Agenda packet — South Pasadena City Council, November 1, 2023 (part 3 of 3)

Ordering Information
Sample Catalog No. GCM2-60J-MV-30K-2R-GY-130-PCR7-WL
Luminaire Data
Weight 11 lbs [5.0 kg]
EPA 0.44 ft2
Project
Type
Catalog No.

GreenCobra™ Midsize LED Street Light
GCM J-Series Specification Data Sheet
Model* LED
Code Voltage Color Temperature
Distribution Finish1 Output Code2 Options
GCM1*
GCM2*
GCM3*
60J MV
HV
120-277V
347-480V
30K
40K
50K
3000K
4000K
5000K
2R
3R
3F
4 5
Type 2
Type 3R
Type 3F
Type 4
Type 5
GY
DB
BK
Gray
Dark
Bronze
Black
Refer to Page 3
to select the
performance code.

FOC3
LPCR
PCR74
PCR7-CR5
MSL3
MSL7
WL
4B
RWG
SWTB
BBL
DSC
CF6
SP27
LSSP27
Fixed Output Code
Less Photocontrol
Receptacle
ANSI 7-wire Photocontrol Receptacle
Control Ready 7-wire PC Receptacle
Motion Sensor, L3 Lens
Motion Sensor, L7 Lens
Utility Wattage Label
4-Bolt Mounting Bracket
Rubber Wildlife Guard
Straight Wire Terminal Block
Bubble Level
Door Safety Cable
Coastal Paint Finish
Extreme Surge Protection, 20KV/10KA,
Fail-to-on
Extreme Surge Protection, Fail-to-off,
20kV/10kA Rating
Accessories*
HSSJGCM8
CSSJGCM9
FSSJGCM10
SPB11
RPB11
PTB11
PTB211
WB11
BSK
LLPC12
SC
House Side Shield, Snap-On*
Cul-De-Sac Side Shield, Snap-On*
Front Side Shield, Snap-On*
Square Pole Horizontal Arm Bracket
Round Pole Horizontal Arm Bracket
Pole Top Tenon Horizontal
Arm Bracket
Pole Top Tenon Horizontal
Arm Bracket (2@180o)
Wall Horizontal Arm Bracket
Bird Deterrent Spider Kit
Long-Life Twist Lock Photocontrol
Twist Lock Shorting Cap
Notes:
1 Gray, Black, and Dark Bronze standard. Consult factory for other finishes. See page 2 for RAL codes of Standard finishes. 2 Specified output code is the factory set lumen performance. Refer to performance data table on page 3 of this spec sheet. Field adjustable output selector enables fixture to be changed in the field to adjust light output for local conditions (not available with Fixed Output Code, FOC) or PCR7-CR option. Consult factory if wattage limits require a special drive current. 3 Non-field adjustable, fixed output code. Specify required output code. Not available with PCR7-CR option. 4 Includes output selector that enables field adjustability of light levels. Includes connectors to allow easy upgrade of wireless dimming via PCR7. Wireless node by others.
5 Control-ready wired at factory for wireless node dimming (node by others). Output selector not included in the fixture. Not able to adjust above specified output code.
6 Specify the CF Option for coastal installation. See warranty for details. 7 Standard surge protection, 10kV/5kA, fail-to-on, meets enhanced surge protection based on ANSI 136.25-2015 3-part test. 8 Flush mounted house side shield. Shield cuts light off at 1 mounting height behind luminaire. Gray frame with black louvres. 9 Flush mounted cul-de-sac shield. Shield cuts light off at 1 mounting height behind luminaire and 2 times the mounting height on either side of luminaire. Gray frame with black louvres.
10 Flush mounted front side shield cuts light off at approximately 11/2 mounting height in front of luminaire (street side). Gray frame with black louvres.
11 Specify Color (GY, DB, BK). Refer to Leotek web site for specific mounting details and drawings at https://leotek.com/lighting-library/ 12 Specify MV (120-277V) or HV (347V-480V)
*Unless specified for field installation, Shields and Shorting Caps are shipped installed. All other options are shipped separately.

12.2”
[310 mm] 21.6”
[551 mm]
* Refer to performance data table on page 3 for specific model with corresponding output code 11 - 178

Page 2 of 5 ends

Luminaire Specifications
Housing
Die cast aluminum housing with universal twobolt slip fitter mounts to 1-1/4” to 2” (1-5/8” to 2-3/8” O.D.) diameter mast arm. One-piece
aluminum housing provides passive heatsinking of the LEDs and has upper surfaces that shed precipitation. Four-bolt mounting bracket
(4B option) is available. Mounting provisions
meet 3G vibration per ANSI C136.31-2010
Normal Application, Bridge & Overpass by
independent test lab. Mounting has leveling
adjustment from ± 5° in 2.5° steps. All hardware
is stainless steel. Electrical components are
accessed without tools via die cast aluminum
door with stainless steel quick
release latches. Provided standard with
removable polycarbonate wild life guard. For
additional protection, optional rubber wildlife
guard (RWG) which conforms snugly to the
mast arm is offered.

Light Emitting Diodes
LEDs produce mimimum 90% of initial
intensity at 60,000 hours hours of life per
IES recommended lumen maintenance life
projection based on 6 times the duration of
the collected LM-80 data. For details on IESNA
Position on LED Product Lifetime Prediction, PS10-18. LEDs have correlated color temperature of 3000K (30K), 4000K (40K), or 5000K (50K)
and 70 CRI minimum. LEDs are ROHS compliant,
100% mercury and lead free.

Field Adjustability
LED lumen output can be changed in the field
to adjust light output for local conditions (not
available with PCR7-CR option). The specified
output code will be the factory set output.

Field adjustments can be made with the output
selector included in the fixture. Field adjustable
range shown in performance data table.

Quality Control
Every luminaire is performance tested before
and after a 2-hour burn-in period. Assembled
in the USA.

Optical Systems
Micro-lens optical systems produce IESNA
Type 2, Type 3, Type 4, or Type 5 distributions
and are fully sealed to maintain an IP66 rating.

Luminaire produces 0% total lumens above 90⁰
(BUG Rating, U=0). Optional house side shield
cuts light off at 1/2 mounting height behind
luminaire. Front side shield cuts light off at
approximately one mounting height in front of
the luminaire (street side). Cul-de-sac shield
provides back and side light control for end
of cul-de-sac applications. All shields are field
installable without tools.

Electrical
Rated life of electrical components is 100,000
hours. Uses isolated power supply that is
1-10V dimmable. Power supply is wired with
quick-disconnect terminals. EMC meets or
exceeds FCC CFR Part 15. Terminal block
accommodates 6 to 14 gauge wire. Surge
protection complies with IEEE/ANSI C62.41
Category C High, 10kV/5kA and ANSI C136.2-
2015, 3-part test.

Power Supply
IP66 rated power power supply with high
power factor of > 90%. Auto sensing universal
AC input from 120 to 277VAC (MV model) and
347 to 480VAC (HV mode) rated for both line to
line and line to neutral applications. Maximum
THD rating of 20%. Class 1 or Class 2. Built-in
overheating protection mechanism will reduce
drive current to LEDs and electrical components
if the driver experiences unusual internal
overheating situation. Built-in short circuit,
voltage overload, and current overload
protection with automatic recovery after
correction.

Controls
3-Wire photocontrol receptacle is standard.

ANSI C136.41 7-wire (PCR7) photocontrol
receptacle is available. All photocontrol
receptacles have tool-less rotatable bases.

Wireless control module is provided by others.

Finish
Housing receives a durable, fade-resistant
polyester powder coat finish with 3.0 mil nominal
thickness. Standard finish tested to withstand
5000 hours in salt spray exposure per ASTM B117
and Coastal Finish per ASTM G85. Finish meets
scribe creepage rating 8 per ASTM D1654. Finish
tested 500 hours in UV exposure per ASTM G154
and meets ASTM D523 gloss retention.

Listings/Ratings/Labels
Luminaires are UL listed for use in wet locations
in the United States and Canada. DesignLights
Consortium™ qualified product. Consult DLC QPL
for Standard and Premium Classification Listings.

All electronic components inside of the luminaire
are NRTL damp location rated per ANSI 136.37-
2011 Ingress Protection standard. International
Dark Sky Association listed. Luminaire is qualified
to operate at ambient temperatures of -40°C to
40°C. Assembled in the U.S.A
Photometry
Luminaires photometrics are tested by certified
independent testing laboratories in accordance
with IES LM-79 testing procedures.

Warranty
10-year limited warranty is standard on luminaire
and components. See Leotek.com
for warranty details.

Vandal Resistance
Housing and optics rated to IK10
Certification and Compliance
Luminaire complies with:

ANSI: C136.2, C136.3, C136.10, C136.13, C136.15,
C136.22, C136.31, C136.35, C136.37, C136.41,
C62.41, C78.377, C82.77
Other: FCC 47 CFR, IEC 60598, ROHS II, UL 1449,
UL 1598
GreenCobra™ Midsize LED Street Light
GCM J-Series Specification Data Sheet
Order Code Color RAL # Pantone
Equivalent
GY Gray 7040 429C
BK Black 9004 426C
DB Dark Bronze 6022 BLACK 2C
Color Specifications
Model Number 60,000 Hours* 80,000 Hours 100,000 Hours
All GCM 60J >96% >95% >94%
TM21 Lumen Maintenance per IES TM21-11 Calculation
*Calculation based on IES position statement on Lumen Maintenance Life Projections 11 - 179

Page 3 of 5 ends

GreenCobra™ Midsize LED Street Light
GCM J-Series Specification Data Sheet
Product LED Code Output
Code
System
Wattage (W)
Delivered
Lumens (Lm)1
Efficacy
(Lm/W)
System Drive
Current (mA)2
Field Adjustable
Output Range
GCM1 60J
090 59 9039 154 480
100 65 9940 153 530
110 72 10999 153 590
120 80 12029 151 650
125 85 12604 148 700
GCM2 60J
130 89 13169 148 710
145 100 14457 145 800
GCM3 60J
160 111 15790 142 900
170 123 17220 140 970
180 133 17846 134 1050
Performance Data: 3000K (30K)
All data nominal. IES files for all CCTs available at leotek.com.

Notes:

1. Nominal lumens. Normal tolerance ± 10% due to factors including distribution type, LED bin variance, and ambient temperatures.

2. System drive current values (maximum LED drive current is 350mA).

Product LED Code Output
Code
System
Wattage (W)
Delivered
Lumens (Lm)1
Efficacy
(Lm/W)
System Drive
Current (mA)2
Field Adjustable
Output Range
GCM1 60J
095 59 9562 163 480
105 65 10525 162 530
115 72 11574 161 590
125 80 12746 160 650
135 85 13402 158 700
GCM2 60J
140 89 13884 156 710
155 100 15400 154 800
GCM3 60J
170 111 16872 152 900
185 123 18387 149 970
190 133 19072 143 1050
Performance Data: 4000K (40K) and 5000K (50K)
All data nominal. IES files for all CCTs available at leotek.com.

Notes:

1. Nominal lumens. Normal tolerance ± 10% due to factors including distribution type, LED bin variance, and ambient temperatures.

2. System drive current values (maximum LED drive current is 350mA). 11 - 180

Page 4 of 5 ends

GreenCobra™ Midsize LED Street Light
GCM J-Series Specification Data Sheet
Type 2 Type 3R Type 3F Type 4 Type 5
Product &
LED Code Output Code BUG Rating
BUG
Rating
BUG
Rating
BUG
Rating
BUG
Rating
GCM1 60J
090 B2-U0-G2 B2-U0-G2 B2-U0-G2 B2-U0-G2 B2-U0-G2
100 B2-U0-G2 B2-U0-G2 B2-U0-G2 B2-U0-G2 B3-U0-G2
110 B2-U0-G2 B2-U0-G2 B2-U0-G2 B2-U0-G2 B3-U0-G2
120 B3-U0-G2 B2-U0-G2 B2-U0-G2 B2-U0-G2 B3-U0-G2
125 B3-U0-G2 B2-U0-G2 B2-U0-G2 B2-U0-G2 B2-U0-G2
GCM2 60J
130 B3-U0-G3 B2-U0-G2 B2-U0-G2 B2-U0-G2 B4-U0-G2
145 B3-U0-G3 B2-U0-G2 B2-U0-G2 B2-U0-G2 B4-U0-G2
GCM3 60J
160 B3-U0-G3 B3-U0-G3 B3-U0-G2 B3-U0-G2 B4-U0-G2
170 B3-U0-G3 B3-U0-G3 B3-U0-G2 B3-U0-G3 B4-U0-G2
180 B3-U0-G3 B3-U0-G3 B3-U0-G3 B3-U0-G3 B4-U0-G2
BUG Ratings: 3000K (30K)
All data nominal. IES files for all CCTs are available at leotek.com.

BUG Ratings: 4000K (40K) and 5000K (50K)
All data nominal. IES files for all CCTs are available at leotek.com.

Type 2 Type 3R Type 3F Type 4 Type 5
Product &
LED Code Output Code BUG Rating
BUG
Rating
BUG
Rating
BUG
Rating
BUG
Rating
GCM1 60J
095 B2-U0-G2 B2-U0-G2 B2-U0-G2 B2-U0-G2 B3-U0-G2
105 B2-U0-G2 B2-U0-G2 B2-U0-G2 B2-U0-G2 B3-U0-G2
115 B2-U0-G2 B2-U0-G2 B2-U0-G2 B2-U0-G2 B3-U0-G2
125 B3-U0-G3 B2-U0-G2 B2-U0-G2 B2-U0-G2 B4-U0-G2
135 B3-U0-G3 B2-U0-G2 B2-U0-G2 B2-U0-G2 B4-U0-G2
GCM2 60J
140 B3-U0-G3 B2-U0-G2 B2-U0-G2 B2-U0-G2 B4-U0-G2
155 B3-U0-G3 B2-U0-G2 B3-U0-G2 B3-U0-G2 B4-U0-G2
GCM3 60J
170 B3-U0-G3 B3-U0-G3 B3-U0-G3 B3-U0-G2 B4-U0-G2
185 B3-U0-G3 B3-U0-G3 B3-U0-G3 B3-U0-G3 B4-U0-G2
190 B3-U0-G3 B3-U0-G3 B3-U0-G3 B3-U0-G3 B4-U0-G2
11 - 181

Page 5 of 5 ends

Optical Distribution
(Each square block represents one mounting height, MH)
Type 2R
MH
Type 3F
MH
Type 3R
MH
Type 4
MH
Type 5
MH
GreenCobra™ Midsize LED Street Light
GCM J-Series Specification Data Sheet
11 - 182
Approved for use on June 7, 2023
294856.v3

APPENDIX V

STREET IMPROVEMENTS PROJECT
SPECIFICATION NO. 2019-05 (001905)

IN THE CITY OF SOUTH PASADENA, CALIFORNIA
Centerline Tie Notes of Record
11 - 183
11 - 184
11 - 185
11 - 186
11 - 187
11 - 188
11 - 189
11 - 190
11 - 191
s
i _ ~ .,
- -.. R- . . • - -•~! . ~ •. .1
a
~ r:

California
GORNER TYPE COORDINATES (Optional)
N. E.

Government Comer ❑ Cantrol ❑ Elevation
o Meander ❑ Property ❑ Units Metric ❑ IJ.S. Survey Foot ~~ ~ Rancho ❑ Other ❑ Horizontal Datum
Zone ~pach Date
' Date of Survey JUNE 12,2017 Vertical Datum
JULY 10, 2017 ❑ Complies with Public Resources Cods §§8801-8819 Complies with Public Resources Code §§8880-89Q2
P~~ Act Rif.: ❑ ~765(d} ~ $771 ❑ 8773 ❑ ~fher:
~orne~f ❑Left as found ❑Established ❑Rebuilt ❑Pre-Construction Monumerrt: ❑ ~aund and to gged ❑Reestablished ❑ Referer~c~d Q Post-Cor~structio~ Narrative of comer identified and monument as found, set, reset, replaced, or removed:

Q See sheet #2 for description(s):

St~RVEYOR'S STATEMENT
This Comer Record was prepared by me or under my direction in conformance vuith the Professiona' .and Sun;~yc~rs' Acton <` AUGUST 01, 2017 Sig d _ --~ ffi, P,L..S. or F2,C.E. No. 8601

COUNTY SURVEYOR'S STATEMENT
Q~~,~ LAND
~~'\ y ~ ' t ~" `SG
off, ~~ <~
~ `t'
o
r, .
`~
~ N~.8601 ~'
EXP. 12-3f -17 J, ~~Q'
~~~~ OF CAI.~~a
~
This Corner Record was received 017 CT 11 2011
and examined and sled T Y 8 2 017
Signed P.L.S. R,C.E. No.

Title
County Surveyor's Comment
CURT M.

O'BRYAN
lS 6388
BPELSG-2016 Page 1 oft
11 - 192
J~'
LS 8601, ~Q~
CURB ~~
FD SPIKE & WASHER, P~ ILLEGIBLE, FLUSH] QP

SET NAIL & TAG

N I CURB, FLUSH
~~
.
~
•
.
..
v
c
Z
~
~1- n
PER RDFB 1523 9 7 B,
ISLAND
CURB
lSL,4ND ~

DESTROYED BY CONSTRUCTION,
CURB ~ ~ SET SPIKE &WASHER, LS 860 >, ~O \ ~ FLUSH ON ASPHALT.

J
qp ~0.6~,, `e.
~ ~
\ ~ ~.

CURB ~
FD SPIKE & W,4SHER, ~ ^/~
ILLEGIBLE, FLUSH, PER v
TRACT N0. 3893 MB 964/97-98

DESTROYED BY CONSTRUCTION, //
SET SPIKE &WASHER, LS 8607, ~ /
FLUSH ON ASPHALT. ~4 j.~0 ,~
6~g ~~ ~•
/ / ~ ~
N ~✓ ~/
r SET NAIL &TAG LS 8601, /~~
w IN CURB, FLUSH
u~i ~~~
'())~~~ L 7= 73.60' (73.56
4P~~'
CURB

FD SPIKE &WASHER,
LA CO SURV., FLUSH,
FJTS PER RDFB 1523/928,

DESTROYED BY CONSTRUCTION,
SET SPIKE &WASHER, LS 8601,
.~ FLUSH ON ASPHALT.
~6'`Po,\~ \' oo,

29. 6 ~ „~.
\,g9e,J\
/SET NAIL & TAG, /BLAND
LS 860 7, IN CURB, FLUSH CURB
a
a
d
N
O

4.N
THE PURPOSE OF THIS' RECQRD lS TO DOCUMENT THE PERPETUATION OF FOUND ~ _ FD MOH. AS NOTED N
MONUMENTS) PURSUANT TO THE PLS ACT SECTION 8771. NO CL4/M lS MADE REGARDING THE CORRECTNESS OF THE POS/TION(S) OF SAID MONUMENTS(S), O —SET MOH. AS NOTED ~ (7R THE QIMENSIONAL RELATIONSHIP TO STREET CENTEf?LINES OR PROPERTY ~) —PER TRACT N0. 38903 MB 964/97-98 W BOUNDARIES.

JN.° 305-OQ 1/011 m
11 - 193
c~~ of SOUTH PASADENA
Brief Legal Description MONTEREY ROAD & KOt
of LQS ANGELES ,California
-s
---}---
•-
Government Gomera
Meander Q
Rancho
Control
PWf 815'.3 3
Agency Index
u - i l~iT:7--~1i
~~~__ COQRDINATES (Optianal )
N. `, E.

Elevation
Property ❑ knits Mefric ❑ U.S. Survey Foot
Other ❑Horizontal Datum
Zane Epoch Date
Date of Survey 5113/16 & 3/26/18 vertical Datum
❑Complies with Public Resources Code §§88Q1-8819
❑Complies with Fublic Resources Code §§8890-8902
BLS Act Ref. ❑ 8765 (d) 8771 ❑ 8773 ❑Other.

Comer/ .Left as found ❑Established ❑Rebuilt ■Pre-Construction Monument: ~ Found and tagged ❑Reestablished ❑Referenced Po~t~Construc#ion Narrative of comer identified and monument as found, set, reset, replaced, or removed:

See sheet #2 far description (s):

SURVEYOR'S STATEMENT ~c,0~ v"" SG
This Corner Recor repared by me or under my direction in conformance with ~~`~Q`~'~ 'c4~ v ~
the P ssian an urveyors' Act on 4S9f 1$ ~' No. 5411
~gned_ ~~ ~ P.L.S.-e~6:-~No. 5411 *J~, Ex P . 9 / 30 ~18

COUNTY SURVEYOR'S STATEMENT
This mer ecord was received ~ ~
a~~C~ ~-A~~ s~
and examine nd filed -~ Jt1l. ~ 3 201$ ~~` o ~~Y
Signed ~ ~~ ~f~ °~'°"~"' P.L.S. R.C.E. No. ~
~ ~~ ~ ' `~~ LS 638 Title ~~ ~t usai ~ ~ ', -S'J~r'~ o! County Surveyor's Comment
BPELSG-2016
11 Page - 1941 of 2
Document Number
PW~`81 X23
Agency Index

REFERENCES
R-1 =COUNTY OF LOS ANGELES RECORD OF SURVEY, R.S.B. 287/45 R-2 =CITY OF SOUTH PASADENA FlELD BOOK 4 PAGE 1
[ ] =RECORD &MEASURED DISTANCE PER R-1
NOTES: TIES SHOWN HEREON ARE NOT TANGENT OVER.

A FIELD SEARCH WAS PERFORMED FOR ALL RECORD TIE POINTS
SHOWN ON R-2. NO RECORD TIE POINTS WERE FOUND.

N.T.S.

MONUMENT NOTES

FOUND PUNCHED SPIKE &WASHER WITH NO STAMPING, NO REFERENCE, FLUSH, POSSIBLE POSITION OF SPIKE PER R-2, BEFORE &AFTER CONSTRUCTION.

Q SET LEAD, TACK &TAG "LS 5411 " IN T.C.

THE PURPOSE OF THIS RECORD IS TO DOCUMENT THE PERPERJATION OF FOUND MONUMINf(S) PURSUANT TO THE PLS ACT SECTION 8771. 16-PRL-981
BPE~SG-2016 Page
11 2 - of
195
2 11 - 196
11 - 197
11 - 198
11 - 199
11 - 200
11 - 201
11 - 202
11 - 203
11 - 204
11 - 205
11 - 206
11 - 207
11 - 208
11 - 209
11 - 210
11 - 211
11 - 212
11 - 213
11 - 214
11 - 215
Approved for use on June 7, 2023
294856.v3

APPENDIX VI

STREET IMPROVEMENTS PROJECT
SPECIFICATION NO. 2019-05 (001905)

IN THE CITY OF SOUTH PASADENA, CALIFORNIA
Geotechnical Investigation
11 - 216
2883 East Spring Street
Suite 300
Long Beach CA 90806
Tel 562.426.3355
Fax 562.426.6424
August 12, 2019
Project No.: 190476.1-R3
Giuseppe Canzonieri, P.E.

VP | Senior Engineer
1100 Corporate Center Drive, Suite 201,
Monterey Park, CA 91754
Project: City of South Pasadena – 2018-2019 Street Improvement Project
Subject: Geotechnical Pavement Evaluation Recommendations Report Dear Mr. Canzonieri,
In accordance with your authorization, Twining, Inc. (Twining) has performed an engineering evaluation of the asphalt concrete (AC) pavement for the following streets within the City of South Pasadena (the City)
• Segment 01: Alta Vista Avenue, from Oak Crest Avenue to Mountain View Avenue.
• Segment 02: Monterey Road, from West City Limit to Arroyo Verde Road. • Segment 03: Monterey Road, from Arroyo Verde Road to Pasadena Avenue.
• Segment 04: Forest Avenue, from Mission Street to Cul-de-Sac. • Segment 05: Sterling Place, from Grand Avenue to Cul-de-Sac.

The project limits are shown on Figures 1 to 5. This evaluation consisted of performing borings through the existing pavement section, collecting samples of the subgrade soil from multiple locations, and laboratory testing of retrieved soil samples. Our findings and the result of our engineering analysis are presented in this report. Please note that the results are based on our limited fieldwork, and different conditions may be exposed during construction.

We appreciate the opportunity to be of service on this project. If you have any questions regarding this report, or if we can be of further service, please do not hesitate to contact us at our office.

Respectfully submitted,
TWINING, INC.

Amir Ghavibazoo, Ph.D. Adrian Moreno, PE
Director of Asphalt Engineering and
Pavement Design
Sr. Staff Engineer
11 - 217
2883 East Spring Street
Suite 300
Long Beach CA 90806
Tel 562.426.3355
Fax 562.426.6424
ii
Contents

1. PROJECT DESCRIPTION..................................................................................1

2. SCOPE OF SERVICES ......................................................................................1

3. FIELD EXPLORATION AND LABORATORY TESTING ....................................1

3.1. Pavement Surface Evaluation.........................................................................1

3.2. Subsurface Boring and Sampling ...................................................................2

3.3. Geotechnical Laboratory Testing ....................................................................4

4. CONCLUSIONS AND RECOMMENDATIONS FOR PAVEMENT
REHABILITATION ......................................................................................................4

4.1. Alta Vista Avenue........................................................................................4

4.1.1. Option 1 – Reconstruction – Full Depth Asphalt Concrete .....................4

4.1.2. Option 2 – Reconstruction - HMA Over Crushed Aggregate Base.........5

4.2. Monterey Road (Between West City Limit to Arroyo Verde Road):............6

4.2.1. Option 1 – Reconstruction - HMA Over Crushed Aggregate Base.........6

4.2.2. Option 2 – Rehabilitation Option.............................................................7

4.3. Monterey Road (Between Arroyo Verde Road to Pasadena Avenue): ......7

4.3.1. Option 1 – Reconstruction - HMA Over Crushed Aggregate Base.........7

4.3.2. Option 2 – Rehabilitation Option .............................................................8

4.4. Forest Avenue.............................................................................................9

4.4.1. Option 1 – Reconstruction - HMA Over Native Subgrade Soil ...............9

4.4.2. Option 2 – Rehabilitation Option ...........................................................10

4.5. Sterling Place............................................................................................10

4.5.1. Option 1 – Reconstruction – Full Depth Asphalt Concrete ...................10

4.5.2. Option 2 – Rehabilitation Option...........................................................11

4.6. Recommended Remedial Measures for Soft Areas .................................11

5. LIMITATIONS....................................................................................................12 Appendices
• Figures 1 to 5: Project Limits
• Appendix A: Selected Distress Photos
• Appendix B: Core Photos
• Appendix C: Laboratory Testing
11 - 218
2883 East Spring Street
Suite 300
Long Beach CA 90806
Tel 562.426.3355
Fax 562.426.6424
1 1. PROJECT DESCRIPTION
This project consists of performing pavement evaluation on multiple streets within the City of South Pasadena and developing a recommendation for pavement rehabilitation options. The streets and their limits that were evaluated in this project are as follows:
• Alta Vista Avenue, from Oak Crest Avenue to Mountain View Avenue • Monterey Road, from West City Limit to Arroyo Verde Road • Monterey Road, from Arroyo Verde Road to Pasadena Avenue • Forest Avenue, from Mission Street to Cul-de-Sac
• Sterling Place, from Grand Avenue to Cul-de-Sac.

Figures 1 to 5 shows the approximate location of the project site.

2. SCOPE OF SERVICES
The purpose of our investigation is to document the existing pavement structural sections and to collect and test subgrade soil samples.

We performed the following scope of services:
• Performed multiple cores and logged the pavement sections on each street; • Excavated borings, logged the soil conditions, and collected subgrade soil samples at five of the core locations;
• Performed laboratory tests on selected soil samples;
• Performed analysis to develop recommendations for pavement rehabilitation options; and
• Prepared this report presenting a summary of our findings and recommendations.

3. FIELD EXPLORATION AND LABORATORY TESTING

3.1. Pavement Surface Evaluation

3.1.1.Alta Vista Avenue: Medium to severe Alligator cracking (also known as fatigue cracking) was observed. In addition, localized severe unraveled surface was observed.

3.1.2.Monterey Road (Between West City Limit to Arroyo Verde Road): Alligator cracking with low to medium severity was observed on both directions.

Medium block cracking and thermal cracking was observed throughout the street section within project limits.
11 - 219
2883 East Spring Street
Suite 300
Long Beach CA 90806
Tel 562.426.3355
Fax 562.426.6424
2 3.1.3.Monterey Road (Between Arroyo Verde Road to Pasadena Avenue):

Alligator cracking with low to medium severity was observed on both directions. Medium block cracking and thermal cracking was observed throughout the street section within project limits.

3.1.4.Forest Avenue: Medium to severe thermal cracking was observed throughout the street within the project limits. Also, localized severe unraveled surface was observed.

3.1.5.Sterling Place: Medium to Severe block cracking and thermal cracking was observed throughout the street section within project limits. Localized alligator cracking was observed throughout the road section. The surface of the road is severely weathered and unraveled which is an indication of aging of the asphalt concrete layer.

The observed distress is shown in pictures in Appendix A

3.2. Subsurface Boring and Sampling
The existing pavement section and underlying soil material were explored by coring, excavating, and sampling at various locations as presented in Figures 1 to 5. The summary of our field exploration results and approximate core locations are presented in Table 1. At selected locations, the underlying soil was excavated to a depth of approximately 5 feet below the existing pavement surface utilizing a coring machine and a hand auger. A bulk sample of the subgrade material was obtained at each boring location.
11 - 220
2883 East Spring Street
Suite 300
Long Beach CA 90806
Tel 562.426.3355
Fax 562.426.6424
3 Table 1 – Approximate Location of Cores and Summary of Test Results Approximate Core Location
AC Layer
Thickness
(in)
Aggregate
Base
Thickness (in)
Subgrade Soil
Type*
Subgrade
R-Value
C1: E/B Alta Vista Avenue – 76 ft W/O Mountain View Ave 6.0 N/A -- -- C2: E/B Alta Vista Avenue – 140 ft W/O Mountain View Ave 6.0 N/A CL 37 C3: W/B Monterey Road – 68 ft E/O Oak Hill Ave 5.0 6.0 CL 16 C4: E/B Monterey Road – 117 ft E/O Brunswick Ave 4.5 6.0 -- -- C5: W/B Monterey Road – 194 ft E/O Kolle Ave 5.0 6.5 -- -- C6: E/B Monterey Road – 834 ft E/O Kolle Ave 5.0 6.0 -- -- C7: W/B Monterey Road – 1320 ft E/O Kolle Ave 5.5 6.5 CL-ML 26 C8: Forest Avenue – 168 ft E/O Mission St 3.0 N/A SM with Gravel 76 C9: Forest Avenue – 259 ft E/O Mission St 2.5 N/A -- -- C10: Sterling Place – 77 ft E/O Grand Ave 3.5 N/A -- -- C11: Sterling Place – 211 ft E/O Floral Park Terrace 2.0 N/A SM 23 *Subgrade soil was obtained from 5 feet below the surface and the type of the soil did not change throughout the observed depth. 11 - 221
2883 East Spring Street
Suite 300
Long Beach CA 90806
Tel 562.426.3355
Fax 562.426.6424
4 The approximate core locations are shown in Figures 1 to 5. Pictures of the cores are presented in Appendix B. A summary of the type of material encountered and the corresponding laboratory testing results are presented in Table 1.

3.3. Geotechnical Laboratory Testing
Geotechnical laboratory tests were performed on selected soil samples obtained from the borings in order to aid in the soil classification and to evaluate the engineering properties of the subgrade soils. The laboratory tests included the following:
• Moisture Content;
• Atterberg limits;
• #200 wash testing;
• Direct shear test; and
• R-value.

The detail and summary of laboratory test results are provided in Appendix C.

4. CONCLUSIONS AND RECOMMENDATIONS FOR PAVEMENT

REHABILITATION
Based on our correspondence, we understand that the City is interested in multiple alternative options for rehabilitation of the road sections within project limits. Based on this understanding and based on our visual observation of the existing condition of the road we present the following recommendations for each street section:

4.1. Alta Vista Avenue
Major alligator cracking was observed throughout this section of the road within the project limit and therefore, it is our opinion that the best rehabilitation option for this section is a major reconstruction.

4.1.1.Option 1 – Reconstruction – Full Depth Asphalt Concrete In this option, the existing asphalt layer should be removed and replaced with Hot Mix Asphalt (HMA).

For the reconstructed pavement section to be valid, the recommendations for subgrade preparation presented in this section must be followed. Upon demolition and removal of the existing pavement section, the subgrade soil should be excavated to the bottom of the new aggregate base layer. The exposed bottom of the excavation should be scarified to a depth of at least 10 inches, moisture conditioned to approximately 2 percent above the optimum moisture content and compacted to at least 95 percent of the maximum dry density as determined from the latest version of ASTM D 1557. The aggregate base course layer should then 11 - 222
2883 East Spring Street
Suite 300
Long Beach CA 90806
Tel 562.426.3355
Fax 562.426.6424
5 be placed and compacted to a minimum of 95 percent of the maximum dry density as evaluated by the latest version of ASTM D 1557. Construct new asphalt layer with the recommended thicknesses in Table 2.

Based on our laboratory test results we used R-Value of 37 to design this section of the road. The required structural layer thicknesses for a range of TI’s are presented in Table 2.

Table 2 – Structural Pavement Thickness (Option 1, Design R-value = 37) For the indicated AC thickness, we recommend that the AC layer be constructed with HMA class C2-PG64-10 in accordance with Section 203-6.4.4 of Standard Specification for Public Works Construction (Greenbook 2018). For thicknesses more than 4 inch the AC layer should be constructed in minimum two lifts.

4.1.2.Option 2 – Reconstruction - HMA Over Crushed Aggregate Base Conventional reconstruction involves removal of the existing AC and base material and construction of a new structural pavement section. Table 3 presents the required structural layer thicknesses for a range of TI’s, using an R-value of 37.

For the reconstructed pavement section to be valid, the recommendations for subgrade preparation presented in this section must be followed. Upon demolition and removal of the existing pavement section, the subgrade soil should be excavated to the bottom of the new aggregate base layer. The exposed bottom of the excavation should be scarified to a depth of at least 8 inches, moisture conditioned to approximately 2 percent above the optimum moisture content and compacted to at least 95 percent of the maximum dry density as determined from the latest version of ASTM D 1557. The aggregate base course layer should then be placed and compacted to a minimum of 95 percent of the maximum dry density as evaluated by the latest version of ASTM D 1557. Construct new asphalt layer with the recommended thicknesses in Table 3.

Table 3 – Structural Pavement Thickness (Option 2, Design R-value = 37) For the indicated AC thickness, we recommend that the AC layer be constructed with HMA class C2-PG64-10 in accordance with Section 203-6.4.4 of Standard Traffic Index (TI) 5.0 5.5 6.0 6.5 7.0
Hot Mix Asphalt Concrete (in) 5.5 6.5 7.0 7.5 8.0
Estimated Cost ($ per sq ft) 4.8 5.4 6.1 6.5 5.4
Traffic Index (TI) 5.0 5.5 6.0 6.5 7.0
Hot Mix Asphalt Concrete (in) 3.0 4.0 4.0 4.0 4.0
Crushed Aggregate Base (in) 6.5 5.5 7.0 8.5 10.0
Estimated Cost ($ per sq ft) 3.9 4.5 4.8 5.1 5.4
11 - 223
2883 East Spring Street
Suite 300
Long Beach CA 90806
Tel 562.426.3355
Fax 562.426.6424
6 Specification for Public Works Construction (Greenbook 2018). For thicknesses more than 4 inch the AC layer should be constructed in minimum two lifts.

4.2. Monterey Road (Between West City Limit to Arroyo Verde Road):

Alligator cracking with low to medium severity was observed throughout this section of the road within the project limit and therefore, it is our opinion that the best rehabilitation option for this section of the road is a major reconstruction.

4.2.1.Option 1 – Reconstruction - HMA Over Crushed Aggregate Base Conventional reconstruction involves removal of the existing AC and base material and construction of a new structural pavement section. Table 4 presents the required structural layer thicknesses for a range of TI’s, using an R-value of 16.

For the reconstructed pavement section to be valid, the recommendations for subgrade preparation presented in this section must be followed. Upon demolition and removal of the existing pavement section, the subgrade soil should be excavated to the bottom of the new aggregate base layer. The exposed bottom of the excavation should be scarified to a depth of at least 8 inches, moisture conditioned to approximately 2 percent above the optimum moisture content and compacted to at least 95 percent of the maximum dry density as determined from the latest version of ASTM D 1557. The aggregate base course layer should then be placed and compacted to a minimum of 95 percent of the maximum dry density as evaluated by the latest version of ASTM D 1557.

Please note that the existing AC, if not contaminated with subgrade native soil, can be pulverized to the required gradation for Class 2 Crushed Aggregate Base (Latest Caltrans Specification) and be used as the aggregate base Course for this option.

Construct new asphalt layer with the recommended thickness in Table 4.

Table 4 – Structural Pavement Thickness (Option 1, Design R-value = 16) For the indicated AC thickness, we recommend that the AC layer be constructed with HMA class C2-PG64-10 in accordance with Section 203-6.4.4 of Standard Specification for Public Works Construction (Greenbook 2018). For thicknesses more than 4 inch the AC layer should be constructed in minimum two lifts.

Traffic Index (TI) 6.0 6.5 7.0 7.5 8.0
Hot Mix Asphalt Concrete (in) 4.0 5.0 5.0 5.0 6.0
Crushed Aggregate Base (in) 11.5 11.5 13.0 15.0 15.0
Estimated Cost ($ per sq ft) 5.7 6.6 6.9 7.3 8.1
11 - 224
2883 East Spring Street
Suite 300
Long Beach CA 90806
Tel 562.426.3355
Fax 562.426.6424
7 4.2.2.Option 2 – Rehabilitation Option
Based on the type of observed distress on Monterey Road, within the project limits, we understand the City may choose to perform a rehabilitation instead of reconstruction. Based our experience, we estimate 10 to 12 years for the expected life cycle of this option.

For the rehabilitation option we would recommend edge grinding the existing AC layer by 2 inches and placing 1 inch of leveling course and 2 inches of asphalt concrete overlay. This option would raise the profile of the road by approximately 1 inch. We recommend that the leveling course to be constructed with HMA class D2- PG64-10 and the AC layer be constructed with HMA class C2-PG64-10 in accordance with Section 203-6.4.4 of Standard Specification for Public Works Construction (Greenbook 2018).

Prior to performing this option, all the areas with alligator cracking and structural failure should be identified and fully removed and replaced. For the removal and replacement, we recommend removing 8 inches of the pavement from the surface, moisture condition the exposed aggregate to approximately 2 percent above the optimum moisture content and compacted to at least 95 percent of the maximum dry density as determined from the latest version of ASTM D 1557. Upon compaction of the aggregate base cover the stable aggregate base with 8 inches of hot mix asphalt in at least 2 lifts. We recommend HMA class C2-PG64-10 to be used for the removal and replacement in accordance with Section 203-6.4.4 of Standard Specification for Public Works Construction (Greenbook 2018).

If soft (pumping and/or yielding) material was encountered during the removal and replacement work, please refer to section of 4.6 of this report for remedial recommendation.

4.3. Monterey Road (Between Arroyo Verde Road to Pasadena Avenue):

4.3.1.Option 1 – Reconstruction - HMA Over Crushed Aggregate Base Conventional reconstruction involves removal of the existing AC and base material and construction of a new structural pavement section. Table 5 presents the required structural layer thicknesses for a range of TI’s, using an R-value of 26.

For the reconstructed pavement section to be valid, the recommendations for subgrade preparation presented in this section must be followed. Upon demolition and removal of the existing pavement section, the subgrade soil should be excavated to the bottom of the new aggregate base layer. The exposed bottom of 11 - 225
2883 East Spring Street
Suite 300
Long Beach CA 90806
Tel 562.426.3355
Fax 562.426.6424
8 the excavation should be scarified to a depth of at least 8 inches, moisture conditioned to approximately 2 percent above the optimum moisture content and compacted to at least 95 percent of the maximum dry density as determined from the latest version of ASTM D 1557. The aggregate base course layer should then be placed and compacted to a minimum of 95 percent of the maximum dry density as evaluated by the latest version of ASTM D 1557.

Please note that the existing AC and base course material, if not contaminated with subgrade native soil, can be pulverized to the required gradation for Class 2 Crushed Aggregate Base (Latest Caltrans Specification) and be used as the aggregate base Course for this option. Construct new asphalt layer with the recommended thickness in Table 5.

Table 5 – Structural Pavement Thickness (Option 1, Design R-value = 26) For the indicated AC thickness, we recommend that the AC layer be constructed with HMA class C2-PG64-10 in accordance with Section 203-6.4.4 of Standard Specification for Public Works Construction (Greenbook 2018). For thicknesses more than 4 inch the AC layer should be constructed in minimum two lifts.

4.3.2.Option 2 – Rehabilitation Option
Based on the type of observed distress on Monterey Road, within the project limits, we understand the City may choose to perform a rehabilitation instead of reconstruction. Based our experience, we estimate 10 to 12 years for the expected life cycle of this option.

Prior to performing this option, all the areas with alligator cracking and structural failure should be identified and fully removed and replaced. For the removal and replacement, we recommend removing 8 inches of the pavement from the surface, moisture condition the exposed aggregate to approximately 2 percent above the optimum moisture content and compacted to at least 95 percent of the maximum dry density as determined from the latest version of ASTM D 1557. Upon compaction of the aggregate base cover the stable aggregate base with 8 inches of hot mix asphalt Traffic Index (TI) 6.0 6.5 7.0 7.5 8.0
Hot Mix Asphalt Concrete (in) 4.0 5.0 5.0 5.0 6.0
Crushed Aggregate Base (in) 9.5 9.0 11.0 12.5 12.0
Estimated Cost ($ per sq ft) 5.3 6.1 6.5 6.8 7.5
11 - 226
2883 East Spring Street
Suite 300
Long Beach CA 90806
Tel 562.426.3355
Fax 562.426.6424
9 in at least 2 lifts. We recommend HMA class C2-PG64-10 to be used for the removal and replacement in accordance with Section 203-6.4.4 of Standard Specification for Public Works Construction (Greenbook 2018).

If soft (pumping and/or yielding) material was encountered during the removal and replacement work, please refer to section of 4.6 of this report for remedial recommendation.

4.4. Forest Avenue
Medium to severe thermal cracking was observed throughout the street within the project limits. Also, localized severe unraveled surface was observed. The observed distresses on this section of the road were not load related and therefore, it is our opinion that rehabilitation option would be applicable to this section. However, a reconstruction option has been provided as well, in case the City intends to perform reconstruction.

4.4.1.Option 1 – Reconstruction - HMA Over Native Subgrade Soil This option involves removing the full depth of existing asphalt and excavating the subgrade soil to the bottom of the new structural layer. The exposed bottom of the excavation should be scarified to a depth of at least 10 inches, moisture conditioned to approximately 2 percent above the optimum moisture content and compacted to at least 95 percent of the maximum dry density as determined from the latest version of ASTM D 1557.

Based on our laboratory test results we used R-Value of 76 to design this section of the road. The required structural layer thicknesses for a range of TI’s are presented in Table 6. This option includes the following steps:

1. Remove the full depth of existing asphalt pavement and expose subgrade soil;

2. Remove and re-grade existing subgrade soil as necessary to accommodate the new asphalt layer;

3. Scarify the exposed subgrade soil to a depth of at least 10 inches, moisture condition it to approximately 2 percent above optimum moisture content and compact it to at least 95 percent of the maximum dry density (ASTM D 1557); and

4. Construct a new asphalt layer with the recommended thickness.

Table 6 – Structural Pavement Thickness (Option 1, Design R-value = 76) Traffic Index (TI) 5.0 5.5 6.0 6.5 7.0
Hot Mix Asphalt Concrete (in) 3.0 3.0 3.5 4.0 4.5
Estimated Cost ($ per sq ft) 2.6 2.6 3.0 3.4 3.8
11 - 227
2883 East Spring Street
Suite 300
Long Beach CA 90806
Tel 562.426.3355
Fax 562.426.6424
10 For the indicated AC thickness, we recommend that the AC layer be constructed with HMA class C2-PG64-10 in accordance with Section 203-6.4.4 of Standard Specification for Public Works Construction (Greenbook 2018). For thicknesses more than 4 inch the AC layer should be constructed in minimum two lifts.

4.4.2.Option 2 – Rehabilitation Option
Based on the type of observed distress on Forest Street, within the project limits, and the fact that they are not load related, the City may choose to perform rehabilitation on the street. Based our experience, we estimate 12 to 15 years for the expected life cycle of this option.

For the rehabilitation option we would recommend grinding the existing AC layer by 1 inch and placing 2 inches of asphalt concrete overlay. This option would raise the profile of the road by approximately 1 inch. We recommend that the AC layer be constructed with HMA class C2-PG64-10 in accordance with Section 203-6.4.4 of Standard Specification for Public Works Construction (Greenbook 2018).

4.5. Sterling Place
Medium to severe block cracking and thermal cracking was observed throughout the street within the project limits. The observed distresses on this section of the road were not load related and therefore, it is our opinion that rehabilitation option would be applicable to this section. However, a reconstruction option has been provided as well, in case the City intends to perform reconstruction.

4.5.1.Option 1 – Reconstruction – Full Depth Asphalt Concrete In this option, the existing asphalt layer should be removed and replaced with Hot Mix Asphalt (HMA).

For the reconstructed pavement section to be valid, the recommendations for subgrade preparation presented in this section must be followed. Upon demolition and removal of the existing pavement section, the subgrade soil should be excavated to the bottom of the new aggregate base layer. The exposed bottom of the excavation should be scarified to a depth of at least 10 inches, moisture conditioned to approximately 2 percent above the optimum moisture content and compacted to at least 95 percent of the maximum dry density as determined from the latest version of ASTM D 1557. The aggregate base course layer should then be placed and compacted to a minimum of 95 percent of the maximum dry density as evaluated by the latest version of ASTM D 1557. Construct new asphalt layer with the recommended thicknesses in Table 7.

Based on our laboratory test results we used R-Value of 23 to design this section of the road. The required structural layer thicknesses for a range of TI’s are presented in Table 7.
11 - 228
2883 East Spring Street
Suite 300
Long Beach CA 90806
Tel 562.426.3355
Fax 562.426.6424
11 Table 7 – Structural Pavement Thickness (Option 1, Design R-value = 23) For the indicated AC thickness, we recommend that the AC layer be constructed with HMA class C2-PG64-10 in accordance with Section 203-6.4.4 of Standard Specification for Public Works Construction (Greenbook 2018). For thicknesses more than 4 inch the AC layer should be constructed in minimum two lifts.

4.5.2.Option 2 – Rehabilitation Option
Based on the type of observed distresses on the Sterling Street, within the project limits, and the fact that they are not load related, the City may choose to perform rehabilitation on the street. Based our experience, we estimate 12 to 15 years for the expected life cycle of this option.

4.6. Recommended Remedial Measures for Soft Areas
If soft subgrade soils are encountered during construction of the options described in this report, remedial measures may be required to stabilize the subgrade prior to placement of the surface layer. The intent of these remediation methods is to achieve a non-yielding subgrade when subjected to relatively heavy, rubber-tired construction equipment such as a loaded water truck or loader with full bucket. The remediated areas should be proof-rolled with this type of equipment after remediation to confirm that the subgrade is unyielding. To stabilize the subgrade, we recommend removing unstable soils to a depth of approximately 1 to 2 feet below the bottom of the existing aggregate base course, placing geogrid material (Tensar TX5 or equivalent) at the bottom of the excavation, and placing aggregate base to replace the unstable soil. Shallow utilities at this depth of excavation may be encountered and must be carefully identified and marked if this option is selected.

The recommended depths of remediation (i.e., approximately 1 to 2 feet for the geogrid/aggregate base replacement) could be greater, or less, depending on the conditions encountered. Any areas that require remediation should be observed by the geotechnical engineer to confirm the effectiveness of the recommendations provided herein.

Traffic Index (TI) 5.0 5.5 6.0 6.5 7.0
Hot Mix Asphalt Concrete (in) 6.5 7.0 8.0 8.5 9.5
Estimated Cost ($ per sq ft) 5.6 6.1 6.9 7.3 8.0
11 - 229
2883 East Spring Street
Suite 300
Long Beach CA 90806
Tel 562.426.3355
Fax 562.426.6424
12 5. LIMITATIONS
Twining’s recommendations for this project are, to a high degree, dependent upon appropriate quality control of subgrade preparation, mix design compliance, and construction processes. Accordingly, the recommendations are made contingent upon the opportunity for Twining, Inc. to observe grading operations and excavations for the proposed construction. If parties other than Twining are engaged to provide such services, such parties must be notified that they will be required to assume complete responsibility as the engineer of record for the geotechnical phase of the project by concurring with the recommendations in this letter and/or by providing alternative recommendations.

This document is intended to be used only in its entirety. No portion of the document, by itself, is designed to completely represent any aspect of the project described herein.

Twining should be contacted if the reader requires additional information or has questions regarding the content, interpretations presented, or completeness of this document. Twining performed its evaluation using the degree of care and skill ordinarily exercised under similar circumstances by reputable civil and/or geotechnical engineering professionals with experience in this area in similar soil conditions. No other warranty, either expressed or implied, is made as to the conclusions and recommendations contained in this letter. 11 - 230
FIGURE: 1

SITE LOCATION MAP
PROJECT NO.: 190476.1
City of South Pasadena – 2018-2019 Street Improvement Project July 2019
11 - 231
FIGURE: 2

SITE LOCATION MAP
PROJECT NO.: 190476.1
City of South Pasadena – 2018-2019 Street Improvement Project July 2019
11 - 232
FIGURE: 3

SITE LOCATION MAP
PROJECT NO.: 190476.1
City of South Pasadena – 2018-2019 Street Improvement Project July 2019
11 - 233
FIGURE: 4

SITE LOCATION MAP
PROJECT NO.: 190476.1
City of South Pasadena – 2018-2019 Street Improvement Project July 2019
11 - 234
FIGURE: 5

SITE LOCATION MAP
PROJECT NO.: 190476.1
City of South Pasadena – 2018-2019 Street Improvement Project July 2019
11 - 235
`
Appendix A: Selected Distress Photos
11 - 236
Inspection date: Project No. Page
6/21/2019 190476.1 1
Description: Severe Aligator Cracking at Alta Vista Avenue Description: Block Cracking at Monterey Road
Description: Severe Aligator Cracking at Alta Vista Avenue City of South Pasadena - 2018/2019 Street Improvement
Project
11 - 237
Inspection date: Project No. Page
190476.1 2
Description: Block Cracking and Thermal Cracking at Monterey Road Description: Aligator Cracking on the wheelpath at Monterey Road Description: Sever thermal cracking and surface unravelling at Forest Ave.

City of South Pasadena - 2018/2019 Street Improvement
Project
6/21/2019
11 - 238
Inspection date: Project No. Page
6/21/2019 190476.1 3
Description: Block cracking and surface unravelling at Sterling Place Description: Sever thermal cracking and surface unravelling at Forest Ave.

City of South Pasadena - 2018/2019 Street Improvement
Project
Description: Block cracking and surface unravelling at Sterling Place 11 - 239
Appendix B: Core Photos
11 - 240
Inspection date: Project No. Page
6/21/2019 190476.1 1
City of South Pasadena - 2018/2019 Street Improvement
Project
Description: C1 – E/B Alta Vista Avenue – 76 ft W/O Mountain View Ave Description: C3 – WB Monterey Rd - 68ft E/O Oak Hill Ave Description: C2 – SB Alta Vista Ave - 140ft W/O Mountain View Ave 11 - 241
Inspection date: Project No. Page
6/21/2019 190476.1 2
City of South Pasadena - 2018/2019 Street Improvement
Project
Description: C4 – EB Monterey Rd - 117ft E/O Brunswick Ave Description: C5 – WB Monterey Rd - 194ft E/O Kolle Ave
Description: C6 – EB Monterey Rd - 834ft E/O Kolle Ave
11 - 242
Inspection date: Project No. Page
6/21/2019 190476.1 3
Description: C9 - Forest Ave - 259ft E/O Mission St
City of South Pasadena - 2018/2019 Street Improvement
Project
Description: C8 – Forest Ave 168ft E/O Mission St
Description: C7 – WB Monterey Rd - 1320ft E/O Kolle Ave 11 - 243
Inspection date: Project No. Page
6/21/2019 190476.1 4
City of South Pasadena - 2018/2019 Street Improvement
Project
Description: C10 - Sterling Pl - 77ft E/O Grand Ave
Description: C11 - Sterling Pl - 211ft E/O Floral Park Terrace 11 - 244
Appendix C: Laboratory Testing
11 - 245
, ,

www.twininginc.com
Report No: MAT:W01-19-13275-S1 Material Test Report
Customer:

Twining, Inc.- Long Beach Lab
3310 Airport Way, Long Beach, CA 90806
Ph: 562.426.3355
Fax: 562.426.6424
KOA Corporation
Project: South Pasadena Street Improvements FY18-19(PLA) Project No.: 190476.1
Permit No.:

OSHPD:

DSA File #:

DSA AP #:

Distribution:

Jurisdiction:
, ,
Source:

Material:

Sample Details
Sample ID: W01-19-13275-S1
Date Sampled: 06/21/2019
No.4 88
No.8 82
No.16 78
3/8in 93
¾in 99
½in 95
Sieve Size % Passing
Particle Size Distribution
Result
Maximum Dry Unit Weight (lbf/ft³) ASTM D 1557
Other Test Results
Description Method
Limits
No.200 61
No.100 67
No.30 75
No.50 72
Chart
Limits
Corrected Maximum Dry Unit Weight (lbf/ft³)
Optimum Water Content (%)
Corrected Optimum Water Content (%)
Method
Preparation Method
Visual Description
Received Water Content (%)
Retained Sieve 3/8'' (9.5mm) (%)
Specific Gravity (Oversize)
Specification: Standard Full
Date Tested
Water content (%) ASTM D 2216
Method
Date Tested
Group Symbol ASTM D 2487
Group Name
R Value ASTM D 2844
Date Tested
Approximate maximum grain size ASTM D 4318
Material retained on 425µm (No. 40) (%)
Method of Removal
Grooving Tool Type
Specimen preparation method
Drying Method
Special selection process
Rolling Method for PL
As Received Water Content (%)
Liquid Limit Device Type
Liquid Limit
Plastic Limit
Sampling Method:

Sample Location: C-2
Sample Depth:

Field Sample:

Sampled By: Eduardo Perez
Material Description:
107.9
110.5

14.0 13.2
B
Moist
Tan/ Brown silty sand with Gravel and silt stone
8 6

2.70 6/26/2019

8.2 B
7/1/2019
CL
Sandy lean clay
37 7/1/2019

8.2 37
18 Method: ASTM C 136, ASTM C 117
Date Tested: 7/1/2019
Tested By: Brian Vollnogle
Form No: 18909, Report No: MAT:W01-19-13275-S1 © 2000-2016 QESTLab by SpectraQEST.com Page 1 of 2 Remarks: N/A
The Material Tested Complies Does Not Comply
Results relate only to the items tested/inspected. All reports remain the property of Twining. This report shall not be reproduced, except in full, without our prior written approval.

With the Project Requirements
11 - 246
, ,

www.twininginc.com
Report No: MAT:W01-19-13275-S1 Material Test Report
Customer:

OSHPD:

DSA File #:

DSA AP #:

Distribution:

Jurisdiction:
, ,
Source:

Material:

Sample Details
Sample ID: W01-19-13275-S1
Date Sampled: 06/21/2019
No.4 88
No.8 82
No.16 78
3/8in 93
¾in 99
½in 95
Sieve Size % Passing
Particle Size Distribution
Result
Plasticity Index
Other Test Results
Description Method
Limits
No.200 61
No.100 67
No.30 75
No.50 72
Chart
Limits
Liquid Limit Procedure
Date Tested
Specification: Standard Full
Sampling Method:

Sample Location: C-2
Sample Depth:

Field Sample:

Sampled By: Eduardo Perez
Material Description:
19 6/28/2019
Method: ASTM C 136, ASTM C 117
Date Tested: 7/1/2019
Tested By: Brian Vollnogle
Form No: 18909, Report No: MAT:W01-19-13275-S1 © 2000-2016 QESTLab by SpectraQEST.com Page 2 of 2 Remarks: N/A
The Material Tested Complies Does Not Comply
Results relate only to the items tested/inspected. All reports remain the property of Twining. This report shall not be reproduced, except in full, without our prior written approval.

With the Project Requirements
11 - 247
Source:

Material:

Sample Details
Sample ID: W01-19-13275-S1
Date Sampled: 6/21/2019
N/A
Comments
Field Sample:

Result
Maximum Dry Density (lb/ft³) 107.9
Test Results
Chart
Optimum Moisture Content (%) 14.0
Oversize Sieve 1
Oversize Material (%)
Method Used B
Bulk Specific Gravity
Specification: Standard Full
Description
Maximum Dry Density
Method:

Description:

ASTM D 1557
Determination of the dry unit weight/water content
relation of a soil using modified compactive effort.

Oversize Sieve 2 0.118in
Oversize Material 2 (%) 6.5
Location: C-2
Sampled
Soil Classification
Symbol
Name
CL
Sandy lean clay
Method ASTM D 2487
Rammer Type:
, ,

www.twininginc.com
Report No: MDD:W01-19-13275-S1 Maximum Dry Density Report Customer:

OSHPD:

DSA File #:

DSA AP #:

Distribution:

Jurisdiction:
, ,
Form No: 10039, Report No: MDD:W01-19-13275-S1 © 2000-2016 QESTLab by SpectraQEST.com Page 1 of 1 11 - 248
Sample Details
Sample ID: W01-19-13275-S1 Field Sample ID:

Date Sampled: 6/21/2019 Sampled By: Eduardo Perez
Source:

Material:

Specification: Standard Full
Sampling Method:

Sampling Location: C-2
Sampling Depth: Material Description:

Tested By: Ronny Lopez Date Tested: 6/26/2019
Test Results
ASTM D 1557
Maximum Dry Unit
Weight (lbf/ft³): 107.9
Optimum Water Content
(%): 14.0
Method: B
Preparation Method: Moist
Received Water Content
(%): 8
Retained Sieve 3/8'' (9.5mm)
(%): 6
Passing Sieve 3/8'' (9.5mm)
(%): 94
Tested By: Ronny Lopez
Date Tested: 6/26/2019
Visual Description: Tan/ Brown silty sand with
Gravel and silt stone
ASTM D 4718
Corrected Maximum
Dry Unit Weight (lbf/ft³): 110.5
Corrected Optimum
Water Content (%): 13.2
Specific Gravity (Oversize): 2.70
Sieve Size (Oversize): 3/8
Oversize Particles (%): 6
ASTM D 4318
Liquid Limit (%): 37
Plastic Limit (%): 18
Plasticity Index (%): 19
Tested By: Jose Navarro
Date Tested: 6/28/2019
Dry Unit Weight - Water Content Relationship
, ,

www.twininginc.com
Report No: PTR:W01-19-13275-S1 Proctor Report
Customer:

OSHPD:

DSA File #:

DSA AP #:

Distribution:

Jurisdiction:
, ,
Form No: 110031, Report No: PTR:W01-19-13275-S1 © 2000-2016 QESTLab by SpectraQEST.com Page 1 of 1 Remarks:

The Material Tested Complies Does Not Comply
Results relate only to the items tested/inspected. All reports remain the property of Twining. This report shall not be reproduced, except in full, without our prior written approval.

With the Project Requirements
11 - 249
Sample Details
Sample ID: W01-19-13275-S1 Date Sampled: 6/21/2019
Sampling Method: Source:

Material: Specification: Standard Full
Location: Tested By: Brian Vollnogle
Date Tested: 7/1/2019
Test Results
ASTM D 2844
R Value at 300 psi Exudation: 37
R Value
Specimen Results
Moisture Content (%) 18.0 16.6 19.4
Dry Density (lb/ft³) 110.1 111.7 109.2
Exudation Pressure (psi) 303 656 149
R Value 37 47 27
Expansion Pressure (psi) 0.4 0.6 0.2
Moisture Content (%) 18.0 16.6 19.4
Dry Density (lb/ft³) 110.1 111.7 109.2
Exudation Pressure (psi) 303 656 149
R Value 37 47 27
Expansion Pressure (psi) 0.4 0.6 0.2
Moisture Content (%) 18.0 16.6 19.4
Dry Density (lb/ft³) 110.1 111.7 109.2
Exudation Pressure (psi) 303 656 149
R Value 37 47 27
Expansion Pressure (psi) 0.4 0.6 0.2
, ,

www.twininginc.com
Report No: RV:W01-19-13275-S1 R Value Report
Customer:

OSHPD:

DSA File #:

DSA AP #:

Distribution:

Jurisdiction:
, ,
Form No: 18964, Report No: RV:W01-19-13275-S1 © 2000-2016 QESTLab by SpectraQEST.com Page 1 of 1 Remarks:

With the Project Requirements
11 - 250
, ,

www.twininginc.com
Report No: MAT:W01-19-13275-S2 Material Test Report
Customer:

OSHPD:

DSA File #:

DSA AP #:

Distribution:

Jurisdiction:
, ,
Source:

Material:

Sample Details
Sample ID: W01-19-13275-S2
Date Sampled: 06/21/2019
No.8 94
No.16 92
No.30 89
No.4 96
½in 99
3/8in 98
Sieve Size % Passing
Particle Size Distribution
Result
Maximum Dry Unit Weight (lbf/ft³) ASTM D 1557
Other Test Results
Description Method
Limits
No.200 60
No.50 83
No.100 73
Chart
Limits
Corrected Maximum Dry Unit Weight (lbf/ft³)
Optimum Water Content (%)
Corrected Optimum Water Content (%)
Method
Preparation Method
Visual Description
Received Water Content (%)
Retained Sieve No 4 (4.75mm) (%)
Date Tested
Specification: Standard Full
Water content (%) ASTM D 2216
Method
Date Tested
Group Symbol ASTM D 2487
Group Name
R Value ASTM D 2844
Date Tested
Approximate maximum grain size ASTM D 4318
Material retained on 425µm (No. 40) (%)
Method of Removal
Grooving Tool Type
Specimen preparation method
Drying Method
Special selection process
Rolling Method for PL
As Received Water Content (%)
Liquid Limit Device Type
Liquid Limit
Plastic Limit
Plasticity Index
Sampling Method:

Sample Location: C-3
Sample Depth:

Field Sample:

Sampled By: Eduardo Perez
Material Description:
119.2
119.2

9.4 9.4
A
Moist
Medium Brown Silty Sand With Some Clay
14 4
6/27/2019

13.9 B
7/1/2019
CL
Sandy lean clay
16 7/1/2019

13.9 39
13 26
Method: ASTM C 136, ASTM C 117
Date Tested: 7/1/2019
Tested By: Brian Vollnogle
Form No: 18909, Report No: MAT:W01-19-13275-S2 © 2000-2016 QESTLab by SpectraQEST.com Page 1 of 2 Remarks: N/A
The Material Tested Complies Does Not Comply
Results relate only to the items tested/inspected. All reports remain the property of Twining. This report shall not be reproduced, except in full, without our prior written approval.

With the Project Requirements
11 - 251
, ,

www.twininginc.com
Report No: MAT:W01-19-13275-S2 Material Test Report
Customer:

OSHPD:

DSA File #:

DSA AP #:

Distribution:

Jurisdiction:
, ,
Source:

Material:

Sample Details
Sample ID: W01-19-13275-S2
Date Sampled: 06/21/2019
No.8 94
No.16 92
No.30 89
No.4 96
½in 99
3/8in 98
Sieve Size % Passing
Particle Size Distribution
Result
Liquid Limit Procedure
Other Test Results
Description Method
Limits
No.200 60
No.50 83
No.100 73
Chart
Limits
Date Tested
Specification: Standard Full
Sampling Method:

Sample Location: C-3
Sample Depth:

Field Sample:

Sampled By: Eduardo Perez
Material Description:
6/28/2019
Method: ASTM C 136, ASTM C 117
Date Tested: 7/1/2019
Tested By: Brian Vollnogle
Form No: 18909, Report No: MAT:W01-19-13275-S2 © 2000-2016 QESTLab by SpectraQEST.com Page 2 of 2 Remarks: N/A
The Material Tested Complies Does Not Comply
Results relate only to the items tested/inspected. All reports remain the property of Twining. This report shall not be reproduced, except in full, without our prior written approval.

With the Project Requirements
11 - 252
Source:

Material:

Sample Details
Sample ID: W01-19-13275-S2
Date Sampled: 6/21/2019
N/A
Comments
Field Sample:

Result
Maximum Dry Density (lb/ft³) 119.2
Test Results
Chart
Optimum Moisture Content (%) 9.4
Oversize Sieve 1
Oversize Material (%) 4.1
Method Used A
Bulk Specific Gravity
Specification: Standard Full
Description
Maximum Dry Density
Method:

Description:

ASTM D 1557
Determination of the dry unit weight/water content
relation of a soil using modified compactive effort.

Oversize Sieve 2
Oversize Material 2 (%)
Location: C-3
Sampled
Soil Classification
Symbol
Name
CL
Sandy lean clay
Method ASTM D 2487
Rammer Type:
, ,

www.twininginc.com
Report No: MDD:W01-19-13275-S2 Maximum Dry Density Report Customer:

OSHPD:

DSA File #:

DSA AP #:

Distribution:

Jurisdiction:
, ,
Form No: 10039, Report No: MDD:W01-19-13275-S2 © 2000-2016 QESTLab by SpectraQEST.com Page 1 of 1 11 - 253
Sample Details
Sample ID: W01-19-13275-S2 Field Sample ID:

Date Sampled: 6/21/2019 Sampled By: Eduardo Perez
Source:

Material:

Specification: Standard Full
Sampling Method:

Sampling Location: C-3
Sampling Depth: Material Description:

Tested By: Ronny Lopez Date Tested: 6/27/2019
Test Results
ASTM D 1557
Maximum Dry Unit
Weight (lbf/ft³): 119.2
Optimum Water Content
(%): 9.4
Method: A
Preparation Method: Moist
Received Water Content
(%): 14
Retained Sieve No 4
(4.75mm) (%): 4
Passing Sieve No 4
(4.75mm) (%): 96
Tested By: Ronny Lopez
Date Tested: 6/27/2019
Visual Description: Medium Brown Silty Sand
With Some Clay
ASTM D 4318
Liquid Limit (%): 39
Plastic Limit (%): 13
Plasticity Index (%): 26
Tested By: Jose Navarro
Date Tested: 6/28/2019
Dry Unit Weight - Water Content Relationship
, ,

www.twininginc.com
Report No: PTR:W01-19-13275-S2 Proctor Report
Customer:

OSHPD:

DSA File #:

DSA AP #:

Distribution:

Jurisdiction:
, ,
Form No: 110031, Report No: PTR:W01-19-13275-S2 © 2000-2016 QESTLab by SpectraQEST.com Page 1 of 1 Remarks:

With the Project Requirements
11 - 254
Sample Details
Sample ID: W01-19-13275-S2 Date Sampled: 6/21/2019
Sampling Method: Source:

Material: Specification: Standard Full
Location: Tested By: Brian Vollnogle
Date Tested: 7/1/2019
Test Results
ASTM D 2844
R Value at 300 psi Exudation: 16
R Value
Specimen Results
Moisture Content (%) 18.5 15.7 12.9
Dry Density (lb/ft³) 108.4 114.2 111.1
Exudation Pressure (psi) 243 472 774
R Value 13 23 34
Expansion Pressure (psi) 0.0 0.3 0.7
Moisture Content (%) 18.5 15.7 12.9
Dry Density (lb/ft³) 108.4 114.2 111.1
Exudation Pressure (psi) 243 472 774
R Value 13 23 34
Expansion Pressure (psi) 0.0 0.3 0.7
Moisture Content (%) 18.5 15.7 12.9
Dry Density (lb/ft³) 108.4 114.2 111.1
Exudation Pressure (psi) 243 472 774
R Value 13 23 34
Expansion Pressure (psi) 0.0 0.3 0.7
, ,

www.twininginc.com
Report No: RV:W01-19-13275-S2 R Value Report
Customer:

OSHPD:

DSA File #:

DSA AP #:

Distribution:

Jurisdiction:
, ,
Form No: 18964, Report No: RV:W01-19-13275-S2 © 2000-2016 QESTLab by SpectraQEST.com Page 1 of 1 Remarks:

With the Project Requirements
11 - 255
, ,

www.twininginc.com
Report No: MAT:W01-19-13275-S3 Material Test Report
Customer:

OSHPD:

DSA File #:

DSA AP #:

Distribution:

Jurisdiction:
, ,
Source:

Material:

Sample Details
Sample ID: W01-19-13275-S3
Date Sampled: 06/21/2019
¾in 89
½in 88
3/8in 87
1in 91
2in 95
1½in 91
Sieve Size % Passing
Particle Size Distribution
Result
Maximum Dry Unit Weight (lbf/ft³) ASTM D 1557
Other Test Results
Description Method
Limits
No.30 73
No.50 68
No.100 62
No.16 77
No.4 84
No.8 81
No.200 55
Chart
Limits
Corrected Maximum Dry Unit Weight (lbf/ft³)
Optimum Water Content (%)
Corrected Optimum Water Content (%)
Method
Preparation Method
Visual Description
Received Water Content (%)
Retained Sieve No 4 (4.75mm) (%)
Specific Gravity (Oversize)
Specification: Standard Full
Date Tested
Water content (%) ASTM D 2216
Method
Date Tested
Group Symbol ASTM D 2487
Group Name
R Value ASTM D 2844
Date Tested
Approximate maximum grain size ASTM D 4318
Material retained on 425µm (No. 40) (%)
Method of Removal
Grooving Tool Type
Specimen preparation method
Drying Method
Special selection process
Rolling Method for PL
As Received Water Content (%)
Liquid Limit Device Type
Liquid Limit
Plastic Limit
Sampling Method:

Sample Location: C-7
Sample Depth:

Field Sample:

Sampled By: Eduardo Perez
Material Description:
123.8
126.8

9.7 9.0
A
Moist
Dark brown Silty Sand With Some Clay
12 9

2.70 7/1/2019

11.6 B
7/1/2019
CL-ML
Sandy silty clay with gravel
26 7/1/2019

11.6 22
16 Method: ASTM C 136, ASTM C 117
Date Tested: 7/1/2019
Tested By: Brian Vollnogle
Form No: 18909, Report No: MAT:W01-19-13275-S3 © 2000-2016 QESTLab by SpectraQEST.com Page 1 of 2 Remarks: N/A
The Material Tested Complies Does Not Comply
Results relate only to the items tested/inspected. All reports remain the property of Twining. This report shall not be reproduced, except in full, without our prior written approval.

With the Project Requirements
11 - 256
, ,

www.twininginc.com
Report No: MAT:W01-19-13275-S3 Material Test Report
Customer:

OSHPD:

DSA File #:

DSA AP #:

Distribution:

Jurisdiction:
, ,
Source:

Material:

Sample Details
Sample ID: W01-19-13275-S3
Date Sampled: 06/21/2019
¾in 89
½in 88
3/8in 87
1in 91
2in 95
1½in 91
Sieve Size % Passing
Particle Size Distribution
Result
Plasticity Index
Other Test Results
Description Method
Limits
No.30 73
No.50 68
No.100 62
No.16 77
No.4 84
No.8 81
No.200 55
Chart
Limits
Liquid Limit Procedure
Date Tested
Specification: Standard Full
Sampling Method:

Sample Location: C-7
Sample Depth:

Field Sample:

Sampled By: Eduardo Perez
Material Description:
6 6/28/2019
Method: ASTM C 136, ASTM C 117
Date Tested: 7/1/2019
Tested By: Brian Vollnogle
Form No: 18909, Report No: MAT:W01-19-13275-S3 © 2000-2016 QESTLab by SpectraQEST.com Page 2 of 2 Remarks: N/A
The Material Tested Complies Does Not Comply
Results relate only to the items tested/inspected. All reports remain the property of Twining. This report shall not be reproduced, except in full, without our prior written approval.

With the Project Requirements
11 - 257
Source:

Material:

Sample Details
Sample ID: W01-19-13275-S3
Date Sampled: 6/21/2019
N/A
Comments
Field Sample:

Result
Maximum Dry Density (lb/ft³) 123.8
Test Results
Chart
Optimum Moisture Content (%) 9.7
Oversize Sieve 1
Oversize Material (%) 8.8
Method Used A
Bulk Specific Gravity
Specification: Standard Full
Description
Maximum Dry Density
Method:

Description:

ASTM D 1557
Determination of the dry unit weight/water content
relation of a soil using modified compactive effort.

Oversize Sieve 2
Oversize Material 2 (%)
Location: C-7
Sampled
Soil Classification
Symbol
Name
CL-ML
Sandy silty clay with gravel
Method ASTM D 2487
Rammer Type:
, ,

www.twininginc.com
Report No: MDD:W01-19-13275-S3 Maximum Dry Density Report Customer:

OSHPD:

DSA File #:

DSA AP #:

Distribution:

Jurisdiction:
, ,
Form No: 10039, Report No: MDD:W01-19-13275-S3 © 2000-2016 QESTLab by SpectraQEST.com Page 1 of 1 11 - 258
Sample Details
Sample ID: W01-19-13275-S3 Field Sample ID:

Date Sampled: 6/21/2019 Sampled By: Eduardo Perez
Source:

Material:

Specification: Standard Full
Sampling Method:

Sampling Location: C-7
Sampling Depth: Material Description:

Tested By: Ronny Lopez Date Tested: 7/1/2019
Test Results
ASTM D 1557
Maximum Dry Unit
Weight (lbf/ft³): 123.8
Optimum Water Content
(%): 9.7
Method: A
Preparation Method: Moist
Received Water Content
(%): 12
Retained Sieve No 4
(4.75mm) (%): 9
Passing Sieve No 4
(4.75mm) (%): 91
Tested By: Ronny Lopez
Date Tested: 7/1/2019
Visual Description: Dark brown Silty Sand With
Some Clay
ASTM D 4718
Corrected Maximum
Dry Unit Weight (lbf/ft³): 126.8
Corrected Optimum
Water Content (%): 9.0
Specific Gravity (Oversize): 2.70
Sieve Size (Oversize): No 4
Oversize Particles (%): 9
ASTM D 4318
Liquid Limit (%): 22
Plastic Limit (%): 16
Plasticity Index (%): 6
Tested By: Jose Navarro
Date Tested: 6/28/2019
Dry Unit Weight - Water Content Relationship
, ,

www.twininginc.com
Report No: PTR:W01-19-13275-S3 Proctor Report
Customer:

OSHPD:

DSA File #:

DSA AP #:

Distribution:

Jurisdiction:
, ,
Form No: 110031, Report No: PTR:W01-19-13275-S3 © 2000-2016 QESTLab by SpectraQEST.com Page 1 of 1 Remarks:

With the Project Requirements
11 - 259
Sample Details
Sample ID: W01-19-13275-S3 Date Sampled: 6/21/2019
Sampling Method: Source:

Material: Specification: Standard Full
Location: Tested By: Brian Vollnogle
Date Tested: 7/1/2019
Test Results
ASTM D 2844
R Value at 300 psi Exudation: 26
R Value
Specimen Results
Moisture Content (%) 12.7 10.8 8.9
Dry Density (lb/ft³) 120.7 122.3 122.4
Exudation Pressure (psi) 222 461 756
R Value 12 52 75
Expansion Pressure (psi) 0.1 1.2 1.9
Moisture Content (%) 12.7 10.8 8.9
Dry Density (lb/ft³) 120.7 122.3 122.4
Exudation Pressure (psi) 222 461 756
R Value 12 52 75
Expansion Pressure (psi) 0.1 1.2 1.9
Moisture Content (%) 12.7 10.8 8.9
Dry Density (lb/ft³) 120.7 122.3 122.4
Exudation Pressure (psi) 222 461 756
R Value 12 52 75
Expansion Pressure (psi) 0.1 1.2 1.9
, ,

www.twininginc.com
Report No: RV:W01-19-13275-S3 R Value Report
Customer:

OSHPD:

DSA File #:

DSA AP #:

Distribution:

Jurisdiction:
, ,
Form No: 18964, Report No: RV:W01-19-13275-S3 © 2000-2016 QESTLab by SpectraQEST.com Page 1 of 1 Remarks:

With the Project Requirements
11 - 260
, ,

www.twininginc.com
Report No: MAT:W01-19-13275-S4 Material Test Report
Customer:

OSHPD:

DSA File #:

DSA AP #:

Distribution:

Jurisdiction:
, ,
Source:

Material:

Sample Details
Sample ID: W01-19-13275-S4
Date Sampled: 06/21/2019
½in 82
3/8in 79
No.4 72
¾in 88
1½in 94
1in 91
Sieve Size % Passing
Particle Size Distribution
Result
Maximum Dry Unit Weight (lbf/ft³) ASTM D 1557
Other Test Results
Description Method
Limits
No.50 38
No.100 29
No.200 20
No.30 48
No.8 66
No.16 57
Chart
Limits
Corrected Maximum Dry Unit Weight (lbf/ft³)
Optimum Water Content (%)
Corrected Optimum Water Content (%)
Method
Preparation Method
Visual Description
Received Water Content (%)
Retained Sieve 3/8'' (9.5mm) (%)
Specific Gravity (Oversize)
Specification: Standard Full
Date Tested
Water content (%) ASTM D 2216
Method
Date Tested
Group Symbol ASTM D 2487
Group Name
R Value ASTM D 2844
Date Tested
Approximate maximum grain size ASTM D 4318
Material retained on 425µm (No. 40) (%)
Method of Removal
Grooving Tool Type
Specimen preparation method
Drying Method
Special selection process
Rolling Method for PL
As Received Water Content (%)
Liquid Limit Device Type
Liquid Limit
Plastic Limit
Sampling Method:

Sample Location: C-8
Sample Depth:

Field Sample:

Sampled By: Eduardo Perez
Material Description:
123.0
130.8

10.3 8.4
B
Moist
Dark Brown Silty Sand With Gravel
7 22

2.70 7/1/2019

6.9 B
7/1/2019
76 7/2/2019

6.9 N/A
NP
Method: ASTM C 136, ASTM C 117
Date Tested: 7/1/2019
Tested By: Brian Vollnogle
Form No: 18909, Report No: MAT:W01-19-13275-S4 © 2000-2016 QESTLab by SpectraQEST.com Page 1 of 2 Remarks: NP = Non Plastic
The Material Tested Complies Does Not Comply
Results relate only to the items tested/inspected. All reports remain the property of Twining. This report shall not be reproduced, except in full, without our prior written approval.

With the Project Requirements
11 - 261
, ,

www.twininginc.com
Report No: MAT:W01-19-13275-S4 Material Test Report
Customer:

OSHPD:

DSA File #:

DSA AP #:

Distribution:

Jurisdiction:
, ,
Source:

Material:

Sample Details
Sample ID: W01-19-13275-S4
Date Sampled: 06/21/2019
½in 82
3/8in 79
No.4 72
¾in 88
1½in 94
1in 91
Sieve Size % Passing
Particle Size Distribution
Result
Plasticity Index
Other Test Results
Description Method
Limits
No.50 38
No.100 29
No.200 20
No.30 48
No.8 66
No.16 57
Chart
Limits
Liquid Limit Procedure
Date Tested
Specification: Standard Full
Sampling Method:

Sample Location: C-8
Sample Depth:

Field Sample:

Sampled By: Eduardo Perez
Material Description:

NP
6/28/2019
Method: ASTM C 136, ASTM C 117
Date Tested: 7/1/2019
Tested By: Brian Vollnogle
Form No: 18909, Report No: MAT:W01-19-13275-S4 © 2000-2016 QESTLab by SpectraQEST.com Page 2 of 2 Remarks: NP = Non Plastic
The Material Tested Complies Does Not Comply
Results relate only to the items tested/inspected. All reports remain the property of Twining. This report shall not be reproduced, except in full, without our prior written approval.

With the Project Requirements
11 - 262
Source:

Material:

Sample Details
Sample ID: W01-19-13275-S4
Date Sampled: 6/21/2019
N/A
Comments
Field Sample:

Result
Maximum Dry Density (lb/ft³) 123.0
Test Results
Chart
Optimum Moisture Content (%) 10.3
Oversize Sieve 1
Oversize Material (%)
Method Used B
Bulk Specific Gravity
Specification: Standard Full
Description
Maximum Dry Density
Method:

Description:

ASTM D 1557
Determination of the dry unit weight/water content
relation of a soil using modified compactive effort.

Oversize Sieve 2 0.118in
Oversize Material 2 (%) 22.1
Location: C-8
Sampled
Soil Classification
Symbol
Name
Method ASTM D 2487
Rammer Type:
, ,

www.twininginc.com
Report No: MDD:W01-19-13275-S4 Maximum Dry Density Report Customer:

OSHPD:

DSA File #:

DSA AP #:

Distribution:

Jurisdiction:
, ,
Form No: 10039, Report No: MDD:W01-19-13275-S4 © 2000-2016 QESTLab by SpectraQEST.com Page 1 of 1 11 - 263
Sample Details
Sample ID: W01-19-13275-S4 Field Sample ID:

Date Sampled: 6/21/2019 Sampled By: Eduardo Perez
Source:

Material:

Specification: Standard Full
Sampling Method:

Sampling Location: C-8
Sampling Depth: Material Description:

Tested By: Ronny Lopez Date Tested: 7/1/2019
Test Results
ASTM D 1557
Maximum Dry Unit
Weight (lbf/ft³): 123.0
Optimum Water Content
(%): 10.3
Method: B
Preparation Method: Moist
Received Water Content
(%): 7
Retained Sieve 3/8'' (9.5mm)
(%): 22
Passing Sieve 3/8'' (9.5mm)
(%): 78
Tested By: Ronny Lopez
Date Tested: 7/1/2019
Visual Description: Dark Brown Silty Sand With
Gravel
ASTM D 4718
Corrected Maximum
Dry Unit Weight (lbf/ft³): 130.8
Corrected Optimum
Water Content (%): 8.4
Specific Gravity (Oversize): 2.70
Sieve Size (Oversize): 3/8
Oversize Particles (%): 22
ASTM D 4318
Liquid Limit (%): N/A
Plastic Limit (%): NP
Plasticity Index (%): NP
Tested By: Jose Navarro
Date Tested: 6/28/2019
Dry Unit Weight - Water Content Relationship
, ,

www.twininginc.com
Report No: PTR:W01-19-13275-S4 Proctor Report
Customer:

OSHPD:

DSA File #:

DSA AP #:

Distribution:

Jurisdiction:
, ,
Form No: 110031, Report No: PTR:W01-19-13275-S4 © 2000-2016 QESTLab by SpectraQEST.com Page 1 of 1 Remarks: NP = Non Plastic
The Material Tested Complies Does Not Comply
Results relate only to the items tested/inspected. All reports remain the property of Twining. This report shall not be reproduced, except in full, without our prior written approval.

With the Project Requirements
11 - 264
Sample Details
Sample ID: W01-19-13275-S4 Date Sampled: 6/21/2019
Sampling Method: Source:

Material: Specification: Standard Full
Location: Tested By: Brian Vollnogle
Date Tested: 7/2/2019
Test Results
ASTM D 2844
R Value at 300 psi Exudation: 76
R Value
Specimen Results
Moisture Content (%) 12.3 8.6 10.5
Dry Density (lb/ft³) 119.0 123.7 121.6
Exudation Pressure (psi) 50 796 282
R Value 64 87 75
Expansion Pressure (psi) 0.0 0.0 0.0
Moisture Content (%) 12.3 8.6 10.5
Dry Density (lb/ft³) 119.0 123.7 121.6
Exudation Pressure (psi) 50 796 282
R Value 64 87 75
Expansion Pressure (psi) 0.0 0.0 0.0
Moisture Content (%) 12.3 8.6 10.5
Dry Density (lb/ft³) 119.0 123.7 121.6
Exudation Pressure (psi) 50 796 282
R Value 64 87 75
Expansion Pressure (psi) 0.0 0.0 0.0
, ,

www.twininginc.com
Report No: RV:W01-19-13275-S4 R Value Report
Customer:

OSHPD:

DSA File #:

DSA AP #:

Distribution:

Jurisdiction:
, ,
Form No: 18964, Report No: RV:W01-19-13275-S4 © 2000-2016 QESTLab by SpectraQEST.com Page 1 of 1 Remarks:

With the Project Requirements
11 - 265
, ,

www.twininginc.com
Report No: MAT:W01-19-13275-S5 Material Test Report
Customer:

OSHPD:

DSA File #:

DSA AP #:

Distribution:

Jurisdiction:
, ,
Source:

Material:

Sample Details
Sample ID: W01-19-13275-S5
Date Sampled: 06/21/2019
No.8 94
No.16 89
No.30 81
No.4 97
½in 100
3/8in 99
Sieve Size % Passing
Particle Size Distribution
Result
Maximum Dry Unit Weight (lbf/ft³) ASTM D 1557
Other Test Results
Description Method
Limits
No.200 43
No.50 70
No.100 57
Chart
Limits
Corrected Maximum Dry Unit Weight (lbf/ft³)
Optimum Water Content (%)
Corrected Optimum Water Content (%)
Method
Preparation Method
Visual Description
Received Water Content (%)
Retained Sieve No 4 (4.75mm) (%)
Date Tested
Specification: Standard Full
Water content (%) ASTM D 2216
Method
Date Tested
Group Symbol ASTM D 2487
Group Name
R Value ASTM D 2844
Date Tested
Approximate maximum grain size ASTM D 4318
Material retained on 425µm (No. 40) (%)
Method of Removal
Grooving Tool Type
Specimen preparation method
Drying Method
Special selection process
Rolling Method for PL
As Received Water Content (%)
Liquid Limit Device Type
Liquid Limit
Plastic Limit
Plasticity Index
Sampling Method:

Sample Location: C-11
Sample Depth:

Field Sample:

Sampled By: Eduardo Perez
Material Description:
132.2
132.2

7.3 7.3
A
Moist
Dark Brown Silty Sand
7 4
6/27/2019

7.5 B
7/1/2019
23 7/2/2019

7.5 N/A
NP
NP
Method: ASTM C 136, ASTM C 117
Date Tested: 7/1/2019
Tested By: Brian Vollnogle
Form No: 18909, Report No: MAT:W01-19-13275-S5 © 2000-2016 QESTLab by SpectraQEST.com Page 1 of 2 Remarks: NP = Non Plastic
The Material Tested Complies Does Not Comply
Results relate only to the items tested/inspected. All reports remain the property of Twining. This report shall not be reproduced, except in full, without our prior written approval.

With the Project Requirements
11 - 266
, ,

www.twininginc.com
Report No: MAT:W01-19-13275-S5 Material Test Report
Customer:

OSHPD:

DSA File #:

DSA AP #:

Distribution:

Jurisdiction:
, ,
Source:

Material:

Sample Details
Sample ID: W01-19-13275-S5
Date Sampled: 06/21/2019
No.8 94
No.16 89
No.30 81
No.4 97
½in 100
3/8in 99
Sieve Size % Passing
Particle Size Distribution
Result
Liquid Limit Procedure
Other Test Results
Description Method
Limits
No.200 43
No.50 70
No.100 57
Chart
Limits
Date Tested
Specification: Standard Full
Sampling Method:

Sample Location: C-11
Sample Depth:

Field Sample:

Sampled By: Eduardo Perez
Material Description:
6/28/2019
Method: ASTM C 136, ASTM C 117
Date Tested: 7/1/2019
Tested By: Brian Vollnogle
Form No: 18909, Report No: MAT:W01-19-13275-S5 © 2000-2016 QESTLab by SpectraQEST.com Page 2 of 2 Remarks: NP = Non Plastic
The Material Tested Complies Does Not Comply
Results relate only to the items tested/inspected. All reports remain the property of Twining. This report shall not be reproduced, except in full, without our prior written approval.

With the Project Requirements
11 - 267
Source:

Material:

Sample Details
Sample ID: W01-19-13275-S5
Date Sampled: 6/21/2019
N/A
Comments
Field Sample:

Result
Maximum Dry Density (lb/ft³) 132.2
Test Results
Chart
Optimum Moisture Content (%) 7.3
Oversize Sieve 1
Oversize Material (%) 4.3
Method Used A
Bulk Specific Gravity
Specification: Standard Full
Description
Maximum Dry Density
Method:

Description:

ASTM D 1557
Determination of the dry unit weight/water content
relation of a soil using modified compactive effort.

Oversize Sieve 2
Oversize Material 2 (%)
Location: C-11
Sampled
Soil Classification
Symbol
Name
Method ASTM D 2487
Rammer Type:
, ,

www.twininginc.com
Report No: MDD:W01-19-13275-S5 Maximum Dry Density Report Customer:

OSHPD:

DSA File #:

DSA AP #:

Distribution:

Jurisdiction:
, ,
Form No: 10039, Report No: MDD:W01-19-13275-S5 © 2000-2016 QESTLab by SpectraQEST.com Page 1 of 1 11 - 268
Sample Details
Sample ID: W01-19-13275-S5 Field Sample ID:

Date Sampled: 6/21/2019 Sampled By: Eduardo Perez
Source:

Material:

Specification: Standard Full
Sampling Method:

Sampling Location: C-11
Sampling Depth: Material Description:

Tested By: Ronny Lopez Date Tested: 6/27/2019
Test Results
ASTM D 1557
Maximum Dry Unit
Weight (lbf/ft³): 132.2
Optimum Water Content
(%): 7.3
Method: A
Preparation Method: Moist
Received Water Content
(%): 7
Retained Sieve No 4
(4.75mm) (%): 4
Passing Sieve No 4
(4.75mm) (%): 96
Tested By: Ronny Lopez
Date Tested: 6/27/2019
Visual Description: Dark Brown Silty Sand
ASTM D 4318
Liquid Limit (%): N/A
Plastic Limit (%): NP
Plasticity Index (%): NP
Tested By: Jose Navarro
Date Tested: 6/28/2019
Dry Unit Weight - Water Content Relationship
, ,

www.twininginc.com
Report No: PTR:W01-19-13275-S5 Proctor Report
Customer:

OSHPD:

DSA File #:

DSA AP #:

Distribution:

Jurisdiction:
, ,
Form No: 110031, Report No: PTR:W01-19-13275-S5 © 2000-2016 QESTLab by SpectraQEST.com Page 1 of 1 Remarks: NP = Non Plastic
The Material Tested Complies Does Not Comply
Results relate only to the items tested/inspected. All reports remain the property of Twining. This report shall not be reproduced, except in full, without our prior written approval.

With the Project Requirements
11 - 269
Sample Details
Sample ID: W01-19-13275-S5 Date Sampled: 6/21/2019
Sampling Method: Source:

Material: Specification: Standard Full
Location: Tested By: Brian Vollnogle
Date Tested: 7/2/2019
Test Results
ASTM D 2844
R Value at 300 psi Exudation: 23
R Value
Specimen Results
Moisture Content (%) 10.4 7.6 9.0
Dry Density (lb/ft³) 127.3 132.6 129.3
Exudation Pressure (psi) 189 796 463
R Value 18 74 34
Expansion Pressure (psi) 0.0 0.3 0.1
Moisture Content (%) 10.4 7.6 9.0
Dry Density (lb/ft³) 127.3 132.6 129.3
Exudation Pressure (psi) 189 796 463
R Value 18 74 34
Expansion Pressure (psi) 0.0 0.3 0.1
Moisture Content (%) 10.4 7.6 9.0
Dry Density (lb/ft³) 127.3 132.6 129.3
Exudation Pressure (psi) 189 796 463
R Value 18 74 34
Expansion Pressure (psi) 0.0 0.3 0.1
, ,

www.twininginc.com
Report No: RV:W01-19-13275-S5 R Value Report
Customer:

OSHPD:

DSA File #:

DSA AP #:

Distribution:

Jurisdiction:
, ,
Form No: 18964, Report No: RV:W01-19-13275-S5 © 2000-2016 QESTLab by SpectraQEST.com Page 1 of 1 Remarks:

With the Project Requirements
11 - 270
ITEM NO. ITEM DESCRIPTION

ESTIMATED

QUANTITY

UNIT OF

MEASURE
UNIT

PRICE ITEM TOTAL

1.01 FULL WIDTH COLD MILL, 3" DEPTH 12,260 SF $1 $12,260

1.02 CONSTRUCT 2" AC OVERLAY 151 TON $150 $22,650

1.03 CONSTRUCT 1" AC LEVELING COURSE 76 TON $150 $11,400

1.04 REMOVE EXISTING 8"x8"x6" TEE AND INSTALL NEW 8"x'8"x8" TEE

1.05 REMOVE EXISTING AND INSTALL 3 NEW 8" GATE VALVES

1.06 INSTALL 8" TO 6" REDUCER

1.07 ADJUST MANHOLE TO GRADE 2 EA $1,200 $2,400

1.08 ADJUST WATER VALVE TO GRADE 7 EA $600 $4,200

1.09 INSTALL STRIPING 440 LF $3 $1,320

1.10 INSTALL PAVEMENT MARKING 115 SF $6 $690

1.11 INSTALL BLUE REFLECTIVE MARKER 1 EA $50 $50

1.12 INSTALL RED CURB MARKING 677 LF $3 $2,031

1.13 REMOVE SIGN AND SIGN POST 5 EA $250 $1,250

1.14 INSTALL SIGN AND SIGN POST 5 EA $600 $3,000
$76,251

2.01 ROADWAY EXCAVATION (8" DEPTH) FOR LOCALIZED REPAIR 405 CY $250 $101,250

2.02 CONSTRUCT 8" FULL DEPTH AC PAVEMENT 809 TON $150 $121,350

2.03 FULL WIDTH COLD MILL, 3" DEPTH 31,136 SF $1.00 $31,136

2.04 CONSTRUCT 1" MAX AC LEVELING COURSE 586 TON $150 $87,900

2.05 CONSTRUCT 2" AC OVERLAY 1,500 TON $150 $225,000

2.06 12' WIDE VARIABLE DEPTH EDGE GRIND (2"MAX) & HEADER MILL 51,100 SF $0.50 $25,550

2.07 REMOVE EXISTING AND CONSTRUCT 4" PCC SIDEWALK OVER 3" CMB 2,576 SF $15 $38,640

2.08 REMOVE EXISTING AND CONSTRUCT PCC CURB & GUTTER 60 LF $100 $6,000

2.09 REMOVE EXISTING AND INSTALL NEW 1.5" SERVICE, BOX, AND WATER METER 1 EA $5,000 $5,000

2.10 REMOVE EXISTING AND INSTALL NEW VALVE CAN AND SLEEVE 1 EA $800 $800

2.11 ADJUST WATER VALVE TO GRADE 21 EA $600 $12,600

2.12 ADJUST MANHOLE TO GRADE 13 EA $1,200 $15,600

2.13 INSTALL STRIPING 14,300 LF $3 $42,900

2.14 INSTALL PAVEMENT MARKING 930 SF $6 $5,580

2.15 INSTALL PREFORMED THERMOPLASTIC (GREEN BIKE PAVEMENT MARKING) 3,139 SF $15 $47,085

2.16 INSTALL BLUE REFLECTIVE MARKER 9 EA $50 $450

2.17 INSTALL RED CURB MARKING 494 LF $3 $1,482

2.18 REMOVE SIGN 3 EA $50 $150

2.19 INSTALL SIGN 9 EA $200 $1,800

2.20 REMOVE SIGN AND SIGN POST 24 EA $250 $6,000

2.21 INSTALL SIGN AND SIGN POST 22 EA $600 $13,200

2.22 INSTALL LOOP DETECTORS 10 EA $800 $8,000

2.23 REMOVE EXISTING AND INSTALL LED LUMINAIRE 41 EA $1,000 $41,000 $838,473

3.01 FULL WIDTH COLD MILL, 3" DEPTH 6,480 SF $1.00 $6,480

3.02 15' WIDE VARIABLE DEPTH EDGE GRIND (1"MAX) 679 SF $1.00 $679

3.03 CONSTRUCT 0.5" MAX AC LEVELING COURSE 13 TON $150 $1,950

3.04 CONSTRUCT 1.5" MAX AC OVERLAY 45 TON $150 $6,750

3.05 15' WIDE AC TRANSITION ( 1" MAX) 4 TON $150 $600

3.06 REMOVE EXISTING AND CONSTRUCT 4" PCC SIDEWALK OVER 3" CMB 842 SF $15 $12,630 1 EA $15,000 $15,000

3.0 STREET IMPROVEMENTS - FOREST AVENUE

2.0 STREET IMPROVEMENTS - MONTEREY ROAD

SUBTOTAL

CITY OF SOUTH PASADENA
STREET IMPROVEMENTS PROJECT NO. 2019-05 (001905)

FINAL ENGINEER'S COST ESTIMATE

1.0 STREET IMPROVEMENTS - ALTA VISTA AVENUE

SUBTOTAL
11 - 271

3.07 REMOVE EXISTING AND CONSTRUCT 6" PCC DRIVEWAY OVER 3" CMB 88 SF $25 $2,200

3.08 INSTALL DETECTABLE WARNING SURFACE 2 EA $1,000 $2,000

3.09 REMOVE EXISTING AND INSTALL NEW 1.5" SERVICE, BOX, AND WATER METER 2 EA $5,000 $10,000

3.10 ADJUST WATER VALVE TO GRADE 2 EA $600 $1,200

3.11 ADJUST MANHOLE TO GRADE 1 EA $1,200 $1,200

3.12 INSTALL PAVEMENT MARKING 34 SF $6 $204

3.13 INSTALL RED CURB MARKING 208 LF $3 $624

3.14 REMOVE SIGN AND SIGN POST 3 EA $250 $750

3.15 INSTALL SIGN AND SIGN POST 3 EA $600 $1,800

3.16 REMOVE EXISTING AND INSTALL LED LUMINAIRE 2 EA $1,000 $2,000 $51,067

4.01 ROADWAY EXCAVATION (8" DEPTH) FOR LOCALIZED REPAIR 2 CY $250 $500

4.02 FULL WIDTH COLD MILL, 1" DEPTH 22,262 SF $0.75 $16,697

4.03 15' WIDE VARIABLE DEPTH EDGE GRIND (1"MAX) 411 SF $1 $411

4.04 CONSTRUCT 1.5" MAX AC OVERLAY 141 TON $150 $21,150

4.05 CONSTRUCT 0.5" MAX AC LEVELING COURSE 43 TON $150 $6,450

4.06 15' WIDE AC TRANSITION ( 1" MAX) 3 TON $150 $450

4.07 REMOVE EXISTING AND CONSTRUCT PCC CURB 13 LF $100 $1,300

4.08 REMOVE EXISTING AND CONSTRUCT 4" PCC SIDEWALK OVER 3" CMB 495 SF $15 $7,425

4.09 ADJUST WATER VALVE TO GRADE 2 EA $600 $1,200

4.10 ADJUST MANHOLE TO GRADE 3 EA $1,200 $3,600

4.11 INSTALL BLUE REFLECTIVE MARKER 1 EA $50 $50

4.12 INSTALL RED CURB MARKING 110 LF $3 $330

4.13 INSTALL SIGN 1 EA $200 $200

4.14 REMOVE SIGN AND SIGN POST 5 EA $250 $1,250

4.15 INSTALL SIGN AND SIGN POST 5 EA $600 $3,000
$64,013
$1,029,804
$51,490
$20,000
$40,000
$5,000
$171,944
GRAND TOTAL $1,318,238

TOTAL FOR BASE BID ITEMS
15% CONTINGENCY

4.0 STREET IMPROVEMENTS - STERLING PLACE

STORMWATER POLLUTION PREVENTION BMP

CONSTRUCTION SURVEY AND MONUMENTATION

TRAFFIC CONTROL

SUBTOTAL
MOBILIZATION (NOT TO EXCEED 5%)

SUBTOTAL
11 - 272
12 12 - 1
Second Reading and Adoption of Code Enforcement Update Ordinance November 1, 2023

Page 2 of 2 ends

expect that additional ordinances will be brought forward as we continue our work with the Community Improvement Division to ensure that Staff has the tools necessary to implement an effective and efficient community improvement program.

Analysis
The proposed ordinance modernizes the City’s “General Penalty” provisions in Chapter 1 of the Code as well as several provisions of the City’s “Administrative Citation” provisions in Chapter 1A. For example, the “general penalty provisions” have been updated to include the penalty amounts for infractions and misdemeanors as well as penalties for violations of the city’s building and safety codes. The proposed ordinance provides for a hardship waiver as required by Government Code Section 36900. There is also an updated provision regarding the provision as to whom in the City has authority to issue citations. Revisions were also made to the “administrative citation” chapter including fines as part of the chapter, the hardship waiver and provisions for late payment charges. A new provision was added to the Chapter related to nuisances and property maintenance to make clear that any condition constituting an unsafe or substandard building is a nuisance.

Fiscal Impact
There is no fiscal impact if the City Council adopts the proposed ordinance.

Attachments:

1. Ordinance
12 - 2
ATTACHMENT 1
Ordinance
12 - 3

THIS PAGE

INTENTIONALLY

LEFT BLANK
12 - 4
ORDINANCE ____

AN ORDINANCE OF THE CITY OF SOUTH PASADENA, CALIFORNIA, AMENDING CHAPTER 1, CHAPTER 1A AND SECTION 24.02 OF THE

SOUTH PASADENA MUNICIPAL CODE TO UPDATE THE

PROVISIONS RELATED TO VIOLATIONS OF THE CODE, INCLUDING

SUBSTANDARD BUILDINGS, PENALTIES FOR CODE VIOLATIONS

AND PROCEDURES RELATED TO CODE VIOLATIONS

THE CITY COUNCIL OF THE CITY OF SOUTH PASADENA DOES ORDAIN AS FOLLOWS:

SECTION 1. Section 1.7 of Chapter 1 (General Provisions) of the Code of the City of South Pasadena is hereby amended in its entirety to read as follows:
“1.7 Violations of Code and General Penalty.
(a) Violations of Code. No person shall violate or fail to comply with any provision or requirement of this Code or any other ordinance of the City. Violation of this Code or any other ordinance of the City may be prosecuted as a misdemeanor or infraction as set forth herein. The City may also issue a fine or administrative citation as set forth in Chapter 1A.
(b) City Prosecutor/City Attorney. Any violation of any provision of this Code or any other city ordinance may be prosecuted as a misdemeanor, as an infraction, or as a civil administrative action in the discretion of the city attorney or city prosecutor. (c) Misdemeanors. Any person who shall violate or fail to comply with any provision or requirement of this Code, or any other ordinance of the City, shall be guilty of a misdemeanor unless: (1) such a violation or failure is designated as an infraction or is subsequently prosecuted as an infraction, in which case such person is guilty of an infraction; or (2) such a violation or failure is prosecuted as an administrative citation pursuant to Chapter 1A of this Code. Any person convicted of a misdemeanor under the provisions of this Code shall be punishable by a fine of not more than one thousand dollars ($1,000.00), or by imprisonment in the county jail for a period not exceeding six (6) months, or by both such fine and imprisonment.
(d) Infractions. Any person violating any provision or failing to comply with any requirement of this Code expressly stated by this Code to be an infraction or prosecuted as such shall be guilty of an infraction. Any person convicted of an infraction shall be punishable by: (1) A fine not exceeding one hundred dollars ($100) for a first violation; (2) A fine not exceeding two hundred dollars ($200) for a second violation of the same Code provision within one year; (3) A fine not exceeding five hundred dollars ($500) for each additional violation of the same Code provision within one year. 12 - 5
2 (e) Infractions-Building and Safety Codes. Every person convicted of an infraction for a violation of the City’s building and safety codes shall be punishable by (1) a fine not exceeding one hundred and thirty dollars ($130) for a first violation; (2) a fine not exceeding seven hundred dollars ($700) for a second violation of the same Code provision within one year; (3) a fine not exceeding one thousand three hundred dollars ($1,300) for each additional violation of the same Code provision within one year; (4) a fine not exceeding two thousand five hundred dollars ($2,500) for each additional violation of the same Code provision within two years of the first violation if the property is a commercial property that has an existing building at the time of the violation and the violation is due to failure by the owner to remove visible refuse or failure to prohibit unauthorized use of the property. As used herein, “year” means any consecutive 12-month period.
(f) Public nuisances. In addition to the penalties hereinabove provided or as provided by law, any condition caused or permitted to exist in violation of any provision of this Code shall be deemed a public nuisance and may be summarily abated as such by the City, and each day such condition continues shall be regarded as a new and separate offense.
(g) Violations of conditions. Any violation of a condition of any permit, entitlement or approval issued pursuant to this Code shall constitute a violation of this Code.
(h) Continuing Violations; Separate offenses. It shall constitute a new and separate offense for each and every day during any portion of which a violation of, or failure to comply with, any provision or requirement of this Code, or any other ordinance of the City, is committed, continued, or permitted by any person and shall be punishable accordingly.”
SECTION 2. Section 1.7A (Same-Infractions) of Chapter 1 (General Provisions) of the Code of the City of South Pasadena is hereby renumbered as Section 1.9 and renamed as “Infractions-First Violation Only.”
SECTION 3. Section 1.7B (Infractions, penalties, continuing violations) of Chapter 1 (General Provisions) of the Code of the City of South Pasadena is hereby renumbered as Section 1.10 and renamed as “Violation by Minors.” SECTION 4. Section 1.8 (Datum Plane) of Chapter 1 (General Provisions) of the Code of the City of South Pasadena is hereby renumbered as Section 1.12.

SECTION 5. A new Section 1.8 is hereby added to Chapter 1 (General Provisions) of the Code of the City of South Pasadena to read as follows:
“1.8 Hardship Waiver Process to Request Fine Reduction. 12 - 6
3 Pursuant to Government Code Section 36900, the person responsible for the fine imposed pursuant to Sections 1.7(b)(2), 1.7(b)(3), 1.7(c)(2) or 1.7(c)(3) may request a hardship waiver to reduce the amount of the fine by completing a hardship waiver form and returning the form to the Community Development Department within ten (10) days of the date stated on the citation. The waiver request shall include a sworn affidavit under penalty of perjury and any supporting documents or materials demonstrating to the satisfaction of the Community Development Director or his or her designee (“Director”) that: (i) the recipient of the fine has made a bona fide effort to comply after the first violation, and (ii) payment of the full amount of the fine would impose an undue financial burden on the recipient. The Director shall provide written notice of the determination of a timely received waiver request to the recipient of the fine by first class mail within 15 days of receipt of the hardship waiver form. Service shall be deemed complete at the time the notice is deposited into the mail and addressed to the person at the address indicated on the hardship waiver form. The determination notice shall include a brief description of the reasons for the determination to approve or not approve the hardship waiver. The written determination of the Director shall be final. If the Director determines not to approve a hardship waiver, the recipient of the fine shall, within ten (10) days of service of that determination, to remit the deposit amount to the City. ”
SECTION 6. A new Section 1.11 is hereby added to Chapter 1 (General Provisions) of the Code of the City of South Pasadena to read as follows:
“1.11 Authorization to Cite.
(a) The City's Code Enforcement Officers and any other city officer or employee as determined and designated from time to time by the City Manager, shall have the power, authority, and immunity, as set forth in Section 836.5 of the California Penal Code, to issue citations and make arrests without a warrant whenever such officers or employees have reasonable cause to believe that the person to be arrested has committed an infraction or misdemeanor violation of this Code, or violation of any other city ordinance or State statute which such officers or employees have the duty to enforce, and the violation has been committed in the presence of such officers or employees.
(b) In any case in which a person is arrested pursuant to this authority and the person arrested does not demand to be taken before a magistrate, the officer or employee making the arrest shall prepare a written notice to appear and release the person on the promise to appear, as prescribed by Chapter 5C, commencing with Section 853.5, of the California Penal Code. The provisions of that chapter shall thereafter apply with reference to any proceeding based upon the issuance of a written notice to appear.
(c) The officers and employees identified in subsection (a) of this section and other persons designated to do so by the City Manager, shall have the concurrent authority to issue administrative citations as set forth in Chapter 1A of this Code. 12 - 7
4 (d) Nothing in this section shall affect any proceedings described in Chapter 1A of this Code.”
SECTION 7. Section 1A.2 (Applicability) of Chapter 1A (Administrative Citations) of the Code of the City of South Pasadena is hereby amended in its entirety to read as follows:

“1A.2 Applicability.
(a) This chapter provides for administrative citations which are in addition to all other legal remedies, criminal or civil, which may be pursued by the city to address any violations of this code. Use of this chapter shall be at the sole discretion of the city. (b) All violations of this Code are subject to an administrative citation, including the violation of any other ordinance of the City and the violation of a condition of any permit, entitlement or approval issued pursuant to this Code.”

SECTION 8. Section 1A.6 (Amount of Fines) of Chapter 1A (Administrative Citations) of the Code of the City of South Pasadena is hereby amended in its entirety to read as follows:

“1A.6 Amount of Fines.

(a) As prescribed in Government Code Section 36900, for any violation of this Code for which the violation would otherwise be an infraction, the fine shall be one hundred dollars ($100.00) for a first violation; two hundred dollars ($200.00) for a second violation of the same Code provision within one year; and five hundred dollars ($500.00) for each additional violation of the same Code provision within one year. (b) As prescribed in Government Code Section 36900, a violation of the City’s building and safety codes determined to be an infraction is punishable by the following:
a fine not exceeding one hundred thirty dollars ($130) for a first violation; a fine not exceeding seven hundred dollars ($700) for a second violation of the same Code provision within one year; a fine not exceeding one thousand three hundred dollars ($1,300) for each additional violation of the same Code provision within one year of the first violation; and a fine not exceeding two thousand five hundred dollars ($2,500.00) for each additional violation of the same Code provision within two years of the first violation if the property is a commercial property that has an existing building at the time of the violation and the violation is due to failure by the owner to remove visible refuse or failure to prohibit unauthorized use of the property. (c) As prescribed in Government Code Section 36900, for violations of this Code for which the violation would otherwise be a misdemeanor, the amount of the fine 12 - 8
5 imposed shall be that set forth in a resolution adopted by the City Council.

Notwithstanding, the amount of the fine for violations classified as misdemeanors shall not exceed one thousand dollars ($1,000.00).
(d) Each responsible party shall be guilty of a separate offense for each and every day during any portion of which a violation of any provision or section of the Code is committed, continued or permitted by such person, and shall be punished accordingly.”
SECTION 9. Section 1A.7 (Payment of Fines) of Chapter 1A (Administrative Citations) of the Code of the City of South Pasadena is hereby amended in its entirety to read as follows:
“Section 1A.7 Payment of Fines.
(a) The fine shall be paid to the city within thirty days after the date of the administrative citation.
(b) Any administrative citation fine paid pursuant to subsection (a) shall be refunded if it is determined, after a hearing, the person charged in the administrative citation was not responsible for the violation or there was no violation as charged in the administrative citation.
(c) Pursuant to Government Code Section 36900, except for the fine related to the first violation, the person responsible for the fine may request a hardship waiver to reduce the amount of the fine by completing a hardship waiver form and returning the form to the Community Development Department within ten (10) days of the date stated on the citation. The waiver request shall include a sworn affidavit under penalty of perjury and any supporting documents or materials demonstrating to the satisfaction of the Community Development Director or his or her designee (“City Manager”) that: (i) the recipient of the fine has made a bona fide effort to comply after the first violation, and (ii) payment of the full amount of the fine would impose an undue financial burden on the recipient. The Director shall provide written notice of the determination of a timely received waiver request to the recipient of the fine by first class mail within 15 days of receipt of the hardship waiver form. Service shall be deemed complete at the time the notice is deposited into the mail and addressed to the person at the address indicated on the hardship waiver form. The determination notice shall include a brief description of the reasons for the determination to approve or not approve the hardship waiver. The written determination of the Director shall be final. If the Director determines not to approve a hardship waiver, the recipient of the fine shall, within ten (10) days of service of that determination, either remit the deposit amount to the City or appeal the citation in compliance with the applicable procedures set forth under this Chapter.
12 - 9
6 (d) Payment of a fine under this Chapter shall not excuse or discharge any continuation or repeated occurrence of the Code violation for which an administrative citation was issued.”
SECTION 10. Section 1A.13 (Late Payment Charges) of Chapter 1A (Administrative Citations) of the Code of the City of South Pasadena is hereby amended in its entirety to read as follows:
“1A.13 Late Payment Charges.

Any person who fails to pay to the City on or before the due date any fine imposed pursuant to the provisions of this Chapter shall be liable for the payment of late payment charges as follows: (a) For payments received within thirty (30) days after the due date, a late fee in the amount of fifty percent (50%) of the fine due; (b) For payments received more than thirty (30) days after the due date, a late fee in the amount of fifty percent (50%) of the fine due, plus an additional ten percent (10%) of the overdue fine for each month the payment is overdue. The maximum late fee shall be one hundred percent (100%) of the overdue fine.”
SECTION 11. Paragraph (c) (Conditions Qualifying as a Public Nuisance) of Section 24.02 (Nuisances and Property Maintenance) of the Code of the City of South Pasadena Municipal Code is hereby amended by adding a new subparagraph 28 to read as follows:
“(28) Any condition constituting an unsafe or substandard building as defined in the California Health and Safety Code, any other state code, common law and the City’s Building Code.”
SECTION 12. Severability. If any section subsection, subdivision, paragraph, sentence, clause or phrase of this Ordinance is for any reason held to be invalid or unconstitutional by any court of competent jurisdiction, or contravened by reason of any preemptive legislation, the remaining sections and/or provisions of this Ordinance shall remain valid. The City Council hereby declares that it would have adopted this Ordinance, and each section, subsection, subdivision, paragraph, sentence, clause or phrase hereof, regardless of the fact that any one or more section(s) or provision(s) may be declared invalid or unconstitutional or contravened via legislation.

SECTION 13. This ordinance shall take effect thirty (30) days after its final passage, and within fifteen (15) days after its passage, the City Clerk of the City of South Pasadena shall certify to the passage and adoption of this ordinance and to its approval by the Mayor and City Council and shall cause the same to be published in a newspaper in the manner required by law.
12 - 10
7 PASSED, APPROVED AND ADOPTED ON this 1st day of November, 2023.

AYES:

NOES:

ABSENT:

ABSTAIN:

Jon Primuth, Mayor
ATTEST: APPROVED AS TO FORM:

Mark Perez, Roxanne Diaz, City Attorney
Deputy City Clerk
12 - 11

THIS PAGE

INTENTIONALLY

LEFT BLANK
12 - 12

South Pasadena City CouncilNovember 1, 2023

South Pasadena City Council
November 1, 2023