cc 2024 AR 10/22 cip 8355 nevada lemon sidewalk lighting project award of contract — Vista City Council, October 22, 2024 (part 3 of 3)

CONSTRUCT SIDEWALK WITH MONOLITHIC BACK CURB PER DETAIL C ON SHEET 02. CONSTRUCT THICKENED EDGE NEXT TO BMP PER DETAIL K ON SHEET 3

CONSTRUCT TRANSITION TO EXISTING PCC CURB AND GUTTER PER DETAIL B ON SHEET 02

COORDINATE UTILITY POLE BRACING WITH SDGE

REMOVE AND REINSTALL WOOD FENCE PER PLAN

CONSTRUCT TYPE D PCC ADA RAMP WITH DARK GRAY TRUNCATED
DOMES PER SDRSD G-31
CONSTRUCT 5.5" THICK PCC DRIVEWAY. MATERIAL TO MATCH EXISTING 2" MILL AND VARIABLE OVERLAY PER SDPWC SDG-106
CONSTRUCT 6" LONG HMA PAVEMENT RAMP. CONTRACTOR TO ENSURE RUNNING SLOPE IS UNDER 8.33%
CONSTRUCT ROCK BLANKET PER DETAIL I ON SHEET 03

ADJUST TO GRADE
RELOCATE MAILBOX. CONTRACTOR TO COORDINATE WITH

POSTMASTER

RESET/REINSTALL EXISTING GATE
1 2
3 5
8 10
12 14
16 27
30 32
33 36
37 46
49 IMPROVEMENT PLANS FOR:
12 LEGEND:

ITEM SYMBOL

DAYLIGHT
SAWCUT

GRADE BREAK

CONSTRUCT PCC CURB AND GUTTER (HEIGHT PER
PLAN)

CONSTRUCT DRIVEWAY

FINISHED GRADE CONTOUR

SIDEWALK

HMA PAVEMENT

ROCK BLANKET

MILL AND OVERLAY

LANDSCAPING

PROFILE SCALE
HORIZ. : 1" = 20'
VERT. : 1" = 4'
10/22/2024 C5 457 of 637

25.00' VC
PVI STA:13+04.80
PVI EL:391.94
A:10.87%
K:2.30
380
385
390
-10.54%

5.02%

1.50%

6.67%

6.18%

10.98%
-1.81%
PV
I
:
1 2
+
4 9
.
1 0
,

2 8
.
1 6
'

R
TC
:
3 8
9 .
9 6
PV
I
:
1 2
+
2 7
.
7 0
,

1 2
.
2 8
'

R
TC
:
3 8
8 .
5 7
TC
:
(
3 8
6 .
7 6
)

M
E
BE
G

P
C
/
P
V
I
:
1 2
+
0 1
.
5 1
,

1 7
.
0 6
'

R
TC
:
3 8
7 .
7 8
PC
/
P
V
I
:
1 2
+
1 7
.
1 6
,

1 2
.
4 8
'

R
TC
:
3 8
8 .
5 1
PC
/
P
V
I
:
1 2
+
2 3
.
7 3
,

1 2
.
0 0
'

R
TC
:
3 8
9 .
5 5
PC
/
P
V
I
:
1 2
+
5 1
.
7 3
,

5 0
.
4 5
'

R
TC
:
3 8
8 .
4 0
EN
D

P
I
/
P
V
I
:
1 2
+
4 7
.
8 0
,

6 0
.
5 7
'

R
TC
:
3 8
6 .
9 6
PT
/
P
V
I
:
1 2
+
0 4
.
4 5
,

1 6
.
5 8
'

R
TC
:
3 8
8 .
1 3
PT
:
1 2
+
2 0
.
2 3
,

1 2
.
0 0
'

R
TC
:
3 8
9 .
7 4
PT
:
1 2
+
5 1
.
7 3
,

4 0
.
0 0
'

R
TC
:
3 8
9 .
0 6
PT
:
1 2
+
5 0
.
6 4
,

5 4
.
9 8
'

R
MA
T
C
H
L
I
N
E

S
T
A

1 0
+
3 6
SE
E

S
H
E
E
T

1 0
??
?
TC
:
3 8
1 .
9 0
PVI STA:11+38.97, 17.00' L
120.00' VC
PVI EL:382.60
A:6.19%
K:19.39

1.17%

12.67%1.80%

1.20%

7.36%
EN
D

P
T

P
V
I
:
1 2
+
4 9
.
7 3
,

5 5
.
8 7
'

L
TC
:
3 9
2 .
4 6
PV
I
:
1 2
+
2 8
.
2 3
,

1 2
.
3 6
'

L
TC
:
3 8
8 .
5 3
TC
:
3 8
7 .
0 2
EV
C
/
P
C
:
1 1
+
9 8
.
9 7
,

1 7
.
0 0
'

L
TC
:
3 8
8 .
1 5
PC
:
1 2
+
1 3
.
6 5
,

1 2
.
5 4
'

L
TC
:
3 8
8 .
4 8
PC
:
1 2
+
2 3
.
7 3
,

1 2
.
0 0
'

L
TC
:
3 9
2 .
3 0
PC
:
1 2
+
5 1
.
7 3
,

4 7
.
1 6
'

L
TC
:
3 9
2 .
3 8
PC
C
:
1 2
+
5 0
.
7 3
,

5 1
.
5 1
'

L
TC
:
3 8
7 .
2 6
PT
:
1 2
+
0 2
.
2 1
,

1 6
.
4 6
'

L
TC
:
3 8
8 .
3 9
PT
/
P
V
I
:
1 2
+
1 6
.
8 9
,

1 2
.
0 0
'

L
TC
:
3 9
2 .
1 7
EV
C
/
P
T
:
1 2
+
5 1
.
7 3
,

4 0
.
0 0
'

L
BV
C
:
1 0
+
7 8
.
9 7
,

1 7
.
0 0
'

L
380
390
385

EXISTING SURFACE AT

CURB LINE F

PROPOSED TC AT

CURB LINE F

NEVADA AVE

CENTERLINE

EXISTING SURFACE AT

CURB LINE G

PROPOSED TC AT

CURB LINE G
CU
R
B

L
I
N
E

B
E
G
I
N
S
BV
C
:
1 2
+
9 2
.
3 0
TC
:
3 9
0 .
3 6
BV
C
:
1 2
+
4 1
.
2 6
,

1 8
.
1 7
'

L
V
6"

C
L

P
E
R

I
-
9 4
3 -
1 9
7 0
6"

C
L

P
E
R

I
-
9 4
3 -
1 9
7 0
11 12 12
2 3
38 538238338
4 38
6 38
7 8.5'

6.5'
17'
(18.28')
382
3 8
9 3
9 0
39 2
391
3 9
0 3
8 9
38 8
38 7
38 9
389
(381)
(3
8 2
)
(
3 8
3 )
(
3 9
0 )
(
3 9
1 )
(
3 9
3 )
(
3 8
9 )
12+01.27, 10.00' L
FS:(386.84) ME
12+36.78, 8.50' L
FS:(389.26) ME
12+57.73, 29.45' L
FS:(392.12) ME18'
24'
18'
11 +
0 1
.
7 5

℄
11 +
7 7
.
6 4

℄
10+53.00, 6.50' R
FS:(381.04) ME
12+43.26, 6.50' R
FS:(389.72) ME
12+01.51, 6.50' R
FS:(386.55) ME 12+57.23, 20.47' R
FS:(390.47) ME
12+57.23, 50.85' R
FS:(389.56) ME
12+51.37, 62.38' R
FS:(388.27) ME
12+01.28, 8.50' L
FS:(386.84) ME
10+00.22, 10.50' L

NEVADA AVE
LE
M
O
N

A
V
E
G
WTR
WTR
G
E
ST LT
P18560
FH
WV (4)
14 '

D
W
Y
14 '

D
W
Y
APN:175-103-02
APN:175-101-13APN:175-101-14
APN:175-101-14
APN:175-103-01APN:175-103-01
APN:
175-102-18
APN:
175-102-17
APN:
175-102-16

MONUMENT

MONUMENT
WV

MONUMENT

MONUMENT
R/W
R/W

CURB LINE F

CURB LINE G

NEVADA AVE CENTERLINE
1 1
1 1
1 1
3 3
5 5 27
27 2
2 2
10 10
12 12
14 1616
37 37
30 30
8 8
33 33
3 33
36 36
1 37
1 1
1 MB1
E1
AC DIKE1 WTR 1
FENCE
FENCE
32 12+40.80, 37.90' L
FS:390.83
46 46
49 GATE1
P:
\
P
r
o
j
e
c
t
\
2 0
2 3
.
0 6
7 6
_
N
e
v
a
d
a

a
n
d

L
e
m
o
n

S
i
d
e
w
a
l
k
s
\
C
A
D
\
P
l
a
n
s
\
6 7
6 _
I
M
.
d
w
g
P
l
o
t
:

L
a
u
r
a

H
e
r
n
a
n
d
e
z

D
a
t
e
:

4 /
2 3
/
2 0
2 4

9 :
1 6
:
0 4

A
M

APPROVED

CITY OF VISTA FIRE DEPARTMENT

APPROVED DATE RECOMMEND FOR APPROVAL

CITY OF VISTA SANITATION DEPARTMENT

APPROVED DATE
NO.DESCRIPTION CITY DATE

APPROVED CHANGES

VIDDATE
BASIN:

CITY ENGINEER

CITY OF VISTA
(C.I.P. NO. 8355)

ENGINEER OF WORK
C
A
LL

B E F O R E
Y
O
U
D
I
G
BI
D

S
E
T
PREPARED BY:DATE:

P.E. EXPIRES DATE
R
EG

ISTERE D P R O F E SSIONAL
E
N
G
I
N
E
ER
S
T

ATE OF C A L I F O R N IACIVIL
C 81946
ROBE R T O R . RUIZ-
SA
L
A
S
ROBERTO R. RUIZ-SALAS C 81946 (NEVADA AVE AND LEMON AVE) REVIEWED BY:

HIGH PRIORITY INSPECTION WDID NO.

INSPECTOR DATE
RCE EXP.

DATE
RCE EXP.LIC.DATE DATE
RCE EXP.LIC.DATE DATE
SHEET OF 29
03/31/26
N/A
04/02/24
0'20'40'
SCALE 1" = 20'
N
MATCHLINE STA 03+13

SEE NEXT SHEET
MA
T
C
H
L
I
N
E

S
T
A

1 0
+
3 6
SE
E

P
R
E
V
I
O
U
S

S
H
E
E
T
10+00 11+00 12+00 13+00

CONSTRUCTION NOTES

PROTECT IN PLACE

SAWCUT PER DEMOLITION PLANS
CONSTRUCT 4" HMA PAVEMENT OVER 8" CLASS 2 AGGREGATE BASE CONSTRUCT 6" PCC TYPE G CURB AND GUTTER PER SDRSD G-02
CONSTRUCT PCC DRIVEWAY PER SDRSD G-14C

CONSTRUCT SIDEWALK WITH MONOLITHIC BACK CURB PER DETAIL C ON SHEET 02. CONSTRUCT THICKENED EDGE NEXT TO BMP PER DETAIL K ON SHEET 3

CONSTRUCT TRANSITION TO EXISTING PCC CURB AND GUTTER PER DETAIL B ON SHEET 02

COORDINATE UTILITY POLE BRACING WITH SDGE

REMOVE AND REINSTALL WOOD FENCE PER PLAN

ADJUST TO GRADE
RELOCATE MAILBOX. CONTRACTOR TO COORDINATE WITH

POSTMASTER

RESET/REINSTALL EXISTING GATE
1 2
3 5
8 10
12 14
16 27
30 32
33 36
37 46
49 IMPROVEMENT PLANS FOR:
12 LEGEND:

ITEM SYMBOL

DAYLIGHT
SAWCUT

GRADE BREAK

CONSTRUCT PCC CURB AND GUTTER (HEIGHT PER
PLAN)

CONSTRUCT DRIVEWAY

FINISHED GRADE CONTOUR

SIDEWALK

HMA PAVEMENT

ROCK BLANKET

MILL AND OVERLAY

LANDSCAPING

PROFILE SCALE
HORIZ. : 1" = 20'
VERT. : 1" = 4'
10/22/2024 C5 458 of 637

6" CL PER I-943-1970
6" CL PER I-943-1970
6" CL PER I-943-1970
6" CL PER I-943-1970
4 5 6 7 8 9
3 9
0 38638
7 3
8 8
3 8
9 3
9 1
392393393
20'
30'
(3
9 0
)
(3
8 7
)
(3
8 7
)
(
3 8
8 )
(3
8 9
)
(
3 9
1 )
(
3 9
2 )
(
3 9
3 )
(3
9 4
)
(3
9 4
)
(386)
(393)
3+
5 0
.
2 7

℄
4+
3 1
.
9 7

℄
4+
4 7
.
6 2

℄
4+
9 6
.
2 7

℄
5+
4 7
.
1 9

℄
5+
8 1
.
8 7

℄
5+
9 6
.
4 0

℄
6+
4 4
.
2 6

℄
6+
9 5
.
6 7

℄
7+
4 5
.
5 7

℄
8+
4 4
.
1 4

℄
8+52.35, 12.01' L
FS:(386.00) ME

LEMON AVE
SS
G
E

SS COMM
WTR G
E
SDWK

SD INLET
20 '

D
W
Y
8'

D
W
Y
12 '

D
W
Y
10 '

D
W
Y
12 '

D
W
Y
11 .
5 '

D
W
Y
15 '

D
W
Y
11 '

D
W
Y
10 .
5 '

D
W
Y
F
R
O
M
T
O
APN:175-101-13 APN:175-101-12 APN:175-101-11 APN:175-101-10 APN:175-101-09 APN:175-101-08 APN:175-101-07 APN:175-101-06 APN:175-101-05 APN:175-101-04 APN:175-101-03 APN:175-102-19 APN:175-102-20 APN:175-102-21 APN:175-102-22 APN:175-102-23 APN:175-102-24 APN:175-102-25 APN:175-102-25 APN:175-101-38 APN:175-101-38 APN:175-102-39 APN:175-070-21 APN:175-070-20
AP
N
:
17 5
-
1 0
2 -
1 8

MONUMENT

MONUMENT
WM (2)

MONUMENT
WM
MH
WM

R/W R/W

CURB LINE H

LEMON AVE CENTERLINE
48 11
11 1
1 1
1 1
1 3
510
12 2
2 13
15 15
42 19
20 21
29 7
7 7
7 7
7 7 7 7 7 50
2 3 32
35 35
R/W
R/W
30 30
30 30
30 30 30
30 30
30 1
1 451
1 1
52 43
44 44
43 37
1 WV(4)37
8+31.32, 19.99' L
RIM:386.00
L=10' INV = 382.58

WTRFENCE

FENCEPOST
POST
WM (2)

POST & MB

MONUMENT
11 11
1 1
1 1
1 13
FENCE1
WALL
G
G
G
WTR
11 1
1 1
45 WM (2)
PILLAR
G
1 1
46 WOOD POST1
WALL
G
SS
WTR
G
1 1
1 1
1 E
G
1 1
COMM
G
SDWK
INV 382.20

SD INLET
WALL
PILLAR

PILLAR G
SS
WTR
1 1
1 1
1 1
1 1
1 1
47 2"

L
I
P
46 46
46MB (2)
1PILLAR
1 MB
FENCE 1
GATE1
44 46
49 49
49 WM43
WM
US
E

V
I
E
W

L
A
B
E
L
TC
:
3 9
3 .
5 7
??
?
TC
:
3 9
1 .
2 2
??
?
TC
:
3 8
6 .
1 5
PVI STA:7+17.72, 20.00' L
102.00' VC
PVI EL:386.31
A:4.00%
K:25.50
PVI STA:5+53.50, 20.00' L
100.00' VC
PVI EL:393.37
A:3.90%
K:25.64
BV
C
:
5 +
0 3
.
5 0
,

2 0
.
0 0
'

L
EV
C
:
6 +
0 3
.
6 0
,

2 0
.
0 0
'

L
EV
C
:
7 +
6 8
.
7 2
,

2 0
.
0 1
'

L
FL
:
3 8
5 .
4 0
380
390
EN
D

6 "

C
U
R
B
BE
G
I
N

C
U
R
B

H
E
I
G
H
T

T
R
A
N
S
I
T
I
O
N

EXISTING SURFACE AT

CURB LINE H

PROPOSED TC AT

CURB LINE H

LEMON AVE

CENTERLINE

PROPOSED FL AT
CURB LINE H ??
?
TC
:
3 8
8 .
5 0
EN
D

C
U
R
B

H
E
I
G
H
T

T
R
A
N
S
I
T
I
O
N
BE
G
I
N

8 "

C
U
R
B
CU
R
B

L
I
N
E

E
N
D
S
BV
C
:
6 +
6 6
.
7 2
,

2 0
.
0 0
'

L
PV
I
:
3 +
7 5
.
0 0
,

2 0
.
0 0
'

L
TC
:
3 9
3 .
0 7
PV
I
:
4 +
8 7
.
2 7
,

2 0
.
0 0
'

L
TC
:
3 9
3 .
6 3
EN
D

P
V
I
:
8 +
5 2
.
3 5
,

2 0
.
2 9
'

L
TC
:
(
3 8
6 .
2 0
)

M
E
7+
8 7
.
7 2
,

2 0
.
0 1
'

L
TC
:
3 8
6 .
1 0
PV
I
:
8 +
3 8
.
8 9
,

2 0
.
0 1
'

L
TC
:
3 8
6 .
1 8
7+
9 7
.
7 2
,

2 0
.
0 1
'

L
TC
:
3 8
6 .
0 7
PV
I
:
8 +
2 5
.
8 9
,

2 0
.
0 1
'

L
TC
:
3 8
5 .
9 8
TC
:
3 9
2 .
4 6
BE
G

P
I
/
P
V
I
:
3 +
1 2
.
9 6
,

2 0
.
0 0
'

L
TC
:
3 8
6 .
2 0
PI
:
8 +
4 9
.
3 9
,

2 0
.
0 1
'

L
FL
:
3 8
5 .
6 0
FL
:
3 8
5 .
3 1
FL
:
3 8
5 .
6 4
FL
:
3 8
5 .
6 4
P:
\
P
r
o
j
e
c
t
\
2 0
2 3
.
0 6
7 6
_
N
e
v
a
d
a

a
n
d

L
e
m
o
n

S
i
d
e
w
a
l
k
s
\
C
A
D
\
P
l
a
n
s
\
6 7
6 _
I
M
.
d
w
g
P
l
o
t
:

L
a
u
r
a

H
e
r
n
a
n
d
e
z

D
a
t
e
:

4 /
2 3
/
2 0
2 4

9 :
1 6
:
2 0

A
M

APPROVED

CITY OF VISTA FIRE DEPARTMENT

APPROVED DATE RECOMMEND FOR APPROVAL

CITY OF VISTA SANITATION DEPARTMENT

APPROVED DATE
NO.DESCRIPTION CITY DATE

APPROVED CHANGES

VIDDATE
BASIN:

CITY ENGINEER

CITY OF VISTA
(C.I.P. NO. 8355)

ENGINEER OF WORK
C
A
LL

B E F O R E
Y
O
U
D
I
G
BI
D

S
E
T
PREPARED BY:DATE:

P.E. EXPIRES DATE
R
EG

ISTERE D P R O F E SSIONAL
E
N
G
I
N
E
ER
S
T

ATE OF C A L I F O R N IACIVIL
C 81946
ROBE R T O R . RUIZ-
SA
L
A
S
ROBERTO R. RUIZ-SALAS C 81946 (NEVADA AVE AND LEMON AVE) REVIEWED BY:

HIGH PRIORITY INSPECTION WDID NO.

INSPECTOR DATE
RCE EXP.

DATE
RCE EXP.LIC.DATE DATE
RCE EXP.LIC.DATE DATE
SHEET OF 29
03/31/26
N/A
04/02/24
MA
T
C
H
L
I
N
E

S
T
A

0 3
+
1 3
SE
E

P
R
E
V
I
O
U
S

S
H
E
E
T
N
0'20'40'
SCALE 1" = 20'
4+00 5+00 6+00 7+00 8+00

CONSTRUCTION NOTES

PROTECT IN PLACE

SAWCUT PER DEMOLITION PLANS
CONSTRUCT 4" HMA PAVEMENT OVER 8" CLASS 2 AGGREGATE BASE CONSTRUCT 6" PCC TYPE G CURB AND GUTTER PER SDRSD G-02
CONSTRUCT MODIFIED PCC DRIVEWAY PER SDRSD G-14F AND DETAIL F ON SHEET 03

CONSTRUCT SIDEWALK WITH MONOLITHIC BACK CURB PER DETAIL C ON SHEET 02. CONSTRUCT THICKENED EDGE NEXT TO BMP PER DETAIL K ON SHEET 3

CONSTRUCT TRANSITION TO EXISTING PCC CURB AND GUTTER PER DETAIL B ON SHEET 02
CONSTRUCT TYPE A RETAINING WALL PER SDRSD C-09

REMOVE AND REINSTALL CHAIN LINK FENCE PER PLAN

RELOCATE FIRE HYDRANT PER VISTA IRRIGATION DISTRICT (VID) STANDARD DRAWING 4-1 AND 4-2
CONSTRUCT TYPE B-1 CURB INLET PER SDRSD D-02. L=10'
FURNISH AND INSTALL 18" RCP STORM DRAIN
CONSTRUCT 3" HMA PAVEMENT OVER 7" CLASS 2 AGGREGATE BASE CONSTRUCT 5.5" THICK PCC DRIVEWAY. MATERIAL TO MATCH EXISTING 2" MILL AND VARIABLE OVERLAY PER SDPWC SDG-106
REPLACE WALL IN KIND. CONTRACTOR TO COORDINATE WITH CITY

RESIDENTS

ADJUST TO GRADE

CONSTRUCT BLOCK WALL, MATERIAL AND COLOR TO MATCH EXISTING ADJUST TO GRADE. MAY BE RELOCATED BY VID. CONTRACTOR TO COORDINATE WITH VID.

REFER TO LIGHTING AND ELECTRICAL PLANS

RESET EXISTING SURVEY MONUMENT
RELOCATE MAILBOX. CONTRACTOR TO COORDINATE WITH

POSTMASTER
CONSTRUCT 8" PCC TYPE G CURB AND GUTTER PER SDRSD G-02

CONNECT PIPE TO EXISTING INLET

RESET/REINSTALL EXISTING GATE
CONSTRUCT MODIFIED PCC DRIVEWAY PER SDRSD G-14C AND DETAIL F ON SHEET 14
ADJUST TO GRADE. LID TO BE TRAFFIC RATED. MAY BE RELOCATED BY VID. CONTRACTOR TO COORDINATE WITH VID.
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HORIZ. : 1" = 20'
VERT. : 1" = 4'

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FINISHED GRADE CONTOUR

SIDEWALK

HMA PAVEMENT

ROCK BLANKET

MILL AND OVERLAY
10/22/2024 C5 459 of 637

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APPROVED DATE RECOMMEND FOR APPROVAL

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APPROVED DATE
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PROTECT IN PLACE

CONSTRUCT SIDEWALK WITH MONOLITHIC BACK CURB PER DETAIL C ON SHEET 02. CONSTRUCT THICKENED EDGE NEXT TO BMP PER DETAIL K ON SHEET 3

CONSTRUCT TRANSITION TO EXISTING PCC CURB AND GUTTER PER DETAIL B ON SHEET 02
CONSTRUCT TYPE A RETAINING WALL PER SDRSD C-09

REMOVE AND REINSTALL CHAIN LINK FENCE PER PLAN

RESIDENTS

ADJUST TO GRADE

CONSTRUCT BLOCK WALL, MATERIAL AND COLOR TO MATCH EXISTING ADJUST TO GRADE. MAY BE RELOCATED BY VID. CONTRACTOR TO COORDINATE WITH VID.

REFER TO LIGHTING AND ELECTRICAL PLANS

RESET EXISTING SURVEY MONUMENT
RELOCATE MAILBOX. CONTRACTOR TO COORDINATE WITH

POSTMASTER
CONSTRUCT 8" PCC TYPE G CURB AND GUTTER PER SDRSD G-02

CONNECT PIPE TO EXISTING INLET

ITEM SYMBOL

DAYLIGHT
SAWCUT

GRADE BREAK

PCC CURB AND GUTTER (HEIGHT PER PLAN)

PROFILE SCALE
HORIZ. : 1" = 20'
VERT. : 1" = 4'

DRIVEWAY

FINISHED GRADE CONTOUR

SIDEWALK

HMA PAVEMENT

ROCK BLANKET

MILL AND OVERLAY
10/22/2024 C5 460 of 637

GEOTECHNICAL INVESTIGATION

NEVADA AVENUE AND LEMON AVENUE

PEDESTRIAN IMPROVEMENTS

VISTA, CALIFORNIA
Prepared For CHEN RYAN ASSOCIATES, INC.
3900 FIFTH AVENUE, SUITE 310
SAN DIEGO, CA 92103
Prepared By LEIGHTON CONSULTING, INC.
3934 MURPHY CANYON RD, STE B-205
SAN DIEGO, CA 92123
Project Number 14025.001
Issue Date November 7, 2023
10/22/2024 C5 461 of 637

November 7, 2023
Project No. 14025.001
Chen Ryan Associates, Inc.
3900 Fifth Avenue, Suite 310
San Diego, California 92103
Attention: Mr. Roberto Ruiz-Salas
Subject: Geotechnical Investigation
Nevada Avenue and Lemon Avenue Pedestrian Improvements
Vista, California
In accordance with your request and authorization, we have conducted a geotechnical investigation for the proposed pedestrian improvements on Nevada Avenue and Lemon Avenue in Vista, California. Based on the results of our study, it is our opinion that the proposed site improvements are feasible provided the geotechnical recommendations contained in this report are implemented during design and construction . This report provides a summary of the current investigation and general geotechnical conclusions and recommendations for the project.

If you have any questions regarding our report, please do not hesitate to contact this office. We appreciate this opportunity to be of service.

Respectfully submitted,
LEIGHTON AND ASSOCIATES, INC.

Todd Schmitz, CEG 2510 Nicholas Tracy, GE 3058
Senior Project Geologist Associate Engineer
[email protected] [email protected]
Distribution: Client via email
10/22/2024 C5 462 of 637

Geotechnical Investigation Project No. 14025.001
Nevada Avenue and Lemon Avenue Pedestrian Improvements November 7, 2023

Page i

TABLE OF CONTENTS

Section Page

1.0 INTRODUCTION ............................................................................................................ 1

1.1 Purpose and Scope ................................................................................................. 1

1.2 Site Location and Description .................................................................................. 1

1.3 Proposed Development ........................................................................................... 2

2.0 SUBSURFACE EXPLORATION AND LABORATORY TESTING ................................. 3

2.1 Site Investigation ..................................................................................................... 3

2.2 Laboratory Testing ................................................................................................... 3

3.0 SUMMARY OF GEOTECHNICAL CONDITIONS........................................................... 4

3.1 Geologic Setting ...................................................................................................... 4

3.2 Local Geologic Setting ............................................................................................. 4 Undocumented Artificial Fill (Afu) ............................................................... 4 Alluvium (Qa) ............................................................................................. 4 Tonalite (Kt)................................................................................................ 5

3.3 Surface and Groundwater ........................................................................................ 5

3.4 Flood Hazard ........................................................................................................... 5

3.5 Engineering Characteristics of On-Site Soils ............................................................ 5 Compressible Soils..................................................................................... 5 Expansion Potential .................................................................................... 6 Corrosivity .................................................................................................. 6 Excavation Characteristics ......................................................................... 6 Infiltration ................................................................................................... 6

4.0 SEISMICITY ................................................................................................................... 9

4.1 Regional Tectonic Setting ........................................................................................ 9

4.2 Local Faulting .......................................................................................................... 9

4.3 Seismicity ................................................................................................................ 9

4.4 Seismic Hazards ...................................................................................................... 9 Shallow Ground Rupture ...........................................................................10 Mapped Fault Zones .................................................................................10 Site Class ..................................................................................................10 Building Code Mapped Spectral Acceleration Parameters .........................10 Liquefaction Potential and Dynamic Settlement .........................................11

5.0 CONCLUSIONS ............................................................................................................12

6.0 PRELIMINARY RECOMMENDATIONS ........................................................................13

6.1 Earthwork .............................................................................................................. 13 Site Preparation ........................................................................................13 Excavations and Oversized Material .........................................................13 Remedial Grading .....................................................................................13 Engineered Fill ..........................................................................................14 Earthwork Shrinkage/Bulking ....................................................................14 Import Soils ...............................................................................................15 Trench Backfill ...........................................................................................15 10/22/2024 C5 463 of 637

Geotechnical Investigation Project No. 14025.001
Nevada Avenue and Lemon Avenue Pedestrian Improvements November 7, 2023

Page ii
Expansive Soils and Selective Grading .....................................................15

6.2 Temporary Excavations ......................................................................................... 15

6.3 Foundation Considerations .................................................................................... 16 Shallow Conventional Foundation .............................................................16 Drilled Pile Parameters ..............................................................................16 Pile Installation ..........................................................................................17 Foundation Setback ..................................................................................18

6.4 Lateral Earth Pressures and Retaining Wall Design ............................................... 19

6.5 Geochemical Considerations ................................................................................. 20

6.6 Concrete Flatwork .................................................................................................. 21

6.7 Preliminary Pavement Design ................................................................................ 21

6.8 Surface Drainage and Erosion ............................................................................... 22

6.9 Construction Observation ...................................................................................... 23

6.10 Plan Review ........................................................................................................... 24

7.0 LIMITATIONS ...............................................................................................................25 TABLES
Table 1. Percolation & Infiltration Rates .................................................................................... 7 Table 2. CBC Mapped Spectral Acceleration Parameters ........................................................11 Table 3. Temporary Slope Ratios .............................................................................................16 Table 4. Minimum Foundation Setback from Slope Faces........................................................18 Table 5. Static Equivalent Fluid Weight (pcf) ............................................................................19 Table 6. Preliminary Pavement Sections ..................................................................................22

FIGURES
Figure 1 - Site Location Map - Rear of Text
Figure 2 - Geotechnical Map - Rear of Text
Figure 3 - Geology Map - Rear of Text
Figure 4 - Regional Fault Map - Rear of Text

APPENDICES
Appendix A - References
Appendix B - Geotechnical Boring Logs And Field Percolation Test Results Appendix C - Laboratory Testing Procedures and Test Results Appendix D - General Earthwork and Grading Specifications 10/22/2024 C5 464 of 637

Geotechnical-Engineering Report
Geotechnical Services Are Performed for Specific Purposes, Persons, and Projects Geotechnical engineers structure their services to meet the specific needs of their clients. A geotechnical-engineering study conducted for a civil engineer may not fulfill the needs of a constructor — a construction contractor — or even another civil engineer. Because each geotechnical- engineering study is unique, each geotechnical-engineering report is unique, prepared solely for the client. No one except you should rely on this geotechnical-engineering report without first conferring with the geotechnical engineer who prepared it. And no one — not even you — should apply this report for any purpose or project except the one originally contemplated.

Read the Full Report
Serious problems have occurred because those relying on a geotechnical-engineering report did not read it all. Do not rely on an executive summary. Do not read selected
elements only.

Geotechnical Engineers Base Each Report on a Unique Set of Project-Specific Factors Geotechnical engineers consider many unique, project-specific factors when establishing the scope of a study. Typical factors include: the client’s goals, objectives, and risk-management preferences; the general nature of the structure involved, its size, and configuration; the location of the structure on the site; and other planned or existing site improvements, such as access roads, parking lots, and underground utilities. Unless the geotechnical engineer who conducted the study specifically indicates otherwise, do not rely on a geotechnical-engineering report that was:
• not prepared for you;
• not prepared for your project;
• not prepared for the specific site explored; or
• completed before important project changes were made.

Typical changes that can erode the reliability of an existing geotechnical-engineering report include those that affect:
• the function of the proposed structure, as when it’s changed from a parking garage to an office building, or from a light- industrial plant to a refrigerated warehouse;
• the elevation, configuration, location, orientation, or weight of the proposed structure;
• the composition of the design team; or
• project ownership.

As a general rule, always inform your geotechnical engineer of project changes—even minor ones—and request an
assessment of their impact. Geotechnical engineers cannot accept responsibility or liability for problems that occur because their reports do not consider developments of which they were not informed.

Subsurface Conditions Can Change
A geotechnical-engineering report is based on conditions that existed at the time the geotechnical engineer performed the study. Do not rely on a geotechnical-engineering report whose adequacy may have been affected by: the passage of time; man-made events, such as construction on or adjacent to the site; or natural events, such as floods, droughts, earthquakes, or groundwater fluctuations. Contact the geotechnical engineer before applying this report to determine if it is still reliable. A minor amount of additional testing or analysis could prevent major problems.

Most Geotechnical Findings Are Professional Opinions
Site exploration identifies subsurface conditions only at those points where subsurface tests are conducted or samples are taken. Geotechnical engineers review field and laboratory data and then apply their professional judgment to render an opinion about subsurface conditions throughout the
site. Actual subsurface conditions may differ — sometimes significantly — from those indicated in your report. Retaining the geotechnical engineer who developed your report to
provide geotechnical-construction observation is the most effective method of managing the risks associated with
unanticipated conditions.

A Report’s Recommendations Are Not Final
Do not overrely on the confirmation-dependent
recommendations included in your report. Confirmation-
dependent recommendations are not final, because
geotechnical engineers develop them principally from
judgment and opinion. Geotechnical engineers can finalize their recommendations only by observing actual subsurface conditions revealed during construction. The geotechnical engineer who developed your report cannot assume
responsibility or liability for the report’s confirmation-dependent recommendations if that engineer does not perform the
geotechnical-construction observation required to confirm the recommendations’ applicability.

A Geotechnical-Engineering Report Is Subject to Misinterpretation Other design-team members’ misinterpretation of
geotechnical-engineering reports has resulted in costly Important Information about This
Subsurface problems are a principal cause of construction delays, cost overruns, claims, and disputes.

While you cannot eliminate all such risks, you can manage them. The following information is provided to help. 10/22/2024 C5 465 of 637

problems. Confront that risk by having your geo technical engineer confer with appropriate members of the design team after submitting the report. Also retain your geotechnical engineer to review pertinent elements of the design team’s plans and specifications. Constructors can also misinterpret a geotechnical-engineering report. Confront that risk by having your geotechnical engineer participate in prebid and preconstruction conferences, and by providing geotechnical construction observation.

Do Not Redraw the Engineer’s Logs
Geotechnical engineers prepare final boring and testing logs based upon their interpretation of field logs and laboratory data. To prevent errors or omissions, the logs included in a geotechnical-engineering report should never be redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable, but recognize that separating logs from the report can elevate risk.

Give Constructors a Complete Report and Guidance
Some owners and design professionals mistakenly believe they can make constructors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation.

To help prevent costly problems, give constructors the
complete geotechnical-engineering report, but preface it with a clearly written letter of transmittal. In that letter, advise constructors that the report was not prepared for purposes of bid development and that the report’s accuracy is limited; encourage them to confer with the geotechnical engineer who prepared the report (a modest fee may be required) and/ or to conduct additional study to obtain the specific types of information they need or prefer. A prebid conference can also be valuable. Be sure constructors have sufficient time to perform additional study. Only then might you be in a position to give constructors the best information available to you, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions.

Read Responsibility Provisions Closely
Some clients, design professionals, and constructors fail to recognize that geotechnical engineering is far less exact than other engineering disciplines. This lack of understanding has created unrealistic expectations that have led to
disappointments, claims, and disputes. To help reduce the risk of such outcomes, geotechnical engineers commonly include a variety of explanatory provisions in their reports. Sometimes labeled “limitations,” many of these provisions indicate where geotechnical engineers’ responsibilities begin and end, to help others recognize their own responsibilities and risks. Read these provisions closely. Ask questions. Your geotechnical engineer should respond fully and frankly.

Environmental Concerns Are Not Covered
The equipment, techniques, and personnel used to perform an environmental study differ significantly from those used to perform a geotechnical study. For that reason, a geotechnical- engineering report does not usually relate any environmental findings, conclusions, or recommendations; e.g., about
the likelihood of encountering underground storage tanks or regulated contaminants. Unanticipated environmental
problems have led to numerous project failures. If you have not yet obtained your own environmental information,
ask your geotechnical consultant for risk-management
guidance. Do not rely on an environmental report prepared for someone else.

Obtain Professional Assistance To Deal with Mold
Diverse strategies can be applied during building design, construction, operation, and maintenance to prevent
significant amounts of mold from growing on indoor surfaces.

To be effective, all such strategies should be devised for the express purpose of mold prevention, integrated into a comprehensive plan, and executed with diligent oversight by a professional mold-prevention consultant. Because just a small amount of water or moisture can lead to the development of severe mold infestations, many mold- prevention strategies focus on keeping building surfaces dry. While groundwater, water infiltration, and similar issues may have been addressed as part of the geotechnical- engineering study whose findings are conveyed in this report, the geotechnical engineer in charge of this project is not a mold prevention consultant; none of the services performed in connection with the
geotechnical engineer’s study were designed or conducted for the purpose of mold prevention. Proper implementation of the recommendations conveyed in this report will not of itself be sufficient to prevent mold from growing in or on the structure involved.

Rely, on Your GBC-Member Geotechnical Engineer
for Additional Assistance
Membership in the Geotechnical Business Council of the
Geoprofessional Business Association exposes geotechnical engineers to a wide array of risk-confrontation techniques that can be of genuine benefit for everyone involved with a construction project. Confer with you GBC-Member
geotechnical engineer for more information.
8811 Colesville Road/Suite G106, Silver Spring, MD 20910 Telephone: 301/565-2733 Facsimile: 301/589-2017
e-mail: [email protected] www.geoprofessional.org Copyright 2015 by Geoprofessional Business Association (GBA). Duplication, reproduction, or copying of this document, or its contents, in whole or in part, by any means whatsoever, is strictly prohibited, except with GBA’s specific written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted only with the express written permission of GBA, and only for purposes of scholarly research or book review. Only members of GBA may use this document as a complement to or as an element of a geotechnical-engineering report. Any other firm, individual, or other entity that so uses this document without being a GBA member could be commiting negligent or intentional (fraudulent) misrepresentation. 10/22/2024 C5 466 of 637

Geotechnical Investigation Project No. 14025.001
Nevada Avenue and Lemon Avenue Pedestrian Improvements November 7, 2023

Page 1 ends

1.0 INTRODUCTION
We recommend that all individuals utilizing this report read the preceding information sheet prepared by Geoprofessional Business Association (GBA) and the Limitations within Section 7.0 of this report.

1.1 Purpose and Scope
This report presents the results of our geotechnical investigation for the proposed pedestrian improvements on Nevada Avenue and Lemon Avenue in Vista, California. (Figure 1). We have performed a geotechnical investigation to identify and evaluate the geologic hazards and significant geotechnical conditions present at the site in order to provide geotechnical recommendations for the proposed site improvements. Our scope of services included:

• Review of available pertinent, published and unpublished geotechnical literature and maps. References cited are listed in Appendix A; • Field reconnaissance of the existing on-site geotechnical conditions; • Subsurface exploration consisting of the excavation, logging, and sampling of three geotechnical borings and performing two field percolation tests. The geotechnical boring logs and percolation test results are presented in Appendix B and their approximate locations are shown on Figure 2; • Laboratory testing of representative soil samples obtained from the subsurface exploration program. Results of these tests are presented in Appendix C; • Assessment of geologic hazards;
• Development of seismic design parameters based on the 2022 California Building Code (CBC);
• Compilation and analysis of the geotechnical data obtained from the field investigation and laboratory testing; and
• Preparation of this report presenting our findings, conclusions, and geotechnical recommendations with respect to the proposed geotechnical design, site grading, and general construction considerations.

1.2 Site Location and Description
The project alignment, approximately 2,200 linear feet, begins at the intersection of North Santa Fe Avenue and Nevada Avenue and runs in an easterly direction until intersecting Lemon Avenue. From the intersection of Lemon Avenue and Nevada Avenue, the alignment runs in a northeasterly direction until terminating at 10/22/2024 C5 467 of 637

Geotechnical Investigation Project No. 14025.001
Nevada Avenue and Lemon Avenue Pedestrian Improvements November 7, 2023

Page 2 ends

the intersection with Raintree Place. The topography of the alignment is gently sloping with surface elevations ranging from a high point of 394 feet above mean sea level (msl) at the northeast end to a low of 333 feet msl at the west end of the alignment.

Generalized Site Latitude and Longitude

33.2088 º N
117.2418 º W

1.3 Proposed Development
Based on our discussions with you and review of the provided preliminary improvement plans (CR Associates, 2023), it is our understanding that the proposed project consists of street and sidewalk improvements on Nevada Avenue and Lemon Avenue. The project will also include new retaining walls in order to accommodate elevation changes. Drainage improvements are proposed as well including potential stormwater basins at the west end of the alignment.

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2.0 SUBSURFACE EXPLORATION AND LABORATORY TESTING

2.1 Site Investigation
Our subsurface exploration performed on October 4, 2023, consisted of drilling three geotechnical borings (B-1 through B-3) to a maximum depth of approximately 11 feet below the existing ground surface (bgs) with a truck-mounted drill rig. The purpose of the borings was to evaluate the underlying stratigraphy, physical characteristics, and specific engineering properties of the soils within the area of the proposed improvements. Prior to excavation activities, we marked out the proposed boring locations and notified Underground Service Alert (USA) to identify buried utilities. During the exploration operation, a geologist from our firm prepared geologic logs and collected bulk samples for laboratory testing and evaluation.

After logging, the boring holes were backfilled and compacted with soil cuttings.

In addition, 2 field percolation tests were excavated to a depth of approximately 4 feet below the existing ground surface. The percolation test well locations were presoaked overnight, and the testing was performed the following day by the falling head method.

The geotechnical boring logs and field percolation test results are provided in Appendix B. The approximate exploration locations are depicted on Figure 2.

2.2 Laboratory Testing
Laboratory testing performed on representative soil samples obtained during the subsurface explorations included R-value, sieve analysis, and geochemical analysis for corrosion. A discussion of the laboratory tests performed and a summary of the laboratory test results are presented in Appendix C. 10/22/2024 C5 469 of 637

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3.0 SUMMARY OF GEOTECHNICAL CONDITIONS

3.1 Geologic Setting
The site is located within the coastal subprovince of the Peninsular Ranges Geomorphic Province, near the western edge of the southern California batholith.

The topography at the edge of the batholith changes from the rugged landforms developed on the batholith to the more subdued landforms, which typify the softer sedimentary formations of the coastal plain (Norris and Webb, 1990). Specifically, the site is underlain at depth by the Cretaceous-aged granitics of the southern California batholith. Erosion and regional tectonic uplift created the valleys and ridges of the area. The regional geologic setting is depicted on Figure 3.

3.2 Local Geologic Setting
Based on our subsurface exploration, and review of pertinent geologic literature and maps (Appendix A), the geologic units underlying the site consist of surficial undocumented artificial fill overlying Quaternary-aged Colluvium which in turn overlies Tonalite bedrock. A brief description of the geologic units encountered on the site is presented below.

Undocumented Artificial Fill (Afu)
Based on our subsurface exploration, fill soils were encountered within all geotechnical borings (B-1, B-2, and B-3) with a thickness ranging from 1.5 to 3 feet bgs. Where observed in our exploration, the fill materials consisted of loose to medium dense, brown, slightly moist to moist, clayey and silty sands. In addition, aggregate base and asphalt associated with roadway grading was encountered in geotechnical borings B-2 and B-3. An as- graded report was not available for our review, and it is assumed that no engineering observations of these fill soils were provided at the time of grading. Therefore, these fills are considered undocumented and may settle under the placement of additional fill and improvement loads. In addition, unknown objects such as buried concrete footings and debris left from previous site uses should be anticipated and are common on sites where previous structures existed.

Colluvium (Qcol)
A thin veneer of colluvium was encountered underlying the fill soils within geotechnical boring B-3. As encountered, the colluvium generally consisted 10/22/2024 C5 470 of 637

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of brown to dark brown, moist, medium stiff, sandy lean clay with trace amounts of rootlets and manganese.

Tonalite (Kt)
Tonalite bedrock (granitic rock) was observed within each boring underlying the surficial soils. As encountered, the Tonalite at the site consisted of grayish brown to brownish gray, dark gray to very dark gray, micaceous, damp to moist, soft to moderately hard, massive, decomposed to moderately weathered granitic rock.

3.3 Surface and Groundwater
No indication of surface water or evidence of surface water ponding was encountered during our geotechnical investigation at the site. However, surface water may drain as sheet flow across the site during rainy periods.

Groundwater was not encountered during our subsurface exploration at the site. It should be noted that groundwater levels may fluctuate with seasonal variations and irrigation and local perched groundwater conditions may exist at the contact located between the fill materials, colluvium, and the Tonalite. Nevertheless, based on the above information, we do not anticipate groundwater will be a constraint to the construction of the proposed site improvements.

3.4 Flood Hazard
According to a Federal Emergency Management Agency (FEMA) flood insurance rate map (FEMA, 2012); the site is not located within a flood zone.

3.5 Engineering Characteristics of On-Site Soils
Based on the results of our laboratory testing of representative on-site soils, and our professional experience on similar sites with similar soils conditions, the engineering characteristics of the on-site soils are discussed below.

Compressible Soils
The site is underlain by undocumented artificial fill and colluvium which are considered compressible. Recommendations for remedial grading of these soils are provided in the following sections of this report. 10/22/2024 C5 471 of 637

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Expansion Potential
Based on our visual classification of the onsite soil materials and previous experience within the site vicinity, the onsite soil materials are anticipated to have a low potential for expansion. However, higher expansive soils may be encountered during the grading of the proposed site improvements. Based on current information, expansive soils are not anticipated to significantly impact the proposed site improvements.

Corrosivity
A screening of the onsite materials for corrosivity was performed to evaluate their potential effect on concrete and ferrous metals. The corrosion potential was evaluated using the results of laboratory testing on one representative soil sample obtained during our subsurface evaluation.

Laboratory testing was performed to evaluate pH, minimum electrical resistivity, and chloride and soluble sulfate content. The sample tested had a measured pH of 7.66 and a measured minimum electrical resistivity of 1,200 ohm-cm. The test results also indicated that the sample had a chloride content of 195 parts per million (ppm) and a soluble sulfate content of 80 ppm.

Excavation Characteristics
It is anticipated that the onsite fill and colluvium soils can be excavated with conventional heavy-duty construction equipment. If encountered, the underlying Tonalite will likely require heavy ripping or breaking. If oversize material (larger than 8 inches in maximum dimensions) is generated, it should be placed in non-structural areas or hauled off site. In addition, zones of friable sands may be encountered within th e underlying surficial soils which may experience caving during unsupported excavati on or drilling.

Infiltration
Field percolation tests were performed in general accordance with the County of San Diego BMP Design Manual (202 0). Based on our field percolation testing, the in-situ percolation rates and calculated infiltration rates at tested locations and depths are summarized in Table 1.

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The field percolation test locations are shown on Figure 2 (Exploration Map). Field data and calculated percolation rates for each field percolation test location is presented in Appendix B.

Table 1. Percolation & Infiltration Rates
Test
No.

Depth
(ft) Soil Type
Measured
Percolation
Rate
(mins/in)
Calculated
Infiltration
Rate
(inches/hr)
Recommended
Infiltration
Rate w/ FS of 2
(inches/hr)
P-1 4.0 SC 10.9 0.152 0.076
P-2 4.0 SC 83.3 0.024 0.012

Based on the field percolation testing and the calculated infiltration rates, the site is categorized as “No Infiltration”. The above percolation test results are representative of the tested locations and depths where they were performed. Percolation test field head measurements are accurate to 0.01 feet. Varying subsurface conditions may exist outside of the test locations which could alter the calculated percolation rate indicated below.

It is important to note that percolation rates are not equal to infiltration rates.

As a result, we have made a distinction between percolation rates where water movement is considered laterally and vertically versus infiltration rates where only the vertical direction is considered. It should also be noted that the above percolation test results are representative of the tested locations and depths where they were performed, and that percolation test field measurements are accurate to 0.01 feet. Varying subsurface conditions may exist outside of the test locations, which could alter the calculated percolation rate indicated below.

It is also possible that the long-term rate of transmissivity of permeable soil strata may be lower than the values obtained by testing. Infiltration may be influenced by a combination of factors including but not limited to a highly variable vertical permeability and limited lateral extent of permeable soil strata, a reduction of permeability rates over time due to silting of the soil pore spaces, and other unknown factors.

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Accordingly, the possibility of future surface ponding of water, as well as shallow groundwater impacts on subterranean structures such as basements and underground utilities should be anticipated as possible future conditions in all design aspects of the site.

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4.0 SEISMICITY

4.1 Regional Tectonic Setting
The site is located within the Peninsular Ranges Geomorphic Province, which is traversed by several major active faults. The Whittier-Elsinore, San Jacinto, and the San Andreas faults are major active fault systems located east of the site, and the Rose Canyon, Newport-Inglewood (offshore), and Coronado Bank are active faults located west to southwest of the site (Jennings, 2010). The primary seismic risk to the site area is the offshore portion of the Newport-Inglewood fault zone located approximately 11.5 miles west of the site (USGS, 2008). It should be noted that the Rose Canyon fault zone, located approximately 11.5 miles west of the site, is also considered a significant seismic risk to the site area (USGS, 2008).

4.2 Local Faulting
The California Geologic Survey (CGS, 2007) defines a Holocene-active fault as a fault which has “had surface displacement within Holocene time (about the last 11,700 years).” Our review of available geologic literature (Appendix A) indicates that there are no known pre-Holocene or Holocene-active faults transecting the site.

The site is also not located within any State mapped Earthquake Fault Zones or County of San Diego mapped fault zones. The nearest active fault is the offshore portion of the Newport-Inglewood fault zone located approximately 11.5 miles west of the site (USGS, 2008).

4.3 Seismicity
The site is considered to lie within a seismically active region, as is all of Southern California. As previously mentioned above, the Newport-Inglewood fault zone located west of the site is considered the ‘active’ fault having the most significant seismogenic effect at the site from a design standpoint.

4.4 Seismic Hazards
Severe ground shaking is most likely to occur during an earthquake on one of the regional active faults in Southern California. The effect of seismic shaking may be mitigated by adhering to the California Building Code or state-of-the-art seismic design parameters of the Structural Engineers Association of California. 10/22/2024 C5 475 of 637

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Shallow Ground Rupture
As mentioned above, no pre-Holocene or Holocene-active faults are mapped crossing or projecting toward the site. Due to the absence of faults at the site, surface rupture from faulting is considered low.

Mapped Fault Zones
The site is not located within a State mapped Earthquake Fault Zone (EFZ), nor is it located within a City of San Diego fault zone. As previously discussed, the site is not underlain by known faults.

Site Class
Utilizing the 2022 California Building Code (CBC procedures), our professional experience in the area, and the blow counts obtained during our subsurface exploration, coupled with shallow Cretaceous-aged Tonalite, we assign the site soil profile to Seismic Site Class C.

Building Code Mapped Spectral Acceleration Parameters
The effect of seismic shaking may be mitigated by adhering to the California Building Code and state-of-the-art seismic design practices of the Structural Engineers Association of California. Provided in Table 1 are the spectral acceleration parameters for the project determined in accordance with the 2022 CBC (CBSC, 2022) and SEAOC/OSHPD Seismic Design Maps Web Application (2022).

Table 2. CBC Mapped Spectral Acceleration Parameters
Site Class D
Site Coefficients Fa
Fv
=
=

1.2 1.5
Mapped MCE Spectral Accelerations SS
S1
=
=

0.917g

0.339g
Site Modified MCE Spectral Accelerations SMS
SM1
=
=

1.101g

0.508g
Design Spectral Accelerations SDS
SD1
=
=

0.734g

0.339g

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Utilizing ASCE Standard 7-16, in accordance with Section 11.8, the following additional parameters for the peak horizontal ground acceleration are associated with the Geometric Mean Maximum Considered Earthquake (MCEG). The mapped MCEG peak ground acceleration (PGA) is 0.396g for the site. For a Site Class C, the FPGA is 1.2 and the mapped peak ground acceleration adjusted for Site Class effects (PGAM) is 0.476g for the site.

Since the mapped spectral response at 1-second period is less than 0.75g, then all structures subject to the criteria in Section 1613.2.5 of the 2022 CBC are assigned Seismic Design Category D.

Liquefaction Potential and Dynamic Settlement
Liquefaction is the loss of soil strength or stiffness due to a buildup of excess pore-water pressure during strong ground shaking . Liquefaction is associated primarily with loose (low density), granular, saturated soil.

Effects of severe liquefaction can include sand boils, excessive settlement, bearing capacity failures, and lateral spreading.

Due to the presence of shallow hard Tonalite and the absence of groundwater, the potential for liquefaction at the site is generally considered to be low.

Lateral Spread
Empirical relationships have been derived (Youd et al., 1999) to estimate the magnitude of lateral spread due to liquefaction. These relationships include parameters such as earthquake magnitude, distance of the earthquake from the site, slope height and angle, the thickness of liquefiable soil, and gradation characteristics of the soil. Based on the low susceptibility to liquefaction and the granitic bedrock unit underlying the site, the possibility of earthquake-induced lateral spread is considered to be nil for the site.

Tsunamis and Seiches
Based upon the Tsunami Hazard Area Map for the County of San Diego (Graehl and Wilson, 2022), the site is not located within a tsunami inundation area. In addition, based on the distance between the site and large, open bodies of water, and the elevation of the site with respect to sea level, the possibility of seiches and/or tsunamis is considered to be nil. 10/22/2024 C5 477 of 637

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5.0 CONCLUSIONS
Based on the results of our investigation of the site, it is our opinion that the proposed improvements are considered feasible from a geotechnical standpoint, provided the following conclusions and recommendations are incorporated into the project plans and specifications. The following is a summary of the significant geotechnical factors that we expect may affect development of the site.

• The undocumented fill and colluvium are potentially compressible in their present state and will require removal and recompaction in areas of proposed improvement or future fill (i.e., remedial grading).
• Since the site is located in the seismically active southern California area, all structures should be designed to tolerate the dynamic loading resulting from seismic ground motions.
• Holocene-active or pre-Holocene active faults do not transect and do not project toward the site.
• Based on visual classification and previous experience within the site vicinity, the existing onsite soils are anticipated to have a low potential for expansion. • Based on the results of our subsurface exploration, we anticipate that the onsite soils should be generally excavatable with conventional heavy -duty earthwork equipment.

Although not anticipated, deeper excavations of the underlying Tonalite will be difficult to excavate and may require heavy ripping which can produce oversized rock fragments.
• A static groundwater table is not anticipated to affect construction of the proposed improvements. Although not encountered during our exploration, localized seepage at the contact between the fill, colluvium, and Tonalite may occur. • If import soils are planned, the soils should be granular in nature, and have an expansion index less than 50 (per ASTM Test Method D 4829) and have a low corrosion impact to the proposed improvements.
• Although Leighton does not practice corrosion engineering, laboratory test results indicate the soils present on the site have a negligible potential for sulfate attack on normal concrete. The onsite soils are considered to have a potential for corrosion to buried uncoated ferrous metal. A corrosion consultant may be consulted for additional recommendations.
• Based on the results of our field percolation testing, the site is considered a “No Infiltration” site.
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6.0 PRELIMINARY RECOMMENDATIONS

6.1 Earthwork
We anticipate that earthwork at the site will consist of site preparation and remedial grading. We recommend that earthwork on the site be performed in accordance with the following recommendations and the General Earthwork and Grading Specifications for Rough Grading included in Appendix D. In case of conflict, the following recommendations supersede those in Appendix D.

Site Preparation
Prior to grading, all areas to receive structural fill or engineered structures should be cleared of surface and subsurface obstructions, including any existing debris and undocumented or loose fill soils, and stripped of vegetation. Removed vegetation and debris should be properly disposed off- site. All areas to receive fill and/or other surface improvements should be scarified to a minimum depth of 6 inches, brought to above-optimum moisture conditions, and recompacted to at least 90 percent relative compaction (based on ASTM Test Method D 1557).

Excavations and Oversized Material
Excavations of the artificial fill and colluvium may generally be accomplished with conventional heavy-duty earthwork equipment. Although not anticipated, deeper excavations into the underlying Tonalite may require heavy ripping or breaking. Any oversized rock that is encountered should be placed as fill in accordance with the recommendations presented Appendix D or hauled off site for disposal. In accordance with OSHA requirements, excavations deeper than 5 feet should be shored or be laid back in accordance with Section 6.2 if workers are to enter such excavations.

Remedial Grading
Potentially compressible undocumented fill and colluvium at the site may settle as a result of wetting or settle under the surcharge of engineered fill and/or structural loads supported on shallow foundations. Therefore, removal of the compressible materials is recommended beneath the proposed improvements. Based on the results of our field exploration, the depths of existing fill and colluvium soils range from approximately 2 to 5 feet below ground surface.

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Roadway Grading
In areas of proposed pavements, ancillary structures, and hardscape, removals should be performed to a depth of at least 2 feet below proposed subgrade or existing site topography, whichever is deeper, and extend at least 2 feet beyond the limits of the proposed improvements.

Engineered Fill
The onsite soils are generally suitable for use as compacted fill provided they are free of organic material, debris, and rock fragments larger than 6 inches in maximum dimension. All fill soils should be brought to within at least 2 percent of optimum moisture conditions (i.e., depending on the soil types) and compacted in uniform lifts to at least 90 percent relative compaction based on laboratory standard ASTM Test Method D 1557, 95 percent for wall backfill soils or if used for structural purposes (such as to support a footing, wall, etc.). 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.

Placement and compaction of fill should be performed in general accordance with the current County of San Diego grading ordinances, sound construction practice, and the General Earthwork and Grading Specifications for Rough Grading presented in Appendix D.

Earthwork Shrinkage/Bulking
Based on the results of our investigation and our professional experience with similar projects in the general vicinity of the site, we have estimated bulking and shrinkage of the on-site soils. The volume change of excavated onsite materials upon recompaction as fill is expected to vary with materials and location. Typically, the surficial soils and bedrock materials vary significantly in natural and compacted density, and therefore, accurate earthwork shrinkage/bulking estimates cannot be determined. However, the following factors (based on the results of our investigation, geotechnical analysis and professional experience on nearby sites) are provided as guideline estimates.

Artificial Fill & Colluvium 5 percent shrinkage
Tonalite 5 to 8 percent bulking
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Import Soils
If import soils are used, the soil should be granular in nature, and have an expansion index less than 50 (per ASTM Test Method D 4829), and have a low corrosion impact to the proposed development. Import soils and/or the borrow site location should be evaluated by the geotechnical consultant prior to import.

Trench Backfill
Pipe bedding should consist of sand with a sand equivalent (SE) of not less than 30. Bedding should be extended the full width of the trench for the entire pipe zone, which is the zone from the bottom of the trench, to one foot above the top of the pipe. The sand should be brought up evenly on each side of the pipe to avoid unbalanced loads. Onsite materials will probably not meet bedding requirements. Except for predominantly clayey soils, the onsite soils may be used as trench backfill above the pipe zone (i.e. in the trench zone) provided they are free of organic matter and have a maximum particle size of three inches. Compaction by jetting or flooding is not recommended.

Expansive Soils and Selective Grading
Based on visual classification and previous experience within the site vicinity, we anticipate the onsite soil materials possess a low expansion potential (Appendix C). Although not anticipated, should an abundance of highly expansive materials be encountered, selective grading may need to be performed. In addition, to accommodate conventional foundation design, the upper 5 feet of materials within proposed structures and 5 feet outside the limits of the foundation should have an expansion potential less than 50.

6.2 Temporary Excavations
Sloping excavations may be utilized when adequate space allows . Based on the results of our investigation, we provide the following preliminary recommendations for sloped excavations in fill soils, colluvium, or Tonalite without seepage conditions.
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Table 3. Temporary Slope Ratios
Excavation Depth
(feet)
Maximum Slope Ratio
In Fill Soil & Colluvium
Maximum Slope Ratio
In Tonalite
0 to 5 1:1 (Horizontal to Vertical) Vertical
5 to 20 1:5:1 (Horizontal to Vertical) 1:1 (Horizontal to Vertical)

The above values are based on the assumption that no surcharge loading or equipment will be placed within 10 feet of the top of slope. Care should be taken during excavation adjacent to the existing structures so that undermining does not occur. An OSHA “competent person” should observe the slope on a daily basis for signs of instability. An engineered design will be needed where groundwater or surcharge conditions are present.

6.3 Foundation Considerations
Shallow Conventional Foundation
Miscellaneous site retaining walls and other at-grade improvements may be supported by conventional spread footings. Footings should extend a minimum of 18 inches beneath the lowest adjacent soil grade. At these depths, footings may be designed for a maximum allowable bearing pressure of 2,000 pounds per square foot (psf). The allowable bearing pressures may also be increased by one-third when considering loads of short duration such as wind or seismic forces. The minimum recommended width of footings is 18 inches for continuous footings and 24 inches for square or round footings.

Footings should be designed in accordance with the structural engineer’s requirements.

Drilled Pile Parameters
Although not anticipated, if streetlights are proposed for the project, they may be supported by cast-in-drilled-hole (CIDH) friction piles at least 18 inches in diameter. For the analysis and development of the vertical capacity of CIDH friction piles, an allowable downward skin friction of 200 psf may be utilized. For upward loads, a skin friction of 125 psf may be utilized. A one- third increase in allowable skin friction values may be utilized for short term loads as allowed for by CBC Section 1806, for alternative basic load combinations of Section 1605.3.2 that include wind and earthquake loads. 10/22/2024 C5 482 of 637

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Skin friction may be combined with end bearing for downwardly loaded piles where the bottom of the drilled pile excavation has been cleaned of any loose accumulation of cuttings. A value of 2,000 psf may be utilized for allowable end bearing.

Pile settlement is anticipated to be less than ¼-inch under design loads and normal service conditions where capacity is based solely on pile skin friction. Where end bearing is also considered in design, up to ½-inch of settlement may be required to mobilize end bearing. The design skin friction and end bearing are based on center-to-center pile spacing of at least 3 pile diameters. Where piles are spaced more closely, a reduction in pile capacity is necessary. Construction of piles should be sequenced such that the concrete of constructed piles is allowed to setup prior to construction of piles within 5 diameters.

To resist lateral loads, if any, CIDH piles can be designed in accordance with Section 1807.3 of the 2022 CBC. For level ground conditions, we recommend lateral soil bearing pressures determined from Table 1806.2 of 150 psf per foot of depth below the finish grade be used for determination of parameters S1 and S3, in the Non-constrained and Constrained design criteria, respectively. As allowed by Section 1806.3.4, a two-times increase in lateral bearing pressure may be used for short-term loading for isolated poles that are not adversely affected by ½-inch motion at the ground surface. These pressures assume piles spaced at least ei ght diameters center-to-center. Where sloping ground is present or piles are more closely spaced, revised parameters should be provided.

Pile Installation
All pile installation should be performed under the observation of the geotechnical consultant and consistent with standard practice. Drilling equipment should be powerful enough to drill through the overlying fill soils and into the weathered granitic rock to the design penetration depths. The contractor should anticipate difficulties drilling within the granitic rock. Once a pile excavation has been started, it should be completed within 8 hours, which includes inspection, placement of the reinforcement, and placement of the concrete.

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Caving of friable, soft or loose soils may occur where open excavations are made. Therefore, a starter casing may be considered to protect the top of the borehole to mitigate caving conditions. In addition, the contractor should also be prepared to employ casing or other methods of advancing the drilled pile excavation to temporarily mitigate caving, if needed. Use of casing should be at the contractor’s discretion. Loose materials should be removed from the bottom of the pile excavation prior to concrete placement.

If pile excavations become bell-shaped and cannot be advanced due to severe caving, the caved region may be filled with a sand/cement slurry and redrilled. Redrilling may continue when the slurry has reached suitable set and strength. In this case, it may be prudent to utilize casing or other special methods to facilitate continued drilling after the slurry has set.

Foundation Setback
We recommend a minimum horizontal setback distance from the face of slopes for all structural foundations, footings, and other settlement-sensitive structures as indicated on the Table 4 below. This distance is measured from the outside bottom edge of the footing, horizontally to the slope or retaining wall face, and is based on the overall slope or wall height. The foundation setback distance may be revised by the geotechnical consultant on a case- by-case basis if the geotechnical conditions are different than anticipated.

Table 4. Minimum Foundation Setback from Slope Faces
Slope Height Minimum Recommended Foundation Setback
less than 5 feet 5 feet
5 to 15 feet 7 feet

Please note that the soils within the structural setback area possess poor lateral stability, and improvements (such as retaining walls, sidewalks, fences, pavements, etc.) constructed within this setback area may be subject to lateral movement and/or differential settlement. Potential distress to such improvements may be mitigated by providing a deepened footing or a pier and grade beam foundation system to support the improvement.

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In addition, open or backfilled utility trenches that parallel or nearly parallel structure footings should not encroach within an imaginary 1:1 (horizontal to vertical) downward sloping line starting 9 inches above the bottom edge of the footing and should also not be located closer than 18 inches from the face of the footing.

Where pipes cross under footings, the footings should be specially designed.

Pipe sleeves should be provided where pipes cross through footings or footing walls and sleeve clearances should provide for possible footing settlement.

6.4 Lateral Earth Pressures and Retaining Wall Design
Table 5 presents the lateral earth pressure values for level or sloping backfill for walls backfilled with free draining import soils of low expansion potential (less than 50 per ASTM D 4829) above the groundwater table. Soils used to backfill retaining walls should be classified as one of the following types according to ASTM D 2487:

GW, GP, GM, GC, SW, SP, or SM. These backfill soils should be used within horizontal distance behind the wall equal to one -half the wall height.

Table 5. Static Equivalent Fluid Weight (pcf)
Conditions Level 2:1 Slope
Active 35 55
At-Rest 55 85
Passive 300
(Maximum of 3 ksf)
150
(sloping down)

Walls up to 10 feet in height should be designed for the applicable pressure values provided above. If conditions other than those covered herein are anticipated, the equivalent fluid pressure values should be provided on an individual case-by-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 lateral 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. The wall pressures assume walls are backfilled with free draining materials and water is not allowed to accumulate behind walls.
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A typical drainage design is contained in Appendix D. Wall backfill should be compacted by mechanical methods to at least 90 percent relative compaction (based on ASTM D 1557). If foundations are planned over the backfill, the backfill should be compacted to 95 percent. 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 b ase of the footing to daylight as outlined in Section 6.3.4.

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. This value 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.

To account for potential redistribution of forces during a seismic event, retaining walls providing lateral support where exterior grades on opposites sides differ by more than 6 feet fall under the requirements of 2022 CBC Section 1617A.1.11 and/or ASCE 7-16 Section 15.6.1 and should also be analyzed for seismic loading.

For that analysis, an additional uniform lateral seismic pressure equal to 9H pounds per square foot should be considered for the design of restrained retaining walls with level backfill, where H is the height of the wall in feet. This increment should be added to the unfactored static active earth pressure to obtain the total seismic earth pressure on the wall. For restrained walls the same value should be utilized.

6.5 Geochemical Considerations
Concrete in direct contact with soil or water that contains a high concentration of soluble sulfates can be subject to chemical deterioration commonly known as “sulfate attack.” Soluble sulfate results (Appendix C) indicated a negligible exposure potential for sulfate attack on normal concrete. Test results indicate that sulfate contents of the subsurface soils are categorized as having a sulfate exposure Class “S0” utilizing ACI 318R-14 Table 19.3.1.1. Concrete in contact with earth materials should be designed in accordance with Section 4 of ACI 318-14 (ACI, 2014) Table

19.3.2.1. 10/22/2024 C5 486 of 637

Geotechnical Investigation Project No. 14025.001
Nevada Avenue and Lemon Avenue Pedestrian Improvements November 7, 2023

Page 21 ends

Minimum resistivity and pH tests were performed on representative samples of subgrade soils (Appendix C). Based on laboratory test results, the site soils are potentially corrosive to buried uncoated metal conduits. A corrosion consultant may be contacted for further recommendations.

6.6 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 2 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.

Control joints should be provided at a distance equal to 24 times the slab thickness in inches, not exceed 12 feet. Expansion joints should be incorporated where paving abuts a vertical surface, where paving changes direction and at 30 feet maximum spacing. Joints should be laid out to create square or nearly square areas.

6.7 Preliminary Pavement Design
Based on our laboratory testing, we have prepared a preliminary pavement design based on an average R-value of 25. Actual subgrade R-value results should be verified during grading and an adjustment made to the base thicknesses as appropriate. If materials with lower R-value are placed as subgrade in proposed pavement areas, increased base thickness will be necessary. Flexible pavement sections have been evaluated in general accordance with the Caltrans method for flexible pavement design. The recommended flexible pavement section for this condition is given in Table 6 below:
10/22/2024 C5 487 of 637

Geotechnical Investigation Project No. 14025.001
Nevada Avenue and Lemon Avenue Pedestrian Improvements November 7, 2023

Page 22 ends

Table 6. Preliminary Pavement Sections
Assumed Traffic Index (TI) Asphalt Concrete
(inches)
Aggregate Base
(inches)
5 3.0 7.0
6 4.0 8.0
7 5.0 9.0
8 5.0 12.0

Prior to placement of the aggregate base, the upper 12 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 D 1557.

Class 2 Aggregate Base or Crushed Aggregate Base should then be placed and compacted at a minimum 95 percent relative compaction in accordance with ASTM Test Method D 1557. The aggregate base material (AB) should be a maximum of 6 inches thick below the curb and gutter and extend a minimum of 6 inches behind the back of the curb. The AB should conform to and be placed in accordance with the approved grading plans, and latest revision of the Standard Specifications Public Works Construction (Greenbook).

The Asphalt Concrete (AC) material should conform to Caltrans Standard Specifications, Sections 39 and 92, with a Performance Grade (PG) of 64-10, and National City requirements. The placement of the AC should be in accordance with the approved grading plans, Section 203 -6 of the “Greenbook” Standard Specifications for Public Works Construction, and the National City requirements.

For trash truck aprons, we recommend a full depth of Portland Cement Concrete section of 7 inches with No. 4 bars at 24 inches on center, each way steel and crack-control joints as designed by the project civil or structural engineer. We recommend that jointed sections be as nearly square as possible.

6.8 Surface Drainage and Erosion
Surface drainage should be controlled at all times and carefully taken into consideration during landscaping and construction of site improvements. 10/22/2024 C5 488 of 637

Geotechnical Investigation Project No. 14025.001
Nevada Avenue and Lemon Avenue Pedestrian Improvements November 7, 2023

Page 23 ends

The proposed improvements should have appropriate drainage systems to collect runoff. Positive surface drainage should be provided to direct surface water toward suitable drainage facilities. Planters should be designed with provisions for drainage to the storm drain. Ponding of water adjacent to structures or pavements should be avoided.

The impact of heavy irrigation or inadequate runoff gradient can create perched water conditions, resulting in seepage or shallow ground water conditions where previously none existed. Maintaining adequate surface drainage and controlled irrigation will significantly reduce the potential for nuisance-type moisture problems. To reduce differential earth movements such as heaving and shrinkage due to change in moisture content of foundation soils, which may cause distress to structures and improvements, moisture content of the soils surrounding the improvements should be kept as relatively constant as possible.

All area drain inlets should be maintained and kept clear of debris in order to function properly. In addition, landscaping should not cause any obstruction to site drainage.

Where desilting basins are proposed, seepage may occur along the outflow structure. To minimize the potential for seepage in this area, we recommend that cut-off walls be incorporated into the design. Cut-off walls should have a minimum width and extend for at least 12 inches beyond the sides of the trench excavated for the outlet pipe. Cut off walls should extend at least 24 inches above the top of pipe, at least 12 inches below the trench bottom, and consist of poured -in-place concrete.

6.9 Construction Observation
The recommendations provided in this report are based on preliminary design information and subsurface conditions disclosed by widely spaced excavations .

The interpolated subsurface conditions should be checked by Leighton in the field during construction. Construction observation of all onsite excavations and field density testing of all compacted fill should be performed by a representative of this office. We recommend that all excavations be mapped by the geotechnical consultant during grading to determine if any potentially adverse geologic conditions exist at the site.
10/22/2024 C5 489 of 637

Geotechnical Investigation Project No. 14025.001
Nevada Avenue and Lemon Avenue Pedestrian Improvements November 7, 2023

Page 24 ends

6.10 Plan Review
Final project grading and foundation plans should be reviewed by Leighton as part of the design development process to ensure that recommendations in this report are incorporated in project plans.
10/22/2024 C5 490 of 637

Geotechnical Investigation Project No. 14025.001
Nevada Avenue and Lemon Avenue Pedestrian Improvements November 7, 2023

Page 25 ends

7.0 LIMITATIONS
The findings, conclusions and recommendations in this report are based in part upon data that were obtained from widely spaced subsurface investigations and limited geotechnical analysis. Such information is by necessity incomplete. The nature of many site s 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 pr esented in this report can be relied upon only if Leighton has the opportunity to review final grading plans and 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.

10/22/2024 C5 491 of 637

FIGURES

10/22/2024 C5 492 of 637

Base Map: ESRI ArcGIS Online 2023
³
0 2,000 4,000
Feet
Map Saved as V:\Drafting\14025\001\Maps\14025-001_F01_SLM_2023-08-22.mxd on 8/22/2023 9:02:48 AM FIGURE 1
Scale:1 " = 2,000 '
Project: 14025.001 SITE LOCATION MAPEng/Geol: NJT/TCS
Date: October 2023 Nevada and LemonPedestrian ImprovementsVista, California 10/22/2024 C5 493 of 637

B-1 P-2
P-1
V:\DRAFTING\14025\001\CAD\14025-001_F02_EM_2023-10-23.DWG (10-24-23 8:10:59AM) Plotted by: mmurphy Proj: 14025.001 EXPLORATION MAP
Nevada and Lemon
Pedestrian Improvements
Vista, California
Eng/Geol: NJT/TCS
Scale: 1"=40' Date: 10/2023
FIGURE 2
Base Map:

SCALE
0 40
FEET
80 B-1
P-2
Approximate Location of Boring
Approximate Location of Field
Percolation Test
Legend
10/22/2024 C5 494 of 637

B-2
B-3
V:\DRAFTING\14025\001\CAD\14025-001_F02_EM_2023-10-23.DWG (10-24-23 8:08:34AM) Plotted by: mmurphy Proj: 14025.001 EXPLORATION MAP
Nevada and Lemon
Pedestrian Improvements
Vista, California
Eng/Geol: NJT/TCS
Scale: 1"=40' Date: 10/2023
FIGURE 2a
Base Map:

SCALE
0 40
FEET
80 B-3
Approximate Location of Boring
Legend
10/22/2024 C5 495 of 637

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Kgb
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Qa
Qa
Kt
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Qa
Qa
Qa
Kt
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Kt Kt
Kt
Kt
Tsa
Kt
Kt
Tsa Qa
Kgb
Kgb
KtTsa
Kt
Kt Tsa
Kt
Kt
Kt
Tsa Kt
S
u
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s
e
t
D
r
MonteVista Dr
OceansideBlvd
Vista
Village D
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Fo
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D
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Val
e

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D
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Bobier Dr
Santa Fe Ave
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D
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Reference: Map of the Oceanside 30'x60' quadrangle,California, compiled by Michael P. Kennedy and Siang S. Tan, 2008 o
³
0 2,000 4,000
Feet
Map Saved as V:\Drafting\14025\001\Maps\14025-001_F03_GM_2023-08-22.mxd on 8/22/2023 8:59:21 AM ApproximateProject Alignment
Legend
Kgb - Gabbro, undivided
Kt - Tonalite, undivided
Mzu - Metamorphosed and unmetamorphosedvolcanic and sedimentary rocks, undivided Qa - Alluvial flood-plain
Tsa - Santiago Formation
Water
FIGURE 3
Scale:1 " = 2,000 '
Project: 14025.001 GEOLOGY MAPNevada and LemonPedestrian ImprovementsVista, California Eng/Geol: NJT/TCS
Date: October 2023
10/22/2024 C5 496 of 637

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Map Saved as P:\Drafting\14025\001\Maps\14025-001_F04_RFM_2023-10-23.mxd on 10/24/2023 8:17:49 AM ³
0 15 30
Miles
Scale:

Faults: Bryant, Bryant CGS 2010
1 " = 15 miles
Project: 14025.001 Eng/Geol: NJT/TCS
Author: Leighton Geomatics (mmurphy)
Date: October 2023
Legend
Faults (by age)
Historic ( 1.6M years)
REGIONAL FAULT MAPNevada and LemonPedestrian ImprovementsVista, California FIGURE 4
10/22/2024 C5 497 of 637

APPENDIX A

References

10/22/2024 C5 498 of 637

Geotechnical Investigation Project No. 14025.001
Nevada Avenue and Lemon Avenue Pedestrian Improvements November 7, 2023

A-1

APPENDIX A

References

American Concrete Institute, 2014, Building Code Requirements for Structural Concrete (ACI 318-14) and Commentary.

Associated Society of Civil Engineers (ASCE), 2016, ASCE/SEI 7-16, Minimum Design Loads for Buildings and Other Structures.

California Building Standards Commission (CBSC), 2022, California Building Code, Volumes 1 and 2.

Caltrans, 2021, Corrosion Guidelines, Version 3.2, May 2021.

California Geologic Survey (CGS), 2000, Digital Images of Official Maps of Alquist-Priolo Earthquake Fault Zones of California, Southern Region, DMG CD 2000-02. ______________, 2003, San Diego Quadrangle, Earthquake Fault Zones, dated May 1. ______________, 2008, Guidelines for Evaluating and Mitigating Seismic Hazards in California Special Public 117a.
______________, 2018, Special Publication 42, Earthquake Fault Zones, revised 2018.

Chen Ryan (CR) Associates, Inc., 2023, Improvements Plans, Nevada and Lemon Sidewalks and Lighting, dated August 16, 2023.

Graehl, N.G., and Wilson, R.I., 2022. Tsunami Hazard Area Map, San Diego County; produced by the California Geological Survey and the California Governor’s Office of Emergency Services; dated 2022, displayed at multiple scales.

County of San Diego, 2020, Stormwater Standards Manual, Updated September 2020.

FEMA, 2012, Flood Insurance Maps, Area Number 06073C1636H, dated May 16, 2012.

Jennings, 2010 Fault Activity Map of California, Geological Survey 150th Anniversary, 1:750,000 scale.

Kennedy, M.P., 1975, Geology of the San Diego Metropolitan area, California, California, California Division of Mines and Geology, Bulletin 200.

Kennedy, M.P., and Tan, S.S., 2008, Geologic Map of the Oceanside Quadrangle, California, California Geologic Survey, 1:100,000 scale.

Miller, C.D., 1989, Potential Hazards from Future Volcanic Eruptions in California: U.S.

Geological Survey Bulletin 1847, Plate I, Scale 1:500,000.

Pradel, D., 1998, “Procedures to Evaluate Earthquake-Induced Settlements in Dry Sandy Soils,” Journal of Geotechnical and Geoenvironment Engineering 101(4). 10/22/2024 C5 499 of 637

Geotechnical Investigation Project No. 14025.001
Nevada Avenue and Lemon Avenue Pedestrian Improvements November 7, 2023

A-2
Rockwell, T.K., and Murbach M., 1999, Holocene Earthquake History of the Rose Canyon Fault Zone: Final Technical Report Submitted for USGS Grant No. 1434-95-G-2613, 37pp.

SEAOC, 2023, USGS Seismic Design Data via SEAOC/OSHPD Seismic Design Maps Web Application, accessed October 23, 2023, at https://seismicmaps.org Treiman, J.A., 1993, The Rose Canyon Fault Zone, Southern California: California Division of Mines and Geology, Open-File Report 93-02, 45 p.

Youd, T. L., Hanson C. M., and Bartlett, S. F., 1999, Revised MLR Equations for Predicting Lateral Spread Displacement, Proceedings of the 7th U.S.-Japan Workshop on Earthquake Resistant Design of Lifeline Facilities and Countermeasures Against Soil Liquefaction, November 19, 1999, pp. 99-114.

United States Geologic Survey, 2008, National Seismic Hazard Maps – Source Parameters, Interactive Fault Map.
10/22/2024 C5 500 of 637

APPENDIX B

Geotechnical Boring Logs & Field Percolation Test Logs

10/22/2024 C5 501 of 637

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.

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.

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
Location
Project

CN CONSOLIDATION
Elevation Top of Elevation

GEOTECHNICAL BORING LOG KEY
At
t
i
t
u
d
e
s
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
"

T TUBE SAMPLE

G GRAB SAMPLE
Sa
m
p
l
e

N
o
.

Fe
e
t
10/22/2024 C5 502 of 637

13 21
44 25
50/4"
SCB-1
(0-5')
R-1
R-2
ARTIFICIAL FILL (Afu)
@ 0-3' : Clayey SAND, loose to medium dense, brown, moist, fine to medium SAND.

TONALITE (Kt)
@ 3' : TONALITE, soft, grayish brown, moist, fine-grained, decomposed to intensely weathered, micaceous, excavates to Clayey SAND.
@ 5' : Becomes moderately soft, intensely to moderately weathered. @ 10' : Becomes moderately soft to moderately hard, very dark gray, white, reddish yellow, damp, moderately weathered, little pale red blebs throughout, excavates to Silty SAND.

Total Depth = 11 feet bgs
No Groundwater or Sepage Encountered
Backfilled on 10/4/2023
Hollow Stem Auger - 140lb - Autohammer - 30" Drop
So
i
l

C
l
a
s
s
.
10-4-23

SOIL DESCRIPTION
Sampled By
Drilling Co.Drilling Co.

Project
Project No.

See Figure 2
Nevada and Lemon Pedestrian Improvements
14025.001
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

Page 1 of 1 ends

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
CA
Drilling Method
8"Hole Diameter
Mo
i
s
t
u
r
e
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 B1
Logged By
Date Drilled
CA
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
335
330
325
320
315
310
0 5
10 15
20 25
30 336' msl

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE

STRENGTH
10/22/2024 C5 503 of 637

SA, RV
50/5"
50/2"
SCB-1
(6"-5')
R-1
R-2
2" of ASPHALT CONCRETE over 4" of AGGREGATE BASE
ARTIFICIAL FILL (Afu)
@ 6" : Clayey SAND, loose to medium dense, brown, moist, fine to medium SAND.

TONALITE (Kt)
@ 2' : TONALITE, soft to moderately soft, grayish brown, moist, fine- to medium-grained, decomposed to intensely weathered, micaceous, excavates to Clayey SAND.
@ 5' : Becomes moderately hard, moderately weathered, excavates to Silty SAND.
@ 10' : Becomes moderately soft to moderately hard, damp, intensely to moderately weathered, very low recovery, sample disturbed.

Total Depth = 10 feet bgs
No Groundwater or Sepage Encountered
Backfilled on 10/4/2023
Hollow Stem Auger - 140lb - Autohammer - 30" Drop
So
i
l

C
l
a
s
s
.
10-4-23

SOIL DESCRIPTION
Sampled By
Drilling Co.Drilling Co.

Project
Project No.

See Figure 2
Nevada and Lemon Pedestrian Improvements
14025.001
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

Page 1 of 1 ends

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
CA
Drilling Method
8"Hole Diameter
Mo
i
s
t
u
r
e
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 B2
Logged By
Date Drilled
CA
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

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
380
375
370
365
360
355
0 5
10 15
20 25
30 383' msl

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE

STRENGTH
10/22/2024 C5 504 of 637

CR, SA,RV
50/5"
50/3"
SM
CL
B-1
(3.5"-5')
R-1
R-2

3.5" of ASPHALT CONCRETE
ARTIFICIAL FILL (Afu)
@ 3.5" : Silty SAND, loose to medium dense, brown, slightly moist, fine to medium SAND.

COLLUVIUM (Qcol)
@ 2' : Sandy Lean CLAY, medium stiff, brown to dark brown, moist, fine SAND, slightly porous, medium plasticity, trace rootlets, trace manganese.

TONALITE (Kt)
@ 5' : TONALITE, moderately soft, brownish gray, moist, fine- to medium-grained, intensely weathered, micaceous, excavates to Silty SAND.
@ 7' : Becomes grayish brown
@ 10' : Becomes moderately hard, dark gray, damp, moderately weathered, very low recovery, sample disturbed.

Total Depth = 10 feet bgs
No Groundwater or Sepage Encountered
Backfilled on 10/4/2023
Hollow Stem Auger - 140lb - Autohammer - 30" Drop
So
i
l

C
l
a
s
s
.
10-4-23

SOIL DESCRIPTION
Sampled By
Drilling Co.Drilling Co.

Project
Project No.

See Figure 2
Nevada and Lemon Pedestrian Improvements
14025.001
Ground Elevation
De
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Bl
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s
El
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i
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Pe
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6 I
n
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Page 1 of 1 ends

BULK SAMPLE

CORE SAMPLE

GRAB SAMPLE

RING SAMPLE

SPLIT SPOON SAMPLE

TUBE SAMPLE
B
C
G
R
S
T
CA
Drilling Method
8"Hole Diameter
Mo
i
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t
u
r
e
Sa
m
p
l
e

N
o
.

Fe
e
t
At
t
i
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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 B3
Logged By
Date Drilled
CA
Fe
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t
S
(U
.

S
.

C
.

S
.
)
Lo
g
Ty
p
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o
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T
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Gr
a
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h
i
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pc
f
Location
Dr
y

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
390
385
380
375
370
365
0 5
10 15
20 25
30 394' msl

SIEVE ANALYSIS

SAND EQUIVALENT

SPECIFIC GRAVITY

UNCONFINED COMPRESSIVE

STRENGTH
10/22/2024 C5 505 of 637

Soil Type:Hole #:

Location:

Hole Dia:

Depth
Notes:

0.50 5.00
30 Minutes 1.50 1.73 0.23 10.87

0.351.851.50

0.30 8.33
Time of Day Interval / Notes Initial Depth to Water (ft) Final Depth of Water (ft)Δ in Water Level (ft) Percolation Rate (min/inch) 30 Minutes 1.50

0.35 7.14

2.00 7.14

1.50 1.50 1.85

1.73 0.35

0.23 10.87
30 Minutes
30 Minutes 1.50 1.80
3:30 PM
10:00 AM 30 Minutes
10:30 AM
2:30 PM

SOIL TYPE / TEST LOCATION / BOREHOLE
9:00 AM
12:00 PM
Tested by: SH Pre-Saturation Date: 10/4/23 Test Date: 10/5/23 Notes: Measurements in 1/100ths of feet (ft)

7.14 10.870.23

1.731.50

1.50 1.85

3.25"

4.0'
Clayey SAND (SC)
See Figure 2
P-1
14025.001Nevada and Lemon Pedestrian Improvements
Vista, California
Project Name:

Proj. Address:

F I E L D P E R C O L A T I O N T E S T D A T A S H E E T Project No.:
3:00 PM
30 Minutes
30 Minutes
30 Minutes
11:00 AM 30 Minutes
11:30 AM 30 Minutes
30 Minutes
2:00 PM 30 Minutes
1:30 PM 30 Minutes
12:30 PM
Percolation Rate = 10.87 min/inch or 5.52 inch/hour

1.50 1.75 0.25 10.00

7.81 0.32 7.81

1.50 1.82 0.32

1.50 1.75 0.25 10.00

1.50 1.81 0.31 8.06

1.50 1.82
1:00 PM
10/22/2024 C5 506 of 637

Soil Type:Hole #:

Location:

Hole Dia:

Depth
Notes:

F I E L D P E R C O L A T I O N T E S T D A T A S H E E T Project Name: Nevada and Lemon Pedestrian Improvements Project No.:14025.001 Clayey SAND (SC)P-2
See Figure 2
Proj. Address: Vista, California

SOIL TYPE / TEST LOCATION / BOREHOLE
Tested by: SH Pre-Saturation Date: 10/4/23 Test Date: 10/5/23 Notes: Measurements in 1/100ths of feet (ft)

3.25"

4.0'
9:00 AM 30 minutes 2.00 2.10 0.10 25.00
Time of Day Interval / Notes Initial Depth to Water (ft) Final Depth of Water (ft)Δ in Water Level (ft) Percolation Rate (min/inch) 10:30 AM 30 Minutes 2.00 2.05 0.05 50.00
10:00 AM 30 Minutes 2.00 2.10 0.10 25.00
11:30 AM 30 Minutes 2.00 2.02 0.02 125.00
11:00 AM 30 Minutes 2.00 2.00 0.00 0.00
12:30 PM 30 Minutes 2.00 2.02 0.02 125.00
12:00 PM 30 Minutes 2.00 2.02 0.02 125.00
1:30 PM 30 Minutes 2.00 2.02 0.02 125.00
1:00 PM 30 Minutes 2.00 2.02 0.02 125.00
2:30 PM 30 Minutes 2.00 2.02 0.02 125.00
2:00 PM 30 Minutes 2.00 2.02 0.02 125.00
3:30 PM 30 Minutes 2.00 2.03 0.03 83.33
3:00 PM 30 Minutes 2.00 2.03 0.03 83.33
Percolation Rate = 83.33 min/inch or 0.72 inch/hour
10/22/2024 C5 507 of 637

APPENDIX C

Laboratory Testing Procedures and Results

10/22/2024 C5 508 of 637

Geotechnical Investigation Project No. 14025.001
Nevada Avenue and Lemon Avenue Pedestrian Improvements November 7, 2023

C-1

APPENDIX C
Laboratory Testing Procedures and Test Results

Particle Suze Analysis (ASTM D 6913): Particle size analysis was performed by mechanical sieving methods according to ASTM D 6913 and ASTM D 1140. This test was performed to assist in the classification of the soil and to determine grain size distributions of the tested soil. The plot of a sieve result is provided as a Figure in this appendix and the percent fine particles from these analyses are summarized below:

Sample Location Percent Passing No. 200 Sieve
B-2 @ 0.5-5 Feet 34
B-3 @ 0-5 Feet 56

R-Value: The resistance value, or R-value for selected subgrade soils was evaluated in general accordance with ASTM D2844. The samples were prepared and tested for exudation pressure and R-value. The graphically evaluated R-value at an exudation pressure of 300 pounds per square inch is presented in the attached figures.

Soluble Sulfates: The soluble content of a selected sample was determined by standard geochemical methods. The test result is presented in the table below:

Sample Location Sulfate Content, ppm
B-3 @ 1-5 Feet 80

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-3 @ 1-5 Feet 195

10/22/2024 C5 509 of 637

Geotechnical Investigation Project No. 14025.001
Nevada Avenue and Lemon Avenue Pedestrian Improvements November 7, 2023

C-2
Minimum Resistivity and pH Tests: Minimum resistivity and pH tests were performed in general accordance with California Test Method 643. The results are presented in the table below:

Sample Location pH Minimum Resistivity (ohms-
cm)
B-3 @ 1-5 Feet 7.66 1,200

10/22/2024 C5 510 of 637

3.0" 1 1/2" 3/4" 3/8" #4 #8 #16 #30 #50 #100 #200 U.S. STANDARD SIEVE OPENING U.S. STANDARD SIEVE NUMBER

GRAVEL FINES

FINE CLAY COARSE COARSE MEDIUM
14025.001
SAND

SILT FINE

HYDROMETER
City of Vista Nevada & Lemon Pedestrian Improvements
Project No.:B-2 Sample No.:

Soil Type :

PARTICLE - SIZE

DISTRIBUTION
ASTM D 6913
Soil Identification:Silty Sand (SM), Brown.

SM
GR:SA:FI : (%)
Boring No.:

Depth (feet):0.5 - 5.0
Project Name:B-1
Oct-230:66 :34
0 10
20 30
40 50
60 70
80 90
100

0.0010.0100.1001.00010.000100.000
PE
R
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F
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B
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W
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PARTICLE - SIZE (mm)
"
Sieve; B-2, B-1 (10-04-23)10/22/2024 C5 511 of 637

B-1
Oct-230:44 :56
Project Name:

PARTICLE - SIZE

DISTRIBUTION
ASTM D 6913
Soil Identification:Sandy Lean Clay s(CL), Brown.
s(CL)
GR:SA:FI : (%)
Boring No.:

Depth (feet):0 - 5.0
SAND

SILT FINE

HYDROMETER
City of Vista Nevada & Lemon Pedestrian Improvements
Project No.:B-3 Sample No.:

Soil Type :14025.001

3.0" 1 1/2" 3/4" 3/8" #4 #8 #16 #30 #50 #100 #200 U.S. STANDARD SIEVE OPENING U.S. STANDARD SIEVE NUMBER

GRAVEL FINES

FINE CLAY COARSE COARSE MEDIUM
0 10
20 30
40 50
60 70
80 90
100

0.0010.0100.1001.00010.000100.000
PE
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B
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W
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PARTICLE - SIZE (mm)
"
Sieve; B-3, B-1 (10-04-23)10/22/2024 C5 512 of 637

PROJECT NAME:PROJECT NUMBER: 14025.001
BORING NUMBER:B-2 DEPTH (FT.): 0.5 - 5.0
SAMPLE NUMBER:B-1 TECHNICIAN: O. Figueroa
SAMPLE DESCRIPTION: Silty Sand (SM), Brown.DATE COMPLETED: 10/13/2023 TEST SPECIMEN a b c
MOISTURE AT COMPACTION %12.2 13.5 14.8
HEIGHT OF SAMPLE, Inches 2.44 2.50 2.54
DRY DENSITY, pcf 126.3 123.4 120.0
COMPACTOR PRESSURE, psi 130 80 60
EXUDATION PRESSURE, psi 455 263 177
EXPANSION, Inches x 10exp-4 20 10 0
STABILITY Ph 2,000 lbs (160 psi)71 104 125
TURNS DISPLACEMENT 4.00 4.50 4.90
R-VALUE UNCORRECTED 44 23 13
R-VALUE CORRECTED 42 23 13
DESIGN CALCULATION DATA a b c
GRAVEL EQUIVALENT FACTOR 1.0 1.0 1.0
TRAFFIC INDEX 5.0 5.0 5.0
STABILOMETER THICKNESS, ft.0.93 1.23 1.39
EXPANSION PRESSURE THICKNESS, ft.0.67 0.33 0.00

EXPANSION PRESSURE CHART EXUDATION PRESSURE CHART
R-VALUE BY EXPANSION:50
R-VALUE BY EXUDATION:27
EQUILIBRIUM R-VALUE:27

R-VALUE TEST RESULTS
DOT CA Test 301
City of Vista Nevada & Lemon Pedestrian
Improvements

0.00 0.50

1.00 1.50

2.00 2.50

3.00 3.50

4.00 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00
CO
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T
H
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K
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B
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S
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B
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f
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COVER THICKNESS BY EXPANSION in feet
0 10
20 30
40 50
60 70
80 90
0100200300400500600700800
R-
V
A
L
U
E
EXUDATION PRESSURE (psi)
10/22/2024 C5 513 of 637

PROJECT NAME:PROJECT NUMBER: 14025.001
BORING NUMBER:B-3 DEPTH (FT.): 3'5" - 5.0
SAMPLE NUMBER:B-1 TECHNICIAN: O. Figueroa
SAMPLE DESCRIPTION: Sandy Lean Clay s(CL), Brown.DATE COMPLETED:10/13/2023 TEST SPECIMEN a b c
MOISTURE AT COMPACTION %12.7 13.6 14.9
HEIGHT OF SAMPLE, Inches 2.46 2.48 2.50
DRY DENSITY, pcf 124.5 123.9 119.4
COMPACTOR PRESSURE, psi 160 100 50
EXUDATION PRESSURE, psi 435 331 187
EXPANSION, Inches x 10exp-4 19 10 5
STABILITY Ph 2,000 lbs (160 psi)78 98 125
TURNS DISPLACEMENT 4.20 4.30 4.75
R-VALUE UNCORRECTED 38 27 13
R-VALUE CORRECTED 38 27 13
DESIGN CALCULATION DATA a b c
GRAVEL EQUIVALENT FACTOR 1.0 1.0 1.0
TRAFFIC INDEX 5.0 5.0 5.0
STABILOMETER THICKNESS, ft.0.99 1.17 1.39
EXPANSION PRESSURE THICKNESS, ft.0.63 0.33 0.17

EXPANSION PRESSURE CHART EXUDATION PRESSURE CHART
R-VALUE BY EXPANSION:45
R-VALUE BY EXUDATION:24
EQUILIBRIUM R-VALUE:24

R-VALUE TEST RESULTS
DOT CA Test 301
City of Vista Nevada & Lemon Pedestrian
Improvements

0.00 0.50

1.00 1.50

2.00 2.50

3.00 3.50

4.00 0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00
CO
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B
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COVER THICKNESS BY EXPANSION in feet
0 10
20 30
40 50
60 70
80 90
0100200300400500600700800
R-
V
A
L
U
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EXUDATION PRESSURE (psi)
10/22/2024 C5 514 of 637

APPENDIX D

General Earthwork and Grading Specifications

10/22/2024 C5 515 of 637

LEIGHTON CONSULTING, INC.

General Earthwork and Grading Specifications
-1-

1.0 General

1.1 Intent

These General Earthwork and Grading Specifications are for the grading and earthwork shown on the approved grading plan(s) and/or indicated in the geotechnical report(s). These Specifications are a part of the recommendations contained in the geotechnical report(s). In case of conflict, the specific recommendations in the geotechnical report shall supersede these more general Specifications. Observations of the earthwork by the project Geotechnical Consultant during the course of grading may result in new or revised recommendations that could supersede these specifications or the recommendations in the geotechnical report(s).

1.2 The Geotechnical Consultant of Record

Prior to commencement of work, the owner shall employ the Geotechnical Consultant of Record (Geotechnical Consultant). The Geotechnical Consultants shall be responsible for reviewing the approved geotechnical report(s) and accepting the adequacy of the preliminary geotechnical findings, conclusions, and recommendations prior to the commencement of the grading.

Prior to commencement of grading, the Geotechnical Consultant shall review the "work plan" prepared by the Earthwork Contractor (Contractor) and schedule sufficient personnel to perform the appropriate level of observation, mapping, and compaction testing.

During the grading and earthwork operations, the Geotechnical Consultant shall observe, map, and document the subsurface exposures to verify the geotechnical design assumptions. If the observed conditions are found to be significantly different than the interpreted assumptions during the design phase, the Geotechnical Consultant shall inform the owner, recommend appropriate changes in design to accommodate the observed conditions, and notify the review agency where required. Subsurface areas to be geotechnically observed, mapped, elevations recorded, and/or tested include natural ground after it has been cleared for receiving fill but before fill is placed, bottoms of all "remedial removal" areas, all key bottoms, and benches made on sloping ground to receive fill.

The Geotechnical Consultant shall observe the moisture-conditioning and processing of the subgrade and fill materials and perform relative compaction testing of fill to determine the attained level of compaction. The Geotechnical Consultant shall provide the test results to the owner and the Contractor on a routine and frequent basis.

10/22/2024 C5 516 of 637

LEIGHTON CONSULTING, INC.

General Earthwork and Grading Specifications
-2-

1.3 The Earthwork Contractor

The Earthwork Contractor (Contractor) shall be qualified, experienced, and knowledgeable in earthwork logistics, preparation and processing of ground to receive fill, moisture-conditioning and processing of fill, and compacting fill.

The Contractor shall review and accept the plans, geotechnical report(s), and these Specifications prior to commencement of grading. The Contractor shall be solely responsible for performing the grading in accordance with the plans and specifications.

The Contractor shall prepare and submit to the owner and the Geotechnical Consultant a work plan that indicates the sequence of earthwork grading, the number of "spreads" of work and the estimated quantities of daily earthwork contemplated for the site prior to commencement of grading. The Contractor shall inform the owner and the Geotechnical Consultant of changes in work schedules and updates to the work plan at least 24 hours in advance of such changes so that appropriate observations and tests can be planned and accomplished. The Contractor shall not assume that the Geotechnical Consultant is aware of all grading operations.

The Contractor shall have the sole responsibility to provide adequate equipment and methods to accomplish the earthwork in accordance with the applicable grading codes and agency ordinances, these Specifications, and the recommendations in the approved geotechnical report(s) and grading plan(s). If, in the opinion of the Geotechnical Consultant, unsatisfactory conditions, such as unsuitable soil, improper moisture condition, inadequate compaction, insufficient buttress key size, adverse weather, etc., are resulting in a quality of work less than required in these specifications, the Geotechnical Consultant shall reject the work and may recommend to the owner that construction be stopped until the conditions are rectified.

2.0 Preparation of Areas to be Filled

2.1 Clearing and Grubbing

Vegetation, such as brush, grass, roots, and other deleterious material shall be sufficiently removed and properly disposed of in a method acceptable to the owner, governing agencies, and the Geotechnical Consultant.

The Geotechnical Consultant shall evaluate the extent of these removals depending on specific site conditions. Earth fill material shall not contain more than 1 percent of organic materials (by volume). No fill lift shall contain more than 5 percent of organic matter. Nesting of the organic materials shall not be allowed.

10/22/2024 C5 517 of 637

LEIGHTON CONSULTING, INC.

General Earthwork and Grading Specifications
-3-

If potentially hazardous materials are encountered, the Contractor shall stop work in the affected area, and a hazardous material specialist shall be informed immediately for proper evaluation and handling of these materials prior to continuing to work in that area.

As presently defined by the State of California, most refined petroleum products (gasoline, diesel fuel, motor oil, grease, coolant, etc.) have chemical constituents that are considered to be hazardous waste. As such, the indiscriminate dumping or spillage of these fluids onto the ground may constitute a misdemeanor, punishable by fines and/or imprisonment, and shall not be allowed.

2.2 Processing

Existing ground that has been declared satisfactory for support of fill by the Geotechnical Consultant shall be scarified to a minimum depth of 6 inches.

Existing ground that is not satisfactory shall be overexcavated as specified in the following section. Scarification shall continue until soils are broken down and free of large clay lumps or clods and the working surface is reasonably uniform, flat, and free of uneven features that would inhibit uniform compaction.

2.3 Overexcavation

In addition to removals and overexcavations recommended in the approved geotechnical report(s) and the grading plan, soft, loose, dry, saturated, spongy, organic-rich, highly fractured or otherwise unsuitable ground shall be overexcavated to competent ground as evaluated by the Geotechnical Consultant during grading.

2.4 Benching

Where fills are to be placed on ground with slopes steeper than 5:1 (horizontal to vertical units), the ground shall be stepped or benched. Please see the Standard Details for a graphic illustration. The lowest bench or key shall be a minimum of 15 feet wide and at least 2 feet deep, into competent material as evaluated by the Geotechnical Consultant. Other benches shall be excavated a minimum height of 4 feet into competent material or as otherwise recommended by the Geotechnical Consultant. Fill placed on ground sloping flatter than 5:1 shall also be benched or otherwise overexcavated to provide a flat subgrade for the fill.

2.5 Evaluation/Acceptance of Fill Areas

All areas to receive fill, including removal and processed areas, key bottoms, and benches, shall be observed, mapped, elevations recorded, and/or tested prior to being accepted by the Geotechnical Consultant as suitable to receive fill. The Contractor shall obtain a written acceptance from the Geotechnical Consultant 10/22/2024 C5 518 of 637

LEIGHTON CONSULTING, INC.

General Earthwork and Grading Specifications
-4-
prior to fill placement. A licensed surveyor shall provide the survey control for determining elevations of processed areas, keys, and benches.

3.0 Fill Material

3.1 General

Material to be used as fill shall be essentially free of organic matter and other deleterious substances evaluated and accepted by the Geotechnical Consultant prior to placement. Soils of poor quality, such as those with unacceptable gradation, high expansion potential, or low strength shall be placed in areas acceptable to the Geotechnical Consultant or mixed with other soils to achieve satisfactory fill material.

3.2 Oversize

Oversize material defined as rock, or other irreducible material with a maximum dimension greater than 8 inches, shall not be buried or placed in fill unless location, materials, and placement methods are specifically accepted by the Geotechnical Consultant. Placement operations shall be such that nesting of oversized material does not occur and such that oversize material is completely surrounded by compacted or densified fill. Oversize material shall not be placed within 10 vertical feet of finish grade or within 2 feet of future utilities or underground construction.

3.3 Import

If importing of fill material is required for grading, proposed import material shall meet the requirements of Section 3.1. The potential import source shall be given to the Geotechnical Consultant at least 48 hours (2 working days) before importing begins so that its suitability can be determined and appropriate tests performed.

4.0 Fill Placement and Compaction

4.1 Fill Layers

Approved fill material shall be placed in areas prepared to receive fill (per Section 3.0) in near-horizontal layers not exceeding 8 inches in loose thickness.

The Geotechnical Consultant may accept thicker layers if testing indicates the grading procedures can adequately compact the thicker layers. Each layer shall be spread evenly and mixed thoroughly to attain relative uniformity of material and moisture throughout.
10/22/2024 C5 519 of 637

LEIGHTON CONSULTING, INC.

General Earthwork and Grading Specifications
-5-

4.2 Fill Moisture Conditioning

Fill soils shall be watered, dried back, blended, and/or mixed, as necessary to attain a relatively uniform moisture content at or slightly over optimum.

Maximum density and optimum soil moisture content tests shall be performed in accordance with the American Society of Testing and Materials (ASTM Test Method D1557).

4.3 Compaction of Fill

After each layer has been moisture-conditioned, mixed, and evenly spread, it shall be uniformly compacted to not less than 90 percent of maximum dry density (ASTM Test Method D1557). Compaction equipment shall be adequately sized and be either specifically designed for soil compaction or of proven reliability to efficiently achieve the specified level of compaction with uniformity.

4.4 Compaction of Fill Slopes

In addition to normal compaction procedures specified above, compaction of slopes shall be accomplished by backrolling of slopes with sheepsfoot rollers at increments of 3 to 4 feet in fill elevation, or by other methods producing satisfactory results acceptable to the Geotechnical Consultant. Upon completion of grading, relative compaction of the fill, out to the slope face, shall be at least 90 percent of maximum density per ASTM Test Method D1557.

4.5 Compaction Testing

Field-tests for moisture content and relative compaction of the fill soils shall be performed by the Geotechnical Consultant. Location and frequency of tests shall be at the Consultant's discretion based on field conditions encountered.

Compaction test locations will not necessarily be selected on a random basis.

Test locations shall be selected to verify adequacy of compaction levels in areas that are judged to be prone to inadequate compaction (such as close to slope faces and at the fill/bedrock benches).

4.6 Frequency of Compaction Testing

Tests shall be taken at intervals not exceeding 2 feet in vertical rise and/or 1,000 cubic yards of compacted fill soils embankment. In addition, as a guideline, at least one test shall be taken on slope faces for each 5,000 square feet of slope face and/or each 10 feet of vertical height of slope. The Contractor shall assure that fill construction is such that the testing schedule can be accomplished by the Geotechnical Consultant. The Contractor shall stop or slow down the earthwork construction if these minimum standards are not met.

10/22/2024 C5 520 of 637

LEIGHTON CONSULTING, INC.

General Earthwork and Grading Specifications
-6-

4.7 Compaction Test Locations

The Geotechnical Consultant shall document the approximate elevation and horizontal coordinates of each test location. The Contractor shall coordinate with the project surveyor to assure that sufficient grade stakes are established so that the Geotechnical Consultant can determine the test locations with sufficient accuracy. At a minimum, two grade stakes within a horizontal distance of 100 feet and vertically less than 5 feet apart from potential test locations shall be provided.

5.0 Subdrain Installation

Subdrain systems shall be installed in accordance with the approved geotechnical report(s), the grading plan, and the Standard Details. The Geotechnical Consultant may recommend additional subdrains and/or changes in subdrain extent, location, grade, or material depending on conditions encountered during grading. All subdrains shall be surveyed by a land surveyor/civil engineer for line and grade after installation and prior to burial. Sufficient time should be allowed by the Contractor for these surveys.

6.0 Excavation

Excavations, as well as over-excavation for remedial purposes, shall be evaluated by the Geotechnical Consultant during grading. Remedial removal depths shown on geotechnical plans are estimates only. The actual extent of removal shall be determined by the Geotechnical Consultant based on the field evaluation of exposed conditions during grading. Where fill-over-cut slopes are to be graded, the cut portion of the slope shall be made, evaluated, and accepted by the Geotechnical Consultant prior to placement of materials for construction of the fill portion of the slope, unless otherwise recommended by the Geotechnical Consultant.

7.0 Trench Backfills

7.1 Safety

The Contractor shall follow all OSHA and Cal/OSHA requirements for safety of trench excavations.
10/22/2024 C5 521 of 637

LEIGHTON CONSULTING, INC.

General Earthwork and Grading Specifications
-7-

7.2 Bedding and Backfill

All bedding and backfill of utility trenches shall be performed in accordance with the applicable provisions of Standard Specifications of Public Works Construction. Bedding material shall have a Sand Equivalent greater than 30 (SE>30). The bedding shall be placed to 1 foot over the top of the conduit and densified. Backfill shall be placed and densified to a minimum of 90 percent of relative compaction from 1 foot above the top of the conduit to the surface.

The Geotechnical Consultant shall test the trench backfill for relative compaction.

At least one test should be made for every 300 feet of trench and 2 feet of fill.

7.3 Lift Thickness

Lift thickness of trench backfill shall not exceed those allowed in the Standard Specifications of Public Works Construction unless the Contractor can demonstrate to the Geotechnical Consultant that the fill lift can be compacted to the minimum relative compaction by his alternative equipment and method.

7.4 Observation and Testing

The densification of the bedding around the conduits shall be observed by the Geotechnical Consultant.

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1005282
A- General Engineering; B-General Building Contractor
07/31/2025
N/A
N/A
Quality Construction & Engineering Inc.
16870 West Bernardo Drive Suite 400 San Diego CA 92127
California
Mohammad Qahoush - President
Mohammad Qahoush - Vice President
10/22/2024 C5 554 of 637

February 2024 City of Solana Beach
Jim Greenstein
858-720-2476
2023 Pavement Maintenance
& Repairs
$1,110,067.73
May 2024 City of Santee
Toby M. Espinola
619-258-4100
Fanita Drive & Mission Gorge
Rd. CIP 2024-11
$510,997.26
December 2023 City of Encinitas
Badr Suleiman
760-943-2291

CAMINITO GRACIELA

PAVEMENT REPAIRS
CIP No. CD05E
$91,590.92
May 2019 Caltrans
Kimberly Reap
916-227-8297
Minor B Contract - 11A2857 $91,000.00
August 2024 City of Encinitas
Badr Suleiman
760-943-2291
3023 Brookside Lane Storm
Drain Repair
CD05E
74,910.00
10/22/2024 C5 555 of 637

50 CONTRACTOR’S LIST OF SUBCONTRACTORS

PROJECT NAME: NEVADA AND LEMON SIDEWALKS AND LIGHTING PROJECT (C.I.P. No. 8355)

NAME OF BIDDER: ______________________________________________________________________________

In accordance with Division 2, Part 1, Chapter 4 of the Public Contract Code, the prime Contractor shall submit with its Bid a list of subcontractors who will perform work in excess of one-half of one percent (0.5%) of the prime Contractor’s total Bid or $10,000, whichever is greater.

Subcontractors listed must be properly licensed for the type of work they are to perform, and their license numbers must be indicated below. Do not list alternate subcontractors for the same work.

Name under which
Subcontractor is licensed
License No.
and Class
Address of Office,
Mill or Shop
DBE
(Yes/No)
Bid
Item
No(s).

Description of
Subcontractor’s
Portion of Work
Dollar Value
of
Subcontract

IF NO SUBCONTRACTORS ARE LISTED, BIDDER MUST INITIAL ONLY ONE OF THE FOLLOWING OPTIONS:

_____ Initial here if no subcontractor(s) will be performing Work; OR

_____ Initial here if all subcontractor(s) will be performing Work valued less than the greater of 0.5% of bid or $10,000, whichever is greater.

Quality Construction & Engineering Inc.

Type text here
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Nevada and Lemon Sidewalks and Lighting Project
Various Locations in City of Vista
Quality Construction & Engineering Inc.

Mohammad Qahoush - President
16870 West Bernardo Drive Suite 400
San Diego CA 92127
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Quality Construction & Engineering Inc. 09/10/2024
Mohammad Qahoush - President
Vice President
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X
Quality Construction & Engineering Inc.
16870 West Bernardo Drive Suite 400
San Diego, CA 92127
Mohammad Qahoush
President
858-674-6919 X6820 09/10/2024
10/22/2024 C5 560 of 637

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Quality Construction & Engineering Inc.

President 09/10/2024
09/10/2024Vice President
City of Encinitas - Wales Drive and Crest Drive
City of La Mesa - 2023 Street Resurfacing
10/22/2024 C5 562 of 637

Quality Construction & Engineering Inc.

President 09/10/2024
09/10/2024Vice President
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09/10/2024
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President Quality Construction & Engineering Inc.
09/10/2024 California
San Diego
Mohammad Qahoush
President
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N/A
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211
Appendix C:

Federal Requirements and Special Provisions

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APPENDIX C

FEDERAL REQUIREMENTS AND SPECIAL PROVISIONS

ITEMS THAT MUST BE SUBMITTED WITH BID PACKAGE
Items in this Section are included in the bid proposal section of the bid Contractor’s Certification on Federal Contract Requirements Certification Regarding Debarment, Suspension, Proposed Debarment, and Other Responsibility Matters
Disclosure of Lobbying Activities and Instructions for Completion of SF-LLL, Disclosure of Lobbying Activities
Equal Employment Opportunity Certification
Non-Segregated Facilities Certification
Non-Lobbying Certification for Federal-Aid Contracts
Non-Collusion Affidavit

ITEMS THAT MUST BE SUBMITTED PRIOR TO AWARD OF CONTRACT Section 3 Bidder’s Certification 3
Section 3 Estimated Work Force Breakdown 4
Contract and Subcontract Activity – HUD Form 2516 5

ITEMS THAT MUST BE COMPLETED AND SUBMITTED FOR DURATION OF PROJECT Payroll Reporting DOL Form WH-347 and Instructions for Completion 7 Note: the form is double-sided. Must complete form in its entirety and submit weekly.

Section 3 Utilization Tracker – HUD Form 4737 & 4737A 12 Note: Must complete these forms in their entirety and submit monthly and at completion of project.

Record of Employee Interview 14
Note: City staff will conduct on the job interviews and complete the form

OTHER FEDERAL REQUIREMENTS
Notice of Requirement for Affirmative Action to Ensure Equal Employment 17 Opportunity Executive Order 11246: 41 CFR Part 60‐2
Employee Rights Under the Davis-Bacon Act – Poster in English and Spanish 18 Minority Business Enterprise (MBE) and Women Business Enterprise (WBE) Policy 20 Section 3 Job Aid Guide 21
Davis-Bacon Labor Standards 24

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SECTION 3

BIDDER'S CERTIFICATION
Name of Company: ____________________________________________________________ Address: ____________________________________________________________________ Project Title: _________________________________________________________________ This is to certify that I have read and understand the Section 3 resident employment and Section 3 resident business utilization requirements that apply to the above cited project, said requirements being known as the Section 3 Clause found in 24 CFR 75 and that neither the project nor the company are under any contractual restrictions or other disabilities which would prevent the company from complying with said requirements. ______________________________ ________________________ ____________ Signature Title Date
______________________________ ________________________ ____________ Signature Title Date
C-3
Quality Construction & Engineering Inc.
11956 Bernardo Plaza Dr. #133, San Diego CA 92128
President 09/10/2024
Vice President 09/10/2024
Nevada and Lemon Sidewalks and Lighting Project ( CIP#8355) 10/22/2024 C5 575 of 637

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SECTION 3 ESTIMATED WORK FORCE BREAKDOWN

MUST BE COMPLETED BY PRIME AND SUBCONTRACTORS
Company Name: __________________________________________________ Address: __________________________ Primary Contact: ____________________________ __________________________ Contact Phone Number: ______________________ Project Title: ________________________________________ Employment and Training
Job Category
Administrative Staff:

Professionals
Technicians
Office/Clerical
Other Admin Staff
Construction by Trade
(list trade below):

C-4

ESTIMATED
SECTION 3 LABOR
HOURS

ESTIMATED

TARGETED SECTION
3 LABOR HOURS

TOTAL ESTIMATED

LABOR HOURS
(SECTION 3 AND
NON-SECTION 3)
SECTION 3
BENCHMARK %,
(SECTION 3÷TOTAL)
*SECTION 3 RESIDENT:
https://www.hud.gov/program_offices/field_policy_mgt/section3/publications_and_regulations Quality Construction & Engineering Inc.
11956 Bernardo Plaza Dr. #133,
San Diego CA 92128
Nevada and Lemon Sidewalks and Lighting Project ( CIP#8355) Mohammad Qahoush
858-674-6919 X6820
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SECTION 3 ESTIMATED WORK FORCE BREAKDOWN

Professionals
Technicians
Office/Clerical
Other Admin Staff
Construction by Trade
(list trade below):

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SECTION 3

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form HUD-2516 (8/98)Previous editions are obsolete.

Contract and Subcontract Activity OMB Approval No.: 2535-0117 (exp. 12/31/2006)

U.S. Department of Housing and Urban Development

1. Grantee/Project Owner/Developer/Sponsor/Builder/Agency Check if: 2. Location (City, State, ZIP Code) PHA
IHA
3a. Name of Contact Person 3b. Phone Number (Including Area Code) 4. Reporting Period 5. Program Code (Not applicable for CPD programs.)6. Date Submitted to Field Office Oct. 1 - Sept. 30 (Annual-FY)See explanation of codes at bottom of page.

Use a separate sheet for each program code.

Contractor or
Grant/Project Number or Amount of Type of Subcontractor Woman Prime Contractor Sec. Subcontractor Sec. Contractor/Subcontractor Name and Address HUD Case Number or Contract Trade Business Owned Identification (ID) 3 Identification (ID) 3 7j. other identification of property, or Subcontract Code Racial/Ethnic Business Number Number subdivision, dwelling unit, etc. (See Code (Yes or
below) (See below) No)Name Street City State Zip Code
7a. 7b. 7c. 7d. 7e. 7f. 7g. 7h. 7i.
7c: Type of Trade Codes:

CPD: Housing/Public Housing:
1 = New Construction 1 = New Construction 6 = Professional 2 = Education/Training 2 = Substantial Rehab. 7 = Tenant Services 3 = Other 3 = Repair 8 = Education/Training
4 = Service 9 = Arch./Engrg. Appraisal
5 = Project Mangt. 0 = Other
7d: Racial/Ethnic Codes:
1 = White Americans
2 = Black Americans
3 = Native Americans
4 = Hispanic Americans
5 = Asian/Pacific Americans
6 = Hasidic Jews
5: Program Codes (Complete for Housing and Public and Indian Housing programs only):
1 = All insured, including Section 8 5 = Section 202
2 = Flexible Subsidy 6 = HUD-Held (Management)
3 = Section 8 Noninsured, Non-HFDA 7 = Public/Indian Housing 4 = Insured (Management
Public Reporting Burden for this collection of information is estimated to average .50 hours per response, including the time for reviewing instructions, searching existing data sources, gathering and maintaining the data needed, and completing and reviewing the collection of information. This information is voluntary. HUD may not collect this information, and you are not required to complete this form, unless it displays a currently valid OMB Control Number.

Executive Order 12421 dated July 14, 1983, directs the Minority Business Development Plans shall be developed by each Federal Agency and that these annual plans shall establish minority business development objectives. The information is used by HUD to monitor and evaluate MBE activities against the total program activity and the designated minority business enterprise (MBE) goals. The Department requires the information to provide guidance and oversight for programs for the development of minority business enterprise concerning Minority Business Development. If the information is not collected HUD would not be able to establish meaningful MBE goals nor evaluate MBE performance against these goals.

While no assurances of confidentiality is pledged to respondents, HUD generally discloses this data only in response to a Freedom of Information request.

Privacy Act Notice - The United States Department of Housing and Urban Development, Federal Housing Administration, is authorized to solicit the information requested in this form by virtue of Title 12, United States Code, Section 1701 et seq., and regulations promulgated thereunder at Title 12, Code of Federal Regulations. It will not be disclosed or released outside the United States Department of Housing and Urban Development without your consent, except as required or permitted by law.

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form HUD-2516 (8/98)Previous editions are obsolete.

This report is to be completed by grantees, developers, sponsors, builders, agencies, and/or project owners for reporting contract and subcontract activities of $10,000 or more under the following programs: Community Development Block Grants (entitle- ment and small cities); Urban Development Action Grants; Housing Development Grants; Multifamily Insured and Noninsured; Public and Indian Housing Authorities; and contracts entered into by recipients of CDBG rehabilitation assistance.

Contracts/subcontracts of less than $10,000 need be reported only if such contracts represent a significant portion of your total contracting activity. Include only contracts executed during this reporting period.

This form has been modified to capture Section 3 contract data in columns 7g and 7i.

Section 3 requires that the employment and other economic opportunities generated by HUD financial assistance for housing and community development programs shall, to the greatest extent feasible, be directed toward low- and very low-income persons, particularly those who are recipients of government assistance for housing. Recipients using this form to report Section 3 contract data must also use Part I of form HUD- 60002 to report employment and training opportunities data. Form HUD-2516 is to be may establish income ceilings higher or lower than 80 per centum of the median for the area on the basis of the Secretary’s findings that such variations are necessary because of prevailing levels of construction costs or unusually high or low-income families. Very low-income persons means low-income families (including single persons) whose incomes do not exceed 50 per centum of the median family income for the area, as determined by the Secretary with adjustments for smaller and larger families, except that the Secretary may establish income ceilings higher or lower than 50 per centum of the median for the area on the basis of the Secretary’s findings that such variations are necessary because of unusually high or low family incomes.

Submit two (2) copies of this report to your local HUD Office within ten (10) days after the end of the reporting period you checked in item 4 on the front.

Complete item 7h. only once for each contractor/subcontractor on each semi-annual report.

Enter the prime contractor's ID in item 7f. for all contracts and subcontracts. Include only contracts executed during this reporting period. PHAs/IHAs are to report all contracts/subcontracts.
firm receiving contract/subcontract activity only one time on each report for each firm.

Multifamily Housing Programs

1. Grantee/Project Owner: Enter the name of the unit of government, agency or mortgagor entity submitting this report.

3. Contact Person: Same as item 3 under CPD Programs.

4. Reporting Period: Check only one period.

5. Program Code: Enter the appropriate program code.
7a. Grant/Project Number: Enter the HUD Project Number or Housing Develop- ment Grant or number assigned.
7b. Amount of Contract/Subcontract: Same as item 7b. under CPD Programs. 7c. Type of Trade: Same as item 7c. under CPD Programs. 7d. Business Racial/Ethnic/Gender Code: Same as item 7d. under CPD Pro- grams.
7e. Woman Owned Business: Enter Yes or No.
7f. Contractor Identification (ID) Number: Same as item 7f. under CPD Programs. 7g. Section 3 Contractor: Enter Yes or No.
7h. Subcontractor Identification (ID) Number: Same as item 7h. under CPD Programs.
7i. Section 3 Contractor: Enter Yes or No.
7j. Contractor/Subcontractor Name and Address: Same as item 7j. under CPD Programs.

Public Housing and Indian Housing Programs
PHAs/IHAs are to report all contracts/subcontracts. Include only contracts executed during this reporting period.

1. Project Owner: Enter the name of the unit of government, agency or mortgagor entity submitting this report. Check box as appropriate.

3. Contact Person: Same as item 3 under CPD Programs.

4. Reporting Period: Check only one period.

Form HUD-60002 is to be completed by all other HUD programs including State administered community development programs covered under Section 3.

A Section 3 contractor/subcontractor is a business concern that provides economic opportunities to low- and very low-income residents of the metropolitan area (or nonmetropolitan county), including a business concern that is 51 percent or more owned by low- or very low-income residents; employs a substantial number of low- or very low-income residents; or provides subcontracting or business development opportunities to businesses owned by low- or very low-income residents. Low- and very low-income residents include participants in Youthbuild programs established under Subtitle D of Title IV of the Cranston-Gonzalez National Affordable Housing Act.

The terms “low-income persons” and “very low-income persons” have the same meanings given the terms in section 3(b)(2) of the United States Housing Act of 1937.

Low-income persons mean families (including single persons) whose incomes do not exceed 80 per centum of the median income for the area, as determined by the Secretary, with adjustments for smaller and larger families, except that the Secretary Community Development Programs

1. Grantee: Enter the name of the unit of government submitting this report.

3. Contact Person: Enter name and phone of person responsible for maintaining and submitting contract/subcontract data.
7a. Grant Number: Enter the HUD Community Development Block Grant Identifica- tion Number (with dashes). For example: B-32-MC-25-0034. For Entitlement Programs and Small City multi-year comprehensive programs, enter the latest approved grant number.
7b. Amount of Contract/Subcontract: Enter the dollar amount rounded to the nearest dollar. If subcontractor ID number is provided in 7f, the dollar figure would be for the subcontract only and not for the prime contract. 7c. Type of Trade: Enter the numeric codes which best indicates the contractor's/ subcontractor's service. If subcontractor ID number is provided in 7f., the type of trade code would be for the subcontractor only and not for the prime contractor. The "other" category includes supply, professional services and all other activities except con- struction and education/training activities.
7d. Business Racial/Ethnic/Gender Code: Enter the numeric code which indicates the racial/ethnic /gender character of the owner(s) and controller(s) of 51% of the business. When 51% or more is not owned and controlled by any single racial/ethnic/ gender category, enter the code which seems most appropriate. If the subcontractor ID number is provided, the code would apply to the subcontractor and not to the prime contractor.
7e. Woman Owned Business: Enter Yes or No.
7f. Contractor Identification (ID) Number: Enter the Employer (IRS) Number of the Prime Contractor as the unique identifier for prime recipient of HUD funds. Note that the Employer (IRS) Number must be provided for each contract/subcontract awarded. 7g. Section 3 Contractor: Enter Yes or No.
7h. Subcontractor Identification (ID) Number: Enter the Employer (IRS) Number of the subcontractor as the unique identifier for each subcontract awarded from HUD funds. When the subcontractor ID Number is provided, the respective Prime Contractor ID Number must also be provided.
7i. Section 3 Contractor: Enter Yes or No.
7j. Contractor/Subcontractor Name and Address: Enter this information for each C-6
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U.S. Department of Labor
W age and Hour Division

PAYROLL
For contractor's optional use; see instructions at dol.gov/agencies/whd/forms/wh347 Persons are not required to respond to the collection of information unless it displays a currently valid OMB control number.

NAME OF CONTRACTOR OR SUBCONTRACTOR ADDRESS OMB No. 1235-0008 Expires 09/30/2026 PAYROLL NO. FOR WEEK ENDING PROJECT AND LOCATION PROJECT OR CONTRACT NO. (1) (2) (3) (4) DAY AND DATE (5) (6) (7) (9)
(8)

DEDUCTIONS
O
O
O
O
O
O
O
O

NAME AND INDIVIDUAL IDENTIFYING NUMBER
(e.g., LAST FOUR DIGITS OF SOCIAL SECURITY
NUMBER) OF WORKER NO.

O
F

W
ITHH
O
LD
i
NG

EXEM
P
TIO
NS
WORK

CLASSIFICATION
OT
.

O
R
ST.

HOURS WORKED EACH DAY
TOTAL
HOURS
RATE
OF PAY
GROSS
AMOUNT

EARNED FICA
WITH-

HOLDING

TAX OTHER
TOTAL

DEDUCTIONS
NET
WAGES
PAID

FOR WEEK
S
S
S
S
S
S
S
S
Rev. Dec. 2008
Revised December 2008
While completion of Form WH-347 is optional, it is mandatory for covered contractors and subcontractors performing work on Federally financed or assisted construction contracts to respond to the information collection contained in 29 C.F.R. §§ 3.3, 5.5(a). The Copeland Act (40 U.S.C. § 3145) contractors and subcontractors performing work on Federally financed or assisted construction contracts to "furnish weekly a statement with respect to the wages paid each employee during the preceding week." U.S. Department of Labor (DOL) regulations at 29 C.F.R. § 5.5(a)(3)(ii) require contractors to submit weekly a copy of all payrolls to the Federal agency contracting for or financing the construction project, accompanied by a signed "Statement of Compliance" indicating that the payrolls are correct and complete and that each laborer or mechanic has been paid not less than the proper Davis-Bacon prevailing wage rate for the work performed. DOL and federal contracting agencies receiving this information review the information to determine that employees have received legally required wages and fringe benefits.

Public Burden Statement
We estimate that is will take an average of 55 minutes to complete this collection, including time for reviewing instructions, searching existing data sources, gathering and maintaining the data needed, and completing and reviewing the collection of information. If you have any comments regarding these estimates or any other aspect of this collection, including suggestions for reducing this burden, send them to the Administrator, Wage and Hour Division, U.S. Department of Labor, Room S3502, 200 Constitution Avenue, N.W.

Washington, D.C. 20210
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Date
I,
(Name of Signatory Party) (Title)
do hereby state:
(1) That I pay or supervise the payment of the persons employed by on the (Contractor or Subcontractor)
; that during the payroll period commencing on the
(Building or Work)
day of ,, and ending the day of ,,
all persons employed on said project have been paid the f ull w eekly w ages earned, that no rebates have been or will be made either directly or indirectly to or on behalf of said from the full
(Contractor or Subcontractor)
weekly wages earned by any person and that no deductions have been made either directly or indirectly from the full wages earned by any person, other than permissible deductions as defined in Regulations, Part 3 (29 C.F.R. Subtitle A), issued by the Secretary of Labor under the Copeland Act, as amended (48 Stat. 948, 63 Stat. 108, 72 Stat. 967; 76 Stat. 357; 40 U.S.C. § 3145), and described below:
(2)That any payrolls otherwise under this contract required to be submitted for t he above period are correct and complete; that the wage rates for laborers or m echanics contained therein are not les s t han the applicable wage rates contained in any wage determination incorporated into the contract; that the classifications set forth therein for each laborer or mechanic conform with the work he performed. (3) That any apprentices employed in the above period are duly registered in a bona fide apprenticeship program registered with a State apprenticeship agency recognized by the Bureau of Apprenticeship and Training, United States Department of Labor, or if no such recognized agency exists in a State, are registered with the Bureau of Apprenticeship and Training, United States Department of Labor. (4)That:
(a)WHERE FRINGE BENEFITS ARE PAID TO APPROVED PLANS, FUNDS, OR PROGRAMS −in addi tion to the ba sic hourly wage ra tes paid to ea ch laborer or mechanic listed in the above referenced payroll, payments of fringe benefits as listed in the contract have been or will be made to appropriate programs for the benefit of such employees, except as noted in section 4(c) below.
(b)WHERE FRINGE BENEFITS ARE PAID IN CASH
−Each laborer or mechanic listed in the above referenced payroll has been paid, as indicated on the payroll, an amount not less than the sum of the applicable basic hourly wage rate plus the amount of the required fringe benefits as listed in the contract, except as noted in section 4(c) below. (c) EXCEPTIONS
REMARKS:

EXCEPTION (CRAFT)EXPLANATION

NAME AND TITLE SIGNATURE

THE WILLFUL FALSIFICATION OF ANY OF THE ABOVE STATEMENTS MAY SUBJECT THE CONTRACTOR OR SUBCONTRACTOR TO CIVIL OR CRIMINAL PROSECUTION. SEE SECTION 1001 OF TITLE 18 AND SECTION 3729 OF TITLE 31 OF THE UNITED STATES CODE.

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Instructions for Completing Payroll Form, WH-347
General: Form WH-347has been made available for the convenience of contractors and subcontractors required by their Federal or Federally-aided construction-type contracts and subcontracts to submit weekly payrolls. Properly filled out, this form will satisfy the requirements of Regulations, Parts 3 and 5 (29 C.F.R., Subtitle A), as to payrolls submitted in connection with contracts subject to the Davis-Bacon and related Acts.

While completion of Form WH-347 is optional, it is mandatory for covered contractors and subcontractors performing work on Federally financed or assisted construction contracts to respond to the information collection contained in 29 C.F.R. §§ 3.3, 5.5(a). The Copeland Act (40 U.S.C. § 3145) requires contractors and subcontractors performing work on Federally financed or assisted construction contracts to "furnish weekly a statement with respect to the wages paid each employee during the preceding week." U.S. Department of Labor (DOL) Regulations at 29 C.F.R. § 5.5(a)(3)(ii) require contractors to submit weekly a copy of all payrolls to the Federal agency contracting for or financing the construction project, accompanied by a signed "Statement of Compliance" indicating that the payrolls are correct and complete and that each laborer or mechanic has been paid not less than the proper Davis-Bacon prevailing wage rate for the work performed. DOL and federal contracting agencies receiving this information review the information to determine that employees have received legally required wages and fringe benefits.

Under the Davis-Bacon and related Acts, the contractor is required to pay not less than prevailing wage, including fringe benefits, as predetermined by the Department of Labor. The contractor's obligation to pay fringe benefits may be met either by payment of the fringe benefits to bona fide benefit plans, funds or programs or by making payments to the covered workers (laborers and mechanics) as cash in lieu of fringe benefits.

This payroll provides for the contractor to show on the face of the payroll all monies to each worker, whether as basic rates or as cash in lieu of fringe benef its, and provides for the contractor's representation in the statement of compliance on the payroll (as shown on page 2) that he/she is paying for fringe benefits required by the contract and not paid as cash in lieu of fringe benefits. Detailed instructions concerning the preparation of the payroll follow:

Contractor or Subcontractor: Fill in your firm's name and check appropriate box.

Address: Fill in your firm's address.

Payroll No.: Beginning with the number "1", list the payroll number for the submission.

For Week Ending: List the workweek ending date.

Project and Location: Self-explanatory.

Project or Contract No.: Self-explanatory.

Column 1 - Name and Individual Identifying Number of Worker: Enter each worker's full name and an individual identifying number (e.g., last four digits of worker's social security number) on each weekly payroll submitted.

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Column 2 - No. of Withholding Exemptions: This column is merely inserted for the employer's convenience and is not a requirement of Regulations, Part 3 and 5.

Column 3 - Work Classifications: List classification descriptive of work actually performed by each laborer or mechanic. Consult classification and minimum wage schedule set forth in contract specifications. If additional classifications are deemed necessary, see Contracting Officer or Agency representative. An individual may be shown as having worked in more than one classification provided an accurate breakdown or hours worked in each classification is maintained and shown on the submitted payroll by use of separate entries.

Column 4 - Hours worked: List the day and date and straight time and overtime hours worked in the applicable boxes. On all contracts subject to the Contract Work Hours Standard Act, enter hours worked in excess of 40 hours a week as "overtime".

Column 5 - Total: Self-explanatory
Column 6 - Rate of Pay (Including Fringe Benefits): In the "straight time" box for each worker, list the actual hourly rate paid for straight time worked, plus cash paid in lieu of fringe benefits paid. When recording the straight time hourly rate, any cash paid in lieu of fringe benefits may be shown separately from the basic rate. For example, "$12.25/.40" would reflect a $12.25 base hourly rate plus $0.40 for fringe benefits. This is of assistance in correctly computing overtime.

See "Fringe Benefits" below. When overtime is worked, show the overtime hourly rate paid plus any cash in lieu of fringe benefits paid in the "overtime" box for each worker; otherwise, you may skip this box. See "Fringe Benefits" below. Payment of not less than time and one-half the basic or regular rate paid is required for overtime under the Contract Work Hours Standard Act of 1962 if the prime contract exceeds $100,000. In addition to paying no less than the predetermined rate for the classification which an individual works, the contractor must pay amounts predetermined as fringe benefits in the wage decision made part of the contract to approved fringe benefit plans, funds or programs or shall pay as cash in lieu of fringe benefits. See "FRINGE BENEFITS" below.

Column 7 - Gross Amount Earned: Enter gross amount earned on this project. If part of a worker's weekly wage was earned on projects other than the project described on this payroll, enter in column 7 first the amount earned on the Federal or Federally assisted project and then the gross amount earned during the week on all projects, thus "$163.00/$420.00" would reflect the earnings of a worker who earned $163.00 on a Federally assisted construction project during a week in which $420.00 was earned on all work.

Column 8 - Deductions: Five columns are provided for showing deductions made. If more than five deduction are involved, use the first four columns and show the balance deductions under "Other" column; show actual total under "Total Deductions" column; and in the attachment to the payroll describe the deduction(s) contained in the "Other" column. All deductions must be in accordance with the provisions of the Copeland Act Regulations, 29 C.F.R., Part 3. If an individual worked on other jobs in addition to this project, show actual deductions from his/her weekly gross wage, and indicate that deductions are based on his gross wages.

Column 9 - Net Wages Paid for Week: Self -explanatory.

Totals - Space has been left at the bottom of the columns so that totals may be shown if the contractor so desires.

C-1010/22/2024 C5 587 of 637

Statement Required by Regulations, Parts 3 and 5: While the "statement of compliance" need not be notarized, the statement (on page 2 of the payroll form) is subject to the penalties provided by 18 U.S.C. § 1001, namely, a fine, possible imprisonment of not more than 5 years, or both.

Accordingly, the party signing this statement should have knowledge of the facts represented as true.

Items 1and 2: Space has been provided between items (1) and (2) of the statement for describing any deductions made. If all deductions made are adequately described in the "Deductions" column above, state "See Deductions column in this payroll." See "FRINGE BENEFITS" below for instructions concerning filling out paragraph 4 of the statement.

Item 4 FRINGE BENEFITS - Contractors who pay all required fringe benefits: If paying all fringe benefits to approved plans, funds, or programs in amounts not less than were determined in the applicable wage decision of the Secretary of Labor, show the basic cash hourly rate and overtime rate paid to each worker on the face of the payroll and check paragraph 4(a) of the statement on page 2 of the WH-347 payroll form to indicate the payment. Note any exceptions in section 4(c).

Contractors who pay no fringe benefits: If not paying all fringe benefits to approved plans, funds, or programs in amounts of at least those that were determined in the applicable wage decision of the Secretary of Labor, pay any remaining fringe benefit amount to each laborer and mechanic and insert in the "straight time" of the "Rate of Pay" column of the payroll an amount not less than the predetermined rate for each classification plus the amount of fringe benefits determined for each classification in the application wage decision. Inasmuch as it is not necessary to pay time and a half on cash paid in lieu of fringe benefits, the overtime rate shall be not less than the sum of the basic predetermined rate, plus the half time premium on basic or regular rate, plus the required cash in lieu of fringe benefits at the straight time rate. In addition, check paragraph 4(b) of the statement on page 2 the payroll form to indicate the payment of fringe benefits in cash directly to the workers. Note any exceptions in section 4(c).

Use of Section 4(c), Exceptions
Any contractor who is making payment to approved plans, funds, or programs in amounts less than the wage determination requires is obliged to pay the deficiency directly to the covered worker as cash in lieu of fringe benefits. Enter any exceptions to section 4(a) or 4(b) in section 4(c). Enter in the Exception column the craft, and enter in the Explanation column the hourly amount paid each worker as cash in lieu of fringe benefits and the hourly amount paid to plans, funds, or programs as fringe benefits. The contractor must pay an amount not less than the predetermined rate plus cash in lieu of fringe benefits as shown in section 4(c) to each such individual for all hours worked (unless otherwise provided by applicable wage determination) on the Federal or Federally assisted project. Enter the rate paid and amount of cash paid in lieu of fringe benefits per hour in column 6 on the payroll. See paragraph on "Contractors who pay no fringe benefits" for computation of overtime rate.

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Section 3 Utilization
Tracker: Business
Labor Hours
U.S. Department of Housing and
Urban Development
Office of Field Policy and
Management
OMB 2501-0040
Expiration 04-30-2025 HUD
Form 4737

EXAMPLE
Business Name
Non-Section 3
Business
Section 3
Business (must
be verified by
recipient/subre
cipient before
contract is
executed)
Total number of
Section 3 worker
or Section 3
business labor
hours worked
Total targeted
Section 3 worker
labor hours. (Of
the total Section 3
worker labor hours
reported list total
labor hours from
Targeted Section 3
workers)
Total number of
labor hours
worked from non-
Section 3 and
Section 3
workers/Section 3
businesses
Section 3 Benchmark non-Section 3
businesses calculate column E
divided by column G
A. Construction (HCD programs) or
Capital Expenses (PHAs)
(Enter labor hours for all construction
contracts or subcontracts in the project.

Note Section 3 requirements do not apply
to material supply contracts.)
All Section 3
businesses report
total in column E
All Section 3 business shall record
100% of total labor hours
Optimus General Contractor x 50 25 500 10.0%
123 Excavation x 19 40 47.5%
XYZ Concrete x 120 20 120 100.0%
76 Framers x 80 80 100.0%
B. Construction subtotal (Add all amounts
in column E to display a subtotal for
column E; Add all amounts in column G
to display subtotal of all labor hours in
column G)269 740 36.4%
C. Professional Services/Recipients
Professional Service/recipients Section 3
worker labor hours are only added to the
total in column E (Optional reporting,
but is encouraged if it is Section 3
Business or Section 3 worker)
Vision Land Surveying x 10 100.0%
1+2 Engineering x
Accrued Accountants x 20 100.0%
City of Entitlement CDBG x
Helpful NGO Subrecipients LLC.x 10 100.0%
D. Professional Services/Recipient
Subtotal (Add all professional
service/recipient hours reported in column
E to display a subtotal for column E. This
subtotal amount is added to the
cumulative hours total in column E) 40
E. Cumulative Project Labor Hours 309 740 41.8%
F. Benechmark met.

FORM A: Business Labor Hours Tracking
Tracking of labor hours occurs throughout the project and is reported no later than the conclusion of the work for the identified business. This form is completed in conjunction with Form B for Section 3 Workers and Section 3 Targeted Workers labor hours. An alternative to this use of this form can be from a business or employer's good faith assessment of the labor hours of a full-time or part-time employee informed by the employer's existing salary or time and attendance based payroll systems, unless the project or activity is otherwise subject to requirements specifying time and attendance reporting.

Public reporting for this collection of information is estimated to average 5 hours per response, including the time for reviewing instructions, searching existing data sources, gathering, and maintaining the data needed, and completing and reviewing the collection of information.

Section 3 of the Housing and Urban Development Act of 1968, as amended by the Housing and Community Development Act of 1992 (Section 3), and 12 U.S.C. § 1701u ensure that employment and other economic opportunities generated by Federal financial assistance for housing and community development programs are, to the greatest extent feasible, directed toward low- and very low-income persons, particularly those who receive government assistance for housing. The regulations are found at 24 CFR Part 75. This collection of information is required to ensure that Section 3 workers and Section 3 Business concerns participating in Housing and Community Development Projects and Public Housing Assistance Projects with HUD funding are documenting Section 3 labor hours to meet the requirements of Section 3 found in 24 CFR part 75. The information will be used by the Department to monitor program recipient’s compliance with Section 3, to assess the results of the Department's efforts to meet the statutory objectives of Section 3, to prepare reports to Congress, and by recipients as a self- monitoring tool.

Send comments regarding this burden estimate or any other aspect of this collection of information, including suggestions to reduce this burden, to Anna P. Guido, Reports Management Officer, QDAM, Department of Housing and Urban Development, 451 7th Street, SW, Room 4176, Washington, DC 20410-5000. When providing comments, please refer to OMB Approval No. XXXX-XXXX. HUD may not conduct and sponsor, and a person is not required to respond to, a collection of information unless the collection displays a valid control number. No assurances of confidentiality are provided for this information collection.

C-1210/22/2024 C5 589 of 637

Section 3
Utilization
Tracker: Section 3
Labor Hours
U.S. Department of Housing and
Urban Development
Office of Field Policy and
Management
OMB 2501-0040
Expiration 04-30-2025 HUD Form 4737A
Name of Business contracted on
(Name of Project)
Identification of Section 3
Worker
Identification of
Targeted Section 3
Worker
Date of hire or first
reporting period
Total labor hours worked on a project per Section 3
Worker (Tracking of hours can be completed in a
separate wage reporting system)

EXAMPLE
List or identify all Section 3
Workers for each contracted
business. Documentation of a
Section 3 Worker is completed
outside of this form.

Indicate, by marking with
an "X" if the worker has
been identified as a
Targeted Section 3
Worker. Documentation
of a Targeted Section 3
Worker is completed
outside of this form.

Enter either the date of
hire or the date of the first
reporting period after hire
for each worker.

Enter number of hours worked by the individual employee over the duration of project.

Business Name Section 3 Worker Name
Optimus General Contractor
Employee name 1 x 5/16/2021 10
Employee name 2
Employee name 3
123 Excavation
Employee name 4
XYZ Concrete
Employee name 5 x
76 Framers
Employee name 6
Employee name 7 x
AB Drywall
Cumulative Project Labor Hours
Public reporting for this collection of information is estimated to average 5 hours per response, including the time for reviewing instructions, searching existing data sources, gathering, and maintaining the data needed, and completing and reviewing the collection of information.

FORM B: Section 3 Labor Hours Tracking
(Reporting for each Section 3 worker can occur throughout the project and as directed by the HUD recipient for the identified business(es). An alternative to this use of this form can be from a business or employer's good faith assessment of the labor hours of a full-time or part-time employee informed by the employer's existing salary or time and attendance based payroll systems, unless the project or activity is otherwise subject to requirements specifying time and attendance reporting.

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Record of Employee
Interview Instructions
U.S. Department of Housing
and Urban Development
Office of Davis-Bacon and Labor Standards
OMB Approval No. 2501-0009
(exp. 12/31/2024)

Previous editions are obsolete Form HUD-11 (05/2021)

Instructions

General:

This form is to be used by HUD and local agency staff for recording information gathered during on-site interviews with laborers and mechanics employed on projects subject to Federal prevailing wage requirements. Typically, the staff that will conduct on-site interviews and use this form are HUD staff and fee construction inspectors, HUD Labor Standards staff, and local agency labor standards contract monitors.

Information recorded on the form HUD-11 is evaluated for general compliance and compared to certified payroll reports submitted by the respective employer. The comparison tests the veracity of the payroll reports and may be critical to the successful conclusion of enforcement actions in the event of labor standards violations. The thoroughness and accuracy of the information gathered during interviews is crucial.

Note that the interview itself and the information collected on the form HUD-11 are considered confidential. Interviews should be conducted individually and privately. All laborers and mechanics employed on the job site must be made available for interview at the interviewer’s request. The employee’s participation, however, is voluntary. Interviews shall be conducted in a manner and place that are conducive to the purposes of the interview and that cause the least inconvenience to the employer(s) and the employee(s).

Completing the form HUD-11:

Items 1a - 1c: Self-explanatory

Items 2a – 2d: Enter the employee’s full name, a telephone number where the employee can be reached, and the employee’s home address. Many construction workers use a temporary address in the locality of the project and have a more permanent address elsewhere from which mail may be forwarded to them. Obtain a more permanent address, if available. Ask the employee for a form of identification (e.g., driver’s license) to verify their name.

Items 3a – 4c: Enter the employee’s responses. Ask the employee whether they have a pay stub with them; if so, determine whether the pay stub is consistent with the information provided by the employee.

Items 5 – 7: Be certain that the employee’s responses are specific. For example, job classification (#5) must identify the trade involved (e.g., Carpenter, Electrician, Plumber) – responses such as “journeyman” or “mechanic” are not helpful for our purposes.

Items 8 – 12b: Self-explanatory

Items 13 – 15c: These items represent some of the most important information that can be gathered while conducting on-site interviews. Please be specific about the duties you observed the employee performing. It may be easiest to make these observations before initiating the interview. Please record any comments or remarks that may be helpful. For example, if the employee interviewed was working with a crew, how many workers were in the crew? Was the employee evasive?

The level of specificity that is warranted is directly related to the extent to which interview(s) or other observations indicate that there may be violations present. If interviews indicate that there may be underpayments involving a particular trade(s), the interviewer is encouraged to interview as many workers in that trade(s) that are available.

Items 16 – 17b: The information on the form HUD-11 may be reviewed for general compliance, initially. For example, are the job classification and wage rate stated by the employee compatible with the classifications and wage rates on the applicable wage decision? Are the duties observed by the interviewer consistent with the job classification?

Item 18: Please place here any additional information you may want to document or continuing information from other lines that do not fit in their block space.

Once the corresponding certified payroll reports are received, the information on the HUD-11 shall be compared to the payroll reports. Any discrepancies noted between the HUD-11 information and that on the payroll report shall be noted in Item 16, Remarks. If discrepancies are noted, follow-up actions to resolve the discrepancies must be taken.

C-1410/22/2024 C5 591 of 637

Record of Employee U.S. Department of Housing and Urban Development OMB Approval No. 2501-0009 Interview Office of Davis-Bacon and Labor Standards (exp. 12/31/2024) Previous editions are obsolete Form HUD-11 (12/2021)

The public reporting burden estimate for this collection of information is 15 minutes per response on average. This includes reviewing instructions, searching existing data sources, gathering, and maintaining the data, and completing the collection of information. This information may not be collected, nor are you required to provide, the information requested unless it displays a currently valid OMB control number. The information collected ensures compliance with the Federal labor standards through recording interviews with construction workers. The information collected assists HUD in compliance monitoring of Federal labor standards. Any information collected is covered by the Privacy Act of 1974 and by 29 CFR 5.6(a)(5). Individuals and agencies collecting this information must maintain these records in a manner that protects the individuals on whom the information is maintained. The information collected herein is voluntary, and any information provided shall be kept confidential, but failure to provide the information collected may delay enforcement of any possible Federal labor standards violations if the information would have identified any. Comments concerning this burden statement, or this collection should be sent to: National Director, Office of Davis-Bacon and Labor Standards, 451 7th Street SW, Room 7108, Washington, DC 20410. When providing comments, please refer to OMB Approval 2501- 0009 Pursuant to 5 U.S.C. § 552a(e)(3), this Privacy Act Statement serves to inform you of the following concerning the collection of the information on this form.

A. AUTHORITY: Collection of the information solicited on this form is authorized by the Davis-Bacon Act as promulgated through Department of Labor Regulations under 29 CFR Part 5.

B. PURPOSE: The primary purpose for soliciting this information is to determine if the wages paid by an employer on a project covered by the Davis-Bacon Act are in compliance with federal labor standards.

C. ROUTINE USES: The information collected ensures compliance with the Federal labor standards through recording interviews with construction workers on topics related to wages paid on the project. The information is reviewed by HUD authorized personnel to ensure compliance with Federal labor standards under the Davis-Bacon Act on covered projects. If violations are found, the information collected is used to conduct enforcement actions to ensure restitution is paid to workers of covered projects are paid proper wages under the Davis-Bacon Act.

D. CONSEQUENCES OF FAILURE TO PROVIDE INFORMATION: The information collection is voluntary. Refusing to give information will not impact your status with your employer or the government. Failure to provide the information will limit the ability of HUD to determine if you were paid proper wages under the Davis-Bacon Act, and will limit the ability for HUD to seek restitution for you in the event a violation is found.
1a. Project Name 2a. Employee Name
1b. Project Number 2b. Employee Phone Number (including area code) 1c. Contractor or Subcontractor (Employer) 2c. Employee Home Address & Zip Code 2d. Verification of identification?
Yes No
3a. How long on this
job?
3b. Last date on this
job before today?
3c. No. of hours last
day on this job?
4a. Hourly rate of pay? 4b. Fringe Benefits?

Vacation Yes No
Medical Yes No
Pension Yes No
4c. Pay stub?

Yes No

5. Your job classification(s) (list all) --- continue in block 18 if necessary

6. Your duties --- continue in block 18 if necessary

7. Tools or equipment used --- continue in block 18 if necessary

8. Are you an apprentice or trainee? Yes No 10. Are you paid at least time and ½ for all hours worked in excess of 40 in a week? Yes No

9. Are you paid for all hours worked? Yes No 11. Have you ever been threatened or coerced into giving up any part of your pay? Yes No 12a. Employee Signature 12b. Date

13. Duties observed by the Interviewer (Please be specific.)

14. Remarks --- continue in block 18 if necessary
15a. Interviewer Name (Please Print) 15b. Signature of Interviewer 15c. Date of Interview Payroll Examination

16. Remarks --- continue in block 18 if necessary
17a. Signature of Payroll Examiner 17b. Date
C-1510/22/2024 C5 592 of 637

18. Additional Remarks

C-1610/22/2024 C5 593 of 637

NOTICE OF REQUIREMENT FOR AFFIRMATIVE ACTION to

ENSURE EQUAL EMPLOYMENT OPPORTUNITY

1.The Offeror’s or Bidder’s attention is called to the “Equal Opportunity Clause” and the “Standard Federal Equal Employment Opportunity Construction Contract Specifications” set forth herein.

2.The goals and timetables for minority and female participation, expressed in percentage terms for the Contractor’s aggregate workforce in each trade on all construction work in the covered area, are as follows:

Timetables
Goals for minority participation for each trade: 16.9%
Goals for female participation in each trade: 6.9%
These goals are applicable to all of the Contractor’s construction work (whether or not it is Federal or federally assisted) performed in the covered area. If the Contractor performs construction work in a geographical area located outside of the covered area, it shall apply the goals established for such geographical area where the work is actually performed. With regard to this second area, the Contractor also is subject to the goals for both its federally involved and non-federally involved construction.

The Contractor’s compliance with the Executive Order and the regulations in 41 CFR Part 60-4 shall be based on its implementation of the Equal Opportunity Clause, specific affirmative action obligations required by the specifications set forth in 41 CFR 60-4.3(a) and its efforts to meet the goals. The hours of minority and female employment and training must be substantially uniform throughout the length of the contract, and in each trade, and the Contractor shall make a good faith effort to employ minorities and women evenly on each of its projects. The transfer of minority or female employees or trainees from Contractor to Contractor or from project to project for the sole purpose of meeting the Contractor’s goals shall be a violation of the contract, the Executive Order and the regulations in 41 CFR Part 60-4. Compliance with the goals will be measured against the total work hours performed.

3.The Contractor shall provide written notification to the Director of the Office of Federal Contract Compliance Programs (OFCCP) within 10 working days of award of any construction subcontract in excess of $10,000 at any tier for construction work under the contract resulting from this solicitation. The notification shall list the name, address, and telephone number of the subcontractor; employer identification number of the subcontractor; estimated dollar amount of the subcontract; estimated starting and completion dates of the subcontract; and the geographical area in which the subcontract is to be performed.

4.As used in this notice and in the contract resulting from this solicitation, the “covered area” is California, San Diego County, City of Vista.

C-1710/22/2024 C5 594 of 637

PREVAILING
WAGES
You must be paid not less than the wage rate listed in the Davis-Bacon Wage Decision posted with this Notice for the work you perform.

OVERTIME You must be paid not less than one and one-half times your basic rate of pay for all hours worked over 40 in a work week. There are few exceptions.

ENFORCEMENT Contract payments can be withheld to ensure workers receive wages and overtime pay due, and liquidated damages may apply if overtime pay requirements are not met. Davis-Bacon contract clauses allow contract termination and debarment of contractors from future federal contracts for up to three years. A contractor who falsifies certified payroll records or induces wage kickbacks may be subject to civil or criminal prosecution, fines and/or imprisonment.

APPRENTICES Apprentice rates apply only to apprentices properly registered under approved Federal or State apprenticeship programs.

PROPER PAY If you do not receive proper pay, or require further information on the applicable wages, contact the Contracting Officer listed below:
or contact the U.S. Department of Labor’s Wage and Hour Division.

EMPLOYEE RIGHTS

UNDER THE DAVIS-BACON ACT

FOR LABORERS AND MECHANICS

EMPLOYED ON FEDERAL OR

FEDERALLY ASSISTED

CONSTRUCTION PROJECTS
1-866-487-9243
TTY: 1-877-889-5627
www.dol.gov/whd
WH1321 REV 10/17

WAGE AND HOUR DIVISION

UNITED STATES DEPARTMENT OF LABOR
C-1810/22/2024 C5 595 of 637

SALARIOS

PREVALECIENTES
No se le puede pagar menos de la tasa de pago indicada en la Decisión de Salarios Davis-Bacon fijada con este Aviso para el trabajo que Ud. desempeña.

SOBRETIEMPO Se le ha de pagar no menos de tiempo y medio de su tasa básica de pago por todas las horas trabajadas en exceso de 40 en una semana laboral. Existen pocas excepciones.

CUMPLIMIENTO Se pueden retener pagos por contratos para asegurarse que los obreros reciban los salarios y el pago de sobretiempo debidos, y se podría aplicar daños y perjuicios si no se cumple con las exigencias del pago de sobretiempo. Las cláusulas contractuales de Davis-Bacon permiten la terminación y exclusión de contratistas para efectuar futuros contratos federales hasta tres años. El contratista que falsifique los registros certificados de las nóminas de pago o induzca devoluciones de salarios puede ser sujeto a procesamiento civil o criminal, multas y/o encarcelamiento.

APRENDICES Las tasas de aprendices sólo se aplican a aprendices correctamente inscritos bajo programas federales o estatales aprobados.

PAGO APROPIADO Si Ud. no recibe el pago apropiado, o precisa de información adicional sobre los salarios aplicables, póngase en contacto con el Contratista Oficial que aparece abajo:

DERECHOS DEL EMPLEADO

BAJO LA LEY DAVIS-BACON
La ley exige que los empleadores exhiban este cartel donde sea visible por los empleados.

PARA OBREROS Y MECÁNICOS

EMPLEADOS EN PROYECTOS DE
CONSTRUCCIÓN FEDERAL O CON

ASISTENCIA FEDERAL
WH1321 SPA REV 10/17
DIVISIÓN DE HORAS Y SALARIOS
DEPARTAMENTO DE TRABAJO DE LOS EE.UU.
1-866-487-9243
TTY: 1-877-889-5627
www.dol.gov/whd
o póngase en contacto con la División de Horas y Salarios del Departamento de Trabajo de los EE.UU.

C-1910/22/2024 C5 596 of 637

MINORITY BUSINESS ENTERPRISE (MBE) AND WOMEN BUSINESS

ENTERPRISE (WBE) POLICY
For all construction projects assisted with Community Development Block Grant (CDBG) funds, it is the policy of the U. S. Department of Housing and Urban Development (HUD) to foster and promote Minority Business Enterprise (MBE) and Woman Business Enterprise (WBE) participation, to the extent permitted by law and consistent with its primary mission. Contractors are encouraged to seek to promote MBE's and WBE’s during the duration of this contract.

What are MBE’s and WBE’s?
Minority and women business enterprises are defined as any financial institution, business, service, contracting business which is solely owned and operated by a minority group member or women or 50% or more of its partners or stockholders are minority group members or women. If the enterprise is publicly owned, the minority members or stockholders must have at least 51% interest and possess control over management, capital and earnings. For the purpose of this definition, minority group members are Black, Hispanics, Asians, Native Americans, Alaskans or Pacific Islanders.

For more information view HUD's website at portal.hud.gov.

Reporting
All Contractors working on construction projects assisted with Federal funds must complete Form HUD-2516, Contract and Subcontract Activity Report. Reports are filled out once during the reporting period that the contract was executed. Included in this addendum is a blank Form HUD- 2516 for your use along with directions on how to complete the form.

Obtaining Lists of Minority and Women Contractors
HUD does not have a MBE or WBE database; however, Caltrans is an excellent source of information regarding minority and women contractors. A complete copy of the statewide listing may be obtained by calling the Caltrans Publications Distribution Unit at 916.445.3520.

Other sources of information are:

Caltrans Civil Rights Program
Business Enterprise Program
916.324.1700 or toll free at 866.810.6346
Civil Rights Website: dot.ca.gov/hq/bep
National Economic Development Association at 916.649.2551.

C-2010/22/2024 C5 597 of 637

Understand How Section 3 Applies to Your Project
Section 3 applies to housing construction, housing rehab, and other public construction (e.g. infrastructure or facilities) projects funded with over $200,000 of housing and community development financial assistance. Material supply contracts are excluded.

Understand How to Meet the Section 3 Goals
Meet the Quantitative Goals
25% or more of all labor hours on a Section 3 project must be worked by Section 3 workers, and
5% or more of all labor hours on a Section 3 project must be worked by Targeted Section 3 workers
Professional service labor hours are excluded from the goals, but may be included by choice.

Make Qualitative Efforts
Provide evidence that you made qualitative efforts to assist persons and businesses that provide opportunities to persons listed in the following order of priority: 1) Section 3 workers residing in the neighborhood of the project, 2) YouthBuild participants.

Helpful Tool: The Section 3 Guidebook provides a list of qualitative efforts that contractors and subcontractors may undertake to document that they made qualitative efforts to assist persons who are low-income with employment and training opportunities.

Understand What a Section 3 Worker Is
What is a Section 3 Worker? A worker who currently fits, or when hired within the past five years fit, at least one of the following categories as documented:

Worker who is low-income
Employed by a Section 3 business concern
YouthBuild participant
*The five-year lookback period cannot date back further than 2020.

Section 3 Job Aid
for Contractors and Subcontractors
Section 3 Job Aid
Housing and Community Development Financial Assistance 1|C-2110/22/2024 C5 598 of 637

Understand What a Targeted Section 3 Worker Is
What is a Targeted Section 3 Worker?
A Targeted Section 3 Worker is a Section 3 worker who is:

Employed by a Section 3 business concern
Or a worker that currently fits or when hired within the past five years fit, at least one of the following categories as documented:

Living within the service area or the neighborhood of the project and qualifies as a low or very low-income worker; or
A YouthBuild participant
Helpful Tip:

All Targeted Section 3 Workers are Section 3 Workers. However, not all Section 3 Workers meet the definition of a Targeted Section 3 Worker.

Certify Your Section 3 and Targeted Section 3 Workers
Select the Option(s) You will Use for Certifying Worker Eligibility Worker Self-Certification - this option allows a worker to verify their own eligibility. A worker may use a self-certification form to certify that:

1. Their income is at or below the low-income limit, or They are a YouthBuild participant, or
They live in the service area or neighborhood of the project.

2.Employer Certification - this option allows employers to certify that the:

Worker’s paid wage rate by the employer (if annualized on a full-time basis) is at or below the low-income limit, or
Worker is employed by a Section 3 Business concern, and Worker’s address is in the service area (or neighborhood of the project) Helpful Tip:

If a person does not currently meet any of the categories above, the person or employer can look back five years (if hired within the last five years by the same employer) to verify the worker’s status.

Section 3 Job Aid
Housing and Community Development Financial Assistance 2|C-2210/22/2024 C5 599 of 637

Determine if Your Business Qualifies as a Section 3 Business There are two different ways to qualify as a Section 3 business concern. Your business must meet one of the criteria below to be eligible.

1.At least 51% of your business must be owned and controlled by a person(s) who made less than $________ OR by a public housing resident or resident living in Section 8 assisted housing If your business meets the criteria, then you will need to self-certify ownership and income-levels of the qualifying owner(s).
a.

2.In the past 3 months, more than 75% of the labor hours worked for your business must be performed by Section 3 workers.
a.How do I figure this out?
Divide the total number of labor hours worked by Section 3 workers over the last three-month period by the total number of labor hours worked by all employees over the last three-month period. Multiply the number by 100 to get the percentage. If the percentage is 75% or greater, your business qualifies. You may self-certify your eligibility.

Additional Guidance
How Do I Determine the Service Area?
Helpful Tools:

Launch the NEPA Assist Tool. Type in the address of the project site and draw a one-mile buffer around the project site.

Use a local GIS mapping tool, if available.

Helpful Resources:
___________________________’s Section 3 Plan
Certification Forms for Workers and Businesses
Section 3 Job Aid
Housing and Community Development Financial Assistance 3| The Service Area is within one mile of the Section
3 project, or if less than 5,000 people live within
one mile of Section 3 project, the Service Area is
an area within a radius centered around the
Section 3 project site that contains 5,000
people.

Project Worksite
(1,000 population)
Worksite Circle
Expands 25 miles (2,800 population)
Worksite Circle Expands 50 miles
(5,000 population)
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DAVIS-BACON AND LABOR STANDARDS

CONTRACTOR GUIDE ADDENDUM
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Table of Contents
INTRODUCTION � � � � � � � � � � � � � � � � � � � � � � � 3 BASIC DBA DEFINITIONS � � � � � � � � � � � � � � � � � � � 3 LAWS AND REGULATIONS � � � � � � � � � � � � � � � � � � � 4 CONTRACTOR RESPONSIBILITIES � � � � � � � � � � � � � � � 7 CONTRACT ADMINISTRATOR RESPONSIBILITIES � � � � � � � � 7 WAGE BASICS � � � � � � � � � � � � � � � � � � � � � � � � � 8 REVIEWING PAYROLLS � � � � � � � � � � � � � � � � � � � � 9 REPORTING PAYROLLS � � � � � � � � � � � � � � � � � � � 11 ADDITIONAL WORK CLASSIFICATION AND WAGE RATES � � � � 14 SANCTIONS AND RESTITUTION � � � � � � � � � � � � � � � 17 Table of Contents10/22/2024 C5 602 of 637

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INTRODUCTION
This Guide has been prepared for you as a contractor performing work on construction projects that are assisted by the Department of Hous- ing and Urban Development and subject to Davis-Bacon prevailing wage requirements. This Guide does not address contractor requirements involved in direct Federal contracting where HUD or another Federal agency enters into a procurement contract. In this latter case, the Fed- eral Acquisition Regulations (FAR) are applicable. While the guidance contained in this Guide is generally applicable to any Davis-Bacon cov- ered project, specific questions pertaining to direct Federal contracts should be addressed to the Contracting Officer who signed the contract for the Federal agency.

Our objective here is to provide you with a guide that is simple and non-bureaucratic yet comprehensive, and will help you better under- stand and comply with Davis-Bacon labor standards. HUD’s Office of Davis Bacon and Labor Standards worked closely with the Department of Labor’s Wage and Hour Division to make sure that the labor stan - dards provisions in your contract and the specifics of complying with them represent the latest information. It is the Department of Labor that has general administrative oversight of all Federal contracting agen - cies, such as HUD, which administer the day-to-day responsibilities of enforcing Davis-Bacon provisions in construction contracts that they either fund or assist in funding.

This Guide contains six main chapters. The first chapter includes the laws and regulations associated with Federal labor standards adminis- tration and enforcement. The second chapter lists the responsibilities of contractors and of state, tribal, and local contracting agencies that administer HUD programs. The third chapter lists wage basics, includ - ing wage decisions, wage classifications, and wage rates, to provide background for the rest of the Guide. The fourth chapter discusses re - viewing and reporting payrolls. The fifth chapter delves into additional work classifications and wage rates. The sixth and final chapter dis- cusses sanctions and restitution. For further background, the DBLS Agency Guide may be used as a reference.

Finally, not all HUD construction projects are covered by Davis-Bacon wage rates. For the purpose of this Guide, we are assuming that a deter - mination has already been made that Davis-Bacon wage rates are appli - cable. Should you wish assistance in determining whether Davis-Bacon wage rates apply to a particular project or if you need other related tech - nical assistance, please consult with the HUD Labor Standards Field staff for your area.

RESOURCE
Visit the Office of Davis Bacon and Labor Standards online:
www.hud.gov/program_offices/davis_bacon_and_labor_stan- dards

BASIC DBA DEFINITIONS
See Section 3 in the Agency Guide.

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LAWS AND REGULATIONS
The Davis-Bacon Act (DBA)
The Davis-Bacon Act (DBA) requires the payment of prevailing wage rates (determined by the U.S. Department of Labor) to all laborers and mechanics on Federal government and District of Columbia construc - tion projects in excess of $2,000. Construction includes alteration and/ or repair, including painting and decorating, of public buildings or public works. Most HUD construction work is not covered by the DBA itself since HUD seldom contracts directly for construction services. Most often, if DB applies to a HUD project is it because of a labor provision contained in one of HUD’s “Related Acts” (see 5.9 in the Agency Guide).

The Related Acts are often referred to as the Davis-Bacon and Related Acts or DBRA.

The Contract Work Hours
and Safety Standards Act (CWHSSA)
CWHSSA requires time and one-half pay for overtime (OT) hours (over 40 in any workweek) worked on a covered project. The CWHSSA ap - plies to both direct federal contracts and to federally-assisted contracts where those contracts require or involve the employment of laborers and mechanics and where federal wage standards (e.g., Davis-Bacon or HUD-determined prevailing wage rates) are applicable. CWHSSA provisions apply to all laborers and mechanics, including watchmen and guards, employed by any contractor or subcontractor. CWHSSA also applies to maintenance laborers and mechanics employed by con - tractors or subcontractors engaged in the operation of Public Housing Agencies (PHA), Tribally Designated Housing Entities (TDHE), and Indi- an Housing Agencies (IHA) developments.

Exemptions:

CWHSSA O/T provisions do not apply where the federal assistance is only in the nature of a loan guarantee or insurance.

CWHSSA O/T provisions do not apply to prime contracts of $100,000 or less.

The Copeland Act (Anti-Kickback Act)
The Copeland Act makes it a Federal crime for anyone to require any laborer or mechanic (employed on a Federal or Federally-assisted proj- ect) to kickback, (i.e., give up or pay back) any part of their wages. The Copeland Act requires every employer to submit weekly certified payroll reports, and regulates permissible payroll deductions.

The Fair Labor Standards Act (FLSA)
The FLSA governs matters such as federal minimum wage rates and O/T. These standards are generally applicable to any labor performed and may be pre-empted by other (often more stringent) federal stan- dards such as the DBRA prevailing wage requirements and CWHSSA O/T provisions. The authority to administer and enforce FLSA provi- sions resides solely with DOL.

Davis-Bacon Regulations
DOL has published rules and instructions concerning Davis-Bacon and other labor laws in the Code of Federal Regulations (CFR). These reg- ulations can be found in Title 29 CFR Parts 1, 3, 5, 6, and 7. Part 1 ex- plains how DOL establishes and publishes DBA wage determinations (also referred to as wage decisions) and provides instructions on how to use the determinations. Part 3 describes Copeland Act requirements for payroll deductions and the submission of weekly CPRs. Part 5 cov- ers the labor standards provisions that are in contracts relating to Da- vis-Bacon Act wage rates and the responsibilities of contractors and contracting agencies to administer and enforce the provisions. Part 6 provides for administrative proceedings enforcing Federal labor stan- dards on construction and service contracts. Finally, Part 7 sets param - eters for practice before the Administrative Review Board. These regu- lations are used as the basis for administering and enforcing the laws.

DOL Regulations are available online: www.ecfr.gov/current/title-29 Table of Contents10/22/2024 C5 604 of 637

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Construction Contract Provisions
and Labor Standards Administration
Labor standards administration involves the activities that take place primarily before construction begins. Administration sets the stage for the compliance activities that occur during the construction phase. The first and sometimes most difficult step is determining whether and to what extent Davis-Bacon wage standards apply to a particular contract or project. The Factors of Labor Standards Applicability (see Appendix II-6) should be helpful. Most HUD-assisted construction work is cov- ered by Davis-Bacon, but there are some exceptions. The best and saf- est approach is to first assume that Davis-Bacon requirements will be applicable whenever the contract/project involves construction work valued in excess of $2,000, then look more closely to see if there is any reason for non-coverage. Each contract subject to Davis-Bacon labor standards requirements must contain labor standards clauses and a Davis-Bacon wage decision. These documents are normally wound into the contract specifications.

The labor standards clauses
The contract for construction is the vehicle to ensure contractor com - pliance and Davis-Bacon wage enforcement. Therefore, the bid speci- fications and/or the contract for each project subject to Davis-Bacon wage rates must contain both a Davis-Bacon wage decision and labor standards clauses. The labor standards clauses describe the responsi - bilities of the contractor concerning Davis-Bacon wages and obligate the contractor to comply with the Davis-Bacon wage and reporting requirements and with the O/T provisions of the CWHSSA (applicable only when the prime contract is valued at over $100,000). The labor standards clauses also provide for remedies in the event of violations, including the withholding of payments due to the contractor to ensure the payment of wages or liquidated damages that may be found due, and sanctions should violations occur. These contract clauses enable the contract administrator to enforce the Federal labor standards ap - plicable to the project. HUD has standard forms that contain contract clauses. For example, the HUD-92554M, Supplementary Conditions Of The Contract for Construction, which is issued primarily for FHA (Fed- eral Housing Administration) multifamily housing and other construc- tion projects administered by HUD; the HUD-4010, Federal Labor Stan- dards Provisions, which is used for CDBG (Community Development and Block Grant) and HOME (HOME Investment Partnerships Program) projects; and the HUD-5370, General Conditions for Construction Con- tracts (construction contracts >$150,000) or the HUD-5370-EZ, Gener- al Contract Conditions for Small Construction/Development Contracts (construction contracts >$2,000 but ≤$150,000) which are used for Public and Indian Housing projects. These should be wound into the contract specifications or incorporated by specific reference in the bid/ contract documents (see Labor Relations Letter 96-03).

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Davis-Bacon Wage Decisions
The term “wage decision” includes the original decision and any subse - quent decisions that modify, supersede, correct, or otherwise change the provisions of the original decision. The term “wage decision” is used within this Guide to mean the Davis-Bacon wage decision. The terms “wage decision” and “wage determination” are used interchangeably.

A wage decision is a schedule of construction work classifications, wage rates, and fringe benefits that represent the minimum rates that must be paid to workers employed in those classifications. Wage deci- sions are established for defined geographic areas, usually by county or group of counties, and four general characters of construction work.

RESOURCE
The Department of Housing and Urban Development (HUD) one stop forms resource page.
www.hud.gov/program_offices/administration/hudclips/forms

RESOURCE
All current Davis Bacon wage decisions can be accessed online at no cost at www.sam.gov
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CONTRACTOR RESPONSIBILITIES
The principal contractor is responsible for the full compliance of all em - ployers (the contractor, subcontractors, and any lower-tier subcontrac - tors) with the labor standards provisions applicable to the project. Be - cause of the contractual relationship between a prime contractor and their subcontractors, subcontractors generally should communicate with the contract administrator only through the prime contractor. (See Contract Administrator Responsibilities, below.)

CONTRACT ADMINISTRATOR

RESPONSIBILITIES
The contract administrator is responsible for the proper administration and enforcement of the Federal labor standards provisions on con - tracts covered by Davis-Bacon requirements. This term is used to rep - resent the person (or persons) who will provide labor standards advice and support to contractors and other project principals (e.g., owner, sponsor, architect), including providing the proper Davis-Bacon wage decision (see 6.1, The Wage Decision) and ensuring that the wage de - cision and contract clauses are incorporated into the contract for con - struction. The contract administrator also monitors labor standards compliance (see Section 12, Payroll Compliance Reviews and Correc - tions, in the Agency Guide) by conducting interviews with construction workers at the job site and reviewing payroll reports, and oversees any enforcement actions that may be required.

The contract administrator could be an employee or agent of HUD, or of a city or county or public housing agency. For HUD projects admin - istered directly by HUD staff, usually FHA-insured multifamily projects, the contract administrator will be the HUD Labor Standards field staff.

But many HUD-assisted projects are administered by local contracting agencies such as PHAs, TDHEs, and States, cities and counties under HUD’s CDBG and HOME programs.

In these cases, the contract administrator will likely be local agency staff. In either case, the guidance for contractors remains essentially the same.

DOL also has a role in monitoring Davis-Bacon administration and en- forcement. In addition, DOL has independent authority to conduct in- vestigations. A DOL investigator or other DOL representative may visit Davis-Bacon construction sites to interview construction workers or review payroll information.

RESOURCE
Program technical guidance
For interpretations of program requirements or handbooks and instructions on the use of forms:

Housing Programs - See our Contact List for help.

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WAGE BASICS
The Wage Decision
Davis-Bacon labor standards stipulate the wage payment requirements for skilled workers, operators, truck drivers, and laborers—for example:
carpenters, electricians, plumbers, roofers, rollers, screeds, bulldozers, water wagons, dump trucks, and other construction work classifica - tions that may be needed for the project. The Davis-Bacon wage deci- sion that applies to the project contains a schedule of work classifica - tions and wage rates that must be followed.

Remember, the wage decision is contained in the contract specifica - tions along with the labor standards clauses. See 5.12 in the Agency Guide.

The work classifications and wage rates
A Davis-Bacon wage decision is simply a listing of different work clas- sifications and the minimum wage rates that must be paid to anyone performing work in those classifications.

You’ll want to make sure that the work classifications you need are con - tained in the wage decision, and make certain that you know exactly what wage rate(s) you will need to pay. Some wage decisions cover sev- eral counties and/or types of construction work (e.g., residential and commercial work) and can be lengthy and difficult to read. The contract administrator (HUD Labor Standards field staff or local agency staff) is available to assist with any trouble reading the wage decision or finding the applicable work classification(s).

To make reading lengthy wage decisions easier, a contract administra- tor may prepare a Project Wage Sheet (HUD-4720). This sheet is a one- page transcript that will show only the classifications and wage rates for a project. A blank copy of a Project Wage Rate Sheet is provided in the Appendix.

RESOURCE
A fillable version of this form is available online at HUDClips www.hud.gov/program_offices/administration/hudclips/forms Contact the contract administrator monitoring the project for assistance with a Project Wage Rate.

Posting the wage decision, Davis-Bacon poster,
and Additional Classifications wages
The prime contractor is responsible for posting a copy of the wage de - cision (or the Project Wage Rate Sheet), a copy of the DOL Davis-Bacon poster titled Employee Rights Under the Davis-Bacon Act (Form WH- 1321), and Additional Classifications wages at the job site in a place that is easily accessible to all the construction workers employed on the project and where the wage decision and poster will not be destroyed by wind, rain, etc. The purpose of this posting is to provide information to the construction laborers and mechanics working on the project about their entitlement to the prevailing wage for their trade, and to advise them whom to contact (the contract administrator) if they have any questions or want to file a complaint.

RESOURCE
The Employee Rights Under the Davis Bacon Act poster replac es the Notice To All Employees. The new poster is available in English and Spanish online at:
www.hud.gov/program_offices/davis_bacon_and_labor_stan- dards/olrmk13.

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REVIEWING PAYROLLS
Certified Payroll Reports (CPRs)
To demonstrate compliance with labor standards requirements, each employer shall prepare, certify, and submit payroll reports for each week to the sponsor, applicant, or owner for any contract work that is performed. See 29 CFR § 5.5(a)(3)(ii) for information on CPRs.

CPR format
Employers on an FHA project are required to use the HUD-authorized Electronic Payroll System (EPS) to submit CPR reports. If an approved electronic payroll reporting system is not being used by the LCA,, the employer must ensure that all information from DOL Payroll Form WH- 347 is included and that the LSS can reasonably interpret it. Form WH - 347 is available online at www.dol.gov/whd/forms/wh347.pdf .

Submission requirements
Each employer shall submit payroll reports beginning with the first week such employer performs work on the site of the work. Employers shall submit reports promptly following the close of each such pay week. “No Work” payrolls
Employers are not required to submit reports for weeks during which no work was performed at the site of work, provided that the payroll reports are numbered sequentially or that the employer has provided written notice that its work on the project has been suspended.

Weekly payroll certification
Each weekly payroll submitted shall be accompanied by a “Statement of Compliance” that bears the original signature of the owner, executive/ corporate officer, or a designee authorized by the owner or officer. The signature must be in ink; pencil is not acceptable. Signature stamps, photocopies, and facsimiles are not acceptable. The employer may uti- lize the reverse side of the DOL Payroll Form WH-347 as its Statement of Compliance or another document that contains the same language prescribed on the reverse of the WH-347.

False Submissions
The falsification of any of the above certifications may subject the em- ployer to civil or criminal prosecution under § 1001 of Title 18 and § 231 of Title 31 of the United States Code (USC).

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Payroll Review and Submission
The prime contractor should review each subcontractor’s payroll re- ports for compliance prior to submitting the reports to the contract administrator. Remember, the prime contractor is responsible for the full compliance of all subcontractors on the contract and will be held accountable for any wage restitution that may be found due to any la - borer or mechanic that is underpaid and for any liquidated damages that may be assessed for O/T violations. All the payroll reports for any project must be submitted to the contract administrator through the prime contractor.

An alert prime contractor that reviews subcontractor payroll submis - sions can detect any misunderstandings early, prevent costly under- payments, and protect itself from financial loss should underpayments occur.

Payroll Retention
Every contractor (including every subcontractor) must keep a complete set of their own payrolls and other basic records—such as employee ad - dresses and full SSNs, time cards, tax records, evidence of fringe bene - fit payments—for a Davis-Bacon project for at least three years after the project is completed. The prime contractor must keep a complete set of all the payrolls for every contractor (including subcontractors) for at least three years after completion of the project.

Payroll Inspection
In addition to submitting payrolls to the contract administrator, every contractor (including subcontractors) must make their own copy of the payrolls and other basic records available for review or copying to any authorized representative from HUD or DOL.

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REPORTING PAYROLLS
Completing a Payroll Report
Each employer shall maintain payroll records with respect to their own workforce employed at the site of the work. The prime contractor shall maintain such records relative to all laborers and mechanics working at the site of the work during the course of the construction work for at least three years following the completion of the work. Such records shall contain:

Project and contractor/subcontractor information
Each payroll must identify the contractor or subcontractor’s name and address, the project name and number, and the week ending date. Week dates must be indicated in the spaces provided. Numbering payrolls is optional but strongly recommended.

Employee information
The name and an individually identifying 4-digit number for each labor- er and mechanic. Employers must always maintain each employee’s ad - dress and full Social Security number (SSN) during the construction of the project and for no less than three years following completion. This information must be made available to the prime contractor, HUD, and/ or the LCA upon request.

Employers (prime contractors and subcontractors) must maintain the current address and full SSN for each employee and must provide this information upon request to the contracting agency or other authorized representative responsible for Federal labor standards compliance monitoring. Prime contractors may require a subcontractor to provide this information for the prime contractor’s records. DOL has modified form WH-347, Payroll, to accommodate these reporting requirements.

Work classification
Each employee must be classified in accordance with the wage deci- sion based on the type of work they perform.

Apprentices or trainees
The first payroll on which any apprentice or trainee appears must be accompanied by a copy of that apprentice’s or trainee’s registration in a registered or approved program. A copy of the portions of the regis- tered or approved program pertaining to the wage rates and ratios shall also accompany the first payroll on which the first apprentice or trainee appears.

Split classifications
For an employee that worked in a split classification, make a separate entry for each classification of work performed, distributing the hours of work to each classification accordingly, and reflecting the rate of pay and gross earnings for each classification. Deductions and net pay may be based upon the total gross amount earned for all classifications.

Hours worked
The payroll should show only the regular and O/T hours worked on one particular project. The employer must show both the daily and to - tal weekly hours for each employee. If an employee performs work at job sites other than the project for which the payroll is prepared, those “other job” hours should not be reported on the payroll. In these cases, employers should list the employee’s name, classification, hours for this project only, the rate of pay and gross earnings for this project, and the gross earned for all projects. Deductions and net pay may be based upon the employee’s total earnings (for all projects) for the week.

Rate of pay
Employers must show the basic hourly rate of pay for each employee for one particular project. If the wage decision includes a fringe benefit and the employer does not participate in approved fringe benefit programs, the employer must add the fringe benefit rate to the basic hourly rate of pay, and must list the O/T rate if O/T hours were worked.

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Piece-work
For any piece-work employees, the employer must compute an ef- fective hourly rate for each employee each week based upon the em - ployee’s piece-work earnings for that week. To compute the effective hourly rate, divide the piece-work earnings by the total number of hours worked, including consideration for any O/T hours.

The effective hourly rate must be reflected on the certified payroll. This hourly rate may be no less than the wage rate (including fringe benefits, if any) on the wage decision for the classification of work performed.

It does not matter that the effective hourly rate changes from week to week, only that the rate is no less than the rate on the wage decision for the classification of work performed.

Remember, the O/T rate is computed at one and one-half times the ba - sic rate of pay plus any fringe benefits. For example, if the wage deci- sion requires $10/hour basic plus $5/hour fringe benefits, the O/T rate would be: ($10 x 1.5) + $5 = $20/hour.

Gross wages earned
Show the gross amount of wages earned for work performed on a par- ticular project. Note: Employees with work hours and earnings on other projects may show gross wages for a particular project over gross earn - ings from all projects (e.g., $425.40/$764.85) and base deductions and net pay on the “all projects” earnings.

Deductions
Show the amounts of any deductions from the gross earnings. “Other” deductions should be identified (e.g., Savings Account or Loan Repay- ment). Any voluntary deduction (i.e., not required by law or by an order of a proper authority) must be authorized in writing by the employee or provided for in a collective bargaining (union) agreement. A short note signed by the employee is all that is needed and should accompany the first payroll on which the other deduction appears. The note needs to show the type, amount, and frequency of the deduction. A new deduc- tion authorization is required when any of the aforementioned items change.

MORE INFO
Only one employee authorization is needed for recurring (e.g., weekly) “other” deductions. Written employee authorization is not required for income tax and Social Security deductions.

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Net pay
Show the net amount of wages paid.

Statement of Compliance
The Statement of Compliance is the certification. It is located on the reverse side of a standard payroll form (WH-347). Employers must be sure to complete the identifying information at the top, particularly if at- taching the Statement of Compliance to an alternate payroll form such as a computer payroll. Also, the employer must check either 4(a) or 4(b) if the wage decision contains a fringe benefit. Checking 4(a) indicates that the employer is paying required fringe benefits to approved plans or programs; and 4(b) indicates that the employer is paying any required fringe benefit amounts directly to the employee by adding the fringe benefit rate to the basic hourly rate of pay. If the employer is paying a portion of the required fringe benefit to programs and the balance directly to the employee, the employer must explain those differences in box 4(c).

Signature
For paper payrolls submitted, the payroll is signed with an original sig- nature in ink. The payroll must be signed by a principal of the firm (owner or officer such as the president, treasurer, or payroll administrator) or by an authorized agent (a person authorized by a principal in writing to sign the payroll reports). Signature authorization (for persons other than a principal) should be submitted with the first payroll signed by such an agent. For paper payrolls, signatures in pencil, signature stamps, Xerox copies, PDFs, and other facsimiles are not acceptable.

MORE INFO
Only one Statement of Compliance is required for each employ er’s weekly payroll no matter how many pages are needed to re port the employee data.

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ADDITIONAL WORK

CLASSIFICATION AND WAGE RATES
After contract award, if it is determined that additional work classifica- tions are required because the wage decision lacks all the necessary classifications and wage rates, the prime contractor and, if applicable, its subcontractors employing workers in such classifications shall re - quest an additional work classification and propose a wage rate and fringe benefits for such classification on form SF-1444, Request for Authorization of Additional Classification and Rate. The contractor or subcontractor shall make its request for a final decision through the LSS or LCA, as appropriate, to DOL at
[email protected]. The LSS/LCA shall assist the employer in preparing the request and, if necessary, provide guid - ance on the policies and procedures involved.

Note: Additional work classifications and wage rates may be requested only after the effective wage decision “lock-in” date. (See DOL Regula - tions at 29 CFR Part 5 § 5.5(a)(1)(ii).)
Additional Work Classification
and Wage Rate Parameters
Signature
Additional work classifications must be signed by DBLS for FHA-in - sured projects managed by HUD and signed by the LCA contracting officer for projects managed by LCAs, then forwarded to DOL with the applicable wage decision where:

The requested work classification is used in the area of the project by the construction industry;
The work that will be performed by the requested work classification is not performed by a work classification that is already contained within the applicable wage decision;
The proposed wage rate for the requested work classification bears a reasonable relationship to the wage rates on the wage decision; and The workers that will be employed in the requested work classification (if it is known who the workers are or will be) or the workers’ representa - tives agree with the proposed wage rate.

General guide
The wage rate and fringe benefits proposed for any classification must be in accordance with the guidance available in All Agency Memoran- dum 213. The proposed wage rate and fringe benefits should bear a reasonable relationship to the entirety of the rates within the relevant category. There are four basic categories: skilled crafts, laborers, truck drivers, and power equipment operators. Additional classifications pro- posed for power equipment operators must specify the type(s) of pow- er equipment involved.

Making the Request
Although a request for additional work classification and wage rate may be prompted following an LSS/LCA review, the proposal must originate with the prime contractor/employer that will utilize the work classifica- tion. The prime contractor/employer must submit the request in writ- ing. A basic request must identify the contract/project involved, the work classification requested, and the wage rate, including any bona fide fringe benefits proposed. In some cases, it may be necessary for the prime contractor/employer to describe the work that the request- ed work classification would perform. The prime contractor/employer should use form SF-1444, Request for Authorization of Additional Clas- sification and Rate, to submit the request.

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LSS/LCA Review of Request
The LSS/LCA will review the prime contractor/employer’s request to determine if it satisfies the approval criteria at 5.12.1.9.2. The LSS/LCA will contact the prime contractor/employer if clarification or additional information is needed to complete the review.

Signing the request, reporting to DOL
If the LSS/LCA review finds that the requested work classifications and wage rate/fringe benefits meet the criteria at 5.12.1.9.2, the LSS/LCA submits the completed SF-1444, related documentation, and the appli- cable wage decision to the DOL National Office for final decision using DOL’s dedicated email address:
[email protected].

Disagreement with the request;
referring for DOL decision
If the LSS/LCA review finds that the requested work classification and wage rate/fringe benefits fails to meet the approval criteria or if the par - ties do not agree on the proper classification or wage rate/fringe bene - fits for the work described, the LSS/LCA shall prepare an SF-1444 and a written report explaining the results of the review and any issues in dispute among the parties, and shall forward these along with a copy of the applicable wage decision to the DOL National Office for its decision using the same dedicated DOL email address.

DOL decision
DOL regulations permit 30 days for DOL to respond to the SF-1444. DOL will notify the LSS/LCA in writing of its decision.

DOL approval
When DOL approves the requested additional work classification and wage rate/fringe benefits, the LSS/LCA shall provide a copy of the DOL notice of approval to the prime contractor/employer with instructions that the additional work classification and wage rate/fringe benefits must be posted on the job site with the wage decision.

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16 Contractor Guide Addendum
DOL disapproval
When DOL disapproves the requested work classification and wage rate/fringe benefits, DOL will notify the LSS/LCA in writing of the rea - sons why the request cannot be approved. DOL may also indicate what work classifications/wage rate/fringe benefits could be approved for the work involved if a modified request is submitted.

Notification to the prime contractor/employer
The LSS/LCA will notify the prime contractor/employer in writing of the results of the LSS/LCA review and/or DOL decision and provide a copy of the DOL notice.

Requests for DOL reconsideration
The LSS/LCA, the prime contractor/employer, or other interested par- ties may request reconsideration of the DOL decision on a requested additional work classification and wage rate/fringe benefits. Such re - quests must be made in writing accompanied by a full statement of the interested party’s views and any supporting wage data or other perti- nent information.

Table of Contents10/22/2024 C5 616 of 637

CONTRACTOR GUIDE ADDENDUM
17 Contractor Guide Addendum

SANCTIONS AND RESTITUTION
Introduction
Even in the best of circumstances, things can go wrong. In a Davis-Ba - con context, “things going wrong” usually means there’s a difference of opinion or a dispute about whether and to what extent underpayments have occurred. These disputes are usually between the contract ad - ministrator and one or more employers (the prime contractor and/or a subcontractor). The dispute may involve something simple such as an additional classification request that is pending before DOL, or some - thing as significant as investigative findings following a complaint of underpayment. This chapter discusses some of the things you might expect, and what you can do to make your views known and to lessen any delays in resolving the problem or issue.

Administrative Review on
Labor Standards Disputes
The labor standards clauses in the contract and DOL regulations pro - vide for administrative review of issues where there is a difference of views between the contract administrator and any employer. The most common circumstances include:

Additional classifications and wage rates
Additional classification and wage rate requests are sometimes denied by DOL. An employer that is dissatisfied with the denial can request re - consideration by the DOL Wage and Hour Administrator. The employer may continue to pay the wage rate, as requested, until a final decision is rendered on the matter. When the final decision is known, the employer will be required to pay any additional wages that may be necessary to satisfy the wage rate that is established.

Reconsideration
DOL normally identifies the reasons for denial in its response to the re- quest. Any interested person (e.g., the contract administrator, employer, or representatives of the employees) may request reconsideration of the decision on the additional classification request.

The request for reconsideration must be made in writing and must thor - oughly address the denial reasons identified by DOL. Employer requests for reconsideration should be made through the contract administrator but may be made directly to DOL. (See DOL Regulations 29 CFR § 1.8.) All requests initiated by or made through the contract administrator or HUD must be submitted through HQLS (Headquarters Office Davis-Ba- con and Labor Standards).

Administrative Review Board
Any interested party may request a review of the Administrator’s de - cision on reconsideration by DOL’s Administrative Review Board. DOL regulations 29 CFR Part 7 explain the procedures for such reviews. (See also 29 CFR § 1.9.)
Findings of underpayment
Compliance reviews and other follow-up enforcement actions may re - sult in findings of underpayment. The primary goal in every case and at every step in this process is to reach agreements about who may have been underpaid and how much wage restitution may be due, and to promptly deliver restitution to any underpaid workers. The contract administrator will usually work informally with employers to reach such agreements.

Rulings and interpretations
unrelated to findings of underpayment
DOL is the authority for rulings and interpretations unrelated to findings of underpayments. This includes disputes concerning the prevailing wage rates as determined by DOL, DBRA applicability, character of work decisions, and interpretation and application of DOL regulations at 29 CFR Parts 1, 3, and 5. These and other such matters must be referred to the DOL Wage and Hour Administrator for their ruling and/or interpreta - tion per 29 CFR § 5.13. Any request for a ruling or an interpretation from the DOL Administrator via DBLS must be submitted through HQLS with a copy to the local LSS.

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CONTRACTOR GUIDE ADDENDUM
18 Contractor Guide Addendum

Disputes concerning findings of underpayment
Underpayments usually occur when a contractor or subcontractor does not properly pay wages according to the approved wage determination and it has been identified as part of a Davis-Bacon and DBLS enforce- ment action. There may be other situations that also create underpay- ments, and they can originate from the employer, prime contractor, or any other interested party. Any underpayment decision by DBLS will in- clude a formal decision letter with a Notice of Right to Appeal.

DOL review
DOL will review the contract administrator’s report and the arguments against the findings presented in the hearing request. DOL may affirm or modify the findings based upon the materials presented. You will be notified in writing by DOL of the results of its review. If DOL concludes that violations have occurred, you will be given an opportunity to correct any underpayments or to request a hearing before a DOL ALJ. (See DOL Regulations 29 CFR § 5.11 (b) and 29 CFR Part 6, Rules of Practice for Administrative Proceedings.)
Administrative Review Board
Contractors and/or subcontractors may request a review by the Admin - istrative Review Board of the decision(s) rendered by the DOL ALJ in the administrative hearing process. See DOL regulations 29 CFR Part 7 for more information about this proceeding.

Withholding
The contract administrator shall cause the withholding of payments due to the prime contractor to ensure the payment of wages that are believed to be due and unpaid (e.g., if wage underpayments or other violations are not corrected within 30 days after written notification to the prime contractor). DOL may also direct the withholding of contract payments for alleged wage underpayments. Withholding is serious and is not taken unless warranted. If withholding is deemed necessary, the contractor will be notified in writing. Only the amounts needed to meet the contractor’s (and/or subcontractors’) liability shall be withheld.

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CONTRACTOR GUIDE ADDENDUM
19 Contractor Guide Addendum

Deposits and Escrows
In some situations, certain labor standards issues are not or cannot be resolved in time to meet project closeout schedules. In order to per- mit a final closing/closeout to proceed while certain labor issues are outstanding, a deposit account (HUD-administered projects, e.g. mul - tifamily housing-insured and grant programs) or an escrow account (LCA-administered projects, e.g., CDBG, HOME, HOPE VI (Housing Op - portunities for People Everywhere)) may be established as a guarantee to ensure the payment of any wages that have been or may be found due to workers that were employed in the construction of the project.

Deposit and escrow accounts may also hold fringe benefits payments that are due to plans or programs and/or liquidated damages that are assessed for violations of CWHSSA O/T provisions. The deposit or es- crow account is controlled by the contract administrator. When a final decision is rendered, the contract administrator makes disbursements from the account in accordance with the decision. Deposit/escrow ac - counts are established for one or more of the following reasons:

MORE INFO
Remember, the prime contractor is responsible and will be held liable for any wage restitution that is due to any worker employed in the construction of the project, including workers employed by subcontractors and any lower-tier subcontractors.

See 3.2, Responsibilities of the Principal Contractor, and 12.4, Restitution for Underpayment of Wages, in the Agency Guide.

Where the parties have agreed to amounts of wage resti- tution that are due, but the employer hasn’t furnished ev- idence yet that all the underpaid workers have received their back wages (e.g., unfound workers)
The amount of the deposit is equal to the total gross amount of resti- tution due to workers lacking payment evidence. As these workers are paid and proper documentation is provided to the contract administra- tor, amounts corresponding to the documented payments are returned to the depositor. Amounts for any workers who cannot be located are held in the deposit/escrow account for three years and disposed as de - scribed in Section 11.4.1 of this Guide;
Sometimes, wage restitution cannot be paid to an affected employee because, for example, the employee has moved and cannot be located.

After wage restitution has been paid to all the workers who could be located, the employer must submit a list of any workers who could not be found and paid (unfound workers). See 12.4.6 in the Agency Guide for more information.

Where underpayments are suspected or alleged and an
investigation has not yet been completed
The deposit is equal to the amount of wage restitution and any liquidat- ed damages, if applicable, that are estimated to be due. If the final de - termination of wages due is less than the amount estimated and placed in the escrow account, the escrow will be reduced to the final amount and the difference will be returned to the depositor. If the parties agree to the investigative findings, the amounts due to the workers will be paid by the employer. As these workers are paid and proper
Table of Contents10/22/2024 C5 619 of 637

CONTRACTOR GUIDE ADDENDUM
20 Contractor Guide Addendum

-
-
documentation is provided to the contract administrator, the gross amounts corresponding to the documented payments are returned to the depositor;
If the employer is unable to make the payments to the workers (e.g., lacks the funds necessary), the contract administrator may make dis- bursements directly to the workers in the net amounts calculated by the employer. The amounts withheld from the workers for tax deduction will be returned to the employer as payments to workers are made. The employer shall be responsible for reporting and transmitting withhold- ings to the appropriate agencies.

If the employer is not cooperating in the resolution, the contract admin - istrator shall make disbursements to the workers in accordance with the schedule of wages due. Amounts for unfound workers will be re - tained as described in Section 13.4.6 in the Agency Guide.

If the parties do not agree and an administrative hearing is requested, the escrow will be maintained.

MORE INFO
Remember, if you have any questions or need assistance con cerning labor standards requirements, help is always available.

Contact the contract administrator for the project you’re work ing on or the HUD Field Labor Standards staff in your area.

Where the parties are waiting for the outcome of an ad- ministrative hearing that has been or will be requested contesting a final determination of wages due
The deposit shall be equal to the amount of wage restitution and liqui- dated damages, if applicable, that have been determined due. Once a final decision is rendered, disbursements from the escrow account are made in accordance with the decision.

Administrative Sanctions
Contractors and/or subcontractors that violate the labor standards provisions may face administrative sanctions imposed by HUD and/or DOL.

DOL debarment
Contractors and/or subcontractors that are found by the Secretary of Labor to be in aggravated or willful violation of the labor standards pro - visions of the DBRA will be ineligible (debarred) to participate in any DBRA or Davis-Bacon Act contracts for up to three years. Debarment in - cludes the contractor or subcontractor and any firm, corporation, part- nership, or association in which the contractor or subcontractor has a substantial interest. Debarment proceedings can be recommended by the contract administrator or initiated by DOL. Debarment proceedings are described in DOL regulations 29 CFR § 5.12.

HUD sanctions
HUD sanctions may include Limited Denials of Participation (LDPs), de - barments, and suspensions.

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CONTRACTOR GUIDE ADDENDUM
21 Contractor Guide Addendum

-
-
Limited Denial of Participation
HUD may issue to the employer an LDP, which prohibits the employer from further participation in HUD programs for a period of up to one year. The LDP is usually effective for the HUD program in which the violation occurred and for the geographic jurisdiction of the issuing HUD Office. HUD regulations concerning LDPs are found at 24 CFR §§

24.700-24.714.

Debarment and suspensions
In certain circumstances, HUD may initiate its own debarment or sus- pension proceedings against a contractor and/or subcontractor in connection with improper actions regarding Davis-Bacon obligations.

For example, HUD may initiate debarment where a contractor has been convicted for making false statements (such as false statements on certified payrolls or other prevailing wage certifications), or initiate sus - pension where a contractor has been indicted for making false state - ments. HUD regulations concerning debarment and suspension are found at 24 CFR Part 24.

Falsification of Certified Payroll Reports
Cases that involve certified payroll falsification may be referred to DOL for its investigation at the outset or referred to DOL for administrative review/hearings or other sanctions.

All referrals suggesting consideration for criminal prosecution must be submitted through the established hierarchy:

States may submit any such recommendation to DOL directly.

MORE INFO
Remember, if you have any questions or need assistance con cerning labor standards requirements, help is always available.

Contact the contract administrator for the project you’re work ing on or the HUD Field Labor Standards staff in your area.

Table of Contents10/22/2024 C5 621 of 637

Project Wage Rate Sheet U.S. Department of Housing and Urban Development Office of Davis-Bacon and Labor Standards

form HUD-4720
(05/2019)

PROJECT NAME:

WAGE DECISION NUMBER/MODIFICATION NUMBER:

PROJECT NUMBER:

PROJECT COUNTY:

WORK CLASSIFICATION

BASIC HOURLY

RATE (BHR)
FRINGE

BENEFITS

TOTAL HOURLY

WAGE RATE

LABORERS
FRINGE BENEFITS:

Bricklayers

$
GROUP #

BHR

TOTAL WAGE

Carpenters

Cement Masons

Drywall Hangers

Electricians

Iron Workers

Painters

OPERATORS
FRINGE BENEFITS:

Plumbers

$
GROUP # BHR TOTAL WAGE

Roofers

Sheet Metal Workers

Soft Floor Layers

Tapers

Tile Setters

TRUCK DRIVERS
FRINGE BENEFITS:

OTHER CLASSIFICATIONS
GROUP # BHR TOTAL WAGE

ADDITIONAL CLASSIFICATIONS (HUD Form 4230-A)

WORK CLASSIFICATION

BASIC HOURLY
RATE

FRINGE

BENEFITS

TOTAL HOURLY

WAGE RATE

DATE OF HUD

SUBMISSION TO
DOL

DATE OF DOL

APPROVAL

10/22/2024 C5 622 of 637

U.S. Department of Labor
W age and Hour Division

DEDUCTIONS
O
O
O
O
O
O
O
O

NAME AND INDIVIDUAL IDENTIFYING NUMBER
(e.g., LAST FOUR DIGITS OF SOCIAL SECURITY
NUMBER) OF WORKER NO.

O
F

W
ITHH
O
LD
i
NG

EXEM
P
TIO
NS
WORK

CLASSIFICATION
OT
.

O
R
ST.

HOURS WORKED EACH DAY
TOTAL
HOURS
RATE
OF PAY
GROSS
AMOUNT

EARNED FICA
WITH-

HOLDING

TAX OTHER
TOTAL

DEDUCTIONS
NET
WAGES
PAID

Washington, D.C. 20210
(over)10/22/2024 C5 623 of 637

EXCEPTION (CRAFT)EXPLANATION

NAME AND TITLE SIGNATURE

PREVAILING
WAGES
You must be paid not less than the wage rate listed in the Davis-Bacon Wage Decision posted with this Notice for the work you perform.

OVERTIME You must be paid not less than one and one-half times your basic rate of pay for all hours worked over 40 in a work week. There are few exceptions.

APPRENTICES Apprentice rates apply only to apprentices properly registered under approved Federal or State apprenticeship programs.

EMPLOYEE RIGHTS

UNDER THE DAVIS-BACON ACT

FOR LABORERS AND MECHANICS

EMPLOYED ON FEDERAL OR

FEDERALLY ASSISTED

CONSTRUCTION PROJECTS
1-866-487-9243
TTY: 1-877-889-5627
www.dol.gov/whd
WH1321 REV 10/17

WAGE AND HOUR DIVISION

UNITED STATES DEPARTMENT OF LABOR
C-1710/22/2024 C5 625 of 637

SALARIOS

PREVALECIENTES
No se le puede pagar menos de la tasa de pago indicada en la Decisión de Salarios Davis-Bacon fijada con este Aviso para el trabajo que Ud. desempeña.

SOBRETIEMPO Se le ha de pagar no menos de tiempo y medio de su tasa básica de pago por todas las horas trabajadas en exceso de 40 en una semana laboral. Existen pocas excepciones.

APRENDICES Las tasas de aprendices sólo se aplican a aprendices correctamente inscritos bajo programas federales o estatales aprobados.

PAGO APROPIADO Si Ud. no recibe el pago apropiado, o precisa de información adicional sobre los salarios aplicables, póngase en contacto con el Contratista Oficial que aparece abajo:

DERECHOS DEL EMPLEADO

BAJO LA LEY DAVIS-BACON
La ley exige que los empleadores exhiban este cartel donde sea visible por los empleados.

PARA OBREROS Y MECÁNICOS

EMPLEADOS EN PROYECTOS DE
CONSTRUCCIÓN FEDERAL O CON

C-1810/22/2024 C5 626 of 637

Base Bid Items

PRICE TABLES
Line Item Description Quantity Unit of Measure Unit Cost Total 1 Mobilization,
Demobilization, Bonds &
Insurance. (5% Maximum
of Total Base Bid)
1 LS $78,000.00 $78,000.00
2 Project Information Sign 2 EA $500.00 $1,000.00
3 Public Notification per
Supplementary General
Provisions, Section 7-12.2.
1 LS $3,500.00 $3,500.00
4 Storm Water Pollution
Prevention and Erosion
Control.
1 LS $10,000.00 $10,000.00
5 Traffic Control and
Construction Staging.
1 LS $45,000.00 $45,000.00
6 Utility Potholing.1 LS $8,500.00 $8,500.00
7 Record Drawing (“As-
Built”) Plans. (Stipulated
Amount)
1 EA $3,000.00 $3,000.00
8 Clearing, Grubbing, Saw
cutting, and Removals of
Existing Vegetation, Roots
and other Existing
Improvements Interfering
with New Work.
1 LS $24,300.00 $24,300.00
9 Remove and Dispose of
Existing Tree.
5 EA $2,000.00 $10,000.00
10 Sawcut, Remove and
Dispose of Existing PCC
Sidewalk, Curb Ramps,
Driveway, and Cross
Gutter and base.
8400 SF $2.00 $16,800.00
11 Remove and Dispose of
Existing Masonry Walls
and Pillars. (770&780
Lemon Ave)
1 LS $10,000.00 $10,000.00
12 Remove and Dispose of
Existing 12" RCP
Stormdrain Pipe. (790
Lemon Ave)
20 LF $150.00 $3,000.00
13 Sawcut, Remove and
Dispose of Existing Curb
and Gutter and base.
515 LF $3.00 $1,545.00
14 Remove and Dispose of
Existing Fire Hydrant and
pipe to water main with
street trench repair.
2 EA $3,500.00 $7,000.00
10/22/2024 C5 627 of 637

15 Sawcut, Remove and
Dispose of Existing AC
Pavement and Base.
17550 SF $2.00 $35,100.00
16 Remove Existing
Conflicting Striping and
Pavement Markings by
Grinding or Sandblasting.
1 LS $3,600.00 $3,600.00
17 Remove and Dispose of
Existing AC Dike.
580 LF $5.00 $2,900.00
18 Remove and Dispose of
Existing Brow Ditch and
Underdrain.
2 EA $250.00 $500.00
19 Remove and Dispose of
Existing Wood Post
Landscape Border. (736
Lemon Ave)
1 LS $1,500.00 $1,500.00
20 Adjust to Finish Grade
Water Valve Cover.
(Stipulated Amount)
18 EA $300.00 $5,400.00
21 Adjust to Finish Grade
Water Meter Cover.
5 EA $450.00 $2,250.00
22 Adjust to Finish Grade
Sanitary Sewer Cleanout
Cover.
1 EA $650.00 $650.00
23 Adjust to Finish Grade
Sewer Manhole Cover
4 EA $1,250.00 $5,000.00
24 Adjust to Finish Grade
Cathode Protection Cover
1 EA $2,000.00 $2,000.00
25 Adjust to Finish Grade Fire
Hydrant.
1 EA $3,500.00 $3,500.00
26 Furnish and Install Fire
Hydrant with new
assembly per VID
Specifications and
Standard dwg 4-1 & 4-2,
including connection to
water main, and street
trench repair.
2 EA $10,000.00 $20,000.00
27 Coordination with Utilities 1 LS $5,000.00 $5,000.00 28 Construct 6" PCC Type G
Curb and Gutter per
SDRSD G-02 with 6" Class
2 Aggregate Base.
1640 LF $65.00 $106,600.00
29 Construct 8" PCC Type G
Curb and Gutter per
SDRSD G-02 with 6" Class
2 Aggregate Base.
65 LF $150.00 $9,750.00
30 Construct 6" PCC
Thickened Curb and
Gutter with 6" Class 2
Aggregate Base per Detail
J - Sheet 3 on Plans.
60 LF $200.00 $12,000.00
10/22/2024 C5 628 of 637

31 Construct Modified PCC
Rolled Curb with 6" Class
2 Aggregate Base per
Detail E and H - Sheet 3
on Plans.
160 LF $125.00 $20,000.00
32 Construct PCC Mow Curb
to Match Existing.
15 LF $250.00 $3,750.00
33 Construct 4" PCC Sidewalk
per SDRSD G-07, G-09,
and Detail C - Sheet 2 on
Plans with 6" Class 2
Aggregate Base.
8860 SF $15.00 $132,900.00
34 Construct 5.5" Thick PCC
Private Residential
Driveway and transition to
existing driveway with 6"
Class 2 Aggregate Base.
2000 SF $22.00 $44,000.00
35 Construct PCC Driveway
with 6" Class 2 Aggregate
Base per SDRSD G-14C,
G-14D, G-14F, and Detail
F - Sheet 3 on Plans.
3220 SF $20.00 $64,400.00
36 Construct PCC ADA Curb
Ramp on 6" Class 2
Aggregate Base per
SDRSD G-27A thru G-32A
and Detail D - Sheet 3 on
Plans.
8 EA $8,500.00 $68,000.00
37 Construct PCC Cross
Gutter per SDRSD G-12
on 12" of Class 2
Aggregate Base.
1610 SF $25.00 $40,250.00
38 Construct Decorative
Masonry Wall and Pillars
In Kind. (770&780 Lemon
Ave)
70 LF $550.00 $38,500.00
39 Construct Retaining Block
Wall to Match Existing.
8 LF $650.00 $5,200.00
40 Construct Type A
Retaining Wall per SDRSD
C-09.
14 LF $700.00 $9,800.00
41 Remove and Reset Vehicle
Gate In Kind.
6 EA $1,500.00 $9,000.00
42 Relocate, Reconstruct, or
Replace Existing Mailbox
and Post per City of Vista
Standard Drawing SRF-04
Including Reflective
Address Numbers on
Front and Side of Mailbox.
(2” Minimum)
7 EA $2,500.00 $17,500.00
43 Remove and Relocate
Chain Link Fence In Kind.
120 LF $125.00 $15,000.00
44 Remove and Relocate
Wood Fence In Kind.
110 LF $150.00 $16,500.00
10/22/2024 C5 629 of 637

45 Construct Hot Mix Asphalt
Concrete Pavement for
Roadways and Driveways.
(Use 155lbs/cf for
Estimating Quantities)
120 TN $450.00 $54,000.00
46 Construct Class 2
Aggregate Base for
Roadways and HMA
Driveways. (95%
Compaction)
220 CY $85.00 $18,700.00
47 Construct Pavers to Match
Existing with 6" Class 2
Aggregate Base. (For 118
Nevada Driveway)
20 SF $125.00 $2,500.00
48 Construct Gravel Driveway
to Match Existing.
200 SF $15.00 $3,000.00
49 2" Mill for Overlay per
Appendix L Plans
7300 SF $3.50 $25,550.00
50 2” PMAC Variable Overlay
with Pacific Geosource
Forta-Fi Fibers per
Appendix L Plans
200 TN $275.00 $55,000.00
51 Header/Edge Cut on
Nevada (2-inch to 0-inch)
per Appendix M
22600 SF $1.50 $33,900.00
52 2" Cold Milling for Overlay
on Lemon per Appendix
M.
9300 SF $2.00 $18,600.00
53 1.5” Leveling Course on
Nevada per Appendix M.
(Use 155 lbs/cf for
Estimating Quantities)
250 TN $150.00 $37,500.00
54 2" PMAC Overlay with
Pacific Geosource Forta-Fi
Fibers per Additional Area
Identified in Appendix M
not already included in
Appendix L Plans. (Use
155 lbs/cf for Estimating
Quantities).
530 TN $220.00 $116,600.00
55 4" Cold Milling for Dig
Out Areas prior to overlay.
2000 SF $7.00 $14,000.00
56 4" HMA for Dig Out Areas
prior to overlay.
2000 SF $10.00 $20,000.00
57 Construct Rock Blanket
per Detail I - Sheet 3 on
Plans.
660 SF $55.00 $36,300.00
58 Unclassified Excavation
and Fill.
1 LS $15,000.00 $15,000.00
59 Geogrid Fabric for Poor
Soils Condition.
150 SF $15.00 $2,250.00
60 Construct Dispersion Area
BMP.
620 SF $5.00 $3,100.00
10/22/2024 C5 630 of 637

61 Construct Modified Type B
Brow Ditch per SDRSD D-

75. 20 LF $325.00 $6,500.00
62 Construct Type G-1 Catch
Basin Overflow Riser per
SDRSD D-08.
1 EA $3,500.00 $3,500.00
63 Construct 8" Perforated
PVC Underdrain per City
of San Diego STD DWG
SDSW-102
50 LF $275.00 $13,750.00
64 Construct Modified
Sidewalk Underdrain per
plans.
2 EA $350.00 $700.00
65 Construct 3" Schedule 40
PVC Sidewalk Underdrain
per SDRSD D-27.
1 EA $1,500.00 $1,500.00
66 Furnish and Install Storm
Drain 15" RCP.
16 LF $350.00 $5,600.00
67 Furnish and Install Storm
Drain 18" RCP.
19 LF $500.00 $9,500.00
68 Construct Concrete Lug
per SDRSD D-63.
1 EA $2,500.00 $2,500.00
69 Construct Type B-1 Curb
Inlet per SDRSD D-02.
1 EA $12,500.00 $12,500.00
70 Furnish and Install New
Street Light Pole and
Foundation.
5 EA $11,400.00 $57,000.00
71 Relocate Existing Street
Light Pole and Construct
New Foundation.
3 EA $9,000.00 $27,000.00
72 Remove and Dispose of
Existing Street Light Pole
and Appurtenances.
1 EA $4,200.00 $4,200.00
73 Furnish and Replace
Existing Street Light
Luminaire.
8 EA $1,800.00 $14,400.00
74 Furnish and Install
Electrical Conduit and
Wiring, modify existing
electrical system as
needed.
1 LS $90,000.00 $90,000.00
75 Furnish and Install
Landscape and Irrigation
per Plan.
1 LS $25,000.00 $25,000.00
76 Reconfigure Existing
Private Irrigation Systems
and Replace Turf and
Groundcover to Match
Existing Private
Landscaping Disturbed by
Construction.
1 LS $15,000.00 $15,000.00
10/22/2024 C5 631 of 637

77 Furnish and Install
Signing, Striping, and
Marking per plans.

Remove, salvage, and
relocate existing signage
as noted on plans.
1 LS $30,000.00 $30,000.00
Total $1,696,845.00
10/22/2024 C5 632 of 637

CITY OF VISTA Page 1 of 2 QUALITY CONSTRUCTION & ENGINEERING, INC. 00065304 5 [00065304 3] PAYMENT BOND (LABOR & MATERIALS) 4856-3825-7894, v. 2
Bond No.

Premium: $
Effective Date:

PAYMENT BOND
(LABOR AND MATERIALS)

KNOW ALL PERSONS BY THESE PRESENTS that:

The City of Vista (“City”) has awarded a contract (the “Contract”) to Quality Construction & Engineering, Inc. (“Principal”) as follows:

Nevada and Lemon Sidewalks and Lighting Project (CIP No. 8355), which Contract, and all Contract Documents set forth therein, are incorporated herein and made a part thereof by this reference.

Principal is required under the terms of the Contract and the California Civil Code to furnish a bond to secure the prompt, full, and faithful payment of any Claimant, as hereinafter defined, for all labor, materials or services used or reasonably required for use in the performance of the work, concurrently with delivery to City of the signed Contract.

NOW, THEREFORE, we, the undersigned Principal, and

,
(Name, address, and telephone number of Surety)
(“Surety”) a duly admitted surety insurer under the laws of the State of California, as Surety, are held and firmly bound unto City in the penal sum of One Million Six Hundred Ninety Six Thousand Eight Hundred Forty Five Dollars ($1,696,845), this amount being not less than one hundred percent (100%) of the total contract price, in lawful money of the United States of America, for the payment of which sum well and truly to be made, we bind ourselves, our heirs, executors, administrators, successors, and assigns, jointly and sever ally, firmly by these presents.

THE CONDITION OF THIS OBLIGATION IS SUCH THAT, if the hereby bounded Principal, his, her or its heirs, executors, administrators, successors or assigns, or subcontractors shall fail to pay any of the persons named in Division 4, Part 6, Title 3 of the California Civil Code (§ 9000 et seq.), or any amounts due under the Unemployment Insurance Code with respect to work or labor performed under the Contract, or for any amounts required to be deducted, withheld, and paid over to the Employment Development Department from the wages of employees of Principal and subcontractors pursuant to Section 13020 of the Unemployment Insurance Code, with respect to work or labor performed under the Contract (“Claimants”), Surety will pay for the same in an amount not exceeding the penal sum specified in this bond; otherwise, this obligation shall become null and void.

This bond shall inure to the benefit of any of the persons named in Division 4, Part 6, Title 3 of the California Civil Code (§ 9000 et seq.), so as to give a right of action to such persons or their assigns in any suit brought upon the bond.

In case suit is brought upon this bond to enforce or interpret this bond’s terms, Surety further agrees to pay all court costs and reasonable attorneys’ fees in an amount fixed by the court. Principal and Surety agree that this Performance Bond shall not be considered a part of the Contract but rather is a separate obligation of Principal and its Surety, and that any attorneys’ fee provision contained in this Performance Bond shall not apply to the Contract.

In the event there is any litigation between the parties arising from the breach of the Contract, each party will bear its own attorneys’ fees in the litigation.

FURTHER, Surety, for value received, hereby stipulates and agrees that no change, extension of time, alteration, addition or modification to the terms of the Contract, or of the work to be performed thereunder, or the specifications for the same, shall in any way affect its obligations under this bond, and it does hereby waive notice of any such change, extension of time, alteration, addition, or modification to the terms of the Contract or to the work or to the specifications thereunder. Surety hereby waives the provisions of California Civil Code §§ 2819, 2845, and 2849.

City is an intended beneficiary of this bond and has all rights of a party thereto.

IN WITNESS WHEREOF, this instrument has been duly executed by Principal and Surety, on the date set forth 10/22/2024 C5 633 of 637

CITY OF VISTA Page 2 of 2 QUALITY CONSTRUCTION & ENGINEERING, INC. 00065304 5 [00065304 3] PAYMENT BOND (LABOR & MATERIALS) 4856-3825-7894, v. 2
below, the name of each corporate party being hereto affixed and these presents duly signed by its undersigned representative(s) pursuant to authority of its governing body.

Dated:

“Principal”

QUALITY CONSTRUCTION & ENGINEERING, INC.

By:

Signature

Name and Title

By:

Signature

Name and Title
(Seal)

APPROVED
Amanda L. Guy
20240918154852

“`Surety”

By:

Signature

Name and Title

By:

Signature

Name and Title
(Seal)

This bond must be dated, all signatures must be notarized, and evidence of the authority of any person signing as attorney-in-fact must be attached.

10/22/2024 C5 634 of 637

CITY OF VISTA Page 1 of 3 QUALITY CONSTRUCTION & ENGINEERING, INC 00065305 5 [00065305 3] PERFORMANCE BOND (FAITHFUL PERFORMANCE) 4878-2172-0806, v. 2
Bond No.

Premium: $
Effective Date:

PERFORMANCE BOND

KNOW ALL PERSONS BY THESE PRESENTS that:

The City of Vista (“City”) has awarded a contract (the “Contract”) with Quality Construction & Engineering, Inc. (“Principal”) as follows:

Nevada and Lemon Sidewalks and Lighting Project (CIP No. 8355), which Contract, and all Contract Documents set forth therein, are incorporated herein and made a part thereof by this reference.

Principal is required under the terms of the Contract to furnish a bond guaranteeing the prompt, full, and faithful performance of the Contract concurrently with delivery of the signed Contract to City.

NOW, THEREFORE, we, the undersigned Principal, and

,
(Name, address, and telephone number of Surety)
(“Surety”) a duly admitted surety insurer under the laws of the State of California, as Surety, are held and firmly bound unto City in the penal sum of One Million Six Hundred Ninety Six Thousand Eight Hundred Forty Five Dollars ($1,696,845), this amount being not less than one hundred percent (100%) the total contract price, in lawful money of the United States of America, for the payment of which sum well and truly to be made, we bind ourselves, our heirs, executors, administrators, successors, and assigns, jointly and severally, firmly by these presents.

THE CONDITION OF THIS OBLIGATION IS SUCH THAT, if the hereby bounded Principal, his, her or its heirs, executors, administrators, successors or assigns, shall in all things stand to and abide by, and well and truly keep and perform all the undertakings, terms, covenants, conditions and agreements in the Contract and any alteration thereof made as therein provided, on Principal’s part to be kept and performed, all within the time and in the manner therein specified, and in all respects according to their true intent and meaning, and shall indemnify and hold harmless City and its officers, agents, and others as therein provided, from any and all losses, liability and damages, claims, judgments, stop payment notices, costs, and fees of every description, whether imposed by law or equity, which may be incurred by City by reason of the failure or default on the part of Principal in the performance of any or all of the terms or the obligations of the Contract Documents, as they may be amended and supplemented including, but not limited to, Principal’s liability for City’s damages (including direct and consequential damages incurred by City for: rental expenses; losses of use, income, profit, business, and reputation; increased financing costs; and loss of management or employee productivity or of the services of such persons) caused by Principal’s delays, as well as Principal’s liability for other delay damages or liquidated damages, and any warranties or guarantees required thereunder; then this obligation shall become null and void; otherwise, it shall be and remain in full force and effect.

When City declares that Principal is in default under the Contract, Surety shall promptly, take one of the following actions:
(a) Remedy the default;
(b) Undertake through its agents or independent contractors reasonably acceptable to City, to complete the Project according to the Contract Documents’ terms and conditions then in effect including without limitation, all obligations with respect to warranties, guarantees, and the payment of liquidated damages; or, if required by City; (c) Obtain a bid or bids for completing the Contract in accordance with its terms and conditions using a procurement methodology approved by City, select a contractor or contractors — acceptable to City — to complete all of the Work, and arrange for a contract between the contractor(s) and City , to be secured with performance and payment bonds executed by an admitted surety insurer equivalent to the bonds issued on the Construction Contract, and Surety shall make available, as the Work progresses, sufficien t funds to pay the cost of completion less the 10/22/2024 C5 635 of 637

CITY OF VISTA Page 2 of 3 QUALITY CONSTRUCTION & ENGINEERING, INC 00065305 5 [00065305 3] PERFORMANCE BOND (FAITHFUL PERFORMANCE) 4878-2172-0806, v. 2
balance of the Contract Sum, and to pay and perform all obligations of Principal under the Contract and Contract Documents, including other costs and damages for which Surety is liable under this Bond and all obligations with respect to warranties, guarantees, and the payment of liquidated damages as a result of Contractor’s default; (d) Waive its right to perform and complete, arrange for completion, or obtain a new contractor and with reasonable promptness under the circumstances:
(i) After investigation, determine the amount for which it may be liable to City and, as soon as practicable after the amount is determined, make payment to City; or (ii) Deny liability in whole or in part and notify City, citing the reasons for denial.

If Surety does not proceed as provided above with reasonable promptness, Surety shall be deemed to be in default on this Bond seven days after receipt of an additional written notice from City to Surety demanding that Surety perform its obligations under this Bond, and City shall be entitled to enforce any remedy available to City. If Surety admits liability and tenders payment, and City refuses the payment, or Surety has denied liability, in whole or in part, without further notice City shall be entitled to enforce any remedy available to City.

In case suit is brought upon this bond, Surety further agrees to pay all court costs and reasonable attorneys’ fees in an amount fixed by the court. Principal and Surety agree that this Performance Bond shall not be considered a part of the Contract but rather is a separate obligation of Principal and its Surety, and that any attorneys’ fee provision contained in this Performance Bond shall not apply to the Contract. In the event there is any litigation between the parties arising from the breach of the Contract, each party will bear its own attorn eys’ fees in the litigation.

City is an intended beneficiary of this bond and has all rights of a party thereto. [Text and signatures continued on page 3.]

10/22/2024 C5 636 of 637

CITY OF VISTA Page 3 of 3 QUALITY CONSTRUCTION & ENGINEERING, INC 00065305 5 [00065305 3] PERFORMANCE BOND (FAITHFUL PERFORMANCE) 4878-2172-0806, v. 2
IN WITNESS WHEREOF, two (2) identical counterparts of this instrument, each of which shall for all purposes be deemed an original hereof, have been duly executed by Principal and Surety, on the date set forth below, the name of each corporate party being h ereto affixed and these presents duly signed by its undersigned representative(s) pursuant to authority of its governing body.

Dated:

“Principal”

QUALITY CONSTRUCTION & ENGINEERING, INC.

By:

Signature

Name and Title

By:

Signature

Name and Title
(Seal)

APPROVED
Amanda L. Guy
20240918155050

“`Surety”

By:

Signature

Name and Title

By:

Signature

Name and Title
(Seal)

This bond must be dated, all signatures must be notarized, and evidence of the authority of any person signing as attorney-in-fact must be attached.

10/22/2024 C5 637 of 637

Vista City CouncilOctober 22, 2024

Vista City Council
October 22, 2024