Agenda packet — Aliso Viejo City Council, February 5, 2025 (part 2 of 2)

DRAFT
212
Street Name Functional
Classification Zone From To Length (ft)
Cedarbrook LOCAL 1 (blue) Glenwood Dr Rainwood 1,790
Cedarbrook LOCAL 1 (blue) Da Vinci Glenwood Drive 1,071 Da Vinci LOCAL 1 (blue) Glenwood Dr Cedarbrook 1,943
Via Iglesia LOCAL 1 (blue) Calle Cortez Moulton Pkwy 1,950 Via Iglesia LOCAL 1 (blue) Calle Cortez Moulton Pkwy 1,400 Calle Cortez LOCAL 1 (blue) Via Iglesia Moulton Pkwy 443 Royal Tern Ln LOCAL 2 (Green) Dead End Phoebe 953
Phoebe Ct LOCAL 2 (Green) Royal Tern Ln Dead End 306
Falcon Crest Ln LOCAL 2 (Green) Royal Tern Ln Sanderling Ln 566 Sanderling Ln LOCAL 2 (Green) Falcon Crest Ln Hummingbird Ln 569 Willet Ln LOCAL 2 (Green) Hummingbird Ln Royal Tern Ln 232 Condor Ln LOCAL 2 (Green) Sanderling Ln Hummingbird Ln 126 Hummingbird Ln LOCAL 2 (Green) Aliso Creek San Bittern Ln 1,590 Hummingbird Ln LOCAL 2 (Green) San Bittern Ln Dead End 1,052 Goldfinch Ln LOCAL 2 (Green) Hummingbird Ln Woodswallow Ln 148 San Bittern Ln LOCAL 2 (Green) Hummingbird Ln Dead End 827 Blue Heron Ln LOCAL 2 (Green) San Bittern Ln Dead End 567 White Pelican Ln LOCAL 2 (Green) Blue Heron Ln Dead End 268 Woodswallow Ln LOCAL 2 (Green) Songbird Ln Songbird Ln 1,315 Songbird Ln LOCAL 2 (Green) Tempeter Ln Firecrest Ln 1,320 Trempeter Ln LOCAL 2 (Green) Woodswallow Ln Songbird Ln 264 Firecrest Ln LOCAL 2 (Green) Songbird Ln Woodswallow Ln 156 Coral Bill Ln LOCAL 2 (Green) Hummingbird Ln Woodswallow Ln 158 Starling Ln LOCAL 2 (Green) Hummingbird Ln Dead End 686 Lindengrove LOCAL 2 (Green) Diamondgate Briarcliff 1,165 Goldenfield LOCAL 2 (Green) Diamondgate Dead End 114
Diamond Gate LOCAL 2 (Green) Lindengrove Dead End 1,481 Briarcliff LOCAL 2 (Green) Lindengrove Westwing 1,144
Grandbriar LOCAL 2 (Green) Briarcliff Dead End 792
Helmcrest LOCAL 2 (Green) Briarcliff Dead End 634
Thornbird LOCAL 2 (Green) Briarcliff Dead End 536
Crystalglen LOCAL 2 (Green) Diamondgate Dead End 332
Collingwood LOCAL 2 (Green) Briarcliff Diamondgate 730
Satinbush LOCAL 2 (Green) Collingwood Dead End 141
Crestview LOCAL 2 (Green) Meadow Point Dead End 733
Meadow Point LOCAL 2 (Green) Skygate Diamondgate 486
Skygate LOCAL 2 (Green) Westwing Meadow Point 1,056
Mayflower LOCAL 2 (Green) ShoreCliff Dead End 421
Shorecliff LOCAL 2 (Green) Ridgecrest Dead End 1,848
Ramblewood LOCAL 2 (Green) ShoreCliff Westwing 574
Timberbluff LOCAL 2 (Green) Ramblewood Dead End 267
Flinstone LOCAL 2 (Green) Eastwing Dead End 1,320
Windstar LOCAL 2 (Green) Flintsone Dead End 95
Eastwing LOCAL 2 (Green) Heatherwood Aliso Creek 1,229
Eastwing LOCAL 2 (Green) Heatherwood Ramblewood 1,941
Highpoint LOCAL 2 (Green) Stonebrook Dead End 957
Stonebrook LOCAL 2 (Green) Westwing Dead End 528
Westwing LOCAL 2 (Green) Aliso Creek Ramblewood 2,548
Ridgecrest LOCAL 2 (Green) Oakleigh Shorecliff 1,584
Brooktree LOCAL 2 (Green) Oakleigh Dead End 424
Oakleigh LOCAL 2 (Green) Eastwing Brooktree 414
Sandbridge LOCAL 2 (Green) Highpoint Heatherwood 1,169
Crossbow LOCAL 2 (Green) Sandbridge Saddleridge 293
Saddleridge LOCAL 2 (Green) Highpoint Dead End 1,097
Pathfinder LOCAL 2 (Green) Saddleridge Eaglepoint 264
Eaglepoint LOCAL 2 (Green) End End 507
Heatherwood LOCAL 2 (Green) Eastwing Dead End 931
Zone 2
Plate 1.1 - Project Limits Table

Page 2 of 4 ends

DRAFT
213
Street Name Functional
Classification Zone From To Length (ft)
Bay Laurel LOCAL 2 (Green) Westwing Coppercrest 514
Hazelbranch LOCAL 2 (Green) Bay Laurel Dead End 196
Coppercrest LOCAL 2 (Green) End End 921
Tanglewood LOCAL 2 (Green) Westwing Dead End 1,050
Northwinds LOCAL 2 (Green) Westwing Dead End 698
Hollyoak LOCAL 2 (Green) Alicia Pkwy Laurelmont 1,225
Laurelmont LOCAL 2 (Green) Alicia Pkwy Hollyoak 1,338
Mareblu LOCAL 2 (Green) Pacific Park Dead End 565
Hollyleaf LOCAL 3 (Yellow) Hopseed Bottlebrush 984
Hollyleaf LOCAL 3 (Yellow) Bottlebrush Dead End 1,111
Coffeeberry LOCAL 3 (Yellow) Hollyleaf Dead End 422
Sugar Gum LOCAL 3 (Yellow) Hollyleaf Dead End 335
Lilac LOCAL 3 (Yellow) Hollyleaf Dead End 150
Hopseed LOCAL 3 (Yellow) Hollyleaf Wood Vista 2,048
Bottlebrush LOCAL 3 (Yellow) Silkwood Hollyleaf 480
Sugarbush LOCAL 3 (Yellow) Bottlebrush Dead End 630
Silkwood LOCAL 3 (Yellow) Canyon Vistas Dead End 1,206
Scrub Oak LOCAL 3 (Yellow) Silkwood Dead End 453
Stone Pine LOCAL 3 (Yellow) Hopseed Dead End 792
Lantana LOCAL 3 (Yellow) Hopseed Dead End 792
Goldenrain LOCAL 3 (Yellow) Hopseed Dead End 770
Deerwood LOCAL 3 (Yellow) Hopseed Dead End 950
Wood Vista Way LOCAL 3 (Yellow) Hopseed Canyon Vistas 1,136 Canyon Vistas LOCAL 3 (Yellow) Pacific Park Wood Vista Way 953 Canyon Vistas LOCAL 3 (Yellow) Wood Vista Way Silkwood 1,569 Coastal Oak LOCAL 3 (Yellow) Canyon Vistas Peppertree 1,848 Rockrose LOCAL 3 (Yellow) Canyon Vistas Peppertree 2,073 Sprucewood LOCAL 3 (Yellow) Canyon Vistas Peppertree 2,423 Bearberry LOCAL 3 (Yellow) Timberland Dead End 158
Timberland LOCAL 3 (Yellow) Peppertree Dead End 2,213
Sagebrush LOCAL 3 (Yellow) Timberland Canyon Vistas 312 Elderwood LOCAL 3 (Yellow) Sagebrush Dead End 1,584
Clusterberry LOCAL 3 (Yellow) Timberland Elderwood 158
Peppertree LOCAL 3 (Yellow) Pacific Park Dr Sprucewood 1,162 Peppertree LOCAL 3 (Yellow) Sprucewood End 1,046
Chase LOCAL 3 (Yellow) Paradise Bay Sanborn 658
Chase LOCAL 3 (Yellow) Sanborn Pacific Park Dr 587
Chase LOCAL 3 (Yellow) Paradise Bay Thisledown 1,132
Northern Pine Loop LOCAL 3 (Yellow) Ponderosa Ponderosa 2,112 Sierra Cir LOCAL 3 (Yellow) Northern Pine Loop Dead End 185 Oak Ridge Cir LOCAL 3 (Yellow) Northern Pine Loop Dead End 183 Boulder Cir LOCAL 3 (Yellow) Northern Pine Loop Dead End 149 Sanborn LOCAL 3 (Yellow) Chase Aurora 1,189
Sanborn LOCAL 3 (Yellow) Aurora Wood Canyon Dr 999
Key Largo LOCAL 3 (Yellow) Sanborn Cayman Brac 595
Cayman Brac LOCAL 3 (Yellow) Brittany Bay Laguna Madre 643 Cayman Brac LOCAL 3 (Yellow) Brittany Bay Key Largo 559 Brittany Bay LOCAL 3 (Yellow) Cayman Brac Key Largo 310 Cape Coral LOCAL 3 (Yellow) Laguna Madre Brittany Bay 712 Palm Hbr LOCAL 3 (Yellow) Cayman Brac Cape Coral 292
Laguna Madre LOCAL 3 (Yellow) Cayman Brac Cape Coral 284 Paradise Bay LOCAL 3 (Yellow) Chase Cayman Brac 144
Wood Canyon Dr LOCAL 3 (Yellow) Thistledown Alastair 1,896 Wood Canyon Dr LOCAL 3 (Yellow) Grand Sanborn 703
Wood Canyon Dr LOCAL 3 (Yellow) Sanborn Pacific Park Dr 1,346 Wood Canyon Dr LOCAL 3 (Yellow) Pacific Park Dr Oakgrove 904 Oakgrove LOCAL 3 (Yellow) Wood Canyon Dr Pleasant Walk 1,340 Zone 3
Plate 1.1 - Project Limits Table

Page 3 of 4 ends

DRAFT
214
Street Name Functional
Classification Zone From To Length (ft)
Boundary Oak LOCAL 3 (Yellow) Pleasant Walk Weybridge 1,178 Picket Ln LOCAL 3 (Yellow) Wood Canyon Dr Plateau 143
Plateau LOCAL 3 (Yellow) North End Picket Ln 1,342
Plateau LOCAL 3 (Yellow) Picket Ln South End 439
Plateau LOCAL 3 (Yellow) Plateau Wood Canyon Dr 141
Nantais LOCAL 3 (Yellow) Pierremont Dead End 264
Pierremont LOCAL 3 (Yellow) Parisville Dead End 910
Parisville LOCAL 3 (Yellow) Grand Dead End 398
Grand LOCAL 3 (Yellow) Aliso Viejo Pkwy Wood Canyon Dr 909 Grand LOCAL 3 (Yellow) Aliso Viejo Pkwy Vantis Dr (pvt) 264 Erica Ln LOCAL 3 (Yellow) Grand Richemont Wy 146
Richemont Way LOCAL 3 (Yellow) Caledon Ct Kara Ct 534
Caledon Ct LOCAL 3 (Yellow) Richemont Wy Dead End 321
Gala Ct LOCAL 3 (Yellow) Richemont Wy Dead End 264
Kara Ct LOCAL 3 (Yellow) Richemont Wy Dead End 264
Enterprise LOCAL 3 (Yellow) Antares Aliso Viejo Pkwy 1,672 Enterprise LOCAL 3 (Yellow) Antares Pacific Park Dr 418 Plate 1.1 - Project Limits Table

Page 4 of 4 ends

DRAFT
215
C-1
C-2
C-3
C-4
C-5 C-6
C-7
C-8
C-9
C-10
C-11
C-12C-13
C-14C-15
C-16
C-17 C-18
C-19
C-20
C-21
C-22
C-23
C-24
C-25
C-26
C-27
C-28
C-29
C-30 C-31
C-32C-33 C-34
C-35
C-36
C-37
C-38
C-39
C-40
C-41
00 2000'
UNINC.

UNINC.

LAGUNA
LAGUNA
HILLS
NIGUEL

LAGUNA WOODS
LEGEND

APPROXIMATE LOCATION OF

AC CORE HOLE MARKOUT
Date:

Project No.:

Plate
AC Coring Location Map
20-100-01
September 20, 2024

2.1 ALICIA PKWY

MOULTON PKWY
CA - 73

PACIFIC PARK DR

ALISO VIEJO PKWY

ALISO CREEK RD

EL TORO RD
DRAFT
216

AC CORE HOLE
#

AC THICKNESS
(INCHES)

AB THICKNESS
(INCHES) SUBGRADE MC ZONE
C-1 15.25 0 MH 53.9%
C-2 8 0 ML 69.3%
C-3 6.75 0 SM 76.8% 1
C-4 15.25 0 CL NA
C-5 14.5 0 ML NA
C-6 6.25 0 CL 25.8% 2
C-7 5.5 0 CH 30.3% 2
C-8 5.75 0 MH 28.9%
C-9 12.25 0 CL-CH 27.9% 3
C-10 10.25 0 SC 20.9% 3
C-11 6 0 SM 10.6% 3
C-12 6.5 0 MH 49.6% 3
C-13 8 0 MH 37.0% 3
C-14 7.5 0 CH 49.9% 3
C-15 9.25 0 CL over ML 19.2% 3
C-16 5.5 0 CL 37.0% 3
C-17 13.25 0 CL 21.6% 3
C-18 9.25 0 CH 77.4% 1
C-19 8.75 0 MH 39.7% 1
C-20 5.25 6.75 CTB ML 81.3%
C-21 5 0 MH 88.7%
C-22 6 0 SC-CL 13.2% 1
C-23 8 0 SC 10.8% 1
C-24 6 0 SC 10.9% 1
C-25 5 0 SC-CL 14.6% 1
C-26 7.75 4 CL over CH over SM 1
C-27 8.25 0 CL 12.9% 1
C-28 5 0 CL 24.1% 1
C-29 5 0 SC 11.1%
C-30 4.5 0 CL-SC 12.9% 2
C-31 4 5 CTB CL 12.2% 2
C-32 3.5 4.5 CTB CL 7.8% 2
C-33 3.5 5 CTB SC 12.4% 2
C-34 3.5 5.5 CTB SC over SM over CL 21.0% 2
C-35 4.25 6 CL 13.3% 2
C-36 4 10 CTB SC 10.5% 2
C-37 3.5 12.25 CTB SC 13.5% 2
C-38 6 0 SC 12.9%
C-40 11.25 0 MH 73.2% 3
C-41 7.25 0 MH 24.9% 3
Date:

Project No.:

Plate
AC Coring Location Map
20-100-01
September 20, 2024

2.2 DRAFT
217
Location ID C-1 C-2 C-3 C-4
Location
Description
Glenwood Dr, SB, Lane 2, across from
Brookline Park sign Glenwood Dr, NB, Lane 2, near 23 Brookline 88-99 Brookline 26521 Aliso Creek Rd, NB, Lane 3 Pavement Structural Section
Description and Thicknesses

15.25-inches thick AC,
1/2-inch wide crack extends 4.75 inches deep,
existing surface lift is 2.25 inches
Intact lifts
Paving fabric not encountered

8.0-inches thick AC,
1/2-inch wide crack extends 4.25 inches deep,
existing surface lift is 2.25 inches
Intact lifts
Paving fabric not encountered

6.75-inches thick AC,
1/2-inch wide crack extends through entire AC
layer, existing surface lift is 2.5 inches
Separated lifts at 2.5 inches
Paving fabric not encountered

15.25-inches thick AC,
1/4-inch wide crack extends 8.25-inches deep,
existing surface lift is 1.25 inches
Separated lifts at 1.25 inches
Paving fabric not encountered
Aggregate Base (AB) Thickness
& Description Not encountered Not encountered Not encountered Not encountered Subgrade Soil
Description

15.25 to 52.0 inches depth
ELASTIC SILT w/ SAND (MH);
Yellowish grey, dry to damp, firm

8.0 to 43.0 inches depth
DIATOMACEOUS SILT (ML);
Yellowish grey, dry to damp, firm

6.75 to 48.0 inches depth
SILTY SAND (SM);
Olive grey, damp, medium dense
soil becomes looser at 14 inches depth

15.25 to 62.0 inches depth
SANDY ELASTIC SILT (MH);
Olive, damp, stiff
Maximum Depth of Excavation
Depth to Groundwater
(if encountered)

52.0 inches
Groundwater not encountered

43.0 inches (Refusal)
Groundwater not encountered

48.0 inches
Groundwater not encountered

62.0 inches
Groundwater not encountered
Location ID C-5 C-6 C-7 C-8
Location
Description
26531 Aliso Creek Rd, SB, Lane 3, near St.

Moritza Apt sign Intersection of Hollyoak and Laurel Mont 11 Mareblu Boundary Oak, SB Pavement Structural Section
Description and Thicknesses

14.5-inches thick AC,
1/4-inch wide crack extends 1.0-inch deep,
existing surface lift is 2.25 inches
Separated lifts at 4.25 inches
Paving fabric not encountered

6.5-inches thick AC,
Core taken on area free of cracking, existing
surface lift is 2.25 inches
Intact lifts
Paving fabric not encountered

5.5-inches thick AC,
1/8-inch wide crack extends through the entire
AC layer, existing surface lift is 3.0 inches
Separated lifts at 3.0 inches
Paving fabric not encountered

5.75-inches thick AC,
1/4-inch wide crack extends 3.25 inches deep,
existing surface lift is 3.25 inches
Intact lifts
Paving fabric not encountered
Aggregate Base (AB) Thickness
& Description Not encountered Not encountered Not encountered Not encountered Subgrade Soil
Description

14.5 to 48.0 inches depth
SANDY SILT (ML);
Grey, damp, firm

6.5 to 48.0 inches depth
SILTY CLAY (CL);
Grey, damp, firm

5.5 to 48.0 inches depth
SANDY FAT CLAY (CH);
Olive, damp, firm

5.75 to 50.0 inches depth
SANDY ELASTIC SILT (MH);
Olive brown, damp, hard
Maximum Depth of Excavation
Depth to Groundwater
(if encountered)

48.0 inches
Groundwater not encountered

50.0 inches
Groundwater not encountered
Coring Performed on 8/29/2022 - 8/30/2022 & 9/8/202 - 9/9/2022 GMU Project 20-100-01
Plate 3 - Pavement Coring Summary Table

Page 1 of 5 ends

DRAFT
218
Location ID C-9 C-10 C-11 C-12
Location
Description Wood Canyon Dr near Grand, SB Wood Canyon, NB, Lane 2 81 Plateau 39 Pierremont Pavement Structural Section
Description and Thicknesses

12.25-inches thick AC,
Core was taken in a non-cracked area, top lift is

3.25 inches
Intact lifts
Paving fabric not encountered

10.25-inches thick AC,
1/2-inch wide crack extends 3.25 inches deep,
existing surface lift is 3.25 inches
Intact lifts
Paving fabric not encountered

6.0-inches thick AC,
1/8-inch wide crack extends through entire AC layer,
existing surface lift is 2.25 inches
Intact lifts
Paving fabric not encountered

6.5-inches thick AC,
1/8-inch wide crack extends through entire AC
layer, existing surface lift is 3.0 inches
Separated lifts at 3.0 inches
Paving fabric not encountered
Aggregate Base (AB) Thickness
& Description Not encountered Not encountered Not encountered Not encountered Subgrade Soil
Description

12.25 to 51.0 inches depth
SILTY CLAY to FAT CLAY w/ GRAVEL (CL-CH);
Grey, damp, firm

10.25 to 49.0 inches depth
CLAYEY SAND (SC);
Olive, damp, medium dense

6.0 to 48.0 inches depth
SILTY SAND (SM);
Brown, damp, medium dense
Less clay present at 2 feet compared to upper pulls

6.5 to 36.0 inches depth
ELASTIC SILT w/ SAND (MH);
Grey, damp, soft
Maximum Depth of Excavation
Depth to Groundwater
(if encountered)

51.0 inches
Groundwater not encountered

49.0 inches
Groundwater not encountered

48.0 inches
Groundwater not encountered

36.0 inches (Refusal)
Groundwater not encountered
Location ID C-13 C-14 C-15 C-16
Location
Description 31 Key Largo 18 Richemont Way Chase, WB 5 Sierra Circle Pavement Structural Section
Description and Thicknesses

8.0-inches thick AC,
1/8-inch wide crack extends through entire AC
layer, existing surface lift is 1.5 inches
Separated lifts at 5.0 inches
Paving fabric not encountered

7.5-inches thick AC,
3/4-inch wide crack extends through entire AC
layer, existing surface lift is 2.0 inches
Intact lifts
Paving fabric not encountered

9.25-inches thick AC,
1/4-inch wide crack extends through entire AC layer,
existing surface lift is 2.25 inches
Intact lifts
Paving fabric not encountered

5.5-inches thick AC,
1/8-inch wide crack extends 1.5 inches deep,
existing surface lift is 1.5 inches
Intact lifts
Paving fabric not encountered
Aggregate Base (AB) Thickness
& Description Not encountered Not encountered Not encountered Not encountered Subgrade Soil
Description

8.5 to 48.0 inches depth
SANDY ELASTIC SILT (MH);
Brown, damp, firm

7.5 to 48.0 inches depth
FAT CLAY (CH);
Olive, damp, firm

9.25 to 36.0 inches depth
SANDY CLAY (CL);
Orangish brown, damp, firm

36.0 to 48.0 inches depth
SANDY SILT (ML);
Grey, damp, firm

5.5 to 48.0 inches depth
SANDY CLAY (CL);
Olive brown, damp, firm
Maximum Depth of Excavation
Depth to Groundwater
(if encountered)

48.0 inches
Groundwater not encountered

48.0 inches
Groundwater not encountered
Plate 3 - Pavement Coring Summary Table
GMU Project 20-100-01
Coring Performed on 8/29/2022 - 8/30/2022 & 9/8/202 - 9/9/2022

Page 2 of 5 ends

DRAFT
219
Location ID C-17 C-18 C-19 C-20
Location
Description 14 Brittany Bay Enterprise to the rear of bus stop, EB, Lane 2 Via Iglesia Near intersection of Via San Martine, NB Intersection of Cedarbrook and Via Abruzzi
P
avement Structural Section
Description and Thicknesses

13.0-inches thick AC,
1/2-inch wide crack extends through entire AC
layer, existing surface lift is 2.5 inches
Separated lifts at 2.5 inches
Paving fabric not encountered

9.25-inches thick AC,
Core was taken in non-cracked area, existing
surface lift is 2.0 inches
Intact lifts
Paving fabric not encountered

8.75-inches thick AC,
1/8-inch wide crack extends through entire AC layer,
existing surface lift is 2.0 inches
Separated lifts at 2.0 inches
Paving fabric encountered at 2.0 inches

5.25-inches thick AC,
3/4-inch wide crack extends through entire AC
layer, existing surface lift is 2.0 inches
Intact lifts
Paving fabric not encountered
Aggregate Base (AB) Thickness
& Description Not encountered Not encountered Not encountered

6.75 inches thick CTB,
Dry, subangular, very dense based on difficulty of
excavation
Subgrade Soil
Description

13.0 to 48.0 inches depth
SANDY CLAY (CL);
Olive, damp, soft to firm

9.25 to 48.0 inches depth

SANDY FAT CLAY (CH)
Grey, damp, firm

8.75 to 54.0 inches depth
ELASTIC SILT (ML);
Greyish brown, damp to moist, firm

12.0 to 48.0 inches depth
DIATOMACEOUS SILT (ML);
Grey, damp, firm
Maximum Depth of Excavation
Depth to Groundwater
(if encountered)

48.0 inches
Groundwater not encountered

54.0 inches
Groundwater not encountered

48.0 inches
Groundwater not encountered
Location ID C-21 C-22 C-23 C-24
Location
Description Cedarbrook, NB Corner of Bluebird Lane Near intersection of Canyon Wren Street and Seagull Lane 30 Chickadee, NB
Pavement Structural Section
Description and Thicknesses

5.0-inches thick AC,
3/4-inch wide crack extends 1.75 inches deep,
existing surface lift is 1.5 inches
Intact lifts
Paving fabric not encountered

6.0-inches thick AC,
1/2-inch wide crack extends through entire AC
layer, existing surface lift is 2.5 inches
Intact lifts
Paving fabric not encountered

8.0-inches thick AC,
Core was taken in non-cracked area, existing
surface lift is 2.0 inches
Intact lifts
Paving fabric not encountered

6.0-inches thick AC,
1/8-inch wide crack extends 2.0 inches deep,
existing surface lift is 1.75 inches
Intact lifts
Paving fabric not encountered
Aggregate Base (AB) Thickness
& Description Not encountered Not encountered Not encountered Not encountered Subgrade Soil
Description

5.0 to 49.0 inches depth
ELASTIC SILT (MH);
Grey, dry to damp, dense

6.0 to 45.0 inches depth
CLAYEY SAND to SANDY CLAY (SC-CL)
Reddish brown, damp, medium dense/firm

8.0 to 24.0 inches depth
CLAYEY SAND (SC);
Orangish brown, dry to damp, medium dense

6.0 to 49.5 inches depth
CLAYEY SAND (SC);
Reddish brown, damp to moist, medium dense
Maximum Depth of Excavation
Depth to Groundwater
(if encountered)

49.0 inches
Groundwater not encountered

45.0 inches
Groundwater not encountered

24.0 inches (Refusal)
Groundwater not encountered

49.5 inches
Groundwater not encountered
Plate 3 - Pavement Coring Summary Table
GMU Project 20-100-01
Coring Performed on 8/29/2022 - 8/30/2022 & 9/8/202 - 9/9/2022

Page 3 of 5 ends

DRAFT
220
Location ID C-25 C-26 C-27 C-28
Location
Description Mallard Drive 19 Surfbird Near intersection of Westwing and Moorhen Lane 23 Raven Lane Pavement Structural Section
Description and Thicknesses

5.0-inches thick AC,
1/8-inch wide crack extends through entire AC
layer, existing surface lift is 1.75 inches
Separated lifts at 1.75 inches
Paving fabric not encountered

7.75-inches thick AC,
1/8-inch wide crack extends 3.5 inches deep,
existing surface lift is 3.5 inches
Separated lifts at 3.5 inches
Paving fabric encountered at 3.5 inches

8.25-inches thick AC,
1/8-inch wide crack extends 6.0 inches deep,
existing surface lift is 2.0 inches
Separated lifts at 2.0 inches
Paving fabric not encountered

5.0-inches thick AC,
1/8-inch wide crack extends through entire AC
layer, existing surface lift is 1.75 inches
Separated lifts at 1.75 inches
Paving fabric not encountered
Aggregate Base (AB) Thickness
& Description Not encountered

4.25 inches thick AB,
Damp, subangular aggregates, very dense based
on difficulty of excavation
Not encountered Not encountered
Subgrade Soil
Description

5.0 to 45.0 inches depth
CLAYEY SAND to SANDY CLAY (SC-CL);
Orangish brown, dry to damp, medium dense/firm

12.0 to 21.0 inches depth
SANDY CLAY (CL);
Dark grey w/ orange, damp, firm

21.0 to 28.0 inches depth
FAT CLAY (CH);
Orangish brown, damp, firm

28.0 to 49.0 inches depth
SILTY SAND (SM);
Orangish brown, damp, medium dense

8.25 to 21.0 inches depth
SANDY CLAY (CL);
Orangish brown, dry to damp, firm

5.0 to 47.0 inches depth
SANDY LEAN CLAY (CL);
Greyish brown, damp, firm
Maximum Depth of Excavation
Depth to Groundwater
(if encountered)

45.0 inches
Groundwater not encountered

49.0 inches
Groundwater not encountered

21.0 inches (Refusal)
Groundwater not encountered

47.0 inches
Groundwater not encountered
Location ID C-29 C-30 C-31 C-32
Location
Description Coral Bill Lane 50 Hummingbird Lane 22 Diamond Gate 27 Helmcrest Pavement Structural Section
Description and Thicknesses

5.0-inches thick AC,
1/8-inch wide crack extends through entire AC
layer, existing surface lift is 1.75 inches
Intact lifts
Paving fabric not encountered

4.5-inches thick AC,
1/8-inch wide crack extends through entire AC
layer, existing surface lift is 1.0 inch
Separated lifts at 2.5 inches
Paving fabric not encountered

4.0-inches thick AC,
1/8-inch wide crack extends 1.75 inches deep,
existing surface lift is 1.75 inch
Separated lifts at 1.75 inches
Paving fabric not encountered

3.5-inches thick AC,
1/2-inch wide crack extends through entire AC
layer, existing surface lift is 2.0 inches
Intact lifts
Paving fabric not encountered
Aggregate Base (AB) Thickness
& Description Not encountered Not encountered

5.75-inches thick AB.

Dry, subangular aggregates, medium dense based
on difficulty of excavation

4.5-inches thick AB.

Damp, angular aggregates, dense based on
difficulty of excavation
Subgrade Soil
Description

5.0 to 18.0 inches depth
CLAYEY SAND w/ COBBLES (SC);
Brown, damp, medium dense

4.5 to 48.0 inches depth
SANDY CLAY to CLAYEY SAND (CL-SC);
Brown, moist, soft

9.75 to 34.0 inches depth
SANDY CLAY (CL);
Reddish brown, damp, medium dense

8.0 to 18.0 inches depth
SILTY SAND w/ CLAY & GRAVEL (SM);
Brown, damp, medium dense
Maximum Depth of Excavation
Depth to Groundwater
(if encountered)

18.0 inches (Refusal)
Groundwater not encountered

48.0 inches
Groundwater not encountered

34.0 inches (Refusal)
Groundwater not encountered

18.0 inches (Refusal)
Groundwater not encountered
Plate 3 - Pavement Coring Summary Table
GMU Project 20-100-01
Coring Performed on 8/29/2022 - 8/30/2022 & 9/8/202 - 9/9/2022

Page 4 of 5 ends

DRAFT
221
Location ID C-33 C-34 C-35 C-36
Location
Description 2 Grandbriar 29 Ridgecrest 9 Eagle Point Near intersection of Westwing and Briarcliff Pavement Structural Section
Description and Thicknesses

3.5-inches thick AC,
1/4-inch wide crack extends through entire AC
layer, existing surface lift is 2.0 inches
Intact lifts
Paving fabric not encountered

3.5-inches thick AC,
1/2-inch wide crack extends through entire AC
layer, existing surface lift is 2.0 inches
Intact lifts
Paving fabric not encountered

4.25-inches thick AC,
1/4-inch wide crack extends through entire AC layer,
existing surface lift is 2.0 inches
Intact lifts
Paving fabric not encountered

4.0-inches thick AC,
1/8-inch wide crack extends through entire AC
layer, existing surface lift is 2.0 inches
Intact lifts
Paving fabric not encountered
Aggregate Base (AB) Thickness
& Description

5.0 inches thick AB,
Damp, angular aggregates, dense based on
difficulty of excavation

5.5 inches thick AB,
Damp, subangular aggregates, medium dense
based on difficulty of excavation

6.25 inches thick AB,
Damp, subangular to angular aggregates, medium
dense based on difficulty of excavation

10.0 inches thick CTB,
Dry, subrounded to angular aggregates, very
dense based on difficulty of excavation
Subgrade Soil
Description

8.5 to 48.0 inches depth
CLAYEY SAND w/ GRAVEL (SC);
Reddish brown, damp, loose

9.0 to 13.0 inches depth
CLAYEY SAND (SC);
Grayish light brown, damp, medium dense

13.0 to 18.0 inches depth
SILTY SAND (SM);
Orangish brown, damp, medium dense

18.0 to 48.0 inches depth
LEAN CLAY w/ SAND (CL);
Grayish brown, damp, firm, gypsum fragments,
All clay at 36.0 inches

10.5 to 30.5 inches depth
SANDY CLAY (CL);
Brown, damp, medium dense. clay at 17"

14.0 to 37.0 inches depth
CLAYEY SAND w/ GRAVEL (SC);
Reddish brown, damp, medium dense
Maximum Depth of Excavation
Depth to Groundwater
(if encountered)

48.0 inches
Groundwater not encountered

30.5 inches (Refusal)
Groundwater not encountered

37.0 inches (Refusal)
Groundwater not encountered
Location ID C-37 C-38 C-40 C-41
Location
Description 31 Tanglewood 1 Hollyleaf 15 Elderwood 65 Coastal Oak Pavement Structural Section
Description and Thicknesses

3.5-inches thick AC,
1/8-inch wide crack extends through entire AC
layer, existing surface lift is 2.0 inches
Intact lifts
Paving fabric not encountered

6.0-inches thick AC,
1/2-inch wide crack extends through entire AC
layer, existing surface lift is 1.5 inches
Intact lifts
Paving fabric not encountered

11.25-inches thick AC,
1/8-inch wide crack extends 4.25 inches deep,
existing surface lift is 2.0 inch
Separated lifts at 4.25 inches
Paving fabric not encountered

7.25-inches thick AC,
1/4-inch wide crack extends through entire AC
layer, existing surface lift is 2.25 inches
Intact lifts
Paving fabric not encountered
Aggregate Base (AB) Thickness
& Description

12.25 inches thick CTB,
Dry, angular aggregates, dense based on difficulty
of excavation
Not encountered Not encountered Not encountered
Subgrade Soil
Description

15.75 to 22.0 inches depth
CLAYEY SAND w/ GRAVEL (SC);
Orangish brown, damp, medium dense

6.0 to 48.0 inches depth
CLAYEY SAND (SC);
Brown, damp, medium dense
Large gravel at 18.0 inches; green
sandstone/siltstone at 27.0 inches

11.5 to 48.0 inches depth
SANDY ELASTIC SILT (MH);
Light grey, damp, soft

7.25 to 33.0 inches depth
ELASTIC SILT (MH);
Olive grey, damp, firm
Maximum Depth of Excavation
Depth to Groundwater
(if encountered)

22.0 inches (Refusal)
Groundwater not encountered

48.0 inches
Groundwater not encountered

33.0 inches (Refusal)
Groundwater not encountered
Plate 3 - Pavement Coring Summary Table
GMU Project 20-100-01
Coring Performed on 8/29/2022 - 8/30/2022 & 9/8/202 - 9/9/2022

Page 5 of 5 ends

DRAFT
222

HUMMINGBIRD LN

DIAMOND GATE

EL TORO RD

ALISO CREEK RD
73 TOLL ROAD

5.69 17.43

29.37 5.52

17.89 17.77

25.35 19.06

26.18 19.4

12.99 13

38.41 13.5

8.96 39.87

36.15 28.36

40.25 33.65

28.83 32.56

17.01 5.44

31.04 39.29 15.25

14.66 13.54

16.55 15.89

10.9 32.02

14.68 13.71

26.02 34.09

16.14 20.59 12.49

11.05 29.21

7.67 18.5

12.26 33.19

21.36 10.12

9.22 31.64

BITTERN LN

PHOEBE CT

HUMMINGBIRD LN BELLS VIREO LN
Date:

Project No.:

Plate

PAVEMENT DEFLECTION

TESTING DATA MAP
20-100-01
September 20, 2024

4.1 KEY MAP
PLATE

4.2 SCALE: 1" = 10,000'
PLATE

4.1 PLATE

4.3 PLATE

4.4 PLATE

4.5 PLATE

4.6 PLATE

4.7 PLATE

4.8 LEGEND

APPROXIMATE LOCATION OF MARGINAL
DEFLECTION (BETWEEN 12 & 28 MILS)

APPROXIMATE LOCATION OF RELATIVELY
HIGH DEFLECTION (GREATER THAN 28 MILS)

APPROXIMATE LOCATION OF RELATIVELY
LOW DEFLECTION (LESS THAN 12 MILS)
00 300'
DRAFT
223

PACIFIC PARK DR

ELDERWOOD CANYON VISTA

PEPPERTREE

SANDBORN

9.07 5.93

10.81 9.6

11.76 9.25

10.37 13.03

17.4210.877.21

8.42 10.66

15.7324.03

24.89 27

27.32 22.91

14.41 12.02

16.76 28.67

27.31 22.67

20.07 23.23

17.25 8.42

11.08 7.41

10.83 12.98

10.2 7.72

9.98 6.53

5.71 10.027.797.92

8.89 9.97

8.07 ROCKROSE
CHASE
CHASE
73 TOLL ROAD
Date:

Project No.:

Plate

PAVEMENT DEFLECTION

TESTING DATA MAP
20-100-01
September 20, 2024

4.2 00 300'

KEY MAP
PLATE

4.2 SCALE: 1" = 10,000'
PLATE

4.1 PLATE

4.3 PLATE

4.4 PLATE

4.5 PLATE

4.6 PLATE

4.7 PLATE

4.8 LEGEND

APPROXIMATE LOCATION OF MARGINAL
DEFLECTION (BETWEEN 12 & 28 MILS)

APPROXIMATE LOCATION OF RELATIVELY
HIGH DEFLECTION (GREATER THAN 28 MILS)

APPROXIMATE LOCATION OF RELATIVELY
LOW DEFLECTION (LESS THAN 12 MILS)
DRAFT
224

WOOD CANYON DR

OAKGROVE

20.3 26.26

21.94 21.85

5.46 19.2

15.44 15.24

26.89 27.94

22.05 16.93

26.75 21.37

28.36 26.54

OAKGROVE AVE

PACIFIC PARK DR

PACIFICGROVE DR
Date:

Project No.:

Plate

PAVEMENT DEFLECTION

TESTING DATA MAP
20-100-01
September 20, 2024

4.3 00 300'

KEY MAP
PLATE

4.2 SCALE: 1" = 10,000'
PLATE

4.1 PLATE

4.3 PLATE

4.4 PLATE

4.5 PLATE

4.6 PLATE

4.7 PLATE

4.8 LEGEND

APPROXIMATE LOCATION OF MARGINAL
DEFLECTION (BETWEEN 12 & 28 MILS)

APPROXIMATE LOCATION OF RELATIVELY
HIGH DEFLECTION (GREATER THAN 28 MILS)

APPROXIMATE LOCATION OF RELATIVELY
LOW DEFLECTION (LESS THAN 12 MILS)
DRAFT
225

WOOD CANYON DR

PIERREMONT
GRAND

ALISO VIEJO PKWY
73 TOLL ROAD

8.53 5.86

8.98 8.94

9.03 8.82

3.22 5.53

4.57 3.7

3.23 3.32

4.04 3.25

3.42 3.02

7.09 6.42

8.36 6.91

10.48 8.7

9.52 10.77

8.11 8.64

11.6 7.97

4.14 6.23

4.71 3.77

3.2 3.64

2.93 4.41

3.27 4.7

2.89 8.31

7.89 10.74

10.18 8.81

25.79 15.98 12.33 14.67

14.12 15.18

18.6617.7218.320.32

23.47 ENTERPRISE
Date:

Project No.:

Plate

PAVEMENT DEFLECTION

TESTING DATA MAP
20-100-01
September 20, 2024

4.4 00 300'

KEY MAP
PLATE

4.2 SCALE: 1" = 10,000'
PLATE

4.1 PLATE

4.3 PLATE

4.4 PLATE

4.5 PLATE

4.6 PLATE

4.7 PLATE

4.8 LEGEND

APPROXIMATE LOCATION OF MARGINAL
DEFLECTION (BETWEEN 12 & 28 MILS)

APPROXIMATE LOCATION OF RELATIVELY
HIGH DEFLECTION (GREATER THAN 28 MILS)

APPROXIMATE LOCATION OF RELATIVELY
LOW DEFLECTION (LESS THAN 12 MILS)
DRAFT
226

EAGLEPOINT

RIDGECREST

SURFBIRD LN

GLENWOOD DRALISO CREEK RD

20.63 15.74

25.21 26.99

19.07 27.31

15.69 13.84

27.21 41.34

26.43 34.85

17.36 12.93

17.05 10.47

25.1 32.92

17.83 16.48

23.66 23.3812.28

3.31 5.51

3.71 4.15

7.15 6.79

10.46 6.79

7.83 7.55 9.75

4.3 4.89

4.89 5.29

4.76 4.72

6.08 5.62

5.948.43

8.02 6

4.95 4.49

4.58 7.07

8.29 8.46

8.65 5.77 3.78

3.35 5.46

6.14 5.18

7.94 4.9

10.53 8.57

10.83 9.38 13.28 14.4 12.37 13.48 15.29 11.71 12.17

14.6516.669.7712.9414.518.847.868.87.41

8.87 BROOKLINE

GLENWOOD DR

GOLF DR

ANACAPA LN

SANTA BARBARA DR
00 400'
Date:

Project No.:

Plate

PAVEMENT DEFLECTION

TESTING DATA MAP
20-100-01
September 20, 2024

4.5 KEY MAP
PLATE

4.2 SCALE: 1" = 10,000'
PLATE

4.1 PLATE

4.3 PLATE

4.4 PLATE

4.5 PLATE

4.6 PLATE

4.7 PLATE

4.8 LEGEND

APPROXIMATE LOCATION OF MARGINAL
DEFLECTION (BETWEEN 12 & 28 MILS)

APPROXIMATE LOCATION OF RELATIVELY
HIGH DEFLECTION (GREATER THAN 28 MILS)

APPROXIMATE LOCATION OF RELATIVELY
LOW DEFLECTION (LESS THAN 12 MILS)
DRAFT
227

WESTWING

MERLIN AVE

SURFBIRD LN

MALLARD DR

EL TORO RD

14.92 19.0819.61

12.56 15.33

16.47 11.81

8.8 31.19

23.18 49.59

27.53 40.35

35.44 14.5

14.59 8.72

11.89 9.58

11.31 10.56

11.57 8.5510.7

11.73 6.14

12.08 8.61

7.768.87

OSPREY AVE

MOORHEN LN

CANYON WREN LN

EGRET LN

SURFBIRD LN
00 300'
Date:

Project No.:

Plate

PAVEMENT DEFLECTION

TESTING DATA MAP
20-100-01
September 20, 2024

4.6 KEY MAP
SCALE: 1" = 10,000'LEGEND

APPROXIMATE LOCATION OF MARGINAL
DEFLECTION (BETWEEN 12 & 28 MILS)

APPROXIMATE LOCATION OF RELATIVELY
HIGH DEFLECTION (GREATER THAN 28 MILS)

APPROXIMATE LOCATION OF RELATIVELY
LOW DEFLECTION (LESS THAN 12 MILS)
PLATE

4.2 PLATE

4.1 PLATE

4.3 PLATE

4.4 PLATE

4.5 PLATE

4.6 PLATE

4.7 PLATE

4.8 DRAFT
228

ALISO CREEK RD

ALISO CREEK RD
73 TOLL ROAD

7.09 5.46

4.24 4.98 3.35

4.91 3.95 3.52

3.23 3.97

4.33 5.47

6.37 6.64

5.4 5.04

3.2 3.85

4.64 3.28

3.14 3.08

3.4 4.92

4.54 6.3

5.47 4.8

5.57 4.3

4.43 3.7

5.27 5.68

4.96 3.39

4.62 4.32

6.21 7.11

7.36 00 300'
Date:

Project No.:

Plate

PAVEMENT DEFLECTION

TESTING DATA MAP
20-100-01
September 20, 2024

4.7 KEY MAP
SCALE: 1" = 10,000'LEGEND

APPROXIMATE LOCATION OF MARGINAL
DEFLECTION (BETWEEN 12 & 28 MILS)

APPROXIMATE LOCATION OF RELATIVELY
HIGH DEFLECTION (GREATER THAN 28 MILS)

APPROXIMATE LOCATION OF RELATIVELY
LOW DEFLECTION (LESS THAN 12 MILS)
PLATE

4.2 PLATE

4.1 PLATE

4.3 PLATE

4.4 PLATE

4.5 PLATE

4.6 PLATE

4.7 PLATE

4.8 DRAFT
229

MAREBLU

ALISO NIGUEL RD LA PAZ RD
73 TOLL ROAD

12.58 24.22

24.66 26.62

20.94 32.5226.27

20.64 38.51

16.86 12.53

PACIFIC PARK DR

MOUTON PKWY
00 300'
Date:

Project No.:

Plate

PAVEMENT DEFLECTION

TESTING DATA MAP
20-100-01
September 20, 2024

4.8 KEY MAP
PLATE

4.2 SCALE: 1" = 10,000'
PLATE

4.1 PLATE

4.3 PLATE

4.4 PLATE

4.5 PLATE

4.6 PLATE

4.7 PLATE

4.8 LEGEND

APPROXIMATE LOCATION OF MARGINAL
DEFLECTION (BETWEEN 12 & 28 MILS)

APPROXIMATE LOCATION OF RELATIVELY
HIGH DEFLECTION (GREATER THAN 28 MILS)

APPROXIMATE LOCATION OF RELATIVELY
LOW DEFLECTION (LESS THAN 12 MILS)
DRAFT
230

12.91 7.11

5.89 6.87
21 8.73

5.96 9.07 10.77

11.78 17.99

6.85 15.54 18.23

19.41 36.01

8.38 31.16 14.42 3.9 8.56

10.179.1712.68

21.98 16.91

30.8814.36

9.43 9.71

11.697.63

8.79 7.64

8.09 8.38
00 300'

CEDARBROOK

ALISO VIEJO PKWY ROBIN RIDGE

MANSERA PL

LARKMEAD

RAINWOOD

BRENTWOOD

BIRCHMONT

GLENWOOD DR
Date:

Project No.:

Plate
Pavement Deflection Testing
Data Map
20-100-01
February 2024
5 LEGEND

APPROXIMATE LOCATION OF RELATIVELY
HIGH DEFLECTION (GREATER THAN 28 MILS)

APPROXIMATE LOCATION OF MARGINAL
DEFLECTION (BETWEEN 12 & 28 MILS)

APPROXIMATE LOCATION OF RELATIVELY
LOW DEFLECTION (LESS THAN 12 MILS)
DRAFT
231

3.89 4.06

4.09 4.17

4.2 4.21

4.44 4.62

4.64 4.65

4.72 4.78 4.874.93

4.96 5.16

5.17 5.38 5.39

5.51 5.56

5.63 5.65

5.765.86

5.88 5.93

6.06 6.07

6.246.287.29

14.07 Enterprise
Aliso Viejo Pkwy
Vantis Dr
Summit

3.89 4.62

5.515.88

6.06 6.74

6.99 7.877.93

8.01 8.34

8.36 9.1

9.25 9.26

9.73 9.75

9.76 9.93

10.03 10.52

10.73 11.41

11.59 11.59

11.8929.02 30.61

44.51 48.34

48.67 56.39

12.1 13.0213.29

13.31 13.98

16.14 16.83

17.49 17.73

18.31 20.87

26.3 27.63
Enterprise
Town Center
Vantis Dr

8.01 8.05 8.36

10.81 11.18

11.59 11.61

30.01 35.91

37.71 39.44

40.54 42.07

47.19 49.91

50.95 55.43

63.65 64.05 66.79

67.02 109.79

12.1 12.16

12.18 12.56

13.02 13.29

13.68 15.87

17.28 17.3

20.87 21.14

24.81 Enterprise
Aliso Creek Rd
Town Center
0080'
Date:

Project No.:

Plate
Pavement Deflection Testing
Data Map
Enterprise
20-100-01
September 20, 2024

4.9 MATCHLINE

SEE BELOW LEFT

SEE ABOVE RIGHT

MATCHLINE

SEE BELOW LEFT

MATCHLINE

SEE ABOVE RIGHT
LEGEND

APPROXIMATE LOCATION OF RELATIVELY
HIGH DEFLECTION (GREATER THAN 28 MILS)

APPROXIMATE LOCATION OF MARGINAL
DEFLECTION (BETWEEN 12 & 28 MILS)

APPROXIMATE LOCATION OF RELATIVELY
LOW DEFLECTION (LESS THAN 12 MILS)
DRAFT
232

Appendix A
Select Photographs

DRAFT
233

Aliso Viejo Phase 2 – GMU Project Number 20-100-01

Page 2 of 7 ends

Photo 1: Coring location C-15 in the Westbound Lane of Chase. Surface contains low-severity longitudinal and transverse cracking, and low-severity weathering.

Photo 2: Core sample C-15 measuring 9.25-inches thick AC and a crack extends through the entire AC layer.

DRAFT
234

Aliso Viejo Phase 2 – GMU Project Number 20-100-01

Page 3 of 7 ends

Photo 3: Coring location C-16 in the center of Sierra Circle. Surface contains medium-severity longitudinal and transverse cracking, low-to-medium-severity alligator cracking, and medium- severity weathering.

Photo 4: Core sample C-16 measuring 5.5-inches thick AC.

DRAFT
235

Aliso Viejo Phase 2 – GMU Project Number 20-100-01

Page 4 of 7 ends

Photo 5: Coring location C-24 in the Northbound Lane of Chickadee Lane. Surface contains medium-severity longitudinal and transverse cracking, low-severity alligator cracking, and low- severity weathering.

Photo 6: Core sample C-24 measuring 6.0-inches thick AC. Lifts are intact.

DRAFT
236

Aliso Viejo Phase 2 – GMU Project Number 20-100-01

Page 5 of 7 ends

Photo 7: Coring location C-26 in the Southbound Lane of Surfbird Lane. Surface contains medium-severity longitudinal and transverse cracking, and low-to-medium-severity weathering.

Photo 8: Core sample C-26 measuring 7.75-inches thick AC. Lifts are separated.

DRAFT
237

Aliso Viejo Phase 2 – GMU Project Number 20-100-01

Page 6 of 7 ends

Photo 9: Coring location C-29 in the Westbound of Coral Bill Lane. Surface contains medium- severity longitudinal and transverse cracking, high-severity alligator cracking, and high-severity weathering.

Photo 10: Core sample C-29 measuring 5.0-inches thick AC and a crack extends through the entire AC layer.

DRAFT
238

Aliso Viejo Phase 2 – GMU Project Number 20-100-01

Page 7 of 7 ends

Photo 11: Coring location C-38 in the Eastbound of Hollyleaf. Surface contains low-to-medium- severity longitudinal and transverse cracking, and low-to-medium-severity weathering.

Photo 12: Core sample C-38 measuring 6.0-inches thick AC and a crack extends through the entire AC layer.

DRAFT
239

Appendix B
Laboratory Data Summary

DRAFT
240
C- 1 0.63 NA Qaf M H 41.2 7.79 1002
C- 1 1.27 NA Qaf M H 53.9 79 79 38 41
C- 2 0.05 NA Qaf M H 41.4 8.09 144
C- 2 0.67 NA Qaf M L 69.3 57.5 56.0
C- 3 0.56 NA Qaf M H 76.8 7.79 465
C- 4 0.56 NA Qaf M H 44.9
C- 6 0.54 NA Qaf C L 25.8 23
C- 7 0.46 NA Qaf C H 30.3 62 54 23 31 104.5 18.0
C- 8 0.48 NA Qaf M H 28.9 60 53 31 22
C- 9 1.02 NA Qaf C L-CH 27.9
C-10 0.85 NA Qaf SC 20.9
C-11 0.5 NA Qaf SM 10.6 126.5 10.0
C-12 0.54 NA Qaf MH 49.6 81 71 36 35
C-13 0.71 NA Qaf MH 37.0 24
C-14 7.5 NA Qaf CH 49.9 73 73 31 42
C-15 0.77 NA Qaf CL 19.2 115.0 14.0
C-16 0.46 NA Qaf CL 37.0 25
C-17 1.08 NA Qaf CL 21.6 115.0 14.0
C-18 0.77 NA Qaf CH 77.4 58 100 36 64
C-19 0.73 NA Qaf MH 39.7 30
C-20 1 NA Qaf ML 81.3 52.5 69.0
C-21 0.42 NA Qaf MH 88.7 85 136 69 67
C-22 0.5 NA Qaf SC-CL 13.2 19
C-23 0.67 NA Qaf SC 10.8 39 34 16 18
C-24 0.5 NA Qaf SC 10.9 127.5 8.5

SUMMARY OF SOIL LABORATORY DATA
TABLE B-1
USCS
Group
Symbol
PIPL
Sample Information
Boring
Number
In Situ
Water
Content,
%
In Situ
Dry Unit
Weight,
pcf
<2µ,
%
Elevation,
feet
Geologic
Unit
LL Maximum
Dry Unit
Weight,
pcf
Sand,
% pHR-Value
Chemical Test Results
Expansion
Index
Min.

Resistivity
(ohm/cm)
Chloride
(ppm)
Sulfate
(ppm)
Atterberg Limits
In Situ
Satur-
ation,
%
Depth,
feet
Compaction
<#200,
%
Gravel,
%
Sieve/Hydrometer
Optimum
Water
Content,
%
Project No. 20-100-01
Project: City of Aliso Viejo - Ph 2 Citywide Pavement Evaluation GMU_TABLE_SOIL_LAB_DATA 20-100-01.GPJ FNC AB GWGN01.GDT 2/20/23 19 DRAFT
241
C-25 0.42 NA Qaf SC-CL 14.6
C-26 1 NA Qaf CL 20.7
C-26 1.75 NA Qaf CH 28.2
C-26 2.331 NA Qaf SM 9.6
C-27 0.69 NA Qaf CL 12.9
C-28 0.42 NA Qaf CL 24.1 51 49 19 30 18
C-29 0.42 NA Qaf SC 11.1 31 28 18 10
C-30 0.38 NA Qaf CL-SC 12.9 127.5 10.5
C-31 0.81 NA Qaf CL 12.2
C-32 0.67 NA Qaf CL 7.8
C-33 0.7 NA Qaf SC 12.4 35 29 17 12 30
C-34 0.75 NA Qaf SC 13.2 39 42 20 22
C-34 1.5 NA Qaf CL 21.0 71 41 20 21 114.0 16.0
C-35 0.92 NA Qaf CL 13.3
C-36 1.17 NA Qaf SC 10.5
C-37 1.33 NA Qaf SC 13.5
C-38 0.5 NA Qaf SC 12.9 35 29 15 14 129.0 9.5 23
C-40 0.96 NA Qaf MH 73.2 51 98 59 39
C-41 0.61 NA Qaf MH 24.9

0.0010.010.1110

41 31
22 35
GRAVEL

OPENING

SILT CLAY
C- 1
C- 7
C- 8
C-12
COARSE
3" 1.5"

COARSE MEDIUM FINE

PARTICLE SIZE IN MILLIMETERS

PERCENT FINER BY WEIGHT
79 54
53 71
#10
U.S. STANDARD SIEVE NUMBERS
SAND
#20 #40
FINE

1.3 0.5

0.5 0.5
#4 #60 #1003/8"
U.S. STANDARD SIEVE
ELASTIC SILT with SAND (MH)

SANDY FAT CLAY (CH)

SANDY ELASTIC SILT (MH)
ELASTIC SILT with SAND (MH)
3/4"
#200

PARTICLE SIZE DISTRIBUTION
Qaf
Qaf
Qaf
Qaf
Symbol LLBoring
Number PIDepth
(feet)
Geologic
Unit Classification
Project: City of Aliso Viejo - Ph 2 Citywide Pavement Evaluation Project No. 20-100-01
GMU_GRAIN_SIZE 20-100-01.GPJ 11/15/22
DRAFT
243
0 10
20 30
40 50
60 70
80 90
100

0.0010.010.1110

42 64
67 18
GRAVEL

OPENING

SILT CLAY
C-14
C-18
C-21
C-23
COARSE
3" 1.5"

COARSE MEDIUM FINE

PARTICLE SIZE IN MILLIMETERS

PERCENT FINER BY WEIGHT
73 100
136
34 #10
U.S. STANDARD SIEVE NUMBERS
SAND
#20 #40
FINE

7.5 0.8

0.4 0.7
#4 #60 #1003/8"
U.S. STANDARD SIEVE

FAT CLAY (CH)

SANDY FAT CLAY (CH)

ELASTIC SILT (MH)

CLAYEY SAND (SC)
3/4"
#200

0.0010.010.1110

30 10
12 22
GRAVEL

OPENING

SILT CLAY
C-28
C-29
C-33
C-34
COARSE
3" 1.5"

COARSE MEDIUM FINE

PARTICLE SIZE IN MILLIMETERS

PERCENT FINER BY WEIGHT
49 28
29 42
#10
U.S. STANDARD SIEVE NUMBERS
SAND
#20 #40
FINE

0.4 0.4

0.7 0.8
#4 #60 #1003/8"
U.S. STANDARD SIEVE

SANDY LEAN CLAY

CLAYEY SAND (SC)

CLAYEY SAND (SC)
3/4"
#200

0.0010.010.1110

21 14
39 GRAVEL

OPENING

SILT CLAY
C-34
C-38
C-40
COARSE
3" 1.5"

COARSE MEDIUM FINE

PARTICLE SIZE IN MILLIMETERS

PERCENT FINER BY WEIGHT
41 29
98 #10
U.S. STANDARD SIEVE NUMBERS
SAND
#20 #40
FINE

1.5 0.5

1.0 #4 #60 #1003/8"
U.S. STANDARD SIEVE
LEAN CLAY with SAND (CL)

CLAYEY SAND (SC)

SANDY ELASTIC SILT (MH)
3/4"
#200

PARTICLE SIZE DISTRIBUTION
Qaf
Qaf
Qaf
Symbol LLBoring
Number PIDepth
(feet)
Geologic
Unit Classification
Project: City of Aliso Viejo - Ph 2 Citywide Pavement Evaluation Project No. 20-100-01
GMU_GRAIN_SIZE 20-100-01.GPJ 11/15/22
DRAFT
246
0 20
40 60
80 0 20 40 60 80 100 120 140
PL
41 31
22 35
42 LL
PI

Test
Symbol
Depth
(feet)
Geologic
Unit
Qaf
Qaf
Qaf
Qaf
Qaf
C- 1
C- 7
C- 8
C-12
C-14
ELASTIC SILT with SAND (MH)

SANDY FAT CLAY (CH)

SANDY ELASTIC SILT (MH)
ELASTIC SILT with SAND (MH)

FAT CLAY (CH)
79 54
53 71
73 Boring
Number
38 23
31 36
31 Classification
"A" LINE

PLASTICITY INDEX (PI)

LIQUID LIMIT (LL)
CL or OL
ML or OL MH or OH
CH or OH
CL-ML

ATTERBERG LIMITS

1.3 0.5

0.5 0.5

7.5 Insitu Water
Content (%)
54 30
29 50
50 Project: City of Aliso Viejo - Ph 2 Citywide Pavement Evaluation Project No. 20-100-01
LIMITS 20-100-01.GPJ 11/15/22
DRAFT
247
0 10
20 30
40 50
60 70
0 20 40 60 80 100 120
PL
64 LL PI

Test
Symbol
Depth
(feet)
Geologic
Unit
QafC-18 SANDY FAT CLAY (CH)100
Boring
Number
36 Classification
"A" LINE

PLASTICITY INDEX (PI)

LIQUID LIMIT (LL)
CL or OL
ML or OL MH or OH
CH or OH
CL-ML

ATTERBERG LIMITS

0.8 Insitu Water
Content (%)
77 Project: City of Aliso Viejo - Ph 2 Citywide Pavement Evaluation Project No. 20-100-01
LIMITS 20-100-01.GPJ 11/15/22
DRAFT
248
0 20
40 60
80 0 20 40 60 80 100 120 140
PL
67 LL PI

Test
Symbol
Depth
(feet)
Geologic
Unit
QafC-21 ELASTIC SILT (MH)136
Boring
Number
69 Classification
"A" LINE

PLASTICITY INDEX (PI)

LIQUID LIMIT (LL)
CL or OL
ML or OL MH or OH
CH or OH
CL-ML

ATTERBERG LIMITS

0.4 Insitu Water
Content (%)
89 Project: City of Aliso Viejo - Ph 2 Citywide Pavement Evaluation Project No. 20-100-01
LIMITS 20-100-01.GPJ 11/15/22
DRAFT
249
0 20
40 60
80 0 20 40 60 80 100 120 140
PL
18 30
10 12
LL
PI

Test
Symbol
Depth
(feet)
Geologic
Unit
Qaf
Qaf
Qaf
Qaf
C-23
C-28
C-29
C-33

CLAYEY SAND (SC)

SANDY LEAN CLAY

CLAYEY SAND (SC)

CLAYEY SAND (SC)
34 49
28 29
Boring
Number
16 19
18 17
Classification
"A" LINE

PLASTICITY INDEX (PI)

LIQUID LIMIT (LL)
CL or OL
ML or OL MH or OH
CH or OH
CL-ML

ATTERBERG LIMITS

0.7 0.4

0.4 0.7
Insitu Water
Content (%)
11 24
11 12
Project: City of Aliso Viejo - Ph 2 Citywide Pavement Evaluation Project No. 20-100-01
LIMITS 20-100-01.GPJ 11/15/22
DRAFT
250
0 20
40 60
80 0 20 40 60 80 100 120 140
PL
22 21
14 39
LL
PI

Test
Symbol
Depth
(feet)
Geologic
Unit
Qaf
Qaf
Qaf
Qaf
C-34
C-34
C-38
C-40

CLAYEY SAND (SC)
LEAN CLAY with SAND (CL)

CLAYEY SAND (SC)

SANDY ELASTIC SILT (MH)
42 41
29 98
Boring
Number
20 20
15 59
Classification
"A" LINE

PLASTICITY INDEX (PI)

LIQUID LIMIT (LL)
CL or OL
ML or OL MH or OH
CH or OH
CL-ML

ATTERBERG LIMITS

0.8 1.5

0.5 1.0
Insitu Water
Content (%)
13 21
13 73
Project: City of Aliso Viejo - Ph 2 Citywide Pavement Evaluation Project No. 20-100-01
LIMITS 20-100-01.GPJ 11/15/22
DRAFT
251
45 50
55 60
65 70
75 80
85 90
40 45 50 55 60 65 70 75 80
MOISTURE CONTENT (%)
SG=2.60
SG=2.70
56 C- 2
Symbol
Diatomaceous Silt (ML)Qaf
Classification
DRY DENSITY (pcf)
Optimum
Moisture
Content, %
Maximum
Dry Density,
pcf
Depth
(feet)

0.7 Geologic
Unit

COMPACTION TEST DATA

57.5 Boring
Number
Project: City of Aliso Viejo - Ph 2 Citywide Pavement Evaluation Project No. 20-100-01
DVTCOMP 20-100-01.GPJ 11/15/22
DRAFT
252
85 90
95 100
105
110
115
120
125
130
0 5 10 15 20 25 30 35 40
MOISTURE CONTENT (%)
SG=2.60
SG=2.70
18 C- 7
Symbol
SANDY FAT CLAY (CH)Qaf
Classification
DRY DENSITY (pcf)
Optimum
Moisture
Content, %
Maximum
Dry Density,
pcf
Depth
(feet)

0.5 Geologic
Unit

COMPACTION TEST DATA
104.5
Boring
Number
Project: City of Aliso Viejo - Ph 2 Citywide Pavement Evaluation Project No. 20-100-01
DVTCOMP 20-100-01.GPJ 11/15/22
DRAFT
253
95 100
105
110
115
120
125
130
135
140
0 5 10 15 20 25 30 35 40
MOISTURE CONTENT (%)
SG=2.60
SG=2.70
10 C-11
Symbol
SILTY SAND (SM)Qaf
Classification
DRY DENSITY (pcf)
Optimum
Moisture
Content, %
Maximum
Dry Density,
pcf
Depth
(feet)

0.5 Geologic
Unit

COMPACTION TEST DATA
126.5
Boring
Number
Project: City of Aliso Viejo - Ph 2 Citywide Pavement Evaluation Project No. 20-100-01
DVTCOMP 20-100-01.GPJ 11/15/22
DRAFT
254
95 100
105
110
115
120
125
130
135
140
0 5 10 15 20 25 30 35 40
MOISTURE CONTENT (%)
SG=2.60
SG=2.70
14 C-15
Symbol
SANDY CLAY (CL)Qaf
Classification
DRY DENSITY (pcf)
Optimum
Moisture
Content, %
Maximum
Dry Density,
pcf
Depth
(feet)

0.8 Geologic
Unit

COMPACTION TEST DATA
115
Boring
Number
Project: City of Aliso Viejo - Ph 2 Citywide Pavement Evaluation Project No. 20-100-01
DVTCOMP 20-100-01.GPJ 11/15/22
DRAFT
255
95 100
105
110
115
120
125
130
135
140
0 5 10 15 20 25 30 35 40
MOISTURE CONTENT (%)
SG=2.60
SG=2.70
14 C-17
Symbol
SANDY CLAY (CL)Qaf
Classification
DRY DENSITY (pcf)
Optimum
Moisture
Content, %
Maximum
Dry Density,
pcf
Depth
(feet)

1.1 Geologic
Unit

COMPACTION TEST DATA
115
Boring
Number
Project: City of Aliso Viejo - Ph 2 Citywide Pavement Evaluation Project No. 20-100-01
DVTCOMP 20-100-01.GPJ 11/15/22
DRAFT
256
45 50
55 60
65 70
75 80
85 90
50 55 60 65 70 75 80 85 90
MOISTURE CONTENT (%)
SG=2.60
SG=2.70
69 C-20
Symbol
DIATOMACEOUS SILT (ML)Qaf
Classification
DRY DENSITY (pcf)
Optimum
Moisture
Content, %
Maximum
Dry Density,
pcf
Depth
(feet)

1.0 Geologic
Unit

COMPACTION TEST DATA

52.5 Boring
Number
Project: City of Aliso Viejo - Ph 2 Citywide Pavement Evaluation Project No. 20-100-01
DVTCOMP 20-100-01.GPJ 11/15/22
DRAFT
257
95 100
105
110
115
120
125
130
135
140
0 5 10 15 20 25 30 35 40
MOISTURE CONTENT (%)
SG=2.60
SG=2.70

8.5 C-24
Symbol
CLAYEY SAND (SC)Qaf
Classification
DRY DENSITY (pcf)
Optimum
Moisture
Content, %
Maximum
Dry Density,
pcf
Depth
(feet)

0.5 Geologic
Unit

COMPACTION TEST DATA
127.5
Boring
Number
Project: City of Aliso Viejo - Ph 2 Citywide Pavement Evaluation Project No. 20-100-01
DVTCOMP 20-100-01.GPJ 11/15/22
DRAFT
258
95 100
105
110
115
120
125
130
135
140
0 5 10 15 20 25 30 35 40
MOISTURE CONTENT (%)
SG=2.60
SG=2.70

10.5 C-30
Symbol
SANDY CLAY (CL-SC)Qaf
Classification
DRY DENSITY (pcf)
Optimum
Moisture
Content, %
Maximum
Dry Density,
pcf
Depth
(feet)

0.4 Geologic
Unit

COMPACTION TEST DATA
127.5
Boring
Number
Project: City of Aliso Viejo - Ph 2 Citywide Pavement Evaluation Project No. 20-100-01
DVTCOMP 20-100-01.GPJ 11/15/22
DRAFT
259
95 100
105
110
115
120
125
130
135
140
0 5 10 15 20 25 30 35 40
MOISTURE CONTENT (%)
SG=2.60
SG=2.70
16 C-34
Symbol
LEAN CLAY with SAND (CL)Qaf
Classification
DRY DENSITY (pcf)
Optimum
Moisture
Content, %
Maximum
Dry Density,
pcf
Depth
(feet)

1.5 Geologic
Unit

COMPACTION TEST DATA
114
Boring
Number
Project: City of Aliso Viejo - Ph 2 Citywide Pavement Evaluation Project No. 20-100-01
DVTCOMP 20-100-01.GPJ 11/15/22
DRAFT
260
95 100
105
110
115
120
125
130
135
140
0 5 10 15 20 25 30 35 40
MOISTURE CONTENT (%)
SG=2.60
SG=2.70

9.5 C-38
Symbol
CLAYEY SAND (SC)Qaf
Classification
DRY DENSITY (pcf)
Optimum
Moisture
Content, %
Maximum
Dry Density,
pcf
Depth
(feet)

0.5 Geologic
Unit

COMPACTION TEST DATA
129
Boring
Number
Project: City of Aliso Viejo - Ph 2 Citywide Pavement Evaluation Project No. 20-100-01
DVTCOMP 20-100-01.GPJ 11/15/22
DRAFT
261
PROJECT NAME: PROJECT NUMBER: 20-100-01
SAMPLE LOCATION: SAMPLE NUMBER: C4
SAMPLE DESCRIPTION: SAMPLE DEPTH:

SAMPLED BY: TESTED BY: JPG
DATE TESTED: 9/14/2022
A B C

51.5 42.3 35.6
793 840 824

2.40 2.42 2.37

66.2 73.9 77.7
125 250 300
98 221 477
0 17 30
142 130 78

3.66 3.64 4.04
8 14 39
8 13 35

0.0 73.4 129.6
19 19
N.A.
93 5.5

1.5 2100.0
HEIGHT OF SAMPLE, Inches
DRY DENSITY, pcf
R-VALUE AT EQUILIBRIUM:

TRAFFIC INDEX (Assumed):

City of Aliso Viejo - Ph 2 Citywide Pavement Evaluation R-VALUE BY EXUDATION PRESSURE:

STABILITY Ph 2,000 lbs (160 psi)

TURNS DISPLACEMENT

SANDY ELASTIC SILT (MH), olive
EXUDATION PRESSURE, psi
UNIT MASS OF COVER MATERIAL, kg/m^3 (Assumed):

R-VALUE UNCORRECTED
EXPANSION PRESSURE AT 300 PSI EXUDATION:

JM
WEIGHT OF SAMPLE, grams
GRAVEL FACTOR (Assumed):

TEST SPECIMEN
EXPANSION, Inches x 10exp-4

R-VALUE CORRECTED
MOISTURE AT COMPACTION %
R-VALUE BY EXPANSION PRESSURE:

R-VALUE TEST REPORT
EXPANSION PRESSURE (psf)
COMPACTOR AIR PRESSURE, psi

0.0 50.0
100.0
150.0
200.0
250.0
300.0
350.0
400.0
450.0
500.0
0 50 100 150 200 250 300 350 400 450 500

COVER THICKNESS BY STABILOMETER
(mm)

COVER THICKNESS BY EXPANSION PRESSURE
(mm)

COVER THICKNESS (STABILOMETER BY

EXPANSION PRESSURE)
0 50
100
150
200
250
300
350
400
450
500
0 100 200 300 400 500 600 700 800

EXPANSION PRESSURE (PSF)

EXUDATION PRESSURE (PSI)
EXPANSION PRESSURE VS. EXUDATION

PRESSURE
0 10
20 30
40 50
60 70
80 90
0 100 200 300 400 500 600 700 800

R-VALUE

EXUDATION PRESSURE (PSI)
R-VALUE VS. EXUDATION PRESSURE
CT-301
ASTM-D2844
DRAFT
262
PROJECT NAME: PROJECT NUMBER: 20-100-01
SAMPLE LOCATION: SAMPLE NUMBER: C4
SAMPLE DESCRIPTION: SAMPLE DEPTH:

SAMPLED BY: TESTED BY: JPG
DATE TESTED: 9/14/2022
A B C

51.5 42.3 35.6
793 840 824

2.40 2.42 2.37

66.2 73.9 77.7
125 250 300
98 221 477
0 17 30
142 130 78

3.66 3.64 4.04
8 14 39
8 13 35

0.0 73.4 129.6
19 19
N.A.
93 5.5

1.5 2100.0
HEIGHT OF SAMPLE, Inches
DRY DENSITY, pcf
R-VALUE AT EQUILIBRIUM:

TRAFFIC INDEX (Assumed):

City of Aliso Viejo - Ph 2 Citywide Pavement Evaluation R-VALUE BY EXUDATION PRESSURE:

STABILITY Ph 2,000 lbs (160 psi)

TURNS DISPLACEMENT

SANDY ELASTIC SILT (MH), olive
EXUDATION PRESSURE, psi
UNIT MASS OF COVER MATERIAL, kg/m^3 (Assumed):

R-VALUE UNCORRECTED
EXPANSION PRESSURE AT 300 PSI EXUDATION:

JM
WEIGHT OF SAMPLE, grams
GRAVEL FACTOR (Assumed):

TEST SPECIMEN
EXPANSION, Inches x 10exp-4

R-VALUE CORRECTED
MOISTURE AT COMPACTION %
R-VALUE BY EXPANSION PRESSURE:

R-VALUE TEST REPORT
EXPANSION PRESSURE (psf)
COMPACTOR AIR PRESSURE, psi

0.0 50.0
100.0
150.0
200.0
250.0
300.0
350.0
400.0
450.0
500.0
0 50 100 150 200 250 300 350 400 450 500

COVER THICKNESS BY STABILOMETER
(mm)

COVER THICKNESS BY EXPANSION PRESSURE
(mm)

COVER THICKNESS (STABILOMETER BY

EXPANSION PRESSURE)
0 50
100
150
200
250
300
350
400
450
500
0 100 200 300 400 500 600 700 800

EXPANSION PRESSURE (PSF)

EXUDATION PRESSURE (PSI)
EXPANSION PRESSURE VS. EXUDATION

PRESSURE
0 10
20 30
40 50
60 70
80 90
0 100 200 300 400 500 600 700 800

R-VALUE

EXUDATION PRESSURE (PSI)
R-VALUE VS. EXUDATION PRESSURE
CT-301
ASTM-D2844
DRAFT
263
PROJECT NAME: PROJECT NUMBER: 20-100-01
SAMPLE LOCATION: SAMPLE NUMBER: C-6
SAMPLE DESCRIPTION: SAMPLE DEPTH: 0.54 - 4
SAMPLED BY: TESTED BY: JPG
DATE TESTED: 10/21/2022
A B C

28.3 25.8 22.2
990 952 998

2.58 2.44 2.45

90.6 94.0 101.1
125 150 250
134 199 332
0 0 31
142 130 108

4.83 3.92 3.49
6 13 26
6 13 26

0.0 0.0 133.9
23 23
N.A.
100

5.5 1.5
2100.0
HEIGHT OF SAMPLE, Inches
DRY DENSITY, pcf
R-VALUE AT EQUILIBRIUM:

TRAFFIC INDEX (Assumed):

Aliso Viejo Pavement Eval
R-VALUE BY EXUDATION PRESSURE:

STABILITY Ph 2,000 lbs (160 psi)

TURNS DISPLACEMENT

SILTY CLAY (CL)
EXUDATION PRESSURE, psi
UNIT MASS OF COVER MATERIAL, kg/m^3 (Assumed):

R-VALUE UNCORRECTED
EXPANSION PRESSURE AT 300 PSI EXUDATION:

JPG 9/9/22
WEIGHT OF SAMPLE, grams
GRAVEL FACTOR (Assumed):

TEST SPECIMEN
EXPANSION, Inches x 10exp-4

R-VALUE CORRECTED
MOISTURE AT COMPACTION %
R-VALUE BY EXPANSION PRESSURE:

R-VALUE TEST REPORT
EXPANSION PRESSURE (psf)
COMPACTOR AIR PRESSURE, psi

0.0 50.0
100.0
150.0
200.0
250.0
300.0
350.0
400.0
450.0
500.0
0 50 100 150 200 250 300 350 400 450 500

COVER THICKNESS BY STABILOMETER
(mm)

COVER THICKNESS BY EXPANSION PRESSURE
(mm)

COVER THICKNESS (STABILOMETER BY

EXPANSION PRESSURE)
0 50
100
150
200
250
300
350
400
450
500
0 100 200 300 400 500 600 700 800

EXPANSION PRESSURE (PSF)

EXUDATION PRESSURE (PSI)
EXPANSION PRESSURE VS. EXUDATION

PRESSURE
0 10
20 30
40 50
60 70
80 90
0 100 200 300 400 500 600 700 800

R-VALUE

EXUDATION PRESSURE (PSI)
R-VALUE VS. EXUDATION PRESSURE
CT-301
ASTM-D2844
DRAFT
264
PROJECT NAME: PROJECT NUMBER: 20-100-01
SAMPLE LOCATION: SAMPLE NUMBER: C-13
SAMPLE DESCRIPTION: SAMPLE DEPTH: 0.71 - 4
SAMPLED BY: TESTED BY: JPG
DATE TESTED: 10/26/2022
A B C

37.0 31.5 28.1
952 941 860

2.68 2.56 2.32

78.6 84.8 87.7
150 200 250
221 304 610
17 87 178
136 102 86

3.36 3.51 2.71
12 29 44
12 29 39

73.4 375.8 769.0
24 28
24 365

5.5 1.5
2100.0
HEIGHT OF SAMPLE, Inches
DRY DENSITY, pcf
R-VALUE AT EQUILIBRIUM:

TRAFFIC INDEX (Assumed):

Aliso Viejo Pavement Eval
R-VALUE BY EXUDATION PRESSURE:

STABILITY Ph 2,000 lbs (160 psi)

TURNS DISPLACEMENT

SANDY ELASTIC SILT (MH)
EXUDATION PRESSURE, psi
UNIT MASS OF COVER MATERIAL, kg/m^3 (Assumed):

R-VALUE UNCORRECTED
EXPANSION PRESSURE AT 300 PSI EXUDATION:

JPG 9/9/22
WEIGHT OF SAMPLE, grams
GRAVEL FACTOR (Assumed):

TEST SPECIMEN
EXPANSION, Inches x 10exp-4

R-VALUE CORRECTED
MOISTURE AT COMPACTION %
R-VALUE BY EXPANSION PRESSURE:

R-VALUE TEST REPORT
EXPANSION PRESSURE (psf)
COMPACTOR AIR PRESSURE, psi

0.0 50.0
100.0
150.0
200.0
250.0
300.0
350.0
400.0
450.0
500.0
0 50 100 150 200 250 300 350 400 450 500

COVER THICKNESS BY STABILOMETER
(mm)

COVER THICKNESS BY EXPANSION PRESSURE
(mm)

COVER THICKNESS (STABILOMETER BY

EXPANSION PRESSURE)
0 50
100
150
200
250
300
350
400
450
500
0 100 200 300 400 500 600 700 800

EXPANSION PRESSURE (PSF)

EXUDATION PRESSURE (PSI)
EXPANSION PRESSURE VS. EXUDATION

PRESSURE
0 10
20 30
40 50
60 70
80 90
0 100 200 300 400 500 600 700 800

R-VALUE

EXUDATION PRESSURE (PSI)
R-VALUE VS. EXUDATION PRESSURE
CT-301
ASTM-D2844
DRAFT
265
PROJECT NAME: PROJECT NUMBER: 20-100-01
SAMPLE LOCATION: SAMPLE NUMBER: C-16
SAMPLE DESCRIPTION: SAMPLE DEPTH: 0.46 - 4
SAMPLED BY: TESTED BY: JPG
DATE TESTED: 10/20/2022
A B C

37.0 34.8 33.6
957 1019 975

2.32 2.39 2.30

91.3 95.9 96.2
200 250 300
240 314 449
0 19 27
114 96 86

4.03 3.82 3.59
20 30 37
18 27 32

0.0 82.1 116.6
25 25
N.A
70 5.5

1.5 2100.0
COMPACTOR AIR PRESSURE, psi
MOISTURE AT COMPACTION %
R-VALUE BY EXPANSION PRESSURE:

R-VALUE TEST REPORT
EXPANSION PRESSURE (psf)
JPG 9/9/22
WEIGHT OF SAMPLE, grams
GRAVEL FACTOR (Assumed):

TEST SPECIMEN
EXPANSION, Inches x 10exp-4

SANDY CLAY (CL)
EXUDATION PRESSURE, psi
UNIT MASS OF COVER MATERIAL, kg/m^3 (Assumed):

R-VALUE UNCORRECTED
EXPANSION PRESSURE AT 300 PSI EXUDATION:

R-VALUE CORRECTED
HEIGHT OF SAMPLE, Inches
DRY DENSITY, pcf
R-VALUE AT EQUILIBRIUM:

TRAFFIC INDEX (Assumed):

Aliso Viejo Pavement Eval
R-VALUE BY EXUDATION PRESSURE:

STABILITY Ph 2,000 lbs (160 psi)

TURNS DISPLACEMENT

0.0 50.0
100.0
150.0
200.0
250.0
300.0
350.0
400.0
450.0
500.0
0 50 100 150 200 250 300 350 400 450 500

COVER THICKNESS BY STABILOMETER
(mm)

COVER THICKNESS BY EXPANSION PRESSURE
(mm)

COVER THICKNESS (STABILOMETER BY

EXPANSION PRESSURE)
0 50
100
150
200
250
300
350
400
450
500
0 100 200 300 400 500 600 700 800

EXPANSION PRESSURE (PSF)

EXUDATION PRESSURE (PSI)
EXPANSION PRESSURE VS. EXUDATION

PRESSURE
0 10
20 30
40 50
60 70
80 90
0 100 200 300 400 500 600 700 800

R-VALUE

EXUDATION PRESSURE (PSI)
R-VALUE VS. EXUDATION PRESSURE
CT-301
ASTM-D2844
DRAFT
266
PROJECT NAME: PROJECT NUMBER: 20-100-01
SAMPLE LOCATION: SAMPLE NUMBER: C-19
SAMPLE DESCRIPTION: SAMPLE DEPTH: 0.73 - 4.5
SAMPLED BY: TESTED BY: JPG
DATE TESTED: 10/18/2022
A B C

39.7 31.8 26.0
896 847 897

2.62 2.33 2.45

74.2 83.6 88.1
150 200 300
114 184 730
8 65 223
138 84 65

4.78 4.27 4.21
8 35 46
8 31 46

34.6 280.8 963.4
30 36
30 435

5.5 1.5
2100.0
COMPACTOR AIR PRESSURE, psi
MOISTURE AT COMPACTION %
R-VALUE BY EXPANSION PRESSURE:

R-VALUE TEST REPORT
EXPANSION PRESSURE (psf)
JPG 9/9/22
WEIGHT OF SAMPLE, grams
GRAVEL FACTOR (Assumed):

TEST SPECIMEN
EXPANSION, Inches x 10exp-4

ELASTIC SILT (MH)
EXUDATION PRESSURE, psi
UNIT MASS OF COVER MATERIAL, kg/m^3 (Assumed):

R-VALUE UNCORRECTED
EXPANSION PRESSURE AT 300 PSI EXUDATION:

R-VALUE CORRECTED
HEIGHT OF SAMPLE, Inches
DRY DENSITY, pcf
R-VALUE AT EQUILIBRIUM:

TRAFFIC INDEX (Assumed):

Aliso Viejo Pavement Eval
R-VALUE BY EXUDATION PRESSURE:

STABILITY Ph 2,000 lbs (160 psi)

TURNS DISPLACEMENT

0.0 50.0
100.0
150.0
200.0
250.0
300.0
350.0
400.0
450.0
500.0
0 50 100 150 200 250 300 350 400 450 500

COVER THICKNESS BY STABILOMETER
(mm)

COVER THICKNESS BY EXPANSION PRESSURE
(mm)

COVER THICKNESS (STABILOMETER BY

EXPANSION PRESSURE)
0 50
100
150
200
250
300
350
400
450
500
0 100 200 300 400 500 600 700 800

EXPANSION PRESSURE (PSF)

EXUDATION PRESSURE (PSI)
EXPANSION PRESSURE VS. EXUDATION

PRESSURE
0 10
20 30
40 50
60 70
80 90
0 100 200 300 400 500 600 700 800

R-VALUE

EXUDATION PRESSURE (PSI)
R-VALUE VS. EXUDATION PRESSURE
CT-301
ASTM-D2844
DRAFT
267
PROJECT NAME: PROJECT NUMBER: 20-100-01
SAMPLE LOCATION: SAMPLE NUMBER: C-22
SAMPLE DESCRIPTION: SAMPLE DEPTH: 0.5 - 3.75
SAMPLED BY: TESTED BY: JPG
DATE TESTED: 10/15/2022
A B C

16.0 13.2 11.2
1138 1037 1053

2.65 2.36 2.39
112.2 117.7 120.1
100 250 300
112 306 492
0 19 31
114 108 62

4.96 4.20 3.45
17 22 53
18 20 50

0.0 82.1 133.9
19 19
N.A
80 5.5

1.5 2100.0
COMPACTOR AIR PRESSURE, psi
MOISTURE AT COMPACTION %
R-VALUE BY EXPANSION PRESSURE:

R-VALUE TEST REPORT
EXPANSION PRESSURE (psf)
JPG 9/9/22
WEIGHT OF SAMPLE, grams
GRAVEL FACTOR (Assumed):

TEST SPECIMEN
EXPANSION, Inches x 10exp-4
CLAYEY SAND to SANDY CLAY (SC-CL)
EXUDATION PRESSURE, psi
UNIT MASS OF COVER MATERIAL, kg/m^3 (Assumed):

R-VALUE UNCORRECTED
EXPANSION PRESSURE AT 300 PSI EXUDATION:

R-VALUE CORRECTED
HEIGHT OF SAMPLE, Inches
DRY DENSITY, pcf
R-VALUE AT EQUILIBRIUM:

TRAFFIC INDEX (Assumed):

Aliso Viejo Pavement Eval
R-VALUE BY EXUDATION PRESSURE:

STABILITY Ph 2,000 lbs (160 psi)

TURNS DISPLACEMENT

0.0 50.0
100.0
150.0
200.0
250.0
300.0
350.0
400.0
450.0
500.0
0 50 100 150 200 250 300 350 400 450 500

COVER THICKNESS BY STABILOMETER
(mm)

COVER THICKNESS BY EXPANSION PRESSURE
(mm)

COVER THICKNESS (STABILOMETER BY

EXPANSION PRESSURE)
0 50
100
150
200
250
300
350
400
450
500
0 100 200 300 400 500 600 700 800

EXPANSION PRESSURE (PSF)

EXUDATION PRESSURE (PSI)
EXPANSION PRESSURE VS. EXUDATION

PRESSURE
0 10
20 30
40 50
60 70
80 90
0 100 200 300 400 500 600 700 800

R-VALUE

EXUDATION PRESSURE (PSI)
R-VALUE VS. EXUDATION PRESSURE
CT-301
ASTM-D2844
DRAFT
268
PROJECT NAME: PROJECT NUMBER: 20-100-01
SAMPLE LOCATION: SAMPLE NUMBER: C-28
SAMPLE DESCRIPTION: SAMPLE DEPTH: 0.42 - 3.92
SAMPLED BY: TESTED BY: JPG
DATE TESTED: 10/20/2022
A B C

27.3 23.7 18.8
986 989 1010

2.55 2.47 2.40

92.1 98.1 107.4
90 150 300
144 233 702
0 3 73
135 124 75

4.45 4.37 3.03
9 14 48
9 14 45

0.0 13.0 315.4
18 18
37 50

5.5 1.5
2100.0
COMPACTOR AIR PRESSURE, psi
MOISTURE AT COMPACTION %
R-VALUE BY EXPANSION PRESSURE:

R-VALUE TEST REPORT
EXPANSION PRESSURE (psf)
JPG 9/9/22
WEIGHT OF SAMPLE, grams
GRAVEL FACTOR (Assumed):

TEST SPECIMEN
EXPANSION, Inches x 10exp-4

SANDY LEAN CLAY (CL)
EXUDATION PRESSURE, psi
UNIT MASS OF COVER MATERIAL, kg/m^3 (Assumed):

R-VALUE UNCORRECTED
EXPANSION PRESSURE AT 300 PSI EXUDATION:

R-VALUE CORRECTED
HEIGHT OF SAMPLE, Inches
DRY DENSITY, pcf
R-VALUE AT EQUILIBRIUM:

TRAFFIC INDEX (Assumed):

Aliso Viejo Pavement Eval
R-VALUE BY EXUDATION PRESSURE:

STABILITY Ph 2,000 lbs (160 psi)

TURNS DISPLACEMENT

0.0 50.0
100.0
150.0
200.0
250.0
300.0
350.0
400.0
450.0
500.0
0 50 100 150 200 250 300 350 400 450 500

COVER THICKNESS BY STABILOMETER
(mm)

COVER THICKNESS BY EXPANSION PRESSURE
(mm)

COVER THICKNESS (STABILOMETER BY

EXPANSION PRESSURE)
0 50
100
150
200
250
300
350
400
450
500
0 100 200 300 400 500 600 700 800

EXPANSION PRESSURE (PSF)

EXUDATION PRESSURE (PSI)
EXPANSION PRESSURE VS. EXUDATION

PRESSURE
0 10
20 30
40 50
60 70
80 90
0 100 200 300 400 500 600 700 800

R-VALUE

EXUDATION PRESSURE (PSI)
R-VALUE VS. EXUDATION PRESSURE
CT-301
ASTM-D2844
DRAFT
269
PROJECT NAME: PROJECT NUMBER: 20-100-01
SAMPLE LOCATION: SAMPLE NUMBER: C-33
SAMPLE DESCRIPTION: SAMPLE DEPTH: 0.71 - 4
SAMPLED BY: TESTED BY: JPG
DATE TESTED: 10/15/2022
A B C

16.4 13.5 11.6
1104 1055 1081

2.59 2.49 2.40
111.0 113.2 122.4
100 200 300
117 241 470
0 16 34
132 108 50

4.81 4.37 3.96
10 22 58
10 22 55

0.0 69.1 146.9
30 30
N.A
90 5.5

1.5 2100.0
COMPACTOR AIR PRESSURE, psi
MOISTURE AT COMPACTION %
R-VALUE BY EXPANSION PRESSURE:

R-VALUE TEST REPORT
EXPANSION PRESSURE (psf)
JPG 9/9/22
WEIGHT OF SAMPLE, grams
GRAVEL FACTOR (Assumed):

TEST SPECIMEN
EXPANSION, Inches x 10exp-4

CLAYEY SAND (SC)
EXUDATION PRESSURE, psi
UNIT MASS OF COVER MATERIAL, kg/m^3 (Assumed):

R-VALUE UNCORRECTED
EXPANSION PRESSURE AT 300 PSI EXUDATION:

R-VALUE CORRECTED
HEIGHT OF SAMPLE, Inches
DRY DENSITY, pcf
R-VALUE AT EQUILIBRIUM:

TRAFFIC INDEX (Assumed):

Aliso Viejo Pavement Eval
R-VALUE BY EXUDATION PRESSURE:

STABILITY Ph 2,000 lbs (160 psi)

TURNS DISPLACEMENT

0.0 50.0
100.0
150.0
200.0
250.0
300.0
350.0
400.0
450.0
500.0
0 50 100 150 200 250 300 350 400 450 500

COVER THICKNESS BY STABILOMETER
(mm)

COVER THICKNESS BY EXPANSION PRESSURE
(mm)

COVER THICKNESS (STABILOMETER BY

EXPANSION PRESSURE)
0 50
100
150
200
250
300
350
400
450
500
0 100 200 300 400 500 600 700 800

EXPANSION PRESSURE (PSF)

EXUDATION PRESSURE (PSI)
EXPANSION PRESSURE VS. EXUDATION

PRESSURE
0 10
20 30
40 50
60 70
80 90
0 100 200 300 400 500 600 700 800

R-VALUE

EXUDATION PRESSURE (PSI)
R-VALUE VS. EXUDATION PRESSURE
CT-301
ASTM-D2844
DRAFT
270
PROJECT NAME: PROJECT NUMBER: 20-100-01
SAMPLE LOCATION: SAMPLE NUMBER: C-38
SAMPLE DESCRIPTION: SAMPLE DEPTH: 0.5 - 3.42
SAMPLED BY: TESTED BY: JPG
DATE TESTED: 10/17/2022
A B C

14.9 12.6 10.5
1172 1074 1062

2.69 2.42 2.34
115.0 119.4 124.5
110 200 300
113 256 431
3 14 36
132 113 72

4.81 4.30 3.67
10 19 45
11 18 40

13.0 60.5 155.5
23 23
N.A
82 5.5

1.5 2100.0
COMPACTOR AIR PRESSURE, psi
MOISTURE AT COMPACTION %
R-VALUE BY EXPANSION PRESSURE:

R-VALUE TEST REPORT
EXPANSION PRESSURE (psf)
JPG 9/9/22
WEIGHT OF SAMPLE, grams
GRAVEL FACTOR (Assumed):

TEST SPECIMEN
EXPANSION, Inches x 10exp-4

CLAYEY SAND (SC)
EXUDATION PRESSURE, psi
UNIT MASS OF COVER MATERIAL, kg/m^3 (Assumed):

R-VALUE UNCORRECTED
EXPANSION PRESSURE AT 300 PSI EXUDATION:

R-VALUE CORRECTED
HEIGHT OF SAMPLE, Inches
DRY DENSITY, pcf
R-VALUE AT EQUILIBRIUM:

TRAFFIC INDEX (Assumed):

Aliso Viejo Pavement Eval
R-VALUE BY EXUDATION PRESSURE:

STABILITY Ph 2,000 lbs (160 psi)

TURNS DISPLACEMENT

0.0 50.0
100.0
150.0
200.0
250.0
300.0
350.0
400.0
450.0
500.0
0 50 100 150 200 250 300 350 400 450 500

COVER THICKNESS BY STABILOMETER
(mm)

COVER THICKNESS BY EXPANSION PRESSURE
(mm)

COVER THICKNESS (STABILOMETER BY

EXPANSION PRESSURE)
0 50
100
150
200
250
300
350
400
450
500
0 100 200 300 400 500 600 700 800

EXPANSION PRESSURE (PSF)

EXUDATION PRESSURE (PSI)
EXPANSION PRESSURE VS. EXUDATION

PRESSURE
0 10
20 30
40 50
60 70
80 90
0 100 200 300 400 500 600 700 800

R-VALUE

EXUDATION PRESSURE (PSI)
R-VALUE VS. EXUDATION PRESSURE
CT-301
ASTM-D2844
DRAFT
271

Appendix C
Pavement Repair Recommendations

DRAFT
272
Design R-
Value
Assumed
20-Year
TI(1)
Localized AC
Repair
Thickness
(inches)(2)(3)(5)
AC Leveling
Course
Thickness
(inches)(6)
ARHM Overlay
Thickness
(inches)(7)
Reflective Cracking
Reduction
Recommendation
Recommended
Strategy and
Schedule
Aliso Creek Rd 73 Toll Overpass Enterprise 67 71,655 19 11.0 Note 8 None Anticipated 1.0 2.0 Notes 4 Rehab: 2024-25
Glenwood Dr 73 Toll Overpass Brookline 70 41,874
Glenwood Dr Brookline Aliso Creek Rd 70 65,062
Golf Dr Santa Barbara Dr Glenwood Dr - 56,000 10 6.0 Note 8 9.0 NA 2.5 Notes 4 Rehab: 2025-26 Note (3): Areas that do not exhibit load-related distresses (alligator cracking, depressions, potholes) but contain relatively wide longitudinal/transverse cracks (≥3/4-inch wide) are recommended for 5.0-inch-thick localized AC repair, extending to 2 foot beyond the edge of the crack (4-foot wide minimum width).

Note (4): Fiber-reinforced AC (Forta-Fi or equivalent) is recommended for use with the AC leveling, AC overlay, and/or ARHM overlay layers to reduce reflective cracking potential (not necessary for AC base layer).

Structural
Capacity Prelim.

Findings
Design Input
Street Name From To

1.51.0None
AnticipatedNote 811.010 Notes 4
Table C-1: Select CIP & Miscellaneous Streets Pavement Repair Recommendations Recommendations
2020

PMP PCI
2020
PMP
Area
(SF)
Note (8): Other than the areas recommended for localized AC repair areas (which are areas recommended to be addressed through patching, Notes 2 and 6), the existing pavement appears to be structurally adequate. To confirm, additional investigation may be required at the project-level evaluation stage.

Note (5): The recommended AC base course mix is Standard Specification for Public Works Construction (Greenbook) ½-inch maximum Type IIIC3 PG 64-10 R15 AC.

Note (6): The recommended AC leveling course mix is Greenbook 1/2-inch maximum Type IIIC3 PG 64-10 R15 AC for Aliso Creek Road, and Greenbook 3/8-inch maximum Class D2 PG 64-10 R15 AC for Glenwood Drive and Golf Drive.

Note (7): The recommended ARHM overlay mix is Greenbook ½-inch maximum ARHM-GG-C R0.

Note (1): Traffic indices (TI’s) are assumed values. A traffic engineer should confirm these assumed values are valid.

Note (2): For areas containing medium- or high-severity load-related distresses (alligator cracking, depressions, potholes, etc.), perform full-depth localized AC repair with the thickness shown or match existing AC thickness, whichever is greater. The recommended thickness represents the total AC section (inclusive of AC leveling and AC/ARHM overlay layer thicknesses). We recommend processing, moisture conditioning, and re-compacting the top 6-inches of material below the bottom of excavation to at least optimum moisture content and at least 90 percent relative compaction.

Rehab: 2025-26
1 of 7
DRAFT
273
Design R-
Value
Assumed 20-
Year TI(1)
Localized AC
Repair
Thickness
(inches)(2)(3)(5)
AC Overlay Thickness (inches)(6)
Reflective Cracking
Reduction
Recommendation
Recommended
Strategy and Schedule
Blue Jay Dr Woodstork Ln Dead End West 93 18,170 18 5.0 Note 8 6.5 Rehabilitation is not due at this time (note 9). NA Maint: 2024-25 Blue Jay Dr Woodstork Ln Dead End East 94 15,548 18 5.0 Note 8 6.5 Rehabilitation is not due at this time (note 9). NA Maint: 2024-25 Woodstork Ln Blue Jay Dr Skylark Dr 95 9,464 18 5.0 Note 8 6.5 Rehabilitation is not due at this time (note 9). NA Maint: 2024-25 Skylark Dr Eastwing Larkspur Dr 96 46,520 18 6.0 Note 8 8.0 Rehabilitation is not due at this time (note 9). NA Maint: 2024-25 Raven Ln Skylark Dr Dead End 94 54,800 10 5.0 Note 8 6.5 Rehabilitation is not due at this time (note 9). NA Maint: 2024-25 Larkspur Dr Skylark Dr Spoonbill Dr 96 36,430 18 5.5 Note 8 7.0 Rehabilitation is not due at this time (note 9). NA Maint: 2024-25 Macaw St Dove St Larkspur Dr 97 9,504 10 5.0 Note 8 6.5 Rehabilitation is not due at this time (note 9). NA Maint: 2024-25 Spoonbill Dr Surfbird Ln Lakespur Dr 94 21,120 18 5.5 Note 8 7.0 Rehabilitation is not due at this time (note 9). NA Maint: 2024-25 Merlin Ave Surfbird Ln Moorhen Ln 96 56,788 18 5.5 Note 8 7.0 Rehabilitation is not due at this time (note 9). NA Maint: 2024-25 Moorhen Ln Westwing Mallard Dr 89 14,112 18 5.5 Note 8 7.0 Rehabilitation is not due at this time (note 9). NA Maint: 2024-25 Mallard Dr Moorhen Dead End 88 16,802 18 5.0 Note 8 6.5 Rehabilitation is not due at this time (note 9). NA Maint: 2024-25 Peacock Ct Moorhen Ln Dead End 96 10,754 18 5.0 Note 8 6.5 Rehabilitation is not due at this time (note 9). NA Maint: 2024-25 Eastwing Aliso Creek Rd Skylark Dr 90 21,570 18 5.5 Note 8 7.0 Rehabilitation is not due at this time (note 9). NA Maint: 2024-25 Westwing Calle Corta Aliso Creek 92 71,360 18 6.0 Note 8 8.0 Rehabilitation is not due at this time (note 9). NA Maint: 2024-25 Pheasant Ln Westwing Dead End 96 35,450 18 5.0 Note 8 6.5 Rehabilitation is not due at this time (note 9). NA Maint: 2024-25 Rosy Finch Ln Westwing Dead End 95 35,894 18 5.0 Note 8 6.5 Rehabilitation is not due at this time (note 9). NA Maint: 2024-25 Chickadee Ln Calle Corta Dead End 93 39,176 18 5.0 Note 8 6.5 Rehabilitation is not due at this time (note 9). NA Maint: 2024-25 King Eider Ln Calle Corta Dead End 93 36,170 18 5.0 Note 8 6.5 Rehabilitation is not due at this time (note 9). NA Maint: 2024-25 Sora Ct Westwing Dead End 96 3,478 18 5.0 Note 8 6.5 Rehabilitation is not due at this time (note 9). NA Maint: 2024-25 Swan Ln Surfbird Ln Dead End 96 14,510 18 5.0 Note 8 6.5 Rehabilitation is not due at this time (note 9). NA Maint: 2024-25 Dunlin Ln Surfbird Ln Dead End 90 21,314 18 5.0 Note 8 6.5 Rehabilitation is not due at this time (note 9). NA Maint: 2024-25 Surfbird Spoonbill Dr Seagull Ln 92 45,657 18 5.5 Note 8 7.0 Rehabilitation is not due at this time (note 9). NA Maint: 2024-25 Surfbird Seagull Ln Dead End 89 26,040 18 5.5 Note 8 7.0 Rehabilitation is not due at this time (note 9). NA Maint: 2024-25 Solitaire Ln Seagull Ln Dead End 90 38,690 18 5.0 Note 8 6.5 Rehabilitation is not due at this time (note 9). NA Maint: 2024-25 Blackbird Ln Seagull Ln Dead End 94 33,146 18 5.0 Note 8 6.5 Rehabilitation is not due at this time (note 9). NA Maint: 2024-25 Seagull Surfbird Ln Canyon Wren Ln 94 37,320 18 5.5 Note 8 7.0 Rehabilitation is not due at this time (note 9). NA Maint: 2024-25 Canyon Wren Ln Westwing Crane St 92 73,320 18 6.0 Note 8 8.0 Rehabilitation is not due at this time (note 9). NA Maint: 2024-25 Canyon Wren Ln Crane St El Toro Rd 97 48,230 18 6.0 Note 8 8.0 Rehabilitation is not due at this time (note 9). NA Maint: 2024-25 Golden Eagle Ct Surfbird Ln Dead End 95 11,018 18 5.0 Note 8 6.5 Rehabilitation is not due at this time (note 9). NA Maint: 2024-25 Egret Ln Prairie Falcon Seagull Ln 95 81,500 18 5.0 Note 8 6.5 Rehabilitation is not due at this time (note 9). NA Maint: 2024-25 Crane St Canyon Wren Ln Prairie Falcon 94 4,010 18 5.0 Note 8 6.5 Rehabilitation is not due at this time (note 9). NA Maint: 2024-25 Prairie Falcon Egret Ln Crane St 92 48,920 18 5.0 Note 8 6.5 Rehabilitation is not due at this time (note 9). NA Maint: 2024-25 Prairie Falcon Crane St Dead End 94 34,320 18 5.0 Note 8 6.5 Rehabilitation is not due at this time (note 9). NA Maint: 2024-25 Cuervo Dr Canyon Wren Ln Wigeon Ln 94 38,376 18 5.5 Note 8 7.0 Rehabilitation is not due at this time (note 9). NA Maint: 2024-25 Nutcracker Ln Cuervo Dr Dead End 95 17,579 18 5.0 Note 8 6.5 Rehabilitation is not due at this time (note 9). NA Maint: 2024-25 Bob White Ln Pinyon Jay Cuervo Dr 95 10,276 18 5.0 Note 8 6.5 Rehabilitation is not due at this time (note 9). NA Maint: 2024-25 Pinyon Jay Ln Wigeon Ln Bob White Ln 95 8,034 18 5.0 Note 8 6.5 Rehabilitation is not due at this time (note 9). NA Maint: 2024-25 Wigeon Ln Cuervo Dr Pinyon Jay 95 10,296 18 5.0 Note 8 6.5 Rehabilitation is not due at this time (note 9). NA Maint: 2024-25 Cardinal Ave Canyon Wren Ln Bluebird Ln 93 31,122 18 5.0 Note 8 6.5 Rehabilitation is not due at this time (note 9). NA Maint: 2024-25 Design Input Parameters
Structural Capacity
Prlim. Findings
Recommendations
Table C-2: Zone 1 Pavement Repair Recommendations
Street Name From To
2020
PMP
PCI
2020
PMP
Area
(SF)
2 of 7
DRAFT
274
Design R-
Value
Assumed 20-
Year TI(1)
Localized AC
Repair
Thickness
(inches)(2)(3)(5)
AC Overlay Thickness (inches)(6)
Reflective Cracking
Reduction
Recommendation
Recommended
Strategy and Schedule
Design Input Parameters
Structural Capacity
Prlim. Findings
Recommendations
Table C-2: Zone 1 Pavement Repair Recommendations
Street Name From To
2020
PMP
PCI
2020
PMP
Area
(SF)
Bluebird Ln Cardinal Ave Dead End 95 32,564 18 5.0 Note 8 6.5 Rehabilitation is not due at this time (note 9). NA Maint: 2024-25 Calle Corta Westwing El Toro Rd 82 54,470 18 6.0 Note 8 8.0 Rehabilitation is not due at this time (note 9). NA Maint: 2024-25 Osprey Ave Surfbird Ln Dead End 87 11,018 18 5.0 Note 10 6.5 Rehabilitation is not due at this time (note 9). NA Maint: 2024-25 Tanager Ln El Toro Rd Dead End - 16,670 18 6.0 Note 8 8.0 Rehabilitation is not due at this time (note 9). NA Maint: 2024-25 Brookline Brookline Glenwood Drive 40 24,320 10 7.0 Note 7 9.5 2.0 Notes 4 Brookline Aliso Creek Rd Dead End 56 69,404 10 7.0 Note 7 9.5 2.0 Notes 4 Cedarbrook Rainwood Aliso Viejo Pkwy 80 55790 10 7.0 Note 8 8.0 2.5 Notes 4 Cedarbrook Glenwood Dr Rainwood 78 66070 10 7.0 Note 8 8.0 2.5 Notes 4 Cedarbrook Da Vinci Glenwood Drive 78 46,703 10 6.0 Note 8 8.0 Rehabilitation is not due at this time (note 9). NA Maint: 2025-26 Da Vinci Glenwood Dr Cedarbrook 73 83,549 10 6.0 Note 8 8.0 Rehabilitation is not due at this time (note 9). NA Maint: 2025-26 Via Iglesia Calle Cortez Moulton Pkwy 79 78,000 30 6.0 Note 8 7.0 Rehabilitation is not due at this time (note 9). NA Maint: 2025-26 Via Iglesia Calle Cortez Dead End 79 5,700 30 6.0 Note 8 7.0 Rehabilitation is not due at this time (note 9). NA Maint: 2025-26 Calle Cortez Via Iglesia Moulton Pkwy 74 14,903 30 6.0 Note 8 7.0 Rehabilitation is not due at this time (note 9). NA Maint: 2025-26 Note (8): Other than the areas recommended for localized AC repair areas (which are areas recommended to be addressed through patching, Notes 2 and 5), the existing pavement appears to be structurally adequate. To confirm, additional investigation may be required at the project-level evaluation stage.

Note (7): The existing AC section is inadequately thick. We recommend increasing the structural capacity of the roadway by thickening the existing AC pavement by least 2-inches in the travel lanes. Perform an edge mill and install the recommended overlay section to thicken the travel lanes and crown. Changes to cross slope should be reviewed and confirmed by the Project Civil Engineer for other considerations, such as drainage, super-elevation, etc.

Rehab: 2027-28
Note (5): The recommended AC base course mix is Standard Specification for Public Works Construction (Greenbook) ½-inch maximum Type IIIC3 PG 64-10 R15 AC.

Note (6): The recommended AC overlay mix is Greenbook ½-inch maximum Type IIIC3 PG 64-10 R15 AC.

Note (1): Traffic indices (TI’s) are assumed values. A traffic engineer should confirm these assumed values are valid.

Note (3): Areas that do not exhibit load-related distresses (alligator cracking, depressions, potholes) but contain relatively wide longitudinal/transverse cracks (≥3/4-inch wide) are recommended for 5.0-inch-thick localized AC repair, extending to 2 foot beyond the edge of the crack (4-foot wide minimum width).

Note (4): Fiber-reinforced AC (Forta-Fi or equivalent) is recommended for use with the AC leveling and AC overlay layers to reduce reflective cracking potential (not necessary for AC base layer).

Note (10): Based on FWD testing, the roadway is structurally inadequate.

Rehab: 2025-26
Note (9): Current roadway condition is suitable for more cycle(s) of maintenance (localized AC repairs, crack repairs, followed by slurry sealing). 3 of 7
DRAFT
275
Design R-
Value
Assumed 20-
Year TI(1)
Localized AC Repair
Thickness (inches)(2)(3)(4)
Recommended Strategy and
Schedule(7)
Falcon Crest Ln Royal Tern Ln Sanderling Ln 90 20,376 23 5.0 Note 6 6.0 Maint: 2024-25 Willet Ln Hummingbird Ln Royal Tern Ln 90 8,352 23 5.0 Note 6 6.0 Maint: 2024-25 Condor Ln Sanderling Ln Hummingbird Ln 90 4,536 23 5.0 Note 6 6.0 Maint: 2024-25 Royal Tern Ln Dead End Phoebe 89 35,558 23 5.0 Note 6 6.0 Maint: 2024-25 Phoebe Ct Royal Tern Ln Dead End 84 10,430 23 5.0 Note 6 6.0 Maint: 2024-25 Sanderling Ln Falcon Crest Ln Hummingbird Ln 89 20,484 23 5.0 Note 6 6.0 Maint: 2024-25 Blue Heron Ln San Bittern Ln Dead End 90 21,612 23 5.0 Note 6 6.0 Maint: 2024-25 White Pelican Ln Blue Heron Ln Dead End 87 10,898 23 5.0 Note 6 6.0 Maint: 2024-25 San Bittern Ln Hummingbird Ln Dead End 70 30,962 23 5.0 Note 6 6.0 Maint: 2024-25 Coral Bill Ln Hummingbird Ln Woodswallow Ln 49 6,320 23 5.0 Note 6 6.0 Maint: 2024-25 Goldfinch Ln Hummingbird Ln Woodswallow Ln 85 5,920 23 5.0 Note 6 6.0 Maint: 2024-25 Starling Ln Hummingbird Ln Dead End 85 25,951 23 5.0 Note 6 6.0 Maint: 2024-25 Songbird Ln Tempeter Ln Firecrest Ln 84 47,520 23 5.0 Note 6 6.0 Maint: 2024-25 Woodswallow Ln Songbird Ln Songbird Ln - 43,883 23 5.0 Note 6 6.0 Maint: 2024-25 Trempeter Ln Woodswallow Ln Songbird Ln 90 9,504 23 5.0 Note 6 6.0 Maint: 2024-25 Firecrest Ln Songbird Ln Woodswallow Ln 85 5,616 23 5.0 Note 6 6.0 Maint: 2024-25 Hummingbird Ln Aliso Creek San Bittern Ln 90 63,600 23 6.0 Note 5 7.5 Maint: 2024-25 Hummingbird Ln San Bittern Ln Dead End 90 42,080 23 6.0 Note 5 7.5 Maint: 2024-25 Bells Vireo Ln El Toro Rd Hummingbird Ln - 18,280 23 6.0 Note 5 7.5 Maint: 2024-25 Bay Laurel Westwing Coppercrest 86 20,560 18 5.5 Note 6 7.0 Maint: 2025-26 Saddleridge Highpoint Dead End 85 40,742 18 5.5 Note 6 7.0 Maint: 2025-26 Crossbow Sandbridge Saddleridge 84 10,548 18 5.0 Note 6 6.5 Maint: 2025-26 Lindengrove Diamondgate Briarcliff 83 41,860 30 5.0 Note 6 5.0 Maint: 2025-26 Eastwing Heatherwood Ramblewood 83 77,640 18 6.0 Note 6 8.0 Maint: 2025-26 Crestview Meadow Point Dead End 82 27,638 30 5.0 Note 6 5.0 Maint: 2025-26 Shorecliff Ridgecrest Dead End 82 56,690 10 5.0 Note 6 7.0 Maint: 2025-26 Stonebrook Westwing Dead End 82 20,258 18 5.0 Note 6 6.5 Maint: 2025-26 Briarcliff Lindengrove Westwing 81 41,034 30 5.5 Note 6 5.5 Maint: 2025-26 Helmcrest Briarcliff Dead End 81 24,074 30 5.0 Note 6 5.0 Maint: 2025-26 Collingwood Briarcliff Diamondgate 80 26,280 30 5.0 Note 6 5.0 Maint: 2025-26 Highpoint Stonebrook Dead End 80 39,530 18 5.0 Note 6 6.5 Maint: 2025-26 Sandbridge Highpoint Heatherwood 80 46,760 18 5.5 Note 6 7.0 Maint: 2025-26 Hazelbranch Bay Laurel Dead End 80 8,306 18 5.0 Note 6 6.5 Maint: 2025-26 Tanglewood Westwing Dead End 80 38,990 18 5.0 Note 6 6.5 Maint: 2025-26 Grandbriar Briarcliff Dead End 79 29,762 30 5.0 Note 6 5.0 Maint: 2025-26 Skygate Westwing Meadow Point 79 42,240 30 5.5 Note 6 5.5 Maint: 2025-26 Table C-3: Zone 2 Pavement Repair Recommendations
Structural Capacity
Prelim. Findings
2020 PMP
Area (SF)
2020 PMP
PCIToFromSt reet Name
Design Input Parameters Recommendations
4 of 7
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Design R-
Value
Assumed 20-
Year TI(1)
Localized AC Repair
Thickness (inches)(2)(3)(4)
Recommended Strategy and
Schedule(7)
Table C-3: Zone 2 Pavement Repair Recommendations
Structural Capacity
Prelim. Findings
2020 PMP
Area (SF)
2020 PMP
PCIToFromSt reet Name
Design Input Parameters Recommendations
Flinstone Eastwing Dead End 78 40,850 10 5.0 Note 6 7.0 Maint: 2025-26 Ramblewood ShoreCliff Westwing 76 19,456 10 5.5 Note 6 7.5 Maint: 2025-26 Ridgecrest Oakleigh Shorecliff 76 47,520 10 5.0 Note 6 7.0 Maint: 2025-26 Thornbird Briarcliff Dead End 75 20,546 30 5.0 Note 6 5.0 Maint: 2025-26 Eastwing Heatherwood Aliso Creek 75 49,160 18 6.0 Note 6 8.0 Maint: 2025-26 Westwing Aliso Creek Ramblewood 75 101,770 18 6.0 Note 6 8.0 Maint: 2025-26 Coppercrest End End 75 35,656 18 5.0 Note 6 6.5 Maint: 2025-26 Northwinds Westwing Dead End 75 25,680 18 5.0 Note 6 6.5 Maint: 2025-26 Oakleigh Eastwing Brooktree 74 12,420 10 5.0 Note 6 7.0 Maint: 2025-26 Heatherwood Eastwing Dead End 74 34,706 18 5.0 Note 6 6.5 Maint: 2025-26 Satinbush Collingwood Dead End 73 6,326 30 5.0 Note 6 5.0 Maint: 2025-26 Meadow Point Skygate Diamondgate 72 19,440 30 5.5 Note 6 5.5 Maint: 2025-26 Mayflower ShoreCliff Dead End 71 16,406 30 5.0 Note 6 5.0 Maint: 2025-26 Diamond Gate Lindengrove Dead End 69 54,706 30 5.0 Note 6 5.0 Maint: 2025-26 Crystalglen Diamondgate Dead End 68 13,202 30 5.0 Note 6 5.0 Maint: 2025-26 Timberbluff Ramblewood Dead End 65 10,862 10 5.0 Note 6 7.0 Maint: 2025-26 Brooktree Oakleigh Dead End 65 15,210 10 5.0 Note 6 7.0 Maint: 2025-26 Eaglepoint End End 65 18,252 18 5.0 Note 6 6.5 Maint: 2025-26 Pathfinder Saddleridge Eaglepoint 40 9,504 18 5.0 Note 6 6.5 Maint: 2025-26 Goldenfield Diamondgate Dead End 38 5,304 30 5.0 Note 6 5.0 Maint: 2025-26 Windstar Flintsone Dead End 5,675 10 5.0 Note 6 7.0 Maint: 2025-26 Mareblu Pacific Park Dead End 67 21,470 23 6.0 Note 5 7.5 Maint: 2027-28 Laurel Mont Alicia Pkwy Hollyoak 81 53,435 23 6.0 Note 6 7.5 Maint: 2027-28 Hollyoak Alicia Pkwy Laurelmont 73 49,000 23 6.0 Note 6 7.5 Maint: 2027-28 Note (1): Traffic indices (TI’s) are assumed values. A traffic engineer should confirm these assumed values are valid.

Note (2): For areas containing m edium - or high-severity load-related distresses (alligator cracking, d epressions, potholes, etc.), perform full-depth lo calized AC repair with the thickness shown or match existing AC thickness, whichever is greater. The recommended thickness represents the total AC section (in clusiv e of AC leveling and A C/ARHM overlay layer thicknesses). We recommend processing, moisture conditioning, and re-compacting the top 6-inches of material below the bottom of excavation to at least optimum moisture content and at least 90 percent relative compaction.

Note (3): Areas that do not exhibit load-related d istresses (alligator cracking, depressions, potholes) but contain relatively w id e longitudinal/transverse cracks (≥3/4-inch wide) are recommended for 5.0-inch-thick localized AC repair, extending to 2 foot beyond the edge of the crack (4- foot wide minimum width).

Note (4): The recommended AC base course mix is Standard Specification for Public Works Construction (Greenbook) ½-inch maximum Type IIIC3 PG 64-10 R15 A C.

Note (5): Based o n FWD testing, the roadway is structurally inadequate.

Note (6): Other than the areas recommended for localized AC repair areas (which are areas recommended to be addressed through patching, Notes 2 and 4 ), the existing pavement appears to be stru cturally adequate.To confirm, additional investigation may be required at the project- level evaluation stage.

Note (7): Current roadway condition is suitable fo r more cycle(s) of maintenance (localized AC repairs, crack repairs, followed by slurry sealing). 5 of 7
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277
Design R-
Value
Assumed 20-
Year TI(1)
Localized AC
Repair Thickness
(inches)(2)(3)(5)
AC Leveling Course
Thickness (inches)(6)
ARHM Overlay
Thickness (inches)(7)
Reflective Cracking
Reduction
Recommendation
Recommended
Strategy and
Schedule
Hollyleaf Hopseed Bottlebrush 83 35,424 23 5.5 Note 9 7.0 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Hollyleaf Bottlebrush Dead End 90 40,786 23 5.5 Note 9 7.0 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Coffeeberry Hollyleaf Dead End 90 16,442 23 5.0 Note 9 6.0 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Sugar Gum Hollyleaf Dead End 95 13,310 23 5.0 Note 9 6.0 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Lilac Hollyleaf Dead End 91 6,615 23 5.0 Note 9 6.0 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Hopseed Hollyleaf Wood Vista 89 81,920 23 5.5 Note 9 7.0 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Bottlebrush Silkwood Hollyleaf 90 17,280 23 5.5 Note 9 7.0 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Sugarbush Bottlebrush Dead End 89 18,890 23 5.0 Note 9 6.0 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Silkwood Canyon Vistas Dead End 90 44,666 23 5.5 Note 9 7.0 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Scrub Oak Silkwood Dead End 84 17,558 23 5.0 Note 9 6.0 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Stone Pine Hopseed Dead End 85 29,762 23 5.0 Note 9 6.0 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Lantana Hopseed Dead End 87 29,762 23 5.0 Note 9 6.0 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Goldenrain Hopseed Dead End 85 28,910 23 5.0 Note 9 6.0 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Deerwood Hopseed Dead End 88 35,390 23 5.0 Note 9 6.0 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Wood Vista Way Hopseed Canyon Vistas 80 45,440 23 5.5 Note 9 7.0 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Canyon Vistas Pacific Park Wood Vista Way 70 37,970 23 6.0 Note 9 7.5 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Canyon Vistas Wood Vista Way Silkwood 73 62,760 23 6.0 Note 9 7.5 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Coastal Oak Canyon Vistas Peppertree 90 66,408 23 5.5 Note 9 7.0 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Rockrose Canyon Vistas Peppertree 85 74,628 23 5.5 Note 9 7.0 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Sprucewood Canyon Vistas Peppertree 85 87,108 23 5.5 Note 9 7.0 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Bearberry Timberland Dead End 80 6,938 23 5.0 Note 9 6.0 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Timberland Peppertree Dead End 81 84,228 23 5.5 Note 9 7.0 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Sagebrush Timberland Canyon Vistas 83 12,400 23 5.5 Note 9 7.0 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Elderwood Sagebrush Dead End 80 58,274 23 5.0 Note 9 6.0 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Clusterberry Timberland Elderwood 89 5,608 23 5.0 Note 9 6.0 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Peppertree Pacific Park Dr Sprucewood 87 46,360 23 6.0 Note 9 7.5 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Peppertree Sprucewood End 90 42,690 23 6.0 Note 9 7.5 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Northern Pine Loop Ponderosa Ponderosa 82 76,032 10 5.0 Note 9 7.0 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Sierra Cir Northern Pine Loop Dead End 90 6,985 10 5.0 Note 9 7.0 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Oak Ridge Cir Northern Pine Loop Dead End 85 7,838 10 5.0 Note 9 7.0 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Boulder Cir Northern Pine Loop Dead End 90 6,614 10 5.0 Note 9 7.0 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Key Largo Sanborn Cayman Brac 90 21,420 18 5.0 Note 9 6.5 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Cayman Brac Brittany Bay Laguna Madre 85 23,148 18 5.0 Note 9 6.5 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Cayman Brac Brittany Bay Key Largo 90 20,124 18 5.0 Note 9 6.5 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Brittany Bay Cayman Brac Key Largo 88 11,160 18 5.0 Note 9 6.5 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Cape Coral Laguna Madre Brittany Bay 90 25,632 18 5.0 Note 9 6.5 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Palm Hbr Cayman Brac Cape Coral 88 10,512 18 5.0 Note 9 6.5 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Laguna Madre Cayman Brac Cape Coral 95 10,224 18 5.0 Note 9 6.5 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Paradise Bay Chase Cayman Brac 87 5,184 18 5.0 Note 9 6.5 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Sanborn Chase Aurora 83 42,804 24 6.0 Note 9 7.5 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Sanborn Aurora Wood Canyon Dr 83 35,824 24 6.0 Note 9 7.5 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Chase Paradise Bay Sanborn 80 28,294 18 7.0 Note 9 9.5 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Chase Sanborn Pacific Park Dr 82 25,241 18 7.0 Note 9 9.5 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Chase Paradise Bay Thisledown 90 48,676 18 7.0 Note 9 9.5 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Street Name From To 2020 PMP PCI 2020 PMP
Area (SF)
Structural Capacity
Prelim. Findings
Table C-4: Zone 3 Pavement Repair Recommendations
Design Input Parameters Recommendations
6 of 7
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Design R-
Value
Assumed 20-
Year TI(1)
Localized AC
Repair Thickness
(inches)(2)(3)(5)
AC Leveling Course
Thickness (inches)(6)
ARHM Overlay
Thickness (inches)(7)
Reflective Cracking
Reduction
Recommendation
Recommended
Strategy and
Schedule
Street Name From To 2020 PMP PCI 2020 PMP
Area (SF)
Structural Capacity
Prelim. Findings
Table C-4: Zone 3 Pavement Repair Recommendations
Design Input Parameters Recommendations
Wood Canyon Dr Thistledown Alastair 81 81,528 24 7.0 Note 9 9.0 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Wood Canyon Dr Grand Sanborn 83 30,179 24 7.0 Note 9 9.0 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Wood Canyon Dr Sanborn Pacific Park Dr 80 57,878 24 7.0 Note 9 9.0 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Wood Canyon Dr Pacific Park Dr Oakgrove 2,002 24 7.0 Note 9 9.0 Rehabilitation is not due at this time (note 10). NA Maint: 2028-29 Oakgrove Wood Canyon Dr Pleasant Walk 76 53,480 10 6.0 Note 8 8.0 Rehabilitation is not due at this time (note 10). NA Maint: 2027-28 Boundary Oak Pleasant Walk Wood Canyon Dr 76 88,154 10 6.0 Note 9 8.0 Rehabilitation is not due at this time (note 10). NA Maint: 2027-28 Picket Ln Wood Canyon Dr Plateau 88 5,098 23 6.0 Note 9 7.5 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Plateau North End Picket Ln 94 49,562 23 5.0 Note 9 6.0 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Plateau Picket Ln South End 87 17,154 23 5.0 Note 9 6.0 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Plateau Plateau Wood Canyon Dr 86 5,076 23 6.0 Note 9 7.5 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Nantais Pierremont Dead End 73 10,754 24 5.0 Note 9 6.0 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Pierremont Parisville Dead End 74 33,950 24 5.0 Note 9 6.0 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Parisville Grand Dead End 81 15,578 24 5.0 Note 9 6.0 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Grand Aliso Viejo Pkwy Wood Canyon Dr 83 39,405 24 6.0 Note 9 7.5 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Grand Aliso Viejo Pkwy Vantis Dr (pvt) 90 15,310 24 6.0 Note 9 7.5 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Erica Ln Grand Richemont Wy 89 5,176 24 5.0 Note 9 6.0 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Richemont Way Caledon Ct Kara Ct 88 19,224 24 5.0 Note 9 6.0 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Caledon Ct Richemont Wy Dead End 88 12,806 24 5.0 Note 9 6.0 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Gala Ct Richemont Wy Dead End 86 10,754 24 5.0 Note 9 6.0 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Kara Ct Richemont Wy Dead End 88 10,754 24 5.0 Note 9 6.0 Rehabilitation is not due at this time (note 10). NA Maint: 2025-26 Enterprise Antares Aliso Viejo Pkwy 79 61,970 10 7.0 Note 9 9.5 1.0 1.5 Notes 4 Rehab: 2027-28 Enterprise Antares Pacific Park Dr 90 16,180 10 7.0 Note 9 9.5 1.0 1.5 Notes 4 Rehab: 2027-28 Note (1): Traffic indices (TI’s) are assumed values. A traffic engineer should confirm these assumed values are valid.

Note (8): Based on FWD testing, the roadway is structurally inadequate.

Note (9): Other than the areas recommended for localized AC repair areas (which are areas recommended to be addressed through patching, Notes 2 and 4), the existing pavement appears to be structurally adequate. To confirm, additional investigation may be required at the project-level evaluation stage.

Note (10): Current roadway condition is suitable for more cycle(s) of maintenance (localized AC repairs, crack repairs, followed by slurry sealing).

Note (4): Fiber-reinforced AC (Forta-Fi or equivalent) is recommended for use with the AC leveling and ARHM overlay layers to reduce reflective cracking potential (not necessary for AC base layer).

Note (5): The recommended AC base course mix is Standard Specification for Public Works Construction (Greenbook) ½-inch maximum Type IIIC3 PG 64-10 R15 AC.

Note (6): The recommended AC leveling course mix is Greenbook 3/8-inch maximum Class D2 PG 64-10 R15 AC.

Note (7): The recommended ARHM overlay mix is Greenbook ½-inch maximum ARHM-GG-C R0. 7 of 7
DRAFT
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60367.01100\34434765.2
City of Aliso Viejo

AGENDA ITEM
DATE: February 5, 2025
TO: Mayor and City Council
FROM: Shaun Pelletier, Director of Public Works/City Engineer SUBJECT: BIKE LANE DISCUSSION
Recommended Action:

Receive presentation and provide direction to Staff.

Fiscal Impact:

There is no fiscal impact for this report.

Background:

The City’s current network of bike lanes is illustrated in Attachment 1. Presently, most of the City’s arterial roads, including Aliso Creek Road, Pacific Park Drive, Glenwood Drive, Aliso Viejo Parkway, and Alicia Parkway, feature striped bike lanes. However, due to numerous driveway accesses and other right turn pockets, Aliso Creek Road between Pacific Park and Aliso Viejo Parkway (North) does not have a striped bike lane.

Bike lanes are categorized as follows:
 Class I: Multi-use trail or path
 Class II: Bike lanes or buffered bike lanes
 Class III: Bike route
 Class IV: Separated bikeway
In an initial review of the City’s main arterial streets, Pacific Park/Glenwood, Aliso Creek Road, and Aliso Viejo Parkway, these streets can generally accommodate buffered bike lanes. However, each street and location poses distinct challenges that must be addressed for actual implementation. The construction cost and required effort will vary significantly depending on the type of buffer selected. 280
60367.01100\34434765.2

Page 2 of 3 ends

Additionally, the Orange County Transportation Authority (OCTA) is developing a regional bikeway plan that could be integrated with local improvements, enhancing connectivity between local and regional bike facilities and expanding the bikeway system throughout the County. OCTA is also beginning to review guidelines for e-bikes, which could aid local agencies in safety and enforcement efforts.

Discussion:

Buffered bike lanes, or cycle tracks, can take many different forms. The main goal of these facilities is to provide physical protection to cyclists from vehicular traffic. They are most commonly used on arterial streets with parking lanes that help provide this protective barrier, though they could be installed on any street with enough space to accommodate them.

A physical barrier could take the form of a landscaped buffer, concrete curb or median, bollards/delineators, or simply be pavement markings. Any existing on-street bike lane that is at least 8’ wide could have a striped buffer added at a relatively low cost and very little lead time to demonstrate a striped cycle track. Very few existing locations are less than 8’.

There are several design factors that need to be carefully reviewed when determining how and where to construct any physical barrier such as a landscaped or concrete median. These include but are not limited to:
 Sight Distance
 Drainage
 Existing Utilities
 Driveway/Street Intersection Conflicts
 Bridge Deck Widths
 Street Sweeping
 Adjacent Slope/Property Maintenance Access
 Additional Ongoing Landscape/Street Maintenance Costs Since 2021, the City has been enhancing the existing bike lanes by adding a 2-3’ buffer when repaving roads. This upgrade was most recently applied to Aliso Creek Road. In 2024, the California Manual on Uniform Traffic Control Devices adopted a standard for incorporating green paint for bicycle legends and striping bike lanes at conflict areas such as driveways and intersections. These green bicycle lanes will be included in the upcoming Aliso Creek Road Street Rehabilitation Project between Enterprise and SR-73, slated for completion by Spring 2024.

The estimated cost to install buffered bike lanes with green paint over the existing pavement in the remaining bike lanes throughout the City is approximately $20 per foot, totaling around $1.3 million for construction. The City has approximately 62,500 feet of arterial roads. Currently, there is roughly $1.4 million available in Air Quality Management 281
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District (AQMD) funds earmarked for bike lane improvements. The AQMD AB 2766 Subvention Fund Program provides funding to cities and counties for developing clean transportation programs and reducing vehicle emissions, including the design, development, and implementation of bike lanes. The City has previously used this funding to purchase hybrid vehicles and electric vehicle chargers.

The City has applied for grant funding without success. In the last call for projects under the Safe Streets and Roads for All (SS4A) Grant Program, the award criteria favored projects in areas with a high history of fatalities and within census tracts that include underserved communities. During the required reporting period, Aliso Viejo recorded no vehicle fatalities, and we do not have any census tracts classified as underserved.

Additionally, while the Orange County Transportation Authority (OCTA) offers competitive grants for capacity improvement projects that could be utilized for bike lane projects, the city’s traffic levels do not yield a high score in the competitive evaluation, nor do we have roadways requiring widening for capacity issues.

Staff respectfully seeks City Council direction on whether to continue integrating bike lane improvements during roadway repaving projects or to implement these enhancements beforehand. Undertaking striping improvements prior to paving may incur additional costs for removing conflicting striping and could leave visible marks where the striping previously existed. Furthermore, the consideration of physical barriers at specific locations should also take into account their potential drawbacks.

Environmental:

A feasibility study would not require environmental review as it is not considered a project under CEQA. Any potential projects proposed in a study would be reconsidered for environmental review as needed.

Attachment:

1. Bike Lane Map

2. Presentation
282
City of Aliso Viejo Bike Map

Class I – Off Road Bikeway
Class II – On-Road Striped Bikeway
New Class II -On Road Striped Bikeway
(estimated completion Spring 2025)
283
Bike Lane Discussion
284
Agenda
• Types of Bike Lanes
• Class I, II, III, IV
• Funding
• Bike Lane Considerations
2285
• Class I - Multi-Use Trail or Path
• A separated path designed exclusively for bicycles and pedestrians, located off-street and away from vehicle
traffic.
3 Aliso Creek Hiking and Riding Trail, Aliso Viejo, CA
286
4 • Class II - Bike Lanes or Buffered Bike Lanes
• A separated path designed exclusively for bicycles and pedestrians, located off-street and away from vehicle traffic.

Aliso Creek Road
(Pacific Park Drive to
Wolverine Way),
Aliso Viejo, CA
Aliso Creek Road,
(Wolverine Way to
Alicia Parkway),
Aliso Viejo, CA
287
5 • Class II Bike Lane Enhancements
• Green Paint at Bicycle Legends
• Green Conflict Striping at Intersections
• Adopted by the CA-MUTCD in January 2024
Aliso Creek Road,
(Wolverine Way to Alicia Parkway),
Aliso Viejo, CA
288
6 • Class III – Bike Route
• A lower speed roadway where bicycles and motor vehicles share the same lane, indicated by signs or shared lane markings (sharrows)
Glenneyre Street,
Laguna Beach, CA
289
7 • Class IV – Separated Bikeway
• A protected bike lane that is physically separated from vehicle traffic by vertical barriers such as curbs, bollards, or planters.

Aliso Creek Road (Alicia Parkway to La Paz Rd),
Laguna Niguel, CA 290
8 • Class IV – Separated Bikeway Pros and Cons
Pros:
-Provides a barrier between cars and bikes
Cons:
-Street sweeping
-Landscape maintenance of the slopes
-Maintenance/replacement due to collisions/vandalism
291
9 Funding
AQMD Grant Funds Available: $1.4 Million
Cost Estimate to upgrade all Class II with green paint and buffers ~$1.3M
292
10 • Bike Lane Considerations
• Road Width
• Multiple Driveways
• Right turn Pockets
• Reduction/Removals of striped medians may
be necessary
• Removal of existing striping may leave marks behind
293
11 Questions
294
60367.01100\34434765.2
City of Aliso Viejo

AGENDA ITEM
DATE: February 5, 2025
TO: Mayor and City Council
FROM: Shaun Pelletier, Director of Public Works/City Engineer SUBJECT: AGREEMENT WITH GFIVE ENTERPRISES INC. DBA ADVANCED POOL

SPECIALISTS FOR THE AQUATIC CENTER POOL DECK SURFACE

REHABILITAITON PROJECT
Recommended Actions:

1. Approve Contract Documents, Specifications, and Plans for Aquatic Center Pool Deck Rehabilitation Project;

2. Award an agreement in the amount of $238,312.00 to GFive Enterprises Inc. dba Advanced Pool Specialists for Aquatic Center Pool Deck Surface Rehabilitation Project;

3. Authorize the City Manager to execute an agreement with GFive Enterprises Inc. dba Advanced Pool Specialists;

4. Authorize City staff to make total compensation to GFive Enterprises Inc. dba Advanced Pool Specialists up to $238,312.00 plus $23,831.20 (10% of the agreement amount) to allow for contingencies, totaling 262,143.20; and

5. Declare this project categorically exempt from the California Environmental Quality Act (CEQA) process Per Title 14 of the California Code of Regulations, Chapter 3, Article 19, Section 15301 (Class 1: Existing Facilities).

Fiscal Impact:

The cost of this project is estimated to be $262,143.20 including construction and contingency. Funding in the amount of $275,000 is allocated in the FY 2024-25 budget.

Background:

The Aquatic Center opened in 2008, built as a community enhancement through the Glenwood development agreement. During the 16 years since opening, minor repairs have been completed to remove trip hazards and replace the mastic joint sealants. The consistent pool chemical exposure has worn the surface of the concrete deck and if not treated there is likely to be more extensive repair or replacement necessary. 295
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Discussion:

Staff presented several options for the pool deck surface rehabilitation ranging in cost, lifespan, and aesthetics to the City Council in September 2024. The recommended product was KoolFlex and staff issued a notice to bid in October. One bid was received on October 30 from FlexGround, an installer of the KoolFlex product. Unfortunately, the bid was deemed non-responsive since bid items were changed or not included. The proposed cost also increased about 45% from an initial quote received about 6 months prior to bidding. For these reasons, staff rejected the bid.

After considering the options, a revised bid package was prepared in the form of a Request for Proposals and issued in December. This method allowed contractors to propose any product that they felt could fulfill the requirements of repairing and preserving the existing concrete deck. On January 15, 2025, 2 proposals were received and have been reviewed. FlexGround (KoolFlex) did not submit a new proposal. The proposed products are summarized below along with other considered options for comparison purposes only.

Grind and Seal – This method includes grinding and/or patching of any major defects and applying a clear sealcoat. This is the most inexpensive method but will not change the aesthetic of the deck and is recommended to repeat every 2 years.

MicroGlass (Recommended) – This method proposed by Advanced Pool Specialists includes patching of any major defects, light grinding of the entire concrete deck for a uniform non-slip surface and installing a cement densifier (MicroGlass). This is a clear material more suitable for resisting pool chemicals than a standard seal coat since it changes the physical composition of the concrete. The aesthetic will not change significantly from existing since there is no color added. The densifier has little maintenance once applied but may need spot repairs in high traffic/chemical areas.

Krete Kote – This method proposed by Construction Industry Specialties includes grinding and/or patching of any major defects and installing a thin multilayer cement- based surface treatment and colored sealant. This will require a color sealcoat at 5 years, and possible reapplication at 10 years. This could change the aesthetic of the pool deck depending on the color selected, but the feel will be similar to the existing concrete.

KoolFlex – This method previously proposed by FlexGround includes grinding and/or patching of any major defects and installing a thin thermoplastic surface treatment. This will require a color sealcoat every 5 years. This could change the aesthetic of the pool deck depending on the color selected and will change the feel of the deck providing a slightly cushioned layer.

Replace Concrete – This method is the most extensive, requiring complete removal and replacement of the concrete deck. This is the most time-consuming and expensive and would create the most disturbance to the facility and neighbors. Staff does not recommend this alternative but provided the information as a comparison. 296
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All proposed products are manufactured to better withstand exposure to pool chemicals and prolong the existing concrete deck below.

Since all products have different installation and long-term maintenance costs, the table helps provide a cost comparison at installation, 10 years, and 20 years.

Product Cost Lifespan
(Years)
10-Year Cost 20-Year Cost On-Going Maintenance
Grind and Seal $ 50,000 2 $ 314,000 $ 698,000 Seal every 2 years MicroGlass $ 201,593 10 $ 281,593 $ 381,593 Spot repair as needed Krete Kote $ 210,000 10 $ 365,000 $ 801,500 Seal every 5 years, Reapply every 10 years
Koolflex $ 250,000 20 $ 332,500 $ 520,000 Seal every 5 years Replace Concrete $ 380,000 40 $ 644,000 $ 1,028,000 Seal every 2 years Staff does recommend completing all three areas at this time to keep a uniform facility aesthetic, but should budget savings be desired, the Fireside area ($53,625) could be completed at a future date. We have also received an alternate bid price of $36,719 for a different type of coating (EcoFinish) on the Splash Pad which we would also recommend installing at this time. Although the proposals from each company are acceptable, the major difference is in the final aesthetic and long-term maintenance costs.

Staff has reviewed all the product information, alternative options and pricing and respectfully recommends awarding an agreement to Advanced Pool Specialists utilizing the MicroGlass product on the Lap Pool, Recreation Pool and Fireside surfaces, as well as the EcoFinish coating on the Splash Pad.

Attachment:

1. Agreement
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CITY OF ALISO VIEJO

PROFESSIONAL SERVICES AGREEMENT
FOR

AQUATIC CENTER POOL DECK REHABILITATION

1. PARTIES AND DATE.

This Agreement is made and entered into this day of , 20___, by and between the City of Aliso Viejo, a municipal corporation organized under the laws of the State of California with its principal place of business at 12 Journey, Suite 100, Aliso Viejo, California 92656 (“City”) and GFive Enterprises, Inc. dba Advanced Pool Specialists, a corporation, with its principal place of business at 2326 N. Batavia S t., Suite 116, Orange, CA 92865 (“Contractor”). City and Contractor are sometimes individually referred to herein as “Party” and collectively as “Parties.”

2. RECITALS.

2.1 Contractor.

Contractor desires to perform and assume responsibility for the provision of professional Pool Deck Rehabilitation services required by the City on the terms and conditions set forth in this Agreement. Contractor represents that it is experienced in providing professional Pool Deck Rehabilitation services to public clients, is licensed in the State of California, and is familiar with the plans of City.

2.2 Project.

City desires to engage Contractor to render such services for the Aquatic Center Pool Deck Rehabilitation project (“Project”) as set forth in this Agreement.

3. TERMS.

3.1 Scope of Services and Term.

3.1.1 General Scope of Services . Contractor promises and agrees to furnish to the City all labor, materials, tools, equipment, services, and incidental and customary work necessary to fully and adequately supply the professional Pool Deck Rehabilitation services necessary for the Project (“Services”). The Services are more particularly described in Exhibit “A” attached hereto and incorporated herein by reference. All Services shall be subject to, and performed in accordance with, this Agreement, the e xhibits attached hereto and incorporated herein by reference, and all applicable local, state and federal laws, rules and regulations.

3.1.2 T
erm . The term of this Agreement shall be from February 1 7, 2025 to June 30, 2025, unless earlier terminated as provided herein. The City Manager shall have the unilateral option, at its sole discretion, to renew this Agreement annually for no more than tw o additional one -year terms. Contractor shall complete the Services within the term of this Agreement, and shall meet any other established schedules and deadlines. 298
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3.2 Responsibilities of Contractor.

3.2.1 Control and Payment of Subordinates; Independent Contractor . The Services shall be performed by Contractor or under its supervision. Contractor will determine the means, methods and details of performing the Services subject to the requirements of this Agreement. City retains Contractor on an independent contractor basis and not as an employee.

Contractor shall complete, execute, and submit to City a Request for Taxpayer Identification Number and Certification (IRS FormW -9) prior to commencement of any Services under this Agreement. Neither City, nor any of its officials, officers, directors, employees or agents shall have control over the conduct of Contractor or any of Contractor's officers, employees, or agents, except as set forth in this Agreement. Contractor retains the right to perform similar or different services for others during the term of this Agreement. Any additional personnel performing the Services under this Agreement on behalf of Contractor shall also not be employees of City and shall at all times be under Contractor ’s exclusive direction and control. Contractor shall pay all wages, salaries, and other amounts due such personnel in connection with their performance of Services under this Agreement and as required by law. Contractor shall be responsible for all reports and obligations respecting such additional personnel, including, but not limited to: social security taxes, income tax withholding, unemployment insurance, disability insurance, and workers’ compensation insurance.

3.2.2 S
chedule of Services .

3.2.2.1 Contractor shall perform the Services expeditiously, within the term of this Agreement, and in accordance with the Schedule of Services set forth in Exhibit “B” attached hereto and incorporated herein by reference. Contractor represents that it has the professional and technical personnel required to perform the Services in conformance with such conditions. In order to facilitate Contractor’s conformance with the Schedule, City shall respond to Contractor’s submittals in a timely manner. Upon request of City, Cont ractor shall provide a more detailed schedule of anticipated performance to meet the Schedule of Services.

3.2.2.2 Neither City nor Contractor shall be considered in default of this Agreement for delays in performance caused by circumstances beyond the reasonable control of the non-performing Party. For purposes of this Agreement, such circumstances include a Force Majeure Event. A Force Majeure Event shall mean an event that materially affects a Party’s performance and is one or more of the following: (1) Acts of God or other natural disasters; (2) terrorism or other acts of a public enemy; (3) orders of governmental authorities (including, without limitation, unreasonable and unforeseeable delay in the issuance of permits or approvals by governmental authorities that are required for the S ervices); (4) strikes and other organized labor action occurring at the site and the effects thereof on the S ervices, only to the extent such strikes and other organized labor action are beyond the control of Contractor and its subcontractors, and to the extent the effects thereof cannot be avoided by use of replacement workers; and (5) pandemics, epidemics or quarantine restrictions. For purposes of this section, “orders of governmental authorities,” includes ordinances, emergency proclamations and orders, rules to protect the public health, welfare and safety, and other actions of a public agency applicable to the Services and Agreement.
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3.2.2.3 Should a Force Majeure Event occur, the non- performing Party shall, within a reasonable time of being prevented from performing, give written notice to the other Party describing the circumstances preventing continued performance and the efforts being made to resume performance of this Agreement. Force Majeure Events and/or delays, regardless of the Party responsible for the delay, shall not entitle Contractor to any additional compensation.

Notwithstanding the foregoing in this section, the City may stil l terminate this Agreement in accordance with the termination provisions of this Agreement.

3.2.3 Conformance to Applicable Requirements. All work prepared by Contractor shall be subject to the approval of City.

3.2.4 S ubstitution of Key Personnel. Contractor has represented to City that certain key personnel will perform and coordinate the Services under this Agreement. Should one or more of such personnel become unavailable, Contractor may substitute other personnel of at least equal competence upon written approval of City. In the event that City and Contractor cannot agree as to the substitution of key personnel, City shall be entitled to terminate this Agreement for cause. As discussed below, any personnel who fail or refuse to perform the Services in a manner acceptable to the City, or who are determined by the City to be uncooperative, incompetent, a threat to the adequate or timely completion of the Project or a threat to the safety of persons or property, shall be promptly removed from the Project by the Contractor at the request of the City.

The key personnel for performance of this Agreement are as follows: Brett Gereau.

3.2.5 C
ity’s Representative . The City hereby designates the City Manager, or his or her designee, to act as its representative for the performance of this Agreement (“City’s Representative”). City’s Representative shall have the power to act on behalf of the City for all purposes under this Contract. The City Manager hereby designates Public Works Director/City Engineer, or his or her designee, as the City’s contact for the implementation of the Services hereunder. Contractor shall not accept direction or orders from any person other than the City’s Representative or his or her designee.

3.2.6 C
ontractor ’s Representative. Contractor hereby designates Brett Gereau, or his or her designee, to act as its representative for the performance of this Agreement (“Contractor’s Representative”). Contractor’s Representative shall have full authority to represent and act on behalf of the Contractor for all purposes under this Agreement. The Contractor ’s Representative shall supervise and direct the Services, using his best skill and attention, and shall be responsible for all means, methods, techniques, sequences and procedures and for the satisfactory coordination of all portions of the Services under this Agreement.

3.2.7 C
oordination of Services. Contractor agrees to work closely with City staff in the performance of Services and shall be available to City’s staff, Contractors and other staff at all reasonable times.

3.2.8 S tandard of Care; Performance of Employees . Contractor shall perform all Services under this Agreement in a skillful and competent manner, consistent with the standards generally recognized as being employed by professionals in the same discipline in the State of California. Contractor represents and maintains that it is skilled in the professional calling necessary to perform the Services. Contractor warrants that all employees and subcontractors shall 300
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have sufficient skill and experience to perform the Services assigned to them. Finally, Contractor represents that it, its employees and subcontractors have all licenses, permits, qualifications and approvals of whatever nature that are legally required to perform the Services and that such licenses and approvals shall be maintained throughout the term of this Agreement. As provided for in the indemnification provisions of this Agreement, Contractor shall perform, at its own cost and expense and without reimbursement from the City, any services necessary to correct errors or omissions which are caused by the Contractor ’s failure to comply with the standard of care provided for herein. Any employee of the Contractor or its sub-Contractors who is determined by the City to be uncooperative, incompetent, a threat to the adequate or timely completion of the Project, a threat to the safety of persons or property, or any employee who fails or refuses to perform the Services in a manner acceptab le to the City, shall be promptly removed from the Project by the Contractor and shall not be re-employed to perform any of the Services or to work on the Project.

3.2.9 Laws and Regulations. Contractor shall keep itself fully informed of and in compliance with all local, state and federal laws, rules and regulations in any manner affecting the performance of the Project or the Services, including all Cal/OSHA requirements, and shall give all notices required by law. Contractor shall be liable for all violations of such laws and regulations in connection with Services. If the Contractor performs any work knowing it to be contrary to such laws, rules and regulations , Cont ractor shall be solely responsible for all costs arising therefrom. Contractor shall defend, indemnify and hold City, its officials, directors, officers, employees and agents free and harmless, pursuant to the indemnification provisions of this Agreement, from any claim or liability arising out of any failure or alleged failure to comply with such laws, rules or regulations.

3.2.10 I
nsurance.

3.2.10.1 Time for Compliance . Contractor shall not commence Work under this Agreement until it has provided evidence satisfactory to the City that it has secured all insurance required under this section. In addition, Contractor shall not allow any subcontractor to commence work on any subcontract until it has provided evidence satisfactory to the City that the subcontractor has secured all insurance required under this section.

3.2.10.2 T
ypes of Insurance Required. As a condition precedent to the effectiveness of this Agreement for work to be performed hereunder and without limiting the indemnity provisions of the Agreement, the Contractor in partial performance of its obligations under such Agreement, shall procure and maintain in full force and effect during the term of the Agreement, the following policies of insurance. If the existing policies do not meet the Insurance Requirements set forth herein, Contractor agrees to amend, supplement or endorse the policies to do so.
(a) Commercial General Liability: Commercial General Liability Insurance which affords coverage at least as broad as Insurance Services Office “occurrence” form CG 0001, with minimum limits of at least $1,000,000 per occurrence, and if written with an aggregate, the aggregate shall be double the per occurrence limit.

Defense costs shall be paid in addition to the limits.
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The policy shall contain no endorsements or provisions limiting coverage for (1) contractual liability; (2) cross liability exclusion for claims or suits by one insured against another; or (3) contain any other exclusion contrary to the Agreement.
(b) Automobile Liability Insurance: Automobile Liability Insurance with coverage at least as broad as Insurance Services Office Form CA 0001 covering “Any Auto” (Symbol 1) with minimum limits of $1,000,000 each accident.
(c) Contractors Pollution Liability: (if necessary)
Contractors Pollution Liability Insurance covering all of the contractor’s operations to include onsite and offsite coverage for bodily injury (including death and mental anguish), property damage, defense costs and cleanup costs with minimum limits of $5 million per loss and $10 million total all losses. The policy shall contain no endorsements or provisions limiting contractual liability or coverage for cross liability of claims or suits by one insured against another.

If coverage is written on a claims -made basis, the retroactive date shall precede the effective date of the initial Agreement and continuous coverage will be maintained or an extended reporting period will be exercised for a period of at least three (3) ye ars from termination or expiration of this Agreement.
(d) Professional Liability: Professional Liability insurance with minimum limits of $1,000,000. Covered professional services shall specifically include all work to be performed under the Agreement and delete any exclusions that may potentially affect the work to be performed (for example, any exclusions relating to lead, asbestos, pollution, testing, underground storage tanks, laboratory analysis, soil work, etc.).

If coverage is written on a claims -made basis, the retroactive date shall precede the effective date of the initial Agreement and continuous coverage will be maintained or an extended reporting period will be exercised for a period of at least three (3) ye ars from termination or expiration of this Agreement.
(e) Workers’ Compensation: Workers’ Compensation Insurance, as required by the State of California and Employer’s Liability Insurance with a limit of not less than $1,000,000 per accident for bodily injury and disease.
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3.2.10.3 Endorsements. Required insurance policies shall not be in compliance if they include any limiting provision or endorsement that has not been submitted to the City for approval.
(a) The policy or policies of insurance required by Section 3.2.10.2 (a) Commercial General Liability and (c) Contractor’s Pollution Liability shall be endorsed to provide the following:
(1) Additional Insured: The City of Aliso Viejo , its officials, officers, employees, agents, and volunteers shall be
additional insureds with regard to liability and defense of suits or claims arising out of the performance of the
Agreement.

Additional Insured Endorsements shall not (1) be restricted to “ongoing operations”; (2) exclude “contractual liability”; (3) restrict coverage to “sole” liability of Contractor ; or (4) contain any other exclusions contrary to the Agreement. (2) Cancellation: Required insurance policies shall not be canceled or the coverage reduced until a thirty (30) day written notice of cancellation has been served upon the City except ten (10) days shall be allowed for non- payment of premium.
(b) The policy or policies of insurance required by Section 3.2.10.2 (b) Automobile Liability and (d) Professional Liability shall be endorsed to provide the following:
(1) Cancellation: Required insurance policies shall not be canceled or the coverage reduced until a thirty (30) day written notice of cancellation has been served upon the City except ten (10) days shall be allowed for non- payment of premium.
(c) The policy or policies of insurance required by Section 3.2.10.2 (e) Workers’ Compensation shall be endorsed to provide the following:
(1) Waiver of Subrogation: A waiver of subrogation stating that the insurer waives all rights of subrogation against the indemnified parties.
(2) Cancellation: Required insurance policies shall not be canceled or the coverage reduced until a thirty (30) day written notice of cancellation has been served upon the City except ten (10) days shall be allowed for non- payment of premium.
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3.2.10.4 Primary and Non- Contributing Insurance. All insurance coverages shall be primary and any other insurance, deductible, or self -insurance maintained by the indemnified parties shall not contribute with this primary insurance. Policies shall contain or be endorsed to contain such provisions.

3.2.10.5 W aiver of Subrogation. Required insurance coverages shall not prohibit Contractor from waiving the right of subrogation prior to a loss. Contractor shall waive all subrogation rights against the indemnified parties. Policies shall contain or be endorsed to contain such provisions.

3.2.10.6 D
eductible . Any deductible or self -insured retention must be approved in writing by the City and shall protect the indemnified parties in the same manner and to the same extent as they would have been protected had the policy or policies not contained a deductible or self-insured retention.

3.2.10.7 E
vidence of Insurance . The Contractor , concurrently with the execution of the Agreement, and as a condition precedent to the effectiveness thereof, shall deliver either certified copies of the required policies, or original certificates and endorsements on forms approved by the City. The certificates and endorsements for each insurance policy shall be signed by a person authorized by that insurer to bind coverage on its behalf. At least fifteen (15 days) prior to the expiration of any such policy, evidence of insurance showing that such insurance coverage has been renewed or extended shall be filed with the City. If such coverage is cancelled or reduced, Contractor shall, within ten (10) days after receipt of written notice of such cancellation or reduction of coverage, file with the City evidence of insurance showing that the required insurance has been reinstated or has been provided through another insurance company or companies.

3.2.10.8 F
ailure to Maintain Coverage. Contractor agrees to suspend and cease all operations hereunder during such period of time as the required insurance coverage is not in effect and evidence of insurance has not been furnished to the City. The City shall have the right to withhold any payment due Contractor until Contractor has fully complied with the insurance provisions of this Agreement.

In the event that the Contractor ’s operations are suspended for failure to maintain required insurance coverage, the Contractor shall not be entitled to an extension of time for completion of the Services because of production lost during suspension.

3.2.10.9 Acceptability of Insurers. Each such policy shall be from a company or companies with a current A.M. Best’s rating of no less than A:VII and authorized to do business in the State of California, or otherwise allowed to place insurance through surplus line brokers under applicable provisions of the California Insurance Code or any federal law.

3.2.10.10 I
nsurance for Subcontractors . All Subcontractors shall be included as additional insureds under the Contractor ’s policies, or the Contractor shall be responsible for causing Subcontractors to purchase the appropriate insurance in compliance with the terms of these Insurance Requirements, including adding the City as an Additional Insured to the Subcontractor’s policies.
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3.2.11 Safety. Contractor shall execute and maintain its work so as to avoid injury or damage to any person or property. In carrying out its Services, the Contractor shall at all times be in compliance with all applicable local, state and federal laws, rules and regulations, and shall exercise all necessary precautions for the safety of employees appropriate to the nature of the work and the conditions under which the work is to be performed. Safety precautions where applicable shall include, but shall not be limited to: (A) adequate life protection and life saving equipment and procedures; (B) instructions in accident prevention for all employees and subcontractors, such as safe walkways, scaffolds, fall protection ladders, bridges, gang planks, confined space procedures, trenching and shoring, equipment and other safety devices, equipment and wearing apparel as are necessary or lawfully required to prevent acciden ts or injuries; and (C) adequate facilities for the proper inspection and maintenance of all safety measures.

3.3 Fees and Payments.

3.3.1 Compensation. Contractor shall receive compensation, including authorized reimbursements, for all Services rendered under this Agreement at the rates set forth in Exhibit “C” attached hereto and incorporated herein by reference. The total compensation shall not exceed Two Hundred Thirty Eight Thousand Three Hundred Tw elve Dollars ($238,312.00) (“Total Compensation”) without written approval of City’s City Manage r. Extra Work may be authorized, as described below, and if authorized, will be compensated at the rates and manner set forth in this Agreement.

3.3.2 P
ayment of Compensation. Contractor shall submit to City a monthly itemized statement which indicates work completed and hours of Services rendered by Contractor.

The statement shall describe the amount of Services and supplies provided since the initial commencement date, or since the start of the subsequent billing periods, as appropriate, through the date of the statement. City shall, within 45 days of receiving such statement, review the statement and pay all non-disputed and approved charges thereon.

3.3.3 R
eimbursement for Expenses. Contractor shall not be reimbursed for any expenses unless authorized in writing by City.

3.3.4 E xtra Work . At any time during the term of this Agreement, City may request that Contractor perform Extra Work. As used herein, “Extra Work” means any work which is determined by City to be necessary for the proper completion of the Project, but which the Parties did not reasonably anticipate would be necessary at the execution of this Agreement.

Contractor shall not perform, nor be compensated for, Extra Work without written authorization from the City. Extra work shall not exceed $23,831.20 without an amendment to the Agreement.

3.3.5 P
revailing Wages ; DIR Registration.

3.3.5.1 Contractor is aware of the requirements of California Labor Code Section 1720, et seq., and 1770, et seq., as well as California Code of Regulations, Title 8, Section 16000, et seq., (“Prevailing Wage Laws”), which require the payment of prevailing wage rates and the performance of other requirements on “public works” and “maintenance” projects. If the Services are being performed as part of an applicable “public works” or “maintenance” project, as defined by the Prevailing Wage Laws, and if the total compensation is $1,000 or more, Contractor 305
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agrees to fully comply with such Prevailing Wage Laws. City shall provide Contractor with a copy of the prevailing rates of per diem wages in effect at the commencement of this Agreement.

Contractor shall make copies of the prevailing rates of per diem wages for each craft, classification or type of worker needed to execute the Services available to interested parties upon request, and shall post copies at the Contractor ’s principal place of business and at the project site. It is the intent of the parties to effectuate the requirements of sections 1771, 1774, 1775, 1776, 1777.5, 1813, and 1815 of the Labor Code within this Agreement, and Contractor shall therefore comply with such Labor Code sections to the fullest extent required by law. Contractor shall defend, indemnify and hold the City, its elected officials, officers, employees and agents free and harmless from any claim or liability arising out of any failure or alleged failure to comply with the Prevailing Wage Laws.

3.3.5.2 If the Services are being performed as part of an applicable “public works” or “maintenance” project, in addition to the foregoing, then pursuant to Labor Code sections 1725.5 and 1771.1, the Contractor and all sub contractors must be registered with the Department of Industrial Relations (“DIR”). Contractor shall maintain registration for the duration of the project and require the same of any subcontractor s. This project may also be subject to compliance monitoring and enforcement by the DIR. It shall be Contractor’s sole responsibility to comply with all applicable registration and labor compliance requirements, including the submission of payroll records directly to the DIR.

3.4 Accounting Records.

3.4.1 Maintenance and Inspection . Contractor shall maintain complete and accurate records with respect to all costs and expenses incurred under this Agreement. All such records shall be clearly identifiable. Contractor shall allow a representative of City during normal business hours to examine, audit, and make transcripts or copies of such records and any other documents created pursuant to this Agreement. Contractor shall allow inspection of all work, data, documents, proceedings, and activities related to the Agreement for a period of three (3) years from the date of final payment under this Agreement.

3.5 General Provisions.

3.5.1 Termination of Agreement.

3.5.1.1 Grounds for Termination. City may, by written notice to Contractor, terminate the whole or any part of this Agreement at any time and without cause by giving written notice to Contractor of such termination, and specifying the effective date thereof, at least seven (7) days before the effective date of such termination. Upon termination, Contractor shall be compensated only for those services which have been adequately rendered to City, and Contractor shall be entitled to no further compensation. Contractor may not terminate this Agreement except for cause. The rights and remedies of the City provided in this section shall not be exclusive and are in addition to any other rights and remedies provided by law, equity or under this Agreement.

3.5.1.2 E
ffect of Termination. If this Agreement is terminated as provided herein, City may require Contractor to provide all finished or unfinished Documents and 306
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Data and other information of any kind prepared by Contractor in connection with the performance of Services under this Agreement. Contractor shall be required to provide such document and other information within fifteen (15) days of the request.

3.5.1.3 Additional Services. In the event this Agreement is terminated in whole or in part as provided herein, City may procure, upon such terms and in such manner as it may determine appropriate, services similar to those terminated.

3.5.2 D elivery of Notices. All notices permitted or required under this Agreement shall be given to the respective parties at the following address, or at such other address as the respective parties may provide in writing for this purpose:

Contractor:

Advanced Pool Specialists
2326 N. Batavia St. Suite 116
Orange, CA 92865
City:

City of Aliso Viejo
12 Journey, Suite 100
Aliso Viejo, CA 92656
Attn: Shaun Pelletier, Public Works Department
Such notice shall be deemed made when personally delivered or when mailed, forty-eight (48) hours after deposit in the U.S. Mail, first class postage prepaid and addressed to the party at its applicable address. Actual notice shall be deemed adequate notice on the date actual notice occurred, regardless of the method of service.

3.5.3 Ownership of Materials and Confidentiality.

3.5.3.1 Documents & Data; Licensing of Intellectual Property . This Agreement creates a non-exclusive and perpetual license for City to copy, use, modify, reuse, or sublicense any and all copyrights, designs, and other intellectual property embodied in plans, specifications, studies, drawings, estimates, and other documents or works of authorship fixed in any tangible medium of expression, including but not limited to, physical drawings or data magnetically or otherwise recorded on computer diskettes, which are prepared or caused to be prepared by Contractor under this Agreement (“Documents & Data”). Contractor shall require all subcontractors to agree in writing that City is granted a non- exclusive and perpetual license for any Documents & Data the subcontractor prepares under this Agreement. Contractor represents and warrants that Contractor has the legal right to license any and all Documents & Data.

Contractor makes no such representation and warranty in regard to Documents & Data which were prepared by design professionals other than Contractor or provided to Contractor by the City. City shall not be limited in any way in its use of the Documents and Data at any time, provided that any such use not within the purposes intended by this Agreement shall be at City’s sole risk.

3.5.3.2 C
onfidentiality . All ideas, memoranda, specifications, plans, procedures, drawings, descriptions, computer program data, input record data, written information, 307
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and other Documents and Data either created by or provided to Contractor in connection with the performance of this Agreement shall be held confidential by Contractor. Such materials shall not, without the prior written consent of City, be used by Contractor for any purposes other than the performance of the Services. Nor shall such materials be disclosed to any person or entity not connected with the performance of the Services or the Project. Nothing furnished to Contractor which is otherwise known to Contractor or is generally known, or has become known, to the related industry shall be deemed confidential. Contractor shall not use City’s name or insignia, photographs of the Project, or any publicity pertaining to the Services or the Project in any magazine, trade paper, newspaper, television or radio production or other similar medium without the prior written consent of City.

3.5.3.3 Confidential Information. The City shall refrain from releasing Contractor’s proprietary information (“Proprietary Information”) unless the City’s legal counsel determines that the release of the Proprietary Information is required by the California Public Records Act or other applicable state or federal law, or order of a court of competent jurisdiction, in which case the City shall notify Contractor of its intention to release Proprietary Information.

Contractor shall have five (5) working days after receipt of the Release Notice to give City written notice of Contractor’s objection to the City’s release of Proprietary Information. Contractor shall indemnify, defend and hold harmless the City, and its officers, directors, employees, and agents from and against all liability, loss, cost or expense (including attorney’s fees) arising out of a legal action brought to compel the release of Proprie tary Information. City shall not release the Proprietary Information after receipt of the Objection Notice unless either: (1) Contractor fails to fully indemnify, defend (with City’s choice of legal counsel), and hold City harmless from any legal action brought to compel such release; and/or (2) a final and non-appealable order by a court of competent jurisdiction requires that City release such information.

3.5.4 F
raud Policy . Contractor shall provide a copy of the City’s Fraud Prevention Policy to each of its employees assigned to perform Services under this Agreement.

Contractor shall submit to the City a statement signed by an authorized representative for Contractor certifying receipt of the City’s Fraud Prevention Policy. A finding by the City that any of Contractor’s employees have committed fraud against the City or have violated the City’s Fraud Prevention Policy shall be grounds for appropriate discipline, up to and including such employee’s removal from performance of this Agreement at City’s request and/or termination of this Agreement. Contractor shall reimburse the City for any costs and expenses associated with fraud against the City.

3.5.5 C
ooperation; Further Acts. The Parties shall fully cooperate with one another, and shall take any additional acts or sign any additional documents as may be necessary, appropriate or convenient to attain the purposes of this Agreement.

3.5.6 A
ttorney’s Fees . If either party commences an action against the other party, either legal, administrative or otherwise, arising out of or in connection with this Agreement, the prevailing party in such litigation shall be entitled to have and recover from the losing pa rty reasonable attorney’s fees and all other costs of such action.

3.5.7 I
ndemnification .
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3.5.7.1 To the fullest extent permitted by law, Contractor shall defend (with counsel of City’s choosing), indemnify and hold the City, its officials, officers, employees, volunteers and agents free and harmless from any and all claims, demands, causes of action, costs, expenses, liability, loss, damage or injury of any kind, in law or equity, to property or persons, including wrongful death, in any manner arising out of, pertaining to, or incident to any alleged acts, errors or omissions, or willful misconduct of Contractor , its officials, officers, employees, subcontractors, Contractor s or agents in connection with the performance of the Contractor's Services, the Project or this Agreement, including without limitation the payment of all damages, expert witness fees and attorneys fees and other related costs and expenses except such loss or damage caused by the sole negligence or willful misconduct of the City . Contractor's obligation to indemnify shall survive expiration or termination of this Agreement and shall not be restricted to insurance proceeds, if any, received by the Contractor or the City, its officials, officers, employees, agents or volunteers.

3.5.7.2 If Contractor’s obligation to defend, indemnify, and/or hold harmless arises out of Contractor’s performance as a “design professional” (as that term is defined under Civil Code section 2782.8), then, and only to the extent required by Civil Code section 2782.8, which is fully incorporated herein, Contractor’s indemnification obligation shall be limited to claims that arise out of, pertain to, or relate to the negligence, recklessness, or willful misconduct of the Contractor , and, upon Contractor obtaining a final adjudication by a court of competent jurisdiction, Contractor’s liability for such claim, including the cost to defend, shall not exceed the Contractor’s proportionate percentage of fault.

3.5.8 Entire Agreement. This Agreement contains the entire Agreement of the parties with respect to the subject matter hereof, and supersedes all prior negotiations, understandings or agreements. This Agreement may only be modified by a writing signed by both parties.

3.5.9 G
overning Law. This Agreement shall be governed by the laws of the State of California. Venue shall be in Orange County.

3.5.10 T ime of Essence. Time is of the essence for each and every provision of this Agreement.

3.6 C ity’s Right to Employ Other Contractors . City reserves right to employ other Contractors in connection with this Project.

3.7 S uccessors and Assigns. This Agreement shall be binding on the successors and assigns of the parties.

3.8 A ssignment or Transfer. Contractor shall not assign, hypothecate, or transfer, either directly or by operation of law, this Agreement or any interest herein without the prior written consent of the City. Any attempt to do so shall be null and void, and any assignees, hypothecates or transferees shall acquire no right or interest by reason of such attempted assignment, hypothecation or transfer.

3.9 C
onstruction; References; Captions . Since the Parties or their agents have participated fully in the preparation of this Agreement, the language of this Agreement shall be 309
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construed simply, according to its fair meaning, and not strictly for or against any Party. Any term referencing time, days or period for performance shall be deemed calendar days and not work days.

All references to Contractor include all personnel, employees, agents, and subcontractors of Contractor, except as otherwise specified in this Agreement. All references to City include its elected officials, officers, employees, agents, and volunteers except as otherwise specified in this Agreement. The captions of the various articles and paragraphs are for convenience and ease of reference only, and do not define, limit, augment, or describe the scope, content, or intent of this Agreement.

3.10 Amendment; Modification. No supplement, modification, or amendment of this Agreement shall be binding unless executed in writing and signed by both Parties.

3.11 Wai ver. No waiver of any default shall constitute a waiver of any other default or breach, whether of the same or other covenant or condition. No waiver, benefit, privilege, or service voluntarily given or performed by a Party shall give the other Party any contractual rights by custom, estoppel, or otherwise.

3.12 N
o Third Party Beneficiaries . There are no intended third party beneficiaries of any right or obligation assumed by the Parties.

3.13 I nvalidity; Severability . If any portion of this Agreement is declared invalid, illegal, or otherwise unenforceable by a court of competent jurisdiction, the remaining provisions shall continue in full force and effect.

3.14 P
rohibited Interests . Contractor maintains and warrants that it has not employed nor retained any company or person, other than a bona fide employee working solely for Contractor, to solicit or secure this Agreement. Further, Contractor warrants that it has not paid nor has it agreed to pay any company or person, other than a bona fide employee working solely for Contractor, any fee, commission, percentage, brokerage fee, gift or other consideration contingent upon or resulting from the award or making of this Agreement. For breach or violation of this warranty, City shall have the right to rescind this Agreement without liability. For the term of this Agreement, no member, officer or employee of City, during the term of his or her service with City, shall have any direct interest in th is Agreement, or obtain any present or anticipated material benefit arising therefrom.

3.15 E
qual Opportunity Employment . Contractor represents that it is an equal opportunity employer and it shall not discriminate against any subcontractor , employee or applicant for employment because of race, religion, color, national origin, handicap, ancestry, sex or age. Such non- discrimination shall include, but not be limited to, all activities related to initial employment, upgrading, demotion, transfer, recruitment or recruitment advertising, layoff or termination. Contractor shall also comply with all relevant provisions of City’s Minority Business Enterprise program, Affirmative Action Plan or other related programs or guidelines currently in effect or hereinafter enacted.

3.16 L
abor Certification . By its signature hereunder, Contractor certifies that it is aware of the provisions of Section 3700 of the California Labor Code which require every employer to be insured against liability for Worker’s Compensation or to undertake self-insurance 310
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in accordance with the provisions of that Code, and agrees to comply with such provisions before commencing the performance of the Services.

3.17 Authority to Enter Agreement. Contractor has all requisite power and authority to conduct its business and to execute, deliver, and perform the Agreement. Each Party warrants that the individuals who have signed this Agreement have the legal power, right, and authority to make this Agreement and bind each respective Party.

3.18 C
ounterparts . This Agreement may be signed in counterparts, each of which shall constitute an original.

3.19 D eclaration of Political Contributions . Contractor shall, throughout the term of this Agreement, submit to City an annual statement in writing declaring any political contributions of money, in-kind services, or loan made to any member of the City Council within the previous twelve-month period by the Contractor and all of Contractor ’s employees, including any employee(s) that Contractor intends to assign to perform the Services described in this Agreement.

3.20 Subcontracting.

3.20.1 Prior Approval Required. Contractor shall not subcontract any portion of the work required by this Agreement, except as expressly stated herein, without prior written approval of City. Subcontracts, if any, shall contain a provision making them subject to all provisions stipulated in this Agreement.
[Signatures on following page.]

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SIGNATURE PAGE TO PROFESSIONAL SERVICES AGREEMENT

BETWEEN THE CITY OF ALISO VIEJO AND ADVANCED POOL SPECIALISTS

IN WITNESS WHEREOF, the parties have executed this Professional Services Agreement on this ____ day of __________, 2025.

CITY OF ALISO VIEJO

Approved:

By:

Mitzi Ortiz
City Manager

ATTEST:

By: _______________________________
Janet Martinez
City Clerk

APPROVED AS TO FORM:
______________________________
Best Best & Krieger LLP
City Attorney

APPROVED AS TO COMPLIANCE

WITH BUDGET
By:

Ann Eiffert
Director of Financial Services

ADVANCED POOL SPECIALISTS

[If Corporation, TWO SIGNATURES,
President OR Vice President AND Secretary
OR Treasurer REQUIRED]
By:

Its:

Printed Name:

By:

Its:

Printed Name:_________________________

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CITY OF ALISO VIEJO

DECLARATION OF POLITICAL CONTRIBUTIONS
Using the space provided below, please list any political contributions of money, in-kind services, or loans made to any member of the City Council within the last twelve (12) months by Contractor and all of Contractor ’s employees, including any employee(s) that applicant intends to assign to perform the work or services described in this Agreement:

To the best of my knowledge, I declare under penalty of perjury that the foregoing is true and was executed at:

City/County/State Date

Name of Business Print Name

Signature
NOTE: THIS DECLARATION IS INCLUDED AS PART OF THE AGREEMENT AND MUST BE SIGNED AND ATTACHED HERETO. 313
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CITY OF ALISO VIEJO

ACKNOWLEDGMENT OF RECEIPT OF FRAUD POLICY
I hereby acknowledge that I have received a copy of the City’s “Fraud Prevention Policy” dated October 1, 2008. I understand that I am to promptly read its contents and distribute copies to employees assigned to perform Services for the City of Aliso Viejo.

To the extent that provisions of this policy conflict with previously issued policies or practices, whether or not such policies and practices were contained in written policies, this policy shall prevail.

Name of Business Print Name

Signature

Date

314
60367.01100\33488377.1

A-1

EXHIBIT “A”

SCOPE OF SERVICES
Attached scope.

315

1 Table of Contents

1. Table of Contents

2. Cover letter

3. Project Approach

4. Proposal

5. Summary Sheet-Required Forms

316

2 Aliso Viejo Aquatic Center Pool Deck Rehabilitation

City Of Aliso Viejo
Public Works Department
12 Journey, Suite 100
Aliso Viejo, CA 92656

Contractor:

GFive Enterprises, Inc.

DBA: Advanced Pool Specialists
CA License Number: C-53 918532
Brett Gereau

Advanced Pool Specialists (APS) would like to express our interest in working with the Aliso Viejo Aquatic Center on the pool deck rehabilitation project. As an experienced pool contractor with a proven track record of delivering high-quality renovations, we are excited about the opportunity to contribute to the transformation of your aquatic facilities to better serve the community.

We have attached my proposal, which outlines the scope of services, timeline, and budget for the pool rehabilitation project. We would be delighted to discuss this further and answer any questions you may have.

Thank you for considering our proposal. We look forward to the possibility of working with The Aliso Viejo Aquatic Center and ensuring it continues to serve as a cornerstone of community engagement and recreation.

Sincerely,

Brett Gereau
Advanced Pool Specialists
(714) 319-6584
[email protected]

317

3 Project Approach

Lap Pool & Rec Pool Site Conditions:

The lap pool and rec pool decks are comprised of a colored concrete with a light wash finish. The concrete exhibits deterioration in some areas ranging from mild to severe. The deterioration is likely due to breakdown of cement from exposure to corrosive pool water. The deterioration in some areas has reached a point where standard bare foot aquatic traffic would be difficult.

It is our experience that once a concrete surface has seen this amount of deterioration, it is no longer a viable candidate for coating systems. Once coated there is a high risk of the concrete continuing to breakdown and delamination of the coating as a result.

Lap Pool & Rec Pool Proposed Remedy:

We recommend grinding the surface of the concrete to a semi-smooth, non-slip and walkable surface. In the most severe areas of deterioration there will still be visible and feelable highs and lows. During the grinding, areas of rust would be removed and the steel treated. Large cracks will be opened and grouted. Small hairline cracks causing no danger will remain.

After grinding the surface, we will apply a cement densifier MicroGlass, to the entire surface of the concrete.

MicroGlass will help convert the more soluble calcium compounds in the matrix to a denser less soluble calcium compound i.e. calcium hydroxide to calcium silicates. This helps strengthen the concrete and extend its service life giving it more resistance to chemical attack.

Fireside Deck Site Conditions:

The Fireside deck is comprised of a colored concrete with a light wash finish. The concrete is in relatively good structural and surface condition, exhibiting deterioration in only a few small areas. The concrete has staining and discoloration throughout.

Fireside Deck Proposed Remedy:

For the sake of uniformity throughout the deck areas, we recommend following the same protocol as the pool decks to the fireside deck area.

318

4 Splash Pad Site Conditions:

The splash pad is exhibiting signs of deterioration however, it is still in a condition suitable for coating.

Splash Pad Proposed Remedy:

Due to the corrosive nature of splash pad water, it is recommended that this area (inside the splash pad control joint) be coated with EcoFinish thermoplastic coating system. This is highly recommended while the concrete is still in suitable condition.

319
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B-1

EXHIBIT “B”

SCHEDULE OF SERVICES
In the event that this Agreement is renewed pursuant to Section 3.1.2, the first renewal period shall be from July 1, 2025 to June 30, 2026. The second renewal period shall be from July 1, 2026 to June 30, 2027.
320
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C-1

EXHIBIT “C”

COMPENSATION
Attached bid.
321

5 DESCRIPTION PRICE

Fireside Deck – Grind and Apply Densifier

1. Protection of any structure, fencing and surrounding area

2. Patch any broken concrete causing danger to walk on

3. Saw cut areas of rust, remove steel, apply rust inhibitor and patch

4. Open and fill major cracks throughout deck. Minor cracks causing no danger will remain

5. Grind concrete surface to a useable, slip resistant semi-uniform finish

6. Apply 2 coats of MicroGlass cement densifier to strengthen concrete, reduce moisture migration and extend concrete service life.

7. Remove and replace up to 205 linear feet of lateral mastic

Area Subtotal 53,625

Lap Pool Deck – Grind and Apply Densifier

1. Protection of any structure, pool, fencing and surrounding area

2. Patch broken concrete causing danger to walk on

3. Saw cut areas of rust, remove steel, apply rust inhibitor and patch

4. Open and fill major cracks throughout deck. Minor cracks causing no danger will remain

5. Grind concrete surface to a useable, slip resistant semi-uniform finish

6. Apply 2 coats of MicroGlass cement densifier to strengthen concrete, reduce moisture migration and extend concrete service life.

7. Remove and replace up to 440 linear feet of lateral mastic

8. Remove and replace up to 290 linear feet of coping mastic

9. Install new deck depth and no diving markers around perimeter of pool/spa to coincide with waterline markers

Area Subtotal 75,117

322

6 Recreation Pool Deck— Grind and Apply Densifier

1. Protection of any structure, pool, fencing and surrounding area

2. Patch any broken concrete causing danger to walk on

3. Saw cut areas of rust, remove steel, apply rust inhibitor and patch

4. Open and fill major cracks throughout deck. Minor cracks causing no danger will remain

5. Grind concrete surface to a useable, slip resistant semi-uniform finish

6. Apply 2 coats of MicroGlass cement densifier to strengthen concrete, reduce moisture migration and extend concrete service life.

7. Remove and replace up to 320 linear feet of lateral mastic

8. Remove and replace up to 200 linear feet of coping mastic

9. Install new deck depth and no diving markers around perimeter of pool/spa to coincide with waterline markers

Area Subtotal 72,851

Notes and Disclaimers
Note: Coping not included
Important Note: Patches, crack fill and floating will not match existing surrounding concrete

Note: There is no guarantee against future rust protruding through the concrete Note: Furniture and Aquatic Equipment to be removed prior to start of project

Contract Price 201,593

***Recommended Upgrade*** Splash Pad Coating – EcoFinish Coating

This is highly recommended to protect the splash pad with a protective coating.

1. Prepare concrete surface to accept coating system

2. Pressure wash to clean and etch concrete to prepare for new coating

3. Prepare masking on adjacent areas

4. Apply 2 coats epoxy primer to concrete

5. Apply 3 coats EcoFinish to concrete surface with slip resistance to meet slip resistance coefficient

6. Color to be at customer’s choosing
Upgrade Subtotal 36,719
Notes and Disclaimers
Cracks will still be visible through coating

323

Aliso Viejo City CouncilFebruary 5, 2025

Aliso Viejo City Council
February 5, 2025