF SHEETS
Pl
o
t
t
e
d
B
y
:
Wu
e
l
l
n
e
r
,
S
a
m
S
h
e
e
t
S
e
t
:
BE
A
U
M
O
N
T
L
I
F
T
S
T
A
T
I
O
N
L
a
y
o
u
t
:
DT
-
0 3
Oc
t
o
b
e
r
2 0
,
2 0
2 1
1 0
:
5 2
:
5 9
a
m
K:
\
S
N
D
_
W
A
T
E
R
\
1 9
5 2
8 4
0 0
1 B
e
a
u
m
o
n
t
L
i
f
t
S
t
a
t
i
o
n
\
D
e
s
i
g
n
\
P
l
a
n
S
h
e
e
t
s
-
2 0
2 0
\
_
D
E
L
T
A
S
E
T
\
1 9
5 2
8 4
0 0
1 -
x
D
T
.
d
w
g
NATIONAL GEODETIC SURVEY BENCHMARK NO. "Q 1311
PLAN
SECTION A-A
NOTE
PLAN
SECTION B-B
NOTE
11/19/2021
11/23/2021
Used Detail C on
sheet 12 instead of
Detail 4 on sheet
ELEV. 2468.01, (NVD '88), (STAMPED Q 1311 1978)
BY MARK APPR.DATE
ENGINEER CITY
DESCRIPTION
SEAL DESIGN BY:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
JOB NUMBER:
FILE NO:
OF SHEETS
Pl
o
t
t
e
d
B
y
:
Wu
e
l
l
n
e
r
,
S
a
m
S
h
e
e
t
S
e
t
:
BE
A
U
M
O
N
T
L
I
F
T
S
T
A
T
I
O
N
L
a
y
o
u
t
:
DT
-
0 4
Oc
t
o
b
e
r
2 0
,
2 0
2 1
1 0
:
5 3
:
0 1
a
m
K:
\
S
N
D
_
W
A
T
E
R
\
1 9
5 2
8 4
0 0
1 B
e
a
u
m
o
n
t
L
i
f
t
S
t
a
t
i
o
n
\
D
e
s
i
g
n
\
P
l
a
n
S
h
e
e
t
s
-
2 0
2 0
\
_
D
E
L
T
A
S
E
T
\
1 9
5 2
8 4
0 0
1 -
x
D
T
.
d
w
g
NATIONAL GEODETIC SURVEY BENCHMARK NO. "Q 1311
11/19/2021
11/23/2021
ELEV. 2468.01, (NVD '88), (STAMPED Q 1311 1978)
BY MARK APPR.DATE
ENGINEER CITY
DESCRIPTION
SEAL DESIGN BY:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
JOB NUMBER:
FILE NO:
OF SHEETS
Pl
o
t
t
e
d
B
y
:
Wu
e
l
l
n
e
r
,
S
a
m
S
h
e
e
t
S
e
t
:
BE
A
U
M
O
N
T
L
I
F
T
S
T
A
T
I
O
N
L
a
y
o
u
t
:
Ge
n
N
o
t
e
s
Oc
t
o
b
e
r
2 0
,
2 0
2 1
1 0
:
5 0
:
2 7
a
m
K:
\
S
N
D
_
W
A
T
E
R
\
1 9
5 2
8 4
0 0
1 B
e
a
u
m
o
n
t
L
i
f
t
S
t
a
t
i
o
n
\
D
e
s
i
g
n
\
P
l
a
n
S
h
e
e
t
s
-
2 0
2 0
\
_
D
E
L
T
A
S
E
T
\
1 9
5 2
8 4
0 0
1 -
E
L
D
E
L
T
A
.
d
w
g
NATIONAL GEODETIC SURVEY BENCHMARK NO. "Q 1311
No.
E
LECT R I C A L
S
T
ATE OF C A L I F O R NIA
M
I
C
HAEL A N T H O NY C
O
L
O
M
B
OR
E
GISTERE D P R O F E SSIONA
L
E
N
G
I
N
E
ER19280
ELECTRICAL SYMBOLS ABBREVIATIONS
SINGLE LINE DIAGRAMS PLANSCONTROL WIRING DIAGRAMS
NOTES: (ELECTRICAL SYMBOLS)
GENERAL ELECTRICAL REQUIREMENTS
11/19/2021
11/23/2021
4TH ST
CONSTRUCTION NOTES
NORTH
ELEV. 2468.01, (NVD '88), (STAMPED Q 1311 1978)
BY MARK APPR.DATE
ENGINEER CITY
DESCRIPTION
SEAL DESIGN BY:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
JOB NUMBER:
FILE NO:
OF SHEETS
Pl
o
t
t
e
d
B
y
:
Wu
e
l
l
n
e
r
,
S
a
m
S
h
e
e
t
S
e
t
:
BE
A
U
M
O
N
T
L
I
F
T
S
T
A
T
I
O
N
L
a
y
o
u
t
:
El
e
c
t
r
i
c
a
l
S
i
t
e
P
l
a
n
Oc
t
o
b
e
r
2 0
,
2 0
2 1
1 0
:
5 0
:
3 2
a
m
K:
\
S
N
D
_
W
A
T
E
R
\
1 9
5 2
8 4
0 0
1 B
e
a
u
m
o
n
t
L
i
f
t
S
t
a
t
i
o
n
\
D
e
s
i
g
n
\
P
l
a
n
S
h
e
e
t
s
-
2 0
2 0
\
_
D
E
L
T
A
S
E
T
\
1 9
5 2
8 4
0 0
1 -
E
L
D
E
L
T
A
.
d
w
g
NATIONAL GEODETIC SURVEY BENCHMARK NO. "Q 1311
No.
E
LECT R I C A L
S
T
ATE OF C A L I F O R NIA
M
I
C
HAEL A N T H O NY C
O
L
O
M
B
OR
E
GISTERE D P R O F E SSIONA
L
E
N
G
I
N
E
ER19280
11/19/2021
11/23/2021
Provide location and
type of JBOX per Note 8
Pullbox to be located
inside future
liftstation unpaved
area.
Above grade
stanchion mounted
gfci receptacle to be
on edge of odor
control pad, located
outside of water
lines.
Location of SCE
Meter Pedestal per
approved SCE Work
Order #194881036" Deep
36" Deep
52" Deep
52" Deep
36" Deep
48" Deep
36" Deep
CONSTRUCTION NOTES
ELEV. 2468.01, (NVD '88), (STAMPED Q 1311 1978)
BY MARK APPR.DATE
ENGINEER CITY
DESCRIPTION
SEAL DESIGN BY:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
JOB NUMBER:
FILE NO:
OF SHEETS
Pl
o
t
t
e
d
B
y
:
Wu
e
l
l
n
e
r
,
S
a
m
S
h
e
e
t
S
e
t
:
BE
A
U
M
O
N
T
L
I
F
T
S
T
A
T
I
O
N
L
a
y
o
u
t
:
Bu
i
l
d
i
n
g
F
l
o
o
r
p
l
a
n
Oc
t
o
b
e
r
2 0
,
2 0
2 1
1 0
:
5 0
:
3 7
a
m
K:
\
S
N
D
_
W
A
T
E
R
\
1 9
5 2
8 4
0 0
1 B
e
a
u
m
o
n
t
L
i
f
t
S
t
a
t
i
o
n
\
D
e
s
i
g
n
\
P
l
a
n
S
h
e
e
t
s
-
2 0
2 0
\
_
D
E
L
T
A
S
E
T
\
1 9
5 2
8 4
0 0
1 -
E
L
D
E
L
T
A
.
d
w
g
NATIONAL GEODETIC SURVEY BENCHMARK NO. "Q 1311
No.
E
LECT R I C A L
S
T
ATE OF C A L I F O R NIA
M
I
C
HAEL A N T H O NY C
O
L
O
M
B
OR
E
GISTERE D P R O F E SSIONA
L
E
N
G
I
N
E
ER19280
NO
R
T
H
11/19/2021
11/23/2021
Electrical Cabinets
were shifted to the
corner to
compensate for the
large size. Plans did
not accurately reflect
the dimensions of
the cabinets.
ELEV. 2468.01, (NVD '88), (STAMPED Q 1311 1978)
BY MARK APPR.DATE
ENGINEER CITY
DESCRIPTION
SEAL DESIGN BY:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
JOB NUMBER:
FILE NO:
OF SHEETS
Pl
o
t
t
e
d
B
y
:
Wu
e
l
l
n
e
r
,
S
a
m
S
h
e
e
t
S
e
t
:
BE
A
U
M
O
N
T
L
I
F
T
S
T
A
T
I
O
N
L
a
y
o
u
t
:
ON
E
L
I
N
E
D
I
A
G
R
A
M
Oc
t
o
b
e
r
2 0
,
2 0
2 1
1 0
:
5 0
:
3 9
a
m
K:
\
S
N
D
_
W
A
T
E
R
\
1 9
5 2
8 4
0 0
1 B
e
a
u
m
o
n
t
L
i
f
t
S
t
a
t
i
o
n
\
D
e
s
i
g
n
\
P
l
a
n
S
h
e
e
t
s
-
2 0
2 0
\
_
D
E
L
T
A
S
E
T
\
1 9
5 2
8 4
0 0
1 -
E
L
D
E
L
T
A
.
d
w
g
NATIONAL GEODETIC SURVEY BENCHMARK NO. "Q 1311
No.
E
LECT R I C A L
S
T
ATE OF C A L I F O R NIA
M
I
C
HAEL A N T H O NY C
O
L
O
M
B
OR
E
GISTERE D P R O F E SSIONA
L
E
N
G
I
N
E
ER19280
SINGLE-LINE DIAGRAM AND MCC NOTES
11/19/2021
11/23/2021
ELEV. 2468.01, (NVD '88), (STAMPED Q 1311 1978)
BY MARK APPR.DATE
ENGINEER CITY
DESCRIPTION
SEAL DESIGN BY:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
JOB NUMBER:
FILE NO:
OF SHEETS
Pl
o
t
t
e
d
B
y
:
Wu
e
l
l
n
e
r
,
S
a
m
S
h
e
e
t
S
e
t
:
BE
A
U
M
O
N
T
L
I
F
T
S
T
A
T
I
O
N
L
a
y
o
u
t
:
El
e
c
t
r
i
c
a
l
d
e
t
a
i
l
s
1 Oc
t
o
b
e
r
2 0
,
2 0
2 1
1 0
:
5 0
:
4 1
a
m
K:
\
S
N
D
_
W
A
T
E
R
\
1 9
5 2
8 4
0 0
1 B
e
a
u
m
o
n
t
L
i
f
t
S
t
a
t
i
o
n
\
D
e
s
i
g
n
\
P
l
a
n
S
h
e
e
t
s
-
2 0
2 0
\
_
D
E
L
T
A
S
E
T
\
1 9
5 2
8 4
0 0
1 -
E
L
D
E
L
T
A
.
d
w
g
NATIONAL GEODETIC SURVEY BENCHMARK NO. "Q 1311
No.
E
LECT R I C A L
S
T
ATE OF C A L I F O R NIA
M
I
C
HAEL A N T H O NY C
O
L
O
M
B
OR
E
GISTERE D P R O F E SSIONA
L
E
N
G
I
N
E
ER19280
30 "
M
I
N
.
18 "
11/19/2021
11/23/2021
ELEV. 2468.01, (NVD '88), (STAMPED Q 1311 1978)
BY MARK APPR.DATE
ENGINEER CITY
DESCRIPTION
SEAL DESIGN BY:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
JOB NUMBER:
FILE NO:
OF SHEETS
Pl
o
t
t
e
d
B
y
:
Wu
e
l
l
n
e
r
,
S
a
m
S
h
e
e
t
S
e
t
:
BE
A
U
M
O
N
T
L
I
F
T
S
T
A
T
I
O
N
L
a
y
o
u
t
:
El
e
c
t
r
i
c
a
l
d
e
t
a
i
l
s
2 Oc
t
o
b
e
r
2 0
,
2 0
2 1
1 0
:
5 0
:
4 3
a
m
K:
\
S
N
D
_
W
A
T
E
R
\
1 9
5 2
8 4
0 0
1 B
e
a
u
m
o
n
t
L
i
f
t
S
t
a
t
i
o
n
\
D
e
s
i
g
n
\
P
l
a
n
S
h
e
e
t
s
-
2 0
2 0
\
_
D
E
L
T
A
S
E
T
\
1 9
5 2
8 4
0 0
1 -
E
L
D
E
L
T
A
.
d
w
g
NATIONAL GEODETIC SURVEY BENCHMARK NO. "Q 1311
No.
E
LECT R I C A L
S
T
ATE OF C A L I F O R NIA
M
I
C
HAEL A N T H O NY C
O
L
O
M
B
OR
E
GISTERE D P R O F E SSIONA
L
E
N
G
I
N
E
ER19280
11/19/2021
11/23/2021
ELEV. 2468.01, (NVD '88), (STAMPED Q 1311 1978)
BY MARK APPR.DATE
ENGINEER CITY
DESCRIPTION
SEAL DESIGN BY:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
JOB NUMBER:
FILE NO:
OF SHEETS
Pl
o
t
t
e
d
B
y
:
Wu
e
l
l
n
e
r
,
S
a
m
S
h
e
e
t
S
e
t
:
BE
A
U
M
O
N
T
L
I
F
T
S
T
A
T
I
O
N
L
a
y
o
u
t
:
Mo
t
o
r
C
o
n
t
r
o
l
Oc
t
o
b
e
r
2 0
,
2 0
2 1
1 0
:
5 0
:
4 6
a
m
K:
\
S
N
D
_
W
A
T
E
R
\
1 9
5 2
8 4
0 0
1 B
e
a
u
m
o
n
t
L
i
f
t
S
t
a
t
i
o
n
\
D
e
s
i
g
n
\
P
l
a
n
S
h
e
e
t
s
-
2 0
2 0
\
_
D
E
L
T
A
S
E
T
\
1 9
5 2
8 4
0 0
1 -
E
L
D
E
L
T
A
.
d
w
g
NATIONAL GEODETIC SURVEY BENCHMARK NO. "Q 1311
No.
E
LECT R I C A L
S
T
ATE OF C A L I F O R NIA
M
I
C
HAEL A N T H O NY C
O
L
O
M
B
OR
E
GISTERE D P R O F E SSIONA
L
E
N
G
I
N
E
ER19280
ELECTRICAL NOTES
11/19/2021
11/23/2021
ELEV. 2468.01, (NVD '88), (STAMPED Q 1311 1978)
BY MARK APPR.DATE
ENGINEER CITY
DESCRIPTION
SEAL DESIGN BY:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
JOB NUMBER:
FILE NO:
OF SHEETS
Pl
o
t
t
e
d
B
y
:
Wu
e
l
l
n
e
r
,
S
a
m
S
h
e
e
t
S
e
t
:
BE
A
U
M
O
N
T
L
I
F
T
S
T
A
T
I
O
N
L
a
y
o
u
t
:
El
e
c
t
r
i
c
a
l
S
c
h
e
d
u
l
e
s
Oc
t
o
b
e
r
2 0
,
2 0
2 1
1 0
:
5 0
:
4 8
a
m
K:
\
S
N
D
_
W
A
T
E
R
\
1 9
5 2
8 4
0 0
1 B
e
a
u
m
o
n
t
L
i
f
t
S
t
a
t
i
o
n
\
D
e
s
i
g
n
\
P
l
a
n
S
h
e
e
t
s
-
2 0
2 0
\
_
D
E
L
T
A
S
E
T
\
1 9
5 2
8 4
0 0
1 -
E
L
D
E
L
T
A
.
d
w
g
NATIONAL GEODETIC SURVEY BENCHMARK NO. "Q 1311
No.
E
LECT R I C A L
S
T
ATE OF C A L I F O R NIA
M
I
C
HAEL A N T H O NY C
O
L
O
M
B
OR
E
GISTERE D P R O F E SSIONA
L
E
N
G
I
N
E
ER19280
11/19/2021
11/23/2021
ELEV. 2468.01, (NVD '88), (STAMPED Q 1311 1978)
BY MARK APPR.DATE
ENGINEER CITY
DESCRIPTION
SEAL DESIGN BY:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
JOB NUMBER:
FILE NO:
OF SHEETS
Pl
o
t
t
e
d
B
y
:
Wu
e
l
l
n
e
r
,
S
a
m
S
h
e
e
t
S
e
t
:
BE
A
U
M
O
N
T
L
I
F
T
S
T
A
T
I
O
N
L
a
y
o
u
t
:
S
G
E
N
N
O
T
E
S
I
Oc
t
o
b
e
r
2 0
,
2 0
2 1
1 0
:
4 8
:
4 6
a
m
K:
\
S
N
D
_
W
A
T
E
R
\
1 9
5 2
8 4
0 0
1 B
e
a
u
m
o
n
t
L
i
f
t
S
t
a
t
i
o
n
\
D
e
s
i
g
n
\
P
l
a
n
S
h
e
e
t
s
-
2 0
2 0
\
_
D
E
L
T
A
S
E
T
\
1 9
5 2
8 4
0 0
1 -
x
S
T
.
d
w
g
NATIONAL GEODETIC SURVEY BENCHMARK NO. "Q 1311
STRUCTURAL GENERAL NOTES
1.00 DESIGN LOADS
2.00 DOCUMENTS AND LIMITATIONS
3.00 CONSTRUCTION SAFETY
4.00 FORMWORK AND SHORING
5.00 DIMENSIONS
6.00 SHOP DRAWINGS
7.00 MASONRY
8.00 STRUCTURAL STEEL
’”
”
9.00 POST-INSTALLED ANCHORS
’
’
11/19/2021
11/23/2021
ELEV. 2468.01, (NVD '88), (STAMPED Q 1311 1978)
BY MARK APPR.DATE
ENGINEER CITY
DESCRIPTION
SEAL DESIGN BY:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
JOB NUMBER:
FILE NO:
OF SHEETS
Pl
o
t
t
e
d
B
y
:
Wu
e
l
l
n
e
r
,
S
a
m
S
h
e
e
t
S
e
t
:
BE
A
U
M
O
N
T
L
I
F
T
S
T
A
T
I
O
N
L
a
y
o
u
t
:
S
G
E
N
N
O
T
E
S
I
I
Oc
t
o
b
e
r
2 0
,
2 0
2 1
1 0
:
4 8
:
4 9
a
m
K:
\
S
N
D
_
W
A
T
E
R
\
1 9
5 2
8 4
0 0
1 B
e
a
u
m
o
n
t
L
i
f
t
S
t
a
t
i
o
n
\
D
e
s
i
g
n
\
P
l
a
n
S
h
e
e
t
s
-
2 0
2 0
\
_
D
E
L
T
A
S
E
T
\
1 9
5 2
8 4
0 0
1 -
x
S
T
.
d
w
g
NATIONAL GEODETIC SURVEY BENCHMARK NO. "Q 1311
STRUCTURAL GENERAL NOTES
10.00 REINFORCED CONCRETE (CAST-IN-PLACE)
11.00 ELEVATED METAL DECK
ABBREVIATIONS AND DEFINITIONS:
11/19/2021
11/23/2021
ELEV. 2468.01, (NVD '88), (STAMPED Q 1311 1978)
BY MARK APPR.DATE
ENGINEER CITY
DESCRIPTION
SEAL DESIGN BY:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
JOB NUMBER:
FILE NO:
OF SHEETS
Pl
o
t
t
e
d
B
y
:
Wu
e
l
l
n
e
r
,
S
a
m
S
h
e
e
t
S
e
t
:
BE
A
U
M
O
N
T
L
I
F
T
S
T
A
T
I
O
N
L
a
y
o
u
t
:
ST
R
U
C
T
U
R
A
L
S
I
T
E
P
L
A
N
Oc
t
o
b
e
r
2 0
,
2 0
2 1
1 0
:
4 8
:
5 1
a
m
K:
\
S
N
D
_
W
A
T
E
R
\
1 9
5 2
8 4
0 0
1 B
e
a
u
m
o
n
t
L
i
f
t
S
t
a
t
i
o
n
\
D
e
s
i
g
n
\
P
l
a
n
S
h
e
e
t
s
-
2 0
2 0
\
_
D
E
L
T
A
S
E
T
\
1 9
5 2
8 4
0 0
1 -
x
S
T
.
d
w
g
NATIONAL GEODETIC SURVEY BENCHMARK NO. "Q 1311
NORTH
11/19/2021
11/23/2021
ELEV. 2468.01, (NVD '88), (STAMPED Q 1311 1978)
BY MARK APPR.DATE
ENGINEER CITY
DESCRIPTION
SEAL DESIGN BY:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
JOB NUMBER:
FILE NO:
OF SHEETS
Pl
o
t
t
e
d
B
y
:
Wu
e
l
l
n
e
r
,
S
a
m
S
h
e
e
t
S
e
t
:
BE
A
U
M
O
N
T
L
I
F
T
S
T
A
T
I
O
N
L
a
y
o
u
t
:
BU
I
L
D
I
N
G
F
O
U
N
D
A
T
I
O
N
P
L
A
N
Oc
t
o
b
e
r
2 0
,
2 0
2 1
1 0
:
4 8
:
5 6
a
m
K:
\
S
N
D
_
W
A
T
E
R
\
1 9
5 2
8 4
0 0
1 B
e
a
u
m
o
n
t
L
i
f
t
S
t
a
t
i
o
n
\
D
e
s
i
g
n
\
P
l
a
n
S
h
e
e
t
s
-
2 0
2 0
\
_
D
E
L
T
A
S
E
T
\
1 9
5 2
8 4
0 0
1 -
x
S
T
.
d
w
g
NATIONAL GEODETIC SURVEY BENCHMARK NO. "Q 1311
NORTH
NORTH
11/19/2021
11/23/2021
ELEV. 2468.01, (NVD '88), (STAMPED Q 1311 1978)
BY MARK APPR.DATE
ENGINEER CITY
DESCRIPTION
SEAL DESIGN BY:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
JOB NUMBER:
FILE NO:
OF SHEETS
Pl
o
t
t
e
d
B
y
:
Wu
e
l
l
n
e
r
,
S
a
m
S
h
e
e
t
S
e
t
:
BE
A
U
M
O
N
T
L
I
F
T
S
T
A
T
I
O
N
L
a
y
o
u
t
:
BU
I
L
D
I
N
G
R
O
O
F
P
L
A
N
Oc
t
o
b
e
r
2 0
,
2 0
2 1
1 0
:
4 8
:
5 8
a
m
K:
\
S
N
D
_
W
A
T
E
R
\
1 9
5 2
8 4
0 0
1 B
e
a
u
m
o
n
t
L
i
f
t
S
t
a
t
i
o
n
\
D
e
s
i
g
n
\
P
l
a
n
S
h
e
e
t
s
-
2 0
2 0
\
_
D
E
L
T
A
S
E
T
\
1 9
5 2
8 4
0 0
1 -
x
S
T
.
d
w
g
NATIONAL GEODETIC SURVEY BENCHMARK NO. "Q 1311
NORTH
11/19/2021
11/23/2021
ELEV. 2468.01, (NVD '88), (STAMPED Q 1311 1978)
BY MARK APPR.DATE
ENGINEER CITY
DESCRIPTION
SEAL DESIGN BY:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
JOB NUMBER:
FILE NO:
OF SHEETS
Pl
o
t
t
e
d
B
y
:
Wu
e
l
l
n
e
r
,
S
a
m
S
h
e
e
t
S
e
t
:
BE
A
U
M
O
N
T
L
I
F
T
S
T
A
T
I
O
N
L
a
y
o
u
t
:
MC
C
B
U
I
L
D
I
N
G
E
L
E
V
A
T
I
O
N
I
Oc
t
o
b
e
r
2 0
,
2 0
2 1
1 0
:
4 9
:
0 3
a
m
K:
\
S
N
D
_
W
A
T
E
R
\
1 9
5 2
8 4
0 0
1 B
e
a
u
m
o
n
t
L
i
f
t
S
t
a
t
i
o
n
\
D
e
s
i
g
n
\
P
l
a
n
S
h
e
e
t
s
-
2 0
2 0
\
_
D
E
L
T
A
S
E
T
\
1 9
5 2
8 4
0 0
1 -
x
S
T
.
d
w
g
NATIONAL GEODETIC SURVEY BENCHMARK NO. "Q 1311
11/19/2021
11/23/2021
Door opening of building measures 6' - 8", the doors ordered were 6' - 4" per the door schedule. The 4 inch gap between the door jam and opening of the building has been covered with weather resistant material and a flashing overlayer.
Sealant applied on all joints and small openings.
≥
ELEV. 2468.01, (NVD '88), (STAMPED Q 1311 1978)
BY MARK APPR.DATE
ENGINEER CITY
DESCRIPTION
SEAL DESIGN BY:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
JOB NUMBER:
FILE NO:
OF SHEETS
Pl
o
t
t
e
d
B
y
:
Wu
e
l
l
n
e
r
,
S
a
m
S
h
e
e
t
S
e
t
:
BE
A
U
M
O
N
T
L
I
F
T
S
T
A
T
I
O
N
L
a
y
o
u
t
:
MC
C
B
U
I
L
D
I
N
G
E
L
E
V
A
T
I
O
N
I
I
Oc
t
o
b
e
r
2 0
,
2 0
2 1
1 0
:
4 9
:
0 5
a
m
K:
\
S
N
D
_
W
A
T
E
R
\
1 9
5 2
8 4
0 0
1 B
e
a
u
m
o
n
t
L
i
f
t
S
t
a
t
i
o
n
\
D
e
s
i
g
n
\
P
l
a
n
S
h
e
e
t
s
-
2 0
2 0
\
_
D
E
L
T
A
S
E
T
\
1 9
5 2
8 4
0 0
1 -
x
S
T
.
d
w
g
NATIONAL GEODETIC SURVEY BENCHMARK NO. "Q 1311
11/19/2021
11/23/2021
ELEV. 2468.01, (NVD '88), (STAMPED Q 1311 1978)
BY MARK APPR.DATE
ENGINEER CITY
DESCRIPTION
SEAL DESIGN BY:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
JOB NUMBER:
FILE NO:
OF SHEETS
Pl
o
t
t
e
d
B
y
:
Wu
e
l
l
n
e
r
,
S
a
m
S
h
e
e
t
S
e
t
:
BE
A
U
M
O
N
T
L
I
F
T
S
T
A
T
I
O
N
L
a
y
o
u
t
:
MC
C
B
U
I
L
D
I
N
G
E
L
E
V
A
T
I
O
N
I
I
I
Oc
t
o
b
e
r
2 0
,
2 0
2 1
1 0
:
4 9
:
0 6
a
m
K:
\
S
N
D
_
W
A
T
E
R
\
1 9
5 2
8 4
0 0
1 B
e
a
u
m
o
n
t
L
i
f
t
S
t
a
t
i
o
n
\
D
e
s
i
g
n
\
P
l
a
n
S
h
e
e
t
s
-
2 0
2 0
\
_
D
E
L
T
A
S
E
T
\
1 9
5 2
8 4
0 0
1 -
x
S
T
.
d
w
g
NATIONAL GEODETIC SURVEY BENCHMARK NO. "Q 1311
11/19/2021
11/23/2021
T
ELEV. 2468.01, (NVD '88), (STAMPED Q 1311 1978)
BY MARK APPR.DATE
ENGINEER CITY
DESCRIPTION
SEAL DESIGN BY:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
JOB NUMBER:
FILE NO:
OF SHEETS
Pl
o
t
t
e
d
B
y
:
Wu
e
l
l
n
e
r
,
S
a
m
S
h
e
e
t
S
e
t
:
BE
A
U
M
O
N
T
L
I
F
T
S
T
A
T
I
O
N
L
a
y
o
u
t
:
MC
C
B
U
I
L
D
I
N
G
E
L
E
V
A
T
I
O
N
I
V
Oc
t
o
b
e
r
2 0
,
2 0
2 1
1 0
:
4 9
:
1 1
a
m
K:
\
S
N
D
_
W
A
T
E
R
\
1 9
5 2
8 4
0 0
1 B
e
a
u
m
o
n
t
L
i
f
t
S
t
a
t
i
o
n
\
D
e
s
i
g
n
\
P
l
a
n
S
h
e
e
t
s
-
2 0
2 0
\
_
D
E
L
T
A
S
E
T
\
1 9
5 2
8 4
0 0
1 -
x
S
T
.
d
w
g
NATIONAL GEODETIC SURVEY BENCHMARK NO. "Q 1311
11/19/2021
11/23/2021
ELEV. 2468.01, (NVD '88), (STAMPED Q 1311 1978)
BY MARK APPR.DATE
ENGINEER CITY
DESCRIPTION
SEAL DESIGN BY:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
JOB NUMBER:
FILE NO:
OF SHEETS
Pl
o
t
t
e
d
B
y
:
Wu
e
l
l
n
e
r
,
S
a
m
S
h
e
e
t
S
e
t
:
BE
A
U
M
O
N
T
L
I
F
T
S
T
A
T
I
O
N
L
a
y
o
u
t
:
ST
R
U
C
T
U
R
A
L
D
E
T
A
I
L
S
I
Oc
t
o
b
e
r
2 0
,
2 0
2 1
1 0
:
4 9
:
1 3
a
m
K:
\
S
N
D
_
W
A
T
E
R
\
1 9
5 2
8 4
0 0
1 B
e
a
u
m
o
n
t
L
i
f
t
S
t
a
t
i
o
n
\
D
e
s
i
g
n
\
P
l
a
n
S
h
e
e
t
s
-
2 0
2 0
\
_
D
E
L
T
A
S
E
T
\
1 9
5 2
8 4
0 0
1 -
x
S
T
.
d
w
g
NATIONAL GEODETIC SURVEY BENCHMARK NO. "Q 1311
11/19/2021
11/23/2021
ELEV. 2468.01, (NVD '88), (STAMPED Q 1311 1978)
BY MARK APPR.DATE
ENGINEER CITY
DESCRIPTION
SEAL DESIGN BY:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
JOB NUMBER:
FILE NO:
OF SHEETS
Pl
o
t
t
e
d
B
y
:
Wu
e
l
l
n
e
r
,
S
a
m
S
h
e
e
t
S
e
t
:
BE
A
U
M
O
N
T
L
I
F
T
S
T
A
T
I
O
N
L
a
y
o
u
t
:
ST
R
U
C
T
U
R
A
L
D
E
T
A
I
L
S
I
I
Oc
t
o
b
e
r
2 0
,
2 0
2 1
1 0
:
4 9
:
1 7
a
m
K:
\
S
N
D
_
W
A
T
E
R
\
1 9
5 2
8 4
0 0
1 B
e
a
u
m
o
n
t
L
i
f
t
S
t
a
t
i
o
n
\
D
e
s
i
g
n
\
P
l
a
n
S
h
e
e
t
s
-
2 0
2 0
\
_
D
E
L
T
A
S
E
T
\
1 9
5 2
8 4
0 0
1 -
x
S
T
.
d
w
g
NATIONAL GEODETIC SURVEY BENCHMARK NO. "Q 1311
11/19/2021
11/23/2021
ELEV. 2468.01, (NVD '88), (STAMPED Q 1311 1978)
BY MARK APPR.DATE
ENGINEER CITY
DESCRIPTION
SEAL DESIGN BY:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
JOB NUMBER:
FILE NO:
OF SHEETS
Pl
o
t
t
e
d
B
y
:
Wu
e
l
l
n
e
r
,
S
a
m
S
h
e
e
t
S
e
t
:
BE
A
U
M
O
N
T
L
I
F
T
S
T
A
T
I
O
N
L
a
y
o
u
t
:
WE
T
W
E
L
L
S
L
A
B
Oc
t
o
b
e
r
2 0
,
2 0
2 1
1 0
:
4 9
:
2 1
a
m
K:
\
S
N
D
_
W
A
T
E
R
\
1 9
5 2
8 4
0 0
1 B
e
a
u
m
o
n
t
L
i
f
t
S
t
a
t
i
o
n
\
D
e
s
i
g
n
\
P
l
a
n
S
h
e
e
t
s
-
2 0
2 0
\
_
D
E
L
T
A
S
E
T
\
1 9
5 2
8 4
0 0
1 -
x
S
T
.
d
w
g
NATIONAL GEODETIC SURVEY BENCHMARK NO. "Q 1311
NORTH
11/19/2021
11/23/2021
ELEV. 2468.01, (NVD '88), (STAMPED Q 1311 1978)
BY MARK APPR.DATE
ENGINEER CITY
DESCRIPTION
SEAL DESIGN BY:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
JOB NUMBER:
FILE NO:
OF SHEETS
Pl
o
t
t
e
d
B
y
:
Wu
e
l
l
n
e
r
,
S
a
m
S
h
e
e
t
S
e
t
:
BE
A
U
M
O
N
T
L
I
F
T
S
T
A
T
I
O
N
L
a
y
o
u
t
:
WE
T
W
E
L
L
S
L
A
B
I
I
Oc
t
o
b
e
r
2 0
,
2 0
2 1
1 0
:
4 9
:
2 3
a
m
K:
\
S
N
D
_
W
A
T
E
R
\
1 9
5 2
8 4
0 0
1 B
e
a
u
m
o
n
t
L
i
f
t
S
t
a
t
i
o
n
\
D
e
s
i
g
n
\
P
l
a
n
S
h
e
e
t
s
-
2 0
2 0
\
_
D
E
L
T
A
S
E
T
\
1 9
5 2
8 4
0 0
1 -
x
S
T
.
d
w
g
NATIONAL GEODETIC SURVEY BENCHMARK NO. "Q 1311
NORTH
11/19/2021
11/23/2021
1) Please follow detail S-1B from EMWD for the wet
well slab with a revised dimension of 12'-0" square and update rebar reinforcement to match S-1B using 8"
embedment, #6 @ 12" OC top and bottom each way,
#5's @12" OC and 2' thick foundation slab.
6'
-
0 "
12 '
-
0 "
Double Open Leaf
Hatch per Plan Detail
New Proposed Pad
Thickness
6' x 4' Double Wide
Leaf Hatch Per Sheet
34 1) Please follow detail S-1B from EMWD
for the wet well slab with a revised
dimension of 12'-0" square and update
rebar reinforcement to match S-1B using
8" embedment, #6 @ 12" OC top and
bottom each way, #5's @12" OC and 2'
thick foundation slab.
ELEV. 2468.01, (NVD '88), (STAMPED Q 1311 1978)
BY MARK APPR.DATE
ENGINEER CITY
DESCRIPTION
SEAL DESIGN BY:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
JOB NUMBER:
FILE NO:
OF SHEETS
Pl
o
t
t
e
d
B
y
:
Wu
e
l
l
n
e
r
,
S
a
m
S
h
e
e
t
S
e
t
:
BE
A
U
M
O
N
T
L
I
F
T
S
T
A
T
I
O
N
L
a
y
o
u
t
:
Ge
n
N
o
t
e
s
Oc
t
o
b
e
r
2 0
,
2 0
2 1
1 0
:
5 1
:
1 5
a
m
K:
\
S
N
D
_
W
A
T
E
R
\
1 9
5 2
8 4
0 0
1 B
e
a
u
m
o
n
t
L
i
f
t
S
t
a
t
i
o
n
\
D
e
s
i
g
n
\
P
l
a
n
S
h
e
e
t
s
-
2 0
2 0
\
_
D
E
L
T
A
S
E
T
\
1 9
5 2
8 4
0 0
1 -
M
P
.
d
w
g
NATIONAL GEODETIC SURVEY BENCHMARK NO. "Q 1311
CONTRACTOR SHALL VISIT THE SITE AND BECOME FAMILIAR WITH THE PROJECT BEFOREBIDDING. 8 ALL DIMENSIONS AND MEASUREMENTS SHALL BE VERIFIED AT THE JOBSITE BEFORE FABRICATION AND/OR INSTALLATION OF THE EQUIPMENT.
GENERAL
PROVIDE ALL PERMITS AND FEES AS REQUIRED FOR THE MECHANICAL WORK.
GUARANTEE ALL WORK AND MATERIALS FOR A PERIOD OF ONE YEAR.
ALL WORK SHALL BE IN ACCORDANCE WITH THE 2018 INTERNATIONAL BUILDING CODE (IBC), 2018 INTERNATIONAL ENERGY CONSERVATION CODE (IECC), 2018 INTERNATIONAL FIRE CODE(IFC), 2018 UNIFORM MECHANICAL CODE (UMC), 2018 UNIFORM PLUMBING CODE (UPC), 2017 NATIONAL ELECTRICAL CODE (NEC), NATIONAL FIRE PROTECTION ASSOCIATION (NFPA)STANDARDS, AND ALL OTHER APPLICABLE CODES, RULES, AND LOCAL REQUIREMENTS.
PROVIDE ALL NECESSARY LABOR, MATERIALS, EQUIPMENT, SERVICES AND INSURANCES TO
COMPLETE THE HEATING AND AIR CONDITIONING WORK WITHIN THE FULL INTENT OF THE
DRAWINGS AND SPECIFICATIONS CONTAINED HEREON AND TO THE ENTIRE SATISFACTION OF THE ENGINEER.
4. 7.
5. 6.
A.
3. 2.THE CONTRACTOR SHALL INSTALL THE NEW EQUIPMENT, ROOF CURB, AND PIPING AROUNDALL EXISTING OBSTACLES INCLUDING: ELECTRICAL CONDUIT, DOMESTIC WATER PIPING, WASTE AND VENT PIPING, ACID WASTE AND VENT PIPING, AND FIRE SPRINKLER PIPING.PROVIDE OFFSETS TO AVOID RELOCATION OF OTHER UTILITIES. RELOCATE UTILITIES IF THEY
ARE IN CONFLICT WITH THE MECHANICAL SYSTEM INSTALLATION, CAUSE DEVIATIONS IN THEDESIGN INTENT, UNSATISFACTORY OPERATION, NOISY CONDITIONS, OR INTERFERE WITH MAINTENANCE. IT IS THE MECHANICAL CONTRACTOR'S RESPONSIBILITY TO COORDINATEANY UTILITY RELOCATION WITH THE APPROPRIATE SUBCONTRACTOR.
1.THE INFORMATION INDICATED ON THESE DRAWINGS AS EXISTING IS BASED UPON INFORMATION TAKEN FROM AS-BUILT DRAWINGS, AND FIELD INVESTIGATION. THE PLANS DO NOT GUARANTEE ACCURACY BUT ARE ONLY AN INDICATION OF EXISTING CONDITIONS. IT IS
THE CONTRACTOR'S RESPONSIBILITY TO FIELD VERIFY EXACT CONDITIONS SUCH AS
EQUIPMENT PLACEMENT, DUCTWORK (SIZE, ROUTING, AND ELEVATION), PIPING (SIZE, ROUTING, AND ELEVATION), ETC. THE DRAWINGS ARE INTENDED TO PROVIDE THE CONTRACTOR AN INDICATION OF THE SYSTEM INSTALLED IN THE FACILITY TO DATE. IT WILL
BE THE CONTRACTOR'S RESPONSIBILITY TO MAKE ADJUSTMENTS TO THE DRAWING INFORMATION AS REQUIRED TO MATCH EXISTING FIELD CONDITIONS. 9 PROVIDE AND INSTALL ALL EQUIPMENT, PIPING, AND CONTROLS AS SHOWN ON THE DRAWINGS.
SUBMITTALS
1.ELECTRONIC SUBMITTALS IN A PDF FORMAT, IN LIEU OF PAPER COPIES, WILL BE ACCEPTABLE.
SUBSTITUTED ITEMS SHALL BE SUBMITTED WITH MANUFACTURER'S DESCRIPTIVE DATA AND MUST SHOW EQUALITY TO EQUIPMENT SPECIFIED. INFORMATION ON SUBSTITUTED ITEMS MUST BE COMPLETE, INCLUDING, BUT NOT LIMITED TO: DESIGN, CONSTRUCTION MATERIALS, CONSTRUCTION QUALITY, AND SOUND LEVELS. ENGINEER WILL NOT RESEARCH INFORMATION REQUIRED TO COMPARE EQUIPMENT. ENGINEER RESERVES THE RIGHT TO REQUIRE SPECIFIED EQUIPMENT.
2. 3.SUBMIT MANUFACTURER'S DESCRIPTIVE DATA WITHIN TEN (10) WORKING DAYS AFTER AWARD OF THE CONTRACT. MATERIALS AND EQUIPMENT SHALL NOT BE ORDERED PRIOR TO SUBMITTAL APPROVAL. ALLOW TEN (10) WORKING DAYS AFTER RECEIPT OF SUBMITTALS IN THE ENGINEER'S OFFICE BEFORE REVIEWED SUBMITTALS WILL BE RETURNED.
4.UPON COMPLETION OF THE PROJECT, AND PRIOR TO FINAL ACCEPTANCE PAYMENT, SUBMIT AS-BUILT DRAWINGS AND OPERATING AND MAINTENANCE INSTRUCTIONS.
WORKMANSHIPC.
THE MECHANICAL CONTRACTOR IS RESPONSIBLE FOR PERFORMING ALL WORK ACCEPTABLE TO THE OWNER'S REPRESENTATIVE.
5. 4.COORDINATE ALL WORK WITH THE OTHER TRADES.
COORDINATE ALL WORK WITH THE OWNER'S REPRESENTATIVE.3.
PERFORM ALL WORK IN A MANNER NOT TO DISTURB THE NORMAL OPERATION OF THEBUILDING.2.
ALL WORK TO BE PERFORMED BY QUALIFIED PERSONNEL NORMALLY ENGAGED IN THE RESPECTIVE LINE OF WORK.
1. D. DEMOLITION
1.DEMOLITION WORK SHALL NOT CREATE ANY DUST PROBLEMS IN THE WORKING SPACES.
E.
CUTTING OF ALL OPENINGS SHALL BE COORDINATED WITH THE OWNER'S ENGINEERING REPRESENTATIVE.
2. ALL CUTTING AND PATCHING TO BE PERFORMED BY THE GENERAL CONTRACTOR.1.
CUTTING, PATCHING, AND PAINTING
3.WALL SURFACES SHALL BE PRIMED AND PAINTED. PAINT TYPE AND COLOR SHALL BE AS SPECIFIED BY THE OWNER'S REPRESENTATIVE.
F.
2.IN THE EVENT OF DAMAGE, IMMEDIATELY MAKE ALL REPAIRS AND REPLACEMENTS NECESSARY TO THE APPROVAL OF THE ENGINEER AND AT NO ADDITIONAL COST TO THEOWNER.
PRODUCT HANDLING
1.USE ALL MEANS NECESSARY TO PROTECT ALL MATERIALS AND EQUIPMENT BEFORE, DURING, AND AFTER INSTALLATION AND TO PROTECT THE MATERIALS AND WORK OF THE OTHERTRADES.
G. SEISMIC RESTRAINTS
1.ALL EQUIPMENT, PIPING, AND CONDUIT SHALL BE SEISMICALLY RESTRAINED PER THE 2018IBC.
2.REFERENCES: INTERNATIONAL BUILDING CODE (IBC) SECTION 1613.1, AMERICAN SOCIETY OF CIVIL ENGINEERS (ASCE 7) SECTION 13.6, SHEET METAL AND AIR CONDITIONINGCONTRACTOR'S NATIONAL ASSOCIATION (SMACNA) SEISMIC RESTRAINT MANUAL, AND AMERICAN SOCIETY OF PLUMBING ENGINEERS (ASPE) PLUMBING ENGINEERING DESIGNHANDBOOK.
H. EQUIPMENT
4. 5.SECURELY FASTEN ALL EQUIPMENT TO PREVENT MOVEMENT DUE TO WIND OR SEISMIC FORCES.
3. ALL UNITS ON ROOF SHALL BE SET ON LEVEL CURBS OR SUPPORTS AT ROOF.
2. 1.
CONTRACTOR SHALL PROVIDE ALL PENETRATION OPENINGS IN ROOF FOR ALL PIPING AND CONDUIT REQUIREMENTS.
EQUIPMENT SHALL BE AS SPECIFIED IN THE EQUIPMENT SCHEDULE OR AN APPROVED EQUAL IF NOTED.
INSTALL EQUIPMENT PER MANUFACTURER'S INSTRUCTIONS.
N. PIPING
1.EQUIPMENT DRAIN PIPING TO BE TYPE 'M' HARD DRAWN COPPER WITH WROT COPPERFITTINGS. USE 95/5 SOLDER. SLOPE PIPING 1/8” PER FOOT TOWARDS DRAIN.
T.REFRIGERANT PIPING
1.REFRIGERANT PIPING SHALL BE ACR COPPER. LINESET INSULATION TO BE INCLUDED BYMANUFACTURER.
2.ALL JOINTS SHALL BE BRAZED WITH SIL-FOS OR EQUAL UNDER A NITROGEN PURGE.
3.CHARGING OF SYSTEM: TEST ALL REFRIGERANT PIPING WITH 150 PSI CHARGE OF NITROGEN AFTER FIRST ISOLATING ANY CONTROLS, ETC., THAT ARE NOT RATED FOR 150 PSI. TEST ALLJOINTS WITH A SOAP SOLUTION. EVACUATE SYSTEM AND CHARGE SYSTEM WITH REFRIGERANT. RETEST SYSTEM WITH AN ELECTRONIC GAS DETECTOR. MAKE ALL FINALADJUSTMENTS TO REFRIGERANT SYSTEM AS REQUIRED.
4.AFTER SYSTEM HAS BEEN LEAK TESTED AND CHARGED, INSULATE ALL SUCTION PIPING WITH RUBATEX R-180 FS OR EQUAL 1/2” THICK CLOSED CELL FOAM INSULATION MEETING ALL NFPAREQUIREMENTS FOR SMOKE DENSITY AND FLAME SPREAD.
5.ALL OUTDOOR SECTIONS SHALL BE COATED WITH AN ULTRAVIOLET AND WEATHER RESISTIVE COATING.
U. OTHER MATERIAL
1.ALL OTHER MATERIAL, NOT SPECIFICALLY DESCRIBED BUT REQUIRED FOR A COMPLETE JOB, SHALL BE NEW AND FIRST QUALITY, FURNISHED AND INSTALLED BY THE MECHANICALCONTRACTOR.
W. IDENTIFICATION
1.PLASTIC NAMEPLATES: LAMINATED THREE LAYER WITH ENGRAVED BLACK LETTERS ON A LIGHT CONTRASTING BACKGROUND COLOR. INSTALL PLASTIC NAMEPLATES WITH CORROSION RESISTANT MECHANICAL FASTENERS OR ADHESIVE.
Y. RELATED WORK
1.ELECTRICAL CONTRACTOR TO PROVIDE AND INSTALL ALL POWER WIRING AND EQUIPMENT DISCONNECTS, UNLESS INCLUDED WITH EQUIPMENT, TO MAKE SYSTEM OPERATIONAL.
Z. CONTROLS
1.THERMOSTATS TO BE FURNISHED AND INSTALLED BY HVAC CONTRACTOR.
B.
MECHANICAL SPECIFICATIONS
DEGREES FARENHEIT
EDB ENTERING DRY BULB
FT.FEET
S.E.E.R.SEASONAL ENERGY EFFICIENCY RATIOT.
RS
RL
WET BULB TEMPERATURE
TYPICAL
TO BELOW
TO ABOVE
TEMPERATURE
STANDARD
STATIC PRESSURE
NATIONAL FIRE PROTECTION ASSOCIATION
MINIMUM
BRITISH THERMAL UNITS PER HOUR (THOUSANDS)
MAXIMUM
LEAVING AIR TEMPERATURE
FROM BELOW
FROM ABOVE
ENTERING AIR TEMPERATURE
EXISTING
DOWN
DOOR LOUVER
DRY BULB TEMPERATURE
CEILING
CUBIC FEET PER MINUTE
BRITISH THERMAL UNITS PER HOUR
BACKDRAFT DAMPER
ABOVE FINISHED GRADE
ABOVE FINISHED FLOOR
WB
TYP
T.B.
T.A.
T
STD
SP
NFPA
MIN
MBH
MAX
LAT
F.B.
F.A.
EAT
(E)
DN
DL
DB
CLG
CFM
BTUH
BDD
AFG
AFF
T
#EQ
THERMOSTAT
MECHANICAL EQUIPMENT INDICATED (SEE SCHEDULE)
RS
RL
REFRIGERANT SUCTION PIPING
REFRIGERANT LIQUID PIPING
MECHANICAL SYMBOL LIST
OR
P.O.C.
P.D.
P.U.
P.U.
P.D.
U
POINT OF CONNECTION - NEW ITEMS TO EXISTING ITEMS
ARROW INDICATES DIRECTION OF FLOW
BRANCH - BOTTOM CONNECTION
BRANCH - TOP CONNECTION
PIPING ELBOW DOWN
PIPING ELBOW UP
PIPING TEE UP
PIPING TEE DOWN
UNION
R.R ROOM TEMPERATURE SENSOR
(NOTE: ALL OF THE SYMBOLS INDICATED BELOW MAY NOT APPEAR ON THIS PROJECT)
SUPPLY AIR DUCT DOWN
SUPPLY AIR DUCT UP
RETURN AIR DUCT DOWN
RETURN AIR DUCT UP
S.A.
S.A.
R.A.
R.A.
EXHAUST AIR DUCT UPE.A.
E.A.EXHAUST AIR DUCT DOWN
RETURN AIR GRILLE OPEN TO CEILING SPACE
SUPPLY AIR DIFFUSER WITH FLEX CONNECTION
R.A.G.
S.A.D.
°F
RL / RS REFRIGERANT LIQUID LINE / REFRIGERANT SUCTION LINE
DIRECT DIGITAL CONTROLDDC
GENERAL NOTES:
ALL CAPACITIES LISTED ARE AT 0 FEET ELEVATION
SPLIT SYSTEM SCHEDULE
1. 1
INDOOR UNIT
TAM9A
MODEL
35 MOCP
21 ELECTRICAL
MCA
208/3/60
VOLTS/Ø/Hz
TRANE
MANUFACTURER
OUTDOOR UNIT
248104/70
AMBIENT
(°F DB/WB)
DESIGN
4TWA4
MODELMANUFACTURER
TRANE
MOCPMCA
HEATING CAPACITY
VOLTS/Ø/Hz
42 (MAX MBH)
163
TOTAL CAPACITY ELECTRICAL
1925
(CFM)
AIRFLOW
REFRIGERANT SHALL BE R-410A
STANDARD FEATURES:
2. 1.
OPTIONS:
PROVIDE AND INSTALL MANUFACTURER'S REFRIGERANT LINESET2.
A.PROVIDE AND INSTALL MANUFACTURER'S PROGRAMMABLE T-STAT
OPERATING
WEIGHT (LBS)
OPERATING
WEIGHT (LBS)
-CU -FC
3. INVERTER VARIABLE SPEED COMPRESSOR
COOLING CAPACITY
50.8 (MAX MBH)
TOTAL CAPACITY
1 SEER
15 HSPF
-
SET FAN SPEED TO MEDIUM3.MINIMUM LINE LENGTH OF 9.8 FEET, MAX LINE LENGTH OF 49.2 FEET WITH NO ADDITIONAL REFRIGERANT REQUIRED, AND MAX ELEVATION OF 23 FEET B.-
158208/1/60
HEATING, VENTILATION, AND AIR CONDITIONINGHVAC
AIR CONDITIONING AND REFRIGERATIONACR
NEW(N)
11/19/2021
11/23/2021
1CU
1FC
NORTH
ELEV. 2468.01, (NVD '88), (STAMPED Q 1311 1978)
BY MARK APPR.DATE
ENGINEER CITY
DESCRIPTION
SEAL DESIGN BY:
DRAWN BY:
CHECKED BY:
SCALE:
DATE:
JOB NUMBER:
FILE NO:
OF SHEETS
Pl
o
t
t
e
d
B
y
:
Wu
e
l
l
n
e
r
,
S
a
m
S
h
e
e
t
S
e
t
:
BE
A
U
M
O
N
T
L
I
F
T
S
T
A
T
I
O
N
L
a
y
o
u
t
:
Bu
i
l
d
i
n
g
F
l
o
o
r
p
l
a
n
Oc
t
o
b
e
r
2 0
,
2 0
2 1
1 0
:
5 1
:
1 8
a
m
K:
\
S
N
D
_
W
A
T
E
R
\
1 9
5 2
8 4
0 0
1 B
e
a
u
m
o
n
t
L
i
f
t
S
t
a
t
i
o
n
\
D
e
s
i
g
n
\
P
l
a
n
S
h
e
e
t
s
-
2 0
2 0
\
_
D
E
L
T
A
S
E
T
\
1 9
5 2
8 4
0 0
1 -
M
P
.
d
w
g
NATIONAL GEODETIC SURVEY BENCHMARK NO. "Q 1311
11/19/2021
11/23/2021
AC tubing has been
rerouted to south of
building due to
electrical equipment
in the way.
11/19/2021
11/23/2021
11/19/2021
11/23/2021
Staff Report
TO: City Council
FROM: Jeff Hart, Public Works Director
DATE August 1, 2023
SUBJECT: Storm Water Management Facilities Covenant and Agreement
Description Approve Storm Water Management WQMP/BMP Facilities Covenant and Agreement for 1675 E. Eight Street, Dutch Bros.
Background and Analysis:
On October 25, 2002, the City of Beaumont joined the County of Riverside and other local agencies as Co-Permittees to the municipal separate storm sewer system (“MS4”) National Pollutant Discharge Elimination System (NPDES) permit for the Santa Ana River W atershed as described in the California Regional Water Quality Control Board Santa Ana Region Order No. R8-2002-0011, NPDES No. CAS 618033, and subsequent permits. The order regulates discharge of Urban Runoff from MS4’s within Riverside County under the jurisdiction and maintenance responsibility of the co-permitees.
Subsequent to the order, the City of Beaumont is responsible for implementing Water Quality Management Plan (WQMP) requirements for new and significant redevelopment projects through review and approval. Each site specific WQMP addresses post- construction impacts associated with urban runoff through identifying pollutants of concern, implementing site design best management practices (BMPs), implementing source control BMPs, and designing and implementing treatment control BMPs. All projects that are subject to the WQMP requirements are conditioned at entitlement to have an approved WQMP prior to grading permit.
The City of Beaumont is also responsible for ensuring that the landowner maintain s the BMPs throughout the life of the project. All projects that are subject to the WQMP requirements are conditioned at entitlement to record a Storm Water Management Facilities Covenant and Agreement (Covenant) prior to grading permit. Through the Covenant, the owner recognizes the importance of maintaining the BMPs and accepts the financial and maintenance responsibility. Additionally, the Covenant grants the City of Beaumont the right to inspect, test, and correct any deficient BMPs.
The project has submitted a WQMP that has been reviewed and approved by City staff and is requesting the City Council approve the following Covenants:
Project Owner (s) PW Number
Dutch Bros Dutch Bros, LLC 2021-0728
Fiscal Impact:
The cost to prepare this staff report is estimated to be $150. The City is not liable for maintenance of any of the BMP’s associated with the listed project.
Recommended Action:
Authorize City Manager to execute the Storm Water Management WQMP/BMP Facilities Covenant and Agreement for 1675 E. Eighth Street, Dutch Bros.
Attachments:
A. PW2021-0728 Covenant Package
1 Recording requested by and mail to:
City Clerk
City of Beaumont
550 E. Sixth Street
Beaumont, CA 92223
____________________________________________________________________________________________________ SPACE ABOVE THIS LINE FOR RECORDER’S USE
EXEMPT FROM RECORDER’S FEES PURSUANT TO GOVERNMENT CODE SECTION 6103 AND 27383
APN:
STORM WATER MANAGEMENT WQMP/BMP FACILITIES
COVENANT AND AGREEMENT NO.
City of Beaumont, Riverside County, California
THIS COVENANT AND AGREEMENT is made and entered into this of 2019, by and between _____________________________, (“Owner”), and the City of Beaumont, California, (“City”).
The Owner hereby certifies I am (we are) the sole owner or Lessee of certain real property located at ________________________(Site Address) in the City of Beaumont, County of Riverside, State of California, more specifically described in Exhibit “A” and depicted in Exhibit “B” (“Property”).
The Owner covenants and agrees to comply with the Project Water Quality Management Plan (“WQMP”), attached hereto as Exhibit “C”, providing for storm water quality treatment within the confines of the Property.
The Owner covenants and agrees that the health, safety and welfare of the residents of the City of Beaumont, require that the Best Management Practice (“BMP”) facilities, more specifically described in the WQMP ( for example bio- swales, catch basins, roof drains and appurtenances) be constructed and maintained to minimize pollutants in urban runoff by the Owner.
The Owner further covenants and agrees as follows:
1. The on-site storm water management/BMP facilities mentioned above shall be constructed by the Owner at its sole cost and expense, in accordance with the plans and specifications identified in the WQMP approved by City.
2. The Owner shall adequately maintain the storm water management/BMP facilities in a manner assuring peak performance at all times, including source control BMPs at all times as its sole responsibility, at its sole cost
DUTCH BROS, LLC
1675 E EIGHTH STREET
419-150-052
2 and expense. This includes all pipes and channels built to convey storm water on the Property, including catch basin inserts, underground detention ponds, swales and vegetation provided to control the quantity and quality of the storm water. Adequate maintenance is herein defined as good working condition so that these facilities are performing in accordance with their design functions continuously at all times.
3. The Owner shall annually inspect the storm water management/BMP facilities mentioned above and submit an inspection report annually to the Public Works Department by the anniversary of the date of this Agreement of each year. The purpose of the inspection is to assure safe and proper functioning of the facilities. The inspection shall cover the storm water management BMPs listed in the WQMP such as bioswales, catch basins and related filter units, etc. Deficiencies shall be noted in the inspection report and corrected by Owner promptly.
4. The Owner hereby grants permission to City, its authorized agents and employees, to enter upon the Property and to inspect the storm water management/BMP facilities, take samples and perform testing whenever the City deems necessary and as required by the City’s most current National Pollutant Discharge Elimination System (NPDES) Permit. The purpose of the inspection, testing and sampling is to follow up on apparent and reported deficiencies and/or to respond to citizen complaints and meet the requirements of the City’s NPDES Permit issued by the State Water Resources Control Board – Santa Ana River Region. The City shall provide the Owner with advanced notice of entering upon the Property, except in the event of an emergency, as determined by the City. The City shall provide the Owner copies of the inspection findings and a directive to commence with the repairs if necessary. Owner or Owner’s successors or assigns shall pay City for all costs incurred by City in the inspection, sampling, testing of the BMPs within thirty (30) calendar days of City invoice.
5. In the event the Owner fails to maintain the storm water management/BMP facilities in good working condition acceptable to the City, upon five (5) days advanced written notice, the City may enter upon the Property and take whatever steps necessary to correct deficiencies identified in any inspection report and to charge the costs of such repairs to the Owner the cost of which shall constitute a lien against the Property. In the event of an emergency, as determined by City, advanced notice as aforesaid, shall not be required. Notwithstanding the forgoing, it is expressly understood and agreed that the City is under no obligation to maintain or repair said facilities, and in no event shall this Agreement be construed to impose any such obligation to the City.
6. The Owner will perform the work necessary to keep these facilities in good working order as appropriate. The maintenance schedule for the storm water management BMP facilities (including sediment removal) is outlined in the approved WQMP and the schedule must be followed at all times. In the future, City of Beaumont may adopt an annual Stormwater Inspection Fee that would be assessed to the Owner.
7. In the event the City, pursuant to this Agreement, performs work of any nature, or expends any funds in performance of said work for labor, use of equipment, supplies, materials and the like, the Owner, its successors and assigns shall reimburse the City upon demand, within thirty (30) days of receipt thereof for all actual costs incurred by the City hereunder.
8. This Agreement imposes no liability of any kind whatsoever on the City. Owner agrees to indemnify, defend (with counsel reasonably approved by the City) and hold harmless the City and its authorized officers,
3 employees, agents and volunteers from any and all claims, actions, losses, damages, and/or liability arising out of this Agreement from any cause whatsoever, including the acts, errors or omissions of any person and for any costs or expenses incurred by the City on account of any claim except where such indemnification is prohibited by law. This indemnification provision shall apply regardless of the existence or degree of fault of indemnitees. The Owner’s indemnification obligation applies to the City’s “active” as well as “passive” negligence but does not apply to the City’s “sole negligence” or “willful misconduct” within the meaning of Civil Code Section 2782, or to any claims, actions, losses, damages, and/or liabilities, to the extent caused by the acts or omissions of any third party contractors undertaking any work (other than field inspections) or other maintenance on the Property on behalf of the City under this Agreement.
9. This Agreement shall be recorded with the County Recorder for the County of Riverside and shall constitute a covenant running with the land, equitable servitude and lien against the Property, and shall be binding on the Owner, its successors, assigns, transferees, administrators, executors, heirs, encumbrancers and any other successors in interests, including any homeowner’s association.
10. In addition to any remedy available to City under this Agreement, if Owner violates any term of this Agreement and does not cure the violation within the time already provided in this Agreement, or, if not provided, within thirty (30) calendar days, or within such time authorized by the City if said cure reasonably requires more than the subject time, the City may bring an action at law or in equity in a court of competent jurisdiction to enforce compliance by the Owner with the terms of this Agreement. In such action, the City may recover any damages to which the City may be entitled for the violation, enjoin the violation by temporary or permanent injunction without the necessity of proving actual damages or the inadequacy of otherwise available legal remedies, or obtain other equitable relief, including, but not limited to, the restoration of the Property and/or the BMPs identified in the WQMP to the condition in which it/they existed prior to any such violation or injury.
11. Owner shall provide printed educational materials with any sale of the Property which provide information on what storm water management facilities are present, the types and locations of maintenance signs that are required and how the necessary maintenance can be maintained.
12. Owner shall provide actual notice of this Agreement and its terms to any respective buyers or successor(s) in interest.
13. In order to be valid, amendment or change to this Agreement including the WQMP and BMPs requires an amendment executed by the City and Owner which is recorded with the Riverside County Recorder.
WITNESS the following signatures:
OWNER:
By: __________________________________________ By: ___________________________________________ Name: ________________________________________ Name: _________________________________________ Title: _________________________________________ Title: __________________________________________
DUTCH BROS, LLC
4 City:
CITY OF BEAUMONT
a Municipal Corporation
Signature: ________________________________
City Manager
ATTEST:
________________________________
City Clerk
APPROVED AS TO FORM:
________________________________
John Pinkney, City Attorney
APPROVED AS TO CONTENT:
________________________________
Jeff Hart, Director of Engineering/Public Works
All signatures on this Agreement on behalf of the Owner must be acknowledged before a Notary Public. In the event that the owner is a corporation, the President/Vice President and the corporate secretary of the corporation must sign.
5 A notary public or other officer completing this certificate verifies only the identity of the individual who signed the document to which this certificate is attached, and not the truthfulness, accuracy, or validity of that document.
State of California )
County of Riverside )
On _______________, 2019, before me, ___________________________, notary public, personally appeared ______________ who proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument.
I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct.
WITNESS my hand and official seal.
Signature: (Seal)
A notary public or other officer completing this certificate verifies only the identity of the individual who signed the document to which this certificate is attached, and not the truthfulness, accuracy, or validity of that document.
State of California )
County of Riverside )
On _______________, 2019, before me, ___________________________, notary public, personally appeared ______________ who proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument.
I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct.
WITNESS my hand and official seal.
Signature: ______________________________ (Seal)
6 A notary public or other officer completing this certificate verifies only the identity of the individual who signed the document to which this certificate is attached, and not the truthfulness, accuracy, or validity of that document.
State of California )
County of Riverside )
On _______________, 2019, before me, ___________________________, notary public, personally appeared ______________ who proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument.
I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct.
WITNESS my hand and official seal.
Signature: (Seal)
A notary public or other officer completing this certificate verifies only the identity of the individual who signed the document to which this certificate is attached, and not the truthfulness, accuracy, or validity of that document.
State of California )
County of Riverside )
On _______________, 2019, before me, ___________________________, notary public, personally appeared ______________ who proved to me on the basis of satisfactory evidence to be the person(s) whose name(s) is/are subscribed to the within instrument and acknowledged to me that he/she/they executed the same in his/her/their authorized capacity(ies), and that by his/her/their signature(s) on the instrument the person(s), or the entity upon behalf of which the person(s) acted, executed the instrument.
I certify under PENALTY OF PERJURY under the laws of the State of California that the foregoing paragraph is true and correct.
WITNESS my hand and official seal.
Signature: ________________________________ (Seal)
7 EXHIBIT “A”
LEGAL DESCRIPTION
PARCEL 2 OF PARCEL MAP NO. 37938, IN THE CITY OF BEAUMONT, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA, AS SHOWN BY MAP ON FILE IN BOOK 254, PAGE 34 OF PARCEL MAPS, RIVERSIDE COUNTY RECORDS.
8 EXHIBIT “B”
DIAGRAM OF PROPERTY
SEE ATTACHED.
20,000 GAL REGU
L
AR
12,000 GAL D
I
ESEL
8,00
0 GAL PREMIUM
CL
E
A
N
A
I
R
/
VA
N
P
O
O
L
/
E
V
FU
T
U
R
E
E
V
S
E
CL
E
A
N
A
I
R
/
VA
N
P
O
O
L
/
E
V
FU
T
U
R
E
E
V
S
E
CL
E
A
N
A
I
R
/
VA
N
P
O
O
L
/
E
V
AI
R
/
W
A
T
E
R
CL
E
A
N
A
I
R
/
VA
N
P
O
O
L
/
E
V
CL
E
A
N
A
I
R
/
VA
N
P
O
O
L
/
E
V
DD
E 8TH ST
N
H
I
G
H
L
A
N
D
S
P
R
I
N
G
S
A
V
E
NOT A PART
BEAUMONT, CA 92223
PW 2021-0728; 1675 E EIGHTH STREET
EXHIBIT B - BMP LOCATION MAP
EXHIBIT "B"
BMP LOCATION MAP
0 GRAPHIC SCALE IN FEET
##
12.5 25 50
NORTH
PROPERTY
(PARCEL 2)
BMP 1
BIORETENTION BASIN
LATITUDE:N 33°55'55.19"
LONGITUDE:W 116°56'52.03"
9 EXHIBIT “C”
WQMP
1 Project Specific Water Quality Management Plan
A Template for Projects located within the Santa Ana Watershed Region of Riverside County Project Title: 8th and Highland – Dutch Bros Coffee
Development No: PW2021-0728
Design Review/Case No: PP2020-0276, CUP2020-0046, CUP2020-0047, PM2020-0007, ENV2020-0012 Original Date Prepared: September 2021
Revision Date(s):
Prepared for Compliance with
Regional Board Order No. R8-2010-0033
Template revised June 30, 2016
Contact Information:
Prepared for:
Dutch Bros Coffee
110 SW 4th Street
Grants Pass, OR 97526
(541) 218-8806
[email protected]
Prepared by:
Bryan Nord, PE.
Kimley-Horn and Associates, Inc.
401 B Street, Suite 600
San Diego, California 92101
(619) 272-7112
Preliminary
Final
October 2021
2 A Brief Introduction
This Project-Specific WQMP Template for the Santa Ana Region has been prepared to help guide you in documenting compliance for your project. Because this document has been designed to specifically document compliance, you will need to utilize the WQMP Guidance Document as your “how-to” manual to help guide you through this process. Both the Template and Guidance Document go hand-in-hand, and will help facilitate a well prepared Project-Specific WQMP. Below is a flowchart for the layout of this Template that will provide the steps required to document compliance.
Section A
Project and Site
Information
Section B
Optimize Site
Utilization
Section C
Delineate Drainage
Management Areas
(DMAs)
Section G
Source Control
BMPs
Section I
Operation,
Maintenance, and
Funding
Section F
Hydromodification
Section E
Alternative
Compliance
Section D
Implement LID
BMPs
Section H
Construction Plan
Checklist
3 OWNER’S CERTIFICATION
This Project-Specific Water Quality Management Plan (WQMP) has been prepared for Dutch Bros Coffee, Inc. by Kimley-Horn and Associates, Inc. (Kimley-Horn) for the 8th and Highland – Dutch Bros Coffee project in Beaumont, CA.
This WQMP is intended to comply with the requirements of City of Beaumont – Municipal Code 13.24 & Riverside County Ordinance 754 which includes the requirement for the preparation and implementation of a Project-Specific WQMP.
The undersigned, while owning the property/project described in the preceding paragraph, shall be responsible for the implementation and funding of this WQMP and will ensure that this WQMP is amended as appropriate to reflect up-to-date conditions on the site. In addition, the property owner accepts responsibility for interim operation and maintenance of Stormwater BMPs until such time as this responsibility is formally transferred to a subsequent owner. This WQMP will be reviewed with the facility operator, facility supervisors, employees, tenants, maintenance and service contractors, or any other party (or parties) having responsibility for implementing portions of this WQMP. At least one copy of this WQMP will be maintained at the project site or project office in perpetuity. The undersigned is authorized to certify and to approve implementation of this WQMP. The undersigned is aware that implementation of this WQMP is enforceable under City of Beaumont – Municipal Code 13.24 & Riverside County Ordinance 754.
"I, the undersigned, certify under penalty of law that the provisions of this WQMP have been reviewed and accepted and that the WQMP will be transferred to future successors in interest."
Owner’s Signature Date
Daniel Batty
Owner’s Printed Name Owner’s Title/Position
PREPARER’S CERTIFICATION
“The selection, sizing and design of stormwater treatment and other stormwater quality and quantity control measures in this plan meet the requirements of Regional Water Quality Control Board Order No. R8-2010-0033 and any subsequent amendments thereto.”
Preparer’s Signature Date
Bryan Nord, PE Professional Engineer
Preparer’s Printed Name Preparer’s Title/Position
Preparer’s Licensure: CA PE License # 87326
DocuSign Envelope ID: B8EFA5B4-B829-4364-ABFE-C2D408045206 09/07/2021 | 11:01 AM PDT
VP of
Construction
09/30/2021
4 Table of Contents
Section A: Project and Site Information ................................................................................................... 6 A.1 Maps and Site Plans ....................................................................................................................... 7 A.2 Identify Receiving Waters .............................................................................................................. 7 A.3 Additional Permits/Approvals required for the Project:.................................................................. 7 Section B: Optimize Site Utilization (LID Principles) .................................................................................. 9 Section C: Delineate Drainage Management Areas (DMAs) .................................................................... 11 Section D: Implement LID BMPs ............................................................................................................ 13 D.1 Infiltration Applicability ............................................................................................................... 13 D.2 Harvest and Use Assessment ....................................................................................................... 14 D.3 Bioretention and Biotreatment Assessment................................................................................. 16 D.4 Feasibility Assessment Summaries ............................................................................................... 17 D.5 LID BMP Sizing ............................................................................................................................. 18 Section E: Alternative Compliance (LID Waiver Program) ....................................................................... 18 E.1 Identify Pollutants of Concern ...................................................................................................... 19 E.2 Stormwater Credits ...................................................................................................................... 20 E.3 Sizing Criteria ............................................................................................................................... 20 E.4 Treatment Control BMP Selection ................................................................................................ 21 Section F: Hydromodification ................................................................................................................ 22 F.1 Hydrologic Conditions of Concern (HCOC) Analysis ....................................................................... 22 F.2 HCOC Mitigation .......................................................................................................................... 23 Section G: Source Control BMPs ............................................................................................................ 24 Section H: Construction Plan Checklist ................................................................................................... 26 Section I: Operation, Maintenance and Funding .................................................................................... 27
5 List of Tables
Table A.1 Identification of Receiving Waters ............................................................................................ 7 Table A.2 Other Applicable Permits ......................................................................................................... 7 Table C.1 DMA Classifications ................................................................................................................ 11 Table C.2 Type ‘A’, Self-Treating Areas ................................................................................................... 11 Table C.3 Type ‘B’, Self-Retaining Areas ................................................................................................. 11 Table C.4 Type ‘C’, Areas that Drain to Self-Retaining Areas ................................................................... 11 Table C.5 Type ‘D’, Areas Draining to BMPs ........................................................................................... 11 Table D.1 Infiltration Feasibility ............................................................................................................. 13 Table D.2 LID Prioritization Summary Matrix.......................................................................................... 17 Table D.3 DCV Calculations for LID BMPs ............................................................................................... 18 Table E.1 Potential Pollutants by Land Use Type .................................................................................... 19 Table E.2 Water Quality Credits ............................................................................................................. 20 Table E.3 Treatment Control BMP Sizing ................................................................................................ 20 Table E.4 Treatment Control BMP Selection .......................................................................................... 21 Table F.1 Hydrologic Conditions of Concern Summary ........................................................................... 22 Table G.1 Permanent and Operational Source Control Measures ........................................................... 24 Table H.1 Construction Plan Cross-reference ......................................................................................... 26 List of Appendices
Appendix 1: Maps and Site Plans ........................................................................................................... 28 Appendix 2: Construction Plans ............................................................................................................. 29 Appendix 3: Soils Information ................................................................................................................ 30 Appendix 4: Historical Site Conditions ................................................................................................... 31 Appendix 5: LID Infeasibility................................................................................................................... 32 Appendix 6: BMP Design Details ............................................................................................................ 33 Appendix 7: Hydromodification ............................................................................................................. 34 Appendix 8: Source Control ................................................................................................................... 35 Appendix 9: O&M .................................................................................................................................. 36 Appendix 10: Educational Materials....................................................................................................... 37 Appendix 11: Hydromodifications .......................................................................................................... 38 120
119
45 33
28 121
124
136
148
193
6 Section A:Project and Site Information
PROJECT INFORMATION
Type of Project:Commercial
Planning Area:N/A
Community Name:City of Beaumont
Development Name:8th and Highland – Dutch Bros Coffee
PROJECT LOCATION
Latitude & Longitude (DMS): 33°55'55" & -116°56'53"
Project Watershed and Sub-Watershed: Santa Ana River Watershed Gross Acres: 0.84 acres
APN(s): 419-150-034
Address: 1675 E Eighth Street
Map Book and Page No.: Map Book 10, Page 34
PROJECT CHARACTERISTICS
Proposed or Potential Land Use(s)Commercial
Proposed or Potential SIC Code(s)5812
Area of Impervious Project Footprint (SF)36,682
Total Area of proposed Impervious Surfaces within the Project Footprint (SF)/or Replacement 36,362 Does the project consist of offsite road improvements? Y N Does the project propose to construct unpaved roads? Y N Is the project part of a larger common plan of development (phased project)? Y N
EXISTING SITE CHARACTERISTICS
Total area of existing Impervious Surfaces within the Project limits Footprint (SF)0 Is the project located within any MSHCP Criteria Cell? Y N If so, identify the Cell number:N/A
Are there any natural hydrologic features on the project site? Y N Is a Geotechnical Report attached? Y N
If no Geotech. Report, list the NRCS soils type(s) present on the site (A, B, C and/or D)C What is the Water Quality Design Storm Depth for the project?0.85"
EXISTING AND PROPOSED DRAINAGE DESIGN / PROJECT PHASING Project site is described as APN 419-150-034 and is an undeveloped, vacant lot of approximately 90,604 SF (2.080 ac). All storm water sheet flows from the north-west to the south-east, collecting offsite into curb and gutter along N Highland Springs Avenue, flowing south into storm drain inlets along Highland Springs Avenue that connect directly to Highland Springs Channel. Proposed improvements are to adhere to the approved entitlement documents dated October 6, 2020 (PP2020-0276, CUP2020-0046, CUP2020-0047, PM2020-0007, and ENV2020-0012).
This SWQMP is for Grading and Improvement Plan PW2021-0690. The project is the ground up construction of a 950 SF Drive Thru Coffee Stand and associated site improvements. The proposed drainage improvements include a bioretention basin designed to filter the required stormwater design capture volume per Riverside County Flood Control District requirements for the west parcel alone. An underground stormwater storage tank designed to mitigate the 2-year and 100-year flows is designed for hydromodification purposes and is to be constructed per PW2021-0645 on the east parcel of the development. A detailed description of stormwater drainage design is provided in the Drainage Study. 36,362Total Project Area
24,440
7 A.1 Maps and Site Plans
When completing your Project-Specific WQMP, include a map of the local vicinity and existing site. In addition, include all grading, drainage, landscape/plant palette and other pertinent construction plans in Appendix 2. At a minimum, your WQMP Site Plan should include the following:
·Drainage Management Areas
·Proposed Structural BMPs
·Drainage Path
·Drainage Infrastructure, Inlets, Overflows
·Source Control BMPs
·Buildings, Roof Lines, Downspouts
·Impervious Surfaces
·Standard Labeling
·BMP Locations (Lat/Long)
Use your discretion on whether or not you may need to create multiple sheets or can appropriately accommodate these features on one or two sheets. Keep in mind that the Co-Permittee plan reviewer must be able to easily analyze your project utilizing this template and its associated site plans and maps.
A.2 Identify Receiving Waters
Using Table A.1 below, list in order of upstream to downstream, the receiving waters that the project site is tributary to. Continue to fill each row with the Receiving Water’s 303(d) listed impairments (if any), designated beneficial uses, and proximity, if any, to a RARE beneficial use. Include a map of the receiving waters in Appendix 1.
Table A.1 Identification of Receiving Waters
Receiving Waters EPA Approved 303(d) List Impairments Designated Beneficial Uses
Proximity to RARE
Beneficial Use
San Timoteo Creek (reach 5)None Warm Freshwater Habitat 16 miles Santa Ana River (reach 4)Pathogens Warm Freshwater Habitat Santa Ana River (reach 3)Copper, Lead, Pathogens Warm Freshwater Habitat 16 miles Prado Park Lake Nutrients, Pathogens Lake and Reservoir Santa Ana Reach (reach 2)Indicator Bacteria Warm Freshwater Habitat Pacific Ocean N/A Ocean N/A
A.3 Additional Permits/Approvals required for the Project:
Table A.2 Other Applicable Permits
Agency Permit Required
State Department of Fish and Game, 1602 Streambed Alteration Agreement Y N State Water Resources Control Board, Clean Water Act (CWA) Section 401 Water Quality Cert. Y N US Army Corps of Engineers, CWA Section 404 Permit Y N US Fish and Wildlife, Endangered Species Act Section 7 Biological Opinion Y N Statewide Construction General Permit Coverage Y N
Statewide Industrial General Permit Coverage Y N
Western Riverside MSHCP Consistency Approval (e.g., JPR, DBESP) Y N Other (please list in the space below as required) Y N
8 City of Beaumont: Grading and Building
If yes is answered to any of the questions above, the Co-Permittee may require proof of approval/coverage from those agencies as applicable including documentation of any associated requirements that may affect this Project-Specific WQMP.
WDID#:8 33C393742
Grading and Improvement Plan:PW2021-0690
Building Plan:BLDC2021-________
9 Section B:Optimize Site Utilization (LID Principles)
Review of the information collected in Section ‘A’ will aid in identifying the principal constraints on site design and selection of LID BMPs as well as opportunities to reduce imperviousness and incorporate LID Principles into the site and landscape design. For example,constraints might include impermeable soils, high groundwater, groundwater pollution or contaminated soils, steep slopes, geotechnical instability, high-intensity land use, heavy pedestrian or vehicular traffic, utility locations or safety concerns.
Opportunities might include existing natural areas, low areas, oddly configured or otherwise unbuildable parcels, easements and landscape amenities including open space and buffers (which can double as locations for bioretention BMPs), and differences in elevation (which can provide hydraulic head).
Prepare a brief narrative for each of the site optimization strategies described below. This narrative will help you as you proceed with your LID design and explain your design decisions to others.
The 2010 Santa Ana MS4 Permit further requires that LID Retention BMPs (Infiltration Only or Harvest and Use) be used unless it can be shown that those BMPs are infeasible. Therefore, it is important that your narrative identify and justify if there are any constraints that would prevent the use of those categories of LID BMPs. Similarly, you should also note opportunities that exist which will be utilized during project design. Upon completion of identifying Constraints and Opportunities, include these on your WQMP Site plan in Appendix 1.
Consideration of “highest and best use” of the discharge should also be considered. For example, Lake Elsinore is evaporating faster than runoff from natural precipitation can recharge it. Requiring infiltration of 85% of runoff events for projects tributary to Lake Elsinore would only exacerbate current water quality problems associated with Pollutant concentration due to lake water evaporation. In cases where rainfall events have low potential to recharge Lake Elsinore (i.e. no hydraulic connection between groundwater to Lake Elsinore, or other factors), requiring infiltration of Urban Runoff from projects is counterproductive to the overall watershed goals. Project proponents, in these cases, would be allowed to discharge Urban Runoff, provided they used equally effective filtration-based BMPs.
Site Optimization
The following questions are based upon Section 3.2 of the WQMP Guidance Document. Review of the WQMP Guidance Document will help you determine how best to optimize your site and subsequently identify opportunities and/or constraints, and document compliance.
Did you identify and preserve existing drainage patterns? If so, how? If not, why? In existing conditions, storm water sheet flows to the southeast corner. Drainage patterns in the proposed conditions are consistent with pre-developed conditions. Flows generated in the proposed development of Phase 2 are conveyed via valley gutters, grated inlets, and storm drain pipes to an existing Riverside County Flood Control District box culvert located in Highland Springs Ave. Surface flows generated on site will be treated with a proposed bio-retention basin before being discharged to the public infrastructure MS4 system. This basin will treat the water through physical filtration as the water passes through a mulch layer, engineered soil media, and into the subsurface perforated PVC pipe. The cleaned water will then be routed to underground detention system fitted with an orifice at the invert to mitigate post-development 2-year storm peak flow. The underground detention system is fitted with an overflow pipe to further mitigate the post-development 100-year storm peak flow and provide emergency relief in the event of a larger storm event. The storm water then ultimately discharges to an existing Box Culvert on Highland Springs Ave.
10 Did you identify and protect existing vegetation? If so, how? If not, why? There is minimal existing vegetation on site. Proposed landscaping will be comprised of native and drought tolerant species.
Did you identify and preserve natural infiltration capacity? If so, how? If not, why? Infiltration testing was performed by Salem Engineering Group, Inc. on January 31, 2020. The results are included as port of Appendix 3. The site is 100% RaB2 (Ramona sandy loam) which is categorized as HSG Type C, per NRCS Web Soil Survey. Type C soils have low infiltration rates when thoroughly wetted. Based on the infiltration testing results and Web Soil Survey, infiltration is not considered feasible for the site.
Did you identify and minimize impervious area? If so, how? If not, why? The existing site does not have any impervious area. Impervious areas were minimized whenever practical with landscaped areas.
Did you identify and disperse runoff to adjacent pervious areas? If so, how? If not, why? Impervious surfaces are directed towards Bioretention BMPs located at the downstream end of the storm water conveyance system.
11 Section C:Delineate Drainage Management Areas
(DMAs)
Utilizing the procedure in Section 3.3 of the WQMP Guidance Document which discusses the methods of delineating and mapping your project site into individual DMAs, complete Table C.1 below to appropriately categorize the types of classification (e.g., Type A, Type B, etc.) per DMA for your project site. Upon completion of this table, this information will then be used to populate and tabulate the corresponding tables for their respective DMA classifications.
Table C.1 DMA Classifications
DMA Name or ID Surface Type(s)12 Area (Sq. Ft.)DMA Type DMA-1 Mixed Surface 36,682 SF Type D
1Reference Table 2-1 in the WQMP Guidance Document to populate this column 2If multi-surface provide back-up
Table C.2 Type ‘A’, Self-Treating Areas
DMA Name or ID Area (Sq. Ft.)Stabilization Type Irrigation Type (if any) N/A
Table C.3 Type ‘B’, Self-Retaining Areas
Self-Retaining Area
Type ‘C’ DMAs that are draining to the Self-Retaining
Area
DMA
Name/ ID
Post-project
surface type
Area
(square
feet)
Storm
Depth
(inches)DMA
Name / ID
[C] from Table C.4 =
Required Retention Depth
(inches)
[A][B][C][D]
N/A [ܦ]=[ܤ]+[ܤ]∙[ܥ][ܣ]
Table C.4 Type ‘C’, Areas that Drain to Self-Retaining Areas DMA Receiving Self-Retaining DMA
DMA
Name/
ID
Area
(square
feet)
Post-project
surface
type
Impervious
fraction
Product
DMA name /ID
Area (square
feet)Ratio
[A][B][C] = [A] x [B] [D][C]/[D]
N/A
Table C.5 Type ‘D’, Areas Draining to BMPs
12 DMA Name or ID BMP Name or ID
DMA-1 BMP 1
Note:More than one drainage management area can drain to a single LID BMP,however, one drainage management area may not drain to more than one BMP.
13 Section D:Implement LID BMPs
D.1 Infiltration Applicability
Is there an approved downstream ‘Highest and Best Use’ for stormwater runoff (see discussion in Chapter
2.4.4 of the WQMP Guidance Document for further details)? Y N If yes has been checked, Infiltration BMPs shall not be used for the site; proceed to section D.3 If no, continue working through this section to implement your LID BMPs. It is recommended that you contact your Co-Permittee to verify whether or not your project discharges to an approved downstream ‘Highest and Best Use’ feature.
Geotechnical Report
A Geotechnical Report or Phase I Environmental Site Assessment may be required by the Co-Permittee to confirm present and past site characteristics that may affect the use of Infiltration BMPs. In addition, the Co-Permittee, at their discretion, may not require a geotechnical report for small projects as described in Chapter 2 of the WQMP Guidance Document. If a geotechnical report has been prepared, include it in Appendix 3. In addition, if a Phase I Environmental Site Assessment has been prepared, include it in Appendix 4.
Is this project classified as a small project consistent with the requirements of Chapter 2 of the WQMP Guidance Document? Y N
Infiltration Feasibility
Table D.1 below is meant to provide a simple means of assessing which DMAs on your site support Infiltration BMPs and is discussed in the WQMP Guidance Document in Chapter 2.4.5. Check the appropriate box for each question and then list affected DMAs as applicable. If additional space is needed, add a row below the corresponding answer.
Table D.1 Infiltration Feasibility
Does the project site…YES NO
…have any DMAs with a seasonal high groundwater mark shallower than 10 feet?X If Yes, list affected DMAs:
…have any DMAs located within 100 feet of a water supply well?X If Yes, list affected DMAs:
…have any areas identified by the geotechnical report as posing a public safety risk where infiltration of stormwater could have a negative impact?
X
If Yes, list affected DMAs:
…have measured in-situ infiltration rates of less than 1.6 inches / hour?X If Yes, list affected DMAs: DMA 1
…have significant cut and/or fill conditions that would preclude in-situ testing of infiltration rates at the final infiltration surface?
X
If Yes, list affected DMAs:
…geotechnical report identify other site-specific factors that would preclude effective and safe infiltration?X Describe here:
If you answered “Yes” to any of the questions above for any DMA, Infiltration BMPs should not be used for those DMAs and you should proceed to the assessment for Harvest and Use below.
14 D.2 Harvest and Use Assessment
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 Co-Permittee).
☐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: 0.28 AC
Type of Landscaping (Conservation Design or Active Turf): Conservation 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:0.56 AC
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: 1.18 AC
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)
1.18 AC 0.28 AC
15 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 shutdowns or other lapses in occupancy:
Projected Number of Daily Toilet Users: 20
Project Type: Retail/Office 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: 0.56 AC
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: 99
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) 99 20
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 shutdowns or other lapses in occupancy or operation.
Average Daily Demand: N/A
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: N/A
16 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: N/A
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: N/A
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)
N/A N/A
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:
☒ 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 Co-Permittee to discuss this option. Proceed to Section E to document your alternative compliance measures.
Surface flows generated on site will be conveyed to a proposed bio-retention basin before being discharged to public infrastructure, MS4 system. These basins will treat the water through physical filtration as the water passes through an engineered soil media, permeable gravel layer and into the subsurface perforated PVC pipe. The bioretention basins have been designed to adhere to Riverside County LID design manual specifications. The cleansed water will then be routed to an underground detention system and then ultimately discharged to an existing concrete culvert in N Highland Springs Ave. The bioretention basin is designed to treat and retain the calculated Designed Capture Volume, and the underground storage tanks are for HCOC implementation purposes.
17 D.4 Feasibility Assessment Summaries
From the Infiltration, Harvest and Use, Bioretention and Biotreatment Sections above, complete Table D.2 below to summarize which LID BMPs are technically feasible, and which are not, based upon the established hierarchy.
Table D.2 LID Prioritization Summary Matrix
DMA
Name/ID
LID BMP Hierarchy No LID
(Alternative
Compliance)1.Infiltration 2.Harvest and use 3.Bioretention 4.Biotreatment DMA-1
For those DMAs where LID BMPs are not feasible, provide a brief narrative below summarizing why they are not feasible, include your technical infeasibility criteria in Appendix 5, and proceed to Section E below to document Alternative Compliance measures for those DMAs. Recall that each proposed DMA must pass through the LID BMP hierarchy before alternative compliance measures may be considered.
N/A
18 D.5 LID BMP Sizing
Each LID BMP must be designed to ensure that the Design Capture Volume will be addressed by the selected BMPs. First, calculate the Design Capture Volume for each LID BMP using the VBMP worksheet in Appendix F of the LID BMP Design Handbook. Second,design the LID BMP to meet the required V BMP using a method approved by the Co-Permittee.Utilize the worksheets found in the LID BMP Design Handbook or consult with your Co-Permittee to assist you in correctly sizing your LID BMPs. Complete Table D.3 below to document the Design Capture Volume and the Proposed Volume for each LID BMP. Provide the completed design procedure sheets for each LID BMP in Appendix 6. You may add additional rows to the table below as needed.
BMP 1 – SOUTH BASIN
Table D.3 DCV Calculations for LID BMPs
DMA
Type/ID
DMA Area
(square
feet)
Post-
Project
Surface
Type
Effective
Impervious
Fraction, If
DMA
Runoff
Factor
DMA Areas
x Runoff
Factor Enter BMP Name / Identifier Here
[A][B][C][A] x [C]
DMA 1 36,682 Mixed
Surface
0.70 0.49 18,117
Design
Storm
Depth
(in)
Design
Capture
Volume,VBMP
(cubic feet)
Proposed
Volume
on Plans
(cubic
feet)
AT = Σ[A]
36,682
Σ= [D]
18,117
[E]
0.85 [F]=[D]x[E]121,284
[G]
1,349
[B], [C] is obtained as described in Section 2.3.1 of the WQMP Guidance Document [E] is obtained from Exhibit A in the WQMP Guidance Document [G] is obtained from a design procedure sheet, such as in LID BMP Design Handbook and placed in Appendix 6 Alternative Compliance (LID Waiver Program)
LID BMPs are expected to be feasible on virtually all projects. Where LID BMPs have been demonstrated to be infeasible as documented in Section D, other Treatment Control BMPs must be used (subject to LID waiver approval by the Co-Permittee). Check one of the following Boxes:
☒ LID Principles and LID BMPs have been incorporated into the site design to fully address all Drainage Management Areas. No alternative compliance measures are required for this project and thus this Section is not required to be completed.
-Or -
☐ The following Drainage Management Areas are unable to be addressed using LID BMPs. A site- specific analysis demonstrating technical infeasibility of LID BMPs has been approved by the Co- Permittee and included in Appendix 5. Additionally, no downstream regional and/or sub-regional LID BMPs exist or are available for use by the project. The following alternative compliance measures on the following pages are being implemented to ensure that any pollutant loads expected to be discharged by not incorporating LID BMPs, are fully mitigated.
No alternative compliance required; all DMAs treated by LID BMPs
19 D.6 Identify Pollutants of Concern
Utilizing Table A.1 from Section A above which noted your project’s receiving waters and their associated EPA approved 303(d) listed impairments, cross reference this information with that of your selected Priority Development Project Category in Table E.1 below. If the identified General Pollutant Categories are the same as those listed for your receiving waters, then these will be your Pollutants of Concern and the appropriate box or boxes will be checked on the last row. The purpose of this is to document compliance and to help you appropriately plan for mitigating your Pollutants of Concern in lieu of implementing LID BMPs.
Table D.4 Potential Pollutants by Land Use Type
Priority Development
Project Categories and/or
Project Features (check those
that apply)
General Pollutant Categories
Bacterial
Indicators Metals Nutrients Pesticides
Toxic
Organic
Compounds
Sediments Trash &
Debris
Oil &
Grease
Detached Residential
Development P N P P N P P P
Attached Residential
Development P N P P N P P P(2)
Commercial/Industrial
Development P(3)P P(1)P(1)P(5)P(1)P P
Automotive Repair
Shops N P N N P(4, 5)N P P
Restaurants
(>5,000 ft2)P N N N N N P P
Hillside Development
(>5,000 ft2)P N P P N P P P
Parking Lots
(>5,000 ft2)P(6)P P(1)P(1)P(4)P(1)P P
Retail Gasoline Outlets N P N N P N P P
Project Priority Pollutant(s)
of Concern
P = Potential
N = Not Potential
(1) A potential Pollutant if non-native landscaping exists or is proposed onsite; otherwise not expected (2) A potential Pollutant if the project includes uncovered parking areas; otherwise not expected (3)A potential Pollutant is land use involving animal waste (4) Specifically petroleum hydrocarbons
(5) Specifically solvents
(6) Bacterial indicators are routinely detected in pavement runoff
20 D.7 Stormwater Credits
Projects that cannot implement LID BMPs but nevertheless implement smart growth principles are potentially eligible for Stormwater Credits. Utilize Table 3-8 within the WQMP Guidance Document to identify your Project Category and its associated Water Quality Credit. If not applicable, write N/A.
Table D.5 Water Quality Credits
Qualifying Project Categories Credit Percentage2
N/A
Total Credit Percentage1
1Cannot Exceed 50%
2Obtain corresponding data from Table 3-8 in the WQMP Guidance Document D.8 Sizing Criteria
After you appropriately considered Stormwater Credits for your project, utilize Table E.3 below to appropriately size them to the DCV, or Design Flow Rate, as applicable. Please reference Chapter 3.5.2 of the WQMP Guidance Document for further information.
Table D.6 Treatment Control BMP Sizing
DMA
Type
/ID
DMA
Area
(square
feet)
Post-
Project
Surface
Type
Effective
Impervio
us
Fraction,
If
DMA
Runoff
Factor
DMA
Area x
Runoff
Factor
Enter BMP Name / Identifier Here
[A][B][C][A] x [C]
N/A
Desig
n
Storm
Depth
(in)
Minimum
Design
Capture
Volume or
Design Flow
Rate (cubic
feet or cfs)
Total Storm
Water
Credit %
Reduction
Proposed
Volume
or Flow
on Plans
(cubic
feet or
cfs)
AT =Σ=[F]=
[B], [C] is obtained as described in Section 2.3.1 from the WQMP Guidance Document [E] is for Flow-Based Treatment Control BMPs [E] = .2, for Volume-Based Control Treatment BMPs, [E] obtained from Exhibit A in the WQMP Guidance Document
[G] is for Flow-Based Treatment Control BMPs [G] = 43,560, for Volume-Based Control Treatment BMPs, [G] = 12 [H] is from the Total Credit Percentage as Calculated from Table E.2 above [I] as obtained from a design procedure sheet from the BMP manufacturer and should be included in Appendix 6
21 D.9 Treatment Control BMP Selection
Treatment Control BMPs typically provide proprietary treatment mechanisms to treat potential pollutants in runoff, but do not sustain significant biological processes. Treatment Control BMPs must have a removal efficiency of a medium or high effectiveness as quantified below:
·High: equal to or greater than 80% removal efficiency
·Medium: between 40% and 80% removal efficiency
Such removal efficiency documentation (e.g., studies, reports, etc.) as further discussed in Chapter 3.5.2 of the WQMP Guidance Document, must be included in Appendix 6. In addition, ensure that proposed Treatment Control BMPs are properly identified on the WQMP Site Plan in Appendix 1.
Table D.9 Treatment Control BMP Selection
Selected Treatment Control BMP
Name or ID1
Priority Pollutant(s) of
Concern to Mitigate2
Removal Efficiency
Percentage3
N/A
1 Treatment Control BMPs must not be constructed within Receiving Waters. In addition, a proposed Treatment Control BMP may be listed more than once if they possess more than one qualifying pollutant removal efficiency. 2 Cross Reference Table E.1 above to populate this column. 3 As documented in a Co-Permittee Approved Study and provided in Appendix 6.
22 Section E:Hydromodification
E.1 Hydrologic Conditions of Concern (HCOC) Analysis
Once you have determined that the LID design is adequate to address water quality requirements, you will need to assess if the proposed LID Design may still create a HCOC. Review Chapters 2 and 3 (including Figure 3-7) of the WQMP Guidance Document to determine if your project must mitigate for Hydromodification impacts. If your project meets one of the following criteria which will be indicated by the check boxes below, you do not need to address Hydromodification at this time. However, if the project does not qualify for Exemptions 1, 2 or 3, then additional measures must be added to the design to comply with HCOC criteria. This is discussed in further detail below in Section F.2.
HCOC EXEMPTION 1: The Priority Development Project disturbs less than one acre. The Co-Permittee has the discretion to require a Project-Specific WQMP to address HCOCs on projects less than one acre on a case by case basis. The disturbed area calculation should include all disturbances associated with larger common plans of development.
Does the project qualify for this HCOC Exemption? Y N
If Yes, HCOC criteria do not apply.
HCOC EXEMPTION 2: The volume and time of concentration1 of storm water runoff for the post- development condition is not significantly different from the pre-development condition for a 2-year return frequency storm (a difference of 5% or less is considered insignificant) using one of the following methods to calculate:
·Riverside County Hydrology Manual
·Technical Release 55 (TR-55): Urban Hydrology for Small Watersheds (NRCS 1986), or derivatives thereof, such as the Santa Barbara Urban Hydrograph Method ·Other methods acceptable to the Co-Permittee
Does the project qualify for this HCOC Exemption? Y N
If Yes, report results in Table F.1 below and provide your substantiated hydrologic analysis in Appendix 7.
Table E.1 Hydrologic Conditions of Concern Summary
2 year – 24 hour
Pre-condition Post-condition % Difference
Time of
Concentration
N/A N/A N/A
Volume (Cubic Feet)N/A N/A N/A
1 Time of concentration is defined as the time after the beginning of the rainfall when all portions of the drainage basin are contributing to flow at the outlet.
23 HCOC EXEMPTION 3: All downstream conveyance channels to an adequate sump (for example, Prado Dam, Lake Elsinore, Canyon Lake, Santa Ana River, or other lake, reservoir or naturally erosion resistant feature) that will receive runoff from the project are engineered and regularly maintained to ensure design flow capacity; no sensitive stream habitat areas will be adversely affected; or are not identified on the Co-Permittees Hydromodification Susceptibility Maps.
Does the project qualify for this HCOC Exemption? Y N
If Yes, HCOC criteria do not apply and note below which adequate sump applies to this HCOC qualifier:
E.2 HCOC Mitigation
If none of the above HCOC Exemption Criteria are applicable, HCOC criteria is considered mitigated if they meet one of the following conditions:
a.Additional LID BMPS are implemented onsite or offsite to mitigate potential erosion or habitat impacts as a result of HCOCs. This can be conducted by an evaluation of site-specific conditions utilizing accepted professional methodologies published by entities such as the California Stormwater Quality Association (CASQA), the Southern California Coastal Water Research Project (SCCRWP), or other Co-Permittee approved methodologies for site-specific HCOC analysis. b.The project is developed consistent with an approved Watershed Action Plan that addresses HCOC in Receiving Waters.
c.Mimicking the pre-development hydrograph with the post-development hydrograph, for a 2-year return frequency storm. Generally, the hydrologic conditions of concern are not significant if the post-development hydrograph is no more than 10% greater than pre-development hydrograph.
In cases where excess volume cannot be infiltrated or captured and reused, discharge from the site must be limited to a flow rate no greater than 110% of the pre-development 2-year peak flow.
Be sure to include all pertinent documentation used in your analysis of the items a, b or c in Appendix 7.
The HCOC requirement for the project site has been mitigated through HCOC Mitigation Option C, which will limit the 2-year return frequency storm flow rate to no more than 10% greater than the existing flows in post-development conditions. An underground detention system consisting of 3,400 Cubic Feet of storage is proposed to mitigate the additional flow generated in the post-development conditions. Within the underground detention system; there will be two outfalls. The first, is a 4-inch diameter outlet pipe set at the invert of the underground detention system, this will discharge at 0.43 cfs during the 2-year storm event. The pre-development conditions discharge for the site is currently 0.44 cfs. Therefore, the post development mitigated outflow if 0.45 cfs meets the criteria for Option C. The second outlet is a 10- inch diameter orifice is set at 1.20-feet above the invert, which is above the 2-year maximum water surface elevation within the underground detention system. The additional overflow pipe is designed to provide relief in case of any storm event greater than the 2-year event occurs. Please refer to Appendix 7 for the Hydromodification Calculations.
24 Section F:Source Control BMPs
Source control BMPs include permanent, structural features that may be required in your project plans — such as roofs over and berms around trash and recycling areas — and Operational BMPs, such as regular sweeping and “housekeeping”, that must be implemented by the site’s occupant or user. The MEP standard typically requires both types of BMPs. In general, Operational BMPs cannot be substituted for a feasible and effective permanent BMP. Using the Pollutant Sources/Source Control Checklist in Appendix 8, review the following procedure to specify Source Control BMPs for your site:
1.Identify Pollutant Sources :Review Column 1 in the Pollutant Sources/Source Control Checklist. Check off the potential sources of Pollutants that apply to your site.
2.Note Locations on Project-Specific WQMP Exhibit:Note the corresponding requirements listed in Column 2 of the Pollutant Sources/Source Control Checklist. Show the location of each Pollutant source and each permanent Source Control BMP in your Project-Specific WQMP Exhibit located in Appendix 1.
3.Prepare a Table and Narrative:Check off the corresponding requirements listed in Column 3 in the Pollutant Sources/Source Control Checklist. In the left column of Table G.1 below, list each potential source of runoff Pollutants on your site (from those that you checked in the Pollutant Sources/Source Control Checklist). In the middle column, list the corresponding permanent, Structural Source Control BMPs (from Columns 2 and 3 of the Pollutant Sources/Source Control Checklist) used to prevent Pollutants from entering runoff.Add additional narrative in this column that explains any special features, materials or methods of construction that will be used to implement these permanent, Structural Source Control BMPs.
4.Identify Operational Source Control BMPs:To complete your table, refer once again to the Pollutant Sources/Source Control Checklist. List in the right column of your table the Operational BMPs that should be implemented as long as the anticipated activities continue at the site. Co-Permittee stormwater ordinances require that applicable Source Control BMPs be implemented; the same BMPs may also be required as a condition of a use permit or other revocable Discretionary Approval for use of the site.
Table F.1 Permanent and Operational Source Control Measures Potential
Sources of
Runoff
pollutants
Permanent Structural Source
Control BMPs
Operational Source Control BMPs
A. Onsite storm
drain inlets
Mark all inlets with the words “Only Rain
Down the Storm Drain” or similar. Catch
basin markers may be available from the
RCFC&WCD, call 951.955.1200 to verify.
(CASQA BMP SD-13, “Storm Drain Signage”)
Maintain and periodically repaint or replace inlet markings; Provide stormwater pollution prevention information to new site owners, lessees, or operators;
See applicable operational BMPs in Fact Sheet SC-74 “Drainage System Maintenance” Provided in Appendix 8 of this report.
Include in the following lease agreements: “Tenant shall now allow anyone to discharge anything to storm drains or to store or deposit materials so as to create a potential discharge to storm drains”.
B. Interior floor drains Floor Drains are connected to the Grease Waste plumbing system which is directly
connected to a grease interceptor which is
Inspect and maintain drains to prevent blockages and overflow
25 then connected to the sanitary sewer
system.
D2. Landscape/outdoor
pesticide use (including
bioswales)
Onsite landscaping is designed to minimize
irrigation and runoff, to promote surface
infiltration where appropriate, and to the
minimize the use of fertilizers and pesticides
that can contribute to stormwater pollution.
Landscaping that is tolerant to saturated soil
are proposed within areas of proposed
water retention and collection. Pest
resistant landscaping is proposed for
project.
Plants appropriate to site soils, slopes,
climate, sun, wind, rain, land use, air
movement, ecological consistency, and
plant interactions have been chosen for this
project.
(CASQA BMP SD-10, “Site Design and
Landscaping Planning” and SD-12,
“Efficient Irrigation”)
Maintain landscaping using minimum or no pesticides
See applicable operational BMPs in “What you should know for…Landscape and Gardening: at
http://rcflood.org/stormwater/Downloads?LandscapeGardenBrochure.pdf Provide IPM information to new owners, lessees and operators.
Applicable operational BMPs in “What you should know for… Landscape and Gardening”
·Never apply pesticides or fertilizers when rain is predicted within the next 48 hours
·Do not overwater
·Do not rake or blow leaves, clippings, or pruning waste into the street, gutter, or storm drain. Dispose of green waste by composting, hauling it to a permitted landfill, or recycling it through the City’s program
G. Refuse Areas Refuse for business operation will be
collected in the trash enclosure located
at the southwest of the site. Public or
commercially authorized trash
collection services will be utilized to
dispose of refuse. The trash enclosure
is fitted with Masonry walls and an
impermeable roof membrane to
prevent storm water directly on the
collection area. The trash enclosure
area has a concrete flooring that is
sloped in case of spills and to minimize
risk of water ponding. The size and
design of the trash enclosure meets all
municipal requirements.
Signs on the enclosure will state that
‘do not dump hazardous materials
here’ or similar.
All trash bins in the trash enclosure
shall be leak free and shall have a lid
and be continuously closed.
(CASQA BMP SD-32, “Trash Storage
Areas”)
Source control BMP will be implemented based on the following:
·Provide adequate number of receptacles. Inspect
receptacles regularly; repair or replace leaky receptacles.
Keep receptacles covered. Prohibit/prevent dumping of
liquid or hazardous wastes. Post “no hazardous
materials” signs. Inspect and pick up litter daily and clean up spills immediately. Keep spill control material
available on site. See Fact Sheet SC-34, “Waste Handling and Disposal” in the CASQA Stormwater Quality
Handbooks at www.cabmphandbooks.com
·Any standing liquids must be cleaned up and disposed of properly using a mop and bucket or a wet/dry vacuum
machine. All non-hazardous liquids without solid trash
may be put in the sanitary sewer.
O.Miscellaneous
Drain or Wash Water
or Other Sources:
·Water
Heater lines
·Condensate
drain lines
·Rooftop
equipment
Water Heater lines will be connected
directly to the sanitary sewer system.
Condensate lines will be connected
directly to sanitary sewer system.
Rooftop equipment with potential to
produce pollutants will be located on
the roof of the building.
Roofing, gutters, and trim will not
contain copper or any unprotected
metals that leach into runoff.
Additional Operational BMPs suggested on Fact Sheet SC-10:
·Train employees to identify non-stormwater discharges
and report them to appropriate departments
26 ·Roofing,
gutters,
and trim
P. Plazas, sidewalks,
and parking lots
Parking lots and sidewalks are sloped to
prevent storm water ponding. Onsite
storm drain is designed to efficiently
direct storm water into drainage
appurtenances.
Sweep plazas, sidewalks, and parking lots regularly to prevent accumulation of litter and debris. Collect debris from pressure washing to prevent entry into the storm drain system. Collect wash water containing any cleaning agent or degreaser and discharge to the sanitary sewer not to a storm drain.
Section G:Construction Plan Checklist
Populate Table G.1 below to assist the plan checker in an expeditious review of your project. The first two columns will contain information that was prepared in previous steps, while the last column will be populated with the corresponding plan sheets. This table is to be completed with the submittal of your final Project-Specific WQMP.
Table G.1 Construction Plan Cross-reference
BMP No. or
ID
BMP Identifier and
Description
Corresponding Plan Sheet(s)BMP Location (Lat/Long)
BMP 1 BIORETENTION
BASIN
PW2021-0690, Sheet 8 33°55'55.3"N; 116°56'52.6"W
Note that the updated table — or Construction Plan WQMP Checklist — is only a reference tool to facilitate an easy comparison of the construction plans to your Project-Specific WQMP. Co-Permittee staff can advise you regarding the process required to propose changes to the approved Project-Specific WQMP.
Note: Coordinates for BMP locations is in California State Plane Zone 6
27 Section H:Operation, Maintenance and Funding
The Co-Permittee will periodically verify that Stormwater BMPs on your site are maintained and continue to operate as designed. To make this possible, your Co-Permittee will require that you include in Appendix 9 of this Project-Specific WQMP:
1.A means to finance and implement facility maintenance in perpetuity, including replacement cost.
2.Acceptance of responsibility for maintenance from the time the BMPs are constructed until responsibility for operation and maintenance is legally transferred. A warranty covering a period following construction may also be required.
3.An outline of general maintenance requirements for the Stormwater BMPs you have selected.
4.Figures delineating and designating pervious and impervious areas, location, and type of Stormwater BMP, and tables of pervious and impervious areas served by each facility. Geo- locating the BMPs using a coordinate system of latitude and longitude is recommended to help facilitate a future statewide database system.
5.A separate list and location of self-retaining areas or areas addressed by LID Principles that do not require specialized O&M or inspections but will require typical landscape maintenance as noted in Chapter 5, pages 85-86, in the WQMP Guidance. Include a brief description of typical landscape maintenance for these areas.
Your local Co-Permittee will also require that you prepare and submit a detailed Stormwater BMP Operation and Maintenance Plan that sets forth a maintenance schedule for each of the Stormwater BMPs built on your site. An agreement assigning responsibility for maintenance and providing for inspections and certification may also be required.
Details of these requirements and instructions for preparing a Stormwater BMP Operation and Maintenance Plan are in Chapter 5 of the WQMP Guidance Document.
Maintenance Mechanism:Maintenance and clearing of the LID BMPs shall be in accordance with the Maintenance Responsibility/Frequency Matrix in Appendix 9.
Owner will be responsible for all BMP implementation, operation, and maintenance until such time that the buildings are sold.
Will the proposed BMPs be maintained by a Homeowners’ Association (HOA) or Property Owners Association (POA)?
Y N
Include your Operation and Maintenance Plan and Maintenance Mechanism in Appendix 9. Additionally, include all pertinent forms of educational materials for those personnel that will be maintaining the proposed BMPs within this Project-Specific WQMP in Appendix 10.
28 Appendix 1: Maps and Site Plans
Location Map, WQMP Site Plan and Receiving Waters Map
VICINITY MAP
N.T.S.
PROJECT
SITE
10
PROJECT LOCATION
SAN TIMOTEO
CREEK
SANTA ANA
RIVER (REACH 4)
PRADO
RESERVOIR
ULTIMATELY
DISCHARGES TO
PACIFIC OCEAN
SANTA ANA
RIVER (REACH 3)
SANTA ANA
RIVER (REACH 2)
SANTA ANA
RIVER (REACH 5)
Project
Location
20,000 GAL
REG
U
L
AR
12 ,000 GAL
D
I
E
S
E
L
8 ,
0 0
0 GA
L
PREMI U M
CL
E
A
N
A
I
R
/
VA
N
P
O
O
L
/
E
V
FU
T
U
R
E
E
V
S
E
CL
E
A
N
A
I
R
/
VA
N
P
O
O
L
/
E
V
FU
T
U
R
E
E
V
S
E
CL
E
A
N
A
I
R
/
VA
N
P
O
O
L
/
E
V
AI
R
/
W
A
T
E
R
CL
E
A
N
A
I
R
/
VA
N
P
O
O
L
/
E
V
CL
E
A
N
A
I
R
/
VA
N
P
O
O
L
/
E
V
℄
℄
A
8 DD
B
8 3
:
1 M
A
X
8" FROM TC
1.0'
2.5'
6"
PAVEMENT PER PLAN
2"-4" OF SHREDDED
AGED HARDWOOD MULCH
SECTION A (TYPICAL BIO-RETENTION BASIN)
N.T.S
1' BENCH
6" CURB AND GUTTER
MATCH RG
WRAP SIDES IN 30 MIL NON
PERMEABLE PVC LINER. SECURE
LINER WITH STEEL SPLICING STAKE/
LINE STAKE/ OR STAPLES AT 5' O.C.
6" PVC SDR
PERFORATED PIPE
SLOPED AT 0.5% MIN
2.5' MIN ENGINEERED SOIL
MEDIA PER RIVERSIDE
COUNTY LID MANUAL.
1.0' MIN OF 1" - 2.5" DIAMETER
STONE AGGREGATE
TOE OF BASIN
PER PLAN
TOP OF BASIN PER PLAN
4:1 MAX
12" PVC CONNECTION TO
UNDERGROUND STORAGE
DEVICE
100YR
WSE
SECTION B (UNDERGROUND STORAGE)
N.T.S
4" SDR-35 PVC PIPE
INV OUT: 2590.03
TOP OF R TANK: 2594.20
1.20'
4.20'
PAVEMENT SECTION PER PLAN
15" PVC PIPE
INV OUT (EAST): 2589.90
10" SDR-35 PVC PIPE
INV IN (WEST): 2590.00
4" SDR-35 PVC PIPE
INV IN (SOUTH): 2590.00
10" SDR-35 PVC PIPE
INV OUT: 2591.44
STORM DRAIN MANHOLE
2.93' MIN
3.74' MAX
BOTTOM OF R TANK: 2590.00
2YR
WSE 4.09'
NORTH
PROJECT
SITE
10 BMP ID AREA (SF)
DESIGN CAPTURE VOLUME (CF)
RCFC LID Design Handbook - Sec.
2.1 PROPOSED TREATMENT VOLUME (CF)
RCFC LID Design Handbook - Sec. 3.5
DMA1 AREA (SQ FT)
PERVIOUS 12,242
IMPERVIOUS 24,440
TOTAL 36,682
DMA
1 36,6821 1,284 1,394
SOURCE CONTROL BMPS
BMP ID BMP DESCRIPTION
SC-1 PREVENT ILLICIT DISCHARGE INTO MS4 ---> ALL LANDSCAPE AREAS (TYP.) SC-2 STORM DRAIN STENCILING AND SIGNAGE ---> ALL SD GRATED INLETS, CURB CUTS (TYP.) SC-5 TRASH AND STORAGE AREAS
SC-6 ADDITIONAL BMPS BASED ON POTENTIAL SOURCES OF RUNOFF POLLUTANTS A.ON-SITE STORM DRAIN INLETS
D.NEED FOR FUTURE INDOOR AND SOURCE CONTROL
E.LANDSCAPE / OUTDOOR PESTICIDE USE
G.FOOD PREPARATION AND / OR SERVICE
H.REFUSE / TRASH COLLECTION AREAS
O.FIRE SPRINKLER TEST WATER AND RELIEF POINT
P.MISCELLANEOUS DRAIN OR WASH DOWN AREAS
Q.PLAZA, SIDEWALKS, PARKING LOTS
SITE DESIGN BMPS
BMP ID BMP DESCRIPTION
SD-2 CONSERVE NATURAL AREAS, SOIL,S, AND VEGETATION
SD-3 MINIMIZE IMPERVIOUS AREAS
SD-4 MINIMIZE SOIL COMPACTION
SD-7 LANDSCAPING WITH NATIVE OR DROUGHT TOLERANT LANDSCAPING Q2 - 24-HOUR
PRE-DEVELOPED 0.44 CFS
POST-DEVELOPED 0.43 CFS
-2.3 %
Q100 - PEAK
4.99 CFS
4.98 CFS
-0.2 %
CONDITION
% DELTA
29 Appendix 2: Construction Plans
Grading and Drainage Plans
33
DATEBRYAN NORD
R.C.E. 87326
No. 87326
S H E E T
1 07.09.2021
1675 E EIGHTH STREET
ON-SITE IMPROVEMENT PLANS FOR:
PROJECT
SITE
10 N
H
I
G
H
L
A
N
D
SP
R
I
N
G
S
A
V
E
E 8TH STREET
W RAMSEY STREET
WILSON STREET
VICINITY MAP
BRYAN NORD R.C.E. NO. 87326 EXP. DATE DATE
CITY OF BEAUMONT, CA 92223
NO SCALE
COVER SHEET
1 BASIS OF BEARING
THE BASIS OF BEARINGS SHOWN HEREON ARE BASED ON THE
CENTER LINE OF 8TH STREET, BEING SOUTH 89°10'30" WEST, AS SHOWN ON PARCEL MAP NO.5570 RECORDED OCTOBER 9, 1973 AS NO. 131938 IN THE OFFICE OF THE COUNTY RECORDER OF
RIVERSIDE COUNTY.
BENCHMARK
CITY OF BEAUMONT BENCHMARK NO 07.A.82
LOCATED AT THE SOUTHEAST CORNER OF THE INTERSECTION OF
OAK VALLEY PARKWAY AND PENNSYLVANIA AVENUE, 59.0 FEET
SOUTHERLY AND 22.0 FEET EASTERLY OF THE CENTERLINE
INTERSECTION. 1-3/8" BRASS CAP MONUMENT MARKED "CITY B.M. 7".
ELEVATION = 2678.277 U.S. SURVEY FEET (1982)
LEGAL DESCRIPTION
PARCEL 1 OF PARCEL MAP NO. 5570, AS SHOWN BY MAP ON FILE IN BOOK 10, PAGE 34 OF PARCEL MAPS, RIVERSIDE COUNTY RECORDS.
ASSESSOR PARCEL NUMBER
419-150-034
PRIVATE ENGINEER'S NOTICE TO CONTRACTOR
1.THE EXISTENCE AND LOCATION OF ANY UNDERGROUND UTILITIES OR
STRUCTURES SHOWN ON THESE PLANS ARE OBTAINED BY A SEARCH OF AVAILABLE RECORDS. TO THE BEST OF OUR KNOWLEDGE, THERE ARE NO EXISTING UTILITIES EXCEPT THOSE SHOWN ON THESE PLANS. THE
CONTRACTOR IS REQUIRED TO TAKE ALL PRECAUTIONARY MEASURES TO
PROTECT THE UTILITIES SHOWN, AND ANY OTHER LINES OR STRUCTURES
NOT SHOWN ON THESE PLANS AND IS RESPONSIBLE FOR THE PROTECTION
OF, AND ANY DAMAGE TO THESE LINES OR STRUCTURES
2.IT SHALL BE THE CONTRACTORS RESPONSIBILITY TO NOTIFY THE OWNER OF ALL UTILITIES OR STRUCTURES CONCERNED BEFORE STARTING WORK.
3.QUANTITIES SHOWN HEREON ARE PROVIDED FOR BIDDING PURPOSES ONLY.
CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING ALL QUANTITIES PRIOR TO BIDDING FOR CONSTRUCTION.
4.THE PRIVATE ENGINEER SIGNING THESE PLANS IS RESPONSIBLE FOR ASSURING THE ACCURACY AND ACCEPTABILITY OF THE DESIGN HEREON. IN
THE EVENT OF DISCREPANCIES ARISING AFTER CITY APPROVAL OR DURING
CONSTRUCTION, THE PRIVATE ENGINEER SHALL BE RESPONSIBLE FOR
DETERMINING AN ACCEPTABLE SOLUTION AND REVISING THE PLANS FOR APPROVAL BY THE CITY.
GEOTECHNICAL REPORT
SOILS REPORT AND RECOMMENDATIONS BY SALEM ENGINEERING
GROUP, INC. PROJECT NO. 3-220-0008, DATED JANUARY 31, 2020
PROJECT DIRECTORY
OWNER:
DUTCH BROS COFFEE INC.
110 SW 4TH STREET
GRANTS PASS, OR 97526
CONTACT: DANIEL BATTY
[email protected]
541-218-8806
ARCHITECT
ARMET DAVIS NEWLOVE AND
ASSOCIATES.
1330 OLYMPIC BLVD.
SANTA MONICA, CA 90404
CONTACT: PAUL DEPPE
[email protected]
310-452-5533
CIVIL CONTACT:
KIMLEY-HORN, INC.
401 B STREET, STE 600
SAN DIEGO, CA 92101
CONTACT: STEVEN POLLOCK
[email protected]
619-272-7112
GEOTECHNICAL ENGINEER:
SALEM ENGINEERING GROUP
8711 MONROE COURT
RANCHO CUCAMONGA, CA 91730
CONTACT: CLARENCE JIANG
909-980-6455
REFERENCE DOCUMENTS
1. CITY OF BEAUMONT APPROVED ENTITLEMENTS DATED OCTOBER 8, 2020 (PP2020-0276, CUP2020-00046, PM2020-0007, ENV2020-0002)
2. CITY OF BEAUMONT STREET IMPROVEMENT PLANS AND ROUGH
GRADING (PW2020-0609)
3. PARCEL MAP NO. 37938
4. SWQMP PREPARED BY KIMLEY HORN, DATED JUNE 2021
5. DRAINAGE STUDY PREPARED BY KIMLEY HORN, DATED JUNE 2021
6. PRECISE GRADING FOR PHASE 1, EAST PARCEL, PW2021-0645
SITE INFORMATION
APN: PORTION OF 419-150-034
ZONING:CC - COMMUNITY COMMERCIAL
SITE AREA: 0.84 AC (36,682 SF)
UTILITY PURVEYORS
STORM:CITY OF BEAUMONT/RIVERSIDE COUNTY FLOOD CONTROL
WATER:BEAUMONT-CHERRY VALLEY WATER DISTRICT
SEWER:CITY OF BEAUMONT
GAS:SOCAL GAS COMPANY
ELECTRICITY:SOUTHERN CALIFORNIA EDISON
WORK TO BE DONE
THE IMPROVEMENT WORK SHALL BE PERFORMED IN ACCORDANCE WITH THE
FOLLOWING DOCUMENTS, CURRENT AT THE TIME OF CONSTRUCTION, AS DIRECTED BY THE CITY ENGINEER.
1.BEAUMONT MUNICIPAL CODE.
2.FOR STREETS: RIVERSIDE COUNTY ORDINANCE NO. 461.
FLOOD CONTROL FACILITIES: THE RIVERSIDE COUNTY FLOOD CONTROL AND
WATER CONSERVATION DISTRICT'S STANDARDS FOR FLOOD CONTROL FACILITIES.
SANITARY SEWER FACILITIES: THE EASTERN MUNICIPAL WATER DISTRICT'S STANDARDS FOR SANITARY SEWER FACILITIES.
ALL OTHER PUBLIC WORKS: THE STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION (GREEN BOOK).
3.THIS SET OF PLANS.
4.RESOLUTION NO PP2020-0276, CUP2020-00046, PM2020-0007, ENV2020-0002 DATED 10/8/2020.
5.SOILS REPORT AND RECOMMENDATIONS BY SALEM ENGINEERING GROUP, DATED JANUARY 31, 2020.
ABBREVIATIONS
AC.ACRES
APN ASSESSOR'S PARCEL NUMBER
BLDG BUILDING
BOT BOTTOM OF PIPE
CB CATCH BASIN
CIP CAST-IN-PLACE
CMU CONCRETE MASONRY UNIT
EG EXISTING GRADE
EP EDGE OF PAVEMENT
ESCP EROSION SEDIMENT CONTROL PLAN
ESMT.EASEMENT
EX EXISTING
FF FINISHED FLOOR ELEVATION
FG FINISHED GRADE
FH FIRE HYDRANT
FL FLOW LINE
FS FINISHED SURFACE
FW FIRE WATER
GB GRADE BREAK
HP HIGH POINT
IE INVERT
LP LOW POINT
MH MANHOLE
N.T.S NOT TO SCALE
PC POINT OF CURVATURE
PPD PRECISE PLAN OF DESIGN
PROP PROPOSED
PL PROPERTY LINE
RL RIDGE LINE
RG ROUGH GRADED
ROS RECORD OF SURVEY
RS RECORD SURVEY
R/W RIGHT-OF-WAY
SF SQUARE FEET
SWLK SIDEWALK
TC TOP OF CURB
TG TOP OF GRATE
TOE BOTTOM OF BASIN
TOP TOP OF PIPE/BASIN
TP TOP OF PAVEMENT
TW TOP OF WALL
TYP TYPICAL
DECLARATION OF RESPONSIBLE CHARGE
I HEREBY DECLARE THAT I AM THE ENGINEER OF WORK FOR THIS PROJECT, THAT I HAVE
EXERCISED RESPONSIBLE CHARGE OVER THE DESIGN OF THE PROJECT AS DEFINED IN SECTION 6703 OF THE BUSINESS AND PROFESSIONS CODE, AND THAT THE DESIGN IS CONSISTENT WITH CURRENT STANDARDS.
I UNDERSTAND THAT THE CHECK OF PROJECT DRAWINGS AND SPECIFICATIONS BY THE CITY OF
BEAUMONT IS CONFINED TO A REVIEW ONLY AND DOES NOT RELIEVE ME, AS ENGINEER OF WORK, OF MY RESPONSIBILITIES FOR PROJECT DESIGN.
SHEET LIST TABLE
SHEET NUMBER SHEET TITLE
1 COVER SHEET
2 GENERAL NOTES
3 EROSION CONTROL
4 EROSION CONTROL DETAILS
5 SITE PLAN
6 HORIZONTAL CONTROL
7 PRECISE GRADING PLAN
8 PRECISE GRADING PLAN
9 UTILTIES
10 DETAILS
11 DETAILS
LEGEND
EXISTING PROPERTY LINE/ ROW
PROPOSED PL / ROW (PM 37938)
CENTERLINE
SETBACK LINE
EASEMENT
ACCESSIBLE PATH OF TRAVEL
FINISHED SURFACE CONTOUR
ELEVATION
EXISTING SURFACE ELEVATION
CONTOUR
MATCH LINE
PROPOSED PRIVATE STORM DRAIN
DAYLIGHT LINE. MATCH ROUGH
GRADE
HEAVY DUTY ASPHALT PER DETAIL 1,
SHEET
STANDARD DUTY ASPHALT SECTION
PER DETAIL 1, SHEET
HEAVY DUTY CONCRETE PER DETAIL
1, SHEET
STANDARD DUTY CONCRETE PER
DETAIL 1, SHEET
LANDSCAPING. SEE LANDSCAPE
PLAN
BIO-FILTRATION AREA
APPROXIMATE CIVIL LIMIT OF WORK
LINE
SILT FENCE (DETAIL 2 SHEET 4)
CONSTRUCTION FENCE WITH GREEN
SCREEN
CONSTRUCTION ENTRANCE (DETAIL
4, SHEET 4)
STOCKPILE AREA
SANITARY AREA, TRASH STORAGE,
HAZARDOUS MATERIAL, CONCRETE
MANAGEMENT, VEHICLE
MAINTENANCE
AND EQUIPMENT STORAGE AREA
MATERIAL STORAGE
AND DELIVERY
XXXX
(XXXX)
SD
||||
>>>>>
X X
THESE PLANS HAVE BEEN REVIEWED FROM A GEOTECHNICAL STANDPOINT ONLY.
BASED UPON THAT REVIEW, IT APPEARS THE PLANS ARE IN GENERAL
CONFORMANCE WITH THE RECOMMENDATION CONTAINED IN THE GEOTECHNICAL
INVESTIGATION REPORT PREPARED FOR THE PROPOSED MULTI-TENANT DEVELOPMENT 8TH STREET AND HIGHLAND SPRINGS AVENUE, BEAUMONT, CA.
SALEM PROJECT NO. 3-220-0008 DATED JANUARY 31, 2020.
CLARENCE JIANG, RGE DATE
SOILS ENGINEER CERTIFICATION
No. 87326
CONDITION OF APPROVAL 103
COA 103 BIO-1. IF CONSTRUCTION IS SCHEDULED TO OCCUR BETWEEN FEBRUARY 1 AND AUGUST 31, A BREEDING BIRD SURVEY FOLLOWING THE
RECOMMENDED GUIDELINES OF THE MBTA MAY BE REQUIRED TO DETERMINE IF NESTING IS OCCURRING. A QUALIFIED BIOLOGIST SHALL CONDUCT A BREEDING BIRD SURVEY NO MORE THAN 30 DAYS PRIOR TO THE START OF CONSTRUCTION TO DETERMINE IF NESTING IS OCCURRING. IF OCCUPIED
NESTS ARE FOUND, THEY SHALL NOT BE DISTURBED UNLESS THE QUALIFIED
BIOLOGIST VERIFIES THROUGH NON-INVASIVE METHODS THAT EITHER (A) THE ADULT BIRDS HAVE NOT BEGUN EGG-LAYING AND INCUBATION; OR (B) THE
JUVENILES FROM THE OCCUPIED NESTS ARE CAPABLE OF INDEPENDENT SURVIVAL. IF THE BIOLOGIST IS NOT ABLE TO VERIFY ONE OF THE ABOVE
CONDITIONS, THEN NO DISTURBANCE SHALL OCCUR WITHIN A DISTANCE SPECIFIED BY THE QUALIFIED BIOLOGIST FOR EACH NEST OR NESTING SITE.
THE QUALIFIED BIOLOGIST WILL DETERMINE THE APPROPRIATE DISTANCE IN
CONSULTATION WITH THE CALIFORNIA DEPARTMENT OF FISH AND WILDLIFE AND THE U.S. FISH AND WILDLIFE SERVICE.
NOT FOR CONSTRUCTION
EARTHWORK RESULTS
LOT SIZE (ACRES)0.84
CUT (CU. YD.)16
FILL (CU. YD.)1205
NET FILL (CU. YD.)1190
DATEBRYAN NORD
R.C.E. 87326
No. 87326
S H E E T
1 07.09.2021
GENERAL NOTES
2 GRADING NOTES
1.ALL GRADING SHALL CONFORM TO THE CITY OF BEAUMONT MUNICIPAL CODE , 2019 CALIFORNIA BUILDING CODE, CALIFORNIA PLUMBING CODE, CALGREEN CODE, STANDARD SPECIFICATIONS FOR PUBLIC WORKS CONSTRUCTION, "LATEST EDITION" AND RECOMMENDATIONS OF THE SOILS ENGINEER. NO WORK SHALL COMMENCED UNTIL ALL PERMITS HAVE BEEN OBTAINED FROM THE CITY AND OTHER APPROPRIATE AGENCIES.
2.ALL PROPERTY CORNERS SHALL BE CLEARLY DELINEATED IN THE FIELD PRIOR TO COMMENCEMENT OF ANY CONSTRUCTION /GRADING.
3.DURING ROUGH GRADING OPERATIONS AND PRIOR TO CONSTRUCTION OF PERMANENT DRAINAGE STRUCTURES, TEMPORARY DRAINAGE AND EROSION CONTROL SHOULD BE PROVIDED TO PREVENT PONDING WATER, SEDIMENT TRANSPORTATION, AND DAMAGE TO ADJACENT PROPERTIES.
4.DUST SHALL BE CONTROLLED BY WATERING OR OTHER APPROVED METHODS.
5.NO FILL SHALL BE PLACED ON EXITING GROUND THAT HAS NOT BEEN CLEARED OF WEEDS. DEBRIS, TOPSOIL AND OTHER DELETERIOUS MATERIAL.
6.MAXIMUM CUT AND FILL SLOPE = 2: 1 EXCEPT WHERE SPECIFICALLY APPROVED OTHERWISE.
7.STABILITY CALCULATIONS WITH A FACTOR OF SAFETY OF AT LEAST ONE AND FIVE TENTHS (1.5) SHALL BE SUBMITTED BY A SOILS ENGINEER TO THE PUBLIC WORKS DEPARTMENT.
8.PROVIDE A 5' WIDE BY 1' HIGH BERM OR EQUIVALENT ALONG THE TOP OF ALL FILL SLOPES OVER 5' HIGH.
9.PROVIDE A BROW DITCH DESIGNED TO HANDLE 100 YR STORM FLOWS ALONG THE TOP OF CUT SLOPES.
10.MINIMUM BUILDING PAD AND DRAINAGE SWALE SLOPE SHALL BE 1% IF CUT OR FILL IS LESS THAN 10'. 2% IF CUT OR FILL IS GREATER THAN 10'. DRAINAGE SWALES SHALL BE A MINIMUM OF
0.2' DEEP AND BE CONSTRUCTED A MINIMUM OF 2' FROM THE TOE OF CUT OR FILL SLOPES.
11.NO OBSTRUCTION OF FLOODPLAIN OR NATURAL WATER COURSES SHALL BE PERMITTED.
12.ALL EXISTING DRAINAGE COURSES ON THE PROJECT SITE SHALL CONTINUE TO FUNCTION, ESPECIALLY DURING STORM CONDITIONS, PROTECTIVE MEASURES AND TEMPORARY DRAINAGE PROVISIONS MUST BE USED TO PROTECT ADJOINING PROPERTIES DURING GRADING OPERATIONS.
13.FINISH GRADE SHALL BE SLOPED AWAY FROM ALL EXTERIOR WALLS AT NOT LESS THAN 5% FOR A MINIMUM OF 10'.
14.CUT AND FILL SLOPES EQUAL TO OR GREATER THAN 3' IN VERTICAL HEIGHT SHALL BE PLANTED WITH GRASS OR GROUND COVER TO PROTECT THE SLOPE FROM EROSION AND
INSTABILITY IN ACCORDANCE WITH CITY OF BEAUMONT REQUIREMENTS PRIOR TO FINAL GRADING INSPECTION
15.ALL SLOPES REQUIRED TO BE PLANTED SHALL BE PLANTED WITH APPROVED GROUND COVER AT 12" ON CENTER. SLOPES EXCEEDING 15' IN VERTICAL HEIGHT SHALL BE PLANTED WITH APPROVED TREES SPACED NOT TO EXCEED 20' ON CENTER OR SHRUBS NOT TO EXCEED 10' OR A COMBINATION OF SHRUBS AND TREES NOT TO EXCEED 15' IN ADDITION TO A GRASS MIX GROUND COVER. SLOPES EQUAL TO OR GREATER THAN 4' IN VERTICAL HEIGHT SHALL BE PROVIDED WITH AN IN-GROUND IRRIGATION SYSTEM COMPLETE WITH AN APPROPRIATE BACKFLOW PREVENTION DEVICE PER CITY REQUIREMENTS.
16.IF STEEP SLOPING TERRAIN OCCURS UPON WHICH FILL IS TO BE PLACED. IT MUST BE CLEARED, KEYED, AND BENCHED INTO FIRM NATURAL SOIL FOR FULL SUPPORT. PREPARATION SHALL BF APPROVED BY A SUITABLY QUALIFIED AND REGISTERED GEOTECHNICAL ENGINEER OR GEOLOGIST PRIOR TO PLACEMENT OF FILL MATERIAL.
17.ALL GRADING SHALL BE CONTINUOUSLY OBSERVED BY A COMPETENT SOILS ENGINEER WHO SHALL VERIFY THAT ALL FILL HAS BEEN PROPERLY PLACED AND WHO SHALL SUBMIT A FINAL COMPACTION REPORT FOR ALL FILLS OVER 1' DEEP.
18.A FINAL GEOTECHNICAL REPORT OF COMPLETION OF THE ROUGH GRADING, STATING SUBSTANTIAL CONFORMANCE WITH THE APPROVED GRADING PLAN, SHALL BE SUBMITTED TO THE BUILDING AND SAFETY DEPARTMENT AND THE PUBLIC WORKS DEPARTMENT PRIOR TO REQUESTING INSPECTION AND ISSUANCE OF BUILDING PERMITS. CERTIFICATIONS SHALL INCLUDE LINE GRADES, ELEVATIONS, AND LOCATION OF CUT/FILL SLOPES.
19.A LAND SURVEYOR OR ENGINEER AUTHORIZED TO PRACTICE LAND SURVEYING SHALL SUBMIT A PAD CERTIFICATION FOR ALL PADS. THE ELEVATION WITH RESPECT TO MEAN SEA LEVEL SHALL BE GIVEN. IF AN ELEVATION WITH RESPECT TO ADJACENT GROUND SURFACE IS REQUIRED, THE ACTUAL DISTANCE ABOVE THE ADJACENT GROUND SHALL BE GIVEN.
20.A GEOTECHNICAL ENGINEER OR GEOLOGIST SHALL SUBMIT TO THE BUILDING AND SAFETY DEPARTMENT AND THE PUBLIC WORKS DEPARTMENT A FINAL GEOTECHNICAL REPORT OF COMPLETION OF FINAL GRADING STATING SUBSTANTIAL CONFORMANCE WITH THE APPROVED PLANS FOR ALL GRADING DESIGNATED AS "ENGINEERED GRADING”.
21.THE CONTRACTOR SHALL NOTIFY THE PUBLIC WORKS DEPARTMENT AT LEAST 24 HOURS IN ADVANCE REQUESTING FINISH LOT GRADE AND DRAINAGE INSPECTION. THIS INSPECTION MUST BE APPROVED PRIOR TO BUILDING PERMIT FINAL INSPECTION FOR EACH LOT.
22.ALL STORM DRAINS, CATCH BASINS, AND STORM WATER RUNOFF STRUCTURES WILL BE PROVIDED WITH ADEQUATE CAPABILITIES TO FILTER AND RETAIN SEDIMENT, GRIT, OIL, AND
GREASE TD PREVENT POLLUTION IN STORM WATER RUNOFF IN COMPLIANCE WITH THE CITY OF BEAUMONT'S BEST MANAGEMENT PRACTICES AND BEAUMONT'S DRAINAGE MASTER PLAN FOR STORMWATER AS WELL AS BEST MANAGEMENT PRACTICES IDENTIFIED IN THE CURRENT REPORT OF WASTE DISCHARGE FOR RIVERSIDE COUNTY PERMITTEES.
23.CONTRACTOR SHALL NOTIFY UNDERGROUND SERVICE ALERT TWO DAYS BEFORE DIGGING AT 8-1-1 AND THE FOLLOWING UTILITY OR AGENCIES A MINIMUM OF TWO WORKING DAYS PRIOR TO COMMENCING ANY CONSTRUCTION OR GRADING:
a.CITY OF BEAUMONT 951.769.8520
b.AT&T 800.892.0123
c.SOUTHERN CALIFORNIA GAS COMPANY 800.427.2000
d.BEAUMONT CHERRY VALLEY WATER DISTRICT 951.845.9581
e.EDISON 800.409.2365
f.SPECTRUM 855.900.6880
26.TRENCHING FOR UTILITIES AND STRUCTURES IS NOT ALLOWED UNTIL A SOIL COMPACTION REPORT IS SUBMITTED TO AND APPROVED BY THE PUBLIC WORKS DEPARTMENT.
27.THE CONTRACTOR SHALL MAINTAIN ADJACENT STREETS IN A NEAT, SAFE, CLEAN AND SANITARY CONDITION AT ALL TIMES AND TO THE SATISFACTION OF THE CITY'S INSPECTOR. THE ADJACENT STREETS SHALL BE KEPT CLEAN OF SEDIMENT, DEBRIS AND OTHER NUISANCES AT ALL TIMES. THE DEVELOPER SHALL BE RESPONSIBLE FOR ANY CLEAN UP ON ADJACENT STREETS AFFECTED BY THE CONSTRUCTION.
28.ALL OPERATIONS CONDUCTED ON THE SITE OR ADJACENT THERETO SHALL ADHERE TO THE NOISE ORDINANCE SET FORTH BY THE CITY MUNICIPAL CODE. ALL OPERATIONS SHALL BE LIMITED BY THE NOISE ORDINANCE TO THE LIMIT OF DECIBELS SPECIFIED FOR THE AREA AND TIME PERIOD. CONSTRUCTION ACTIVITIES WILL BE LIMITED TO THE PERIOD BETWEEN 7:00 A.M. AND 6:00 P.M. MONDAY THROUGH FRIDAY.
29.ALL OFF-SITE HAUL ROUTES SHALL BE SUBMITTED BY THE CONTRACTOR TO THE CITY ENGINEER FOR APPROVAL TWO FULL WORKING DAYS PRIOR TO BEGINNING OF WORK. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY DEBRIS OR DAMAGE OCCURRING ALONG THE HAUL ROUTE OR ADJACENT STREETS AS A RESULT OF THE GRADING OPERATION.
STORM DRAIN NOTES
1.CONTRACTOR SHALL CONSTRUCT THE DRAINAGE IMPROVEMENT SHOWN ON THE DRAWINGS IN CONFORMANCE WITH THE REQUIREMENTS OF THE RIVERSIDE COUNTY FLOOD CONTROL
AND WATER CONSERVATION DISTRICT DESIGN MANUAL STANDARD DRAWINGS, RECENT EDITION, THE SSPWC 'LATEST EDITION', AND IN CONFORMANCE WITH THE REQUIREMENTS OF THE BEAUMONT DRAINAGE MANAGEMENT PLAN.
2.CONTRACTOR SHALL COMPLY WITH THE STATE AND LOCAL SAFETY CODES DURING THE PROGRESS OF WORK.
3.CONSTRUCTION PROJECTS THAT DISTURB MORE THAN ONE ACRE MUST OBTAIN A NATIONAL POLLUTANT DISCHARGE ELIMINATION SYSTEM (NPDES) PERMIT. OWNER/DEVELOPERS ARE
REQUIRED TO FILE A NOTICE OF INTENT (NOI) WITH THE STATE WATER RESOURCES CONTROL BOARD (SWRCB) AND COMPLY WITH ALL REQUIREMENTS OF THE BEAUMONT DRAINAGE MANAGEMENT PLAN. BEAUMONT IS CO-PERMITTEE WITH R.CF.C. & W.C.D.
4.ALL STORM DRAINS, CATCH BASINS, AND STORM WATER RUNOFF STRUCTURES WILL BE PROVIDED WITH ADEQUATE CAPABILITIES TO FILTER AND RETAIN SEDIMENT AND DIRT, Of, AND
GREASE, TO PREVENT POLLUTION IN STORM WATER RUNOFF IN COMPLIANCE WITH THE CITY OF BEAUMONT'S BEST MANAGEMENT PRACTICES AND THE BEAUMONT DRAINAGE MASTER PLAN FOR STORM WATER AS WELL AS BEST MANAGEMENT PRACTICES IDENTIFIED IN THE CURRENT REPORT OF WASTE DISCHARGE FOR RIVERSIDE COUNTY PERMITTEES.
5.CONTRACTOR SHALL MAINTAIN ADJACENT STREETS IN A NEAT, SAFE, CLEAN AND SANITARY CONDITION AT ALL TIMES AND TO THE SATISFACTION OF THE COUNTY'S OR DISTRICT'S INSPECTOR. THE ADJACENT STREETS SHALL BE KEPT CLEAN OF DEBRIS, WITH DUST AND OTHER NUISANCE BEING CONTROLLED AT ALL TIMES. THE DEVELOPER SHALL BE RESPONSIBLE FOR ANY CLEAN UP ON ADJACENT STREETS AFFECTED BY HIS CONSTRUCTION. METHOD OF STREET CLEANING SHALL BE DRY SWEEPING OF ALL PAVED AREAS.
6.CONTRACTOR SHALL BE THE RESPONSIBILITY TO INSTALL AND MAINTAIN DURING CONSTRUCTION, REGULATORY GUIDE AND WARNING SIGNS WITHIN THE PROJECT LIMITS AND ITS SURROUNDINGS TO PROVIDE SAFE PASSAGE FOR THE TRAVELING PUBLIC AND WORKERS UNTIL THE FINAL COMPLETION AND ACCEPTANCE OF THE PROJECT BY THE CITY OF BEAUMONT.
7.CONTRACTOR AGREES THAT HE/SHE SHALL ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR THE JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THIS PROJECT.
INCLUDING SAFETY OF ALL PERSONS AND PROPERTY, THAT THIS REQUIREMENT SHALL APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS AND THAT THE
CONTRACTOR SHALL DEFEND, INDEMNIFY, AND HOLD THE OWNER, CITY OF BEAUMONT, AND THE DEVELOPER'S ENGINEER, HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT EXCEPTING FOR LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF THE OWNERS OR THE DEVELOPER'S ENGINEER.
8.CONTRACTOR SHALL BE THE RESPONSIBLE TO OBTAIN AN ENCROACHMENT PERMIT FOR ALL WORK PERFORMED WITHIN PUBLIC RIGHT-OF-WAY, DEDICATED AND ACCEPTED FOR PUBLIC USE; AND TO BE RESPONSIBLE FOR SATISFACTORY COMPLIANCE FOR ALL CURRENT ENVIRONMENTAL REGULATIONS DURING THE LIFE OF CONSTRUCTION ACTIVITIES FOR THIS PROJECT.
9.CONTRACTOR MUST NOTIFY THE CITY OF BEAUMONT AT (951) 769-8520 AT LEAST ONE WEEK PRIOR TO CONSTRUCTION.
10.CONTRACTOR MUST PROVIDE CONSTRUCTION SCHEDULE TO THE CITY OF BEAUMONT AT LEAST 48 HOURS PRIOR TO BEGINNING CONSTRUCTION.
11.CONTRACTOR MUST CALL UNDERGROUND SERVICE ALERT AT 811 AT LEAST 48 HOURS BEFORE EXCAVATION.
12.CONTRACTOR IS REQUIRED TO CONTACT ALL UTILITY AGENCIES REGARDING TEMPORARY SUPPORT AND SHORING REQUIREMENTS FOR THE VARIOUS UTILITIES SHOWN IN THE PLANS.
13.THE CONTRACTOR SHALL VERIFY, BY POT HOLING, THE LOCATION OF POTENTIALLY AFFECTED UTILITIES.
14.CONTRACTOR SHALL HAVE GEOTECHNICAL/SOILS ENGINEERING FIRM OBSERVE TRENCHING, BACKFILLING, & SOIL COMPACTION OF ALL UTILITY TRENCHES WITHIN ALL EASEMENTS & ROAD RIGHTS OF WAY. TWO SETS OF COMPACTION REPORTS CERTIFYING THAT WORKS WERE DONE IN CONFORMANCE TO STANDARDS & GEOTECHNICAL REPORT SHALL BE SUBMITTED AFTER EACH UTILITY TRENCH IS COMPLETED & CERTIFIED. COMPACTION REPORT MUST BE SUBMITTED TO THE DEPT. OF PUBLIC WORKS AT LEAST TWO WORKING DAYS BEFORE AGGREGATE BASE MATERIALS ARE PLACED ONSITE.
15.THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE CLEARING OF THE PROPOSED WORK AREA AND RELOCATION COSTS OF ALL EXISTING UTILITIES.
16.ELEVATIONS AND LOCATIONS OF UTILITIES SHOWN ARE APPROXIMATE UNLESS OTHERWISE NOTED. ALL UTILITIES SHOWN ARE TO BE PROTECTED IN PLACE UNLESS OTHERWISE NOTED.
17.ALL ELEVATIONS SHOWN ARE TO THE INVERTS OF PIPE, EXCEPT WHERE OTHERWISE NOTED.
18.STORM DRAIN PROFILES CONTAIN CALL--OUTS AND REFERENCE TO INTERSECTING STORM DRAIN LINES. INTERSECTIONS OF THESE JUNCTIONS ARE PROVIDED FOR REFERENCE ONLY.
CONTRACTOR IS TO OBTAIN INVERT ELEVATIONS FROM THE RESPECTIVE PROFILE OF THE INTERSECTING PIPE.
19.ALL STATIONING REFERS TO THE CENTERLINE OF CONSTRUCTION UNLESS OTHERWISE NOTED.
20.STATIONING FOR LATERALS AND CONNECTOR PIPE REFER TO THE CENTERLINE--CENTERLINE--INTERSECTION STATION.
21.ALL PIPE LENGTHS ARE HORIZONTAL PROJECTIONS (NOT TRUE LENGTHS OF PIPE) AND ARE THE BASIS OF THE ESTIMATES OF QUANTITIES. THE CONTRACTOR SHALL DETERMINE THE TRUE QUANTITY OF PIPE REQUIRED FOR THIS PROJECT PRIOR TO PLACING THE ORDER.
22.ALL CROSS SECTIONS ARE TAKEN LOOKING UPSTREAM.
23.OPENINGS RESULTING FROM THE CUTTING OR PARTIAL REMOVAL OF EXISTING CULVERTS, PIPES OR SIMILAR STRUCTURES TO BE ABANDONED SHALL BE SEALED WITH 6 INCHES OF CLASS “B” CONCRETE.
24.PIPE CONNECTED TO THE MAINLINE PIPE SHALL CONFORM TO JUNCTION STRUCTURE NO. 4 (JS 229) UNLESS OTHERWISE NOTED.
25.PIPE BEDDING SHALL CONFORM TO R.C.F.C. & W.C.D. STD. DWG. M 815
26."V" IS THE DEPTH OF INLET AT THE CATCH BASINS MEASURED FROM THE TOP OF THE CURB TO THE INVERT OF CONNECTOR PIPE.
27.HYDRAULIC GRADE LINES SHOWN IN PROFILES ARE FOR 100 YEAR FREQUENCY FLOWS, UNLESS OTHERWISE NOTED.
28.ALL BACKFILL AND BEDDING AROUND STRUCTURES AND PIPES SHALL BE COMPACTED TO NOT LESS THAN 90 PERCENT RELATIVE COMPACTION EXCEPT WHERE SUCH MATERIAL IS PLACED UNDER EXISTING PAVED ROADWAYS. THE TOP 3 FEET, MEASURED FROM THE FINISH PAVING, SHALL BE COMPACTED TO 95 PERCENT RELATIVE COMPACTION.
29.CONTRACTOR SHALL DISPOSE OF ALL EXCESS EXCAVATED MATERIAL AT MANDATORY DISPOSAL SITE.
30.ALL CURBS, GUTTERS, SIDEWALKS, DRIVEWAYS, AND OTHER EXISTING IMPROVEMENTS TO BE RECONSTRUCTED IN KIND PER LATEST COUNTY STANDARD AND AT THE SAME ELEVATION AND LOCATION AS THE EXISTING IMPROVEMENTS UNLESS OTHERWISE NOTED. FOR PAVEMENT OVERLAY, 0.10' MIN. FOR FULL LANE WIDTH IS REQUIRED.
31.ALL UNDERGROUND FACILITIES WITH LATERALS SHALL BE IN PLACE PRIOR TO PAVING THE STREET, INCLUDING BUT NOT LIMITED TO, THE FOLLOWING: SEWER, WATER, ELECTRIC, STORM DRAINS.
32.ALL SURVEY MONUMENTS SHALL BE REPLACED AS REQUIRED. MONUMENTS SHALL BE TIED OUT PRIOR TO CONSTRUCTION AND REPLACED UPON COMPLETION OF CONSTRUCTION.
DIVISION OF BUILDING AND SAFETY NOTES
“EVERY EXCAVATION ON A SITE LOCATED 5 FT OR LESS FROM THE STREET AND ALLEY LOT LINE SHALL BE ENCLOSED WITH A BARRIER NOT LESS THAN 6 FT IN HEIGHT. [CBC 3306.9]” “ALL OF THE GRADING PROCEDURES, RECOMMENDATIONS, AND SPECIFICATIONS THAT ARE INDICATED ON THE GEOTECHNICAL REPORT NO.3-220-0008, DATED JANUARY 31, 2020, PREPARED BY SALEM ENGINEERING GROUP MUST BE ADHERED TO.”
“THIS PLAN HAS BEEN REVIEWED AND CONFORMS TO THE RECOMMENDATIONS PROVIDED IN THE SOIL REPORT DATED JANUARY 31, 2020.” SIGNATURE AND DATE __________________.” SHALL BE
SIGNED AND DATED BY THE SOIL ENGINEER PRIOR TO THE PLAN FINAL APPROVAL “PRIOR TO REQUESTING A FOUNDATION INSPECTION FROM THE DEPARTMENT OF BUILDING AND SAFETY, THE SOILS ENGINEER SHALL INSPECT AND APPROVE THE FOUNDATION EXCAVATIONS”. “THE FILL MATERIAL SHALL NOT INCLUDE ORGANIC OR OTHER DELETERIOUS MATERIALS.” [CBC J107.4] “NO ROCK OR SIMILAR IRREDUCIBLE MATERIAL GREATER THAN 12”, OR AS INDICATED IN THE SOIL REPORT, (WHICHEVER IS SMALLER), IN ANY DIMENSION SHALL BE INCLUDED IN FILLS.” [CBC J107.4] “ALL FILL MATERIAL SHALL BE COMPACTED TO 90% OF MAXIMUM DENSITY AS DETERMINED BY ASTM D1557, MODIFIED PROCTOR, IN LIFTS NOT EXCEEDING 12” IN DEPTH, OR AS INDICATED IN THE SOIL REPORT, WHICHEVER IS MORE CONSERVATIVE.” [CBC J107.5]
“THE GROUND SURFACE SHALL BE PREPARED TO RECEIVE FILL BY REMOVING VEGETATION, TOPSOIL, AND OTHER UNSUITABLE MATERIALS, AND SCARIFYING THE GROUND TO PROVIDE A BOND WITH THE FILL MATERIAL.” [CBC J107.2]
“THE REQUIRED PERMANENT EROSION CONTROL DEVICES AND/OR METHODS SHALL BE INSTALLED AS SOON AS PRACTICABLE AND PRIOR TO CALLING FOR FINAL INSPECTIONS.” [CBC J110.1] “PROVIDE BENCHING WHERE EXISTING GRADE IS AT A SLOPE STEEPER THAN 5 HORIZONTAL TO 1 VERTICAL (20%) AND THE DEPTH OF THE FILL EXCEEDS 5’, AND MUST BE IN ACCORDANCE WITH CBC FIGURE J107.3. A KEY SHALL BE PROVIDED THAT IS AT LEAST 10 FEET IN WIDTH AND 2 FEET IN DEPTH.” [CBC J107.3] “BUILDING TO HAVE A LEVEL SETBACK FROM ASCENDING SLOPES EXCEEDING 3:1 (H:V) A MINIMUM OF H/2 BUT NEED NOT EXCEED 15 FT.” [CBC 1808.7.1, FIGURE 1808.7.1] “FOUNDATION TO BE SETBACK FROM DESCENDING SLOPES EXCEEDING 3:1(H:V) A MINIMUM OF H/3 BUT NEED NOT EXCEED 40FT.” [CBC 1808.7.2, FIGURE 1808.7.1] “ALL GRADED CUT OR FILL SLOPES SHALL NOT BE STEEPER THAN TWO HORIZONTAL TO ONE VERTICAL (50%).” [CBC J106.1, J107.6] “TOE OF CUT OR FILL SLOPES SHALL NOT BE NEARER TO A SITE PROPERTY LINE THAN ONE-FIFTH THE HEIGHT OF THE FILL, WITH A MINIMUM 2 FT. AND A MAXIMUM 20 FT.” [CBC J108.2, FIGURE J108.1] “TOP OF CUT OR FILL SLOPE SHALL NOT BE NEARER TO A SITE PROPERTY LINE THAN ONE-FIFTH THE HEIGHT OF THE SLOPE, WITH A MINIMUM 2 FT. AND A MAXIMUM 10 FT.” [CBC J108.2, FIGURE J108.1
PRIVATE ENGINEER'S CIVIL CONSTRUCTION NOTES
1.STANDARDS AND PLANS:
ALL CONSTRUCTION AND PLANS SHALL BE IN ACCORDANCE WITH THE LATEST REVISION OF THE CITY O F BEAUMONT , STANDARD SPECIFICATIONS AND DETAILS, WITH THESE PLANS, THE PROJECT SPECIFICATIONS, AND UNLESS SHOWN OR SPECIFIED OTHERWISE, WITH THE LATEST EDITIONS OF THE STATE (“CALTRANS”) STANDARD SPECIFICATIONS AND STANDARD PLANS, SIGN SPECIFICATION SHEETS AND TRAFFIC MANUAL.
IT IS INTENDED THAT THESE PLANS AND SPECIFICATIONS REQUIRE ALL LABOR AND MATERIALS NECESSARY AND PROPER FOR THE WORK CONTEMPLATED AND THAT THE WORK BE COMPLETED IN ACCORDANCE WITH THEIR TRUE INTENT AND PURPOSE. THE CONTRACTOR SHALL NOTIFY THE ENGINEER IMMEDIATELY REGARDING ANY DISCREPANCIES OR AMBIGUITIES WHICH MAY EXIST IN THE PLANS OR SPECIFICATIONS. THE ENGINEER'S INTERPRETATION OR CORRECTION THEREOF SHALL BE CONCLUSIVE.
WHERE THE PLANS OR SPECIFICATIONS DESCRIBE PORTIONS OF THE WORK IN GENERAL TERMS BUT NOT IN COMPLETE DETAIL, IT IS UNDERSTOOD THAT ONLY THE BEST GENERAL PRACTICE IS TO PREVAIL AND THAT ONLY MATERIALS AND WORKMANSHIP OF THE FIRST QUALITY ARE TO BE USED.
THE ENGINEER PREPARING THESE PLANS WILL NOT BE RESPONSIBLE FOR, OR LIABLE FOR, UNAUTHORIZED USES OF THESE PLANS. ALL CHANGES TO THE PLANS MUST BE IN WRITING AND MUST BE APPROVED BE THE PREPARER OF THESE PLANS.
2.EXISTING UTILITIES AND COORDINATION OF WORK:
THE TYPES, LOCATIONS, SIZES AND/OR DEPTHS OF EXISTING UNDERGROUND UTILITIES AS SHOWN ON THESE IMPROVEMENT PLANS WERE OBTAINED FROM SOURCES OF VARYING RELIABILITY, THE CONTRACTOR IS CAUTIONED THAT ONLY ACTUAL EXCAVATION WILL REVEAL THE TYPES, EXTENT, SIZES, LOCATIONS AND DEPTHS OF SUCH UNDERGROUND UTILITIES. KIMLEY-HORN AND ASSOCIATES, INC., HEREINAFTER DESIGNATED AS THE ENGINEER, ASSUMES NO RESPONSIBILITY FOR THE COMPLETENESS OR ACCURACY OF ITS DELINEATION OF SUCH UNDERGROUND UTILITIES, NOR FOR THE EXISTENCE OF OTHER BURIED OBJECTS OR UTILITIES WHICH ARE NOT SHOWN ON THESE DRAWINGS.
IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO VERIFY THE LOCATION OF ALL UNDERGROUND UTILITIES PRIOR TO ANY EXCAVATION. THE CONTRACTOR IS RESPONSIBLE FOR CONTACTING THE UTILITY COMPANIES INVOLVED AND REQUESTING A VISUAL VERIFICATION OF THE LOCATIONS OF THEIR UNDERGROUND FACILITIES. THE ENGINEER SHALL BE NOTIFIED BY THE CONTRACTOR OF THE SCHEDULED TIME AND PLACE OF SUCH VISUAL VERIFICATION TO ENABLE SAID FIRM TO HAVE A REPRESENTATIVE PRESENT.
THE CITY IS A MEMBER OF THE UNDERGROUND SERVICE ALERT (U.S.A.) ONE-CALL PROGRAM. THE CONTRACTOR OR ANY SUBCONTRACTOR FOR THIS CONTRACT SHALL NOTIFY MEMBERS OF U.S.A. 48 HOURS IN ADVANCE OF PERFORMING EXCAVATION WORK BY CALLING THE TOLL-FREE NUMBER 1-800-227-2600.
3.CONFLICTS:
THE CONTRACTOR SHALL NOTIFY THE ENGINEER PRIOR TO PERFORMING ANY CORRECTIVE ACTION REQUIRED DUE TO UNFORESEEN CONFLICTS IN THE IMPROVEMENT PLANS OR DUE TO POSSIBLE STAKING ERRORS. THE ENGINEER ASSUMES NO LIABILITY FOR THE COST OR DESIGN OF ANY MODIFICATION PERFORMED WITHOUT SUCH NOTIFICATION, AND ALSO ASSUMES NO LIABILITY FOR STAKING PROVIDED BY OTHERS.
4.CONTROL POINTS AND SURVEY MONUMENTS:
CERTAIN CONTROL POINTS WILL BE SET BY THE ENGINEER, OR ITS REPRESENTATIVE, WHICH ARE CRITICAL TO THE CONSTRUCTION STAKING OF THE PROJECT. THESE POINTS WILL BE DESIGNATED AT A PRE-CONSTRUCTION CONFERENCE BETWEEN REPRESENTATIVES OF THE ENGINEER AND THE CONTRACTOR. THE CONTROL POINTS WILL BE CLEARLY MARKED ON THE JOB SITE. THE CONSTRUCTION SHALL NOT DISTURB THE CONTROL POINTS IN ANY MANNER. IF IT BECOMES NECESSARY TO REMOVE SAID CONTROL POINTS DURING CONSTRUCTION, THE CONTRACTOR SHALL NOTIFY THE ENGINEER 48 HOURS IN ADVANCE OF SAID REMOVAL TO ALLOW FOR REFERENCING SAID CONTROL POINTS AND THEIR EVENTUAL REPLACEMENT. IF CONTROL
POINTS ARE REMOVED OR DESTROYED WITHOUT SAID NOTIFICATION, THE COST OF REPLACEMENT SHALL BE DEDUCTED FROM THE CONTRACTOR'S PAYMENT, AND PAYMENT SHALL BE MADE BY OWNER TO THE ENGINEER.
5.OBSTRUCTIONS:
THE CONTRACTOR SHALL REMOVE ALL OBSTRUCTIONS, BOTH ABOVE GROUND AND UNDERGROUND, EXCEPT AS NOTED IN ITEM 2 ABOVE, AS NECESSARY FOR THE CONSTRUCTION OF THE PROPOSED IMPROVEMENT.
ALL UNSUITABLE AND SURPLUS MATERIALS SHALL BECOME THE PROPERTY OF THE CONTRACTOR AND SHALL BE REMOVED FROM THE SITE UNLESS SPECIFIED OTHERWISE.
TREE AND STUMP REMOVAL SHALL INCLUDE REMOVAL OF THE MAJOR ROOT SYSTEM TO THE SATISFACTION OF THE CITY GRADING INSPECTOR. SUCH REMOVAL SHALL BE PERFORMED WITHOUT DAMAGE TO ADJACENT TREES THAT ARE TO BE PRESERVED. STUMP REMOVAL WITH THE DRIP LINE OF A TREE TO BE REMOVED SHALL BE BY GRINDING METHOD TO A DEPTH OF 0.5 FEET BELOW ADJACENT GRADE EXISTING OR PROPOSED WHICH EVER IS DEEPER.
ALL WELLS AND SEPTIC SYSTEMS FOUND ON THE SITE SHALL BE ABANDONED IN ACCORDANCE WITH COUNTY HEALTH DEPARTMENT STANDARDS.
6.PUBLIC SAFETY AND TRAFFIC CONTROL:
CONTRACTOR IS RESPONSIBLE FOR COMPLIANCE WITH ANY CURRENTLY APPLICABLE SAFETY LAW OF ANY JURISDICTIONAL BODY. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL BARRICADES, SAFETY DEVICES, AND CONTROL OF TRAFFIC WITHIN AND AROUND THE CONSTRUCTION AREA. FOR ALL TRENCH EXCAVATIONS 5 FEET OR MORE IN DEPTH, THE CONTRACTOR SHALL OBTAIN A PERMIT FROM THE DIVISION OF INDUSTRIAL SAFETY, PRIOR TO BEGINNING ANY EXCAVATION.
PUBLIC SAFETY AND TRAFFIC CONTROL SHALL BE PROVIDED IN ACCORDANCE WITH THE CALTRANS TRAFFIC MANUAL (SEE CHAPTER 5: MANUAL OF TRAFFIC CONTROLS FOR CONSTRUCTION AND MAINTENANCE WORK ZONES). SAFE VEHICULAR AND PEDESTRIAN ACCESS SHALL BE PROVIDED AT ALL TIMES DURING CONSTRUCTION.
CONSTRUCTION CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLY ACCEPTED CONSTRUCTION PRACTICES, CONSTRUCTION CONTRACTOR WILL BE REQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITE CONDITIONS DURING THE COURSE OF CONSTRUCTION OF THE PROJECT, INCLUDING SAFETY OF ALL PERSONS AND PROPERTY; THAT THIS
REQUIREMENT SHALL BE MADE TO APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMAL WORKING HOURS, AND CONSTRUCTION CONTRACTOR FURTHER AGREES TO DEFEND, INDEMNIFY AND
HOLD DESIGN PROFESSIONALS HARMLESS FROM ANY AND ALL LIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORK ON THIS PROJECT, EXCEPTING LIABILITY ARISING FROM THE SOLE NEGLIGENCE OF THE DESIGN PROFESSIONAL.
7.ENCROACHMENT PERMITS:
UNLESS SPECIFIED OTHERWISE, THE CONTRACTOR SHALL OBTAIN THE NECESSARY ENCROACHMENT PERMITS FROM THE CITY, COUNTY, CALTRANS AND ALL OTHER AGENCIES HAVING JURISDICTION PRIOR TO COMMENCING ANY WORK. THE CONTRACTOR SHALL NOTIFY THE CITY AT LEAST 48 HOURS PRIOR TO THE INTENT TO COMMENCE WORK.
8.EARTHWORK:
A.ALL EARTHWORK ACTIVITIES, INCLUDING EXCAVATION, GRADING, SCARIFYING, MOISTURIZING, FILL PLACEMENT, COMPACTION, LIME TREATMENT, ETC., SHALL BE PERFORMED IN
ACCORDANCE WITH THE RECOMMENDATIONS PER GEOTECH REPORT AND ALL ADDENDUMS, AND IN CONFORMANCE WITH THE CITY STANDARD SPECIFICATIONS AND WITH THE GRADING PLAN.
B.THE GEOTECHNICAL ENGINEER SHALL OBSERVE THE GRADING ACTIVITIES AND PERFORM COMPACTION TESTING FOR THIS PROJECT. THE CONTRACTOR SHALL PROVIDE AT LEAST 24 HOURS NOTICE TO THE GEOTECHNICAL ENGINEER OF THE NEED FOR OBSERVATION AND TESTING SERVICES.
C.EARTHWORK SHALL INCLUDE ALL LABOR, MATERIALS AND EQUIPMENT NECESSARY TO CONSTRUCT THE SITE TO THE GRADES SHOWN. NO ADDITIONAL COMPENSATION WILL BE ALLOWED FOR THE DISPOSAL OF EXCESS EXCAVATED MATERIAL OR FOR THE IMPORT OF MATERIAL. THE CONTRACTOR SHALL NOTIFY THE ENGINEER IN ADVANCE OF ANY CHANGES HE MAY DEEM NECESSARY TO OBTAIN BALANCED CUT-FILL DEGRADING.
D.ALL CUT SLOPES SHALL BE ROUNDED AT THE “BREAK” SO THAT THEY BLEND WITH THE NATURAL GROUND CONTOUR.
E.THE CONTRACTOR SHALL UTILIZE DUST CONTROL STANDARDS CONSISTENT WITH CITY OF BEAUMONT STANDARDS.
F.EXCAVATION AND EMBANKMENT SIDE SLOPES SHOWN ON THE PLANS AS A RATIO, E.G. 4:1, REFER TO THE RATION OF HORIZONTAL TO VERTICAL DISTANCES. “MINIMUM” SLOPE MEANS “NOT FLATTER THAN”, AND “MAXIMUM” SLOPE MEANS “NOT STEEPER THAN”. ALL EMBANKMENT AND EXCAVATION SLOPES SHALL BE 4:1 UNLESS NOTED OTHERWISE.
G.TO ACCOMMODATE TRENCH SPOIL, THE CONTRACTOR'S GRADING SHALL INCLUDE UNDERCUTTING OF STREETS AS APPROPRIATE, OR SOME OTHER METHOD APPROVED BY THE CITY.
H.ALLOWABLE GRADING TOLERANCE IS PLUS OR MINUS 0.10 FOOT OF THE ELEVATIONS SHOWN HEREON.
I.EROSION CONTROL MEASURES SHALL BE IMPLEMENTED DURING PROJECT CONSTRUCTION. COMPLY WITH EROSION AND SEDIMENTATION CONTROL PLAN. IF GRADING AND DRAINAGE CONSTRUCTION IS NOT COMPLETE PRIOR TO RAINY SEASON, THEN THE CONTRACTOR SHALL:
I.A.PROVIDE EROSION PROTECTION ON SLOPES THAT ARE 10:1 OR STEEPER AND IN SWALES THAT ARE 2% OR STEEPER.
I.B.GRADE GUTTER SAG POINTS TO DRAIN.
I.C.PROVIDE SILT CATCHMENTS TO PREVENT SEDIMENTATION IN EXISTING STORM DRAIN SYSTEMS.
I.H.CLEAN DOWNSTREAM PIPES AS DIRECTED BY THE CITY ENGINEER.
I.I.CLEAN AND MAINTAIN ALL STREETS AND SIDEWALKS AS DIRECTED BY THE CITY ENGINEER.
J.THE TOP 6 INCHES (MINIMUM) OF ALL LANDSCAPED AREAS SHALL BE CLEAN SOIL.
K.EXISTING ASPHALT PAVEMENT MAY BE USED AS FILL MATERIAL ONLY AS SPECIFIED BY THE GEOTECHNICAL ENGINEER OF RECORD. ALL DELETERIOUS MATERIAL AND REBAR MUST BE REMOVED. AC PLACEMENT INFILL CAN ONLY BE PLACED UNDERNEATH PARKING AREAS AND CANNOT BE PLACED UNDERNEATH OR DOWNSTREAM OF INFILTRATION BASIN.
9.PIPELINES
ANY EXISTING UTILITY, WHICH IS TO BE EXTENDED, WHICH IS THE CONNECTION POINT FOR NEW UNDERGROUND UTILITIES, OR WHICH NEW FACILITIES CROSS, SHALL BE EXPOSED BY THE CONTRACTOR PRIOR TO PLACEMENT OF THE NEW UTILITIES. COST OF SUCH EXCAVATION AND SUBSEQUENT BACKFILL SHALL BE INCLUDED IN THE PRICES PAID FOR THE VARIOUS ITEMS OF WORK. THE ELEVATIONS AND LOCATIONS OF THE EXISTING FACILITIES WILL BE CHECKED BY THE PUBLIC WORKS INSPECTOR AND THE ENGINEER. IF IN THE OPINION OF THE INSPECTOR A CONFLICT EXISTS, THEN THE ENGINEER SHALL MAKE ANY NEEDED GRADE AND/OR ALIGNMENT ADJUSTMENTS AND REVISE THE PLANS ACCORDINGLY. ALL GRAVITY FLOW PIPELINES TO BE LAID UPGRADE FROM THE LOWEST POINT STARTING AT THE END OF EXISTING IMPROVEMENTS.
THE CONTRACTOR SHALL NOTIFY THE ENGINEER AT LEAST 24 HOURS PRIOR TO BACKFILLING OF ANY PIPE WHICH STUBS TO A FUTURE PHASE OF CONSTRUCTION FOR INVERT VERIFICATION.
TOLERANCE SHALL BE IN ACCORDANCE WITH CITY STANDARD SPECIFICATIONS.
10.ADJUSTING MANHOLES, VALVE AND MONUMENT BOXES:
THE CONTRACTOR SHALL ADJUST AND/OR RECONSTRUCT TO GRADE, ALL EXISTING UTILITY STRUCTURES, INCLUDING MANHOLES AND VALVE BOXES AND MONUMENT BOXES, WITHIN THE WORK
AREA UNLESS NOTED OTHERWISE
11.STORM DRAIN SYSTEM:
A.THE CONTRACTOR SHALL MAINTAIN ALL EXISTING DRAINAGE FACILITIES WITHIN THE CONSTRUCTION AREA UNTIL THE DRAINAGE IMPROVEMENTS ARE IN PLACE AND FUNCTIONING AND ACCEPTED BY THE CITY.
B.STORM DRAIN PIPE SHALL BE HDPE , UNLESS OTHERWISE SHOWN ON PLAN, AND FITTINGS INSTALLED IN ACCORDANCE WITH THESE PLANS AND THE MANUFACTURER'S RECOMMENDATIONS.
C.EACH STUB END PIPE SHALL BE PLUGGED WITH A PREFABRICATED, WATERTIGHT PLUG.
D.TRENCH EXCAVATION, BEDDING AND BACKFILL SHALL COMPLY WITH CITY STANDARDS AND PROJECT GEOTECHNICAL REPORT. 12 PRESERVATION OF PROPERTY:
TREES AND SHRUBBERY THAT ARE NOT TO BE REMOVED, AND POLE LINES, FENCES, SIGNS, SURVEY MARKERS AND MONUMENTS, BUILDINGS AND STRUCTURES, CONDUITS, PIPELINES, ALL
STREET FACILITIES, AND ANY OTHER IMPROVEMENTS OR FACILITIES WITHIN OR ADJACENT TO THE STREET OR CONSTRUCTION AREA SHALL BE PROTECTED FROM INJURY OR DAMAGE, AND UPON ORDER BY THE CITY ENGINEER, THE CONTRACTOR SHALL PROVIDE AND INSTALL SAFE-GUARDS APPROVED BY THE CITY ENGINEER TO PROTECT SUCH OBJECTS FROM INJURY OR DAMAGE. IF SUCH OBJECTS ARE INJURED OR DAMAGED BY REASON OF THE CONTRACTORS OPERATIONS, THEY SHALL BE REPLACED OR RESTORED AT THE CONTRACTOR'S EXPENSE. THE FACILITIES SHALL
BE REPLACED OR RESTORED TO A CONDITION AS GOOD AS WHEN THE CONTRACTOR ENTERED UPON THE WORK, OR AS GOOD AS REQUIRED BY THE SPECIFICATION ACCOMPANYING THE CONTRACT, IF ANY SUCH OBJECTS ARE A PART OF THE WORK BEING PERFORMED UNDER CONTRACT. THE CITY ENGINEER MAY MAKE OR CAUSE TO BE MADE SUCH TEMPORARY REPAIRS AS ARE NECESSARY TO RESTORE TO SERVICE ANY DAMAGED FACILITY. THE COST OF SUCH REPAIRS SHALL BE BORNE BY THE CONTRACTOR.
13. DEMOLITION:
EXISTING FEATURES THAT ENCUMBER THE PROPOSED CONSTRUCTION AREA ARE INTENDED TO BE SHOWN AND SCHEDULED FOR REMOVAL. SOME INCIDENTAL ITEMS MAY HAVE BEEN INADVERTENTLY OMITTED FROM THE PLAN. THE CONTRACTOR IS ENCOURAGED TO THOROUGHLY INSPECT THE SITE AS WELL AS REVIEW THE PLANS AND SPECIFICATIONS. THE LOCATIONS OF EXISTING UTILITIES SHOWN ON THIS PLAN HAVE BEEN DETERMINED FROM THE BEST INFORMATION AVAILABLE AND ARE GIVEN FOR THE CONVENIENCE OF THE CONTRACTOR. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR THEIR ACCURACY. PRIOR TO COMMENCING CONSTRUCTION ACTIVITY, THE CONTRACTOR SHALL NOTIFY THE UTILITY COMPANIES FOR ONSITE LOCATIONS OF EXISTING UTILITIES AND FIELD VERIFY ALL UNDERGROUND UTILITIES. DAMAGE TO ALL EXISTING CONDITIONS TO REMAIN WILL BE REPLACED/RESTORED TO ORIGINAL CONDITION AT CONTRACTOR'S EXPENSE.
PRIVATE ENGINEER'S CIVIL UTILITY NOTES
1.ALL FILL MATERIAL IS TO BE IN PLACE AND COMPACTED BEFORE INSTALLATION OF PROPOSED UTILITIES.
2.CONTRACTOR SHALL NOTIFY THE UTILITIES AUTHORITY INSPECTOR 72 HOURS BEFORE CONNECTING TO ANY EXISTING LINE.
3.UNDERGROUND LINES SHALL BE INSTALLED, INSPECTED AND APPROVED BEFORE BACKFILLING.
4.DRAWINGS DO NOT PURPORT TO SHOW ALL EXISTING UTILITIES.
5.THE CONTRACTOR SHALL BE RESPONSIBLE FOR LOCATING EXISTING WATER MAINS, FORCE MAINS, SANITARY SEWER AND STORM MAIN AND MAINTAIN MINIMUM CLEARANCES BETWEEN WATER MAINS AND OTHER UTILITIES AT ALL POINTS ALONG THEIR LENGTH AS REQUIRED IN THE PLANS, DETAILS AND SPECIFICATIONS.
6.THE CONTRACTOR IS SPECIFICALLY CAUTIONED THAT THE LOCATION AND/OR ELEVATION OF EXISTING UTILITIES AS SHOWN ON THESE PLANS IS BASED ON RECORDS OF THE VARIOUS UTILITY COMPANIES, AND WHERE POSSIBLE, MEASUREMENTS TAKEN IN THE FIELD. THE INFORMATION IS NOT TO BE RELIED ON AS BEING EXACT OR COMPLETE. THE CONTRACTOR MUST CALL THE LOCAL UTILITY COMPANIES AT LEAST 72 HOURS BEFORE ANY EXCAVATION TO REQUEST EXACT FIELD LOCATION OF UTILITIES. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO RELOCATE ALL EXISTING UTILITIES WHICH CONFLICT WITH THE PROPOSED IMPROVEMENTS SHOW ON THESE PLANS.
7.THE CONTRACTOR IS RESPONSIBLE FOR COMPLYING WITH THE SPECIFICATIONS OF THE LOCAL AUTHORITIES WITH REGARD TO MATERIALS AND INSTALLATION OF WATER AND SEWER LINES.
8.ALL NECESSARY INSPECTIONS AND/OR CERTIFICATIONS REQUIRED BY CODES AND/OR UTILITY SERVICE COMPANIES SHALL BE PERFORMED PRIOR TO ANNOUNCED BUILDING POSSESSION AND THE FINAL CONNECTION OF SERVICE.
9.THE CONTRACTOR SHALL COORDINATE WITH ALL UTILITY COMPANIES FOR INSTALLATION REQUIREMENTS AND SPECIFICATIONS.
10.WATER FOR FIREFIGHTING SHALL BE AVAILABLE FOR USE PRIOR TO COMBUSTIBLES BEING BROUGHT ON SITE.
11.ALL MANHOLE TOP ELEVATIONS ARE APPROXIMATE. CONTRACTOR SHALL SET MANHOLE TOPS LEVEL WITH FINISH GRADES IN PAVED AND UNPAVED AREAS.
12.CONTRACTOR SHALL REFER TO ARCHITECTURAL PLANS FOR PRECISE BUILDING DIMENSIONS, BUILDING UTILITY ENTRANCE LOCATIONS/INVERTS, EXACT LOCATIONS AND DIMENSIONS OF EXIT PORCHES, RAMPS, TRUCK DOCKS, DOWNSPOUTS AND BOLLARDS.
13.TRACER WIRE SHALL BE INSTALLED ON ALL WATER, SEWER AND RECLAIMED WATER MAINS. CONTRACTOR SHALL BE RESPONSIBLE FOR TESTING THE CONTINUITY OF THE WIRE.
20,000 GAL
RE
G
U
L
A
R
CL
E
A
N
A
I
R
/
VA
N
P
O
O
L
/
E
V
CL
E
A
N
A
I
R
/
VA
N
P
O
O
L
/
E
V
DU
T
C
H
BR
O
S
95 0
SF
PL
PL
EX. R/W
PROPOSED R/W
PER PM NO. 37938
E 8TH STREET
1.ERODED SEDIMENTS AND OTHER POLLUTANTS MUST BE RETAINED ON SITE AND MAY NOT BE TRANSPORTED FROM THE SITE VIA SHEET FLOW, SWALES, AREA DRAINS, NATURAL DRAINAGE COURSES OR WIND.
2.STOCKPILES OF EARTH AND OTHER CONSTRUCTION RELATED MATERIALS MUST BE PROTECTED FROM BEING TRANSPORTED FROM THE SITE BY THE FORCES OF WIND OR WATER.
3.FUELS, OILS, SOLVENTS, AND OTHER TOXIC MATERIALS MUST BE STORED IN ACCORDANCE WITH THEIR LISTING AND MUST NOT CONTAMINATE THE SOIL AND SURFACE WATERS. ALL APPROVED STORAGE CONTAINERS ARE TO BE PROTECTED FROM THE WEATHER. SPILLS MUST BE CLEANED UP IMMEDIATELY AND DISPOSED OF IN A PROPER MANNER. SPILLS MAY NOT BE WASHED INTO THE DRAINAGE SYSTEM.
4.EXCESS OR WASTE CONCRETE MAY NOT BE WASHED INTO THE PUBLIC WAY OR ANY OTHER DRAINAGE SYSTEM.
PROVISIONS SHALL BE MADE TO RETAIN CONCRETE WASTES ON SITE UNTIL THEY CAN BE DISPOSED OF AS SOLID WASTE.
5.TRASH AND CONSTRUCTION RELATED SOLID WASTES MUST BE DEPOSITED INTO A COVERED RECEPTACLE TO PREVENT CONTAMINATION OF RAINWATER AND DISPERSAL BY WIND.
6.SEDIMENTS AND OTHER MATERIALS MAY NOT BE TRACKED FROM THE SITE BY VEHICLE TRAFFIC. THE
CONSTRUCTION ENTRANCE ROADWAYS MUST BE STABILIZED SO AS TO INHIBIT SEDIMENTS FROM BEING DEPOSITED INTO THE PUBLIC WAY. ACCIDENTAL DEPOSITIONS MUST BE SWEPT UP IMMEDIATELY AND MAY NOT BE WASHED DOWN BY RAIN OR ANY OTHER MEANS.
7.ANY SLOPES WITH DISTURBED SOILS OR DENUDED OF VEGETATION MUST BE STABILIZED SO AS TO INHIBIT EROSION BY WIND AND WATER.
8.STORM WATER POLLUTION CONTROL REQUIREMENTS MUST BE INTEGRATED ONTO THE EROSION CONTROL PLANS FOR ANY CONSTRUCTION BETWEEN OCTOBER 1 AND APRIL 15. THE FOLLOWING NOTES AND BMP'S AS OUTLINED IN,
BUT NOT LIMITED TO, THE BEST MANAGEMENT PRACTICE HANDBOOK, CALIFORNIA STORM WATER QUALITY TASK FORCE. SACRAMENTO, CALIFORNIA 1993, OR THE LATEST REVISED EDITION MAY APPLY DURING THE
CONSTRUCTION OF PROJECT (ADDITIONAL MEASURES MAY BE REQUIRED IF DEEMED APPROPRIATE BY CITY INSPECTIONS).
9.TEMPORARY EROSION CONTROL DEVICES SHOWN ON THE PLAN WHICH INTERFERE WITH THE WORK SHALL BE
RELOCATED OR MODIFIED AS AND WHEN THE CONTRACTOR AND/OR THE INSPECTOR SO DIRECTS AS THE WORK PROGRESSES.
10.ALL STANDARDS REFERENCED FROM 2015 CASQA CONSTRUCTION BMP BOOK.
ALL MEASURES STATED ON THE EROSION AND SEDIMENT
CONTROL PLAN, AND IN THE STORM WATER POLLUTION
PREVENTION PLAN, SHALL BE MAINTAINED IN FULLY
FUNCTIONAL CONDITION UNTIL NO LONGER REQUIRED FOR A
COMPLETED PHASE OF WORK OR FINAL STABILIZATION OF THE
SITE. ALL EROSION AND SEDIMENTATION CONTROL MEASURES
MAY BE CHECKED BY A QUALIFIED PERSON ON A SCHEDULE
THAT MEETS OR EXCEEDS THE GOVERNING REQUIREMENTS,
AND CLEANED AND REPAIRED IN ACCORDANCE WITH THE
FOLLOWING:
1.INLET PROTECTION DEVICES AND BARRIERS SHALL BE
REPAIRED OR REPLACED IF THEY SHOW SIGNS OF
UNDERMINING, OR DETERIORATION.
2.SILT FENCES SHALL BE REPAIRED TO THEIR ORIGINAL
CONDITIONS IF DAMAGED. SEDIMENT SHALL BE REMOVED
FROM THE SILT FENCES WHEN IT REACHES ONE-HALF THE
HEIGHT OF THE SILT FENCE.
3.THE CONSTRUCTION ENTRANCES SHALL BE MAINTAINED IN
A CONDITION WHICH WILL PREVENT TRACKING OR FLOW OF
MUD ONTO PUBLIC RIGHTS-OF-WAY. THIS MAY REQUIRE
PERIODIC TOP DRESSING OF THE CONSTRUCTION
ENTRANCES AS CONDITIONS DEMAND.
4.THE TEMPORARY PARKING AND STORAGE AREA SHALL BE
KEPT IN GOOD CONDITION (SUITABLE FOR PARKING AND
STORAGE). THIS MAY REQUIRE PERIODIC TOP DRESSING
OF THE TEMPORARY PARKING AS CONDITIONS DEMAND.
5.ALL MAINTENANCE OPERATIONS SHALL BE DONE IN A
TIMELY MANNER.
WM-1, MATERIAL DELIVERY AND STORAGE.
WM-3, STOCKPILE MANAGEMENT, CONTRACTOR TO SET UP STOCKPILE AREA.
WM-5, SOLID WASTE MANAGEMENT.
WM-6, HAZARDOUS WASTE MANAGEMENT.
WM-8, CONCRETE WASTE MANAGEMENT.
SE-1 - SILT FENCE; REFER TO DETAIL 2, SHEET 4. CONTRACTOR TO MAINTAIN DURING ALL GRADING & MOBILIZATION ACTIVITIES.
TC-1, STABILIZED CONSTRUCTION ENTRANCE/EXIT; REFER TO DETAIL 4, SHEET 4.
TR-3, ENTRANCE/OUTLET TIRE WASH; REFER TO DETAIL 3, SHEET 4.
NS-10, VEHICLE AND EQUIPMENT MAINTENANCE.
WM-9, SANITARY/SEPTIC WASTE MANAGEMENT.
CHAIN LINK FENCE WITH GREEN SCREEN.
SE-10, STORM DRAIN INLET PROTECTION; REFER TO DETAIL 1, SHEET 4.
UPON IMPLEMENTATION AND INSTALLATION OF THE FOLLOWING AREAS: TRAILER,
PARKING, LAYDOWN, PORTA-POTTY, WHEEL WASH, CONCRETE WASHOUT, FUEL AND MATERIAL STORAGE CONTAINERS, SOLID WASTE CONTAINERS, ETC.,
IMMEDIATELY DENOTE THEM ON THE SITE MAPS AND NOTE ANY CHANGES IN LOCATION AS THEY OCCUR THROUGHOUT THE CONSTRUCTION PROCESS.
PHASE 1:
1.CONSTRUCT STABILIZED CONSTRUCTION ENTRANCE AND CHAIN LINK FENCE WITH GREEN SCREEN AND THEN SILT FENCE WHERE SHOWN ON PLAN.
2.INSTALL INLET PROTECTION AT EXISTING INLET(S).
3.PREPARE CLEARING AND GRUBBING OF THE SITE, IF APPLICABLE.
PHASE 2:
4.PERFORM MASS GRADING. ROUGH GRADE TO ESTABLISH PROPOSED DRAINAGE PATTERNS.
5.START CONSTRUCTION OF THE BUILDING PAD AND STRUCTURES.
6.TEMPORARILY SEED WITH PURE LIVE SEED, THROUGHOUT CONSTRUCTION, DISTURBED AREAS THAT WILL BE INACTIVE FOR 7 DAYS OR MORE OR AS REQUIRED BY GENERIC PERMIT.
THE FOLLOWING BMPS AS OUTLINED IN, BUT NOT LIMITED TO, THE CALIFORNIA STORMWATER BMP HANDBOOK DATED NOVEMBER 2009, OR THE LATEST REVISED EDITION, MAY APPLY DURING THE CONSTRUCTION OF THE PROJECT. ADDITIONAL MEASURES MAY BE REQUIRED AS NEEDED:
EC-1, SCHEDULING
EC-2, PRESERVATION OF EXISTING VEGETATION
EC-3, HYDRAULIC MULCH
WE-1, WIND EROSION CONTROL
NS-1, WATER CONSERVATION PRACTICES
NS-3, PAVING AND GRINDING OPERATIONS
NS-7, POTABLE WATER/IRRIGATION
NS-12, CONCRETE CURING
NS-13, CONCRETE FINISHING
WM-4, SPILL PREVENTION AND CONTROL
WM-5, SOLID WASTE MANAGEMENT
WM-7, CONTAMINATED SOIL MANAGEMENT
WM-9, SANITARY/SEPTIC WASTE MANAGEMENT
WM-10, LIQUID WASTE MANAGEMENT
SE-7, STREET SWEEPING AND VACUUMING
CONTRACTOR TO USE BEST MANAGEMENT PRACTICES TO
ENSURE COMPLIANCE WITH NPDES AND WATER MANAGEMENT
DISTRICT REGULATIONS FOR STORMWATER DISCHARGE FROM
CONSTRUCTION ACTIVITIES AND DEWATERING OPERATIONS.
SITE PREPARATION SHOULD BE IN ACCORDANCE
WITH GEOTECHNICAL INVESTIGATION
CONTRACTOR RESPONSIBLE FOR TRAFFIC CONTROL AND
PEDESTRIAN CONTROL WHILE PERFORMING WORK IN THE
PUBLIC RIGHT-OF-WAY.
NORTH
BMP NOTES
MAINTENANCE GENERAL EROSION CONTROL NOTES
EROSION CONTROL NOTES
SEQUENCE OF CONSTRUCTION
LEGEND
EX. PROPERTY LINE / ROW
PROPOSED PL / ROW (PM 37938)
CENTERLINE
SETBACK LINE
EASEMENT
APPROXIMATE CIVIL LIMIT OF
WORK LINE
SILT FENCE (DETAIL 2 SHEET 4)
CONSTRUCTION FENCE WITH
GREEN SCREEN
PROPOSED CONTOUR
EXISTING CONTOUR
CONSTRUCTION ENTRANCE
(DETAIL 4, SHEET 4)
STOCKPILE AREA
SANITARY AREA, TRASH
STORAGE, HAZARDOUS MATERIAL,
CONCRETE MANAGEMENT,
VEHICLE MAINTENANCE
AND EQUIPMENT STORAGE AREA
MATERIAL STORAGE
AND DELIVERY
DIRECTION OF FLOW
(XXXX)
XXXX
DATEBRYAN NORD
R.C.E. 87326
No. 87326
S H E E T
1 07.09.2021
1.IN CASE OF EMERGENCY CALL DANIEL BATTY, CONSTRUCTION MANAGER, AT 541-218-8806
2.EQUIPMENT AND WORKERS FOR EMERGENCY WORK SHALL BE MADE AVAILABLE AT ALL TIMES. NECESSARY
MATERIALS SHALL BE AVAILABLE ON SITE AND STOCKPILED AT CONVENIENT LOCATIONS TO FACILITATE RAPID CONSTRUCTION OF TEMPORARY DEVICES WHEN RAIN IS IMMINENT.
3.EROSION CONTROL DEVICES SHALL NOT BE MOVED OR MODIFIES WITHOUT THE APPROVAL OF THE QSP.
4.ALL REMOVABLE EROSION PROTECTIVE DEVICES SHALL BE IN PLACE AT THE END OF EACH WORKING DAY WHEN THE 72-HOUR RAIN PROBABILITY FORECAST EXCEEDS 50%.
5.AFTER A RAINSTORM, ALL SILT AND DEBRIS SHALL BE REMOVED FORM STREET. SURGE BERMS, SILT FENCES, AND DESILTING BASINS WITH THE BASINS PUMPED AND WATER TO BE DISPERSED ON SITE.
6.GRADED AREAS ON THE PERMITTED AREA PERIMETER MUST DRAIN AWAY FORM THE FACE OF SLOPES AT THE CONCLUSION OF EACH WORKING DAY. DRAINAGE IS TO BE DIRECTED TOWARD DESILTING FACILITIES.
7.THE PERMITTEE AND CONTRACTOR SHALL BE RESPONSIBLE AND SHALL TAKE NECESSARY PRECAUTIONS TO PREVENT PUBLIC TRESPASS ONTO AREAS WHERE IMPOUNDED WATER CREATES A HAZARDOUS CONDITION.
8.ALL TEMPORARY GRADING HAUL ROADS WITHIN AREAS WHICH ARE TO REMAIN UNDEVELOPED AD NATURAL SHALL
BE RESTORED TO NATURAL CONDITIONS AND REVEGETATED WITH NATIVE GRASSES UPON COMPLETION OF GRADING OPERATIONS.
9.STOCKPILING AND/OR VEHICLE STAGING AREAS SHALL BE LOCATED AS FAR AS PRACTICABLE FORM DWELLINGS.
10.EROSION CONTROL DEVICES WILL BE MODIFIED AS NEEDED AS THE PROJECT PROGRESSES.
11.THE PLACEMENT OF ADDITIONAL DEVICES TO REDUCE EROSION DAMAGE WITHIN THE SITE IS LEFT TO THE DISCRETION OF THE QSP.
12.THE QSP SHALL OBSERVE EROSION CONTROL WORK AND MUST INFORM THE CITY AND THE DEVELOPER IF THE WORK IS NOT IN ACCORDANCE WITH THE APPROVED PLAN.
CITY OF BEAUMONT EROSION CONTROL NOTES
NOTES:
1.CONSTRUCT SILT FENCE ALONG A LEVEL CONTOUR.
2.WHEN STANDARD STRENGTH FILTER FABRIC IS USED A WIRE MESH SUPPORT FENCE SHALL BE FASTENED TO THE UPSLOPE SIDE OF THE POSTS USING HEAVY- DUTY WIRE STAPLES AR LEAST 1” LONG TIE WIRES OR HOG RINGS. THE WIRE SHALL EXTEND INTO THE TRENCH A MINIMUM OF 4”.
3.STANDARD STRENGTH FILTER FABRIC SHALL BE STAPLED OR WIRED TO THE FENCE AND 40” OF THE FABRIC SHALL EXTEND INTO THE TRENCH. WHEN EXTRA-STRENGTH
FILTER FABRIC AND CLOSER POST SPACING ARE USED THE WIRE MESH SUPPORT FENCE MAY BE ELIMINATED AND THE FILTER FABRIC STAPLED OR WIRED DIRECTLY TO THE POSTS.
4.FILTER FABRIC SHALL BE PURCHASED IN A CONTINUOUS ROLL THEN CUT TO THE LENGTH OF THE BARRIER. WHEN JOINTS ARE NECESSARY FILTER CLOTH SHALL BE SPICED TOGETHER ONLY TO A SUPPORT POST WITH A MINIMUM 6” OVERLAP AND BOTH AND SECURELY FASTENED TO THE POST.
5.THE TRENCH SHALL BE BACKFILLED WITH IMPACTED NATIVE MATERIAL.
6.IF 85% OR MORE OF A SOIL BY WEIGHT PASSES THROUGH THE OPENINGS IN A NO. 200 SIEVE (U.S. STANDARD) FILTER FABRIC SHALL NOT BE USED.
7.FILTER FABRIC MATERIAL SHALL CONTAIN ULTRAVIOLET RAY INHIBITORS AND STABILIZERS TO PROVIDE A MINIMUM OF 6 MONTHS OF EXPECTED USABLE CONSTRUCTION LIFE AT A TEMPERATURE RANGE OF 0 DEGREES FAHRENHEIT TO 120 DEGREES FAHRENHEIT.
8.SILT FENCES SHALL REMAIN IN PLACE UNTIL THE SLOPED AREA IS PERMANENTLY STABILIZED.
9.LEAVE AN UNDISTURBED OR STABILIZED AREA IMMEDIATELY DOWNSLOPE FROM THE FENCE. 2" X 2" 14 GA WIRE
FABRIC OR EQUIV.
FILTER FABRIC MATERIAL 60" WIDE ROLLS.
USE STAPLES OR WIRE RINGS TO ATTACH
FABRIC WIRE
2" X 2" WOOD POST
OR STEEL FENCE POST
FILTER FABRIC MATERIAL
2" X 2" 14 GA WIRE
FABRIC OR EQUIV.
FOLD & SET FILTER
FABRIC INTO SOIL
BACKFILL AND COMPACT THE EXCAVATED
SOIL IN TRENCH AND ON BOTH SIDES
OF FILTER FENCE FABRIC
2" X 4" WOOD POST
ALT: STEEL FENCE POST
BURY BOTTOM OF FILTER MATERIAL
IN 8" X 12" TRENCH
2SILT FENCE 4STABILIZED CONSTRUCTION ENTRANCE
NOTES:
1.THE ENTRANCE SHALL BE MAINTAINED IN A CONDITION THAT WILL PREVENT TRACKING OR FLOWING OF SEDIMENT ONTO PUBLIC RIGHTS-OF-WAY. THIS MAY
REQUIRE TOP DRESSING, REPAIR AND/OR CLEANOUT OF ANY MEASURES USED TO TRAP SEDIMENT.
2.WHEN NECESSARY, WHEELS SHALL BE CLEANED PRIOR TO ENTRANCE ONTO PUBLIC RIGHT-OF-WAY.
3.WHEN WASHING IS REQUIRED, IT SHALL BE DONE ON AN AREA STABILIZED
WITH CRUSHED STONE THAT DRAINS INTO AN APPROVED SEDIMENT TRAP OR SEDIMENT BASIN.
FILTER FABRIC
3"-6" DIAMETER
AGGREGATE BASE
TIRE WASH RACK
PER DETAIL 3 HEREON
STEEL PLATE WITH
UNDULATIONS TO REMOVE
SEDIMENT FROM TIRES
3TIRE WASH RACK
NOTES:
1.GRAVEL BAG MATERIAL: POLYPROPYLENE, POLYETHYLENE OR POLYMIDE WOVEN FABRIC, MINIMUM UNIT WEIGHT 4 OUNCES PER SQUARE YARD, MULLEN BURST STRENGTH EXCEEDING 300 PSI AND ULTRAVIOLET STABILITY EXCEEDING 70%
2.GRAVEL BAG SHALL BE FILLED WITH 3/4" ROCK OR 1/4" PEA GRAVEL.
3.PLACE SEVERAL LAYERS OF SAND BAGS (12" MINIMUM HIGH) OVERLAPPING THE BAGS AND PACKING THEM TIGHTLY TOGETHER.
4.LEAVE GAP OF ONE BAG ON THE TOP ROW TO SERVE AS A SPILLWAY.
5.PLACE WIRE MESH OVER AND 1' (MINIMUM) BEYOND THE INLET STRUCTURE.
6.PLACE FILTER FABRIC OVER WIRE MESH. FILTER FABRIC SHALL BE
MANUFACTURED FROM UV RESISTANT POLYPROPYLENE, NYLON, POLYESTER,
OR ETHYLENE FABRIC WITH AN EQUIVALENT OPENING SIZE NOT GREATER THAN 20 SIEVE AND WITH A MINIMUM FLOW RATE OF 40 GALLONS/MINUTE/SQ.
FT.
7.INSPECT BARRIERS AND REMOVE SEDIMENT AFTER EACH STORM EVENT.
DROP INLET W/ GRATE
GRAVEL BAG FILLED
WITH COARSE GRAVEL
4" PVC PIPE FOR DRAINAGE
ROW OF GRAVEL FILLED BAGS
(18" MINIMUM WIDTH) & 2 BAGS MINIMUM
HEIGHT
4" PVC PIPE FOR DRAINAGE
1DROP INLET SEDIMENT BARRIER
FILTER FABRIC
DATEBRYAN NORD
R.C.E. 87326
No. 87326
S H E E T
1 07.09.2021
20,000 GAL
RE
G
U
L
A
R
CL
E
A
N
A
I
R
/
VA
N
P
O
O
L
/
E
V
CL
E
A
N
A
I
R
/
VA
N
P
O
O
L
/
E
V
OFFSITE
IMPROVEMENTS PER
PW2020-0609, BY
OTHERS
1 EX. R/W
PROPOSED R/W
PER PM NO. 37938
PROPOSED PL
PER PM NO. 37938
DU
T
C
H
B
R
O
S
±9
5 0
S
F
℄
1 1
2 3
10 10
10 14
6 11
11 15
7 10
10 9
9 9
9 9
23 23
25 23
23 23
18 4
4 25
PL
PL
13 13
13 13
13 13
16 6
6 6 6
5 5
5 5
5 17
17 17
17 1
26 21 20
19 8
12 8
8 18
8 25
12 12
12 12
12 24
25 25
6 12
E 8TH STREET
11 27
27 12
22 DATEBRYAN NORD
R.C.E. 87326
No. 87326
S H E E T
1 07.09.2021
NORTH
CONSTRUCTION NOTES
LEGEND
EXISTING PROPERTY LINE/ ROW
PROPOSED PL / ROW (PM 37938)
CENTERLINE
SETBACK LINE
EASEMENT
ACCESSIBLE PATH OF TRAVEL
HEAVY DUTY ASPHALT PER
DETAIL 1, SHEET
ASPHALT SECTION PER DETAIL 1,
SHEET
HEAVY DUTY CONCRETE PER
DETAIL 1, SHEET
STANDARD DUTY CONCRETE PER
DETAIL 1, SHEET
LANDSCAPING. SEE LANDSCAPE
PLAN
BIO-RETENTION BASIN
PARKING INFORMATION
REFERENCE
REQUIRED PARKING 10 STALLS
PARKING PROVIDED
STANDARD:12 STALLS
VAN ACCESSIBLE:1 STALLS
TOTAL:13 STALLS
BICYCLE PARKING (SHORT TERM)0 STALLS
SITE DESIGN SHALL BE IN ACCORDANCE WITH PP2020-0276,
CUP2020-0046, & TPM PM2020-0007
OFFSITE IMPROVEMENTS PER PW2020-0609
AN EASEMENT FOR UTILITIES AND INCIDENTAL, PURPOSES,
GRANTED TO THE COUNTY OF RIVERSIDE, RECORDED NOVEMBER
13, 1962 AS INSTRUMENT NO. 104649 OF OFFICIAL RECORDS.
1 EXISTING EASEMENTS
A 10.0' WIDE EASEMENT FOR PUBLIC UTILITY PURPOSES
DEDICATED TO SOUTHERN CALIFORNIA GAS COMPANY PER
SEPARATE INSTRUMENT NO. 5001-353
PROPOSED EASEMENTS
1 INSTALL STANDARD 90° PARKING STALL STRIPING PER DETAIL 16, SHEET 111 INSTALL ACCESSIBLE STALL AND LOADING AISLE PER DETAIL 12, SHEET 112 INSTALL ACCESSIBLE PARKING SIGN PER DETAIL 13 AND 14, SHEET113 STANDARD DUTY ASPHALT PAVING PER DETAIL 1, SHEET 104
HEAVY DUTY ASPHALT PAVING PER DETAIL 1, SHEET 105
STANDARD DUTY CONCRETE PER DETAIL 1, SHEET 106
HEAVY DUTY CONCRETE PER DETAIL 1, SHEET 107
INSTALL RIBBON GUTTER PER DETAIL 7, SHEET 108
INSTALL 0" CURB PER DETAIL 4, SHEET 109
INSTALL ACCESSIBLE RAMP WITH DETECTABLE WARNING (TRUNCATED DOMES) PER DETAIL 17, SHEET 11 AND DETAIL 10, SHEET 10
10 INSTALL ACCESSIBLE PATH STRIPING PER DETAIL 15, SHEET 1111 SITE LIGHTING AND CONCRETE FOUNDATION PER ARCHITECTURAL PLANS12
PROPOSED LANDSCAPING (REFER TO LANDSCAPE PLANS FOR MORE
INFORMATION)
13 TRASH ENCLOSURE PER ARCHITECTURAL PLANS14
CONSTRUCT CONCRETE PAVEMENT AT DUMPSTER PAD PER DETAIL 6, SHEET 10 15
EXISTING POWER POLE AND OVERHEAD LINES SERVICING ADJACENT SITE TO REMAIN. EXISTING GUY WIRES TO BE RELOCATED TO ADJACENT PLANTER AREAS
16 INSTALL 45° DIAGONAL 4" WIDE YELLOW PAVEMENT MARKINGS, 2' ON CENTER17 BIO-RETENTION/WATER QUALITY BASIN PER SHEET 7 & 818
DOMESTIC IRRIGATION WATER METER AND BACKFLOW PER SEPARATE PERMIT19 DOMESTIC WATER METER AND BACKFLOW PER SEPARATE PERMIT20 MONUMENT SIGN PER SEPARATE SIGN PERMIT21
FIRE HYDRANT PER SEPARATE PLAN AND PERMIT22
INSTALL 6" VERTICAL CURB PER DETAIL 3, SHEET 1023
INSTALL DEEPENED CURB PER DETAIL 18, SHEET 1124
INSTALL 6" CURB AND GUTTER PER DETAIL 2, SHEET 1025
TRANSFORMER LOCATION TO BE APPROVED BY SCE26
PROPOSED STORM DRAIN INLET. REF GRADING PLAN SHEET 827
20,000 GAL
R
E
G
U
LA
R
CL
E
A
N
A
I
R
/
VA
N
P
O
O
L
/
E
V
CL
E
A
N
A
I
R
/
VA
N
P
O
O
L
/
E
V
DUTCH
BROS
OFFSITE
IMPROVEMENTS PER
PW2020-0609, BY
OTHERS
PROPOSED PL
PER PM NO. 3798
EX. R/W
PROPOSED R/W
PER PM NO. 3798
PL
PL
E 8TH STREET
EX. CL
S89°52'12"W 140.78'
N0
0 °
0 7
'
4 0
"
W
2 5
1 .
2 7
'
N00°07'40"W
10.17'
R =9 5 6 .8 7 '
L =1 6 0 .6 9 'Δ =9 °3 7 '2 0 "
N89°10'30"E 130.68'
S0
0 °
0 8
'
4 5
"
E
4 5
.
1 8
'
S00°08'45"E
19.13'
S0
0 °
0 7
'
4 0
"
E
2 2
1 .
6 2
'
R =9 4 9 .9 2 '
L =1 6 0 .8 3 'Δ =9 °4 2 '0 4 "
DATEBRYAN NORD
R.C.E. 87326
No. 87326
S H E E T
1 07.09.2021
NORTH
LEGEND
EX. PROPERTY LINE/ ROW
PROPOSED PL / ROW
CENTERLINE
SETBACK LINE
EASEMENT LINE
BUILDING TIE-DOWN LINE
LANDSCAPING. SEE LANDSCAPE
PLAN
BIO-RETENTION BASIN
LINE AND CURVE DESCRIPTION NOTES
LINE AND CURVE DESCRIPTION NOTES
CL
E
A
N
A
I
R
/
VA
N
P
O
O
L
/
E
V
CL
E
A
N
A
I
R
/
VA
N
P
O
O
L
/
E
V
EIGHTH STREET
PROPOSED PL
PER PM NO. 37938
0.6%7.5%0.5%
0.9%
1. 5
%
5.0 %
0. 9
%
0.7%
4. 9
%
1.5%
0. 0
%
1.5%
1. 4
%
5.0%
0. 4
%
3.0%
7. 3
%
7. 9
%
0. 5
%
1.5%
OFFSITE
IMPROVEMENTS PER
PW2020-0609, BY
OTHERS
1.2%
TC 2600.21
FS 2599.71
TC 2599.68
FS 2599.18
TC 2599.44
FL 2598.94
TC 2600.29
FS 2599.79
TC 2599.94
FS 2599.44
TC 2599.99
FS 2599.49
TC 2600.47
FS 2599.97
TC 2601.26
FS 2600.76
TC 2600.42
FS 2599.92
TC 2600.12
FL 2599.62
TC 2600.32
FL 2599.82
TC 2600.81
FS 2600.31
TC 2600.63
FS 2600.13
TC 2600.11
FS 2599.61
TC 2600.34
FS 2599.84 TC 2600.66
FS 2600.16
TC 2600.54
FS 2600.04
TC 2600.46
FS 2599.96
TC 2600.42
FS 2599.92
TC 2600.40
FS 2599.90
TC 2600.69
FS 2600.19
TC 2600.84
FS 2600.34
TC 2600.90
FS 2600.40
TC 2600.90
FS 2600.40
TC 2600.71
FS 2600.21
FS 2599.87
FS 2599.87
TC 2600.66
FS 2600.16
TC\FS 2600.12
TC\FS 2600.08FS 2599.87
TC 2600.55
FS 2600.05
TC\FS 2600.62
TC 2600.63
FS 2600.13
TC 2600.67
FS 2600.17
TC\FS 2600.69
TC\FS 2600.71TC\FS 2600.63
FS 2600.73
TC\FS 2599.96
TC 2600.43
FS 2599.93
TC 2600.48
FS 2599.98 TC\FS 2600.63
FS 2600.88
TC 2600.21
FS 2599.71
TC (2600.05)
FS (2599.55)
TC 2600.36
FL 2599.86
TC 2599.79
FL 2599.29
FS 2600.48 FS 2600.59
FS 2600.85
TC\FS (2601.73)
TC 2600.59
FS 2600.09
MATCH EX. GRADES
PER PW2021-0645
TC 2600.08
FL 2599.58
TC 2599.63
FL 2599.13
DUTCH BROS
±950 SF
FFE: 2600.90
PAD: 2600.06 0.
2 %
2.6%
CROSS SLOPE NOT
TO EXCEED 2.0%
1. 3
%
3.2%
3. 2
%
0. 0
%
0.4%
26 0
0 26
0 0
260
0 26
0 0
26 0
0 (
2 5
9 9
)
(260
1 )
(2602)
(2
6 0
3 )
(2600)
(2601)
DAYLIGHT/
MATCH EX.
DAYLIGHT/
MATCH EX.
FS/ME (2601.78)
PROPOSED PL
PER PM NO. 37938
EX. CURB AND
GUTTER TO REMAIN
PER PW2021-0645
TC 2601.08
FS 2600.58
TC 2602.03
FS 2601.53FS 2601.67
TC 2600.15
FL 2599.65
TC 2600.28
FL 2599.78
TC 2600.65
FS 2600.15
FS 2600.83
6 6
6 6
6 FL 2600.16
FL 2600.33
FL 2600.37
FL 2600.04
FL 2600.40
ME
ME
ME
1. 2
%
N00°07'40"W
10.17'
R =9 5 6 .8 7 '
L =1 6 0 .6 9 'Δ =9 °3 7 '2 0 "
S0
0 °
0 8
'
4 5
"
E
4 5
.
1 8
'
S00°08'45"E
19.13'
S0
0 °
0 7
'
4 0
"
E
2 2
1 .
6 2
'
R =9 4 9 .9 2 '
L =16 0 .8 3 'Δ =9 °4 2 '0 4 "
DATEBRYAN NORD
R.C.E. 87326
No. 87326
S H E E T
1 07.09.2021
NORTH
EARTHWORK RESULTS
LOT SIZE (ACRES)0.84
CUT (CU. YD.)16
FILL (CU. YD.)1205
NET FILL (CU. YD.)1190
(X.XX)EXISTING ELEVATION
BLDG BUILDING
BW BACK OF WALL
EG EXISTING GRADE
EP EDGE OF PAVEMENT
EX EXISTING
FF FINISHED FLOOR
ELEVATION
IE INVERT ELEVATION
ME MATCH EXISTING
RL RIDGE LINE
SD STORM DRAIN
SF SQUARE FEET
SS SANITARY SEWER
TYP TYPICAL
XING CROSSING
LEGEND
EXISTING PROPERTY LINE/ ROW
PROPOSED PL / ROW (PM 37938)
CENTERLINE
SETBACK LINE
EASEMENT
ACCESSIBLE PATH OF TRAVEL
FINISHED SURFACE CONTOUR
ELEVATION
EXISTING SURFACE ELEVATION
CONTOUR
MATCH LINE. SEE SHEET 8 FOR
CONTINUATION
PROPOSED PRIVATE STORM DRAIN
DAYLIGHT LINE. MATCH ROUGH
GRADE
RIDGE LINE
FLOW LINE
LANDSCAPING. SEE LANDSCAPE PLAN
BIO-RETENTION AREA
CONCRETE. SEE SHEET 5 FOR PAVING
SPECIFICATIONS
STANDARD DUTY CONCRETE. SEE
SHEET 5 FOR PAVING
SPECIFICATIONS
FG XX.XX FINISHED GRADE SPOT ELEVATION
TC XX.XX TOP OF CURB SPOT ELEVATION
FL XX.XX FLOW LINE SPOT ELEVATION
TW XX.XX TOP OF WALL SPOT ELEVATION
BW XX.XX BOTTOM OF WALL SPOT ELEVATION
FS XX.XX FINISHED SURFACE ELEVATION
ABBREVIATIONS
XXXX
XXXX
1.CONTRACTOR TO VERIFY ALL EXISTING TOPOGRAPHY AND STRUCTURES
ON THE SITE AND IMMEDIATELY NOTIFY THE ENGINEER OF ANY
DISCREPANCIES PRIOR TO STARTING WORK.
2.MAXIMUM SLOPE IN ACCESSIBLE PARKING SPACES AND LOADING ZONES SHALL NOT EXCEED 2.0% IN ALL DIRECTIONS.
3.MAXIMUM RUNNING SLOPE SHALL NOT EXCEED 5% AND CROSS SLOPE SHALL NOT EXCEED 2% ON ALL SIDEWALKS AND ACCESSIBLE ROUTES.
4.MATCH EXISTING ELEVATIONS AT THE PROPERTY LIMITS.
5.EARTHWORK AND PAVING SPECIFICATION BASED ON GEOTECHNICAL REPORT.
6.EARTHWORK QUANTITIES SHOWN HEREON ARE APPROXIMATE.
QUANTITIES HAVE BEEN CALCULATED FROM PROPOSED ROUGH GRADES TO PROPOSED FINISHED SURFACE. QUANTITIES FOR PROPOSED UTILITIES
OR REMOVAL OF EXISTING UTILITIES/SUBSTRUCTURES HAVE NOT BEEN INCLUDED. QUANTITIES FOR FOUNDATION EXCAVATIONS HAVE NOT BEEN INCLUDED. EARTHWORK FOR UNDERGROUND STORAGE TANK PIT IS APPROXIMATION AND IS SHOWN FOR REFERENCE ONLY.
NOTES
MATCHLINE - SEE SHEET 8
STORM DRAIN NOTES
INSTALL 'CURB-O-LET' UNDER SIDEWALK RECTANGULAR DRAIN PIPE AND COVER. CONNECT TO ROOF DRAINS PER MEP PLANS
6
3 :
1 M
A
X
2.5'
1.0'
6"
2"-4" OF SHREDDED
AGED HARDWOOD MULCH
WRAP SIDES IN 30 MIL NON
PERMEABLE PVC LINER. SECURE
LINER WITH STEEL SPLICING STAKE/
LINE STAKE/ OR STAPLES AT 5' O.C.
PAVEMENT PER PLAN
6" PVC SDR PERFORATED PIPE
SLOPED AT 0.5% MIN TO INLET.
CONNECTION TO DROP INLET
2.5' MIN ENGINEERED SOIL
MEDIA PER RIVERSIDE
COUNTY LID MANUAL.
1.0' MIN OF 1" - 2.5" DIAMETER
STONE AGGREGATE
TOE OF BASIN
PER PLAN
4:1 MAX
12" PVC PIPE CONNECTION TO
EXISTING STORM DRAIN PIPE
PROVIDED PER PW2021-0645
SLOPE AND INV PER PLAN
2 TOP OF BASIN PER PLAN
MATCH RG
PL
SIDEWALK PER PLAN
DEEPENED CURB PER
DETAIL 18, SHEET 11
2.0' BENCH
5.0% MAX
A
8 2.
8 %
0.5%
8.2%7.2%
0.8%
8.1%7.3%
0. 8
%
2.0%
1 TC 2600.00
FS 2599.50
TC 2599.57
FS 2599.07
TC 2599.54
FS 2599.04
TC 2599.30
FL 2598.80
TC 2599.14
FL 2598.64
TC 2598.79
FL 2598.29
TC 2598.62
FL 2598.12
TC 2598.78
FS 2598.28 TC 2598.52
FS 2598.02
TC 2598.42
FL 2597.92
TC 2599.18
FS 2598.68
TC 2599.16
FS 2598.66
TC 2599.04
FS 2598.54
TC 2599.07
FS 2598.57
TC 2599.17
FS 2598.67
TC 2598.76
FS 2598.26
TC 2598.84
FS 2598.34
TC 2598.99
FS 2598.49 TC 2598.91
FS 2598.41
TC 2599.21
FS 2598.71 TC 2599.14
FS 2598.64
TC 2599.24
FS 2598.74
TC 2599.39
FS 2598.89
TC 2598.09
FL 2597.59
TC 2598.28
FL 2597.78
TC (2598.25)
FS (2597.75)
FS 2598.87
FS 2598.45
FS 2597.86
FS/ME (2597.89)
TC\FS 2599.00
TC 2598.13
FS 2597.63
TC 2598.16
FS 2597.66
FS 2600.01 FS 2599.44
TC\FS 2598.10
TC 2598.08
FS 2597.58
TC\FS 2597.61TC\FS 2597.63
TC 2598.17
FS 2597.67
TC\FS 2598.19
TC\FS 2599.02
TC\FS 2599.52TC\FS 2599.59
TC (2597.95)
FS (2597.45)
TC 2599.55
FS 2599.05
TC 2599.50
FS 2599.00
2. 8
%
0.5%
1. 5
%
0.7%PROPOSED TRANSFORMER
LOCATION TO BE APPROVED
BY SCE
MATCH EX. GRADES
PER PW2021-0645
6.6%
OVERFLOW CATCH BASIN
RIM:2597.25
INV: 2592.42
11.5 LF OF 12" PVC @ 5.0%
2 0.5%
CATCH BASIN
RIM:2597.21
INV:2596.16
BMP 1 - BIORETENTION BASIN
STORAGE VOLUME: 1,394 CF
0.8%
2 45° BEND
45° BEND
5 12.0 LF OF 12" PVC @ 0.5%
FLARED END
SECTION
INV:2596.10
0.8%
1. 3
%
1.7%
3. 2
%
2600
2598
2599
259
9 25
9 9
25 9
7 2
5 9
8 2599
(25
9 8
)
(2
5 9
5 )
(2
5 9
6 )
(2
5 9
7 )
(25
9 8
)
(2
6 0
0 )
(2
5 9
9 )
(2
6 0
1 )
(2
5 9
8 )
(259
9 )
(
2 5
9 8
)
FS 2599.06
TC 2599.38
FS 2598.88
PROPOSED MAIN ELECTRICAL
SWITCH TO BE APPROVED
BY SCE
DAYLIGHT/
MATCH EX.
TOP: 2596.85
TOE: 2596.10
FS 2598.74
FS 2598.90
FL 2597.50
TC 2598.06
FS 2597.56
FS 2597.99
12" SDR-35 PVC
INV: 2591.84
EX. CURB AND
GUTTER TO REMAIN
PER PW2021-0645
STORM DRAIN CONTINUES
TO N HIGHLAND SPRINGS
AVE PER PW2021-0645
(2
6 0
0 )
(259
6 )
(259
7 )
(2598
)
(25
9 9
)
ME
ME
ME
ME
S89°52'12"W 140.78'
N0
0 °
0 7
'
4 0
"
W
2 5
1 .
2 7
'
DATEBRYAN NORD
R.C.E. 87326
No. 87326
S H E E T
1 07.09.2021
NORTH
STORM DRAIN NOTES
SECTION A (TYPICAL BIO-FILTRATION BASIN)
N.T.S
MATCHLINE - SEE SHEET #
CONSTRUCT BIORETENTION BASIN PER SECTION A HEREON. TOP AND BOTTOM OF BASIN PER PLAN, SEE HORIZONTAL CONTROL SHEET 4 FOR LAYOUT 1 24"X24" JENSEN PRECAST DROP INLET OVERFLOW DRAIN. RIM ELEVATION AND
INVERT PER PLAN
2 CONNECT TO EXISTING STORM DRAIN PIPE PROVIDED PER PW2021-06455 LEGEND
EXISTING PROPERTY LINE/ ROW
PROPOSED PL / ROW (PM 37938)
CENTERLINE
SETBACK LINE
EASEMENT
ACCESSIBLE PATH OF TRAVEL
FINISHED SURFACE CONTOUR
ELEVATION
EXISTING SURFACE ELEVATION
CONTOUR
MATCH LINE. SEE SHEET 8 FOR
CONTINUATION
PROPOSED PRIVATE STORM DRAIN
DAYLIGHT LINE. MATCH ROUGH
GRADE
RIDGE LINE
FLOW LINE
LANDSCAPING. SEE LANDSCAPE PLAN
BIO-RETENTION AREA
CONCRETE. SEE SHEET 5 FOR PAVING
SPECIFICATIONS
STANDARD DUTY CONCRETE. SEE
SHEET 5 FOR PAVING
SPECIFICATIONS
XXXX
XXXX
(X.XX)EXISTING ELEVATION
BLDG BUILDING
BW BACK OF WALL
EG EXISTING GRADE
EP EDGE OF PAVEMENT
EX EXISTING
FF FINISHED FLOOR
ELEVATION
IE INVERT ELEVATION
ME MATCH EXISTING
RL RIDGE LINE
SD STORM DRAIN
SF SQUARE FEET
SS SANITARY SEWER
TYP TYPICAL
XING CROSSING
FG XX.XX FINISHED GRADE SPOT ELEVATION
TC XX.XX TOP OF CURB SPOT ELEVATION
FL XX.XX FLOW LINE SPOT ELEVATION
TW XX.XX TOP OF WALL SPOT ELEVATION
BW XX.XX BOTTOM OF WALL SPOT ELEVATION
FS XX.XX FINISHED SURFACE ELEVATION
ABBREVIATIONS
FTR
FTR
20,000 GAL
RE
G
U
L
A
R
CL
E
A
N
A
I
R
/
VA
N
P
O
O
L
/
E
V
CL
E
A
N
A
I
R
/
VA
N
P
O
O
L
/
E
V
E 8TH STREET
EX POWER POLE
TO REMAIN. EX GUY WIRES
TO BE RELOCATED IN
PLANTER AREAS.
EXISTING 10" SANITARY
SEWER PER W.O. 82-082
EXISTING 12" WATER MAIN
EXISTING SANITARY SEWER
MANHOLE PER W.O. 82-082
RIM (± 2602.32)
IE (± 2590.95)
EXISTING R/W
PROPOSED R/W
PROPOSED
LOT LINE
W1
W2
I1
7-ELEVEN
FF: 2599.12
W3
CONNECTION TO EXISTING
WATER MAIN PER
SEPARATE PERMIT
EXISTING 24" WATER MAIN
4" x 4" WYE
IE 2593.93
45° BEND
W2
IE 4" OUT 2594.00
IE 4" IN 2591.78
IE 4" OUT 2591.78
IE 4" IN 2590.84
IE 4" OUT 2590.84 IE 4" IN 2590.42
17 LF OF 4" PVC @ 2.39%
39 LF OF 4" PVC @ 2.39%
72 LF OF 4" PVC @ 2.49%
7 LF OF 4" PVC @ 2.39%
11 LF OF 4" PVC @ 2.39%
4 LF OF 6" PVC @ 2.70%
S5
S3
S4
S1
S3
S3
S4
S2
S3
S3 S3
DU
T
C
H
B
R
O
S
FF
:
2 6
0 0
.
9 0
S1
90° BEND
45° BEND
45° BEND
4 LF OF 6" PVC @ 2.70%S3
4" x 6"
REDUCER
Z1
Z2
Z2 Z3Z3
Z4
Z4
Z2 Z2
GAS LINE TO BE RELOCATED
PER PW2020-0609
GAS LINE PER
PW2020-0645
STORM DRAIN
CONTINUES TO N
HIGHLAND SPRINGS
AVE PER
PW2021-0645
SEWER PER
PW2021-0645
DATEBRYAN NORD
R.C.E. 87326
No. 87326
S H E E T
1 07.09.2021
NORTH
BUILDING POINT OF CONNECTION (5 FT FROM BUILDING FACE). REFER TO PLUMBING PLANS FOR CONTINUATIONW1
BUILDING POINT OF CONNECTION. REFER TO PLUMBING PLANS FOR CONTINUATIONS1
W2
INSTALL 1-1/2" TYPE K COPPER DOMESTIC WATER PIPE. COPPER PIPE BELOW GRADE TO BE WRAPPED IN 8 MIL POLYETHYLENE PLASTIC BEFORE ANY BACKFILL IS COMPLETED. MINIMUM EMBEDMENT DEPTH = 2.5'. TRENCH AND BACKFILL PER DETAIL 11 SHEET 10
W3 CONNECT TO 1" WATER SERVICE STUB. WATER METER METER AND REDUCED
PRESSURE BACKFLOW PREVENTION DEVICE PER SEPARATE PERMIT INSTALL SDR-35 SEWER LATERAL SIZE PER PLAN. TRACER WIRE SHALL BE INSTALLED IMMEDIATELY ADJACENT TO SEWER LATERAL. TRENCHING AND BEDDING PER DETAIL 11 SHEET 10
S3
CONNECT TO 6" SEWER STUB PROVIDED PER PW2020-0609S2
1. THE EXISTING UTILITIES SHOWN ON THE PLAN ARE BASED ON AVAILABLE RECORDS. THE CONTRACTOR MUST FIELD DETERMINE THE LOCATION AND DEPTH OF ALL UTILITIES PRIOR TO ANY CONSTRUCTION. REPORT
DISCREPANCIES AND POTENTIAL CONFLICTS WITH PROPOSED UTILITIES TO ENGINEER PRIOR TO INSTALLATION OF ANY PIPING.
2. COORDINATION WITH UTILITY PURVEYORS WILL BE REQUIRED TO
DETERMINE FINAL LOCATION OF ALL PROPOSED CONNECTIONS TO PUBLIC MAIN LINES.
3. ALL DRY AND WET UTILITY CROSSINGS SHALL HAVE A MIN 12" MIN VERTICAL CLEARANCE.
GREASE INTERCEPTOR. SEE ARCHITECTURAL PLANS FOR DETAILS AND
LOCATION
S5
REFER TO LANDSCAPE PLANS FOR CONTINUATION OF IRRIGATION LINEI1 I2 CONNECT TO IRRIGATION SERVICE STUB. IRRIGATION WATER METER AND
REDUCED PRESSURE BACKFLOW PREVENTION DEVICE PER SEPARATE PERMIT Z1
Z2
BUILDING POINT OF CONNECTION FOR ELECTRICAL SWITCHGEAR. REFER TO
ELECTRICAL PLANS FOR CONTINUATION
Z3
PROPOSED TRANSFORMER PER SEPARATE PERMIT. COORDINATE
CONNECTION WITH SOUTHERN CALIFORNIA EDISON
PROPOSED ELECTRICAL CONDUIT. COORDINATE INSTALLATION AND FINAL
ROUTING WITH SOUTHERN CALIFORNIA EDISON
PROPOSED TELECOM CONDUIT. COORDINATE INSTALLATION AND FINAL
ROUTING WITH TELECOM PROVIDER
Z4
EXISTING UTILITY NOTE
S4 INSTALL SEWER CLEANOUT PER DETAIL 9, SHEET 10
LEGEND
PROPERTY LINE/ ROW
LOT LINE
CENTERLINE
EASEMENT
PROPOSED SANITARY SEWER PIPE
PROPOSED WATER PIPE
PROPOSED FIRE PIPE
PROPOSED STORM DRAIN LINE. SEE
SHEET 7 & 8 FOR DETAILS
PROPOSED GAS LINE
UNDERGROUND TELECOMMUNICATIONS
UNDERGROUND ELECTRICAL
PROPOSED POINT OF CONNECTION (@
BLDG)
GREASE INTERCEPTOR
SEWER MANHOLE
1.ALL INLETS AND OUTLETS INTO AND OUT OF THE MANHOLES SHALL
INCORPORATE THE USE OF A FLEXIBLE COMPRESSION JOINTS LOCATED BETWEEN 12” AND 36” FROM THE MANHOLE. NO FLEXIBLE COMPRESSION JOINT SHALL BE EMBEDDED IN THE MANHOLE BASE. [CPC 719.6 AND 1101.13.1].
NOTES
PRIVATE WATER
PRIVATE SEWER
PRIVATE IRRIGATION
NOTE: MEP SITE UTILITIES ARE SHOWN FOR REFERENCE ONLY. REFER TO MEP DRAWINGS AND SPECS FOR MORE INFORMATION. SHOWN FOR COORDINATION PURPOSES ONLY.
MEP SITE UTILITIES
DATEBRYAN NORD
R.C.E. 87326
No. 87326
S H E E T
1 07.09.2021
26" CONCRETE CURB & GUTTER 36" CONCRETE CURB 40" CONCRETE CURB 6CONCRETE PAVEMENT AT DUMPSTER PAD
1PAVEMENT SECTIONS
10TRUNCATED DOMES 11PIPE TRENCHING AND EMBEDMENT
NOTES
BEDDING:CLEAN COARSE SAND; SEE NOTE 1 BELOW FOR
ADDITIONAL GEOTECHNICAL RECOMMENDATIONS
FILL MATERIAL:NATIVE MATERIAL - MAXIMUM SIZE NOT TO EXCEED 1 1/2" COVER:36" MINIMUM, OR MINIMUM OF AGENCY HAVING
JURISDICTION
NOTE 1:EXCAVATE FOR BELLS OR HUBS SO FULL LOAD IS CARRIED BY PIPE BARRELS.
PROPOSED
9SANITARY SEWER CLEANOUT DETAIL
7VALLEY GUTTER
DATEBRYAN NORD
R.C.E. 87326
No. 87326
S H E E T
1 07.09.2021
NOTES:
1.ALL ACCESSIBLE COMPONENTS CONSTRUCTED AS PART OF THESE PLANS SHALL COMPLY WITH THE LOCAL, STATE, AND FEDERAL REGULATIONS WHICHEVER ARE MORE STRINGENT.
2.CURB RAMPS SHALL HAVE A DETECTABLE WARNING EXTENDING THE FULL WIDTH OF THE CURB RAMP AND 3' DEEP. GROOVED SURFACES ON OUTDOOR CURB RAMPS ARE NOT PERMITTED. VERIFY LOCAL REQUIREMENTS WITH THE BUILDING DEPARTMENT. REFER TO TRUNCATED DOMES DETAIL 10, SHEET 10 AND REQUIREMENTS IN THE CALIFORNIA BUILDING CODE.
3.PARALLEL CURB RAMPS SHALL HAVE A DETECTABLE WARNING EXTENDING 36" DEEP ALONG THE FLUSH TRANSITION BETWEEN STREET AND SIDEWALK. REFER TO TRUNCATED DOMES DETAIL 10, SHEET 10.
4.PUBLIC SIDEWALK CURB RAMPS CONSTRUCTED WITHIN A PUBLIC RIGHT- OF -WAY, IN ABSENCE OF LOCAL ROADWAY GUIDELINES, SHALL MEET OR EXCEED LOCAL REGULATIONS.
5.CURB RAMP SURFACES (FLARES AND RAMP) SHALL HAVE A DIFFERENT TEXTURE FROM THE SURROUNDING PAVEMENT.
6.CURB RAMPS SHALL BE CONCRETE WITH STRENGTH OF 2500 PSI.
7.INSTALL 1/4" EXPANSION JOINT FILLER MATERIAL BETWEEN A NEW CURB RAMP AND THE EXISTING SIDEWALKS.
8.WATER PONDING WITHIN THE CURB RAMP LIMITS IS NOT ALLOWED.
9.NO GRADE BREAK IS ALLOWED ALONG THE RAMP SURFACE.
10.CROSS SLOPE OF THE CURB RAMP SURFACE SHALL BE LESS THAN 2%.
11.TRANSITION CHANGE IN ELEVATION IS NOT TO EXCEED 1/2" WITHIN AN ACCESSIBLE ROUTE.
12.DIAGONAL CURB RAMP SIDE SLOPE VARIES UNIFORMLY FROM A MAXIMUM OF UP TO 10% AT CURB TO CONFORM WITH LONGITUDINAL SIDEWALK SLOPE ADJACENT TO TOP OF THE RAMP.
DETECTABLE WARNING
(SEE NOTE 2)
LANDING
TRANSITION VALLEY GUTTER TO MEET ADA
REQUIREMENTS. BEGIN TRANSITION AS
NECESSARY TO MAINTAIN FLOW LINE
THROUGH THE TRANSITION AREA.
2% MAX CROSS SLOPE
AND 5% MAX RUNNING
SLOPE
IN-LINE CURB RAMPDOUBLE RAMP CURB RAMP
17ACCESSIBLE RAMP DETAILS
SINGLE POST ED
G
E
O
F
T
R
A
V
E
L
W
A
Y
GROUND SURFACE
3" DIAMETER
STEEL POST
14SIGN BASE DETAIL
DETECTABLE WARNING
(SEE NOTE 2)
LANDING
TRANSITION VALLEY GUTTER TO MEET
ADA REQUIREMENTS. BEGIN
TRANSITION AS NECESSARY TO
MAINTAIN FLOW LINE THROUGH THE
TRANSITION AREA.
2% MAX CROSS SLOPE
AND 5% MAX RUNNING
SLOPE
IN-LINE CURVED CURB RAMP
DETECTABLE WARNING
(SEE NOTE 2)
LANDING
TRANSITION VALLEY GUTTER TO MEET ADA
REQUIREMENTS. BEGIN TRANSITION AS
NECESSARY TO MAINTAIN FLOW LINE
THROUGH THE TRANSITION AREA.
2% MAX CROSS SLOPE AND 5% MAX
RUNNING SLOPE
DIAGONAL CURB RAMP
0" CURB WHERE
SHOWN ON PLAN
4' MIN
SEE PLAN FOR
PARKING/ SIDEWALK
INTERFACE
9'9'9'
PE
R
P
L
A
N
2% MAXIMUM SLOPE
ANY DIRECTION
WITHIN ADA STALL
AND LOADING AREA
INTERNATIONAL
SYMBOL OF
ACCESSIBILITY
4" BLUE
NO PARKING
4" BLUE
4"
B
L
U
E
4"
B
L
U
E
4" BLUE
LINES
EQUALLY
SPACED @
3' MAX.
12" HIGH
WHITE
LETTERS
4" BLUE STRIPE
LOCATE AT EDGE OF
PARKING SPACE UNLESS
ACCOMPANIED BY "VAN"
LETTERING
SOLID WHITE INTERNATIONAL
SYMBOL OF ACCESSIBILITY TO BE
36" HIGH x 36" WIDE ON A BLUE
BACKGROUND PER 2011 CALDAG,
FIGURE 20.
4.5'
4.5'
VAN ACCESSIBLE
PARKING SIGN (SEE
DETAIL 13 HEREON)
12ACCESSIBLE 90° PARKING STALL STRIPING
6" BLUE STRIPE
2 COATS TYP.
15ACCESSIBLE PATH-OF-TRAVEL STRIPING
4" SOLID WHITE
PAINT STRIPE
2 COATS
CURB FACE
16STANDARD 90° PARKING STALL STRIPING
ACCESSIBLE
VAN
PARKING
RESERVED
FINE $250
MINIMUM
NOTES:
1.SIGNS SHALL CONFORM WITH THE MOST CURRENT
CALIFORNIA MUTCD STANDARDS.
2.SIGNS SHALL BE MOUNTED ON A POST PER DETAIL 14
HEREON.
THIS SIGN TYPICAL AT
ALL ACCESSIBLE
PARKING SPACES
THIS SIGN TYPICAL AT
ALL VAN ACCESSIBLE
PARKING SPACES
PENALTY SIGN WITH
WORDING AS REQUIRED
PER LOCAL CODE
12" X 6"
12" X 9"
R7-8
SIGN BASE PER
DETAIL 14 HEREON.80
"
A
B
O
V
E
SU
R
R
O
U
N
D
I
N
G
GR
A
D
E
13VAN ACCESSIBLE PARKING SIGN DETAIL
BOLLARD PER DETAIL 17, HEREON
18DEEPENED CURB
NOTES:
1.CONCRETE SHALL BE 2500 PSI.
2.ISOLATION JOINTS SHALL BE PLACED ONLY AS SPECIFIED
3.CONTRACTION JOINTS CONSISTING OF 1" DEEP SCORES SHALL BE PLACED AT 15' INTERVALS O.C.
4.DEEPENED CURB TO BE PROVIDED AT LENGTHS ADJACENT TO BIO-RETENTION BASINS
5.NATURAL CONCRETE COLOR IS ACCEPTABLE FOR CURBS
30 Appendix 3: Soils Information
Geotechnical Study and Other Infiltration Testing Data
45
GEOTECHNICAL
ENGINEERING INVESTIGATION
PROPOSED MULTI-TENANT DEVELOPMENT
8TH STREET AND HIGHLAND SPRINGS AVENUE
BEAUMONT, CALIFORNIA
SALEM PROJECT NO. 3-220-0008
JANUARY 31, 2020
PREPARED FOR:
MS. KAYTLIN FOX
EVERGREEN DEVCO, INC.
2390 EAST CAMELBACK ROAD, SUITE 410
PHOENIX, AZ 85016
PREPARED BY:
SALEM ENGINEERING GROUP, INC.
8711 MONROE COURT, SUITE A
RANCHO CUCAMONGA, CA 91730
P: (909) 980-6455
F: (909) 980-6435
www.salem.net
SAN JOSE ▪ STOCKTON ▪ FRESNO ▪ BAKERSFIELD ▪ RANCHO CUCAMONGA DALLAS, TX ▪ DENVER, CO ▪ CHARLESTON, SC GE
O
T
E
C
H
N
I
C
A
L
●
E
N
V
IR
O
N
M
E
N
T
A
L
●
G
E
O
L
O
GY
●
M
A
T
E
R
I
A
L
S
T
E
S
TI
N
G
&
I
N
S
P
E
C
T
I
O
N
●
FO
R
E
N
S
I
C
●
L
A
B
O
R
A
T
OR
Y
8711 Monroe Court, Suite A
Rancho Cucamonga, CA 91730
Phone (909) 980-6455
Fax (909) 980-6435
SAN JOSE ▪ STOCKTON ▪ FRESNO ▪ BAKERSFIELD ▪ RANCHO CUCAMONGA DALLAS, TX ▪ DENVER, CO ▪ CHARLESTON, SC
January 31, 2020 Project No. 3-220-0008
Ms. Kaytlin Fox
Development Manager
Evergreen Devco, Inc.
2390 East Camelback Road, Suite 410
Phoenix, AZ 85016
SUBJECT: GEOTECHNICAL ENGINEERING INVESTIGATION
PROPOSED MULTI-TENANT DEVELOPMENT
8TH STREET AND HIGHLAND SPRINGS AVENUE
BEAUMONT, CALIFORNIA
Dear Ms. Fox:
At your request and authorization, SALEM Engineering Group, Inc. (SALEM) has prepared this Geotechnical Engineering Investigation report for the Proposed Multi-Tenant Development to be located at the subject site.
The accompanying report presents our findings, conclusions, and recommendations regarding the geotechnical aspects of designing and constructing the project as presently proposed. In our opinion, the proposed project is feasible from a geotechnical viewpoint provided our recommendations are incorporated into the design and construction of the project.
We appreciate the opportunity to assist you with this project. Should you have questions regarding this report or need additional information, please contact the undersigned at (909) 980-6455.
Respectfully Submitted,
SALEM ENGINEERING GROUP, INC.
Clarence Jiang, GE R. Sammy Salem, MS, PE, GE
Geotechnical Division Manager Principal Engineer
RGE 2477 RCE 52762 / RGE 2549
TABLE OF CONTENTS
1. PURPOSE AND SCOPE ..................................................................................................... 1
2. PROJECT DESCRIPTION .................................................................................................. 1
3. SITE LOCATION AND DESCRIPTION ........................................................................... 2
4. FIELD EXPLORATION ..................................................................................................... 2
5. LABORATORY TESTING ................................................................................................ 3
6. GEOLOGIC SETTING ....................................................................................................... 3
7. GEOLOGIC HAZARDS ..................................................................................................... 3
7.1 Faulting and Seismicity .......................................................................................................... 3
7.2 Surface Fault Rupture ............................................................................................................. 4
7.3 Ground Shaking ...................................................................................................................... 4
7.4 Liquefaction ............................................................................................................................ 5
7.5 Lateral Spreading .................................................................................................................... 5
7.6 Landslides ............................................................................................................................... 5
7.7 Tsunamis and Seiches ............................................................................................................. 5
8. SOIL AND GROUNDWATER CONDITIONS ................................................................. 5
8.1 Subsurface Conditions ............................................................................................................ 5
8.2 Groundwater ........................................................................................................................... 6
8.3 Soil Corrosion Screening ........................................................................................................ 6
8.4 Percolation Testing ................................................................................................................. 7
9. CONCLUSIONS AND RECOMMENDATIONS............................................................... 8
9.1 General ................................................................................................................................... 8
9.2 Seismic Design Criteria ........................................................................................................ 10
9.3 Soil and Excavation Characteristics ...................................................................................... 11
9.4 Materials for Fill ................................................................................................................... 11
9.5 Grading ................................................................................................................................. 12
9.6 Shallow Foundations ............................................................................................................ 15
9.7 Caisson Foundations ............................................................................................................. 16
9.8 Concrete Slabs-on-Grade ...................................................................................................... 16
9.9 Lateral Earth Pressures and Frictional Resistance ................................................................. 18
9.10 Retaining Walls .................................................................................................................... 19
9.11 Temporary Excavations ........................................................................................................ 20
9.12 Underground Utilities ........................................................................................................... 21
9.13 Surface Drainage .................................................................................................................. 21
9.14 Pavement Design .................................................................................................................. 22
10. PLAN REVIEW, CONSTRUCTION OBSERVATION AND TESTING ........................ 23
10.1 Plan and Specification Review .............................................................................................. 23
10.2 Construction Observation and Testing Services .................................................................... 23
11. LIMITATIONS AND CHANGED CONDITIONS .......................................................... 23
TABLE OF CONTENTS (cont.)
FIGURES
Figure 1, Vicinity Map
Figure 2, Site Plan
APPENDIX A – FIELD INVESTIGATION
Figures A-1 through A-11, Logs of Exploratory Soil Borings B-1 through B-11 Percolation Testing Results, P-1 and P-2
APPENDIX B – LABORATORY TESTING
Consolidation Test Results
Direct Shear Test Results
Gradation Curves
Expansion Index Test Results
Corrosivity Test Results
Maximum Density and Optimum Moisture Proctor Test Results R-Value Test Results
APPENDIX C – GENERAL EARTHWORK AND PAVEMENT SPECIFICATIONS
8711 Monroe Court, Suite A
Rancho Cucamonga, CA 91730
Phone (909) 980-6455
Fax (909) 980-6435
Project No. 3-220-0008 - 1 -
GEOTECHNICAL ENGINEERING INVESTIGATION
PROPSOED MULTI-TENANT DEVELOPMENT
8TH STREET AND HIGHLAND SPRINGS AVENUE
BEAUMONT, CALIFORNIA
1. PURPOSE AND SCOPE
This report presents the results of our Geotechnical Engineering Investigation for the site of the Proposed Multi-Tenant Development to be located at the southwest corner of 8th Street and Highland Springs Avenue in Beaumont, California (see Figure 1, Vicinity Map).
The purpose of our geotechnical engineering investigation was to observe and sample the subsurface conditions encountered at the site, and provide conclusions and recommendations relative to the geotechnical aspects of constructing the project as presently proposed.
The scope of this investigation included a field exploration, percolation testing, laboratory testing, engineering analysis and the preparation of this report. Our field exploration was performed on January 17, 2020 and included the drilling of eleven (11) small-diameter soil borings to a maximum depth of 50 feet at the site. Additionally, two (2) percolation tests were performed at depths of approximately 5 and 10 feet below existing grade for the determination of the infiltration rate. The locations of the soil borings and percolation tests are depicted on Figure 2, Site Plan. A detailed discussion of our field investigation, percolation tests, and exploratory boring logs are presented in Appendix A.
Laboratory tests were performed on selected soil samples obtained during the investigation to evaluate pertinent physical properties for engineering analyses. Appendix B presents the laboratory test results in tabular and graphic format.
The recommendations presented herein are based on analysis of the data obtained during the investigation and our experience with similar soil and geologic conditions. If project details vary significantly from those described herein, SALEM should be contacted to determine the necessity for review and possible revision of this report. Earthwork and Pavement Specifications are presented in Appendix C. If text of the report conflict with the specifications in Appendix C, the recommendations in the text of the report have precedence.
2. PROJECT DESCRIPTION
Based on the Site Plan provided to us, we understand that the proposed development will include construction of a 3,500 square-foot quick service restaurant (QSR) with a drive-thru, a 4,088 square-foot convenience store (7-Eleven), a 6-MPD canopy, and underground storage tanks. Parking, trash enclosures, and landscaping are planned to be associated with the proposed development. Maximum wall
Project No. 3-220-0008 - 2 -
load is expected to be on the order of 5 kips per linear foot. Maximum column load is expected to be on the order of 100 kips. Floor slab soil bearing pressure is expected to be on the order of 150 psf.
A site grading plan was not available at the time of preparation of this report. As the existing project area is essentially level, we anticipate that cuts and fills during earthwork will be minimal and limited to providing a level pad and positive site drainage. In the event that changes occur in the nature or design of the project, the conclusions and recommendations contained in this report will not be considered valid unless the changes are reviewed and the conclusions of our report are modified. The site configuration and locations of proposed improvements are shown on the Site Plan, Figure 2.
3. SITE LOCATION AND DESCRIPTION
The subject site is rectangular in shape and encompasses approximately 2.07 acres. The site is located on the southwest corner of 8th Street and Highland Springs Avenue in the City of Beaumont, California (see Vicinity Map, Figure 1).
The site is currently a vacant lot with miscellaneous grasses and weeds throughout the site. Overhead power lines run along the western portion of the site and are grounded at the power line pole in the northwest corner of the site. The site is relatively flat with no major changes in grade. The average elevation of the site is approximately 2,600 feet above mean sea level based on Google Earth imagery.
4. FIELD EXPLORATION
Our field exploration consisted of site surface reconnaissance and subsurface exploration. The exploratory test borings (B-1 through B-11) were drilled on January 17, 2020 in the area shown on the Site Plan, Figure 2. The test borings were advanced with 4-inch diameter solid flight augers rotated by a truck-mounted CME 45 drill rig. The test borings were extended to a maximum depth of 50 feet below existing grade.
The materials encountered in the test borings were visually classified in the field, and logs were recorded by a field engineer and stratification lines were approximated on the basis of observations made at the time of drilling. Visual classification of the materials encountered in the test borings were generally made in accordance with the Unified Soil Classification System (ASTM D2487). A soil classification chart and key to sampling is presented on the Unified Soil Classification Chart, in Appendix "A." The logs of the test borings are presented in Appendix "A." The Boring Logs include the soil type, color, moisture content, dry density, and the applicable Unified Soil Classification System symbol.
The location of the test borings were determined by measuring from features shown on the Site Plan, provided to us. Hence, accuracy can be implied only to the degree that this method warrants. The actual boundaries between different soil types may be gradual and soil conditions may vary. For a more detailed description of the materials encountered, the Boring Logs in Appendix "A" should be consulted.
Soil samples were obtained from the test borings at the depths shown on the logs of borings. The MCS samples were recovered and capped at both ends to preserve the samples at their natural moisture content; SPT samples were recovered and placed in a sealed bag to preserve their natural moisture content. The borings were backfilled with soil cuttings after completion of the drilling.
Project No. 3-220-0008 - 3 -
5. LABORATORY TESTING
Laboratory tests were performed on selected soil samples to evaluate their physical characteristics and engineering properties. The laboratory-testing program was formulated with emphasis on the evaluation of natural moisture, in-situ density, shear strength, consolidation potential, expansion index, maximum density and optimum moisture determination, R-Value and gradation of the materials encountered.
In addition, chemical tests were performed to evaluate the corrosivity of the soils to buried concrete and metal. Details of the laboratory test program and the results of laboratory test are summarized in Appendix "B." This information, along with the field observations, was used to prepare the final boring logs in Appendix "A."
6. GEOLOGIC SETTING
The subject site is located near the eastern portion of the Inland Valley, within the Peninsular Ranges Geomorphic Province of California. The Inland Valley is situated between the San Bernardino Mountains to the northeast, the San Gabriel Mountains to the north, the Chino Hills to the southwest, and to the southeast by the hilly uplands that separate it from the San Jacinto Basin. These mountain ranges are part of the Transverse Ranges Geomorphic Province of California.
The Inland Valley is dominated by northwest-trending faults and adjacent anticlinal uplifts. The intervening deep synclinal troughs are filled with poorly consolidated Upper Pleistocene and unconsolidated Holocene sediments. Tectonism of the region is dominated by the interaction of the East Pacific Plate and the North American Plate along a transform boundary. The Inland Valley has been filled with a variable thickness of relatively young, heterogeneous alluvial deposits. The Inland Valley, in the vicinity of the project site, is drained by minor tributaries toward the Santa Ana River. This drainage system trends towards the southwest in the vicinity of the subject site. Soil deposits encountered on the subject site during exploratory drilling are discussed in detail in this report
7. GEOLOGIC HAZARDS
7.1 Faulting and Seismicity
The Peninsular Range has historically been a province of relatively high seismic activity. The nearest faults to the project site are associated with the San Andreas Fault system located approximately 6.8 miles from the site. There are no known active fault traces in the project vicinity. Based on mapping and historical seismicity, the seismicity of the Peninsular Range has been generally considered high by the scientific community.
The project area is not within an Alquist-Priolo Earthquake Fault (Special Studies) Zone and will not require a special site investigation by an Engineering Geologist. Soils on site are classified as Site Class D in accordance with Chapter 16 of the California Building Code. The proposed structures are determined to be in Seismic Design Category D.
To determine the distance of known active faults within 100 miles of the site, we used the United States Geological Survey (USGS) web-based application 2008 National Seismic Hazard Maps - Fault Parameters.
Project No. 3-220-0008 - 4 -
Site latitude is 33.9322° North; site longitude is 116.9475° West. The ten closest active faults are summarized below in Table 7.1.
TABLE 7.1
REGIONAL FAULT SUMMARY
Fault Name Distance to
Site (miles)
Max. Earthquake
Magnitude, Mw
S. San Andreas;
PK+CH+CC+BB+NM+SM+NSB+SSB+BG+CO 6.8 8.2
San Jacinto; SBV+SJV 6.8 7.4
San Jacinto; SBV+SJV+A+CC+B+SM 7.5 7.9
S. San Andreas; BG+CO 8.5 7.4
San Jacinto; A+CC+B 8.7 7.6
Pinto Mtn 15.5 7.3
San Jacinto; SBV 17.7 7.1
S. San Andreas; PK+CH+CC+BB+NM+SM+NSB 21.8 8.0
Helendale-So Lockhart 28.1 7.4
Elsinore; W+GI 28.3 7.3
The faults tabulated above and numerous other faults in the region are sources of potential ground motion. However, earthquakes that might occur on other faults throughout California are also potential generators of significant ground motion and could subject the site to intense ground shaking.
7.2 Surface Fault Rupture
The site is not within a currently established State of California Earthquake Fault Zone for surface fault rupture hazards. No active faults with the potential for surface fault rupture are known to pass directly beneath the site. Therefore, the potential for surface rupture due to faulting occurring beneath the site during the design life of the proposed development is considered low.
7.3 Ground Shaking
Seismic coefficients and spectral response acceleration values were developed based on the 2019 California Building Code (CBC). The CBC methodology for determining design ground motion values is based on the Office of Statewide Health Planning and Development (OSHPD) Seismic Design Maps, which incorporate both probabilistic and deterministic seismic ground motion.
Based on the 2019 CBC, a Site Class D represents the on-site soil conditions with standard penetration resistance, N-values, averaging between 15 and 50 blows per foot in the upper 100 feet below site grade. A table providing the recommended design acceleration parameters for the project site, based on the Site Class D designation, is included in Section 9.2.1 of this report.
Based on Office of Health Planning and Development (OSHPD) Seismic Design Maps, the estimated design peak ground acceleration adjusted for site class effects (PGAM) was determined to be 0.926g (based on both probabilistic and deterministic seismic ground motion).
Project No. 3-220-0008 - 5 -
7.4 Liquefaction
Soil liquefaction is a state of soil particles suspension caused by a complete loss of strength when the effective stress drops to zero. Liquefaction normally occurs under saturated conditions in soils such as sand in which the strength is purely frictional. Primary factors that trigger liquefaction are: moderate to strong ground shaking (seismic source), relatively clean, loose granular soils (primarily poorly graded sands and silty sands), and saturated soil conditions (shallow groundwater). Due to the increasing overburden pressure with depth, liquefaction of granular soils is generally limited to the upper 50 feet of a soil profile. However, liquefaction has occurred in soils other than clean sand.
The soils encountered within the depth of 50 feet on the project site consisted predominately of medium dense to dense silty sand. The historically highest groundwater is estimated to be at a depth of more than 50 feet below ground surface according regional groundwater well data. Low to very low cohesion strength is associated with the sandy soil. A seismic hazard, which could cause damage to the proposed development during seismic shaking, is the post-liquefaction settlement of the liquefied sands. The liquefaction potential of the site is considered to be low due the absence of shallow groundwater. The Riverside County Office of Information Technology GIS website shows the subject site to be in a low liquefaction potential area. Therefore, no mitigation measures are warranted.
7.5 Lateral Spreading
Lateral spreading is a phenomenon in which soils move laterally during seismic shaking and is often associated with liquefaction. The amount of movement depends on the soil strength, duration and intensity of seismic shaking, topography, and free face geometry. Due to the relatively flat site topography and low liquefaction potential, we judge the likelihood of lateral spreading to be low.
7.6 Landslides
There are no known landslides at the site, nor is the site in the path of any known or potential landslides.
We do not consider the potential for a landslide to be a hazard to this project.
7.7 Tsunamis and Seiches
The site is not located within a coastal area. Therefore, tsunamis (seismic sea waves) are not considered a significant hazard at the site. Seiches are large waves generated in enclosed bodies of water in response to ground shaking. No major water-retaining structures are located immediately up gradient from the project site. Flooding from a seismically-induced seiche is considered unlikely.
8. SOIL AND GROUNDWATER CONDITIONS
8.1 Subsurface Conditions
The subsurface conditions encountered appear typical of those found in the geologic region of the site. In general, the soils within the depth of exploration consisted of loose to dense silty sand with lenses of sandy silt and sand.
Fill soils may be present on site between our boring locations. Verification of the extent of fill should be determined during site grading. Field and laboratory tests suggest that the deeper native soils are
Project No. 3-220-0008 - 6 -
moderately strong and slightly compressible. These soils extended to the termination depth of our borings.
The soils were classified in the field during the drilling and sampling operations. The stratification lines were approximated by the field engineer on the basis of observations made at the time of drilling. The actual boundaries between different soil types may be gradual and soil conditions may vary. For a more detailed description of the materials encountered, the Boring Logs in Appendix "A" should be consulted.
The Boring Logs include the soil type, color, moisture content, dry density, and the applicable Unified Soil Classification System symbol. The locations of the test borings were determined by measuring from feature shown on the Site Plan, provided to us. Hence, accuracy can be implied only to the degree that this method warrants.
8.2 Groundwater
The test boring locations were checked for the presence of groundwater during and after the drilling operations. Free groundwater was not encountered during this investigation. The historically highest groundwater is estimated to be at a depth of more than 50 feet below ground surface according to regional groundwater well data.
It should be recognized that water table elevations may fluctuate with time, being dependent upon seasonal precipitation, irrigation, land use, localized pumping, and climatic conditions as well as other factors.
Therefore, water level observations at the time of the field investigation may vary from those encountered during the construction phase of the project. The evaluation of such factors is beyond the scope of this report.
8.3 Soil Corrosion Screening
Excessive sulfate in either the soil or native water may result in an adverse reaction between the cement in concrete and the soil. The 2014 Edition of ACI 318 (ACI 318) has established criteria for evaluation of sulfate and chloride levels and how they relate to cement reactivity with soil and/or water.
A soil sample was obtained from the project site and was tested for the evaluation of the potential for concrete deterioration or steel corrosion due to attack by soil-borne soluble salts and soluble chloride. The water-soluble sulfate concentration in the saturation extract from the soil sample was detected to be 113 mg/kg. ACI 318 Tables 19.3.1.1 and 19.3.2.1 outline exposure categories, classes, and concrete requirements by exposure class. ACI 318 requirements for site concrete based upon soluble sulfate are summarized in Table 8.3 below.
TABLE 8.3
WATER SOLUBLE SULFATE EXPOSURE REQUIREMENTS
Water Soluble
Sulfate (SO4) in
Soil, Percentage by
Weight
Exposure
Severity
Exposure
Class
Maximum
w/cm Ratio
Minimum
Concrete
Compressive
Strength
Cementitious
Materials
Type
0.0113 Not
Applicable S0 N/A 2,500 psi No Restriction
Project No. 3-220-0008 - 7 -
The water-soluble chloride concentration detected in saturation extract from the soil samples was 58 mg/kg.
This level of chloride concentration is considered to be mildly corrosive.
It is recommended that a qualified corrosion engineer be consulted regarding protection of buried steel or ductile iron piping and conduit or, at a minimum, applicable manufacturer’s recommendations for corrosion protection of buried metal pipe be closely followed.
8.4 Percolation Testing
Two percolation tests (P-1 and P-2) were performed within assumed infiltration areas and were conducted in accordance with in accordance with the guidelines established by the County of Riverside. The approximate locations of the percolation tests are shown on the attached Site Plan, Figure 2. The boreholes were advanced to the depths shown on the percolation test worksheets. The holes were pre-saturated before percolation testing commenced.
Percolation rates were measured by filling the test holes with clean water and measuring the water drops at a certain time interval. The percolation rate data are presented in tabular format at the end of this Report. The difference in the percolation rates are reflected by the varied type of soil materials at the bottom of the test holes. The test results are shown on the table below.
PERCOLATION TEST RESULTS
Test
No.
Depth
(feet)
Measured
Percolation Rate
(min/inch)
Infiltration Rate*
(inch/hour) Soil Type
P-1 10 19.2 0.35 Silty SAND (SM)
P-2 5 250.0 0.02 Clayey SAND (SC)
* Tested infiltration Rate = (∆H 60 r) / (∆t(r + 2Havg)) The soil infiltration or percolation rates are based on tests conducted with clear water. The infiltration/percolation rates may vary with time as a result of soil clogging from water impurities. The infiltration/percolation rates will deteriorate over time due to the soil conditions.
The soils may also become less permeable to impermeable if the soil is compacted. Thus, periodic maintenance consisting of clearing the bottom of the drainage system of clogged soils should be expected.
The infiltration/percolation rate may become slower if the surrounding soil is wet or saturated due to prolonged rainfalls. Additional percolation tests should be conducted at bottom of the infiltration system during construction to verify the infiltration/percolation rate. Groundwater, if closer to the bottom of the drainage system, will also reduce the infiltration/percolation rate.
The scope of our services did not include a groundwater study and was limited to the performance of percolation testing and soil profile description, and the submitted data only. Our services did not include those associated with septic system design. Neither did services include an Environmental Site Assessment for the presence or absence of hazardous and/or toxic materials in the soil, groundwater, or atmosphere; or the presence of wetlands.
Project No. 3-220-0008 - 8 -
Any statements, or absence of statements, in this report or on any boring logs regarding odors, unusual or suspicious items, or conditions observed, are strictly for descriptive purposes and are not intended to convey engineering judgment regarding potential hazardous and/or toxic assessment.
The geotechnical engineering information presented herein is based upon professional interpretation utilizing standard engineering practices. The work conducted through the course of this investigation, including the preparation of this report, has been performed in accordance with the generally accepted standards of geotechnical engineering practice, which existed in the geographic area at the time the report was written. No other warranty, express or implied, is made.
Please be advised that when performing percolation testing services in relatively small diameter borings, that the testing may not fully model the actual full scale long term performance of a given site. This is particularly true where percolation test data is to be used in the design of large infiltration system such as may be proposed for the site. The measured percolation rate includes dispersion of the water at the sidewalls of the boring as well as into the underlying soils. Subsurface conditions, including percolation rates, can change over time as fine-grained soils migrate. It is not warranted that such information and interpretation cannot be superseded by future geotechnical engineering developments. We emphasize that this report is valid for the project outlined above and should not be used for any other sites.
9. CONCLUSIONS AND RECOMMENDATIONS
9.1 General
9.1.1 Based upon the data collected during this investigation, and from a geotechnical engineering standpoint, it is our opinion that the site is suitable for the proposed construction of improvements at the site as planned, provided the recommendations contained in this report are incorporated into the project design and construction. Conclusions and recommendations provided in this report are based on our review of available literature, analysis of data obtained from our field exploration and laboratory testing program, and our understanding of the proposed development at this time.
9.1.2 The primary geotechnical constraints identified in our investigation is the presence of upper loose and potentially compressible material at the site. Recommendations to mitigate the effects of these soils are provided in this report.
9.1.3 Fill soils may be present on-site between our test boring locations. Undocumented fill materials are not suitable to support any future structures and should be replaced with Engineered Fill.
Prior to fill placement, Salem Engineering Group, Inc. should inspect the bottom of the excavation to verify the fill condition.
9.1.4 Site demolition activities shall include removal of all surface obstructions not intended to be incorporated into final site design. In addition, underground buried structures and/or utility lines encountered during demolition and construction should be properly removed and the resulting excavations backfilled with Engineered Fill. It is suspected that possible demolition activities of the existing structures may disturb the upper soils. After demolition activities, it is recommended that disturbed soils be removed and/or recompacted.
Project No. 3-220-0008 - 9 -
9.1.5 The near-surface onsite soils are moisture-sensitive and are moderately to highly compressible (collapsible soil) under saturated conditions. Structures within the project vicinity have experienced excessive post-construction settlement, when the foundation soils become near saturated. The collapsible or weak soils should be removed and recompacted according to the recommendations in the Grading section of this report (Section 9.5).
9.1.6 Surface vegetation consisting of grasses and other similar vegetation should be removed by stripping to a sufficient depth to remove organic-rich topsoil. The upper 2 to 4 inches of the soils containing, vegetation, roots and other objectionable organic matter encountered at the time of grading should be stripped and removed from the surface. Deeper stripping may be required in localized areas. The stripped vegetation, will not be suitable for use as Engineered Fill or within 5 feet of building pads or within pavement areas. However, stripped topsoil may be stockpiled and reused in landscape or non-structural areas or exported from the site.
9.1.7 Based on the subsurface conditions at the site and the anticipated structural loading, we anticipate that the proposed building may be supported using conventional shallow foundations provided that the recommendations presented herein are incorporated in the design and construction of the project.
9.1.8 Provided the site is graded in accordance with the recommendations of this report and foundations constructed as described herein, we estimate that total settlement due to static loads utilizing conventional shallow foundations for the proposed building will be within 1 inch and corresponding differential settlement will be less than ½ inch.
9.1.9 All references to relative compaction and optimum moisture content in this report are based on ASTM D 1557 (latest edition).
9.1.10 SALEM shall review the project grading and foundation plans prior to final design submittal to assess whether our recommendations have been properly implemented and evaluate if additional analysis and/or recommendations are required. If SALEM is not provided plans and specifications for review, we cannot assume any responsibility for the future performance of the project.
9.1.11 SALEM shall be present at the site during site demolition and preparation to observe site clearing/demolition, preparation of exposed surfaces after clearing, and placement, treatment and compaction of fill material.
9.1.12 SALEM's observations should be supplemented with periodic compaction tests to establish substantial conformance with these recommendations. Moisture content of footings and slab subgrade should be tested immediately prior to concrete placement. SALEM should observe foundation excavations prior to placement of reinforcing steel or concrete to assess whether the actual bearing conditions are compatible with the conditions anticipated during the preparation of this report.
Project No. 3-220-0008 - 10 -
9.2 Seismic Design Criteria
9.2.1 For seismic design of the structures, and in accordance with the seismic provisions of the 2019 CBC, our recommended parameters are shown below. These parameters were determined using California’s Office of Statewide Health Planning and Development (OSHPD) Seismic Design Map Tool Website ( https://seismicmaps.org/) in accordance with the 2019 CBC. The Site Class was determined based on the soils encountered during our field exploration.
TABLE 9.2.1
SEISMIC DESIGN PARAMETERS
Seismic Item Symbol Value 2016 ASCE 7 or
2019 CBC Reference
Site Coordinates (Datum = NAD 83) 33.9322 Lat
-116.9475 Lon
Site Class -- D ASCE 7 Table 20.3-1
Soil Profile Name -- Stiff Soil ASCE 7 Table 20.3-1
Risk Category -- II Table 1604.5
Site Coefficient for PGA FPGA 1.1 ASCE 7 Table 11.8-1
Peak Ground Acceleration
(adjusted for Site Class effects) PGAM 0.926 ASCE 7 Equation 11.8-1 Seismic Design Category SDC D CBC Table 1613.2.5
Mapped Spectral Acceleration
(Short period - 0.2 sec) SS 2.064 g CBC Figure 1613.2.1(1-8) Mapped Spectral Acceleration
(1.0 sec. period)
S1 0.708 g CBC Figure 1613.2.1(1-8)
Site Class Modified Site Coefficient Fa 1.000 CBC Figure 1613.2.3(1) Site Class Modified Site Coefficient Fv * 1.700 CBC Figure 1613.2.3(2) MCE Spectral Response Acceleration
(Short period - 0.2 sec) SMS = Fa SS SMS 2.064 g CBC Equation 16-36 MCE Spectral Response Acceleration
(1.0 sec. period) SM1 = Fv S1 SM1 * 1.204 g CBC Equation 16-37 Design Spectral Response Acceleration
SDS=⅔SMS (short period - 0.2 sec) SDS 1.376 g CBC Equation 16-38 Design Spectral Response Acceleration
SD1=⅔SM1 (1.0 sec. period) SD1 * 0.802 g CBC Equation 16-39 Short Term Transition Period (SD1/SDS),
Seconds TS 0.583 ASCE 7-16, Section 11.4.6
Long Period Transition Period
(seconds) TL 8 ASCE 7-16, Figure 22-14
Note: * Determined per ASCE Table 11.4-2 for use in calculating TS only
Site Specific Ground Motion Analysis was not included in the scope of this investigation. Per ASCE 11.4.8, structures on Site Class D with S1 greater than or equal to 0.2 may require Site Specific Ground Motion Analysis.
However, a site specific motion analysis may not be required based on Exceptions listed in ASCE 11.4.8. The Structural Engineer should verify whether Exception No. 2 of ASCE 7-16, Section 11.4.8, is valid for the site. In the event that a site specific ground motion analysis is required, SALEM should be contacted for these services.