0.56%
8'' VCP0.50%
8'' VCP0.80%
8'' VCP
0.52%
8'' VCP
0.4%
8'' VCP
1.80%
8'' VCP
1.52%
8'' VCP
7.40%
8'' VCP1.00%
8'' VCP
2.76%
8'' VCP
0%
8'' VCP0.40%8'' VCP
2.70%
8'' VCP
0.40%
1x8'' CONCRETE SIPHON0%
8'' VCP3.40%
8'' VCP
2.40%
8'' VCP
3.16%
8'' VCP
1.88%
8'' VCP
4.40%
8'' VCP
2.50%
8'' VCP
2.00%
8'' VCP
4.00%
8'' VCP
3.00%
8'' VCP
2.60%
8'' VCP
2.50%
8'' VCP
2.50%
8'' VCP
2.30%
8'' VCP
3.40%
8'' VCP2.50%
8'' VCP
3.00%
8'' VCP
3.00%
8'' VCP5.20%
8'' VCP
0.60%
8'' VCP
2.43%
8'' VCP
3.08%
8'' VCP2.04%
8'' VCP2.04%
8'' VCP
0%
8'' VCP1.00%
8'' VCP
2.00%
8'' VCP1%
8'' VCP
0.40%
8'' VCP
1.40%
8'' VCP
2.56%
8'' VCP
3.00%8'' VCP
2.6%
8'' VCP
2.38%
8'' VCP
1.00%
8'' VCP
3.00%
8'' VCP
2.60%
8'' VCP
2.50%
8'' VCP
2.60%
8'' VCP
2.70%
8'' VCP1.60%
8'' VCP
2.40%
8'' VCP
2.50%
8'' VCP
2.40%
8'' VCP
2.60%
8'' VCP1.00%
8'' VCP0.44%
8'' VCP
3.00%
8'' VCP
4.50%
8'' VCP
1.80%
8'' VCP
1.80%
8'' VCP
3.40%
8'' VCP
2.80%
8'' VCP
2.50%
8'' VCP1.20%
8'' VCP2.00%
8'' VCP
1.92%
8'' VCP
0..60%
8'' VCP
1.00%
8'' VCP
2.00%
8'' VCP1.60%
8'' VCP2.20%
8'' VCP
2.72%
8'' VCP
1.36%
8'' VCP
3.00%
8'' VCP
3.52%
8'' VCP
3.20%
8'' VCP
3.40%
8'' VCP
2.50%
8'' VCP
2.30%
8'' VCP2.30%
8'' VCP1.80%
8'' VCP
2.00%
8'' VCP
2.10%
8'' VCP
2.7%
8'' VCP
2%
8'' VCP
2.30%
8'' VCP
1.34% 8'' VCP
0.48%
8'' VCP0.48%
8'' VCP
2.74%
8'' VCP
3.00%
8'' VCP
1.20% 8'' VCP
1.50%
8'' VCP3.83%
8'' VCP
2.10% 8'' VCP
1.56%
8'' VCP
1.24%
8'' VCP
2.20%
8'' VCP
3.32%
8'' VCP
0.80%
8'' VCP1.00%
8'' VCP0.70%
8'' VCP0.64%
8'' VCP
1.00%
8'' VCP2.20%
8'' VCP
0.80%
8'' VCP
4.60%
8'' VCP
0.40%
8'' VCP
4.00%
8'' VCP
0.40%
8'' VCP
1.80%
8'' VCP
2.40%
8'' VCP
3.60%
8'' VCP
0.30%
8'' VCP
0.30%
8'' VCP0.40%
8'' VCP0.40%
8'' VCP1.10%
8'' VCP
0.80%
8'' VCP
0.84%
8'' VCP
1.00%
8'' VCP
1.936%
8'' VCP
1.936%
8'' VCP
5.12%
8'' VCP
1.36%
8'' VCP
0.84%
8'' VCP
1.16%
8'' VCP
1.44%
8'' VCP
0.48%
8'' VCP0.48%
8'' VCP
0.714%
8'' VCP
2.20%
8'' VCP
1.00%
8'' VCP
1.936%
8'' VCP
0.68%
8'' VCP
0.80%
8'' VCP
1.936%
8'' VCP
1.936%
8'' VCP
0.50%
8'' VCP
0.56%
8'' VCP
0.612%
8'' VCP
0%
8'' VCP0.714%
8'' VCP
0.50%
8'' VCP
2.16%
8'' VCP0.40%
1.00%
8'' VCP2.04%
8'' VCP
2.04%
8'' VCP
0%
8'' VCP
4.24%
8'' VCP
0.40%
8'' VCP15.00%
8'' VCP
10.60%
8'' VCP
12.32%
8''
VCP9.40%
8'' VCP9.00%
8'' VCP
9.12%
8'' VCP10.00%
8'' VC
P
8.96 %
8'' VCP
9.60%
8'' VCP
9.36%
8'' VCP11.68%
8'' VCP
9.12%
8'' V
CP
15.24%
8'' VCP15.8%
8'' VCP4.84%
8'' V
CP
8'' VCP
8'' VC
P
12.20 %
8'' VCP6.
07%8'' V
CP
7.9 6%
8'' VCP
9.84%
8'' VCP
6.08%
8'' VCP
3.32%
8'' VCP
12.84%
8'' VCP7.76%
8'' VCP5.69%
8'' VCP9.60%
8'' VCP
5.96%
8'' VCP8.60%
8'' VCP 10.36%
8'' VCP13.08%
8'' VCP
7.60%
8'' VCP
12 .52%
8'' VCP5.28% 8'' VCP
7.12%
8'' VCP
1.80%
8'' VCP
3.40%
8'' VCP
1.68%
8'' VCP
0%
12'' CONCRETE PIPE
1.912%
8'' VCP3.20%
8'' VCP1.70%
15'' VCP1.148%
15'' VCP
1.148%
8'' VCP
2.40%
8'' VCP
0% 8'' VCP
0%
12'' VCP2.016%
8'' VCP1.70%
8'' VCP
2.30%
8'' VCP
0.40%
12'' VCP2.016%
8'' VCP
0.60%
12'
' VCP
12'' VCP02.06
8'' VCP
0.50%
8'' VCP 0.48%
8'' VCP1.80%
8'' VCP 0.40%
12'' CONCRETE PIPE
1.72%
8'' VCP2.00
%
8'' VCP1.60%
8'' VCP 0.50% 8'' VCP 0.50% 8'' VCP 0.90%
8'' VCP 0.40% 8'' VCP 0.40% 8'' VCP 1.50%
8'' VCP3.20%
8'' VCP
0.32%
8'' VCP
0.32%
8'' VCP
2.2%
8'' VCP
2.2%
8'' VCP
0.32%
8'' VCP
0.32%
8'' VCP
0.32%
8'' VCP
0.32%
8'' VCP
0.32%
8'' VCP
0.32%
8'' VCP1.84
%
8'' VCP3.0%
8'' VCP
2%
8'' VCP2.00%
8'' VCP
2.40%
8'' VCP
2.68%
8'' VCP 3.61%
8'' VCP2.00%
8'' VCP2.20%8'' VCP
3.00%
8'' VCP3.80%
8'' VCP
8'' VCP
8'' VCP
8'' VCP
8'' VCP
8'' VCP
15'' VCP
15'' VCP
0%
8'' VCP15'' VCP
8'' VCP2.20%
8'' VCP
1.10%
8'' VCP2.40%
8'' VCP
1.00%
8'' VCP
2.50%
8'' VCP2.50%
8'' VCP2%
8'' VCP2%
8'' VCP2.8%
8'' VCP
8'' VCP
8'' VCP
8'' VCP
8'' VCP
0.843%
8'' VCP
2.60%
8'' VCP
0.40%
8'' VCP
0.40%
8'' VCP
1.00%
8'' VCP 0.40%
8''
VCP
1.64%
8'' VCP
2.98%
8'' VCP 0.40%
8'' VCP
1.33%
8'' VCP8'' VCP 0.70%
8'' VCP
0.40%
10'' VC
P
1.40%
8'' VC
P
1.40%
8'' VCP
1.00%
8'' VCP
0.40%
10'' VCP
1.20%
10'
' VCP
1.62%8'' VCP
1.58%
8'' VCP
1.08%
8'' VCP
1.00%
8'' VCP
0.40%
8'' VCP0.40%
8'' VCP0% 8'' VCP0%
8''
VCP
0.68%
8'' VCP
0.52%
8'' VCP
0.52%
8''
VCP1.2%
8'' VCP0.52%
8'' VCP0.4%
8'' VCP
1.68%
8'' VCP
0.44%
8'' VCP0.70
%
8'' VCP0.7%
8'' VCP1.24
%
8'' VCP
0.50%
8'' VCP
0.80%
8'' VCP
0.80%
8'' VCP
1.20%
8'' VCP
1.40%
8'' VCP2.60%
8'' V
CP
1.00%
8'' VCP
15'' VCP
0.224%
8'' V
CP
1.245%
8'' VCP
0.4%
8'' VCP1.00%
8'' VCP
0.24%
16'' VCP1.245%
15'' VCP
0%
8'' VCP
0.50%
8'' VCP1.60%
8'' VCP
0.32%
15'' VCP
0.224%
15'' VCP
0%
8'' VCP
0.5%
8'' VCP
0.50%
8'' VCP
2.00%
8'' VCP
2.30%
8'' VCP 2.4%
8'' VCP
1.00%
8'' VCP
1.80%
8'' VCP
3.00%
8'' VCP
0.40%
8'' VCP
1.04%
10'' VCP0.32%
10'' VCP0.32%
10'' VCP0.32%
10'' VCP0.32%
10'
' VCP
0.32%
8'' VCP
2.98%
8'' VCP
1.60% 8'' VCP
1.24% 8'' VCP
1.60%
8'' VCP
1.60%
8'' VCP
1.70%
8'' VCP0.40%
8'' VCP
2.00% 8'' VCP
1.60%
8'' VCP
2.00%
8'' VCP
1.60%
8'' VCP
0.50%
8'' VCP0%
8'' VCP
0.5%
8'' VCP0.50%
8'' VCP
1.50%
8'' VCP
1.51%
10'' VCP
1.72%
8'' VCP
1.60%
8'' VCP1.64%
8'' VCP
1.72%
8'' VCP
2.00%
8'' VCP
0.50%
8'' VCP
1.80%
8'' VCP
0.80%
8'' VCP
1.80%
8'' VCP0.60%
8'' VCP
0.50%
8'' VCP
0.50%
8'' VCP
0.50%
8'' VCP
0.50%
10'' VCP
0.32%
8'' VCP1.40%
8'' VCP
1.78%
8'' VCP1.64%
8'' VCP
1.60%
8'' VCP
1.80%
8'' VCP0.50%
8'' VCP
1.80%
8'' VCP
1.49%
8'' VCP
0.72%
10'' VCP
0.4%
8'' VCP2.20%
8'' VCP
2.40%
8'' VCP
3.16%
8'' VCP
4.00%
8'' VCP
2.2%
8'' VCP
0%
24" VCP
0%
8'' VCP
0.40%
8'' VCP 1.00%8'' VCP
1.20%
8'' VCP
0.80%
8'' VCP
1.20%
8'' VCP1.30% 8'' VCP 1% 8'' VCP 1%8'' VCP 1.00% 8'' VCP
1.2%
8'' VCP
1.20%
8'' VCP 0.56%
8'' VCP
1.00%
P
%
8'' VCP
1.22%
8'' VCP
4.78% 8'' VCP3.58%
8'' VCP
4.90%
8'' VCP
1.0%
8'' VCP
0.40%
8'' VCP4.90%
8'' VCP
3.58%
8'' VCP2.00%
8'' VCP
8.48%
8'' VCP0.58%
8'' VCP
0.89%
8'' VCP
1.25%
8'' VCP
7.80%
8'' VCP1.60%
8'' VCP1.0%
8'' VCP
2.00%8'' VCP1.80%
8'' VCP
0.40 %
8'' VCP4.64%
8'' VCP
4.32%
8'' VCP
4.80%
8'' VCP
0.50%
8'' VCP
0% 8'' VCP
1.48%
8'' VCP8.00%
8'' VCP
4.24%
004
_MH
010
_MH
_MH
511
511
410
410
410
410
410
410
410
410
410
410
409
409
409
409
409
409
409
409
409
021
_MH
017
_MH
015
_MH
013
_MH
006
_MH
004
_MH
001
_M
H002
_MH
076
056
_MH
044
_MH
029
_MH
028
_MH
026
_MH
025
_MH
024
_MH
411
410
510
012
_MH
009
_MH
008
_MH
007
_MH
006
_MH
002
_MH
028
_MH
021
_MH
018
_MH
014
_MH
039
_MH
051
_MH
050
_MH
049
_MH
048
_MH
010
_MH
006
_MH
005
_MH
018
_MH
014
_MH
032
_MH
033
_MH
030
_MH
020
_MH
021
_MH
004
_MH
006
_MH
005
_MH
009
_MH
058
034
_MH
017
_MH
016
_MH
010
_MH
018
_MH
019
_MH
008
_MH
003
_MH
009
_MH
022
_MH
610
610
610
610
610
610
609
609
609
609
609
609
609
608
608
608
608
608
607
607
607
607
607
607
607607
506
506
506
506
506
506
506
505
505
505
506
505505505505
505
405 405 405 405 405405 405 405 405
056
_MH
057
_MH
058
_MH
059
_MH
060
_MH
065
_MH
066
_MH
067
_MH
068
_MH
069
_MH
003
_MH
002
_MH
010
_MH
001
_MH
004
_MH
005
_MH
006
_MH
007
_MH
008
_MH
007
_MH
006
_MH
005
_MH
004
_MH
003
_MH
207
207
207
207
207
208
208
208
208
208
211211
1 11
211
211
211
211
210
210
210
210
210
210
209
209
209
209
209
209
209
209
009
_MH
005
_MH
003
_MH
405305305305305
011
_MH
008
_MH
009
_MH
010
_MH
026
_MH
039
_MH
040
_MH
041
_MH
023
_MH
007
_MH
005
_MH
004
_MH
002
_MH
001
_MH
040
_MH
041
_MH
042
_MH
044
_MH
045
_MH
043
_MH
046
_MH
048
_MH
047
_MH
505
505 505 505
505
023
_MH
409
094
_MH
610
8'' VCP
0.24%
0.24%
8'' VCP
8'' VCP
10'' VCP
10'' VCP
10'' VCP
8'' VCP
10'' VCP 0.69% 10'' VCP 0.70% 10'' VCP 0.75% 10'' VCP 0.75% 10'' VCP 0.75% 10'' VCP 0.75% 10'' VCP 0.80% 15'' VCP
0.38%
15'' VCP
10'' VCP
1.08%
8'' VCP
0.6%
8'' VCP
1.50%
8'' VCP
8'' VCP
0.70%
8'' VCP
1.70%
8'' VCP
1.70%
8'' VCP
0.44%
8'' VCP
0.44%
8'' VCP
0.40%
15'' VCP1.56%
8'' VCP
0.70%
8'' VCP
0.40%
15'' VCP2.008%
15'' VCP1.292%
8'' VCP
0.32%
8'' VCP
0.32%
8'' VCP
0.32%
8'' VCP
0.32%
8'' VCP
1.00%
8'' VCP
0.6%
8'' VCP
0.40%8'' VCP
0.40%
8'' VCP
0.40%
8'' VCP
0.32%
8'' VCP
0.50%
ABANDO
NED
8'' VCP3.10%
8'' VCP
0.4%
8'' VCP
2.00%
8'' VCP
0.60%
8'' VCP
0.40%
8'' VCP
0.32%
8'' VCP
0.80%
8'' VCP
0.80%
8'' VCP
8'' VCP
8'' VCP
0.88%
8'' VCP
0.70%
8'' VCP
0.5%
8'' VCP
2.00%
8'' VCP0.40%
8'' VCP.40%
8'' VCP
3.32%
8'' VCP
0.40%
8'' VCP
1.60%8'' VCP
1.50%
8'' VCP
0.40%
8'' VCP
1.60%
8'' VCP
1.00%
15'' VCP
0.75%
15'' VCP0.50%
16'' HDPE
0.50%
8'' VCP
1.72%
8'' VCP
1.60%8'' VCP
1.44%8'' VCP
0.40%
8'' VCP
1.32%
8'' VCP
0.92%
8'' VCP
1.16%
8'' VCP1.40%
8'' VCP
1.60%
8'' VCP
1.60%
8'' VCP
1.60%
8'' VCP
0.52%
8'' VCP
0.72%
8'' VCP
0.72%
24'' VCP
0.342%
8'' VCP
0.48%
24'' VCP
0.342%
8'' VCP
0.48%
24'' VCP
0.342%
8'' VCP
0.48%
24'' VCP
0.342%
8'' VCP
0.32%
8'' VCP
1.88%
8'' VCP3.04%
8'' VCP
0.88%
8'' VCP
0.64%
8'' VCP0.612%8" VCP
0%
8'' VCP
8'' VCP
03 2 %
8'' VCP
0.32%
8'' VCP
0.32%
8'' VCP
1.08% 8'' VCP
0.40%
8'' VCP
0.92%
8'' VC1.28
8'' VCP
1.20%
8'' VCP
1.40%
8'' VCP
1.40%
8'' VCP
0.76%
8'' VCP
0.56%
8'' VCP
1.48%
8'' VCP
3.00%
10'' VCP
0.32%
10'' VCP0.56%
8'' VCP
2.00% 10'' VCP
0.56%
10'' VCP0.56%
8'' VCP
1.70%
10'' VCP
0.56%
8'' VCP
0.5%
RELIEF SEWER8'' VCP
1.32%
12'' VCP0.75%
10'' VCP
1.80%
8'' VCP
1.70%
15'' VCP
0.75%
8'' VCP
1.24%
8'' VCP
0%8'' VCP
0%
8'' VCP
0%
8'' VCP
0%8'' VCP
0%
8'' VCP
0%
8'' VCP
0%8'' VCP
0%
8'' VCP
0%
8'' VCP
8'' VCP
8'' VCP
0.40%
8'' VCP
0.40%
8'' VCP
0.24%
8'' VCP
1.00%
8'' VCP
1.80%
14'' HDPE
1.20%
16'' HDPE0.50%
16" HDPE0.50%
8'' VCP
1.30%
8'' VCP
2 x 12" VCP SIPHON
8'' VCP
1.40% 10'' HDPE
1.5% 10'' HDPE
1.20% 10'' HDPE
2.16%
10'' HDPE
1.80%
8'' VCP
0.40%
10'' HDPE
1.00%
21'' VCP0%
007
_MH
004
_MH
006
_MH
013
_MH
005
MH
611
611
611
610
008
_MH
006
_MH
007
_MH
005
_MH
004
_MH
003
_MH
002
_MH
001
_MH
002
_MH
001
_MH
1.52%
8'' VCP
0.40%
8'' VCP
6.80%
8'' VCP1.56%
8'' VCP
1.00%
8'' VCP
2.20%
8'' VCP
8'' VCP
8'' VCP
8'' VCP
0.40%
8'' VCP
8'' VCP
8.56%
8'' VCP
1.50%
8'' VCP
8'' VCP3.40%
8'' VCP
8'' VCP
4.10%
8'' VCP
8'' VCP
8'' VCP 3.20%
8'' VCP
8'' VCP
8'' VCP0.40%
8'' VCP4.70%
8'' VCP
1.00%
8'' VCP
0.40%
8'' VCP
4.20%
8'' VCP
3.04%
8'' VCP
5.20%
8'' VCP
8'' VCP
0.79%
8'' VCP3.96%
8'' VCP
0.60%
8'' VCP
1.00%
8'' VCP
1.00%
8'' VCP1.00%
8'' VCP
1.00%
8'' VCP
1.48%
8'' VCP
8'' VCP
8'' VCP
8'' VCP
8'' VCP
8'' VCP
0.80%
8'' VCP
8'' VCP
3.20%
8'' VCP
8'' VCP
8'' VCP
8.40%
8'' VCP
1.72%
8'' VCP
1.20%
8'' VCP
8'' VCP
0.40%
8'' VCP
8'' VCP
8'' VCP
8'' VCP
1.50%
8'' VCP
0.40%
8'' VCP
3.04%
8'' VCP
0.50%
8'' VCP
2.00%
8'' VCP
8'' VC
P0.40%
8'' VCP
4.20%
8'' VCP
1.88%
8'' VCP
0.40%
8'' VCP
1.40%
8'' VCP
1.70%
8'' VCP
1.44%
8'' VCP
2.88%
8'' VCP
5.20%
8'' VCP4.50%
8'' VCP
0.68%
8'' VCP
1.00%
8'' VCP
0.40%
8'' VCP
0.40%
8'' VCP
8'' VCP
8'' VCP
0.40%
8'' VCP1.00%
8'' VCP
3.60%
8'' VCP
8'' VCP
8'' VCP
0.40%
8'' VCP
4.50%
8'' VCP
1.00%
8'' VCP
8'' VCP
8'' VCP3.70%
8'' VCP
8'' VCP
2.40%
1.0%
1.0%
1.0%
1.0%
11.40%2.04%5.50%5.00%
5.00%
4.80%
4.5% 5.80%
2.00%
0.40%
8'' VCP
1.48%
8'' VCP
3.01%8'' VCP
2.88%
3.00%
8'' VCP
8'' VCP
1.28%
8'' VCP
3.68%
8'' VCP 8'' VCP
8'' VCP
8'' VCP
8'' VCP
13.24%
8'' VCP
0.40%
8'' VCP
1.00%
8'' VCP
8.96%
8'' VCP4.40%
8'' VCP
6.00%
8'' VCP
8'' VCP
8'' VCP
8'' VCP
5.46%
8'' VCP
1.2%
8'' VCP
1.00%
8'' VCP
4.40%
8'' VCP
6.00%
8'' VCP
8'' VCP
8'' VCP
8.92%
8'' VCP4.50%
8'' VCP4.00%
8'' VCP
1.00%
8'' VCP
2.20%
8'' VCP
8'' VCP
0.60%
8'' VCP5.60%
8'' VCP
0.40%
8'' VCP
3.00%
8'' VCP
0.40%
8'' VCP
2.70%
8'' VCP
4.50%
8'' VCP 9.76%
8'' VCP
8'' VCP8'' VCP
8'' VCP
011
012
013
014
015
016
017
_MH
_MH
_MH
_MH
_MH
_MH
_MH
206
206
206
206
206
06 206
8.00%
8'' VCP
5.00%
8'' VCP
7.32%
8'' VCP
9.00%
8'' VCP8.00%
8'' VCP
4.84%
8'' VCP
3.72%
8'' VCP
1.4 4%
8'' VCP
7.00%
8'' VCP
4.84%
8'' VCP
10%
8'' VCP
5.28%
8'' VCP8.88%
8'' VCP
9.00%8'' VCP
8.92%
8'' VCP8.92%
8''
VCP
11.52%
8'' VCP
8.60%
8'' VCP8.60%
8'' VCP
8.60%
8'' VCP
8.40%
8'' VCP7.20%
8'' VCP4.50%
8'' VC
P2.60%
8'' VCP
2.80%
8'' VCP
0.50%
8'' VCP3.80%
8''
VCP4.36%8''
VCP4.40%
8'' VCP
1.60%
8'' VCP
1.00%
8'' VCP
2.80%
8'' VCP
2.12%
8'' VCP
4.28%
8'' VCP
2.04%
8'' VCP
4.40%
8'' VCP
4.00%
8'' VCP
1.60%
8'' VCP
5.2 0%
8'' VCP
0.40%
8'' VCP
7.24%
8'' VCP
0.40%
8'' VCP
1.08%
8'' VCP
4.40%
8'' VCP
0.40%
8'' VCP5.16%
8'' VCP5.80%
8'' VCP
8.35%
8'' VCP
9% 8'' VCP
0.24%
8'' VCP6.6
0%
8'' VCP
5.20%
8'' VCP6.80%
8'' VCP
6.60%
8'' VCP
0.40%
8'' VCP
7.6%
8'' VCP7.60%
8'' VCP8.00% 8'' VCP
8.61%
8'' VCP
9.55%
8'' VCP
8.80%
8'' VCP
8.40%
8'' VCP
1.40%
8'' VCP
7.64%
8'' VCP
0.40%
8'' VCP2.00%
8'' VCP
4.2%
8'' VCP4.40%
8'' VCP3.40%
8'' VCP
2.40%
8'' VCP2.40%
8'' VCP
8.00%
8'' VCP
2.52%
8'' VCP
0%
8'' VCP
1.80%
8'' VCP
0.40%
8'' VCP4.56%
8'' VCP2.20%
8'' VCP1.80%
8'' VCP
2.32%
8'' VCP
0.40%
8'' VCP
2.5%
8'' VCP
3.37%
8'' VCP0.4%
8'' VCP
2.28%
8'' VCP
1.48%8'' VCP
3.56%
8'' VCP 3.376% 8'' VCP2.24%
8'' VCP
3.337%
8'' V
CP
2.76%
8'' V
CP
5.72 %
8'' VCP
6.92%
8'' VCP 0.88%
8'' VCP 3.04%
8'' VCP
3.20%
8'' VCP 2.92%
8'' VCP
7.20%
8'' VCP
6.32 %
8'' VCP
4.12%
8'' VCP
9.24%
8'' VCP
9.76%
8'' VCP6.80%
8'' VCP
4.66%
8'' VCP7.04%
8'' VCP
6.56%
8'' VCP
1.44%
8'' V
CP
6.44%
8'' VCP5.48%
8'' VCP
4.08%
8'' VCP
4.68%
8'' VCP
2.52%
8'' VCP
4.08%
8'' VCP
7.60%
8'' VCP2.8
0%8'' VCP6.2%
8''
VCP
8.20%
8'' VCP
4.76%
8'' VCP
8%
8'' VCP
0% 8'' VCP
7.64%
8'' VCP
6.6% 8'' VCP
5.36%
8'' VCP
3.56%
8'' VCP4.88%
8'' VCP
7.08%
8'' VCP
6.32%
8'' VCP
4.52%
8'' VCP
5%
8'' VCP4.56%
8'' VCP4.80%
8'' VCP4.04
%
8'' VCP
0.24%
8'' VCP3.08%
8'' VCP4.48%
8'' VCP 3.12%
8'' VCP3.20%
8'' VCP
4.796%
8'' VCP
2.44%
8'' VCP
5.40%
8'' VCP
2.8%
8'' VCP
4.80%
8'' VCP
3.4 8%
8'' VCP
4.2%
8'' VCP4.80%
8'' VCP
6.56%
8'' VCP3.52%
8'' VCP2.28%
8'' VCP
3.00%
8'' VCP5.00%
8'' VCP
1.72%
12'' VCP 2.00%
8'' VCP
3.20%
8'' VCP
2.84%
8'' VCP
2.12%
8'' VCP3.52%
8'' VCP
0.40%
12'' VCP 1.23%
12'' VCP 1.51% 12'' VCP 1.40% 12'' VCP 1.40%
8'' VCP
2.80%
8'' VCP2.80%
8'' VCP1.60%
8'' VCP2.20%
8'' VCP
1.00%8'' VCP
1.00%
8'' VCP
1.60%
8'' VCP
0.40%
8'' VCP
2.80%
8'' VCP1.90%
8'' VCP
3.20%
8'' VCP
0.60%
8'' VCP
0.60%
8'' VCP
2.20%
8'' VCP2.20%
8'' VCP
1.00%
8'' VCP
0.84%
8'' VCP2.70%
8'' VCP
2.00%
8'' VCP
2.00%
8'' VCP
0.40%
8'' VCP
1.00%
12'' VCP 1.16% 12'' VCP 1.16% 12'' VCP 1.16%
15'' CONCRETE PIPE
0%
8'' VCP
3.88%8'' VCP
8.16%
8'' VCP
1.08%
8'' VCP
0.40%
8'' VCP
1.86%
8'' VCP
2.04%
15'' CONCRETE PIPE
0.972%
8'' VCP
0.88%
12'' CONCRETE PIPE
2.18%
8'' VCP
2.32%
8'' VCP
1.72%
12'' CONCRETE PIPE
2.18%
8'' VCP
1.60%
12'' CONCRETE PIPE
1.912% 8'' VCP
2.04%
8'' VCP
1.68%
12'' CONCRETE PIPE
1.912%8'' VCP
1.80%
8'' VCP
2.12%
8'' VCP
1.32%
8'' VCP
0.40%
8'' VCP
0.40%
8'' V
CP
3.00%
8'' VCP
10.00%
8''
VCP
8.40%
8'' VCP
4.80%
8'' VCP12.40%8'' VCP
0%
8'' VCP
0%
8'' VCP
0%
8'' VCP14.40%
8'' VCP6.49%
8'' VCP
0%
8'' VCP
2.3 1%
8'' VCP 0.52%
8'' VCP0% 8'' VCP0.60%
8'' VCP2.00%
8'' VCP
2.00%
8'' VCP
0.40%
8'' VCP
2.00%
8'' VCP2.00%
8'' VCP
8.00%
8'' VCP 4.16%
8''
VCP
6.32%
8'' VCP
1.00%
8'' VCP
8'' VCP
1.08%
8'' VCP4.60%
10" CONCRETE PIPE10" CONCRETE PIPE
10" CONCRETE PIPE10" CONCRETE PIPE10" CONCRETE PIPE10" CONCRETE PIPE10" CONCRETE PIPE10" CONCRETE PIPE10" CONCRETE PIPE
5.60%
8'' VCP
0.20%
16'' HDPE21'' VCP
12'' VCP
12'' VCP
1.24%
1.244%
21'' VCP
21'' VCP 21'' VCP
15'' VCP
5.38%
8'' VCP
8'' VCP
3.60%
8'' VCP1.80%
8'' VCP2.70%2.00%8'' VCP
8'' VCP2.92%
8'' VCP2.00%
10'' VCP1.58%
0.224%
2.40%1.148%
2.00%
2.00%
2.30%
1.50%
0.40%0.40%
1.40%
1.00%
1.00%
0.40%
0.80%
0.32%
0.32%
1.20%
0.48%
1.329%
1.30%
0.50%
1.60%
0.40%
0.40%
0.80%
1.60%
1.60%1.60%1.60%
1.40%
1.60%
0.48%
1.12%
1.61%
1.64%
1.00%
8'' VCP
0.60% 1.62%
8'' VCP
8'' VCP
0.6%
0.58%
8'' VCP
8'' VCP
4.24%
8'' VCP
21'' VCP
0%
14'' HDPE1.20%
15'' VCP RELIEF SEWER
8'' VCP
0.40%
8'' VCP
1.48%
8'' VCP
1.48%
8'' VCP
1.40%
8'' VCP
1.16%
8'' VCP
0.72%
8'' VCP
0.56%
8'' VCP
0.40%
8'' VCP
0.60%
8'' VCP
1.32%
8'' VCP
1.35%
8'' VCP
1.2%
8'' VCP
1.10%
8'' VCP
0.80%
21'' VCP
0.098%
21'' VCP
0.098%
21'' VCP
0.098%
21'' VCP
0.098%
16'' HDPE1.42%
16'' HDPE1.42%
16'' HDPE
1.42%
21'' VCP
0.098%
8'' VCP
1.36%8'' VCP
1.36%8'' VCP
1.36%
8'' VCP
0.7%8'' VCP
2.20%
8'' VCP
1.08%
8'' VCP
0.72%
21'' VCP0%
15'' VCP
0.36%
15'' VCP
1.24%
8'' VCP
0.32%
8'' VCP
0.43%
8'' VCP
0.43%
8'' VCP
0.43%
8'' VCP
0.43%
15'' VCP0.38%
12'' VCP
1.24%
12'' VCP1.21%
8'' VCP
0.56%8'' VCP
0.56%
8'' VCP
1.48%8'' VCP
0.32%
8'' VCP
0.32%
8'' VCP
0.32%
15'' VCP RELIEF SEWER
8'' VCP
0.80%
15'' VCP
0.849%
8'' VCP
1.30%
8'' VCP
1.40%
8'' VCP
1.40%
8'' VCP
0.84%
8'' VCP
0.60%
8'' VCP
1.48%
8'' VCP
1.20%
8'' VCP
1.40%
8'' VCP
0.40%
8'' VCP9.50%
8'' VCP7.76%
0.63% 8'' VCP8.00%
8'' V
CP
1. 40%
8'' VCP
0.40%
8'' VCP
0.40%
8'' VCP
0.4 0%
8'' VCP
0.50 %
8'' VCP
0.50%
8''
VCP
0.8 0%
8'' VCP
0.79%
8'' VCP
0.81%
8'' VCP
1.06%
8'' VC
P
1.07%
8'' VCP
1.08 %
8'' VCP
1.06%
8'' VCP
1.07%
8'' VCP1.0
7%
8'' VCP 2.13%
2.60% 1.50%
1.00% 1.80% 1.60% 2.50%
8'' VCP
1.20%
8'' VCP
1.88%
8'' VCP
1.12%
1.50% 1.20% 1.50%
1.20% 1.20% 1.20%
1.20% 8'' VCP 0.80% 8'' VCP 0.80%
8'' VCP
1.00%
8'' VCP 1.00% 8'' VCP
1.00% 0.80% 0.80%
8'' VCP2.36%
0.44% 8'' VCP 0.60%
8'' VCP 0.70%
0.40%
8'' VCP 0.40% 8'' VCP 0.46% 8'' VCP 0.46%
8'' VCP
1.00%
0.70% 0.70%
8''
VCP
1.00%
8'' VCP
1.00%
6'' VCP2.00%
0.32% 0.32%
0.32%
0.50%
067
_MH
607
049
_MH
405
050
_MH
405
051
_MH
405
057
_MH
505
056
_MH
505
058
_MH
505
059
_MH
505
060
_MH
505
061
_MH
505
062
_MH
505
063
_MH
505
064
_MH
505
15'' VCP 15'' VCP
15'' VCP 15'' VCP 15'' VCP 15'' VCP 15'' VCP 15'' VCP
15'' VCP
8'' VCP
8'' VCP
2.00%
8'' VCP
1.00%
8'' VCP
8.72%
8'' VCP
2.71%
8'' VCP
4.90%
8'' VCP
3.68%
8'' VCP
1.60%
8'' VCP
0.40%
8'' VCP
0.40%
8'' VCP
3.52%
8'' VCP 1.28%
8'' VCP4.70%
8'' VCP
6.00%
8'' VCP3.80%
8'' VCP
1.50%
8'' VCP
1.60%
8'' VCP
5.76%
8'' VCP
2.24%
8'' VCP
0.50%
8'' VCP
1.50%
8'' VCP
2.65%
8'' VCP4.12%
8'' VCP5.40%
8'' VCP 1.60%
8'' VCP3.48%
8'' VCP
2.04%
8'' VCP4.32%
8'' VCP
10.12%
8'' VCP
5.40%
8''
VCP
4.20%
8'' VCP
2.76%
8'' VCP
1.80%
8'' VCP
0.50%
2 x 8'' SIPHON VCP
8'' VCP3.72%
8'' VCP
1.0%
8'' VCP
0% 8'' VCP
1.43%
8'' VCP
2.48%
8'' VCP
2.08%
8'' VCP
1.80%
8'' VCP7.0%
8'' VCP4.64%
8'' VCP 1.52%
8'' VCP4.50%
8'' VCP
0.89%
8'' VCP
1.27%
8'' VCP
1.20%
8'' VCP1.0%
8'' VCP
3.2%
8'' VCP
5.76%
8'' VCP
2.00%
8'' VCP4.90%
8'' VCP
2.78%
8'' VCP
4.44%
8'' VCP4.60%
8'' VCP
4.40%
8'' VCP
2.04%
8'' VCP4.60%
8'' VCP
4.80%
8'' VCP
2.76%
8'' VCP3.72%
8'' VCP
5.00%
8'' VCP
2.76%
8'' VCP
2.00%
8'' VCP1.00%
8'' VCP
4.20%
8'' VCP
2.68%
8'' VCP
0.83%
8'' VCP9.80%
8'' VCP6.00%
8'' VCP4.00%
8'' VCP
3.84%
8'' VCP2.08%
8'' VCP
2.50%
3.60% 3.60%
8'' VCP0.60%
8'' VCP2.00%
8'' VCP
3.8%
8'' VCP3.20%
2.00%
10" CONCRETE PIPE
2.00% 2.00%3.60%
8'' VCP0.80%
8'' VCP
4.40%
8'' VCP
0.80%
8'' VCP
2.00%
8'' VCP0.40% 8'' VCP
0.40%
8'' VCP
4.50%
8'' VCP
2.70%
8'' VCP2.00%
8'' VCP
2.50%
8'' VCP
2.90%
8'' VCP
1.40%
8'' VCP
2.00% 8'' VCP
3.00%
8'' VCP
1.60%
8'' VCP
0.80%
8'' VCP
1.60%
8'' VCP2.00%
8'' VCP
4.0%8'' VCP
4.48%
8'' VCP
4.48%
8'' VCP
4.20%
8'' VCP
1.76%
8''
VCP4.40%
8'' VCP
4.80%
8'' VCP
4.30%
8'' VCP
4.20%8'' VCP4.00%
8'' VCP4.40%
3.40% 3.40% 3.0% 3.60%
8'' VCP3.70%
8'' VCP3.50%
8'' VCP4.40%
8'' VCP1.00%
8'' VCP
0.40%
8'' VCP
4.48%
8'' VCP
2.00%
8'' VCP
2.40%
8'' VCP1.50%
8'' VCP
1.36%
10'' VCP
0.60%
10'' VCP
0.60%
8'' VCP
1.48% 8'' VCP
1.24%
8'' VCP
1.24%
8'' VCP
3.20%
8'' VCP1.00%
8'' VCP
5.16%
8'' VCP1.00%
8'' VCP
1.24%
8'' VCP
1.24%
8'' VCP
2.00%8'' VCP
1.60%
8'' VCP
1.60%
8'' VCP 0.80%
8'' VCP
1.60%
8'' VCP
5.60% 8'' VCP
8.56%
8'' VCP3.16%
8'' VCP
1.48%
8'' VCP
3.12%
8'' VCP
1.48%
8'' VCP
1.84%
8'' VCP1.00%
8'' VCP
0.80%
8'' VCP3.40
%
8'' VCP
3.70%
8'' VCP
1.24%
8'' V
CP4.20%
8'' VCP
1.32%
8'' VCP
2.22%
8'' VCP
2.60%
8'' VCP
2.68%
8'' VCP
3.16%
8'' VCP
3.30%
8'' VCP
1.20%
8'' VCP
1.36%
8'' VCP
1.40% 8'' VCP
1.40%
8'' VCP
1.40%
8'' VCP
1.20%
8'' VCP
3.60%
8'' VCP
3.60%
8'' VCP0.40%
8'' VCP
3.64%
8'' VCP
3.60%
8'' VCP
3.90 % 8'' VCP
0.82%
8'' VCP0.82%
8'' VCP
0.40%
8'' VCP0.40%
8'' VCP0.40%
8'' VCP
0.40%
8'' VCP
0.40%
8'' VCP
0.40%
8'' VCP
3.90%
8'' VCP3.76%
8'' VCP
3.00%
8'' VCP
2.36%
8'' VCP4.64%
8'' VCP5.40%
8'' VCP1.96%
8'' VCP
2.00%
8'' VCP0.80%8'' VCP
1.24%
8'' VCP
0.40%
8'' VCP0.40%
8'' VCP
8'' VCP
0.40%
8'' VCP
4.00%
8'' VCP
3.20%
8'' VCP
1.24%
8'' VCP
3.80%
8'' VCP
0.40%8'' VCP
3.00%
8'' VCP2.64%
8'' VCP
3.52%
8'' VCP
0.48%
8'' VCP
0.48% 8'' VCP
4.70%
8'' VCP
0.48%
8'' VCP3.23%
8'' VCP
0.48%
8'' VCP
2.60%
8'' VCP
0.48%
8'' VCP
1.36%
8'' VCP
2.84%
8'' VCP
1.12%
8'' VCP
0.68%
8'' VCP
1.96%
8'' VCP
0.60%
8'' VCP0.48%
8'' VCP
0.94% 8'' VCP
1.645%
8'' VCP3.88%
8'' VCP12.52%
8'' V
CP
12.32%
8'' VCP2.80%
8'' VCP
5.00%
8'' VCP9.60%
8'' VCP4.0
0%
8'' steel
2.00%
8'' VCP5.60%
8'' VCP
1.08%
8''
VCP
5.40%
8'' VCP
0%
8'' VCP
0%
8'' VCP0%
8'' VCP
3.88%
3.88%
8'' VCP
1.0%
8'' VCP0%
8'' VCP8'' VCP
8''
VCP
1.00%
8'' VCP
1.20%
10'' VCP
1.29%
10'' VCP
1.29%
8'' VCP
1.00%
8'' VCP
1.40%
10'' VCP
1.29%
8'' VCP 1.00%
8'' VCP
1.00%
8'' VCP
0.60%
8'' VCP
0.32%
8'' VCP
0.76%
8'' VCP
1.08%
8'' VCP
1.75%
8'' VCP
1.08%
8'' VCP
1.40%
8'' VCP
1.08%
8'' VCP
0.40%
8'' VCP 0.40%
8'' VCP
0.80%
8'' VCP
0.80%
8'' VCP
1.16%
8'' VCP 1.16%
8'' VCP
1.40%
8'' VCP
0.31%
8'' VCP
0.40%
8'' VCP
0.40%
8'' VCP
0.40%
10'' VCP
10'' VCP
10'' V
CP0.32%
8'' VCP
0.5%
10'' VCP
1.29%
8'' VCP
0.40%
8'' VCP
1.40%
10'' VCP
1.29%
8'' VCP
1.40%
P
8'' VCP
8'' VCP
0.32%
CP
%
8'' VCP
0.40%
8'' VCP
1.32%
8'' VCP
1.32%
8'' VCP
8'' VCP
0.60%
8'' VCP
0.32%
8'' VCP
0.32%
15'' VCP1.20%
8'' VCP
0.32%
8'' VCP
0.32%
8'' VCP
0.32%
8'' VCP
0.32%
8'' VCP
0.40%
8'' VCP
0.60%
15'' VCP1.20%
15'' VCP1.20%
8'' VCP
0.40%
8'' VCP
0.32%
15'' VCP1.20%
8'' VCP
1.44%
15'' VCP1.992%
8'' VCP
0.40%
8'' VCP
0.32%
8'' VCP
0.32%
8'' VCP
0.64%
8'' VCP
1.00%
8'' VCP
0.40%
8'' VCP
0.40%
8'' VCP
0.60%
8'' VCP
0.80%
8'' VCP
1.00%
15'' VCP
1.344%
8'' VCP
1.407%
8'' VCP
1.10%
8'' VCP
1.00%
8'' VCP
1.00%
8'' VCP
1.00%
8'' VCP
1.40%
8'' VCP
1.15%
8'' VCP
0.70%
8'' VCP
0.40%
8'' VCP
1.00%
8'' VCP
0.32%
15'' VCP1.10%
8'' VCP
0.84%
8'' VCP
0.32%
15'' VCP1.10%
15'' VCP
1.10%
8'' VCP
0.70%
8'' VCP
0.32%
8'' VCP
1.00%
8'' VCP
0.32%
15'' VCP1.10%
15 '' VCP
1.344%
8'' VCP
1.00%
8'' VCP
0.40%
15'' VCP1.344%
8'' VCP
8'' VCP
8'' VCP
0.40%
8'' VCP
0.32%
8'' VCP
0.32%
8'' VCP
0.32%
8'' VCP
0.4%
8'' VCP
0.40%
8'' VCP
0.32%
8'' VCP
0.32%
8'' VCP
1.28%
8'' VCP
0.72%
8'' VCP
0.44%
8'' VCP
0.64%
8'' VCP
0.32%
15'' VCP1.048%
8'' VCP
1.40%
8'' VCP
1.10%
8'' VCP
0.32%
8'' VCP
0.32%
8'' VCP
0.32%
8'' VCP
0.40%
8'' VCP
0.40%
8'' VCP
1.92%
15'' VCP1.18%
8'' VCP
1.16%
15'' VCP1.
18%
8'' VCP
1.92%
8'' VCP 0.40%
8'' VCP
1.10%
8'' VCP
1.04%
15'' VCP1.18% 8'' VCP
0.32%
8'' VCP
0.80%
8'' VCP 0.40%
8'' VCP
1.44%
15'' VCP1.1
8%
8'' VCP
8'' VCP
0.80%
8'' VCP
0.32%
8'' VCP
0.32%
1.70%0%1.36%
15'' VCP1.18%
8'' VCP
0.64%
8'' VCP1.96%
8'' VCP 0.40%
0%
0%
15'' VCP1.048%
8'' VCP
0.32%
8'' VCP
1.76%
8'' VCP
0.36%
8'' VCP
1.88%
15'' VCP
1.18%
8'' VCP
1.28%
1.36%
8'' VCP
1.28%
8'' VCP
0.68%
8'' VCP
0.40%
8'' VCP
2.08%
15'' VCP1.16%
8'' VCP
8''
VCP
1.88%
8'' VCP
8'' VCP
8'' VCP8'' VCP8'' VCP8'' VCP8'' VCP8'' VCP
8'' VCP8'' VCP
1.00%
P
1.4%
410
410
410_MH003
409
066
_MH
020
_MH
007
_MH
038
_MH
026
_MH 028
_MH
508
508
508
406
031
_MH
608
019
_MH
504
504
504
503
503
503
009
_MH
007
_MH
603
603
016
_MH
008
_MH
004
_MH
004
_MH
022
_MH
019
_MH
006
_MH
008
_MH
607
506
_MH023
019
_MH
028
_MH
026
_MH
028
_MH
025
_MH
311
310
310
310
210
209
309
309
309
309
309
308
308
208
307
307
305
305
305
306
048
_MH
010
_MH
605
605
029
_MH
028
_MH
021
_MH
006
_MH
004
_MH
_MH011
_MH009
308_MH004
008
_MH
034
_MH
033
_MH
610
037
_MH
006
_MH
050
_MH
028
_MH
030
_MH
028
032
_MH
_MH
206
205
ALLEY
ALLEY
ALL
EY (VACATED BY CITY)
SEWER EASEMENT ALLEY
EDISON EASEMENT
121
121
116
116
116
5.2%
4.16%
1.48%
1.0%
1.0%
9.16%
0.5%
2.00%
1.5%
0.4%
2.46%
1.80%
8'' VCP9.8%
8'' VCP
9.04%
8'' VCP
10.5 %
8'' VCP
11.5 %
8.6%
11. 5%
9.2%
8.8%
7.6%
1.6%0.28%
8'' VCP2.00%
8'' VCP
4.6%
0.4%
0.4% 8'' VCP
0.4%
5.52%
0.40%
0.40%
0.40%
5.60%
0.40% 1.80%
4.50%2.43%
15%
1.0%4.2%
2.8%
1.7%
2.3%
3.4%
2.7%
3.0%
2.80%
3.80%
2.70%
1.72%
3.20%
3.6%
6.0%
2.0%
8'' VCP
11.56%
8'' VCP
0.5%
8'' VCP
8'' VCP
8'' VCP
8'' VC
P
8'' VCP 8'' VCP
8'' VCP
8'' VCP
8'' VCP
8'' VCP
8'' VCP
8'' VCP
8'' VCP
8'' VCP
7.64%
1.48%
2.06%
5.05%
8'' VCP
0.5%
0.5% 0.5%
3.56%
1.96%
0.86%
0.98%
0.5%
3.17%
0.5%
0.5%
4.4%8'' VCP
70.52%
3% 1.56%
0.4%
4.96%
2.0%
0.56%
2.343%
1.20%
4.64%
0.88%
4.28%
6%
4.8%
1.0%
0.5%
0.5%
0.40%
1%
8.96%
2.40%
7.4%
4.50%
0.972%
1.78%
3.61%
8'' VCP
2.4%
1.5%
1.6%
2.2%
0.56%
0.54%
1.28%
8.84%
3.84%
4.89%
0.7%
0.9%
0.9%
0.40%
0.28%
1.07%
1.17%
0.32%0.32%
0.5%0.5%
1%
410_MH052
15'' VCP
0.8%
15'' VCP
0.8%
15'' VCP 0.9% 12'' VCP 1.5% 12'' VCP
2%
12'' VCP
2%
12'' VCP1.5% 12'' VCP
1.5%
12'' VCP 1.5% 12'' VCP
1.6%
12'' VCP
2%
33856609
2009
33856609
2009
1.20%
8'' VCP
8'' DI
CLASS 52
PRETECTO
401
LINNING
004
_MH
002
_MH003
_MH
001
_MH
020
_MH
064
_MH
063
_MH
065
_M
H
066
_MH
043
_MH
051
_MH
042
_MH041
_MH017
_MH
040
_MH
048
_MH
052
_MH
050
_MH
049
_MH
018
_MH
4 044
_MH 087
_MH
088
_MH047
_MH
045
_MH
711
711
_MH
002
_MH
003
_MH
017
_MH
018
_MH
019
_MH
020
_MH
021
_MH
022
_MH
042
_MH
011
_MH
012
_MH
013
_MH
_MH
043
_MH _MH _MH _MH _MH _MH
038
_MH
039
037
_MH
036
_MH
035
_MH
034
_MH
033
_MH
039
_MH041
_MH
_MH
_MH022
511
511
510
510
510 510
510
510
510
510 510
510
510
510
510
510
510
510
510
510
510
510
510
510
510510
510
510
510
510
510
510510
510
510
510510
508
508
508
508
508
508
508
509
509
509
509
509
509
509
509509
509
509 509 509
509
509
509 509 509 509
410 410
410
410 410 410
410
410
410
410
410
410
410
410
410 410
410
410
410
410
410
410 410
409
409 409
409
409
409 409
409
409
409
409
409
408
408
310
310
310
310
310
310
310
310
310
310
310
310
310
310
309
309
309309309309
309
308
308
308
308
009
_MH
008
_MH
007
_MH 006
_MH
005
_MH
021
_MH
004
_MH
003
_MH
002
_MH
001
_MH
067
_MH
089
_MH065
_MH
060
_MH
080
_M
H
081
_MH
082
_MH
069
_MH
083
_MH
084
_MH
072
_MH
085
_MH
086
_MH
075
_MH
078
_M
H064
_MH
079
_MH
077
_MH
074
_MH
076
_MH062
_MH
063
_MH041
_MH
061
_MH
037
_MH
073
_MH
058
_MH
057
_MH
055
_MH
054
_MH
071
_MH
059
_MH
056
_MH
070
_MH
068
_MH
090
_MH
053
_MH
052
_MH
091
_MH
051
_MH
029
030
031
033
_MH
034
_MH036
_MH
038
_MH
039
_MH
043
_MH
042
_MH
040
_MH
056
_MH
058
_M
H
055
_MH
057
_MH
054
_MH
053
_MH
052
_MH
051
_MH
049
_MH
048
_MH
047
_MH
045
_MH
044
_MH
043
_MH037
_MH
036
_MH
046
_MH
038
_MH
039
_MH
050
_MH
042
_MH
041
_MH
040
_MH
059
_MH
034
035
051
_MH
040
_MH
039
_MH
038
_MH
047
_MH
050
_MH
049
_MH
048
_MH
_MH
008
_MH
007
_MH
024
_MH
011
_MH
027
_MH
026
_MH
025
_MH
023
_MH
028
_MH
029
_MH
030
_MH
031
_MH
033
_MH
032
_MH
034
_MH
035
_MH
036
_MH
039
_MH
038
_MH
037
_MH
019
_MH
018
_MH
016
_MH
014
_MH
022
_MH
012
_MH
005
_MH
003
_MH
_MH
_MH
_MH
025
_MH
028
_MH
027
_MH
033
_MH
032
_MH
029
_MH
030
_MH
031
_MH
041
_MH
040
_MH
035
_MH
034
_MH
036
_MH
039
_MH
037
_MH
038
_MH
018
_MH
019
_MH
020
_MH
021
_MH
024
_MH
023
_MH
026
_MH
017
_MH
014
_MH
022
_MH
015
_MH
012
_MH
013
_MH
016
_MH
010
_MH
011
_MH
009
_MH
005
_MH
006
_MH
008
_MH
007
_MH
002
_M
H
004
_MH
003
_MH
083
_MH
030
_MH
024
_MH
031
_MH
033
_MH
032
_MH
039
_MH
040
_MH
041
_MH034
_MH
046
_MH
045
_MH023
_MH
047
_MH
080
_MH
029
_MH 038
_MH
037
_MH
036
_MH
035
_MH
042
_MH
043
_MH
044
_MH
008
_MH
082
_MH
015
_MH
014
_MH
021
_MH
007
_MH
026
_MH
028
_MH
002
_MH
003
_MH
011
_MH
025
_MH
018
_MH
027
_MH
019
_MH
012
_MH
013
_MH
020
_MH
005
_MH
004
_MH
001
_MH
009
_MH
022
_MH
016
_MH
017
_MH
010
_MH
068
_MH
069
_MH
070
_MH
072
_MH
073
_MH
071
_MH
066
_MH
065
_MH
067
_MH
063
_MH
062
_MH
061
_MH
060
_MH
064
_MH
058
_MH
059
_MH
081
_MH
079
_MH
048
_MH
049
_MH
050
_MH
051
_MH
053
_MH 077
_MH
052
_MH
056
_MH
054
_MH
055
_MH
078
_MH
057
_MH
006
_MH
002
_MH
005
_MH
004
_MH
009
_MH
010
_MH
008
_MH
041
_MH
053
_MH
052
_MH
051
_MH
058
_MH
055
_MH
054
_MH
050
_MH027
_MH
049
_MH
046
_MH
048
_MH
022
_MH
018
_MH
021
_MH
020
_MH
017
_MH
019
_MH
016
_MH
043
_MH
033
_MH
032
_MH
031
_MH
042
_MH
040
_MH
039
_MH
038
_MH
012
_MH
011
_MH
037
_MH
036
_MH
030
_MH
035
_MH
034
_MH
015
_MH
014
_MH
027
_MH
037
_MH
029
_MH
023
_MH
022
_MH
021
_MH
020
_MH
024
_MH
036
_MH
033
_MH
034
_MH
035
_MH
009
_MH
008
_MH
006
_MH
005
_MH
007
_MH
018
_MH
019
_MH
025
_MH
013
_MH
012
_MH
003
_MH
411 411 411 411 411 411 411 411 411
410
410 410 410
410410 410 410 410 410 410
311311
311311311311
310
310
310
311
611
610
610
012
_MH
711
711
710
611611
611
611
611
611
611
611611
611
611
611611
611
610
610 610
508
508
508
508
508
508
508
508
508
508 508
508
508
508
508
508
508
508
508
508
508
508
508
508
508
508 508
508
508
407
407
407
407
407
407
407
407
407407407 407
407
407
407
407
407
407
407
407
407
407
407
407
407
407
407
406
406
406
406
406
406
406
406
406
406 406
406
406 406
406
406406
406
406
406
406
406
406 406 406 406
406
406 406 406
406
406
406
406
406
407
406
406
406
406
406
406
407
407
407
407
407
406
406
406
406
406
406
406
406 406 406
406
406
406
406
406
406 406
406 406
406406
406
406
406 406 406
406
406
406
406406
406
307
307 307
307
028
027
026
_MH
058
_MH
037
_MH
057
_MH
056
_MH
055
_MH
036
_MH
035
_MH
034
_MH
053
_MH
033
_MH
032
_MH
025
_MH
060
_MH
052
_MH
029
_MH
030
_MH
046
_MH
058
_MH
046
_MH
051
_MH
063
_MH
059
_MH
062
_MH
061
_MH
060
_MH
041
_MH
040
_MH
057
_MH
045
_MH
050
_MH
055
_MH
056
_MH
054
_MH
053
_MH
052
_MH
049
_MH
048
_MH
047
044
_MH043
_MH
042
_MH
_MH
044
_MH
045
_MH
046
_MH
047
_MH
048
_MH
052
_M
H
053
_MH
051
_MH
050
_MH
058
_MH
057
_MH
056
_MH
055
_MH
063
_MH
062
_MH
061
_MH
060
_MH
065
_MH
066
_MH
067
_MH
068
_MH
073
_MH
074
_MH
072
_MH
071
_MH070
_MH
069
064
059
608
608
608
608
608
608
608
608
608608
608
608
608
608 608
607
607
607
607
607
607
607607607 607
607
607
607
607
607607607
607
607607
607
607
606
606
606 606 606 606 606
606 606606606
606606606606
606606606606
606 606
606 606
606 606606606
606
_MH
_MH
_MH
029
030
031
032
033
_MH
_MH
045
610
610
610
610
610
610
610
610
010
_MH
003
_MH
004
_MH005
_MH
020
_MH
021
_MH
022
_MH
023
_MH
092
_MH
025
_MH
024
_MH
032
_MH
035
_MH
026
_MH
028
_MH
027
_MH
048
_MH
011
_MH
018
_MH
017
_MH
016
_MH
015
_MH
014
_MH
001
_MH
019
_MH
009
_MH
_MH
_MH
008
_MH
_MH
_MH
012
_MH
_MH
016
_MH
019
_MH
026
_MH
024
_MH
022
_MH
023
_MH
025
_MH
027
_MH
020
_MH
017
_MH
015
_MH
013
_MH
011
_MH
007
_MH
008
_MH
018
_MH
001
_MH
002
_MH
602
602 602
602
602
602
602
602
602
602
604
604
604
604
604
604
604
604
604
604
604
604
604
604
604
604
604
604
603
603
603
603
603
603
603
603
603
603
603
603
603
603
603
60 3
603
603
603
603
603
603 603
603
603
603
603
603603603
603
603
603
603
603
603
603
603 603603603
504
504
504
504
504
504
504
504
504
504
504
504
504
504
504
504
504
504
504
504
504
504504
504
504
504
504
504504
504
504
504
504
504
504
504
504
504
504
504 504
504
504 504
504
504
504
504
504
504
504
504
504
504 504
504504
504
504
504
503
503
503
503
503
503
503
503
503
503
503
503 503 503
503
503 503
503
503 503
503
503
503
503 503 503
503503 503 503 503
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022
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007
_MH
005
_MH
003
_MH
002
_MH
001
_MH
025
_MH
024
_MH
023
_MH
308_MH022
308_MH021_MH020
308_MH019
_MH018
308_MH017
_MH016
_MH015
_MH014
_MH013
012
_MH
_MH010
_MH008
_MH007
_MH006
308_MH005
308_MH003
308_MH002
308_MH001
039
_MH
038
_MH
034
_MH
033
_MH
032
_MH
043
_MH
042
_MH
030
_MH
031
_MH
064
_MH
029
_MH
028
_MH
027
_MH
046
_MH
045
_MH
044
_MH
037
_MH
025
_MH
023
_MH
020
_MH019
_MH
018
_MH
017
_MH
016
_MH
021
_MH
015
_MH
_MH014
013
_MH
011
_MH
012
_MH
010
_MH
009
_MH
024
_MH
007
_MH
006
_MH
005
_MH
004
_MH
003
_MH
002
_MH
001
_MH
030
_MH
035
_MH
032
_MH
021
_MH
022
_MH
028
_MH
029
_MH
019
_MH 020
_MH
031
_MH
018
_MH
017
_MH
016
_MH
015
_MH
011
_MH
010
_MH
009
_MH
008
_MH
007
_MH
006
_MH
005
_MH
014
_MH
013
_MH
012
_MH
004
_MH
003
_MH
002
_MH
001
_MH
052
_MH
051
_MH
050
_MH
043
_MH
042
_MH
040
_MH
029
_MH
028
_MH
055
_MH
054
_MH
053
_MH
052
_MH
051
_MH
050
_MH
049
_MH
047
_MH
046
_MH
048
_MH
045
_MH
044
_MH
043
_MH
041
_MH
042
_MH
040
_MH
039
_MH
038
_MH
037
_MH
036
_MH
034
_MH
033
_MH
032
_MH
035
_MH
031
_MH
029
_MH
028
_MH
027
_MH
030
_MH
026
_MH
025
_MH
024
_MH
023
_MH
022
_MH
021
_MH
020
_MH
019
_MH
018
_MH
017
_MH
016
_MH
015
_MH
014
_MH
013
_MH
012
_MH
011
_MH
010
_MH
009
_MH
008
_MH
007
_MH
006
_MH
005
_MH
004
_MH
003
_MH
002
_MH
001
_MH
063
_MH
061
_MH
060
_MH
057
_MH
058
_MH
052
_MH
053
_MH
054
_MH
055
_MH
056
_MH
051
_MH
050
_MH
049
_MH
048
_MH
047
_MH
045
_MH 046
_MH 047
_MH
042
_MH
041
_MH
040
_MH
039
_MH
044
_MH
043
_MH
035
_MH
036
_MH
038
_MH037
_MH
031
710
710
710
710
710
710
710
710
710
710
610
610
610
610
610
610
610
610
610
610
610
610
610
610
610610 610
610
610
610
610610
610
610
610
610
610610
610
610
610
610
610
610
610
610
610610 610
610
609
609609 609
609
609
609609
609
609609
609609609
609
609 609609
609
609
609609
609
609
608 608
608
608
608608
608
608608608
_MH
_MH
_MH
001
009
_MH
008
_MH
010
_MH 007
_MH 006
_MH
005
_MH
004
_MH
601
_MH001
601_MH002
601_MH
003
601_MH006
601_MH0
05 602
602
602
602
602
602
602
602
602
602
602
602
602
602
602
602
602
602
602
602
602
602602
001
_MH
048
_MH
038
_MH
039
_M
H
040
_M
H
042
_MH
041
_MH
047
_MH
036
_MH
044
_MH
037
_MH
043
_MH
032
_MH
031
_MH
034
_MH
033
_MH
026
_MH
027
_MH
025
_MH
024
_MH
023
_MH
028
_MH
029
_MH
030
_MH
601_MH010
601_MH007
601_MH004
701
602
602
602
602
602
602
602
602
602
602
602
602
602
602
602
602
602
602
60 2
602
602
602
602
603
050
_MH
054
_MH
058
_M
H
059
_MH
055
_MH
021
_MH
022
_MH
056
_M
H
003
_MH
013
_MH
014
_MH
010
_MH
015
_MH
011
_MH
016
_MH
017
_MH
018
_MH
009
_MH
005
_MH
012
_MH
008
_MH
004
_MH
007
_MH
003
_MH
002
_MH
006
_MH
001
_MH
032
_MH
033
_MH
034
_M
H
038
_MH
039
_MH
040
_MH
047
_MH
046
_MH
026
_MH
025
_MH
027
_MH
028
_MH
029
_MH
031
_MH
030
_MH
041
_MH
035
_MH
037
_MH
036
_MH
042
_MH
043
_MH
044
_MH
045
_MH
023
_MH 024
_MH
022
_MH
021
_MH
01 7
_MH
002
_MH
001
_MH
020
_MH
019
_MH
018
_MH
016
_MH
014
_MH
013
_MH
012
_M
H
008
_M
H
005
_MH
004
_MH
003
_MH
013
_MH
036
_MH
009
_MH
038
_MH
035
_MH
034
_MH
032
_MH008
_MH
007
_MH011
_MH
012
_MH
001
_MH
002
_MH
003
_MH
031
_MH
004
_MH
014
_MH005
_MH 015
_MH
016
_MH
017
_MH
019
_MH
018
_MH
061
_MH
057
_MH048
_MH
046
_MH
045
_MH
043
_MH
044
_MH
056
_MH
060
_MH
05 5
_MH
042
_MH
041
_MH
040
_M
H021
_MH
022
_MH
020
_MH
023
_MH
024
_MH
026
_MH
025
_MH
047
_MH
049
_MH 059
_MH
058
_MH
062
_MH
068
_MH 069
_MH033
_MH
066
_MH
067
_MH
064
_MH
063
_MH
051
_MH
030
_MH
029
_MH
028
_MH
027
_MH
022
_MH
051
_MH
047
_MH
050
_MH
046
_MH
049
_MH
045
_MH
048
_MH
001
_MH
037
_MH
038
_MH
039
_MH
041
_MH
043
_MH
040
_MH 042
_MH
044
_MH
004
_MH
014
_MH
020
_MH
021
_MH
023
_MH
017
_MH
025
_MH
024
_MH
026
_MH
009
_MH
010
_MH
027
_MH
029
_MH
036
_MH
035
_MH
034
_MH
033
_MH
032
_MH
031
_MH
053
_MH
002
_MH
003
_MH
052
_MH
012
_MH
013
_MH
015
_MH
005
_MH
006
_MH
016
_MH
011
_MH
007
_MH
001
003
002
004
008
007
005
006
009
010 011 012
013014
015
016
017
018
020
021 022
023 024
025
026
027 029
030
031
032
033
034 035
036
037
038
039
040
041
042
043
044
045
046
047
001
002
003
004 005 006 007 008 009
018
019
020
021
022
023 024
025 026
027
028
029
030 031 033
034
035
036
037
038
039
040
041
042
043
044
045 046 047 048
049
050
051
052 053 054
055
056
058 059
060
061
062
063
064
065
066 067
068
057
_MH
_MH
_MH_MH
_MH
_MH
_MH
_MH
_MH
_MH
_MH_MH
_MH
_MH
_MH_MH_MH
_MH_MH
_MH
_MH_MH_MH_MH
_MH
_MH
_MH
_MH
_MH
_MH
_MH
_MH
_MH
_MH
_MH
_MH_MH_MH
_MH
_MH
_MH
_MH_MH
_MH_MH
_MH
_MH
_MH
_MH
_M
H
_MH_MH_MH_MH_MH_MH
_MH
_MH
_MH
_MH
_MH
_MH
_MH
_MH
_MH
_MH
_MH
_MH
_MH
_MH
_MH
_MH_MH
_MH
_MH
_MH
_MH
_MH_MH
_MH
_MH
_MH_MH
_MH_MH
_MH
_MH
_MH
_MH
_MH
_MH _MH
_MH_MH_MH
_MH
_MH
_MH
_MH
_MH
_MH
_MH
_MH
_MH
206
206
206206
206
206
206
206
206
206
206206
206
206
206206206
206206
206
206206206206
206
206
206
206
206
206
206
206
206
206
206
206206206
206
206
206
206206
206206
206
206
206
206
206
206206206206206
206
206
206
205
205
205
205
205
205
205
205
205
205
205
205
205205
205
205
205
205
205205
205
205
205205
205205
205
205
205
205
205
205 205
205205205
205
205
205
205
205
205
205
205
205
003
_MH
506
064
_MH
607
607_MH 065
606
_MH
080
079
_MH
606
606
_MH
077
606
_MH
606_MH
076
208
_MH
026022
_MH
208
078
068
_MH
607
_MH
015
601
016
_MH
601_M
H020
601_MH0
21 601_MH022
601_MH
019
601_M
H018
601_MH017
601
_MH014
601_MH013
601_MH0
12 601_MH011
601_MH0
09 601_MH
008
601
053
_MH
057
_MH
019
_MH
020
_M
H
002
_MH
001
_MH
035
_MH
012
_MH
011
_MH
013
_MH
014
_MH
015
_MH
046
_MH
016
_MH 017
_MH
018
_MH
045
_MH
067
_MH
506
060
_MH
609
310_MH044
310_MH045
310_MH046
310_MH047
310_MH048
310_MH049
310_MH050 310_MH051
410_MH049
410_MH050
410_MH051
510MH059
608_MH066
308_MH030
8'' VCP
409MH025
076
_MH
075
_MH
074
_MH
057
_MH
056
_MH
607
507507507
506
506
030
_MH
031
_MH
033
_MH
032
_MH
039
_MH
040
_MH
041
_MH034
_MH
046
_MH
045
_MH
047
_MH
035
_MH
042
_MH
071
_MH
066
_MH
065
_MH
067
_MH
063
_MH
062
_MH
061
_MH
060
_MH
064
_MH
058
_MH
059
_MH
079
_MH
048
_MH
049
_MH
050
_MH
051
_MH
053
_MH 077
_MH
052
_MH
056
_MH
054
_MH
055
_MH
078
_MH
057
_MH
053
_MH
607
507507
507 507 507 507
507
507
507
507
507
507
507
507
507
507
507507
507
507
507
507507
507
507
507
507 507 507
507
507 507
507
507
507
507
506
County Sewer Main
307
_MH
16" HDPE0.50%
_MH
507
_MH
507
049A
_MH
507
LEGEND
CITY SEWER MAIN
COUNTY SEWER MAIN
CITY BOUNDARY
T:\PDG\2018 PROJECTS\1819SOO - HOTEL\04-DRAWINGS\01-DESIGN\01-ARCHITECTURAL\01-PLAN OPTIONS\2018-12-10\1819-G0.0.DWG XREFS INCLUDED: 1819-xBDR [.\1819-xBDR.dwg], , , , , , , , PLOTTED: Layout: November 25, 2019
DRAWING FILE:
cad file:
drawing no:
plot date:
job#:
1819-G0.0.dwg
Nov 25, 2019
issue date:
Nov 25, 2019
drawn by:
PACIFIC DESIGN GROUP EXPRESSLY RESERVES ALL COMMON LAW COPYRIGHT AND PROPERTY RIGHTS IN THESE PLANS. THESE PLANS ARE NOT TO BE REPRODUCED, CHANGED OR COPIED IN ANY FORM OR MANNER WHATSOEVER NOR ARE THEY TO BE ASSIGNED TO ANY THIRD PARTY WITHOUT FIRST OBTAINING THE EXPRESS WRITTEN PERMISSION AND CONSENT FROM PACIFIC DESIGN GROUP.PACIFIC DESIGN GROUP EXPRESSLY RESERVES ALL COMMON LAW COPYRIGHT AND PROPERTY RIGHTS IN THESE PLANS. THESE PLANS ARE NOT TO BE REPRODUCED, CHANGED OR COPIED IN ANY FORM OR MANNER WHATSOEVER NOR ARE THEY TO BE ASSIGNED TO ANY THIRD PARTY WITHOUT FIRST OBTAINING THE EXPRESS WRITTEN PERMISSION AND CONSENT FROM PACIFIC DESIGN GROUP.PACIFIC DESIGN GROUP EXPRESSLY RESERVES ALL COMMON LAW COPYRIGHT AND PROPERTY RIGHTS IN THESE PLANS. THESE PLANS ARE NOT TO BE REPRODUCED, CHANGED OR COPIED IN ANY FORM OR MANNER WHATSOEVER NOR ARE THEY TO BE ASSIGNED TO ANY THIRD PARTY WITHOUT FIRST OBTAINING THE EXPRESS WRITTEN PERMISSION AND CONSENT FROM PACIFIC DESIGN GROUP.PACIFIC DESIGN GROUP EXPRESSLY RESERVES ALL COMMON LAW COPYRIGHT AND PROPERTY RIGHTS IN THESE PLANS. THESE PLANS ARE NOT TO BE REPRODUCED, CHANGED OR COPIED IN ANY FORM OR MANNER WHATSOEVER NOR ARE THEY TO BE ASSIGNED TO ANY THIRD PARTY WITHOUT FIRST OBTAINING THE EXPRESS WRITTEN PERMISSION AND CONSENT FROM PACIFIC DESIGN GROUP.
PROJECT:
SHEET TITLE:
CORPORATE HEADQUARTERS
150 EL CAMINO REAL, 112
TUSTIN, CA 92780
714-832-5100
DENVER METRO OFFICE
16710 E. PRENTICE CIR.
CENTENNIAL, CO 80015
714-458-5930
Architecture
www.pdg-arch.com
Interiors Planning
PDG HOTEL AT HUNTINGTON CENTER
VG PROPERTY INVESTMENTS, LLC
125 W. HUNTINGTON DRIVE - BLDGS C & D
ARCADIA, CA 91006
1819SOO
VICINITY MAP
FOR
JOB NO.:
HOTEL AT HUNTINGTON CENTER
VG PROPERTY INVESTMENTS, LLC
125 W. HUNTINGTON DRIVE - BUILDING C & D
ARCADIA, CALIFORNIA 91006
1819SOO
ARCHITECTURAL DESIGN REVIEW & VARIANCE APPLICATION
SHEET INDEX
A0.0 REFERENCE SITE PLAN
AD0.1 SITE DEMOLITION PLAN
A0.1 ENLARGED SITE PLAN
4A2.1 BUILDING C - FIRST FLOOR PLAN
4A3.1 BUILDING C - ROOF PLAN
SITE DATA
4A2.2 BUILDING C - SECOND FLOOR PLAN
REV.ARCHITECTURAL
4A5.1 BUILDING C - EXTERIOR ELEVATIONS - COLOR
5A2.1 BUILDING D - FIRST FLOOR PLAN
4A2.0 BUILDING C - BASEMENT FLOOR PLAN
5A2.2 BUILDING D - SECOND FLOOR PLAN
5A3.1 BUILDING D - ROOF PLAN
5A5.1 BUILDING D - EXTERIOR ELEVATIONS - COLOR
5A2.4 BUILDING D - FOURTH FLOOR PLAN
C-1.0 CONCEPTUAL GRADING AND DRAINAGE PLAN
REV.CIVIL
LEGAL DESCRIPTION
REAL PROPERTY IN THE CITY OF ARCADIA, COUNTY OF LOS ANGELES, STATE OF CALIFORNIA, DESCRIBED AS FOLLOWS:
PARCEL 0NE: (5775-015-024,025 & 026) 125 HUNTINGTON DR.
PARCEL 1 AS SHOWN UPON PARCEL MAP NO. 12826, IN THE CITY OF ARCADIA, IN THE COUNTY OF LOS ANGELES, STATE OF CALIFORNIA, FILED IN BOOK 129 PAGE 35 OF PARCEL MAPS, IN THE OFFICE OF THE COUNTY RECORDER OF SAID COUNTY AS SAID PARCEL MAP NO. 12826 WAS CORRECTED BY CERTIFICATE OF CORRECTION RECORDED ON NOVEMBER 28, 1980 AS DOCUMENT NO. 80-1203029 OFFICIAL RECORDS, IN THE OFFICE OF THE COUNTY RECORDER OF SAID COUNTY.
EXCEPT THAT PORTION OF SAID PARCEL INCLUDED WI`THIN THE LINES OF THE LAND DESCRIBED IN THE DEED TO THE CITY OF ARCADIA, RECORDED ON NOVEMBER 26, 1979 AS DOCUMENT NO. 79-1326058 OFFICIAL RECORDS, IN THE OFFICE OF THE COUNTY RECORDER OF SAID COUNTY.
1. ALL STRUCTURES SHALL BE FULLY SPRINKLERED. CLASS 1 STANDPIPES SHALL BE PROVIDED IN ALL STAIRWELLS/STAIRWAYS UP TO THE ROOF LEVEL.
2. THE SPRINKLER SYSTEM SHALL BE FULLY MONITORED. INTERIOR NOTIFICATION DEVICES SHALL BE PROVIDED THROUGHOUT ALL STRUCTURES.
3. KNOX BOXES WITH KEYS FOR ACCESS TO RESTRICTED AREAS SHALL BE PROVIDED FOR ALL STRUCTURES.
4. ADDITIONAL FIRE HYDRANTS SHALL BE PROVIDED AT THE FRONT OF BUILDING 2 AND ADJACENT TO THE ENTRANCE DRIVE ON SAN JUAN DRIVE. PLEASE COORDINATE WITH THE CITY'S FIRE MARSHAL, MARK KRIKORIAN AT (626) 574-5106.
5. ALL STRUCTURES SHALL BE PROVIDED WITH MINIMUM 2A:10BC FIRE EXTINGUISHERS.
ALSO EXCEPT THEREFROM ANY EXISTING STREET, PROPOSED STREET, OR PORTION OF ANY
STREET OF PROPOSED STREET LYING OUTSIDE THE BOUNDARIES OF SAID LAND WHICH MIGHT
OTHERWISE PASS WITH A CONVEYANCE OF SAID LAND AS RESERVED IN THE DEED
FROM THE ARCADIA REDEVELOPMENT AGENCY A PUBLIC BODY CORPORATE AND POLITICAL RECORDED MAY 31, 1978 AS INSTRUMENT NO. 78-582148 OFFICIAL RECORDS.
First American Title
REAL PROPERTY IN THE CITY OF ARCADIA, COUNTY OF LOS ANGELES, STATE OF CALIFORNIA, DESCRIBED AS FOLLOWS:
PARCEL TWO: (5775-015-027) 161 COLORADO PLACE
LOT 1 OF TRACT 62234, IN THE CITY OF ARCADIA, IN THE COUNTY OF LOS ANGELES, STATE OF CALIFORNIA, AS PER MAP FILED IN BOOK 1345 PAGES 92 AND 93 OF MAPS, IN THE OFFICE OF THE COUNTY RECORDER OF SAID COUNTY.
First American Title
FIRE DEPARTMENT NOTES
REV.TITLE
G0.0 TITLE SHEET & SITE DATA
G2.1 BUILDINGS PERSPECTIVES
G1.1 EXISTING SITE PHOTOS
G0.1 CODE ANALYSIS - BUILDING C & D
ABBREVIATIONS
MTD.
FNDN. FOUNDATION
MOUNTED
FIBERGLASS REINFORCED PANEL
HOSE BIBBH.B.
DISPENSER/DISPOSAL
DWR. DRAWER
E.J.
E.G.
EA.
E.
(E)
EXPANSION JOINT
EXISTING GRADE
EAST/ENAMEL
EACH
EXISTING
DISP.
DWG.
D.S.P.
D.S.
DR.
DO.
DN.
DIM.
DIAG.
DIA.
DF
D.F.
DET.
DRY STANDPIPE
DOWNSPOUT
DITTO/REPEAT
DRAWING
DOOR
DOWN
DIMENSION
DIAGONAL
DIAMETER
DOUGLAS FIR
DRINKING FOUNTAIN
DETAIL
INVERT
INTERIOR
INSULATION
INCANDESCENT
INV.
INT.
INSL.
INCND.
IN. INCH
HEATING, VENT, AIR COND.
HIGH POINT
HORIZONTAL
HOLLOW METAL
HEIGHT
HARDWARE
HARDWOOD
HEADER
HOLLOW CORE
INSIDE DIAMETER/DIM.I.D.
HVAC.
HR.
H.P.
HORIZ.
H.M.
HOUR
HGT.
HDWR.
HDWD.
HDR.
HD.
H.C.
HEAD
CONCRETE MASONRY UNIT
CLG. JOIST OR CONTROL JT.
CUBIC FEET PER MINUTE
COMPO.
CONTR.
CONSTR.
CORR.
CYL.
DEPT.
DBL.
C.T.
CSK.
C.R.B.
CONT.
CONN.
CONC.
CORRIDOR
CYLINDER
CERAMIC TILE
COUNTERSUNK
CRUSHER RUN BASE
DEPARTMENT
DOUBLE
COMPOSITION
CONTRACTOR
CONTINUOUS
CONSTRUCTION
CONNECTION
CONCRETE
CLO.
COL.
C.M.U.
CLR.
CLG.
C.J.
C.I.
C.B.
C.F.M.
CER.
CEM.
CAB.
B.W.
CAST IRON
CLOSET
COLUMN
CLEAR
CEILING
CATCH BASIN
BOTH WAYS
CERAMIC
CEMENT
CABINET
HANDICAPPED
GYSUM BOARD
GYPSUM
GLUE LAMINATED BEAM
GALVANIZED IRON
GENERAL
GRAB BAR
GALVANIZED IRON
GUAGE/GAGE
GLASS
HC.
GYP. BD.
GYP.
GR.
GLU-LAM
GL.
G.I.
GEN.
G.B.
GALV.
GA.
FOOTING
FOOT OR FEET
FULL SIZE/FINISH SURFACE
FACE OF STUDS
FACE OF "GFRC" PANEL
FACE OF MASONRY
FACE OF ALUMINUM
FACE OF FINISH
FACE OF CONCRETE
FUTURE
FURRING
F.R.P.
FUT.
FURR.
FTG.
FT.
F.S.
F.O.S.
F.O.P.
F.O.M.
F.O.A.
F.O.F.
F.O.C.
PLUMB. PLUMBING
REINFORCED CLAY PIPER.C.P.
REFRIGERATOR
REFERENCE
RECEPTACLE
RECESSED/RECEIVING
ROOF DRAIN
REV.
REFR.
REF.
RECPT.
REC.
R.D.
REVERSE
QUARRY TILE
RETURN AIR
RISER/RADIUS
PREFABRICATED
PRESSED METAL
RAD.
R.A.
R.
Q.T.
PT.
RADIUS
POINT
PREFAB.
PR.
P/P
PNL.
P.M.
PLWD.
PUSH-PULL
PAIR
PANEL
PLYWOOD
OUTSIDE DIAMETER/DIMENSION
ORDINANCE
PLASTIC LAMINATE
PRESSURE INDICATOR VALVE
PLAS.
P. LAM.
PL.
OZ.
PTN.
P.I.V.
PLASTER
PLATE
OUNCE
PARTITION
O.H.
OED.
OPP.
OPNG.
OFF.
O'FLOW
O.D.
OVERHEAD
OPPOSITE
OPENING
OFFICE
OVERFLOW
ON CENTER
OVERALL/OUTSIDE AIR
NOT IN CONTRACT
NATURAL GRADE
NOT TO SCALE
NUMBERNO.
O/
O.C.
OBS.
O.A.
N.T.S.
NOM.
OVER
OBSCURE
NOMINAL
MULLION
NAT.
N.I.C.
NT. GR.
MUL.
(N)
NATURAL
NEW
FINISH FLOOR/FACTORY FINISH
ABOVE FINISH FLOOR
ADJUSTABLE/ADJACENT
ASPHALTIC CONCRETE
BM.
B/S
BOT.
B.M.
BLK.
BLDG.
BLKG.
AC.T.
BITUM.
BD.
ASSY.
ASPH.
ARCH.
BOTH SIDES
BENCHMARK
BLOCKING
BEAM
BOTTOM
BLOCK
BUILDING
ACOUSTICAL TILE
BITUMINOUS
ASSEMBLY
ARCHITECTURAL
BOARD
ASPHALT
APPROX.
ACOUS.
AGGR.
ANOD.
ALUM.
A.F.F.
ADJ.
A/C
A.C.
A.B.
#
"
'
APPROXIMATE
ANODIZED
ALUMINUM
AGGREGATE
ACOUSTICAL
AIR CONDITIONING
ANCHOR BOLT
POUND OR NUMBER
INCH OR REPEAT
FOOT
FIRE EXTINGUISHER CABINET
FLOOR DRAIN
FLUORESCENT
FLOOR
FLASHING
FLOW LINE
FLOOR JOIST
FIXTURE
FIRE HOSE CABINET
FLAT HEAD/FIRE HYDRANT
FINISH GRADE/FIXED GLASS
F.L.
F.J.
FIX.
FLUOR.
FLR.
FLASH.
FIN.
F.H.C.
F.H.
F.G.
F.F.
F.E.C.
F.D.
FINISH
EACH SIDE
WQUIPMENT
FLAT BAR
FACTORY
FIRE ALARM
EXTERIOR
EXPOSED
EXPANSION
EXISTING
EXHAUST
ELECTRIC WATER COOLER
EACH WAY
EXST.
EXT.
EXPO.
EXP.
F.B.
FAC.
F.A.
EXH.
E.W.C.
E.W.
E.S.
EQPT.
EQ. EQUAL
PLATE OR PROPERTY LINE
0 @
&
LP
CL
AT OR ABOUT
DIAMETER
CENTER LINE
AND
ANGLE
EDGE OF SLAB
ENCLOSURE
EMERGENCY
ELEVATOR/ELEVATION
ELECTRICAL
ELEVATION
E.O.S.
ENCL.
EMER.
ELEV.
ELEC.
EL.
REDWOOD
ROUGH OPENING
SEMI-GLOSS ENAMEL
SQUARE FOOT
SERVICE/SERVING
SECTION
SCHEDULE
SOLID CORE
SOUTH/SPANDREL
STATION
SERVICE SINK
STAINLESS STEEL
SQUARE
SPECIFICATION
SLIDING
SIMILAR
SHEATHING
SHEET
SL.
MASONRY OPENING
METAL LATH AND PLASTER
MISCELLANEOUS
MINIMUM/MINUTE
MANUFACTURER
MECHANICAL
MACHINE BOLT
M.L.& PL.
MANHOLE
MISC.
M.O.
MIN.
MH.
MFR.
MEZZANINE
METAL
MEMBRANE
MEDIUM
MAXIMUM
MED.
MET.
MEMB.
MEZZ.
MECH.
M.B.
MAX.
STA.
S/S
SPEC.
S.S.
SQ.
LABORATORY
LIGHT WEIGHT
LONG LEG VERTICAL
LONG LEG HORIZONTAL
MACHINE
MEN
MATERIAL
LIGHT
LOW POINT
MAT.
MACH.
M.
LT. WT.
LT.
L.P.
LAMINATE
LINEAL FEET
POUND
LAVATORY
LB.
LLV.
LLH.
L.F.
LAV.
LAM.
LAB.
SHT.
SIM.
SHTG.
SERV.
S.G.E.
S.F.
S.
SECT.
SCHED.
S.C.
RWD.
R.O.
RESILIENT
REQUIRED
REINFORCED
REGISTER/REGULAR
ROOM
ROUND HEAD
KNOCK-DOWN
KITCHEN
JOIST
JOINT
JANITOR
JST.
KIT.
K.D.
JT.
JAN.
REQ.
RESIL.
RM.
R.H.
REINF.
REG.
GRADE
WATER CLOSET
WAINSCOT
WITH
WEST/WOMEN
WELDED WIRE
WEIGHT
WOOD SCREW
WATER
WATERPROOF
WITHOUT
WROUGHT IRON
WATER HEATER
WOOD
VINYL WALL
VENT THRU
VERIFY ON JOB
VERTICAL GRAIN
VESTIBULE
VERTICAL
W.S.
W.W.M.
WT.
W.R.
W/O
WP.
W.C.
W.I.
W.H.
WD.
WSCT.
W/
W.
V.O.J.
V.W.C.
V.T.R.
V.G.
VEST.
VERT.
VENTILATOR
VENEER
VINYL COMP.
VINYL
URINAL
UNLESS NOTED
UNFINISHED
UNDERWRITER'S
UNIFORM
THRESHOLD
THICK
TONGUE &
TEXTURED
TERRAZZO
TEMPERED /
TELEPHONE
TOP OF CURB
TOP OF BEAM
TRANSFORMER
TYPICAL
TOP OF WALL
TELEVISION
TOP OF STEEL
TOP OF
TOILET
TOP OF LEDGER
T.V.
V.
VENT.
VEN.
V.C.T.
URN.
U.N.O.
UNFIN.
U.B.C.
U.L.
TRNSF.
TYP.
T.W.
TOIL.
T.P.
T.S.
THRSH.
THK.
T.L.
TEMP.
TERR.
T&G
TEXT.
TEL.
T.C.
T.B.
TREAD/TEMP.
SYMMETRICAL
SUSPENDED
STRUCTURAL
STORAGE
STEEL
STANDARD
SKYLIGHT
STL.
SKLT.
SYM.
T.
SUSP.
STRUCT.
STOR.
STD.
OR CONCRETE
TEMPORARY
GROOVE
PARAPET
OTHERWISE
LAB
BUILDING CODE
COVERING
TILE
MESH
RESISTANT
ROOF
G1.0 EXISTING SITE PHOTOS
4A2.3 BUILDING C - THIRD FLOOR PLAN
G0.0
TITLE SHEET & SITE DATA
5A2.3 BUILDING D - THIRD FLOOR PLAN
5A2.5 BUILDING D - FIFTH FLOOR PLAN
1. ZONING: C-G GENERAL COMMERCIAL WITH DOWNTOWN OVERLAY
2. BLDG HEIGHT PERMITTED: 48 FT (DOWNTOWN OVERLAY ZONE) ASKING FOR A HEIGHT VARIANCE OF 64'-0"
3. BLDG HEIGHT PROVIDED: EXISTING BLDG. 1 PARKING GARAGE: 23'-8 1/2" ABOVE AVERAGE GRADE WITH PORTIONS AS HIGH AS 42'-2 1/2"
ABOVE GRADE
EXISTING BLDG. A: 44'-11 1/2" ABOVE AVERAGE GRADE
EXISTING BLDG. B: 44'-11 1/2" ABOVE AVERAGE GRADE
REMODELED BLDG. C: 44'-7 1/2" ABOVE AVERAGE GRADE
NEW BLDG. D: ±63'-10" ABOVE AVERAGE GRADE
4. NO. OF STORIES PROVIDED: EXISTING BLDG. 1 PARKING GARAGE: 3 STORIES + BASEMENT EXISTING BLDG. A: 3 STORIES + BASEMENT
EXISTING BLDG. B: 3 STORIES + BASEMENT
REMODELED BLDG. C: 3 STORIES + BASEMENT
NEW BLDG. D: 4 & 5 STORIES
5. SITE AREA:
GROSS AREA: 200,144 SQ. FT. = 4.59 ACRES
125 W HUNTINGTON DR.
6. EXISTING BUILDING AREA
PARKING GARAGE
EXISTING BASEMENT 57,517 SQ. FT.
EXISTING BUILDING 1 1ST FLOOR 38,778 SQ. FT.
EXISTING BUILDING 1 2ND FLOOR 38,778 SQ. FT.
EXISTING BUILDING 1 3RD FLOOR 28,043 SQ. FT.
EXISTING BUILDING 1 TOTAL 163,116 SQ. FT.
BUILDING A
EXISTING BUILDING A 1ST FLOOR 6,855 SQ. FT.
EXISTING BUILDING A 2ND FLOOR 6,358 SQ. FT.
EXISTING BUILDING A 3RD FLOOR 6,632 SQ. FT.
EXISTING BUILDING A TOTAL 19,845 SQ. FT.
BUILDING B
EXISTING BUILDING B 1ST FLOOR 6,657 SQ. FT.
EXISTING BUILDING B 2ND FLOOR 6,137 SQ. FT.
EXISTING BUILDING B 3RD FLOOR 6,437 SQ. FT.
EXISTING BUILDING B TOTAL 19,231 SQ. FT.
BUILDING C - MAIN HOTEL
REMODELED BUILDING C BASEMENT 2,726 SQ. FT.
REMODELED BUILDING C 1ST FLOOR 24,664 SQ. FT.
REMODELED BUILDING C 2ND FLOOR 24,870 SQ. FT.
REMODELED BUILDING C 3RD FLOOR 24,494 SQ. FT.
REMODELED BUILDING C TOTAL 76,754 SQ. FT.
(REMODELED EXISTING BUILDING, NEW USE AND CONSTRUCTION)
7. PROPOSED BUILDING D AREA
BUILDING D - HOTEL ANNEX
BUILDING D 1ST FLOOR 14,414 SQ. FT.
BUILDING D 2ND FLOOR 13,124 SQ. FT.
BUILDING D 3RD FLOOR 12,836 SQ. FT.
BUILDING D 4TH FLOOR 12,849 SQ. FT.
BUILDING D 5TH FLOOR 8,315 SQ.FT.
BUILDING D TOTAL 61,538 SQ. FT.
8. F.A.R PERMITTED: 1.0 (DOWNTOWN OVERLAY ZONE)
(ZONING SEC. 9102.05.030 TABLE 2-11)
F.A.R PROVIDED TOTAL = BLDG. AREA / SITE AREA = F.A.R. (ZONING SEC. 9103.01.030, A) 177,368 SQ.FT / 200,144 SQ.FT = 0.89 < 1.0
9. EXISTING LANDSCAPE UNDER PREVIOUS APPROVED PLANS COMPLETED.
10. NEW MODIFICATION OF EXISTING LANDSCAPE: 12,775 SQ. FT.
11. PARKING REQUIRED (ZONING SEC. 9103.07.060, C, TABLES 3-5 &, 3-6) A. EXISTING BUILDING A 19,845 SQ.FT. MEDICAL OFFICE 1/200 = 99 B. EXISTING BUILDING B 19,231 SQ.FT. MEDICAL OFFICE 1/200 = 96 C. REMODELED BUILDING C 90 ROOMS GUESTROOM 1.2 = 108
4,146 SQ.FT. RESTAURANT 1/200 = 21
1,033 SQ.FT. BAR 1/100 = 11
D. BUILDING D 75 ROOMS GUESTROOM 1.2 = 90
7,466 SQ.FT. SPA 1/200 = 38
1,568 SQ.FT. CAFE 1/200 = 8
TOTAL PARKING REQUIRED 471
12. ACCESSIBLE PARKING STALLS REQUIRED (CBC 11B-208.2 TABLE 11B-208.2) A. BUILDING A MEDICAL OFFICE 4
B. BUILDING B MEDICAL OFFICE 5
C. HOTEL & RESTAURANT 5
D. HOTEL & SPA 5
TOTAL 19
13. 1 VAN PER 8 ACCESSIBLE STALLS (CBC 11B-208.2.4)
VAN ACCESSIBLE PARKING STALLS REQUIRED 3
PROVIDED 4
14. PARKING PROVIDED
A. WEST SIDE SURFACE PARKING 24 SPACES
B. PARKING STRUCTURE BASEMENT 114 SPACES
PARKING STRUCTURE 1ST FLOOR 80 SPACES
PARKING STRUCTURE 2ND FLOOR 88 SPACES
PARKING STRUCTURE 3RD FLOOR 105 SPACES
C. EAST SIDE SURFACE PARKING 71 SPACES
TOTAL PARKING PROVIDED (482 - 4 LOADING) = 478 STALLS * COMMERCIAL LOADING ZONE STALLS HAVE BEEN REMOVED FROM CALCULATION
15. PROVIDED PARKING BREAKDOWN
DEMO EXISTING NEW TOTAL
LOADING ZONES 10'X25' ( 4 ) 1 3 4
ACCESSIBLE VAN STALLS ( 2 ) 2 2 4
ACCESSIBLE CAR STALLS ( 5 ) 14 5 19
9'X20' CAR STALLS ( 105 ) 451 15 455
482 STALLS
* REQUIRED PARKING - 471 STALLS
* PROVIDED PARKING - 478 STALLS
7 STALLS EXCESS
16. BIKE RACK
A. BIKE PARKING REQUIRED PER GREEN BUILDING: 5% OF 471 = 24 BIKES B. BIKE PARKING PROVIDED: = 30 BIKES
17. BIKE LOCKERS
A. BIKE LOCKERS REQUIRED PER GREEN BUILDING: 5% OF 471= 24 BIKE LOCKERS B. BIKE LOCKERS PROVIDED: = 24 BIKE LOCKERS
18. FUEL EFFICIENT VEHICLES
A. FUEL EFFICIENT VEHICLE PARKING REQUIRED: 8% X 471 = 38 CARS B. FUEL EFFICIENT VEHICLE PARKING PROVIDED: = 38 CARS
19. FUTURE ELECTRIC VEHICLES
A. FUTURE ELECTRICAL VEHICLE PARKING REQUIRED: 6% X 253 = 15 CARS B. FUTURE ELECTRICAL VEHICLE PARKING PROVIDED: = 15 CARS ** EXISTING BUILDINGS A & B PARKING STALLS REQUIRED 196 STALLS - REQUIRED 438 TOTAL STALLS = 253 REQUIRED STALLS FOR BUILDINGS C & D. WE CALCULATED FUTURE ELECTRIC VEHICLE BASED ON BUILDINGS C & D PARKING REQUIREMENT.
C. FUTURE CHARGING STATIONS QUALIFY AS DESIGNATED PARKING FOR FUEL EFFICIENT CLEAN AIR VEHICLES.
5A6.1 BUILDING D - BUILDING SECTION & HEIGHT CALCULATION REV.LANDSCAPE
L 1.01 PRELIMINARY PLAN
C-2.0 SECTIONS
CLEAN AIRVECHICLE
CLEAN AIRVECHICLE
CLEAN
AIR
VECHICLE
CLEAN AIRVECHICLE
CLEAN A
IR
VECHICLE
CLEAN AIRVECHICLECLEAN AIRVECHICLE
CLEAN A
IR
VECHICLE
CLEAN AIRVECHICLE
CLEAN AIRVECHICLE
CLEAN AIRVECHICLE
CLEAN AIRVECHICLE
VAN POOL
CAR POOL
CAR POOL
CAR POOL
CAR PO
OL
VAN POOL
OPEN AIR VENT
UP
DN
NO
PA
RKIN
G
NO PARKI
NG
OPEN AIR VENT
UGPS
XFMR
LOADINGLOADING LOADING
FUTURE
VEHICLECHARGING FUTURE
VEHICLECHARGING
FUTUREVEHICLE
CHARGING FUTURE
VEHICLE
CHARGING
FUTUREVEHICLE
CHARGING
FUTURE
VEHICLE
CHARGING
FUTURE
VEHICLE
CHARGING
FUTURE
VEHICLE
CHARGING
FUTURE
VEHICLE
CHARGING
FUTURE
VEHICLE
CHARGING
FUTURE
VEHICLE
CHARGING FUTUREVEHICLECHARGING FUTURE
VEHICLECHARGING FUTURE
VEHICLECHARG
ING
FUTUR
EVEHICLE
CHARGING
S A N J U A N D R.
S A N R A F A E L R O A D
S A N T A C R U Z R O A D
H U N T I N G T O N D R.
C O L O R A D O P L A C E
S A N M I G U E L D R
STOPSTOP
STOPSTOP
STOPSTOP
LEFT
TURN
ONLY
STOPSTOP
LOADING
SERVICE
YARD
NO PARKING
BUILDING D
NEW 3-STORY BUILDINGBUILDING 'C'
EXISTING 3-STORY BUILDING
TO BE RENOVATED
EXISTING RESIDENTIAL
POOL
EQPMT.
ROOM
340 S.F.
BUILDING 'A'
(EXISTING)
BUILDING 'B'
(EXISTING)
EXISTING
PARKING
GARAGE
FUTURE
VEHICLE
CHARGING
4 YD
TRASH
4 YD
TRASH
4 YD
TRASH
4 YD
RECYCLE
4 YD
RECYCLE
4 YD
RECYCLE
3 YD
GREEN
2 YD
FOOD
EXISTING
RESTAURANT
EXISTING PARKING
ENTRY RAMP
EXISTING ENTRY DRIVE
EXISTING ENTRY DRIVE
EXISTING PARKING
77'-11"
16'-6 1/2"
T:\PDG\2018 PROJECTS\1819SOO - HOTEL\04-DRAWINGS\01-DESIGN\01-ARCHITECTURAL\01-PLAN OPTIONS\2018-12-10\1819-A0.0-SITE_PLAN.DWG XREFS INCLUDED: 1524-xSite [.\1819-xSite.dwg] 1524-xBDR [.\1819-xBDR.dwg], , , , , , , , PLOTTED: Layout: November 25, 2019
DRAWING FILE:
cad file:
drawing no:
plot date:
job#:
1819-A0.0-Site_Plan.dwg
Nov 25, 2019
issue date:
Nov 25, 2019
drawn by:
PACIFIC DESIGN GROUP EXPRESSLY RESERVES ALL COMMON LAW COPYRIGHT AND PROPERTY RIGHTS IN THESE PLANS. THESE PLANS ARE NOT TO BE REPRODUCED, CHANGED OR COPIED IN ANY FORM OR MANNER WHATSOEVER NOR ARE THEY TO BE ASSIGNED TO ANY THIRD PARTY WITHOUT FIRST OBTAINING THE EXPRESS WRITTEN PERMISSION AND CONSENT FROM PACIFIC DESIGN GROUP.PACIFIC DESIGN GROUP EXPRESSLY RESERVES ALL COMMON LAW COPYRIGHT AND PROPERTY RIGHTS IN THESE PLANS. THESE PLANS ARE NOT TO BE REPRODUCED, CHANGED OR COPIED IN ANY FORM OR MANNER WHATSOEVER NOR ARE THEY TO BE ASSIGNED TO ANY THIRD PARTY WITHOUT FIRST OBTAINING THE EXPRESS WRITTEN PERMISSION AND CONSENT FROM PACIFIC DESIGN GROUP.PACIFIC DESIGN GROUP EXPRESSLY RESERVES ALL COMMON LAW COPYRIGHT AND PROPERTY RIGHTS IN THESE PLANS. THESE PLANS ARE NOT TO BE REPRODUCED, CHANGED OR COPIED IN ANY FORM OR MANNER WHATSOEVER NOR ARE THEY TO BE ASSIGNED TO ANY THIRD PARTY WITHOUT FIRST OBTAINING THE EXPRESS WRITTEN PERMISSION AND CONSENT FROM PACIFIC DESIGN GROUP.PACIFIC DESIGN GROUP EXPRESSLY RESERVES ALL COMMON LAW COPYRIGHT AND PROPERTY RIGHTS IN THESE PLANS. THESE PLANS ARE NOT TO BE REPRODUCED, CHANGED OR COPIED IN ANY FORM OR MANNER WHATSOEVER NOR ARE THEY TO BE ASSIGNED TO ANY THIRD PARTY WITHOUT FIRST OBTAINING THE EXPRESS WRITTEN PERMISSION AND CONSENT FROM PACIFIC DESIGN GROUP.
PROJECT:
SHEET TITLE:
CORPORATE HEADQUARTERS
150 EL CAMINO REAL, 112
TUSTIN, CA 92780
714-832-5100
DENVER METRO OFFICE
16710 E. PRENTICE CIR.
CENTENNIAL, CO 80015
714-458-5930
Architecture
www.pdg-arch.com
Interiors Planning
PDG HOTEL AT HUNTINGTON CENTER
VG PROPERTY INVESTMENTS, LLC
125 W. HUNTINGTON DRIVE - BLDGS C & D
ARCADIA, CA 91006
1819SOO
REFERENCE SITE PLAN SCALE: 1" = 40' - 0"
02 0 40 80 NORTH
A0.0
SITE PLAN
1 SEABISCUIT PACIFICA SPECIFIC PLAN
ARCADIA, CA
Rev. 2 - 05/03/2018
Rev. 1 - 04/17/2018
04/07/2018
SHEET INDEXPROJECT SUMMARY
THE PROPOSED WORK ARE PHASES I AND II OF THE FORMER SANTA ANITA INN SITE LOCATED IN ARCADIA, CALIFORNIA. THE NORTHEAST HALF OF THE
PROPERTY WILL BE THE CONSTRUCTION OF A FOUR-STAR LE MERIDIEN HOTEL BY MARRIOTT. PHASE II WILL BE A MIXED USE DEVELOPMENT
CONSISTING OF GROUND FLOOR RETAIL, OFFICE, LUXURY RESIDENTIAL AND PODIUM PARKING.
PHASE 1 AND PHASE 2 TOTAL SITE AREA
AND FLOOR AREA RATIO:
SITE AREA: 6.15 ACRES
FAR: MAX FAR 1.0
PHASE 1
LE MERIDIEN HOTEL BY MARRIOTT
BUILDING AREA 155,143 SF
PUBLIC AREAS 20,620
227 GUESTROOMS 80,000
BACK OF HOUSE 54,523
PARKING PROVIDED: 227 PARKING
PHASE 2
MIXED USE RESIDENTIAL
BUILDING AREA 180,441 SF
RETAIL/COMMERCIAL 19,123 SF
OFFICE 12,408 SF
SPA 6,665 SF
RESIDENTIAL (96 UNITS) 139,368
RESIDENTIAL LOBBY AND AMENITIES 2,877 SF
PHASE 1 AND PHASE 2 REQUIRED PARKING
RETAIL/COMMERCIAL/SPA (5/1000SF) 129
OFFICE (4/1000SF) 50
HOTEL (1/GUESTROOM) 227
96 RESIDENTIAL UNITS (1.5/UNIT +1/3UNITS) 176
TOTAL REQUIRED PARKING 582
PARKING PROVIDED
ON GRADE HOTEL PARKING: 82
LEVEL B1 RETAIL PARKING 119
LEVEL P1 HOTEL AND OFFICE PARKING 212
LEVEL P2 RESIDENTIAL PARKING 182
TOTAL PROVIDED PARKING 595
LIST OF PROFESSIONALS
CLIENT:
CHATEAU GROUP USA
119 LA PORTE STREET ARCADIA, CA 91006
ARCHITECT:
ARCHITECTS ORANGE
144 N ORANGE STREET,ORANGE, CA 92866
SURVEYOR:
TRITECH ASSOCIATED, INC
SUBDIVISION SURVEY ENGINEERING DESIGN
135 NORTH SAN GABRIEL BOULEVARD,
SAN GABRIEL, CA 91775
CIVIL:
TRITECH ASSOCIATED, INC
SUBDIVISION SURVEY ENGINEERING DESIGN
135 NORTH SAN GABRIEL BOULEVARD,
SAN GABRIEL, CA 91775
LANDSCAPE:
ARCHITECTS ORANGE
144 N ORANGE STREET,ORANGE, CA 92866
ENVIRONMENTAL:
LSA ASSOCIATES, INC.
1500 IOWA AVENUE, SUITE 200,
RIVERSIDE, CA 92507
CODE AND PLANNING INFORMATION
PARCEL ADDRESS: 130 WEST HUNTINGTON DRIVE,
ARCADIA 91007
PARCEL AIN NO.: 5775-024-014
EXISTING USE: R-1 HOTEL & C2 & C
PROPOSED USE: R-1 HOTEL, B OFFICE, R-3 MU RES &
M RETAIL/COMMERCIAL
APPLICABLE BUILDING CODES
BUILDING:
2016 CALIFORNIA BUILDING CODE (CBC)
ELECTRICAL:
2016 CALIFORNIA ELECTRICAL CODE (CEC)
MECHANICAL:
2016 CALIFORNIA MECHANICAL CODE (CMC)
PLUMBING:
2016 CALIFORNIA PLUMBING CODE (CPC)
ACCESSIBILITY:
MORE STRINGENT OF CALIFORNIA BUILDING CODE OR
APPLICABLE FEDERAL LAW
ENERGY:
2016 CALIFORNIA FIRE CODE (CFC) AND LOCAL
ORDINANCE
2 SPECIFIC PLAN
10 SITE PHOTOS
11 VICINITY MAP & SITE MAP
12 SITE SURVEY
13 EXISTING SITE PLAN
14 PRELIMINARY GRADING PLAN
15 OVERALL SITE PLAN
PHASE 1 - HOTEL
16 SITE PLAN & PROJ. SUMMARY
17 FIRE TRUCK ACCESS ROUTE
18 GROUND FLOOR PLAN
19 MEZZANINE FLOOR PLAN
20 FLOOR PLANS
23 ROOF PLAN
24 ELEVATIONS
26 COLOR & MATERIAL BOARD
27 SECTIONS
28 RENDERING
PHASE 2 - MIXED USE RESIDENTIAL
29 SITE PLAN & PROJ. SUMMARY
30 FLOOR PLANS
33 ELEVATIONS
35 COLOR & MATERIAL BOARD
36 SECTIONS
37 RENDERING
LANDSCAPE
38 TREE SURVEY
39 PHASE 1 LANDSCAPE PLAN
43 PHASE 2 LANDSCAPE PLAN
47 OPTION B STREETSCAPE
48 VEHICULAR VISIBILITY EXHIBIT
18 SEABISCUIT PACIFICA SPECIFIC PLAN
ARCADIA, CA
Rev. 2 - 05/03/2018
Rev. 1 - 04/17/2018
04/07/2018
GROUND FLOOR PLAN
SCALE: 0 6’ 12’ 32’
19 SEABISCUIT PACIFICA SPECIFIC PLAN
ARCADIA, CA
Rev. 2 - 05/03/2018
Rev. 1 - 04/17/2018
04/07/2018
MEZZANINE FLOOR PLAN
SCALE: 0 6’ 12’ 32’
20 SEABISCUIT PACIFICA SPECIFIC PLAN
ARCADIA, CA
Rev. 2 - 05/03/2018
Rev. 1 - 04/17/2018
04/07/2018
LEVEL 2 FLOOR PLAN
SCALE: 0 6’ 12’ 32’
21 SEABISCUIT PACIFICA SPECIFIC PLAN
ARCADIA, CA
Rev. 2 - 05/03/2018
Rev. 1 - 04/17/2018
04/07/2018
LEVELS 3, 4 & 5 FLOOR PLAN
SCALE: 0 6’ 12’ 32’
22 SEABISCUIT PACIFICA SPECIFIC PLAN
ARCADIA, CA
Rev. 2 - 05/03/2018
Rev. 1 - 04/17/2018
04/07/2018
LEVEL 6 & ROOF DECK FLOOR PLAN
SCALE: 0 6’ 12’ 32’
30 SEABISCUIT PACIFICA SPECIFIC PLAN
ARCADIA, CA
Rev. 2 - 05/03/2018
Rev. 1 - 04/17/2018
04/07/2018
FLOOR PLANSLEVEL B1
-7’-0”
LEVEL L1
+0’-0”
SCALE: 0 60’ 120’
31 SEABISCUIT PACIFICA SPECIFIC PLAN
ARCADIA, CA
Rev. 2 - 05/03/2018
Rev. 1 - 04/17/2018
04/07/2018
SCALE: 0 60’ 120’
FLOOR PLANSLEVEL P1
+8’-0”
LEVEL P2/L2
+18’-0”
32 SEABISCUIT PACIFICA SPECIFIC PLAN
ARCADIA, CA
Rev. 2 - 05/03/2018
Rev. 1 - 04/17/2018
04/07/2018
SCALE: 0 60’ 120’
FLOOR PLANSLEVELS L3-L8
Chapter 2 Tempo by Hilton Hotel Project
City of Arcadia Addendum to the Hotel Indigo Project IS/MND O c t o b e r 2 0 2 4 P a g e 9
Chapter 2 Tempo by Hilton Hotel Project
City of Arcadia Addendum to the Hotel Indigo Project IS/MND October 2024 Page 7
2.3 General Plan Designation and Zoning
According to Arcadia General Plan, Chapter 2: Land Use and Community Design Element, the Revised Project Site is designated as Commercial (C). This Commercial designation is intended to encourage a strong pedestrian-oriented environment that provides a variety of retail and service uses, restaurants, and neighborhood-serving commercial uses that complement development in the Downtown Mixed-Use areas.3 According to the City’s Zoning Map, the Revised Project Site is zoned General Commercial (C-G) with a Downtown Overlay. 4 The C-G zone is intended to provide areas for the development of retail and service uses, offices, restaurants, public uses, and similar and compatible uses. The maximum Floor Area Ratio (FAR) permitted under the C-G zone and the Downtown Overlay zone is 1.0 for new development, and the maximum height permitted for new buildings is 48 feet. An additional 10 feet may be allowed for exterior stairways and other access features such as stairwells or elevators for access to the roof, and other rooftop appurtenances.
2.4 Project Characteristics
The Revised Project would consist of the improvements proposed by the Tempo Project, along with the previously Approved Project described in the Indigo IS/MND, which includes the redevelopment of the Parsons building for hotel uses and the construction of a new hotel annex building. The Tempo Project would develop a four-story hotel building with approximately 47,140 square feet of gross floor area on APN 5775-015-011; refer to Figure 3, Site Plan and Figure 4, Conceptual Rendering . The new hotel building would have a maximum height of 48 feet, excluding rooftop appurtenances, and would consist of a basement level and four above-ground levels containing a total of 93 rooms and ancillary hotel uses. The basement level would primarily contain back-of-house uses for hotel operations, in cluding an electric room, a mechanical room, a laundry room, offices, storage rooms, an employee breakroom, restrooms, and a fitness room for guest use. Level 1 would contain 13 hotel rooms, a kitchen, café, bar, lobby, meeting area, office, restrooms, and an outdoor patio. Levels 2, 3, and 4 would each contain 26 hotel rooms, and the roof level would contain an outdoor paved patio, solar panels, and mechanical areas.
The Tempo Project would utilize the existing parking structure located on the Original Project Site to provide parking for hotel employees, guests, and visitors. As shown in Figure 3, the Tempo Project would also reconfigure the existing surface parking lot located to the east of the proposed hotel building on the Original Project Site to provide 18 surface parking spaces, including three electric vehicle charging spaces (reduced by 6 spaces from the existing 24 spaces), a trash enclosure, and a connection to the new surface parking area along the south side of the proposed hotel building. The new surface parking area would provide 6 parking spaces, including 4 accessible parking spaces. In addition, the Tempo Project would develop a drop-off area with
3 City of Arcadia, Arcadia General Plan, Chapter 2: Land Use and Community Design Element, February 2024.
4 City of Arcadia, City of Arcadia Zoning Map, Updated February 2024.
Sewer Area Study
Arcadia, VTTM 84968
11 Appendix D
VESTING TENATIVE TRACT MAP (VTTM)
Sewer Area Study
Arcadia, VTTM 84968
12 Appendix E
LACDPW SEWER DESIGN GUIDELINES
Occupancy Abbreviation *Average daily flow
Apartment Buildings:
Bachelor or Single dwelling units Apt 150 gal/D.U. 1 bedroom dwelling units Apt 200 gal/D.U.
2 bedroom dwelling units Apt 250 gal/D.U.
3 bedroom or more dwelling units Apt 300 gal/D.U.
Auditoriums, churches, etc. Aud 5 gal/seat Automobile parking P 25 gal/1000 sq ft gross floor area Bars, cocktails lounges, etc. Bar 20 gal/seat Commercial Shops & Stores CS 100 gal/1000 sq ft gross floor area Hospitals (surgical) HS 500 gal/bed
Hospitals (convalescent) HC 85 gal/bed
Hotels H 150 gal/room
Medical Buildings MB 300 gal/1000 sq ft gross floor area Motels MB 150 gal/unit
Office Buildings Off 200 gal/1000 sq ft gross floor area Restaurants, cafeterias, etc. R 50 gal/seat
Schools:
Elementary or Jr. High S 10 gal/student
High Schools HS 15 gal/student
Universities or Colleges U 20 gal/student
College Dormitories CD 85 gal/student
Zone Coefficient (cfs/Acre)
Agriculture ---------------------------------- 0.001
Residential*:
R-1 -------------------------------------------- 0.004
R-2 -------------------------------------------- 0.008
R-3 -------------------------------------------- 0.012
R-4 -------------------------------------------- 0.016* Commercial:
C-1 through C-4 ---------------------------- 0.015*
Heavy Industrial:
M-1 through M-4 -------------------------- 0.021*
exceed the coefficients shown
* Use 0.001 (cfs/unit) for condominiums only
Estimated Average Daily Sewage Flows for Various Occupancies *Multiply the average daily flow by 2.5 to obtain the peak flow Zoning Coefficients
* Individual building, commercial or industrial plant capacities shall be the determining factor when they Line FACILITY DESCRIPTION PROPOSED SGF IN GPD BOD SS
No. (mg/l) (m g/l)
1 Acupuncture Office/Clinic 120/1,000 Gr SF 265 275
2 Arcade - Video Games 50/1,000 Gr SF 265 275
3 Auditorium (a) 3/Seat 265 275
4 Auto Parking (a) 20/1,000 Gr SF 265 275
5 Auto Mfg., Service Maintenance (b) Actual 1,260 1,165 6 Bakery 280/1,000 Gr SF 3,020 2,540
7 Bank: Headquarters 120/1,000 Gr SF 265 275
8 Bank: Branch 50/1,000 Gr SF 265 275
9 Ballroom 350/1,000 Gr SF 265 275
10 Banquet Room 350/1,000 Gr SF 265 275
11 Bar: Cocktail, Fixed Set (a) (c) 15/Seat 265 275
12 Bar: Juice, No Baking Facilities (d) 720/1,000 Gr SF 265 275 13 Bar: Juice, with Baking Facilities (d) 720/1,000 Gr SF 265 275 14 Bar: Cocktail, Public Table Area (c) 720/1,000 Gr SF 265 275 15 Barber Shop 120/1,000 Gr SF 265 275
16 Barber Shop (s) 15/Stall 265 275
17 Beauty Parlor 425/1,000 Gr SF 265 275
18 Beauty Parlor (s) 50/Stall 265 275
19 Bldg. Const/Field Office (e) 120/Office 265 275
20 Bowling Alley: Alley, Lanes & Lobby Area 50/1,000 Gr SF 265 275 21 Bowling Facility: Arcade/Bar/Restaurant/Dancing Total Average Average 22 Cafeteria: Fixed Seat 30/Seat 1,000 600
23 Car Wash: Automatic (b) Actual 265 285
24 Car Wash: Coin Operated Bays (b) Actual 265 285
25 Car Wash: Hand Wash (b) Actual 265 285
26 Car Wash: Counter & Sales Area 50/1,000 Gr SF 265 275 27 Chapel: Fixed Seat 3/Seat 265 275
28 Chiropractic Office 120/1,000 Gr SF 265 275
29 Church: Fixed Seat 3/Seat 265 275
30 Church School: Day Care/Elem 9/Occupant 265 275
31 Church School: One Day Use (s) 9/Occupant 265 275
32 Cocktail Lounge: Fixed Seat (f) 15/Seat 265 275
33 Coffee House: No Food Preparation (d) 720/1,000 Gr SF 265 275 34 Coffee House: Pastry Baking Only (d) 720/1,000 Gr SF 265 275 35 Coffee House: Serves Prepared Food (d) 25/Seat 1,000 600 36 Cold Storage: No Sales (g) 30/1,000 Gr SF 265 275
37 Cold Storage: Retail Sales (g) 50/1,000 Gr SF 265 275 38 Comfort Station: Public 80/Fixture 265 275
39 Commercial Use (a) 50/1,000 Gr SF 265 275
SEWERAGE FACILITIES CHARGE
SEWAGE GENERATION FACTOR FOR
RESIDENTIAL AND COMMERCIAL CATEGORIES
EFFECTIVE DATE: April 6, 2012
Line FACILITY DESCRIPTION PROPOSED SGF IN GPD BOD SS
No. (mg/l) (m g/l)
SEWERAGE FACILITIES CHARGE
SEWAGE GENERATION FACTOR FOR
RESIDENTIAL AND COMMERCIAL CATEGORIES
EFFECTIVE DATE: April 6, 2012
40 Community Center 3/Occupant 265 275
41 Conference Room of Office Bldg. 120/1,000 Gr SF 265 275 42 Counseling Center (h) 120/1,000 Gr SF 265 275
43 Credit Union 120/1,000 Gr SF 265 275
44 Dairy Average Flow 1,510 325
45 Dairy: Barn Average Flow 1,510 325
46 Dairy: Retail Area 50/1,000 Gr SF 265 275
47 Dancing Area (of Bars or Nightclub) (c) 350/1,000 Gr SF 265 275 48 Dance Studio (i) 50/1,000 Gr SF 265 275
49 Dental Office/Clinic 250/1,000 Gr SF 265 275
50 Doughnut Shop 280/1,000 Gr SF 1,000 600
51 Drug Rehabilitation Center (h) 120/1,000 Gr SF 265 275 52 Equipment Booth 30/1,000 Gr SF 265 275
53 Film Processing (Retail) 50/1,000 Gr SF 265 275
54 Film Processing (Industrial) Actual 265 275
55 Food Processing Plant (b) Actual 2,210 1,450
56 Gas Station: Self Service 100/W.C. 265 275
57 Gas Station: Four Bays Max 430/Station 1,950 1,175
58 Golf Course Facility: Lobby/Office/Restaurant/Bar Total 700 450 59 Gymnasium: Basketball, Volleyball (k) 200/1,000 Gr SF 265 275 60 Hanger (Aircraft) 50/1,000 Gr SF 265 275
61 Health Club/Spa (k) 650/1,000 Gr SF 265 275
62 Homeless Shelter 70/Bed 265 275
63 Hospital 70/Bed 820 1,230
64 Hospital: Convalescent (a) 70/Bed 265 275
65 Hospital: Animal 300/1,000 Gr SF 820 1,230
66 Hospital: Psychiatric 70/Bed 265 275
67 Hospital: Surgical (a) 360/Bed 265 275
68 Hotel: Use Guest Rooms Only (a) 120/Room 265 275
69 Jail 85/Inmate 265 275
70 Kennel: Dog Kennel/Open 100/1,000 Gr SF 265 275
71 Laboratory: Commercial 250/1,000 Gr SF 265 275
72 Laboratory: Industrial Actual 265 275
73 Laundromat 185/Machine 550 370
74 Library: Public Area 50/1,000 Gr SF 265 275
75 Library: Stacks, Storage 30/1,000 Gr SF 265 275
76 Lobby of Retail Area (l) 50/1,000 Gr SF 265 275
77 Lodge Hall 3/Seat 265 275
78 Lounge (l) 50/1,000 Gr SF 265 275
Line FACILITY DESCRIPTION PROPOSED SGF IN GPD BOD SS
No. (mg/l) (m g/l)
SEWERAGE FACILITIES CHARGE
SEWAGE GENERATION FACTOR FOR
RESIDENTIAL AND COMMERCIAL CATEGORIES
EFFECTIVE DATE: April 6, 2012
79 Machine Shop (No Industrial Waste Permit Required) (b) 50/1,000 Gr SF 265 275 80 Machine Shop (Industrial) Actual 265 275
81 Mfg or Industrial Facility (No IW Permit Required) (b) 50/1,000 Gr SF 265 275 82 Mfg or Industrial Facility (Industrial) Actual 265 275 83 Massage Parlor 250/1,000 Gr SF 265 275
84 Medical Building (a) 225/1,000 Gr SF 265 275
85 Medical: Lab in Hospital 250/1,000 Gr SF 340 275
86 Medical Office/Clinic 250/1,000 Gr SF 265 275
87 Mini-Mall (No Food) 50/1,000 Gr SF 265 275
88 Mortuary: Chapel 3/Seat 265 275
89 Mortuary: Embalming 300/1,000 Gr SF 800 800
90 Mortuary: Living Area 50/1,000 Gr SF 265 275
91 Motel: Use Guest Room Only (a) 120/Room 265 275
92 Museum: All Area 30/1,000 Gr SF 265 275
93 Museum: Office Over 15% 120/1,000 Gr SF 265 275
94 Museum: Sales Area 50/1,000 Gr SF 265 275
95 Office Building (a) 120/1,000 Gr SF 265 275
96 Office Bldg w/Cooling Tower 170/1,000 Gr SF 265 275
97 Plating Plant (No IW Permit Required) (b) 50/1,000 Gr SF 265 275 98 Plating Plant (Industrial) (b) Actual 265 275
99 Pool Hall (No Alcohol) 50/1,000 Gr SF 265 275
100 Post Office: Full Service (m) 120/1,000 Gr SF 265 275 101 Post Office: Private Mail Box Rental 50/1,000 Gr SF 265 275 102 Prisons 175/Inmate 265 275
103 Residential Dorm: College or Residential (n) 70/Student 265 275 104 Residential: Boarding House 70/Bed 265 275
105 Residential: Apt - Bachelor (a) 75/DU 265 275
106 Residential: Apt - 1 BDR (a) (o) 110/DU 265 275
107 Residential: Apt - 2 BDR (a) (o) 150/DU 265 275
108 Residential: Apt - 3 BDR (a) (o) 190/DU 265 275
109 Residential: Apt - >3 BDR (o) 40/BDR 265 275
110 Residential: Condo - 1 BDR (o) 110/DU 265 275
111 Residential: Condo - 2 BDR (o) 150/DU 265 275
112 Residential: Condo - 3 BDR (o) 190/DU 265 275
113 Residential: Condo - >3 BDR (o) 40/BDR 265 275
114 Residential: Duplex/Townhouse - 1 BR (o) 110/DU 265 275 115 Residential: Duplex/Townhouse - 2 BR (o) 150/DU 265 275 116 Residential: Duplex/Townhouse - 3 BR (o) 190/DU 265 275 117 Residential: Duplex/Townhouse - >3 BR (o) 40/BDR 265 275
Line FACILITY DESCRIPTION PROPOSED SGF IN GPD BOD SS
No. (mg/l) (m g/l)
SEWERAGE FACILITIES CHARGE
SEWAGE GENERATION FACTOR FOR
RESIDENTIAL AND COMMERCIAL CATEGORIES
EFFECTIVE DATE: April 6, 2012
118 Residential: SFD - 1 BR (o) 140/DU 265 275
119 Residential: SFD - 2 BR (o) 185/DU 265 275
120 Residential: SFD - 3 BR (o) 230/DU 265 275
121 Residential: SFD - >3 BR (o) 45/BDR 265 275
122 Residential Room Addition: Bedroom (o) 45/BDR 265 275 123 Residential Room Conversion: Into a Bedroom (o) 45/BDR 265 275 124 Residential: Mobile Home Same as Apt 265 275
125 Residential: Artist (2/3 Area) 75/DU 265 275
126 Residential: Artist Residence 75/DU 265 275
127 Residential: Guest Home w/ Kitchen Same as Apt 265 275 128 Residential: Guest Home w/o Kitchen 45/BDR 265 275
129 Rest Home 70/Bed 555 490
130 Restaurant: Drive-In 50/Stall 1000 600
131 Restaurant: Drive-In Seating Area 25/Seat 1000 600
132 Restaurant: Fast Food Indoor Seat 25/Seat 1000 600
133 Restaurant: Fast Food Outdoor Seat 25/Seat 1000 600 134 Restaurant: Full Service Indoor Seat (a) 30/Seat 1000 600 135 Restaurant: Full Service Outdoor Seat 30/Seat 1000 600 136 Restaurant: Take Out 300/1,000 Gr SF 1000 600
137 Retail Area (greater than 100,000 SF) 50/1,000 Gr SF 265 275 138 Retail Area (less than 100,000 SF) 25/1,000 Gr SF 265 275 139 Rifle Range: Shooting Stalls/Lanes, Lobby 50/1,000 Gr SF 265 275 140 Rifle Range Facility: Bar/Restaurant Total Average Average 141 School: Arts/Dancing/Music (i) 11/Student 265 275
142 School: Elementary/Jr. High (a) (p) 9/Student 265 275 143 School: High School (a) (p) 11/Student 265 275
144 School: Kindergarten (s) 9/Student 265 275
145 School: Martial Arts (i) 9/Student 265 275
146 School: Nursery-Day Care (p) 9/Child 265 275
147 School: Special Class (p) 9/Student 265 275
148 School: Trade or Vocational (p) 11/Student 265 275
149 School: Training (p) 11/Student 265 275
150 School: University/College (a) (p) 16/Student 265 275 151 School: Dormitory (a) (n) 70/Student 265 275
152 School: Stadium, Pavilion 3/Seat 265 275
153 Spa/Jacuzzi (Commercial with backwash filters) Total 265 275 154 Storage: Building/Warehouse 30/1,000 Gr SF 265 275
155 Storage: Self-Storage Bldg 30/1,000 Gr SF 265 275
156 Store: Ice Cream/Yogurt 25/1,000 Gr SF 1000 600
Line FACILITY DESCRIPTION PROPOSED SGF IN GPD BOD SS
No. (mg/l) (m g/l)
SEWERAGE FACILITIES CHARGE
SEWAGE GENERATION FACTOR FOR
RESIDENTIAL AND COMMERCIAL CATEGORIES
EFFECTIVE DATE: April 6, 2012
157 Store: Retail (l) 50/1,000 Gr SF 265 275
158 Studio: Film/TV - Audience Viewing Room (q) 3/Seat 265 275 159 Studio: Film/TV - Regular Use Indoor Filming Area (q) 50/1,000 Gr SF 265 275 160 Studio: Film/TV - Ind. Use Film Process/Machine Shop (q) 50/1,000 Gr SF 265 275 161 Studio: Film/TV - Ind. Use Film Process/Machine Shop Total 265 275 162 Studio: Recording 50/1,000 Gr SF 265 275
163 Swimming Pool (Commercial with backwash filters) Total 265 275 164 Tanning Salon: Independent, No Shower (r) 50/1,000 Gr SF 265 275 165 Tanning Salon: Within a Health Spa/Club 640/1,000 Gr SF 265 275 166 Theater: Drive-In 6/Vehicle 265 275
167 Theater: Live/Music/Opera 3/Seat 265 275
168 Theater: Cinema 3/Seat 265 275
169 Tract: Commercial/Residential 1/Acre 265 275
170 Trailer: Const/Field Office (e) 120/Office 265 275
171 Veterinary Clinic/Office 250/1,000 Gr SF 265 275
172 Warehouse 30/1,000 Gr SF 265 275
173 Warehouse w/ Office Total 265 275
174 Waste Dump: Recreational 400/Station 2650 2750
175 Wine Tasting Room: Kitchen 200/1,000 Gr SF 265 275
176 Wine Tasting Room: All Area 50/1,000 Gr SF 265 275
(GR.SQ.FT.) = Gross Square Feet: area included within the exterior of the surrounding walls of a building excluding court.
EFFECTIVE DATE: April 6, 2012
Line FACILITY DESCRIPTION FEE RATE
No.
1 Acupuncture Office/Clinic $495/1000 GR.SQ.FT.
2 Arcade - Video Games $206/1000 GR.SQ.FT.
3 Auditorium (a) $12/SEAT
4 Auto Parking (a) $83/1000 GR.SQ.FT.
5 Auto Mfg., Service Maintenance (b) Actual
6 Bakery $2956/1000 GR.SQ.FT.
7 Bank: Headquarters $495/1000 GR.SQ.FT.
8 Bank: Branch $206/1000 GR.SQ.FT.
9 Ballroom $1445/1000 GR.SQ.FT.
10 Banquet Room $1445/1000 GR.SQ.FT.
11 Bar: Cocktail, Fixed Seat (a) (c) $62/SEAT
12 Bar: Juice, No Baking Facilities (d) $2973/1000 GR.SQ.FT. 13 Bar: Juice, with Baking Facilities (d) $2973/1000 GR.SQ.FT. 14 Bar: Cocktail, Public Table Area (c) $2973/1000 GR.SQ.FT. 15 Barber Shop $495/1000 GR.SQ.FT.
16 Barber Shop (s) $62/STALL.
17 Beauty Parlor $1755/1000 GR.SQ.FT.
18 Beauty Parlor (s) $206/STALL.
19 Bldg. Const/Field Office (e) $495/OFFICE
20 Bowling Alley: Alley, Lanes & Lobby Area $206/1000 GR.SQ.FT. 21 Bowling Facility: Arcade/Bar/Restaurant/Dancing Total 22 Cafeteria: Fixed Seat $165/SEAT
23 Car Wash: Automatic (b) Actual
24 Car Wash: Coin Operated Bays (b) Actual
25 Car Wash: Hand Wash (b) Actual
26 Car Wash: Counter & Sales Area $206/1000 GR.SQ.FT.
27 Chapel: Fixed Seat $12/SEAT
28 Chiropractic Office $495/1000 GR.SQ.FT.
29 Church: Fixed Seat $12/SEAT
30 Church School: Day Care/Elem $37/OCCUPANT
31 Church School: One Day Use (s) $37/OCCUPANT
32 Cocktail Lounge: Fixed Seat (f) $62/SEAT
33 Coffee House: No Food Preparation (d) $2973/1000 GR.SQ.FT. 34 Coffee House: Pastry Baking Only (d) $2973/1000 GR.SQ.FT. 35 Coffee House: Serves Prepared Food (d) $138/SEAT
36 Cold Storage: No Sales (g) $124/1000 GR.SQ.FT.
37 Cold Storage: Retail Sales (g) $206/1000 GR.SQ.FT.
SEWERAGE FACILITIES CHARGE GUIDE
RESIDENTIAL AND COMMERCIAL CATEGORIES
(GR.SQ.FT.) = Gross Square Feet: area included within the exterior of the surrounding walls of a building excluding court.
EFFECTIVE DATE: April 6, 2012
SEWERAGE FACILITIES CHARGE GUIDE
RESIDENTIAL AND COMMERCIAL CATEGORIES
38 Comfort Station: Public $330/FIXTURE
39 Commercial Use (a) $206/1000 GR.SQ.FT.
40 Community Center $12/OCCUPANT
41 Conference Room of Office Bldg. $495/1000 GR.SQ.FT.
42 Counseling Center (h) $495/1000 GR.SQ.FT.
43 Credit Union $495/1000 GR.SQ.FT.
44 Dairy Average Flow
45 Dairy: Barn Average Flow
46 Dairy: Retail Area $206/1000 GR.SQ.FT.
47 Dancing Area (of Bars or Nightclub) (c) $1445/1000 GR.SQ.FT. 48 Dance Studio (i) $206/1000 GR.SQ.FT.
49 Dental Office/Clinic $1032/1000 GR.SQ.FT.
50 Doughnut Shop $1540/1000 GR.SQ.FT.
51 Drug Rehabilitation Center (h) $495/1000 GR.SQ.FT.
52 Equipment Booth $124/1000 GR.SQ.FT.
53 Film Processing (Retail) $206/1000 GR.SQ.FT.
54 Film Processing (Industrial) Actual
55 Food Processing Plant (b) Actual
56 Gas Station: Self Service $413/W.C.
57 Gas Station: Four Bays Max $3211/STATION
58 Golf Course Facility: Lobby/Office/Restaurant/Bar Total 59 Gymnasium: Basketball, Volleyball (k) $826/1000 GR.SQ.FT. 60 Hanger (Aircraft) $206/1000 GR.SQ.FT.
61 Health Club/Spa (k) $2684/1000 GR.SQ.FT.
62 Homeless Shelter $289/BED
63 Hospital $422/BED
64 Hospital: Convalescent (a) $289/BED
65 Hospital: Animal $1811/1000 GR.SQ.FT.
66 Hospital: Psychiatric $289/BED
67 Hospital: Surgical (a) $1486/BED
68 Hotel: Use Guest Rooms Only (a) $495/ROOM
69 Jail $351/INMATE
70 Kennel: Dog Kennel/Open $413/1000 GR.SQ.FT.
71 Laboratory: Commercial $1032/1000 GR.SQ.FT.
72 Laboratory: Industrial Actual
73 Laundromat $855/MACHINE
74 Library: Public Area $206/1000 GR.SQ.FT.
75 Library: Stacks, Storage $124/1000 GR.SQ.FT.
76 Lobby of Retail Area (l) $206/1000 GR.SQ.FT.
(GR.SQ.FT.) = Gross Square Feet: area included within the exterior of the surrounding walls of a building excluding court.
EFFECTIVE DATE: April 6, 2012
SEWERAGE FACILITIES CHARGE GUIDE
RESIDENTIAL AND COMMERCIAL CATEGORIES
77 Lodge Hall $12/SEAT
78 Lounge (l) $206/1000 GR.SQ.FT.
79 Machine Shop (No Industrial Waste Permit Required) (b) $206/1000 GR.SQ.FT. 80 Machine Shop (Industrial) Actual
81 Mfg or Industrial Facility (No IW Permit Required) (b) $206/1000 GR.SQ.FT. 82 Mfg or Industrial Facility (Industrial) Actual
83 Massage Parlor $1032/1000 GR.SQ.FT.
84 Medical Building (a) $929/1000 GR.SQ.FT.
85 Medical: Lab in Hospital $1057/1000 GR.SQ.FT.
86 Medical Office/Clinic $1032/1000 GR.SQ.FT.
87 Mini-Mall (No Food) $206/1000 GR.SQ.FT.
88 Mortuary: Chapel $12/SEAT
89 Mortuary: Embalming $1644/1000 GR.SQ.FT.
90 Mortuary: Living Area $206/1000 GR.SQ.FT.
91 Motel: Use Guest Room Only (a) $495/ROOM
92 Museum: All Area $124/1000 GR.SQ.FT.
93 Museum: Office Over 15% $495/1000 GR.SQ.FT.
94 Museum: Sales Area $206/1000 GR.SQ.FT.
95 Office Building (a) $495/1000 GR.SQ.FT.
96 Office Bldg w/Cooling Tower $702/1000 GR.SQ.FT.
97 Plating Plant (No IW Permit Required) (b) $206/1000 GR.SQ.FT. 98 Plating Plant (Industrial) (b) Actual
99 Pool Hall (No Alcohol) $206/1000 GR.SQ.FT.
100 Post Office: Full Service (m) $495/1000 GR.SQ.FT.
101 Post Office: Private Mail Box Rental $206/1000 GR.SQ.FT. 102 Prisons $722/INMATE
103 Residential Dorm: College or Residential (n) $289/STUDENT 104 Residential: Boarding House $289/BED
105 Residential: Apt - Bachelor (a) $310/DU
106 Residential: Apt - 1 BDR (a) (o) $454/DU
107 Residential: Apt - 2 BDR (a) (o) $619/DU
108 Residential: Apt - 3 BDR (a) (o) $784/DU
109 Residential: Apt - >3 BDR (o) $165 PER ADDITIONAL BEDROOM 110 Residential: Condo - 1 BDR (o) $454/DU
111 Residential: Condo - 2 BDR (o) $619/DU
112 Residential: Condo - 3 BDR (o) $784/DU
113 Residential: Condo - >3 BDR (o) $165 PER ADDITIONAL BEDROOM 114 Residential: Duplex/Townhouse - 1 BR (o) $454/DU
115 Residential: Duplex/Townhouse - 2 BR (o) $619/DU
(GR.SQ.FT.) = Gross Square Feet: area included within the exterior of the surrounding walls of a building excluding court.
EFFECTIVE DATE: April 6, 2012
SEWERAGE FACILITIES CHARGE GUIDE
RESIDENTIAL AND COMMERCIAL CATEGORIES
116 Residential: Duplex/Townhouse - 3 BR (o) $784/DU
117 Residential: Duplex/Townhouse - >3 BR (o) $165 PER ADDITIONAL BEDROOM 118 Residential: SFD - 1 BR (o) $578/DU
119 Residential: SFD - 2 BR (o) $764/DU
120 Residential: SFD - 3 BR (o) $950/DU
121 Residential: SFD - >3 BR (o) $186/BDR
122 Residential Room Addition: Bedroom (o) $186/BDR
123 Residential Room Conversion: Into a Bedroom (o) $186/BDR 124 Residential: Mobile Home Same as Apt
125 Residential: Artist (2/3 Area) $310/DU
126 Residential: Artist Residence $310/DU
127 Residential: Guest Home w/ Kitchen Same as Apt
128 Residential: Guest Home w/o Kitchen $186/BDR
129 Rest Home $334/BED
130 Restaurant: Drive-In $275/STALL
131 Restaurant: Drive-In Seating Area $138/SEAT
132 Restaurant: Fast Food Indoor Seat $138/SEAT
133 Restaurant: Fast Food Outdoor Seat $138/SEAT
134 Restaurant: Full Service Indoor Seat (a) $165/SEAT
135 Restaurant: Full Service Outdoor Seat $165/SEAT
136 Restaurant: Take Out $1650/1000 GR.SQ.FT.
137 Retail Area (greater than 100,000 SF) $206/1000 GR.SQ.FT. 138 Retail Area (less than 100,000 SF) $103/1000 GR.SQ.FT. 139 Rifle Range: Shooting Stalls/Lanes, Lobby $206/1000 GR.SQ.FT. 140 Rifle Range Facility: Bar/Restaurant Total
141 School: Arts/Dancing/Music (i) $45/1000 GR.SQ.FT.
142 School: Elementary/Jr. High (a) (p) $37/STUDENT
143 School: High School (a) (p) $45/STUDENT
144 School: Kindergarten (s) $37/STUDENT
145 School: Martial Arts (i) $37/STUDENT
146 School: Nursery-Day Care (p) $37/CHILD
147 School: Special Class (p) $37/STUDENT
148 School: Trade or Vocational (p) $45/STUDENT
149 School: Training (p) $45/STUDENT
150 School: University/College (a) (p) $66/STUDENT
151 School: Dormitory (a) (n) $289/STUDENT
152 School: Stadium, Pavilion $12/SEAT
153 Spa/Jacuzzi (Commercial with backwash filters) Total 154 Storage: Building/Warehouse $124/1000 GR.SQ.FT.
(GR.SQ.FT.) = Gross Square Feet: area included within the exterior of the surrounding walls of a building excluding court.
EFFECTIVE DATE: April 6, 2012
SEWERAGE FACILITIES CHARGE GUIDE
RESIDENTIAL AND COMMERCIAL CATEGORIES
155 Storage: Self-Storage Bldg $124/1000 GR.SQ.FT.
156 Store: Ice Cream/Yogurt $138/1000 GR.SQ.FT.
157 Store: Retail (l) $206/1000 GR.SQ.FT.
158 Studio: Film/TV - Audience Viewing Room (q) $12/SEAT 159 Studio: Film/TV - Regular Use Indoor Filming Area (q) $206/1000 GR.SQ.FT. 160 Studio: Film/TV - Ind. Use Film Process/Machine Shop (q) $206/1000 GR.SQ.FT. 161 Studio: Film/TV - Ind. Use Film Process/Machine Shop Total 162 Studio: Recording $206/1000 GR.SQ.FT.
163 Swimming Pool (Commercial with backwash filters) Total 164 Tanning Salon: Independent, No Shower (r) $206/1000 GR.SQ.FT. 165 Tanning Salon: Within a Health Spa/Club $2642/1000 GR.SQ.FT. 166 Theater: Drive-In $25/VEHICLE
167 Theater: Live/Music/Opera $12/SEAT
168 Theater: Cinema $12/SEAT
169 Tract: Commercial/Residential $4/ACRE
170 Trailer: Const/Field Office (e) $495/OFFICE
171 Veterinary Clinic/Office $1032/1000 GR.SQ.FT.
172 Warehouse $124/1000 GR.SQ.FT.
173 Warehouse w/ Office Total
174 Waste Dump: Recreational $4130/STATION
175 Wine Tasting Room: Kitchen $826/1000 GR.SQ.FT.
176 Wine Tasting Room: All Area $206/1000 GR.SQ.FT.
Sewer Area Study
Arcadia, VTTM 84968
13 Appendix F
LACSD – WILL SERVE LETTER
DOC 7528081.D15
July 1, 2025
Ref. DOC 7527114
VIA EMAIL [email protected]
Ms. Lauren Runyan
C & V Consulting Inc.
9830 Irvine Center Drive
Irvine, CA 92618
Dear Ms. Runyan:
Will Serve Letter for 201 Colorado Place
The Los Angeles County Sanitation Districts (Districts) received your will serve letter request for the subject project located in the City of Arcadia on June 23, 2025. The proposed project is located within the jurisdictional boundary of District No. 15. We offer the following comments regarding sewerage service:
1. The wastewater flow originating from the proposed proj ect will discharge to a local sewer line, which is not maintained by the Districts, for conveyance to the Districts’ Santa Anita Outfall Trunk Sewer, located in West Huntington Drive east of Holly Avenue. The Districts’ 21-inch diameter trunk sewer has a capacity of 2 million gallons per day (mgd) and conveyed a peak flow of 0.5 mgd when last measured in 2020.
2. The wastewater generated by the proposed project will be treated at the San Jose Creek Water Reclamation Plant (WRP) located adjacent to the City of Indus try, which has a capacity of 100 mgd and currently processes an average flow of 62.6 mgd. All biosolid s and wastewater flows that exceed the capacity of the San Jose Creek WRP are diverted to and treated at the A.K. Warren Water Resource Facility (formerly known as the Joint Water Pollution Control Plant) in the City of Carson.
3. The expected increase in average wastewater flow from the project, described in the application as 86 attached residential units, is 9,698 gallons per day, after all structures on the project site are demolished.
For a copy of the Districts’ average wastewater generation factors, go to www.lacsd.org, under Services, then Wastewater Program and Permits and select Will Serve Program, and click on the Table 1, Loadings for Each Class of Land Use link.
4. The Districts are empowered by the California Health and Safety Code to charge a fee to connect facilities (directly or indirectly) to the Districts’ Sewerage System or to increase the strength or quantity of wastewater discharged from connected facilities. This connection fee is used by the Districts for its capital facilities. Payment of a connection fee may be required before this project is permitted to discharge to the Districts’ Sewerage System. For more information and a copy of the Connection Fee Information Sheet, go to https://www.lacsd.org/services/wastewater-programs-permits/wastewater-revenue-program/revenue- program-rates. In determining the impact to the Sewerage System and applicable connection fees, the Districts will determine the user category (e.g. Condominium, Single Family Home, etc.) that best represents the actual or anticipated use of the parcel(s) or facilities on the parcel(s) in the development. For more specific information regarding the connection fee application procedure and fees, please contact the Districts’ Wastewater Fee Public Counter at [email protected] or (562) 908-4288, extension 2727.
Ms. Lauren Runyan 2 July 1, 2025
DOC 7528081.D15
5. In order for the Districts to conform to the requirements of the Federal Clean Air Act (CAA), the capacities of the Districts’ wastewater treatment facilities are ba sed on the regional growth forecast adopted by the Southern California Association of Governments (SCAG). Specific policies included in the development of the SCAG regional growth forecast are incorporated into clean air plans, which are prepared by the South Coast and Antelope Valley Air Quality Management Districts in order to improve air quality in the South Coast and Mojave Desert Air Basins as mandated by the CAA. All expansions of Districts’ facilities must be sized and service phased in a manner that will be consistent with the SCAG regional growth forecast for the counties of Los Angeles, Orange, San Bernardin o, Riverside, Ventura, and Imperial. The available capacity of the Districts’ treatment facilities will, therefore, be limited to levels associated with the approved growth identified by SCAG. As such, this letter does not constitute a guarantee of wastewater service, but is to advise the applicant that the Districts intend to provide this service up to the levels that are legally permitted and to inform the applicant of the currently existing capacity and any proposed expansion of the Districts’ facilities.
If you have any questions regarding this letter, please contact me at (562) 908-4288, extension 2708, or at [email protected].
Very truly yours,
Shirly Wang
Annexation and Will Serve Desk Coordinator
Property Management Section
SW:sw
Sewer Area Study
Arcadia, VTTM 84968
14 Appendix G
CITY OF ARCADIA ZONING MAP
Disclaimer: This map is a user generated static output from an Internet mapping site and is for reference only. Data layers that appear on this map may or may not be accurate, current, or otherwise reliable.
THIS MAP IS NOT TO BE USED FOR NAVIGATION
0.6 © City of Arcadia
WGS_1984_Web_Mercator_Auxiliary_Sphere
0 Miles0.6 0.28
Legend
1:
City of Arcadia
Reported on 07/29/2025 04:18 PM
18,056
Notes
This map was automatically generated
using Geocortex Essentials.
Addresses
City Boundary
Arcadia City Boundary
Sphere of Influence
Zoning Label
Downtown Mixed Use Overlay
Downtown Overlay
Downtown Parking Overlay
Parking Overlay
Racetrack Event Overlay
Residential Flex Overlay
Special Height Overlay
H
Four stories or forty-five feet (H-4)
Five stories or fifty-five feet (H-5)
Six stories or sixty-five feet (H-6)
Seven stories or seventy-five feet (H-7)
Eight stories or ninety-five feet (H-8)
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DATE: EŽǀĞŵďĞƌϳ͕ϮϬϮϱ
TO: DĂƚƚtĂŬĞŶ͕Dt/ŶǀĞƐƚŵĞŶƚƐ͕>>
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131 Calle Iglesia, Suite 200, San Clemente, CA 92672 (949) 369-6141 www.lgcgeotechnical.com June 26, 2025 Project No. 25041-01
Mr. Matthew J. Waken
Crestfield Townhomes, LLC
27702 Crown Valley Parkway, Suite D-4-197
Ladera Ranch, CA 92694
Subject: Preliminary Geotechnical Evaluati on and Recommendations, Proposed Residential Development, Located at 225 Colorado Pl ace (Motel 6) and 201 Colorado Place, Arcadia, County of Los Angeles, California
In accordance with your request and authorization, LGC Geotechnical, Inc. has performed a preliminary geotechnical evaluation for the proposed residential development, located at 225 Colorado Place (Motel 6) and 201 Colorado Place in the City of Arcadia, County of Los Angeles, California. The purpose of our study was to evaluate the existing onsite geotec hnical conditions and to provide geotechnical recommendations relative to the proposed residential development.
Should you have any questions regarding this report, please do not hesitate to contact our office. We appreciate this opportunity to be of service.
Respectfully Submitted,
LGC Geotechnical, Inc.
Ryan Douglas, PE, GE 3147 Mason Gonzales, PG 10174
Vice President of Engineering Project Geologist
John Navarrete
Senior Staff Engineer
RLD/JMN/amm
Distribution: (1) Addressee (electronic copy)
Project No. 25041-01 Page i June 26, 2025
TABLE OF CONTENTS
Section Page
1.0 INTRODUCTION ...................................................................................................................................... 1
1.1 Purpose and Scope of Services ............................................................................................. .............. 1
1.2 Project Description ....................................................................................................... .......................... 1
1.3 Subsurface Geotec hnical Evaluation ........................................................................................ ....... 3
1.4 Field Infiltration Testing ................................................................................................ ...................... 3
1.5 Laboratory Testing ........................................................................................................ ......................... 4
2.0 GEOTECHNICAL CONDITIONS ............................................................................................................. 6
2.1 Regional Geology .......................................................................................................... ........................... 6
2.2 Site-Specific Geology and Generalized Subsurface Conditions ............................................... 6
2.3 Groundwater ............................................................................................................... .............................. 7
2.4 Seismic Desi gn Criteria ................................................................................................... ...................... 7
2.5 Faulting .................................................................................................................. ..................................... 8
2.5.1 Liquefaction and Dynamic Settlement .............................................................................. 9
2.5.2 Lateral Spreading ....................................................................................................... ............. 10
2.6 Oversized Material ........................................................................................................ ........................ 10
2.7 Expansion Potential ....................................................................................................... ....................... 10
3.0 CONCLUSIONS ........................................................................................................................................ 11
4.0 PRELIMINARY RECOMMENDATIONS ............................................................................................ 12
4.1 Site Earthwork ............................................................................................................ ........................... 12
4.1.1 Site Preparation ........................................................................................................ ............... 12
4.1.2 Removal and Recompaction Depths and Limits .......................................................... 13
4.1.3 Temporary Excavations ................................................................................................... .... 14
4.1.4 Removal Bottoms and Subgrade Preparation .............................................................. 15
4.1.5 Material for Fill ....................................................................................................... ................. 15
4.1.6 Placement and Compaction of Fills ................................................................................... 16
4.1.7 Trench and Retaining Wall Backfill and Compaction ................................................. 16
4.1.8 Shrinkage an d Subsidence ................................................................................................ .. 17
4.2 Preliminary Foundation Recommendations ............................................................................... 18
4.2.1 Provisional Conventional Foun dation Design Parameters .................................... 18
4.2.2 Provisional Post-Tensioned Fo undation Design Parameters ............................... 18
4.2.3 Post-Tensioned Foundation Subgra de Preparation and Maintenance ............. 18
4.2.4 Slab Underlayme nt Guidelines .......................................................................................... 19
4.3 Soil Bearing and Lateral Resistance ....................................................................................... ....... 20
4.4 Lateral Earth Pressure s for Retaining Walls .............................................................................. 20
4.5 Control of Surface Water and Drainage Control ......................................................................... 22
4.6 Subsurface Water Infiltration ............................................................................................. .............. 23
4.7 Preliminary Asphal t Pavement Sections .................................................................................... 25
4.8 Soil Corrosivity .......................................................................................................... ............................. 26
4.9 Nonstructural Concrete Flatwork ........................................................................................... ........ 27
4.10 Geotechnical Plan Review ................................................................................................. ................. 28 TABLE OF CONTENTS (Cont’d)
Project No. 25041-01 Page ii June 26, 2025
4.11 Geotechnical Observation and Testing During Construction ................................................ 28
5.0 LIMITATIONS ......................................................................................................................................... 29
LIST OF ILLUSTRATIONS, TABLES, AND APPENDICES
Figures
Figure 1 – Site Location Map (Page 2)
Figure 2 – Boring Location Map (Rear of Text)
Figure 3 – Retaining Wall Backfill Detail (Rear of Text)
Tables
Table 1 – Summary of Field Infiltration Testing (Page 4) Table 2 – Seismic Design Parameters (Page 8)
Table 3 – Lateral Earth Pressures – Approved Onsite or Imported Sandy Soils (Page 21) Table 4 – Shallow Surface Infiltration - Reduction Factors Applied to Infiltration Rate (Page 24)
Table 5 – Preliminary Pavement Sections (Page 25)
Table 6 – Nonstructural Concrete Flatwork Guidelines for Very Low Expansion Potential (Page 27)
Appendices
Appendix A – References
Appendix B – Boring Logs
Appendix C – Laboratory Test Results
Appendix D – Infiltration Test Results
Appendix E – General Earthwork and Grading Specifications for Rough Grading
Project No. 25041-01 Page 1 June 26, 2025
1.0 INTRODUCTION
1.1 Purpose and Scope of Services
This report presents the results of our prelim inary geotechnical evaluation for the proposed residential development, located at 225 and 201 Colorado Place in the City of Arcadia, County of Los Angeles, California. Refer to the Site Location Map (Figure 1).
The purpose of our study was to provide a geotechnical evaluation relative to the proposed residential development. As part of our scope of work, we have: 1) reviewed available geotechnical information and in-house geologic maps pertinent to the site (Appendix A); 2) performed a subsurface geotechnical evaluation of the site consisting of the excavation and sampling of eight small-diameter borings ranging from approximately 10.0 to 50.5 feet below existing ground surface, 3) performed four fallin g head infiltration tests within the borings; 4) performed laboratory testing of select soil samples obtained du ring our subsurface evaluation; and 5) prepared this preliminary geotechnical summary report presenting our findings and preliminary conclusions and recommendations for the development of the proposed project.
It should be noted that our evaluation and this report only address geotechnical issues associated with the site and do not address any environmental issues.
1.2 Project Description
The approximately 3.7-acre site is bound to the north by Barnhart School and west by Colorado P l a c e , t o t h e e a s t b y e x i s t i n g r e s i d e n t i a l h o m e s an d t o t h e s o u t h b y S a n J u a n D r i v e . T h e s i t e i s currently occupied by a Motel 6 on the nort hern portion and the California Thoroughbred Breeders Association building on the southern portion.
The site is bisected by an open U-shaped channel (wash) which runs north to south along the east side of the Motel 6 parcel leading into an underground culvert that spits the Motel 6 parcel and Thoroughbred parcel in the southern portion of the overall site. The exact dimensions and details of the channel and culvert are unknown at this time and the agency that owns the channel and culvert may have specific guidelines for lo ading and setback from the improvements. The proposed improvements relative to the existing channel and culvert should be further reviewed when grading plans are further developed and the details regarding the channel/culvert are available for review.
The proposed development consists of 86 multi-fa mily residential units, internal drive alleys, open space and other associated improvements. Design cut and fill information is not available at this time but is expected to be on the order of less than 2 to 3 feet. The proposed residential development is anticipated to consist of relatively light building loads (column and wall loads maximum of 20 kips and 2 kips per linear foot, respectively).
The recommendations given in this report are based upon at-grade structures with estimated structural loads and grading information indicated above. LGC Geotechnical should be provided with any updated project information, plans and/or any structural loads when they become available, in order to either confirm or modify the recommendations provided herein. 6LWH/RFDWLRQ
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Project No. 25041-01 Page 3 June 26, 2025
1.3 Subsurface Geotechnical Evaluation
A limited subsurface geotechnical evaluation of the site was performed by LGC Geotechnical. Our exploration program consisted of drilling and sampling eight small-diameter exploratory hollow- stem borings (HS-1 through HS-4 and I-1 through I-4) for the purpose of obtaining samples for evaluation and laboratory testing of site soils and performing infiltration testing.
The borings were drilled by Choice Drilling under subcontract to LGC Geotechnical. The depths of the borings ranged from approximately 10.0 to 50.5 feet below existing grade. An LGC Geotechnical representative observed the drilling operations, lo gged the borings, and collected soil samples for laboratory testing. The borings were performed using a truck-mounted drill rig equipped with 8-inch-diameter hollow-stem augers. Bulk samples of the near-surface soils were logged and collected for laboratory testing from select borings. Driven soil samples were collected by means of the Standard Penetration Test (SPT) and Modified California Drive (MCD) sampler generally obtained at 2.5 and 5-foot ve rtical increments. The MCD is a split-barrel sampler with a tapered cutting tip and lined with a s e r i e s o f 1 - i n c h - t all brass rings. The SPT sampler (1.4-inch ID) and MCD sampler (2.4-inch ID, 3.0-inch OD) were driven using a 140- pound automatic hammer falling 30 inches to advance the sampler a total depth of 18 inches or until refusal. The raw blow counts for each 6-inch increment of penetration were recorded on the boring logs. The borings were subsequently backfilled with soil cuttings and tamped and capped with asphalt cold patch. Some settlement of the backfill soils may occur over time.
Infiltration testing was performed within the four borings (I-1 through I-4) to depths of approximately 10 to 15 feet below existing gr ade. An LGC Geotechnical engineer installed standpipes, backfilled the borings with crushed rock and pre-soaked the infiltration holes prior to testing. Infiltration testing was performed per the County of Los Angeles testing guidelines (2021). Standpipes were removed and the location s were subsequently backfilled with native soils at the completion of testing. Some settlement of the backfill soils may occur over time.
The approximate locations of our subsurface expl orations are provided on the Boring Location Map (Figure 2). The boring logs are provided in Appendix B.
1.4 Field Infiltration Testing
Four shallow infiltration test wells were inst alled in Borings I-1 through I-4 to approximate depths of 10 to 15 feet below existing grade. Th e approximate infiltration boring locations are shown on the Boring Location Map (Figure 2). Estimation of infiltration rates was performed in general accordance with the “Boring Percolation Test Procedure” guidelines set forth by the County of Los Angeles testing guidelines (2021). The borings for the infiltration tests were excavated using a drill rig equipped with 8-in ch diameter hollow-stem augers. A 3-inch diameter perforated PVC pipe was placed in the borehole above a thin layer of gravel and the annulus was backfilled wi th gravel. Infiltration tests were performed using relatively clean water free of particulates, silt, etc. The infiltration wells were pre-soaked during the day of drilling and a 30-minute pre-test was performe d during the day of testing. Subsequently, readings were taken a minimum of 6 times or until a “stabilized rate” was established. A “stabilized rate” is when the highest and lowest readings are within 10 percent of each other over three consecutive readings. At the completion of infiltration testing, the pipe was removed, and the holes were backfilled and tamped.
Project No. 25041-01 Page 4 June 26, 2025
Based on the County of Los Angeles testing guidelines (2021), the infiltration rate is calculated by dividing the volume of water discharged by the surface area of the test section (including the sidewalls and bottom of the boring) over a specific time period. The infiltration rate is taken as the average of the last three readings during which a “stabilized rate” is achieved. The infiltration rates are provided in Table 1 below.
TABLE 1
Summary of Field Infiltration Testing
Infiltration Test
Location
Approximate
Infiltration Test
Depth (ft)
Infiltration Rate*
(inch/hr.)
I-1 10.0 0.7
I-2 15.0 6.9
I-3 15.0 5.3
I-4 10.0 4.4
*Does Not Include Required Reduction Factors for Design.
Please note that the values provided in Table 1 do not include reduction factors associated with the test procedure, site variability, and long-ter m siltation plugging that are used to calculate the design infiltration rate. Infiltration test data is presented in Appendix D. Refer to Section 4.6 for recommendations regarding infiltration of stormwater.
1.5 Laboratory Testing
Representative bulk, grab, and driven (relatively undisturbed) samples were retained for laboratory testing during our field evaluation. Laboratory testing included in-situ moisture content and in-situ dry density, expansion index, fines content, Atterberg limits, consolidation, direct shear, laboratory compaction, and corrosion (sulfate, chloride, pH and minimum resistivity).
The following is a summary of the laboratory test results:
x Dry density of the samples collected ranged from approximately 99 pounds per cubic foot (pcf) to 119 pcf, with an average of 110 pcf. Field moisture contents ranged from approximately 2 to 14 percent, with an average of approximately 7 percent. x Two Expansion Index (EI) tests was performed. The results indicate an EI value of 1, corresponding to “Very Low” expansion potential.
x Three samples were tested for fines content indicating a fines content (passing No. 200 sieve) ranging from 4 to 38 percent. Accordin g to the Unified Soils Classification System (USCS), the tested samples are classified as “coarse grained” soil. x Two Atterberg Limit (liquid limit and plastic li mit) test was performed. Results indicated a Plasticity Index (PI) range of 4 to 7.
x Two consolidation tests were performed. The deformation versus vertical stress plots are provided in Appendix C.
Project No. 25041-01 Page 5 June 26, 2025
x Two direct shear test was performed. The plots are provided in Appendix C. x Laboratory compaction of a near-surface bulk sample resulted in a maximum dry density of 130.5 pcf at an optimum moisture content of 8.5 percent. x Corrosion testing indicated soluble sulfate cont ent of less than 0.01 percent, a chloride content ranging from 28 to 29 parts per million (ppm), pH ranging from 7.4 to 7.6 and a minimum resistivity ranging from 13,400 to 15,410 ohm-centimeters.
A summary of the laboratory test results is presented in Appendix C. The moisture and dry density results are presented on the boring logs in Appendix B.
Project No. 25041-01 Page 6 June 26, 2025
2.0 GEOTECHNICAL CONDITIONS
2.1 Regional Geology
The site is located south of the foothills belo w the San Gabriel Mountains in the northern San Gabriel Valley within the transition area of Ca lifornia’s Peninsular and Transverse geomorphic provinces. The Peninsular Ranges are characterized by northwest trending mountain ranges, generally dominated by right lateral strike-slip faulting. The Transverse Ranges are characterized by predominately east-west trending mountain ranges dominated by reverse faulting. The Transverse Ranges geomorphology can be generally be attributed to the effects of the major bend within the northwest trending San Andreas faul t and the subsequent north-south compression that results. The San Gabriel Mountain Range rises steeply north of the site and provides the sediment source for the alluvial fan deposits that underlie the area of the subject site (CGS, 2018).
The site is within the San Gabriel Valley, west of the Santa Anita Wash (Dibblee, et al, 1998).
The subject area is more locally geologically bounded at the north by the Raymond Fault (approximately 700 feet north of the site) and the Sierra Madre Fault Zone (approximately 2 miles north of the site). The Sierra Madre Fault Zone consists of reverse faults dipping to the north. The northeast trending Raymond Fault joins the east west trending Sierra Madre Fault Zone approximately 3 miles to the northeast of the site. The Raymond Fault is a left lateral fault that is generally assumed to be a part of the San Andreas Fault system.
2.2 Site-Specific Geology and Generalized Subsurface Conditions
Based on review of the available geologic map (Dibblee, et al, 1998), the primary geologic unit underlying the site is Quaternary alluvial depo sits. The undissected fan is largely described as alluvial gravel, sand, and silt (Dibblee, et al, 1998).
The field explorations (borings) indicate the nati ve alluvial soils generally consist of variable amounts of clayey sand, silty sand, and sand ra nging from brown to gray, dry to moist, and generally medium dense/medium stiff to very dense/very stiff to the maximum explored depth o f a p p r o x i m a t e l y 5 0 . 5 f e e t b e l o w e x i s t i n g g r a d e . P o t e n t i a l l y u p t o f i v e f e e t o f u n d o c u m e n t e d artificial fill may be present across the site but was not differentiated on the boring logs. Deeper amounts of undocumented fill, not encountered in the borings, may exist locally beneath the current building footprints and in various other areas across the site. These materials should be removed to competent native materials prior to placement of compacted fill.
It should be noted that borings are only representative of the location and time where/when they are performed and varying subsurface conditions may exist outside of the performed location. In addition, subsurface conditions can change over time. The soil descriptions provided above should not be construed to mean that the subs urface profile is uniform, and that soil is homogeneous within the project area. For details on the stratigraphy at the exploration locations, refer to Appendix B.
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2.3 Groundwater
Groundwater was not encountered to the maxi mum depth of approximately 50.5 feet below existing ground surface during our subsurface ev aluation. Historic high groundwater is greater than 100 feet below current grade per the Seis m i c H a z a r d R e p o r t o f t h e M o u n t W i l s o n 7 . 5 - Minute Quadrangle, (CDMG, 1998). Groundwater is not expected to impact the proposed development.
Seasonal fluctuations of groundwater elevations should be expected over time. In general, groundwater levels fluctuate with the seasons and local zones of perched groundwater may be present due to local seepage caused by irrigati on and/or recent precipitation. Local perched groundwater conditions or surface seepage may develop once site development is completed.
2.4 Seismic Design Criteria
The site seismic characteristics were evaluated per the guidelines set forth in Chapter 16, Section 1613 of the 2022 California Building Code (CBC) and applicable portions of ASCE 7-16 which has been adopted by the CBC. Please note that the following seismic parameters are only applicable for code-based acceleration response spectra and are not applicable for where site-specific ground motion procedures are required by ASCE 7-16. Representative site coordinates of latitu de 34.143305 degrees north and lo ngitude -118.039915 degrees west were utilized in our analyses. The maximum co nsidered earthquake (MCE) spectral response accelerations (SMS and SM1) and adjusted design spectral response acceleration parameters (S DS and SD1) for Site Class D are provided in Table 2 on the following page. Since site soils are Site Class D, additional adjustments are required to code acceleration response spectrums as outlined below and provided in ASCE 7-16. The structural designer should contact the geotechnical consultant if structural conditions (e.g., number of stories, seismically isolated structures, etc.) require site-specific ground motions.
A deaggregation of the PGA based on a 2,475-year average return period (MCE) indicates that an earthquake magnitude of 7.05 at a distance of 8.76 km from the site would contribute the most to this ground motion. A deaggregation of the PGA based on a 475-year average return period (Design Earthquake) indicates that an earthquake magnitude of 6.96 at a distance of
13.79 km from the site would contribute the most to this ground motion (USGS, 2014).
Section 1803.5.12 of the 2022 CBC (per Section 11.8.3 of ASCE 7) states that the maximum considered earthquake geometric mean (MCE G) Peak Ground Acceleration (PGA) should be used for liquefaction potential. The PGA M for the site is equal to 0.958g (SEAOC, 2025). The design PGA is equal to 0.639g (2/3 of PGAM).
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TABLE 2
Seismic Design Parameters
Selected Parameters from 2022 CBC,
Section 1613 - Earthquake Loads
Seismic
Design
Values
Notes/Exceptions
Distance to applicable faults classifies the site as a
“Near-Fault” site. Section 11.4.1 of ASCE 7
Site Class D* Chapter 20 of ASCE 7
Ss (Risk-Targeted Spectral Acceleration
for Short Periods) 2.000g From SEAOC, 2025
S1 (Risk-Targeted Spectral
Accelerations for 1-Second Periods) 0.736g From SEAOC, 2025 Fa (per Table 1613.2.3(1)) 1.000
For Simplified Design Procedure
of Section 12.14 of ASCE 7, Fa
shall be taken as 1.4 (Section
12.14.8.1)
Fv (per Table 1613.2.3(2)) 1.700
Value is only applicable per
requirements/exceptions per
Section 11.4.8 of ASCE 7
SMS for Site Class D
[Note: SMS = FaSS] 2.000g -
SM1 for Site Class D
[Note: SM1 = FvS1] 1.251g
Value is only applicable per
requirements/exceptions per
Section 11.4.8 of ASCE 7
SDS for Site Class D
[Note: SDS = (2/3)SMS] 1.333g -
SD1 for Site Class D
[Note: SD1 = (2/3)SM1] 0.834g
Value is only applicable per
requirements/exceptions per
Section 11.4.8 of ASCE 7
CRS (Mapped Risk Coefficient at 0.2 sec) 0.888 ASCE 7 Chapter 22 CR1 (Mapped Risk Coefficient at 1 sec) 0.891 ASCE 7 Chapter 22 *Since site soils are Site Class D and S 1 is greater than or equal to 0.2, the seismic response coefficient Cs is determined by Eq. 12.8-2 for value ζ ͳ Ǥ ͷ s and taken equal to 1.5 times the value calculated in accordance with either Eq. 12.8-3 for T L ηεs, or Eq. 12.8-4 εL. Refer to ASCE 7-16.
2.5 Faulting
P r o m p t e d b y d a m a g i n g e a r t h q u a k e s i n N o r t h e r n and Southern California, State legislation and policies concerning the classification and land-u se criteria associated with faults have been developed. Their purpose was to prevent the co nstruction of urban developments across the t r a c e o f a c t i v e f a u l t s , r e s u l t i n g i n t h e A l q u i s t - P r i o l o E a r t h q u a k e F a u l t Z o n i n g A c t . E a r t h q u a k e Fault Zones have been delineated along the traces of active faults within California. Where developments for human occupation are proposed within these zones, the state requires detailed
Project No. 25041-01 Page 9 June 26, 2025
fault evaluations be performed so that engineering geologists can mitigate the hazards associated with active faulting by identifying the location of active faults and allowing for a setback from the zone of previous ground rupture.
T h e s u b j e c t s i t e i s n o t l o c a t e d w i t h i n a S t a t e o f C a l i f o r n i a E a r t h q u a k e F a u l t Z o n e ( A l q u i s t - Priolo) and no active faults are identified on the site (CGS, 2025). The possibility of damage due to ground rupture is considered low since no active faults are known to cross the site.
Secondary effects of seismic shaking resulting from large earthquakes on the major faults in the Southern California region, which may affect the site, include ground lurching and shallow ground rupture, soil liquefaction, and dynamic settlement. These secondary effects of seismic shaking are a possibility throughout the Southern California region and are dependent on the distance between the site and causative fault and the onsite geology. The closest major active faults that could produce these secondary effe cts include the Sierra Madre, Raymond, San Andreas, and Puente Hills Faults, among others. A discussion of these secondary effects is provided in the following sections.
2.5.1 Liquefaction and Dynamic Settlement
Liquefaction is a seismic phen omenon in which loose, saturated, granular soils behave similarly to a fluid when subject to high-intensity ground shaking. Liquefaction occurs when three general conditions coexist: 1) shallow groundwater; 2) low density non- cohesive (granular) soils; and 3) high-intensity ground motion. Studies indicate that saturated, loose near-surface cohesionless soils exhibit the highest liquefaction potential, while dry, dense, cohesionless soils and cohesive soils exhibit low to negligible liquefaction potential. In general, cohesi ve soils are not considered susceptible to liquefaction, depending on their plasticity and moisture content (Bray & Sancio, 2006).
Effects of liquefaction on level ground include settlement, sand boils, and bearing capacity failures below structures. Dynamic settlement of dry loose sands can occur as the sand particles tend to settle and densify as a result of a seismic event.
Based on our review of the State of California Department of Conservation, Earthquake Zones of Required Investigation (CGS, 2025), the subject site is not within a liquefaction hazard zone. Based on our evaluation, site soils are generally not susceptible to liquefaction due to the lack of a static groundwater table within the upper 50 feet and relatively dense on-site soils. However isolat ed sand layers may be susceptible to dry sand seismic settlement. Seismically induce d dry sand settlement s were estimated by the procedures outlined by Pradel (Pradel, 1998) and utilizing the design earthquake parameters. Based on the data obtained from our field evaluation, seismic settlement due to dry sands is estimated to be on the order of about 0.5-inches. Differential seismic settlement may be estimated as one-half of the total settlement over a horizontal span of 40 feet (e.g., 0.25-inch over a horizontal span of 40 feet).
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2.5.2 Lateral Spreading
Lateral spreading is a type of liquefaction-i nduced ground failure associated with the lateral displacement of surficial blocks of sediment resulting from liquefaction in a s u b s u r f a c e l a y e r . O n c e l i q u e f a c t i o n t r a n s f o r m s t h e s u b s u r f a c e l a y e r i n t o a f l u i d m a s s , gravity plus the earthquake inertial forc es may cause the mass to move downslope towards a free face (such as a river channel or an embankment). Lateral spreading may cause large horizontal displacements and su ch movement typically damages pipelines, utilities, bridges, and structures.
D u e t o t h e l a c k o f g r o u n d w a t e r i n t h e u p p e r 5 0 f e e t , a n d v e r y l o w p o t e n t i a l f o r liquefaction, the potential for lateral spreading is considered very low.
2.6 Oversized Material
Oversized materials (material larger than 8 inches in maximum dimension) may be encountered during site grading based on ou r subsurface evaluation. If encountered, recommendations are provided for appropriate handling of oversized materials in Appendix E.
2.7 Expansion Potential
Based on the results of our laboratory testing, site soils are anticipated to have a “Very Low” expansion potential. Final expansion potential of site soils should be determined at the completion of grading. Results of expansion testing at finish grades will be utilized to confirm final foundation design.
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3.0 CONCLUSIONS
Based on the results of our geotechnical evaluation, it is our opinion that the proposed development is feasible from a geotechnical standpoint, provided the following conclusions and recommendations are implemented.
The following is a summary of the primary geotechnic al factors that may affect future development of the site:
x In general, field explorations (borings) indicate primarily native soils consisting of variable amounts of sandy clay, sandy silt, sand, silty sand and clayey sand, which are gray to brown, dry to moist, and generally loose/medium stiff to very dense, to the maximum explored depth of approximately 50.5 feet below existing grade. The near-surface loose and compressible soils are not suitable for the planned improvements in their present condition (refer to Section 4.1). x Groundwater was not encountered during our subs urface evaluation to the maximum explored depth of approximately 50.5 feet below current grad e. Historic high groundwater is greater than 100 feet below current grade (CDMG, 1998).
x T h e s u b j e c t s i t e i s n o t l o c a t e d w i t h i n a s t a t e o f C a l i f o r n i a E a r t h q u a k e F a u l t Z o n e ( C G S , 2 0 2 5 ) . T h e main seismic hazard that may affect the site is ground shaking from one of the active regional faults.
The subject site will likely experience strong seismic ground shaking during its design life. x Based on our review of the State of California Department of Conservation, Earthquake Zones of Required Investigation (CGS, 2025), the subject site is not within a liquefaction hazard zone. The potential for liquefaction is considered very low due to the lack of groundwater in the upper 50 feet and very dense on-site soils. However, isolated sand layers may be susceptible to dry sand seismic settlement. Total seismic settlement is estimated to be on the order 0.5-inch. Differential seismic settlement may be estimated as one-half of the total seismic settlement over a horizontal span of 40 feet.
x Based on the results of preliminary laboratory testing, site soils are anticipated to have “Very Low” expansion potential. Final design expansion potent ial must be determined at the completion of grading.
x Some of the onsite soils may not be suitable for retaining wall backfill due to the fines content; therefore, select grading and stockpiling of the onsite sandy soils or import of sandy soils meeting the project requirements should be anticipated by the contractor. x Excavations into the existing site soils should be feasible with heavy construction equipment in good working order. From a geotechnical perspective, the existing onsite soils are suitable material for use as fill, provided that they ar e relatively free from oversized material (larger than 8 inches in maximum dimension), construction debris, and significant organic material. x Oversized material (material larger than 8 inch es in maximum dimension) may be encountered during site grading based on our subsurface evaluation.
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4.0 PRELIMINARY RECOMMENDATIONS
The following recommendations are to be consider ed preliminary and should be confirmed upon completion of grading and earthwork operations. In addition, they should be considered minimal from a geotechnical viewpoint, as there may be more rest rictive requirements from the architect, structural engineer, building codes, governing agencies, or the owner.
It should be noted that the following geotechnical recommendations are intended to provide sufficient information to develop the site in general accordance with the 2022 CBC requirements. With regard to the potential occurrence of potent ially catastrophic geotechnical hazards such as fault rupture, earthquake-induced landslides, liqu efaction, etc. the following geot echnical recommendations should provide adequate protection for the proposed develo pment to the extent required to reduce seismic risk to an “acceptable level.” The “acceptable level” of risk is de fined by the California Code of Regulations as “that level that provides reasonable protection of the public safety, though it does not necessarily ensure continued structural integrity and functionality of the project” [Section 3721(a)].
Therefore, repair and remedial work of the pr oposed improvements may be required after a significant seismic event. With regards to the potential for less significant geologic hazards to the proposed development, the recommendations cont ained herein are intended as a reasonable protection against the potential damaging effects of geotechnical phenomena such as expansive soils, fill settlement, groundwater seepage, etc. It should be understood, however, that although our recommendations are intended to maintain the stru ctural integrity of the proposed development and structures given the site geotechnical conditions, they cannot preclude the potential for some cosmetic distress or nuisance issues to develop as a result of the site geotechnical conditions.
The geotechnical recommendations contained herein must be confirmed to be suitable or modified based on the actual as-graded conditions.
4.1 Site Earthwork
We anticipate that earthwork at the site will consist of the removal of existing improvements associated with the former land use followed by the required earthw ork removals, precise grading, and construction of the proposed new improvemen ts, including the residential structures, subsurface utilities, interior drive alleys, etc.
W e r e c o m m e n d t h a t e a r t h w o r k o n s i t e b e p e r f o r m e d i n a c c o r d a n c e w i t h t h e f o l l o w i n g recommendations, future grading plan review report(s), the 2022 CBC/City of Arcadia grading requirements, and the General Earthwork and Grading Specifications included in Appendix E. In case of conflict, the following recommendations shall supersede those incl uded in Appendix E.
The following recommendations should be consid ered preliminary and may be revised within the future grading plan review report or based on the actual conditions encountered during site grading.
4.1.1 Site Preparation
Prior to grading of areas to receive structural fill or engineered improvements, the areas should be cleared of existing asphalt, surface obstructions, and demolition debris.
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Vegetation and debris should be removed and properly disposed of off-site. Holes resulting from the removal of buried obstructions, which extend below proposed finish grades, should be replaced with suitable compacted fill material. Any abandoned sewer or storm drain lines should be completely removed and replaced with properly placed compacted fill. Deeper demolition may be required in order to remove existing foundations. We recommend the trenches as sociated with demolition which extend below the remedial grading depth be backfilled and properly compacted prior to the demolition contractor leaving the site.
If cesspools or septic systems are encountered, they should be removed in their entirety.
The resulting excavation should be backfilled with properly compacted fill soils. As an alternative, cesspools can be backfilled with lean sand-cement slurry. Any encountered wells should be properly abandoned in accordance with regulatory requirements. At the conclusion of the clearing operations, a representative of LGC Geotechnical should observe and accept the site prior to further grading.
4.1.2 Removal and Recompaction Depths and Limits
In order to provide a relatively uniform bearing condition for the planned building structures, upper loose/compressible soils are to be temporarily removed and recompacted as properly compacted fills. Existing undocumented artificial fill within the i n f l u e n c e o f t h e p r o p o s e d s t r u c t u r a l i m p r o v e m e n t s s h o u l d b e r e m o v e d t o s u i t a b l e , competent native materials prior to placement of artificial fill to design grades. For preliminary planning purposes, the depth of required removals and recompaction may be estimated as indicated below. It should be noted that updated recommendations may be required based on changes to building layouts and/or grading plan.
Buildings: Soils shall be temporarily removed and recompacted to a depth ranging from 5 to 6 feet below existing grade or 3 feet be low the bottom of foundations, whichever is deeper. Refer to the Boring Location Map (Figure 2) for recommended remedial grading depths. Where space is available, the enve lope for removal and recompaction should extend laterally a minimum distance equal to the depth of removal and recompaction below finish grade or 5 feet beyond the ed ges of the proposed building improvements, whichever is larger.
Minor Site Structures: For minor site structur es such as free-standing walls, retaining walls, etc., temporary removal and recompacti on should extend a minimum of 3 feet below existing grade or 2 feet below propos ed footings, whichever is greater. Where space is available, the envelope for removal and recompaction should extend laterally a minimum distance of 3 feet beyond the ed ges of the proposed minor site structure improvements.
Pavement and Hardscape Areas: Within pa vement and hardscape areas, temporary removal and recompaction should extend to a depth of at least 2 feet below existing grade or 2 feet below the bottom of the pavement section, whichever is deeper. Pavement areas encountering undocumented fill materials may require deeper removal and recompaction and should be determined based on the conditions exposed during grading. In general, the envelope for removal and recompaction should extend laterally a minimum lateral
Project No. 25041-01 Page 14 June 26, 2025
distance of 2 feet beyond the edges of the proposed pave ment or hardscape improvements.
Local conditions may be encountered during excavation that could require additional over-excavation beyond the above noted mini mum in order to obtain an acceptable subgrade. The actual depths and lateral extents of grading will be determined by the geotechnical consultant, based on subsurface conditions encountered during grading.
Removal areas and areas to be over-excavated should be accurately staked in the field by the Project Surveyor.
4.1.3 Temporary Excavations
Temporary excavations should be performe d in accordance with project plans, specifications, and all Occupational Safe ty and Health Administration (OSHA) r e q u i r e m e n t s . E x c a v a t i o n s s h o u l d b e l a i d b a c k o r s h o r e d i n a c c o r d a n c e w i t h O S H A requirements before personnel or equipment are allowed to enter.
Based on our field evaluation, site soils within the upper 5 to 10 feet are anticipated to be OSHA Type “B” soils (refer to the attached boring logs). Sandy soils are present and should be considered susceptible to caving. Soil conditions should be regularly evaluated during construction to verify conditions are as anticipated. The contractor shall be responsible for providing the “competent pe rson,” required by OSHA standards, to evaluate soil conditions. Clos e coordination with the geotec hnical consultant should be maintained to facilitate construction while providing safe excavations. Excavation safety is the sole responsibility of the contractor.
Where proposed improvements will be adjace nt to property lines, the potential for impacting existing offsite improvements may be reduced by performing “ABC” slot cuts while performing earthwork removal and recompaction. “ABC” slot cuts are defined as excavations perpendicular to sensitive property boundaries that are divided into multiple “slots” of equal width. If slots are labeled A, B, C, A, B, C, etc., then all “A” slots can be excavated at the same time but must be backfilled before all “B” slots can be excavated, etc. Any given slot should be backfilled immediately with properly compacted fill to finish grade prior to excavation of the adjacent two slots. Please note sands susceptible to caving are present at the si te. Recommendations for slot cut dimensions should be evaluated during grading. Protec tion of the existing offsite improvements during grading is the responsibility of the contractor.
Vehicular traffic, stockpiles, and equipment storage should be set back from the perimeter of excavations a distance equivalent to a 1:1 projection from the bottom of the excavation.
O n c e a n e x c a v a t i o n h a s b e e n i n i t i a t e d , i t s h o u l d b e b a c k f i l l e d a s s o o n a s p r a c t i c a l .
Prolonged exposure of temporary excavations may result in some localized instability.
Excavations should be planned so that they are not initiated without sufficient time to shore/fill them prior to weekends, holidays, or forecasted rain.
It should be noted that any excavation that extends below a 1:1 (horizontal to vertical) p r o j e c t i o n o f a n e x i s t i n g f o u n d a t i o n w i l l r e m o v e e x i s t i n g s u p p o r t o f t h e s t r u c t u r e foundation. If requested, temporary shoring parameter will be provided.
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4.1.4 Removal Bottoms and Subgrade Preparation
In general, removal bottom areas and any ar eas to receive compacted fill should be scarified to a minimum depth of 6 inches, brought to near-optimum moisture content (generally within optimum and 2 percent above optimum moisture content), and re- compacted per project recommendations.
Removal bottoms, over-excavation bottoms and areas to receive fill should be observed and accepted by the geotechnical consultant prior to subsequent fill placement. Soil subgrade for planned footings and improvements (e.g., slabs, etc.) should be firm and competent.
4.1.5 Material for Fill
From a geotechnical perspective, the onsite soils are generally considered suitable for use as general compacted fill, provided they are screened of or ganic materials, construction debris, and oversized material (8 inches in greatest dimension).
From a geotechnical viewpoint, any required import soils for general fill (i.e., non- retaining wall backfill) should consist of clea n, granular soils of “Very Low” expansion potential (expansion index 20 or less based on ASTM D 4829), and generally free of organic materials, construction debris and material greater than 3 inches in maximum dimension. Import for required retaining wall backfill should meet the criteria outlined in t h e f o l l o w i n g p a r a g r a p h . S o u r c e s a m p l e s s h o u l d b e p r o v i d e d t o t h e g e o t e c h n i c a l consultant for laboratory testing a minimu m of four working days prior to planned importation.
Retaining wall backfill should consist of sandy soils with a maximum of 35 percent fines (passing the No. 200 sieve) per American Society for Testing and Materials (ASTM) Test Method D1140 (or ASTM D6913/D422) and a “Very Low” expansion potential (EI of 20 or less per ASTM D4829). Soils should also be screened of organic materials, construction debris, and any material greater than 3 inches in maximum dimension. Some of the onsite soils may not be suitable for retaining wall backfill due to fines content; therefore, select grading and stockpiling of the onsite sandy soils or import of sandy soils meeting the criteria outlined above should be anticipate d by the contractor for obtaining suitable retaining wall backfill soil.
Aggregate base (crushed aggregate base or crushed miscellaneous base) should conform to the requirements of Section 200-2 of the Standard Specifications for Public Works Construction (“Greenbook”) for untrea ted base materials (except processed miscellaneous base) or Caltrans Class 2 aggregate base.
The placement of demolition materials in compacted fill is acceptable from a geotechnical viewpoint provided the demolition material is broken up into pieces not larger than approximately 2 to 4 inches in maximum dimension, and well blended into fill soils with essentially no resulting voids. Demolition m a t e r i a l p l a c e d i n f i l l s m u s t b e f r e e o f construction debris (wood, brick, etc.) and reinforcing steel. If asphalt concrete fragments will be incorporated into the demolition ma terials, approval from an environmental
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viewpoint may be required and is not the pu rview of the geotechnical consultant. From our previous experience, we recommend that asphalt concrete fragments be limited to fill areas within planned streets, alleys or non-structural areas (i.e., not within building pad areas).
4.1.6 Placement and Compaction of Fills
Material to be placed as fill should be brought to near-optimum moisture content (generally within optimum and 2 percent above optimum moisture content) and recompacted to at least 90 percent relative compaction (per ASTM D1557). Moisture conditioning of site soils will be required in order to achieve adequate compaction. Soils will generally require additional moisture in order to achieve the required compaction.
Drying and/or mixing the very moist soils may also be required prior to reusing the materials in compacted fills.
The optimum lift thickness to produce a uniformly compacted fill will depend on the type and size of compaction equipment used. In general, fill should be placed in uniform lifts not exceeding 8 inches in compacted thickness. Each lift should be thoroughly compacted and accepted prior to subsequent lifts. Generally, placement and compaction of fill should be performed in accordance with local gr ading ordinances and with observation and testing performed by the geotechnical consultant. Oversized material as previously defined should be removed from site fills. During backfill of excavations, the fill should be properly benched into firm and competent soils of temporary backcut slopes as it is placed in lifts.
Aggregate base material should be compacted to at least 95 percent relative compaction a t o r s l i g h t l y a b o v e o p t i m u m m o i s t u r e c o n t e n t p e r A S T M D 1 5 5 7 . S u b g r a d e b e l o w aggregate base should be compacted to at least 90 percent relative compaction per ASTM D1557 at or slightly above optimum moisture content (generally within optimum and 2 percent above optimum moisture content).
I f g a p - g r a d e d ¾ - i n c h r o c k i s u s e d f o r b ackfill (around storm dr ain storage chambers, retaining wall backfill, etc.) it will require co mpaction. Rock shall be placed in thin lifts (typically not exceeding 6 inches) and mech anically compacted with observation by geotechnical consultant. Backfill rock shall meet the requirements of ASTM D2321. Gap- graded rock is required to be entirely wrapped in filter fabric (Mirafi 140N or approved alternative) or at the very minimum to be vertically separated from the trench backfill with filter fabric to prevent the migration of fines into the rock backfill.
4.1.7 Trench and Retaining Wall Backfill and Compaction
The onsite soils will generally be suitable as trench backfill, provided the soils are screened of rocks and other material greate r than 6 inches in diameter, construction debris and organic matter. Trench backfill should be compacted in uniform lifts (generally not exceeding 12 inches in co mpacted thickness) by mechan ical means to at least 90 percent relative compaction (per ASTM Test Method D1557). If trenches are shallow or the use of conventional equipment may result in damage to the utilities, sand having a
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s a n d e q u i v a l e n t ( S E ) o f 3 0 o r g r e a t e r ( p e r C a l i f o r n i a T e s t M e t h o d [ C T M ] 2 1 7 ) m a y b e used to bed and shade the pipes. Sand backfill within the pipe bedding zone may be densified by jetting or flooding and then tamped to ensure adequate compaction. Sand g r a i n s s h o u l d b e f r o m a n a t u r a l s o u r c e w i t h r o u n d e d s h a p e . M a n u f a c t u r e d s a n d f r o m crushed rock or recycled material is not suit able for jetting/flooding as the grains are typically angular in shape and do not densify well enough with these methods.
Manufactured sand can be used as shading material when mechanical compaction efforts are used. Subsequent trench backfill should be compacted in uniform thin lifts by mechanical means to at least a minimum 90 percent relative compaction (per ASTM D1557). If any ¾-inch rock is used for backfill, see Section 4.1.6 for filter fabric requirements.
Retaining wall backfill should consist of onsite or imported select sandy soils as outlined in preceding Section 4.1.5. The limits of select sandy backfill should extend a minimum ½ the height of the retaining wall or the width of the heel (if applicable), whichever is greater, refer to Figure 3. Retaining wall back fill soils should be compacted in relatively uniform thin lifts to at least 90 percent relative compaction (per ASTM D1557). Jetting or flooding of retaining wall backfill materials should not be permitted.
In backfill areas where mechanical compaction of soil backfill is impractical due to space constraints, typically sand-cement slurry may be substituted for compacted backfill. The slurry should contain about one sack of cement per cubic yard. When set, such a mix typically has the consistency of compacted soil. Sand cement slurry placed near the surface within landscape areas should be evaluated for potential impacts on planned improvements.
A representative from LGC Geotechnical should observe, probe, and test the backfill to verify compliance with the project recommendations.
4.1.8 Shrinkage and Subsidence
Allowance in the earthwork volumes budget should be made for an estimated 5 to 20 percent reduction (shrink) in volume of near-surface (upper approximate 5 feet) soils. It should be stressed that these values are on ly estimates and that an actual shrinkage factor would be extremely difficult to pr edetermine. Subsidence, due to earthwork operations, is expected to be on the order of 0.1 feet. These values are estimates only and exclude losses due to removal of vegetation or debris. The effective shrinkage of onsite soils will depend primarily on the type of compaction equipment and method of compaction used onsite by the contractor and accuracy of the topographic survey.
Due to the combined variability in topographi c surveys, inability to precisely model the removals and variability of on-site near-surface conditions, it is our opinion that the site will not balance at the end of grading. If importing/exporting a large volume of soils is not considered feasible or econom ical, we recommend a balance area be designated onsite t h a t c a n f l u c t u a t e u p o r d o w n b a s e d o n t h e a c t u a l v o l u m e o f s o i l . W e r e c o m m e n d a “balance” area that can accommodate on the order of 5 percent (plus or minus) of the total grading volume be considered.
Project No. 25041-01 Page 18 June 26, 2025
4.2 Preliminary Foundation Recommendations
Provided that the remedial grading recommendations provided herein are implemented, the site may be considered suitable for the support of the residential structures using a conventional or post-tensioned foundation system designed to resist the impacts of expansive soils. Site soils are anticipated to be “Very Low” expansion potential (EI of 20 or less per ASTM D4829) and special design considerations from a geotechnical perspective are not required. The structural designer should use their own judgment in the design of the foundation system. Please note that the following foundation recommendations are preliminary and must be confirmed by LGC Geotechnical at the completion of grading.
Preliminary foundation recommendations are provided in the following sections. Recommended soil bearing and estimated settlement due to structural loads are provided in Section 4.3. The foundation should be designed in consideration of the site seismic settlement as outlined in Section 2.5.1.
4.2.1 Provisional Conventional Foundation Design Parameters
Due to the very low expansion potential of the onsite soils, the foundation/structural engineer may design a conventional foundation system that is tied together based upon the anticipated dead and live loads (wind, seismic) that will be imparted by the structure. The recommendations provided in the “Soil Bearing and Lateral Resistance” section may be utilized in the design of a rigid slab-on-grade conventional foundation designed in accordance with Section 1808 of the 2022 C.B.C.
4.2.2 Provisional Post-Tensioned Foundation Design Parameters
The foundation designer may use a modulus of vertical subgrade reaction (k) of 200 pounds per cubic inch (pounds per square inch per inch of deflection). This value is for a 1-foot by 1-foot square loaded area and sh ould be adjusted by the structural designer for the area of the proposed footing using the following formula:
k = 200 x [(B+1)/2B]2
k = modulus of vertical subgrade reaction, pounds per cubic inch (pci) B = foundation width (feet)
The moisture content of near surface fill soils should be kept at optimum moisture content to a minimum depth of 12 inches prior to trenching and concrete placement.
4.2.3 Foundation Subgrade Preparation and Maintenance
The geotechnical parameters provided herein assume that if the areas adjacent to the foundation are planted and irrigated, these areas will be designed with proper drainage and adequately maintained so that ponding, which causes significant moisture changes below the foundation, does not occur. Our recommendations do not account for excessive irrigation and/or incorrect landscape design. Plants should only be provided
Project No. 25041-01 Page 19 June 26, 2025
with sufficient irrigation for life and not overwatered to saturate subgrade soils. Sunken planters placed adjacent to the foundation sh ould either be designed with an efficient drainage system or liners to prevent moisture infiltration below the foundation. Some lifting of the perimeter foundation beam should be expected even with properly constructed planters.
In addition to the factors mentioned above, future owners/property management p e r s o n n e l s h o u l d b e m a d e a w a r e o f t h e p o t e n t i a l n e g a t i v e i n f l u e n c e s o f t r e e s a n d / o r other large vegetation. Roots that extend near the vicinity of foundations can cause distress to foundations. Future owners (and the owner’s landscape architect) should not plant trees/large shrubs closer to the foundations than a distance equal to half the mature height of the tree or 20 feet, whichever is more conservative unless specifically provided with root barriers to prevent root growth below the building foundation.
It is the owner’s responsibility to perfor m periodic maintenance during hot and dry periods to ensure that adequate watering has been provided to keep soil from separating or pulling back from the fo undation. Future owners and property management personnel should be informed and educated regarding the importance of maintaining a constant level of soil-moisture. The owners should be made aware of the potential negative consequences of both excessive watering, as well as allowing potentially expansive soils to become too dry. Expansive soils can undergo shrinkage during drying, and swelling during the rainy winter season, or when irrigation is resumed. This can result in distress to building structures and hardscape improvements. The builder should provide these recommendations to future owners and property management personnel.
4.2.4 Slab Underl ayment Guidelines
The following recommendations are for informational purposes since they are unrelated to the geotechnical performance of the foundation. Some post-construction moisture migration should be expected belo w the foundation; the foundation engineer must assume soil moisture to be present below the slab. The following recommendations may be superseded by the foundation engineer and/or owner.
In general, interior floor slabs with moisture sensitive floor coverings should be underlain by a minimum 10-15 mil thick vapor retarder, which has a water vapor transmission rate (permeance) of less than 0.3 perms, as determined by ASTM E 96, and meets the applicable code requirements (ASTM E 1745).
It is the responsibility of the contractor to ensure that the moisture/vapor retarder systems are properly installed in accordance with the project plans and manufacturer’s specifications, and that the moisture/vapor retarder materials are free of tears and punctures prior to and as a result of concre te placement. Additional moisture reduction and/or prevention measures may be needed, depending on the performance requirements of future interior floor coverings.
The foundation engineer/architect should determine whether the use of a capillary break (sand or gravel layer) in conjunction with the vapor retarder is necessary or
Project No. 25041-01 Page 20 June 26, 2025
required by code. Sand layer thickness and location (above and/or below vapor retarder) should also be determined by the foundation engineer/architect.
4.3 Soil Bearing and Lateral Resistance
Provided our earthwork recommendations are implemented, an allowable soil bearing pressure of 2,000 pounds per square foot (psf) may be used for the design of footings having a minimum width of 12 inches and minimum embedment of 12 inches below lowest adjacent ground surface.
This value may be increased by 300 psf for each additional foot of em bedment and 150 psf for each additional foot of foundation width to a maximum value of 3,000 psf. A post-tensioned mat foundation a minimum of 6 inches below lowest adjacent grade may be designed for an allowable soil bearing pressure of 1,200 psf. These allo wable bearing pressures are applicable for level (ground slope equal to or flatter than 5H:1V) co nditions only. Bearing values indicated are for
loading (i.e., wind or seismic loads).
In utilizing the above-mentioned allowable be aring capacity and pr ovided our earthwork recommendations are implemented, foundation settlement due to structural loads is anticipated to be 1-inch or less. Differential static settlement may be taken as half of the static settlement (i.e., ½-inch over a horizontal span of 40 feet). Recommendations for estimated seismic settlement are provided in Section 2.5.1.
Res is tanc e to late ral loa d s c an be p rov id ed by fric tion ac ting a t the bas e of found ations and by passive earth pressure. For concrete/soil frictional resistance, an allowable coefficient of friction of 0.35 may be assumed with dead-load forces. For slabs constructed over a moisture retarder, the allowable friction coefficient should be prov ided by the manufacturer. An allowable passive lateral earth pressure of 250 psf per foot of depth (or pcf) to a maximum of 2,500 psf may be used for the sides of footings poured against properly compacted fill. Allowable passive pressure may be increased to 340 pcf (maximum of 3,400 psf) for short duration seismic loading. This passive pressure is applicable for level (ground slope equal to or flatter than 5H:1V) conditions.
For a 2:1 (horizontal to vertical) downward sloping condition, a reduced passive lateral earth pressure of 100 pcf to a maximum of 1,000 psf may be used. This allowable passive pressure may be increased to 135 pcf to a maximum of 1,350 psf for short duration seismic loading.
Frictional resistance and passive pressure may be used in combination without reduction. We recommend that the upper foot of passive resistan ce be neglected if finished grade will not be covered with concrete or asphalt. The provided allowable passive pressures are based on a factor of safety of 1.5 and 1.1 for static and seismic loading conditions, respectively.
4.4 Lateral Earth Pressures for Retaining Walls
Lateral earth pressures for approved native sa ndy or import soils meeting indicated project requirements are provided below. Lateral earth pressures are provided as equivalent fluid unit weights, in psf per foot of depth (or pcf). These values do not contain an appreciable factor of safety, so the retaining wall designer should appl y the applicable factors of safety and/or load factors during design. A soil unit weight of 120 pcf may be assumed for calculating the actual weight of soil over the wall footing.
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The following lateral earth pressures are presented in Table 3 below for approved granular soils with a maximum of 35 percent fines (passing the No. 200 sieve per ASTM D-421/422) and a “Very Low” expansion potential (EI of 20 or less per ASTM D4829). Some of the onsite soils may not be suitable for retaining wall backfill due to fines content; therefore, select grading and stockpiling of the onsite soils or import of soil s meeting the criteria outlined above should be anticipated by the contractor for obtaining suitable retaining wall backfill soil. The wall designer should clearly indicate on the retaining wall plans the required select sandy soil backfill criteria.
These preliminary findings should be confirmed during grading.
TABLE 3
Lateral Earth Pressures – Approved Onsite or Imported Sandy Soils
Conditions
Equivalent Fluid Unit
Weight (pcf)
Equivalent Fluid Unit
Weight (pcf)
Level Backfill 2:1 Sloped Backfill
Approved Sandy Soils Approved Sandy Soils
Active 35 55
At-Rest 55 70
If the wall can yield enough to mobilize the full sh ear strength of the soil, it can be designed for “active” pressure. If the wall cannot yield unde r the applied load, the earth pressure will be higher. This would include 90-degree corners of re taining walls. Such walls should be designed for “at-rest.” The equivalent fluid pressure values assume free-draining conditions. If conditions other than those assumed above are anticipated, the equivalent fluid pressure values should be provided on an individual-case basis by the geotechnical engineer.
R e t a i n i n g w a l l s t r u c t u r e s s h o u l d b e p r o v i d e d w i t h a p p r o p r i a t e d r a i n a g e a n d a p p r o p r i a t e l y waterproofed. To reduce, but not eliminate, saturation of near-surface (upper approximate 1- foot) soils in front of the retaining walls, the pe rforated subdrain pipe should be located as low as possible behind the retaining wall. The outlet pipe should be sloped to drain to a suitable o u t l e t . I n g e n e r a l , w e d o n o t r e c o m m e n d r e t a i n i n g w a l l o u t l e t p i p e s b e c o n n e c t e d t o a r e a drains. If subdrains are connected to area drains, special care and information should be provided to homeowners to maintain these drains. Typical retaining wall drainage is illustrated in Figure 3. It should be noted that the recommended subdrain does not provide protection against seepage through the face of the wall and/ or efflorescence. Efflor escence is generally a white crystalline powder (discoloration) that results when water containing soluble salts m i g r a t e s o v e r a p e r i o d o f t i m e t h r o u g h t h e f a c e o f a r e t a i n i n g w a l l a n d e v a p o r a t e s . I f s u c h seepage or efflorescence is undesirable, retainin g walls should be waterp roofed to reduce this potential. Please note that waterproofing an d outlet systems are not the purview of the geotechnical consultant.
Surcharge loading effects from any adjacent stru ctures should be evaluated by the retaining wall designer. In general, structural loads within a 1:1 (horizontal to vertical) upward
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projection from the bottom of the proposed retaining wall foot ing will surcharge the proposed retaining wall. In addition to the recommended earth pressure, retaining walls adjacent to streets should be designed to resist a unifor m lateral pressure of 80 pounds per square foot (psf) due to normal street vehicle traffic if applicable. Uniform lateral surcharges may be estimated using the applicable coefficient of lateral earth pressure using a rectangular distribution. A factor of 0.45 and 0.3 may be used for at-rest and active conditions, respectively.
The retaining wall designer should contact th e geotechnical engineer for any required geotechnical input in estimating any applicable surcharge loads.
If retaining walls greater than 6 feet in height are proposed, the retaining wall designer should contact the geotechnical engineer for specific seismic lateral earth pressure increments based on the configuration of the planned retaining wall structures.
Soil bearing and lateral resistan ce (friction coefficient and passive resistance) are provided in Section 4.3. Earthwork considerations (temporary backcuts, backfill, compaction, etc.) for retaining walls are provided in Section 4.1 (S ite Earthwork) and the subsequent earthwork related sub-sections.
4.5 Control of Surface Water and Drainage Control
From a geotechnical perspective, positive draina ge of surface water away from structures is v e r y i m p o r t a n t . W a t e r s h o u l d n o t b e a l l o w e d t o p o n d a d j a c e n t t o b u i l d i n g s o r t o f l o w f r e e l y down a graded slope. Per section 1804.4 of the 2022 CBC, positive drainage may be accomplished by providing drainage away from bu ildings at a gradient of at least 5 percent for earthen surfaces for a distance of at least 10 feet away from the face of wall. If a distance of 10 feet cannot be achieved, an alternative of a gradie nt of at least 5 percent to an area drain or swale having a gradient of 2 percent is accept able. Where necessary, drainage paths may be shortened by use of area drains and collector pipes. Eave gutters are recommended and should reduce water infiltration into the subgrade soils if the downspouts are properly connected to appropriate outlets. Ultimately surface drainage and code compliance are the purview of the project civil engineer.
Planters with open bottoms adjacent to building s should be avoided. Planters should not be designed adjacent to buildings unless provisions for drainage, such as catch basins, liners, and/or area drains, are made. Overwatering must be avoided.
P l a n t e r s a d j a c e n t t o a b u i l d i n g o r s t r u c t u r e s h o u l d b e a v o i d e d w h e r e v e r p o s s i b l e o r b e properly designed (e.g., lined with a membrane), to reduce the penetration of water into the adjacent footing subgrades and thereby reduce moisture related damage to the foundation.
P l a n t i n g a r e a s a t g r a d e s h o u l d b e p r o v i d e d with appropriate positive drainage. Wherever possible, exposed soil areas should be above ad jacent paved grades to facilitate drainage.
Planters should not be depressed below adjacent paved grades unless provisions for drainage, such as multiple depressed area drains, are cons tructed. Adequate drainage gradients, devices, a n d c u r b i n g s h o u l d b e p r o v i d e d t o p r e v e n t r u n o f f f r o m a d j a c e n t p a v e m e n t o r w a l k s i n t o t h e p l a n t i n g a r e a s . I r r i g a t i o n m e t h o d s s h o u l d p r o m o t e u n i f o r m i t y o f m o i s t u r e i n p l a n t e r s a n d beneath adjacent concrete flatwork. Overwateri ng and underwatering of landscape areas must be avoided.
Project No. 25041-01 Page 23 June 26, 2025
Area drain inlets should be maintained and kept clear of debris in order to properly function.
H o m e o w n e r s s h o u l d a l s o b e m a d e a w a r e t h a t e x c e s s i v e i r r i g a t i o n o f n e i g h b o r i n g p r o p e r t i e s can cause seepage and moisture conditions on ad jacent lots. Homeowners should be furnished with these recommendations communicating the importance of maintaining positive drainage away from structures, towards streets, when they design their improvements.
T h e i m p a c t o f h e a v y i r r i g a t i o n o r i n a d e q u a t e runoff gradients can create perched water conditions. This may result in seepage or shallow groundwater conditions where previously none existed. Maintaining adequate surface drainage and controlled irrigation will significantly reduce the potential for nuisance-type moisture problems. To reduce differential earth movements such as heaving and shrinkage due to the change in moisture content of foundation soils, which may cause distress to a residential structure and associated improvements, moisture content of the soils surrounding the structure should be kept as relatively constant as possible.
Subdrains and v-ditches must be properly maintained, and their outlets kept free draining and clear of any potential obstructions. Routine maintenance should be performed, especially prior to and during the rainy season. Failure to properly maintain these elements may result in slope failures, slumps, excessive erosion, localized saturated zones, nuisance type water issues, etc.
Any future trenches excavated on a slope face for utility or irrigation lines and/or for any purpose should be properly backfilled and compacted to the slope face. Observation/testing and acceptance by the geotechnical consultant during trench backfill are recommended.
A program for the elimination of burrowing animals in both native and graded slope areas must be established and properly maintained to protec t slope stability by reducing the potential for surface water to penetrate into the soil. Cont inuous erosion control, rodent control, and maintenance are essential to the long-term stability of all slopes.
4.6 Subsurface Water Infiltration
It should be noted that intentionally infiltrati ng storm water conflicts with the geotechnical engineering objective of directing surface wate r away from structures and improvements. The geotechnical stability and integrity of a site is reliant upon appropriately handling surface water.
In general, the vast majority of geotechnical distress issues are directly related to improper drainage. Distress in the form of movement of foundations and other improvements could occur as a result of soil saturation and loss of soil support of foundations and pavements, settlement, collapse, internal soil erosion, and/or expansion. Additionally, off-site properties and improvements may be subjected to seepage, spri ngs, instability, movements of foundations or other impacts as a result of water infiltrati on and migration. Infi ltrated water may enter underground utility pipe zones or other highly permeable layers and migrate laterally along these layers, potentially impacting other improv ements located far away from the point of infiltration. Any proposed infiltration system should not be located near slopes or settlement sensitive existing/proposed improvements in order to reduce the potential for slope failures and geotechnical distress issues related to infiltration.
If water must be infiltrated due to regulato ry requirements, we recommend the absolute
Project No. 25041-01 Page 24 June 26, 2025
minimum amount of water be infiltrated and that the infiltration areas not be located near settlement-sensitive existing/proposed improvements, basement/retaining walls, or any slopes.
As with all systems that are designed to concen trate surface flow and direct the water into the subsurface soils, some minor settlement, nuisance type localized saturation and/or other water related issues should be expected. Due to variability in geologic and hydraulic conductivity characteristics, these effects ma y be experienced at the onsite location and/or potentially at other locations beyond the physical limits of the subject site. Infiltrated water may enter underground utility pipe zones or flow along heterogeneous soil layers or geologic structure and migrate laterally impacting other improvements which may be located far away or at an elevation much lower than the infiltration source. Recommendations for subsurface water infiltration are provided below.
The design infiltration rate is determined by dividing the infiltration rate by total reduction factor. The total reduction factor is calculated from a series of reduction factors, including; test procedure (RFt), site variability (RF v) and long-term siltation plugging and maintenance (RF s) as presented listed in Table 4 below (RF t + RFv + RFs). Based on the Los Angeles County testing guidelines (2021), the reduction factor for long-term siltation plugging and maintenance (RF s) is the purview of the infiltration system designer.
TABLE 4
Shallow Surface Infiltration - Reduction Factors Applied to Infiltration Rate
Consideration Reduction Factor
Test procedure, boring percolation, RFt 1.0
Site variability, number of tests, etc., RFv 1.5
Long-term siltation plugging and maintenance, RFs TBD* Total Reduction Factor, RF = RFt + RFv + RFs TBD*
*Reduction Factor for long-term siltation plugging and maintenance to be confirmed by civil engineer
Per the requirements of the Los Angeles County testing guidelines (2021), subsurface materials shall have a design infiltration rate equal to or greater than 0.3 inches per hour. The Total Reduction Factor for test procedure, site variability considerations, and long-term siltation plugging and maintenance (RFt, RFv, and RFs) and the design infiltration rate will be determined by the civil engineer. Results of infiltration testing are provided in Appendix D.
The following should be considered for the design of any expected infiltration system.
x We recommend a minimum setback of 15 feet fr om the limits of the proposed infiltration system to structural improvements.
x W e r e c o m m e n d t h e d e s i g n o f a n y i n f i l t r a t i o n system include at leas t one redundancy or overflow system. It may be prudent to provide an overflow system directly connected to the storm drain system in order to prevent failure of the infiltration system, either as a result of lower than anticipated infiltration and/or very high flow volumes.
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x Water discharge from any infiltration systems should not occur within the zone of influence of foundation footings (column and load bearing wall locations). x An adequate setback distance be tween any infiltration facility and adjace nt property lines should be maintained.
x The infiltration values provided are based on clean water and this requires the removal of trash, debris, soil particles, etc., and on-going maintenance. Over time, siltation and plugging may reduce the infiltration rate and subsequent effectiveness of the infiltration system. It should be noted that methods to prevent this shall be the responsibility of the infiltration designer and are not the purview of the geotechnical co nsultant. If adequate measures cannot be incorporated into the de sign and maintenance of the system, then the infiltration rates may need to be further reduced. These and other factors should be considered in selecting a design infiltration rate.
x Any designed infiltration system will require routine periodic maintenance. x Contamination and environmental suitability of the site for infiltration was not evaluated by us and should be evaluated by others (environmental consultant). We only addressed the geotechnical issues associated with stormwater infiltration.
LGC Geotechnical should be provided with details for any planned required infiltration system early in the design process for geotechnical input.
4.7 Preliminary Asphal t Pavement Sections
For the purpose of these prelim inary recommendations, we have selected a preliminary design R-value of 40 (assumed) and calculated pavement sections for assumed Traffic Indices (TI) of 5.0 (or less) and 6.0. These recommendations must be confirmed with R-Value testing of representative near-surface soils at the comple tion of grading and afte r underground utilities have been installed and backfilled. Final street sections should be confirmed by the project civil engineer based upon the final design Traffic Index. Determination of the TI is not the purview of the geotechnical consultant. If requested, LGC Geotechnical will provide sections for alternate TI values. Should the city of Arcadia have more stringent requirements, updated pavement recommendations can be provided.
TABLE 5
Preliminary Pavement Sections
Assumed Traffic Index 5.0 (or less) 6.0
R -Value Subgrade 40 40
AC Thickness 4.0 inches 4.0 inches
Base Thickness 5.0 inches 7.0 inches
Due to anticipated construction traffic prior to completion of the project, we recommend that the total thickness (base course and capping course) of AC be placed at essentially the same time. Construction traffic loading on only the base course of the AC will increase the potential for pavement distress. It should be noted that co nstruction traffic such as concrete trucks will
Project No. 25041-01 Page 26 June 26, 2025
likely exceed traffic loading after completion of construction. Additionally, earth moving equipment should not be allowed to drive on pa ved surfaces. The weights of these vehicles far exceed the limits of the pavement and will cause distress, likely requiring the pavement sections to be removed and replaced.
The pavement section thicknesses provided above are considered minimum thicknesses.
Increasing the thickness of any or all of the above layers will reduce the likelihood of the pavement experiencing distress during its serv ice life. The above recommendations are based on the assumption that proper maintenance and irrigation of the areas adjacent to the roadway will occur throughout the design life of th e pavement. Failure to maintain a proper maintenance and/or irrigation program may jeopardize the integrity of the pavement.
Earthwork recommendations regarding aggregat e base and subgrade are provided in the previous Section 4.1 (Site Earthwork) and the related sub-sections of this report.
P l e a s e n o t e t h a t a s t h e g e o t e c h n i c a l c o n s u l t a n t o f r e c o r d w e w i l l o n l y b e p e r f o r m i n g temperature checks of the asphalt and testing the wet density for calculating relative compaction. We recommend obtaining the services of others if material testing and evaluation o f t h e q u a l i t y o f w o r k m a n s h i p b y t h e c o n t r a c t o r i s d e s i r e d o r r e q u i r e d b y t h e r e g u l a t o r y agency.
4.8 Soil Corrosivity
Although not corrosion engineers (LGC Geotechnical is not a corrosion consultant), several governing agencies in Southern California require the geotechnical consultant to determine the corrosion potential of soils to buried concrete and metal facilities. We therefore present the results of our testing with regard to corrosion for the use of the client and other consultants, as they determine necessary.
Results of the corrosion testing indicated a soluble sulfate content ranging from approximately 8 to 32 parts per million (ppm), chloride conten t ranging from 28 to 29 ppm, pH value range of
7.4 to 7.6, and minimum resistivity value ra nging from 13,400 to 15,410 ohm-cm. Note that based on minimum resistivity the soils are considered moderately corrosive to metallic improvements. If improvements that may be su sceptible to corrosion are proposed, it is recommended that further evaluation by a corrosion engineer be performed.
Based on our laboratory test results of representa tive site soil samples, onsite soils should be considered as having a severity categorization of “not applicable” and are designated class “S0” per ACI 318, Table 19.3.1.1 with respect to sulfates. Concrete in direct contact with the onsite soils can be designed according to ACI 318, Table 19.3.2.1 using the “S0” sulfate classification.
L a b o r a t o r y t e s t i n g m a y n e e d t o b e p e r f o r m e d a t t h e c o m p l e t i o n o f g r a d i n g b y t h e p r o j e c t corrosion engineer to further evaluate the as-graded soil corrosivity characteristics, including sulfate, chloride, pH, minimum resistivity, et c. and provide design level recommendations.
Accordingly, revision of the corrosion potential may be needed, should future test results differ substantially from the conditions reported herein. The client and/or other members of the development team should consider this during the design and planning phase of the project and formulate an appropriate course of action.
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4.9 Nonstructural Concrete Flatwork
Nonstructural concrete flatwork (such as walkwa ys, bicycle trails, patio slabs, etc.) has a potential for cracking due to changes in soil vo lume related to soil-moisture fluctuations. To reduce the potential for excessive cracking and li fting, concrete may be designed in accordance with the minimum guidelines outlined in Tabl e 6 below. These guidelines will reduce the potential for irregular cracking and promote cracking along construction joints but will not eliminate all cracking or lifting. Thickening the concrete and/or adding additional reinforcement will further reduce cosmetic distress.
TABLE 6
Nonstructural Concrete Flatwork Guidelines for Very Low Expansion Potential
Community
Sidewalks
ȋζ4 feet wide)
Patios/ Walkways
(adjacent to homes
ε4 feet
wide)
Private
Vehicular
Driveways
City Sidewalk
Curb and
Gutters
Minimum
Thickness (in.) 4 (full) 4 (full) 4 (full) City/Agency
Standard
Presoaking Wet down prior
to placing
Wet down prior
to placing
Wet down prior
to placing
City/Agency
Standard
Reinforcement
No. 3 at 24
inches on
centers
No. 3 at 24
inches on
centers
City/Agency
Standard
Thickened
Edge (in.) 8 x 8 City/Agency
Standard
Crack Control
Joints
Saw cut or deep
open tool joint to
a minimum of 1/3
the concrete
thickness
Saw cut or deep
open tool joint
to a minimum
of 1/3 the
concrete
thickness
Saw cut or deep
open tool joint
to a minimum
of 1/3 the
concrete
thickness
City/Agency
Standard
Maximum
Joint Spacing 5 feet 6 feet
10 feet or
quarter cut
whichever is
closer
City/Agency
Standard
To reduce the potential for driveways to separate from the garage slab, the builder may elect to install dowels to tie these two elements together. Similarly, future homeowners should consider the use of dowels to connect flatwork to the foundation.
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4.10 Geotechnical Plan Review
When available, project plans (g rading, foundation, retaining wall, etc.) should be reviewed by LGC Geotechnical in order to verify our ge otechnical recommendations are implemented.
Updated recommendations and/or additional fieldwork may be necessary.
4.11 Geotechnical Observation and Testing During Construction
The recommendations provided in this report are based on limited subsurface observations and geotechnical analysis. Th e interpolated subsurface conditions should be checked in the field during construction by a representative of LGC Geotechnical. Geotechnical observation and testing is required per Section 1705 of the 2022 CBC.
Geotechnical observation and/or testing should be performed by LGC Geotechnical at the following stages:
x During grading (removal bottoms, fill placement, etc.); x During retaining wall backfill and compaction;
x During utility trench backfill and compaction;
x After presoaking building pads and other concrete-flatwork subgrades, and prior to placement of aggregate base or concrete;
x Preparation of pavement subgrade and placement of aggregate base; x After building and wall footing excavation and prior to placing reinforcement and/or concrete; and
x When any unusual soil conditions are enco untered during any construction operation subsequent to issuance of this report.
Project No. 25041-01 Page 29 June 26, 2025
5.0 LIMITATIONS
Our services were performed using the degree of care and skill ordinarily exercised, under similar circumstances, by reputable soils engineers and geologists practicing in this or similar localities. No other warranty, expressed or implied, is made as to the conclusions and professional advice included in this report.
T h i s r e p o r t i s b a s e d o n d a t a o b t a i n e d f r o m l i m i t e d o b s e r v a t i o n s o f t h e s i t e , w h i c h h a v e b e e n extrapolated to characterize the site. While the scop e of services performed is considered suitable to adequately characterize the site geotechnical conditions relative to the proposed development, no practical evaluation can completely eliminate un certainty regarding the an ticipated geotechnical conditions in connection with a subject site. Variations may exist and conditions not observed or described in this report may be encountered during grading and construction.
T h i s r e p o r t i s i s s u e d w i t h t h e u n d e r s t a n d i n g t h a t i t i s t h e r e s p o n s i b i l i t y o f t h e o w n e r , o r o f h i s / h e r representative, to ensure that the information and recommendations contained herein are brought to the attention of the other consultants (at a minimum the civil engineer, structural engineer, landscape architect) and incorporated into their plans. The contractor should properly implement the recommendations during construction and notify the owner if they consider any of the recommendations presented herein to be unsafe, or unsuitable.
The findings of this report are valid as of the presen t date. However, changes in the conditions of a site can and do occur with the passage of time, whether they be due to natural processes or the works of man on this or adjacent properties. The findings, conclusions, and recommendations presented in this report can be relied upon only if LGC Geotechnical has the opportunity to observe the subsurface c o n d i t i o n s d u r i n g g r a d i n g a n d c o n s t r u c t i o n o f t h e p r o j e c t , i n o r d e r t o c o n f i r m t h a t o u r p r e l i m i n a r y findings are representative for the site. This report is intended exclusively for use by the client, any use of or reliance on this report by a third party shall be at such party’s sole risk.
In addition, changes in applicable or appropriat e standards may occur, whether they result from legislation or the broadening of knowledge. Accordingly, the findings of this report may be invalidated wholly or partially by changes outside our control. Therefore, this report is subject to review and modification.
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Appendix A
References
Project No. 25041-01 A-1 June 26, 2025
APPENDIX A
References
A m e r i c a n C o n c r e t e I n s t i t u t e , 2 0 1 9 , B u i l d i n g C o d e R e q u i r e m e n t s f o r S t r u c t u r a l C o n c r e t e ( A C I 3 1 8 - 1 9 ) and Commentary (ACI 318R-19).
American Society of Civil Engineers (ASCE), 2017, Minimum Design Loads for Buildings and Other Structures, ASCE/SEI 7-16, 2017.
________, 2018, Standard 7-16, Minimum Design Loads for Buildings and Associated Criteria for Buildings and Other Structures, Supplement 1, effective: December 12, 2018.
American Society for Testing and Materials (ASTM), Volume 04.08 Soil and Rock (I): D420 – D5876.
Bray, J.D., and Sancio, R. B., 2006, Assessment of Liquefaction Susceptibility of Fine-Grained Soils, Journal of Geotechnical and Geoenvironmental Engineering , ASCE, pp. 1165-1177, dated September 2006.
California Building Standards Commission, 2022, Ca lifornia Building Code, California Code of Regulations Title 24, Volumes 1 and 2, dated July 2022.
California Department of Transportation (Caltrans), 2020, Highway Design Manual, Updated March 20, 2020.
California Department of Conservation, Division of Mines and Geology (CDMG), 1998, Seismic Hazard Zone Report for the Mt. Wilson 7.5-Minute Quadrangle, Los Angeles County, California, Seismic Hazard Zone Report 030, revised January 13, 2006.
________, 1999, State of California Seismic Hazard Zones, Mt. Wilson Quadrangle, Official Map, scale:
1:24,000, dated March 25, 1999.
California Geological Survey (CGS), 2008, Califo rnia Geological Survey Special Publication 117A:
Guidelines for Evaluating and Mitigating Seismic Hazards in California.
_______, 2017, Earthquake Zones of Required Investig ation, Mount Wilson Quadrangle, dated June 15, 2017.
________, 2018, Special Publication 42: Earthquake Fault Zones, A Guide for Government Agencies, Property Owners/Developers, and Geoscience Practitioners for Assessing Fault Rupture Hazards in California, Revised 2018.
________, 2025, Earthquake Zones of Required Investigation website: CGS Earthquake Zones (ca.gov) ; retrieved June 24, 2025.
County of Los Angeles, 2021, Guidelines for Geot echnical Investigation an d Reporting Low Impact Development Stormwater Infiltration, GS200.1, dated June 30, 2021.
Project No. 25041-01 A-2 June 26, 2025
Diblee, et al, 1998, Geologic Map of the Mount Wilson & Azusa Quadrangles, Los Angeles County, California, Dibblee Geology Center Map #DF-67, Last edited 2010.
Historic Aerials, 2025, vi ewed June 24, 2025, Aerial Maps from 1952 to 2022 https://www.historicaerials.com/.
KTGY, 2025, Conceptual Site Plan, Option 5c, Colorado Place, Arcadia, California, dated May 14, 2025.
Lew, et al, 2010, Seismic Earth Pr essures on Deep Basements, Stru ctural Engineers Association of California (SEAOC) Convention Proceedings.
Pradel, Daniel, 1998, Procedure to evaluate earthquake-induced settlement in dry sandy soils, Journal of Geotechnical and Geoenvironmental Engineering, Volume 124(4), pp. 364-368, dated April and October 1998.
Structural Engineers Association of California (SEAOC), 2025, Seismic Design Maps, Retrieved June 24, 2025, from https://seismicmaps.org/
United States Geological Survey (USGS), 2014, Unif ied Hazard Tool, Dynamic: Conterminous U.S. 2014 (update)(v4.2.0), Retrieved June 24, 2025, from:
https://earthquake.usgs.gov/hazards/interactive/
Appendix B
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Appendix C
Laboratory Test Results
Project No. 25041-01 C-1 June 2025
APPENDIX C
Laboratory Testing Procedures and Test Results
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Sample
Location
Expansion
Index
Expansion
Potential*
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Sample
Location
Description % Passing # 200
Sieve
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Ǧʹ̷͵ͷ ʹͻ
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ǦͶ̷ͳǦͷ ʹͷ
APPENDIX C (Cont’d)
Laboratory Testing Procedures and Test Results
Project No. 25041-01 C-2 June 2025
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ǣ
Sample
Location
Liquid Limit
(%)
Plastic Limit
(%)
Plasticity Index
(%)
USCS Soil
Classification
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Sample
Location Sample Description
Maximum
Dry Density
(pcf)
Optimum
Moisture
Content (%)
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APPENDIX C (Cont’d)
Laboratory Testing Procedures and Test Results
Project No. 25041-01 C-3 June 2025
ǣ
ȋͶͳȌǤ
Ǧ
ǤǤ
Sample
Location
Sulfate Content
(ppm)
Sulfate Exposure
Class *
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Sample Location Chloride Content, ppm
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Sample
Location pH Minimum Resistivity
(ohms-cm)
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ǦͶ̷ͳǦͷ ǤͶ ͳ͵ǡͶͲͲ
Project Name: Tested By: GB/JD Date: 04/17/25
Project No.: Checked By: J. Ward Date: 04/30/25
Boring No.: Depth (ft.):
Sample No.: Sample Type:
Soil Identification:
Sample Diameter (in.): 2.415
Sample Thickness (in.): 1.000
Weight of Sample + ring (g): 191.83
Weight of Ring (g): 44.27
Height after consol. (in.): 0.9688
Before Test
Wt. of Wet Sample+Cont. (g): 177.47
Wt. of Dry Sample+Cont. (g): 169.32
Weight of Container (g): 39.71
Initial Moisture Content (%) 6.3
Initial Dry Density (pcf) 115.5
Initial Saturation (%): 37
Initial Vertical Reading (in.) 0.1162
After Test
Wt. of Wet Sample+Cont. (g): 256.34
Wt. of Dry Sample+Cont. (g): 237.37
Weight of Container (g): 57.28
Final Moisture Content (%) 13.97
Final Dry Density (pcf): 116.6
Final Saturation (%): 85
Final Vertical Reading (in.) 0.1507
Specific Gravity (assumed): 2.70
Water Density (pcf): 62.43
0.10 0.1165 0.9997 0.00 0.03 0.459 0.03
0.25 0.1190 0.9972 0.05 0.28 0.457 0.23
0.50 0.1209 0.9953 0.12 0.47 0.455 0.35
1.00 0.1247 0.9916 0.21 0.84 0.451 0.63
1.00 0.1250 0.9912 0.21 0.88 0.450 0.67
2.00 0.1286 0.9877 0.31 1.24 0.446 0.92
4.00 0.1346 0.9816 0.41 1.84 0.439 1.43
8.00 0.1437 0.9726 0.52 2.75 0.427 2.23
16.00 0.1603 0.9560 0.64 4.41 0.405 3.77
8.00 0.1589 0.9573 0.59 4.27 0.406 3.68
4.00 0.1573 0.9590 0.53 4.11 0.408 3.58
1.00 0.1531 0.9631 0.39 3.69 0.412 3.30
0.50 0.1507 0.9655 0.33 3.45 0.41 3.120
ONE-DIMENSIONAL CONSOLIDATION
ASTM D 2435
25041-01
Arcadia
Deformation
% of Sample
Thickness
Final
Reading
(in.)
PROPERTIES of SOILS
Ring
Void
Ratio
Pressure
(p)
(ksf) Time Dial Rdgs.
(in.)Date
Apparent
Thickness
(in.)
Load
Compliance
(%)
HS-2
R-2
Square
Root of
Time
Corrected
Deforma-
tion (%)
Olive brown silty sand (SM)
Time Readings
Elapsed
Time (min)
7.5 0.400
0.410
0.420
0.430
0.440
0.450
0.460
0.470
0.10 1.00 10.00
100.
Void Ratio
Pressure, p (ksf)
Inundate with
Tap water
Consol HS-2, R-2 @ 7.5
Initial Final Initial Final Initial Final Initial Final Soil Identification:
Boring
No.
Sample
No.
Depth
(ft.)
Moisture
Content (%)
ONE-DIMENSIONAL CONSOLIDATION
PROPERTIES of SOILS
ASTM D 2435
14.0 116.6HS-2 R-2 6.3
Olive brown silty sand (SM)
Project No.:
Arcadia
04-25
25041-01
Time Readings
0.414 37 85115.5
Degree of
Saturation (%)Dry Density (pcf)
0.460
Void Ratio
7.5 0.0000
0.2000
0.4000
0.6000
0.8000
1.0000
1.2000
0.1 1.0
Deformation Dial Reading (in.)
Log of Time (min.)
0.00 0.50
1.00 1.50
2.00 2.50
3.00 3.50
4.00 0.10 1.00 10.00 100.00
Deformation (%)
Pressure, p (ksf)
0.0000
0.2000
0.4000
0.6000
0.8000
1.0000
1.2000
0.0 10.0
Square Root of Time (min.1/2)
Inundate with
Tap water
Project Name: Arcadia Tested By: G. Bathala Date: 04/23/25 Project No.: 25041-01 Checked By: J. Ward Date: 04/30/25 Boring No.: Sample Type: 90% Remold
Sample No.: Depth (ft.): 1-5
Soil Identification:
2.415 2.415 2.415
1.000 1.000 1.000
199.35 196.45 199.23
45.39 42.26 44.97
Before Shearing
218.81 218.81 218.81
207.98 207.98 207.98
77.77 77.77 77.77
0.2626 0.2739 0.0000
0.2713 0.2884 -0.0245
After Shearing
225.12 217.32 209.92
207.21 199.34 192.80
67.40 59.14 52.64
2.70 2.70 2.70
62.43 62.43 62.43
HS-2
Dark brown silty sand (SM)
Sample Diameter(in):
Weight of Wet Sample+Cont.(gm):
Vertical Rdg.(in): Final
Vertical Rdg.(in): Initial
Sample Thickness(in.):
Weight of Sample + ring(gm):
B-1
',5(&76+($57(67
&RQVROLGDWHG'UDLQHG$670'
Water Density(pcf):
Specific Gravity (Assumed):
Weight of Container(gm):
Weight of Dry Sample+Cont.(gm):
Weight of Ring(gm):
Weight of Container(gm):
Weight of Dry Sample+Cont.(gm):
Weight of Wet Sample+Cont.(gm):
DS HS-2, B-1 @ 1-5
Normal Stress (kip/ft²)
Peak Shear Stress (kip/ft²)
Shear Stress @ End of Test (ksf)
Deformation Rate (in./min.)
Initial Sample Height (in.)
Diameter (in.)
Initial Moisture Content (%)
Dry Density (pcf)
Saturation (%)
Soil Height Before Shearing (in.)
Final Moisture Content (%)
04-25
Project No.: 25041-01
Sample Type:
90% Remold
Dark brown silty sand (SM)
52.7 0.9913
12.8 Arcadia',5(&76+($57(675(68/76
&RQVROLGDWHG'UDLQHG$670'
53.1 0.9755
12.2 1.000
0.912
0.777
0.0033
1.000
2.415
1.000
2.415
2.000
1.625
1.449
0.0033
4.000
3.122
2.804
0.0033
53.0 0.9855
12.8 Soil Identification:
8.32 118.4
8.32 118.2 118.4
1.000
2.415
8.32 Boring No.
Sample No.
Depth (ft)
HS-2
B-1
1-5
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DS HS-2, B-1 @ 1-5
Project Name: MWIG - Arcadia Tested By: J. Domingo Date: 06/04/25 Project No.: 25041-01 Checked By: J. Ward Date: 06/12/25 Boring No.: Sample Type: Ring
Sample No.: Depth (ft.): 7.5
Soil Identification:
2.415 2.415 2.415
1.000 1.000 1.000
175.86 176.56 178.72
45.03 45.39 42.81
Before Shearing
172.82 172.82 172.82
165.19 165.19 165.19
67.11 67.11 67.11
0.2737 0.2863 0.0000
0.2903 0.3168 -0.0573
After Shearing
193.66 199.08 201.22
166.85 174.96 180.45
49.74 56.35 57.05
2.70 2.70 2.70
62.43 62.43 62.43
',5(&76+($57(67
&RQVROLGDWHG'UDLQHG$670'
Water Density(pcf):
Specific Gravity (Assumed):
Weight of Container(gm):
Weight of Dry Sample+Cont.(gm):
Weight of Ring(gm):
Weight of Container(gm):
Weight of Dry Sample+Cont.(gm):
Weight of Wet Sample+Cont.(gm):
HS-4
Brown silty sand with gravel (SM)g
Sample Diameter(in):
Weight of Wet Sample+Cont.(gm):
Vertical Rdg.(in): Final
Vertical Rdg.(in): Initial
Sample Thickness(in.):
Weight of Sample + ring(gm):
R-2
DS HS-4, R-2 @ 7.5
Normal Stress (kip/ft²)
Peak Shear Stress (kip/ft²)
Shear Stress @ End of Test (ksf)
Deformation Rate (in./min.)
Initial Sample Height (in.)
Diameter (in.)
Initial Moisture Content (%)
Dry Density (pcf)
Saturation (%)
Soil Height Before Shearing (in.)
Final Moisture Content (%)
104.9
1.000
2.415
7.78 Boring No.
Sample No.
Depth (ft)
HS-4
R-2
7.5 31.6
0.9695
20.3 Soil Identification:
7.78 101.2
7.78 101.0
1.185
0.0033
4.000
2.842
2.836
0.0033
1.000
0.742
0.732
0.0033
1.000
2.415
1.000
2.415
2.000
1.191
31.4 0.9834
22.9 MWIG - Arcadia
',5(&76+($57(675(68/76
&RQVROLGDWHG'UDLQHG$670'
34.6 0.9427
16.8 06-25
Project No.: 25041-01
Sample Type:
Ring
Brown silty sand with gravel
(SM)g
6KHDU6WUHVV
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DS HS-4, R-2 @ 7.5
Appendix D
Infiltration Test Results
ǣ
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ͳ ͻǣͳͲ ͻǣͶͲ ͵ͲǤͲ ǤͲͲ Ǥͷͺ ͲǤͷͺ Ǥ͵ ͲǤ
ʹ ͻǣͶͳ ͳͲǣͳͳ ͵ͲǤͲ ǤͲͲ Ǥͷͺ ͲǤͷͺ Ǥ͵ ͲǤ
͵ ͳͲǣͳͺ ͳͲǣͶͺ ͵ͲǤͲ ǤͲʹ Ǥͳ ͲǤͷͻ Ǥͷͻ ͲǤ
Ͷ ͳͲǣͷͲ ͳͳǣʹͲ ͵ͲǤͲ Ǥͻͺ Ǥͷ͵ ͲǤͷͷ Ǥ ͲǤ
ͷ ͳͳǣʹʹ ͳͳǣͷʹ ͵ͲǤͲ ǤͲʹ Ǥͳ ͲǤͷͻ Ǥͷͻ ͲǤͺ
ͳͳǣͷͶ ͳʹǣʹͶ ͵ͲǤͲ Ǥͻͺ Ǥͷʹ ͲǤͷͶ Ǥ ͲǤ
ͲǤ
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ǦȀǦ
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Ǧ ͺǣͶͶ ͻǣͲ ʹʹǤͲ ͳʹǤͲͷ ͳͷ ʹǤͻͷ
ͳ ͻǣͲ ͻǣͳ ͳͲǤͲ ͳͳǤͲ ͳ͵Ǥͺ͵ ʹǤͳ͵ Ǥʹ ǤͶ
ʹ ͻǣʹͲ ͻǣ͵͵ ͳ͵ǤͲ ͳͳǤͻͷ ͳͶǤ͵ͷ ʹǤͶͲ ǤͶ Ǥͻ
͵ ͻǣ͵ͺ ͻǣͶͺ ͳͲǤͲ ͳͳǤͻ͵ ͳ͵ǤͺͶ ͳǤͻͳ Ǥͺ Ǥͳ
Ͷ ͻǣͷͲ ͳͲǣͲͲ ͳͲǤͲ ͳͳǤͻʹ ͳ͵Ǥͺͺ ͳǤͻ ǤͺͲ Ǥʹ
ͷ ͳͲǣͲ͵ ͳͲǣͳ͵ ͳͲǤͲ ͳͳǤͻͶ ͳ͵ǤͺͲ ͳǤͺ Ǥ Ǥͻ
ͳͲǣͳͷ ͳͲǣʹͷ ͳͲǤͲ ͳͳǤͻͲ ͳ͵ǤͶ ͳǤͺͶ ǤͺͶ Ǥͺ
ͳͲǣʹͺ ͳͲǣ͵ͺ ͳͲǤͲ ͳͳǤͻͶ ͳ͵Ǥ ͳǤͺ͵ Ǥ Ǥͺ
ͺ ͳͲǣͶͳ ͳͲǣͷͳ ͳͲǤͲ ͳͳǤͻ͵ ͳ͵Ǥͺ ͳǤͺͷ Ǥͺ Ǥͻ
ͻ ͳͲǣͷͶ ͳͳǣͲͶ ͳͲǤͲ ͳͳǤͻʹ ͳ͵Ǥͺʹ ͳǤͻͲ ǤͺͲ ǤͲ
ͳͲ ͳͳǣͲ ͳͳǣͳ ͳͲǤͲ ͳͳǤͻͺ ͳ͵Ǥͺͳ ͳǤͺ͵ Ǥ Ǥͻ
ͳͳ ͳͳǣʹͲ ͳͳǣ͵Ͳ ͳͲǤͲ ͳͳǤͻʹ ͳ͵Ǥͺ ͳǤͺͺ ǤͺͲ Ǥͻ
ͳʹ ͳͳǣ͵͵ ͳͳǣͶ͵ ͳͲǤͲ ͳͳǤͻʹ ͳ͵Ǥͺ ͳǤͺͺ ǤͺͲ Ǥͻ
Ǥͻ
ǣ ǣ
ȋ
Ȍ
ǡ
ͳ͵ͳ
ǡǡͻʹʹǤȋͻͶͻȌ͵ͻǦͳͶͳ
ǣ
Ǧ
ǣ ʹͷͲͶͳǦͲͳ
ǣ ͶȀͳͷȀʹͲʹͷ
Ǧʹ
ȋȌȗǣ ȋȌǣ
ȋ
Ȍǣ ȋȌǣ
ȋ
Ȍǣ ȋȌǣ
ȗ
ǣȀʹʹȀʹͲʹ͵
͵Ͳ
Ǥ
ȋʹͶǣ
Ȍ
ȋʹͶǣ
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ǡ
ȋȌ
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ȋȌ
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ȋȌ
ǡ
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ḭ̑ʹȌ
ȋȀȌ
ǣͲȀʹͲʹͳ
>ŽĐĂƚŝŽŶ͗
dĞƐƚŚŽůĞĚŝŵĞŶƐŝŽŶƐ;ŝĨĐŝƌĐƵůĂƌͿ
ϭϱ
ϴ
ϯ
WƌĞͲ^ŽĂŬͬWƌĞͲdĞƐƚ
EŽ͘ ^ƚĂƌƚdŝŵĞ
;Ϯϰ͗,ZͿ
^ƚŽƉdŝŵĞ
;Ϯϰ͗,ZͿ
dŝŵĞ/ŶƚĞƌǀĂů
;ŵŝŶͿ
/ŶŝƚŝĂůĞƉƚŚƚŽ
tĂƚĞƌ;ĨĞĞƚͿ
&ŝŶĂůĞƉƚŚ
ƚŽtĂƚĞƌ;ĨĞĞƚͿ
dŽƚĂůŚĂŶŐĞ
ŝŶtĂƚĞƌ>ĞǀĞů
;ĨĞĞƚͿ
WƌĞͲdĞƐƚ ϳ͗Ϯϯ ϳ͗ϱϯ ϯϬ͘Ϭ ϭϯ͘ϵϵ ϭϰ͘ϳϵ Ϭ͘ϴ
DĂŝŶdĞƐƚĂƚĂ
ϭ ϳ͗ϱϴ ϴ͗Ϯϴ ϯϬ͘Ϭ ϭϭ͘ϵϭ ϭϰ͘ϯϴ Ϯ͘ϰϳ ϲ͘ϴϮ ϯ͘Ϭ
Ϯ ϴ͗ϯϮ ϴ͗ϰϮ ϭϬ͘Ϭ ϭϭ͘ϵϲ ϭϯ͘ϱϵ ϭ͘ϲϯ ϲ͘ϳϮ ϲ͘ϭ
ϯ ϴ͗ϰϱ ϴ͗ϱϱ ϭϬ͘Ϭ ϭϭ͘ϵϱ ϭϯ͘ϰϳ ϭ͘ϱϮ ϲ͘ϳϰ ϱ͘ϳ
ϰ ϴ͗ϱϳ ϵ͗Ϭϳ ϭϬ͘Ϭ ϭϭ͘ϵϲ ϭϯ͘ϰϰ ϭ͘ϰϴ ϲ͘ϳϮ ϱ͘ϱ
ϱ ϵ͗Ϭϵ ϵ͗ϭϵ ϭϬ͘Ϭ ϭϭ͘ϵϱ ϭϯ͘ϰϵ ϭ͘ϱϰ ϲ͘ϳϰ ϱ͘ϳ
ϲ ϵ͗ϮϮ ϵ͗ϯϮ ϭϬ͘Ϭ ϭϭ͘ϵϲ ϭϯ͘ϰϭ ϭ͘ϰϱ ϲ͘ϳϮ ϱ͘ϰ
ϳ ϵ͗ϯϰ ϵ͗ϰϰ ϭϬ͘Ϭ ϭϭ͘ϵϵ ϭϯ͘ϯϴ ϭ͘ϯϵ ϲ͘ϲϱ ϱ͘ϯ
ϴ ϵ͗ϰϱ ϵ͗ϱϱ ϭϬ͘Ϭ ϭϭ͘ϵϴ ϭϯ͘ϰϰ ϭ͘ϰϲ ϲ͘ϲϳ ϱ͘ϱ
ϵ ϵ͗ϱϴ ϭϬ͗Ϭϴ ϭϬ͘Ϭ ϭϭ͘ϵϱ ϭϯ͘ϰϳ ϭ͘ϱϮ ϲ͘ϳϰ ϱ͘ϳ
ϭϬ ϭϬ͗ϭϮ ϭϬ͗ϮϮ ϭϬ͘Ϭ ϭϭ͘ϵϲ ϭϯ͘ϰϮ ϭ͘ϰϲ ϲ͘ϳϮ ϱ͘ϱ
ϭϭ ϭϬ͗Ϯϰ ϭϬ͗ϯϰ ϭϬ͘Ϭ ϭϭ͘ϵϱ ϭϯ͘ϰϬ ϭ͘ϰϱ ϲ͘ϳϰ ϱ͘ϰ
ϭϮ ϭϬ͗ϯϲ ϭϬ͗ϰϲ ϭϬ͘Ϭ ϭϭ͘ϵϭ ϭϯ͘ϯϮ ϭ͘ϰϭ ϲ͘ϴϮ ϱ͘Ϯ
ϭϯ ϭϬ͗ϱϵ ϭϭ͗Ϭϵ ϭϬ͘Ϭ ϭϭ͘ϵϳ ϭϯ͘ϯϵ ϭ͘ϰϮ ϲ͘ϳϬ ϱ͘ϯ
ϭϰ ϭϭ͗ϭϮ ϭϭ͗ϮϮ ϭϬ͘Ϭ ϭϭ͘ϵϲ ϭϯ͘ϯϳ ϭ͘ϰϭ ϲ͘ϳϮ ϱ͘ϯ
ϭϱ ϭϭ͗Ϯϰ ϭϭ͗ϯϰ ϭϬ͘Ϭ ϭϭ͘ϵϳ ϭϯ͘ϯϱ ϭ͘ϯϴ ϲ͘ϳϬ ϱ͘Ϯ
ϭϲ ϭϭ͗ϯϲ ϭϭ͗ϰϲ ϭϬ͘Ϭ ϭϭ͘ϵϱ ϭϯ͘ϰ ϭ͘ϰϱ ϲ͘ϳϰ ϱ͘ϰ
ϱ͘ϯ
d
d
^ŬĞƚĐŚ͗ EŽƚĞƐ͗
ZĂǁ
WĞƌĐŽůĂƚŝŽŶ
ZĂƚĞ;ŝŶͬŚƌͿ
/ŶĨŝůƚƌĂƚŝŽŶZĂƚĞ
&ĂĐƚŽƌŽĨ^ĂĨĞƚLJ
ĞƐŝŐŶ/ŶĨŝůƚƌĂƚŝŽŶZĂƚĞ
ĂƐĞĚŽŶ'ƵŝĚĞůŝŶĞƐĨƌŽŵ͗>ŽƵŶƚLJĚĂƚĞĚϬϲͬϮϬϮϭ
^ƉƌĞĂĚƐŚĞĞƚZĞǀŝƐĞĚŽŶ͗ϲͬϮϮͬϮϬϮϯ
ŽŵŵĞŶƚƐ
dƌŝĂůEŽ͘ ^ƚĂƌƚdŝŵĞ
;Ϯϰ͗,ZͿ
^ƚŽƉdŝŵĞ
;Ϯϰ͗,ZͿ
dŝŵĞ/ŶƚĞƌǀĂů͕
Δƚ;ŵŝŶͿ
/ŶŝƚŝĂůĞƉƚŚƚŽ
tĂƚĞƌ͕Ž
;ĨĞĞƚͿ
&ŝŶĂůĞƉƚŚƚŽ
tĂƚĞƌ͕Ĩ
;ĨĞĞƚͿ
ŚĂŶŐĞŝŶ
tĂƚĞƌ>ĞǀĞů͕
Δ;ĨĞĞƚͿ
^ƵƌĨĂĐĞƌĞĂŽĨ
dĞƐƚ^ĞĐƚŝŽŶ
;ĨĞĞƚΔϮͿ
ΎŵĞĂƐƵƌĞĚĂƚƚŝŵĞŽĨƚĞƐƚ
ŽƌŝŶŐĞƉƚŚ;ĨĞĞƚͿΎ͗ WŝƚĞƉƚŚ;ĨĞĞƚͿ͗
ŽƌŝŶŐŝĂŵĞƚĞƌ;ŝŶĐŚĞƐͿ͗ Wŝƚ>ĞŶŐƚŚ;ĨĞĞƚͿ͗
WŝƉĞŝĂŵĞƚĞƌ;ŝŶĐŚĞƐͿ͗ WŝƚƌĞĂĚƚŚ;ĨĞĞƚͿ͗
ĂƚĞ͗ ϱͬϮϵͬϮϬϮϱ
/Ͳϯ
dĞƐƚƉŝƚĚŝŵĞŶƐŝŽŶƐ;ŝĨƌĞĐƚĂŶŐƵůĂƌͿ
/ŶĨŝůƚƌĂƚŝŽŶdĞƐƚĂƚĂ^ŚĞĞƚ
>''ĞŽƚĞĐŚŶŝĐĂů͕/ŶĐ
ϭϯϭĂůůĞ/ŐůĞƐŝĂ^ƵŝƚĞ͕^ĂŶůĞŵĞŶƚĞ͕ϵϮϲϳϮƚĞů͘;ϵϰϵͿϯϲϵͲϲϭϰϭ WƌŽũĞĐƚEĂŵĞ͗ Dt/'ͲƌĐĂĚŝĂ
WƌŽũĞĐƚEƵŵďĞƌ͗ ϮϱϬϰϭͲϬϭ
>ŽĐĂƚŝŽŶ͗
dĞƐƚŚŽůĞĚŝŵĞŶƐŝŽŶƐ;ŝĨĐŝƌĐƵůĂƌͿ
ϭϱ
ϴ
ϯ
WƌĞͲ^ŽĂŬͬWƌĞͲdĞƐƚ
EŽ͘ ^ƚĂƌƚdŝŵĞ
;Ϯϰ͗,ZͿ
^ƚŽƉdŝŵĞ
;Ϯϰ͗,ZͿ
dŝŵĞ/ŶƚĞƌǀĂů
;ŵŝŶͿ
/ŶŝƚŝĂůĞƉƚŚƚŽ
tĂƚĞƌ;ĨĞĞƚͿ
&ŝŶĂůĞƉƚŚ
ƚŽtĂƚĞƌ;ĨĞĞƚͿ
dŽƚĂůŚĂŶŐĞ
ŝŶtĂƚĞƌ>ĞǀĞů
;ĨĞĞƚͿ
WƌĞͲdĞƐƚ ϴ͗Ϭϳ ϴ͗ϯϳ ϯϬ͘Ϭ ϭϮ͘ϭϱ ϭϰ͘Ϯ Ϯ͘Ϭϱ
DĂŝŶdĞƐƚĂƚĂ
ϭ ϴ͗ϯϵ ϴ͗ϰϵ ϭϬ͘Ϭ ϭϭ͘ϰϰ ϭϮ͘ϵϰ ϭ͘ϱϬ ϳ͘ϴϭ ϰ͘ϴ
Ϯ ϴ͗ϱϬ ϵ͗ϬϬ ϭϬ͘Ϭ ϭϭ͘ϵϯ ϭϯ͘Ϭϵ ϭ͘ϭϲ ϲ͘ϳϴ ϰ͘ϯ
ϯ ϵ͗ϬϮ ϵ͗ϭϮ ϭϬ͘Ϭ ϭϭ͘ϴϱ ϭϮ͘ϵϮ ϭ͘Ϭϳ ϲ͘ϵϱ ϯ͘ϵ
ϰ ϵ͗ϭϰ ϵ͗ϱϬ ϯϲ͘Ϭ ϭϭ͘ϵϱ ϭϰ͘Ϭϳ Ϯ͘ϭϮ ϲ͘ϳϰ Ϯ͘Ϯ
ϱ ϵ͗ϱϯ ϭϬ͗Ϭϯ ϭϬ͘Ϭ ϭϭ͘ϴϬ ϭϮ͘ϵϴ ϭ͘ϭϴ ϳ͘Ϭϱ ϰ͘Ϯ
ϲ ϭϬ͗Ϭϱ ϭϬ͗ϭϱ ϭϬ͘Ϭ ϭϭ͘ϵϯ ϭϯ͘ϬϬ ϭ͘Ϭϳ ϲ͘ϳϴ ϰ͘Ϭ
ϳ ϭϬ͗ϭϴ ϭϬ͗Ϯϴ ϭϬ͘Ϭ ϭϭ͘ϵϴ ϭϯ͘ϭϬ ϭ͘ϭϮ ϲ͘ϲϳ ϰ͘Ϯ
ϴ ϭϬ͗ϯϮ ϭϬ͗ϰϮ ϭϬ͘Ϭ ϭϭ͘ϵϳ ϭϯ͘ϭϮ ϭ͘ϭϱ ϲ͘ϳϬ ϰ͘ϯ
ϵ ϭϭ͗Ϭϲ ϭϭ͗ϭϲ ϭϬ͘Ϭ ϭϭ͘ϴϮ ϭϮ͘ϴϮ ϭ͘ϬϬ ϳ͘Ϭϭ ϯ͘ϲ
ϭϬ ϭϭ͗ϭϴ ϭϭ͗Ϯϴ ϭϬ͘Ϭ ϭϭ͘ϵϱ ϭϮ͘ϴϲ Ϭ͘ϵϭ ϲ͘ϳϰ ϯ͘ϰ
ϭϭ ϭϭ͗ϯϬ ϭϭ͗ϰϬ ϭϬ͘Ϭ ϭϭ͘ϵϳ ϭϮ͘ϵϵ ϭ͘ϬϮ ϲ͘ϳϬ ϯ͘ϴ
ϭϮ ϭϭ͗ϰϯ ϭϭ͗ϱϯ ϭϬ͘Ϭ ϭϭ͘ϵϴ ϭϯ͘Ϭϰ ϭ͘Ϭϲ ϲ͘ϲϳ ϰ͘Ϭ
ϭϯ ϭϭ͗ϱϳ ϭϮ͗Ϭϳ ϭϬ͘Ϭ ϭϭ͘ϵϯ ϭϯ͘Ϭϱ ϭ͘ϭϮ ϲ͘ϳϴ ϰ͘Ϯ
ϭϰ ϭϮ͗Ϭϵ ϭϮ͗ϭϵ ϭϬ͘Ϭ ϭϭ͘ϵϱ ϭϯ͘ϭϬ ϭ͘ϭϱ ϲ͘ϳϰ ϰ͘ϯ
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Appendix E
General Earthwork & Grading Specifications
for Rough Grading
General Earthwork and Grading Specifications for Rough Grading
1.0 General
1.1 Intent
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1.2 The Geotechnical Consultant of Record
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1.3 The Earthwork Contractor
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2.0 Preparation of Areas to be Filled
2.1 Clearing and Grubbing
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2.2 Processing
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2.3 Ove r-excavation
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2.4 Benching
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2.5 Evaluation/Acceptance of Fill Areas
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3.0 Fill Material
3.1 General
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3.2 Oversize
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3.3 Import
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4.0 Fill Placement and Compaction
4.1 Fill Layers
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General Earthwork and Grading Specifications for Rough Grading Page 4
4.6 Frequency of Compaction Testing
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4.7 Compaction Test Locations
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5.0 Subdrain Installation
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