BULK SAMPLE
CORE SAMPLE
GRAB SAMPLE
RING SAMPLE
SPLIT SPOON SAMPLE
TUBE SAMPLE
B
C
G
R
S
T
ERB
Hollow Stem Auger - 140lb - Autohammer - 30" Drop
So
i
l
C
l
a
s
s
.
3-27-19
SOIL DESCRIPTION
Sampled By
Drilling Co.Drilling Co.
Project
Project No.
Newell & 18th Street
Kimley-Horn & Associates/Newell Street/Safe Routes to School 11837.002
Drilling Method
8"
Sa
m
p
l
e
N
o
.
Fe
e
t
At
t
i
t
u
d
e
s
SAMPLE TYPES:
Baja Exploration
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Co
n
t
e
n
t
,
%
GEOTECHNICAL BORING LOG B-1
Logged By
Date Drilled
ERB
Fe
e
t
S
(U
.
S
.
C
.
S
.
)
Lo
g
Ty
p
e
o
f
T
e
s
t
s
Gr
a
p
h
i
c
pc
f
Location
Dr
y
D
e
n
s
i
t
y
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.
TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING
ATTERBERG LIMITS
CONSOLIDATION
COLLAPSE
CORROSION
UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV
DIRECT SHEAR
EXPANSION INDEX
HYDROMETER
MAXIMUM DENSITY
POCKET PENETROMETER
R VALUE
SA
SE
SG
UC
SIEVE ANALYSIS
SAND EQUIVALENT
SPECIFIC GRAVITY
UNCONFINED COMPRESSIVE STRENGTH
90 85
80 75
70 65
60 0
5 10
15 20
25 30
90' msl
01/23/2024 C7 216 of 561
RV
17 21
37 10
10 12
25 30
35 123
110
125
SM
SM
B-1
0-5'
R-1
R-2
R-3
11 6
7 5" of ASPHALT CONCRETE over 12" of AGGREGATE BASE
ARTIFICIAL FILL (Afu)
@ 1': Silty SAND, loose, dark reddish-brown, moist, fine sand, micaceous
QUATERNARY VERY OLD PARALIC DEPOSITS (Qvop)
@ 5': Silty SAND, very dense, dark reddish-brown, dry, fine to medium SAND, trace pinhole pores, manganese nodules
subrounded to rounded gravel (1/4") throughout, micaceous @ 10': Silty SAND, medium dense, dark brown, dry, fine to medium SAND, trace micas
@ 15': Silty SAND continues at depth, becomes dense,
reddish-brown
Total Depth = 16.5 Feet
No groundwater encountered at time of drilling
Backfilled on 3/27/19
Hole Diameter
Mo
i
s
t
u
r
e
Ground Elevation
De
p
t
h
Bl
o
w
s
El
e
v
a
t
i
o
n
Pe
r
6 I
n
c
h
e
s
BULK SAMPLE
CORE SAMPLE
GRAB SAMPLE
RING SAMPLE
SPLIT SPOON SAMPLE
TUBE SAMPLE
B
C
G
R
S
T
ERB
Hollow Stem Auger - 140lb - Autohammer - 30" Drop
So
i
l
C
l
a
s
s
.
3-27-19
SOIL DESCRIPTION
Sampled By
Drilling Co.Drilling Co.
Project
Project No.
Newell & 18th Street
Kimley-Horn & Associates/Newell Street/Safe Routes to School 11837.002
Drilling Method
8"
Sa
m
p
l
e
N
o
.
Fe
e
t
At
t
i
t
u
d
e
s
SAMPLE TYPES:
Baja Exploration
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Co
n
t
e
n
t
,
%
GEOTECHNICAL BORING LOG B-2
Logged By
Date Drilled
ERB
Fe
e
t
S
(U
.
S
.
C
.
S
.
)
Lo
g
Ty
p
e
o
f
T
e
s
t
s
Gr
a
p
h
i
c
pc
f
Location
Dr
y
D
e
n
s
i
t
y
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.
TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING
ATTERBERG LIMITS
CONSOLIDATION
COLLAPSE
CORROSION
UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV
DIRECT SHEAR
EXPANSION INDEX
HYDROMETER
MAXIMUM DENSITY
POCKET PENETROMETER
R VALUE
SA
SE
SG
UC
SIEVE ANALYSIS
SAND EQUIVALENT
SPECIFIC GRAVITY
UNCONFINED COMPRESSIVE STRENGTH
85 80
75 70
65 60
0 5
10 15
20 25
30 86' msl
01/23/2024 C7 217 of 561
Appendix B
Laboratory Testing Procedures and Test Results
01/23/2024 C7 218 of 561
11837.002
B-1
APPENDIX B
Laboratory Testing Procedures and Test Results
Moisture and Density Determination Tests: Moisture content and dry density determinations were performed on relatively undisturbed samples obtained from the test borings. The results of these tests are presented in the boring logs. Where applicable, only moisture content was determined from "undisturbed" or disturbed samples.
"R"-Value: The resistance "R"-value was determined by the California Materials Method CT301 for base, subbase, and basement soils. The sample was prepared and exudation pressure and "R"-value determined. The graphically determined "R"-value at exudation pressure of 300 psi is reported.
Sample Location Sample Description R-Value
B-1, B-1 @ 0-5 Silty SAND 26
B-2, B-2 @ 0-5’ Clayey SAND 7
Expansion Index Test: The expansion potential of a selected material was evaluated by the ASTM Test Method 4829. The specimen was molded under a given compactive energy to approximately the optimum moisture content and approximately 50 percent saturation or approximately 90 percent relative compaction. The prepared 1-inch thick by 4-inch diameter specimen was then loaded to an equivalent 144 psf surcharge and was inundated with tap water until volumetric equilibrium was reached. The result of this test is presented in the table below:
Sample Location Sample Description Expansion
Index
Expansion
Potential
B-1 @ 0-5’ Brown Silty SAND Very Low 2
01/23/2024 C7 219 of 561
11837.002
B-2
APPENDIX B (Continued)
Soluble Sulfates: The soluble sulfate content of a selected sample was determined by standard geochemical methods (Caltrans Test Method CT417). The test result is presented in the table below:
Sample Location Sulfate Content (%) Potential Degree of Sulfate Attack*
B-1, B-1 @ 0 to 5 feet .0375 Negligible
* Based on the 2013 edition of American Concrete Institute (ACI) Committee 318R, Table No. 4.2.1.
Chloride Content: Chloride content was tested in accordance with DOT Test Method No. 422. The result is presented below:
Sample Location Chloride Content, ppm
B-1, B-1 @ 0 to 5 feet 280
Minimum Resistivity and pH Tests: Minimum resistivity and pH tests were performed in general accordance with California Test Method 643. The result is presented in the table below:
Sample Location pH Minimum Resistivity
(ohms-cm)
B-1, B-1 @ 0 to 5 feet 7.05 800
01/23/2024 C7 220 of 561
Appendix C
General Earthwork and Grading Specifications
01/23/2024 C7 221 of 561
Boring Sample Depth Soil Type GR:SA:FI LL,PL,PI
No.No.(ft.)(%)
B-1 R-1 5.0 SM 0:56:44 N/A
Rev. 08-04
Silty Sand (SM), Reddish Brown.
Sample Description:
0 10
20 30
40 50
60 0 10 20 30 40 50 60 70 80 90 100
Pl
a
s
t
i
c
i
t
y
I
n
d
e
x
(
P
I
)
Liquid Limit (LL)
0 10
20 30
40 50
60 70
80 90
100
0.0010.0100.1001.00010.000100.000
PE
R
C
E
N
T
F
I
N
E
R
B
Y
W
E
I
G
H
T
PARTICLE -SIZE (mm)
ATTERBERG LIMITS, PARTICLE -SIZE CURVE
ASTM D 4318, D 422
Project No.:
ML or OL
CH or OH
CL or OL
MH or OH
For classification of fine-
grained soils and fine-
grained fraction of
coarse-grained soils
7 4
CRSE
GRAVEL SAND FINES
FINECOARSEFINEMEDIUM
U.S. STD. SIEVE OPENING U.S. STANDARD SIEVE NUMBER HYDROMETER3.0" 1 1/2" 3/4" 3/8" #4 #10 #20 #40 #60 #100 #200
CLAYSILT
CL -ML
KHA/Safe Route to School
11837.002
"A" Line
01/23/2024 C7 222 of 561
Boring Sample Depth Soil Type GR:SA:FI LL,PL,PI
No.No.(ft.)(%)
B-2 R-1 5.0 SM 5:65:30 N/A
Rev. 08-04
Silty Sand (SM)
Sample Description:
0 10
20 30
40 50
60 0 10 20 30 40 50 60 70 80 90 100
Pl
a
s
t
i
c
i
t
y
I
n
d
e
x
(
P
I
)
Liquid Limit (LL)
0 10
20 30
40 50
60 70
80 90
100
0.0010.0100.1001.00010.000100.000
PE
R
C
E
N
T
F
I
N
E
R
B
Y
W
E
I
G
H
T
PARTICLE -SIZE (mm)
ATTERBERG LIMITS, PARTICLE -SIZE CURVE
ASTM D 4318, D 422
Project No.:
ML or OL
CH or OH
CL or OL
MH or OH
For classification of fine-
grained soils and fine-
grained fraction of
coarse-grained soils
7 4
CRSE
GRAVEL SAND FINES
FINECOARSEFINEMEDIUM
U.S. STD. SIEVE OPENING U.S. STANDARD SIEVE NUMBER HYDROMETER3.0" 1 1/2" 3/4" 3/8" #4 #10 #20 #40 #60 #100 #200
CLAYSILT
CL -ML
KHA/Safe Route to School
11837.002
"A" Line
01/23/2024 C7 223 of 561
Boring Sample Depth Soil Type GR:SA:FI LL,PL,PI
No.No.(ft.)(%)
B-2 R-2 10.0 SM 3:69:28 N/A
Rev. 08-04
Silty Sand (SM), Reddish Brown.
Sample Description:
0 10
20 30
40 50
60 0 10 20 30 40 50 60 70 80 90 100
Pl
a
s
t
i
c
i
t
y
I
n
d
e
x
(
P
I
)
Liquid Limit (LL)
0 10
20 30
40 50
60 70
80 90
100
0.0010.0100.1001.00010.000100.000
PE
R
C
E
N
T
F
I
N
E
R
B
Y
W
E
I
G
H
T
PARTICLE -SIZE (mm)
ATTERBERG LIMITS, PARTICLE -SIZE CURVE
ASTM D 4318, D 422
Project No.:
ML or OL
CH or OH
CL or OL
MH or OH
For classification of fine-
grained soils and fine-
grained fraction of
coarse-grained soils
7 4
CRSE
GRAVEL SAND FINES
FINECOARSEFINEMEDIUM
U.S. STD. SIEVE OPENING U.S. STANDARD SIEVE NUMBER HYDROMETER3.0" 1 1/2" 3/4" 3/8" #4 #10 #20 #40 #60 #100 #200
CLAYSILT
CL -ML
KHA/Safe Route to School
11837.002
"A" Line
01/23/2024 C7 224 of 561
APPENDIX B - FILTERRA UNIT
01/23/2024 C7 225 of 561
TOP SLAB
THICKNESS
CAST IN PLACE CONCRETE
BY CONTRACTOR
FRONT FACE
OF CURB
90° NOSE PLATE
CAST INTO TOP SLAB
#4 REBAR DOWELS
BENT AS NECESSARY
CURB INLET DETAIL
4" MIN.
THROAT PROTECTION
DEVICE
COUNT DESCRIPTION INSTALLED BY
2 PLANT. SEE INSTALLATION
NOTE G CONTECH
0.444 CY MULCH. SEE INSTALLATION
NOTE G CONTECH
1 ENERGY DISSIPATION ROCK
LAYER CONTECH
2.222 CY FILTERRA MEDIA CONTECH
0.889 CY 1/2" #4 ROUND AGGREGATE
UNDERDRAIN STONE CONTECH
1 FILTERRA FLOWKIT 412A CONTECH
2 36" x 36" ADA FULL GRATE
FRAME, GALV. (CAST-IN)CONTECH
2 36" x 36" ADA FULL GRATE CONTECH
1 7"Ø x 8" CLEANOUT RISER
FRAME & COVER (CAST-IN)CONTECH
4 2"Ø PVC IRRIGATION CONDUIT CONTECH
1 SEALANT FOR JOINTS CONTRACTOR
13 LF 2-1/2" x 2-1/2" x 1/4" CURB
NOSING, GALV. (CAST-IN)CONTECH
A
C
C
A
PLAN VIEW
7"Ø x 8" CLEANOUT
(CAST-IN)
FACE OF
CURB
36" x 36" FULL ADA GRATE
(CAST-IN)
(TYP OF 2)
2'
-
6 "
2'
-
6 "
5'
-
0 "
13'-0"
1'-1"5'-6"3'-9"
SECTION B-B
FACE OF
CURB
4"Ø SDR 35 PVC
OUTLET COUPLING
CAST INTO WALL
IRRIGATION
SYSTEM CONDUIT
2"Ø PVC (CAST-IN)
4 PLACES
4'
-
0 "
2'
-
0 "
5'-6"3'-3"
12'-0"
SECTION A-A
OUTSIDE BOTTOM
ELEV. 84.92'
RIM ELEV. = 88.50'±
OUTLET PIPE
INV. ELEV. = 85.50'
B B
FLOWKIT
ENERGY DISSIPATION
ROCK LAYER
1"
3'
-
0 "
3'
-
7 "
1'
-
4 "
SECTION C-C
SEE CURB INLET
DETAIL THIS SHEET IRRIGATION
CONDUIT
3" MULCH
1'-3" FILTERRA
MEDIA
6" UNDERDRAIN
STONE
80 0
-
3 3
8 -
1 1
2 2
5 1
3 -
6 4
5 -
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0 0
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RWR
623855
SEQUENCE No.:
10 PROJECT No.:
1 1
MATERIALS LIST
PRECS / PR80127
LAYOUT 2
GENERAL NOTES
1. CONTECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE
2. FOR FABRICATION DRAWINGS WITH DETAILED STRUCTURE DIMENSIONS AND WEIGHTS, PLEASE CONTACT YOUR CONTECH ENGINEERED SOLUTIONS LLC REPRESENTATIVE. www.ContechES.com
3. FILTERRA WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN
DATA AND INFORMATION CONTAINED IN THIS DRAWING
4. STRUCTURE SHALL MEET PEDESTRIAN LIVE LOAD WITH HS-5 WHEEL LOAD MOUNTING THE CURB AND ADJACENT HS-20 LIVE LOAD SURCHARGE ON THE WALLS OF THE STRUCTURE, ASSUMING EARTH COVER OF 0' AND GROUNDWATER ELEVATION AT, OR BELOW, THE OUTLET PIPE INVERT ELEVATION. ENGINEER OF RECORD TO CONFIRM ACTUAL GROUNDWATER ELEVATION. CASTINGS SHALL MEET AASHTO M306 AND BE CAST WITH
THE CONTECH LOGO
5. FILTERRA STRUCTURE SHALL BE PRECAST CONCRETE CONFORMING TO ASTM C-857, ASTM C-918 AND ACI-318 LOAD FACTOR DESIGN METHOD
6. MEDIA INFILTRATION RATE 100 IN/HR
INSTALLATION NOTES
A. ANY SUB-BASE, BACKFILL DEPTH, AND/OR ANTI-FLOTATION PROVISIONS ARE
SITE-SPECIFIC DESIGN CONSIDERATIONS AND SHALL BE SPECIFIED BY ENGINEER OF RECORD
B. CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SET THE FILTERRA STRUCTURE. SPREADER BAR WITH SUFFICIENT CABLE IS
REQUIRED FOR SAFETY AND REDUCTION OF DAMAGE TO CONCRETE STRUCTURE C. CONTRACTOR TO INSTALL JOINT SEALANT BETWEEN ALL STRUCTURE SECTIONS AND
ASSEMBLE STRUCTURE
D. CONTRACTOR TO PROVIDE AND INSTALL OUTLET PIPE. PVC COUPLING IS CAST-IN TO
STRUCTURE WALL FOR OUTLET CONNECTION
E. CONTRACTOR TO SUPPLY AND INSTALL INLET PROTECTION BAR IF REQUIRED BY LOCAL
JURISDICTION
F. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO PROTECT FILTERRA MEDIA BAY
FROM CONSTRUCTION-RELATED EROSION RUNOFF
G. CONTECH IS RESPONSIBLE FOR ACTIVATION OF THE SYSTEM WHICH INCLUDES PLANTING OF THE SPECIFIED PLANT, MULCH INSTALLATION, AND PLACING OF DISSIPATION ROCK.
ACTIVATION ONLY OCCURS WHEN THE SITE IS FULLY STABILIZED WITH FINAL PAVEMENT
INSTALLED AND SWEPT CLEAN OF CONSTRUCTION SEDIMENT
H. CONTACT CONTECH MAINTENANCE AND FIELD OPERATIONS AT 513-645-7770 TO
SCHEDULE ACTIVATION
I. IT IS RECOMMENDED THAT FILTERRA UNITS BE WATERED BY IRRIGATION LINES OR SPRINKLER SYSTEMS ON A REGULAR BASIS. FILTERRA UNITS MAY BE EQUIPPED WITH
IRRIGATION HOLES FOR NEW OR EXISTING IRRIGATION LINES UPON REQUEST TH
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STRUCTURE WEIGHT
APPROXIMATE HEAVIEST PICK = 19500 LBS.
STRUCTURE IS DELIVERED IN 2 PIECES
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APPENDIX C - SPEED CUSHION
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TRAFFIC LOGIX CORP 3 HARRIET LANE SPRING VALLEY, NY 10977 866.915.6449 www.trafficlogix.com Speed Cushions
7’ L x 6’ W x 3” H
Speed Cushions of various dimensions may be easily constructed utilizing patented tongue and grove 18” x 42” interlocking rubber modules. This two directional tongue and grove interlocking module system provides additional connection between the modules and increases stability of the installed speed cushion. Each module is bolted to the road using six fusion coated rust resistant lag bolts through a plastic shield installed in the pavement. All installation hardware and anchor adhesive are supplied with each cushion.
TL Standard Style
14’ L x 6’ W x 4” H
21’ L x 6’ W x 3” H Also available in
MUTCD Modified
Chevron Pattern
SPECIFICATIONS
Dimensions of the tongue and groove modules:
Width: 18” (+/- 1/16”)
Length: 42” (+/- 1/8”)
Thickness: 3” (+/- 1/8”)
Dimensions of the Cushions are changeable by
Width: 18” increments
Length: 42” increments
Standard Dimensions of Speed Cushions
7’ x 6’ x 3” ● 8 modules
10.5’ x 6’ x 3” (Flat surface 72” x 42”) ●12 modules
14’ x 6’ x 3” (Flat surface 72” x 84”) ●16 modules
21’ x 6’ x 3” (Flat surface 72” x 126”) ● 20 modules
Entrance and exit gradient: 1:15 (7%) Lip: .25”
Side gradient: 1:3 (35%) Lip: .25”
Physical properties:
Material: Compression molded 100% recycled
synthetic and natural rubber composite
Tensile strength: minimum 500 psi
Shore hardness: minimum 70A
Specific gravity: 1.1
Deformation Rate: None; 100% recovery
Skid Resistance: 89 (Dry)
Markings: All markings are embedded into the
rubber during the manufacturing process and have
reflective qualities. The MUTCD pattern markings
(as shown in drawings) are
available in white only.
Modified MUTCD
SC-070603-M
SC-070603-2M
7’ L x 6’ W x 3” H
14’ L x 6’ W x 3” H
SC-140603-M
10.5’ L x 6’ W x 3” H
SC-1050603-M
SC-1050603-2M
10.5’ L x 6’ W x 3” H 14’ L x 6’ W x 3” H
SC-140603-2M
Patented Interlocking tongue
and groove module
SC-STD - MUTCD - 040816-R1
RSH03
RSH03
LSH03
LSH03 MSH03 MSH03
MSH03 MSH03
MLT MRT
LSH03
RSH03
RSH03
RSH33 LSH33
MSH03
MSH33
MSH03MRT
MSH03MLT
LSH03
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STANDARD SERIES - Cushions Shown
Humps & Tables also available
Standard Series is available in various widths and lengths in creating (SC) Cushions, (SH) Humps and/or (ST) Tables
7’ L x 6’ W x 3” H V3 Series Cushion Profile Shown
Patterns - Speed Humps, Speed Cushions and Speed Tables 42” Approach Ramp and Exit Ramp
Cushions - 3’ W, up to 9’ W Lengths 7’, 10.5’, 14’, 17.5’, 21’ Height 3”
Humps - Various Widths Lengths 7’, 10.5’, 14’ Heights 3”, (4” -14’ Length only)
Tables - Various Widths Lengths 14’, 17.5’, 21’, 24.5’ Heights 3”, (4” -14’ Length only)
Flat Top any length
Parabolic available at 4” H (14’ Length only)
7’ L x 6’ W x 3” H Standard Series Cushion Profile Shown Traffic Logix Corp 3 Harriett Lane Spring Valley, NY 10977 Phone: 866.915.6449 www.trafficlogix.com Steeper Approach Angle
Flat Top Design
Cushions - 7’ L x 6’ W
Humps - 7’ L x W (various)
Designed speed 5-10 mph
SCV3-070603-TC SCV3-070603-TB SCV3-070603-TA SC-070603-MTC SCV3-070603-MTB SCV3-070603-MTA 3’ W
SC-0704503-1A-Y SC-0704503-2A-Y SC-070303-Y Center Lane Series Also in White Squares
4.5’ W 4.5’ W
V3 SERIES Cushions - 7’L x 6’ W x 3”H V3 SERIES Humps 7’L x Various Widths 01/23/2024 C7 229 of 561
Traffic Logix Corp 3 Harriett Lane Spring Valley, NY 10977 Phone: 866.915.6449 www.trafficlogix.com Modules - Speed Humps, Speed Cushions and Speed Tables
7’ L x 6’ W x 3” H Speed Cushion
7’ L x 19.5’ W x 3” H Speed Hump w/10 Arrow Chevrons
Speed Humps, Cushions and/or Tables of various dimensions may be constructed utilizing patented directional tongue and grove 18” x 42” interlocking rubber modules. This interlocking system provides additional connection between the modules and increases stability of the installed product. Each unit is bolted to the road with fusion coated rust resistant lag bolts through a special plastic shield. 3”
14’ L x 6’ W x 3” H Speed Cushion
Speed Cushion, Humps or Tables
are available with or without a
variety of reflective markings.
MSH03 LSH03 MSH03 MSH03 MSH03 MSH03 MSH03 MSH03 MSH03 MSH03 MSH03 MSH03 RSH03 LSH03 MSH03 MSH03 MSH03 MSH03 MSH03 MSH03 MSH03 MSH03 MSH03 MSH03 MSH03 RSH03 RSH03 MSH03 MSH03 LSH03
LSH33
RSH33
MSH33 MSH33 RSH33
MSH33 MSH33 LSH33
RSH03 LSH03 MSH03 MSH03
LSH03 RSH03
RSH03 LSH03
MSH03 MSH03
MSH03 MSH03
Yellow White
Arrows, White Only
A A A A A
A A A A A
Each module has 6 holes for anchoring devices
48 Lbs. 50 Lbs. 48 Lbs.
64 Lbs. 64 Lbs. 75Lbs.
69 Lbs. 69 Lbs. 85 Lbs.
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THE GLOBAL LEADER IN Traffic Calming and ITS Solutions
Radar Speed Signs | Enforcement Cameras
Modular Rubber | 24/7 Cloud Connectivity
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Traffic Logix Product Catalog | T 866.915.6449 | F 866.995.6449 Today’s streets can be a dangerous place. With distracted drivers, increased cyclists, and busy pedestrians, keeping roads safe can be a challenge. At Traffic Logix, we believe it can be done. Our innovative traffic calming solutions help to reduce vehicle speeds, improve neighborhood safety, and create more complete streets.
As a market leader in solutions for safer streets, Traffic Logix is at the forefront with innovative solutions that save lives every day. Our products include a complete line of SafePace radar speed signs and accessories as well as our unique line of recycled rubber traffic calming solutions. We’re here to meet the growing concern of communities around the world. Let’s create a safer tomorrow.
GS-03F-0019U
MUTCD Approved
Members of:
Contract Holder:
Introduction
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The Traffic Logix modular solutions consist of an original engineered system of patented interlocking rubber units with molded reflective tape. These components can be assembled to create a variety of traffic calming solutions including speed humps, speed tables, and speed cushions. The modular system presents unlimited possibilities for different configurations and can be installed on asphalt or concrete and as permanent or temporary.
Traffic Logix flexible rubber curbing includes versatile solutions for traffic circles, islands, and street narrowing as well as a unique two sided bike lane curbing solution.
Our line of solutions are ideal for residential roads, school zones, and constructions sites.
Made of Recycled Rubber
Molded Reflective Tape
Simple Installation
Modular Interlocking Design
(see page 45)* With the exception of
SuperFlex curbing
(see page 45)
Lightweight ‐ easy to
transport and install
Extremely durable
Will never fade or crack like
asphalt
Uniform and consistent
profile
Aesthetic appearance,
residential appeal
Environmentally friendly
Save labor costs
Avoid street closures
No heavy equipment, only
basic tools are required
Can be removed, stored
and relocated
Highly visible
Molded tape has a much
longer lifespan than paint
Conforms to ITE standards
Expandable to any size
roadway
Interlocking feature adds
extra stability
Allows for custom solution
design
Modular Rubber
Product Overview
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Traffic Logix Product Catalog | T 866.915.6449 | F 844.405.6449 29 The Traffic Logix rubber traffic calming devices such as our speed cushions, speed humps and speed tables all have designed speeds. These design speeds vary depending upon the overall length as one would drive over them. This designed speed is based twofold in slowing vehicles to safer speeds.
One, to provide a manageable and comfortable ride and two, provide a safe handling speed within a + 5mph of the designed speed. At a +10mph over the designed speed, the driver still has vehicle control, but odds increase that low laying vehicles may bottom out and surely the ride would then become more uncomfortable, but not dangerous.
Traffic Logix rubber traffic calming devices have several advantages over competition which is usually asphalt or concrete humps. Asphalt speed cushions or speed tables are extremely rare.
Will not fade or crack
Same profile at every location
No heavy equipment needed for installation
Can be removed, stored and relocated
Highly visible embedded reflective markings
Modular Rubber
Product Actualities
Traffic Logix Rubber Asphalt
Will maintain consistent profile
Lane closure during installation
Designed Speeds Speed Cushions, Speed Humps, or Speed Tables 10 - 15 mph
15 - 20 mph
20 - 25 mph
25 - 30 mph
Drivable immediately after installation
Will fade or crack over time
Will compress with repetitive impact
Uneven profile at every location
Heavy equipment definately required for installation
Street closure during installation
Drivable after 2 - 3 days of cure time
Markings need repainting after a few years
Must be destroyed for street repairs
7 feet long
10.5 feet long
14 feet long
21 feet long
Speed Cushions Speed Hump Speed Table
6' Widths Do not Impede
Fire Trucks
Solid Across Roadway Solid Across Roadway
30 - 35 mph
17.5 feet long
Length
Width
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Striping is available in square or arrow patterns and in yellow, white or black (no tape)
Traffic Logix rubber solutions can be customized to any road width or length using our 18” x 42” units. This allows for unique flexibility in building traffic calming solutions to fit any application or configuration.
Interlocking
System
Reflective
Highway Tape
Mounting Hole
18”
42”
Features & Options
Each unit has a footprint dimension of 18” x 42” (1.5 ft. x 3.5 ft.) and has six mounting holes for lag bolts measuring 3/8” dia., 4” and/or 7” long that are installed with an anchor (plastic shield). The anchors require a 9/16” dia. hole in the installation surface. For details see installation section.
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Components
(Speed hump/Table/Cushions/Traffic Circle)
Component Product Length (in)Width (in)Height (in)Weight (lb) Middle
units
1 MSH03 42 18 0 - 3 50
2 MSH33 42 18 3 75
3 MSH34 42 18 3-4 89
Left end
cap units
4 LSH03 42 18 0 - 3 48
5 LSH33 42 18 3 48
6 LSH34 42 18 3 - 4 69
Right end
cap units
7 RSH03 42 18 0 - 3 48
8 RSH33 42 18 3 64
9 RSH34 42 18 3 - 4 69
Curb 10 SPRFC 39 3.125 4 13.2
Cycle Lane 11 55201 29.5 4.75 4 10
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Speed cushions are raised devices similar to small speed humps, installed across the width of the road.
They are designed to slow typical vehicles while not impeding emergency response vehicles (ERVs).
The wider wheel track of ERVs permits them to straddle the cushions as they pass over them. The narrower wheel track of typical vehicles compels them to slow down as they drive over the cushions.
Features
Installed as several small speed humps placed across the width of the road leaving gaps or spacing between them.
Traffic Logix speed cushions are constructed of patented interlocking units that snap together like puzzle pieces.
The 18” x 42” units that can be constructed to create speed cushions of any width or length.
Choice of bright yellow or white reflective highway tape is embedded into each unit so that cushions are highly visible to drivers.
Customizable with choice of squares and/or double chevron arrows or single MUTCD marking.
Environmentally friendly cushions are made of 100%
recycled rubber.
Speed cushions can be installed permanently or removed
and reinstalled for road repairs or resurfacing.
Cost effective rubber cushions are long lasting and durable, and do not require frequent maintenance and replacement like asphalt cushions.
Rubber units are already molded to specifications for
uniform installations and better driver acceptance.
Quick and easy to install without road closures.
Speed Cushions
Advantages
Consistent height • Installation can be permanent
or temporary • Cushions can be removed and
reinstalled • No road closures nor heavy duty
equipment are required for installation or for
removal • Exceptional durability • Cost effective
for longevity • Multi‐use • Driver Acceptance
•Neighborhood friendly
Rubber
Speed Cushions
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Cost effective, and rapidly becoming the preferred method of traffic calming, the sloped design over a 7, 10.5, 14 or 21 foot length causes vehicles to slow down without coming to a halt. Speed cushions are also available in a variety of patterns that can be mixed or matched. They are ideal for roads with posted speed limits under 35 mph and offer designed speeds of 10‐35 mph depending upon length.
For best traffic calming use, speed cushions should be installed in a series within distances of 200 ‐ 500 feet apart from one another.
Most common lengths are 7’, 10.5 and 14’. Traffic Logix recycled rubber speed cushions can be adapted to any road width.
Traffic Logix Speed Cushions are constructed of patented 18” wide x 42” long tongue and groove interlocking modules that when joined together form a solid patented multi‐module unit. Each module is bolted into the pavement with 4” or 7” rust resistant bolts, washers and special 4” or 7” plastic anchors. The tongue and groove modules greatly assist speed cushion stability both during and after installation.
• Standard Cushion sizes: 7’ L x 3” H x 6’ W
10.5’ L x 3” H x 6’ W ‐ 14’ L x 3” H x 6’ W
• Standard markings: Markings are embedded into rubber during manufacturing process. Reflective material in Yellow or White Squares or Reflective material in White Arrows or in combination. Yellow arrows are not available.
General Specifications
Unit Specifications
Interlocking
Units
MSH03 4 units
LSH03 2 units
RSH03 2 units
Entrance and exit gradient 7%
Side gradient 35%
Feature Specifications
Dimensions of the modules
Width 18” (+/‐ 1/16”)
Length 42” (+/‐ 1/8”)
Thickness 3” (+/‐ 1/8”)
Speed Cushion Specs:
Width From 36” & up, by 18” increments
Length From 72” & up by 42” increments
Height 3”
Standard Speed Cushion Specs:
Width 72”
Length 84”
Height 3”
Warranty 2 Years
Physical properties
Material 100% recycled synthetic and
natural rubber composite.
Tensile strength Minimum 500 psi
Shore hardness Minimum 70A
Specific gravity 1.1
Markings
Rubber modules are available in all
black, black with yellow or white
reflective square markings, or with
white reflective arrow chevrons.
7’ Cushion Profile
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Speed cushions aim to slow cars just as speed humps do but without interfering with emergency vehicles.
It’s easy to be wary of that claim. Can’t other vehicles straddle the cushions too? Can emergency vehicles really ride over them without slowing?
For speed cushions to be effective, the sizing has to be precise; narrow enough for emergency vehicles to straddle but wide enough that typical vehicles can’t. At 72”, the Traffic Logix rubber speed cushions do just that. The chart below outlines typical vehicles wheel tracks, demonstrating the premise that Traffic Logix speed cushions are effective in slowing cars down, while narrow enough for typical ambulances and firetrucks to ride right over.
Rubber
Speed Cushions and Vehicle Wheel Track
Auto Wheel Track (in)
ACCORD 61”
AUDI 62”‐65”
BMW 60”‐63”
LA CROSSE/REGAL 62”
VERANO 60”
CADILLAC 60”‐62”
CAMARO 64”
CORVETTE 63”
IMPALA/MALIBU 62”
CHALLENGER/CHARGER 63”
CHRYSLER 200 62”
CHRYSLER 300 63”
DART 62”
Auto Wheel Track (in)
FOCUS 61”
FUSION 63”
TAURUS 66”
MUSTANG 62”
INFINITI 60”‐62”
JAGUAR 61”‐64”
JETTA 60”
LEXUS 60”‐64”
MERCEDES 60”‐64”
ALTIMA/MAXIMA 62”
SENTRA 60”
CAMRY/AVALON 63”
COROLLA 60”
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SUV Wheel Track (in)
EQUINOX 63”
ESCAPE 62”
EXPEDITION/EXPLORER 67”
SEQUOIA 68”
SUBURBAN/TAHOE 68”
YUKON/YUKON XL 68”
LAND CRUISER 65”
Trucks Wheel Track (in)
EXPRESS 68”
F-150 67”
F-250/F350 68”
FRONTIER 62”
GMC 1500/2500/3500 69”
RAM 1500 68”
RAM 2500 69”
SILVERADO 69”
TACOMA 61”
TITAN 68”
TRANSIT 69”
TUNDRA 68”
Fire Truck Wheel Track (in)
H & W 74”-83”
PIERCE 76”‐84”
FREIGHTLINER 75”-79”
KENWORTH 75”-79”
INTERNATIONAL 75”-79”
SPARTAN 75”-79”
Ambulance Wheel Track (in)
F-450 CHASSIS 75”
GMC CHASSIS 75”
LIFE LINE 72”-75”
DEMERS 75”-79”
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Advantages
Consistent height • Installation can be permanent or
temporary • Humps can be removed and reinstalled
•No road closures nor heavy duty equipment are
required for installation or for removal • Exceptional
durability • Cost effective for longevity • Multi‐use
•Driver Acceptance • Neighborhood friendly
Features
The raised, curved shape of speed humps compels
drivers to slow down.
Traffic Logix speed humps are constructed of patented
interlocking units that snap together like puzzle pieces.
The 18” x 42” units that can be constructed to create
speed humps of any width or length.
Choice of bright yellow or white reflective highway
tape is embedded into each unit so that speed humps
are highly visible to drivers.
Customizable with choice of squares and/or multiple
chevron arrows or multiple MUTCD markings
Environmentally friendly humps are made of 100%
recycled rubber.
Speed humps can be removed and reinstalled for
road repairs or resurfacing.
Cost effective rubber humps are long lasting and
durable, do not require frequent maintenance or
replacement like asphalt speed humps.
Rubber units are already molded to specifications for
uniform installations and better driver acceptance.
Quick and easy to install without any road closures
or specialized equipment.
Speed humps are raised traffic calming devices that range in height from 3 to 4 inches, parabolic in shape, placed across the width of the road to slow traffic. The sloped design over a 7, 10.5 or 14 foot length of space compels vehicles to slow down without coming to a halt. Often considered the most traditional of physical traffic calming solutions, speed humps calm traffic more gradually then speed bumps, although less so than speed tables.
They are ideal for roads with posted speed limits under 30 mph and offer a designed speed of 10‐30 mph.
Speed Humps
Rubber
Speed Humps
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General Specifications
For best traffic calming use, speed humps should be installed in a series within distances of 200 ‐ 500 feet apart from one another. Traffic Logix rubber speed humps are available in heights of 3” (7’; 10.5’ or 14’ long) or 4” (14’ long). Most common lengths are 7’ and 14’. Traffic Logix recycled rubber speed humps can be adapted to any road width in increments of 18”.
Traffic Logix Speed Humps are constructed of patented 18” wide x 42” long tongue and groove interlocking modules that when joined together form a solid patented multi‐module unit. Each module is bolted into the pavement with 7” or 4” rust resistant bolts, washers and special 7” or 4” plastic anchors. The tongue and groove modules greatly assist speed hump stability both during and after installation.
7’ Dimensions
Height 3”
Length 7’
Width any width
(width above is 22.5’)
Interlocking
Units
MSH03 26 units
LSH03 2 units
RSH03 2 units
14’ Dimensions
Height 4”
Length 14’
Width any width
(width above is 22.5’)
Interlocking
Units
MSH03 26 units
MSH34 26 units
LSH03 2 units
RSH03 2 units
LSH34 2 units
RSH34 2 units
• Standard Hump sizes: 7’ L x 3” H x various widths in 18” increments 10.5’ L x 3” H x various widths in 18”
increments 14’ L x 4” H x various widths in 18” increments. • Standard markings: Markings are embedded into rubber
during manufacturing process. Reflective material in Yellow or White Squares Reflective material in White Arrows.
Feature Specifications
Unit Specs
Width 18”
Length 42”
Thickness 3”
Speed Hump Specs:
Width From 84” & up, by 18” increments
Length From 72” & up, by 42” increments
Height 3” or 4”
Standard Speed Hump Specs:
Width Varies
Length 7’ or 14’
Height 3” or 4”
Warranty 2 Years
Physical properties
Material 100% recycled synthetic and
natural rubber composite
Tensile strength Minimum 500 psi
Shore hardness Minimum 70A
Specific gravity 1.1
Markings
Rubber modules are available in all
black, black with yellow or white
reflective square markings, or with
white reflective arrow markings
Striping is available in square or arrow patterns and in yellow, white or black (no tape). Please contact us for more information. 14’ Hump Profile
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Features
The flat top of speed tables slows cars less aggressively than speed humps to 20‐25 mph.
Traffic Logix speed cushions are constructed of
patented interlocking units that snap together like
puzzle pieces.
The 18” x 42” units that can be constructed to create
speed cushions of any width or length.
Choice of bright yellow or white highway tape is
embedded into each unit so that cushions are highly
visible to drivers.
Customizable with choice of squares and/or multiple
chevron arrows or multiple MUTCD markings.
Environmentally friendly tables are made of 100%
recycled rubber.
Speed tables can be removed and reinstalled for road
resurfacing or snow.
Cost effective rubber tables are long lasting and
durable, and do not require frequent replacements like
asphalt ones do.
Rubber units are already molded to specifications for
uniform installations and better driver acceptance.
Quick and easy to install without any road closures or
skilled labor required.
Advantages
Consistent height • Installation can be permanent or
temporary • Tables can be removed and reinstalled
•No road closures nor heavy duty equipment are
required for installation or for removal • Exceptional
durability • Cost effective for longevity • Multi‐use
•Driver Acceptance • Neighborhood friendly
Speed tables are flat‐topped speed humps allowing in most cases, for the entire vehicle wheelbase to rest on top of the table. The flat top design allows vehicles to maintain slightly higher speeds than they would on speed humps, slowing vehicles to designed speeds of 20‐30 mph. This makes speed tables an ideal solution for roads with residential speed limits of 35 mph or roads where there is very heavy vehicular traffic.
Speed Tables
Rubber
Speed Tables
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For best traffic calming use, speed tables should be installed in a series within distances of 200 ‐ 500 feet apart from one another.
Traffic Logix speed tables are 3 inches high. Most often used in lengths are 14, 21 or 24.5 feet. Traffic Logix recycled rubber speed tables can be adapted to any road width in increments of 18”.
Traffic Logix speed tables are constructed of patented 18” wide x 42” long tongue and groove interlocking modules that when joined together form a solid patented multi‐module unit. Each module is bolted into the pavement with 4’ or 7” rust resistant bolts, washers and special 4” or 7” plastic anchors. The tongue and groove modules greatly assist speed table stability both during and after installation.
• Common Table sizes: 14’ L x 3” H x various widths in 18” increments 21’ L x 3” H x various widths in 18” increments
24.5’ L x 3” H x various widths in 18” increments Additional sizes available 14’ can be used as raised crosswalk with white square surface markings. Ends not ADA compliant but wheelchair traversable.
• Standard markings: Markings are embedded into rubber
during manufacturing process. Reflective material in Yellow or White Squares Reflective material in White Arrows.
Striping is available in square or arrow patterns and in yellow, white or black (no tape). Please contact us for more information.
Height 3”
Length 21’
Width any width
(width above is 22.5’)
Interlocking
Units
MSH03 26 units
MSH33 52 units
LSH03 2 units
RSH03 2 units
LSH33 4 units
RSH33 4 units
Height 3”
Length 14’
Width any width
(width above is 22.5’)
Interlocking
Units
MSH03 26 units
MSH33 26 units
LSH03 2 units
RSH03 2 units
LSH33 2 units
RSH33 2 units
14’ Table Profile
Feature Specifications
Unit Specs
Width 18”
Length 42”
Thickness 3”
Speed table Specs:
Width From 84” & up, by 18” increments
Length From 72” & up, by 42” increments
Height 3” or 4”
Standard Speed Table Specs:
Width 14’ or 21’
Length 84”
Height 3” or 4”
Warranty 2 Years
Physical properties
Material 100% recycled synthetic and
natural rubber composite
Tensile strength Minimum 500 psi
Shore hardness Minimum 70A
Specific gravity 1.1
Markings
Rubber modules are available in all
black, black with yellow or white
reflective square markings, or with
white reflective arrow chevrons
General Specifications
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CycleLane is a smart, safe solution that provides a visual separation between vehicle and bicycle lanes.
It is designed to define traffic spaces and protect the safety of bicyclists. Ideal for use anywhere with bicycle traffic, the lane delineators keep vehicle and bike traffic in their respective lanes. The innovative sloped profile prevents vehicles from entering the bike lane, while bicyclists who hit the delineators are safely guided back into the bike lane.
Cycle Lane
Cycle lane
Molded rubber
Precise traffic guidance: CycleLane offer effective separation to delineate between car, bus, and bicycle lanes.
Unique sloped profile: The two‐sided profile on the CycleLane units is designed to keep bicyclists safe while preventing vehicles from entering the bike lane Environmentally friendly: Made of 100% recycled rubber, Traffic Logix CycleLane is eco‐conscious way to protect your streets. Grants are often available to municipalities who are buying recycled products.
Cost effective: Rubber units are long‐lasting, maintenance free, and built to resist temperature fluctuations, inclement weather conditions, and ongoing vehicle traffic.
Highly visible: With white highway tape embedded into each unit, the CycleLane bike lane units are highly visible, even at night or in poor lighting conditions Driver acceptance: Prefabricated units offer consistency at all locations, an important factor for motorist acceptance and ease of use. Unlike concrete and asphalt, rubber units maintain their shape over time and do not contract with heat or vehicle pressure.
Simple installation: The CycleLane units are quick and easy to install by simply securing the units to the road with anchors and bolts. No road closures or skilled laborers are necessary.
Removable: The CycleLane bike lane units can be removed for road resurfacing, snow plows, or to test the products at numerous locations.
Long lasting: The Traffic Logix bike delineators are maintenance free and built to resist temperature fluctuations, inclement weather conditions, and ongoing vehicle traffic.
Two year warranty: Two year warranty on parts and labor excluding damage related to vandalism, abuse, and/or theft.
Rubber
CycleLane
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Units
Width 4.75” (120 mm)
Length 29.5” (750 mm)
Thickness 4” (100 mm)
Weight 10 Lbs.
Imbedded White
Reflective Top Mounted
Stripe
3.5” W x 20” L
Physical Properties
Material Compression molded recycled
rubber
Density 0.6 oz/cu in (ASTM C642)
Shore hardness 65A +/‐ 7 (ASTM D2240)
Coefficient of thermal
expansion 8 x 10 5 in/in/0 F (ASTM C531)
Minimum Tensile
Strength 500 psi (ASTM D412)
Tensile strength Minimum 500 psi
Shore hardness Minimum 70A
Specific gravity 1.1
Finishings
Black with reflective white tape
yellow, blue, red reflective is also
available upon request
Components
Recycled rubber
Durable and reflective white
striping / marking tape
Optional Reflective
Markings
29.5”
20”
4.75”
4”
General Specifications
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SuperFlex Rubber Curbs are highly flexible rubber curbing units. They are used to construct curbs, traffic circles, roundabouts, chicanes, bulb outs, safety islands, and any other configuration, where curved structured curbing is required. Highly visible white or yellow reflective tape greatly assist motorist recognition of a raised device in incumbent weather or dimly light conditions.
Features
Flexibility: Units can be bent and shaped to create the exact configuration you need and remains highly durable and resistant to repeated vehicular impacts.
Versatility: SuperFlex curbing can be used to create endless configurations such as traffic circles, road narrowing or widening, chicanes, bulb‐outs, lane separation or road medians.
Cost effective: Rubber curbing is long‐lasting for years of continuous use. Other solutions often require costly installations and/or replacements. The Traffic Logix flexible curb units can be easily installed and require minimum maintenance.
Highly visible: With a choice of yellow or white highway tape embedded into each unit, the rubber curbing is highly visible, even at night or in poor lighting conditions.
Driver Acceptance: Prefabricated units offer consistency at all locations, and do not damage vehicles should they be hit. Unlike concrete Traffic Logix rubber units maintain their shape over time and do not contract with heat or vehicle pressure.
Removable: The rubber curb units can be removed for road resurfacing or to test the products at numerous locations. Unlike asphalt and concrete which must be destroyed during removal, the rubber units can simply be removed and reinstalled.
Long lasting: The Superflex curbing is maintenance free and built to resist temperature fluctuations, inclement weather conditions, and ongoing vehicle traffic.
Two year warranty: Two year warranty on Superflex curbing components installed as per manufacturer’s instructions.
Rubber
SuperFlex Curbing
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The Rubber Curbs are used to construct, traffic circles and safety islands. The weight of each unit of the curb is 13.2 lbs.
Each unit is bolted to a paved road surface using three lag bolts 3/8” dia. through a plastic shield installed in the road surface.
The SuperFlex Curbing is made with virgin rubber. This allows for greater flexibility to create any size and shape of island, traffic circle, or curb extension that is needed. The molded bright reflective tape ensures visibility for motorists as well as pedestrians. Each SuperFlex curb unit is 39” in lengths.
Optional Reflective
Markings
39.25”
3.125”
4”
Feature Specifications
Dimensions
Height 4” (+/‐ 1/8”)
Length 39” (+/‐ 1/8”)
Width 3” (+/‐ 1/16”)
Dimensions of the
traffic circle Minimum inside diameter 6.5‘
Physical Properties
Material
Compression molded synthetic and
natural rubber
Compression molded recycled rubber
Density Tensile strength: 800 psi
Shore hardness Minimum 70A
Specific gravity 1.4
Markings
Rubber curbs are available in black
or red brick color
Each unit can be marked with four
reflective strips of white or yellow
tape 1.5” by 3.75” each
Standard Markings
All black
All red rrick
Black with 4 each white reflective markings
Black with 4 each yellow reflective markings
Brick red with 4 each white reflective markings
Brick red with 4 each yellow reflective markings
General Specifications
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Traffic calming is the use of physical measures to reduce speeding, improve driver behavior, and enhance road conditions for all road users including drivers, pedestrians, and cyclists. Speed humps and cushions, road narrowing, and traffic circles are some of the popular ways to calm traffic on local streets.
Objectives of traffic calming include:
• Achieving slower speeds for motor vehicles
• Reducing collision frequency and severity
• Increasing safety and safety perception for non‐motorized street users
• Reducing need for police enforcement
• Enhancing street aesthetics and environment
• Increasing access for all modes of transportation
• Reducing cut‐through motor vehicle traffic
Just how effective are speed humps, cushions and tables such as those manufactured by Traffic Logix, in slowing speeds down? Below, an FHWA study illustrates the speed reductions expected from each of these traffic calming methods.
Countermeasure Area
Road
Environment
Sample
Size
(# of
Sites)
After
Measurement
Average
Daily Volumes 85th Percentile Speeds
Before
(veh)
After
(Veh)
Before
(veh)
After
(Veh)
Change
(mph)
%
Change
Geometric Features
Speed Hump
- rounded raised area
across the road, typically
12 to 14 feet in length
and 3 to 4 inches high
Urban Local street 178
48 to
11544
46 to
11043 35 (4) 27 (4)‐8 (3)-22%
(9%)
Local street 7
400 to
4362
401 to
3384 32 (3) 26 (2)‐6 (2)-20%
(6%)
Local street 4
475 to
1506
433 to
1343 36 (2) 31 (2)‐5 (2)-15%
(3%)
Speed Cushion
‐ speed hump typically
6 to 7 feet wide that
allows most emergency
vehicles to straddle
the hump
Urban 1 3323 2321 35 (‐) 28 (‐)‐7 (‐)-20%
(‐)
2 1042 to
1556
693 to
1563
31 to
37 26 to
30 -7 to -7 ‐16% to
-19%
Speed Table
‐ a long speed hump
typically 22 feet in
length with a flat section
in the middle and ramps
on the ends
Urban 72 198 to
14500
242 to
14400 37 (3) 31 (3)‐6 (3)‐16%
(19%)
Rural Small town 2 12 month 1480 33 (1) 29 (2)‐4 (1)-14% (3%)
Residential
streets 19 198 to
2102
364 to
2061 38 (n/a) 29 (n/a)‐9 (n/a)-24%
(n/a)
FHWA Engineering Countermeasures for Reducing Speeds
Does Traffic Calming
Really Work?
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Traffic Logix products are simple to install. They are secured with anchors and bolts and can therefore be removed and relocated to an alternate street when needed. This feature is beneficial when a municipality would like to test a street or the product. Small panel size results in easier installation, less complicated removal, and more convenient storage. Panels do not require skilled labor to install, which produces greater savings for municipalities. The installation process is also designed to always allow one lane of the road to be open, thereby avoiding unnecessary street closures. The Traffic Logix system can be expanded to fit any roadway, and requires very little maintenance.
Note: For detailed installation instructions please refer to our instruction manual or download the installation video from our website Anchors (shields) and bolts (adhesive
used for anchors)
Shield Installation Tool
Speed Hump Unit
Installation Surface
Plastic Shield
Installation overview
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Corporate Overview
Traffic Logix is a leading global traffic safety company dedicated to creating safer streets around the world. Headquartered in Spring Valley, NY with satellite locations in Canada, Mexico, and India, Traffic Logix solutions have been installed on thousands of streets across the world. Our mission is to develop, market, and sell innovative solutions to slow cars down and return safety to local and corporate roads. With an array of both recycled rubber solutions and intelligent traffic signs, Traffic Logix is uniquely positioned to help cities make streets safer for everyone, everywhere. 3 Harriet Lane | Spring Valley | New York | 10977 | T 866.915.6449 | F 866.995.6449 www.trafficlogix.com | [email protected]/23/2024 C7 252 of 561
1 Lump Sum
1 Lump Sum
1 Lump Sum
1 Lump Sum
1 Lump Sum
1 Lump Sum
$72,000
1,520
SF
6 Each
590
LF
2 CY
37 LF
206
SF
350
LF
1 EA
1,400
SF
320
TON
1,210
TON
7 EA
67 LF
67 LF
20 LF
$291,474
20 Install Pedestrian Railing per SDPWC SDM-115 $470 $31,490 21 Remove Existing Damaged 6" Curb and replace with Modified Pin on Curb $30 $600 Safe Routes to School
100% Opinion of Probable Construction Cost
February 2020
Item
No.Description Approx.
Quantity Unit Cost Total Cost
Bid A - Newell Street at 20th and 22nd Street
GENERAL
1 Mobilization/Demobilization $10,000 $10,000
2 Surveying and Construction Staking $10,000 $10,000
3 Signing and Striping $22,000 $22,000
4 Traffic Control and Pedestrian Control $10,000 $10,000 5 Clearing and Grubbing $10,000 $10,000
6 Water Pollution Control $10,000 $10,000
Subtotal
SITE IMPROVEMENTS
7 Construct 4" PCC Sidewalk per SDRSD G-7, G-9, G-10, G-11 $9 $13,680 8 Construct Curb Ramp (All Types)$4,000 $24,000
9 Construct 6" Curb and Gutter per SDRSD G-2 $40 $23,600 10 Construct Concrete Steps per SDRSD M-26.$900 $1,975
11 Install Pedestrian Protective Railing per SDRSD M-24 $85 $3,145 12 Construct Split Face Block Masonry Retaining Wall Type 1 per SDRSD C-1 $150 $30,900 13 Construct Type D Curbs per Caltrans Standard Plan A87A, Modified per Plans $35 $12,250 14 Construct Concrete Median Passageway, Type A with Domes per Caltrans A88B $5,000 $5,000 15 Construct Neighborhood Traffic Circle and Splitter Island per Plans.$20 $28,000 16 Construct Asphalt Concrete Pavement $140 $44,800
17 Construct Class II Aggregate Base $45 $54,450
18 Furnish and Install Traffic Logix Speed Cushion Standard Style (Part #SC-070603- M and SC-070603-B) or Approved Equal $1,500 $10,500
19 Construct Gravity Retaining Wall Type B per SDRSD C-9.$105 $7,084 Subtotal
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Item
No.Description Approx.
Quantity Unit Cost Total Cost
1 Lump Sum
$1,000
1 Lump Sum
$20,000
1 Lump Sum
5 CY
$10,500
2 EA
5 EA
365
LF
$35,430
$430,404
$43,040
$473,444
1 Lump Sum
1 Lump Sum
1 Lump Sum
1 Lump Sum
1 Lump Sum
1 Lump Sum
$184,700
LANDSCAPE IMPROVEMENTS
22 Landscape $1,000 $1,000
Subtotal
DRAINAGE IMPROVEMENTS
23 Construct 12' x 4' Filterra or Approved Equal $20,000 $20,000 Subtotal
EARTHWORK
24 Unclassified Excavation $10,000 $10,000
25 Removal, disposal and replacement of Unsuitable Material $100 $500 Subtotal
Project Subtotal
10% Contingency
Total
$20,000
27 Furnish and Install New #5 Pullbox $750
Subtotal
Bid B - ADA Improvements - Combined (All Schools)
Item
No.Description Approx.
Quantity Unit Cost Total Cost
GENERAL
1 Mobilization/Demobilization $43,500 $43,500
2 Surveying and Construction Staking $26,000 $26,000
3 Signing and Striping $37,200 $37,200
4 Traffic Control and Pedestrian Control $43,000 $43,000 5 Clear and Grubbing $26,000 $26,000
6 Water Pollution Control $9,000 $9,000
Subtotal
LIGHTING AND ELECTRICAL
26 Furnish and Install New 134 Watt Luminaire on Type 15 Pole $10,000 $3,750
$11,680$32Furnish and Install 2" Conduit28
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Item
No.Description Approx.
Quantity Unit Cost Total Cost
2,360
LF
120
Each
19,888
SF
142
TON
284
TON
1,474
SF
120
SF
1 Each
$821,769
1 Lump Sum
$5,000
1 Lump Sum
5 CY
$10,500
1 Each
$20,000
$1,041,969
$104,197
$1,146,166
$1,472,373
$147,237
$1,619,610
NOTES/ASSUMPTIONS:
IMPROVEMENTS
7 Construct 6" Curb and Gutter per SDRSD G-2 $40 $94,400 8 Construct Curb Ramp (All Types)$4,000 $480,000
9 Construct 4" PCC Sidewalk per SDRSD G-7, G-9, G-10, G-11 $9 $178,990 11 Construct Class II Aggregate Base $55 $15,624
10 Construct Asphalt Concrete Pavement $140 $19,885
12 Construct Concrete Spandrel per SDRSD G-12 $20 $29,470 13 Construct Concrete Cross Gutter per SDRSD G-12
Subtotal
LANDSCAPE IMPROVEMENTS
15 Landscape $5,000 $5,000
Subtotal
EARTHWORK
16 Unclassified Excavation $10,000 $10,000
17 Unsuitable Material $100 $500
Subtotal
LIGHTING AND ELECTRICAL
18 Furnish and Install AC LED Enhanced School Warning Sign System $20,000 $20,000 Project Subtotal
10% Contingency
Total
10% Contingency
Grand Total (Bid A + Bid B)
1. The Consultant has no control over the cost of labor, materials, or equipment, or over the Contractor's methods of determining prices or over competitive bidding or Market Conditions. Opinions of probable cost, as provided here, are made on the basis of the Consultant's experience and qualifications and represent the Consultant's judgment as a design professional familiar with the construction industry. The Consultant cannot and does not guarantee that proposals, bids, or actual construction costs will not vary from the opinion of probable cost prepared for the owner.
Project Subtotal
Subtotal
$20 $2,400
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Storm Water Quality Management Plan
(SWQMP)
For
Safe Routes to School
Newell Street from 20th Street to 22nd Street
National City, CA
October 7, 2020
Prepared by:
Kimley-Horn
401 B. Street, Suite 600
San Diego, CA, 92101
619-744-0113
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Table of Contents
1 Project Information ............................................................................................................................... 3
1.1 Requirements Applicability ........................................................................................................... 3
1.2 Eligibility for Special BMP Sizing or Selection Standards .............................................................. 3 2 Drainage Management Areas and Site Design BMPs ........................................................................... 4 3 Structural BMPs .................................................................................................................................... 6
3.1 Pollutant Control BMPs ................................................................................................................. 6
3.2 Hydromodification Controls .......................................................................................................... 6
3.2.1 Critical Coarse Sediment Yield Area Management Measures .............................................. 6
3.3 Summary of Structural BMPs ........................................................................................................ 6 4 Source Control BMPs ............................................................................................................................ 7 5 Operation and Maintenance ................................................................................................................. 8
Tables
Table 1. Project Summary ............................................................................................................................. 3 Table 3. Applicability of Special BMP Sizing or Selection Standards ............................................................ 4 Table 4. DMA Summary ................................................................................................................................ 5 Table 6. Structural BMP Summary Table ...................................................................................................... 7
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Appendices
A. Completed Applicability Checklists (Forms I‐1 and I‐2) B. Site Design BMP Checklist
C. Drainage Management Area Characteristics and Calculations C.1. Self‐Mitigating DMAs
C.2. De Minimis DMAs
C.3. DMA Design Capture Volume Calculations
D. Drainage Management Area and Hydromodification Exhibit E. Structural Pollutant Control BMP Design Backup
E.1. Harvest and Use Feasibility Screening (when applicable) E.2. Categorization of Infiltration Feasibility Condition (when applicable) E.3. Pollutant Control BMP Design Worksheets / Calculations E.4. Geotechnical Report (when applicable)
F. Hydromodification Flow Control Design Backup
F.1. Management of Critical Coarse Sediment Yield Areas F.2. Geomorphic Assessment of Receiving Channels (when applicable) F.3. Flow Control Facility Design
F.4. Copies of electronic files from continuous simulation modeling (when applicable) F.5. Vector Control Plan (when applicable)
G. Source Control BMP Checklist
H. Operation and Maintenance
H.1. Operation and Maintenance Plan
H.2. Draft Stormwater Facilities Maintenance Agreement
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1 Project Information
Table 1 summarizes basic project information.
Table 1. Project Summary
Project Name Safe Routes to School Improvement Plan
Address/Location Newell Street between 20th Street and 22nd Street and within National School District and Sweetwater Union High School District APN(s) 760‐106‐34 (Las Palmas Park), within Public Right‐of‐Way Total Project Size
(acres or square feet)
15,407 SF (Total Disturbed Area)
13,754 SF (Replaced Impervious Area)
Project Description The proposed project will construct pedestrian improvements near within the National and Sweetwater Union High School Districts. It will also construct a curb extension (Newell Street at 22nd Street) and a neighborhood traffic circle (Newell Street at 20th Street). The proposed project will improve pedestrian safety and accessibility.
1.1 Requirements Applicability
A completed storm water requirements applicability checklist, comprised of forms I‐1 and I‐2, is included in Appendix A. Additional detail about applicable requirements is provided below Hydromodification projects must meet additional flow control requirements. Table 2 indicates whether projects are exempt from hydromodification and critical coarse sediment yield requirements. Projects that are exempt from hydromodification management requirements are automatically exempt from implementing critical coarse sediment yield area management measures. Supporting explanation for any exemptions claimed is provided in the table, and maps or figures are provided where applicable.
Table 2. Hydromodification Management Requirements Applicability Requirement
Exempt
(Y/N) If Exempt, Explain Why
Hydromodification
management
Y This project is not a PDP and is therefore exempt from Hydromodification requirements per section 1.4.3 of the National City BMP Design Manual.
Critical coarse
sediment yield area
management measures
Y This project is not a PDP and is therefore exempt. The project also does not fall within the critical coarse sediment yield area, based on the map on National City’s website.
1.2 Eligibility for Special BMP Sizing or Selection Standards Eligibility for reduced BMP sizing or using alternative BMPs is summarized in Table 3. Any items marked “Y” are explained briefly below the table.
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Table 3. Applicability of Special BMP Sizing or Selection Standards Project Type
Applicable
(Y/N)
Redevelopment qualifying for reduced BMP sizing due to 50% rule (Y/N): See Form I‐2 for details. Only impervious area created or replaced is considered to be a Priority Development Project for projects that meet this criterion. BMPs are therefore sized only for the impervious area created or replaced.
N
Retrofitting or redevelopment of existing paved alleys, streets or roads that are designed and constructed in accordance with the USEPA Green Streets Guidance (Y/N):
Eligible projects may select and design BMPs in accordance with green streets guidance.
See Appendix J of the BMP Design Manual for details.
Y
This project consists solely of pedestrian improvements and is designed in accordance with the USEPA Green Streets Guidance and Appendix J of the BMP Design Manual. The proposed project is in the City of National City and is a City owned project and consists of minor public alterations to the existing public right of way along Newell Street and within the National City School District to allow for pedestrian enhancements. The enhancements would include sidewalk and curb ramp retrofits, a curb extension, and a neighborhood traffic circle. These improvements would occur in the existing roadway and within City right‐of‐way in a suburban setting. No sensitive plant or animal species would be adversely impacted, there are no hazardous materials present, and no cumulative impacts. No wetland areas would be impacted. A permanent proprietary biofiltration BMP is proposed at the southwest corner of Newell Street and 22nd Street, in addition to landscaping and impervious disconnection, to improve the quality of stormwater on this project site.
2 Drainage Management Areas and Site Design BMPs
The stormwater approach for this project has been developed in accordance with Appendix J, “Incorporating USEPA Green Streets Guidance.” Because this project is a retrofit of an existing roadway, the location for the permanent BMPs was selected based on the most feasible locations for biofiltration.
Considerations for the biofiltration location include existing landscape areas, drainage patterns, existing utilities, and proximity to existing storm drain. BMPs are placed in areas where a clear pathway to the storm drain exists, as recommended in Section J.1 of the BMP manual. The proposed biofiltration BMP at the southwest corner of Newell Street and 22nd Street meets the feasibility requirements.
The total amount of replaced impervious area was calculated for the proposed improvements at Newell Street at 20th Street and Newell Street at 22nd Street. Per Section 1.4.3 of the City of National City’s BMP Manual, impervious areas replaced for pedestrian ramp maintenance were excluded from this calculation. The equivalent area offset principle was used to demonstrate that the area treated by the biofiltration BMP is greater than the total replaced impervious area. Since the entire project is used for 01/23/2024 C7 260 of 561
bicycles, pedestrians, and vehicles, the pollutants of concern will be the same for the DMA areas and the replaced impervious areas.
Table 4‐1: Replaced Impervious Area
Location Area (SF)
Newell Street at 20th Street 3,535
Newell Street at 22nd Street 10,780
TOTAL 14,315
Drainage Management Areas (DMA) have been defined for the biofiltration areas in accordance with the approach described in BMP Design Manual Section 3.3.3. Site design Low Impact Development (LID) BMPs have also been selected for the project, as summarized in Appendix B. Based on DMA characteristics and the extent of site design BMP implementation, each DMA has been classified using one of the following categories:
A. Drains to a structural BMP
B. Self‐mitigating
C. De minimis
D. Self‐retaining DMA treated using only site design (i.e., DCV after accounting for site design BMPs is zero)
The design capture volume (DCV) has been calculated for each DMA in categories A and D above. DCV calculations for these DMAs, including reductions to the DCV from site design BMP implementation, are included in Appendix C. Tables listing self‐mitigating and de minimis DMAs and demonstrating how the listed BMPs meet the appropriate criteria from the BMP Design Manual are also included in Appendix C.
Table 4 summarizes the DMAs by category and identifies applicable structural BMPs for each DMA that drains to a structural BMP.
Table 4. DMA Summary
A B C D
DMA ID
Structural BMP ID(s)
that Provide
Pollutant Control
Structural BMP ID(s)
that Provide
Hydromodification
(Flow) Control
No BMPs:
Self‐
Mitigating
DMA1
No BMPs:
De
Minimis
DMA2
Self‐Retaining
DMA Treated
Using Only Site
Design3
DMA‐A BMP‐A N/A N/A N/A N/A
Notes
1. See BMP Design Manual Section 5.2.1 for characteristics required to qualify.
2. See BMP Design Manual Section 5.2.2 for characteristics required to qualify.
3. See BMP Design Manual Section 5.2.3. If this option is selected, the site design BMPs must be shown to achieve a DCV of 0 using the DMA Summary Worksheet.
An exhibit illustrating the delineated DMAs is included in Appendix D. The exhibit includes the following:
01/23/2024 C7 261 of 561
Delineated DMA areas, along with a DMA ID (i.e., a name or ID number) for each DMA Natural and engineered conveyances within the project area and connections to offsite drainage systems
Proposed buildings, paved areas, and other impervious surfaces Hydromodification point(s) of compliance, if applicable Critical coarse sediment yield areas to be protected, if any Pollutant source areas that require installation of pre‐treatment BMPs, if applicable Location and size, as applicable, of all
o Site design BMPs for which DCV reduction is claimed
o Source control BMPs that can be mapped (operational source control BMPs, such as sweeping or education, are not included on the map)
o Structural BMPs for pollutant control and hydromodification control 3 Structural BMPs
3.1 Pollutant Control BMPs
Structural BMPs for pollutant control must be designed to treat the DCV for all DMAs that drain to each structural pollutant control BMP, as calculated in Appendix C. Retention BMPs (infiltration, bioretention with no underdrain, or harvest and reuse) have been used to the maximum extent practicable. BMP sizing calculations and supporting information to justify the type of BMP selected are provided in Appendix E. All BMPs and necessary information to show conformance to the applicable design standards in the BMP Design Manual are reflected on the project’s plan sheets.
3.2 Hydromodification Controls
Not Applicable‐ this project is not a PDP.
3.2.1 Critical Coarse Sediment Yield Area Management Measures
Not Applicable‐ this project is not a PDP.
3.3 Summary of Structural BMPs
All structural BMPs, including BMPs for pollutant control are summarized in Table 6.
Bioretention BMPs were considered at Newell Street and 22nd Street and/or Newell Street and 20th Street but due to site and right‐of‐way constraints, a proprietary BMP, Filterra, will be proposed at the southwest corner of Newell Street and 20th Street. The site constraints at Newell Street and 22nd Street included low infiltration rates, utility conflicts, and insufficient clearances to existing Sweetwater Authority water facilities. At Newell Street and 20th Street, the infiltration rate is 0.206 in/hr, significantly higher than at 22nd Street. However, analysis of the potential drainage management area for a biofiltration BMP at this location showed that it would not treat a significant amount of area in 01/23/2024 C7 262 of 561
comparison to the total disturbed area. The Filterra unit alternatively will treat an area that is equivalent total disturbed area.
A Filterra, or proprietary equivalent, will be placed at the southwest corner of Newell Street and 20th Street, south of the proposed improvement limits, and will connect to an existing inlet along Newell Street. Inflow from project improvements as well as additional existing impervious and pervious area will enter the Filterra through gutter flow. The Filterra has been sized for the total drainage management area (DMA) (see Appendix C). In the case of a large rain event where the storage is full, runoff will bypass the Filterra through a linear flow pattern and continue to flow to the existing adjacent grate inlet into the storm drain system (see Appendix D).
Table 6. Structural BMP Summary Table
BMP ID
No.
Structural BMP Type
(Select from the list below this table)
Purpose(s)
DMA(s)
draining to
BMP
Construction
Plan Sheet
No(s). Po
l
l
u
t
a
n
t
Co
n
t
r
o
l
Hy
d
r
o
m
o
d
i
f
i
c
a
t
i
o
n
Co
n
t
r
o
l
BMP‐A Filterra 12’ x 4’ Offline Biofiltration Unit X DMA‐A SHEET 09 Structural BMP Types:
Harvest and use (HU‐1)
Infiltration basin (INF‐1)
Bioretention (INF‐2)
Permeable pavement (INF‐3)
Biofiltration with partial retention (PR‐1)
Biofiltration (without retention) (BF‐1)
Biofiltration with Nutrient Sensitive Media Design (BF‐2) Detention pond or vault for hydromodification
management
Other (describe)
Notes
Proprietary Biofiltration (BF‐3) can only be used if it meets the requirements of Appendix F of the BMP Design Manual.
Flow‐thru treatment control BMPs, unless used solely for pre‐treatment, may only be used as part of an alternative compliance program. See Section 1.8 of the BMP Design Manual for more information.
Pre‐treatment BMPs
All structural BMPs that will be used for pre‐treatment purposes only are described below, including the type of BMP and which of the BMPs from the table above it provides pre‐treatment for. Sizing calculations are included in Appendix E.
No pre‐treatment BMPs are proposed.
4 Source Control BMPs
Source control BMPs must be implemented, where applicable and feasible. Source control BMPs proposed for the project are indicated on a completed version of National City BMP Design Manual Appendix E.1, which is included as Appendix G of this SWQMP. 01/23/2024 C7 263 of 561
5 Operation and Maintenance
The Stormwater Facilities Maintenance Agreement is not required, as the City will be responsible for all BMP operation and maintenance. Refer to Appendix H for the Filterra standard specifications. 01/23/2024 C7 264 of 561
Appendix A
Completed Applicability Checklists (Forms I-1 and I-2)
01/23/2024 C7 265 of 561
City of National City
Engineering
For additional information please visit:
http://www.nationalcityca.gov/index.aspx?page=568 1 February 2016 Storm Water BMP Requirements Applicability Form
(Storm Water Intake Form for all Development Permit Applications) Form I-1 Project Information
Project Title:
Project Address/Location:
Brief Description of Work Proposed:
Determination of Requirements
Answer each step below, starting with Step 1 and progressing through each step until reaching "Stop".
Upon reaching a Stop, do not complete further Steps beyond the Stop.
Step Answer Progression
Step 1: Does the project consist exclusively of one or
both of the activity types below?
Project with no soil disturbance or change to building general exterior dimensions or structural framing.
Examples: interior remodeling, electrical work, HVAC
work, plumbing, etc.
Routine maintenance. Examples: roof repairs,
pavement repairs or resurfacing, resurfacing or
repairing existing sidewalks or pedestrian ramps,
trenching and resurfacing associated with utility work, or rebuilding a structure to its original design after a fire or natural disaster.
Yes
STOP. Project is Exempt
No permanent storm water BMP plan is
required.
Interior projects are not subject storm
water requirements.
Outdoor, routine maintenance projects
not requiring a grading plan must include
the standard “Construction Storm Water
BMP Notes” on their site plans.
No Go to Step 2.
Step 2: Does the project create or replace less than
2,500 square feet of impervious area (rooftop or
pavement, including roads, sidewalks, parking lots,
concrete patios, etc.) AND is also not an automotive
repair shop or a retail gasoline outlet?
Yes
STOP. Project is a Standard Project
Incorporate “Permanent Storm Water
BMP Notes” into site plan. If no grading
plan is required also include “Construction
Storm Water BMP Notes.”
No Complete and attach Form I-2.
Certification
Name of Person
Completing Form
Role Phone
Company Email
Signature Date
Owner Contact Information (if different from above signatory) Name
Email
Company Phone
The following construction BMP notes shall be added to the site plan as determined in the 01/23/2024 C7 266 of 561
City of National City
Engineering
For additional information please visit:
http://www.nationalcityca.gov/index.aspx?page=568 2 February 2016 completion of forms I-1 and I-2:
Construction Storm Water BMP Notes
1. All applicable construction BMPs and non-storm water discharge BMPs shall be implemented in accordance with the City of National City minimum BMP requirements included in the National City Municipal Code and the City of National City Jurisdictional Runoff Management Program (JRMP). All storm water BMPs shall be maintained for the duration of the project.
2. Erosion control BMPs shall be implemented for all portions of the project area in which no work has been done or is planned to be done over a period of 14 or more days. All onsite drainage pathways that convey concentrated flows shall be stabilized to prevent erosion.
3. Run-on from areas outside the project area shall be diverted around work areas to the extent feasible. Run-on that cannot be diverted shall be managed using appropriate erosion and sediment control BMPs.
4. Sediment control BMPs shall be implemented, including providing fiber rolls, gravel bags, or other equally effective BMPs around the perimeter of the project to prevent transport of soil and sediment offsite. Any sediment tracked onto offsite paved areas shall be removed via sweeping at least daily. All BMPs shall be installed and maintained in accordance with the applicable CASQA fact sheets.
5. Trash and other construction wastes shall be placed in a designated area at least daily and shall be disposed of in accordance with applicable requirements.
6. Materials shall be stored to avoid being transported in storm water runoff and non-storm water discharges. Concrete washout shall be directed to a washout area designed in accordance with CASQA standards; concrete shall not be washed out to the ground.
7. Stockpiles and other sources of pollutants shall be covered when the chance of rain within the next 48 hours is at least 50%.
The following post-construction (permanent) BMP notes listed shall be added to the site plan for all Standard Projects, except where not applicable and feasible as determined by the City of National City.
Permanent Storm Water BMP Notes
1. Landscaped areas shall be designed in accordance with Water Efficient Landscape Ordinance requirements.
2. Roof drainage shall be directed to landscaped areas or rain barrels.
3. Walkways shall be designed to drain to adjacent landscaped or natural areas or constructed using permeable materials.
4. Streets, sidewalks, and parking lot aisles shall be constructed to the minimum width necessary, provided public safety is not compromised.
5. Existing trees and natural areas, including but not limited to natural water bodies and natural storage reservoirs or drainage corridors (e.g., topographic depressions, natural swales, and areas of naturally permeable soils), shall be conserved or otherwise protected to the extent feasible.
01/23/2024 C7 267 of 561
City of National City
Engineering
For additional information please visit:
http://www.nationalcityca.gov/index.aspx?page=568 3 February 2016
6. The impervious footprint, including roofed areas and paved areas, of the project shall be minimized to the extent applicable and feasible.
7. Dumpsters, other trash receptacles, and waste cooking oil containers shall be stored inside buildings or in four-sided enclosures with a structural overhead canopy designed to prevent precipitation from contacting materials stored in the enclosure.
8. Onsite storm drains shall be stenciled or otherwise permanently labeled with “No Dumping, Drains to Ocean” or other equivalent language approved by the City.
9. Outdoor material storage areas and outdoor work areas shall be protected from rainfall, run- on, and wind dispersal.
01/23/2024 C7 268 of 561
City of National City
Engineering
For additional information please visit:
http://www.nationalcityca.gov/index.aspx?page=568 4 February 2016 Storm Water BMP Requirements for Standard and
Priority Development Projects Form I-2
Project Information
Project Title:
Project Address/Location:
The project is (select one): New Development Redevelopment† Project total disturbed area: ______________ ft2 (Note: 1 acre = 43,560 ft2) Total proposed newly created or replaced impervious area: ______________ ft2 (Impervious area includes rooftops and impermeable pavement, such as concrete or asphalt).
Step 1. Identify Applicable Project Categories
Mark whether each of the following categories describes the proposed project by indicating “Yes” or “No”.
1.1) New development projects that create 10,000 square feet or more of impervious surfaces (collectively over the entire project site). This includes commercial, industrial, residential, mixed-use, and public development projects on public or private land.
Yes
No
1.2) Redevelopment projects that create and/or replace 5,000 square feet or more of impervious surface (collectively over the entire project site on an existing site of 10,000 square feet or more of impervious surfaces). This includes commercial, industrial, residential, mixed-use, and public development projects on public or private land.
Yes
No
1.3) New and redevelopment projects that create and/or replace 5,000 square feet or more of impervious surface (collectively over the entire project site), and support one or more of the following uses:
(i) Restaurants. This category is defined as a facility that sells prepared foods and drinks for consumption, including stationary lunch counters and refreshment stands selling prepared foods and drinks for immediate consumption (Standard Industrial Classification (SIC) code 5812).
(ii) Hillside development projects. This category includes development on any natural slope that is twenty-five percent or greater.
(iii) Parking lots. This category is defined as a land area or facility for the temporary parking or storage of motor vehicles used personally, for business, or for commerce. (iv) Streets, roads, highways, freeways, and driveways. This category is defined as any paved impervious surface used for the transportation of automobiles, trucks, motorcycles, and other vehicles. Note that this does not include routine maintenance projects as noted on Form I-1 and defined in more detail in Chapter 1 of the BMP Design Manual.
Yes
No
† Redevelopment is any land-disturbing activity that results in the creation, addition, or replacement of exterior impervious surface on a site on which some past development has occurred. Examples include the expansion of a building footprint, road widening, and the addition to or replacement of a structure. Replacement of impervious surfaces includes any activity where impervious material(s) are removed, exposing underlying soil during construction. Redevelopment does not include routine maintenance activities, such as trenching, and resurfacing associated with utility work; pavement grinding and resurfacing of existing roadways; construction of new sidewalk, pedestrian ramps, or bike lanes on existing roadways; or routine replacement of damaged pavemen t such as pothole repair.
01/23/2024 C7 269 of 561
City of National City
Engineering
For additional information please visit:
http://www.nationalcityca.gov/index.aspx?page=568 5 February 2016 Storm Water BMP Requirements for Standard and
Priority Development Projects Form I-2
1.4) New or redevelopment projects that create or replace 2,500 square feet or more of impervious surface (collectively over the entire project site), and discharging directly to an Environmentally Sensitive Area (ESA). “Discharging directly to” includes flow that is conveyed overland a distance of 200 feet or less from the project to the ESA, or conveyed in a pipe or open channel any distance as an isolated flow from the project to the ESA (i.e. not commingled with flows from adjacent lands).
Note: a map of ESAs identified in the City of National City is available at the Engineering Counter and on the City’s storm water website. See manual Section 1.4.2 for additional guidance.
Yes
No
1.5) New development projects of any size, or redevelopment projects that create and/or replace 5,000 square feet or more of impervious surface, that support one or more of the following uses:
(i) Automotive repair shops. This category is defined as a facility categorized in any one of the following SIC codes: 5013, 5014, 5541, 7532-7534, or 7536-7539. (ii) Retail gasoline outlets (RGOs). This category includes RGOs that meet the following criteria: (a) 5,000 square feet or more or (b) a projected Average Daily Traffic (ADT) of 100 or more vehicles per day.
Yes
No
1.6.a) New or redevelopment projects that result in the disturbance of one or more acres of land and are expected to generate pollutants after the completion of construction.
Note: most projects are expected to generate pollutants after the completion of construction. If your project is at least one acre but you believe it will not generate pollutants after the completion of construction, include an explanation below in box
1.6.b. See BMP Design Manual Section 1.4.2 for additional guidance.
Yes
No
1.6.b) Explanation, if marked “No” and project is at least one acre :
Are any of the categories above marked as “Yes”?
Yes – Complete Step 2.
No – STOP. The project is a Standard Project. Incorporate Permanent Storm Water BMP Notes into site plan. If no grading plan is required also include “Construction Storm Water BMP Notes.”
01/23/2024 C7 270 of 561
City of National City
Engineering
For additional information please visit:
http://www.nationalcityca.gov/index.aspx?page=568 6 February 2016 Stormwater BMP Requirements for Standard and
Priority Development Projects Form I-2
Step 2. Priority Development Project (PDP) Exemptions
Does the project consist exclusively of either of the activity types below?
2.1) New or retrofit paved sidewalks, bicycle lanes, or trails that meet any of the following criteria:
(i) Designed and constructed to direct storm water runoff to adjacent vegetated areas, or other non-erodible permeable areas
(ii) Designed and constructed to be hydraulically disconnected from paved streets or roads
(iii) Designed and constructed with permeable pavements or surfaces. (Routine maintenance is always exempt, see form I-1)
Yes – STOP.
The project is a Standard
Project. Incorporate
Construction Storm Water
BMP Notes and Permanent
Storm Water BMP Notes
into site plan.
No.
Answer box 2.2 below.
2.2) Retrofitting or redevelopment of existing paved alleys, streets or roads that are designed and constructed in accordance with the USEPA Green Streets guidance (see BMP Design Manual for details). Yes – STOP.
The project is not a PDP but
must meet Green Streets
standards. Contact
Engineering staff for details
before proceeding with
project design.
No. The project is a PDP*.
Go to Step 3.
Step 3. Special Sizing for Redevelopment (Redevelopment Priority Development Projects only)
3.1) Is the project a redevelopment project? Yes.
Complete box 3.2 below.
No.
Go to Step 4.
3.2) The area of existing (pre-project) impervious area at the project site is: __________ ft2 (A)
The total proposed newly created or replaced impervious area is __________ ft2 (B)
Percent impervious surface created or replaced, (B/A)*100 = _______% The percent impervious surface created or replaced is (select one based on the above calculation):
less than or equal to 50%.
Only created/replaced
impervious areas are
considered PDP*.
Continue to Step 4.
greater than 50%.
The entire project site is a
PDP*.
Continue to Step 4.
* If the project does not require a grading permit, a “Construction BMP Plan for Priority Development Projects without Grading Permits” is required. Construction BMP Plan must also include the “Construction Storm Water BMP Notes.” 01/23/2024 C7 271 of 561
City of National City
Engineering
For additional information please visit:
http://www.nationalcityca.gov/index.aspx?page=568 7 February 2016 Stormwater BMP Requirements for Standard and
Priority Development Projects Form I-2
Step 4. Hydromodification Requirements (Priority Development Projects only)
4.1) Does the project discharge storm water runoff to any of the following?
(i) Existing underground storm drains discharging directly to water storage reservoirs, lakes, enclosed embayments (including San Diego Bay), or the Pacific Ocean
(ii) Conveyance channels whose bed and bank are concrete lined all the way from the point of discharge to water storage reservoirs, lakes, enclosed embayments (including San Diego Bay), or the Pacific Ocean
(iii) Existing underground storm drains or conveyance channels whose bed and bank are concrete lined all the way from the point of discharge to the Sweetwater River. This exemption cannot be claimed until the San Diego Bay WQIP has been approved. Check with Engineering staff for details.
Yes – STOP.
The project is a PDP* that is
exempt from
hydromodification (flow)
control requirements.
Prepare and submit SWQMP
documenting project
compliance with numeric
sizing standards for pollution
control requirements.
No. Project is a PDP*.
Answer the question in box
4.2 below to determine
applicability of additional
requirements. (At a minimum
the project must meet
numeric sizing standards for
pollutant control and
hydromodification (flow)
control.)
4.2 Does protection of critical coarse sediment yield areas apply based on review of the Potential Critical Coarse Sediment Yield Area Map? See the map on the City’s Storm Water web page and at the Engineering Counter.
Yes – STOP.
The project is a PDP*. Prepare
and submit a SWQMP that
meets sizing standards for
pollutant control,
hydromodification (flow)
control and analysis of
potential critical coarse
sediment yield areas and
associated management
measures. See BMP Design
Manual Section 6.2.
No – STOP.
The project is a PDP*. Prepare
and submit a SWQMP that
meets sizing standards for
pollutant control, and
hydromodification (flow)
control.
* If the project does not require a grading permit, a “Construction BMP Plan for Priority Development Projects without Grading Permits” is required. Construction BMP Plan must also include the “Construction Storm Water BMP Notes.” 01/23/2024 C7 272 of 561
City of National City
Engineering
For additional information please visit:
http://www.nationalcityca.gov/index.aspx?page=568 8 February 2016 Construction BMP Plan for Priority Development Projects without Grading Permits Project Name or Address: __________________________________________________ Permit ID: _____________________ Describe proposed BMPs below, and indicate where they will be used on the “Project Construction BMP Exhibit” on the next page.
BMP Category BMP Description1
Proposed?
(Y/N/NA)
Description of How This BMP Will Be Used at the Project, or, if Not Applicable, Explain Why
Perimeter
Protection
Install BMPs around the perimeter of the work area to prevent dirt from leaving.
Common BMPs used include fiber rolls, gravel bags, and silt fence.
Erosion Control
Divert run-on from surrounding areas from running through disturbed areas, e.g., by using gravel bags or fiber rolls. Stabilize disturbed drainage pathways that run through the site where applicable.
Inlet Protection Install gravel bags or equivalent around onsite storm drains.2 Waste Management Collect and properly store trash and other waste materials at least daily. Regularly and properly dispose of wastes.
Concrete Waste
Management
Direct concrete washout to a designated washout area.3 Discharge to the ground is not allowed.
Material Storage
Cover materials that could be transported by runoff from rain. Use secondary containment for liquids. Provide fiber roll or equivalent around perimeter of stockpiles, and cover (e.g., with plastic sheeting) before storms.
Sediment Tracking
Sweep paved areas adjacent to work area as necessary, at least daily, to remove accumulated or tracked sediment. If vehicles will enter the work area, install a stabilized construction entrance.
Discharge
Prevention
Do not allow any water other than rain water to discharge from the site. Maintain appropriate materials to address spills that may occur. Use drip pans to catch leaks from vehicles and equipment.
1. This table is a simplified description of required BMPs intended for smaller projects that are completed relatively quickly. The City reserves the right to require additional BMPs in accordance with the Municipal Code and Section 2.1 of Appendix B of the City’s JRMP where necessary.
2. See CASQA BMP SE-10.
3. See CASQA BMP WM-8.
4. See CASQA BMP TC-1.
01/23/2024 C7 273 of 561
City of National City
Engineering
For additional information please visit:
http://www.nationalcityca.gov/index.aspx?page=568 9 February 2016
Legend/Standard Symbols
—FR— Fiber roll
—GB— Gravel bag berm
—SF— Silt fence
Inlet protection
Concrete washout
Waste storage area
Stabilized entrance/exit
Stockpile
Flow direction
I
CW
WM
E/E
SP
01/23/2024 C7 274 of 561
Appendix B
Site Design BMP Checklist
01/23/2024 C7 275 of 561
Site Design BMP Checklist
for All Development Projects
(Standard Projects and Priority Development Projects)
Appendix B
All development projects must implement site design BMPs SD‐1 through SD‐8 where applicable and feasible. See Chapter 4 and Appendix E of the BMP Design Manual for information to implement site design BMPs shown in this checklist.
Also note that landscaping designed in accordance with the City’s Water Efficient Landscape Ordinance (Chapter 18.44 of the National City Municipal Code) will likely meet several of the stormwater site design requirements (e.g. draining impervious surfaces to landscaping, using soil amendments, etc.)
Answer each category below pursuant to the following.
"Yes" means the project will implement the site design BMP as described in Chapter 4 and/or Appendix E of the BMP Design Manual. Discussion / justification is not required. "No" means the BMP is applicable to the project but it is not feasible to implement. Discussion / justification must be provided.
"N/A" means the BMP is not applicable at the project site because the project does not include the feature that is addressed by the BMP (e.g., the project site has no existing natural areas to conserve). Discussion / justification may be provided.
Site Design Requirement Applied?
SD‐1 Maintain Natural Drainage Pathways and Hydrologic Features X Yes No N/A Examples of BMPs in this category:
Maintain natural drainage direction (typically, by minimizing grading that changes drainage directions and discharge points)
Maintain natural drainage courses (e.g., maintain existing natural gullies, channels, depressions, etc.)
Maintain, restore, or create buffer zones for natural water bodies Incorporate street trees
Discussion / justification if SD‐1 not implemented:
SD‐2 Conserve Natural Areas, Soils, and Vegetation X Yes No N/A Examples of BMPs in this category:
Preserve existing trees, bushes, and/or other vegetation Preserve natural areas on the site (leave them undisturbed) Comply with State and federal law for avoiding or mitigating impacts of development in sensitive or protected areas, such as natural streams, wetlands, and areas providing habitat for listed species
Discussion / justification if SD‐2 not implemented:
01/23/2024 C7 276 of 561
Site Design BMP Checklist
for All Development Projects
(Standard Projects and Priority Development Projects)
Appendix B
SD‐3 Minimize Impervious Area X Yes No N/A
Examples of BMPs in this category:
Construct roads, parking lot aisles, sidewalks, etc. to minimum necessary widths Share parking lots or driveways with adjacent properties Incorporate parking structures or underground parking Decrease building footprint through compact and/or taller structures Minimize impervious surfaces in landscape design
Incorporate landscaped center of cul‐de‐sac
Incorporate pervious (e.g., turf block) fire lane
Green roofs and/or pervious pavement per SD‐5 and SD‐6 below Discussion / justification if SD‐3 not implemented:
SD‐4 Minimize Soil Compaction X Yes No N/A
Examples of BMPs in this category:
Protect planned green space and proposed landscaped areas during construction (i.e., so construction vehicles do not drive over them)
Re‐till soil and/or add soil amendments to proposed landscaped areas (toward the end of the project, but before final landscaping work)
Discussion / justification if SD‐4 not implemented:
SD‐5 Impervious Area Dispersion, SD‐6 Runoff Collection, and SD‐8 Harvesting and Using Precipitation
X Yes No N/A
Examples of BMPs in this category:
Drain rooftops to landscaping or planter boxes
Drain impervious parking lots, sidewalks, patios, and/or other paved areas to landscaping Incorporate vegetated swales into the drainage design (e.g., instead of curb and gutter) Incorporate pervious pavement for low traffic areas and/or walkways (see Appendix E fact sheet SD‐6B of the BMP Design Manual)
Incorporate green roofs (see Appendix E fact sheet SD‐6A of the BMP Design Manual) Rain barrels (see Appendix E fact sheet SD‐8 of the BMP Design Manual) Discussion / justification if SD‐5 and SD‐6 not implemented:
SD‐7 Landscaping with Native or Drought Tolerant Species X Yes No N/A See Appendix E, Fact Sheet PL of the BMP Design Manual for a recommended plant list Discussion / justification if SD‐7 not implemented:
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Appendix C
Drainage Management Area Characteristics and Calculations
Indicate which items are included behind this cover sheet
Contents Included (Y/N)
C.1. Self‐Mitigating DMAs N
C.2. De Minimis DMAs N
C.3. DMA Design Capture Volume Calculations Y
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Appendix C.3. DMA Design Capture Volume Calculations
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Appendix C.3 DMA Design Capture Volume Calcuations
85th Percentile Rainfall (inches):0.56
DMA ID:DMA‐A
Hydrologic
Soil Group
(A, B, C, or
D)
Post‐Project Surface
Type
(See Table B.1‐1 )
Area of
Surface
Type
(ft2)
Post‐Project
Surface Runoff
Factor (C )
(See Table B.1‐1 )
Runoff Reduction
from Site Design
BMPs
(Select Only One )
Tribuary
Impervious/
Receiving
Pervious Area
Ratio1
C Factor
Adjustment2
(See Table
B.2‐1 )
Final C
Factor
Street Tree
Volume
Reduction3
(ft3)
Rain Barrel
Volume
Reduction4
(ft3)
Design Capture
Volume (DCV)5
(ft3)
D Concrete or Asphalt 15,793 0.90 None Claimed 1.00 1 0.9 0 0 663 D
Amended, Mulched
Soils, or Landscape 2,375 0.10 None Claimed NA 1 0.1 0 0 11 Total DMA Area (ft2) 18,168 Weighted Average C Factor for DMA 0.80 Total DCV for DMA (ft3) 674 Additional Notes Documenting Rationale for Runoff Reduction from Site Design BMPs Notes
1. If the area is pervious or if runoff dispersion site design BMPs are not proposed, enter "NA".
2. If the area is pervious or if runoff dispersion site design BMPs are not proposed, enter "1" in this column.
3. Include a separate line item in this table for each street tree and its tributary drainage area, or include supplemental information to demonstrate that the 85th percentile runoff of the impervious area draining to each street tree does not exceed the volume reduction credit being claimed for each street tree. Also include supplemental information documenting the mature tree canopy size of the street tree. Trees must be implemented in accordance with SD‐1. Total tree volume reduction must be less than 0.25 times the DCV for the entire project, and each single tree volume credit must be less than 400 cu‐ft (see Appendix B.2.2.1 for more information).
4. To be granted a credit here, rain barrels must meet the standards described in Section B.2 and fact sheet SD‐8. Enter credit in cubic feet, not gallons.
5. DCV = (Final C Factor) x (85th Percentile Rainfall)/12 x (Area of Surface Type) ‐ (Street Tree Volume Reduction) ‐ (Rain Barrel Volume Reduction). Note that only one Site Design volume reduction credit can be applied for each area, however. For example, runoff dispersion and rain barrel volume reduction cannot both be claimed for the same line item area. 01/23/2024 C7 280 of 561
Filterra Infiltration Rate = 100 (in/hr)
Filterra Flow per Square Foot = 0.00231 (ft3/sec/ft2)
Filterra Flow Rate, Q = 0.00231 ft3/sec x Filterra Surface Area Rational Method, Q = C x I x A
San Diego Multiplier, M = 1.5
Site Flowrate, Q = (C x DI x DA x M x 43560) / (12 x3600) OR DA = (12 x 3600 x Q) / (C x 43560 x DI x M)
where Q = Flow (ft3/sec)
DA = Drainage Area (acres)
DI = Design Intensity (in/hr)
C = Runoff coefficient (dimensionless)
M = Multiplier (dimensionless)
DI C C C
0.2 0.95 0.85 0.50
Filterra 100%Commercial Residential
LWFilterra Surface Area Flow Rate, Q Imperv. DA max DA max DA (ft) (ft) (ft2) (ft3/sec) (acres) (acres) (acres)
4 4 16 0.0370 0.129 0.144 0.245
6 4 24 0.0556 0.193 0.216 0.367
6.5 4 26 0.0602 0.209 0.234 0.398
8 4 32 0.0741 0.258 0.288 0.490
10 4 40 0.0926 0.322 0.360 0.612
12 4 48 0.1111 0.387 0.432 0.735
6 6 36 0.0833 0.290 0.324 0.551
8 6 48 0.1111 0.387 0.432 0.735
10 6 60 0.1389 0.483 0.540 0.918
12 6 72 0.1667 0.580 0.648 1.102
13 7 91 0.2106 0.733 0.819 1.393
12 8 96 0.2222 0.773 0.864 1.469
14 8 112 0.2593 0.902 1.008 1.714
16 8 128 0.2963 1.031 1.152 1.959
18 8 144 0.3333 1.160 1.296 2.204
20 8 160 0.3704 1.289 1.440 2.449
22 8 176 0.4074 1.418 1.584 2.694
Available Filterra Box Sizes
Filterra Sizing Spreadsheet
Uniform Intensity Approach
Storm Intensity = 0.20 in/hr
San Diego Region
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Area (A)0.42 Ac
Runoff Coefficient ( C)0.80
Water Quality Intensity (I)0.2 in/hr
San Diego Multiplier (M)1.5
Flow (Q)0.0995 cfs
DMA‐A Filterra Calculation
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Appendix D
Drainage Management Area and Hydromodification Exhibit
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20 T
H
S
T
R
E
E
T
NEWELL
STREET
NEWELL STREET
22 N
D
S
T
R
E
E
T
LEGEND NO
R
T
H
REPLACED IMPERVIOUS AREA DMA TREATMENT AREA
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Appendix E
Structural Pollutant Control BMP Design Backup
Indicate which items are included behind this cover sheet
Contents Included (Y/N)
E.1. Harvest and Use Feasibility Screening (when applicable) Required unless the entire project will use infiltration BMPs Y
E.2. Categorization of Infiltration Feasibility Condition (when applicable) Required unless the project will use harvest and use BMPs Y
E.3. Pollutant Control BMP Design Worksheets / Calculations Y E.4. Geotechnical Report (when applicable) Y
E.5. Impairments and Pollutants of Concern (when applicable) Only required if the project pursues alternative compliance. Projects wishing to pursue alternative compliance must discuss their intent to do so with Engineering staff before submitting a SWQMP.
N
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Harvest and Use Feasibility Checklist Appendix E.1
1. Is there a demand for harvested water (check all that apply) at the project site that is reliably present during the wet season?
Toilet and urinal flushing
Landscape irrigation
X Other: N/A
2. If there is a demand; estimate the anticipated average wet season demand over a period of 36 hours.
Guidance for planning level demand calculations for toilet/urinal flushing and landscape irrigation is provided in BMP Design Manual Appendix B, Section B.3.2.
Approx. Landscape Area = 0 SF
Assume moderate plant water use (1,470 gal per acre irrigated per 36 hour period) 0 SF * (1 ac/43,560 SF)*(1470 gal/1acre)*(I cu‐ft/7.48 gal) = 0 cu‐ft
3. Provide the total DCV calculated for the project site, as presented in Appendix C.
DCV = __674________ (cubic feet)
3a. Is the 36 hour demand
greater than or equal to the DCV?
Yes / X No
3b. Is the 36 hour demand greater than
0.25DCV but less than the full DCV?
0.25*674 = 168.5 cu‐ft
Yes / X No
3c. Is the 36 hour demand
less than 0.25DCV?
X Yes
Harvest and use appears to be
feasible. Conduct more detailed
evaluation and sizing calculations
to confirm that DCV can be used
at an adequate rate to meet
drawdown criteria.
Harvest and use may be feasible.
Conduct more detailed evaluation and
sizing calculations to determine
feasibility. Harvest and use may only be
able to be used for a portion of the site,
or (optionally) the storage may need to
be upsized to meet long term capture
targets while draining in longer than 36
hours.
Harvest and use is
considered to be
infeasible.
Is harvest and use feasible based on further evaluation? Yes, refer to Appendix E to select and size harvest and use BMPs.
X No, select alternate BMPs.
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Categorization of Infiltration Feasibility Condition Appendix E.2 Part 1 ‐ Full Infiltration Feasibility Screening Criteria Would infiltration of the full design volume be feasible from a physical perspective without any undesirable consequences that cannot be reasonably mitigated? Criteria Screening Question Yes No
1 Is the estimated reliable infiltration rate below proposed facility locations greater than 0.5 inches per hour? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in BMP Design Manual Appendix C.2 and Appendix D.
X
Provide basis:
There are two locations where biofilters were considered and geotechnical analysis was performed at both locations:
Newell Street at 20th Street: 0.206 in/hr
Newell Street at 22nd Street: 0.013 in/hr
The geotechnical report is included in these appendices. 2 Can infiltration greater than 0.5 inches per hour be
allowed without increasing risk of geotechnical hazards (slope stability, groundwater mounding, utilities, or other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in BMP Design Manual Appendix C.2.
X
Provide basis:
“Because of the relatively low permeable nature of the onsite soils at Newell Street locations, there is risk of lateral migration of storm water. Therefore, we recommend that the sides of all infiltration systems excavation areas and at least 1 foot lying horizontally on soil subgrades be lined with a 30‐mil impermeable liner. In addition, if utilities are present below a proposed infiltration basin, we recommend relocating the basin or lining it to prevent lateral migration of storm water”. ‐Geotech Report dated 4/30/2019
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Categorization of Infiltration Feasibility Condition Appendix E.2 Criteria Screening Question Yes No
3 Can infiltration greater than 0.5 inches per hour be
allowed without increasing risk of groundwater
contamination (shallow water table, stormwater
pollutants or other factors) that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3.
X
Provide basis:
“Groundwater was not observed in the exploration boring or the percolation test locations during our site investigation; however, seepage and perched groundwater may develop along the fill and Very Old Paralic Deposits contacts. Nevertheless, based on the above information, we do not anticipate groundwater will be a constraint to the construction of the proposed improvements.” – Geotechnical Report dated 4/30/2019
4 Can infiltration greater than 0.5 inches per hour be
allowed without causing potential water balance issues
such as change of seasonality of ephemeral streams or
increased discharge of contaminated groundwater to
surface waters? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in Appendix C.3.
X
Provide basis:
Due to the low permeability of soils, a significant change is not expected in stream flow or seasonality of stream flow.
Part 1
Result*
If all answers to rows 1 ‐ 4 are “Yes” a full infiltration design is potentially feasible. The feasibility screening category is Full Infiltration
If any answer from row 1‐4 is “No”, infiltration may be possible to some extent but would not generally be feasible or desirable to achieve a “full infiltration” design. Proceed to Part 2
Not Full
Infiltration
*To be completed using gathered site information and best professional judgment considering the definition of MEP in the MS4 Permit. Additional testing and/or studies may be required by Agency/Jurisdictions to substantiate findings
Part 2 – Partial Infiltration vs. No Infiltration Feasibility Screening Criteria Would infiltration of water in any appreciable amount be physically feasible without any negative consequences that cannot be reasonably mitigated?
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Categorization of Infiltration Feasibility Condition Appendix E.2 Criteria Screening Question Yes No
5 Do soil and geologic conditions allow for infiltration in any appreciable rate or volume? The response to this
Screening Question shall be based on a comprehensive
evaluation of the factors presented in Appendix C.2 and Appendix D.
X
Provide basis:
The unfactored infiltration rates are:
Newell Street at 20th Street: 0.206 in/hr
Newell Street at 22nd Street: 0.013 in/hr
6 Can Infiltration in any appreciable quantity be allowed without increasing risk of geotechnical hazards (slope
stability, groundwater mounding, utilities, or other
factors) that cannot be mitigated to an acceptable level? The response to this Screening Question shall be based on a comprehensive evaluation of the factors presented in
Appendix C.2.
X
Provide basis:
“Because of the relatively low permeable nature of the onsite soils at Newell Street locations, there is risk of lateral migration of storm water. Therefore, we recommend that the sides of all infiltration systems excavation areas and at least 1 foot lying horizontally on soil subgrades be lined with a 30‐mil impermeable liner. In addition, if utilities are present below a proposed infiltration basin, we recommend relocating the basin or lining it to prevent lateral migration of storm water”. ‐Geotech Report dated 4/30/2019
Criteria Screening Question Yes No
7 Can Infiltration in any appreciable quantity be allowed without posing significant risk for groundwater related concerns (shallow water table, stormwater pollutants or other factors)? The response to this Screening Question shall be based on a comprehensive evaluation of the
factors presented in Appendix C.3.
X
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Categorization of Infiltration Feasibility Condition Appendix E.2 Provide basis:
“Groundwater was not observed in the exploration boring or the percolation test locations during our site investigation; however, seepage and perched groundwater may develop along the fill and Very Old Paralic Deposits contacts. Nevertheless, based on the above information, we do not anticipate groundwater will be a constraint to the construction of the proposed improvements.” – Geotechnical Report dated 4/30/2019.
8 Can infiltration be allowed without violating downstream water rights? The response to this Screening Question
shall be based on a comprehensive evaluation of the
factors presented in Appendix C.3.
X
Provide basis:
It is not believed that infiltration would violate downstream water rights.
Part 2
Result**
If all answers from row 1‐4 are yes then partial infiltration design is potentially feasible. The feasibility screening category is Partial Infiltration.
If any answer from row 5‐8 is no, then infiltration of any volume is considered to be infeasible within the drainage area. The feasibility screening category is No Infiltration.
Partial
Infiltration
**To be completed using gathered site information and best professional judgment considering the definition of MEP in the MS4 Permit. Additional testing and/or studies may be required by the City to substantiate findings. 01/23/2024 C7 290 of 561
Appendix E.3. Pollutant Control BMP Design Worksheets / Calculations
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Form I‐9/Worksheet D.5-1: Factor of Safety and Design Infiltration Rate Worksheet Product (p)
p = w x v
Soil assessment
methods 0.25 0.25
Predominant soil
texture 0.25 0.75
Site soil variability 0.25 0.25
Depth to
groundwater /
impervious layer 0.25 0.25
1.5 Level of
pretreatment/
expected sediment
loads 0.5 1.5
Redundancy/
resiliency 0.25 0.75
Compaction during
construction 0.25 0.25
2.5 Note
1. Factor values are assigned per Table D.5‐1 in the BMP Design Manual.
NEWELL STREET AT 22ND STREET
Supporting Data
Briefly describe infiltration test and provide reference to test forms:
Combined Safety Factor, Stotal= SA x SB 3.75
Observed Infiltration Rate, inch/hr, Kobserved
(corrected for test‐specific bias)0.013
Design Infiltration Rate, in/hr, Kdesign = Kobserved / Stotal 0.00347 B Design
3 3
1 Design Safety Factor, SB = p
A Suitability
Assessment
1 3
1 1
Suitability Assessment Safety Factor, SA = p
Factor of Safety and Design
Infiltration Rate Worksheet Form I‐9
Factor Category Factor Description
Assigned
Weight (w) Factor Value
1 (v)
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Form I‐9/Worksheet D.5-1: Factor of Safety and Design Infiltration Rate Worksheet Product (p)
p = w x v
Soil assessment
methods 0.25 0.25
Predominant soil
texture 0.25 0.75
Site soil variability 0.25 0.25
Depth to
groundwater /
impervious layer 0.25 0.25
1.5 Level of
pretreatment/
expected sediment
loads 0.5 1.5
Redundancy/
resiliency 0.25 0.75
Compaction during
construction 0.25 0.25
2.5 Note
1. Factor values are assigned per Table D.5‐1 in the BMP Design Manual.
Design Infiltration Rate, in/hr, Kdesign = Kobserved / Stotal 0.05493 Supporting Data
Briefly describe infiltration test and provide reference to test forms:
Combined Safety Factor, Stotal= SA x SB 3.75
Observed Infiltration Rate, inch/hr, Kobserved
0.206(corrected for test‐specific bias)
B Design
3 3
1 Design Safety Factor, SB = p
A Suitability
Assessment
1 3
1 1
Suitability Assessment Safety Factor, SA = p
NEWELL STREET AT 20TH STREET
Factor of Safety and Design
Infiltration Rate Worksheet Form I‐9
Factor Category Factor Description
Assigned
Weight (w) Factor Value
1 (v)
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Appendix E.4. Geotechnical Report
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GEOTECHNICAL PAVEMENT AND
PERCOLATION EVALUATION
SAFE ROUTES TO SCHOOL
NEWELL STREET IMPROVEMENTS PROJECT
NATIONAL CITY, CALIFORNIA
Prepared For:
KIMLEY-HORN AND ASSOCIATES
401 B Street, Suite 600
San Diego, California 92101
Project No. 11837.002
April 30, 2019
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April 30, 2019
Project No. 11837.002
Kimley-Horn and Associates
401 B Street, Suite 600
San Diego, California 92101
Attention: Mr. Roberto Ruiz-Salas, PE
Subject: Geotechnical Pavement and Percolation Evaluation Safe Routes to School, Newell Street Improvements Project National City, California
Introduction
In accordance with the request of representatives at Kimley-Horn and Associates, this letter presents the results of our pavement and percolation evaluation for the proposed Safe Routes to School, Newell Street, located in National City, California. The purpose of our study was to evaluate the existing asphalt pavement sections and underlying soil conditions, and to provide geotechnical recommendations for consideration in the design and construction of the proposed improvements. Our investigation included pavement coring, subsurface explorations and field percolation testing.
3934 Murphy Canyon Road, Suite B205 ■ San Diego, CA 92123-4425 858.569.6914 ■ Fax 858.292.0771 ■ www.leightongroup.com
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Project Description
Based on our review of the conceptual plan provided by you, it is our understanding that the Safe Routes to School project site encompasses an area generally defined as Newell Street at the intersections with 20th Street and 22nd Street in National City, California (Figure 1). The proposed improvements generally consist of reconstruction of asphalt pavements, new concrete pavers, new sidewalks, new curb and gutter, stripping of new parking spaces, and new crosswalks. In addition, a proposed storm water infiltration system will be included as part of the new improvements and will be located either along the northeastern corner of either the intersection of Newell Street and 20th Street, or the intersection of Newell and 22nd Street.
Subsurface Investigation and Laboratory Testing
A subsurface exploration was performed to evaluate the existing pavement sections to perform percolation tests, to collect subgrade soil samples and to observe soil characteristics. Two (2) shallow exploratory borings were also advanced through the existing pavement along Newell Street at the intersections of 20th Street and 22nd Street.
The borings were also excavated to a depth of 16.5 feet below the existing ground surface (bgs). The two (2) percolation tests were performed at the site to a depth of approximately 4 feet bgs for the proposed storm water infiltration system. The exploratory borings and both percolation test locations were drilled using a heavy-duty truck mounted hollow-stem auger drill rig. The percolation test locations were presoaked overnight, and the testing was performed the following day by the falling head method. During the exploration operations, a geologist from our firm prepared geologic logs and collected bulk and relatively undisturbed samples for laboratory testing and evaluation. The approximate locations of the exploratory borings and percolation tests are presented on Figure 2. Boring logs are presented in Appendix A.
Laboratory testing was performed on representative soil samples to evaluate moisture and density, corrosion, pH, sulfate, expansion index and R-value. A discussion of the laboratory tests performed, and a summary of the laboratory test results are presented in Appendix B.
Findings
Based on our field explorations, the existing roadway pavement section is generally underlain by undocumented artificial fill with varying thicknesses, which is in turn
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underlain by Quaternary-aged Very Old Paralic Deposits. Table 1 below presents a summary of the measured pavement sections (i.e., asphaltic concrete (AC) and aggregate base thicknesses) obtained from the borings.
Table 1
Summary of Pavement Sections
Location Boring No. Thickness (in)
AC Aggregate Base
Center of the Intersection of Newell
Street and 20th Street B-1 4.5 12
Northeast Corner of the Intersection
of Newell Street and 22nd Street B-2 5 12
Site Geology
Based on our field explorations, the site is generally underlain by undocumented Artificial Fill (Afu), which is in turn underlain by Quaternary-aged Very Old Paralic Deposits (Qvop). Fill soils were encountered to a depth of 3 to 4 feet bgs at the borings and percolation test locations and consisted primarily of moist, medium to dark reddish brown, loose to medium dense, silty and clayey sands. We are unaware of any documentation of the existing fill soil; therefore, we are classifying all existing fill as undocumented fill.
Quaternary-aged Very Old Paralic Deposits (Qvop), as encountered in our exploration borings and both percolation test locations, is anticipated to underlie fill materials throughout the site. The Very Old Paralic Deposits, as encountered in our exploration borings, consisted of moist, medium dense to dense clayey and silty sand and moist, stiff to very stiff, sandy silt. In general, the upper portions of the Very Old Paralic Deposits are considered potentially compressible and to have a very low to low expansion potential; however, highly expansive material may be present within the limits of the proposed improvements.
Groundwater
Groundwater was not observed in the exploration boring or the percolation test locations during our site investigation; however, seepage and perched groundwater levels may develop along the fill and Very Old Paralic Deposits contacts. Nevertheless, based on
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the above information, we do not anticipate groundwater will be a constraint to the construction of the proposed improvements.
Infiltration
Based on our field percolation testing, the in-situ infiltration rates at tested locations and depths are summarized in the table below.
Table 2
Field Percolation Test Results
Location Test No. Depth of Test
(feet)
Infiltration Rate
(inches/hour)
Southwest Corner of the Intersection
of Newell Street and 20th Street P-1 4.12 0.206
Northwest Corner of the Intersection
of Newell Street and 22nd Street P-2 3.95 0.013
It should also be noted that the infiltration rates represent stabilized values and that these infiltration rates may degrade over time due to complete saturation of underlying soils, and fines build-up and plugging if pretreatment and maintenance of the storm water devise is not performed. As such, a reduction of the calculated infiltration rates using a factor of safety as determined by design engineer should be considered to establish a conservative infiltration rate for the service life of the system.
Recommendations
Based on our field exploration and laboratory testing, the following sections present preliminary geotechnical recommendations for earthwork, proposed storm water infiltration systems and new traffic loaded pavements (i.e., asphalt and concrete). In addition, the use of cement treated aggregate base and geosynthetic reinforcement were considered in the development of alternatives for the asphalt pavement.
Earthwork
In general, earthwork should be performed in accordance with “Greenbook” specifications and City of National City grading requirements, as applicable. The onsite soils are generally considered suitable for use as compacted fill provided they are free of organic materials, debris, and rock fragments larger than 6 inches in maximum dimension. All
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native fill soils should be brought to a moisture content of at least 3 percent above the laboratory optimum and compacted in uniform lifts to at least 90 percent relative compaction based on laboratory standard ASTM Test Method D1557. The optimum lift thickness required to produce a uniformly compacted fill will depend on the type and size of compaction equipment used. In general, fill should be placed in lifts not exceeding 8 inches in thickness.
Undocumented fill and the potentially compressible upper portions of the Very Old Paralic Deposits should be removed; moisture conditioned, and recompacted to a depth of 18 inches below finish grade or street subgrade, whichever is lower, within the project limits extending 5 feet outside the improvements. The thickness of the undocumented fill soils may vary across the site. We anticipate the depth of removals to be on the order of 1 to 2 feet in depth, with potentially localized deeper areas to at least 4 feet in depth. The bottom of all removals should be evaluated by a Certified Engineering Geologist to confirm conditions are as anticipated.
Where removals are not practical due to the presence of shallow underground utilities, a geosynthetic stabilization fabric (e.g. Mirafi: 600X or FW700 or TX160) may be used based on an evaluation of the geotechnical consultant. In general, geosynthetic stabilization fabric is placed as deep as possible prior to placement of pavement section materials.
Asphalt Pavement
For asphaltic concrete (AC) pavement, we recommend that the AC section be supported by either a Class 2 Aggregate Base or a Cement Treated Base (CTB). Table 3, below, presents the recommended AC pavement sections, utilizing a Traffic Index (TI) between 6 and 7, based by the Caltrans Highway Design Manual Method and the City of San Diego Schedule J. Note that a design R-values were based on laboratory testing and should be verified during grading by the general contractor.
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Table 3
Recommended Pavement Section
Utilizing Class 2 Aggregate Base or Cement Treated Base
Assumed
Traffic
Indices
Location
Design
R-
Value
Asphalt
Concrete
Thickness
(in)
Class 2
Aggregate
Base
Thickness
(in)
Asphalt
Concrete
Thickness
(in)
CTB
Thickness
(in)
Assumed
Traffic
Index of
6.0 Newell Street
and 20th Street 26 3.5 9.0 3.0 6.0
Newell Street
and 22nd Street 7 3.5 13.0 3.0 6.0
Assumed
Traffic
Index of
7.0 Newell Street
and 20th Street 26 4.0 11.0 4.0 7.0
Newell Street
and 22nd Street 7 4.0 15.0 4.0 7.0
As an alternative, Asphalt pavement over Class 2 Aggregate Base (AB) can be directly underlain by a geosythetic reinforcement, such as, Mirafi RS380i or equivalent. For the design of a geosythetic reinforced pavement section, we used a computer software program developed by Tencate (MiraSpec Road Design, Version, 2.03). Based on our analysis, the recommended reinforced pavements sections are provided in Table 4 for the Mirafi RS380i reinforcement.
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Table 4
Recommended AC Pavement Sections with Mirafi RS 380i
Assumed
Traffic Index Location Design
R-Value
Asphalt
Concrete
Thickness (in)
Aggregate
Base
Thickness
(in)
Assumed
Traffic Index
of 6.0
Newell Street
and 20th Street 26 4.0 6.0
Newell Street
and 22nd Street 7 4.0 8.0
Assumed
Traffic Index
of 7.0
Newell Street
and 20th Street 26 4.0 8.0
Newell Street
and 22nd Street 7 4.0 10.0
As another alternative, a full depth asphalt pavement section can be used as presented in Table 5 below.
Table 5
Recommended Full Depth AC Pavement Sections
Assumed
Traffic Index Location Design R-
Value
Asphalt Concrete
Thickness (in)
Assumed
Traffic Index of
6.0 Newell Street and
20th Street 26 8.0
Newell Street and
22nd Street 7 10.0
Assumed
Traffic Index of
7.0 Newell Street and
20th Street 26 10.0
Newell Street and
22nd Street 7 12.5
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Concrete Pavement
For concrete pavement, a full depth Portland Cement Concrete (PCC) section is recommended in Table 6 below. In addition, we recommend that a 3,500-psi concrete mix design (i.e., producing a 600-psi modulus of rupture) be used. Appropriate crack- control joints, as designed by the project civil engineer, should not exceed 15 feet and be as nearly square as possible.
Table 6
Recommended Concrete Pavement Sections
Assumed
Traffic Index Location Design
R-Value
PCC
Thickness
(in.)
Class 2 Aggregate
Base
Thickness (in.)
Assumed Traffic
Index of 6.0
Newell Street and
20th Street 26 6.0 -
Newell Street and
22nd Street 7 6.0 4.0
Assumed Traffic
Index of 7.0
Newell Street and
20th Street 26 6.0 4.0
Newell Street and
22nd Street 7 6.0 6.0
Subgrade Preparation
Prior to placement of fill, aggregate base, geosynthetic reinforcement (including Mirafi or concrete materials, the upper 6 inches of subgrade soils should be scarified, moisture- conditioned to at least optimum moisture content and compacted to a minimum 95 percent relative compaction based on ASTM Test Method D1557.
If pavement is planned adjacent to landscaped areas, we recommend that appropriate measures be taken (such as keeping the amount of landscape irrigation to a minimum, installing area drains or other devices, etc.) to reduce the possible adverse effects of water on the pavement subgrade.
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Trench Resurfacing
Trenches through existing pavements should be repaired in accordance with City of National City Standard Drawing No. 113-S-B. For secondary streets, that standard requires a section of 3 inches of asphalt concrete over 8 inches of compacted aggregate base. For primary streets, trenches should be resurfaced with 4 inches of asphaltic concrete over 10 inches of compacted aggregate base.
Pavement Section Materials
Aggregate base and asphaltic concrete should be compacted to a minimum 95 percent relative compaction based on ASTM D1557 and D2041, respectively. Materials should be placed and compacted at or above optimum moisture content.
Aggregate base and asphalt concrete should conform to and be placed in accordance with the “Greenbook” Standard Specifications for Public Works Construction (Sections 200, 203, and 400), and City of National City requirements.
Retaining Wall Lateral Earth Pressures
For design purposes, the following lateral earth pressure values for level or sloping backfill are recommended for retaining walls backfilled with and bearing against approved granular material of very low to low expansion potential (EI less than 50 per ASTM Test Method D4829).
Table 7
Retaining Wall Equivalent Fluid Weight (pcf)
Conditions Level 2:1 Slope
Active 40 65
At-Rest 55 90
Passive 300
(Maximum of 3 ksf)
140
(Sloping Down)
Unrestrained (yielding) cantilever walls up to 15 feet in height should be designed for an active equivalent pressure value provided above. In the design of walls restrained from movement at the top (nonyielding) such as basement walls, the at-rest pressures should be used. Note that below the water table, the passive pressure should be reduced to 150 psf. If conditions other than those covered herein are anticipated, the equivalent fluid
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pressure values should be provided on an individual case basis by the geotechnical engineer. A surcharge load for a restrained or unrestrained wall resulting from automobile traffic may be assumed to be equivalent to a uniform pressure of 75 psf which is in addition to the equivalent fluid pressure given above. For other uniform surcharge loads, a uniform pressure equal to 0.35q should be applied to the wall (where q is the surcharge pressure in psf). The wall pressures assume walls are backfilled with free draining materials and water is not allowed to accommodate behind walls. Typical retaining wall drainage design is illustrated in Appendix C. Wall backfill should be compacted by mechanical methods to at least 90 percent relative compaction (based on ASTM D1557).
Wall footings should be designed in accordance with the foundation design recommendations and reinforced in accordance with structural considerations. For all retaining walls, we recommend a minimum horizontal distance from the outside base of the footing to daylight of 7 feet.
Lateral soil resistance developed against lateral structural movement can be obtained from the passive pressure value provided above. Further, for sliding resistance, the friction coefficient of 0.35 may be used at the concrete and soil interface. These values may be increased by one-third when considering loads of short duration including wind or seismic loads. The total resistance may be taken as the sum of the frictional and passive resistance provided that the passive portion does not exceed two-thirds of the total resistance.
The geotechnical consultant should approve any backfill materials that will be utilized prior to the backfill placement operations. It is the contractor's responsibility to provide representative samples of the selected backfill material.
Concrete Flatwork
Concrete sidewalks and other flatwork (including construction joints) should be designed by the project civil engineer and should have a minimum thickness of 4 inches. For all concrete flatwork, the upper 12 inches of subgrade soils should be moisture conditioned to at least 3 percent above optimum moisture content and compacted to at least 90 percent relative compaction based on ASTM Test Method D1557 prior to the concrete placement. Where highly expansive clay is present and where planned sidewalks are adjacent to improvements (i.e. curbs, handicap ramps, etc.), concrete flatwork should be dowelled into adjacent curbs, reinforced with No. 3 rebar at 24 inches on center, and 18 inches of subgrade soil moisture conditioned to at least 5 percent above moisture content
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and compacted to between 88 and 90 percent relative compaction, based on ASTM D1557 prior to concrete placement.
Infiltration Systems
We understand that some of the planned infiltration systems will be constructed with a sand layer and/or crushed rock. Because of the relatively low permeable nature of the onsite soils at Newell Street locations, there is risk of lateral migration of storm water.
Therefore, for the Newell Street infiltration sites we recommend that the sides of all infiltration systems excavation areas and at least 1 foot lying horizontally on soil subgrades be lined with a 30-mil impermeable liner. In addition, if utilities are present below a proposed infiltration basin, we recommend relocating the basin or lining the basin to prevent lateral migration of storm water.
In general, we recommend minimum setbacks of proposed storm water infiltration systems from adjacent improvements or item, as identified below.
Table 6
Infiltration System Setbacks
Item Distance
Existing Utilities and Property Limits 5 feet
Foundation 15 feet or within a 1:1 plane
from the bottom of foundation
Face of any slope H/2, 10 feet minimum
(H is height of slope)
Private Water Well (drinking water) 100 feet
Note that foundations and subsurface improvements (eg., utility pipeline, basement, etc.) adjacent to proposed infiltration systems should be evaluated to make sure that they are not impacted by storm water migration. Where setbacks can’t be attained a 30-mil impermeable liner should be placed on bottom and sides of the infiltration basins.
During construction, all infiltration basin installations should be observed and documented by Leighton to verify that anticipated soils are encountered at the planned bottom depths.
As is customary, our boring explorations were excavated using a small diameter auger.
Therefore, no empirical information regarding caving soils within drilled borings was obtained. Nevertheless, caving of cohesionless sands and gravel is possible, and temporary shoring may be required to keep the excavations open, particularly in the
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temporary shoring may be required to keep the excavations open, particularly in the shallower sands and gravels, prior to and during placement of infiltration system sand and gravel. We recommend that the gravel be isolated from surrounding soils by filter fabric or similar membrane to prevent fines migration into the rock.
LIMITATIONS
The conclusions and recommendations in this report are based in part upon data that were obtained from a limited number of observations, site visits, excavations, samples, and tests. Such information is by necessity incomplete. The nature of many sites is such that differing geotechnical or geological conditions can occur within small distances and under varying climatic conditions. Changes in subsurface conditions can and do occur over time. Therefore, the findings, conclusions, and recommendations presented in this report can be relied upon only if Leighton Consulting, Inc. has the opportunity to observe the subsurface conditions during grading and construction of the project, in order to confirm that our preliminary findings are representative for the site.
If you have any questions regarding our letter, please contact this office. We appreciate this opportunity to be of service.
Respectfully submitted,
LEIGHTON CONSULTING, INC.
Mike D. Jensen, CEG 2457 William D. Olson, RCE, 45283 Senior Project Geologist Associate Engineer
Attachments: Figure 1 - Site Location Map
Figure 2 - Geotechnical Exploration Map
Appendix A - Boring Logs
Appendix B - Laboratory Testing Procedures and Test Results Appendix C - General Earthwork and Grading Specifications Distribution: (1) Digital Copy
01/23/2024 C7 307 of 561
³
0 2,000 4,000
Feet
Figure 1
Scale:
Leighton
Base Map: ESRI ArcGIS Online 2019
Thematic Information: Leighton
1 " = 2,000 '
Project: 11837.002 Eng/Geol: WDO/MDJ
Map Saved as V:\Drafting\11837\002\Maps\11837-002_F01_SLM_2019-04-15.mxd on 4/15/2019 2:11:39 PM Author: Leighton Geomatics (mmurphy)
Date: April 2019 SITE LOCATION MAPKHA - Newell Street ImprovementsNational City, California ApproximateSite Boundary
01/23/2024 C7 308 of 561
³
0 200 400
Feet
Figure 2
Scale:
Leighton
Base Map: ESRI ArcGIS Online 2019
Thematic Information: Leighton
1 " = 200 '
Project: 11837.002 Eng/Geol: WDO/MDJ
Map Saved as V:\Drafting\11837\002\Maps\11837-002_F02_GEM_2019-04-15.mxd on 4/15/2019 2:32:35 PM Author: Leighton Geomatics (mmurphy)
Date: April 2019 GEOTECHNICALEXPLORATION MAPKHA - Newell Street ImprovementsNational City, California Legend
&<Approximate Boring Location
&(Approximate Percolation Test Location
Approximate Site Boundary
B-2
P-2
01/23/2024 C7 309 of 561
Appendix A
Boring Logs
01/23/2024 C7 310 of 561
B-1
B-1
C-1
G-1
R-1
SH-1
S-1
PUSH
CL
CH
OL
ML
MH
ML-CL
GW
GP
GM
GC
SW
SP
SM
SC
Asphaltic concrete.
Portland cement concrete.
Inorganic clay of low to medium plasticity; gravelly clay; sandy clay;silty clay; lean clay.
Inorganic clay; high plasticity, fat clays.
Organic clay; medium to plasticity, organic silts.
Inorganic silt; clayey silt with low plasticity.
Inorganic silt; diatomaceous fine sandy or silty soils; elastic silt.
Clayey silt to silty clay.
Well-graded gravel; gravel-sand mixture, little or no fines.
Poorly graded gravel; gravel-sand mixture, little or no fines.
Silty gravel; gravel-sand-silt mixtures.
Clayey gravel; gravel-sand-clay mixtures.
Well-graded sand; gravelly sand, little or no fines.
Poorly graded sand; gravelly sand, little or no fines.
Silty sand; poorly graded sand-silt mixtures.
Clayey sand; sand-clay mixtures.
Bedrock.
Ground water encountered at time of drilling.
Bulk Sample 1.
Bulk Sample 2.
Core Sample.
Grab Sample.
Modified California Sampler (3" O.D., 2.5 I.D.).
Shelby Tube Sampler (3" O.D.).
Standard Penetration Test SPT (Sampler (2" O.D., 1.4" I.D.).
Sampler Penetrates without Hammer Blow.
Bulk Sample 2.
AT ATTERBURG LIMITS
Pe
r
F
o
o
t
Fe
e
t
KEY TO BORING LOG GRAPHICS
B BULK SAMPLE
S SPLIT SPOON
S
(U
.
S
.
C
.
S
.
)
Project No.
Logged By
Lo
g
Drop
Date
So
i
l
C
l
a
s
s
.
1 R RING SAMPLE
CR CORROSION
Ty
p
e
o
f
T
e
s
t
s
Gr
a
p
h
i
c
pc
f
Mo
i
s
t
u
r
e
TYPE OF TESTS:
Type of Rig
Hole Diameter
Bl
o
w
s
El
e
v
a
t
i
o
n
SAMPLE TYPES:
SA SIEVE ANALYSIS
SH SHELBY TUBE
Drive Weight
Drilling Co.
RV R-VALUE
EI EXPANSION INDEX
De
p
t
h
T TUBE SAMPLE
G GRAB SAMPLE
Sa
m
p
l
e
N
o
.
Fe
e
t
Location
Project
CN CONSOLIDATION
Elevation Top of Elevation
GEOTECHNICAL BORING LOG KEY
At
t
i
t
u
d
e
s
LEIGHTON
1 Sampled By
0 5
10 15
20 25
30 Sheet of
DESCRIPTION
'
Co
n
t
e
n
t
,
%
Dr
y
D
e
n
s
i
t
y
N
MD MAXIMUM DENSITY
DS DIRECT SHEAR
"
01/23/2024 C7 311 of 561
RV, EI
13 24
36 16
20 29
29 50/4"
128
119
121
SM
SM
SC
SM
B-1
0-5'
R-1
R-2
R-3
6 12
11 4.5" of ASPHALT CONCRETE over 12" AGGREGATE BASE
ARTIFICIAL FILL (Afu)
@ 1': Silty SAND, medium dense, medium to dark brown,
moist, fine to medium sand, subrounded to rounded gravel (1/4"-1/2") throughout
QUATERNARY VERY OLD PARALIC DEPOSITS (Qvop)
@ 5': Silty SAND, very dense, dark reddish-brown, moist, fine to medium SAND, moderately indurated
@ 7': Clayey SAND in cuttings, stiff, moist, fine SAND, moderate plasticity
@ 10': Clayey SAND, very stiff, dark reddish-brown, moist, fine SAND, interbedded horizontal oxidized layers, mottling
@ 15': Silty SAND, very dense to hard, light grayish brown, dry, fine to medium SAND
Total Depth = 16 Feet (bgs)
No groundwater encountered at time of drilling
Backfilled on 3/27/19
Hole Diameter
Mo
i
s
t
u
r
e
Ground Elevation
De
p
t
h
Bl
o
w
s
El
e
v
a
t
i
o
n
Pe
r
6 I
n
c
h
e
s
BULK SAMPLE
CORE SAMPLE
GRAB SAMPLE
RING SAMPLE
SPLIT SPOON SAMPLE
TUBE SAMPLE
B
C
G
R
S
T
ERB
Hollow Stem Auger - 140lb - Autohammer - 30" Drop
So
i
l
C
l
a
s
s
.
3-27-19
SOIL DESCRIPTION
Sampled By
Drilling Co.Drilling Co.
Project
Project No.
Newell & 18th Street
Kimley-Horn & Associates/Newell Street/Safe Routes to School 11837.002
Drilling Method
8"
Sa
m
p
l
e
N
o
.
Fe
e
t
At
t
i
t
u
d
e
s
SAMPLE TYPES:
Baja Exploration
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Co
n
t
e
n
t
,
%
GEOTECHNICAL BORING LOG B-1
Logged By
Date Drilled
ERB
Fe
e
t
S
(U
.
S
.
C
.
S
.
)
Lo
g
Ty
p
e
o
f
T
e
s
t
s
Gr
a
p
h
i
c
pc
f
Location
Dr
y
D
e
n
s
i
t
y
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.
TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING
ATTERBERG LIMITS
CONSOLIDATION
COLLAPSE
CORROSION
UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV
DIRECT SHEAR
EXPANSION INDEX
HYDROMETER
MAXIMUM DENSITY
POCKET PENETROMETER
R VALUE
SA
SE
SG
UC
SIEVE ANALYSIS
SAND EQUIVALENT
SPECIFIC GRAVITY
UNCONFINED COMPRESSIVE STRENGTH
90 85
80 75
70 65
60 0
5 10
15 20
25 30
90' msl
01/23/2024 C7 312 of 561
RV
17 21
37 10
10 12
25 30
35 123
110
125
SM
SM
B-1
0-5'
R-1
R-2
R-3
11 6
7 5" of ASPHALT CONCRETE over 12" of AGGREGATE BASE
ARTIFICIAL FILL (Afu)
@ 1': Silty SAND, loose, dark reddish-brown, moist, fine sand, micaceous
QUATERNARY VERY OLD PARALIC DEPOSITS (Qvop)
@ 5': Silty SAND, very dense, dark reddish-brown, dry, fine to medium SAND, trace pinhole pores, manganese nodules
subrounded to rounded gravel (1/4") throughout, micaceous @ 10': Silty SAND, medium dense, dark brown, dry, fine to medium SAND, trace micas
@ 15': Silty SAND continues at depth, becomes dense,
reddish-brown
Total Depth = 16.5 Feet
No groundwater encountered at time of drilling
Backfilled on 3/27/19
Hole Diameter
Mo
i
s
t
u
r
e
Ground Elevation
De
p
t
h
Bl
o
w
s
El
e
v
a
t
i
o
n
Pe
r
6 I
n
c
h
e
s
BULK SAMPLE
CORE SAMPLE
GRAB SAMPLE
RING SAMPLE
SPLIT SPOON SAMPLE
TUBE SAMPLE
B
C
G
R
S
T
ERB
Hollow Stem Auger - 140lb - Autohammer - 30" Drop
So
i
l
C
l
a
s
s
.
3-27-19
SOIL DESCRIPTION
Sampled By
Drilling Co.Drilling Co.
Project
Project No.
Newell & 18th Street
Kimley-Horn & Associates/Newell Street/Safe Routes to School 11837.002
Drilling Method
8"
Sa
m
p
l
e
N
o
.
Fe
e
t
At
t
i
t
u
d
e
s
SAMPLE TYPES:
Baja Exploration
* * * This log is a part of a report by Leighton and should not be used as a stand-alone document. * * * Co
n
t
e
n
t
,
%
GEOTECHNICAL BORING LOG B-2
Logged By
Date Drilled
ERB
Fe
e
t
S
(U
.
S
.
C
.
S
.
)
Lo
g
Ty
p
e
o
f
T
e
s
t
s
Gr
a
p
h
i
c
pc
f
Location
Dr
y
D
e
n
s
i
t
y
N
This Soil Description applies only to a location of the exploration at the time of sampling. Subsurface conditions may differ at other locations and may change with time. The description is a simplification of the actual conditions encountered. Transitions between soil types may be gradual.
TYPE OF TESTS:
-200
AL
CN
CO
CR
CU
% FINES PASSING
ATTERBERG LIMITS
CONSOLIDATION
COLLAPSE
CORROSION
UNDRAINED TRIAXIAL
DS
EI
H
MD
PP
RV
DIRECT SHEAR
EXPANSION INDEX
HYDROMETER
MAXIMUM DENSITY
POCKET PENETROMETER
R VALUE
SA
SE
SG
UC
SIEVE ANALYSIS
SAND EQUIVALENT
SPECIFIC GRAVITY
UNCONFINED COMPRESSIVE STRENGTH
85 80
75 70
65 60
0 5
10 15
20 25
30 86' msl
01/23/2024 C7 313 of 561
Appendix B
Laboratory Testing Procedures and Test Results
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B-1
APPENDIX B
Laboratory Testing Procedures and Test Results
Moisture and Density Determination Tests: Moisture content and dry density determinations were performed on relatively undisturbed samples obtained from the test borings. The results of these tests are presented in the boring logs. Where applicable, only moisture content was determined from "undisturbed" or disturbed samples.
"R"-Value: The resistance "R"-value was determined by the California Materials Method CT301 for base, subbase, and basement soils. The sample was prepared and exudation pressure and "R"-value determined. The graphically determined "R"-value at exudation pressure of 300 psi is reported.
Sample Location Sample Description R-Value
B-1, B-1 @ 0-5 Silty SAND 26
B-2, B-2 @ 0-5’ Clayey SAND 7
Expansion Index Test: The expansion potential of a selected material was evaluated by the ASTM Test Method 4829. The specimen was molded under a given compactive energy to approximately the optimum moisture content and approximately 50 percent saturation or approximately 90 percent relative compaction. The prepared 1-inch thick by 4-inch diameter specimen was then loaded to an equivalent 144 psf surcharge and was inundated with tap water until volumetric equilibrium was reached. The result of this test is presented in the table below:
Sample Location Sample Description Expansion
Index
Expansion
Potential
B-1 @ 0-5’ Brown Silty SAND Very Low 2
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B-2
APPENDIX B (Continued)
Soluble Sulfates: The soluble sulfate content of a selected sample was determined by standard geochemical methods (Caltrans Test Method CT417). The test result is presented in the table below:
Sample Location Sulfate Content (%) Potential Degree of Sulfate Attack*
B-1, B-1 @ 0 to 5 feet .0375 Negligible
* Based on the 2013 edition of American Concrete Institute (ACI) Committee 318R, Table No. 4.2.1.
Chloride Content: Chloride content was tested in accordance with DOT Test Method No. 422. The result is presented below:
Sample Location Chloride Content, ppm
B-1, B-1 @ 0 to 5 feet 280
Minimum Resistivity and pH Tests: Minimum resistivity and pH tests were performed in general accordance with California Test Method 643. The result is presented in the table below:
Sample Location pH Minimum Resistivity
(ohms-cm)
B-1, B-1 @ 0 to 5 feet 7.05 800
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Appendix C
General Earthwork and Grading Specifications
01/23/2024 C7 317 of 561
Boring Sample Depth Soil Type GR:SA:FI LL,PL,PI
No.No.(ft.)(%)
B-1 R-1 5.0 SM 0:56:44 N/A
Rev. 08-04
Silty Sand (SM), Reddish Brown.
Sample Description:
0 10
20 30
40 50
60 0 10 20 30 40 50 60 70 80 90 100
Pl
a
s
t
i
c
i
t
y
I
n
d
e
x
(
P
I
)
Liquid Limit (LL)
0 10
20 30
40 50
60 70
80 90
100
0.0010.0100.1001.00010.000100.000
PE
R
C
E
N
T
F
I
N
E
R
B
Y
W
E
I
G
H
T
PARTICLE -SIZE (mm)
ATTERBERG LIMITS, PARTICLE -SIZE CURVE
ASTM D 4318, D 422
Project No.:
ML or OL
CH or OH
CL or OL
MH or OH
For classification of fine-
grained soils and fine-
grained fraction of
coarse-grained soils
7 4
CRSE
GRAVEL SAND FINES
FINECOARSEFINEMEDIUM
U.S. STD. SIEVE OPENING U.S. STANDARD SIEVE NUMBER HYDROMETER3.0" 1 1/2" 3/4" 3/8" #4 #10 #20 #40 #60 #100 #200
CLAYSILT
CL -ML
KHA/Safe Route to School
11837.002
"A" Line
01/23/2024 C7 318 of 561
Boring Sample Depth Soil Type GR:SA:FI LL,PL,PI
No.No.(ft.)(%)
B-2 R-1 5.0 SM 5:65:30 N/A
Rev. 08-04
Silty Sand (SM)
Sample Description:
0 10
20 30
40 50
60 0 10 20 30 40 50 60 70 80 90 100
Pl
a
s
t
i
c
i
t
y
I
n
d
e
x
(
P
I
)
Liquid Limit (LL)
0 10
20 30
40 50
60 70
80 90
100
0.0010.0100.1001.00010.000100.000
PE
R
C
E
N
T
F
I
N
E
R
B
Y
W
E
I
G
H
T
PARTICLE -SIZE (mm)
ATTERBERG LIMITS, PARTICLE -SIZE CURVE
ASTM D 4318, D 422
Project No.:
ML or OL
CH or OH
CL or OL
MH or OH
For classification of fine-
grained soils and fine-
grained fraction of
coarse-grained soils
7 4
CRSE
GRAVEL SAND FINES
FINECOARSEFINEMEDIUM
U.S. STD. SIEVE OPENING U.S. STANDARD SIEVE NUMBER HYDROMETER3.0" 1 1/2" 3/4" 3/8" #4 #10 #20 #40 #60 #100 #200
CLAYSILT
CL -ML
KHA/Safe Route to School
11837.002
"A" Line
01/23/2024 C7 319 of 561
Boring Sample Depth Soil Type GR:SA:FI LL,PL,PI
No.No.(ft.)(%)
B-2 R-2 10.0 SM 3:69:28 N/A
Rev. 08-04
Silty Sand (SM), Reddish Brown.
Sample Description:
0 10
20 30
40 50
60 0 10 20 30 40 50 60 70 80 90 100
Pl
a
s
t
i
c
i
t
y
I
n
d
e
x
(
P
I
)
Liquid Limit (LL)
0 10
20 30
40 50
60 70
80 90
100
0.0010.0100.1001.00010.000100.000
PE
R
C
E
N
T
F
I
N
E
R
B
Y
W
E
I
G
H
T
PARTICLE -SIZE (mm)
ATTERBERG LIMITS, PARTICLE -SIZE CURVE
ASTM D 4318, D 422
Project No.:
ML or OL
CH or OH
CL or OL
MH or OH
For classification of fine-
grained soils and fine-
grained fraction of
coarse-grained soils
7 4
CRSE
GRAVEL SAND FINES
FINECOARSEFINEMEDIUM
U.S. STD. SIEVE OPENING U.S. STANDARD SIEVE NUMBER HYDROMETER3.0" 1 1/2" 3/4" 3/8" #4 #10 #20 #40 #60 #100 #200
CLAYSILT
CL -ML
KHA/Safe Route to School
11837.002
"A" Line
01/23/2024 C7 320 of 561
Impairments and Pollutants of Concern Appendix E.5
Identification of Receiving Water Pollutants of Concern Describe path of storm water from the project site to the Pacific Ocean (or bay, lagoon, lake or reservoir, as applicable):
Newell Street at 20th and 22nd Streets: Storm drain system Sweetwater River Sweetwater River Flood Control Channel San Diego Bay.
List any 303(d) impaired water bodies within the path of storm water from the project site to the Pacific Ocean (or bay, lagoon, lake or reservoir, as applicable), identify the pollutant(s)/stressor(s) causing impairment, and identify any TMDLs for the impaired water bodies:
303(d) Impaired Water Body Pollutant(s)/Stressor(s) TMDLs San Diego Bay Polychlorinated Biphenyls (PCBs) TMDL Needed
Identification of Project Site Pollutants*
*Identification of project site pollutants is only required if flow‐thru treatment BMPs are implemented onsite in lieu of retention or biofiltration BMPs (note the project must also participate in an alternative compliance program unless prior lawful approval to meet earlier PDP requirements is demonstrated)
Identify pollutants expected from the project site based on all proposed use(s) of the site (see manual Appendix B.6):
Pollutant
Not Applicable to the
Project Site
Expected from the
Project Site
Also a Receiving Water
Pollutant of Concern
Sediment Y
Nutrients Y
Heavy Metals Y
Organic Compounds Y
Trash & Debris Y
Oxygen Demanding
Substances Y
Oil & Grease Y
Bacteria & Viruses Y
Pesticides Y
01/23/2024 C7 321 of 561
Appendix F
Hydromodification Flow Control Design Backup
Indicate which items are included behind this cover sheet
Contents Included (Y/N)
F.1. Management of Critical Coarse Sediment Yield Areas F.1.1. Exhibit showing project drainage boundaries marked on WMAA Critical Coarse Sediment Yield Area Map
Optional analyses for Critical Coarse Sediment Yield Area Determination (when applicable; see Section 6.2 of the BMP Design Manual)
N
F.1.2 Verification of Geomorphic Landscape Units Onsite N F.1.3 Downstream Systems Sensitivity to Coarse Sediment N F.1.4 Optional Additional Analysis of Potential Critical Coarse Sediment Yield Areas Onsite
N
F.2. Geomorphic Assessment of Receiving Channels (when applicable) Required if a low flow threshold other than 0.1Q2 is selected.
N
F.3. Flow Control Facility Design
Must include structural BMP drawdown calculations and overflow design summary.
See Chapter 6 and Appendix G of the BMP Design Manual.
N
F.4. Copies of Electronic Files from Continuous Simulation Modeling (when applicable)
Required when a continuous simulation model is run using SDHM, SWMM, etc.
Model files must be provided electronically (on CD or DVD).
N
F.5. Vector Control Plan (when applicable)
Required when any structural BMP will not drain in 96 hours.
N
01/23/2024 C7 322 of 561
Appendix G
Source Control BMP Checklist
01/23/2024 C7 323 of 561
Source Control BMP Requirements
The following worksheet provides direction about requirements for different source control BMPs. BMPs for particular sources are generally applicable unless that source is not present on the project. The project’s SWQMP shall propose source control BMPs in accordance with the direction in this worksheet, as applicable and feasible.
How to use this worksheet:
1. Review the first column (sources) and identify which of these potential sources of stormwater pollutants apply to your site. Check each box that applies.
2. Review the second column (BMPs to be shown on plans) and incorporate all of the corresponding applicable BMPs in the plans for your project. If a BMP is shown only on the building or landscape plans, but those plans have not been completed at the time of SWQMP submittal, the BMP may be described narratively in the next column instead. The narrative description shall commit to including the BMP on the appropriate plan set once that plan set is completed.
3. Review the third column (Additional BMPs and Narrative Description). a) Select any of the additional BMPs to be implemented at the project. b) Fill out the following information in the “Narrative Description” section:
i. Any additional narrative needed to describe the BMPs selected for this source control category ii. An explanation of any special conditions or situations that require omitting BMPs or substituting alternatives iii. Description of any additional source control BMPs to be implemented 01/23/2024 C7 324 of 561
Source Control BMP Checklist Appendix G
If These Sources Will
Be on the Project Site
… Then Your SWQMP Shall Implement These Source Control BMPs, as Applicable and Feasible Potential Sources
of Pollutants
Permanent BMPs—Show on Plans
(BMPs shown only on building or landscape plans can be described narratively if the applicable plan set has not yet been prepared at the time of SWQMP submittal)
Additional BMPs and Narrative
Description
A. Onsite storm
drain inlets
X Not Applicable
Locations of inlets and catch basins.
Note associated with each inlet and catch basin: Mark all inlets with prohibitive language (such as “No Dumping! Flows to Bay” or similar).
Note associated with each public access point along channels and creeks within the project area: Post signs with prohibitive language and/or graphical icons, which prohibit illegal dumping.
Maintain legibility of stencils and
signs (periodically repaint or replace
inlet markings/signage).
Provide stormwater pollution
prevention information to new site
owners, lessees, or operators.
Narrative Description:
No existing storm drains are located within
improvement limits. An offsite BMP is
proposed.
B. Interior floor
drains and
elevator shaft
sump pumps
XNot Applicable
Show that interior floor drains and elevator shaft sump pumps will be plumbed to the sanitary sewer system. (typically on building plans) Inspect and maintain drains to
prevent blockages and overflow.
Narrative Description:
C. Drains within
interior parking
garages
XNot Applicable
Show that parking garage floor drains, except for drains that receive runoff from areas exposed to precipitation, will be plumbed to the sanitary sewer system. (typically on building plans)
Inspect and maintain drains to
prevent blockages and overflow.
Narrative Description:
01/23/2024 C7 325 of 561
Source Control BMP Checklist Appendix G
If These Sources Will
Be on the Project Site
… Then Your SWQMP Shall Implement These Source Control BMPs, as Applicable and Feasible Potential Sources
of Pollutants
Permanent BMPs—Show on Plans
(BMPs shown only on building or landscape plans can be described narratively if the applicable plan set has not yet been prepared at the time of SWQMP submittal)
Additional BMPs and Narrative
Description
D1. Need for
future indoor &
structural pest
control
XNot Applicable
Provide Integrated Pest
Management information to owners,
lessees, and operators.
Note building design features that
discourage entry of pests.
Narrative Description:
01/23/2024 C7 326 of 561
Source Control BMP Checklist Appendix G
If These Sources Will
Be on the Project Site
… Then Your SWQMP Shall Implement These Source Control BMPs, as Applicable and Feasible Potential Sources
of Pollutants
Permanent BMPs—Show on Plans
(BMPs shown only on building or landscape plans can be described narratively if the applicable plan set has not yet been prepared at the time of SWQMP submittal)
Additional BMPs and Narrative
Description
X D2. Landscape
Design/
Outdoor
Pesticide Use
Not Applicable
X Show self‐retaining landscape areas, if any.
X Show stormwater treatment facilities, if any.
X For nurseries, garden centers, and similar facilities, show how irrigation water in the nursery/garden center will be prevented from reaching the storm drain system.
Show the following on the landscape or irrigation plans:
X Existing trees, shrubs, and ground cover to be undisturbed and retained.
X Landscape and irrigation designed to prevent irrigation runoff to the storm drain system, to promote surface infiltration where appropriate, and to minimize the use of fertilizers and pesticides that can contribute to stormwater pollution.
X Where landscaped areas are used to retain or detain stormwater, specify plants that are tolerant of periodic saturated soil conditions.
X Use of native or pest‐resistant plant species.
X Use of plants appropriate to site soils, slopes, climate, sun, wind, rain, land use, air movement, ecological consistency, and plant interactions
X Provide IPM information to new
owners, lessees and operators.
Narrative Description:
All stormwater facilities and landscape areas
are shown on plan sheets.
Landscape/irrigation plans will comply
with these requirements when they are
completed.
01/23/2024 C7 327 of 561
Source Control BMP Checklist Appendix G
If These Sources Will
Be on the Project Site
… Then Your SWQMP Shall Implement These Source Control BMPs, as Applicable and Feasible Potential Sources
of Pollutants
Permanent BMPs—Show on Plans
(BMPs shown only on building or landscape plans can be described narratively if the applicable plan set has not yet been prepared at the time of SWQMP submittal)
Additional BMPs and Narrative
Description
E. Pools, spas,
ponds,
decorative
fountains, and
other water
features.
XNot Applicable
Show location of water feature. Narrative Description:
F. Food service
XNot Applicable
For restaurants, grocery stores, and other food service operations, show location (indoors or in a covered area outdoors) of a floor sink or other area for cleaning floor mats, containers, and equipment. (typically on building plans)
On the drawing, show a note that this drain will be connected to a grease interceptor before discharging to the sanitary sewer system. (typically on building plans)
Show a note indicating that waste containers for oils, grease, and fats will be stored indoors. Alternatively, if it is not feasible to store these containers indoors, show a designated storage structure that provides coverage for these waste containers.
Include the following in lease
agreements: “Tenant shall maintain
grease interceptor to prevent
blockages and overflow.”
Narrative Description:
01/23/2024 C7 328 of 561
Source Control BMP Checklist Appendix G
If These Sources Will
Be on the Project Site
… Then Your SWQMP Shall Implement These Source Control BMPs, as Applicable and Feasible Potential Sources
of Pollutants
Permanent BMPs—Show on Plans
(BMPs shown only on building or landscape plans can be described narratively if the applicable plan set has not yet been prepared at the time of SWQMP submittal)
Additional BMPs and Narrative
Description
G. Refuse areas
XNot Applicable
Show where site refuse and recycled materials will be handled and stored for pickup. See local municipal requirements for sizes and other details of refuse areas.
For designated refuse areas located outdoors, show all of the following:
1. Permanent structural overhead coverage (e.g. roof)
2. Grading and structures (e.g. berms) to prevent run‐on from surrounding areas and to prevent runoff from the refuse area.
3. Structures (e.g. walls, screens) to protect against wind dispersal. Any drains from dumpsters or compactors shall be connected to a grease removal device before discharge to sanitary sewer.
Narrative Description:
H. Industrial
processes.
XNot Applicable
Show outdoor process area, if applicable. If all industrial processes will take place in building, note that in the source control BMP in the SWQMP, but nothing needs to be shown on the plans.
Narrative Description:
01/23/2024 C7 329 of 561
Source Control BMP Checklist Appendix G
If These Sources Will
Be on the Project Site
… Then Your SWQMP Shall Implement These Source Control BMPs, as Applicable and Feasible Potential Sources
of Pollutants
Permanent BMPs—Show on Plans
(BMPs shown only on building or landscape plans can be described narratively if the applicable plan set has not yet been prepared at the time of SWQMP submittal)
Additional BMPs and Narrative
Description
I. Outdoor
storage of
equipment or
materials. (See
rows J and K
for source
control
measures for
vehicle
cleaning,
repair, and
maintenance.)
XNot Applicable
Show any outdoor storage areas. For all outdoor storage areas show all structures used to meet the following requirements:
Materials stored outdoors shall be covered, contained, and/or elevated to prevent stormwater and non‐stormwater from
contacting and/or transporting materials and pollutants to the storm drain system. Some examples of cover are roofs, awnings, and tarps. Where coverage is not feasible or is cost prohibitive, alternative approaches such as installing berms around the stored materials, directing runoff to pervious areas, or installing treatment devices may be allowed.
Hazardous materials and wastes shall be stored, managed, and disposed in accordance with federal, state, and local laws and regulations. Hazardous materials and wastes and their primary storage containers shall also be stored such that they will not come into contact with stormwater, even if leaks or spills occur.
Hazardous materials and wastes generated by business activities are additionally regulated by the County of San Diego Department of Environmental Health. Disposal of hazardous wastes using an authorized hazardous waste collection service is required. Store hazardous materials and wastes, and their primary storage containers, with sufficient cover and/or containment to prevent contact with stormwater.
Runoff from roofs and downspouts shall be directed away from storage areas.
Where appropriate, reference
documentation of compliance with
the requirements of local Hazardous
Materials Programs for:
Hazardous Waste Generation
Hazardous Materials Release
Response and Inventory
California Accidental Release
Prevention Program
Aboveground Storage Tank
Uniform Fire Code Article 80
Section 103(b) & (c) 1991
Underground Storage Tank
Narrative Description:
01/23/2024 C7 330 of 561
Source Control BMP Checklist Appendix G
If These Sources Will
Be on the Project Site
… Then Your SWQMP Shall Implement These Source Control BMPs, as Applicable and Feasible Potential Sources
of Pollutants
Permanent BMPs—Show on Plans
(BMPs shown only on building or landscape plans can be described narratively if the applicable plan set has not yet been prepared at the time of SWQMP submittal)
Additional BMPs and Narrative
Description
J. Vehicle and
Equipment
Cleaning
XNot Applicable
Show on drawings as appropriate:
Development projects that include areas for washing, steam cleaning, or other cleaning of vehicles or equipment shall incorporate the following features into the design of such areas, as applicable.
1. Self‐contained, and covered with a roof or overhang;
2. Have a grade or berm area to prevent run‐on from surrounding areas;
3. Equipped with a clarifier, grease interceptor, or other pretreatment facility, as appropriate;
4. Properly connected to a sanitary sewer; and
5. No storm drains are located in wash areas; or
6. Other features that are comparable and equally effective
All connections to the sanitary
sewer system shall obtain
appropriate permits.
If a car wash area is not provided,
describe measures taken to
discourage onsite car washing and
explain how these will be enforced.
Narrative Description:
01/23/2024 C7 331 of 561
Source Control BMP Checklist Appendix G
If These Sources Will
Be on the Project Site
… Then Your SWQMP Shall Implement These Source Control BMPs, as Applicable and Feasible Potential Sources
of Pollutants
Permanent BMPs—Show on Plans
(BMPs shown only on building or landscape plans can be described narratively if the applicable plan set has not yet been prepared at the time of SWQMP submittal)
Additional BMPs and Narrative
Description
K. Vehicle/
Equipment
Repair and
Maintenance
XNot Applicable
Accommodate all vehicle equipment repair and maintenance indoors.
Or designate an outdoor work area and show all structures needed to meet the following requirements for outdoor work areas:
1. Area is covered (e.g. with roof or canopy)
2. Area is protected from runoff from upstream areas (e.g. with berms)
3. Spills or by‐products are prevented from escaping the contained work area
Add a note on the plans that states either (1) there are no floor drains, or (2) floor drains are connected to a sump for collection and disposal or to wastewater pretreatment systems prior to discharge to the sanitary sewer.
Applicable permits must be obtained
for connections to the sanitary
sewer system.
Narrative Description:
01/23/2024 C7 332 of 561
Source Control BMP Checklist Appendix G
If These Sources Will
Be on the Project Site
… Then Your SWQMP Shall Implement These Source Control BMPs, as Applicable and Feasible Potential Sources
of Pollutants
Permanent BMPs—Show on Plans
(BMPs shown only on building or landscape plans can be described narratively if the applicable plan set has not yet been prepared at the time of SWQMP submittal)
Additional BMPs and Narrative
Description
L. Fuel
Dispensing
Areas
XNot Applicable
Fueling areas shall have impermeable floors (i.e., Portland cement concrete or equivalent smooth impervious surface) that are (1) graded at the minimum slope necessary to prevent ponding; and (2) separated from the rest of the site by a grade break that prevents run‐on of stormwater to the MEP. The fueling area shall be defined as the area extending a minimum of 6.5 feet from the corner of each fuel dispenser or the length at which the hose and nozzle assembly may be operated plus a minimum of one foot, whichever is greater. Fueling areas shall be covered by a canopy that extends a minimum of ten feet in each direction from each pump. [Alternative: The fueling area must be covered and the cover’s minimum dimensions must be equal to or greater than the area within the grade break or fuel dispensing area.] The canopy [or cover] shall not drain onto the fueling area.
Narrative Description:
01/23/2024 C7 333 of 561
Source Control BMP Checklist Appendix G
If These Sources Will
Be on the Project Site
… Then Your SWQMP Shall Implement These Source Control BMPs, as Applicable and Feasible Potential Sources
of Pollutants
Permanent BMPs—Show on Plans
(BMPs shown only on building or landscape plans can be described narratively if the applicable plan set has not yet been prepared at the time of SWQMP submittal)
Additional BMPs and Narrative
Description
M. Loading Docks
XNot Applicable
Show a preliminary design for the loading dock area, including roofing and drainage. Loading docks shall be covered and/or graded to minimize run‐on to and runoff from the loading area. Roof downspouts shall be positioned to direct stormwater away from the loading area. Water from loading dock areas should be drained to the sanitary sewer system where feasible. Direct connections to storm drains from depressed loading docks are prohibited.
Loading dock areas draining directly to the sanitary sewer shall be equipped with a spill control valve or equivalent device, which shall be kept closed during periods of operation.
Provide a roof overhang over the loading area or install door skirts (cowling) at each bay that enclose the end of the trailer.
Narrative Description:
N. Fire
Sprinkler Test
Water
XNot Applicable
Show how fire sprinkler test water will be drained to the sanitary sewer system.
Narrative Description:
O.1 Boiler
drain lines
XNot Applicable
Show how boiler drain lines will be directly or indirectly connected to the sanitary sewer system or otherwise will not discharge to the storm drain system.
Narrative Description:
O.2
Condensate
drain lines
XNot Applicable
Show how condensate drain lines, including air conditioning condensate, will, if not directed to the sanitary sewer, discharge to landscaped areas (if the flow is small enough that runoff will not occur) or will otherwise not discharge to the storm drain system.
Narrative Description:
01/23/2024 C7 334 of 561
Source Control BMP Checklist Appendix G
If These Sources Will
Be on the Project Site
… Then Your SWQMP Shall Implement These Source Control BMPs, as Applicable and Feasible Potential Sources
of Pollutants
Permanent BMPs—Show on Plans
(BMPs shown only on building or landscape plans can be described narratively if the applicable plan set has not yet been prepared at the time of SWQMP submittal)
Additional BMPs and Narrative
Description
O.3 Rooftop
equipment
XNot Applicable
Show how rooftop mounted equipment with potential to produce pollutants will have overhead coverage and/or have secondary containment.
Narrative Description:
O.4 Drainage
sumps
XNot Applicable
Show how any drainage sumps onsite will feature a sediment sump to reduce the quantity of sediment in pumped water.
Narrative Description:
O.5 Roofing,
gutters, and
trim
XNot Applicable
Show that roofing, gutters, and trim made of copper or other unprotected metals that may leach into runoff will be avoided.
Narrative Description:
X P. Plazas,
sidewalks,
and parking
lots.
Not Applicable
X Plazas, sidewalks, and parking lots
shall be swept regularly, or cleaned
using an equally effective method, to
prevent the accumulation of litter
and debris.
Narrative Description:
01/23/2024 C7 335 of 561
Appendix H
Operation and Maintenance
Indicate which items are included behind this cover sheet
Contents Included (Y/N)
H.1. Operation and Maintenance Plan
Note: all pages of the O&M Plan must be on 8.5” x 11” paper (either portrait or landscape orientation is acceptable).
Y
H.2. Draft Stormwater Facilities Maintenance Agreement (where applicable) The maintenance agreement must be completed with project‐specific information and submitted as a draft. The maintenance agreement will be recorded at the end of the project rather than at the time of SWQMP approval. Maintenance agreements are not required for projects when the City will be responsible for all BMP operation and maintenance.
N
01/23/2024 C7 336 of 561
Appendix H.1. Operation and Maintenance Plan
Filterra or Proprietary Equivalent
See specifications for routine maintenance plan.
01/23/2024 C7 337 of 561
1 SECTION (_____)
Filterra®– Vault Configuration
Bioretention System Standard Specification
1.0 GENERAL
1.1 This item shall govern the furnishing and installation of the Filterra® Bioretention System by Contech Engineered Solutions LLC, complete and operable as shown and as specified herein, in accordance with the requirements of the plans and contract documents.
1.2 Contractor shall furnish all labor, materials, equipment and incidentals necessary to install the bioretention system, appurtenances and incidentals in accordance with the Drawings and as specified herein.
1.3 Bioretention system shall utilize the physical, chemical and biological mechanisms of an engineered biofiltration media, plant and microbe complex to remove pollutants typically found in urban stormwater runoff. The treatment system shall be a fully equipped, pre- constructed, drop-in-place unit designed for applications in the urban landscape to treat contaminated runoff from impervious surfaces.
1.4 Bioretention system shall be capable of stand-alone stormwater treatment. No pretreatment to biofiltration media shall be required.
1.5 The bioretention system shall be of a type that has been installed and in use for a minimum of five (5) consecutive years preceding the date of installation of the system. The Manufacturer shall have been, during the same consecutive five (5) year period, engaged in the engineering design and production of systems deployed for the treatment of storm water runoff and which have a history of successful production, acceptable to the Engineer of Record and/or the approving Jurisdiction. The Manufacturer of the Filterra Bioretention System shall be, without exception:
Contech Engineered Solutions LLC
9025 Centre Pointe Drive
West Chester, OH, 45069
Tel: 1 800 338 1122
1.6 Applicable provisions of any Division shall govern work in this section.
1.7 American Society for Testing and Materials (ASTM) Reference Specifications
1.7.1 ASTM C857: Standard Practice for Minimum Structural Design Loading for Underground Precast Concrete Utility Structures
1.7.2 ASTM C858: Standard Specification of Underground Precast Concrete Utility Structures
1.7.3 ASTM C990: Standard Specification for Joints for Precast Box Sections Using Preformed Flexible Joint Sealants
01/23/2024 C7 338 of 561
2 1.7.4 ASTM C109: Standard Test Method for Compressive Strength of Hydraulic Cement Mortars
1.8 Manufacturer or authorized supplier to submit shop drawings for bioretention System with the vault, engineered biofiltration media and accessory equipment. Drawings shall include principal dimensions, engineered biofiltration media placement, location of piping and unit foundation.
1.8.1 Manufacturer or authorized supplier shall submit installation instructions to the contractor.
1.8.2 Manufacturer or authorized supplier shall submit Operations and Maintenance Manual to the contractor.
1.8.3 Before installation of the bioretention system, Contractor shall obtain the written approval of the Engineer of Record for the system drawings.
1.9 No product substitutions shall be accepted unless submitted 10 days prior to project bid date, or as directed by the Engineer of Record. Submissions for substitutions require review and approval by the Engineer of Record, for hydraulic performance, impact to project designs, equivalent treatment performance, and any required project plan and report (hydrology/hydraulic, water quality, stormwater pollution) modifications that would be required by the approving jurisdictions/agencies. Contractor to coordinate with the Engineer of Record any applicable modifications to the project estimates of cost, bonding amount determinations, plan check fees for changes to approved documents, and/or any other regulatory requirements resulting from the product substitution.
2.0 MATERIALS
2.1 All internal components including engineered biofiltration media, underdrain stone, PVC underdrain piping, mulch, dissipation stone, and vegetation must be included as part of the bioretention system and shall be provided by Contech Engineered Solutions LLC.
2.1.1 Engineered biofiltration media shall consist of both organic and inorganic components. Stormwater shall be directed to flow vertically through the media profile, saturating the full media profile without downstream flow control.
2.1.2 Underdrain stone shall be of size and shape to provide adequate bridging between the media and stone for the prevention of migration of fine particles.
Underdrain stone must also be able to convey the design flow rate of the system without restriction and be approved for use in the Filterra Bioretention System by Contech Engineered Solutions LLC.
2.1.3 PVC Underdrain Piping shall be SDR35 with perforation pattern designed to convey system design flow rate without restriction.
2.1.4 Mulch shall be double shredded wood or bark mulch approved for use with the Filterra Bioretention System by Contech Engineered Solutions LLC.
01/23/2024 C7 339 of 561
3 2.1.5 Vegetation shall comply with the type and size required by the approved drawings and shall be alive and free of obvious signs of disease.
2.1.6 Dissipation stone shall be 3”-6” diameter washed stones or cobbles.
2.2 Precast concrete vault shall be provided by Manufacturer or authorized supplier according to ASTM C857 and C858.
2.2.1 Vault joint sealant shall be Conseal CS-101 or approved equal. Joints shall be sealed with preformed joint sealing compound conforming to ASTM C 990.
2.2.2 If interior concrete baffle walls are provided, baffle walls shall be cast-in or sealed to the interior vault walls and floor with a polyurethane construction sealant rated for use below the waterline, SikaFlex 1a or equal. Contractor to provide sealant material and installation unless completed prior to shipment.
2.3 Tree grates and access covers shall be cast iron. Tree grate frames shall be galvanized steel.
2.4 Curb Nosing (where applicable) shall be galvanized steel and where specified shall be cast into a top slab designed to support AASHTO HS-20 loading at the curb.
2.5 All contractor-provided components shall meet the requirements of this section, the plans specifications and contract documents. In the case of conflict, the more stringent specification shall apply.
2.5.1 Crushed rock base material shall be six-inch minimum layer of ¾-inch minus rock.
Compact undisturbed sub-grade materials to 95% of maximum density at +/-2% of optimum moisture content. Unsuitable material below sub-grade shall be replaced to engineer’s approval.
2.5.2 Concrete shall have an unconfined compressive strength at 28 days of at least 3000 psi, with ¾-inch round rock, a 4-inch slump maximum, and shall be placed within 90 minutes of initial mixing.
2.5.3 Silicone Sealant shall be pure RTV silicone conforming to Federal Specification Number TT S001543A or TT S00230C or Engineer approved.
2.5.4 Grout shall be non-shrink grout meeting the requirements of Corps of Engineers CRD-C588. Specimens molded, cured and tested in accordance with ASTM C-109 shall have minimum compressive strength of 6,200 psi. Grout shall not exhibit visible bleeding.
2.5.5 Backfill material shall be ¾-inch minus crushed rock, or approved equal.
3.0 PERFORMANCE
3.1 Treatment Capabilities shall be verified via third-party report following TAPE protocols.
01/23/2024 C7 340 of 561
4 3.1.1 Engineered biofiltration Media flow rate shall be verified via third-party report following TAPE protocols. The minimum treatment flow rate based on target pollutant shall be as follows:
TSS: 100”/hr (70.92”/hr Hydraulic Conductivity, WWHM) Phosphorus: 100”/hr (70.92”/hr Hydraulic Conductivity, WWHM) Oil/Grease: 50”/hr (35.46”/hr Hydraulic Conductivity, WWHM) Metals: 35”/hr (24.82”/hr Hydraulic Conductivity, WWHM)
The system shall be designed to ensure that high flow events shall bypass the Engineered biofiltration media preventing erosion and resuspension of pollutants.
3.1.2 The minimum size filter surface-area for use in western Washington shall be determined by using the sand filter module in the latest version of WWHM or other Ecology approved continuous runoff model for western Washington.
Model inputs shall include:
Basin parameters: impervious area ( ___ac.), pervious area (___ ac.) Filter media depth: 1.8 feet
Effective ponding depth: 0.75 feet
Side slopes: Vertical
Riser height: 0.70 feet
Filter hydraulic conductivity: Shall use the lowest applicable hydraulic conductivity, as listed above, depending on the level of treatment required.
3.1.3 The system shall remove a minimum of 85% Total Suspended Solids (TSS).
3.1.4 The system shall remove a minimum of 66% Total Phosphorus (TP).
3.1.5 The system shall remove a minimum of 40% Dissolved Copper.
3.1.6 The system shall remove a minimum of 54% Dissolved Zinc.
3.1.7 The system shall remove a minimum of 93% Oil and Grease.
3.2 The system shall have General Use Level Designation from Washington Department of Ecology for Basic (TSS), Phosphorus, Enhanced (Metals), and Oil/Grease and have Certification by New Jersey Department of Environment.
3.2.1 During TAPE testing for Ecology GULD, the system shall have treated a minimum of 91% of the runoff volume. This value shall be verified through third party report.
3.3 Quality Assurance and Quality Control procedures shall be followed for all batches of engineered biofiltration media produced. Engineered biofiltration media shall be certified by the Manufacturer for performance and composition.
3.3.1 Media particle size distribution and composition shall be verified as per relevant ASTM Standards.
01/23/2024 C7 341 of 561
5 3.3.2 Media pollutant removal performance shall be verified as per relevant ASTM Standards as well as a minimum of one scientific method approved by the USEPA.
3.3.3 Media hydraulic performance shall be verified as per relevant ASTM Standards.
3.3.4 Media fertility shall be verified as per a minimum of one published scientific method.
3.4 The Manufacturer shall ensure through third party full scale field testing of installed units that the design flow rate of the system is not reduced over time. Studies shall be performed on a minimum of 10 systems of various ages, maintenance frequencies, and land uses. At least 80% of the tested systems shall have been installed 2.5 or more years. At least 50% of the systems shall have previous maintenance intervals greater than 2 times the manufacturer’s recommendation.
4.0 EXECUTION
4.1 Set precast vault on crushed rock base material that has been placed in maximum 6-inch lifts, loose thickness, and compacted to at least 95-percent of the maximum dry density as determined by the standard Proctor compaction test, ASTM D698, at moisture content of +/- 2% of optimum water content.
4.2 Inlet and outlet pipes shall be attached to provided couplers or grouted in and connected to precast concrete vault according to Engineer’s requirements and specifications. All connections to be water tight.
4.3 All throat and grate protection covers shall remain in place until the system is activated.
4.4 Contractor to cast-in-place throat inlet to convey stormwater into bioretention System according to Engineer’s requirements and specifications.
4.5 Engineered biofiltration media shall be delivered installed in the vault, unless otherwise agreed upon with the Manufacturer. Contractor shall take appropriate action to protect the media from sediment and other debris during construction. The method ultimately selected shall be at Contractor’s discretion and Contractor’s risk.
4.5.1 If media is shipped separately from vault, Manufacturer or a Manufacturer’s certified representative shall install media into the vault or be present to supervise installation in order to ensure proper installation.
4.6 The bioretention system shall not be placed in operation (activated) until the project site is clean and stabilized (construction erosion control measures no longer required). The project site includes any surface that contributes storm drainage to the system. All impermeable surfaces shall be clean and free of dirt and debris. All catch basins, manholes and pipes shall be free of dirt and sediment. Activation shall be provided by Manufacturer or authorized supplier.
01/23/2024 C7 342 of 561
6 4.7 Each correctly installed system shall be maintained by Manufacturer or authorized supplier for a minimum period of one year. The cost of this service shall be included in the price of the system.
4.7.1 Annual maintenance consists of a maximum of two [2] scheduled visits.
4.7.2 Each routine maintenance visit shall consist of only the following items: system inspection; removal of foreign debris, silt, loose plant material and trash; mulch removal; engineered biofiltration media evaluation; plant health evaluation and pruning; replacement of mulch; disposal of all maintenance refuse items; and updating of maintenance records
4.8 To ensure long term performance of the bioretention system, continuing annual maintenance programs should be performed or purchased by the owner per the latest Filterra Bioretention System Operation and Maintenance manual.
01/23/2024 C7 343 of 561
Appendix H.2. Draft Stormwater Facilities Maintenance Agreement N/A since City will be responsible for all BMP maintenance. 01/23/2024 C7 344 of 561
ASSOCIATION OF GOVERNMENTS
SAN DIEGO
IFB PLANS
APRIL 2019
NORTH PARK | MID-CITY:
LANDIS & GEORGIA-MEADE BIKEWAY BIKEWAY
CIP 1223082 (CONTRACT 5007027)
01/23/2024 C7 345 of 561
CONSTRUCTION CHANGE TABLE
NORTH PARK|MID-CITY:
PHASE I BIKEWAYS
GENERAL NOTES
DECLARATION OF RESPONSIBLE CHARGE
APPLICANT
SITE ADDRESS
EXISTING LEGAL DESCRIPTION
BENCHMARK (NAVD88)
KEY MAP
GROUND WATER DISCHARGE NOTES
CONSTRUCTION STORM WATER PROTECTION NOTES
REFERENCE DRAWINGS
ASSESSORS PARCEL NUMBER
TOPOGRAPHY SOURCE
IMPROVEMENT PLANS FOR:
SITE DESIGN, SOURCE CONTROL AND POLLUTANT CONTROL BMP OPERATION & MAINTENANCE PROCEDURE NORTH PARK|MID-CITY:
PHASE I BIKEWAYS
PROJECT SITE
WORK TO BE DONE
NORTH
MONUMENT PRESERVATION CERTIFICATION
SHEET INDEX
VICINITY MAP
PROJECT SITE
LEGENDWATER AND SEWER NOTES
01/23/2024 C7 346 of 561
CONSTRUCTION CHANGE TABLE
ENVIRONMENTAL COMPLIANCE NOTE
CALTRANS ENCROACHMENT PERMIT
PAINTED HOUSE NUMBERS NOTE
HISTORICAL STAMPS AND IMPRESSIONS NOTES
SIDEWALK CONSTRUCTION NOTES:
PAVEMENT REHABILITATION NOTES (ADDITIVE
BID 'A'):
DEMOLITION NOTES
IMPROVEMENT NOTESCONSTRUCTION BMP GENERAL NOTES
³
´
TRAFFIC CONTROL NOTETREE PROTECTION NOTES
UTILITY FEES
CURB RAMP NOTE
PERMANENT POST CONSTRUCTION BMP NOTES
MINIMUM POST CONSTRUCTION MAINTENANCE
PLAN
PRIVATE WATER AND WASTEWATER NOTES
01/23/2024 C7 347 of 561
CONSTRUCTION CHANGE TABLE
REFERENCE DRAWINGS
PAVEMENT DATA TABLE
STREET NAME FROM TO
"R"
VALUE
RANGE
MAX.
TRAFFIC
INDEX
(TI)
AC (IN) CTB (IN)
STREET DATA TABLE
STREET NAME CLASSIFICATION
POSTED
SPEED (MPH)
FUTURE ADT
(VEHICLES)R/W (FT)
01/23/2024 C7 348 of 561
CONSTRUCTION CHANGE TABLE
GRADING QUANTITIESGEOTECHNICAL NOTESWATER & SEWER NOTES 01/23/2024 C7 349 of 561
CONSTRUCTION CHANGE TABLE
LEGEND
ITEM:STANDARD DWG NO.EXISTING:NEW / RELOCATED:ITEM:STANDARD DWG NO. EXISTING:NEW / RELOCATED:
ALIGNMENT ABBREVIATIONS
ABBREVIATIONS
01/23/2024 C7 350 of 561
CONSTRUCTION CHANGE TABLE
SHEET INDEX SHEET INDEX
GENERAL NOTES
01/23/2024 C7 351 of 561
CONSTRUCTION CHANGE TABLE
SHEET INDEXSHEET INDEX
GENERAL NOTES
01/23/2024 C7 352 of 561
CONSTRUCTION CHANGE TABLE
SC-01
SC-02
SC-03
SC-04
NORTH
MA
T
C
H
L
I
N
E
S
E
E
AB
O
V
E
R
I
G
H
T
MA
T
C
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I
N
E
S
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BE
L
O
W
L
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F
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MA
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I
N
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S
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BE
L
O
W
L
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F
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MA
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C
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L
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E
S
E
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AB
O
V
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R
I
G
H
T
GENERAL NOTES
01/23/2024 C7 353 of 561
CONSTRUCTION CHANGE TABLE
NORTH
SC-05
SC-06
SC-07
SC-08
MA
T
C
H
L
I
N
E
S
E
E
AB
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R
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MA
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MA
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BE
L
O
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L
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F
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MA
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N
E
S
E
E
BE
L
O
W
L
E
F
T
GENERAL NOTES
01/23/2024 C7 354 of 561
CONSTRUCTION CHANGE TABLE
MATCHLINE STA. 15+00 LINE FL SEE LEFT
MATCHLINE STA. 42+00 LINE GA SEE LEFT
NORTH
SEE SHEET 11 FOR CONTINUATION SEE SHEET 11 FOR CONTINUATION 01/23/2024 C7 355 of 561
NORTH
CONSTRUCTION CHANGE TABLE
MA
T
C
H
L
I
N
E
S
T
A
.
3 5
+
0 0
L
I
N
E
M
E
A
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MA
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C
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S
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A
.
5 7
+
0 0
L
I
N
E
M
E
S
E
E
S
H
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T
12 MA
T
C
H
L
I
N
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S
T
A
.
3 5
+
0 0
L
I
N
E
M
E
S
E
E
B
E
L
O
W
L
E
F
T
SEE SHEET 10 FOR
CONTINUATION
SEE SHEET 10 FOR
CONTINUATION
01/23/2024 C7 356 of 561
NORTH
CONSTRUCTION CHANGE TABLE
MA
T
C
H
L
I
N
E
S
T
A
.
5 7
+
0 0
L
I
N
E
M
E
S
E
E
S
H
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T
11 MA
T
C
H
L
I
N
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S
T
A
.
8 2
+
0 0
L
I
N
E
M
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S
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B
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L
O
W
L
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F
T
MA
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S
T
A
.
1 0
4 +
0 0
S
E
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L
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N
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M
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S
H
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T
1 3
MA
T
C
H
L
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S
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A
.
8 2
+
0 0
S
E
E
A
B
O
V
E
R
I
G
H
T
01/23/2024 C7 357 of 561
NORTH
CONSTRUCTION CHANGE TABLE
MA
T
C
H
L
I
N
E
S
T
A
.
1 2
9 +
0 0
L
I
N
E
M
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S
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MA
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.
1 2
9 +
0 0
L
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R
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T
MA
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A
.
1 0
4 +
0 0
L
I
N
E
M
E
S
E
E
S
H
E
E
T
1 2
01/23/2024 C7 358 of 561
CONSTRUCTION CHANGE TABLE
MA
T
C
H
L
I
N
E
S
T
A
.
4 1
+
0 0
L
I
N
E
L
A
B
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L
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L
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MA
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C
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A
.
7 5
+
0 0
L
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L
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1 5
MA
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S
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A
.
4 1
+
0 0
L
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L
A
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T
A
B
O
V
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R
I
G
H
T
NORTH
RE
F
E
R
T
O
R
O
B
I
N
S
O
N
C
O
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R
I
D
O
R
P
L
A
N
S
F
O
R
C
O
N
T
I
N
U
A
T
I
O
N
01/23/2024 C7 359 of 561
31 S
T
S
T
HE
R
M
A
N
A
V
E
32 N
D
S
T
LANDIS ST
CONSTRUCTION CHANGE TABLE
MA
T
C
H
L
I
N
E
S
T
A
.
1 2
2 +
5 0
L
I
N
E
L
A
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S
H
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T
1 6
MA
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C
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L
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S
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A
.
8 5
+
0 0
L
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L
A
A
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MA
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.
8 5
+
0 0
L
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L
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A
.
7 5
+
0 0
L
I
N
E
L
A
S
E
E
S
H
E
E
T
14 NORTH
01/23/2024 C7 360 of 561
CONSTRUCTION CHANGE TABLE
MA
T
C
H
L
I
N
E
S
T
A
.
1 8
1 +
0 0
L
I
N
E
L
A
S
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S
H
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T
1 7
MA
T
C
H
L
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N
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S
T
A
.
1 2
2 +
5 0
L
I
N
E
L
A
S
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S
H
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T
1 5
MA
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C
H
L
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N
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S
T
A
.
1 4
5 +
0 0
L
I
N
E
L
A
A
B
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R
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G
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MA
T
C
H
L
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N
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S
T
A
.
1 4
5 +
0 0
L
I
N
E
L
A
B
E
L
O
W
L
E
F
T
NORTH
01/23/2024 C7 361 of 561
CONSTRUCTION CHANGE TABLE
MA
T
C
H
L
I
N
E
S
T
A
.
1 9
8 +
0 0
L
I
N
E
L
A
S
E
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B
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L
O
W
L
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F
T
MA
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A
.
1 8
1 +
0 0
L
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L
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1 6
MA
T
C
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L
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N
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A
.
1 9
8 +
0 0
L
I
N
E
L
A
S
E
E
A
B
O
V
E
R
I
G
H
T
NORTH
01/23/2024 C7 362 of 561
CONSTRUCTION CHANGE TABLE
BASIS OF COORDINATES: (NAD83)
CORNER MONUMENT NOTE:
BENCHMARK MONUMENT NOTE:
NOTE:
VERTICAL CONTROL: (NGVD29)
01/23/2024 C7 363 of 561
CONSTRUCTION CHANGE TABLE
MATCHLINE STA. 15+00 LINE FL SEE LEFT
MATCHLINE STA. 42+00 LINE GA SEE LEFT
NORTH
SEE SHEET 20 FOR CONTINUATION SEE SHEET 20 FOR CONTINUATION 01/23/2024 C7 364 of 561
NORTH
CONSTRUCTION CHANGE TABLE
MA
T
C
H
L
I
N
E
S
T
A
.
3 5
+
0 0
L
I
N
E
M
E
A
B
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R
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G
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MA
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C
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A
.
5 7
+
0 0
L
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M
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S
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T
21 MA
T
C
H
L
I
N
E
S
T
A
.
3 5
+
0 0
L
I
N
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M
E
S
E
E
B
E
L
O
W
L
E
F
T
SEE SHEET 19 FOR
CONTINUATION
SEE SHEET 19 FOR
CONTINUATION
01/23/2024 C7 365 of 561
NORTH
CONSTRUCTION CHANGE TABLE
MA
T
C
H
L
I
N
E
S
T
A
.
5 7
+
0 0
L
I
N
E
M
E
S
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S
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T
20 MA
T
C
H
L
I
N
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S
T
A
.
8 2
+
0 0
L
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N
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M
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A
.
1 0
4 +
0 0
S
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2 2
MA
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S
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A
.
8 2
+
0 0
S
E
E
A
B
O
V
E
R
I
G
H
T
01/23/2024 C7 366 of 561
NORTH
CONSTRUCTION CHANGE TABLE
MA
T
C
H
L
I
N
E
S
T
A
.
1 2
9 +
0 0
L
I
N
E
M
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1 2
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0 0
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A
.
1 0
4 +
0 0
L
I
N
E
M
E
S
E
E
S
H
E
E
T
2 1
01/23/2024 C7 367 of 561
CONSTRUCTION CHANGE TABLE
MA
T
C
H
L
I
N
E
S
T
A
.
4 1
+
0 0
L
I
N
E
L
A
B
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L
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A
.
7 5
+
0 0
L
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L
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2 4
MA
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C
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L
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A
.
4 1
+
0 0
L
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L
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A
B
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V
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R
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G
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T
NORTH
RE
F
E
R
T
O
R
O
B
I
N
S
O
N
C
O
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R
I
D
O
R
P
L
A
N
S
F
O
R
C
O
N
T
I
N
U
A
T
I
O
N
01/23/2024 C7 368 of 561
31 S
T
S
T
HE
R
M
A
N
A
V
E
32 N
D
S
T
LANDIS ST
CONSTRUCTION CHANGE TABLE
MA
T
C
H
L
I
N
E
S
T
A
.
1 2
2 +
5 0
L
I
N
E
LA
S
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S
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T
2 5
MA
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C
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L
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S
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A
.
8 5
+
0 0
L
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L
A
A
B
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MA
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A
.
8 5
+
0 0
L
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T
A
.
7 5
+
0 0
L
I
N
E
L
A
S
E
E
S
H
E
E
T
23 NORTH
01/23/2024 C7 369 of 561
CONSTRUCTION CHANGE TABLE
MA
T
C
H
L
I
N
E
S
T
A
.
1 8
1 +
0 0
L
I
N
E
L
A
S
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S
H
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T
2 6
MA
T
C
H
L
I
N
E
S
T
A
.
1 2
2 +
5 0
L
I
N
E
L
A
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S
H
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E
T
2 4
MA
T
C
H
L
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N
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S
T
A
.
1 4
5 +
0 0
L
I
N
E
L
A
A
B
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MA
T
C
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T
A
.
1 4
5 +
0 0
L
I
N
E
L
A
B
E
L
O
W
L
E
F
T
NORTH
01/23/2024 C7 370 of 561
CONSTRUCTION CHANGE TABLE
MA
T
C
H
L
I
N
E
S
T
A
.
1 9
8 +
0 0
L
I
N
E
L
A
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B
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L
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MA
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.
1 8
1 +
0 0
L
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T
2 5
MA
T
C
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L
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S
T
A
.
1 9
8 +
0 0
L
I
N
E
L
A
S
E
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A
B
O
V
E
R
I
G
H
T
NORTH
01/23/2024 C7 371 of 561
GEORGIA STREET - SECTION A-A
GEORGIA STREET - SECTION B-B
HOWARD AVENUE - SECTION C-C
CONSTRUCTION CHANGE TABLE
01/23/2024 C7 372 of 561
FLORIDA STREET - SECTION D-D
MEADE AVENUE - SECTION E-E
MEADE AVENUE - SECTION F-F
CONSTRUCTION CHANGE TABLE
01/23/2024 C7 373 of 561
MEADE AVENUE AT I-805 OVERCROSSING - SECTION G-G
MEADE AVENUE AT SR-15 OVERCROSSING - SECTION H-H
MEADE AVENUE - SECTION I-I
CONSTRUCTION CHANGE TABLE
01/23/2024 C7 374 of 561
MEADE AVENUE - SECTION J-J
CONSTRUCTION CHANGE TABLE
01/23/2024 C7 375 of 561
LANDIS STREET - SECTION K-K
LANDIS STREET - SECTION L-L
LANDIS STREET - SECTION M-M
CONSTRUCTION CHANGE TABLE
GENERAL NOTES
01/23/2024 C7 376 of 561
LANDIS STREET - SECTION N-N
LANDIS STREET AT I-805 OVERCROSSING - SECTION O-O
CONSTRUCTION CHANGE TABLE
GENERAL NOTES
01/23/2024 C7 377 of 561
DEMOLITION NOTES
CONSTRUCTION CHANGE TABLE
CONSTRUCTION CHANGE TABLE
NO
R
T
H
GEORGIA STREET - SOUTH OF UNIVERSITY AVENUE
GEORGIA STREET - NORTH OF LINCOLN AVENUE GEORGIA STREET - NORTH OF POLK AVENUE 01/23/2024 C7 378 of 561
DEMOLITION NOTES
CONSTRUCTION CHANGE TABLE
CONSTRUCTION CHANGE TABLE
NORTH
01/23/2024 C7 379 of 561
DEMOLITION NOTES
NORTH
CONSTRUCTION CHANGE TABLE
MA
T
C
H
L
I
N
E
S
T
A
.
1 5
+
2 0
L
I
N
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M
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A
.
1 5
+
2 0
L
I
N
E
M
E
S
E
E
A
B
O
V
E
R
I
G
H
T
MA
T
C
H
L
I
N
E
S
T
A
.
1 9
+
2 0
L
I
N
E
M
E
S
E
E
S
H
E
E
T
3 6
01/23/2024 C7 380 of 561
DEMOLITION NOTES
NORTH
MA
T
C
H
L
I
N
E
S
T
A
.
2 3
+
2 5
L
I
N
E
M
E
S
E
E
B
E
L
O
W
L
E
F
T
CONSTRUCTION CHANGE TABLE
MA
T
C
H
L
I
N
E
S
T
A
.
1 9
+
2 0
L
I
N
E
M
E
S
E
E
S
H
E
E
T
3 5
MA
T
C
H
L
I
N
E
S
T
A
.
2 8
+
0 0
L
I
N
E
M
E
S
E
E
S
H
E
E
T
37 MA
T
C
H
L
I
N
E
S
T
A
.
2 3
+
2 5
L
I
N
E
M
E
S
E
E
A
B
O
V
E
R
I
G
H
T
01/23/2024 C7 381 of 561
CONSTRUCTION CHANGE TABLE
DEMOLITION NOTES
NORTH
MA
T
C
H
L
I
N
E
S
T
A
.
3 1
+
2 5
L
I
N
E
M
E
S
E
E
B
E
L
O
W
L
E
F
T
MA
T
C
H
L
I
N
E
S
T
A
.
3 1
+
2 5
L
I
N
E
M
E
S
E
E
A
B
O
V
E
R
I
G
H
T
MA
T
C
H
L
I
N
E
S
T
A
.
2 8
+
0 0
L
I
N
E
M
E
S
E
E
S
H
E
E
T
3 6
MA
T
C
H
L
I
N
E
S
T
A
.
3 6
+
2 5
L
I
N
E
M
E
S
E
E
S
H
E
E
T
38 01/23/2024 C7 382 of 561
DEMOLITION NOTES
NORTH
MA
T
C
H
L
I
N
E
S
T
A
4 0
+
2 5
L
I
N
E
M
E
S
E
E
A
B
O
V
E
R
I
G
H
T
MA
C
H
I
N
E
S
T
A
.
4 0
+
2 5
L
I
N
E
M
E
S
E
E
B
E
L
O
W
L
E
F
T
CONSTRUCTION CHANGE TABLE
MA
T
C
H
L
I
N
E
S
T
A
.
3 6
+
2 5
L
I
N
E
M
E
S
E
E
S
H
E
E
T
3 7
MA
T
C
H
L
I
N
E
S
T
A
.
4 3
+
7 5
L
I
N
E
M
E
S
E
E
S
H
E
E
T
39 01/23/2024 C7 383 of 561
CONSTRUCTION CHANGE TABLE
DEMOLITION NOTES
NORTH
MA
T
C
H
L
I
N
E
S
T
A
4 7
+
5 0
L
I
N
E
M
E
S
E
E
A
B
O
V
E
R
I
G
H
T
MA
C
H
I
N
E
S
T
A
.
4 7
+
5 0
L
I
N
E
M
E
S
E
E
B
E
L
O
W
L
E
F
T
MA
T
C
H
L
I
N
E
S
T
A
.
4 3
+
7 5
L
I
N
E
M
E
S
E
E
S
H
E
E
T
3 8
MA
T
C
H
L
I
N
E
S
T
A
.
5 1
+
5 0
L
I
N
E
M
E
S
E
E
S
H
E
E
T
40 01/23/2024 C7 384 of 561
DEMOLITION NOTES
NORTH
MA
T
C
H
L
I
N
E
S
T
A
.
5 5
+
2 5
S
E
E
A
B
O
V
E
R
I
G
H
T
MA
T
C
H
L
I
N
E
S
T
A
.
5 5
+
2 5
S
E
E
B
E
L
O
W
L
E
F
T
CONSTRUCTION CHANGE TABLE
MA
T
C
H
L
I
N
E
S
T
A
.
5 1
+
5 0
L
I
N
E
M
E
S
E
E
S
H
E
E
T
3 9
MA
T
C
H
L
I
N
E
S
T
A
.
5 8
+
5 0
L
I
N
E
M
E
S
E
E
S
H
E
E
T
41 01/23/2024 C7 385 of 561
DEMOLITION NOTES
NORTH
MA
T
C
H
L
I
N
E
S
T
A
.
6 2
+
5 0
L
I
N
E
M
E
S
E
E
A
B
O
V
E
R
I
G
H
T
MA
C
H
I
N
E
S
T
A
.
6 2
+
5 0
L
I
N
E
M
E
S
E
E
B
E
L
O
W
L
E
F
T
CONSTRUCTION CHANGE TABLE
MA
T
C
H
L
I
N
E
S
T
A
.
5 8
+
5 0
L
I
N
E
M
E
S
E
E
S
H
E
E
T
4 0
MA
T
C
H
L
I
N
E
S
T
A
.
6 6
+
9 0
L
I
N
E
M
E
S
E
E
S
H
E
E
T
42 FOR CONTINUATION, SEE LEFT
01/23/2024 C7 386 of 561
CONSTRUCTION CHANGE TABLE
NORTH
DEMOLITION NOTES
MA
T
C
H
L
I
N
E
S
T
A
.
6 6
+
9 0
L
I
N
E
M
E
S
E
E
S
H
E
E
T
4 1
MA
T
C
H
L
I
N
E
S
T
A
.
7 7
+
7 0
S
E
E
S
H
E
E
T
4 3
01/23/2024 C7 387 of 561
CONSTRUCTION CHANGE TABLE
NORTH
MA
T
C
H
L
I
N
E
S
T
A
.
7 7
+
7 0
S
E
E
S
H
E
E
T
4 2
DEMOLITION NOTES
MA
T
C
H
L
I
N
E
S
T
A
.
8 8
+
7 5
S
E
E
S
H
E
E
T
4 4
01/23/2024 C7 388 of 561
CONSTRUCTION CHANGE TABLE
NORTH
MA
T
C
H
L
I
N
E
S
T
A
.
9 6
+
5 0
L
I
N
E
M
E
S
E
E
S
H
E
E
T
4 5
DEMOLITION NOTES
MA
T
C
H
L
I
N
E
S
T
A
.
8 8
+
7 5
L
I
N
E
M
E
S
E
E
S
H
E
E
T
4 3
MA
T
C
H
L
I
N
E
S
T
A
.
9 3
+
0 0
L
I
N
E
M
E
B
E
L
O
W
L
E
F
T
MA
T
C
H
L
I
N
E
S
T
A
.
9 3
+
0 0
L
I
N
E
M
E
S
E
E
A
B
O
V
E
R
I
G
H
T
01/23/2024 C7 389 of 561
CONSTRUCTION CHANGE TABLE
NORTH
MA
T
C
H
L
I
N
E
S
T
A
.
9 6
+
5 0
L
I
N
E
M
E
S
E
E
S
H
E
E
T
4 4
DEMOLITION NOTES
MA
T
C
H
L
I
N
E
S
T
A
.
1 0
5 +
5 0
L
I
N
E
M
E
S
E
E
S
H
E
E
T
4 6
01/23/2024 C7 390 of 561
CONSTRUCTION CHANGE TABLE
NORTH
MA
T
C
H
L
I
N
E
S
T
A
.
1 0
5 +
5 0
L
I
N
E
M
E
S
E
E
S
H
E
E
T
4 5
DEMOLITION NOTES
MA
T
C
H
L
I
N
E
S
T
A
.
1 1
0 +
0 0
L
I
N
E
M
E
S
E
E
B
E
L
O
W
L
E
F
T
MA
T
C
H
L
I
N
E
S
T
A
.
1 1
0 +
0 0
L
I
N
E
M
E
S
E
E
A
B
O
V
E
R
I
G
H
T
01/23/2024 C7 391 of 561
CONSTRUCTION CHANGE TABLE
DEMOLITION NOTES
NORTH
MA
T
C
H
L
I
N
E
S
T
A
.
1 1
9 +
5 0
L
I
N
E
M
E
S
E
E
B
E
L
O
W
L
E
F
T
MA
T
C
H
L
I
N
E
S
T
A
1 1
9 +
5 0
L
I
N
E
M
E
S
E
E
A
B
O
V
E
R
I
G
H
T
01/23/2024 C7 392 of 561
CONSTRUCTION CHANGE TABLE
NORTH
DEMOLITION NOTES
MA
T
C
H
L
I
N
E
S
T
A
.
1 3
6 +
0 0
L
I
N
E
M
E
S
E
E
S
H
E
E
T
49 01/23/2024 C7 393 of 561
CONSTRUCTION CHANGE TABLE
DEMOLITION NOTES
MA
T
C
H
L
I
N
E
S
T
A
1 3
9 +
5 0
L
I
N
E
M
E
S
E
E
A
B
O
V
E
R
I
G
H
T
MA
C
H
I
N
E
S
T
A
.
1 3
9 +
5 0
L
I
N
E
M
E
S
E
E
B
E
L
O
W
L
E
F
T
MA
T
C
H
L
I
N
E
S
T
A
.
1 3
6 +
0 0
L
I
N
E
M
E
S
E
E
S
H
E
E
T
4 8
NORTH
01/23/2024 C7 394 of 561
CONSTRUCTION CHANGE TABLE
NORTH
DEMOLITION NOTES
01/23/2024 C7 395 of 561
CONSTRUCTION CHANGE TABLE
DEMOLITION NOTES
NORTH
MA
T
C
H
L
I
N
E
S
T
A
.
3 2
+
5 0
L
I
N
E
L
A
S
E
E
S
H
E
E
T
5 2
FOR CONTINUATION
SEE TOP RIGHT
FOR CONTINUATION
SEE BOTTOM LEFT
01/23/2024 C7 396 of 561
DEMOLITION NOTES
NORTH
CONSTRUCTION CHANGE TABLE
MA
T
C
H
L
I
N
E
S
T
A
.
3 2
+
5 0
L
I
N
E
L
A
S
E
E
S
H
E
E
T
5 1
MA
T
C
H
L
I
N
E
S
T
A
.
3 5
+
9 0
L
I
N
E
L
A
S
E
E
B
E
L
O
W
L
E
F
T
MA
T
C
H
L
I
N
E
S
T
A
.
3 5
+
9 0
L
I
N
E
L
A
S
E
E
A
B
O
V
E
R
I
G
H
T
01/23/2024 C7 397 of 561
CONSTRUCTION CHANGE TABLE
DEMOLITION NOTES
NORTH
MATCHLINE STA. 12+65 LINE 28 SEE BELOW LEFT
MA
T
C
H
L
I
N
E
S
T
A
.
5 5
+
1 5
L
I
N
E
L
A
S
E
E
S
H
E
E
T
5 4
MATCHLINE STA. 12+65 LINE 28 SEE ABOVE RIGHT
01/23/2024 C7 398 of 561
DEMOLITION NOTES
NORTH
MA
T
C
H
L
I
N
E
S
T
A
6 0
+
1 0
L
I
N
E
L
A
S
E
E
A
B
O
V
E
R
I
G
H
T
MA
C
H
I
N
E
S
T
A
.
6 0
+
1 0
L
I
N
E
L
A
S
E
E
B
E
L
O
W
L
E
F
T
CONSTRUCTION CHANGE TABLE
MA
C
H
I
N
E
S
T
A
.
5 5
+
1 5
L
I
N
E
L
A
S
E
E
S
H
E
E
T
5 3
MA
C
H
I
N
E
S
T
A
.
6 3
+
2 0
L
I
N
E
L
A
S
E
E
S
H
E
E
T
5 5
01/23/2024 C7 399 of 561
DEMOLITION NOTES
CONSTRUCTION CHANGE TABLE
NORTH
MA
T
C
H
L
I
N
E
S
T
A
.
6 3
+
2 0
L
I
N
E
L
A
S
E
E
S
H
E
E
T
5 4
MA
T
C
H
L
I
N
E
S
T
A
.
7 2
+
7 5
L
I
N
E
L
A
S
E
E
S
H
E
E
T
5 6
01/23/2024 C7 400 of 561
CONSTRUCTION CHANGE TABLE
DEMOLITION NOTES
NORTH
MA
T
C
H
L
I
N
E
S
T
A
.
7 8
+
0 0
L
I
N
E
L
A
S
E
E
B
E
L
O
W
L
E
F
T
MA
T
C
H
L
I
N
E
S
T
A
.
7 8
+
0 0
L
I
N
E
L
A
S
E
E
A
B
O
V
E
R
I
G
H
T
MA
T
C
H
L
I
N
E
S
T
A
.
8 2
+
1 0
L
I
N
E
L
A
S
E
E
S
H
E
E
T
5 7
MA
T
C
H
L
I
N
E
S
T
A
.
7 2
+
7 5
L
I
N
E
L
A
S
E
E
S
H
E
E
T
5 5
01/23/2024 C7 401 of 561
DEMOLITION NOTES
NORTH
CONSTRUCTION CHANGE TABLE
MA
T
C
H
L
I
N
E
S
T
A
.
8 6
+
2 0
L
I
N
E
L
A
S
E
E
B
E
L
O
W
L
E
F
T
MA
T
C
H
L
I
N
E
S
T
A
.
8 6
+
2 0
L
I
N
E
L
A
S
E
E
A
B
O
V
E
R
I
G
H
T
MA
T
C
H
L
I
N
E
S
T
A
.
9 1
+
3 0
L
I
N
E
L
A
S
E
E
S
H
E
E
T
58 MA
T
C
H
L
I
N
E
S
T
A
.
8 2
+
1 0
L
I
N
E
L
A
S
E
E
S
H
E
E
T
5 6
01/23/2024 C7 402 of 561
DEMOLITION NOTES
CONSTRUCTION CHANGE TABLE
NORTH
MA
T
C
H
L
I
N
E
S
T
A
.
1 4
+
9 0
L
I
N
E
W
I
S
E
E
S
H
E
E
T
5 9
MA
T
C
H
L
I
N
E
S
T
A
.
9 1
+
3 0
L
I
N
E
L
A
S
E
E
S
H
E
E
T
57 01/23/2024 C7 403 of 561
CONSTRUCTION CHANGE TABLE
DEMOLITION NOTES
NORTH
MA
T
C
H
L
I
N
E
S
T
A
.
1 4
+
9 0
L
I
N
E
W
I
S
E
E
S
H
E
E
T
5 8
01/23/2024 C7 404 of 561
DEMOLITION NOTES
CONSTRUCTION CHANGE TABLE
NORTH
01/23/2024 C7 405 of 561
DEMOLITION NOTES
NORTH
CONSTRUCTION CHANGE TABLE
01/23/2024 C7 406 of 561
DEMOLITION NOTES
NORTH
CONSTRUCTION CHANGE TABLE
MATCHLINE STA. 12+00 LINE CE SEE SHEET 63
MA
T
C
H
L
I
N
E
S
T
A
.
1 7
3 +
3 5
L
I
N
E
L
A
S
E
E
S
H
E
E
T
6 3
01/23/2024 C7 407 of 561
DEMOLITION NOTES
NORTH
CONSTRUCTION CHANGE TABLE
MA
T
C
H
L
I
N
E
S
T
A
.
1 7
3 +
3 5
L
I
N
E
L
A
S
E
E
S
H
E
E
T
6 2
MATCHLINE STA. 12+00 LINE CE SEE SHEET 62
MA
T
C
H
L
I
N
E
S
T
A
.
1 7
8 +
6 0
L
I
N
E
L
A
S
E
E
S
H
E
E
T
6 4
01/23/2024 C7 408 of 561
DEMOLITION NOTES
NORTH
CONSTRUCTION CHANGE TABLE
MA
T
C
H
L
I
N
E
S
T
A
.
1 9
2 +
5 0
L
I
N
E
L
A
S
E
E
S
H
E
E
T
6 5
MA
T
C
H
L
I
N
E
S
T
A
.
1 7
8 +
6 0
L
I
N
E
L
A
S
E
E
S
H
E
E
T
6 3
01/23/2024 C7 409 of 561
CONSTRUCTION CHANGE TABLE
NORTH
MA
T
C
H
L
I
N
E
S
T
A
.
1 9
2 +
5 0
L
I
N
E
L
A
S
E
E
S
H
E
E
T
6 4
MA
T
C
H
L
I
N
E
S
T
A
.
1 9
7 +
5 0
L
I
N
E
L
A
S
E
E
B
E
L
O
W
L
E
F
T
MA
T
C
H
L
I
N
E
S
T
A
.
1 9
7 +
5 0
L
I
N
E
L
A
S
E
E
A
B
O
V
E
R
I
G
H
T
MA
T
C
H
L
I
N
E
S
T
A
.
2 0
1 +
5 0
L
I
N
E
L
A
S
E
E
S
H
E
E
T
6 6
DEMOLITION NOTES
01/23/2024 C7 410 of 561
CONSTRUCTION CHANGE TABLE
NORTH
MA
T
C
H
L
I
N
E
S
T
A
.
2 0
1 +
5 0
L
I
N
E
L
A
S
E
E
S
H
E
E
T
6 5
DEMOLITION NOTES
01/23/2024 C7 411 of 561
CONSTRUCTION CHANGE TABLE
GEORGIA STREET - SOUTH OF UNIVERSITY AVENUE GEORGIA STREET - NORTH OF LINCOLN AVENUE NO
R
T
H
CONSTRUCTION NOTES
01/23/2024 C7 412 of 561
CONSTRUCTION CHANGE TABLE
GEORGIA STREET - NORTH OF POLK AVENUE
NO
R
T
H
CONSTRUCTION NOTES
01/23/2024 C7 413 of 561
CONSTRUCTION NOTES
NORTH
CONSTRUCTION CHANGE TABLE
01/23/2024 C7 414 of 561
NORTH
CONSTRUCTION CHANGE TABLE
NOTE:
01/23/2024 C7 415 of 561
CONSTRUCTION CHANGE TABLE
MEADE AVENUE AT PARK BOULEVARD - SE CURB RETURN MEADE AVENUE AT PARK BOULEVARD - SE CURB RAMPS NORTH
PA
R
K
B
O
U
L
E
V
A
R
D
ME
A
D
E
A
V
E
N
U
E
01/23/2024 C7 416 of 561
CONSTRUCTION CHANGE TABLE
MEADE AVENUE - EAST OF FLORIDA STREET
NORTH
CONSTRUCTION NOTES
01/23/2024 C7 417 of 561
CONSTRUCTION NOTES
NORTH
CONSTRUCTION CHANGE TABLE
01/23/2024 C7 418 of 561
NORTH
CONSTRUCTION CHANGE TABLE
NOTE:
01/23/2024 C7 419 of 561
CONSTRUCTION CHANGE TABLE
MEADE AVENUE AT ALABAMA STREET - NW CURB RETURN
MEADE AVENUE AT ALABAMA STREET - NE CURB RETURN
MEADE AVENUE AT ALABAMA STREET - SW CURB RETURN MEADE AVENUE AT ALABAMA STREET - SE CURB RETURN NORTH
NORTH
NORTH
NORTH
01/23/2024 C7 420 of 561
CONSTRUCTION CHANGE TABLE
MEADE AVENUE AT ALABAMA STREET - NW CURB RETURN MEADE AVENUE AT ALABAMA STREET - NE CURB RETURN
MEADE AVENUE AT ALABAMA STREET - SW CURB RETURN MEADE AVENUE AT ALABAMA STREET - SE CURB RETURN
MEADE AVENUE AT ALABAMA STREET - CENTER ISLAND CURB
ME
A
D
E
A
V
E
N
U
E
AL
A
B
A
M
A
S
T
R
E
E
T
ME
A
D
E
A
V
E
N
U
E
AL
A
B
A
M
A
S
T
R
E
E
T
AL
A
B
A
M
A
S
T
R
E
E
T
ME
A
D
E
A
V
E
N
U
E
AL
A
B
A
M
A
S
T
R
E
E
T
ME
A
D
E
A
V
E
N
U
E
01/23/2024 C7 421 of 561
CONSTRUCTION NOTES
NORTH
CONSTRUCTION CHANGE TABLE
01/23/2024 C7 422 of 561
NORTH
CONSTRUCTION CHANGE TABLE
NOTE:
01/23/2024 C7 423 of 561
CONSTRUCTION CHANGE TABLE
MEADE AVENUE AT LOUISIANA - NW CURB RAMPS MEADE AVENUE AT LOUISIANA - NE CURB RAMPS
MEADE AVENUE AT LOUISIANA - SW CURB RAMPS MEADE AVENUE AT LOUISIANA - SE CURB RAMPS
NORTH NORTH
NORTH NORTH
01/23/2024 C7 424 of 561
CONSTRUCTION CHANGE TABLE
MEADE AVENUE AT LOUISIANA STREET - NW CURB RETURN MEADE AVENUE AT LOUISIANA STREET - NE CURB RETURN
MEADE AVENUE AT LOUISIANA STREET - SW CURB RETURN MEADE AVENUE AT LOUISIANA STREET - SE CURB RETURN
MEADE AVENUE AT LOUISIANA STREET - CENTER ISLAND CURB
ME
A
D
E
A
V
E
N
U
E
LO
U
I
S
I
A
N
A
S
T
R
E
E
T
ME
A
D
E
A
V
E
N
U
E
LO
U
I
S
I
A
N
A
S
T
R
E
E
T
LO
U
I
S
I
A
N
A
S
T
R
E
E
T
ME
A
D
E
A
V
E
N
U
E
LO
U
I
S
I
A
N
A
S
T
R
E
E
T
ME
A
D
E
A
V
E
N
U
E
01/23/2024 C7 425 of 561
CONSTRUCTION NOTES
CONSTRUCTION CHANGE TABLE
NORTH
01/23/2024 C7 426 of 561
NORTH
CONSTRUCTION CHANGE TABLE
NOTE:
01/23/2024 C7 427 of 561
CONSTRUCTION CHANGE TABLE
MEADE AVENUE AT TEXAS STREET - NE CURB RETURN
MEADE AVENUE AT TEXAS STREET - SW CURB RETURN
MEADE AVENUE AT TEXAS STREET - SW CURB RAMPS
MEADE AVENUE AT TEXAS STREET - NE CURB RAMPS
NORTH
NORTH
TE
X
A
S
S
T
R
E
E
T
ME
A
D
E
A
V
E
N
U
E
ME
A
D
E
A
V
E
N
U
E
TE
X
A
S
S
T
R
E
E
T
MEADE AVENUE AT TEXAS STREET - SW TRENCH DRAIN
01/23/2024 C7 428 of 561
CONSTRUCTION NOTES
NORTH
CONSTRUCTION CHANGE TABLE
01/23/2024 C7 429 of 561
NORTH
CONSTRUCTION CHANGE TABLE
NOTE:
01/23/2024 C7 430 of 561
CONSTRUCTION CHANGE TABLE
MEADE AVENUE AT HAMILTON STREET - NW CURB RETURN
MEADE AVENUE AT HAMILTON STREET - SW CURB RETURN MEADE AVENUE AT HAMILTON STREET - SE CURB RETURN
MEADE AVENUE AT HAMILTON STREET - NE CURB RETURN
NORTH
NORTHNORTH
NORTH
01/23/2024 C7 431 of 561
CONSTRUCTION CHANGE TABLE
MEADE AVENUE AT HAMILTON STREET - W SPLITTER AND EDGE ISLANDS MEADE AVENUE AT HAMILTON STREET - E SPLITTER AND EDGE ISLANDS
NORTH NORTH
01/23/2024 C7 432 of 561
CONSTRUCTION CHANGE TABLE
MEADE AVENUE AT HAMILTON STREET - NW CURB RETURN MEADE AVENUE AT HAMILTON STREET - NE CURB RETURN
MEADE AVENUE AT HAMILTON STREET - SW CURB RETURN MEADE AVENUE AT HAMILTON STREET - SE CURB RETURN
MEADE AVENUE AT HAMILTON STREET - CENTER ISLAND CURB
ME
A
D
E
A
V
E
N
U
E
HA
M
I
L
T
O
N
S
T
R
E
E
T
HA
M
I
L
T
O
N
S
T
R
E
E
T
ME
A
D
E
A
V
E
N
U
E
ME
A
D
E
A
V
E
N
U
E
HA
M
I
L
T
O
N
S
T
R
E
E
T
HA
M
I
L
T
O
N
S
T
R
E
E
T
ME
A
D
E
A
V
E
N
U
E
01/23/2024 C7 433 of 561
CONSTRUCTION NOTES
NORTH
CONSTRUCTION CHANGE TABLE
01/23/2024 C7 434 of 561
NORTH
CONSTRUCTION CHANGE TABLE
NOTE:
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CONSTRUCTION CHANGE TABLE
MEADE AVENUE AT OREGON STREET - NE CURB RETURN
MEADE AVENUE AT OREGON STREET - SE CURB RETURN
MEADE AVENUE AT OREGON STREET - SE CURB RAMPS
MEADE AVENUE AT OREGON STREET - NE CURB RAMPS
NORTH
NORTH
OR
E
G
O
N
S
T
R
E
E
T
ME
A
D
E
A
V
E
N
U
E
OR
E
G
O
N
S
T
R
E
E
T
ME
A
D
E
A
V
E
N
U
E
MEADE AVENUE AT OREGON STREET - NE TRENCH DRAIN
OR
E
G
O
N
S
T
R
E
E
T
ME
A
D
E
A
V
E
N
U
E
01/23/2024 C7 436 of 561
CONSTRUCTION NOTES
NORTH
CONSTRUCTION CHANGE TABLE
01/23/2024 C7 437 of 561
NORTH
CONSTRUCTION CHANGE TABLE
NOTE:
01/23/2024 C7 438 of 561
CONSTRUCTION CHANGE TABLE
MEADE AVENUE AT UTAH STREET - NW CURB RETURN MEADE AVENUE AT UTAH STREET - NE CURB RETURN
MEADE AVENUE AT UTAH STREET - SW CURB RETURN MEADE AVENUE AT UTAH STREET - SE CURB RETURN NORTH
01/23/2024 C7 439 of 561
CONSTRUCTION CHANGE TABLE
MEADE AVENUE AT UTAH STREET - W SPLITTER AND EDGE ISLANDS MEADE AVENUE AT UTAH STREET - E SPLITTER AND EDGE ISLANDS NORTH
01/23/2024 C7 440 of 561
CONSTRUCTION CHANGE TABLE
MEADE AVENUE AT UTAH STREET - NW CURB RETURN
MEADE AVENUE AT UTAH STREET - NE CURB RETURN
MEADE AVENUE AT UTAH STREET - SW CURB RETURN
MEADE AVENUE AT UTAH STREET - SE CURB RETURN
MEADE AVENUE AT UTAH STREET - CENTER ISLAND CURB
ME
A
D
E
A
V
E
N
U
E
UT
A
H
S
T
R
E
E
T
UT
A
H
S
T
R
E
E
T
ME
A
D
E
A
V
E
N
U
E
ME
A
D
E
A
V
E
N
U
E
UT
A
H
S
T
R
E
E
T
ME
A
D
E
A
V
E
N
U
E
01/23/2024 C7 441 of 561
CONSTRUCTION CHANGE TABLE
CONSTRUCTION NOTES
NORTH
01/23/2024 C7 442 of 561
NORTH
CONSTRUCTION CHANGE TABLE
NOTE:
01/23/2024 C7 443 of 561
CONSTRUCTION CHANGE TABLE
MEADE AVENUE AT 30TH STREET - NE CURB RETURN
MEADE AVENUE AT 30TH STREET - SW CURB RETURN
MEADE AVENUE AT 30TH STREET - SW CURB RAMPS
MEADE AVENUE AT 30TH STREET - NE CURB RAMPS
NORTH
NORTH
ME
A
D
E
A
V
E
N
U
E
30 T
H
S
T
R
E
E
T
30 T
H
S
T
R
E
E
T
ME
A
D
E
A
V
E
N
U
E
01/23/2024 C7 444 of 561
CONSTRUCTION CHANGE TABLE
MEADE AVENUE - EAST OF OHIO STREET MEADE AVENUE - EAST OF ILLINOIS STREET NORTH
CONSTRUCTION NOTES
01/23/2024 C7 445 of 561
CONSTRUCTION CHANGE TABLE
CONSTRUCTION NOTES
NORTH
NOTE:
01/23/2024 C7 446 of 561
NORTH
CONSTRUCTION CHANGE TABLE
NOTE:
01/23/2024 C7 447 of 561
CONSTRUCTION NOTES
NORTH
CONSTRUCTION CHANGE TABLE
01/23/2024 C7 448 of 561
CONSTRUCTION CHANGE TABLE
CONSTRUCTION NOTES
NORTH
01/23/2024 C7 449 of 561
CONSTRUCTION CHANGE TABLE
NORTH
NOTE:
01/23/2024 C7 450 of 561
CONSTRUCTION CHANGE TABLE
MEADE AVENUE AT 33RD STREET - NE CURB RAMPS
MEADE AVENUE AT 33RD STREET - SW CURB RAMPS MEADE AVENUE AT 33RD STREET - SE CURB RAMPS
NORTH NORTH
NORTH
MEADE AVENUE AT 33RD STREET - NW CURB RAMPS
NORTH
01/23/2024 C7 451 of 561
CONSTRUCTION CHANGE TABLE
MEADE AVENUE AT 33RD STREET - NW CURB RETURN
MEADE AVENUE AT 33RD STREET - NE CURB RETURN
MEADE AVENUE AT 33RD STREET - SW CURB RETURN MEADE AVENUE AT 33RD STREET - SE CURB RETURN ME
A
D
E
A
V
E
N
U
E
33 R
D
S
T
R
E
E
T
33 R
D
S
T
R
E
E
T
ME
A
D
E
A
V
E
N
U
E
ME
A
D
E
A
V
E
N
U
E
33 R
D
S
T
R
E
E
T
33 R
D
S
T
R
E
E
T
ME
A
D
E
A
V
E
N
U
E
01/23/2024 C7 452 of 561
CONSTRUCTION NOTES
NORTH
CONSTRUCTION CHANGE TABLE
01/23/2024 C7 453 of 561
NORTH
CONSTRUCTION CHANGE TABLE
NOTE:
01/23/2024 C7 454 of 561
1 10-3 10-3 Mobilization / Demobilization (7%)1 LS $822,622.00 2 10-4 10-4 Progress Schedule (Critical Path Method, 1%)1 LS $117,575.00 3 10-7 10-7.05 Surveying and Construction Staking (2%)1 LS $235,049.00 4 10-31 10-31 Traffic Control and Stage Construction (5%)1 LS $587,573.00 5 13 13-11 Erosion Control per Conceptual SWPPP and NPDES General Construction Permit, including, Implementation, Maintenance, Management, and Compliance (3%)1 LS $352,524.00 6 13-12 13-12.02 Street Sweeping 24 MONTH $158,400.00
7 10-1.17 10-1.17 Furnish and Install Project Information Sign 1 EA $10,000.00 8 10-8 10-8 Clearing & Grubbing 1 LS $869,993.00
General Subtotals $3,153,736.00
9 10-9 10-9 Unclassified Excavation (surface difference Jan 2018)2,451 CY $73,530.00 10 10-9 10-9 Subgrade Preparation 28,801 SY $57,602.00
Earthwork and Grading Subtotal $131,132.00
11 10-16 10-16 Construct 4" Curb & Gutter Type G per SDPWC SDG-151, Modified per Plans 220 LF $6,600.00 12 10-16 10-16 Construct 6" Curb & Gutter Type G per SDPWC SDG-151 6,876 LF $185,652.00 13 10-16 10-16 Construct 8" Curb & Gutter Type G per SDPWC SDG-151, Modified per Plans 30 LF $1,080.00 14 10-16 10-16 Construct 6" Curb & Gutter Type H per SDPWC SDG-151 70 LF $2,310.00 15 10-16 10-16 Construct 8" Curb & Gutter Type H per SDPWC SDG-151, Modified per Plans 30 LF $1,170.00 16 10-16 10-16 Construct 6" Curb per SDPWC SDG-150 (includes 4" and 4.5" exposed curb heights)1,575 LF $36,225.00 17 10-16 10-16 Construct 8" Curb per SDPWC SDG-150, Modified per Plans 30 LF $780.00 18 10-16 10-16 Construct Type D Curbs per Caltrans Standard Plan A87A, Modified per Plans 5,555 LF $177,760.00 19 10-16 10-16 Construct 6" Median Curb Type B-1 per SDPWC SDG-154 725 LF $16,675.00 20 10-16 10-16 Construct Monolithic Curb at Back of Sidewalk 716 LF $16,468.00 21 10-16 10-16 Construct Type A Gravity Retaining Wall per SDPWC C-9 50 LF $2,100.00 22 10-16 10-16 Construct Curb Ramp (All Types) With Truncated Domes per SDPWC SDG-133 or 137, Modified per Plans 193 EA $656,200.00
23 10-16 10-16 Construct 4" PCC Sidewalk per SDPWC SDG-155, SDG-156 and SDRSD G-9, G-10 33,348 SF $200,088.00 24 10-16 10-16 Construct 6" PCC Reinforced Sidewalk per Plans 3,931 SF $58,965.00 25 10-16 10-16 Construct Concrete Cross Gutter per SDPWC SDG-157 and per Plans (All Types)10,530 SF $221,130.00 26 10-16 10-16 Construct 3' Wide Concrete Ribbon Gutter per Plans 70 SF $1,890.00 27 10-16 10-16 Construct Commercial Concrete Driveway per SDPWC SDG -163 115 SF $1,840.00 28 10-16 10-16 Construct Step at ADA Landing 5 LF $180.00 29 10-16 10-16 Construct Raised Concrete Crosswalk per Plan 2,790 SF $48,825.00 30 10-16 10-16 Construct PCC Pavement per SDPWC SDG-113 and per Plans 4 CY $1,280.00 31 10-16 10-16 Construct Type A Passage Way per Caltrans Standard Plan A88B, with Truncated Domes 270 SF $4,860.00
32 10-17 10-17 Construct 4" Integral Colored Concrete Bike Path with Keyed Joint and Thickened Edge per SDRSD G-10 and per Plans 1,735 SF $45,110.00
33 10-17 10-17 Construct 4" Integral Colored Concrete Bike Path with Keyed Joint per SDRSD G-10 and per Plans 1,685 SF $35,385.00
34 10-17 10-17 Construct Integral Colored Concrete Bike Ramp (All Types) per Plans 21 EA $54,600.00 35 10-10 10-10 Construct HMA Pavement per Plans 3,862 TON $482,750.00 36 10-11 10-11 Asphalt Overlay per Plans 8,686 SY $217,150.00 37 10-12 10-12 Furnish and Install GlasPave 25 Fabric (or Approved Equal)5,495 SY $12,363.75 38 10-14 10-14 Slurry Seal 192,000 SY $960,000.00
39 10-13 10-13 Construct Crushed Aggregate Base per Plans 53 CY $5,008.50 40 10-15 10-15 Construct Cement Treated Base 9,798 CY $1,763,640.00 41 10-17 10-17 Construct Integral Colored/Stamped Concrete per Plans 22,215 SF $555,375.00 42 10-28 10-28 Furnish and Install Demountable Post per SDPWC M-16, Black with Yellow Stripe 1 EA $950.00 Civil Improvements Subtotal $5,774,410.25
Item DescriptionPay ItemSpec SectionItem
BASE BID
GENERAL
EARTHWORK & GRADING
CIVIL IMPROVEMENTS
$36.00
$33.00
$39.00
NORTH PARK | MID-CITY BIKEWAYS
Combined Summary
CIP 1223082 (Contract 5001903)
Final Design Submittal - March 2019
Unit Total Cost
$30.00
$27.00
$822,622.00
$117,575.00
$235,049.00
$587,573.00
$352,524.00
$6,600.00
$10,000.00
$869,993.00
Unit CostQuantity
$23.00
$26.00
$32.00
$23.00
$23.00
$42.00
$3,400.00
$6.00
$15.00
$21.00
$27.00
$16.00
$36.00
$17.50
$320.00
$18.00
$26.00
$21.00
$2,600.00
$125.00
$25.00
$2.25
$5.00
$94.50
$180.00
$25.00
$950.00
$2.00
$30.00
K:\SND_TRANS\095721428 NPMC Final Design\Cost Estimate\NPMC - Final Submittal - CTB\North Park Bikeways_Combined-CTB.xlsx - Combined-all 3/14/2019 4:39 PM SHEET 1/401/23/2024 C7 455 of 561
Item DescriptionPay ItemSpec SectionItem
BASE BID
Unit Total CostUnit CostQuantity
43 10-23 10-23 Furnish and Install 8" PVC SD (DR-18)402 LF $16,080.00 44 10-21 10-21 Furnish and Install 18" RCP (2000-D Minimum)256 LF $44,800.00 45 10-25 10-25 Construct Cleanout Type A-4 per SDPWC D-9 7 EA $53,900.00 46 10-25 10-25 Construct Cleanout Type A-5 per SDPWC D-9 1 EA $9,000.00 47 10-25 10-25 Construct Curb Inlet Type B per SDPWC SDD-116 10 EA $70,000.00 48 10-25 10-25 Construct Concrete Lug per SDPWC SDD-113 2 EA $2,000.00 49 10-26 10-26 BMP Sidewalk Planter 724 LF $43,440.00
50 10-26 10-26 Impermeable Fabric (Water Stop)1,293 SY $19,395.00 51 10-26 10-26 1-1/2" Crushed Rock 205 CY $41,000.00
52 10-26 10-26 18" Bioretention Soil 268 CY $53,600.00
53 10-22 10-22 Furnish and Install 8" Perforated PVC Pipe 702 LF $28,080.00 54 10-22 10-22 Furnish and Install 8" Underdrain Cleanout Per SDPWC SDSW-101 42 EA $21,000.00 55 10-24 10-24 Rip Rap 4 CY $1,000.00
56 10-16 10-16 Construct U-Channel with Open Top 92 LF $4,554.00 57 10-26 10-26 3" Fine Aggregate Sand 44 CY $8,800.00
58 10-25 10-25 Construct Curb Inlet Type B (Modified) with Side Opening 1 EA $7,500.00 59 10-26 10-26 3" ASTM No. 8 Stone 45 CY $9,000.00
60 10-25 10-25 Construct Concrete Pipe Collar per SDPWC D-62 1 EA $2,000.00 61 10-25 10-25 Construct Cleanout Type A-7 per SDPWC D-9 2 EA $24,000.00 62 10-25 10-25 Construct Curb Inlet Type B -1 (L=15') per SDPWC SDD-116 1 EA $15,000.00 63 10-25 10-25 Construct Curb Inlet Type B -1 (L=16') per SDPWC SDD-116 1 EA $16,000.00 64 10-25 10-25 Construct Curb Inlet Type A-1 (L=15') per SDPWC SDD-115 2 EA $30,000.00 65 10-19 10-19 Construct Trench Drain with Grates per Plans (W=18")140 LF $31,500.00 66 10-19 10-19 Construct Trench Drain with Grates per Plans (W=24")79 LF $23,700.00 67 10-19 10-19 Construct Trench Drain with Grates per Plans (W=48")20 LF $29,800.00 Storm Drain System Subtotal $605,149.00
68 0 0 Relocate Existing Water Meter (By Others)10 EA $0.00 69 10-27 10-27 Furnish and Install New Water Meter Box per SDPWC SDW-113 14 EA $14,000.00 70 10-27 10-27 Install Fire Hydrant and 6" Riser per SDPWC SDW-104 3 EA $15,000.00 71 10-27 10-27 Furnish and Install 6" PVC 225 LF $22,500.00 72 10-27 10-27 City Fees for Connections to Existing Water Mains, per Plans 1 LS $48,430.08 Wet Utilities Subtotal $99,930.08
73 12-7 12-7 Replace Existing In-Pavement Bicycle Counter Inductive Loops 1 EA $2,000.00 74 12-7 12-7 Electrical and Lighting Improvements 1 LS $361,305.00 Electrical and Lighting Subtotal $363,305.00
75 12-8 12-8 Traffic Signal Modifications 1 LS $836,750.00 Traffic Signals Subtotal $836,750.00
ELECTRICAL AND LIGHTING
TRAFFIC SIGNALS
WET UTILITIES
$300.00
$1,490.00
$0.00
$1,000.00
$5,000.00
$100.00
STORM DRAIN SYSTEM
$40.00
$175.00
$7,700.00
$9,000.00
$7,000.00
$1,000.00
$60.00
$15.00
$200.00
$200.00
$40.00
$500.00
$250.00
$49.50
$12,000.00
$15,000.00
$16,000.00
$15,000.00
$225.00
$200.00
$7,500.00
$200.00
$48,430.08
$2,000.00
$361,305.00
$836,750.00
$2,000.00
K:\SND_TRANS\095721428 NPMC Final Design\Cost Estimate\NPMC - Final Submittal - CTB\North Park Bikeways_Combined-CTB.xlsx - Combined-all 3/14/2019 4:39 PM SHEET 2/401/23/2024 C7 456 of 561
Item DescriptionPay ItemSpec SectionItem
BASE BID
Unit Total CostUnit CostQuantity
76 10-22 10-22 Furnish and Install 4" PVC Sch 40 Irrigation Conduit with Tracer Wire 1,962 LF $43,164.00 77 10-22 10-22 Furnish and Install 4" Cleanout 18 EA $7,200.00 78 11-4 11-4 Planting Edger 1,050 LF $12,600.00
79 11-4 11-4 5 Gallon Shrubs 2,242 EA $123,310.00
80 11-4 11-4 1 Gallon Shrubs 2,771 EA $69,275.00
81 11-4 11-4 Surface Select Boulder 1,025 EA $1,230,000.00 82 11-4 11-4 Rock Mulch 3" to 6"33,603 SF $268,824.00
83 11-4 11-4 Rock Mulch 3/8"33,603 SF $50,404.50
84 11-4 11-4 Wood Bark Mulch 5,516 SF $4,137.00
85 12-1 12-1 Bike Rack 22 EA $55,000.00
86 10-24.13 10-24.13 Construct Sandblasted pattern Type A 659 SF $16,475.00 87 10-24.13 10-24.13 Construct Sandblasted pattern Type B 565 SF $14,125.00 88 10-24.13 10-24.13 Construct Sandblasted pattern Type C 415 SF $10,375.00 89 10-24.13 10-24.13 Construct Sandblasted pattern Type D 250 SF $6,250.00 90 10-24.13 10-24.13 Construct Sandblasted pattern Type E 591 SF $14,775.00 91 10-24.13 10-24.13 Construct Sandblasted pattern Type B 710 SF $17,750.00 92 11-4 11-4 Maintenance-Plant Establishment 39,119 SF $78,238.00 Landscape and Hardscape $2,025,932.50
93 10-29 10-29 Signing and Striping per Plans 1 LS $1,048,120.00 Striping and Signage Subtotal $1,048,120.00
Subtotal $14,038,464.83
Contingency (10%)$1,403,846.48
Total $15,442,311.31
STRIPING AND SIGNAGE
$25.00
$25.00
$25.00
$25.00
$25.00
$2.00
LANDSCAPE AND HARDSCAPE
$22.00
$400.00
$12.00
$55.00
$25.00
$1,200.00
$8.00
$1.50
$0.75
$2,500.00
$25.00
$1,048,120.00
K:\SND_TRANS\095721428 NPMC Final Design\Cost Estimate\NPMC - Final Submittal - CTB\North Park Bikeways_Combined-CTB.xlsx - Combined-all 3/14/2019 4:39 PM SHEET 3/401/23/2024 C7 457 of 561
Item DescriptionPay ItemSpec SectionItem
BASE BID
Unit Total CostUnit CostQuantity
94 10-3 10-3 Mobilization / Demobilization (7%)1 LS $67,498.27 95 10-4 10-4 Progress Schedule (Critical Path Method, 1%)1 LS $9,642.61 96 10-7 10-7.05 Surveying and Construction Staking (2%)1 LS $19,285.22 97 10-31 10-31 Traffic Control and Stage Construction (5%)1 LS $48,213.05 98 13 13-11 Erosion Control per Conceptual SWPPP and NPDES General Construction Permit, including, Implementation, Maintenance, Management, and Compliance (3%)1 LS $28,927.83 99 10-8 10-8 Clearing & Grubbing 1 LS $278,862.94
General Subtotal $452,429.91
100 10-8 10-8 Unclassified Excavation 1 LS $9,750.00
101 10-9 10-9 Subgrade Preparation 4,871 SY $9,742.00
Earthwork and Grading Subtotal $19,492.00
102 10-10 10-10 Construct HMA Pavement per Plans 1,077 TON $134,625.00 103 10-11 10-11 Asphalt Overlay per Plans 12,852 SY $321,300.00 104 10-12 10-12 Furnish and Install GlasPave 25 Fabric (or Approved Equal)3,235 SY $7,278.75 105 10-13 10-13 Construct Crushed Aggregate Base per Plans 2,248 CY $212,436.00 Civil Improvements Subtotal $675,639.75
$1,147,561.66
$114,756.17
$1,262,317.83
$16,704,629.14
Submitted by:
March 12, 2019
Megan Ulery, Kimley-Horn & Associates Date
1. Does not include acquisition of ROW or easements.
2. Does not include professional fees, development fees and permitting.
3. Does not include costs for franchise utility relocation
4. The Consultant has no control over the cost of labor, materials, or equipment, or over the Contractor's methods of determining prices or over competitive bidding or Market Conditions. Opinions of probable cost, as provided here, are made on the basis of the Consultant's experience and qualifications and represent the Consultant's judgment as a design professional familiar with the construction industry. The Consultant cannot and does not guarantee that proposals, bids, or actual construction costs will not vary from the opinion of probable cost prepared for the owner.
North Park Mid-Cities Bikeway Grand Total
Georgia-Meade Bikeway Pavement Rehabilitation Subtotal
Georgia-Meade Bikeway Pavement Rehabilitation Contingency (10%) Georgia-Meade Bikeway Pavement Rehabilitation Total (Additive Bid 'A')
CIVIL IMPROVEMENTS
ADDITIVE BID 'A'
Pavement Rehabilitation (Additive Bid 'A')
GENERAL
EARTHWORK & GRADING
$2.00
$125.00
$25.00
$2.25
$94.50
$67,498.27
$9,642.61
$19,285.22
$48,213.05
$28,927.83
$278,862.94
$9,750.00
K:\SND_TRANS\095721428 NPMC Final Design\Cost Estimate\NPMC - Final Submittal - CTB\North Park Bikeways_Combined-CTB.xlsx - Combined-all 3/14/2019 4:39 PM SHEET 4/401/23/2024 C7 458 of 561
Section 10
Street Improvements
10-1 IFB 5007027/CIP 1223082
SECTION 10
GENERAL CONSTRUCTION
10-1 GENERAL
In Sections 10 through 13 of these Special Provisions, “Standard Specifications,” shall refer to the 2018 Standard Specifications for Public Works Construction (“Greenbook”), as amended by the 2018 City of San Diego Standard Specifications for Public Works Construction (“Whitebook”), and the 2018 City of San Diego Standard Drawings for Public Works Construction. References made to design standards other than the Greenbook, including but not limited to the Caltrans Standard Plans and Specifications (2015) and the 2014 State of California Manual on Uniform Traffic Control Devices (CA MUTCD), are explicitly referenced in the sections to which they apply.
Wherever reference is made to “Standard Drawings” or “Std. Dwg.” it shall mean the 2018 City of San Diego Standard Drawings for Public Works Construction.
Wherever reference is made to “Plans,” it shall mean the Project Plans (City of San Diego Drawing Nos. 40537-1-D through 40537-396-D, inclusive). Wherever reference is made to “Traffic Control Plans” or “TCP,” it shall mean the Project Traffic Control and Stage Construction Plans (City of San Diego Drawing Nos. 40537-T01-D through 40537-T33-D, inclusive).
Unless otherwise indicated, all system installation, testing, and construction workmanship shall conform to or exceed all regulations and codes indicated in the Standard Specifications and the latest revisions of the regulations, codes and standards indicated herein.
NATIONAL
1. AASHTO, American Association of State Highway and Transportation Officials
2. ACI, American Concrete Institute
3. ANSI / AWS D12.1, Reinforcing Steel Welding Code
4. ANSI / AASHTO/AWS D1.1
5. ANSI / NFPA-70, National Electric Code
6. ANSI / TIA / EIA-568-A, Commercial Building Telecommunications Wiring Standard, October 1995
7. ANSI / TIA / EIA-569-A, Commercial Building Standard for Telecommunications Pathways and Spaces, October 1990
8. ANSI / TIA/ EIA-606, Administration Standard for Telecommunications Infrastructure, February 1993
9. ANSI / EIA / TIA-607, Commercial building Grounding and Bonding Requirements for Telecommunications
10. APA, American Plywood Association
11. AREMA, American Railway Engineering and Maintenance-of-Way Association
12. ASTM, American Society for Testing and Materials
13. FCC, Part 15, Rules and Regulations, Private Land Mobile Services
14. FCC, Part 90, Rules and Regulations, Private Land Mobile Services
15. Building Industry Consulting Services International's Telecommunications Distribution Method's Manual
16. NESC, National Electric Safety Code
17. NFA-297, Guide on Principles and Practices for Communications Systems
18. NFPA-70E, Standard for Electrical Safety Requirements for Employee Workplaces
19. NFPA-71, Central Station Signaling Systems
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20. NFPA-72, National Fire Alarm Code
21. NFPA-75, Protection of Electronic Computer Data Processing Equipment
22. NFPA-101, Life Safety Code
23. NFPA-130, Fixed Guideway Transit Systems
24. NFA-297, Guide on Principles and Practices for Communications Systems
25. NFPA-780, Standard for the Installation of Lightning Protection Systems
26. A 262 Method of Test for Fire and Smoke Characteristics
27. SSPWC, Standard Specifications for Public Works Construction
28. TIA / EIA TSB67, Transmission Performance Specifications for Field Testing of Unshielded Twisted-pair Cabling Systems
29. TIA / EIA TSB72, Centralized Optical cabling Guidelines
30. TIA / EIA TSB75, Additional Horizontal Cabling Practices for Open Offices
31. Isolator for Metals Causing Electrolytic Action: Asphalt bitumen emulsion.
STATE
The following General Orders (GO) of the California Public Utilities Commission of the State of California shall apply:
1. GO 26-D, Clearances of Railroads and Street Railroads as to Side and Overhead Structures, Parallel Tracks and Crossings
2. GO 52, Construction and Operating Power and Communication Lines for the prevention or Mitigation of Inductive Interference
3. GO 75-C, Protection of Crossings at Grade of Roads, Highways and Streets with Railroads
4. GO 95, Overhead Electric Line Construction
5. GO 128, Construction of Underground Electric Supply and Communication Systems
6. State of California Electrical Safety Orders
7. Caltrans, California Department of Transportation Standard Plans and Specifications, 2010
8. California High Voltage Electrical Safety Orders
9. State of California Industrial Safety Orders
10. State of California Building Code (CBC)
10-1.01 SEQUENCING RESTRICTIONS AND PARAMETERS
The Contractor shall conform their Order of Work to the requirements of these Special Provisions and the Construction Plans.
Contractor’s first order of work shall include, but may not necessarily be limited to: preparation and submittal of a Critical Path Schedule (Progress Schedule); preparation and submittal of a Storm Water Pollution Prevention Plan (SWPPP) and erosion control plans; preparation and submittal of a Vibration Control Plan; survey monument identification and preservation; file a pre-construction Corner Record or Record of Survey with the City of San Diego prior to any inspection by the City (The City has placed a “Tier 1” hold on the project denying inspections until such record is submitted for review and approval); prepare shop drawings and submittals; maintain an accessible pathway; the testing and inspection of existing irrigation facilities within the project work limits and submittal of a damage/deficiencies list; the preparation of areas to which utilities are to be relocated by others; the verification of traffic signal standard sizes and their procurement; procurement of other long lead-time items; and being prepared to accept delivery of and store until incorporated into the Work. 01/23/2024 C7 460 of 561
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Contractor shall submit all proposed traffic signal equipment, poles, and luminaires to the Engineer for review and approval within 10 working days of receiving Notice-to-Proceed and will order traffic signal poles, equipment, and luminaires within two weeks of approval by the Engineer and shall provide proof of such order to Engineer upon placing said order.
Contractor’s final work shall include, but may not necessarily be limited to: signing and striping; Corner Records or Records of Survey; clean up; and operational testing of all electrical equipment.
The Contractor has been provided with traffic control plans for the proposed work. The plans indicate City of San Diego approved sequencing, restrictions, and parameters for the Work. The Contractor shall schedule and stage the work as herein defined and as shown in the design plans or as approved by the City of San Diego and the Engineer. The Contractor shall bear all costs for approvals associated with modifications to the City approved traffic control plans.
1. Where the term “Substantially Complete” is used within this section for the purpose of proceeding from one construction phase to the next, it shall mean that all work at the locations in the phase is complete, as determined by the Engineer. Work that must be complete includes, but is not limited to, surface improvements, curb, gutter, sidewalk, asphaltic concrete paving, furnishings, lighting, safety improvements, and temporary or permanent signing and striping, landscape, irrigation and submission of proposed Plant Maintenance Log Sheets, asphaltic concrete overlay, and correction of all deficiencies (i.e., “Punch List” work). If work is not performed in a continuous and workmanlike manner, as determined at the sole discretion and authority of the Engineer, SANDAG reserves the right to not issue or release any new work areas to the Contractor. The Contractor shall be responsible for understanding work restrictions leading up to and during construction operations.
Days during the normal work week (Monday through Friday, excluding holidays) in which the Plans, Specifications, or City of San Diego Permit or regulations prevent or prohibit the Contractor from working on the controlling operation or operations will not be charged as working days in the Weekly Statement of Working Days.
2. All construction shall be performed in the sequence shown in the Traffic Control Plans, and per the approved schedule as described in Section 8-1.04, “Progress Schedule,” and according to the restrictions and parameters defined herein and in these Special Provisions.
3. All Work shall be identified on the Contractor’s baseline schedule described in Section 8-1.04, “Progress Schedule.” Additionally, the Contractor shall prepare a 3-week look- ahead schedule that shall be submitted to the Engineer and discussed at a weekly meeting. Each activity shall have working days assigned to the activity.
4. Unless otherwise prohibited in these Special Provisions, working hours and working zones shall be as specified on the Traffic Control Plans. Any Contractor-proposed changes to the Traffic Control Plans must first be reviewed and accepted by the Engineer, the City of San Diego, and Caltrans.
5. A written two-week notice is required for all lane closures within Caltrans right of way. 01/23/2024 C7 461 of 561
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6. The Contractor shall phase its work around the work of the other contractors within the project limits to avoid work site congestion and conflicts that could result in delays or other impacts to the other contractors.
Contractor shall refer to Section 7-6.01, “Cooperation and Coordination” of these Special Provisions for additional requirements.
The Contractor shall notify the Engineer in writing immediately if other projects are anticipated to result in a delay to the project. At the sole discretion of the Engineer, additional compensation and/or work days may be granted if the following has occurred:
a) The Contractor has notified the Engineer in writing in a timely fashion of the possible delay.
b) The Contractor has taken reasonable measures to phase its work around the other projects to minimize the amount of delay.
c) Delays to the project resulting from other concurrent projects are unavoidable and prevent the project from being completed within the time and parameters included in these Special Provisions
During the progress of the work under this Contract, work under the following contracts may be in progress at or near the job site of this Contract:
Contract
No.
County-Route-Post Mile
Location
Type of Work
TBD Robinson Avenue City of
San Diego
Bikeway project, demolition, paving, signage and
striping
TBD Intersection of Landis
Street and 30th Street
City of
San Diego
30th Street Pipeline Replacement Project
Water transmission pipeline and distribution main
replacements, and curb ramps. Reference Plans for
this intersection (38145-08-D). City to complete NE
curb ramp and FH relocation at SE corner. City of
San Diego Project Managers:
Sheila Bose
Jaime Ramos-Banuelos
619-533-5103
[email protected] [email protected]
TBD Intersection of 35th
Street and Wightman
Street
City of
San Diego
Water transmission pipeline and distribution main
replacements, including 2” mill and overlay and
temporary striping in paint from Swift Avenue to Alley
east of 35th Avenue on Wightman by City of San
Diego to precede intersection improvements under
this contract.* Estimated construction from October
2019 to February 2020. City of San Diego Project
Manager:
Gabriel Torres
619-533-4630
[email protected]
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Contract
No.
County-Route-Post Mile
Location
Type of Work
*Final work by Contractor to include slurry seal per
plan and final striping and marking.
During the course of construction work, the Contractor may request deviations from the sequencing restrictions and parameters described in this Section and in Section 10-32, “Traffic Control.” Requests shall be submitted in writing to the Engineer for review and approval. Any such request shall clearly identify the proposed sequencing or parameter deviation(s) and must be in compliance with these Special Provisions, Standard Specifications, and the Project Plans. Any such requests, if approved, shall be implemented at no cost to the Owner. The Engineer reserves the right to deny any and all such requests.
Measurement and Payment
No separate measurement will be made for the requirements of this section, as indicated in Section 5-1.05, “Order of Work,” of these Special Provisions.
Full compensation for complying with the requirements of this section, including construction of any temporary work items and traffic control required for construction, shall be considered as included in the lump sum price paid for “Traffic Control and Stage Construction” and no additional compensation will be allowed therefor.
10-1.02 OBSTRUCTIONS AND UNDERGROUND FACILITIES
Attention is directed to the provisions in Section 8-1.09, "Utility, Non-Highway, and Non-Railway Facilities,” of these Special Provisions.
The Contractor's attention is directed to the existence of certain underground facilities that may require special precautions to be taken by the Contractor to protect the health, safety and welfare of workers and of the public. Facilities requiring special precautions include, but are not limited to: overhead electrical wires; conductors of petroleum products, oxygen, chlorine, and toxic or flammable gases; natural gas in pipelines greater than 6 inches in diameter or pipelines operating at pressures greater than 60 psi (gage); AC waterlines; underground electric supply system conductors or cables either directly buried or in duct or conduit that do not have concentric neutral conductors or other effectively grounded metal shields or sheaths; underground electrical grounded metal shields or sheaths; and underground electrical conductors with potential to ground more than 300 volts.
For high risk utilities within Caltrans right-of-way a utility representative must be present whenever excavation is performed within 10 feet of the utility.
The Contractor shall notify the Engineer and
Underground Service Alert (USA) 8-1-1
Sewer: City of San Diego Wastewater (619) 515 – 3525
Electrical: San Diego Gas and Electric (SDG&E) (858) 636 – 3976 Water: City of San Diego (619) 527 – 7449
Gas: San Diego Gas and Electric (858) 636 – 6856
Phone: AT&T (619) 266 – 4651
Phone: MCI (909) 421 – 3313
Fiber Optic: Sprint (800) 659 – 9698
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Cable: COX Cable (619) 263 – 9251 ext. 5125
Level 3 (720) 888 – 2639
at least two working days, but not more than 14 calendar days, prior to performing any excavation or other work close to any underground pipeline, conduit, duct, wire or other structure.
The Contractor shall locate existing signal wires, SDG&E underground and above ground cables, irrigation lines, and other underground facilities as necessary to complete the improvements without damage to existing facilities. The Contractor shall have said facilities located and marked out by
Cable, Pipe & Leak Detection (CPL) (619) 873–1530
or other approved utility locating subcontractor familiar with utility facilities.
The Contractor shall contact the Caltrans Street Maintenance Department for Caltrans utility mark outs 14 calendar days prior to performing any excavation or other work within Caltrans right of way. The Contractor shall contact Underground Service Alert (USA) and the utility companies/agencies for public utility mark outs within Caltrans and City of San Diego right-of-way, and private property prior to construction.
13. The Contractor shall pothole all existing utilities prior to the start of digging adjacent to or above the utility. All existing utilities running parallel to the centerline of any street where digging will occur shall be potholed a minimum of two (2) times per block. All existing utilities running perpendicular to the centerline of the street where digging will occur, including all laterals shall be potholed. The Contractor shall determine the depth of all pipe and conduit that is encased in concrete and slurry; the Contractor may use a combination of destructive and non-destructive testing methods to determine the depths of pipe and conduit encased in concrete and slurry.
Existing utilities shall be potholed at all crossings of proposed utilities. The Contractor shall submit all pothole data, along with a certification of the accuracy of said data, to the Engineer for review and approval a minimum of two weeks prior to the start of any demolition work and any work to be done requiring potholing.
Any work on the underground facilities shall be coordinated with the Engineer. If the Contractor cannot protect in-place existing underground facilities, the Contractor shall replace any damaged or removed underground facilities in a timely manner as to not allow for extended delays to vehicular, pedestrian or trolley services. If the services are subject to extended delays, the Contractor shall notify SANDAG prior to the expiring of the original scheduled work time. All underground facilities located shall be as-built and included on the Contractor’s as-built drawings.
The Contractor’s attention is directed to the existence of overhead power lines, underground power lines, and signals at the locations of work. Any one or a combination of these obstructions could exist at any one location.
Some utility conduits are encased in Portland cement concrete or a cement-sand slurry backfill and extend vertically into the new asphaltic concrete and Portland cement concrete pavement structural sections. Care has been taken to identify those locations on the Plans through the search of available records, but additional locations may exist. Where concrete encasement and cement-sand slurry backfill are encountered and extend into the new pavement structural sections, the same shall be removed in a manner approved by the respective utilities to at least eight (8) inches below finished surface elevation (FSE) for asphaltic concrete pavement and ten (10) inches below finished surface elevation for Portland cement concrete pavement. CONTRACTOR SHALL BE MADE AWARE THAT 01/23/2024 C7 464 of 561
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SOME UTILITY PROVIDERS MAY CHOOSE TO PERFORM THE WORK DESCRIBED IN THIS PARAGRAPH WITH THEIR OWN FORCES; IN SUCH CASE, CONTRACTOR IS REQUIRED TO INCORPORATE THE UTILITY PROVIDER’S WORK SCHEDULE INTO THE PROJECT CONSTRUCTION SCHEDULE TO AVOID DELAYS. Following Notice to Proceed Contractor shall coordinate and meet with utility agencies listed in these Special Provisions and incorporate utility provider’s respective work schedules into the Contractor’s proposed baseline schedule. Contractor shall also include utility provider work schedules in the 3-week look-ahead schedule that shall be submitted to the Engineer and discussed at the weekly meetings. The Contractor shall coordinate with and invite the utility provider to the weekly meeting(s) when utility provider’s work will be discussed and is part of the Contractor’s 3-week look-ahead schedule. The Contractor shall coordinate with and invite each utility provider to a separate, formal pre-meeting prior to any digging to establish protocol for broken lines.
The Contractor shall exercise extreme care when completing any work above or adjacent to existing ACP waterlines. The Contractor shall submit a plan for approval by the Engineer prior to any digging operations above or adjacent to existing ACP waterlines. The plan shall include identification of shutoff locations, planned method for removal, transport, and disposal of ACP, and identification of immediate stand-by services for pipe section replacement.
Contractor shall coordinate its work with all utility relocations and adjustments (including adjustments to finished grade) required to be performed by others (i.e., utility providers or their contractors) during the course of construction. Contractor shall include the timing and duration of such work in its Progress Schedule (e.g., “utility windows”). Contractor must provide utilities with 20 working days written notice that the site has been or will be prepared; including the date preparation has been or will be complete, for all utility relocation and adjustment work to be performed by others. Contractor shall set-up a pre- construction meeting with the utility provider, SANDAG representative(s), and the City’s representative(s), for each relocation or adjustment no sooner than ten (10) working days prior to the start of the utility provider’s work.
The Contractor shall notify the Engineer within 24 hours of discovery of any existing utilities found to be in conflict with the proposed improvements that are not otherwise shown on the Plans.
For existing utility manholes, vaults, and other features to be adjusted to finished grade by utility providers, adjustment to finished grade shall occur prior to the construction of the final asphalt concrete surface lift. Contractor shall coordinate work with utility providers, such that the final asphalt concrete surface lift is constructed within seven (7) days of the construction of the initial asphalt concrete surface lift.
For utilities that the Contractor is responsible for adjusting to finished grade, the Contractor must provide 48 hours advanced notification of the work to be performed and the location to the utility providers.
For Private Electrical Vaults to be adjusted to finished grade by the Contractor, the Contractor shall submit plans detailing grade adjustment means and methods to SDG&E Liaison for review and approval. Submittal(s) by Contractor shall occur at least 20 working days ahead of the Contactor’s scheduled date to perform adjustments. Vaults shall only to be opened by SDG&E or SDG&E Contractor.
Additional utility information can be found in the report in Appendix D-1, “Existing Utility Facility Subsurface Investigation Report,” and on the Plans.
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Buried Historic Rail Facilities
The Contractor is made aware of the existence of underground historic rail facilities at Landis Street and 30th Street; these facilities include, but are not limited to rails, wooden ties and bedding rock buried under existing pavement. Should it be determined that these facilities conflict with the Work, the Contractor shall immediately notify the Engineer. The Engineer may direct the Contractor to preform additional investigation to determine the limits and nature of the conflict and direct the Contractor to remove any portions determined to conflict with the Work.
If so directed, the Contractor shall remove and dispose existing railroad tracks, including rails, wooden ties, bedding rock buried under existing pavement, and associated materials, in accordance with State and Federal waste disposal regulations and as directed by the Engineer.
Measurement and Payment
Buried historic rail facilities requiring removal will be measured by the ton for each type of material removed and disposed of offsite. Compensation for this Work shall be as specified in Section 4-1.03D, “Extra Work” of these Special Provisions.
Except as indicated in the paragraph immediately above, no separate measurement will be made for compliance with the requirements of this section.
Except as indicated above with regard to Buried Historic Rail Facilities, full Full compensation for complying with the requirements of this section, including underground location services, not otherwise provided for, shall be considered as included in the contract prices paid for various items of work involved, and no additional compensation will be allowed therefor.
10-1.03 CONSTRUCTION AREA LIGHTING
During the hours of darkness, all working areas utilized by the Contractor to perform work shall be lighted to conform to the minimum illumination intensities established by California Division of Occupational Safety and Health Construction Safety Orders.
All lighting fixtures shall be mounted and directed in a manner precluding glare to approaching traffic.
In addition, lighting fixtures shall not obscure any roadway or trolley signals.
Measurement and Payment
No separate measurement will be made for the requirements of this section.
Full compensation for complying with the requirements of this section shall be considered as included in the contract prices paid for the various items of work involved, and no additional compensation will be allowed therefor.
10-1.04 PROJECT APPEARANCE
The Contractor shall maintain a neat appearance to the work at all times. In any area visible to the public, the following shall apply:
Broken concrete and debris developed during construction operations shall become the property of the Contractor and be disposed of concurrently with its removal.
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Section 10
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10-9 IFB 5007027/CIP 1223082
No stockpiling of demolition materials or debris will be permitted within public right-of-way.
Measurement and Payment
No separate measurement will be made for the requirements of this section.
Full compensation for complying with the requirements of this section, not otherwise provided for, shall be considered as included in contract prices paid for the various items of work involved, and no additional compensation will be allowed therefor.
10-1.05 WASTE MANAGEMENT
SOLID WASTE
Do not allow litter or debris to accumulate anywhere on existing roadways, including storm drain grates, concrete debris and construction materials. All products to be included in the construction shall not be stored on sidewalks, driveways, or other locations that may impede vehicular or pedestrian traffic flow.
All material must be stored at ground level. Pick up and remove trash and debris from the work areas daily. Contractor must monitor solid waste storage and disposal procedures on the job site.
If practicable, recycle nonhazardous job site waste and excess material. If recycling is not practicable, disposal must comply with Section 7-5.01, "Disposal of Material Outside the Railway or Highway Right of Way" of these Special Provisions.
Furnish enough closed-lid dumpsters of sufficient size to contain the solid waste generated by work activities. Empty dumpsters when refuse reaches the fill line. Dumpsters must be watertight. Do not wash out dumpsters at the job site. Furnish additional containers and more frequent pickup during the demolition phase of construction.
Solid waste includes:
1. Brick
2. Mortar
3. Concrete
4. Asphalt
5. Sawdust
6. Pipe
7. Electrical cuttings
8. Non-hazardous equipment parts and metal scraps
9. Styrofoam and other packaging materials
10. Vegetative material and plant containers from planting
11. Litter and smoking material, including litter generated randomly by the public
12. Other trash and debris
Furnish and use trash receptacles at field trailers and locations where workers gather for lunch and breaks.
HAZARDOUS WASTE
For hazardous material encountered in excavation, the Contractor is directed to Section 10-9.07, “Hazardous Waste in Excavation,” of these Special Provisions. For all other hazardous waste 01/23/2024 C7 467 of 561
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encountered in or generated by all other construction activities, the Contractor is directed to this section of the Special Provisions.
Use hazardous waste management practices if waste is generated on the job site from these substances:
1. Petroleum products
2. Asphalt products
3. Concrete curing compound
4. Pesticides
5. Acids
6. Paints
7. Stains
8. Solvents
9. Wood preservatives
10. Roofing tar
11. Road flares
12. Lime
13. Glues and adhesives
14. Materials classified as hazardous by California Code of Regulations, Title 22, Division
4.5; or listed in CFR Title 40, Parts 110, 117, 261, or 302
Contractor’s Water Pollution Control (WPC) manager must oversee and enforce hazardous waste management practices. Minimize the production of hazardous materials and hazardous waste at the job site. If damaged, repair or replace perimeter controls, containment structures, and covers.
If hazardous material levels are unknown, use a laboratory certified by the Environmental Laboratory Accreditation Program (ELAP) under the California Department of Public Health (CDPH) to sample and test waste to determine safe methods for storage and disposal.
Separate potentially hazardous waste from nonhazardous waste at the job site. Hazardous waste must be handled, stored, and disposed of under California Code of Regulations, Title 22, Division 4.5, Section 66262.34; and in CFR Title 49, Parts 261, 262, and 263.
Store hazardous waste in sealed containers constructed and labeled with the contents and date accumulated under California Code of Regulations, Title 22, Division 4.5; and in CFR Title 49, Parts 172, 173, 178, and 179. Keep hazardous waste containers in temporary containment facilities under Section 13-4.03, "Materials" of the Caltrans Standard Specifications.
Furnish containers with adequate storage volume at convenient locations for hazardous waste collection. Do not overfill hazardous waste containers. Do not mix hazardous wastes. Do not allow potentially hazardous waste to accumulate on the ground. Store containers of dry waste that are not watertight on pallets. Store hazardous waste away from storm drains, watercourses, moving vehicles, and equipment.
Clean water based or oil-based paint from brushes or equipment within a contained area and in a way that does not contaminate soil, watercourses, or storm drain systems. Handle and dispose of these as hazardous waste: paints, thinners, solvents, residues, and sludges that cannot be recycled or reused.
When thoroughly dry, dispose of these as solid waste: dry, latex paint and paint cans, used brushes, rags, absorbent materials, and drop cloths.
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Dispose of hazardous waste within 90 days of being generated. Use a licensed hazardous waste transporter to take hazardous waste to a Class I Disposal Site. Submit a copy of uniform hazardous waste manifest forms within 24 hours of transporting hazardous waste.
Contractor must inspect these daily:
1. Storage areas for hazardous materials and wastes
2. Hazardous waste disposal and transporting activities
3. Hazardous material delivery and storage activities
CONCRETE WASTE
Use practices to prevent the discharge of Portland cement concrete, AC, or HMA waste into storm drain systems or watercourses.
Collect and dispose of Portland cement concrete, AC, or HMA waste at locations where:
1. Concrete material, including grout, is used
2. Concrete dust and debris result from demolition
3. Sawcutting, coring, grinding, grooving, or hydro-concrete demolition of portland cement concrete, AC, or HMA creates a residue or slurry
4. Concrete truck or other concrete-coated equipment is cleaned at the job site
SANITARY AND SEPTIC WASTE
Do not bury or discharge wastewater from sanitary or septic systems within public right of way.
Contractor must inspect sanitary or septic waste storage and monitor disposal procedures at least weekly. Sanitary facilities that discharge to the sanitary sewer system must be properly connected and free from leaks. Place sanitary facilities at least 50 feet away from storm drains, watercourse, and flow lines.
Obtain written approval from local health agency, city, county, and sewer district before discharging from a sanitary or septic system directly into a sanitary sewer system, and submit a copy to the Engineer. Comply with local health agency provisions while using an on-site disposal system.
LIQUID WASTE
Use practices to prevent job site liquid waste from entering storm drain systems or watercourses.
Liquid wastes include the following:
1. Drilling slurries or fluids
2. Grease-free or oil-free wastewater or rinse water
3. Dredgings, including liquid waste from drainage system cleaning
4. Liquid waste running off a surface including wash or rinse water
5. Other non-storm water liquids not covered by separate permits
Hold liquid waste in structurally sound, leak proof containers such as:
1. Roll-off bins
2. Portable tanks
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Liquid waste containers must be of sufficient quantity and volume to prevent overflow, spills and leaks.
Store containers:
1. At least 50 feet from moving vehicles and equipment
2. If within the floodplain, at least 100 feet from concentrated flows of storm water, drainage courses, watercourses, or storm drain inlets unless approved
3. If outside the floodplain, at least 50 feet from concentrated flows of storm water, drainage courses, watercourses, or storm drain inlets unless approved
Remove and dispose of deposited solids from sediment traps under "Solid Waste" unless the Engineer authorizes another method.
Liquid waste may require testing to determine hazardous material content before disposal.
Drilling fluids and residue must be disposed of outside the public right of way.
If an approved location is available within the job site, fluids and residue exempt under California Code of Regulations, Title 23, Section 2511(g) may be dried by evaporation in a leak proof container.
Dispose of remaining solid waste under "Solid Waste" of these Special Provisions.
If an approved location is available within the job site, fluids and residue exempt under California Code of Regulations, Title 23, Section 2511(g) may be dried by evaporation in a leak proof container.
Dispose of remaining solid waste under "Solid Waste" of these special provisions.
OFFSITE DISPOSAL
The Contractor has sole discretion on the means of hauling away the removal items. The Contractor may use Contractor’s own vehicles and employees to haul waste that is incidental to the contract. If the Contractor self-hauls waste material, he or she must designate the specific State permitted landfill or recycling facility that will be used to dispose of any waste material generated on the job. If the Contractor does not designate a State permitted disposal site, he or she shall obtain a hold harmless agreement acceptable to SANDAG from the entity accepting the waste material.
For a listing of commercial recycling services, or construction, demolition and yard waste sites, call the “I love a clean San Diego” at 1-800-237-2583 or online at www.cleansd.org/recycle .
Measurement and Payment
No separate measurement will be made for the requirements of this section.
Full compensation for waste management shall be considered included in the contract prices paid for the various items of work requiring waste management and no additional compensation will be allowed therefor.
10-1.06 CONTRACTOR STORAGE AND LAYDOWN AREA
The Contractor shall be responsible for arranging for storage of materials and identifying a laydown area and any associated costs.
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measures required to properly utilize any site(s) as a construction staging and laydown area, including installation and maintenance of additional erosion BMP measures required to prevent sedimentation runoff from the site. All temporary improvements shall be removed at the completion of construction, and no permanent improvements at the site(s) will be allowed. The Contractor shall notify the Engineer in writing and accept full responsibility and liability for use of the site(s) during the construction period, including returning it to its original condition, and neither SANDAG nor City of San Diego shall be liable for any claims resulting from Contractor’s use of site(s).
The Contractor shall prepare a construction staging area site plan indicating exact location, dimensions, fencing, paving, ingress and egress routes and other temporary measures proposed for the site(s), however, City of San Diego and the Engineer retain the rights to modify the location, shape, and access, to the site(s). The site plan shall be submitted to Engineer for review, and no work shall take place at the site(s) until the site plan has been reviewed and approved by the Engineer.
The Contractor shall limit all grading and earth-moving activities to within the project footprint. To the extent practical the construction staging area shall be located in previously disturbed and/or developed areas. All construction materials, staging, storage, dispensing, fueling, and maintenance activities shall be located in upland areas outside of sensitive habitat, and adequate measures shall be taken to prevent any potential runoff from entering jurisdictional waters. Fueling of equipment shall take place within existing paved areas. Contractor equipment shall be checked for leaks prior to operation and repaired as necessary
Contractor storage and laydown is not permitted within the Caltrans right-of-way without written approval.
The Contractor will be permitted to temporarily store materials within public right-of-way, subject to the following:
Material shall be brought onto the site on a daily basis in sufficient quantity to complete construction operations on that day. Any excess materials shall be removed from the right-of-way daily
Measurement and Payment
No separate measurement will be made for the requirements of this section.
Full compensation for complying with the requirements of this section shall be considered as included in the contract prices paid for the various items of work involved, and no additional compensation will be allowed therefor.
10-1.07 SITE CONDITIONS AND ACCESS
Contractor shall arrange a meeting on-site with the Engineer a minimum of 48 hours in advance of the start of construction and examine the job-site areas and conditions under which work of this section will be performed. The Contractor shall notify the Engineer in writing, within 24 hours following the on-site meeting, of all discrepancies between the existing site conditions and those shown on the contract drawings. Contractor’s failure to provide written notification to the Engineer will indicate that no discrepancies exist.
All project sites shall be ADA accessible through public right of way.
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The Contractor shall schedule the work so as to prevent damage by all traffic, including but not limited to, mail delivery, street sweeping, trash pickup, and residents. Contractor is to maintain access to adjacent properties at all times. Disruption to these business activities shall be kept to a minimum.
The Contractor shall communicate with each property owner/tenant affected by its operations prior to the start of work. Contractor shall hand deliver notification letters seventy-two (72) hours in advance of starting any work to all property addresses within the project limits. Obtaining the appropriate addresses shall be the Contractor’s responsibility. In addition, the Contractor shall maintain a proactive relationship with the area merchants and inform them on a weekly basis of the construction schedule to keep them informed of ongoing and upcoming work and assure that impacts to their businesses are kept at a minimum throughout the contract period. The Contractor’s proposed method for informing area merchants on a weekly basis shall be submitted to the Engineer for review and approval and shall at a minimum include either weekly meetings with each merchant or a weekly construction bulletin for distribution to all area merchants.
Contractor shall hand deliver a second notification letter seventy-two (72) hours in advance of all full and partial street closures to all property addresses within the project limits. For a full street closure, all residences and/or businesses on the affected street or alley shall be notified. For partial street closures, or curb, sidewalk and driveway repairs, the residences and/or businesses directly affected by the work shall be notified.
The second notification shall be hand delivered and shall state the date and time the work will begin and its anticipated duration. The notification shall list two telephone numbers that may be called to obtain additional information. One number shall be the Contractor’s permanent office or field office and the other number shall be a 24-hour number answered by someone who is knowledgeable about the project. An answering machine shall not be connected to either number. The notification shall also give a brief description of the work and simple instructions to the residents or business owners on what they need to do to facilitate the construction. The Contractor shall submit the contents of the notification to the Engineer for approval. Notices shall not be distributed until approved by the Engineer.
The Contractor shall not resurface a street on its scheduled trash pick-up day. The Contractor is responsible for coordinating, notifying, and making necessary arrangements for the through travel, detour and/ or rescheduling with the following agencies prior to construction taking place:
a. City of San Diego Police
b. Fire Department, Dispatch
c. Unites States Post Office
d. Trash Disposal Company
e. School District
f. MTS
Access shall be maintained to all driveways unless other arrangements are made.
Bike lanes shall remain open whenever possible. Vehicles shall not park in the bike lane without proper traffic control.
Pedestrian access must be maintained to all businesses during business hours and during all phases of construction and meet ADA requirements. If full sidewalk closure is required during a phase of construction the Contractor shall provide an alternate ADA path through the construction zone.
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The Contractor shall maintain an accessible corridor that provides at least one safe path of travel for all pedestrians on each side of the street at all times for the duration of the project. Pedestrian corridor shall be a nominal width of 6' whenever feasible and shall conform to ADA guidelines. It shall not be less than 48" wide at a single point of contact of obstruction. Accessible pedestrian path shall connect with facilities, residences and businesses throughout the project area. Equipment, debris, construction material or vehicles shall not obstruct the pedestrian path.
No parked vehicles can obstruct blue curb parking spaces unless permitted by the city's engineer.
A temporary pedestrian pathway shall be installed and maintained until a permanent accessible pedestrian pathway is completed and opened to pedestrian traffic.
Temporary closure of designated pedestrian routes and crossings shall be allowed only when flaggers are present and safely directing pedestrians around hazards.
In Section 12-4.04B, replace all paragraphs with:
The walkway must be surfaced with HMA or PCC. The surface must be skid resistant and free of irregularities.
Maintain walkways in good condition. Keep walkways clear of obstructions.
Add the following to 12-7.03 – Construction:
Any change in level within the pedestrian path, which exceeds ¼” height, must be leveled at 45 degrees, maximum. Closed trenches, temporary paving surfaces, walking surfaces and steel plates shall have a smoothly finished, firm walking surface made even with surrounding walkways.
If a portion of the pedestrian path is rerouted due to construction, the path of travel shall be clearly defined with temporary fences or barricades that are adequate to prevent the intentional or accidental entry of pedestrians from all sides of hazardous excavations. Construction barriers shall be maintained in a sound, neat and clean condition.
Paths of travel that do not continue to the next corner or to a safe crosswalk shall be closed to pedestrian traffic. Signs a minimum of 36”x36” must be posted stating the sidewalk is closed.
Pedestrian access corridors shall be clearly delineated with cones or barricades, as accepted by the Engineer. If a crosswalk is closed, curb ramps leading into that crosswalk must be barricaded in such a manner that walkways that are not closed remain accessible.
Contractor shall maintain pedestrian access to traffic signal pedestrian buttons at all times. Pedestrian signal activation shall be provided during construction. If a curb ramp is removed, Contractor shall provide a temporary asphalt curb ramp which conforms to ADA guidelines.
Caution tape shall not be used by itself to delineate the path of travel or create a barricade.
After construction, the site shall be returned to its former condition, or new condition as required.
All temporary pedestrian facilities shall be in compliance at all times with ADA requirements. Any temporary facilities determined by the Engineer to not be in compliance with ADA requirements shall be corrected immediately before any other work may proceed within or adjacent to the area of ADA non-compliance.
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Measurement and Payment
No separate measurement will be made for the requirements of this section.
Full compensation for complying with the requirements of this section shall be considered as included in the contract prices paid for the various items of work involved, and no additional compensation will be allowed therefor.
10-1.08 PROTECTION OF EXISTING FACILITIES
1. Preservation of Property
Contractor shall maintain access to adjacent properties at all times per Section 10-1.07 of these Special Provisions.
Contractor shall construct painted white 4’ x 6’ plywood signs with black lettering indicating ‘Open for Business’ for each business affected by the construction work. The signs shall be clearly visible and maintained for the duration of construction activities affecting each business. Each business or residence affected shall receive an individual sign. Payment for signage and coordination with existing businesses and residences shall be included in the lump sum price for Traffic Control and Stage Construction.
The Contractor shall communicate in advance with each property owner/tenant affected by its operations prior to the start of work per Section 10-1.07 of these Special Provisions.
2. Protection
The Contractor shall protect existing work which is to remain in place, that is to be reused, or which is to remain the property of the owner by temporary covers, shoring, bracing, and supports. Items which are to remain or are to be salvaged which are damaged during the performance of the work shall be repaired to their original condition or replaced with new by the Contractor at no additional cost to the owner. Do not overload structural elements. Provide new supports and reinforcement for existing construction weakened by demolition or removal work.
The Contractor shall protect all services and utilities which are to remain. Where removal of existing building structures, utilities, sidewalk, pavers and pavement is specified or indicated, provide approved barricades, temporary covering of exposed areas, and temporary services or connections for utilities.
The Contractor shall use extra caution in the excavation adjacent to existing utilities. Existing high voltage electrical lines and communications lines are present in the area. Existing water mains and gas lines shall remain in operation during construction and the Contractor shall utilize extreme caution in the protection in place of these utility lines during excavation for the installation and compaction of structural soil.
Measurement and Payment
No separate measurement will be made for the requirements of this section.
Full compensation for complying with the requirements of this section shall be considered as included in the contract prices paid for the various items of work involved, and no additional compensation will be allowed therefor.
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10-1.09 SOUND CONTROL
Sound control (noise control) shall conform to the provisions in Section 7-1.01J, “Sound Control Requirements,” of these Special Provisions. This requirement in no way relieves the Contractor from responsibility for complying with local ordinances regulating noise levels.
The Contractor shall comply with all relevant City of San Diego noise control requirements, noise/sound levels, and permissible hours of operation. Permits from the City of San Diego may be required in order to be in compliance with the local municipal code. Obtaining permits, including permit fees, shall be the responsibility of the Contractor. The Contractor shall comply with the permitting requirements of the City.
Further, this section applies to equipment on the project or associated with the project, including trucks, transit mixers, stationary equipment, and transient equipment.
A Noise Control Plan shall be prepared by the Contractor and submitted to the Engineer in conformance with Section 5-1.02, “Plans, Working Drawings, and Submittals” of these Special Provisions. The plans shall identify reasonable and feasible methods of mitigating night time construction noise. As a minimum, the following items shall be considered in the Noise Control Plan:
Enclosures around noise-producing stationary sources. Selection of low sound level equipment and the lowest acoustic height for performing tasks. Alternatives to standard backup beepers.
Specially quieted equipment.
Performance of construction vehicle maintenance off-site between 7:00 a.m. and 7:00 p.m. Limit delivery of materials (with the exception of concrete) to between 7:00 a.m. and 7:00 p.m.
Coordinate with SANDAG is required regarding distribution of public notification and complaint response procedures to the community no less than 30 days prior to the start of construction.
Contractor shall provide SANDAG the planned work, the hours of construction, and the procedures for handling public complaints and inquiries. A contact number for the project site manager should be included with each notification to expedite the handling of complaints or other inquiries. Contact Brandy Sweitzer, Senior Public Outreach Officer, SANDAG, (619) 699-7313, at [email protected].
Measurement and Payment
No separate measurement will be made for the requirements of this section.
Full compensation for complying with the requirements of this section shall be considered as included in the contract prices paid for “Mobilization/Demobilization” and shall include full compensation for complying with all relevant City of San Diego noise control requirements, preparation of a Noise Control Plan, noise mitigation measures, obtaining permits, permit fees, and furnishing all labor, materials, tools, and equipment and incidentals and for doing all work involved in implementing the requirements of this section and no additional compensation will be allowed therefor.
10-1.10 DUST CONTROL
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The Contractor shall carry out effective measures to abate dust whenever and as often as necessary to prevent its operation from producing dust in amounts damaging to property, businesses, public and quasi-public areas, cultivated vegetation, domestic animals, or causing a nuisance to persons living or occupying buildings in the vicinity.
The Contractor shall be responsible for any damage resulting from any dust originating from its operations. Dust abatement measures shall be continued until the Contractor is relieved of further responsibility by the Engineer.
Measurement and Payment
No separate measurement will be made for the requirements of this section.
Full compensation for complying with the requirements of this section shall be considered as included in the contract prices paid for the various items of work and no additional compensation will be allowed therefor.
10-1.11 SUBMITTALS
Submittals and Shop Drawings shall be made in accordance with Section 5-1.02, “Plans, Working Drawings, and Submittals” of these Special Provisions.
Submit manufacturers’ catalog data, cut sheets, and certifications as appropriate for all Contractor furnished materials for approval by the Engineer.
The contactor shall submit a complete list of required submittals for approval by the Engineer. Attention is directed to Section 5-1.02, “Plans, Working Drawings, and Submittals” regarding additional requirements.
Measurement and Payment
No separate measurement will be made for the requirements of this section.
Full compensation for complying with the requirements of this section shall be considered as included in the contract prices paid for various items of work involved and no additional compensation will be allowed therefor.
10-1.12 MATERIAL DELIVERY AND INSTALLATION
The Contractor shall coordinate and schedule the loading, hauling, unloading, and setting of the material and equipment with the Engineer. The Contractor shall be responsible for preparing plans for traffic detours and obtaining permits to move oversized material and equipment on roads and highways.
Measurement and Payment
No separate measurement will be made for the requirements of this section.
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Full compensation for complying with the requirements of this section shall be considered as included in the contract prices paid for various items of work involved and no additional compensation will be allowed therefor.
10-1.13 QUALITY ASSURANCE
The Contractor shall work in accordance with the plan submitted and approved under Section 5-1.24, “Contractor’s Quality Control (CQC) Plan.”
Measurement and Payment
No separate measurement will be made for the requirements of this section.
Full compensation for complying with the requirements of this section shall be considered as included in the contract prices paid for various items of work involved and no additional compensation will be allowed therefor.
10-1.14 PERMITS AND RIGHT-OF-WAY REQUIREMENTS
All permits and laydown staging areas needed for performance of the Work shall be obtained by the Contractor.
Contractor shall also be responsible, including payment of all fees, for obtaining traffic control permits, noise permits, and tree removal permits from the City of San Diego in accordance with the City’s established standards as to when such permits are required.
Measurement and Payment
No separate measurement will be made for the requirements of this section.
Full compensation for complying with the requirements of this section shall be considered as included in the contract prices paid for various items of work involved and no additional compensation will be allowed therefor.
10-1.15 GROUND WATER AND DEWATERING
Work shall consist of dewatering as needed for the various items of work shown on the Plans, the Standard Specifications, and as specified in these Special Provisions.
The Contractor is advised of the potential for a high level of ground water in certain portions of the project area. The ground water levels should be expected to fluctuate in response to tide, rainfall runoff, nearby irrigation, leaks in water, sewer, or storm drain pipes, and/or changes in nearby extraction patterns.
The Contractor shall conform to local municipal standards for disposal of ground water from dewatering. Discharge to either the sewer or storm drain will require initial and periodic analysis by the Contractor as required by the permit and may require pretreatment and/or removal of contamination.
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Contractor shall immediately notify the Engineer in writing. The Contractor will be responsible for obtaining all required permits for disposal of ground water prior to discharging water.
The Contractor is responsible for obtaining permits, pumping and treating water and discharge monitoring. The Contractor shall discharge at all times in compliance with the discharge authorization.
Treated water and discharge volumes shall be measured using a totalizing flow meter.
Measurement and Payment
No separate measurement will be made for the requirements of this section.
Full compensation for complying with the requirements of this section shall be considered as included in the contract prices paid for various items of work involved and no additional compensation will be allowed therefor.
10-1.16 SHORING EXCAVATIONS
Shoring (bracing) of excavations shall be in accordance with Section 48 of the Standard Specifications, these Special Provisions, and all applicable Federal, State and municipal laws, rules, orders, and regulations.
The manner of bracing excavations shall be as set forth in the rules, orders, and regulations of the Division of Industrial Safety of the State of California. Prior to commencing excavation 5 feet in depth or greater and into which a person will be required to descend, the Contractor shall first obtain a permit to do so from the Division of Industrial Safety.
Shoring shall be in compliance with the following minimum requirements and all applicable requirements as set forth by the Federal, State and local governments.
1. Shoring is considered to be adequate sheeting, shoring, bracing, or equivalent method for (1) protection of life and limb which shall conform to applicable safety orders; (2) protection of existing underground and above-ground private and public improvements; and (3) the remedy of any and all conditions encountered, regardless of depth, (including, but not limited to trench sloughing, pavement separation, etc.) during the construction of the Project.
2. The Contractor shall take appropriate measures when trenching adjacent to existing utilities (i.e., sewer and water mains, storm drain, and conduits) to prevent the existing utility trench from sloughing into the new trench excavation. The wall of the new trench may be adjacent to the edge of the existing trench and, therefore, may contain loose material. The Contractor is required to use adequate shoring or other protective construction measures as required by field conditions to prevent damage to pavement outside the trench width and to prevent sloughing of the trench wall.
3. The Contractor shall be responsible for any sloughing and damage to the road surface or other utilities that may occur. It shall be the Contractor’s responsibility to repair any damaged pavement or utilities as a result of the sloughing.
4. If sheeting is used to support the excavated trench, the sheeting shall be removed by the Contractor, and no such sheeting will be permitted to remain in the trench. When field conditions, the type of sheeting, or methods of construction used by the Contractor are such as 01/23/2024 C7 478 of 561
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to make the removal of sheeting impracticable, the Engineer may permit portions of the sheeting to be cut off to a specified depth and remain in the trench.
5. Should the bracing system utilize steel H-beams or piles or other similar vertical supports, driving of aid vertical supports will not be permitted except for the last 4 feet. The vertical supports shall be placed in holes drilled to a depth of 4 feet above the proposed bottom of pile, except where this procedure is impracticable. The vertical support may then be driven to the required depth, not to exceed 4 feet. During the drilling and driving operations, the Contractor shall take care to avoid damage to utilities.
6. At locations where the drilling of such holes is impracticable because of the existence of rocks, running sand, or other similar conditions, and provided said impracticability is demonstrated to the satisfaction of the Engineer by actual drilling operations by the Contractor, the Engineer may, upon request of the Contractor, accept the use of means other than drilling for the purpose of placing the vertical support. Such other means, however, must be of a nature which will accomplish, as nearly as possible, the purpose of the drilling, namely, the prevention of damage to existing surface or subsurface improvements, both public and private. All costs for this work shall be included in the prices bid for the items involved.
Measurement and Payment
No separate measurement shall be made for complying with the requirements of this section.
Full compensation for shoring excavations and complying with the provisions of this section shall be considered as included in the contract prices paid for the various items of work and no additional compensation will be allowed therefor.
10-1.17 PROJECT INFORMATION SIGN
The Contractor shall furnish and install four (4) Transit Construction (Vertical) TransNet Project Information Signs (30”x36”). See Appendix D-2, “TransNet Signage Guide,” for sign details.
Contractor shall submit shop drawings for review by the Engineer prior to furnishing signs. Signs shall be installed ten (10) working days prior to the start of construction.
The one Transit Construction (Horizontal) Project Information Signs shall be installed TBD in advance of the project. The four (4) Transit Construction (Vertical) Project Information Signs shall be installed at the following locations:
1. Meade Avenue and Park Boulevard
2. Meade Avenue and 43rd Street
3. Landis Street and Texas Street
4. Landis Street and Chamoune Avenue
All project information signs will be located within the City right-of-way. Final sign locations shall be determined in a field visit with the contractor and SANDAG Engineer prior to placement by the contractor.
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All TransNet Project Information signs must be manufactured by the SANDAG preferred vendor and accepted by SANDAG Communications staff prior to production. Signs shall be fabricated by Myers & Sons / Hi-WAY SAFETY, Inc. or approved equal.
Any requests to relocate project information signs for the convenience of the Contractor shall be submitted to the Engineer for review and acceptance.
Measurement and Payment
“Furnish and Install Project Information Sign” shall be measured for payment by each. The Contract unit price for “Furnish and Install Project Information Sign” shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals, and for doing all of the work involved in furnishing and placing the project information signs, complete in place, as shown on the Plans and specified in these Special Provisions. All TransNet Project Information signs must be manufactured by the SANDAG preferred vendor and accepted by SANDAG Communications staff prior to production.
10-1.18 TEMPORARY PAVING
Unless permanent pavement is placed immediately, temporary bituminous resurfacing shall be placed and maintained at locations determined by the Engineer wherever excavation is made through pavement or sidewalk. In sidewalk areas the temporary bituminous resurfacing shall be at least 1-inch thick; in all other areas it shall be at least 2-inches thick. At major intersections and other critical locations, resurfacing shall be at least 4-inches thick. Temporary resurfacing shall be placed as soon as the condition of the backfill is suitable to receive it and shall remain in place until the condition of the backfill is suitable for permanent resurfacing.
The bituminous mixture used for temporary trench resurfacing shall conform to Class D2 asphalt concrete mixture in 203-6.4.3; and bitumen conforming to grade SC-800 liquid asphalt in the Slow Curing Product table, 203-2.4. The mixture may be furnished from stockpiles or directly from the plant and may be laid cold, at the option of the Contractor. Prior to placing temporary resurfacing, the Contractor shall level and compact the backfill on which the surfacing is to be placed. The grade of the backfill on which the resurfacing is to be placed shall be such as to provide the full thickness of temporary resurfacing specified. The temporary resurfacing shall be placed, rolled, maintained, and removed and disposed of by the Contractor.
Temporary trench resurfacing and subgrade shall be compacted with a minimum 1½ ton roller.
Measurement and Payment
No separate measurement shall be made for complying with the requirements of this section.
Full compensation for furnishing, placing, maintaining, removing, and disposing of temporary resurfacing materials in compliance with the provisions of this section shall be considered as included in the contract prices paid for the various items of work and no additional compensation will be allowed therefor.
10-2 WORK TO BE DONE
The work to be done consists of the construction of the North Park Mid-City Phase I bikeways and associated public right-of-way improvements in both the City of San Diego and Caltrans Right-of-Way:
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Construction of traffic circles and other traffic calming devices, bike lanes, pavement replacement and rehabilitation along Meade Avenue, Landis Street and Robinson Street.
The work generally includes, but is not limited to, the following and includes all labor, material, equipment, and transportation necessary to complete the project as shown on the project plans and as described in the specification:
Mobilization; surveying and construction staking; removal and salvage or disposal of existing improvements; electrical improvements; concrete paver mock-up; sawcutting; excavation and grading; installation of new water laterals, fire hydrants and appurtenant facilities; installation and relocation of drainage facilities, trench drains; installation of curb, gutter and sidewalk, pedestrian ramps, cross-gutter, colored concrete paving, installation of asphaltic concrete (A.C.) pavement and cement treated base; installation of aggregate base or crushed aggregate base under specific project features; pavement milling and A.C. overlay; pavement striping & marking, traffic signal modifications; pedestrian and street lighting modifications; traffic control and stage construction; landscape planting; protection and restoration of existing improvements; and, other miscellaneous items necessary to complete the work.
All items of work are to be constructed or finished and installed in a complete and satisfactory manner in accordance with the plans and specifications. Such other items or details not mentioned above, that are required by the plans, Standard Specifications, or these Special Provisions, shall be performed, placed, constructed or installed in order to assure a complete installation of the improvements.
Further, the plans may contain some work items that are not specifically reflected in the requested bid proposal. Payment for these work items are to be considered included in the various lump sum or unit cost prices contained herein.
Any deviation from the Plans, Standard Specifications, Standard Drawings, and these Special Provisions must first be approved in writing by the Engineer.
10-3 MOBILIZATION / DEMOBILIZATION
Mobilization / Demobilization shall consist of preparatory work and operations, including, but not limited to, those necessary for the move-on and move-off operations of personnel, labor, equipment, supplies, and incidentals to the Project Site; for the establishment of all offices, storage yards, buildings, hook-up and disconnects for utility services, and other facilities necessary for work on the Project; and for all other work and operations including the application for and acquiring of permits from other agencies, which must be performed or costs incurred prior to beginning work on the various items of work on the Project Site.
Staging and stockpiling of equipment and materials shall be within the limits of work as shown on the plans or within the Contractor’s designated laydown area located outside limits of work, unless otherwise approved by the Engineer and City of San Diego.
Measurement and Payment
“Mobilization / Demobilization” will be measured for payment as a lump sum.
“Mobilization / Demobilization” shall conform to the provisions in Section 9, “Payment,” of the Caltrans Standard Specifications (2015).
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10-4 PROGRESS SCHEDULE
Contractor shall submit a Progress Schedule prepared in accordance with Section 8-1.04, “Progress Schedule” of these Special Provisions for the review and acceptance of the Engineer prior to commencing work on the project. In addition to the requirements of Section 8-1.04, said Progress Schedule shall clearly demonstrate compliance with maintaining existing business, access and with the approved Traffic Control Plan.
The Progress Schedule shall include, but is not limited to: those items listed as first and final orders of work in Section 10-1.01, “Sequencing Restrictions and Parameters” of these Special Provisions; demolition and salvage or disposal; underground utility work; utility site preparation and relocation “windows” for utilities to be adjusted or relocated by others; construction of curb, gutter, and sidewalk; procurement, delivery, and installation of traffic signals, street lighting, and signage; construction of a transit station, including delivery and installation of prefabricated station shelters, signage; fiber optic cable submittals and delivery dates; installation of storm water retention systems; all paving and placement of aggregate base; signing and striping; landscape and irrigation; punch list completion; and, electrical, traffic signal, and communications systems operational testing.
Engineer acceptance of said Progress Schedule must be obtained at least two weeks prior to commencement of work on the project, except for survey monument identification and preservation activities by the Contractor’s Land Surveyor and migratory bird and occupied raptor nest surveys by the Contractor’s Biological Consultant, which may commence upon issuance of a “Notice to Proceed” by the Owner.
The Contractor shall also observe all SANDAG and City Holidays.
Designated Holidays
Holiday Date observed
New Year's Day January 1st
Martin Luther King Jr. Day 3rd Monday in January
President’s Day 3rd Monday in February
Cesar Chavez Day March 31st
Memorial Day Last Monday in May
Independence Day July 4th
Labor Day 1st Monday in September
Veterans Day November 11th
Thanksgiving Day 4th Thursday in November
Day after Thanksgiving 4th Friday in November
Christmas Day December 25th
The contractor must arrange all construction work to avoid performing work that requires inspection, including traffic control, during these days. SANDAG and City holidays are not considered working days.
Progress Schedule shall be prepared, submitted, and reviewed in accordance with the requirements set forth in Section 8-1.04, “Progress Schedule” of these Special Provisions.
In addition to the above Progress Schedule, Contractor shall provide a “3-Week Look Ahead” for review and discussion at weekly construction progress meetings. 01/23/2024 C7 482 of 561
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Measurement and Payment
Payment for “Progress Schedule (Critical Path Method)” shall be in accordance with the “Payment” provisions in Section 8-1.04, “Progress Schedule” of these Special Provisions.
Full compensation for “3-Week Look Ahead” schedules shall be considered as included in the contract prices paid for the various items of work and no additional compensation will be allowed therefor.
10-5 ENVIRONMENTAL REQUIREMENTS
SANDAG is the lead Agency for the Project Environmental Impact Report and is responsible for project mitigation measures.
The Construction Manager will provide a qualified biologist who will monitor all construction activities when construction is occurring in, or adjacent to, sensitive habitat or areas suitable for special status species; and the biologist shall be granted the authority to stop work if it deviates from accepted plans and mitigation measures. The qualified biologist shall ensure that construction staging, equipment, and fencing are not directing wildlife towards roadways or urban areas and that some functional wildlife movement is maintained in situations where construction may bisect contiguous habitat. The biologist shall possess relevant expertise for the affected resources and shall be accepted by SANDAG.
The Contractor shall employ Best Available Control Technology (BACT) during construction such as:
1. Recycle construction debris to the maximum extent feasible.
2. Plant shade trees where feasible.
SANDAG shall perform a preconstruction survey for burrowing owls and special status plant and animal species with potential to occur. If survey results are positive, then the Construction Management team’s qualified biologist shall prepare a plan for the avoidance or mitigation of potential impacts to the burrowing owls or special status species identified during the survey to the satisfaction of SANDAG and CDFW (“the plan”). The plan shall include feasible measures for the avoidance and/or mitigation of potential impacts to burrowing owl or special status species identified during the preconstruction survey. If off-site mitigation is required, SANDAG shall perform off-site mitigation in accordance with the requirements set forth in BIO-5.
If human or nonhuman remains are found, the Contractor shall immediately notify the Engineer and suspend construction in the vicinity of the discovery. In such case, SANDAG shall determine if the remains discovered are human or non-human. Discovered human remains and/or burial goods remaining in the ground shall be protected from additional disturbances. In the event that the human remains are discovered to be Native American, SANDAG shall contact the NAHC so that a Most Likely Descendent can be identified as required under California Public Resources Code §5097.98. Through coordination with SANDAG, the Most Likely Descendent will determine the ultimate disposition of the human remains in compliance with all applicable local, state, and federal laws. Whenever possible, areas in which Native American remains and/or burial goods are discovered shall be avoided and placed into protected open space.
Measurement and Payment
No separate measurement shall be made for complying with the requirements of this section. 01/23/2024 C7 483 of 561
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Full compensation for complying with all work required in this section shall be considered as included in the contract price paid for the various items of work and no additional compensation will be allowed therefor.
10-6 VIBRATION CONTROL PLAN
Contractor shall develop a Vibration Control Plan prior to the start of construction. The plan shall establish measures that reduce construction vibration, where feasible, below the threshold of vibration annoyance (72 vibration decibels [VdB] at building façades) and do not exceed 90 VdB feet at building façades. The plan shall include a pre-construction survey to document the existing condition of all sensitive-receptor structures within 100 feet of the construction area. The plan shall also include vibration monitoring to ensure the construction vibration does not exceed 90 VdB at building facades.
The plan shall identify the duration of monitoring, proposed monitoring equipment, procedures for minimizing any exceedances of the vibration annoyance threshold to the extent feasible, reporting mechanisms, and follow-up procedures. Where feasible, demolition, earth-moving and ground- impacting operations shall be performed during non-overlapping phases.
The Vibration Control Plan shall be submitted to the Engineer for review and acceptance prior to any Work on the project that potentially creates vibration in exceedance of the above requirements.
Measurement and Payment
No separate measurement shall be made for complying with the requirements of this section.
Full compensation for complying with all work required in this section shall be considered as included in the contract price paid for “Mobilization/Demobilization” the various items of work and no additional compensation will be allowed therefor.
10-7 SURVEYING AND CONSTRUCTION STAKING
10-7.01 GENERAL
All field construction surveying required for accurate location of the various items of work on the contract shall be furnished by the Contractor.
Prior to beginning construction operations in the field, the Contractor shall tie out all such project control monuments for use in reconstructing project control monuments lost or disturbed during construction.
Survey notes of control ties shall be submitted to the Engineer prior to starting construction operations in the field. All monument preservation shall be performed in accordance with Section 2-9.1 of the Standard Specifications and these Special Provisions. See Section 10-1.01 for requirements regarding the pre-construction Corner Record or Record of Survey.
The Contractor shall notify the Engineer, in writing, 24 hours in advance of any construction staking.
The Contractor shall file a Corner Record Form referencing survey monuments subject to disturbance in the Office of the County Surveyor prior to the start of construction and also prior to the completion of construction for the replacement of survey monuments. The Contractor shall not disturb survey monuments, lot stakes (tagged), or bench marks without the consent of the Engineer. The Contractor shall bear the expense of replacing any that may be disturbed without permission. Replacement shall be done only under the direction of the Engineer by Registered Land Surveyor or a Registered Civil Engineer authorized to practice land surveying within the state. When a change is made in the finished 01/23/2024 C7 484 of 561
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elevation of the pavement of any roadway in which a permanent survey monument is located, the Contractor shall adjust the monument cover to the new grade within 7 days of finished paving unless otherwise specified.
10-7.02 SURVEY SERVICE
The Contractor shall hire and pay for the services of a Licensed Land Surveyor, hereinafter Surveyor, to perform all work necessary for establishing control, construction staking, laser leveling, records research and all other surveying work necessary to construct the work, provide surveying services as required herein, and provide surveying, drafting and other professional services required to satisfy the requirements of the Land Surveyors Act.
10-7.03 SUBMITTAL OF SURVEYING DATA
All surveying data submittals shall conform to the requirements of Section 5-1.02.2, “Submittals,” of these Special Provisions. The Contractor shall submit six copies of grade sheets to the Engineer prior to commencing work in the area affected by the grade sheets. The Contractor shall submit field notes for all surveying required herein to the Engineer within ten days of performing the survey when requested. All surveying field notes, grade sheets and survey calculations shall be submitted in bound form on 81/2” by 11” paper or electronic format. The field notes, calculations and supporting data shall be clear and complete. Supporting data shall include all maps, affidavits, plats, field notes from earlier surveys and all other evidence used by the Surveyor to determine the location of the monuments set.
The field notes and calculations shall be labeled with name of the Surveyor, the party chief, the field crewmembers and the author of the field notes or calculations. They shall be annotated with the date of observation or calculation, be numbered with consecutive page numbers and shall be readable without resort to any electronic aid, computer program or documentation for any computer program. The field notes shall be prepared in conformance with the Caltrans “Surveys Manual.” The Contractor shall have a Record of Survey prepared by the Surveyor and file it in conformance with §§ 8700 - 8805 of the State of California Business and Professions Code when the Surveyor performs any surveying that such map is required under § 8762 of the State of California Business and Professions Code and whenever the Surveyor shall establish, set or construct any permanent survey monument. SDRSD M- 10 type monuments, bolts, spikes, leaded tacks and nails (when set in concrete), iron pipes, reinforcing steel and all monuments and marks that are at, or accessory to, property corners and street centerlines are permanent survey monuments. The Record of Survey shall show all monuments set, control monuments used, the basis of bearings and all other data needed to determine the procedure of survey and the degree of accuracy attained by the field surveying including the unadjusted ratio of closure.
The unadjusted ratio of closure shall not exceed 1 part in 40,000. The record of survey shall show the location and justification of location of all permanent monuments set and their relation to the street right-of-way. Record(s) of Survey(s) shall be submitted for the Engineer’s review and approval before submittal to the County Surveyor and before submittal to the County Recorder.
10-7.04 SURVEY REQUIREMENTS
Stakes shall be set at offsets approved by the Engineer at no greater intervals than specified in TABLE 10-7.4(A) as measured along the project stationing. Stakes shall be set to show the location and grade of future curbs adjacent to traffic signal locations where the curb is not being built as a part of this contract. Staking and marking shall be completed by the Surveyor before the start of construction in the area marked. Centerline monuments shall have the disk stamped with the date the monument was set and the registration number of the Surveyor. Habitat mitigation sites and other areas to be preserved that are shown on the plans shall be staked and flagged prior to the start of any other activities within 01/23/2024 C7 485 of 561
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the limits of the work. Results shall be approved by the Engineer prior to placement of finished surfaces.
SEE NEXT PAGE
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TABLE 10-7.4(A)
MINIMUM SURVEY REQUIREMENTS FOR CONSTRUCTION STAKING
Feature Staked Stake
Description
Centerline or Parallel to
Centerline Spacing,
Lateral
Spacing ,
Setting Tolerance
(Within)
Street
Centerline
SDRSD M-
10 Monument
1000’, Street
Intersections, Begin and
end of curves, only when
shown on the plans
On street
centerline
0.02’ Horizontal, also
see section 2-9.2.1
herein
Clearing Lath in soil,
painted line
on PCC &
AC surfaces
lath - Intervisible, 50’ on
tangents & 25’ on
curves, Painted line -
continuous
at clearing
line
1’ Horizontal
Slope RP + Marker
Stake
Intervisible and 50’ Grade Breaks
& 25’
0.1’ Vertical &
Horizontal
Fence RP + Marker
Stake
200’) on tangents, 50’
on curves when R
1000’ & 25’ on curves
when R 1000’
N/A
(constant
offset)
0.1’ Horizontal
Rough Grade
Cuts or Fills
33’
RP + Marker
Stake
50’ N/A 0.1’ Vertical &
Horizontal
Final Grade
(includes top of:
Basement soil,
subbase and
base)
RP + Marker
Stake, Blue-
top in
grading area
50’ on tangents &
curves when R 1000’ &
25’ on curves when R
1000’
22’ 3/8” Horizontal & 1/4”
Vertical
Asphalt
Pavement
Finish Course
RP, paint on
previous
course
25’ or as per the
intersection grid points
shown on the plan
whichever provides the
denser information
edge of
pavement,
paving pass
width, crown
line & grade
breaks
3/8” Horizontal & 1/4”
Vertical
Drainage
Structures,
Pipes & similar
Facilities,
RP + Marker
Stake
intervisible & 25’,
beginning and end, BC &
EC of facilities, Grade
breaks, Alignment
breaks, Junctions, Inlets
& similar facilities, Risers
& similar facilities (except
plumbing), Skewed cut-
off lines
as
appropriate
3/8” Horizontal & 1/4”
Vertical
Curb RP + Marker
Stake
25’, BC & EC, at ¼,
½ & ¾ on curb returns
& at beginning & end
(constant
offset)
3/8” Horizontal & 1/4”
Vertical
Traffic Signal Vertical locations shall be
based on the ultimate
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TABLE 10-7.4(A)
MINIMUM SURVEY REQUIREMENTS FOR CONSTRUCTION STAKING
Feature Staked Stake
Description
Centerline or Parallel to
Centerline Spacing,
Lateral
Spacing ,
Setting Tolerance
(Within)
elevation of curb and
sidewalk
Signal Poles &
Controller
RP + Marker
Stake
at each pole & controller
location
as
appropriate
3/8” Horizontal & 1/4”
Vertical
Junction Box RP + Marker
Stake
at each junction box
location
as
appropriate
3/8” Horizontal & 1/4”
Vertical
Conduit RP + Marker
Stake
50’ on tangents &
curves when R 1000’ &
25’ on curves when R
1000’ or where grade
0.30%
as
appropriate
3/8” Horizontal & when
depth cannot be
measured from
existing pavement 1/4”
Vertical
Minor Structure
RP + Marker
Stake + Line
Stake
for catch basins: at
centerline of box, ends of
box & wings & at each
end of the local
depression
as
appropriate
3/8” Horizontal & 1/4”
Vertical (when vertical
data needed)
Abutment Fill RP + Marker
Stake + Line
Stake
50’ & along end slopes
& conic transitions
as
appropriate
0.1’ Vertical &
Horizontal
Wall RP + Marker
Stake + Line
Point
+Guard
Stake
50’ and at beginning &
end of: each wall, BC &
EC, layout line angle
points, changes in footing
dimensions &/or elevation
& wall height
as
appropriate
1/4” Horizontal & 1/4”
Vertical
Major Structure
Footings, Bents,
Abutments &
Wingwalls
RP + Marker
Stake + Line
Point
+Guard
Stake
10’ to 33’ as required by
the Engineer, BC & EC,
transition points & at
beginning & end.
Elevation points on
footings at bottom of
columns
as
appropriate
3/8” Horizontal & 1/4”
Vertical
Superstructures RP 10’ to 33’ sufficient to use
string lines, BC & EC,
transition points & at
beginning & end.
Elevation points on
footings at bottom of
columns
as
appropriate
3/8” Horizontal & 1/4”
Vertical
Miscellaneous
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TABLE 10-7.4(A)
MINIMUM SURVEY REQUIREMENTS FOR CONSTRUCTION STAKING
Feature Staked Stake
Description
Centerline or Parallel to
Centerline Spacing,
Lateral
Spacing ,
Setting Tolerance
(Within)
Contour
Grading
RP + Marker
Stake
50’ along contour
line
0.1’ Vertical &
Horizontal
Utilities , RP + Marker
Stake
50’ on tangents &
curves when R 1000’ &
25’ on curves when R
1000’ or where grade
0.30%
as
appropriate
3/8” Horizontal & 1/4”
Vertical
Channels, Dikes
& Ditches
RP + Marker
Stake
intervisible & 100’, BC
& EC of facilities, Grade
breaks, Alignment
breaks, Junctions, Inlets
& similar facilities
as
appropriate
0.1’ Horizontal & 1/4”
Vertical
Signs RP + Marker
Stake + Line
Point
+Guard
Stake
At sign location Line point 0.1’ Vertical &
Horizontal
Subsurface
Drains
RP + Marker
Stake
intervisible & 50’, BC &
EC of facilities, Grade
breaks, Alignment
breaks, Junctions, Inlets
& similar facilities, Risers
& similar facilities
as
appropriate
0.1’ Horizontal & 1/4”
Vertical
Overside Drains
RP + Marker
Stake
longitudinal location At beginning
& end
0.1’ Horizontal & 1/4”
Vertical
Markers RP + Marker
Stake
for asphalt street
surfacing 50’ on
tangents & curves when
R 1000’ & 25’ on
curves when R 1000’.
At marker
location(s)
1/4” Horizontal
Railings &
Barriers
RP + Marker
Stake
At beginning & end and
15 m (50’) on tangents &
curves when R 300m
(1000’) & 7.5m (25’) on
curves when R 300m
(1000’)
at railing &
barrier
location(s)
3/8” Horizontal &
Vertical
AC Dikes RP + Marker
Stake
At beginning & end as
appropriate
0.1’ Horizontal &
Vertical
Box Culverts 10’ to 33’ as required by
the Engineer, BC & EC,
transition points & at
beginning & end.
Elevation points on
footings & at invert
as
appropriate
3/8” Horizontal & 1/4”
Vertical
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TABLE 10-7.4(A)
MINIMUM SURVEY REQUIREMENTS FOR CONSTRUCTION STAKING
Feature Staked Stake
Description
Centerline or Parallel to
Centerline Spacing,
Lateral
Spacing ,
Setting Tolerance
(Within)
Pavement
Markers
RP 200’ on tangents, 50’ on
curves when R 1000’ &
25’ on curves when R
1000’ for PCC surfaced
streets lane cold joints
will suffice
at pavement
marker
location(s)
1/4” Horizontal
Staking for feature may be omitted when adjacent marker stakes reference the offset and elevation of those features and the accuracy requirements of the RP meet the requirements for the feature Reference points shall be sufficiently durable and set securely enough to survive with accuracy intact throughout the installation & inspection of the features or adjacent facilities for which they provide control. RP means reference point for the purposes of this table Perpendicular to centerline.
Some features are not necessarily parallel to centerline but are referenced thereto Multi-plane surfaced features shall be staked so as to provide line & grade information for each plane of the feature
means greater than, or equal to, the number following the symbol. means less than, or equal to, the number following the symbol.
The cut datum for storm drainage & sanitary sewer pipes & similar structures shall be their invert.
The cut datum for all other utilities shall be the top of their pipe or conduit.
TABLE 10-4.4(B)
SURVEY STAKE COLOR CODE FOR CONSTRUCTION STAKING
*Flagging and marking cards, if used.
Type of Stake Description Color*
Horizontal Control Coordinated control points, control lines, control reference points, centerline, alignments, etc.
White/Red
Vertical Control Bench marks White/Orange
Clearing Limits of clearing Yellow/Black
Grading Slope, intermediate slope, abutment fill, rough grade, contour grading, final grade, etc.
Yellow
Structure Bridges, sound and retaining walls, box culverts, etc. White Drainage, Sewer,
Curb
Pipe culverts, junction boxes, drop inlets, headwalls, sewer lines, storm drains, slope protection, curbs, gutters, etc.
Blue
Right-of-Way Fences, R/ W lines, easements, property monuments, etc. White/Yellow Miscellaneous Signs, railings, barriers, lighting, etc. Orange
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10-7.05 LINE AND GRADE
All work shall conform to the lines, elevations, and grades shown on the Plans. Three consecutive points set on the same slope shall be used together so that any variation from a straight grade can be detected. Any such variation shall be reported to the Engineer. In the absence of such report, the Contractor shall be responsible for any error in the grade of the finished work. Grades for underground conduits will be set at the surface of the ground. The Contractor shall transfer them to the bottom of the trench. Finished surfaces in all cases shall conform to the lines, grades, cross-sections and dimensions shown on the approved Bid and Contract Documents. Deviations from the approved documents and working drawings shall in all cases be determined and authorized in writing by the Engineer.
10-7.06 MEASUREMENT AND PAYMENT
Surveying and Construction Staking will be measured for payment as a lump sum.
The contract lump sum price paid for “Surveying and Construction Staking” shall include full compensation for all labor, materials, tools, equipment, and incidentals, and for doing all required for “Surveying and Construction Staking” to complete the project per the Plans and these Special Provisions, replacing all existing property corners, monuments and well monuments, filing and recording necessary record of survey maps including fees and layout of the work and no additional compensation will be allowed therefor.
10-8 CLEARING, GRUBBING AND SAWCUT PAVEMENT
10-8.01 DESCRIPTION OF WORK
Clearing and grubbing shall be performed in accordance with Section 300-1 of the Standard Specifications and as directed by the Engineer. Prior to any demolition and removal, Contractor shall sawcut existing improvements to neat, clean lines as shown on the Demolition Plans.
The Contractor shall perform, at a minimum, those sawcuts identified as “Sawcut (Asphalt and Concrete)” on the Demolition Plans and as directed by the Engineer. All sawcuts by the Contractor shall be considered included in the unit price paid for “Clearing and Grubbing” and the various bid items and no additional compensation shall be allowed therefor.
The Contractor shall prevent sawcut slurry discharges to gutters, storm drains, and watercourses. The Contractor shall shovel, absorb or vacuum the slurry residue from the pavement or gutters and remove from the site at the end of the day or job (whichever is sooner).
All materials to be removed and disposed of by the Contractor shall become the property of the Contractor. The Contractor has sole discretion on the means of hauling away the removal items and is obligated to dispose of such materials in accordance with all applicable laws, regulations, and ordinances. The Contractor may use Contractor’s own vehicles and employees to haul waste that is incidental to the contract. If the Contractor self-hauls waste material, he or she must designate the specific State permitted landfill or recycling facility that will be used to dispose of any waste material generated on the job. If the Contractor does not designate a State permitted disposal site, he or she shall obtain a hold harmless agreement acceptable to SANDAG.
Certain existing improvements shall be abandoned, demolished, removed, disposed, stored, salvaged, reconstructed, and/or relocated as shown on the Plans. Items and materials not scheduled for re-use, relocation or re-installation within the project limits shall become the property of the Contractor and 01/23/2024 C7 491 of 561
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shall be immediately loaded into trucks and removed from the site and legally disposed of off-site in accordance with the provisions of Section 10-1.05, “Waste Management,” and Section 7-5.01, “Disposal of Material Outside the Railway or Highway Right of Way,” of these Special Provisions.
The Contractor shall not dispose of the improvements or materials therefrom by sale, gift, or in any manner whatsoever to the general public at the site, provided, however, that this provision shall not be construed as limiting or prohibiting the sale or disposal of such improvements or materials at the site to duly licensed contractors, and provided that the Contractor verifies that all such materials have been removed from the site.
To the maximum extent practicable, recycle nonhazardous job site waste and excess material. If recycling is not practicable, disposal must comply with Section 7-5.01, "Disposal of Material Outside the Railway or Highway Right of Way" of these Special Provisions.
Excavated materials determined to contain aerially deposited lead or other hazardous materials, which have special requirements for disposal, shall be disposed of in accordance with Section 10-9.07, “Hazardous Waste in Excavation,” of these Special Provisions.
For a listing of commercial recycling services, or construction, demolition and yard waste sites, call “I love a clean San Diego” at 1-800-237-2583, or online at www.cleansd.org/recycle .
The demolition and construction work shall be performed in accordance with Section 10-1.01, “Sequencing Restrictions and Parameters” of these Special Provisions.
In addition to the above items, Clearing and Grubbing shall include, but not limited to, the following items as shown on the Plans or specified in these Special Provisions:
A. Removal of existing asphaltic concrete pavement sections, including asphaltic concrete and aggregate base materials (excluding milling for asphalt concrete overlay).
B. Removal of thermoplastic pavement markings.
C. Removal of PCC pavement, PCC curb, PCC curb and gutter, PCC sidewalks, PCC curb ramps, including aggregate base material.
D. Removal of trees, shrubs, stumps, trash, debris barricade, vegetation in the pavement cracks or curb lines, whether or not specifically indicated on the Plans or otherwise shown to be protected or relocated.
E. Deleterious materials resulting from Clearing and Grubbing operations shall be hauled away and legally disposed of at a site obtained by the Contractor.
F. Removal and disposal of any additional items not specifically mentioned which may be found within the work limits.
G. Applying water.
H. Dust Control.
I. Maintenance of project appearance.
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J. Clean-up of project upon completion of work.
K. Clearing tree roots 6” below sidewalk (root pruning), where tree roots are the cause of damage to existing sidewalks or may damage new improvements
L. Tree trimming.
M. Tree protection.
N. Removal of underground structures.
O. Removal and salvage of existing fire hydrant assemblies and breakaway spools.
P. Removal and disposal of interfering portions of underground utility conduit and appurtenances and the filling with 2-sack cement sand slurry and plugging each end of the conduit with a 6” thick minor concrete wall of abandoned conduits.
Measurement and Payment
“Clearing and Grubbing shall be measured for payment as a lump sum.
The contract lump sum price paid for “Clearing and Grubbing” shall include full compensation for all labor, materials, tools, equipment, and incidentals, and for doing all work involved in clearing and grubbing, including but not limited to watering, dust control, transportation, demolition, removal, salvage, root pruning (including contractor-paid Certified Consulting Arborist), hauling and /or disposal or recycling and associated fees, permits and permit fees, performing abandonments, demolition, removals, storing, salvaging, disposal, sawcutting, adjustments to grade, relocations, and reconstructions of existing facilities, and no additional compensation will be allowed therefor.
Schedule of Values
The Contractor shall provide a Schedule of Values for constructing the communication system Clearing and Grubbing for review by the Engineer within 15 days of contract award. The Schedule of Values shall include, but not be limited to, each separate item of work specified in the plans and listed in the table below and must include type, size, and installation method for each item of work. The Schedule of Values will be used to determine progress payments to the Contractor and shall provide the basis of payment for work beyond what is shown on the Plans. Unit prices for each item of Work shall be included in the Schedule of Values submitted. Unit of measure on a lump sum basis shall not be included in the Schedule of Values.
SCHEDULE OF VALUES – CLEARING AND GRUBBING
Item of Work Unit
Remove Landscaping/Plantings and Irrigation Systems SF
Install and Maintain Tree Protection Fence LF
Sawcut LF
Remove Aggregate Base – All Thickness SF
Dust Control SF
Remove and Dispose of Asphalt Pavement and Aggregate Base * SF Remove and Dispose of Concrete Sidewalk and Aggregate Base * SF 01/23/2024 C7 493 of 561
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Item of Work Unit
Remove and Dispose of Concrete Driveway and Aggregate Base * SF Remove and Dispose of Concrete Median and Aggregate Base * SF Remove and Dispose of Concrete Cross Gutter and Aggregate Base * SF Remove and Dispose of Concrete (All Types) and Aggregate Base * SF Remove and Dispose of Concrete Curb and/or Curb and Gutter and Aggregate Base * LF
Remove and Dispose of Mow Curb LF
Remove and Dispose of Tree EA
Remove and Dispose of Vegetation SF
Remove and Dispose of Rock Swale SF
Remove and Dispose of Wooden Barricade and Foundations EA Remove and Dispose of Handrail and Foundations LF
Remove and Dispose of Bollard and Foundation EA
Remove and Salvage Pavers (Contractor to Coordinate with Engineer) SF Remove and Salvage Historical Stamp EA
Abandon Existing Storm Drain Pipe LF
Remove and Dispose Existing Storm Drain Pipe LF
Remove and Dispose Existing Storm Drain Structures EA
Remove and Salvage Water Facilities EA
Adjust Existing Manhole to Grade EA
Adjust Existing Valve Cover to Grade EA
Adjust Existing Manhole to Grade EA
* All Thicknesses
10-9 UNCLASSIFIED EXCAVATION
All excavation, grading, hand-digging, export, backfill, and re-compaction necessary to obtain the finished grades as shown on the Plans and cross sections shall be considered “unclassified excavation” and shall be done in accordance with Section 300-2 and 301 of the Standard Specifications, and as directed by the Engineer. Excess materials shall become the property of the Contractor and shall be removed from the site.
A geotechnical report has been prepared for this project by Ninyo & Moore Geotechnical & Environmental Science Consultants titled “Geotechnical Evaluation,” dated September 11, 2018, and the “Addendum to Geotechnical Evaluation,” letter dated December 10, 2018 and may be found in Appendix D-3. This geotechnical report is for information only and the Contractor may use it at their sole risk. The Contractor may perform their own below ground surface investigation of the site, subject to all County and City permitting, and at the Contractor’s expense. Nothing in this paragraph shall be construed as meaning the Contractor shall not review the Geotechnical Report for reference and general information.
Section 4216/4217 of the Government Code requires a dig alert identification number be issued before a “Permit to Excavate” will be valid. To obtain a “Dig Alert” I.D. number, call Underground Service Alert toll free at 8-1-1 or 1-800-422-4133 two working days before digging.
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The Contractor will be required to grade for the new improvements in accordance with the Standard Specifications. If material must be imported to make finish subgrade, the Contractor may use Class 2 aggregate base and the cost of supplying and placing this material shall be considered included in the various bid items and no additional compensation will be allowed therefor.
The Contractor is responsible to locate all existing utilities that might be disturbed or damaged from the Contractor’s operation. The cost of this work, including removal and disposal of excess material, is considered included in the various bid items and no additional compensation shall be allowed therefor.
10-9.01 CEQA COMPLIANCE – CULTURAL RESOURCES
In the event of a discovery of archaeological remains, the Contractor shall temporarily divert trenching, excavation, or grading in the area of discovery and immediately notify the Resident Engineer of said discovery and action taken. A qualified archaeologist (“archaeological monitor”) provided by SANDAG shall visit the site and immediately notify SANDAG by phone of any discovery, and shall submit written documentation via fax or email to SANDAG within 24 hours of the discovery, with photos of the discovery in context, if feasible. The archaeological monitor (and Native American representative, if applicable) shall evaluate the significance of the discovery and discuss its significance determination with SANDAG. The archaeological monitor shall notify SANDAG in writing of its significance determination, any additional mitigation requirements if the resource is determined to be significant, and indicate that no further work is required upon completion of any additional mitigation requirements.
No additional mitigation requirements shall be performed without written approval from SANDAG.
Trenching, excavation, grading, or other activities with the potential to adversely affect a significant discovery shall not resume until all mitigation requirements have been satisfied and SANDAG provides written notice to resume.
If the discovery is not significant, the archaeological monitor shall inform SANDAG in writing of its determination. The archaeological monitor shall also indicate in writing that no further work is required for a discovery that is not significant. When required, discoveries shall be documented, analyzed, and curated, in compliance with applicable provisions of the City of San Diego Historical Resources Guidelines and the State Office of Historical Preservation Guidelines for the Curation of Archeological Collections. If human remains are discovered, all work in the area of discovery shall cease and the procedures required by state law shall be followed (PRC §5097.98, HSC §7050.5).
Contractor shall provide 5 working days’ notice to the Engineer of any work in the locations listed above that require continuous archaeological monitoring.
10-9.02 EARTHWORK AND SITE PREPARATION
Excavated soils may be re-used as compacted subgrade material provided they are suitable per the requirements of these Special Provisions. Excavated materials may be re-used as compacted subgrade provided they are free from organic material, contaminated material, clay lumps and rocks or debris greater than 4 inches in diameter. Excavation into cobble soils may generate oversized materials that may not be suitable for use as backfill. These may be broken into pieces that are 4 inches or smaller in diameter or disposed of offsite. Fill materials shall be free from organic and otherwise deleterious materials. Fill materials shall be free from environmental contamination.
Unsuitable material shall become the property of the Contractor and shall be legally disposed of offsite.
10-9.03 GRADING AND COMPACTED FILL
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Prior to scarification, the Contractor shall have existing soil field tested to determine the laboratory optimum moisture content. In areas outside limits of the proposed roadway structural section, the exposed ground surface shall be scarified to a depth of approximately 8 inches and watered or dried, as needed, to achieve required moisture content generally near the laboratory optimum. The scarified materials shall be compacted to minimum 90 percent of their modified Proctor density as evaluated in accordance with ASTM D 1557.
In walkway areas, the Contractor shall place compacted sub-grade to the elevation of the underside of the walkway as shown in the Plans, details and cross-sections.
Prior to placement of additional compacted fill material following a delay in the grading operations, the exposed surface of previously compacted fill shall be prepared to receive fill based on Engineer evaluation. Preparation may include scarification, moisture conditioning, and recompaction.
Excavated soils may be re-used as compacted subgrade material provided they are suitable per the requirements of these Special Provisions. Fill soils shall be free of organic material, contaminated material, clay lumps, and rocks or debris greater than 4 inches in diameter. Cobbles or rock chunks, if generated during excavation, shall be broken into acceptably sized pieces or disposed of off-site.
Pockets of expansive materials (expansion index greater than 50) may be encountered. Expansive materials, if encountered, shall be removed from the site. Unsuitable material shall become the property of the Contractor and shall be legally disposed of, offsite.
Imported fill soils shall be free of trash, debris, roots, vegetation, or deleterious materials. Imported fill material shall be granular soil with a very low to low expansion potential (i.e., an EI of 50 or less as evaluated by ASTM D 4829) that are free of organic material, clay lumps, debris, and rocks greater than approximately 6 inches. Imported materials shall meet the Caltrans (2003) and American Concrete Institute (ACI) 318 criteria for non-corrosive soils (Corrosive soils are defined as the soils with electrical resistivities less than 1,000 ohm-cm, more than 500 parts per million [ppm] chlorides, more than
0.1 percent sulfates, or a pH less than 5.5).
10-9.04 IMPORTED BORROW
Imported borrow shall be granular material with a low potential for expansion as evaluated by ASTM D 4829 and a low corrosivity potential. Imported borrow shall comply with Section 19-7, “Borrow Materials,” of the 2015 Caltrans Standard Specifications.
Measurement and Payment
No separate measurement will be made for complying with the requirements of this section.
Full compensation for imported borrow work shall be included in the lump sum price paid for “Unclassified Excavation,” and no separate payment shall be made therefor.
10-9.05 SURPLUS MATERIAL
Surplus material shall be in accordance with Section 300-2.6, “Surplus Material” of the Standard Specifications.
Measurement and Payment
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Full compensation for surplus material work and disposal of surplus excavated material, shall be included in the lump sum price paid for “Unclassified Excavation,” and no separate payment shall be made therefor.
10-9.06 NOT USED
10-9.07 HAZARDOUS WASTE IN EXCAVATION
General
It is not anticipated that the Contractor will encounter contaminated soils, asbestos, or hazardous waste in excavations. If the Contractor does encounter hazardous waste in excavation, as defined by Section 25117 of the Health and Safety Code and pursuant to Section 5-1.23, “Removal of Asbestos and Hazardous Substances” of these Special Provisions, the Contractor shall immediately notify the Engineer in writing and shall have its Safety Representative prepare a Health and Safety Plan (HSP) in accordance with all applicable Federal and State laws, regulations, and standards for the safe removal, handling, and legal disposal of said material. Said Plan shall be submitted to the Engineer within three (3) days of the discovery by Contractor of such materials.
Excavation in the immediate area of the suspected hazardous material shall be suspended until the Engineer authorizes it to be resumed.
Health and Safety Plans
Prior to site mobilization, the Contractor’s Site Health and Safety Manager (SHSM) shall prepare the Health and Safety Plan (HSP). The plan shall provide policies, information, requirements, and guidelines to be followed while conducting excavation activities, temporary stockpiling/storage, reuse, handling, and disposal of waste from the site. The HSP should be prepared in accordance with the Federal and State Occupational Safety and Health Administration Hazardous Waste Operations and Emergency Response (HAZWOPER) Standards: 29 CFR 1910.120 and 8 CCR Section 5192.
The HSP shall provide for contingencies and be structured to handle a variety of situations that may arise, but be concise enough so that site workers understand the hazards and are able to follow the procedures to reduce the level of risk. The employees within the exclusion zone shall be trained through an OSHA approved HAZWOPER 40 Hour Training class or have a HAZWOPER refresher course within one year prior to the date the work is to be performed; and possess a certificate showing successful completion of the HAZWOPER training. OSHA accepted HAZWOPER training shall conform to all Federal, State, and Local requirements (including those specified in 29 CFR 1910.120. In addition, workers shall have additional hands-on training in use of the Personal Protective Equipment required for their jobsite(s) in accordance with 29 CFR 1910.120. Appropriate management personnel should have eight-hour supervisor training. Additional training should be required for personnel engaged in specialized tasks, as appropriate.
Contractor field personnel and sub-contractors should be required to review the HSP and provide written acknowledgement of their review and understanding of the plan and willingness to abide by its requirements. In addition, the Contractor’s SHSM, or designee, should perform a daily tailgate safety meeting held at the beginning of each workday to discuss relevant task-specific safety issues.
Soil Excavation
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The Contractor shall be responsible for excavation, handling, possible reuse and/or off-site disposal, and temporary stockpiling of materials in accordance with project specifications, the Health and Safety Plan (HSP), the Chemical Hygiene and Safety Plan (CHSP), the Soil and Groundwater Management Plan (SGMP), and the applicable local, state, and federal statutes, regulations, and guidelines.
Excavation and handling of wastes and/or soil impacted with wastes shall be done in a manner that prevents the release of contamination to other on-site and off-site areas. The Engineer or designee shall observe excavation activities, and use field observations and appropriate field screening procedures and indicators to identify and guide the Contractor in segregating the wastes, should they be encountered.
Segregation and Stockpiling
Should potentially contaminated soil and/or groundwater be encountered during earthwork, the Contractor shall notify the Engineer in writing, as noted above, for assistance with segregation prior to continuing further excavation activities in that area. The Contractor shall coordinate with the Engineer to identify and segregate “potentially contaminated,” “contaminated” and “clean” soils/materials into separate stockpiles as follows:
“Potentially Contaminated” Soils/Materials Stockpile: These are soils and/or materials that may not be obviously contaminated based on field observations or may only be minimally contaminated. Analytical testing to evaluate the stockpile for on-site/off-site reuse or off-site disposal will be required as directed by the Engineer.
“Contaminated” Soils/Materials Stockpile: These are soils and/or materials that, based on field observations such as content and other factors such as odors and discoloration, are likely contaminated.
Analytical testing to evaluate the stockpile for possible off-site disposal options will be required as directed by the Engineer.
“Clean” Soil/Materials Stockpile: These are soil and/or materials that are not suspected to be contaminated based on the type of material encountered and lack of visual or field screening indicators of contamination. Analytical testing to evaluate the stockpile for potential reuse or disposal options may be required as directed by the Engineer.
Should contamination be encountered in the construction area, the excavated soils/materials will be considered a contaminated substance unless determined otherwise by analytical testing. The Contractor should excavate, load, and transport potentially contaminated and contaminated soils to pre-determined, on-site stockpile staging area.
Soil Reuse or Disposal
Should potentially contaminated or contaminated soil and/or waste be encountered, it shall be segregated, stockpiled, sampled, and analyzed as described in the (SGMP and directed by the Engineer.
The analytical results should be utilized to make one of the following determinations for on-site reuse, off-site reuse, or disposal:
The soils/materials are suitable for on-site reuse. However, if there is excess material or on-site reuse is not an option, these may be considered for unrestricted off-site disposal,
The soil/materials are suitable for unrestricted off-site disposal based on regulatory requirements, e.g., the Regional Water Quality Control Board’s (RWQCB) Resolution No. R9-2007-0104 Conditional Waiver No. 8, specifically Section 8.II.F., or 01/23/2024 C7 498 of 561
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The soils/materials are not suitable for on-site reuse and shall be disposed of off-site at an appropriate facility. The analytical results should be utilized to classify the soil as a nonhazardous, California hazardous, or RCRA hazardous waste.
Approval shall be obtained from the Engineer prior to the on-site reuse of potentially contaminated or contaminated soil and/or waste.
Transport and Disposal
Transporters and disposal facilities used must be appropriately licensed and/or permitted and properly insured. The management of the transportation and disposal of wastes to the appropriate treatment and disposal or recycling facilities should be the responsibility of the Contractor. The Contractor or Environmental Professional should prepare waste profiles and manifests for review and signature by the City, and then forward them to the appropriate disposal/recycling facility for acceptance. The Contractor should schedule shipments of wastes after notice of acceptance and at the direction of the City.
Vehicles and vessels entering the site for loading of wastes slated for disposal shall be tracked by the Contractor as directed by the Engineer, as necessary, and decontaminated prior to their departure from the site. The Contractor shall take measures to avoid materials being tracked off-site.
Hazardous wastes transported off-site for disposal shall be performed in accordance with Department of Transportation (DOT) Hazardous Material Transportation regulations 49 CFR Parts 171 and 180, 40 CFR Part 262, Subpart B, and Title 22 CCR Section 66262, which involve packaging, placarding, labeling, and manifesting requirements. Hazardous wastes transported should also have appropriate certification notices per 40 CFR Par 268 and Title 22 CCR Section 66268. Personnel having the required DOT- training should perform DOT-related functions, if required. Wastes that have been characterized as non-hazardous and do not exhibit the DOT hazard class characteristics (i.e., explosives, gases, flammable/combustible liquids, flammable solids/spontaneously combustible materials/dangerous when wet materials, oxidizers and organic peroxides, toxic materials and infectious substances, radioactive materials, and corrosive materials) are not regulated under DOT rules for hazardous materials transportation.
Documentation
If potentially contaminated soil and/or waste are encountered, the Engineer or designee shall prepare a report summarizing monitoring activities, site observations, locations and extents/volumes of materials excavated, volumes of materials reused on-site or disposed off-site, placement locations of reused materials, and information regarding the discovery, location, characterization, handling, and disposition of waste/impacted soils. The report should be signed by the project Environmental Professional’s registered professional (e.g., Professional Geologist, Professional Engineer).
In addition, the report shall include the following information:
An estimate of the volume of material in each stockpile,
A description of the sampling methodology and sample location/selection process,
A plot plan detailing the stockpile and sample locations,
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A copy of the sample results, chain-of-custody documents, and quality assurance/quality control supporting data,
A summary of the laboratory results of the stockpile sampling,
Statistical calculations for all stockpiles greater than 20 cy,
Placement location, if the materials were reused on site,
An accounting of the materials transported and disposed of off-site, including weight tickets and waste manifests, and
Health and safety monitoring records, including air monitoring analytical data and procedures used to mitigate odors and dust.
Measurement and Payment
“Unclassified Excavation” shall be measured for payment as a lump sum.
The contract lump sum price paid for “Unclassified Excavation” shall include full compensation for all excavation, disposal, all site preparation, unclassified fill, borrow excavation, grading, compaction, field testing, imported borrow, export, backfill, subgrade preparation, export, hand-digging, backfill, re-compaction, disposing of surplus material, stockpiling, hauling it to its final location, labor, materials, tools, equipment and all incidental work, and no additional compensation shall be made therefor.
Unclassified Excavation will not include “Hazardous Waste in Excavation.”
10-10 HOT MIX ASPHALTIC (HMA) CONSTRUCT PAVEMENT SECTIONS
Pavement structural sections shall be in accordance with City of San Diego standard drawing SDG-113 “Pavement Design Standards Schedule ‘J’” and related sections of the Standard Specifications, and may include any combination of the following materials: hot mix asphaltic concrete (HMA or AC), cement treated base (CTB), Portland cement concrete (PCC), and Type “F” asphaltic concrete (AC).
Contractor may use any combination of the above pavement materials to meet the requirements of the City of San Diego standard drawing SDG-113 “Pavement Design Standards Schedule ‘J’”, including full depth asphaltic concrete (AC) pavement sections, AC over CTB, and/or Type “F” AC over PCC.
Asphaltic Concrete (AC) shall comply with Section 39 of the 2015 2018 Caltrans Standard Specifications including but not limited to requirements, specifications, quality, and acceptance requirements/criteria for designing, producing and placing Hot Mix Asphalt (HMA) by mixing aggregate and asphalt binder in a laboratory and at a mixing plant, and spreading and compacting the HMA mixture.
The Contractor shall submit all AC mix design data and job mix formulas to the Engineer for review and approval a minimum of two weeks before the start of paving operations. The AC mix design shall clearly specify the source(s) of all aggregates and asphalt binders utilized in the mix design, along with a statement that said aggregate and asphalt binders sources shall be used for the duration of the project.
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AC Base Course and AC Surface Course (i.e., “HMA Pavement”) shall be mixed, placed, compacted, tested, and meet all quality criteria specified in the corresponding provisions of Section 39 of the State of California Department of Transportation (Caltrans) Standard Specifications – 2010 2018 edition.
AC Base Course and AC Surface Course shall arrive at the job site at a temperature of at least 300 degrees-F.
Before placement of the first lift of the AC Base Course, the Contractor shall tie-out the locations of the tops and full dimensions of all manholes, valve lids, vault covers, survey monuments, etc. that must be adjusted to grade by the Contractor or various utilities. Prior to placing the final lift of AC Surface Course, the Contractor shall adjust all utilities, or coordinate with utility providers that wish to adjust their own facilities, to final grade. Adjustments to grade shall be in accordance with Section 301-1.6 of the Standard Specifications, these Special Provisions, and utility providers’ requirements. It is the responsibility of the Contractor to preserve the location and condition of all manholes, valve lids, vault covers, etc. during the course of construction. All adjustments to grade shall be considered included in the various bid items and no additional compensation will be made therefor.
Cement Treated Base (CTB) shall meet the requirements of Section 10-15 of these Special Provisions.
Portland Cement Concrete (PCC) pavement shall meet the requirements of Section 10-24 of these Special Provisions.
Type “F” AC shall meet the requirements of Section 203-6.5 of the Standard Specifications.
Initial limits of pavement removal, replacement, and rehabilitation are shown on the Plans. The SANDAG Engineer / Construction Manager will assist in defining the final limits of pavement removal, replacement, and rehabilitation prior to construction. Should the total increase or decrease of HMA Pavement exceed 25%, no adjustment in compensation will be allowed for this item as permitted in Section 4-1.03B, “Increased or Decreased Quantities,” of these Special Provisions.
Measurement and Payment
“Construct HMA Pavement” shall be measured by the ton of material placed. “Construct Pavement Section, Type A (TI=8.0, R-Value=10 to 20)”, “Construct Pavement Section, Type B (TI=8.0, R-Value=0 to 9)”, and “Construct Pavement Section, Type C (TI=9.0, R-Value=0 to 9)” shall be measured by the square foot of material placed.
The contract unit price paid for “Construct HMA Pavement” “Construct Pavement Section, Type A (TI=8.0, R-Value=10 to 20)”, “Construct Pavement Section, Type B (TI=8.0, R-Value=0 to 9)”, and “Construct Pavement Section, Type C (TI=9.0, R-Value=0 to 9)” shall include full compensation for preparation, tack coat, asphalt concrete (all types), CTB, PCC, and all labor, materials, tools, equipment and incidentals necessary for a complete installation as specified in Section 39 of the State of California Department of Transportation (Caltrans) Standard Specifications – 2010 edition, City of San Diego standard drawing SDG-113 “Pavement Design Standards Schedule ‘J’” and related sections of the Standard Specifications, and no additional compensation will be allowed therefor.
10-11 MILL (COLD PLANE) AND OVERLAY ASPHALTIC CONCRETE PAVEMENT
The Contractor shall mill the existing asphalt concrete pavement as shown on the Plans, cross sections and in accordance with Section 302-1 of the Standard Specifications. Pavement that is milled shall be 01/23/2024 C7 501 of 561
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resurfaced with permanent AC overlay within three (3) working days. In the event that storm drain cleanouts, manholes, monuments, utility vaults and valves exist in the milled areas, the Contractor shall place temporary pavement around those facilities immediately after milling.
AC used for AC Overlay, as shown on the Plans, shall conform to Caltrans 1/2” Type A HMA with a PG asphalt binder. Further, AC for overlay shall be mixed, placed, compacted, tested, and meet all quality criteria specified in the corresponding provisions of Section 39 of the State of California Department of Transportation (Caltrans) Standard Specifications, 2018 edition, and Section 10-10 of these specifications.
Prior to placement of the AC Overlay, the Contractor shall install an Engineered Paving Mat Interlayer over the milled surface in accordance with Section 10-12 of these specifications and as shown on the Plans. In addition, prior to placing the AC Overlay, the Contractor shall adjust all utilities, or coordinate with utility providers that wish to adjust their own facilities, to final grade. Adjustments to grade shall be in accordance with Section 301-1.6 of the Standard Specifications and these Special Provisions. It is the responsibility of the Contractor to preserve the location and condition of all manholes, valve lids, vault covers, etc, during the course of construction. All adjustments to grade shall be considered included in the various bid items and no additional compensation will be made therefor.
Initial limits of pavement cold-milling and overlay are shown on the Plans. The SANDAG Engineer / Construction Manager will assist in defining the final limits of pavement milling and overlay prior to construction. Should the total increase or decrease of “Asphalt Overlay per Plans” exceed 25%, no adjustment in compensation will be allowed for this item as permitted in Section 4-1.03B of these Special Provisions.
Measurement and Payment
Full Compensation for milling, removal and disposal of excess material resulting therefrom, temporary pavement and installation of warning signs is considered included in the contract unit price paid for “Asphalt Overlay per Plans,” and no additional compensation will be allowed therefor.
“Asphalt Overlay per Plans” shall be measured by the square yard of material placed.
The HMA used to resurface the cold-milled areas shall be paid at the contract unit price bid for “Asphalt Overlay per Plans” and shall include full compensation for preparation, tack coat, asphalt concrete, and all labor, materials, tools, equipment and incidentals necessary for a complete installation as specified in Section 39 of the State of California Department of Transportation (Caltrans) Standard Specifications – 2015 edition, and no additional compensation will be allowed therefor
10-12 STRESS RELIEVING MAT (ENGINEERED PAVING MAT INTERLAYER) This work shall consist of furnishing and placing an engineered paving mat within the pavement structure as shown on the Plans or directed by the Engineer. The engineered paving mat shall provide a moisture barrier/stress relieving membrane and shall be placed beneath a hot-mix asphalt (HMA) overlay.
The engineered paving mat material shall be Tensar GlasPave25, or approved equal. Paving mat interlayer shall be in conformance with the following physical properties table and the additional material specifications contained herein.
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PHYSICAL PROPERTIES OF FIBERGLASS POLYESTER PAVING MAT
Property Test Method Specification
Tensile strength, MD ASTM D5035 140 lb./in., min.
Tensile Strength, CD ASTM D5035 140 lb./in., min.
Elongation at maximum load,
MD
ASTM D5035 Less than 5%
Elongation at maximum load,
CD
ASTM D5035 Less than 5%
Mass per unit area ASTM D5261 4.0 oz./sq. yd.
CBR Puncture ASTM D6241 250 lbs., min.
Melting point ASTM D276 Greater than 450º F
Asphalt Retention ASTM D6140 0.10 gal./sq. yd.
The engineered paving mat shall be stored in accordance with the manufacturer's recommendations in a dry, covered condition free from dust, dirt and moisture. The engineered paving mat shall be installed in accordance with the manufacturer's specifications and this specification. Where a conflict exists between the specifications, the more stringent specification will apply. A copy of the proposed manufacturer's specifications shall be provided to the Engineer for review and approval at the pre- construction meeting or no later than ten working days prior to installation.
A tack coat consisting of PG 64–10 or PG 70-10 asphalt binder shall be applied to the milled pavement surface immediately prior to application of the engineered paving mat interlayer. Higher ambient installation temperatures will require PG 70–10 asphalt binder to reduce the chances of over-saturation and improve the stability of the mat under construction traffic. Application rate shall be 0.15 +/- .03 gallons per square yard.
The surface on which the engineered paving mat is to be placed shall be reasonably free of dirt, water, vegetation or other debris. The engineered paving mat shall be placed on a drainable surface, and any rutting or low spots in the pavement shall be removed by milling or by the use of a leveling course.
Cracks exceeding ¼-inch in width shall be filled with suitable elastomeric crack filler.
Neither the asphalt binder nor the engineered paving mat shall be placed when weather conditions, in the judgment of the Engineer, are not suitable. Air and pavement temperatures shall be sufficient to allow the tack coat to hold the engineered paving mat in place. The air temperature shall be 50 º F and rising for placement of the asphalt tack coat.
Application of the tack coat shall be by a calibrated distributor truck spray bar. Emulsified Asphalt shall not be allowed. Temperature of the tack coat shall be sufficiently high enough to permit uniform spray pattern and shall be between 325º F and 400º F.
The target width of the tack coat application shall be the engineered paving mat material width plus 4 inches. Tack coat application shall be wide enough to cover the entire width of engineered paving mat material overlaps. The tack coat shall be applied only as far in advance of the engineered paving mat material installation as is appropriate to ensure a tacky surface at the time of the engineered paving mat material placement. Traffic shall not be allowed on the tack coat.
The engineered paving mat shall be placed onto the tack coat with minimum folds or wrinkles and before the tack coat has cooled and lost tackiness. As directed by the Engineer, wrinkles or folds in excess of 1 inch shall be slit and laid flat or pulled out and replaced. In these repaired areas, additional tack coat shall be applied as needed to achieve a sound bond to the substrate. Damaged engineered 01/23/2024 C7 503 of 561
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paving mat shall be removed and replaced, per the manufacturer's recommendations, at the Contractor's expense with the same type of material.
Brooming, squeegee, or pneumatic tire rolling shall be used to remove any air bubbles and to maximize engineered paving mat contact with the pavement surface and shall be done in accordance with the manufacturer's specifications and to the satisfaction of the Engineer.
Excess tack coat that bleeds through the engineered paving mat under normal construction traffic shall be countered by broadcasting clean sand or hot mix to create a bond break between the excess tack and the construction equipment tires. If sand is applied, any excess sand shall be removed from the interlayer prior to placing the HMA overlay. No other material, such as asphalt release agents or diesel, shall be used for this purpose. No traffic, except necessary construction traffic or emergency vehicles, shall be driven on the engineered paving mat, unless approved by the Engineer. If the Engineer approved traffic on the engineered paving mat, clean sand shall be lightly broadcast over the engineered paving mat interlayer, and any loose sand shall be removed prior to paving.
Placement of the first lift of the HMA overlay shall closely follow placement of the engineered paving mat. All areas in which the engineered paving mat has been placed shall be paved during the same day, unless approved otherwise by the Engineer. In the event of rainfall on the engineered paving mat prior to the placement of the first HMA overlay lift, the engineered paving mat shall be allowed to dry before the HMA is placed. The compacted thickness of the first lift of the HMA overlay on the engineered paving mat shall not be less than 1.5 inches, and the temperature of the mix at placement shall not exceed the engineered paving mat’s melting point temperature. Where the total HMA overlay thickness is less than 1.5 inches, engineered paving mat shall not be used.
Initial limits of pavement cold-milling and overlay are shown on the Plans. The SANDAG Engineer / Construction Manager will assist in defining the final limits of pavement milling and overlay prior to construction. Should the total increase or decrease of GlasPave 25 Fabric or Approved Equal exceed 25%, no adjustment in compensation will be allowed for this item as permitted in Section 4-1.03B of these Special Provisions.
Measurement and Payment
Measurement shall be by the square yard of “Furnish and Install GlasPave 25 Fabric (or Approved Equal).” All overlaps of mat interlayer required by the Manufacturer’s installation specifications will not be included in the square yardage measurement.
The contract unit price paid for “Furnish and Install GlasPave 25 Fabric (or Approved Equal)” shall include full compensation for preparation, tack coat, placement, and all labor, materials, tools, equipment and incidentals necessary for a complete installation, and no additional compensation will be allowed therefor.
10-13 AGGREGATE BASE
10-13.01 General
Class 2 Aggregate Base complying with Section 200-2.9 of the Standard Specifications, except for the inclusion of recycled materials (such as broken and crushed asphalt, concrete, Portland cement concrete, crushed porcelain material, brick, etc.) shall be used where aggregate base material is specified, except under raised crosswalks.
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Crushed Aggregate Base, complying with the following requirements, shall be used under raised crosswalks only.
Crushed Aggregate Base shall consist of a base course composed of crushed aggregates complying with Section 200-2.2 of the Standard Specifications.
Crushed Aggregate Base shall consist of clean, sound, durable particles of crushed stone or crushed gravel, and shall be free from coatings of clay, silt, vegetable matter, and other objectionable materials and shall contain no clay balls. Fine aggregate passing the No. 4 sieve shall consist of fines from the operation of crushing the coarse aggregate. If necessary, fine aggregate may be added to produce the correct gradation. The fine aggregate shall be produced by crushing stone or gravel that meets the requirements for wear and soundness specified for coarse aggregate. 10-13.02 Sampling and Testing
The coarse aggregate portion, defined as the material retained on the No. 4 sieve and larger, shall contain no more than 15 percent, by weight, of flat or elongated pieces as defined in ASTM D 693 and shall have at least 90 percent by weight of particles with at least two fractured faces and 100 percent with at least one fractured face. The area of each face shall be equal to at least 75 percent of the smallest mid-sectional area of the piece. When two fractured faces are contiguous, the angle between the planes of fractures shall be at least 30 to count as two fractured faces.
Crushed Aggregate Base shall meet the Quality Requirements in Section 200-2.2.3.
The percentage of wear shall not be greater than 45 percent after 500 revolutions when tested in accordance with ASTM C 131. The sodium sulfate soundness loss shall not exceed 12 percent, after 5 cycles, when tested in accordance with ASTM C 88.
The fraction passing the No. 40 sieve shall have a liquid limit no greater than 25 and a plasticity index of not more than 4 when tested in accordance with ASTM D 4318. The fine aggregate shall have a minimum sand equivalent value of 35 when tested in accordance with ASTM D 2419.
Aggregates for preliminary testing shall be sampled in accordance with ASTM D75 from the plant producing the Crushed Aggregate Base prior to the start of production. All tests for initial aggregate submittals necessary to determine compliance with the specification requirements shall be made by the Contractor. Aggregates for testing shall be provided to the Agency upon request at no cost to the Agency.
Samples of aggregates shall be furnished by the Contractor at the start of production and at intervals during production. The sampling points and intervals will be designated by the Engineer. The samples will be the basis of approval of specific lots of aggregates from the standpoint of the quality requirements of this section.
In lieu of testing, the Engineer may accept certified test results signed and sealed by a Registered Professional Engineer indicating that the aggregate meets specification requirements. Certified test results shall be less than 6 months old at the time of submittal.
At least two samples of aggregates to verify gradation shall be taken by the Contractor per lot. Samples shall be taken from the in-place, compacted material. Sampling shall be in accordance with ASTM D 75, and testing shall be in accordance with ASTM C 136 and ASTM C 117.
10-13.03 Gradation Requirements
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The gradation (job mix) of the final mixture shall fall within the design range indicated in Section 200-
2.2.2 of the Standard Specifications. The job mix tolerances shall be applied to the job mix gradation to establish a job control grading band. The full tolerance will still apply if application of the tolerances results in a job control grading band outside the design range. The fraction of the final mixture that passes the No. 200 sieve shall not exceed 60 percent of the fraction passing the No. 30 sieve.
10-13.04 Quality Sampling and Testing
Aggregates for preliminary testing shall be sampled in accordance with ASTM D75 from the plant producing the Crushed Aggregate Base prior to the start of production. All tests for initial aggregate submittals necessary to determine compliance with the specification requirements will be made by the Contractor at no expense to the Agency.
Crushed Aggregate Base shall be laid in the thickness shown on the drawings and cross sections over a single layer of Mirafi RS380i woven geosynthetic, or approved equal.
Measurement and Payment
Initial limits of pavement removal, replacement, and rehabilitation are shown on the Plans. The SANDAG Engineer / Construction Manager will assist in defining the final limits of pavement removal, replacement, and rehabilitation prior to construction. Should the total increase or decrease of Class 2 Aggregate Base exceed 25%, no adjustment in compensation will be allowed for this item as permitted in Section 4-1.03B, “Increased or Decreased Quantities,” of these Special Provisions.
“Construct Crushed Aggregate Base per Plans” shall be measured by the cubic yard of compacted crushed aggregate base measured to the neat, clean lines as shown on the Plans.
Class 2 Aggregate Base as shown on Plans shall be incidental to “Construct Type D Mountable Curbs per Caltrans Standard Plan A87A (All Types), Modified per plans”, “Construct Integral Colored/Stamped Concrete per Plans”, “Construct 6” Integral Colored Concrete Bike Path”, “Construct 4” Integral Colored Concrete Bike Ramp per Plans”, and “Construct 6” Median Curb Type B-1 per SDPWC SDG-154” and shall include full compensation for providing, testing, placing, spreading, including all labor, materials, tools, equipment and incidentals necessary for a complete installation, and no additional compensation will be allowed therefor.
The contract unit prices paid for “Construct Crushed Aggregate Base per Plans” shall include full compensation for providing, testing, placing, spreading, and crushed aggregate base, including all labor, materials, tools, equipment and incidentals necessary for a complete installation, and no additional compensation will be allowed therefor.
10-14 SLURRY SEAL
10-14.01 GENERAL
This work shall consist of furnishing and placing of Emulsion Aggregate Slurry (EAS) (Type II) and shall conform to section 302-15 of the Greenbook as amended by Section 302-4.12 of the Standard Specifications.
Crack filling shall be performed in accordance with Section 302-14 of the Standard Specifications prior to applying slurry seal.
Measurement and Payment
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Measurement shall be by the square yardage of Slurry Seal (Type II) covering asphalt surface as shown in the Plans.
The contract unit price paid for “Slurry Seal” (Type II) shall include full compensation for providing and placing EAS including labor, materials, equipment, tools, and incidentals, for doing all work involved in the geogrid complete in place and to correct grade, including surface preparation, as shown on the Plans, and crack filling as specified in the Standard Specifications and these Special Provisions, and as directed by the Engineer, and no additional compensation shall be allowed therefor.
10-15 CEMENT TREATED BASE (CTB)
10-15.01 GENERAL
This work shall consist of furnishing and placing of Cement Treated Base (CTB) to conform to sections 201-9 and 301-3 of the Standard Specifications.
Measurement and Payment
There shall be no separate measurement for cement treated base.
Compensation for cement treated base shall be included in the unit price paid for “Construct Pavement Section, Type A (TI=8.0, R-Value=10 to 20)”, “Construct Pavement Section, Type B (TI=8.0, R-Value=0 to 9)”, and “Construct Pavement Section, Type C (TI=9.0, R-Value=0 to 9)”, and no additional compensation shall be allowed therefor.
Measurement shall be by the cubic yard of “Cement Treated Base” as shown in the Plans.
The contract unit price paid for “Cement Treated Base” shall include full compensation for providing and placing CTB including labor, materials, equipment, tools, and incidentals, for doing all work involved in the geogrid complete in place and to correct grade, including surface preparation, as shown on the Plans, and crack filling as specified in the Standard Specifications and these Special Provisions, and as directed by the Engineer, and no additional compensation shall be allowed therefor.
10-16 PORTLAND CEMENT CONCRETE
Portland Cement Concrete (P.C.C.) shall be as specified in, and in conformance with, Section 201-1 of the Standard Specifications. The concrete class and maximum slump for the various types of construction shall be as specified in Table 201-1.2.2(a) of the Standard Specifications, except as noted below:
Where the Plans specify that concrete shall attain a minimum compressive of 4500 psi at 28 days (i.e., modified Type “G” curb and gutter with trench drains; urban curb and gutter with trench drains; cast-in-drilled hole (CIDH) piles; the concrete shall be designed by the Contractor in accordance with Section 201-1.1.4 of the Standard Specifications.
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Where the Plans specify the use of colored concrete, colored concrete shall also comply with the requirements set forth in Section 303-7 of the Standard Specifications for Integral Color (Method B) concrete and Section 10-17 of these Special Provisions.
In case of conflict between the concrete strengths shown in Table 201-1.2.2(a) of the Standard Specifications and on the applicable Standard Drawings, the higher strength shown on either shall govern.
Concrete construction shall be in accordance with Sections 303-1, 303-5, and 303-7 of the Standard Specifications.
Where plans call out “THICKENED EDGE CURB”, it shall be understood to mean “REINFORCED CURB AND GUTTER”.
Measurement and Payment
Full compensation for Portland Cement Concrete construction is considered included in the unit or lump sum prices paid for the various concrete bid items and no additional compensation will be allowed therefor. The lump sum or unit price paid for the items of work shall include full compensation for furnishing all labor, materials, reinforcement, tools, equipment, transportation, and incidentals necessary for a complete installation, Complete-In-Place, and no additional compensation will be allowed therefor.
Curb and gutter at curb ramps shall be measured as curb and gutter and shall not be included in the unit price bid for “Construct Curb Ramp (All Types) per Plans.”
Concrete bid items include, but are not limited to:
Construct 4" P.C.C. Sidewalk per SDPWC SDG-155, SDG-156 and SDRSD G-9 and G-10 Construct 6" P.C.C. Reinforced Sidewalk per SDPWC SDG-155, SDG-156 and SDRSD G-9 and G-10, Modified per Plans
Construct Concrete Cross Gutter per SDPWC SDG-157 and per Plans (All Types) Construct 4” Integral Colored Concrete Bike Path with Keyed Joint per SDRSD G-10 and per Plans
Construct 4” Integral Colored Concrete Bike Path with Keyed Joint and Thickened Edge per SDRSD G-10 and per Plans
Construct 6” Integral Colored Concrete Bike Path
Construct 4” Integral Colored Concrete Bike Ramp per Plans Construct Raised Concrete Crosswalk per Plans
Construct Commercial Concrete Driveway per SDPWC SDG-163 Construct Type A Gravity Retaining Wall per SDPWC C-9 Construct 4” Curb & Gutter Type G per SDPWC SDG-151, Modified per Plans Construct 6” Curb & Gutter Type G per SDPWC SDG-151
Construct 6” Curb & Gutter Type H per SDPWC SDG-151
Construct 8” Curb & Gutter Type G per SDPWC SDG-151, Modified per Plans Construct 8” Curb & Gutter Type H per SDPWC SDG-151, Modified per Plans Construct 6” Reinforced Curb and Gutter per Plans
Construct Type D Mountable Curbs per Caltrans Standard Plan A87A (All Types), Modified per plans
Construct 6” Median Curb Type B-1 per SDPWC SDG-154
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Construct Curb Ramp with (All Types) Truncated Domes per SDPWC SDG-133 or 137, Modified per Plans
Construct 6" Curb per SDPWC SDG-150, (includes 4” and 4.5” exposed curb heights) Construct 8" Curb per SDPWC SDG-150, Modified per plans Construct Monolithic Curb at Back of Sidewalk
Construct Integral Colored/Stamped Concrete per Plans Construct U-Channel with Open Top, per Plans
Construct 3’ Wide Concrete Ribbon Gutter per Plans
Construct Step at ADA Landing
Construct P.C.C. Pavement per SDPWC SDG-113 and per plans Construct Type A Passage Way per Caltrans Standard Plan A88B, with Truncated Domes Construct Catch Basin Type I per SDPWC D-29
Construct Cleanout Type A-4 per SDPWC D-9
Construct Cleanout Type A-5 per SDPWC D-9
Construct Cleanout Type A-7 per SDPWC D-9
Construct Cleanout Type A-8 per SDPWC D-9
Construct Curb Inlet Type A per SDPWC SDD-115
Construct Curb Inlet Type B per SDPWC SDD-116
Construct Curb Inlet Type B-1 (L=15’) per SDPWC SDD-116 Construct Curb Inlet Type B-1 (L=16’) per SDPWC SDD-116 Construct Curb Inlet Type A-1 (L=15’) per SDPWC SDD-115 Construct Concrete Pipe Collar per SDPWC D-62
Construct Trench Drain with Grates (All Types), per Plans
Measurement and Payment
Measurement for the various items of work under Portland Cement Concrete (P.C.C.) Construction shall be measured in accordance with the units indicated in the bid schedule and as specified in the various sections of these Special Provisions.
Miscellaneous structure foundations shall be paid under the item of work they are associated with – i.e., street light foundations shall be included in the lump sum paid for “Construct Electrical Lighting Improvements per Plans, Complete in Place,” traffic signal foundations and traffic signal cabinet foundations shall be included in the lump sum paid for “Traffic Signal Modifications,” and no additional compensation will be allowed therefor.
Measurement and payment for concrete curb and gutter (all types) or curb only (all types) shall include all transition sections where the curb face height varies, transition sections necessary to conform to existing curb and gutter or curb only, transition sections between curb types, and curb and gutter or curb only at curb ramps (all types), and driveways. As determined by the cross-sectional area of each curb type, transition sections shall be considered included in the measurement of the larger of the two-adjoining curb and gutter or curb only sections.
Full compensation for Portland Cement Concrete construction is considered included in the contract unit or lump sum prices paid for the various concrete bid items and no additional compensation will be allowed therefor. The contract lump sum or unit prices paid for the items of work shall include full compensation for furnishing all labor, materials, tools, equipment, transportation, testing, untreated aggregate base material (unless otherwise noted), reinforcement, joints, joint sealant, structure excavation and backfill, forms, sawcutting, finishing, curing, and incidentals necessary for a complete 01/23/2024 C7 509 of 561
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installation complete in place, and no additional compensation will be allowed therefor.
10-17 COLORED CONCRETE
Colored concrete shall comply with the requirements set forth in Section 10-16 of these Special Provisions.
Where colored concrete is specified on the Plans, Contractor shall match existing concrete color, finish and joint pattern. At least fourteen (14) working days prior to the placement of colored concrete at each location, the Contractor shall place at least three test panels with varying amounts of integral colorant, exposed aggregate (if applicable) and/or other finishing material immediately adjacent to the colored concrete to be matched; finish of the test panels shall match to the existing. Seven (7) working days after placement of test panels, the Contractor shall request, in writing, that the Engineer and Project Landscape Architect review the panels and select the test panel that best matches the existing. If none of the panels are considered to represent a reasonable match to existing, as determined at the sole discretion of the Engineer, the Contractor shall prepare additional panels in accordance with the above.
Construction of colored concrete Sidewalk, Bike Paths, Median Paving and Maintenance Strip shall incorporate integrally colored admixture, color as identified in the Plans and shall be the following (or equal, as approved by the Engineer):
Manufacturer: L.M. Schofield Company
Series: Chromix Integral Color Admixture
Color: Multiple colors as identified in the Plans
Curing: Schofield Lithochrome Colorwax
Integral color shall consist of colored admixtures developed for use in ready mixed concrete.
Integral color pigments shall meet or exceed ASTM-C-979. The dosage shall not exceed 10 percent by weight of cementitious material in the concrete mix design. The coloring method shall be designed for concrete flatwork applications (broom finished, sandblast finishes, smooth finished), as well as vertical surfaces, and other types of architectural concrete. Pigment shall be a permanent coloration, uniform throughout the concrete surface and interior, and shall be UV and fade resistant. The appearance of the finished colored surface shall be uniform, consistent and free of color variations.
Colored admixture shall be air-entraining and water-reducing, meeting the requirements of ASTM C494, AASHTO M 194, and CRD C87.
The Contractor shall submit technical data and manufacturer's specifications for colored concrete components and a proposed plan for mixing, delivery, placement, finishing, and curing of the colored concrete. This plan shall be submitted to the Engineer for approval at least 20 days prior to constructing the architectural texture test panel.
The Contractor shall monitor the water content, weight of cementitious materials, and size, weight, and color of aggregate to maintain consistency and accuracy of the mixed colored concrete. The Contractor shall schedule delivery of concrete to provide consistent mix times from batching until discharge. No water shall be added after a portion of the batch has been discharged.
When more than one concrete pump is used to place concrete, the Contractor shall designate the pumps to receive colored concrete. The designated pumps shall receive only colored concrete throughout the concrete placement operation.
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Consistent finishing practices shall be used to ensure uniformity of texture and color.
Integrally colored concrete shall be cured with Schofield Lithochrome colorwax, or approved equal, color shall match to the concrete. The Contractor shall provide sample panel of all colors to be used in the installation on identical surfaces for approval of the Engineer prior to construction. Curing compounds containing calcium chloride shall not be used. The time between completing surface finishing and applying curing compound shall be the same for each colored concrete component.
A test panel with minimum dimensions of 6' x 6' with a minimum depth of 5 inches shall be successfully completed at a location approved by the Engineer at least 20 days before placing colored concrete. The test panel shall be constructed, finished, and cured with the same materials, tools, equipment, and methods that will be used in placing the colored concrete. At the completion of the curing period, the test panel shall exhibit a color that closely matches the specified color. If ordered by the Engineer, additional test panels shall be constructed, finished, and cured until the specified color is obtained.
The approved test panel shall be the standard of comparison in determining the acceptability of colored concrete. Upon successful completion of all colored concrete, the test panel may be incorporated into the final product if approved by the Engineer.
Surrounding exposed surfaces shall be protected during placement, finishing, and curing operations of colored concrete.
Measurement and Payment
Measurement for the various items of work under this section and Section 10-16, “Portland Cement Concrete,” shall be measured in accordance with the units indicated in the bid schedule and as specified in these Special Provisions. The unit prices paid for Colored Concrete shall include full compensation for furnishing all labor, materials, tools, equipment, transportation, and incidentals necessary for a complete installation, complete-in-place, and no additional compensation will be allowed therefor.
10-18 NOT USED
10-19 TRENCH DRAIN WITH GRATES
10-19.01 GENERAL
Curb and gutter with integral trench drain shall be in conformance with the requirements set forth in Section 10-16 and in this section of these Special Provisions. P.C.C. for curb and gutter with integral trench drain shall attain a minimum compressive strength of 4,500 psi at 28 days per the Plans.
Where trench drains are specified on the Plans, they shall be cast with the curb and gutter per the details shown on the Plans and per manufacturer’s specifications. Additional Information of Trench Drain and Grate Requirements may be found in Appendix D-4A, “Urban Accessories Materials and Finishes,” and D-4B, “Trench Grate & Type S Frame for 18 Inch, 24 Inch & 48 Inch Title Wave.”
10-19.02 GRATES
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Grates are manufactured from cast grey iron. Cast grey iron shall conform to ASTM A48 – class 35b or better and shall be hot dip galvanized. After removal of grates, there shall be uninterrupted access to the trench to aid maintenance.
10-19.03 TRENCH DRAIN SYSTEM INSTALLATION AND CONNECTION
The trench drain system shall be installed in accordance with, and strict adherence to, the manufacturer’s installation instructions and recommendations.
Measurement and Payment
The contract unit prices paid for “Construct Trench Drain With Grates per Plans (All Types) include full compensation for constructing and installing curb and gutter with integral trench drain, subgrade preparation, furnishing and installing the trench drain, connecting the trench drain system to the public aboveground storm drain system, and all labor, materials, tools, equipment and incidentals necessary for a complete installation, and no additional compensation will be allowed therefor.
10-20 TRENCH SHORING
Trench shoring shall be in accordance with applicable State and Federal regulations and the Standard Specifications. An excavation permit is required from the State Division of Industrial Safety prior to construction of trenches or excavations into which a person is required to descend, which are five feet or deeper, and when the Engineer determines that soil conditions warrant the use of shoring.
Measurement and Payment
Full compensation for furnishing all labor, material and equipment necessary for trench shoring is considered included in the various bid items and no additional compensation will be allowed therefor.
Contractor shall provide evidence of excavation permit at the pre-construction meeting.
10-21 REINFORCED CONCRETE PIPE (RCP)
The Contractor shall furnish and install 18-inch RCP (Minimum D-Load rating of 2000-D) as shown on the Plans. RCP and its installation shall conform to the provisions of Section 207-2 and 306 of the Standard Specifications. RCP shall be installed using trench and pipe bedding as shown on Standard Drawing SDD-110.
RCP connections to new and existing drainage structures and pipes shall be built in accordance with the applicable Standard Drawings and Standard Specifications.
The Contractor shall submit for review and approval: pipe manufacturer and type of pipe.
The Contractor shall be paid on the installed length of pipe as measured from inside edge of structure to inside edge of structure.
Measurement and Payment
“Install 18” RCP (2000-D Minimum)” per Plans shall be measured by the linear foot of pipe installed
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The contract unit price paid for “Install 18” RCP (2000-D Minimum)” shall include full compensation for furnishing all labor, materials, tools, equipment, transportation and incidentals for doing all the work involved in installing storm drain pipes, connection to new storm drainage pipes and structures, trench shoring, bedding, backfill, temporary pavement repair, and disposal of existing pipe and excavated materials, and all labor, materials, tools, equipment, and incidentals, and all work necessary for a complete installation, Complete-in-Place, and no additional compensation shall be allowed therefor.
10-22 PERFORATED/SLOTTED PVC PIPE
Perforated/slotted PVC pipe 8-inches in diameter shall conform to Section 68-2.02D of the Standard Specifications, ASTM D 3034 with SDR 35. Joints shall be solvent welded joints conforming to ASTM D 2564. Pipe slots shall conform to 2010 2018 Caltrans Standard Specifications Section 68-3.02:
Table, first line: 0.50 inch slots, 22 slots per foot, one square inch opening per lineal foot.
Caltrans Class 2 Permeable material shall conform to Caltrans Standard Specification Section 68-
2.02F(3).
Crushed rock shall conform to Section 200-1.2 of the Greenbook.
Geotextile fabric shall be Mirafi 140N, or approved equal, nonwoven polypropylene with a hydraulic capacity greater than 125 gallons per minute per square foot of fabric.
Submit the manufacturer’s cut sheets for pipe, including slot pattern.
Excavation, installation, and backfill shall be prepared in accordance with Section 68-2.03 of the Standard Specifications and these Special Provisions.
Slotted PVC shall be assembled and placed within the biofiltration areas as shown on the drawings with perforations pointing downward and per Section 10-28 of these Special Provisions.
Cleanouts as shown on the drawings will be constructed at each end of the perforated PVC pipe.
Measurement and Payment
“Install 8” Perforated PVC Pipe” shall be measured by the linear foot of pipe installed.
The contract unit prices paid for “Install 8” Perforated PVC Pipe” shall include full compensation for furnishing all labor, materials, tools, equipment, transportation and incidentals for doing all the work involved in installing storm drain pipes, connection to new storm drainage pipes, bedding, backfill, and disposal of excavated materials, necessary for a complete installation and no additional compensation shall be allowed therefor.
“Furnish and Install 8-inch Underdrain Cleanout per SDPWC SDSW-101” and “Furnish and Install 4-inch Cleanout” shall be measured based on the quantity of cleanouts installed.
The contract unit prices paid for “Furnish and Install 8-inch Underdrain Cleanout per SDPWC SDSW-101” and “Furnish and Install 4-inch Cleanout” shall include full compensation for furnishing all labor, materials, tools, equipment, transportation and incidentals for doing all the work involved in installing storm drain cleanout, pipe fittings (wyes, bends, etc), bedding, backfill, and disposal of excavated materials, necessary for a complete installation and no additional compensation shall be allowed therefor.
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10-23 SOLID PVC PIPE
Solid PVC shall conform to Section 207-17 of the 2015 Greenbook, ASTM D 3034 with DR 18 for gravity drainage pipe and SDR 18 for C-900 pipe. Joints shall be solvent welded joints conforming to ASTM D 2564.
Submit the manufacturer’s cut sheet for pipe.
Excavation, installation, and backfill shall be prepared in accordance with Section 68-2.03 of the Standard Specifications and these Special Provisions.
Solid PVC shall be assembled and placed roughly perpendicular to and shall connect with the 6” Slotted PVC Pipe underdrain of the biofiltration swale system as shown on the drawings and per Section 10-28 of these Special Provisions. The connection between solid and slotted PVC shall be achieved in a manner similar to that of a standard house connection sewer lateral as shown on City of San Diego Standard Drawing SDS 105.
4 inch Cleanouts shall be installed per SDPWC SDS-103 except that concrete cover shall be marked “WATER.” 8 inch Cleanouts shall be installed per SDPWC SDWS-101.
Measurement and Payment
“Furnish and Install 4” PVC Pipe Sch 40 Irrigation Conduit with Tracer Wire” and “Furnish and Install 8” PVC Pipe SD (DR-18)” shall be measured based on the actual length of pipe installed as measured to/from the face of structures, terminal ends, and/or connections.
The contract unit prices paid for “Furnish and Install 4” PVC Pipe Sch 40 Irrigation Conduit with Tracer Wire” and “Furnish and Install 8” PVC Pipe SD (DR-18)” shall include full compensation for furnishing all labor, materials, tools, equipment, transportation and incidentals for doing all the work involved in installing storm drain pipes, cleanouts, connection to new storm drainage pipes and structures, pipe fittings (wyes, bends, etc), slurry, trenching, trench shoring, bedding, backfill, temporary pavement repair, and disposal of excavated materials, necessary for a complete installation and no additional compensation shall be allowed therefor.
10-24 RIP-RAP
Rip-rap material shall meet the requirements of Section 200-1.7 of the 2015 City of San Diego Whitebook Specifications. Rip-Rap shall be installed in the locations indicated in the plans and to the thickness indicated in table 200-1.7 of the 2015 City of San Diego Whitebook specifications.
Measurement and Payment
“Rip-Rap” shall be measured based on the cubic yardage of rip-rap installed.
The contract unit prices paid for “Rip-Rap” shall include full compensation for furnishing all labor, materials, tools, equipment, transportation and incidentals for doing all the work involved in installing rip-rap, excavation, backfill, and disposal of excavated materials, necessary for a complete installation and no additional compensation shall be allowed therefor. 01/23/2024 C7 514 of 561
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10-25 CURB INLETS, CLEANOUTS, STRUCTURES, PIPE COLLARS, AND CONNECTIONS
TO EXISTING STORM DRAINAGE STRUCTURES
The Contractor shall construct storm drain inlets Type A curb inlets per Standard Drawing SDD-115 and Type B curb inlets per Standard Drawing SD-116 as shown on the Plans.
Storm drain inlets, curb outlets, cleanouts, catch basins, pipe collars, BMP sidewalk planters and concrete lugs shall conform to the provisions of this section of the Special Provisions and Sections 201-1, 201-2 and 303-1 of the Standard Specifications, and are to be built in accordance with the applicable Standard Drawings and as shown on the Plans. Contractor shall protect existing storm drain pipes.
In case of conflict between the concrete strengths shown in Table 201-1.2.2(a) of the Standard Specifications and on the applicable Standard Drawings, the higher strength shown on either shall govern.
10-25.01 CURB CUT INLET
The contractor shall construct curb cut inlets as detailed in the construction documents.
Where the Plans refer to the Standard Drawings for construction details for concrete structures or elements and the primary dimensional requirements (such as chamber length, width, depth, etc.) are not shown in said Standard Drawings, then the next larger size dimension for that requirement shall be used to establish dependent structure element characteristics (such as wall thickness, reinforcement schedule, etc.).
The Contractor may extend or otherwise increase the total length of inlet, basin or cleanout structures by as much as a total of four feet (4'), to meet the uncut ends of pipe. Payment for pipe to the limits shown on the Plans shall be full compensation for extending such structures. Where concrete structures are extended, steel reinforcing shall be extended in the pattern and spacing shown for the standard length structure.
10-25.02 Furnish and Install 4” CLEANOUT PER PLANS
The Contractor shall construct 4” cleanouts to the elevations and dimensions required by the Plans. 4” cleanouts shall be constructed in accordance with SDPWC SDS-103 and as shown on the Plans.
10-25.03 Furnish and Install 8” CLEANOUT PER PLANS
The Contractor shall construct 8” cleanouts to the elevations and dimensions required by the Plans. 8” cleanouts shall be constructed in accordance with SDPWC SDWS-101 and as shown on the Plans.
10-25.04 FALSEWORK
The Contractor shall provide all temporary bracing necessary to withstand all imposed loads during erection, construction, and removal of any falsework. The Contractor shall provide falsework drawings and calculations prepared by a registered professional engineer, civil or structural, that show provisions for resolution of all loads that may be imposed upon the falsework. Such plans and calculations shall include:
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1. Resolution of all live, dead, wind, construction and impact loads that may be imposed on the falsework.
2. Temporary bracing or methods to be used during each phase of erection and removal of the falsework.
3. Concrete placement sequence.
4. Erection and removal sequence.
5. Deflection values for the falsework that include recommended methods to compensate for falsework deflections, vertical alignment, and anticipated falsework deflection.
10-25.05 STEEL REINFORCEMENT
All reinforcing steel shall be Grade 60, ASTM Designation A615.
10-25.06 PLACING STEEL REINFORCEMENT
Aluminum and plastic supports for reinforcement shall not be used.
Reinforcing steel bars shall be accurately spaced as shown on the Plans and/or Standard Drawings and spacing of the first bar immediately adjacent to a transverse construction joint shall be one-half the required spacing shown on the Plans. In no case shall the clear distance between parallel bars be less than 2-½ diameters of the bar or a minimum of two inches (2”).
Unless otherwise shown on the Plans and/or Standard Drawings, embedment of reinforcing steel (other than stirrups and spacers) shall be 1-½ inches clear depth for #8 bars and smaller, and shall be 2 inches clear for #9 bars and larger. Where placement of reinforcing steel requires alternate bars of different size, embedment requirements shall be governed by the larger bar. Stirrups and spacers shall be embedded not less than one inch clear depth. Measurement of embedment shall be from the outside of the bar to the nearest concrete face.
Tack welding on reinforcing bars will not be permitted.
10-25.07 SPLICING OF STEEL REINFORCEMENT
Splicing of reinforcing bars shall be either by lapping, butt welding, or by mechanical butt splicing, at the option of the Contractor. Splicing shall comply with the requirements set forth in Section 52-6 of the Caltrans Standard Specifications (2010) and the applicable subsections of Section 11-3 of the Caltrans Standard Specifications (2010).
Reinforcing bars may be continuous at locations where splices are shown on the Plans, at the option of the Contractor. The location of splices, except where shown on the Plans, shall be determined by the Contractor as approved by the Engineer, based upon using available commercial lengths where practicable.
Unless otherwise shown on the Plans or approved by the Engineer, splices in adjacent reinforcing bars shall be staggered. The minimum distance between staggered splices for reinforcing bars No. 11 or smaller shall be the length required for a lapped splice in the bar.
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Completed welded butt splices and mechanical butt splices shall develop not less than ninety percent (90%) of the specified minimum ultimate tensile strength of the unspliced reinforcing bar.
The deviation in alignment of reinforcing bars at a welded or mechanical splice shall not be more than ¼-inch over a 3 ½ foot length of bar.
Prior to use in the work, welded butt splices and mechanical butt splices shall be qualified by tests made on sample splices.
During progress of the work, in addition to inspection and non-destructive testing performed by the Engineer on all types of butt splices, job control tests shall be made on sample splices representing each lot of mechanical butt splices. Sample splices for qualification and job control tests shall be tested for compliance with all specified requirements for splices. All such sample splices shall be fabricated and tested by the Contractor at its cost and a copy of the test results furnished to the Engineer.
Splices shall consist of placing the reinforcing bars in contact and wiring them together in such a manner as to maintain the alignment of the bars and to provide minimum clearances.
No lapped splices will be permitted at locations where the concrete section is not sufficient to provide a minimum clear distance of two inches (2”) between the splice and the nearest adjacent bar. The clearance to the surface of the concrete shall not be reduced.
The length of lapped splices shall be as follows: Reinforcing bars No. 8, or smaller, shall be lapped at least 45 diameters of the smaller bar joined, and reinforcing bars Nos. 9, 10, and 11 shall be lapped at least 60 diameters of the smaller bar joined, except when otherwise shown on the Plans.
Splices of tensile reinforcement at points of maximum stress shall be avoided; however, any deviation from splices shown on the Plans shall be approved by the Engineer. Splices in longitudinal steel shall be staggered at least the length of the splice.
10-25.08 PLACING CONCRETE
When concrete is to be deposited in a member less than 16 inches in width, the use of double belting to prevent segregation of the concrete shall be permitted, in lieu of pipes or tremies. Each belt shall extend equidistant into the forms to a point where concrete shall not fall more than six feet (6’). When placed in the forms, the belts shall be aligned directly opposite each other.
10-25.09 JOINTS IN CONCRETE STRUCTURES
Unless otherwise specified, transverse construction joints shall be placed in all reinforced sections at intervals of not less than ten feet (10’) or more than fifty feet (50’). The joints shall be in the same plane for the entire structure, and for concrete thickness greater than six inches (6”) shall be keyed as directed by the Engineer.
Construction of all reinforced concrete sections (including inverts) shall be by the alternate panel method, and no continuous placement through joints will be permitted. After placement of all concrete in a panel or section on one side of the joint has been completed, placement of concrete on the other side of the joint shall be delayed as directed by the Engineer; but in no event shall the delay be less than eight (8) hours.
10-25.10 CONCRETE SURFACE FINISHES
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The longitudinal and transverse channel invert elevation shall not vary from true line and grade more than ½ inch. The unevenness shall not be more than ¼ inch when checked with a ten-foot (10’) straightedge.
Top of channel wall and channel side slope elevation shall not vary from true line and grade more than ½ inch. Unevenness shall not be more than ½ inch when checked with a ten-foot (10’) straightedge.
Any surfaces which fail to conform to the above tolerances shall be ground in accordance with the best standard practice until the tolerances are met. Grinding shall not reduce the concrete cover on reinforcing steel to less than 1-1/2 inches. Portions of inverts which cannot be corrected satisfactorily by grinding shall be removed and replaced.
Except as specified above, vertical or horizontal position of structures as shown on the Plans or as specified in these specifications shall not vary more than ½ inch from true position. Elevation at inlet lips shall not vary more than ¼ inch from elevations shown on the Plans.
The ten-foot (10’) straightedge or template shall be furnished by the Contractor and shall be readily available prior to placing of concrete.
10-25.11 ORDINARY CONCRETE SURFACE FINISH
Ordinary surface finish shall not apply to rock pockets which, in the opinion of the Engineer, are of such an extent or character as to affect the strength of the structure materially or to endanger the life of the steel reinforcement. In such cases, the Engineer may declare the concrete defective and require the removal and replacement of the portions of the structure affected.
10-25.12 CONCRETE CURING
Where the curing compound method is used on concrete surfaces exposed after construction, the invert surface shall be sealed with a Type 1 chlorinated rubber base compound, and the wall surfaces shall be sealed with a Type 1 wax base compound.
A curing compound shall be applied to all freshly placed and finished concrete surfaces in accordance with the requirements of Section 201-4 “Concrete Curing Materials” of the Standard Specifications. Curing of colored concrete shall be in accordance with the Section 10-12.02 of these Special Provisions.
Measurement and Payment
No separate measurement shall be made for complying with the requirements of this section.
Full compensation for furnishing and applying curing compounds shall be considered as included in the contract unit price paid for the various items of work requiring curing compounds, and no separate payment will be made therefor.
10-25.13 SANDBLASTED PATTERNS
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blasted to expose fine and some coarse aggregate (sandblast, water blast, air blast, ice blast). The sandblasting method shall be designed for concrete flatwork applications (broom finished, sandblast finishes, smooth finished), as well as vertical surfaces, and other types of architectural concrete.
Blasting shall be between 7 and 45 days after concrete construction. The appearance of the finished blasted surface shall be uniform, consistent and free of variations.
The Contractor shall submit technical data and manufacturer's specifications for blasting components and a proposed plan for preparing, delivery, placement, finishing, and cleanup of the blasted concrete.
This plan shall be submitted to the Engineer for acceptance at least 20 days prior to blasting the architectural texture test panel.
Consistent finishing practices shall be used to ensure uniformity of blasting texture.
The Contractor shall provide one (1) 6’x6’ mock-up sample panel of blasting to be used in the installation on identical surfaces for acceptance by the Engineer prior to construction at least 20 days before placing the decorative concrete. The test panel shall be constructed, finished, and cured with the same materials, finishes, tools, equipment, and methods that will be used in the abrasive blasted concrete surfacing. At the completion of the blasting, the test panel shall exhibit a texture that closely matches the specified finish exposure. If ordered by the Engineer, additional test panels shall be constructed, finished, cured, and blasted until the specified finish exposure is obtained, at no additional cost to the Owner.
The approved test panel shall be the standard of comparison in determining the acceptability of concrete surface finish exposure per plans.
Surrounding exposed surfaces shall be protected during placement, blasting, and finishing operations of the abrasive concrete surface blasting.
Measurement and Payment
Payment for Additive Bid Items “Construct Sandblasted Pattern Type A,” “Construct Sandblasted Pattern Type B,” “Construct Sandblasted Pattern Type C,” “Construct Sandblasted Pattern Type D” and “Construct Sandblasted Pattern Type E” shall be made at the contract unit price paid per Square Foot (SF) and shall include full compensation for all labor, materials, tools, equipment, concrete, test panels, subgrade preparation, finishing, color, curing, incidentals, and for doing all work involved in providing the decorative patterns as shown on the Plans, as specified in these Special Provisions, and as directed by the Engineer and no additional compensation will be made therefor.
10-26 BMP SIDEWALK PLANTER SOIL SYSTEM
10-26.01 Impermeable Fabric (Water Stop)
The BMP Sidewalk Planter Area Impermeable Fabric (Water Stop) shall be a 30-mil single-ply construction Polyvinyl Chloride (PVC) geomembrane material made with virgin resins and meeting the requirements of ASTM D7176. Attachment hardware shall consist of an aluminum bar with stainless steel anchor bolts and washers per the dimensions shown on the Plans.
10-26.02 BMP Sidewalk Planter
The BMP Sidewalk Planter basin shall be constructed in conformity with the Plans, the Standard Specifications, and these Special Provisions.
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BMP Sidewalk Planter Soil Media. Bioretention Soil Media (BSM) is a formulated soil mixture that is intended to filter storm water and support plant growth while minimizing the leaching of chemicals found in the BSM itself. BSM consists of 70% to 85% by volume washed sand and 15% to 30% by volume compost or alternative organic amendment. Alternative proportions may be justified under certain conditions. BSM shall be mixed thoroughly using a mechanical mixing system at the plant site prior to delivery. In order to reduce the potential for leaching of nutrients, the proportion of compost or alternative organic amendment shall be held to a minimum level that will support the proposed vegetation in the system.
Sand for BMP Sidewalk Planter Soil Media. The sand shall conform to ASTM C33 “Fine aggregate concrete sand” requirements. A sieve analysis shall be performed in accordance with ASTM C 136, ASTM D 422, or approved equivalent method to demonstrate compliance with the gradation limits shown in the Table 301-12.2.1. The sand shall be thoroughly washed to remove fines, dust, and deleterious materials prior to delivery. Fines passing the No. 200 sieve shall be non-plastic.
Sand Gradation Limits
Sieve Size Percent Passing (by
Weight)
(ASTM D422) Minimum Maximum
3/8 inch 100 100
#4 95 100
#8 80 100
#16 50 85
#30 25 60
#50 5 30
#100 0 10
#200 0 5
Note: Coefficient of Uniformity (Cu = D60/D10) equal to or greater than 4.
Compost. Compost shall be certified by the U.S. Composting Council’s Seal of Testing Assurance Program or an approved equivalent program. Compost shall comply with the following requirements:
1. Organic Material Content shall be 35% to 75% by dry weight.
2. Carbon to nitrogen (C:N) ratio shall be between 15:1 and 40:1, preferably above 20:1 to reduce the potential for nitrogen leaching/washout.
3. Physical contaminants (manmade inert materials) shall not exceed 1% by dry weight.
4. pH shall be between 6.0 and 7.5.
5. Soluble Salt Concentration shall be less than 10 dS/m (Method TMECC 4.10-A, USDA and U.S. Composting Council).
6. Maturity (seed emergence and seedling vigor) shall be greater than 80% relative to positive control (Method TMECC 5.05-A, USDA and U.S. Composting Council).
7. Stability (Carbon Dioxide evolution rate) shall be less than 2.5 mg CO2-C per g compost organic matter (OM) per day or less than 5 mg CO2-C per g compost carbon per day, whichever unit is 01/23/2024 C7 520 of 561
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reported. (Method TMECC 5.08-B, USDA and U.S. Composting Council). Alternatively, a Solvita rating of 6 or higher is acceptable.
8. Moisture shall be 25%-55% wet weight basis.
9. Select Pathogens shall pass US EPA Class A standard, 40 CFR Section 503.32(a).
10. Trace Metals shall pass US EPA Class A standard, 40 CFR Section 503.13, Tables 1 and 3.
11. Shall be within gradation limits in Table 301-12.2.2 (ASTM D 422 sieve analysis or approved equivalent).
Compost Gradation Limits
Sieve Size Percent Passing
(by weight)
16mm (5/8”) 99 to 100
6.3 mm (1/4”) 40 to 95
2 mm 40 to 90
Measurement and Payment
Measurement for BMP Sidewalk Planter shall be as measured from end-to-end along the adjacent curb face: no measurement shall be made for end walls and are included in the end-to-end measurement along the curb face. Measurement for reinforcing steel within the adjacent curb and gutter (SDG-151, all types) is considered included in the price per linear foot for the BMP Sidewalk Planter.
Measurement for the various items of work under BMP Sidewalk Planter Soil System shall be measured in accordance with the units indicated in the bid schedule and as specified in the various sections of these Special Provisions and shall include full compensation for furnishing all labor, materials, tools, equipment, transportation, first-year maintenance activities, and incidentals for doing all the work involved in constructing and installing the detention areas, rip-rap energy dissipation aprons, 3” Fine Aggregate Sand, 3” ASTM No. 8 Stone, Impermeable Fabric (Water Stop), 1-1/2” Crushed Rock, 18” Bioretention Soil, trenching, trench shoring, bedding, backfill, geotextile fabric, impermeable membrane, and disposal of excavated materials, necessary for a complete the BMP Sidewalk Planter installation and no additional compensation will be allowed therefor.
Items measured for payment include the following: “Impermeable Fabric (Water Stop)”, “1-1/2” Crushed Rock”, “18” Bioretention Soil”, “Furnish and Install 8” Perforated PVC Pipe”, “Furnish and Install 8” Underdrain Cleanout Per SDPWC SDSW-101, and “3” Fine Aggregate Sand”, “3” ASTM No. 8 Stone”.
This section includes Special Provisions for performing work associated with the construction of biofiltration areas. The work generally includes construction of thickened curbs and curb and gutters, thickened sidewalks, curb cut inlets, and trapezoidal-sectioned biofiltration areas featuring bioengineered soils, Caltrans Class 2 permeable material and rock filtration as shown on the Plans.
10-26.03 SUBMITTALS
Submit test results of bioengineered soil permeability.
Measurement and Payment
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No separate measurement will be made for the requirements of this section.
Full compensation for complying with the requirements of this section shall be considered as included in the contract prices paid for various items of work involved, and no additional compensation will be allowed therefor.
10-26.04 MATERIALS
Bioengineered soil for biofiltration areas shall meet the requirements of the City of San Diego Stormwater Standards Appendix F.
Sand for bioengineered soil shall comply with 200-1.5.3, “Sand for Portland Cement Concrete” of the Greenbook.
Topsoil for bioengineered soil mix shall fall within the classifications for sand, loamy sand or sandy loam per the NRCS soil classification calculator found at:
http://soils.usda.gov/technical/aids/investigations/texture/
Lava Rock for bioengineered soil shall be 3/8 to 1/8 inch minus landscape rock of volcanic origin (scoria), sold under the common name of “Lava Rock.”
Underdrain fill shall be Caltrans Class 2 Permeable Material per the 2010 Caltrans Standard Specifications, Section 12-6.02.02(c)4.
1 ½” rock underdrain fill shall conform to Section 200 of the Greenbook.
Rip-Rap Energy Dissipaters to the elevations and dimensions required by the Plan and per Standard Drawings D-30 and D-40 as shown on the Plans.
Measurement and Payment
No separate measurement will be made for the requirements of this section.
Full compensation for complying with the requirements of this section shall be considered as included in the contract prices paid for various items of work involved, and no additional compensation will be allowed therefor.
10-26.05 CONSTRUCTION
10-26.05.1 CONSTRUCTION SEQUENCE
Biofiltration areas shall be fully protected by silt fence or construction fencing. Biofiltration areas shall remain outside the influence of heavy equipment during construction to prevent compaction of soil which would be detrimental to the infiltration and percolation rates of the completed facility.
Install subsurface drains as shown on the plans per manufacturer’s recommendations.
Where manufactured ends meet, overlap per manufacturer’s recommendations to provide continuity.
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Biofiltration ponds and swales locations shall be used as small sediment traps or basins during construction, subject to the following: (1) the maximum excavation depth at the construction stage must be at least 1-foot above the post-construction finished ground surface elevation; and, (2) the facility must contain an underdrain. The contractor must also show the proper procedures for converting the temporary sediment control practice to a permanent detention facility, including dewatering, cleanout, and stabilization.
10-26.05.2 BIOFILTRATION AREA INSTALLATION
The following is a typical construction sequence to properly install a biofiltration pond or swale. These steps may be modified to reflect different biofiltration applications or site conditions:
Step 1. Construction of the biofiltration area may only begin after the entire contributing drainage area has been stabilized with vegetation, mulch or other means. It may be necessary to block curb or other inlets while the detention area is being constructed. The proposed biofiltration sites shall be checked for existing utilities prior to any excavation.
Step 2. The designer and the installer shall have a preconstruction meeting, checking the boundaries of the contributing drainage area and the actual inlet elevations to ensure they conform to the original design.
Step 3. Temporary erosion and sediment controls are needed during construction of the biofiltration areas to divert stormwater away from the detention area until it is completed.
Special protection measures, such as erosion control fabric, may be needed to protect vulnerable side slopes from erosion during the construction process.
Step 4. Excavators or backhoes shall work from the sides to excavate the detention area to its appropriate design depth and dimensions. Excavating equipment shall have buckets with adequate reach so they do not sit within the footprint of the detention area.
Step 5. The bottom soils shall be ripped to a depth of 6 to 12 inches to promote greater infiltration.
Step 6. Construct reinforced bottom and sides. Connect to reinforced curb and gutter and reinforced sidewalk as shown on the construction drawings. Construct curb cut inlet and curb cut outlet structure(s) as depicted in plans.
Step 7. Install rock bottom drainage layer. Place the appropriate depth of stone on the bottom layer, install the slotted underdrain pipe, pack and cover the underdrain pipe with stone.
Cover packed underdrain with second course of rock per construction drawings.
Step 8. Construct/install inlet Catch Basin structure and Basin Outfall Structure with grated top and modified side inlet weir where shown on plan. Install 8” slotted pipe into cored holes in side of catch basin and grout in place per pipe installation procedures. Install pipe fittings and cap with correct size orifice hole bored through cap per plan. Attach cap with silicon sealant and secure cap with 3 #8 x ¾” stainless steel pan head screws. Do NOT solvent weld cap on. Cap must be removed for periodic maintenance and cleaning.
Step 9. Deliver the soil media from an approved vendor and store it on an adjacent impervious area or plastic sheeting. Apply the media in 12-inch lifts until the desired top elevation of 01/23/2024 C7 523 of 561
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the detention area is achieved. Wait a minimum of 3 days to check for settlement, and add additional media, as needed, to achieve the design elevation.
Step 10. Install weed barrier per the Plans.
Step 11. Place the surface cover in the cells (mulch, river stone or turf) per Section 11-3 of these Special Provisions and the Plans.
Step 12. Conduct the final construction inspection.
10-27 WATER SYSTEMS
All water system work shall be performed in strict compliance with, and adherence to, Sections 207, 212 and 306 of the Standard Specifications, the Standard Drawings, and the Plans.
Measurement and Payment
“Install 6” Fire Hydrant and 6” Riser per SDPWC SDW-104”, and “Furnish and Install New Water Meter Box Per SDPWC SDW-113”, and “Relocate Existing Water Meter” shall be measured by each.
The contract unit prices paid for “Install 6” Fire Hydrant and 6” Riser per SDPWC SDW-104”, and “Furnish and Install New Water Meter Box Per SDPWC SDW-113”, and “Relocate Existing Water Meter” shall include full compensation for all work, including but not limited to excavation, re- compaction, pipe bedding, pipe laying, backfill, joints, fittings, connections to existing water systems and structures, water shut-off efforts, equipment, labor, materials, fittings, thrust blocks, restrained joints, removal and disposal of existing pipes and appurtenances, City of San Diego fees, shoring, disinfection, and any and all appurtenant items necessary for a complete installation, Complete In- Place, and no additional compensation will be allowed therefor.
“Furnish and Install 6-Inch” PVC” shall be measured by linear footage of pipe installed per plan.
The contract unit prices paid for “Furnish and Install 6-Inch” PVC” shall include full compensation for all work, including but not limited to excavation, re-compaction, pipe bedding, pipe laying, backfill, joints, fittings, connections to existing water systems and structures, water shut-off efforts, equipment, labor, materials, fittings (bends, wyes, etc.), thrust blocks, restrained joints, removal and disposal of existing pipes and appurtenances, City of San Diego fees, shoring, disinfection, and any and all appurtenant items necessary for a complete installation, Complete In-Place, and no additional compensation will be allowed therefor.
The lump sum price paid for “City Fees for Connections to Existing Water Mains, per Plans” shall include only City fees existent at the time of bid and no Contractor mark-up shall be allowed therefor.
If the City increases its fees within one calendar year from the date of issuance by SANDAG of a Notice-to-Proceed, the Contractor shall be entitled to additional compensation for the increased portion of the City fees only.
10-28 DEMOUNTABLE POST
Demountable Post and Foundation shall adherence to the Standard Drawings, and the Plans.
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Measurement and Payment
“Furnish and Install Demountable Post per SDPWC M-16, Black with Yellow Stripe” shall be measured by each and shall include full compensation for all work, including but not limited to excavation, re-compaction, concrete foundation, backfill, joints, equipment, labor, materials, any and all appurtenant items necessary for a complete installation, Complete In-Place, and no additional compensation will be allowed therefor.
10-29 PAINTING OF VAULT DOORS AND FRAMES, VENT STACKS, TRAFFIC SIGNAL POLES,
AND STREET LIGHTS
The Contractor shall thoroughly and completely repaint existing vault doors and frames, vent stacks, traffic signal poles, and street lights finishes damaged during construction. Paint installation and material shall adhere to Sections 210-1 and 310 of the Standard Specifications. Any existing paint shall be removed completely prior to beginning new paint installation. Items to be repainted shall include anti-graffiti coating incorporated per Section 210-6 of the Standard Specifications.
Painting and coating products shall conform to San Diego Air Pollution Control District Rule 67.0, which stipulates that products shall not contain more than 420 grams per liter or 3.50 pounds of volatile organic material per gallon of coating product as applied.
Contractor shall guarantee that all painted surfaces shall remain free from all defects in materials and workmanship for a period of not less than one year following acceptance of the Contract Work by the Owner. Should such defects become evident during the guarantee period, Contractor shall correct such defects within 10 working days of written notification to do so by, and at no cost to, the Owner.
Said guarantee shall be on the Contractor’s letterhead and shall contain the following verbiage:
“GUARANTEE FOR PAINTING FOR NORTH PARK/MID-CITY: LANDIS & GEORGIA-MEADE BIKEWAYS PROJECT”
We hereby guarantee that all painted surfaces for (project name) are free from defects in materials and workmanship, and the work has been completed in accordance with the Plans and Standard Specifications. We agree to repair or replace any defect in paint material or workmanship, including that due to ordinary wear and tear, which may develop during the periods specified in the Standard Specifications and the Special Provisions of said project from date of Owner’s Acceptance of the Contract Work or termination of any maintenance period, whichever is the later, and also to repair or replace any damage resulting from the repairing or replacing of such defects at no additional cost to the Agency. This guarantee does not extend to unusual abuse or neglect that may occur subsequent to the date of completion of the Work or termination of any maintenance period, whichever is later. We shall make such repairs or replacements within ten working days of written notification by the Engineer. In the event of failing to make such repairs or replacements within a reasonable time after receipt of written notice from the Engineer, we authorize the Engineer to proceed to have said repairs or replacements made at our expense, and we will pay the costs and charges therefor upon demand.
Project: (Project Name)
Location: (Legal Description of Project Property)
Name of Contractor:
Address: (Of Contractor)
Telephone: (Of Contractor)
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By: (Typed or printed names of signing Officer(s) of the Contractor authorized to bind the Contractor in legal matters)
Title: (Of said officer(s))
Signature(s):
Date of Execution:
Measurement and Payment
There will be no separate measurement to perform the work required under this section.
The contractor shall furnish all labor, materials, tools, equipment, guarantees, and incidentals, and perform all the work involved in the removal of existing paint and thoroughly and completely painting the existing facility complete-in-place per the paint manufacturer’s recommendations and as specified in the Standard Specifications and these Special Provisions, and as directed by the Engineer. Full compensation for complying with the requirements of this section shall be considered as included in the contract prices paid for the various items of work, and no additional compensation will be allowed therefor.
10-30 SIDEWALK RAILING
Sidewalk Railing shall adhere to the Standard Drawings, and the Plans.
Measurement and Payment
“Sidewalk Railing” shall be measured by lump sum and shall include full compensation for all work, including but not limited to labor, materials, any and all appurtenant items necessary for a complete installation, Complete In-Place, and no additional compensation will be allowed therefor.
10-31 STRIPING, RAISED PAVEMENT MARKERS, PAVEMENT MARKINGS AND SIGNING
All traffic striping, signing, wayfinding signs, and markings shall conform to Sections 214, 314, and 700-9 of the Standard Specifications, the Standard Drawings, the State of California Manual on Traffic Controls – 2012 edition, the Plans, and these Special Provisions.
10-31.01 GREEN BIKE BOXES AND BIKE LANES
Refer to Sections 214, 314, and 700-9 of the Standard Specifications and ADD the following:
“The material for the green bike boxes and green bike lanes approaching and through the intersection to be used for the installation of green bicycle lanes and boxes, as called out in the plans, shall meet the following specifications:
10-31.01.01 USE
A durable, high skid resistant, retroreflective pavement marking material suitable for use as, bike path, roadway, intersection, airport, commercial or private pavement delineation and markings.
1. The material shall be a resilient light green color thermoplastic product, the surface of which must contain glass beads and abrasives in an alternating pattern optimizing both skid resistance and retroreflectivity.
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2. The material shall be resistant to the detrimental effects of motor fuels, lubricants, hydraulic fluids etc.
3. The material shall be capable of being affixed to bituminous and/or Portland cement concrete pavements by use of the normal heat of a propane torch.
4. The material shall be capable of conforming to pavement contours, breaks and faults through the action of traffic at normal pavement temperatures. The markings shall have resealing characteristics, such that it is capable of fusing with itself and previously applied thermoplastic.
5. The material shall not have minimum ambient and road temperature requirements for normal application, storage, or handling. When manufacturer’s standard application procedures require the use of a 2-component sealer, the material shall be capable of being applied with a compatible 2-component sealer recommended by the manufacturer, at minimum ambient and surface temperatures of 45⁰F without any special storage, preheating or treatment of the material before application.
10-31.01.02 MANUFACTURING CONTROL AND ISO CERTIFICATION
The manufacturer must be ISO 9001:2008 certified and provide proof of current certification. The scope of the certification shall include manufacture of reflective highway markings.
10-31.01.03 MATERIAL
Must be composed of an ester modified rosin resistant to degradation by motor fuels, antifreeze, lubricants, etc. in conjunction with aggregates, pigments, binders, abrasives, and glass beads which have been factory produced as a finished product, and meets the requirements of the current edition of the Manual on Uniform Traffic Control Devices for Streets and Highways, including the April 15, 2011 FHWA “Interim Approval for Optional Use of Green Colored Pavement for Bike Lanes (IA-14).” The thermoplastic material conforms to AASHTO designation M249-79 (98), with the exception of the relevant differences due to the material being supplied in a preformed state.
Graded Glass Beads:
1. The material must contain a minimum of thirty percent (30%) intermixed graded glass beads by weight. The intermixed beads shall be clear and transparent. Not more than twenty percent (20%) consists of irregular fused spheroids, or silica. The index of refraction shall not be less than 1.50.
2. The material must have factory applied coated surface beads and abrasives in addition to the intermixed beads at a rate of 1/2 lb. (± 20%) per 11 sq. ft. The surface beads and abrasives must be applied in an alternating arrangement across the surface of the material so that the surface is covered in what is best described as a “checkerboard” pattern of glass beads and abrasive materials. The abrasive material must have a minimum hardness of 8 (Mohs scale).
These factory-applied coated surface beads shall have the following specifications:
a. Minimum 80% rounds;
b. Minimum refractive index of 1.5;
c. Minimum SiO2 Content of 70%;
d. Maximum iron content of 0.1%;
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Pigments: Light Green:
1. The material shall be manufactured with appropriate pigment to ensure that the resulting colors complies with the Light Green color as specified in the FHWA Memorandum dated April 15th, 2011: Interim Approval for Optional Use of Green Colored Pavement for Bike Lanes (IA-14).
2. Daytime chromaticity coordinates for the color used for green colored pavement shall be as follows:
3. Nighttime chromaticity coordinates for the color used for green colored pavement shall be as follows:
4. The pigment system must not contain heavy metals or any carcinogen, as defined in 29 CFR 1910.1200 in amounts exceeding permissible limits as specified in relevant Federal Regulations.
Heating indicators:
The top surface of the material shall have regularly spaced indents. The closing of these indents during application, shall act as a visual cue that the material has reached a molten state allowing for satisfactory adhesion and proper bead embedment, and as a post-application visual cue that the application procedures have been followed.
Skid Resistance:
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application provide a minimum skid resistance value of 60 BPN when tested according to ASTM: E 303.
Thickness:
The material must be supplied at a minimum thickness of 90 mils (2.29 mm).
Retroreflectivity:
The preformed retroreflective marking materials, upon application, shall exhibit adequate and uniform nighttime retroreflectivity of 50 mcd·m-2·lx-1when measured using a Delta LTL 2000 or LTL-X Retroreflectometer using the ASTM E1710 method. Note: Initial retroreflection and skid resistance are affected by the amount of heat applied during installation. When ambient temperatures are such that greater amounts of heat are required for proper installation, initial retroreflection and skid resistance levels may be affected.
Environmental Resistance:
The material must be resistant to deterioration due to exposure to sunlight, water, salt or adverse weather conditions and impervious to oil and gasoline.
Abrasives:
The abrasives and surface beads must be applied in an alternating arrangement across the surface of the material so that the surface is covered in what is best described as a “checkerboard” pattern of glass beads and abrasive materials. The abrasive material must have a minimum hardness of 7 (Mohs scale).
10-31.01.04 APPLICATION
Asphaltic Concrete:
The material shall be capable of being applied using the propane torch method recommended by the manufacturer, without minimum requirements for ambient and road temperatures, and without any preheating of the pavement to a specified temperature. The material shall be capable of being applied without the use of a thermometer. The pavement shall be clean, dry and free of debris.
Supplier must enclose application instructions with each box/package.
Portland Cement Concrete:
The same application procedure shall be used as described under the “asphalt” section, however, a compatible primer sealer, recommended by the manufacturer, shall be applied to the surface prior to the application of material to ensure proper adhesion.
10-31.01.05 PACKAGING
The preformed thermoplastic markings shall be placed in protective plastic film with cardboard stiffeners where necessary to prevent damage in transit. Linear material must be cut to a maximum of 3' long pieces. Legends and symbols must also be supplied in flat pieces. The cartons in which packed shall be non-returnable and shall not exceed 40" in length and 25" in width, and be labeled for ease of identification. The weight of the individual carton must not exceed seventy (70) pounds. A protective 01/23/2024 C7 529 of 561
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film around the box must be applied in order to protect the material from rain or premature aging.
10-31.01.06 SEALER
A two-component sealer must be used for the installation of preformed thermoplastic material per the following specifications:
Use:
A two-component epoxy sealer used to enhance the bond strength between the substrate (portland cement concrete or asphalt) and preformed thermoplastic materials made from resins and/or polymers, and inorganic fillers.
Properties:
The sealer must be environmentally safe – no VOC solvents. o The sealer must bond to dry and damp surfaces.
o The sealer must have a low viscosity that allows it to penetrate into concrete and in particular penetrate through laitance, if present.
o To allow for the application area to be re-opened to traffic, the sealer must cure rapidly. During a normal application process the sealer will have cured and bonded to the preformed thermoplastic material in less than 10 minutes.
o To allow for work time for correct positioning of the preformed thermoplastic material, the sealer must have a gel time of at least 20 minutes at 80ºF
Applications:
The sealer shall be capable of being applied to the substrate either by brush, roller, or sprayer.
It shall be capable of being applied in a thin, even, uniform coat.
Packaging:
Each cartridge must be properly labeled and packed in a heat-sealed polyethylene bag. Three mixing nozzles, 2 cartridge re-closing caps, 2 application rollers, and 3 pairs of latex gloves must be packaged in a separate heat-sealed compartment of the same bag. Detailed Application Instructions and MSDS must be included in each kit, which must consist of two cartridge/accessory bags.
10-31.02 SCHEDULE OF VALUES
The Contractor shall provide a signing and striping schedule of values for review by the Engineer within 5 days of contract award. The schedule of values will be used to determine payment to the Contractor for work beyond what is shown on the Plans.
Measurement and Payment
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“Signing and Striping per Plans” shall be measured for payment as a lump sum. “Wayfinding Signs” shall be measured for payment by each.
The lump sum paid for “Signing and Striping per Plans” and for “Wayfinding Signs” paid by each shall including Salvage and Relocation of Existing Signs and Painting of Curbs and shall include full compensation for furnishing all labor, materials, tools, equipment, transportation, and incidentals necessary for a complete installation, and no additional compensation will be allowed therefor.
10-32 ADJUSTMENT OF UTILITIES TO GRADE
It is the responsibility of the Contractor to preserve the locations of all manholes, well monuments, valve lids, vault covers, utility access points, boxes, etc. and to raise or lower those facilities to grade, or to coordinate the raising or lowering of facilities by the appropriate utility providers, as specified elsewhere in these Special Provisions and in the Plans, during the completion of various items of work in accordance with the standards of the respective utility companies/providers.
Measurement and Payment
All adjustments to grade, including all labor, materials, tools, equipment and incidentals necessary for a complete grade adjustment and installation, shall be considered included “Clearing and Grubbing” and no additional compensation will be made therefor.
10-33 TRAFFIC CONTROL
Traffic control, includes but is not limited to: preparation of plans; installation, maintenance, and removal of cones, delineators, advanced warning signs, barricades, etc.; flagmen; written notices; temporary traffic stripe application and removal of existing striping by sandblasting; and, traffic rerouting, etc., all in conformance with the requirements of the construction phasing in the Project Plans and “ADDITIONAL REQUIREMENTS” in this Section 10-33.
The Contractor shall coordinate with the City of San Diego for appropriate traffic control in advance of and during special events.
Contractor shall prepare Traffic Control Plans for pavement reconstruction work at all improvements identified in the construction documents, obtain City review, approval, and permits for said Traffic Control Plans, and fully implement and maintain said Traffic Control Plans.
All Traffic Control shall be in accordance with the Project’s Traffic Control Plans (City of San Diego Drawings 40537-T01-D through 40537-T33-D), Contractor-provided Traffic Control Plans approved and permitted by the City for all the improvements identified in the construction documents, and the following:
10-33.01 TRAFFIC CONTROL PERMIT
1. Contractor shall not begin work in the public roadway without the approved traffic control permit.
The traffic control plans are not valid until Work dates are approved and a traffic control permit is issued by the City of San Diego.
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2. The traffic control permit application submittal shall be coordinated so that no items of work will be delayed. To obtain a traffic control permit, call the City of San Diego Development Services Department, unless otherwise directed by the City of San Diego’s project representative, for an appointment a minimum of 2 Working Days prior to starting the work (5) Working Days when the work will affect a traffic signal).
3. Provide/submit 2 copies of the Project’s Traffic Control Plans (TCPs)
10-33.02 TRAFFIC CONTROL DEVICES
Traffic control devices must conform to the following unless shown otherwise on the traffic control permit:
1. Use traffic control devices in accordance with the California MUTCD.
2. Furnish, install, and maintain the traffic control devices as shown on the traffic control permit and approved TCPs, and any additional traffic control devices as may be required to ensure the safe movement of vehicles and pedestrians, and to provide for the safety of construction workers. The Contractor shall install a minimum 42” high temporary chain link fence with a continuous detectable edging, or approved equal, at all locations where the pedestrian path of travel is adjacent to the work area. The 42” high temporary chain link fence, or approved equal, shall be per 2012 MUTCD requirements, Maintain existing traffic control signs and traffic signals in their proper location on temporary mounting supports until permanent signs or signals are restored.
3. Contractor’s name or the Supplier’s name that owns the traffic control devices must be clearly noted on each device.
4. Barricades used at night must be equipped with flashing lights. Signs used at night must be reflectorized with a material that has a smooth, sealed outer surface, or illuminated to show approximately the same shape and color day and night. Use internally or externally illuminated signs where there is significant interference from extraneous light sources and reflectorized signs will not be effective. External light sources must be properly shielded to protect drivers from glare. Street lighting is not adequate for sign illumination.
5. Do not store or allow equipment, material, or debris to remain in the public right-of-way without prior approval by the Engineer.
6. Travel lanes must be 12’ wide, minimum. For lane closures on roadways with bike lanes, the rightmost travel lane must be 14’ wide, minimum, unless otherwise approved by the Engineer.
7. Flashing arrow boards must be used when the posted speed is 40 mph or more, or when curvature of the roadway limits visibility. All flashing arrow boards shall be solar or battery powered.
8. Maintain cross traffic and turning moves at the intersections.
9. Backfill or cover trenches with steel trench plates at the end of each work day. Place an asphalt ramp around each trench plate to prevent the plate from being dislodged. Upon completion of excavation backfill, provide a satisfactory surface for traffic. Portable concrete barrier i.e., K-rail, additional noticing, and other items may be required when trenching cannot be secured overnight by backfilling or trench-plating.
10. The parking lane may be used while working next to the curb. “TOW-AWAY/NO PARKING” signs must be posted 48 hours in advance for temporary parking removal. Signs must indicate 01/23/2024 C7 532 of 561
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specific days, dates, and times of restrictions. If violations occur, call Police Dispatch 619-531- 2000 to enforce the Tow-Away notice.
11. Provide for a safe 6-foot wide pedestrian walkway along the length of construction area whenever feasible. The walkway shall not be less than 4’ wide at a single point of contact of obstruction.
12. Utilize Armorcast Guardian 170 Barrier Heavy Duty, or approved equal, water-filled plastic rails to direct pedestrians to pedestrian ramps at all street corners.
13. Post signs notifying the public a minimum of 5 Working Days prior to closure, or detour, of streets.
14. Maintain full width of all traffic lanes of the existing roadway during non-working hours, on designated holidays, and when construction operations are not actively in progress on Working Days.
15. Keep the streets in and adjacent to the construction area clean.
16. Submit proposed changes to and deviations from the traffic control plan permit for the Engineer’s approval. Prior to implementation, the Engineer will observe the implementation of traffic control plans and reserves the right to require you to make changes as field conditions warrant. The Engineer may approve the changes to the traffic control plan permit or if directed in writing by the Engineer. Call the Traffic Control Section at 858-495-4741, for an appointment, to request a revision to the traffic control plan permit. Such changes must supersede the original traffic control plan permit. In such case, the Contractor shall assume full responsibility and liability for said revisions.
10-33.03 PORTABLE CHANGEABLE MESSAGE SIGNS (PCMS)
1. Furnish, place, operate, and maintain on-site at all times during construction a minimum of two (2) PCMS conforming to the Caltrans Standards Specifications at locations designated by the Engineer. All PCMS shall be solar or battery powered.
2. Move PCMS after initial placement, from location to location, as directed by the Engineer.
3. PCMS shall be made available for use 24 hours per day, without any additional payment for time or number of locations, unless otherwise required for changed conditions.
10-33.04 STREET CLOSURES AND DETOURS
1. Closures and detours shall be in accordance with Section 601-2.1.5 of the Standard Specifications and with all applicable State, County, and City requirements for closures of streets.
2. Street closures, detours, barricades lights, other safety devices must conform to the State of California Manual of Traffic Controls – 2012 edition.
3. Contractor shall provide barriers, guards, lights, signs, temporary bridges, flag persons, and watch persons. The Contractor shall be responsible for compliance with additional public safety requirements which may arise. Contractor must furnish and install signs and warning devices and promptly remove them upon completion of the Work.
4. At least 48 hours in advance of closing, partially closing or reopening, any street, alley, or other public thoroughfare, Contractor must notify the Police, Fire, Traffic and Engineering Departments, and comply with their requirements. Deviations must first be approved in writing by the Engineer.
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5. Note the owner’s name clearly on the traffic control safety devices.
6. Construct and maintain detours at the proper time. The Engineer will order closing down the Work if the Contractor fails or refuses to construct and maintain detours as required.
7. Do not interrupt the operation of the existing traffic signals and lighting unless allowed on the Traffic Control Plans.
8. Whenever a portion of the roadway is completed, that section of the road shall be available to traffic immediately if it does not conflict with the rest of the traffic control devices and does not compromise public safety.
9. Furnish flag persons when required to give adequate warning to traffic or to the public of any dangerous conditions to be encountered.
10-33.05 ADDITIONAL REQUIREMENTS
Traffic control shall conform to Section 601 of the Standard Specifications and the California Department of Transportation (Caltrans) Manual of Traffic Controls for Construction and Maintenance Work Zones (current edition at time of bid).
A traffic control and phasing plan has been provided in the Plans. If the Contractor wishes to deviate from the approved traffic control and phasing plan, the Contractor must first submit such deviations to the Engineer for review and approval a minimum of two weeks prior to submitting such plans to the City of San Diego Traffic Engineering Division for its review and approval. Traffic control plans must clearly identify transitions, striping, delineators, and signage and must be submitted to the City Traffic Engineering Division a minimum of 14 working days prior to starting any work. Work on the Traffic Control Plan shall be by a licensed Engineer or a licensed and certified American Traffic Safety Services Association (ATSSA) Traffic Control Company.
The stage construction plan shall adhere to following regulations:
10-33.05.01 WORK HOURS
1. Work hours shall be restricted to 8:00 am - 4:00 pm unless approved otherwise (high volume streets 9:00 am - 3:00 pm). All night work will require written approval from the Engineer and the City Traffic Engineering Division. Lane closures, road closures, and traffic signal modifications associated with overnight construction activities will require warning signs to be placed at least one week in advance of starting nighttime construction.
10-33.05.02 NOTIFICATIONS
1. Temporary "No Parking/Tow Away" signs stating the date and time of prohibition will be posted 48 hours prior to commencing work. Call Parking Enforcement at (619) 531-2000 to validate posting.
2. Access shall be maintained to all driveways unless other arrangements are made and approved by the Engineer.
10-33.05.03 PEDESTRIAN ACCESS & SAFETY / BUS ACCESS
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1. The Contractor shall maintain an accessible corridor that provides at least one safe path of travel for all pedestrians on each side of the street for all pedestrians at all times for the duration of the project.
a. Pedestrian corridor shall be a nominal width of 6' whenever feasible and shall conform to ADA guidelines. It shall not be less than 48" wide at a single point of contact of obstruction b. Accessible pedestrian path shall connect with facilities throughout the project area. c. Equipment, debris, construction material or vehicles shall not obstruct the pedestrian path. d. No parked vehicles can obstruct blue curb parking spaces unless permitted by the city's engineer.
e. Temporary closure of designated pedestrian routes and crossings shall be allowed only when flaggers are present and safely directing pedestrians around hazards.
2. Pedestrians shall be protected from entering excavations with physical barriers designed, installed, and maintained to the satisfaction of the Engineer.
3. Pedestrian access must be maintained to all residences and businesses during working and business hours and during all phases of construction and meet ADA requirements.
4. Where cross-gutters are to be constructed, the cross-gutters must be constructed simultaneously with the adjoining pedestrian ramps.
5. All work affecting bus stops shall be coordinated the with Metropolitan Transit System (MTS).
Contractor shall call MTS at (619) 238-0100, extension 6451, at least 72 hours in advance of starting work.
10-33.05.04 TRAFFIC SIGNALS
1. Work that disturbs normal traffic signal timing operations shall be coordinated with the City. Contact the City’s Streets Division/Electrical (Traffic Signals) at (619) 527-7500 a minimum of 72 hours prior to commencing work.
2. Traffic signals shall remain fully actuated at all times, unless otherwise approved by the Engineer, City Engineer, or their Representatives. If traffic signal loop detectors are rendered inoperative by the proposed work for more than five (5) days, video detection shall be used to provide actuation.
3. If at any time a traffic signal is "black,” R1-1 signs shall be placed on barricades at the intersection.
10-33.05.05 TEMPORARY TRAFFIC CONTROL AND FLAGGERS
1. Flaggers shall be equipped with a white hard hat, a reflective vest, and a "stop/slow" paddle on a 5-foot staff and shall be trained in the proper fundamentals of flagging traffic.
2. All traffic control devices must be maintained 24 hours a day, 7 days per week, by the Contractor.
3. All traffic control shall be in accordance with the latest edition of the California Manual on Uniform Traffic Control Devices (CA-MUTCD) and the latest edition of the San Diego Regional Standard Drawings (SDRSD).
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4. Traffic control plan submittals are required for each phase of the work in the detail, format, and quality illustrated on these sheets. Traffic control plans must be submitted to the Engineer for review a minimum of two weeks prior to submittal to the City of San Diego Traffic Engineering Division for review and approval.
5. All traffic control devices shall be removed from view or covered when not in use.
6. The Engineer, City Engineer, or their Representatives have the authority to initiate field changes to insure public safety.
7. Changeable message signs shall be used in advance of traffic control on prime and major arterials, unless otherwise approved. These signs shall be shown on the traffic control plan.’
8. A minimum of (12) foot travel lanes must be maintained unless otherwise approved by the Engineer and City Traffic Engineering Division.
9. A flashing arrow board shall be required on all street lane closures.
10. At least one person shall be assigned to full time maintenance of traffic control devices on all night- time lane closures for work performed at night. Contractor is to maintain all other continuous traffic controls 24 hours a day, 7 days per week.
11. All warning signs for night lane closures shall be illuminated or reflectorized as specified in the specifications.
12. All advance warning sign installations shall be equipped with flags for daytime closures of all prime and major arterials. Flashing beacons shall be used during night lane closures.
13. A G20-2 "End Road Work' sign shall be placed at the end of the lane closure unless the end of the work area is obvious, or ends within a larger project limits.
14. All cones shall be a minimum height of 36 inches.
15. All cones used for night lane closures shall be illuminated traffic cones or fitted with 13" reflective sleeves.
16. Flashing arrow signs shall be used per CA-MUTCD. Silent type shall be used in residential areas.
17. The maximum spacing between cones in a taper or a tangent shall be as shown in the plans.
18. Additional advance flaggers shall be required when traffic queues develop. Flagger stations for work at night shall be illuminated as noted in chapter 6E of the CA-MUTCD.
19. Place C30 (CA) "Lane Closed" sign at 250'-400' intervals throughout extended work areas.
20. All required signs that are to be left in place over a weekend or holiday shall be post mounted.
21. Construction area traffic control devices shall meet the provisions of the most recent edition of the Caltrans standard specifications, the CA-MUTCD, and the San Diego Regional Standard Drawings for traffic control plans.
10-33.05.06 BIKE LANES
1. Bike lanes shall remain open whenever possible. Vehicles shall not park in bike lanes without proper traffic control.
10-33.05.07 CONSTRUCTION PHASING AND OVERLAPPING TRAFFIC CONTROLS
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1. Each phase of the work shall only affect a maximum of six (6) city intersections or project features at a time per corridor; three (3) of the six (6) intersections or features may be neighborhood traffic circles. The two corridors on this project are Georgia-Meade and Landis.
2. Traffic controls and detours for separate intersections and segments will not be allowed to overlap, unless otherwise approved by the Engineer and City Traffic Engineering Division.
3. Up to two minor cross street closures per phase will be allowed as shown on these plans. Minor streets are defined as north-south roadways with two through-lanes (in the same or opposite directions) which intersect with the proposed bikeway alignment.
4. Streets with vehicle volumes of less than 5,000 vehicles per day shall use the typical Traffic Control and Phasing Plans as provided in the Project Plans.
5. The Traffic Control and Phasing Plans provided in the Project Plans show six (6) construction phases per intersection with a neighborhood traffic circle or similar device; intersections constructed in six (6) phases shall be completed in 130 working days or less, intersections construction in two (2) phases shall be completed in 90 working days or less.
6. The Contractor may propose to construct an intersection with a neighborhood traffic circle or similar device in a single phase under full closure and detour in accordance with Section 601-2.1.5 of the Standard Specifications, subject first to the approval of SANDAG’s Engineer and ultimately the City Engineer. Intersections constructed under complete closure and detour shall be completed in 75 working days or less.
7. Once demolition work has commenced at any location, the contractor shall perform the work continuously and expeditiously until all work is completed, unless otherwise approved by the Engineer. Continuous is defined as no gaps in construction activities between demolition and final inspection.
8. Improvements at the intersection of El Cajon Boulevard and Florida Street are a last order of work for this project and may be deleted partially or entirely by SANDAG due to existing/ongoing work by others at this location. Contractor shall include this work in their baseline schedule and updates, unless otherwise directed by SANDAG’s Engineer.
10-33.05.08 MISCELLANEOUS
1. Contractor shall perform potholing such that potholing may be completed and submitted to the Engineer a minimum of two weeks prior to the start of construction at any work to be done requiring potholing.
2. Trenches are to be backfilled or plated during non-working hours. Trench plates shall be non-skid surface and are to lap trench by 12" on each side. The contractor must provide asphalt ramp and signage denoting "trench plate ahead" for oncoming traffic.
3. Striping will be replaced by the Contractor within 24 hours, if removed or damaged (or replaced with temporary tape).
4. Contractor to provide temporary signing and striping during all phases of construction that match the intent of the design plans. Temporary signing and striping shall include areas between the proposed and existing conditions. SANDAG will have the opportunity to review the temporary signing and marking prior to implementation.
10-33.05.09 WORK AND TRAFFIC CONTROLS WITHIN CALTRANS RIGHT-OF-WAY
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1. A permit from Caltrans must be obtained prior to any work or the placement of any traffic control devices in Caltrans right-of-way.
10-33.05.10 SCHOOLS
The project is subject to date and time restrictions for work performed in the vicinity of public and private schools. An exhibit showing schools in relation to the project site may be found in Appendix D-5, “Project Area School Map.”
The specific dates and times for these restrictions are subject to change. The Contractor shall verify the most current date and time restrictions with the City Engineer prior to start of construction. The Contractor shall also reconfirm these restrictions with the City Engineer prior to the start of any phase of work subject to the restrictions. Additionally, the Contractor shall coordinate with the City Engineer to establish the vicinity around each school within which the work restrictions apply. The Contractor shall assume that work may not be performed within the vicinity of a school when the work restrictions are in effect. The following date and time restrictions apply to this project:
Date restrictions for each school are based on either a traditional or year-round calendar. Work restrictions apply on all dates that school is in session. School is in sessions on all dates except the following general time periods:
(a) Traditional School Calendar:
1. Weekends (Saturday and Sunday)
2. National and School Specific Holidays
3. Thanksgiving Break (one week in November)
4. Winter Break (two weeks in December)
5. Spring Break (one week in April)
6. Summer Break (ten weeks in June/July/August)
(b) Year-Round School Calendar:
1. Weekends (Saturday and Sunday)
2. National and School Specific Holidays
3. Thanksgiving Break (one week in November)
4. Winter Break (four weeks in December/January)
5. Spring Break (three weeks in April)
6. Summer Break (six weeks in July/August)
7. Statewide Testing (May 26, 2011 through June 15, 2011)
Work time restrictions vary by school and day of week. Work time restriction apply on any day that school is in session. The Contractor shall verify the bell schedules for each school and shall observe the following restrictions:
1. Except as otherwise approved by the Engineer and City Traffic Engineering Division, the Contractor shall not have traffic controls in-place between 30 minutes before and 10 minutes after the start of school instruction for the day.
2. Except as otherwise approved by the Engineer and City Traffic Engineering Division, the Contractor shall have not set-up traffic controls between 10 minutes before and 30 minutes after the end of school construction for the day.
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10-33.06 NOT USED
10-33.07 TRAFFIC CONTROL SIGNS AND NOTICES FOR RESURFACING AND SLURRY
SEALING
1. The City of San Diego will provide, at the Pre-Construction Meeting, the standard format for “NO PARKING - TOW-AWAY ZONE” signs for the resurfacing portion of the Work.
Contractor shall furnish the “NO PARKING - TOW-AWAY ZONE” signs and pedestals for posting on sidewalks and streets. The “NO PARKING - TOW-AWAY ZONE” signs shall be mounted on suitable pedestals, such as tripods and barricades. Signs shall be posted every 50’ on both sides of the block affected by the proposed resurfacing, slurry sealing, or both.
2. Contractor shall affix to each “NO PARKING - TOW-AWAY ZONE” sign cards with 2-inch high letters stating the day(s) of the week parking is prohibited, as well as the Contractor’s name and telephone number. Remove the “NO PARKING - TOW-AWAY ZONE” signs immediately following the completion of resurfacing, or slurry sealing, or both.
3. For each street block segment scheduled for slurry sealing or resurfacing, the posted parking prohibition must be for 2 consecutive Working Days. Schedule the slurry sealing on the first posted Working Day, unless otherwise approved by the Engineer. The second posted Working Day must be reserved for emergency work, and may be used only with the approval of the Engineer. Reschedule street block segments which are not completed by the second posted Working Day.
4. Place “NO PARKING - TOW-AWAY ZONE” signs no less than 48 hours in advance and no more than 72 hours in advance of the scheduled slurry sealing. Reschedule street block segments which are not completed by the last posted Working Day. If a Work delay of 48 hours or more occurs from the originally scheduled Work date, remove the “NO PARKING - TOW-AWAY ZONE” signs for a minimum of 24 hours, then reset and re-post for the appropriate Work date.
5. Furnish and distribute door hanger notices in sufficient quantities to advise the general public of the scheduled parking prohibitions.
6. Include the Contractor’s name and telephone number on each door hanger notice. The Engineer’s approval of the door hanger notice format is required prior to its distribution.
7. Leave the door hanger notices on or at the front door of each dwelling and apartment unit and at each tenant of commercial buildings abutting each of the street block segments to be slurry sealed or resurfaced. Where the front doors of apartment units are inaccessible, distribute the door hanger notices to the apartment manager or security officer.
8. Deliver copies of the door hanger notice to a responsible party of commercial buildings, schools, hospitals, churches, and other public buildings.
9. Distribute door hanger notices no less than 48 hours in advance and no more than 72 hours in advance of the scheduled resurfacing.
Measurement and Payment
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The lump sum paid for “Traffic Control and Stage Construction” shall include full compensation for furnishing all labor, materials, tools, equipment, transportation, and incidentals for all necessary and required Traffic Control and Stage Construction to completely implement and maintain the Traffic Control Plans, these Special Provisions, and any approved revisions thereto, including, but not limited to, obtaining all permits, payment of all fees, and all required coordination efforts , and no additional compensation will be allowed therefor.
10-34 CONCRETE STRUCTURES
10-34.01 GENERAL
The work under this item consists of furnishing all materials, equipment and labor necessary to construct the following:
A. Other miscellaneous concrete work shown on the Plans and identified in these Special Provisions.
10-34.02 MATERIALS
Portland cement concrete structures shall conform to the provisions of Section 201-1, "Concrete, Mortar, and Related Materials," and Section 303-1, “Concrete Structures” of the Standard Specifications and Section 10-13 of these Special Provisions.
Reinforcement shall conform to the provisions of Sections 201-2, “Reinforcement for Concrete” and 303-1, “Concrete Structures” of the Standard Specifications and to these Special Provisions.
10-35 UNSUITABLE MATERIAL
If any unsuitable material, as determined by the Engineer, is encountered, it shall be removed and replaced with Class 2 aggregate base in accordance with the provisions of Section 300-2.2 of the Standard Specifications.
Measurement and Payment
“Unsuitable Material” shall be measured by the cubic yard based upon the dimensions of the removal area.
The contract unit price paid for “Unsuitable Material” shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals involved in removing and disposing of unsuitable material, and backfilling with Class 2 aggregate base, and no additional compensation will be allowed therefor. Further, the provisions of Sections 4-1.03B(1) and 4-1.03B(2) of these Special Provisions regarding increases and decreases of more than 25 percent shall not be applicable to this Section 10-35 and no adjustments in unit price will allowed should the actual quantity be 25% more or less than the bid quantity.
10-36 IN-PAVEMENT BICYCLE COUNTER
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instructions found in Appendix D-6, “Eco Counter ZELT Inductive Loops for Bicycles Installation in Asphalt.”
Measurement and Payment
“In-Pavement Bicycle Counter Inductive Loops” shall be measured as a lump sum.
The lump sum price paid for “Replace Existing In-Pavement Bicycle Counter Inductive Loops” shall include full compensation for furnishing all labor, materials, tools, equipment, and incidentals involved in providing and replacing the existing the bicycle counter inductive loops at the locations shown on the Plans, complete-in-place, and no additional compensation will be allowed therefor.
END OF SECTION 10
LTorio
1223082_5007027_SCT_10_General
5/31/19
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The entirety of this proposal, including text and images, is the property of Kimley-Horn and Associates, Inc., protected under U.S. copyright law.
Copyright © 2023 Kimley-Horn and Associates, Inc.
www.kimley-horn.com
Mark Araujo, P.E.
[email protected]
619.744.0177
401 B Street, Suite 600 • San Diego, CA 92101
Contact:
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00034875 3
4878-9329-5764, v. 6
EXHIBIT B1
CONTRACTOR’S
NEGOTIATED PROPOSAL
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kimley-horn.com 401 B Street, Suite 600, San Diego, CA 92101 619 234 9411
November 16, 2023
Matt Atteberry, P.E.
Engineering Division Manager
City of Vista
200 Civic Center Drive
Vista, CA 92084-6275
Re: EMERALD DRIVE COMPLETE STREETS PROJECT (CIP No. 8357)
Dear Matt Atteberry,
Kimley-Horn and Associates, Inc. (“Kimley-Horn” or “Consultant”) is pleased to submit this letter agreement (the “Agreement”) to the City of Vista (“City”) for providing Civil Design Plans, Specifications, and Estimate (“PS&E”) for the Emerald Drive Complete Streets Project (CIP No. 8357) ("Project").
PROJECT UNDERSTANDING
The City of Vista has identified a priority area where there is high pedestrian traffic, ADA-access issues, and a need to enhance bicycle and vehicular safety. Emerald Drive from Olive Avenue to West Drive is an existing arterial street and that consists of missing sections of sidewalk, has long pedestrian crossing distances, high speed vehicular traffic, high ADT, high vehicular collisions, inadequate number of bus stops, lack of bicycle facilities, and lack of crosswalks. This project is proposing to address these deficiencies and increase safety for all users along the corridor by constructing curb and gutter, missing links of sidewalks, roundabouts, curb extensions, medians, bus stops, high-visibility crosswalks, and buffered bike lanes with green transition and conflict striping. It is anticipated that several properties will be impacted as part of these improvements.
The following design objectives will be considered as part of this design project:
Ensure ADA accessibility for all improvements,
Increase safety and mobility for non-motorized users, Minimize impacts to private property,
Maximize the preservation of mature landscaping and healthy tree specimens. Incorporate sustainable design principles and meet or exceed all stormwater regulations and requirements.
Minimize construction costs and long-term maintenance costs.
AutoCAD 2024 will be utilized for all base files and deliverables within this scope. The files can be saved down to an earlier version (AutoCAD 2015), if requested by the Client.
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