Sacramento City Council
November 18, 2025

Prepared By:

Wood Rodgers Inc.

METRO AIR

POWER LINE ROAD

LONE TREE ROAD

BAYOU WAY
INTERSTATE - 5

INTERNATIONAL

AIRPORT

SACRAMENTO

WESTLAKE

10.4± AC

INTERCHANGE
INTERSTATE 5

GREENBRIAR
PARK

METRO AIR
PARK

BAYOU ROAD
NORTH 200
0 400
800

AIRPORT SOUTH INDUSTRIAL

CITY OF SACRAMENTO, CALIFORNIA

EXISTING WATER FACILITIES

EXHIBIT D
BUILDING RELATIONSHIPS ONE PROJECT AT A TIME3301 C St, Bldg. 100-B Tel 916.341.7760Sacramento, CA 95816 Fax 916.341.7767 3:1 SLOPES INTERSTATE 5 INTERSTATE 5

METRO AIR PRKWY

DETENTION
BASIN
SOUTH BAYOU WAY OLD S. BAYOU RW TBA FUTURE IND FUTURE IND ISGUR CAMPBELL TO BE ABANDONED POWER LINE ROAD 620'x1,940' 1,202,800± SF BUILDING NO. 2 620'x1,940' 1,202,800± SF BUILDING NO. 4 620'x1,423' 882,260± SF BUILDING NO. 1 620'x1,123' 696,260± SF BUILDING NO. 3 620'x1,136' 704,320± SF BUILDING NO. 5 PROPOSED ACCESS EASEMENT & PUE TO BE ABANDONED LOT D DETENTION BASIN LOT C DETENTION BASIN LOT B DETENTION BASIN DETENTION BASIN LOT A DETENTION BASIN PARCEL 11 PATEL FUT. IND PARCEL 6C C-2 3.0 ± AC. (N) PARCEL 7C C-2 1.3 ± AC. (N) PARCEL 1 INDUSTRIAL 47.7 ± AC. (N) PARCEL 2 INDUSTRIAL 53.4 ± AC. (N) PARCEL 3 INDUSTRIAL 34.4 ± AC. (N) PARCEL 4 INDUSTRIAL 54.7 ± AC. (N) PARCEL 5 INDUSTRIAL 45.4 ± AC. (N) PARCEL 8 FUTURE INDUSTRIAL 64.3 ± AC. (N) PARCEL 9 6.5 ± AC. (N) 0.7 ± AC. (N) 4.6 ± AC. (N) 6.9 ± AC. (N) PARCEL 10 8.5 ± AC. (N) 5.1 ± AC. (BASIN) 54.9 ± AC. (N) 40.6 ± AC. (BASIN) 12.1 ± AC. (N) 6.3 ± AC. (BASIN) 10.5 ± AC. (N) 3.5 ± AC. (BASIN) SOUTH BAYOU WAY SOUTH BAYOU WAY 2.3 ± AC. (N) LOT E BUFFER "A" DRIVE AIRPORT SOUTH INDUSTRIAL DRIVE CALTRANS TO BE ABANDONED 37.9 ± AC. (N) CALTRANS ROW 6,690± SF 4,050± SF LOT F SEWER PUMP STATION 0.5 ± AC. (N) LOT G DRAINAGE PUMP STATION 0.4 ± AC. (N) PARCEL 6A C-2 2.1 ± AC. (N) 3,200± SF PARCEL 6B C-2 1.5 ± AC. (N) 3,200± SF PARCEL 7B C-2 1.5 ± AC. (N) 3,200± SF PARCEL 7A C-2 4.0 ± AC. (N) 60,600± SF COUNTY OF SACRAMENTO 201-0291-026 RIVER ROCK INVESTMENTS LLC 201-1020-055 COUNTY OF SACRAMENTO 225-0010-021 RECLAMATION DISTRICT 1000 225-0010-034 COUNTY OF SACRAMENTO 225-0010-021 COUNTY OF SACRAMENTO 225-0010-017 COUNTY OF SACRAMENTO 225-0010-009 COUNTY OF SACRAMENTO 225-0010-010 COUNTY OF SACRAMENTO 225-0010-011 COUNTY OF SACRAMENTO 225-0010-013 NP MAP AND LAND HOLDINGS LLC 225-0010-015 NP MAP AND LAND HOLDINGS LLC 225-0010-014 NATOMAS BASIN CONSERVANCY 225-0020-013 NATOMAS BASIN CONSERVANCY 225-0020-012 RECLAMATION DISTRICT 1000 225-0030-012 DHR CAPITAL LLC 225-0030-060

CITY OF SACRAMENTO
225-1480-053
CITY OF SACRAMENTO 225-1480-056 CITY OF SACRAMENTO 225-1480-020 STATE OF CALIFORNIA 225-0030-050 GRAND STAFF 2010 TRUST 225-1590-008 MENGI 225-1590-009 BRAH 225-1590-010 MONTEMAYOR 225-1590-011 BASSI 225-1590-012 MITROS 225-1590-013 HENDERSON 225-1590-014 THOMAS 225-1590-015 GARTNER 225-1590-016 WILLIAM J & RITA J BOWEN 2007 REVOCABLE TRUST 225-1590-017 BUTTERMAN 225-1590-018 MOIN 225-1590-019 DURETTE 225-1590-020 CHU 225-1590-021 HUANG 225-1590-022 MOMOH 225-1590-023 MAYO 225-1590-024 JOHN 225-1590-025 MCARDLE 225-1590-026 225-1830-009 CLYDE 225-1830-010 FONG 225-1830-011 AHMADI FRIES 225-1830-008 WINNCREST NATOMAS LLC 225-1480-024 COUNTY OF SACRAMENTO 201-1020-092 COUNTY OF SACRAMENTO 201-1020-090 KOSAREFF 201-1020-147 RIVER ROCK INVESTMENTS LLC 201-1020-140 RIVER ROCK INVESTMENTS LLC 201-1020-139 WILLIAM LINN 201-1020-030 LINN JUNE C 1999 TRUST 201-1020-056 GREENBRIAR PROJECT OWNER LLC 201-0300-183 GREENBRIAR PHASE 2 LLC 201-1510-025 RECLAMATION DISTRICT 1000 225-0020-011 255' 125' 125' 255' 125' 209' 125' 230' 125' 125' 125' EXHIBIT E PROPOSED CITY/COUNTY WATER SYSTEM AIRPORT SOUTH INDUSTRIAL CITY OF SACRAMENTO, CALIFORNIA THIS SITE PLAN IS FOR PRELIMINARY PLANNING PURPOSES ONLY AND SUBJECT TO CHANGE PRIOR TO FINAL APPROVAL. LEGEND EXISTING COUNTY T-MAIN (ZONE 50) PROPOSED 12" CITY DISTRIBUTION MAIN WESTLAKE 8" WATER LINE PROPOSED JUNCTION PROPOSED WESTLAKE CONNECTION COUNTY 30" WATER LINE (TO CITY) BUILDING RELATIONSHIPS ONE PROJECT AT A TIME 3301 C St, Bldg. 100-B Tel 916.341.7760 200 Sacramento, CA 95816 Fax 916.341.7767 0 400 NORTH 800 APPROXIMATE METERING STATION RELOCATION PROPOSED 12" CONNECTION TO CITY SYSTEM !
!
!
18 24
24 18
18 18
18 18
18 18
18 18
18 18
2 4
24 2
4 2
4 24
24 2
4 24
24 24
24 24
24 2
4 24
30 30
30 3
0 30
3 6
3 6
3 6
3 6
3 6
3 6
Elkhorn Reservoir
El Centro Reservoir
Capital Gateway Reservior
Legend
! Reservoirs
Existing Water Mains
Proposed Water Mains
Project Boundary
Parcels
City Limits
0 750 1,500
Feet

SACRAMENTO, CALIFORNIA
NORTH
30-inch Point of
Connection
3 MG Storage
Firm 7 MGD Pumping Capacity
Total 11 MGD Pumping Capacity
3 MG Storage
Firm 9 MGD Pumping Capacity
Total 13 MGD Pumping Capacity
3 MG Storage
Firm 15 MGD Pumping Capacity
Total 20 MGD Pumping Capacity
Future 24" Transmission Main
(East Commerce to Natomas Blvd.)
Included in Hydraulic Boundary Conditions
Greenbriar
Project Site
Future 24" Transmission Main
Not Included in Hydraulic
Boundary Conditions
Future 18" Transmission Main
Not Included in Hydraulic
Boundary Conditions

AIRPORT SOUTH INDUSTRIAL EXHIBIT
M
M
>
!( >
!(
!( !( !( !(
!(
!( !(
!(
!(
!(
!(
!(
!(
!(
!(
!( !( !(
!(
!(
!(
!(
!(
P1860
P1856
P1836
P1698
P1924
P1838
P179
P1814 P1768 2
P1922
P1804
P1852
P1786
P1774
P1858
P1848
P1834
P1824
P1794
P1850
P1676
P1784
P1854
P1758
P1704
P1710
P1700
P1756
P1802 P1770
P1832
GB-1778
ASI-102
ASI-116 ASI-114
ASI-120
ASI-134
ASI-142
ASI-152
ASI-154
ASI-156
ASI-158
ASI-170
ASI-172
ASI-176
ASI-178
ASI-184
ASI-186
ASI-190 ASI-192 ASI-194
ASI-204
ASI-206
ASI-212
ASI-214
ASI-216
Sources: Esri, HERE, Garmin, USGS, Intermap, INCREMENT P, NRCan, Esri Japan, METI, Esri China (Hong Kong), Esri Korea, Esri (Thailand), NGCC, (c) OpenStreetMap contributors, and the GIS User Community 0 300 600 1,200
Feet

AIRPORT SOUTH INDUSTRIAL

SYSTEM LAYOUT

SACRAMENTO, CALIFORNIA
MAY 2023
J:\3000-s\3909_Airport_South_Ind\Airport_South_Ind_OA\Civil\Studies\Water\WaterModel\_Updated Water Study\Water Study_04242023.mxd 5/2/2023 11:25:03 AM dvalencia NORTH

FIGURE G
M
M
>
>

48.63 45.03 48.28

49.1 39.74

43.78 32.12

25.99 26.37

27.02 40.38

50.76 51.95

39.4 43.93

46.78 33.71

48.36 44.69
Sources: Esri, HERE, Garmin, USGS, Intermap, INCREMENT P, NRCan, Esri Japan, METI, Esri China (Hong Kong), Esri Korea, Esri (Thailand), NGCC, (c) OpenStreetMap contributors, and the GIS User Community 0 300 600 1,200
Feet

AIRPORT SOUTH INDUSTRIAL

SACRAMENTO, CALIFORNIA
MAY 2023
J:\3000-s\3909_Airport_South_Ind\Airport_South_Ind_OA\Civil\Studies\Water\WaterModel\_Updated Water Study\Water Study_04242023.mxd 5/2/2023 11:41:02 AM dvalencia NORTH

SYSTEM RESIDUAL PRESSURE FIGURE H
M
M
>
>

5.13 0.02

1.96 1.62
1 4. 8

6.02 6.13

0.18 6.13

0.02 6.02
0 1. 1
0 4.13

7.05 0 8. 4

1.55 7.06
0 9. 1

0.94 0.99

5.78 2.18

7.1 2.32

6.99 5.86 6.22

1.81 47.23

53.2 51.93 53.12

51.27 42.67

39.27 35.35

25.99 29.76

31.03 42.98

51.24 52.35

40.57 52.99

52.74 37.95 38.45 41.83

53.19 52

39.58 52.06
52 Sources: Esri, HERE, Garmin, USGS, Intermap, INCREMENT P, NRCan, Esri Japan, METI, Esri China (Hong Kong), Esri Korea, Esri (Thailand), NGCC, (c) OpenStreetMap contributors, and the GIS User Community 0 300 600 1,200
Feet

AIRPORT SOUTH INDUSTRIAL

SACRAMENTO, CALIFORNIA
MAY 2023
J:\3000-s\3909_Airport_South_Ind\Airport_South_Ind_OA\Civil\Studies\Water\WaterModel\_Updated Water Study\Water Study_04242023.mxd 5/2/2023 11:54:26 AM dvalencia NORTH

SYSTEM STATIC FIRE FLOW FIGURE I
A
A
A
A
A
A
A
A
A
A
AA
A
A
A
A
A
M
M
>
>
P1806
P171
P
6 1712
P1892
P1906
P1856
P1868
P1886
P1914
P1750
P1826
P1836
P1866
P1872
P1698
P187
P
4 1760
P1922
P179
P17
2 68
P1762
P1814
P1896
P1804
P1852
P1808
P1900
P1786
P1688
P1774
P1696
P1732
P1858
P1848
P1746
P1834
P1824
P1864
P1790
P1794
P1850
P1676
P1754
P1920
P1884
P1854
P1758
P1742
P1692
P172
P
6 1846 P1730
P1704
P1714
P1690
P1694
P1710
P1796
P1798
P1700
P1918
P1912
P1756
P1744
P1802
P1724
P1770
P1844 P1728
P1832
GB-1778
ASI-102
ASI-104
ASI-108 ASI-106
ASI-110
ASI-112
ASI-114
ASI-116
ASI-120
ASI-122
ASI-124
ASI-132
ASI-134
ASI-136
ASI-138
ASI-140
ASI-142
ASI-146
ASI-150
AS ASI-152 I-154
ASI-156
ASI-158
ASI-160
ASI-162
ASI-170
ASI-172
ASI-174
ASI-176
ASI-178
ASI-180
ASI-182 ASI-184
ASI-186
ASI-190 ASI-192 ASI-194
ASI-196 ASI-198
ASI-204
ASI-206
ASI-208
ASI-210
ASI-212
ASI-214
ASI-216
ASI-218
ASI-220
ASI-222
ASI-224
ASI-226
AS
AIS-2I32028
ASI-232
ASI-234
ASI-236
ASI-238
Sources: Esri, HERE, Garmin, USGS, Intermap, INCREMENT P, NRCan, Esri Japan, METI, Esri China (Hong Kong), Esri Korea, Esri (Thailand), NGCC, (c) OpenStreetMap contributors, and the GIS User Community 0 300 600 1,200
Feet

AIRPORT SOUTH INDUSTRIAL

SACRAMENTO, CALIFORNIA
MAY 2023
J:\3000-s\3909_Airport_South_Ind\Airport_South_Ind_OA\Civil\Studies\Water\WaterModel\_Updated Water Study\Water Study_04242023.mxd 5/2/2023 12:18:02 PM dvalencia NORTH

PUBLIC AND PRIVATE SYSTEM LAYOUT FIGURE J

JUNCTION

NODE ID
DEMAND
(gpm)

ELEVATION
(feet)
HEAD
(feet)

PRESSURE
(psi)
ASI-102 0.0 11 143.3 57.3
ASI-114 0.0 11 143.3 57.3
ASI-116 24.6 11 143.3 57.3
ASI-120 15.3 11 143.3 57.3
ASI-134 15.3 11 143.3 57.3
ASI-142 16.6 14 143.3 56.0
ASI-152 13.3 13 143.3 56.3
ASI-154 0.0 13 143.3 56.3
ASI-156 0.0 12 143.3 56.9
ASI-158 14.9 11 143.3 57.3
ASI-170 9.6 13 143.3 56.3
ASI-172 9.6 13 143.3 56.3
ASI-176 10.9 11 143.3 57.3
ASI-178 0.0 11 143.3 57.3
ASI-184 12.0 12 143.3 56.9
ASI-186 12.0 12 143.3 56.9
ASI-190 28.2 11 143.3 57.3
ASI-192 0.0 12 143.3 56.9
ASI-194 0.0 11 143.3 57.3
ASI-204 12.7 11 143.3 57.3
ASI-206 0.0 12 143.3 56.9
ASI-212 0.0 13 143.3 56.3
ASI-214 0.0 12 143.3 56.9
ASI-216 0.0 12 143.3 56.9
GB-1778 0.0 25 143.3 51.3

ASI WATER STUDY

PUBLIC AVERAGE DAY DEMAND MODEL OUTPUT

JUNCTION REPORT
PIPE
ID
FROM
NODE
TO
NODE
LENGTH
(ft)

DIAMETER
(in)

ROUGHNESS
(C-value)
FLOW
(gpm)

VELOCITY
(ft/s)

HEADLOSS
(ft)
HL/1000
(ft/kft)
P1676 GB-1778 ASI-102 712 12 130 51.2 0.2 0.0 0.0
P1698 ASI-102 ASI-204 113 12 130 51.2 0.2 0.0 0.0
P1700 ASI-114 ASI-116 1566 12 130 14.6 0.0 0.0 0.0
P1704 ASI-116 ASI-120 983 12 130 -10.0 0.0 0.0 0.0
P1710 ASI-172 ASI-170 1375 12 130 56.2 0.2 0.0 0.0
P1756 ASI-152 ASI-154 1606 12 130 11.1 0.0 0.0 0.0
P1758 ASI-154 ASI-156 783 12 130 11.1 0.0 0.0 0.0
P1762 ASI-156 ASI-158 203 12 130 11.1 0.0 0.0 0.0
P1768 ASI-134 ASI-194 183 12 130 26.4 0.1 0.0 0.0
P1770 ASI-120 ASI-134 1829 12 130 41.7 0.1 0.0 0.0
P1774 ASI-178 ASI-142 393 12 130 -5.6 0.0 0.0 0.0
P1784 ASI-176 ASI-172 754 12 130 -2.0 0.0 0.0 0.0
P1786 ASI-178 ASI-192 383 12 130 32.0 0.1 0.0 0.0
P1792 ASI-114 ASI-186 174 12 130 23.9 0.1 0.0 0.0
P1794 ASI-186 ASI-184 700 12 130 12.0 0.0 0.0 0.0
P1802 ASI-190 ASI-158 1645 12 130 3.8 0.0 0.0 0.0
P1804 ASI-194 ASI-178 275 12 130 26.4 0.1 0.0 0.0
P1814 ASI-192 ASI-190 209 12 130 32.0 0.1 0.0 0.0
P1824 ASI-204 ASI-114 591 12 130 38.5 0.1 0.0 0.0
P1832 GB-1778 ASI-214 2988 30 100 143.7 0.1 0.0 0.0
P1834 ASI-170 ASI-212 576 12 130 46.6 0.1 0.0 0.0
P1836 RES111 U7006 1 99 150 0.0 0.0 0.0 0.0
P1838 U7006 ASI-184 158 12 130 0.0 0.0 0.0 0.0
P1848 ASI-176 ASI-120 490 12 130 67.0 0.2 0.0 0.0
P1850 ASI-212 ASI-152 710 12 130 24.4 0.1 0.0 0.0
P1852 ASI-212 ASI-142 313 12 130 22.2 0.1 0.0 0.0
P1854 ASI-214 ASI-216 757 30 100 67.8 0.0 0.0 0.0
P1856 ASI-214 ASI-176 46 12 130 75.9 0.2 0.0 0.0
P1858 ASI-216 ASI-206 445 30 100 0.0 0.0 0.0 0.0
P1860 ASI-216 ASI-172 41 12 130 67.8 0.2 0.0 0.0
P1922 RES113 U7008 1 99 150 194.9 0.0 0.0 0.0
P1924 U7008 GB-1778 152 30 100 194.9 0.1 0.0 0.0
Note:

Pipe not part of analysis, used for model functionality

ASI WATER STUDY

PUBLIC AVERAGE DAY DEMAND MODEL OUTPUT

PIPE REPORT

DEMAND ELEVATION HEAD PRESSURE
(gpm) (feet) (feet) (psi)
ASI-102 0.0 11 142.9 57.2
ASI-114 0.0 11 142.9 57.2
ASI-116 64.0 11 142.9 57.2
ASI-120 39.7 11 142.9 57.2
ASI-134 39.7 11 142.8 57.1
ASI-142 43.2 14 142.8 55.8
ASI-152 34.6 13 142.8 56.1
ASI-154 0.0 13 142.8 56.1
ASI-156 0.0 12 142.8 56.7
ASI-158 38.7 11 142.8 57.1
ASI-170 25.0 13 142.9 56.1
ASI-172 25.0 13 143.0 56.2
ASI-176 28.4 11 143.0 57.2
ASI-178 0.0 11 142.8 57.1
ASI-184 31.1 12 142.9 56.7
ASI-186 31.1 12 142.9 56.7
ASI-190 73.3 11 142.8 57.1
ASI-192 0.0 12 142.8 56.7
ASI-194 0.0 11 142.8 57.1
ASI-204 32.9 11 142.9 57.2
ASI-206 0.0 12 143.0 56.7
ASI-212 0.0 13 142.8 56.1
ASI-214 0.0 12 143.0 56.7
ASI-216 0.0 12 143.0 56.7
GB-1778 0.0 25 143.0 51.1

GREENBRIAR WATER STUDY

PUBLIC PEAK HOUR DEMAND MODEL OUTPUT

JUNCTION REPORT

JUNCTION

NODE ID
P1676 GB-1778 ASI-102 712 12 130 133.1 0.4 0.0 0.1
P1698 ASI-102 ASI-204 113 12 130 133.1 0.4 0.0 0.1
P1700 ASI-114 ASI-116 1566 12 130 37.9 0.1 0.0 0.0
P1704 ASI-116 ASI-120 983 12 130 -26.1 0.1 0.0 0.0
P1710 ASI-172 ASI-170 1375 12 130 146.1 0.4 0.1 0.1
P1756 ASI-152 ASI-154 1606 12 130 28.9 0.1 0.0 0.0
P1758 ASI-154 ASI-156 783 12 130 28.9 0.1 0.0 0.0
P1762 ASI-156 ASI-158 203 12 130 28.9 0.1 0.0 0.0
P1768 ASI-134 ASI-194 183 12 130 68.7 0.2 0.0 0.0
P1770 ASI-120 ASI-134 1829 12 130 108.4 0.3 0.1 0.0
P1774 ASI-178 ASI-142 393 12 130 -14.5 0.0 0.0 0.0
P1784 ASI-176 ASI-172 754 12 130 -5.3 0.0 0.0 0.0
P1786 ASI-178 ASI-192 383 12 130 83.1 0.2 0.0 0.0
P1792 ASI-114 ASI-186 174 12 130 62.2 0.2 0.0 0.0
P1794 ASI-186 ASI-184 700 12 130 31.1 0.1 0.0 0.0
P1802 ASI-190 ASI-158 1645 12 130 9.8 0.0 0.0 0.0
P1804 ASI-194 ASI-178 275 12 130 68.7 0.2 0.0 0.0
P1814 ASI-192 ASI-190 209 12 130 83.1 0.2 0.0 0.0
P1824 ASI-204 ASI-114 591 12 130 100.1 0.3 0.0 0.0
P1832 GB-1778 ASI-214 2988 30 100 373.6 0.2 0.0 0.0
P1834 ASI-170 ASI-212 576 12 130 121.2 0.3 0.0 0.1
P1836 RES111 U7006 1 99 150 0.0 0.0 0.0 0.0
P1838 U7006 ASI-184 158 12 130 0.0 0.0 0.0 0.0
P1848 ASI-176 ASI-120 490 12 130 174.1 0.5 0.1 0.1
P1850 ASI-212 ASI-152 710 12 130 63.5 0.2 0.0 0.0
P1852 ASI-212 ASI-142 313 12 130 57.7 0.2 0.0 0.0
P1854 ASI-214 ASI-216 757 30 100 176.4 0.1 0.0 0.0
P1856 ASI-214 ASI-176 46 12 130 197.3 0.6 0.0 0.1
P1858 ASI-216 ASI-206 445 30 100 0.0 0.0 0.0 0.0
P1860 ASI-216 ASI-172 41 12 130 176.4 0.5 0.0 0.1
P1922 RES113 U7008 1 99 150 506.7 0.0 0.0 0.0
P1924 U7008 GB-1778 152 30 100 506.7 0.2 0.0 0.0
Note:

Pipe not part of analysis, used for model functionality FROM
NODE
TO
NODE
LENGTH
(ft)

DIAMETER
(in)

GREENBRIAR WATER STUDY

PUBLIC PEAK HOUR DEMAND MODEL OUTPUT

PIPE REPORT

ROUGHNESS
(C-value)
FLOW
(gpm)

VELOCITY
(ft/s)

HEADLOSS
(ft)
HL/1000
(ft/kft)
PIPE
ID
STATIC
DEMAND
STATIC

PRESSURE STATIC HEAD FIRE FLOW DEMAND

RESIDUAL

PRESSURE

AVAILABLE

FLOW AT

HYDRANT

AVAILABLE
FLOW

PRESSURE
(gpm) (psi) (feet) (gpm) (psi) (gpm) (psi)
ASI-102 0.0 57.26 143.16 4,500 48.6 11024.7 20
ASI-114 0.0 57.26 143.14 4,500 48.3 10765.4 20
ASI-116 49.3 57.25 143.13 4,500 45.0 8823.5 20
ASI-120 30.5 57.25 143.14 4,500 49.1 11685.7 20
ASI-134 30.5 57.23 143.09 4,500 39.7 7076.2 20
ASI-142 33.2 55.93 143.08 3,500 43.8 6736.6 20
ASI-152 26.6 56.23 143.08 4,500 32.1 5740.2 20
ASI-154 0.0 56.23 143.08 4,500 26.0 4995.5 20
ASI-156 0.0 56.79 143.08 4,500 26.4 5022.6 20
ASI-158 29.8 57.23 143.07 4,500 27.0 5108.3 20
ASI-170 19.2 56.24 143.11 4,500 40.4 7402.5 20
ASI-172 19.2 56.27 143.17 4,500 50.8 15901.4 20
ASI-176 21.9 57.27 143.17 4,500 52.0 16752.7 20
ASI-178 0.0 57.23 143.08 4,500 39.4 6972.7 20
ASI-184 23.9 56.82 143.14 4,500 43.9 8393.6 20
ASI-186 23.9 56.82 143.14 4,500 46.8 9892.4 20
ASI-190 56.4 57.23 143.08 4,500 33.7 5952.6 20
ASI-204 25.3 57.26 143.15 4,500 48.4 10812.9 20
ASI-212 0.0 56.24 143.09 3,500 44.7 6956.0 20
Notes:

Critical Fire Flow Node.

ASI WATER STUDY
MAXIMUM DAY DEMAND + FIRE FLOW MODEL OUTPUT

JUNCTION ID
J:\3000-s\3909_Airport_South_Ind\Airport_South_Ind_OA\Civil\Studies\Water\Worksheets\ASI Water Study 2023-04-21 private.xlsx

JUNCTION DEMAND ELEVATION HEAD PRESSURE
ASI-102 0.0 11.0 133.8 53.2
ASI-114 0.0 11.0 133.6 53.1
ASI-116 49.3 11.0 130.9 51.9
ASI-120 30.5 11.0 129.3 51.3
ASI-134 30.5 11.0 109.5 42.7
ASI-142 33.2 14.0 104.6 39.3
ASI-152 26.6 13.3 94.9 35.4
ASI-154 4500.0 13.3 73.3 26.0
ASI-156 0.0 12.0 80.7 29.8
ASI-158 29.8 11.0 82.6 31.0
ASI-170 19.2 13.3 112.5 43.0
ASI-172 19.2 13.3 131.6 51.2
ASI-176 21.9 11.0 131.8 52.4
ASI-178 0.0 11.0 104.6 40.6
ASI-184 23.9 12.0 134.3 53.0
ASI-186 23.9 12.0 133.7 52.7
ASI-190 56.4 11.0 98.6 38.0
ASI-192 0.0 12.0 100.7 38.5
ASI-194 0.0 11.0 107.6 41.8
ASI-204 25.3 11.0 133.8 53.2
ASI-206 0.0 12.0 132.0 52.0
ASI-212 0.0 13.3 104.6 39.6
ASI-214 0.0 12.0 132.2 52.1
ASI-216 0.0 12.0 132.0 52.0
GB-1778 0.0 25.0 134.0 47.2
Note:

Critical Fire Flow Node

ASI WATER STUDY
MAXIMUM DAY DEMAND + FIRE FLOW AT NODE ASI-154 MODEL OUTPUT

JUNCTION REPORT
PIPE FROM TO LENGTH DIAMETER ROUGHNESS FLOW VELOCITY HEADLOSS HL/1000 P1676 GB-1778 ASI-102 712 12 130 320.8 0.9 0.2 0.3
P1698 ASI-102 ASI-204 113 12 130 320.8 0.9 0.0 0.3
P1700 ASI-114 ASI-116 1566 12 130 818.1 2.3 2.7 1.8
P1704 ASI-116 ASI-120 983 12 130 768.8 2.2 1.5 1.6
P1710 ASI-172 ASI-170 1375 12 130 2502.9 7.1 19.1 13.9
P1756 ASI-152 ASI-154 1606 12 130 2463.5 7.0 21.6 13.5
P1758 ASI-154 ASI-156 783 12 130 -2036.5 5.8 7.4 9.5
P1762 ASI-156 ASI-158 203 12 130 -2036.5 5.8 1.9 9.5
P1768 ASI-134 ASI-194 183 12 130 2162.3 6.1 1.9 10.6
P1770 ASI-120 ASI-134 1829 12 130 2192.8 6.2 19.9 10.9
P1774 ASI-178 ASI-142 393 12 130 39.7 0.1 0.0 0.0
P1784 ASI-176 ASI-172 754 12 130 332.3 0.9 0.3 0.3
P1786 ASI-178 ASI-192 383 12 130 2122.7 6.0 3.9 10.2
P1792 ASI-114 ASI-186 174 12 130 -522.6 1.5 0.1 0.8
P1794 ASI-186 ASI-184 700 12 130 -546.5 1.6 0.6 0.8
P1802 ASI-190 ASI-158 1645 12 130 2066.3 5.9 16.0 9.7
P1804 ASI-194 ASI-178 275 12 130 2162.3 6.1 2.9 10.6
P1814 ASI-192 ASI-190 209 12 130 2122.7 6.0 2.1 10.2
P1824 ASI-204 ASI-114 591 12 130 295.5 0.8 0.2 0.3
P1832 GB-1778 ASI-214 2988 30 100 3998.5 1.8 1.9 0.6
P1834 ASI-170 ASI-212 576 12 130 2483.7 7.1 7.9 13.7
P1836 RES111 U7006 1 99 150 570.5 0.0 0.0 0.0
P1838 U7006 ASI-184 158 12 130 570.5 1.6 0.1 0.9
P1848 ASI-176 ASI-120 490 12 130 1454.5 4.1 2.5 5.1
P1850 ASI-212 ASI-152 710 12 130 2490.2 7.1 9.7 13.7
P1852 ASI-212 ASI-142 313 12 130 -6.4 0.0 0.0 0.0
P1854 ASI-214 ASI-216 757 30 100 2189.9 1.0 0.2 0.2
P1856 ASI-214 ASI-176 46 12 130 1808.6 5.1 0.4 7.6
P1858 ASI-216 ASI-206 445 30 100 0.0 0.0 0.0 0.0
P1860 ASI-216 ASI-172 41 12 130 2189.9 6.2 0.4 10.8
P1922 RES113 U7008 1 99 150 4319.3 0.2 0.0 0.0
P1924 U7008 GB-1778 152 30 100 4319.3 2.0 0.1 0.7
Note:

Pipe not part of analysis, used for model functionality

ASI WATER STUDY
MAXIMUM DAY DEMAND + FIRE FLOW AT NODE ASI-154 MODEL OUTPUT

PIPE REPORT

This manual is intended to provide developers information needed to complete a water study for a new development project, including the form(s) necessary for a complete submittal.

January 2018
Every project, regardless of size, must fill out and submit the “SB 610/SB 221 Water Supply Assessment and Certification Form” (see Attachment 1). This form will confirm or deny the availability of water supply, per the latest Urban Water Management Plan, before the project can proceed.

Once water supply has been validated for the project, then a water study shall be completed for the project design. This study must be stamped by a licensed engineer and submitted to the Department of Utilitiesfor review. The submittalshall include an electronic copy of every submittal, and if requested, electronic copies of the model/calculation tool.

The study must be based on a water system design that meets the City design standards for a public water system, including but not limited, to properly sizing pipe to meet both water quality and fire flow needsfor the project, looping systemsfor redundancy and improved water supply, and hydrant placement as it relates to the surrounding area as well as the project.

Waterstudiesshall follow the “Water Distribution System Criteria” (see Attachment 2) and incorporate the following information:
1) Study Purpose and Objectives
a) Include description of the development including any proposed phasing of the improvements
i) Geographic location of the project and the surrounding area, including elevations ii) Land use type of the project and the surrounding area (identify if different from the current General Plan)
iii) Number of services being proposed
iv) Existing water infrastructure as well as proposed new infrastructure, including pipe size, age, and material
v) Descriptions of any non‐standard proposed designs and reasonsfor not meeting standards
2) Study Area
a) Location Map
b) Modeled Water Distribution Layout Map – Include pipe size, demand junctions (include elevations based on project area survey results), tie‐in locations, and any necessary system modifications
3) Demands and Peaking Factors
a) Land Use Designation (Units, Acres, and Demand Factor – include source) b) Flowsto be assessed (concurrently)
i) Domestic
ii) Irrigation
iii) Hydrant Flow
iv) Fire Sprinkler Loads (*Fire sprinkler loads may be waived if authorization is provided by the current City of Sacramento Fire Marshall and the report includes details of the correspondence)
c) Demand Factor (by Land Use Designation if more than one) i) Average Day Demand (ADD)
ii) Maximum Day Demand (MDD) ‐ 2.0 x Average Day
iii) Peak Hour Demand (PHD) ‐ 2.6 x Average Day
iv) Assumed System Losses
4) Design Criteria
a) City of Sacramento Design Criteria – Include Source
i) Minimum velocity during Average Day Demand
ii) Minimum residual pressure during Peak Hour Demand
iii) Maximum velocity during Peak Hour Demand
iv) Minimum residual pressure during Maximum Day Demand plus fire flow v) Maximum velocity during Maximum Day Demand plus fire flow vi) Maximum headloss per 1,000‐LF
vii) Minimum velocity during Average Day Demand
viii) Hazen Williams “C”
ix) Elevations at demand nodes (should reflect surveyed elevations for project) b) Fire Flow Requirements – As Required by the Fire Department (shall be no less than 1,000‐ gpm with 20‐psi residual)
i) Flow (gpm)
ii) Residual Pressure (psi)
iii) Duration (Hours)
5) Hydraulic Analysis Summary
a) Model Description ‐ Include software information (if applicable) and source of data b) Existing Boundary Conditions, including results from field hydrant testing c) Model Scenarios and Results
i) Include Minimum/Maximum Pressure and Maximum Velocity for Average Day Demand, Maximum Day Demand, Maximum Day Demand plus Fire Flow, and Peak Hour Demand for each scenario (include back‐up by junction and pipe segment) ii) Phased projects shall include intermediate and cumulative results 6) Conclusions
At the discretion of the City Engineer, additional information may be required for the water study.  Each project is different and may require additional information dependent on the location, size of development and land use being proposed for the project.

Component Comments
Single Family Residential
Multi Family Residential
Commercial
Industrial
Institutional
Diameter Locate new transmision pipelines within designated utility corridors wherever possible.

Average Day Demand Condition
Minimum Pressure [psi]
Maximum Pressure [psi]
Maximum Head loss [ft/kft]
Maximum Velocity [ft/sec]
Minimum Velocity [ft/sec]
Maximum Pressure [psi]
Maximum Head loss [ft/kft]
Maximum Velocity [ft/sec]
Minimum Pressure [psi]
Maximum Head loss [ft/kft]
Maximum Velocity [ft/sec]
Hazen Williams "C" Factor
Pipeline Material
Diameter
Must verify pipeline size with maximum day plus fire flow analysis. Locate new distribution pipelines within designated utility corridors wherever possible
Minimum Pressure [psi]
Maximum Pressure [psi]
Maximum Head loss [ft/kft]
Maximum Velocity [ft/sec]
Minimum Velocity [ft/sec]
Minimum Pressure [psi] (at fire node)
Maximum Head loss [ft/kft]
Maximum Velocity [ft/sec]
Minimum Pressure [psi]
Maximum Head loss [ft/kft]
Maximum Velocity [ft/sec]
General 6‐inch may apply where minimum velocities aren't met Industrial
Distribution to cul‐de‐sac / dead‐end street
4‐inch may apply where minimum velocities aren't met and the dead end is no longer than 250‐feet.  6‐inch dead end runs shall be no longer than 500‐feet.

Distribution to fire hydrants
Hazen Williams "C" Factor
Pipeline Material
Maximum Water Service Pressure [psi] Install PRV if service pressure is greater than 80 psi.

Gross Unit Water Use Factors for Retail Distribution
System
Composite Residential Use
Factor(a) [afy/dwelling unit]
Composite Non‐Residential Water Use
Factor(b) [afy/employee]
Residential Low 0.61 0.09
Residential Medium 0.39 0.09
Residential High 0.12 0.04
Mixed Use 0.19 0.09
Mixed Use (Higher Density) 0.15 0.04
Central Business Density 0.15 0.02
Commercial/Office 0.15 0.09
Industrial ‐‐ 0.14
Public 0.37 0.17
Park 0.37 0.17
Gross Unit Water Use Factors for Study Areas
Residential Low
Residential Medium
Mixed Use
Commercial/Office
Industrial
Park
For consistency in hydraulic modeling.

Use factor includes 10% for unaccounted‐for water and 15% to account for rights‐of‐way and streets (net water use x 1.1/1.5 = gross water use). (a) Use factor includes 10% for unaccounted‐for water. Public and Park uses show small increases in residential dwelling units because the spatial analysis captures small residential areas adjacent to these land uses.

Average of residential category used to estimate this small residential use.

Significant irrigation requirements for parks are assumed to be provided from wells not connected to the potable water system. Other use factors, such as residential categories, include neighborhood park water use, incorporate park irrigation use in the non‐residential category. (b) Use factor includes 10% for unaccounted for water. Residential Low, Medium and High have small non‐residential water use sample size.

Therefore, Mixed Use Non‐Residential used for Residential Low and Medium. Mixed Use ‐ Higher Density used for Residential High.

Criteria based on requirements for new development, existing transmission mains will be evaluated on case‐by‐case basis. Evaluation will include age, material type, velocity, head loss, and pressure.

Water Distribution Line Sizing
7 ft/sec
30 psi
10 ft/sec
20 psi

0.10 ft/sec
Maximum Day Demand Condition
Peak Hour Demand Condition
Minimum Pipeline Diameter

3.0 Criteria based on requirements for new development, existing distribution mains will be evaluated on case‐by‐case basis. Evaluation will include age, material type, velocity, head loss, and pressure.

2.0 City of Sacramento
Water Distribution System Criteria
Summary of Recommended Potable Water System Performance and Operational Criteria Existing Development will be evaluated on a case‐by‐case basis because of the historical varying standard
For consistency in hydraulic modeling.
3 ft/kft
5 ft/sec
30 psi
3 ft/kft
5 ft/sec
30 psi
Criteria

0.10 ft/sec

1.5 0.9
130
CCP (Concrete Cylinder Pipe), Ductile Iron,  or Welded Steel Gross Water Use Factor [afa/acre]

3.6 3.8
Peak Hour Demand Condition
Maximum Day with Fire Flow Demand Condition
Average Day Demand Condition
7 ft/kft
Ductile Iron or C900 PVC
8‐inches
12‐inches
7 ft/kft
10 ft/kft
80 psi
80 psi
130
6‐inches
8‐inches
5 ft/sec
30 psi
< 18‐inches
4,500 gpm @ 4 hrs (w/ approved automatic sprinkler system) 2,500 gpm @ 2 hrs
Fire Flow Requirements (flow [gpm] @ duration [hours])
Water Transmission Line Sizing
>= 18‐inches
4,500 gpm @ 4 hrs (w/ approved automatic sprinkler system) 3,500 gpm @ 4 hrs (w/ approved automatic sprinkler system) 1,500 gpm @ 2 hrs
30 psi
80 psi
3 ft/kft
3 ft/sec
Updated Nov. 2016

last revised: 04-19-2023
City of Sacramento
Fire Flow Support
0 5
10 15
20 25
30 35
40 45
50 55
0 1,000 2,000 3,000 4,000 5,000 6,000 7,000 8,000 9,000 10,000 Pressure, psi
Flow Rate, gpm
Pressure Rating Curve along 30-inch Diameter Pipeline at the End of Bayou Road Low Pressure Threshold: 20 psi
last revised: 01-25-2023
City of Sacramento
Fire Flow Support
0 5
10 15
20 25
30 35
40 45
50 55
0 250 500 750 1,000 1,250 1,500 1,750 2,000 2,250 2,500 2,750 3,000 3,250 3,500 Pressure, psi
Flow Rate, gpm
Pressure Rating Curve along 8-inch Diameter Pipeline Adjacent to 261 Lanfranco Circle Low Pressure Threshold: 20 psi

APPENDIX M

November 14, 2022
Jim Fletter
Wood Rodgers
3301 C Street, Building 100-B
Sacramento, California 95816
Subject: Airport South Industrial – Level 1 Sewer Study – SacSewer Approval Mr. Fletter,
The Sacramento Area Sewer District (SacSewer) has reviewed the Airport South Industrial – Level 1 Sewer Study and has determined it sufficiently addresses SacSewer requirements and considers the study fully approved. Any significant change in the proposed or assumed land use presented in the document that impacts the sewer design may require a revision to this study.

If you have any questions regarding these comments please call me at 916-876-6336.

Sincerely,
Yadira Lewis
Yadira Lewis
SacSewer Development Services
Airport South Industrial
Level 1 Sewer Study
November 2022
Prepared for
Prepared by
Airport South Industrial
Level 1 Sewer Study
ii

TABLE OF CONTENTS

1.0 Executive Summary ........................................................................................... 1

2.0 Introduction......................................................................................................... 3

3.0 Design & Sewer Flow Information..................................................................... 5

3.1 Design Assumptions................................................................................................................ 5

3.2 Sewer Flow Information........................................................................................................... 6

4.0 Sewer Alignments and Facilities....................................................................... 7

4.1 Pump Station........................................................................................................................... 7

4.2 Force Main............................................................................................................................... 7

4.3 Trunk and Collector Pipeline Materials ................................................................................... 8

4.4 Preliminary Estimate ............................................................................................................... 8

5.0 Conclusion.......................................................................................................... 8 TABLES
Table 1-1: Project cost estimate for reimbursable backbone infrastructure. ................................................2 Table 2-1: Land use, acreage and sewer ESDs based on sewer shed area identified in Exhibit E.............4 Table 3-1: Design Flow Criteria ....................................................................................................................6

EXHIBITS
Exhibit A: ......................................................................................................................................Vicinity Map Exhibit B: .................................................................................................................Surrounding Topography Exhibit C:........................................................................................................................Preliminary Site Plan Exhibit D:......................................................................................................................... Land Use Summary Exhibit E: ....................................................................................................Schematic Sewer System Layout Exhibit F: ........................................................................................................... Sewer Demand Calculations Exhibit G:......................................................................................................Force Main Routing Alternatives Exhibit H:..............................................................................................Design & Construction Cost Estimate Airport South Industrial
Level 1 Sewer Study
August 2022 1 of 11

1.0 Executive Summary
Purpose
The purpose of this study is to provide environmental and financial background data for sewer infrastructure to support the Airport South Industrial (ASI) development. This development comprises commercial and industrial space along the Interstate 5 (I-5) corridor near the Sacramento Metropolitan Airport.

This study demonstrates that the development will provide onsite sewer infrastructure, including a sewer pump station that will convey sewer through one of three alternative force main alignments. The force mains will discharge to an existing sewer trunk or interceptor. The proposed onsite collectors, trunks, pump station and force main can serve the development. This infrastructure is not intended to serve any offsite areas, upstream or downstream.

This study describes the site topography, phasing and timing of the development, major components of the sewer infrastructure and how they intertie with existing and master planned Sacramento Area Sewer District (SacSewer) and Sacramento County Regional Sanitation District (Regional San) infrastructure.

This Level 1 Sewer Study provides sufficient information for the preparation of environmental documentation and for financial planning.

Project and Study Characteristics
The ASI Project (Project) area totals approximately 474.4 acres and is located along Bayou Road south of I-5. The Project is currently within the County of Sacramento. The property lies south of I-5 and south and east of the Sacramento International Airport (SMF) and Metro Air Park (MAP). The Northlake (formerly Greenbriar) project lies north of I-5 and is northeast of the Project. The site is more fully described on the vicinity maps in Exhibit A. The North Natomas Community Plan in the City of Sacramento (City), comprising approximately 7,440 acres. Agricultural and habitat mitigation lands lie south of the Project. Undeveloped Airport Master Plan Commercial Development lands owned by SMF in the County of Sacramento are west and southwest of the Project area. The east boundary of the Project area is the City/County boundary. This includes a 200-foot-wide City-owned buffer along the eastern boundary of the Project that is located in the City. Phase 1 of the new MAP Interchange has been completed on I-5, which is directly north and comprises a portion of the Project area.

The Project is proposed for annexation into the City. The City is acting as the lead Agency. The annexation will be processed through the Local Agency Formation Commission (LAFCo). The sewer facilities are proposed to be included into SacSewer’s and Regional San’s expanded service area. The Project area has multiple landowners. NP MAP Land Holding Company, LLC (NorthPoint Development) and AKT Investments are the Applicants and are sponsoring the entitlements for the Project. Exhibit D is a Site Plan for the Project.

The Project consists of commercial and industrial land uses with supporting facilities such as detention basins, pump stations, roadways, buffer spaces and other public/quasi-public land uses. Commercial land uses total 13.4 acres, industrial totals 318.6 acres, public facilities and roadways total 142.4 acres.

While total annexation acreage is 474.4, total developable acreage (Less I-5 lands) is 436.5. A preliminary Land Use Summary is included as Exhibit C.

The sewer equivalent single family dwelling units (ESD) that make up the sewer demand in this study includes approximately 81 ESDs of commercial units, 1,870 industrial (warehouse) ESDs, 516 detention basin ESDs, 152 ESDs of roadway/right-of-way, pump stations and buffer spaces.

All sewer facilities will be permanent. The sewer pump station that will serve the Project will be developed in a single phase to meet the ultimate average day dry weather (ADWF) and peak wet weather flows (PWWF). Based on the above land use area and ESDs, the cumulative ADWF and PWWF demand is expected to be 0.81 mgd and 2.09 mgd, respectively. The pump station will be size Airport South Industrial
Level 1 Sewer Study
August 2022 2 of 11
for the PWWF and discharge to either a SacSewer trunk or a Regional San Interceptor. The route of the force main that will convey this demand will be through one of three alternatives shown in Exhibit G.

Finances
The cost to provide the backbone sewer facilities outlined in this study include onsite gravity trunks and manholes, a pump station, and a force main connecting to an existing trunk or interceptor system. The infrastructure items identified for cost estimating purpose, are those that will be reimbursed through SacSewer’s Trunk Sewer financing program. While detailed preliminary design of these facilities was not completed for this study, construction costs can be estimated based on similar facilities completed in the past.

The total estimated cost for these facilities is $12,990,000. An Itemized list of those items used to arrive at this total is provided in Exhibit H. The total includes estimates for planning, studies, engineering, plus construction management, testing and inspection. It also includes a 20% contingency added to the construction estimate.

A summary of the itemized costs is provided in Table 1-1, below.

Table 1-1: Project cost estimate for reimbursable backbone infrastructure.

Facility Description Cost
Pump Station $ 3,140,000
Gravity Trunk $ 330,000
Force Main $ 5,950,000
Construction Cost Estimate $9,420,000
Construction Contingency (20%) $ 1,880,000
Planning, Studies & Engineering (10%) $ 940,000
Construction Mgmt, Testing & Inspection (8%) $ 750,000
Total Project Cost $ 12,990,000
Findings
This study identifies onsite facilities and force main alternatives required to serve all phases of the Project. The peak wet weather demand from all of these phase areas is 2.09 mgd. The proposed collector, trunk, pump station and force main infrastructure will be size for the ultimate/buildout conditions and no phasing is proposed.

Once the Project area is annexed into the City of Sacramento, the Board for SacSewer and Regional San is expected to adopt the Project area into its service area.

The estimated cost for the backbone sewer infrastructure is approximately $13 million.

Airport South Industrial
Level 1 Sewer Study
August 2022 3 of 11

2.0 Introduction
Level of Study
This study is identified as Level 1 to show the degree of compliance with master planning by SacSewer and Regional San. The study further provides information to support environmental documentation and financial analysis of the Project. The focus of this study is on topography/project setting, phasing and timing, sewer sheds and sewer demand on existing SacSewer and Regional San backbone or trunk infrastructure required to serve the plan area. This level of study is not sufficient for design, and it is anticipated that a level two and three studies will be required prior to improvement plan approval for backbone facilities.

Location
This Project is in the County of Sacramento. The property lies south of I-5, and south and east of the Sacramento International Airport (SMF) and Metro Air Park (MAP). The Northlake Subdivision lies north of I-5 and is northeast of the Project. The location of the Subdivision is further shown in Exhibit A.

Topography
The existing topography/setting within the Project area and surrounding it, is a combination of rural and urban. The Project sits on agricultural land. To the north, immediately across I-5, is a housing subdivision, an industrial park and the Sacramento International Airport. To the west and south is more agricultural land, wetlands and the Sacramento River. To the east there are several North Natomas housing subdivisions and commercial parks. Exhibit B shows the surrounding topography/setting in more detail.

Land Use and Zoning
Historically the Project site has been used for agriculture and it is currently farmland. The land is zoned by the County of Sacramento as AG, agricultural. Small portions of the land fronting the I-5 have no zoning because they are part of the interstate corridor.

Exhibit D is the current site plan prepared for the Project. As stated previously, the Project annexation area totals 474.4 acres. This is inclusive of the State of California (Caltrans) lands measured roughly to the center of I-5, and also includes the south approximate one-half of the new MAP Interchange. The west boundary extends to the approximate centerline of Power Line Road. Total Caltrans I-5 Right-ofWay (R/W) totals approximately 37.9 acres. This leaves approximately 436.5 gross acres of lands proposed for development.

The Project will include development of an industrial park and highway commercial areas. As shown on Exhibit C, the development will include warehouses, restaurants, a hotel and a gas station/carwash.

The estimated industrial buildings total 6,609,300 SF.

The Project currently lies outside the County of Sacramento Urban Services Boundary (USB). The USB and the City boundaries represent the limit of the Sacramento County Service areas for SacSewer and SRCSD. As a result, this site has not been included in either of SacSewer and SRCSD’s respective Master Plans as a future area to be served. However, when annexed into the City, the Project will also be annexed into the service areas for SacSewer and SRCSD, with the expectation that service will be extended to the Project.

Airport South Industrial
Level 1 Sewer Study
August 2022 4 of 11
Table 2-1: Land use, acreage and sewer ESDs based on sewer shed area identified in Exhibit E.

LU
Code Land Use Description
Area
(ac)
Sewer
Density
(du/ac) ESDs
C Commercial 13.4 6 80.4
- Restaurant
- Gas Station / Carwash
- Hotel
I Industrial (Warehouse) 311.7 6 1,870.2
Basin Stormwater Detention Basin 86.0 6 516.0
Buffer Land Buffer 2.3 6 13.8
PS Pump Station (Sewer & Stormwater) 0.9 6 5.4
Roads Internal Roadways & Caltrans Parcel 22.2 6 133.2
I-5 Interstate 5 Corridor 37.9 0 0
TOTAL 461.0474.4 2,619.0
Existing Studies and Document References
The following studies and other documents were reviewed and referenced within this study. • Sacramento Area Sewer District, Standards and Specifications, November 30, 2021 • Sacramento Area Sewer District, SacSewer System Capacity Plan Update 2020, December 2020 • Sacramento Area Sewer District, SacSewer 2020 System Capacity Plan Expansion Trunk Shed, NN Metro Air Trunk Shed, not dated
• Sacramento Regional County Sanitation District, Interceptor Sequencing Study, February 2013 • Sacramento County, Sacramento International Airport SMF Master Plan Update, July 2020 • City of Sacramento, North Natomas Community Plan, adopted March 3, 2015 Airport South Industrial
Level 1 Sewer Study
August 2022 5 of 11

3.0 Design & Sewer Flow Information
A schematic sewer layout for the Project is provided in Exhibit E. Exhibit F provides flow calculations based upon the SacSewer minimum sewer demand of 6 ESDs per acre and the sewer shed areas shown in Exhibit E.

3.1 Design Assumptions
This study provides calculations of the ultimate sewer flows that are expected to be generated within the Project area by utilizing acreage and density information provided in the Preliminary Site Plan provided in Exhibit D and average dry weather flow (ADWF) in Section 201.1 of the SacSewer Design Standards, dated November 30, 2021.

Assumptions
There were several assumptions used in the design approach for this Level 1 Sewer Study. It is understood that refinement of these assumptions will likely be made as more detailed Level 2 and Level 3 Studies are prepared. The assumptions used for this study are provided below:
• There will be no upstream development that will need to utilize the Project sewer infrastructure.

SacSewer’s Expansion Trunk Shed Plans for SMF, MAP and lands south of SMF and west of the Project will convey to existing infrastructure within the MAP sewer shed. • There will be no significant increase in on-site densities that will affect the planned on-site facilities. • For this Level 1 study, the location of the trunk and collectors are schematic to more clearly show where sewer is loaded into the demand calculations. The exact horizontal location, rim elevation and depth of the pipe and manhole infrastructure will be determined during preparation of Level 2 and Level 3 Sewer Studies.
• Pipe sizes and flow rates were calculated based on the SacSewer design standards and adhere to SacSewer “Minimum Sewer Study Requirements” Criteria.
• Areas that are not expected to generate sewer demand are included in the demand calculations.

These areas include stormwater detention basins, land buffers, pump stations, a Caltrans parcel dedication and onsite roadways.

Approach
The following general procedure was used in the development of this study.

1. Gross areas and land use information based on the Preliminary Site Plan provided as Exhibit D were used to calculate sewer flows.

2. Sub sheds areas were defined primarily by building sites then by topographic features.

3. ESDs were calculated for each shed based on the underlying land use and shed area.

4. 310 gallons per day is assumed to be the average dry weather flow per ESD.

5. Flows were determined based on the SacSewer Improvement Standards, and on the design criteria and assumptions identified in this study.

6. A permanent pump station will be located on Lot F as shown in the site plan in Exhibit D.

Airport South Industrial
Level 1 Sewer Study
August 2022 6 of 11

7. The pump station will be served by a permanent force main discharging to a Regional San interceptor. The alignment and discharge location of the force main is unknown at this time while stakeholders consider the alternatives provided in Exhibit G.

Design Criteria
SacSewer Standards and Specifications, dated November 30, 2021, were used as the basis for this design. The flows were generated using the information found in Chapter 201 (Capacity Design) of SacSewer Standards. Generally, the minimum allowable ESD densities identified in that chapter were utilized; however, higher densities were used as established by land use plan. The densities used for each land use is shown in Table 2-1, above. The flow criteria used for this report is presented in Table 3-1.

Table 3-1: Design Flow Criteria
Source: Sacramento Area Sewer District
Criteria Modifier
Flow Generation
Restaurant 6 ESD/acre
Not less than 6 ESD/acre
for any land use.

Gas Station / Carwash 6 ESD/acre
Hotel 6 ESD/acre
Warehouse 6 ESD/acre
Stormwater Detention Basin 6 ESD/acre
Land Buffer 6 ESD/acre
Pump Station (Sewer & Stormwater) 6 ESD/acre
Minor, Major and Caltrans Roadways 6 ESD/acre
Peaking Factor PF = 3.5 - 1.8 * QADWF 0.05
(Minimum PF = 1.2)
Minimum Velocity Minimum 2 fps at Peak Dry Weather Flow Rainfall Infiltration Factor 1,600 gpd per acre
Hydraulic Grade Line Maximum HGL at crown of pipe at Peak Wet Weather Flow
Friction Factor (Manning’s n-value) 0.01300

3.2 Sewer Flow Information
Onsite Sewer Flows
Onsite sewer flows were generated based on design flow criteria identified in Table 3-1 overlaid with the proposed land use. The Project area totals 474.4 acres; however, the sewer demand excludes land that will be dedicated for the I-5 corridor. The remaining land totals 436.5 acres and includes industrial and commercial uses, stormwater detention basins, land buffers, pump stations and internal roadways.

While these areas are included in the sewer demand calculations for this level of study, further planning may justify elimination of some of these areas.

Exhibit F summarizes ultimate PWWF conditions when the Project is built out. The ADWF and PWWF are 0.81 mgd and 2.09 mgd, respectively.

Offsite Sewer Flow
There will be no offsite sewer flows, present or future, that will utilize the infrastructure proposed here.

Airport South Industrial
Level 1 Sewer Study
August 2022 7 of 11

4.0 Sewer Alignments and Facilities
Interim Facilities
There are no interim sewer facilities proposed for the Project. Gravity and collector infrastructure may be extended from the pump station in phases as roadways and commercial facilities are developed; however, those facilities will be sized for the ultimate conditions.

Ultimate Facilities
The gravity trunks and manholes shown in Exhibit E are schematic due to the level of this study. The alignments shown may be modified as planning documents are finalized and adopted. Rim and invert information will not be provided until Level 2 and Level 3 studies are prepared.

4.1 Pump Station
The sewer pump station that will serve the Project is anticipated to be sized for the ultimate demand.

The pump station will be located on Lot F as shown in the preliminary site plan provided in Exhibit D.

Based on the demand calculations provided in Exhibit F, the ultimate build out of the pump station shed area will require capacity of 2.09 mgd. A pump station design report will be prepared that will detail the major pump station components and their layout and sizes. This report will be provided after a Level 2 or Level 3 Study is prepared.

Jurisdiction for design and construction of the pump station will primarily lie with SacSewer.

4.2 Force Main
Three alternatives for force main routing from the pump station described above are identified in Exhibit G. All alternatives provide for discharge to a SacSewer Trunk or a Regional San interceptor. The force main must cross under I-5 to reach these interceptors or trunk sewers.

A previous memorandum was prepared and provided to SacSewer and Regional San dated June 20, 2022, That memorandum identified seven alternative alignments for the future ASI force main. After consideration by SacSewer staff, the following three alignments shown in Exhibit G were identified as feasible.

Alternative Alignment #1
This alternative proposes to route the force main as described in Alternative #2 below; however, at Del Paso Road, the force main would be routed within a City freeway buffer parallel with and on the westside of I-5. About ½ mile south of Del Paso, the force main would cross under I-5 within City right-of-way and then discharge into a 48” North Natomas Interceptor within East Commerce Way.

Alternative Alignments #2 & #3:

Both force main alternatives would route east from El Centro Road at Del Paso Road then cross I-5 either north or south of the I-5 on/off ramps. Once on Del Paso Road, the force main would continue east and discharge to a 48” North Natomas Interceptor at Del Paso and East Commerce Way.

Alternative alignments 1, 2 & 3 provide for discharge points into a 48” Regional San interceptor; however, the force main lengths and costs are greater than with Alternatives 1 & 2.

Jurisdiction for design and construction of the force main will lie with SacSewer, City of Sacramento and the California Department of Transportation.

The force mains will have an inner diameter between 10 and 14 inches to maintain velocities through the pipe of 3 to 6 feet per second utilizing ductile iron or high-density polyethylene pipe.

Airport South Industrial
Level 1 Sewer Study
August 2022 8 of 11

4.3 Trunk and Collector Pipeline Materials
The area within and around the subdivision is known to experience high groundwater; therefore, it is anticipated that SacSewer will prefer the use of polyvinyl chloride pipe (PVC) for all trunk and collector conveyance pipes.

4.4 Preliminary Estimate
As stated previously, the cost estimate for the backbone sewer infrastructure is included as Exhibit H.

Force Main Alignment No. 1, shown in Exhibit G, was used as a basis for the force main cost because it is the longest and most costly force main alternative. The backbone infrastructure cost is estimated at $13 million.

5.0 Conclusion
This study has been prepared in accordance with SacSewer design guidelines to schematically identify backbone conveyance facilities, as well as topographic and financial conditions to serve the Airport South Industrial development. The study has been prepared as a Level 1 Sewer Study.

The total size of the Project area is 474.4, but sewer demand is based on 436.5 acres because lands to be dedicated for the I-5 highway corridor are excluded. Sewer demand is based on 2,619 ESDs and calculated buildout flows of 0.81 mgd ADWF and 2.09 mgd PWWF.

The estimated cost of the backbone infrastructure is $12,990,000 and includes those facilities that are reimbursable by SacSewer, such as gravity trunk, sewer pump stations and force mains.

EXHIBITS A THRU H
YOLO C
O

SOLANO C EXHIBIT A
County
Ro
Earhart Dr
Lone Tree Rd
Unnamed
R d
Garden
Hwy
Power Line Rd
W Elverta Rd
Metro
Air Pkwy
Teal Bend Golf
Club
Sacramento
Int'l Airport
28 ft
Fi shermans
Lake
Old Ri ver Rd
County
Road 124
County
Road 124
Airport Blvd
W Elkhorn Blvd
N Bayou Way
Power Line Rd
Garden Hwy
Del Paso Rd
Metro Air Pkwy
Elkhorn
Regional Park
Tule Canal
Old
River Rd
County Road 124
Garden
Hwy
99 W Elverta Rd
I 80 WB
99 99
5 Mabry Dr
Witter W ay
Radio Rd
Macon Dr
Del Paso Rd
Arena Blvd
San Juan Rd
E Commerce Way
W Elk
North Natomas
Regional Park
Fisherman's
Lake Parkway
Open Space
W El Ca
Airport South Industrial

SURROUNDING TOPOGRAPHY

AIRPORT SOUTH INDUSTRIAL

SACRAMENTO, CA
AUGUST 2022
J:\3000-s\3909_Airport_South_Ind\Airport_South_Ind_OA\GIS\ArcGISPro\SewerStudy\SewerStudy.aprx 8/28/2022 1:51 PM jfletter

EXHIBIT B
NORTH
0 2,500 5,000 10,000
Feet

YOLO COUNTY

SACRAMENTO
COUNTY

CITY OF

SACRAMENTO
Printed 8/30/2022

EXHIBIT C
Airport South Industrial
Land Use Summary
20-Jun-22
Site Plan Land Owner Proposed Land Use Net Bldg SF Floor Area FAR Calc'd or Use for Lot Number Acreage Ratio (FAR) Used for SF Est. Est. Bldg SF Project Applicant Sponsored Lands
1 NorthPoint / AKT Investments Warehouse Distribution 47.7 882,260 0.42 Calculated 979,400 2 NorthPoint / AKT Investments Warehouse Distribution 53.4 1,202,800 0.52 Calculated 1,335,200 3 NorthPoint / AKT Investments Warehouse Distribution 34.4 696,260 0.46 Calculated 772,900 4 NorthPoint / AKT Investments Warehouse Distribution 54.7 1,202,800 0.50 Calculated 1,335,200 5 NorthPoint / AKT Investments Warehouse Distribution 45.4 704,320 0.36 Calculated 781,800 Subtotal Warehouse 235.6 4,688,440 0.46 Average 5,204,500 6A NorthPoint / AKT Investments Restaurant 2.1 3,200 0.03 Calculated 3,900 6B NorthPoint / AKT Investments Restaurant 1.5 3,200 0.05 Calculated 3,900 6C NorthPoint / AKT Investments Fueling Station/Carwash 3.0 6,690 0.05 Calculated 8,100 7A NorthPoint / AKT Investments Hotel 4.0 60,600 0.35 Calculated 73,400 7B NorthPoint / AKT Investments Restaurant 1.5 3,200 0.05 Calculated 3,900 7C NorthPoint / AKT Investments Restaurant 1.3 4,050 0.07 Calculated 5,000 Subtotal Retail Commercial 13.4 80,940 0.14 Average 98,200 A NorthPoint / AKT Investments Retention/Detention Basin 8.5 ------- ------- ------- ------- B NorthPoint / AKT Investments Retention/Detention Basin 54.9 ------- ------- ------- ------- C NorthPoint / AKT Investments Retention/Detention Basin 12.1 ------- ------- ------- ------- D NorthPoint / AKT Investments Retention/Detention Basin 10.5 ------- ------- ------- ------- E NorthPoint / AKT Investments Buffer 2.3 ------- ------- ------- ------- F NorthPoint / AKT Investments Sewer Pump Station 0.5 ------- ------- ------- ------- G NorthPoint / AKT Investments Drainage Pump Station 0.4 ------- ------- ------- ------- Subtotal Public Facilities 89.2 ------- ------- ------- ------- ------- NorthPoint / AKT Investments Internal Roadways 15.3 ------- ------- ------- ------- Subtotal Internal Roadways 15.3 ------- ------- ------- ------- Total for Applicant Sponsored Lands 353.5 4,769,380.0 0.31 Average 5,302,700.0 Future Industrial Lands
8 Cayocca Future Industrial 64.3 980,318 0.35 Estimated 1,088,200 9 Campbell Future Industrial 6.5 99,099 0.35 Estimated 110,000 10 Isgur Future Industrial 4.6 70,132 0.35 Estimated 77,900 11 Patel Future Industrial 0.7 10,672 0.35 Estimated 11,900 ------- Caltrans Remnant Future Industrial 6.9 105,197 0.35 Estimated 116,800 Subtotal 83.0 1,265,418 0.35 Check Average 1,404,800
Subtotal Developable Lands (Warehousing/Distribution) 318.6 5,953,858 0.43 Average 6,609,300 Subtotal Developable Lands (Highway Commercial) 13.4 80,940 0.14 Average 98,200 Subtotal Developable Lands (Public Facilities and Internal Roadways) 104.5 ------- ------- ------- ------- Total Developable Lands 436.5 6,034,798 0.32 Average 6,707,500 Caltrans I-5 Fee Title R/W 37.9 ------- ------- ------- ------- Grand Total ------- 474.4 ------- ------- ------- ------- Notes:

1. Net acreage used in order to estimate Building Square footage information and / or calculate the FAR.

2. Internal Roadways include ASI Drive, Metro Air Parkway and Power Line Road.

3. Caltrans I-5 Fee Title lands included in the land proposed for annexation to the City of Sacramento

4. Sq-Ft for building coverage 1) based on the site plan for Applicant lands and 2) calculated based on an average FAR for Future Industrial Lands.

5. Application of a 11% factor applied to the industrial lands and 21% added to the retail / commercial lands to arrive at the planning level estimated totals.

C:\Users\mark\AppData\Local\Microsoft\Windows\INetCache\Content.Outlook\VNH7RHO1\ ASI-LU Summaries.xlsx
ASI-Land Use Summary

Prepared By:

Wood Rodgers Inc.

INTERSTATE 5
R=400'
R=400'

EXISTING BAYOU ROAD EAST TO

BE ABANDONED AND REPLACED

WITH PRIVATE GATED ROADWAY
ACCESS AND PUBLIC UTILITY ESMTS.

LOCAL INDUSTRIAL (2-LANE W/

TURN LANE)
R=400'
PROP. 61' CANAL (35' WIDE @ BOTTOM W/ 2:1 SIDE SLOPES
(NOTE) 60' EXISTING CANAL ESMT)
50' BUFFER
35' WIDE CANAL BOTTOM/ DEPTH = 10'
2:1 SLOPE 50' BUFFER
35' WIDE CANAL BOTTOM/ DEPTH=10'
2:1 SLOPE

BRIDGE/

CULVERT
INTERSTATE 5
2:1 SLOPE
255'
255' 230'
209'
255'

METRO AIR PRKWY

ALL RIGHTS-OF-WAY AND OTHER RIGHTS
PER 340 OR 529

RELINQUISHED FREEWAY ABUTTER'S RIGHTS OF INGRESS
AND EGRESS PER 5350 OR 193
RELINQUISHED FREEWAY ABUTTER'S RIGHTS OFINGRESS AND EGRESS PER 5317 OR 395

RIGHTS RESERVED ON THE OFFICIAL PLAT OF NATOMAS
COMPANY OF CALIFORNIA FOR DITCHES, ROADS ANDOTHER STATED ITEMS.

EASEMENT TO ELKHORN MUTUAL WATER COMPANY FORDITCH OR CANAL AND INCIDENTAL PURPOSES PER 492 OR 324

RIGHTS RESERVED ON THE OFFICIAL PLAT OF

NATOMAS COMPANY OF CALIFORNIA FOR
DITCHES, ROADS AND OTHER STATED ITEMS.

EASEMENT TO ELKHORN MUTUAL WATER

COMPANY FOR DITCH OR CANAL AND
INCIDENTAL PURPOSES PER 492 OR 324
PUBLIC OR PRIVATE ROAD AND INCIDENTALPURPOSES PER 558 OR 24

RIGHTS RESERVED ON

THE OFFICIAL PLAT OF

NATOMAS COMPANY

OF CALIFORNIA FOR

DITCHES, ROADS AND
OTHER STATED ITEMS.

IRRIGATION AND

DRAINAGE EASEMENT
PER 5326 OR 293

DRAINAGE CANAL EASEMENT
PER 20191024 OR 1565

PUBLIC ROADWAY AND

PUBLIC UTILITIES EASEMENT
PER 20150915 OR 1232
(TO BE ABANDONED)

ABOVE GROUND PUBLIC UTILITY

FACILITIES EASEMENT
PER 20191024 OR 1569
ELECTRICAL FACILITES EASEMENTPER 1223-B OR 268

RIGHTS RESERVED ON THE OFFICIAL

PLAT OF NATOMAS COMPANY OF

CALIFORNIA FOR DITCHES, ROADS
AND OTHER STATED ITEMS.
10' CANAL RESERVATION
PER 16 BM 3
15' CANAL RESERVATION PER 16 BM 3

RW ESMT TO NATOMAS CENTRAL
MUTUAL WATERE COMPANY PER 589
OR 184
35' PRIVATE ROAD & CANAL
RESERVATION PER 16 BM 3

CL OF SMUD ESMT
PER 1387 OR 33, SUBJECT TO RW
GRANTED TO RD 1000 FOR

DRAINAGE CANAL ALONG
WESTERLY SIDE OF LOT 90
(NO WIDTH STATED)
25' PRIVATE ROAD & CANAL
RESERVATION PER 16 BM 3

LOCAL INDUSTRIAL
(2-LANE W/ TURN LANE)
20' DRAINAGE CANAL ESMT
TO RD1000 PER BK 76, PG 388

POLE LINE EASEMENT
ELECTRICAL FACILITES EASEMENT PER 1321-A OR 494PER 1223-B OR 271 ELECTRICAL FACILITES EASEMENTPER 1223-B OR 270

OVERHEAD POWER LINE
POLES FURTHER THAN 4' FROME. EDGE OF CANAL
20' RD1000 ESMT PER
5331 OR 130
50' RD1000 ESMT PER 5331OR 130
50' RECONSTRUCTION OF SLOPE AND BUFFER
50' RECONSTRUCTION OF SLOPE AND BUFFER
50' RECONSTRUCTION OF

SLOPE AND BUFFER

DETENTION/RETENTION
BASIN

STATION

SOUTH BAYOU WAY
OLD S. BAYOU RW TBA
185'
70' 55'
63'
70' 55'
60'
60' 70' 55' 620'
PUMP
70' 55' 60' 50'
50' 50'
50'
R=1000'
75'
75' LOCAL INDUSTRIAL (2-LANE W/ TURN LANE)
LOCAL INDUSTRIAL (4-LANE W/

TURN LANE)
DRN

FUTURE IND

FUTURE IND
185'
70' 55' 60'
185'
70' 55' 60'
1,136'
620'
ISGUR

CAMPBELL
620' 50' 60' 70' 55' 60' 70' 55'
620' 1,123'
1,940' 1,940'
SEWER
PUMP

STATION

TO BE ABANDONED
50'
55'
60' 70' 55' 620' 1,423'

TRANSITION BACK TO EXISTING

RURAL POWER LINE ROAD

POWER LINE ROAD
620'x1,940'
1,202,800± SF
BUILDING NO. 2
620'x1,940'
1,202,800± SF
BUILDING NO. 4
620'x1,423'
882,260± SF
BUILDING NO. 1
620'x1,123'
696,260± SF
BUILDING NO. 3
620'x1,136'
704,320± SF
BUILDING NO. 5
60'

EXISTING

CELLULAR
TOWER
165'
840'
693'
400'
693'
50' BUFFER

EXISTING BAYOU ROADEAST TOBE ABANDONED ANDREPLACED

WITH PRIVATE GATED
ROADWAY ACCESS ANDPUBLIC UTILITYEASEMENTS.

PROPOSED ACCESS EASEMENT & PUE

TO BE ABANDONED
A
LOT D

DETENTION/

RETENTION
BASIN
LOT C

DETENTION/RETENTION
BASIN
LOT B

DETENTION/RETENTION
BASIN

DETENTION/

RETENTION
BASIN
LOT A

DETENTION/

RETENTION
BASIN
PARCEL 11
PATEL FUT. IND
B
PARCEL 6C
C-2

3.0 ± AC. (N)
PARCEL 7C
C-2

1.3 ± AC. (N)
PARCEL 1

INDUSTRIAL

47.7 ± AC. (N)
PARCEL 2

INDUSTRIAL

53.4 ± AC. (N)
PARCEL 3

INDUSTRIAL

34.4 ± AC. (N)
PARCEL 4

INDUSTRIAL

54.7 ± AC. (N)
PARCEL 5

INDUSTRIAL

45.4 ± AC. (N)
PARCEL 8

FUTURE INDUSTRIAL

64.3 ± AC. (N)
PARCEL 9

6.5 ± AC. (N)

0.7 ± AC. (N)

4.6 ± AC. (N)

6.9 ± AC. (N) PARCEL 10

8.5 ± AC. (N)

5.1 ± AC.
(BASIN)

54.9 ± AC. (N)

40.6 ± AC. (BASIN)

12.1 ± AC. (N)

6.3 ± AC. (BASIN)

10.5 ± AC. (N)

3.5 ± AC. (BASIN)
R=1000'

SOUTH BAYOU WAY

SOUTH BAYOU WAY

2.3 ± AC. (N)
LOT E
BUFFER
"A" DRIVE
A

AIRPORT SOUTH INDUSTRIAL DRIVE

PROPOSED
ACCESS
EASEMENT TOPARCELS 10 & 11

CALTRANS

NO TRUCK ACCESS EAST

TO SOUTH BAYOU WAY

PROPOSED GATE
(APPROX. LOCATION)

TO BE ABANDONED

37.9 ± AC. (N)

CALTRANS
ROW
6,690± SF 4,050± SF
LOT F

SEWER PUMP STATION

0.5 ± AC. (N)
LOT G

DRAINAGE PUMP STATION

0.4 ± AC. (N)
PARCEL 6A
C-2

2.1 ± AC. (N)
3,200± SF
PARCEL 6B
C-2

1.5 ± AC. (N)
3,200± SF
PARCEL 7B
C-2

1.5 ± AC. (N) 3,200± SF
PARCEL 7A
C-2

4.0 ± AC. (N)
60,600± SF

PROPOSED MONUMENT

SIGN LOCATION PROPOSED MONUMENT SIGN LOCATION

COUNTY OF

SACRAMENTO
201-0291-026

RIVER ROCK

INVESTMENTS LLC
201-1020-055

COUNTY OF

SACRAMENTO
225-0010-021
RECLAMATION DISTRICT 1000
225-0010-034

COUNTY OF

SACRAMENTO
225-0010-021

COUNTY OF

SACRAMENTO
225-0010-017

COUNTY OF

SACRAMENTO
225-0010-009

COUNTY OF

SACRAMENTO
225-0010-010

COUNTY OF

SACRAMENTO
225-0010-011

COUNTY OF

SACRAMENTO
225-0010-013

NP MAP AND LAND

HOLDINGS LLC
225-0010-015

NP MAP AND LAND

HOLDINGS LLC
225-0010-014

NATOMAS BASIN

CONSERVANCY
225-0020-013

NATOMAS BASIN

CONSERVANCY
225-0020-012
RECLAMATION DISTRICT 1000
225-0030-012

DHR CAPITAL LLC
225-0030-060

CITY OF SACRAMENTO
225-1480-053

CITY OF SACRAMENTO
225-1480-056 CITY OF SACRAMENTO
225-1480-020

STATE OF CALIFORNIA
225-0030-050

GRAND STAFF
2010 TRUST
225-1590-008
MENGI
225-1590-009
BRAH
225-1590-010

MONTEMAYOR
225-1590-011
BASSI
225-1590-012
MITROS
225-1590-013

HENDERSON
225-1590-014
THOMAS
225-1590-015

GARTNER
225-1590-016

WILLIAM J & RITA J
BOWEN 2007

REVOCABLE TRUST
225-1590-017

BUTTERMAN
225-1590-018
MOIN
225-1590-019

DURETTE
225-1590-020
CHU
225-1590-021
HUANG
225-1590-022
MOMOH
225-1590-023
MAYO
225-1590-024
JOHN
225-1590-025

MCARDLE
225-1590-026
225-1830-009 CLYDE
225-1830-010
FONG
225-1830-011 AHMADI
FRIES 225-1830-008

WINNCREST

NATOMAS LLC
225-1480-024

COUNTY OF

SACRAMENTO
201-1020-092

COUNTY OF

SACRAMENTO
201-1020-090

KOSAREFF
201-1020-147

RIVER ROCK

INVESTMENTS LLC
201-1020-140

RIVER ROCK

INVESTMENTS LLC
201-1020-139

WILLIAM LINN
201-1020-030

LINN JUNE C
1999 TRUST
201-1020-056

GREENBRIAR PROJECT

OWNER LLC
201-0300-183
GREENBRIAR PHASE 2 LLC
201-1510-025
RECLAMATION DISTRICT 1000
225-0020-011
190'
C
PROPOSED 24" CONNECTINGPIPE (TYP)
PROPOSED 50-FOOT WIDE
WEIR
75' STREET SECTION
AIRPORT SOUTH INDUSTRIAL DRIVE & "A" DRIVE
1"=10' SCALE
A

TWO WAY

TURN LANE
6' 12' 5' 3' 6'-6"

TRAVEL LANE WALK
37'-6"
CL
R/W
75'
6'-6" 3' 5' 12' 6' 5'

WALK TRAVEL LANE
37'-6"
R/W
5'
BIKE
LANE
BIKE
LANE
(MOD. 2-LANE LOCAL INDUSTRIAL)
97' STREET SECTION
METRO AIR PARKWAY (MOD. 4-LANE LOCAL INDUSTRIAL)
1"=10' SCALE
B

TWO WAY

TURN LANE
6' 12' 5' 3' 6'-6"

TRAVEL LANE WALK
48'-6"
CL
R/W
97'
11'

TRAVEL LANE
6'-6" 3' 5' 12' 6' 5'

WALK TRAVEL LANE
48'-6"
R/W
11'

TRAVEL LANE
5'
BIKE
LANE
BIKE
LANE

EXISTING POWER LINE ROAD
EXISTING RD-1000 CHANNEL ±25' WIDE
±50' BUFFER FROM EDGE OF

EXISTING CHANNEL
LOT A: PROPOSED 255' WIDE DETENTION BASIN.

TOP OF BASIN=10.0'.

BOTTOM OF BASIN=3.0'
3:1
SLOPES

8.5'
ELEVATION ± 3.0'
TOP OF BANK EL=±13'
TOP WEIR EL=±10'
25' 50' 255'
EXISTING POWERLINE 4'-8.5' FROM

EASTERN EDGE OF CANAL
PL
100-YEAR WS=12.1
EXISTING RD-1000 CHANNEL ±55' WIDE
±50' BUFFER FROM EDGE OF EXISTING CHANNEL
LOT B: PROPOSED 255' WIDE DETENTION
BASIN. TOP OF BASIN=10.0.

BOTTOM OF BASIN=3.0
3:1 SIDE SLOPES 255' 50' 55'
ELEVATION ± 3.0'
TOP OF BANK EL=±13'
100-YEAR WS=12.1 TOP WEIR EL=±10'
PL
44'
EXISTING REACH 8 RD-1000 CHANNEL ±35' WIDE
±50' BUFFER FROM EDGE OF EXISTING CHANNEL
LOT B: PROPOSED 255' WIDE
DETENTION BASIN.

TOP OF BASIN=10.0'
BOTTOM OF BASIN=3.0'
3:1 SIDE SLOPES
FUTURE REACH 8' CHANNEL (35' BOTTOM
WIDTH W/ 2:1 SIDE SLOPES)
255' 50' 35'
ELEVATION ± 3.0'
30' 75'
TOP OF BANK EL=±13'
100-YEAR WS=12.1 TOP WEIR EL=±10'
PROPOSED DETENTION BASIN.

TOP OF BASIN=10.0'.

BOTTOM OF BASIN=3.0'
ELEVATION ± 3.0'
100-YEAR WS=12.1
230'
TOP OF BANK EL=±13'
TOP WEIR EL=±10'

DEL PASO RD

POWER LINE RD

GARDEN HWY

EL CENTRO RD

AIRPORT BLVD

LONE TREE RD

W ELKHORN BLVD

OLD RIVER RD

METRO AIR PKWY

N BAYOU RD
INTERSTATE 5
HIGHWAY 99

SACRAMENTO RIVER

INTERNATIONAL AIRPORT

SACRAMENTO
SITE

PROJECT

NORTH NTS
EXISTING REACH 8 RD-1000 CHANNEL ±55' WIDE
±50' BUFFER FROM EDGE OF EXISTING CHANNEL
PROPOSED LOT DDETENTION BASIN.
3:1 SIDE SLOPES
55' 50'

ELEVATION
± 10.0'

ELEVATION
± 3.0'

ELEVATION

13.0' MIN.

ELEVATION
- 5.0'
VARIES 50'

ELEVATION

13.0' MIN.

PROPOSED 24" RCP CONNECTING PIPE

PROPOSED
35 CFS
PUMP

STATION

WET WELL

WET WELL

ELEVATION

13.0' 100-YEAR WS=12.1

PRELIMINARY SITE PLAN

AIRPORT SOUTH INDUSTRIAL

CITY OF SACRAMENTO, CALIFORNIA
AUGUST 15, 2022

PRELIMINARY SITE PLAN - AIRPORT SOUTH INDUSTRIAL

BUILDING RELATIONSHIPS ONE PROJECT AT A TIME
3301 C St, Bldg. 100-B Tel 916.341.7760 200 Sacramento, CA 95816 Fax 916.341.7767 0 400
NORTH 800
1"=80' SCALE

WEST PROPERTY LINE
1 1"=80' SCALE

SOUTH PROPERTY LINE
2 1"=100' SCALE

EAST PROPERTY LINE
3 LAND USE SUMMARY

VICINITY MAP

THIS SITE PLAN IS FOR PRELIMINARY PLANNING PURPOSES
ONLY AND SUBJECT TO CHANGE PRIOR TO FINAL APPROVAL.
1"=80' SCALE

CHANNEL ADJACENT TO PUMP STATION
C

EXHIBIT D EXHIBIT D

BUILDING RELATIONSHIPS ONE PROJECT AT A TIME
3301 C St, Bldg. 100-B Tel 916.341.7760
Sacramento, CA 95816 Fax 916.341.7767

EXHIBIT F
Updated:

C 1I 2 Basin Buffer PS Roads 3
Infiltrtn
6 DU/AC 6 DU/AC 6 DU/AC 6 DU/AC 6 DU/AC 6 DU/AC QAVG QI/I QPDWF QPWWF Size Slope Velocity d/D AC AC AC AC AC AC (acres) (ESD) (acres) (ESD) (mgd) (mgd) (mgd) (mgd) (inch) (ft/ft) (fps)

AIRPORT SOUTH INDUSTRIAL
W-20A W-20 8.5 8.5 51.0 8.5 51.0 0.016 2.0 0.014 0.032 0.046 8'' 0.0035 1.30 0.21 W-20B W-20 54.9 54.9 329.4 54.9 329.4 0.102 1.9 0.088 0.193 0.281 8'' 0.0035 2.15 0.56 W-20 W-15 10.2 10.2 61.2 73.6 441.6 0.137 1.9 0.118 0.256 0.374 8'' 0.0035 2.28 0.68 W-15A W-15 47.7 47.7 286.2 47.7 286.2 0.089 1.9 0.076 0.169 0.245 8'' 0.0035 2.08 0.52 W-15B W-15 53.4 53.4 320.4 53.4 320.4 0.099 1.9 0.085 0.188 0.274 8'' 0.0035 2.14 0.55 W-15 W-10 174.7 1048.2 0.325 1.8 0.280 0.584 0.864 12'' 0.0022 2.37 0.68 W-10A W-10 13.4 13.4 80.4 13.4 80.4 0.025 2.0 0.021 0.050 0.071 8'' 0.0035 1.49 0.27 W-10 W-05 188.1 1128.6 0.350 1.8 0.301 0.627 0.928 12'' 0.0022 2.40 0.71 W-05A W-05 34.4 34.4 206.4 34.4 206.4 0.064 1.9 0.055 0.124 0.179 8'' 0.0035 1.91 0.43 W-05B W-05 54.7 54.7 328.2 54.7 328.2 0.102 1.9 0.088 0.193 0.280 8'' 0.0035 2.14 0.56 W-05C W-05 12.1 12.1 72.6 12.1 72.6 0.023 2.0 0.019 0.045 0.065 8'' 0.0035 1.44 0.25 W-05 W-03 289.3 1735.8 0.538 1.8 0.463 0.944 1.407 18'' 0.0012 2.15 0.56 W-03A W-03C 6.5 6.5 39.0 6.5 39.0 0.012 2.1 0.010 0.025 0.035 8'' 0.0035 1.20 0.19 W-03B W-03C 0.9 0.9 5.4 0.9 5.4 0.002 2.2 0.001 0.004 0.005 8'' 0.0035 0.66 0.08 W-03C W-03 7.4 44.4 0.014 2.0 0.012 0.028 0.040 8'' 0.0035 1.25 0.20 W-03 W-01 296.7 1780.2 0.552 1.8 0.475 0.967 1.442 18'' 0.0012 2.17 0.57 E-20A E-20 2.3 2.3 13.8 2.3 13.8 0.004 2.1 0.004 0.009 0.013 8'' 0.0035 0.88 0.12 E-20 E-15 5.1 5.1 30.6 7.4 44.4 0.014 2.0 0.012 0.028 0.040 8'' 0.0035 1.25 0.20 E-15A E-15 10.5 10.5 63.0 10.5 63.0 0.020 2.0 0.017 0.039 0.056 8'' 0.0035 1.39 0.24 E-15B E-15 45.4 45.4 272.4 45.4 272.4 0.084 1.9 0.073 0.161 0.234 8'' 0.0035 2.05 0.50 E-15C E-15 64.3 64.3 385.8 64.3 385.8 0.120 1.9 0.103 0.225 0.328 8'' 0.0035 2.23 0.62 E-15 E-05 127.6 765.6 0.237 1.8 0.204 0.433 0.637 12'' 0.0022 2.22 0.55 E-05A E-05C 6.9 6.9 41.4 6.9 41.4 0.013 2.1 0.011 0.026 0.037 8'' 0.0035 1.22 0.19 E-05B E-05C 5.3 5.3 31.8 5.3 31.8 0.010 2.1 0.008 0.020 0.029 8'' 0.0035 1.14 0.17 E-05C E-05 12.2 73.2 0.023 2.0 0.020 0.046 0.065 8'' 0.0035 1.45 0.25 E-05 W-01 139.8 838.8 0.260 1.8 0.224 0.473 0.696 12'' 0.0022 2.26 0.58 W-01 PS 436.5 2619.0 0.812 1.7 0.698 1.395 2.094 18'' 0.0012 2.33 0.73 PS INT 436.5 2619.0 0.812 1.7 0.698 1.395 2.094 18'' 0.0012 2.33 0.73

13.4 311.7 86.0 2.3 0.9 22.2 436.5 2619.0 436.5 2619.0 0.812 0.698 1.395 2.094 Footnotes:

1. C - Commercial includes restaurants, gas station/carwash and hotel.

2. I - Warehouse / Industrial includes initial and future warehouse/industrial areas.

3. Roads include internal and Caltrans parcel. Roads does not include I-5 highway corridor.

4. All land uses are assumed to be 6 sewer ESDs per acre.

5. PS = Pump Station, INT = Ultimate force main discharge at Regional San interceptor (know shown on system layout)

TOTALS/MAX
Peaking
Factor

AIRPORT SOUTH INDUSTRIAL
Sewer Study - Demand & Hydraulic Analysis
US
Node #
DS
Node #
Total Shed Culmulative
Sheds
Average Flows, Q Peak Flows, QP Pipe Performance (@ QPWWF )
8/30/2022
J:\3000-s\3909_Airport_South_Ind\Airport_South_Ind_OA\Civil\Studies\Sewer\Level 1\DWG\ShedBubbleIN.txt Existing
Upper
Northwest
Interceptor
Existing
North Natomas
Interceptor
(SRCSD)
New Natomas
Pump Station
METRO
AIR
PARK

SACRAMENTO

INTERNATIONAL
AIRPORT Existing
SASD

MAP/SIA FM

NORTHLAKE

AIRPORT SOUTH

INDUSTRIAL
Proposed Sewer
Pump Station
Existing
SASD
Trunk
Earthstar Geographics
[
Del Paso Road
§¨¦5
ASI FM Alternatives
Backbone
#1
#2
#3
SASD & SRCSD Service Areas
Sacramento City Limit
§¨¦5

SACRAMENTO COUNTY
Del Paso Road
Elkhorn Boulevard

SUTTER COUNTY

YUBA COUNTY

SEWER FORCE MAIN ALTERNATIVES
NOVEMBER 2022

EXHIBIT G
AIRPORT SOUTH INDUSTRIAL El Centro Road
San Juan Road

YOLO COUNTY
Bayou Way
J:\3000-s\3909_Airport_South_Ind\Airport_South_Ind_OA\GIS\ArcGISPro\SewerStudy\SewerStudy.aprx 11/10/2022 8:25 PM jfletter Connection Point Alt #2 & #3
Connection Point Alt #1
AÎ
FM to serve
all alternatives
§¨¦80

EXHIBIT H
Airport South Industrial Sewer System Updated: August 29, 2022 Engineer's Estimate of Construction Costs
Project No. 3909004
ITEM
NO

DESCRIPTION QUANTITY UNIT
UNIT

PRICE TOTAL
A. Pump Station General
1 Bonds/Ins/Contract Admin/Incidentals 1 LS $172,000 $172,000 2 Mobilization and Demobilization 1 LS $429,000 $429,000 3 Sheeting, Shoring, Bracing, and Dewatering 1 LS $172,000 $172,000 4 SWPPP Implementation and Maintenance 1 LS $12,000 $12,000 5 Pump Station Commissioning 1 LS $30,000 $30,000
Pump Station General Subtotal $815,000
B. Pump Station Sitework and Underground
6 CMU Security Wall & Pilasters 143 LF $650 $92,950
7 Steel Drive Gates 2 EA $25,000 $50,000
8 Steel Man Gate 1 EA $8,000 $8,000
9 Miscellaneous Site Work/Finish Grading/Hydroseeding 1 LS $20,000 $20,000 10 Paving and Aggregate Base Surfacing 11,100 SF $12 $133,200 11 Removable Bollards 22 EA $2,000 $44,000
12 1.5" Water Service & Hose Bibb 1 EA $5,000 $5,000
13 Shade Canopy 1 LS $75,000 $75,000
14 30" VCP Gravity Trunk 65 LF $880 $57,200
15 60-inch Manhole 1 EA $20,000 $20,000
16 Overhead Crane & Equipment 1 LS $150,000 $150,000
Pump Station Sitework and Underground Subtotal $655,350 C. Pump Station Civil & Mechanical
17 Earthwork – Excavation, Import, Backfill, Spoil 8,000 CY $30 $240,000 18 Wet Well & Hatches 1 LS $200,000 $200,000
19 280 HP Submersible Centrifugal Pumps and Accessories 3 EA $150,000 $450,000 20 Valve Vault and Hatch 1 LS $95,000 $95,000
21 Flow Meter Vault & Hatch 1 LS $30,000 $30,000
22 Force Main Bypass Valve Vault and Hatch 1 LS $18,000 $18,000 23 Odor Control Pad and Piping 1 LS $16,000 $16,000
24 Discharge Piping, Fittings & Assembly 1 LS $100,000 $100,000 25 Cathodic Protection 1 LS $50,000 $50,000
26 Miscellaneous (Washdown pad, odor control pad, & drain) 1 LS $50,000 $50,000 Pump Station Civil & Mechanical Subtotal $1,249,000
D. Pump Station Electrical
27 Switchboard, MCC, RTU Cabinet, Programming 1 LS $150,000 $150,000 28 Electrical Distribution/Conduit and Conductors 1 LS $35,000 $35,000 29 Field Instruments (Level Transducer, High Level, Pressure Xmtrs) 1 LS $18,000 $18,000 30 Field Instruments (Flow Meter) 1 LS $18,000 $18,000
31 Balance of Electrical Materials, Equipment, & Labor 1 LS $25,000 $25,000 32 Site Lighting & Receptacles 1 LS $10,000 $10,000
33 Utility Transformer & Labor 1 LS $25,000 $25,000
34 Diesel Power Generator 1 LS $110,000 $110,000
Pump Station Electrical Subtotal $391,000

EXHIBIT H
E. Gravity Trunk
35 18-inch PVC Piping (C900 DR14) 750 LF $300 $225,000
36 60-inch Manhole (Polymer Concrete) 5 EA $20,000 $100,000 Gravity Trunk Subtotal $325,000
E. Force Main (Based on Alternative 1)
37 16" HDPE Force Main (DR11) 16,500 LF $300 $4,950,000 38 30" Jack & Bore Casing 450 LF $2,000 $900,000
39 60" Airgap Manhole & Connections 1 EA $50,000 $50,000 40 72" Interceptor Manhole & Connections 1 EA $50,000 $50,000 Force Main (Based on Alternative 1) Subtotal $5,950,000 Subtotal A - D: $3,110,000
Subtotal A - E: $3,440,000
Subtotal A - F: $9,390,000
Contingency (20%) : $1,880,000
Total Estimated Construction Cost : $11,270,000
Planning, Studies & Engineering (PSE) 10% $940,000
Construction Management, Testing & Inspection (CMI) 8% $750,000 Project Cost Estimate (Construction, PSE, CMI) $12,960,000

1. 2.

Notes:

The Probable Construction Cost above is based on costs from similar projects. Neither Wood Rodgers nor the Client has any control over the cost of labor, materials, equipment, the Contractors' methods of determining bid prices, or other competitive bidding markets. Prices may vary from engineer's estimate due to bidding climate, competition, and materials escalation at time of receiving bids. Wood Rodgers, Inc. does not assume responsibility for the use of these costs in budget analysis and will not be held liable for capital improvement cost increases associated with the development of this project.

Gravity construction cost estimate excludes non-reimbursable collector system.

APPENDIX N

SACRAMENTO AIRPORT SOUTH INDUSTRIAL

DEVELOPMENT LOCAL TRANSPORTATION

ANALYSIS

DRAFT REPORT
F E B R U A R Y 5 , 2 0 2 4
PREPARED FOR:

CITY OF SACRAMENTO
SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024 i

TABLE OF CONTENTS
Introduction................................................................................................................................................................1 Project Description.....................................................................................................................................................1 Analysis Scenarios.......................................................................................................................................................1 Environmental Setting................................................................................................................................................2 Roadway System.....................................................................................................................................................2 Existing Pedestrian System.....................................................................................................................................6 Existing Bicycle System...........................................................................................................................................6 Transit System ........................................................................................................................................................7 Study Area ..............................................................................................................................................................8 Existing Intersection Geometry ..............................................................................................................................9 Data Collection .......................................................................................................................................................9 Regulatory Setting ............................................................................................................................................... 13 City Of Sacramento Traffic Impact Guidelines (2022) ..............................................................................................13 Sacramento 2035 General Plan ............................................................................................................................13 Sacramento County ............................................................................................................................................14 Level Of Service And Queue Length Analysis And Methodology ........................................................................ 16 Existing Traffic Conditions....................................................................................................................................... 17 Intersection Operations Analysis......................................................................................................................... 17 Segment Operations Analysis.............................................................................................................................. 22 Project Travel Characteristics.................................................................................................................................. 25 Trip Generation and Distribution ........................................................................................................................ 25 Deficiency Thresholds.............................................................................................................................................. 30 Intersections – City Of Sacramento..................................................................................................................... 30 Intersections – Sacramento County .................................................................................................................... 30 Segments – City Of Sacramento.......................................................................................................................... 31 Segments – Sacramento County ......................................................................................................................... 31 Caltrans Facilities................................................................................................................................................. 31 Transit.................................................................................................................................................................. 31 Bicycle Facilities................................................................................................................................................... 31 Pedestrian Circulation ......................................................................................................................................... 31 Construction-Related Traffic Impacts.................................................................................................................. 31 SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024 ii
Traffic Forecasting Methodology ............................................................................................................................ 32 Baseline and Baseline with Project Traffic Conditions............................................................................................ 36 Traffic Volumes and lane configurations............................................................................................................. 36 Intersection Operations Analysis......................................................................................................................... 46 Segment Operations Analysis.............................................................................................................................. 55 Cumulative and Cumulative with Project Traffic Conditions .................................................................................. 59 Traffic Volumes and lane configurations............................................................................................................. 59 Intersection Operations Analysis......................................................................................................................... 68 Segment Operations Analysis.............................................................................................................................. 79 Circulation Guidelines Review................................................................................................................................. 83 Driveway Control Type and Spacing.................................................................................................................... 83 Driveway Throat Lengths..................................................................................................................................... 84 Bicycle Access...................................................................................................................................................... 87 Pedestrian Access................................................................................................................................................ 87 Truck Access ........................................................................................................................................................ 87 Deficiencies and Recommendations....................................................................................................................... 88 Operational Deficiency 1: ....................................................................................................................................88 Operational Recommendation 1: ..........................................................................................................................88 Operational Deficiency 2: ....................................................................................................................................88 Operational Recommendation 2: ..........................................................................................................................89 Operational Recommendation 3: ..........................................................................................................................89 Active Transportation deficiency 1: .......................................................................................................................90 Active Transportation recommendation 1: .............................................................................................................90 SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024 iii

LIST OF FIGURES
Figure 1. Study Area ...................................................................................................................................................4 Figure 2. Project Site Plan...........................................................................................................................................5 Figure 3. Bikeways......................................................................................................................................................6 Figure 4. Regional Transit Map...................................................................................................................................7 Figure 5. Intersection Identification........................................................................................................................ 10 Figure 6. Existing Lane Configurations, Traffic Control, & AM and PM Volumes.................................................... 11 Figure 7. Urban Services Boundary Map (as of January 1, 2020)............................................................................ 15 Figure 8: Existing Segment Volumes ....................................................................................................................... 24 Figure 9: Baseline with Project trip distribution for Industrial Uses...................................................................... 26 Figure 10: Baseline with Project trip distribution for Highway Commercial Uses ................................................. 27 Figure 11: Internal Site Distribution (Industrial Trips)............................................................................................. 28 Figure 12: Internal Site Distribution (Commercial Trips)......................................................................................... 29 Figure 13: Study Area Traffic Analysis Zone Splits.................................................................................................. 33 Figure 14: Study Area Traffic Model Roadway Networks....................................................................................... 35 Figure 15. Baseline Lane Configurations, Traffic Control, & AM and PM Volumes................................................. 41 Figure 16. Baseline with Project Lane Configurations, Traffic Control, & AM and PM Volumes............................ 43 Figure 17: Baseline Segment Volumes.................................................................................................................... 57 Figure 18: Baseline with Project Segment Volumes................................................................................................ 58 Figure 19. Cumulative Lane Configurations, Traffic Control, & AM and PM Volumes............................................ 63 Figure 20. Cumulative with Project Lane Configurations, Traffic Control, & AM and PM Volumes....................... 65 Figure 21: Cumulative Segment Volumes ............................................................................................................... 81 Figure 22: Cumulative with Project Segment Volumes........................................................................................... 82 Figure 23: Airport South Industrial Drive Intersection Spacing............................................................................... 84 Figure 24. Site Plan Throat Length Dimensions....................................................................................................... 86

LIST OF TABLES
Table 1: Project Analysis Scenarios ............................................................................................................................1 Table 2. Intersection Level of Service...................................................................................................................... 16 Table 3. Level of service threshold for roadway segment....................................................................................... 17 Table 5. Existing Intersection Operations Analysis.................................................................................................. 19 Table 6. Existing Intersection Queue Analysis......................................................................................................... 21 Table 7: Existing Segment Results Summary........................................................................................................... 22 Table 9: Recommended Trip generation (Net new Trips)....................................................................................... 25 Table 10: Geometry Comparison Table: Existing to Baseline.................................................................................. 37 Table 11: Geometry Comparison Table: Baseline to Baseline with Project............................................................ 40 Table 12. Baseline and Baseline with Project Intersection Operations Analysis..................................................... 47 Table 13. Baseline Intersection Queue Analysis...................................................................................................... 52 Table 14. Baseline with Project Intersection Queue Analysis................................................................................. 53 Table 15: Baseline Segment Results Summary........................................................................................................ 55 Table 18: Geometry Comparison Table: Existing to Cumulative............................................................................. 60 Table 19: Geometry Comparison Table: Cumulative to Cumulative with Project .................................................. 62 Table 20. Cumulative and Cumulative with Project Intersection Operation Analysis ............................................ 70 SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024 iv
Table 21. Cumulative Intersection QUeue Analsysis............................................................................................... 74 Table 22. Cumulative with Project Intersection Operation Analysis....................................................................... 76 Table 23: Cumulative Segment Results Summary................................................................................................... 79 Table 26. Baseline with Project Operational Deficiency Summary ......................................................................... 91 Table 27. Cumulative with Project Operational Deficiency Summary .................................................................... 92

APPENDICES
A. T R A F F I C C O U N T D A T A
B. T R I P G E N E R A T I O N A N D D I S T R I B U T I O N M E M O R A D U M C. S I M T R A F F I C R E P O R T S – E X I S T I N G
D. S I M T R A F F I C R E P O R T S – B A S E L I N E
E. S I M T R A F F I C R E P O R T S – B A S E L I N E + P R O J E C T F. S I M T R A F F I C R E P O R T S – C U M U L A T I V E G. S I M T R A F F I C R E P O R T S – C U M U L A T I V E + P R O J E C T H. S I G N A L W A R R A N T S
LS
SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024 1

INTRODUCTION
This Local Transportation Analysis (LTA) addresses transportation and circulation conditions associated with a proposed development project on the south side of I-5 at the Metro Air Parkway interchange in Sacramento, CA. The analysis focuses on the project’s relationship to the City and County street system, including nearby intersections, the proposed access points, and on-site circulation. The analysis also includes consideration of motorized vehicle traffic impacts on roadway capacity and potential impacts to transit, bicyclists, and pedestrians.

PROJECT DESCRIPTION
The proposed project consists of approximately 5.2 million square feet of warehouse distribution centers, 98.2 thousand square feet of food and service industry, and reserves area for a further 1.4 million square feet of future industrial uses. As illustrated in Figure 1, the 422-acre Sacramento Airport South Industrial Project is located on the south side of I-5 at the Metro Air Parkway interchange. The project would extend Metro Air Parkway to the newly constructed Airport South Industrial and eliminate the existing Bayou Way between Power Line Road and the east side of the project site. The project is currently located within unincorporated Sacramento County and proposes to annex into the City of Sacramento. The site is currently zoned as AG-20 and AG-80 agriculture land. Figure 2 shows the proposed site plan.

ANALYSIS SCENARIOS
Due to the size of this project and the need for both rezoning and annexation into the City, several analysis scenarios are included and documented in this report. These scenarios are summarized in Table 1.

TABLE 1: PROJECT ANALYSIS SCENARIOS

SCENARIO DESCRIPTION
Existing
Represents average traffic conditions as of approximately May 2022. This scenario is used to establish a baseline for comparison
Baseline
Represents average traffic conditions at the year of construction.

This includes reasonably foreseeable developments in the short term near the project site including developments in Metro Air Park and Northlake (~2025)
Baseline with Project Layers the project on top of the Baseline analysis Cumulative
Includes all planned developments for the forecasting year of 2040. This effort was coordinated with the City of Sacramento’s Draft 2040 General Plan for consistency and is consistent with the regional MTP/SCS
Cumulative with Project Layers the project on top of the Cumulative analysis SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024 2

ENVIRONMENTAL SETTING
The roadway, transit, bicycle, and pedestrian transportation systems within the study area are described below.

ROADWAY SYSTEM
The Mobility Element of the Sacramento 2035 General Plan identifies the following roadway system functional classifications.

Major Arterial: A four- to six-lane street that serves longer distance trips and serves as the primary route for moving traffic through the city, connecting urban centers, residential neighborhoods, and commercial centers to one another, or to the regional transportation network. Movement of people and goods (also known as mobility), rather than access to adjacent land uses, is the primary function of an arterial street. These streets carry moderate to heavy vehicular movement, low to high pedestrian and bicycle movements, and moderate to high transit movement. Typical major arterials have right-of-way widths of 80–150 feet. Arterials configured as boulevards have right-of-way widths of 90–180 feet.

Minor Arterial: A two-lane street that serves longer-distance trips and provides access to the regional transportation system. These streets carry low to moderate vehicular movement, low to high pedestrian and bicycle movements, and moderate to high transit movement. These roadways typically have high levels of access control. Typical minor arterial streets have right-of-way widths of 50–90 feet.

Major Collector: A two- to four-lane street that primarily provides travel between arterial streets and collector or local streets and secondarily provides access to abutting properties. These streets carry low to moderate vehicular movement, low to heavy pedestrian movements, moderate to heavy bicycle movement, and low to moderate transit movement. These roadways have medians and moderate access control. Typical major collector streets have right-of-way widths of 60–120 feet.

Minor Collector: A two-lane street that connects residential uses to the major street system. These roadways are undivided and have lower levels of access control to abutting properties than arterials or major collectors. Typical minor collector streets have right-of-way widths of 40–80 feet.

Local: A two-lane street that provides direct access to abutting land uses. Local streets serve the interior of a neighborhood. These streets carry low vehicular movement, low to heavy pedestrian movement, and low to moderate bicycle movement. Typical local streets have right-of-way widths of 40–60 feet.

The roadway system near the proposed project is described below.

Interstate 5 - I-5 is a north-south freeway facility serving local and interregional traffic within the Sacramento region. I-5 primarily links South Sacramento, the Central Business District in Downtown Sacramento, Natomas, and the Sacramento International Airport. This freeway is also used as a SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024 3
primary route by long-distance traffic, including truck traffic. I-5 is generally about two to four lanes in each direction in the project vicinity.

Power Line Road is a north-south minor collector, perpendicular to I-5, located along the west side of the project site. To the north, the roadway intersects with Bayou Way and passes over I-5. To the south, Power Line Rd intersects with Del Paso Road and ends at Garden Highway. Power Line Road has one lane in each direction with narrow, unpaved shoulders.

Bayou Way is an east-west local road located on the north side of the project site. To the west, the roadway intersects with Power Line Road. To the east, Bayou Way intersects with Metro Air Parkway and continues to the Westlake neighborhood, where it becomes El Centro Road. This roadway has one lane in each direction. East of the project site, Bayou Road is separated by a painted median and has painted bike lanes in both directions.

Del Paso Road is an east-west minor arterial located approximately ½ mile south of the project site. To the west, the roadway intersects with Power Line Road. To the east, Del Paso Road intersects Hovnanian Drive and bisects the suburban Westlake and Sundance Lake neighborhoods. To the east, the roadway has ramps connected to I-5. The segment of the roadway directly to the south of the project site has one lane in each direction. To the east, the roadway expands to two lanes in each direction with additional left turn lanes and a raised median.

El Centro Road is a north-south arterial located approximately ½ mile east of the project site. To the north, the roadway becomes Bayou Way. To the south, the roadway intersects with Del Paso Road and runs alongside the suburban neighborhoods of Westlake and Sundance Lake. North of Del Paso Road, this roadway has two southbound lanes, one northbound lane, and a raised median with left turn lanes. To the South of Del Paso Road, this roadway has two lanes in each direction with a raised median.

Metro Air Parkway is a north-south arterial perpendicular to I-5 that bisects the project site. Metro Air Parkway intersects Bayou Way to the south, passes over I-5, and continues north to intersect with West Elkhorn Boulevard. Within the Study Area, Metro Air Parkway currently has one lane per direction and is being widened to have two lanes in each direction. By 2040, this roadway will be constructed to three lanes per direction. It is considered a thoroughfare within County jurisdiction.

Elkhorn Boulevard is an east-west arterial located north of the project site. To the east, Elkhorn Boulevard connects with SR-99. To the west, Elkhorn Boulevard connects with Power Line Road. This roadway is currently one lane per direction except in front of Northlake, where it is three lanes eastbound and two lanes westbound. By 2030, this roadway will be constructed as a six-lane thoroughfare.

SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024 4
-Existing facilities include those which counts from prior studies were used. -New intersections are those for which new counts were collected for this study or which did not yet exist on the ground at the time the study was initiated.

FIGURE 1. STUDY AREA
Source: Wood Rodgers, June 20, 2022.

FIGURE 2. PROJECT SITE PLAN
SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024 6

EXISTING PEDESTRIAN SYSTEM
The pedestrian system in the vicinity of the project site consists of sidewalks along Del Paso Road and El Centro Road when they pass through the Sundance Lake and Westlake Neighborhoods. There are currently no pedestrian facilities immediately adjacent to the project site as the location is currently undeveloped.

EXISTING BICYCLE SYSTEM
The bicycle system in the vicinity of the project site consists of infrastructure around the Westlake and Sundance Lake Neighborhoods. The bicycle system consists of a Class I bike path and Class II bike lanes to the south and east of the project site. Figure 3 illustrates the existing bicycle system. The existing bicycle system ends at the Sacramento City limit.

Source: City of Sacramento Bikeway User Map, 2020
FIGURE 3. BIKEWAYS

PROJECT SITE
SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024 7

TRANSIT SYSTEM
The area in the project vicinity is served by local SacRT bus service (Routes 13 and 142) as well as North Natomas Jibe (Lines 171 and 174), as illustrated in Figure 4. Bus Route 13 operates along Del Paso Road, south of the project site. Bus Route 142, which is a peak-only line, also operates along I5, and stops north of the project site. North Natomas Jibe line 171 (a part-time service) passes along the project site on Callison Drive. North Natomas Jibe line 174 (a part-time service) also operates on Del Paso Road southeast of the project site without any stops in the vicinity of the site. Jibe routes have traditionally been oriented to peak period travel from Natomas to Downtown during the morning peak, and from Downtown to Natomas during the afternoon peak. It should be noted that, due to continued low ridership due to the pandemic, Jibe has suspended all services indefinitely.

Source: Sacramento Regional Transit Bus & Light Rail System Map FIGURE 4. REGIONAL TRANSIT MAP
SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024 8

STUDY AREA
The following intersections are included in the study area and shown in Figure 5:

1. Airport Blvd and I-5 northbound ramps

2. Airport Blvd and I-5 southbound ramps

3. Metro Air Parkway and I-5 northbound
ramps

4. Metro Air Parkway and I-5 southbound
ramps

5. Garden Highway and Power Line Road

6. Del Paso Road and Power Line Road

7. Del Paso Road and El Centro Road

8. Del Paso Road and Hovnanian Drive

9. Del Paso Road and I-5 northbound
ramps

10. Del Paso Road and I-5 southbound
ramps

11. Del Paso Road and East Commerce
Way

12. West Elkhorn Boulevard and Metro Air
Parkway

13. West Elkhorn Boulevard and SR 99
northbound ramps

14. West Elkhorn Boulevard and SR 99
southbound ramps

15. West Elkhorn Boulevard and East
Commerce Way

16. North Park Drive and East Commerce
Way

17. Arena Boulevard and El Centro Road

18. Bayou Road South and Power Line
Road

19. Bayou Road South and Metro Air
Parkway

20. Power Line Road and West Elkhorn
Boulevard

21. Metro Air Parkway and Pacific Gateway
Drive

22. Metro Air Parkway and Meister Way

23. West Elkhorn Boulevard and Badiee
Drive

24. West Elkhorn Boulevard and Ameri
Drive

25. West Elkhorn Boulevard and Lone Tree
Road

26. West Elkhorn Boulevard and Lakestone
Drive

27. West Elkhorn Boulevard and Wave
Street

28. West Elkhorn Boulevard and Waterside
Avenue

29.Bayou Way and Callison Drive

30. El Centro Road and Hawkview Drive

31.Airport South Industrial Drive and
Power Line Road

32. Airport South Industrial Drive and
Metro Air Parkway

33. Highway commercial access and Metro
Air Parkway
The following segments are also included in the study area:

1. Metro Air Parkway - I-5 to Pacific Gateway Drive

2. Metro Air Parkway - Pacific Gateway Drive to Meister Way

3. Metro Air Parkway - Meister Way to Elkhorn Boulevard

4. West Elkhorn Boulevard - Lone Tree Road to Baidee Drive

5. Power Line Road - Garden Highway to Del Paso Road

6. Power Line Road - Bayou Road to Del Paso Road

7. Power Line Road - Bayou Road to Pacific Gateway Drive

8. Power Line Road - West Elkhorn Boulevard to Pacific Gateway Drive

9. Del Paso Road - Power Line Road to Hovnanian Drive

10. El Centro Road - Del Paso Road to Hawkview Drive
SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024 9

11. El Centro Road - Hawkview Drive to Bayou Way

12. Garden Highway - Power Line Road to Radio Road

13. Garden Highway - Radio Road to San Juan Road

14. Garden Highway - San Juan Road to city limit

15. Metro Air Parkway - I-5 to Airport South Industrial Drive

16. Airport South Industrial Drive - Power Line Road to Metro Air Parkway

17. Airport South Industrial Drive - Metro Air Parkway to "A" Drive

18. "A" Drive - Airport South Industrial Drive to Bayou Way

19. Bayou way - "A" Drive to El Centro Road

EXISTING INTERSECTION GEOMETRY
Existing intersection geometry (number of approach lanes and traffic control) is illustrated in Figure

6. DATA COLLECTION
Project data was compiled from a combination of existing counts from recent prior projects as well as new data collected in September 2022. Count sheets are provided in Appendix A.

SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024 10 FIGURE 5. INTERSECTION IDENTIFICATION
LEGEND
Intersection Identification South Airport Industrial TIA Intersection ID (Existing) Intersection ID (Planned)
1 2
3 4
5 6 11 8
7 10 9
16 17
18 19
20 21
22 #
12 24
25 26 27 28 14 13
29 30
SITE
23 31 33
32 #
15 SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPORT • FEB . 5 , 2024 11
FIGURE 6. EXISTING LANE CONFIGURATIONS , TRAFFIC CONTROL , & AM AND PM VOLUMES 1 2 3 4
1 109 (121) 610 (755) 2 591 (712) 19 (44)3 51 (20) 55 (215) 4 55 (220) 6 (19) RT TH RT 1020 (564) RT TH RT TH RT 127 (332) RT TH
TH 13 (6)
LT 1 (1) LT 9 (12)
192 (88) LT 20 (39) LT
TH TH 22 (71) RT LT TH LT TH 7 (22) RT LT TH 225 (107) 31 (32) 2 (3) 58 (53) 20 (6) 23 (42) 6 (10) 23 (12) 5 6 7 8
5 5 (14) 15 (25)6 5 (9) 22 (61)7 14 (8) 78 (78) 278 (223) 8 10 (0) 82 (2) 227 (22) RT LT RT 16 (20) TH LT RT 33 (25) RT TH LT RT 117 (233) RT TH LT RT 265 (32) TH 7 (17) TH 701 (392) TH 37 (55)
LT 13 (23) LT 277 (257) LT 26 (60)
3 (13) LT 10 (6) LT 15 (0) LT
16 (14) TH 699 (275) TH 25 (95) TH
TH RT 171 (59) RT LT TH RT 6 (9) RT LT TH RT 5 (12) 9 (22) 270 (107) 40 (56) 282 (313) 11 (6) 99 (2) 66 (31) 9 10 11 12
9 10 215 (124) 248 (284) 11 815 (350) 215 (118) 106 (111) 12 0 (1) 25 (40) 7 (17) RT 247 (345) RT LT RT 900 (695) RT TH LT RT 66 (107) RT TH LT RT 15 (22) TH 1490 (1132) TH 903 (807) TH 808 (834) TH 71 (205)
LT 145 (202) LT 45 (12)
569 (739) LT 1 (3) LT
821 (764) TH 779 (547) TH 731 (748) TH 39 (173) TH
206 (67) RT LT RT 479 (255) RT 198 (178) RT LT TH RT 32 (193) RT LT TH RT 323 (339) 833 (1224) 102 (300) 275 (330) 73 (199) 83 (273) 53 (71) 16 (26) 13 14 15 16
13 14 87 (59) 128 (107) 15 16 286 (276) 79 (31)
RT 108 (112) RT LT RT 792 (346) TH LT RT 93 (27)
TH 971 (505) TH 302 (319) TH 587 (423)
LT 95 (74) LT 331 (195)
247 (300) TH 132 (241) TH 386 (708) TH
13 (48) RT LT RT 114 (181) RT 363 (372) RT LT RT TH RT 127 (172) 499 (791) 473 (198) 134 (93) 255 (403) 339 (378) 17 18 19 20
17 4 (8) 242 (165) 170 (99) 18 20 (29) 19 (13) 4 (14)19 1 (1) 16 (27)20 9 (24) 3 (2) RT TH LT RT 110 (134) RT TH LT RT 2 (0) RT LT RT 19 (4) TH LT RT 9 (7) TH 109 (216) TH 7 (2) TH 10 (3)
LT 68 (87) LT 1 (2) LT 49 (48)
7 (11) LT 39 (107) LT 9 (37) LT
258 (145) TH 2 (65) TH 2 (43) TH
145 (39) RT LT TH RT 19 (147) RT LT TH RT TH RT 70 (98) 211 (222) 67 (98) 27 (13) 58 (6) 2 (1) 10 (20) 62 (120) LEGEND
Lane Configuration
Traffic Signal
Stop Control
xxx (xxx) A.M. Peak (P.M. Peak)
ACE Lane Configurations, Traffic Control, and Turning Volumes South Airport Industrial TIA
I P M

CCE ACE F

O JLAE JL JLLAE
El Centro Road/Arena Boulevard Power Line Road/Bayou Road South Metro Air Pkwy /Bayou Road South Power Line Road/West Elkhorn Boulevard CEJN CEACLN Airport Blvd /I-5 northbound ramps Airport Blvd /I-5 southbound ramps Metro Air Pkwy /I-5 northbound ramps Metro Air Pkwy /I-5 southbound ramps Power Line Road/Garden Highway Power Line Road/Del Paso Road El Centro Road/Del Paso Road M
D
East Commerce Way /North Park Drive AE JLNACCE I
F
JLN
Metro Air Pkwy /West Elkhorn Blvd JLLLNNNAACCCE KNAD JLLAAEEE JLL SR 99 northbound ramps/West Elkhorn Blvd
M
D JLLN

JNN JLLLNN
I-5 northbound ramps /Del Paso Road I-5 southbound ramps /Del Paso Road East Commerce Way /Del Paso Road D
Existing Conditions CCCE CCE AACCCE K N ACE
AC PB
Hovnanian Drive /Del Paso Road
SR 99 southbound ramps /West Elkhorn Blvd East Commerce Way /West Elkhorn Blvd AD

ACCE JLLNAD

JLL AEJLL JL BEJL

P DM OJLLNN AACCEE JMN
CE PBC
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FIGURE 6. EXISTING LANE CONFIGURATIONS , TRAFFIC CONTROL , & AM AND PM VOLUMES 21 22 23 24
21 22 23 24
TH 310 (216)
LT 3 (0)
85 (307) TH
1 (1) RT LT RT 1 (0) 0 (1)
25 26 27 28
25 1 (0)26 27 28
RT
TH 309 (216) TH 326 (215) TH 379 (282) TH 363 (275)
LT 2 (0) LT 51 (67) LT 135 (118)
0 (0) U 0 (0) U
81 (303) TH 109 (307) TH 158 (352) TH 169 (358) TH
0 (0) RT RT 8 (6) RT LT RT 5 (12) RT RT 10 (7) RT LT RT 0 (0) 15 (1) 53 (48) 24 (17) 10 (2) 99 (112) 29 30 31 32
33 6 (15) 66 (77) 34 12 (4) 165 (125) 0 0

RT TH RT TH
6 (5) LT 7 (0) LT
65 (37) RT LT TH 248 (123) RT LT TH 31 (53) 36 (41) 150 (159) 58 (125) 33 0
LEGEND
Lane Configuration
Traffic Signal
Stop Control
xxx (xxx) A.M. Peak (P.M. Peak)
Ameri Drive /West Elkhorn Blvd
B
Future Intersection Future Intersection Future Intersection Metro Air Pkwy /Pacific Gateway Drive Metro Air Pkwy /Meister Way Badiee Drive /West Elkhorn Blvd

J ADACC CCAACC
Lone Tree Road /West Elkhorn Blvd Lakestone Drive /West Elkhorn Blvd Wave Street/West Elkhorn Blvd Waterside Avenue/West Elkhorn Blvd K
AE
K

E JLLLHAE JLLLE JLLH
Future Project Intersection Future Project Intersection

AC JNAC
AEE
Bayou Way /Callison Drive El Centro Road /Hawkview Drive South Airport Industrial TIA
Power Line Road/Airport South Industrial Dr Metro Air Pkwy /Airport South Industrial Dr Metro Air Pkwy /Hwy commercial access
Future Project Intersection
K K L
P
Existing Conditions ACE Lane Configurations, Traffic Control, and Turning Volumes SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPORT • FEB . 5 , 2024 13

REGULATORY SETTING
CITY OF SACRAMENTO TRAFFIC IMPACT GUIDELINES (2022)
The following deficiency thresholds shall be used to determine if the project results in a deficiency to City facilities and requires improvements:

Intersections
A project is considered to result in a deficiency if it would:
• Result in increasing the length of an existing queue beyond the available storage at any intersection’s right- or left-turn storage pocket by more than one vehicle length (25-feet). • Result in increasing the length of an existing queue already exceeding the available storage at any intersection’s right- or left-turn storage pocket by more than one vehicle length (25-feet). • Result in an unsignalized intersection that is not warranted for a signal without the addition of a project being warranted for a signal with the addition of the project. Whether a signal is warranted is based on the signal warrant analysis described in Section 5.1.2. The warrant analysis should be based on CA MUTCD signal warrants and will most commonly include the peak-hour, four-hour, or eight-hour signal warrants. Peak hour and four-hour warrant volumes should be plotted on CA MUTCD Figure 4C-1 or Figure 4C-3 as appropriate. Signal warrant worksheets and CA MUTCD figures should be included as an appendix.

Bicycle and Pedestrian Facilities
A project is considered to result in a deficiency if it would:
• Adversely affect an existing bikeway or pedestrian facility • Interfere with the implementation of a planned bikeway as shown in the Bicycle Master Plan, or be in conflict with the Pedestrian Master Plan
• Fail to provide adequate access for bicyclists and pedestrians.

Transit
A project is considered to result in a deficiency if it would:
• Adversely affect existing transit operations; or
• Interfere with the implementation of transit service as planned in the Metropolitan Transportation Plan/Sustainable Communities Strategy (MTP/SCS); or
• Substantially increase transit demand and fail to provide adequate transit service.

SACRAMENTO 2035 GENERAL PLAN
The Mobility Element of the Sacramento 2035 General Plan outlines goals and policies that coordinate the transportation and circulation system with planned land uses. The following level of service policy has been used in this study, as amended on January 23, 2018:

Policy M 1.2.2 Level of Service (LOS) Standard. The City shall implement a flexible contextsensitive Level of Service (LOS) standard and will measure traffic operations against the vehicle LOS thresholds established in this policy. The City will measure Vehicle LOS based on the methodology contained in the latest version of the Highway Capacity Manual (HCM) published by the Transportation Research Board. The City’s specific vehicle LOS thresholds have been defined SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPORT • FEB . 5 , 2024 14
based on community values with respect to modal priorities, land use context, economic development, and environmental resources and constraints. As such, the City has established variable LOS thresholds appropriate for the unique characteristics of the City’s diverse neighborhoods and communities. The City will strive to operate the roadway network at LOS D or better for vehicles during typical weekday conditions, including AM and PM peak hour with the following exceptions…

SACRAMENTO COUNTY
Sacramento County’s Transportation Analysis Guidelines document, last updated September 10, 2020, outlines the methodologies for conducting transportation studies related to planned developed.

The following policies are in place regarding what constitutes an acceptable LOS:

A. County of Sacramento - The County defines the minimum acceptable operation level for its roadways and intersections to be LOS D for rural areas and LOS E for urban areas. The urban areas are those areas that are dominated with urban type land uses and transportation infrastructure and are located within the Urban Service Boundary (USB), as shown in the Land Use Element of the Sacramento County General Plan and Figure 7. The rural areas are those areas that are either outside the Urban Service Boundary or are dominated with rural type land uses and transportation infrastructure and are located within the USB.

B. Caltrans – In District 3, ramp terminal intersections are typically analyzed using the LOS standard of the surrounding city or unincorporated county jurisdiction. For mainline analysis, Caltrans publishes a concept LOS in the facility’s transportation concept report (TCR). The LOS policy to be used in the LTA should be confirmed with the Department of Transportation and Caltrans.

C. Other City/County Jurisdictions – The LOS policy used in the LTA should be confirmed with the applicable jurisdiction.

D. Connector JPA – The JPA Guidelines require signalized intersections to operate at LOS C or better (except at Connector Special Segments where LOS D is considered acceptable). Special Segments are currently defined from Bond Road to Calvine Road in the Sheldon community.

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Source: Sacramento County Transportation Analysis Guidelines FIGURE 7. URBAN SERVICES BOUNDARY MAP (AS OF JANUARY 1 , 2020) SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPORT • FEB . 5 , 2024 16

LEVEL OF SERVICE AND QUEUE LENGTH ANALYSIS AND METHODOLOGY The operation or performance of roadway facilities is commonly described in terms of LOS. LOS is a qualitative measure of effectiveness describing traffic operations based on such factors as speed, travel time, delay, and freedom to change lanes for all vehicles. Six levels are defined from LOS A, as the best-operating conditions, to LOS F, or the worst operating conditions. LOS E represents “atcapacity” operations. Study intersections were analyzed to determine their LOS based on the definitions presented in the Highway Capacity Manual 6th Edition (HCM 6) with average delay taken from the traffic simulation outputs. Table 2 presents the LOS criteria for intersections in accordance with the HCM 6 methodology. In accordance with City of Sacramento policy, at unsignalized intersection, the intersection LOS is used to determine conformity. Based upon the City’s level of service policy, LOS F was utilized as the appropriate criteria in all study analyses.

Queue length analysis was performed in SimTraffic 11. SimTraffic reports 95th percentile queue length in feet, which can be compared against the available storage length for the existing intersections or be used as a basis to determine the required storage length for the planned intersections as well as the spacing between the intersections. The turn storage lengths are measured for all existing intersection turn lanes from Google Earth.

TABLE 2. INTERSECTION LEVEL OF SERVICE
Source: Highway Capacity Manual 6th Edition, Transportation Research Board.

LOS analyses were conducted for the roadway segment in the study area based upon daily traffic volumes, number of traffic lanes between intersections, and roadway characteristics. The capacity class categories are based upon the nature of traffic flow along the facility, including number of interruptions due to intersection control and “side-friction” due to driveways and local streets. For each capacity class, relationships were developed between daily traffic volumes and roadway level of service. Table 3 summarizes the maximum daily traffic volumes associated with each level of service designation and capacity class combination. Although the segment-based level of service calculations is based upon daily traffic volumes, the resultant levels of service are representative of peak hour conditions.

LEVEL OF SERVICE (LOS)

TOTAL DELAY PER VEHICLE (SECONDS)

SIGNALIZED UNSIGNALIZED
A < 10 < 10
B > 10 and < 20 > 10 and < 15
C > 20 and < 35 > 15 and < 25
D > 35 and < 55 > 25 and < 35
E > 55 and < 80 > 35 and < 50
F > 80 > 50
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TABLE 3. LEVEL OF SERVICE THRESHOLD FOR ROADWAY SEGMENT

LEVEL OF SERVICE THRESHOLD FOR ROADWAY SEGMENTS

OPERATIONAL CLASS NUMBER

OF LANES

ADT LEVEL-OF-SERVICE CAPACITY THRESHOLD
A B C

D

E
Arterial - Low Access
Control
2 9,000 10,500 12,000 13,500 15,000
4 18,000 21,000 24,000 27,000 30,000
6 27,000 31,500 36,000 40,500 45,000
Arterial - Moderate
Access Control
2 10,800 12,600 14,400 16,200 18,000
4 21,600 25,200 28,800 32,400 36,000
6 32,400 37,800 43,200 48,600 54,000
Arterial - High Access
Control
2 12,000 14,000 16,000 18,000 20,000
4 24,000 28,000 32,000 36,000 40,000
6 36,000 43,000 48,000 54,000 60,000
Collector Street - Minor 2 5,250 6,125 7,000 7,875 8,750 Collector Street - Major
2 8,400 9,800 11,200 12,600 14,000
4 16,800 19,600 22,400 25,200 28,000
Local Street 2 3,000 3,500 4,000 4,500 5,000
Freeway
2 14,000 21,600 30,800 37,200 40,000
4 28,000 43,200 61,600 74,400 80,000
6 42,000 64,800 92,400 111,600 120,000
8 56,000 86,400 123,200 148,800 160,000
10 56,000 86,400 123,200 148,800 160,000
Facility Type Stops / Mile Driveways Speed
Arterial - Low Access
Control 4 + Frequent 25 – 35 mph
Arterial - Moderate
Access Control 2 – 4 Limited 35 – 45 mph
Arterial - High Access
Control 1 - 2 None 45 – 55 mph
Source: Sacramento 2035 General Plan MEIR.

EXISTING TRAFFIC CONDITIONS
This section summarizes the analysis of current traffic conditions as of approximately May 2022. This section serves to establish current traffic conditions to provide context to the analysis provided in later sections of this document.

INTERSECTION OPERATIONS ANALYSIS
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The queuing and operations of the roadway infrastructure were analyzed under existing conditions.

A summary of the operational analysis is presented in Table 4, while the 95th percentile queues as compared with existing storage for key locations are presented in Table 5. Appendix C includes the analysis details and LOS worksheets.

Under Existing Conditions, there are no identified operational deficiencies or queueing issues identified.

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TABLE 4. EXISTING INTERSECTION OPERATIONS ANALYSIS

EXISTING INTERSECTION OPERATING CONDITIONS

INTERSECTION CONTROL

AM PEAK HOUR PM PEAK HOUR
DELAY
(SECONDS) LOS
DELAY
(SECONDS)
LOS

1. AIRPORT BLVD AND I-5 NORTHBOUND
RAMPS TWSC 1.3
[2.7 - WBL]
A
[A]

0.7 [1.2 - WBR]
A
[A]

2. AIRPORT BLVD AND I-5 SOUTHBOUND
RAMPS TWSC 3.3
[4.5 - EBL]
A
[A]

2.3 [4.2 - EBL]
A
[A]

3. METRO AIR PARKWAY AND I-5
NORTHBOUND RAMPS TWSC 2.3
[7 - WBT]
A
[A]

3.5 [8.6 - WBT]
A
[A]

4. METRO AIR PARKWAY AND I-5
SOUTHBOUND RAMPS TWSC 1
[3.8 - EBL]
A
[A]

1.1 [4 - EBL]
A
[A]

5. GARDEN HIGHWAY AND POWER LINE
ROAD TWSC 0.6
[1.9 - SBL]
A
[A]
1 [2.6 - SBL]
A
[A]

6. DEL PASO ROAD AND POWER LINE ROAD TWSC 1.1
[2.6 - WBL]
A
[A]

0.8 [3.3 - WBL]
A
[A]

7. DEL PASO ROAD AND EL CENTRO ROAD Signal 24.4 C 16.2 B

8. DEL PASO ROAD AND HOVNANIAN DRIVE Signal 13.7 B 5.4 A

9. DEL PASO ROAD AND I-5 NORTHBOUND
RAMPS Signal 11.8 B 13.5 B

10. DEL PASO ROAD AND I-5 SOUTHBOUND
RAMPS Signal 7.0 A 6.6 A

11. DEL PASO ROAD AND EAST COMMERCE
WAY Signal 30.5 C 39.7 D

12. WEST ELKHORN BOULEVARD AND
METRO AIR PARKWAY AWSC 3.8 A 9.8 A

13. WEST ELKHORN BOULEVARD AND SR 99
NORTHBOUND RAMPS Signal 8.8 A 5.6 A

14. WEST ELKHORN BOULEVARD AND SR 99
SOUTHBOUND RAMPS Signal 7.6 A 4.9 A

15. WEST ELKHORN BOULEVARD AND EAST
COMMERCE WAY Signal 17.3 B 9.5 A

16. NORTH PARK DRIVE AND EAST
COMMERCE WAY Signal 9.2 A 6.7 A

17. ARENA BOULEVARD AND EL CENTRO
ROAD Signal 18.0 B 14.7 B

18. BAYOU ROAD SOUTH AND POWER LINE
ROAD TWSC 1.9
[6.9 - EBT]
A
[A]

5.4 [9.8 - EBT]
A
[A]

19. BAYOU ROAD SOUTH AND METRO AIR
PARKWAY AWSC 3.8 A 4.9 A
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Key: [Worst stop-controlled delay] for TWSC intersections Notes:

Black bolded results indicate an operational deficiency.

EXISTING INTERSECTION OPERATING CONDITIONS

INTERSECTION CONTROL

AM PEAK HOUR PM PEAK HOUR
DELAY
(SECONDS) LOS
DELAY
(SECONDS)
LOS

20. POWER LINE ROAD AND WEST ELKHORN
BOULEVARD AWSC 1.8 A 1.6 A

23. WEST ELKHORN BOULEVARD AND
BADIEE DRIVE TWSC 0.9
[1.6 - EBT]
A
[A]

1.1 [2.5 - NBR]
A
[A]

25. WEST ELKHORN BOULEVARD AND LONE
TREE ROAD TWSC 0.6
[1.5 - SBR]
A
[A]

0.2 [0.3 - EBT]
A
[A]

26. WEST ELKHORN BOULEVARD AND
LAKESTONE DRIVE Signal 4.1 A 3.4 A

27. WEST ELKHORN BOULEVARD AND WAVE
STREET TWSC 1.8
[2.5 - NBR]
A
[A]

1.5 [2.2 - NBR]
A
[A]

28. WEST ELKHORN BOULEVARD AND
WATERSIDE AVENUE Signal 5.3 A 5.5 A

29. BAYOU WAY AND CALLISON DRIVE AWSC 5.5 A 5.1 A

30. EL CENTRO ROAD AND HAWKVIEW
DRIVE AIRPORT TWSC 2.8
[8.2 - EBL]
A
[A]

1.7 [3.7 - EBR]
A
[A]
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TABLE 5. EXISTING INTERSECTION QUEUE ANALYSIS

EXISTING INTERSECTION OPERATING CONDITIONS

INTERSECTION TURNING

MOVEMENT

STORAGE
LENGTH
(FEET)
95TH PERCENTILE

QUEUE (FEET)

AM PEAK
HOUR

PM PEAK
HOUR

1. AIRPORT BLVD AND I-5 NORTHBOUND
RAMPS WBL 1,650 <10 <10

2. AIRPORT BLVD AND I-5 SOUTHBOUND
RAMPS EBL/EBR 1,380 62 49

3. METRO AIR PARKWAY AND I-5 NORTHBOUND
RAMPS
WBL/WBT 1,570 47 38
WBR 160 75 89

4. METRO AIR PARKWAY AND I-5 SOUTHBOUND
RAMPS EBL/EBR 1,640 32 37

7. EL CENTRO ROAD & DEL PASO ROAD EBR 190 179 40

9. DEL PASO ROAD AND I-5 NORTHBOUND
RAMPS
NBL 1,300 168 168
NBR 1,300 138 252

10. DEL PASO ROAD AND I-5 SOUTHBOUND
RAMPS
SBL 1,140 104 114
SBR 250 114 77

11. EAST COMMERCE WAY & DEL PASO ROAD SBR 160 318 113

13. WEST ELKHORN BOULEVARD AND SR 99
NORTHBOUND RAMPS NBL 1,520 112 96

14. WEST ELKHORN BOULEVARD AND SR 99

SOUTHBOUND RAMPS
SBL 1,470 83 68
SBR 415 65 50
Notes:

Black bolded results indicate an operational deficiency.

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SEGMENT OPERATIONS ANALYSIS
As seen in Table 6, all segments currently operate with LOS A. These segment volumes are also shown on Figure 8.

TABLE 6: EXISTING SEGMENT RESULTS SUMMARY

ROADWAY EXTENTS JURISDICTION

EXISTING
Type/Lanes Count LOS
METRO AIR PARKWAY I-5 to Pacific Gateway Drive County Arterial L 4 5,461 A
METRO AIR PARKWAY Pacific Gateway Drive to
Meister Way
County Arterial L
4 7,858 A
METRO AIR PARKWAY Meister Way to Elkhorn
Boulevard County Arterial L 4
7,872 A

WEST ELKHORN
BOULEVARD Lone Tree Road to Baidee Drive County Arterial L 4 4,354 A
POWER LINE ROAD Garden Highway to Del Paso
Road County Arterial M 2
620 A
POWER LINE ROAD Bayou Road to Del Paso Road County Arterial M 2 1,464 A
POWER LINE ROAD Bayou Road to Pacific Gateway
Drive
County Arterial M
2 1,965 A
POWER LINE ROAD West Elkhorn Boulevard to
Pacific Gateway Drive County Arterial M 2
1,581 A
DEL PASO ROAD Power Line Road to Hovnanian
Drive
County Arterial M
2 1,643 A
EL CENTRO ROAD Del Paso Road to Hawkview
Drive City Arterial L 2
5,956 A
EL CENTRO ROAD Hawkview Drive to Bayou way City Arterial L 2 3,016 A
GARDEN HIGHWAY Power Line Road to Radio Road County Arterial M 2 652 A
GARDEN HIGHWAY Radio Road to San Juan Road County Arterial M 2 830 A
GARDEN HIGHWAY San Juan Road to City Limit County Arterial M 2 631 A
METRO AIR PARKWAY I-5 to Airport South Industrial
Drive City -

AIRPORT SOUTH

INDUSTRIAL DRIVE
Power Line Road to Metro Air
Parkway City -
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ROADWAY EXTENTS JURISDICTION

EXISTING
Type/Lanes Count LOS

AIRPORT SOUTH

INDUSTRIAL DRIVE
METRO Air Parkway to "A"
Drive City -
"A" DRIVE Airport South Industrial Drive
to Bayou Way City -
BAYOU WAY A Drive to El Centro Road City Arterial L
2 2,564 A
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FIGURE 8: EXISTING SEGMENT VOLUMES.

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PROJECT TRAVEL CHARACTERISTICS

TRIP GENERATION AND DISTRIBUTION
Regional trip generation and distribution for this project was performed using a combination of data from the SACOG SACSIM19 travel demand model and data from the ITE Trip Generation Manual 11th Edition. The Trip Generation and Distribution Memo from March 10th, 2023 covers the detailed calculations from this work and is attached in Appendix B for reference. Table 7 summarizes the industrial and commercial trip generation. Figure 9 and Figure 10 illustrate the area-wide trip distribution for the industrial and highway commercial uses, respectively. For the industrial uses, separate distributions are shown for light vehicles and heavy vehicles. As part of the project description, heavy vehicle access will be prohibited via Bayou Way to the east of the project site.

The traffic analyses assume that this prohibition will be in place.

Figure 11 and Figure 12 illustrate the internal (on-site) trip distribution for the industrial and highway commercial uses, respectively.

TABLE 7: RECOMMENDED TRIP GENERATION (NET NEW TRIPS)

PROPOSED USE DAILY

AM PEAK HOUR PM PEAK HOUR

ENTER EXIT TOTAL ENTER EXIT TOTAL
INDUSTRIAL PARCELS 12,794 886 305 1,191 281 723 1,004

COMMERCIAL PARCELS (WEST
PARCELS) 3,590 158 155 313 125 121 245

COMMERCIAL PARCELS (EAST
PARCELS) 2,807 128 118 246 100 93 194
TOTAL 19,254 1,172 578 1,750 506 937 1,443
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FIGURE 9: BASELINE WITH PROJECT TRIP DISTRIBUTION FOR INDUSTRIAL USES SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPORT • FEB . 5 , 2024 27
FIGURE 10: BASELINE WITH PROJECT TRIP DISTRIBUTION FOR HIGHWAY COMMERCIAL USES SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024 28
FIGURE 11: INTERNAL SITE DISTRIBUTION (INDUSTRIAL TRIPS) SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024 29
FIGURE 12: INTERNAL SITE DISTRIBUTION (COMMERCIAL TRIPS) SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024 30

DEFICIENCY THRESHOLDS
Thresholds of significance adopted by the governing jurisdictions in applicable general plans and previous environmental documents, and professional judgment, a significant impact would occur if the proposed project meets the criteria in the following subsections.

INTERSECTIONS – CITY OF SACRAMENTO
• The traffic generated by the project degrades LOS from an acceptable LOS (without the project) to an unacceptable LOS (with the project),
• The LOS (without project) is unacceptable and project-generated traffic increases the average vehicle delay by 5 seconds or more.
• Note: General Plan Mobility Element Policy M 1.2.2 sets forth definitions for what is considered an acceptable LOS. As previously discussed, Policy M 1.2.2 applies to the study area roadway facilities as follows:
o LOS D or better is acceptable on all study area roadways. • Result in increasing the length of an existing queue beyond the available storage at any intersection’s right- or left-turn storage pocket by more than one vehicle length (25-feet). • Result in increasing the length of an existing queue already exceeding the available storage at any intersection’s right- or left-turn storage pocket by more than one vehicle length (25-feet). • Result in an unsignalized intersection that is not warranted for a signal without the addition of a project being warranted for a signal with the addition of the project.

INTERSECTIONS – SACRAMENTO COUNTY
• At signalized intersections:
o The traffic generated by the project results in a signalized intersection operating at an acceptable LOS to deteriorate to an unacceptable LOS.
o The traffic generated by the project results in an increase the average delay by more than 5 seconds at an intersection that is operating at an unacceptable LOS without the project. • At unsignalized intersections:
o The traffic generated by the project results in an unsignalized intersection movement/approach operating at an acceptable LOS to deteriorate to an unacceptable LOS, and also causes the intersection to meet a traffic signal warrant.
o For an unsignalized intersection that meets a signal warrant, traffic generated by the project increases the delay by more than 5 seconds at a movement/approach that is operating at an unacceptable LOS without the project.
• Note: The county defines the minimum acceptable operation level for its roadways and intersections to be LOS D for rural areas and LOS E for urban areas.

SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024 31
SEGMENTS – CITY OF SACRAMENTO
• LOS E is allowed on all roadway segments and associated intersections located within ½ mile walking distance of light rail stations.
• Except as noted above, LOS A-D is to be maintained at all times; provided, LOS E or F may be acceptable if improvements are made to the overall transportation system and/or non-vehicular transportation and transit are promoted as part of the project or a City-initiated project.

SEGMENTS – SACRAMENTO COUNTY
• The traffic generated by the project results in a roadway segment operating at an acceptable LOS to deteriorate to an unacceptable LOS; or
• The traffic generated by the project results increases the V/C ratio by more than 0.05 at a roadway segment that is operating at an unacceptable LOS without the project. • For substandard rural roadway segments:
o The traffic generated by the project causes the segment to exceed an average daily traffic volume of 6,000 daily vehicles.
o The traffic generated by the project adds 600 or more new daily vehicle trips to a substandard rural roadway that already carries 6,000 or more daily vehicles.

CALTRANS FACILITIES
• The off-ramp queue is greater than the storage capacity.

TRANSIT
• Adversely affect public transit operations,
• Fail to adequately provide access to transit.

BICYCLE FACILITIES
• Adversely affect existing or planned bicycle facilities, • Fail to adequately provide for access by bicycle.

PEDESTRIAN CIRCULATION
• Adversely affect existing or planned pedestrian facilities, • Fail to adequately provide for access by pedestrians.

CONSTRUCTION-RELATED TRAFFIC IMPACTS
• Degrade an intersection or roadway to an unacceptable level, • Cause inconveniences to motorists due to prolonged road closures, or • Result in an increased frequency of potential conflicts between vehicles, pedestrians, and bicyclists.

SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024 32

TRAFFIC FORECASTING METHODOLOGY
A modified version of the City of Sacramento’s 2040 Draft General Plan model (itself based on SACOG’s SACSIM19 travel demand model) was applied to forecast traffic volumes under Baseline and Cumulative scenarios. Specifically, unique model runs for the following scenarios were prepared:
• Existing Conditions Scenario (for post-processing purposes only) o City General Plan base year model with zone splits
• Baseline Scenario
o Existing Conditions plus planned and approved land use in Metro Air Park and Northlake • Baseline with Project Scenario
o Baseline scenario plus Airport South Industrial project • Cumulative Scenario
o City General Plan Cumulative plus project with zone splits and buildout of Metro Air Park • Cumulative with Project Scenario
o Cumulative scenario Plus Airport South Industrial project To better represent the study area land use and transportation network, a number of Traffic Analysis Zones (TAZs) were subdivided into smaller zones. Specifically, the four TAZs that represent Metro Air Park in the source model were subdivided into fourteen TAZs, the Westlake area and Paso Verde School were subdivided from one zone into two zones, and the Airport South Industrial area was subdivided from parts of two source zones into eight zones (six industrial zones and two highway commercial zones). Zone splits are shown in Figure 13.

SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024 33
FIGURE 13: STUDY AREA TRAFFIC ANALYSIS ZONE SPLITS

METRO AIRPARK

AIRPORT INDUSTRIAL SOUTH

WESTLAKE

NORTHLAKE
1764
1407
1402
286
288
1767 1771
1766 1768
1769
1770
1773
1772
1756
1757
1758
1759 1760
1761 1762
1763
1406
1765
1753
1406
1407
1402 1401
286 287
288
289
Base Model TAZs
TAZ Splits
Airport South
Metro Airpark
Northlake
Westlake
SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024 34
Land use in the SACSIM19 travel demand model is represented at a parcel or “quasi-parcel” level by households and associated population for residential land uses and by employment for nonresidential land uses. Employment is divided into nine categories, including education, food / beverage, government, office, medical, industrial, service, retail, and other. General land uses (such as industrial or commercial) are represented by combinations of more detailed employment based on proportions established by SACOG. For example, industrial land uses consist predominantly of industrial employment, but also include smaller amounts of other employment such as retail and food / beverage. Similarly, highway commercial land uses are predominantly retail and food / beverage, but also may include other uses such as service and government.

In addition, the number of employees must be estimated as an input to the model. This is typically accomplished by developing rates of square footage per employee for different employment categories. For the purposes of this project, square footage per employee rates were estimated based on existing and under construction development in Metro Air Park, as provided by Sacramento County and the developer for use in this analysis. In general, Metro Air Park (existing and currently under construction) consists of approximately six million square feet of development and approximately 4,800 jobs, yielding approximately 1,250 square feet per employee. Baseline conditions for Metro Air Park yields approximately 7,000 employees and Cumulative conditions for Metro Air Park yields approximately 13,500 employees. Additionally, employment for the proposed Airport South Industrial uses was calculated using the same assumption of square footage per employee as Metro Air Park, yielding approximately 3,781 total employees for the proposed project.

In addition to the TAZ and land use modifications, model roadway network edits were performed to reflect the roadway network in the study area in greater detail. The same zone splits applied to the model land use data were applied to the model roadway network and roadway links were added to represent additional study roadways. These edits included better reflecting the planned roadway improvements from Metro Air Park, Northlake, Grand Park, and other nearby developments. The number of lanes, capacity class, and roadway speeds were reviewed for consistency and updated as necessary to align with City and County plans for the area. Model roadway networks for Baseline with Project and Cumulative with Project are shown in Figure 14.

Based on the City of Sacramento’s 2040 Draft General Plan model Metro Air Parkway and Elkhorn Boulevard were originally represented as a four-lane roads. This was later corrected to a six-lane configuration to align with other County specific plans in the area. To account for the six-lane configuration, manual volume changes were made to redistribute traffic to these roadways from the freeway system based on a calibrated six-lane test scenario.

SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024 35
FIGURE 14: STUDY AREA TRAFFIC MODEL ROADWAY NETWORKS
SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024 36

BASELINE AND BASELINE WITH PROJECT TRAFFIC CONDITIONS
This section summarizes the analysis of near-term baseline conditions and includes pending and approved developments and roadway projects near the applicant’s site. This analysis is based on the best information available from the City of Sacramento and County of Sacramento as of October 2022 and represents a best estimate what traffic conditions will be at the time of project opening both with and without the project.

TRAFFIC VOLUMES AND LANE CONFIGURATIONS
Baseline and Baseline with Project traffic volumes were calculated by adding the trips associated with the project to baseline traffic volumes. Figure 15 and Figure 16 illustrate the baseline and Baseline with Project peak hour traffic volumes and the lane configurations used in the analysis. Table 8 summarizes the changes from existing conditions to the baseline analysis scenario. Baseline improvements from existing conditions are based on feedback from Sacramento County staff. Table 9 summarizes the changes from the baseline to the Baseline with Project scenario. Improvements from Baseline to Baseline with Project is based on signal warrant analysis completed and minimum geometrics needed to meet City standard.

SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • F EB . 5 , 2024 37 TABLE 8: GEOMETRY COMPARISON TABLE: EXISTING TO BASELINE

EXISTING

IMPROVEMENT

BASELINE

CONTROL NB SB EB WB CONTROL NB SB EB WB

3. Metro Air
Pkwy & I-5
Northbound
Ramps
TWSC  


Signalization
and widen
Metro Air Pkwy
and West
Elkhorn Blvd
from 2 lanes to
4 lanes
Signal  



4. Metro Air
Pkwy & I-5
Southbound
Ramps
TWSC  

Signal  


12. Metro Air
Pkwy & West
Elkhorn
Boulevard
AWSC   




Signal  



13. West
Elkhorn
Boulevard &
SR-99
Northbound
Ramps
Signal 


Widen Metro
Air Pkwy
(north of I-5
interchange to
West Elkhorn
Blvd) and West
Elkhorn Blvd
(Power Line Rd
to Lone Tree
Road) from 2
lanes to 4
lanes
Signal 



14. West
Elkhorn
Boulevard &
SR-99
Southbound
Ramps
Signal 


Signal 



15. East
Commerce
Way & West
Elkhorn
Boulevard
Signal 


Signal 


SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • F EB . 5 , 2024 38

EXISTING

IMPROVEMENT

BASELINE

CONTROL NB SB EB WB CONTROL NB SB EB WB

20. Power Line
Road & West
Elkhorn
Boulevard
AWSC   AWSC   


21. Metro Air
Pkwy & Pacific
Gateway Drive
TWSC  


Widen Metro
Air Pkwy and
West Elkhorn
Blvd from 2
lanes to 4
lanes and add
turn lanes on
all approaches
TWSC   



22. Metro Air
Pkwy &
Meister Way
TWSC  
Widen Metro
Air Pkwy and
West Elkhorn
Blvd from 2
lanes to 4
lanes,
construct EB
and WB
approaches,
and add turn
lanes on NB
and SB
approaches
TWSC   


SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • F EB . 5 , 2024 39

EXISTING

IMPROVEMENT

BASELINE

CONTROL NB SB EB WB CONTROL NB SB EB WB

23. Badiee
Drive & West
Elkhorn
Boulevard
TWSC 


Signalization,
widen Metro
Air Pkwy and
West Elkhorn
Blvd from 2
lanes to 4
lanes,
construct SB
approach, and
add turn lanes
on NB, EB, and
WB approaches
Signal  



24. Ameri
Drive & West
Elkhorn
Boulevard
TWSC 


Widen Metro
Air Pkwy and
West Elkhorn
Blvd from 2
lanes to 4
lanes,
construct SB
approach, and
add turn lanes
on NB, EB, and
WB approaches
TWSC   



25. Lone Tree
Road & West
Elkhorn
Boulevard
TWSC  



Signalization
and turn lanes
to the NB and
SB approaches
Signal  


SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • F EB . 5 , 2024 40 TABLE 9: GEOMETRY COMPARISON TABLE: BASELINE TO BASELINE WITH PROJECT

BASELINE

IMPROVEMENT

BASELINE WITH PROJECT

CONTROL NB SB EB WB CONTROL NB SB EB WB

3. Metro Air
Pkwy & I-5
northbound
ramps
TWSC  


Signalization,
add dual WB
left turn lanes
Signal  




4. Metro Air
Pkwy & I-5
southbound
ramps
TWSC  

Signalization,
add second
southbound
through lane
between NB
and SB ramp
intersections,
add dual NB
left turn lanes
Signal  


SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024
FIGURE 15. BASELINE LANE CONFIGURATIONS , TRAFFIC CONTROL , & AM AND PM VOLUMES 1 2 3 4
1 105 (135) 605 (755) 2 585 (760) 20 (5)3 130 (120) 155 (280) 4 150 (260) 5 (45) RT TH RT 1005 (570) RT TH RT TH RT 415 (455) RT TH
TH 15 (5)
LT 5 (5) LT 10 (10)
190 (90) LT 140 (35) LT
TH RT 30 (120) RT LT TH LT TH 5 (30) RT LT TH 235 (105) 10 (45) 5 (5) 45 (65) 35 (5) 160 (30) 5 (10) 55 (20) 5 6 7 8
5 5 (15) 15 (40)6 5 (25) 25 (65)7 10 (5) 75 (95) 285 (200) 8 10 (0) 80 (0) 225 (20) RT LT RT 50 (25) TH LT RT 40 (25) RT TH LT RT 115 (220) RT TH LT RT 265 (30) TH 10 (15) TH 710 (430) TH 35 (50)
LT 15 (20) LT 285 (235) LT 25 (60)
5 (15) LT 10 (5) LT 15 (0) LT
15 (15) TH 695 (270) TH 25 (100) TH
TH RT 170 (60) RT LT TH RT 5 (10) RT LT TH RT 40 (20) 10 (20) 270 (105) 45 (65) 295 (300) 10 (5) 100 (0) 65 (30) 9 10 11 12
9 10 225 (110) 240 (335) 11 835 (370) 245 (120) 65 (105) 12 30 (5) 70 (110) 10 (20) RT 305 (360) RT LT RT 915 (715) RT TH LT RT 65 (110) RT TH LT RT 15 (25) TH 1505 (1125) TH 920 (775) TH 855 (825) TH 145 (210)
LT 145 (200) LT 155 (70)
595 (830) LT 5 (10) LT
825 (785) TH 795 (520) TH 830 (900) TH 50 (100) TH
250 (115) RT LT RT 475 (240) RT 225 (220) RT LT TH RT 25 (195) RT LT TH RT 330 (335) 845 (1210) 110 (300) 275 (330) 70 (195) 65 (270) 305 (160) 150 (10) 13 14 15 16
13 14 310 (65) 130 (100) 15 16 310 (315) 75 (40)
RT 105 (120) RT LT RT 730 (320) TH LT RT 100 (30)
TH 1000 (515) TH 460 (390) TH 655 (440)
LT 95 (80) LT 305 (185)
265 (365) TH 150 (235) TH 390 (755) TH
15 (20) RT LT RT 175 (440) RT 365 (400) RT LT RT TH RT 190 (210) 485 (790) 450 (195) 135 (90) 255 (405) 340 (370) 17 18 19 20
17 5 (10) 250 (180) 170 (90) 18 15 (35) 20 (25) 5 (15)19 0 (0) 15 (60)20 25 (40) 5 (0) RT TH LT RT 115 (125) RT TH LT RT 0 (0) RT LT RT 50 (10) TH LT RT 10 (5) TH 110 (215) TH 5 (0) TH 10 (5)
LT 70 (90) LT 0 (0) LT 5 (55)
5 (10) LT 50 (60) LT 10 (35) LT
260 (145) TH 0 (65) TH 0 (45) TH
145 (40) RT LT TH RT 15 (155) RT LT TH RT TH RT 70 (100) 215 (215) 65 (105) 50 (15) 80 (10) 0 (0) 30 (35) 75 (65) LEGEND
Lane Configuration
Traffic Signal
Stop Control
xxx (xxx) A.M. Peak (P.M. Peak)

JLL AEJLL JL BEJL

P DM OJLLNN AACCEE JMN
CE PBC
Baseline Conditions CCCE CCE AACCCE JLLN ACE
AC PB
Hovnanian Drive /Del Paso Road
SR 99 southbound ramps /West Elkhorn Blvd East Commerce Way /West Elkhorn Blvd ACCE

ACCE JLLNMD AD JLLN

JNN JLLLNN
I-5 northbound ramps /Del Paso Road I-5 southbound ramps /Del Paso Road East Commerce Way /Del Paso Road D
Metro Air Pkwy /West Elkhorn Blvd JLLLNNNAACCCE JLLNACCE JLLAAEEE JLL SR 99 northbound ramps/West Elkhorn Blvd CCE CCE ACC
Airport Blvd /I-5 northbound ramps Airport Blvd /I-5 southbound ramps Metro Air Pkwy /I-5 northbound ramps Metro Air Pkwy /I-5 southbound ramps Power Line Road/Garden Highway Power Line Road/Del Paso Road El Centro Road/Del Paso Road M
D
East Commerce Way /North Park Drive AE JLNACCE I
F
JLN
JN LN
ACE Lane Configurations, Traffic Control, and Turning Volumes South Airport Industrial TIA
I P M

CCE ACE FAE JLLAE JLL JLLAE
El Centro Road/Arena Boulevard Power Line Road/Bayou Road South Metro Air Pkwy /Bayou Road South Power Line Road/West Elkhorn Boulevard SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024
FIGURE 15. BASELINE LANE CONFIGURATIONS , TRAFFIC CONTROL , & AM AND PM VOLUMES 21 22 23 24
21 5 (0) 280 (390) 0 (0)22 0 (0) 260 (360) 0 (0)23 0 (0) 0 (0) 5 (15)24 20 (10) 0 (0) 5 (60) RT TH LT RT 0 (0) RT TH LT RT 0 (0) RT TH LT RT 15 (5) RT TH LT RT 40 (5) TH 0 (0) TH 0 (0) TH 390 (270) TH 340 (255)
LT 0 (0) LT 30 (20) LT 65 (5) LT 10 (10)
0 (5) LT 0 (0) LT 0 (0) LT 55 (20) LT
0 (0) TH 0 (0) TH 145 (280) TH 110 (135) TH
5 (5) RT LT TH RT 0 (10) RT LT TH RT 0 (0) RT LT TH RT 40 (20) RT LT TH RT 5 (5) 570 (480) 0 (0) 5 (5) 520 (450) 50 (20) 0 (0) 0 (0) 0 (55) 5 (20) 0 (0) 5 (45) 25 26 27 28
25 0 (40) 0 (0) 75 (245) 26 27 28
RT TH LT RT 155 (75)
TH 470 (245) TH 625 (310) TH 675 (370) TH 670 (360)
LT 0 (0) LT 50 (60) LT 135 (120)
45 (20) LT 0 (0) U 0 (0) U
100 (320) TH 200 (560) TH 245 (605) TH 255 (610) TH
0 (0) RT LT TH RT 10 (15) RT LT RT 5 (15) RT RT 10 (5) RT LT RT 0 (0) 0 (0) 0 (0) 25 (5) 50 (50) 20 (15) 10 (5) 100 (110) 29 30 31 32
33 5 (15) 65 (75) 34 10 (5) 165 (140) 0 0

RT TH RT TH
5 (5) LT 5 (0) LT
65 (55) RT LT TH 245 (100) RT LT TH 50 (55) 35 (40) 145 (150) 65 (130) 33 0
LEGEND
Lane Configuration
Traffic Signal
Stop Control
xxx (xxx) A.M. Peak (P.M. Peak)
Ameri Drive /West Elkhorn Blvd

JLN ACCE
Metro Air Pkwy /Pacific Gateway Drive Metro Air Pkwy /Meister Way Badiee Drive /West Elkhorn Blvd

KLN ACE KLN ACE KN ACD JLNACD KLN ACCE ACC
Lone Tree Road /West Elkhorn Blvd Lakestone Drive /West Elkhorn Blvd JLNACD JLN
Wave Street/West Elkhorn Blvd Waterside Avenue/West Elkhorn Blvd JLLNACE AACC

AD CC JLLNACE JLLLHAE JLLLE JLLHAEE
Bayou Way /Callison Drive El Centro Road /Hawkview Drive Future Project Intersection
ACE Lane Configurations, Traffic Control, and Turning Volumes Future Project Intersection

AC JNAC
South Airport Industrial TIA
Power Line Road/Airport South Industrial Dr Metro Air Pkwy /Airport South Industrial Dr Metro Air Pkwy /Hwy commercial access
Future Project Intersection
K K L
P
Baseline Conditions
SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024
FIGURE 16. BASELINE WITH PROJECT LANE CONFIGURATIONS , TRAFFIC CONTROL , & AM AND PM

VOLUMES
1 2 3 4
1 105 (120) 615 (770) 2 585 (765) 20 (10) 3 195 (145) 550 (400) 4 115 (205) 1120 (650) RT TH RT 995 (560) RT TH RT TH RT 355 (450) RT TH
TH 15 (5)
LT 5 (5) LT 685 (445)
190 (90) LT 130 (100) LT
TH RT 60 (90) RT LT TH LT TH 195 (170) RT LT TH 245 (115) 15 (75) 5 (5) 50 (95) 120 (110) 295 (360) 640 (715) 285 (370) 5 6 7 8
5 5 (15) 35 (95) 6 25 (80) 35 (105) 7 5 (10) 95 (80) 310 (385) 8 10 (0) 80 (0) 225 (20) RT LT RT 125 (50) TH LT RT 80 (35) RT TH LT RT 300 (255) RT TH LT RT 265 (30) TH 5 (15) TH 715 (465) TH 65 (60)
LT 15 (25) LT 285 (250) LT 25 (60)
5 (15) LT 10 (5) LT 15 (0) LT
15 (15) TH 705 (265) TH 25 (125) TH
TH RT 170 (195) RT LT TH RT 5 (10) RT LT TH RT 115 (40) 10 (20) 285 (110) 75 (50) 280 (320) 10 (5) 100 (0) 65 (30) 9 10 11 12
9 10 210 (120) 255 (345) 11 830 (550) 260 (115) 55 (105) 12 35 (0) 125 (105) 10 (20) RT 385 (425) RT LT RT 900 (725) RT TH LT RT 70 (115) RT TH LT RT 15 (25) TH 1590 (1245) TH 1110 (890) TH 1025 (870) TH 85 (210)
LT 150 (195) LT 580 (195)
640 (780) LT 5 (45) LT
910 (910) TH 865 (645) TH 895 (930) TH 45 (15) TH
210 (80) RT LT RT 475 (350) RT 220 (350) RT LT TH RT 45 (200) RT LT TH RT 430 (370) 845 (1190) 110 (280) 275 (330) 75 (200) 75 (280) 270 (240) 220 (235) 13 14 15 16
13 14 440 (65) 125 (110) 15 16 345 (310) 70 (45)
RT 105 (115) RT LT RT 700 (295) TH LT RT 100 (30)
TH 1090 (590) TH 605 (500) TH 760 (510)
LT 95 (85) LT 270 (190)
330 (510) TH 220 (355) TH 455 (865) TH
15 (10) RT LT RT 210 (500) RT 365 (435) RT LT RT TH RT 215 (205) 490 (790) 435 (195) 135 (90) 255 (400) 335 (370) 17 18 19 20
17 5 (10) 245 (190) 175 (105) 18 5 (30) 25 (35) 19 20 20 (30) 15 (15) RT TH LT RT 125 (120) RT TH TH LT RT 25 (20)
TH 110 (215)
LT 65 (95) LT 30 (65)
5 (10) LT 55 (10) LT
260 (145) TH
145 (40) RT LT TH RT 45 (225) RT LT TH TH RT 70 (100) 245 (220) 65 (105) 100 (55) 100 (20) 45 (40) 85 (15) LEGEND
Lane Configuration
Traffic Signal
Stop Control
xxx (xxx) A.M. Peak (P.M. Peak)

JLL AEJLL JL AAD JLL

P DM OJLLNN AACCEE JMN
CE PBC
Baseline with Project Conditions CCCE CCE AACCCE JLLN ACE

AC JNAAC
Hovnanian Drive /Del Paso Road
SR 99 southbound ramps /West Elkhorn Blvd East Commerce Way /West Elkhorn Blvd ACCE

ACCE JLLNAD
SR 99 northbound ramps/West Elkhorn Blvd
M
D JLLN

JNN JLLLNN
I-5 northbound ramps /Del Paso Road I-5 southbound ramps /Del Paso Road East Commerce Way /Del Paso Road JLLLNNNAACCCE JLLNACCE JLLAAEEE JLL Airport Blvd /I-5 northbound ramps Airport Blvd /I-5 southbound ramps Metro Air Pkwy /I-5 northbound ramps Metro Air Pkwy /I-5 southbound ramps Power Line Road/Garden Highway Power Line Road/Del Paso Road El Centro Road/Del Paso Road D
East Commerce Way /North Park Drive AE JLNACCE P
B
JLN
Metro Air Pkwy /West Elkhorn Blvd CCE JN CCE ACC LN
ACE Lane Configurations, Traffic Control, and Turning Volumes South Airport Industrial TIA
K M

CCE ACE O JLLAE JLL JLLAE
El Centro Road/Arena Boulevard Power Line Road/Bayou Road South Metro Air Pkwy /Bayou Road South Power Line Road/West Elkhorn Boulevard Removed in Build
Condition
SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024
FIGURE 16. BASELINE WITH PROJECT LANE CONFIGURATIONS , TRAFFIC CONTROL , & AM AND PM

VOLUMES
21 22 23 24
21 10 (0) 720 (490) 10 (0)22 0 (0) 750 (470) 0 (0)23 0 (0) 0 (0) 0 (65)24 20 (10) 0 (0) 5 (55) RT TH LT RT 0 (0) RT TH LT RT 0 (0) RT TH LT RT 10 (0) RT TH LT RT 30 (10) TH 0 (0) TH 0 (0) TH 675 (400) TH 655 (390)
LT 10 (5) LT 30 (10) LT 55 (5) LT 0 (10)
0 (5) LT 0 (0) LT 0 (0) LT 50 (20) LT
0 (0) TH 0 (0) TH 200 (395) TH 190 (285) TH
30 (30) RT LT TH RT 0 (10) RT LT TH RT 20 (20) RT LT TH RT 35 (15) RT LT TH RT 25 (20) 615 (735) 10 (5) 5 (5) 565 (730) 45 (25) 15 (10) 0 (0) 0 (130) 5 (10) 0 (0) 5 (35) 25 26 27 28
25 0 (40) 0 (0) 105 (255) 26 27 28

RT TH LT
TH 740 (365) TH 870 (430) TH 920 (480) TH 910 (455)
LT 0 (0) LT 50 (50) LT 135 (120)
45 (25) LT 0 (0) U 0 (0) U
155 (530) TH 285 (730) TH 330 (775) TH 340 (780) TH
0 (0) RT LT TH RT 10 (35) RT LT RT 5 (15) RT RT 10 (5) RT LT RT 0 (0) 0 (0) 0 (0) 40 (5) 50 (55) 25 (20) 10 (5) 100 (110) 29 30 31 32
33 5 (15) 65 (75) 34 10 (5) 180 (305) 0 55 (250) 15 (10) 0 225 (85) 125 (40) 285 (140) RT TH RT TH TH LT RT 15 (20) RT TH LT RT 145 (255)
TH 55 (30)
LT 25 (35) LT 40 (15)
5 (5) LT 5 (0) LT 85 (200) LT
50 (40) TH
80 (90) RT LT TH 230 (105) RT LT TH TH RT 15 (5) RT LT TH RT 70 (60) 35 (40) 145 (150) 240 (150) 185 (55) 55 (15) 0 (5) 45 (105) 15 (35) 33 36 37 38
0 465 (385) 625 (260) 220 (175) 36 5 (5) 5 (5)37 30 (65) 0 (0)38 5 (5) 5 (5) RT TH LT RT 205 (160) RT LT RT 5 (5) RT LT RT 0 (0) RT LT RT 5 (5) TH 0 (0) TH 235 (295) TH 215 (235) TH 275 (115)
LT 0 (0)
460 (375) LT 0 (0) LT 80 (25) LT 0 (0) LT
0 (0) TH 345 (215) TH 270 (190) TH 145 (240) TH
5 (5) RT LT TH RT 5 (5) 260 (550) 5 (5)
39 40 41 42
39 0 (0) 45 (105) 40 0 (5) 0 (0) 0 (0)41 5 (10) 10 (20) 42 10 (20) 0 (0) 5 (10) RT LT RT 120 (40) RT TH LT RT 0 (0) RT LT RT 25 (10) RT TH LT RT 10 (5) TH 160 (80) TH 35 (40) TH 210 (225) TH 225 (215)
LT 125 (40) LT 40 (15)
0 (0) LT 10 (5) LT 10 (5) LT 20 (5) LT
100 (135) TH 55 (30) TH 260 (185) TH 245 (200) TH
15 (5) RT LT TH RT 0 (0) RT LT TH RT 0 (5) 0 (0) 45 (105) 0 (0) 0 (0) 15 (35) LEGEND
Lane Configuration
Traffic Signal
Stop Control
xxx (xxx) A.M. Peak (P.M. Peak)
Ameri Drive /West Elkhorn Blvd

JLN ACCE
Metro Air Pkwy /Pacific Gateway Drive Metro Air Pkwy /Meister Way Badiee Drive /West Elkhorn Blvd

KLN ACE KLN ACE KN ACD

ACECCAACCAD ACCE ACC
Lone Tree Road /West Elkhorn Blvd Lakestone Drive /West Elkhorn Blvd JLNACD

JLNJLNACD KLN
Wave Street/West Elkhorn Blvd Waterside Avenue/West Elkhorn Blvd JLLN AEE
Bayou Way /Callison Drive El Centro Road /Hawkview Drive

LN AE JLLNACE JLLLHAE JLLLE JLLH
South Airport Industrial TIA
Power Line Road/Airport South Industrial Dr Metro Air Pkwy /Airport South Industrial Dr Baseline with Project Conditions
CE
Parcel 3 West Drwy/Airport South Industrial Dr
P D LN
Parcel 6C Drwy/Airport South Industrial Dr
P D LN
ACE Lane Configurations, Traffic Control, and Turning Volumes

KN AD KNF

JLLNN AD KNACD
Metro Air Pkwy /Hwy commercial access
K K L
P

AC JNAC
Parcel 7C Drwy/Airport South Industrial Dr
P D LN
Parcel 2 West Drwy/Parcel 1 West Drwy/Airport South Industrial Dr

I AD KNF
Parcel 1 East Drwy/Airport South Industrial Dr
P D LN
Parcel 4 East Drwy/Lot C Drwy/Airport South Industrial Dr

I AD KNF
Parcel 3 East Drwy/Airport South Industrial Dr
P D LN
SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024
FIGURE 16. BASELINE WITH PROJECT LANE CONFIGURATIONS , TRAFFIC CONTROL , & AM AND PM

VOLUMES
43 44 95
43 30 (65) 0 (0) 0 (0)44 0 (0) 10 (20) 95 235 (80) 35 (10) RT TH LT RT 0 (0) RT LT RT 25 (10) RT TH
TH 210 (70) TH 210 (70)
LT 0 (0)
80 (25) LT 0 (0) LT 80 (200) LT
70 (180) TH 70 (180) TH
110 (35) RT LT TH RT 0 (0) RT LT TH 40 (90) 0 (0) 0 (0) 0 (0) 10 (25) LEGEND
Lane Configuration
Traffic Signal
Stop Control
xxx (xxx) A.M. Peak (P.M. Peak)
K
Parcel 5 West Drwy/Airport South Industrial DrParcel 5 East Drwy/Airport South Industrial Dr Parcel 8 East Drwy/Airport South Industrial Dr

I ADP D KNF LNJNB
ACE Baseline with Project Conditions
Lane Configurations, Traffic Control, and Turning Volumes South Airport Industrial TIA
SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024

INTERSECTION OPERATIONS ANALYSIS
A summary of the intersection operations analysis is presented in Table 10. A summary of the intersection queueing analysis for the Baseline condition is presented in Table 11. A summary of the intersection queueing analysis for the Baseline with Project condition is presented in Table 12. Only locations where at least one movement exceeds its storage capacity are reported in these tables.

Appendix C includes the analysis details and worksheets for all locations.

Under Baseline conditions, the Del Paso Road and East Commerce Way intersection is the only study intersection experiencing operational deficiencies, and is expected to operate at LOS E during the p.m. peak hour. Under baseline conditions, there are existing queue deficiencies for several movements at this intersection.

Under the Baseline with Project condition, signal warrant analysis was completed to determine if any intersections related to the project would require signalization. From this analysis, it was determined that the on-site intersection for the commercial access would require signalization at the time the project opens. With this assumed signal in place, none of the study intersections would experience degradation in delay when compared with the no project condition. The project does contribute to degradation in queueing at several locations:
• Intersection 7: Del Paso Road and El Centro Road
• Intersection 11: Del Paso Road and East Commerce Way
• Intersection 12: West Elkhorn Boulevard and Metro Air Parkway Additionally, the following on-site intersection develops queues which would block access at site driveways:
• Intersection 32: Airport South Industrial Drive and Metro Air Parkway Specific improvements for these locations will be identified as part of the project phasing and improvements funding plan. For the intersection of Airport South Industrial Drive and Metro Air Parkway, changes in driveway spacing should be considered so that queueing does not regularly block driveway access.

Note that Baseline with Project impacts identified in the LTA assumes 100 percent buildout of the Airport South Industrial development applied against the baseline condition. Given the buildout of the Project is over multiple years with additional improvements constructed off-site, the baseline plus project off-site impacts may be phased as needed with subsequent review and analysis.

SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024 47
TABLE 10. BASELINE AND BASELINE WITH PROJECT INTERSECTION OPERATIONS ANALYSIS

BASELINE INTERSECTION OPERATING

CONDITIONS

BASELINE WITH PROJECT OPERATING CONDITIONS

INTERSECTION CONTROL

AM PEAK HOUR PM PEAK HOUR

CONTROL

AM PEAK HOUR PM PEAK HOUR
DELAY
(S) LOS DELAY(S) LOS DELAY(S) LOS DELAY(S) LOS

1. AIRPORT BLVD AND I-5

NORTHBOUND RAMPS TWSC

1.3 [9.8 - WBL]
A
[A]

0.7 [14.4 - WBL]
A
[B]
TWSC

1.2 [15.4 - WBL]
A
[C]

0.7 [11.4 - WBL]
A
[B]

2. AIRPORT BLVD AND I-5

SOUTHBOUND RAMPS TWSC

3.4 [4.3 - EBL]
A
[A]

2.6 [4.4 - EBL]
A
[A]
TWSC

3.6 [4.9 - EBL]
A
[A]

2.3 [4.2 - EBL]
A
[A]

3. METRO AIR PARKWAY
AND I-5 NORTHBOUND
RAMPS
Signal 7.1 A 6.6 A Signal 19.9 B 17.3 B

4. METRO AIR PARKWAY
AND I-5 SOUTHBOUND
RAMPS
Signal 8.8 A 7.4 A Signal 21.7 C 19.3 B

5. GARDEN HIGHWAY AND

POWER LINE ROAD TWSC

0.6 [2.6 - SBL]
A
[A]

1.4 [3.1 - SBL]
A
[A]
TWSC
1 [2.6 - SBL]
A
[A]

2.5 [4.1 - SBL]
A
[A]

6. DEL PASO ROAD AND

POWER LINE ROAD TWSC

1.1 [2.8 - WBL]
A
[A]

0.9 [2.7 - WBL]
A
[A]
TWSC

1.7 [3.9 - WBR]
A
[A]

1.6 [5 - WBL]
A
[A]

7. DEL PASO ROAD AND
EL CENTRO ROAD Signal 25.8 C 18.3 B Signal 26.8 C 18.3 B

8. DEL PASO ROAD AND
HOVNANIAN DRIVE Signal 13.2 B 4.6 A Signal 14.3 B 6.8 A

9. DEL PASO ROAD AND I5 NORTHBOUND RAMPS Signal 16.4 B 17.2 B Signal 22.1 C 20.3 C

10. DEL PASO ROAD AND
I-5 SOUTHBOUND RAMPS Signal 7 A 7 A Signal 7.6 A 7.2 A

11. DEL PASO ROAD AND
EAST COMMERCE WAY Signal 50.6 D 63.8 E Signal 57.4 E 56.7 E SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024 48

BASELINE INTERSECTION OPERATING

CONDITIONS

BASELINE WITH PROJECT OPERATING CONDITIONS

INTERSECTION CONTROL

AM PEAK HOUR PM PEAK HOUR

CONTROL

AM PEAK HOUR PM PEAK HOUR
DELAY
(S) LOS DELAY(S) LOS DELAY(S) LOS DELAY(S) LOS

12. WEST ELKHORN

BOULEVARD AND METRO

AIR PARKWAY
Signal 9.2 A 13.8 B Signal 21.1 C 15.2 B

13. WEST ELKHORN
BOULEVARD AND SR 99

NORTHBOUND RAMPS
Signal 7.6 A 7 A Signal 7 A 6.7 A

14. WEST ELKHORN
BOULEVARD AND SR 99

SOUTHBOUND RAMPS
Signal 6.8 A 4.1 A Signal 8.8 A 4.3 A

15. WEST ELKHORN

BOULEVARD AND EAST

COMMERCE WAY
Signal 13.8 B 10.4 B Signal 13.9 B 11.1 B

16. NORTH PARK DRIVE

AND EAST COMMERCE
WAY
Signal 8.5 A 6.6 A Signal 7.8 A 7 A

17. ARENA BOULEVARD
AND EL CENTRO ROAD Signal 21 C 15 B Signal 18.2 B 15.7 B

18. BAYOU ROAD SOUTH

AND POWER LINE ROAD TWSC

2.5 [5 - SBT]
A
[A]

5.1 [9.8 - EBT]
A
[A]
TWSC

2.6 [5.7 - EBL]
A
[A]

3.4 [6.2 - EBL]
A
[A]

19. BAYOU ROAD SOUTH

AND METRO AIR

PARKWAY
AWSC 3.3 A 5.4 A Removed with project

20. POWER LINE ROAD

AND WEST ELKHORN

BOULEVARD
AWSC 3.8 A 3.7 A AWSC 3.8 A 4.4 A

21. METRO AIR PARKWAY

AND PACIFIC GATEWAY
DRIVE
TWSC

0.9 [3.2 - NBL]
A
[A]

0.6 [10.2 - EBL]
A
[B]
TWSC

1.7 [31.3 - WBL]
A
[D]

1.5 [17.2 - WBL]
A
[C]
SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024 49

BASELINE INTERSECTION OPERATING

CONDITIONS

BASELINE WITH PROJECT OPERATING CONDITIONS

INTERSECTION CONTROL

AM PEAK HOUR PM PEAK HOUR

CONTROL

AM PEAK HOUR PM PEAK HOUR
DELAY
(S) LOS DELAY(S) LOS DELAY(S) LOS DELAY(S) LOS

22. METRO AIR PARKWAY

AND MEISTER WAY TWSC

1.2 [12.6 -
WBL]
A
[B]

1.3 [10.7 - WBL]
A
[B]
TWSC

1.8 [20.8 - WBL]
A
[C]

1.3 [16.6 - WBL]
A
[C]

23. WEST ELKHORN

BOULEVARD AND BADIEE
DRIVE
Signal 4.4 A 4.1 A Signal 5.9 A 7.4 A

24. WEST ELKHORN

BOULEVARD AND AMERI
DRIVE
TWSC

1.6 [7 - SBL]
A
[A]

2.7 [6.3 - SBL]
A
[A]
TWSC

3.3 [17.6 - SBL]
A
[C]

2.6 [8.8 - SBL]
A
[A]

25. WEST ELKHORN

BOULEVARD AND LONE

TREE ROAD
Signal 5.3 A 7.5 A Signal 7.5 A 9.5 A

26. WEST ELKHORN

BOULEVARD AND

LAKESTONE DRIVE
Signal 4.6 A 4.1 A Signal 4.7 A 3.5 A

27. WEST ELKHORN

BOULEVARD AND WAVE
STREET
TWSC

1.9 [2.2 - NBR]
A
[A]

1.8 [3.6 - WBL]
A
[A]
TWSC

2.2 [2.4 - NBR]
A
[A]

2.1 [2.5 - NBR]
A
[A]

28. WEST ELKHORN

BOULEVARD AND

WATERSIDE AVENUE
Signal 5.4 A 6.2 A Signal 5.9 A 7.1 A

29. BAYOU WAY AND
CALLISON DRIVE AWSC 5.2 A 4.9 A AWSC 3.7 A 4.7 A

30. EL CENTRO ROAD AND

HAWKVIEW DRIVE

AIRPORT
TWSC

2.7 [6.2 - EBL]
A
[A]

1.4 [3.3 - EBR]
A
[A]
TWSC

2.2 [9.1 - EBL]
A
[A]

1.7 [4.7 - EBR]
A
[A]

31. AIRPORT SOUTH

INDUSTRIAL DRIVE AND

POWER LINE ROAD
Project Only Intersection TWSC

1.1 [4.8 - WBL]
A
[A]
1 [5.1 - WBL]
A
[A]
SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024 50

BASELINE INTERSECTION OPERATING

CONDITIONS

BASELINE WITH PROJECT OPERATING CONDITIONS

INTERSECTION CONTROL

AM PEAK HOUR PM PEAK HOUR

CONTROL

AM PEAK HOUR PM PEAK HOUR
DELAY
(S) LOS DELAY(S) LOS DELAY(S) LOS DELAY(S) LOS

32. AIRPORT SOUTH

INDUSTRIAL DRIVE AND

METRO AIR PARKWAY
Project Only Intersection AWSC 9.0 A 6.5 A

33. HIGHWAY COMMERCIAL

ACCESS AND METRO AIR

PARKWAY
Project Only Intersection Signal 19.8 B 18.8 B

36. AIRPORT SOUTH

INDUSTRIAL DRIVE &
PARCEL 7C DRIVEWAY
Project Only Intersection TWSC

1.1 [4.4 - SBL]
A
[A]

1.0 [8.4 - SBL]
A
[A]

37. AIRPORT SOUTH

INDUSTRIAL DRIVE &
PARCEL 3 WEST DRIVEWAY
Project Only Intersection TWSC

0.8 [3.7 - SBR]
A
[A]

0.9 [3.8 - SBR]
A
[A]

38. AIRPORT SOUTH

INDUSTRIAL DRIVE &
PARCEL 6C DRIVEWAY
Project Only Intersection TWSC

0.6 [7.7 - SBL]
A
[A]

0.6 [4.9 - SBL]
A
[A]

39. AIRPORT SOUTH

INDUSTRIAL DRIVE &
PARCEL 1 EAST DRIVEWAY
Project Only Intersection TWSC

1.0 [6.1 - SBL]
A
[A]

1.8 [5.2 - SBL]
A
[A]

40. AIRPORT SOUTH

INDUSTRIAL DRIVE &
PARCEL 2 WEST
DRIVEWAY/PARCEL 1 WEST

DRIVEWAY
Project Only Intersection TWSC

1.4 [2.7 - NBR]
A
[A]

1.8 [4.9 - NBL]
A
[A]

41. AIRPORT SOUTH

INDUSTRIAL DRIVE &
PARCEL 3 EAST DRIVEWAY
Project Only Intersection TWSC

0.5 [5.0 - SBL]
A
[A]

0.5 [4.9 - SBL]
A
[A]

42. AIRPORT SOUTH

INDUSTRIAL DRIVE &
PARCEL 4 EAST

DRIVEWAY/LOT C

DRIVEWAY
Project Only Intersection TWSC

0.5 [5.7 - SBL]
A
[A]

0.7 [5.1 - SBL]
A
[A]
SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024 51

BASELINE INTERSECTION OPERATING

CONDITIONS

BASELINE WITH PROJECT OPERATING CONDITIONS

INTERSECTION CONTROL

AM PEAK HOUR PM PEAK HOUR

CONTROL

AM PEAK HOUR PM PEAK HOUR
DELAY
(S) LOS DELAY(S) LOS DELAY(S) LOS DELAY(S) LOS

43. AIRPORT SOUTH

INDUSTRIAL DRIVE &
PARCEL 5 WEST DRIVEWAY
Project Only Intersection TWSC

1.6 [7.5 - NBL]
A
[A]

2.3 [7.3 - NBL]
A
[A]

44. AIRPORT SOUTH

INDUSTRIAL DRIVE &
PARCEL 5 EAST DRIVEWAY
Project Only Intersection TWSC

0.7 [6 - SBL]
A
[A]

1.3 [4.4 - SBL]
A
[A]

95. AIRPORT SOUTH

INDUSTRIAL DRIVE &
PARCEL 8 EAST DRIVEWAY
Project Only Intersection AWSC 5.0 A 4.0 A
Key: [Worst stop-controlled delay] for TWSC intersections Notes:

Black bolded results indicate an operational deficiency.

Red bolded results indicate an operational deficiency either caused by or exacerbated by the project.

Values rounded up to the nearest multiple of five.

SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024 52
TABLE 11. BASELINE INTERSECTION QUEUE ANALYSIS

BASELINE INTERSECTION OPERATING CONDITIONS

INTERSECTION TURNING

MOVEMENT

STORAGE

LENGTH (FEET)
95TH PERCENTILE QUEUE
(FEET)

AM PEAK
HOUR

PM PEAK
HOUR

1. AIRPORT BLVD AND I-5 NORTHBOUND RAMPS WBL 1,350 20 20

2. AIRPORT BLVD AND I-5 SOUTHBOUND RAMPS EBL/EBR 1,375 60 60

3. METRO AIR PARKWAY AND I-5 NORTHBOUND RAMPS
WBL/WBT 1,575 35 25
WBR 160 145 105
NBL 160 60 20

4. METRO AIR PARKWAY AND I-5 SOUTHBOUND RAMPS
EBL/EBR 1,600 115 50
SBR 130 90 90

7. DEL PASO ROAD AND EL CENTRO ROAD
EBR 140 150 40
NBL 280 260 100

9. DEL PASO ROAD AND I-5 NORTHBOUND RAMPS
NBL 1,270 295 295
NBR 1,270 320 380

10. DEL PASO ROAD AND I-5 SOUTHBOUND RAMPS
SBL 1,100 105 125
SBR 250 120 80
EBL 375 535 510

11. DEL PASO ROAD AND EAST COMMERCE WAY
WBR 140 150 175
NBL 245 160 400
SBR 300 325 150

13. WEST ELKHORN BOULEVARD AND SR 99 NORTHBOUND RAMPS NBL 1,525 145 85

14. WEST ELKHORN BOULEVARD AND SR 99 SOUTHBOUND RAMPS
SBL 400 85 165
SBR 1,480 115 85

17. ARENA BOULEVARD AND EL CENTRO ROAD SBL 400 90 75
SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024 53
TABLE 12. BASELINE WITH PROJECT INTERSECTION QUEUE ANALYSIS

BASELINE WITH PROJECT INTERSECTION OPERATING CONDITIONS

INTERSECTION TURNING

MOVEMENT

STORAGE
LENGTH
(FEET)
95TH PERCENTILE QUEUE
(FEET)

AM PEAK
HOUR

PM PEAK
HOUR

1. AIRPORT BLVD AND I-5 NORTHBOUND RAMPS WBL 1,350 20 20

2. AIRPORT BLVD AND I-5 SOUTHBOUND RAMPS EBL/EBR 1,375 75 60

3. METRO AIR PARKWAY AND I-5 NORTHBOUND RAMPS
WBL 350 270 175
WBT/WBR 1,575 180 180
NBL 100 150 145
NBT 875 220 245
SBT 700 330 305
SBR 650 100 95

4. METRO AIR PARKWAY AND I-5 SOUTHBOUND RAMPS
EBL 1,600 135 115
EBR 170 95 45
NBL 300 200 220
NBT 470 205 240
SBT 840 405 260
SBR 130 255 185

7. DEL PASO ROAD AND EL CENTRO ROAD
EBR 140 145 80
NBL 280 295 120

9. DEL PASO ROAD AND I-5 NORTHBOUND RAMPS
NBL 1,270 480 355
NBR 1,270 345 465

10. DEL PASO ROAD AND I-5 SOUTHBOUND RAMPS
SBL 1,100 100 135
SBR 250 140 90

11. DEL PASO ROAD AND EAST COMMERCE WAY
EBL 375 570 530
WBR 140 225 195
NBL 245 135 395
SBR 300 340 230

12. WEST ELKHORN BOULEVARD AND METRO AIR PARKWAY WBL 350 410 185 SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024 54

BASELINE WITH PROJECT INTERSECTION OPERATING CONDITIONS

INTERSECTION TURNING

MOVEMENT

STORAGE
LENGTH
(FEET)
95TH PERCENTILE QUEUE
(FEET)

AM PEAK
HOUR

PM PEAK
HOUR
NBL 400 105 245

13. WEST ELKHORN BOULEVARD AND SR 99 NORTHBOUND
RAMPS NBL 1,525 130 115

14. WEST ELKHORN BOULEVARD AND SR 99 SOUTHBOUND
RAMPS
SBL 1,480 80 75
SBR 400 150 55

25. WEST ELKHORN BOULEVARD AND LONE TREE ROAD SBL 150 85 135

32. AIRPORT SOUTH INDUSTRIAL DRIVE AND METRO AIR

PARKWAY
EBL 100 65 90
EBT/EBR 160 55 55
WBL 100 60 50
WBT/WBR 70 85 105
NBL/NBT/NBR - 60 85
SBL 150 155 90
SBT/SBR 290 190 90

33. HIGHWAY COMMERCIAL ACCESS AND METRO AIR

PARKWAY
EBL - 270 235
EBT/EBR - 75 50
WBL - 25 20
WBT/WBR - 115 110
NBL - 20 220
NBT/NBR 350 90 180
SBL - 150 110
SBT 550 255 115
SBR - 185 135
Notes:

Black bolded results indicate an operational deficiency.

Red bolded results indicate an operational deficiency either caused by or exacerbated by the project.

Values rounded up to the nearest multiple of five.

SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024 55

SEGMENT OPERATIONS ANALYSIS
As summarized in Table 13, most segments are expected to continue to operate with LOS C or better in Baseline and Baseline with Project conditions. Baseline and Baseline with Project segment volumes are shown in Figure 17 and Figure 18.

TABLE 13: BASELINE SEGMENT RESULTS SUMMARY

ROADWAY EXTENTS JURISDICTION

BASELINE BASELINE WITH

PROJECT
TYPE/

LANES COUNT LOS TYPE/LANES COUNT LOS

METRO AIR

PARKWAY
I-5 to Pacific
Gateway Drive County Arterial L 4
11,890 A
Arterial
L 4
13,630 A

METRO AIR

PARKWAY
Pacific Gateway
Drive to Meister
Way
County Arterial
L 4
14,210 A
Arterial
L 4
15,930 A

METRO AIR

PARKWAY
Meister Way to
Elkhorn Boulevard County Arterial L 4 13,610 A
Arterial
L 4 15,230 A
WEST

ELKHORN

BOULEVARD
Lone Tree Road to
Baidee Drive County Arterial L 4 6,550 A
Arterial
L 4 8,650 A

POWER LINE
ROAD
Garden Highway
to Del Paso Road County Arterial M 2 730 A
Arterial
M 2 1,040 A

POWER LINE
ROAD
Bayou Road to
Del Paso Road County Arterial M 2 1,640 A
Arterial
M 2 2,120 A

POWER LINE
ROAD
Bayou Road to
Pacific Gateway
Drive
County Arterial
M 2 2,120 A
Arterial
M 2 2,140 A

POWER LINE
ROAD
West Elkhorn
Boulevard to
Pacific Gateway
Drive
County Arterial
M 2 1,740 A
Arterial
M 2 1,750 A

DEL PASO
ROAD
Power Line Road
to Hovnanian
Drive
County Arterial
M 2 1,700 A
Arterial
M 2 1,860 A

EL CENTRO
ROAD
Del Paso Road to
Hawkview Drive City Arterial L 2 5,800 A
Arterial
L 2 7,530 A

EL CENTRO
ROAD
Hawkview Drive
to Bayou way City Arterial L 2 3,110 A
Arterial
L 2 4,940 A
GARDEN

HIGHWAY
Power Line Road
to Radio Road County Arterial M 2 780 A
Arterial
M 2 1,080 A
GARDEN

HIGHWAY
Radio Road to San
Juan Road County Arterial M 2 920 A
Arterial
M 2 1,190 A
GARDEN

HIGHWAY
San Juan Road to
City Limit County Arterial M 2 630 A
Arterial
M 2 660 A

METRO AIR

PARKWAY
I-5 to Airport
South Industrial
Drive
City -
Arterial
L 4
10,760 A
SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024 56

ROADWAY EXTENTS JURISDICTION

BASELINE BASELINE WITH

PROJECT
TYPE/

LANES COUNT LOS TYPE/LANES COUNT LOS

AIRPORT
SOUTH

INDUSTRIAL
DRIVE
Power Line Road
to Metro Air
Parkway
City -
Arterial
L 2
3,690 A

AIRPORT
SOUTH

INDUSTRIAL
DRIVE
Metro Air Parkway
to "A" Drive City -
Arterial
L 2
6,440 A
"A" DRIVE
Airport South
Industrial Drive to
Bayou Way
City -
Arterial
L 2 3,000 A

BAYOU WAY
"A" Drive to El
Centro Road City Arterial L 2 2,660 A
Arterial
L 2 4,490 A
SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024 57
FIGURE 17: BASELINE SEGMENT VOLUMES
SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024 58
FIGURE 18: BASELINE WITH PROJECT SEGMENT VOLUMES
SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024 59

CUMULATIVE AND CUMULATIVE WITH PROJECT TRAFFIC CONDITIONS This section summarizes the results of the traffic analysis conducted for cumulative conditions and includes all currently planned projects in the vicinity of the project site and their effects on local and regional traffic.

TRAFFIC VOLUMES AND LANE CONFIGURATIONS
Cumulative and Cumulative with Project traffic volumes were calculated by adding the trips associated with the project to baseline traffic volumes. Figure 19 and Figure 20 illustrate the cumulative and Cumulative with Project peak hour traffic volumes and the lane configurations used in the analysis. Table 14 compares the changes from existing geometrics to the cumulative scenario.

These changes include planned financially constrained improvements listed in SACOG’s MTP/SCS and those expected to be constructed by other nearby projects including Metro Air Park. Table 15 summarizes the changes from the cumulative scenario to the Cumulative with Project scenario.

SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • F EB . 5 , 2024 60 TABLE 14: GEOMETRY COMPARISON TABLE: EXISTING TO CUMULATIVE

EXISTING

IMPROVEMENT

CUMULATIVE

CONTROL NB SB EB WB CONTROL NB SB EB WB

3. Metro Air
Pkwy & I-5
northbound
ramps
TWSC  


Signalization,
expand
geometry to
the Caltrans
ultimate
configuration
Signal  




4. Metro Air
Pkwy & I-5
southbound
ramps
TWSC  

Expand
geometry to
the Caltrans
ultimate
configuration
Signal  



12. Metro Air
Pkwy & West
Elkhorn
Boulevard
AWSC   




Signalization,
widen Metro
Air Pkwy and
West Elkhorn
Blvd from 2 to
6 lanes
Signal  





13. SR 99
northbound
ramps & West
Elkhorn
Boulevard
Signal 


Expand
geometry to
the Caltrans
ultimate
configuration
Signal 



14. SR 99
southbound
ramps & West
Elkhorn
Boulevard
Signal 


Signal 



15. East
Commerce
Way & West
Elkhorn
Boulevard
Signal 


Add a
southbound leg
to the
intersection
Signal  




SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • F EB . 5 , 2024 61

EXISTING

IMPROVEMENT

CUMULATIVE

CONTROL NB SB EB WB CONTROL NB SB EB WB

20. Power Line
Road & West
Elkhorn
Boulevard
AWSC   
Signalization of
Power Line Rd
at West
Elkhorn Blvd
Signal   




21. Metro Air
Pkwy & Pacific
Gateway Drive
TWSC  


Widen Metro
Air Pkwy (north
of I-5
interchange to
West Elkhorn
Blvd) and West
Elkhorn Blvd
(Power Line Rd
to Lone Tree
Road) from 2
lanes to 6
lanes
Signal   



22. Metro Air
Pkwy &
Meister Way
TWSC   Signal   



23. Badiee
Drive & West
Elkhorn
Boulevard
TWSC 


Signal  



24. Ameri
Drive & West
Elkhorn
Boulevard
TWSC 


TWSC   



25. Lone Tree
Road & West
Elkhorn
Boulevard
TWSC  



Signal  



26. Lakestone
Drive & West
Elkhorn
Boulevard
Signal 


Signal 



27. Wave
Street & West
Elkhorn
Boulevard
TWSC 


TWSC 


SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • F EB . 5 , 2024 62

EXISTING

IMPROVEMENT

CUMULATIVE

CONTROL NB SB EB WB CONTROL NB SB EB WB

28. Waterside
Avenue &
West Elkhorn
Boulevard
Signal 



Signal 



TABLE 15: GEOMETRY COMPARISON TABLE: CUMULATIVE TO CUMULATIVE WITH PROJECT

CUMULATIVE

IMPROVEMENT

CUMULATIVE WITH PROJECT

CONTROL NB SB EB WB CONTROL NB SB EB WB

3. Metro Air
Pkwy & I-5
northbound
ramps
Signal  



Add dual left
WB turn lanes Signal  




SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024 63
FIGURE 19. CUMULATIVE LANE CONFIGURATIONS , TRAFFIC CONTROL , & AM AND PM VOLUMES 1 2 3 4
1 245 (185) 575 (530) 2 555 (490) 15 (45)3 40 (165) 805 (1360) 4 780 (1320) 35 (65) RT TH RT 1110 (555) RT TH RT TH RT 1115 (965) RT TH
TH 15 (5)
LT 5 (5) LT 10 (10)
305 (135) LT 180 (120) LT
5 (5) TH
TH RT 20 (70) RT LT TH TH RT 50 (60) RT TH RT 35 (155) 260 (240) 5 (5) 15 (260) 240 (135) 65 (25) 110 (75) 10 (20) 5 6 7 8
5 5 (15) 110 (105) 6 100 (85) 20 (55)7 40 (35) 430 (235) 350 (610) 8 10 (0) 80 (0) 225 (20) RT LT RT 125 (125) TH LT RT 20 (20) RT TH LT RT 325 (255) RT TH LT RT 265 (30) TH 30 (20) TH 725 (430) TH 65 (80)
LT 15 (25) LT 390 (470) LT 25 (60)
5 (15) LT 30 (40) LT 15 (0) LT
15 (30) TH 715 (335) TH 40 (170) TH
TH RT 175 (65) RT LT TH RT 5 (10) RT LT TH RT 110 (115) 10 (25) 250 (110) 295 (445) 400 (480) 10 (5) 100 (0) 65 (30) 9 10 11 12
9 10 355 (350) 350 (450) 11 1510 (250) 70 (225) 530 (370) 12 25 (30) 150 (915) 15 (30) RT 445 (565) RT LT RT 1750 (705) RT TH LT RT 200 (410) RT TH LT RT 50 (35) TH 2360 (1165) TH 1115 (855) TH 1170 (1180) TH 390 (390) LT 260 (320) LT 65 (65)
615 (715) LT 45 (25) LT
850 (960) TH 845 (750) TH 925 (1470) TH 100 (235) TH
385 (290) RT LT RT 665 (690) RT 220 (170) RT LT TH RT 20 (210) RT LT TH RT 505 (375) 950 (1395) 125 (300) 365 (560) 205 (370) 25 (275) 765 (495) 165 (165) 13 14 15 16
13 14 345 (365) 450 (200) 15 800 (220) 700 (145) 15 (10)16 1070 (635) 125 (140) RT 185 (160) RT LT RT 1870 (675) RT TH LT RT 5 (15) TH LT RT 195 (95) TH 2625 (1125) TH 1240 (800) TH 1635 (840)
LT 540 (205) LT 555 (210)
135 (750) LT
525 (990) TH 240 (975) TH 625 (1790) TH
165 (185) RT LT RT 295 (550) RT 455 (400) RT LT TH RT TH RT 485 (350) 690 (1955) 375 (225) 65 (440) 225 (410) 585 (970) 345 (380) 17 18 19 20
17 5 (10) 5 (80) 155 (115) 18 20 (30) 65 (100) 5 (15)19 5 (5) 85 (105) 20 135 (55) 0 (50) 5 (0) RT TH LT RT 105 (110) RT TH LT RT 0 (0) RT LT RT 100 (50) RT TH LT RT 10 (5) TH 110 (215) TH 0 (0) TH 5 (5) TH 330 (180)
LT 45 (65) LT 5 (10) LT 5 (95)
5 (10) LT 20 (105) LT 20 (45) LT 80 (70) LT
260 (145) TH 0 (65) TH 0 (45) TH 85 (315) TH
145 (40) RT LT TH RT 65 (125) RT LT TH RT 85 (15) RT LT TH RT 70 (100) 115 (70) 35 (80) 25 (60) 140 (50) 10 (10) 25 (125) 35 (15) 100 (15) LEGEND
Lane Configuration
Traffic Signal
Stop Control
xxx (xxx) A.M. Peak (P.M. Peak)
ACE Lane Configurations, Traffic Control, and Turning Volumes South Airport Industrial TIA

I JN KN

CCE ACE FACE JLLLAAEE JLLL JLLLNNACE
El Centro Road/Arena Boulevard Power Line Road/Bayou Road South Metro Air Pkwy /Bayou Road South Power Line Road/West Elkhorn Boulevard CCCE JJNN CCCE JJLLN AACCD LLN Airport Blvd /I-5 northbound ramps Airport Blvd /I-5 southbound ramps Metro Air Pkwy /I-5 northbound ramps Metro Air Pkwy /I-5 southbound ramps Power Line Road/Garden Highway Power Line Road/Del Paso Road El Centro Road/Del Paso Road MKNACE
East Commerce Way /North Park Drive AE JLNACCE I
F
JLN
Metro Air Pkwy /West Elkhorn Blvd JLLLNNNAACCCE JJLLNAACCCE JLLAAEEE JLL SR 99 northbound ramps/West Elkhorn Blvd
M
D JLLN

JNN JLLLNN
I-5 northbound ramps /Del Paso Road I-5 southbound ramps /Del Paso Road East Commerce Way /Del Paso Road D
Cumulative Conditions CCCE CCE AACCCE JLLLNN ACE

CCE JMCCE
Hovnanian Drive /Del Paso Road
SR 99 southbound ramps /West Elkhorn Blvd East Commerce Way /West Elkhorn Blvd AACCCE

ACCE JLLNAD

JLL AEJLL JLLL ADE JLL

P DM OJLLNN AACCEE JMN
CE PBC
SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024 64
FIGURE 19. CUMULATIVE LANE CONFIGURATIONS , TRAFFIC CONTROL , & AM AND PM VOLUMES 21 22 23 24
21 90 (50) 750 (1265) 5 (5)22 0 (0) 370 (1100) 5 (90)23 0 (0) 0 (0) 35 (185) 24 15 (40) 0 (10) 10 (35) RT TH LT RT 5 (10) RT TH LT RT 40 (35) RT TH LT RT 210 (55) RT TH LT RT 35 (15) TH 0 (0) TH 0 (0) TH 455 (445) TH 395 (400)
LT 45 (125) LT 470 (230) LT 120 (50) LT 75 (30)
25 (105) LT 0 (0) LT 0 (0) LT 40 (25) LT
0 (5) TH 0 (5) TH 235 (470) TH 150 (355) TH
50 (135) RT LT TH RT 5 (15) RT LT TH RT 0 (0) RT LT TH RT 70 (50) RT LT TH RT 135 (65) 1095 (975) 125 (60) 15 (10) 900 (825) 210 (255) 0 (0) 0 (0) 15 (110) 55 (25) 0 (0) 25 (100) 25 26 27 28
25 80 (50) 15 (100) 45 (375) 26 27 28

RT TH LT
TH 705 (500) TH 1270 (620) TH 1530 (700) TH 1350 (625)
LT 65 (20) LT 245 (80) LT 370 (620)
0 (0) U 0 (0) U
225 (625) TH 230 (1080) TH 345 (1150) TH 460 (1200) TH
0 (0) RT LT TH RT 5 (5) RT LT RT 40 (185) RT RT 10 (5) RT LT RT 0 (0) 95 (35) 10 (50) 15 (0) 205 (260) 125 (55) 180 (75) 100 (330) 29 30 31 32
33 5 (15) 65 (75) 34 10 (5) 635 (440) 0 0

RT TH RT TH
5 (5) LT 5 (0) LT
110 (95) RT LT TH 230 (385) RT LT TH 65 (90) 35 (40) 420 (210) 270 (515) 33 0
LEGEND
Lane Configuration
Traffic Signal
Stop Control
xxx (xxx) A.M. Peak (P.M. Peak)
South Airport Industrial TIA
Power Line Road/Airport South Industrial Dr Metro Air Pkwy /Airport South Industrial Dr Metro Air Pkwy /Hwy commercial access
Future Project Intersection
K K L
P
Cumulative Conditions
Bayou Way /Callison Drive El Centro Road /Hawkview Drive Future Project Intersection
ACE Lane Configurations, Traffic Control, and Turning Volumes Future Project Intersection

AC JNAC

AD CCC JLLLNACE JLLLHAE JLLLE JLLLHAEE JLNACCD JLLLN ACCCE ACCC Lone Tree Road /West Elkhorn Blvd Lakestone Drive /West Elkhorn Blvd JLNACCD JLN
Wave Street/West Elkhorn Blvd Waterside Avenue/West Elkhorn Blvd JLLLNACE AACCC Ameri Drive /West Elkhorn Blvd

JLN ACCCE
Metro Air Pkwy /Pacific Gateway Drive Metro Air Pkwy /Meister Way Badiee Drive /West Elkhorn Blvd

KLLN ACE KLLN ACE KN ACCCE
SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024 65

FIGURE 20. CUMULATIVE WITH PROJECT LANE CONFIGURATIONS , TRAFFIC CONTROL , & AM AND

PM VOLUMES
1 2 3 4
1 260 (180) 580 (530) 2 570 (490) 15 (45) 3 40 (175) 1190 (1470) 4 675 (1220) 1155 (690) RT TH RT 1080 (555) RT TH RT TH RT 950 (950) RT TH
TH 15 (5)
LT 5 (5) LT 645 (470)
270 (135) LT 200 (130) LT
5 (5) TH
TH RT 20 (70) RT LT TH TH RT 165 (130) RT TH RT 10 (160) 305 (245) 5 (5) 45 (270) 420 (410) 135 (155) 335 (435) 635 (665) 5 6 7 8
5 5 (15) 110 (125) 6 10 (15) 20 (40) 7 35 (30) 420 (240) 275 (580) 8 10 (0) 80 (0) 225 (20) RT LT RT 185 (150) TH LT RT 40 (15) RT TH LT RT 440 (275) RT TH LT RT 265 (30) TH 25 (20) TH 680 (490) TH 20 (55)
LT 15 (20) LT 390 (480) LT 25 (60)
5 (15) LT 30 (40) LT 15 (0) LT
15 (30) TH 710 (295) TH 25 (115) TH
TH RT 170 (160) RT LT TH RT 5 (10) RT LT TH RT 10 (20) 10 (20) 255 (105) 260 (380) 425 (495) 10 (5) 100 (0) 65 (30) 9 10 11 12
9 10 380 (370) 370 (490) 11 1560 (545) 80 (240) 515 (425) 12 40 (25) 280 (920) 15 (35) RT 410 (620) RT LT RT 1775 (745) RT TH LT RT 390 (410) RT TH LT RT 45 (35) TH 2385 (1230) TH 1155 (850) TH 1100 (1180) TH 340 (380) LT 260 (330) LT 220 (160)
670 (760) LT 35 (25) LT
895 (975) TH 870 (790) TH 955 (1255) TH 95 (215) TH
385 (305) RT LT RT 525 (560) RT 230 (335) RT LT TH RT 50 (220) RT LT TH RT 555 (365) 960 (1375) 125 (300) 390 (625) 210 (380) 40 (295) 780 (520) 245 (225) 13 14 15 16
13 14 410 (365) 420 (175) 15 785 (230) 700 (130) 20 (10) 16 1140 (820) 115 (155) RT 175 (140) RT LT RT 1860 (710) RT TH LT RT 5 (20) TH LT RT 225 (85) TH 2720 (1225) TH 1325 (850) TH 1760 (915)
LT 580 (185) LT 525 (200)
135 (780) LT
550 (1070) TH 300 (1065) TH 675 (1900) TH
165 (170) RT LT RT 300 (490) RT 430 (370) RT LT TH RT TH RT 465 (335) 690 (1980) 340 (220) 65 (460) 210 (435) 850 (1040) 335 (390) 17 18 19 20
17 5 (10) 5 (80) 155 (110) 18 20 (30) 45 (120) 19 20 150 (55) 15 (50) 15 (15) RT TH LT RT 105 (115) RT TH RT TH LT RT 25 (20)
TH 110 (215) TH 315 (180)
LT 45 (65) LT 5 (90)
5 (10) LT 20 (105) LT 75 (90) LT
260 (145) TH 65 (305) TH
145 (40) RT LT TH RT 50 (65) RT LT TH 45 (10) RT LT TH RT 70 (100) 120 (75) 35 (80) 25 (15) 135 (95) 0 (165) 45 (20) 110 (15) LEGEND
Lane Configuration
Traffic Signal
Stop Control
xxx (xxx) A.M. Peak (P.M. Peak)

JLL AEJLL JLLL AADE JLL

P DM OJLLNN AACCEE JMN
CE PBC
Cumulative with Project Conditions CCCE CCE AACCCE JLLLNN ACE

CCE JMCCE
Hovnanian Drive /Del Paso Road
SR 99 southbound ramps /West Elkhorn Blvd East Commerce Way /West Elkhorn Blvd AACCCE

ACCE JLLNMD AD

JJNN JJLLN LLNJLLNN JLLN

JNN JLLLNN
I-5 northbound ramps /Del Paso Road I-5 southbound ramps /Del Paso Road East Commerce Way /Del Paso Road JLLLNNNAACCCE JLLAAEEE JLLAACCCE Power Line Road/Bayou Road South Metro Air Pkwy /Bayou Road South Power Line Road/West Elkhorn Boulevard Removed in Build
Condition CCCE AACCD
SR 99 northbound ramps/West Elkhorn Blvd
Airport Blvd /I-5 northbound ramps Airport Blvd /I-5 southbound ramps Metro Air Pkwy /I-5 northbound ramps Metro Air Pkwy /I-5 southbound ramps Power Line Road/Garden Highway Power Line Road/Del Paso Road El Centro Road/Del Paso Road KNACE East Commerce Way /North Park Drive AE JLNACCE P
B
JLN
Metro Air Pkwy /West Elkhorn Blvd CCCE
ACE Lane Configurations, Traffic Control, and Turning Volumes South Airport Industrial TIA
K KN

CCE ACE ACE JLLLAAEE JLLL JLLLNNACE
El Centro Road/Arena Boulevard
SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024 66
FIGURE 20. CUMULATIVE WITH PROJECT LANE CONFIGURATIONS , TRAFFIC CONTROL , & AM AND

PM VOLUMES
21 22 23 24
21 95 (50) 1110 (1380) 5 (10)22 0 (0) 570 (1185) 10 (110) 23 0 (0) 0 (0) 30 (180) 24 15 (40) 0 (5) 10 (40) RT TH LT RT 5 (10) RT TH LT RT 160 (40) RT TH LT RT 215 (50) RT TH LT RT 35 (15) TH 0 (0) TH 5 (0) TH 675 (525) TH 565 (490)
LT 45 (135) LT 600 (250) LT 135 (35) LT 90 (30)
30 (100) LT 0 (0) LT 0 (0) LT 40 (25) LT
0 (0) TH 0 (10) TH 260 (530) TH 240 (415) TH
75 (155) RT LT TH RT 40 (20) RT LT TH RT 20 (20) RT LT TH RT 75 (50) RT LT TH RT 160 (90) 1075 (1195) 135 (75) 10 (15) 905 (975) 195 (340) 15 (10) 0 (0) 15 (190) 20 (20) 5 (0) 20 (95) 25 26 27 28
25 80 (45) 20 (115) 45 (370) 26 27 28
RT TH LT RT 445 (60)
TH 940 (535) TH 1265 (530) TH 1340 (555) TH 1600 (555)
LT 55 (10) LT 75 (25) LT 170 (660)
45 (140) LT 0 (0) U 0 (0) U
270 (735) TH 320 (1140) TH 460 (990) TH 555 (1450) TH
0 (0) RT LT TH RT 5 (5) RT LT RT 45 (200) RT RT 10 (5) RT LT RT 0 (0) 130 (40) 10 (55) 175 (75) 205 (275) 125 (70) 10 (0) 140 (330) 29 30 31 32
33 5 (15) 65 (75) 34 10 (5) 520 (430) 0 75 (170) 20 (15) 0 225 (80) 125 (40) 290 (135) RT TH RT TH TH LT RT 10 (15) RT TH LT RT 175 (265)
TH 50 (30)
LT 25 (35) LT 40 (15)
5 (5) LT 5 (0) LT 95 (200) LT
45 (40) TH
70 (50) RT LT TH 210 (420) RT LT TH TH RT 15 (5) RT LT TH RT 40 (35) 35 (40) 450 (235) 280 (450) 150 (95) 55 (15) 0 (5) 45 (105) 15 (35) 33 36 37 38
0 465 (385) 635 (245) 220 (175) 36 5 (5) 5 (5)37 30 (65) 0 (0)38 5 (5) 5 (5) RT TH LT RT 205 (160) RT LT RT 5 (5) RT LT RT 0 (0) RT LT RT 5 (5) TH 5 (5) TH 260 (305) TH 235 (245) TH 270 (110)
LT 5 (5)
460 (375) LT 0 (0) LT 80 (25) LT 0 (0) LT
5 (5) TH 350 (205) TH 270 (185) TH 150 (240) TH
5 (5) RT LT TH RT 5 (5) 305 (565) 5 (5)
39 40 41 42
39 0 (0) 45 (105) 40 0 (5) 0 (0) 0 (0)41 5 (10) 10 (20) 42 10 (20) 0 (0) 5 (10) RT LT RT 120 (40) RT TH LT RT 0 (0) RT LT RT 25 (10) RT TH LT RT 10 (5) TH 155 (75) TH 30 (35) TH 230 (235) TH 250 (225)
LT 125 (40) LT 40 (15)
0 (0) LT 10 (5) LT 10 (5) LT 20 (5) LT
105 (140) TH 60 (30) TH 260 (180) TH 245 (195) TH
15 (5) RT LT TH RT 0 (0) RT LT TH RT 0 (5) 0 (0) 45 (105) 0 (0) 0 (0) 15 (35) LEGEND
Lane Configuration
Traffic Signal
Stop Control
xxx (xxx) A.M. Peak (P.M. Peak)
Ameri Drive /West Elkhorn Blvd

JLN ACCCE
Metro Air Pkwy /Pacific Gateway Drive Metro Air Pkwy /Meister Way Badiee Drive /West Elkhorn Blvd

KLLN ACE KLLN ACE KN ACCCE

ACECCC AACCCAD ACCCE ACCC
Lone Tree Road /West Elkhorn Blvd Lakestone Drive /West Elkhorn Blvd JLNACCD

JLNJLNACCD JLLLN
Wave Street/West Elkhorn Blvd Waterside Avenue/West Elkhorn Blvd JLLLN AEE
Bayou Way /Callison Drive El Centro Road /Hawkview Drive

LN AE JLLLNACE JLLLHAE JLLLE JLLLH

AC JNAC
Parcel 7C Drwy/Airport South Industrial Dr
South Airport Industrial TIA
Power Line Road/Airport South Industrial Dr Metro Air Pkwy /Airport South Industrial Dr Cumulative with Project Conditions
CE
Parcel 3 West Drwy/Airport South Industrial Dr
P D LN
Parcel 6C Drwy/Airport South Industrial Dr
P D
ACE Lane Configurations, Traffic Control, and Turning Volumes

KN AD KNF

JLLNN AD KNACD
Metro Air Pkwy /Hwy commercial access
K K L
P

P D LNLN
Parcel 2 West Drwy/Parcel 1 West Drwy/Airport South Industrial Dr

I AD KNF
Parcel 1 East Drwy/Airport South Industrial Dr
P D LN
Parcel 4 East Drwy/Lot C Drwy/Airport South Industrial Dr

I AD KNF
Parcel 3 East Drwy/Airport South Industrial Dr
P D LN
SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024 67
FIGURE 20. CUMULATIVE WITH PROJECT LANE CONFIGURATIONS , TRAFFIC CONTROL , & AM AND

PM VOLUMES
43 44 95
43 30 (65) 0 (0) 0 (0)44 0 (0) 10 (20) 95 255 (90) 35 (10) RT TH LT RT 0 (0) RT LT RT 25 (10) RT TH
TH 235 (80) TH 235 (80)
LT 0 (0)
80 (25) LT 0 (0) LT 80 (195) LT
70 (175) TH 70 (175) TH
110 (35) RT LT TH RT 0 (0) RT LT TH 40 (90) 0 (0) 0 (0) 0 (0) 10 (25) LEGEND
Lane Configuration
Traffic Signal
Stop Control
xxx (xxx) A.M. Peak (P.M. Peak)
K
Parcel 5 West Drwy/Airport South Industrial DrParcel 5 East Drwy/Airport South Industrial Dr Parcel 8 East Drwy/Airport South Industrial Dr

I ADP D KNF LNJNB
ACE Cumulative with Project Conditions
Lane Configurations, Traffic Control, and Turning Volumes South Airport Industrial TIA
SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024 68

INTERSECTION OPERATIONS ANALYSIS
The queuing and operations of the roadway infrastructure were analyzed under cumulative traffic conditions. Table 16 summarizes the intersection operations analysis while Table 17 and Table 18 present the intersection queueing analysis for Cumulative and Cumulative with Project conditions respectively. Appendices F and G include the analysis details and worksheets.

Intersections not related to the project north of I-5 were assumed to be signalized by other development projects if they were likely to meet a peak hour signal warrant based on cumulative no project volumes. The interchange of Metro Air Parkway and I-5 was assumed to be built to its planned ultimate configuration from the plans developed by Metro Air Park including new signals and additional on-ramps. Some additional turn lanes at this interchange are necessitated by the project due to the addition of traffic south of I-5 which was not previously considered. Intersections which do not meet their respective jurisdictional operational standards are shaded in grey with bold text.

Intersections which the project causes an operational deficiency at as defined in the “Thresholds of Significance” section of this report have their text shown in red.

For this analysis, queueing across multiple intersections was identified under both the cumulative project and cumulative no project conditions related to the ramp metering to the on-ramps to Caltrans facilities. These ramp meters may ultimately operate differently than was assumed for this analysis which would result in less queueing along Metro Air Parkway southbound and Del Paso Road approaching the interchange in both directions. The project contributes to queueing caused by these ramp meters.

The intersection of Del Paso Road and East Commerce Way is expected to serve a very high amount of volume in the cumulative scenarios and will be operating with several movements near or above capacity. This results in extensive queues and highly unstable flow patterns through the intersection.

This queueing extends back through multiple intersections along Del Paso Road. Because of this unstable flow pattern, small changes in volumes result in large changes in delay and queueing.

Intersections where the deficiency can be directly related back to this intersection are marked with an asterisk.

Based on this analysis, the project causes intersection delay deficiencies at the following intersections:
• 7. Del Paso and El Centro
• 9. Del Paso Road and I-5 Northbound Ramps*
In addition to these delay deficiencies, the project also causes or contributes to queueing deficiencies at the following locations:
• 7. El Centro Road and Del Paso Road
• 9. Del Paso Road and I-5 Northbound Ramps*
• 10. Del Paso Road and I-5 Southbound Ramps*
• 11. East Commerce Way and Del Paso Road*
SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024 69
Specific improvements for these locations will be identified as part of the project phasing and improvements funding plan. For the intersection of the Highway Commercial Access and Metro air Parkway, the southbound right turn pocket should be built to sufficient length to accommodate the queue and the throat depth on the western driveway should be increased by an amount to sufficiently accommodate the queue without causing blockages to internal site circulation.

In reviewing queueing on the Caltrans off-ramps, it was found that one location is expected to exceed the available queue storage in the cumulative no project condition: Del Paso Road and the I-5 Northbound Ramps. Other locations such as Del Paso Road and I-5 Southbound Ramps may exceed individual turn pocket storage but would not have queues extending back to the freeway. At Del Paso Road and the I-5 Northbound Ramps, the project contributes enough volume to increase the already deficient 95th percentile queues by several car lengths. These increases are primarily related to additional queue spillbacks from Del Paso Road and East Commerce Way.

SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • F EB . 5 , 2024 70 TABLE 16. CUMULATIVE AND CUMULATIVE WITH PROJECT INTERSECTION OPERATION ANALYSIS

CUMULATIVE INTERSECTION OPERATING

CONDITIONS

CUMULATIVE WITH PROJECT INTERSECTION

OPERATING CONDITIONS

INTERSECTION CONTROL

AM PEAK HOUR PM PEAK HOUR

CONTROL

AM PEAK HOUR PM PEAK HOUR

DELAY(S) LOS DELAY (S) LOS DELAY (S) LOS DELAY (S) LOS

1. AIRPORT BLVD AND I-5
NORTHBOUND RAMPS TWSC 1.6
[7 - WBL]
A
[A]

0.7 [9 - WBL]
A
[A] TWSC

1.6 [11.6 -
WBL]
A
[B]

0.6 [9.2 - WBL]
A
[A]

2. AIRPORT BLVD AND I-5
SOUTHBOUND RAMPS TWSC 4.1
[4.6 - EBL]
A
[A]

2.4 [5.5 - EBL]
A
[A] TWSC 4.1[4.9 - EBL]
A
[A]

2.4 [5.7 - EBL]
A
[A]

3. METRO AIR PARKWAY AND I5 NORTHBOUND RAMPS Signal 13.8 B 45.9 D Signal 12.9 B 39.1 D

4. METRO AIR PARKWAY AND I5 SOUTHBOUND RAMPS Signal 10 B 13.7 B Signal 10.1 B 12.3 B

5. GARDEN HIGHWAY AND
POWER LINE ROAD TWSC 1.9
[3.6 - SBL]
A
[A]

2.3 [4.5 - SBL]
A
[A] TWSC 2[3.8 - SBL]
A
[A]

2.4 [4.8 - SBL]
A
[A]

6. DEL PASO ROAD AND POWER

LINE ROAD TWSC

0.9 [4.2 -
WBL]
A
[A]

1.2 [4.6 -
WBL]
A
[A] TWSC 0.6[2.5 - WBL]
A
[A]

0.7 [3.1 - WBL]
A
[A]

7. DEL PASO ROAD AND EL
CENTRO ROAD Signal 42.1 D 54 D Signal 36.8 D 60.0 E

8. DEL PASO ROAD AND
HOVNANIAN DRIVE Signal 13.9 B 6.5 A Signal 13 B 6.5 A

9. DEL PASO ROAD AND I-5
NORTHBOUND RAMPS Signal 54.7 D 43.0 D Signal 106.5 F 79.5 E

10. DEL PASO ROAD AND I-5
SOUTHBOUND RAMPS Signal 18.6 B 19.6 B Signal 15.8 B 39.5 D

11. DEL PASO ROAD AND EAST
COMMERCE WAY Signal 109.6 F 98.5 F Signal 108.3 F 102.1 F

12. WEST ELKHORN

BOULEVARD AND METRO AIR

PARKWAY
Signal 11.7 B 42.5 D Signal 12.3 B 21.3 C

13. WEST ELKHORN
BOULEVARD AND SR 99

NORTHBOUND RAMPS
Signal 36.8 D 29.9 C Signal 36.2 D 32.9 C

14. WEST ELKHORN
BOULEVARD AND SR 99

SOUTHBOUND RAMPS
Signal 9.3 A 9.8 A Signal 9.4 A 9.7 A
SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • F EB . 5 , 2024 71

CUMULATIVE INTERSECTION OPERATING

CONDITIONS

CUMULATIVE WITH PROJECT INTERSECTION

OPERATING CONDITIONS

INTERSECTION CONTROL

AM PEAK HOUR PM PEAK HOUR

CONTROL

AM PEAK HOUR PM PEAK HOUR

DELAY(S) LOS DELAY (S) LOS DELAY (S) LOS DELAY (S) LOS

15. WEST ELKHORN

BOULEVARD AND EAST

COMMERCE WAY
Signal This intersection has been removed from cumulative analysis due to being heavily influenced by Grand Park which is currently revising development plans

16. NORTH PARK DRIVE AND
EAST COMMERCE WAY Signal 19.3 B 11.2 B Signal 19.9 B 12.2 B

17. ARENA BOULEVARD AND EL
CENTRO ROAD Signal 9.1 A 9.8 A Signal 9.4 A 9.4 A

18. BAYOU ROAD SOUTH AND

POWER LINE ROAD TWSC

1.5 [4.7 -
WBL]
A
[A]

5.5 [11.2 -
EBT]
A
[B] TWSC 1.4[4.5 - EBL]
A
[A]

3.5 [5.9 - EBL]
A
[A]

19. BAYOU ROAD SOUTH AND
METRO AIR PARKWAY AWSC 3.9 A 4.7 A Eliminated with Project

20. POWER LINE ROAD AND
WEST ELKHORN BOULEVARD Signal 8.9 A 14.3 B Signal 8.5 A 16.2 B

21. METRO AIR PARKWAY AND
PACIFIC GATEWAY DRIVE Signal 7.4 A 35.5 D Signal 8.4 A 51 D

22. METRO AIR PARKWAY AND
MEISTER WAY Signal 14.6 B 13.9 B Signal 19.9 B 20.2 C

23. WEST ELKHORN
BOULEVARD AND BADIEE DRIVE Signal 4.8 A 10.1 B Signal 5.7 A

10.9 [27.6 - WBL]
B
[D]

24. WEST ELKHORN
BOULEVARD AND AMERI DRIVE TWSC 2.2
[9 - NBL]
A
[A]

3.2 [14.2 -
SBT]
A
[B] TWSC

1.9 [13.7 -
NBT]
A
[B]

2.7 [12.7 - SBT]
A
[B]

25. WEST ELKHORN

BOULEVARD AND LONE TREE
ROAD
Signal 10.3 B 20.3 C Signal 12.2 B 20.4 C
SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • F EB . 5 , 2024 72

CUMULATIVE INTERSECTION OPERATING

CONDITIONS

CUMULATIVE WITH PROJECT INTERSECTION

OPERATING CONDITIONS

INTERSECTION CONTROL

AM PEAK HOUR PM PEAK HOUR

CONTROL

AM PEAK HOUR PM PEAK HOUR

DELAY(S) LOS DELAY (S) LOS DELAY (S) LOS DELAY (S) LOS

26. WEST ELKHORN

BOULEVARD AND LAKESTONE
DRIVE
Signal 7.3 A 11.7 B Signal 9.4 A 10.7 B

27. WEST ELKHORN

BOULEVARD AND WAVE STREET TWSC

2.4 [4.5 -
NBR]
A
[A]

3.0 [8.2 -
NBR]
A
[A] TWSC 2.1[5.3 - NBR]
A
[A]

2.8 [6.4 - NBR]
A
[A]

28. WEST ELKHORN

BOULEVARD AND WATERSIDE
AVENUE
Signal 11.9 B 24.9 C Signal 5.6 A 26.8 C

29. BAYOU WAY AND CALLISON
DRIVE AWSC 3.3 A 3.0 A AWSC 3.2 A 2.6 A

30. EL CENTRO ROAD AND
HAWKVIEW DRIVE TWSC 6.6
[72 - EBL]
A
[F]

67.3 [319.4 -
EBR]
F
[F] TWSC

4.9 [54.1 -
EBL]
A
[F]

47.2 [154.4 -
EBR]
E
[F]

31. AIRPORT SOUTH

INDUSTRIAL DRIVE AND

POWER LINE ROAD
Project Only Intersection TWSC 0.8
[5.2 - WBL]
A
[A]

1.2 [4.9 - WBL]
A
[A]

32. AIRPORT SOUTH

INDUSTRIAL DRIVE AND METRO

AIR PARKWAY
Project Only Intersection AWSC 9.6 A 7.4 A

33. HIGHWAY COMMERCIAL

ACCESS AND METRO AIR

PARKWAY
Project Only Intersection Signal 20.9 C 20.2 C

36. AIRPORT SOUTH

INDUSTRIAL DRIVE & PARCEL
7C DRIVEWAY
Project Only Intersection TWSC 1.2
[4.4 - SBL]
A
[A]

1.1 [6.1 - SBL]
A
[A]

37. AIRPORT SOUTH
INDUSTRIAL DRIVE & PARCEL 3

WEST DRIVEWAY
Project Only Intersection TWSC 0.8
[3.2 - SBR]
A
[A]

0.9 [3.6 - SBR]
A
[A]
SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • F EB . 5 , 2024 73

CUMULATIVE INTERSECTION OPERATING

CONDITIONS

CUMULATIVE WITH PROJECT INTERSECTION

OPERATING CONDITIONS

INTERSECTION CONTROL

AM PEAK HOUR PM PEAK HOUR

CONTROL

AM PEAK HOUR PM PEAK HOUR

DELAY(S) LOS DELAY (S) LOS DELAY (S) LOS DELAY (S) LOS

38. AIRPORT SOUTH

INDUSTRIAL DRIVE & PARCEL
6C DRIVEWAY
Project Only Intersection TWSC 0.6
[10.9 - SBL]
A
[B]

0.6 [4.4 - SBL]
A
[A]

39. AIRPORT SOUTH
INDUSTRIAL DRIVE & PARCEL 1

EAST DRIVEWAY
Project Only Intersection TWSC 0.9
[5.5 - SBL]
A
[A]

1.7 [5.3 - SBL]
A
[A]

40. AIRPORT SOUTH
INDUSTRIAL DRIVE & PARCEL 2
WEST DRIVEWAY/PARCEL 1

WEST DRIVEWAY
Project Only Intersection TWSC 1.3
[2.6 - NBR]
A
[A]

1.9 [5.9 - NBL]
A
[A]

41. AIRPORT SOUTH
INDUSTRIAL DRIVE & PARCEL 3

EAST DRIVEWAY
Project Only Intersection TWSC 0.5
[5.9 - SBL]
A
[A]

0.5 [5.2 - SBL]
A
[A]

42. AIRPORT SOUTH
INDUSTRIAL DRIVE & PARCEL 4

EAST DRIVEWAY/LOT C

DRIVEWAY
Project Only Intersection TWSC 0.6
[6.9 - SBL]
A
[A]

0.7 [6 - SBL]
A
[A]

43. AIRPORT SOUTH
INDUSTRIAL DRIVE & PARCEL 5

WEST DRIVEWAY
Project Only Intersection TWSC 1.4
[6.9 - NBL]
A
[A]

2.3 [6.7 - NBL]
A
[A]

44. AIRPORT SOUTH
INDUSTRIAL DRIVE & PARCEL 5

EAST DRIVEWAY
Project Only Intersection TWSC 0.7
[5.2 - SBL]
A
[A]

1.2 [4.4 - SBL]
A
[A]

95. AIRPORT SOUTH
INDUSTRIAL DRIVE & PARCEL 8

EAST DRIVEWAY
Project Only Intersection AWSC 5.1 A 4.0 A
Key: [Worst stop-controlled delay] for TWSC intersections Notes:

Black bolded results indicate an operational deficiency.

Red bolded results indicate an operational deficiency either caused by or exacerbated by the project.

SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • F EB . 5 , 2024 74 TABLE 17. CUMULATIVE INTERSECTION QUEUE ANALSYSIS

CUMULATIVE INTERSECTION OPERATING CONDITIONS

INTERSECTION TURNING

MOVEMENT

STORAGE LENGTH
(FEET)
95TH PERCENTILE QUEUE (FEET)

AM PEAK HOUR PM PEAK HOUR

1. AIRPORT BLVD AND I-5
NORTHBOUND RAMPS WBL 1,350 20 20

2. AIRPORT BLVD AND I-5
SOUTHBOUND RAMPS EBL/EBR 1,375 75 65

3. METRO AIR PARKWAY AND I-5

NORTHBOUND RAMPS
WBL 1,575 85 40
WBT/WBR 1,575 280 250
WBR 170 260 200
NBT 875 95 70
SBT 700 390 700
SBR 225 130 485

4. METRO AIR PARKWAY AND I-5

SOUTHBOUND RAMPS
EBL/EBT 1,600 95 85
EBR 200 60 65
NBT 450 40 40
NBR 200 15 20
SBT 840 50 275
SBR 840 70 335
EBR 140 195 60
WBL 205 190 260
NBL 280 340 155
NBR 160 50 120

7. EL CENTRO ROAD & DEL PASO ROAD SBL 285 415 380
SBT 875 480 540

9. DEL PASO ROAD AND I-5

NORTHBOUND RAMPS
NBL 1,270 1905 1200
NBR 1,270 1845 1270

10. DEL PASO ROAD AND I-5

SOUTHBOUND RAMPS
SBL 1,100 150 295
SBR 200 185 250

11. EAST COMMERCE WAY & DEL PASO
ROAD
EBL 375 550 530
EBT 685 890 865
SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • F EB . 5 , 2024 75

CUMULATIVE INTERSECTION OPERATING CONDITIONS

INTERSECTION TURNING

MOVEMENT

STORAGE LENGTH
(FEET)
95TH PERCENTILE QUEUE (FEET)

AM PEAK HOUR PM PEAK HOUR
EBR 205 260 410
WBL 235 245 295
WBR 140 295 285
NBL 245 165 395
NBR 145 125 230
SBL 285 455 355
SBR 300 390 40

12. METRO AIR PARKWAY & WEST

ELKHORN BOULEVARD
WBL 350 80 85
NBL 400 50 280

13. WEST ELKHORN BOULEVARD AND
SR 99 NORTHBOUND RAMPS
NBL 1,525 330 1455
NBR 420 145 325

14. WEST ELKHORN BOULEVARD AND
SR 99 SOUTHBOUND RAMPS
SBL 1,480 115 90
SBR 400 130 175

15. EAST COMMERCE WAY & WEST

ELKHORN BOULEVARD
EBL 250 115 305
EBR 250 195 310
WBL 200 350 210
NBR 200 205 275
SBR 200 230 105

16. EAST COMMERCE WAY & NORTH
PARK DRIVE WBL 275 365 135

22. METRO AIR PARKWAY & MEISTER
WAY WBL 200 240 190

28. WATERSIDE AVENUE & WEST
ELKHORN BOULEVARD NBL 150 140 105
Notes:

Black bolded results indicate an operational deficiency.

Values rounded up to the nearest multiple of five.

SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • F EB . 5 , 2024 76 TABLE 18. CUMULATIVE WITH PROJECT INTERSECTION OPERATION ANALYSIS

CUMULATIVE WITH PROJECT INTERSECTION OPERATING CONDITIONS

INTERSECTION TURNING

MOVEMENT

STORAGE
LENGTH
(FEET)
95TH PERCENTILE QUEUE (FEET)

AM PEAK HOUR PM PEAK HOUR

1. AIRPORT BLVD AND I-5 NORTHBOUND RAMPS WBL 1,350 20 20

2. AIRPORT BLVD AND I-5 SOUTHBOUND RAMPS EBL/EBR 1,375 75 70

3. METRO AIR PARKWAY AND I-5 NORTHBOUND
RAMPS
WBL 1,575 245 185
WBT/WBR 1,575 190 255
WBR 170 175 220
NBT 875 135 145
SBT 700 240 705
SBR 225 35 460

4. METRO AIR PARKWAY AND I-5 SOUTHBOUND
RAMPS
EBL/EBT 1,600 145 120
EBR 200 115 100
NBT 450 80 105
NBR 200 165 140
SBT 840 275 465
SBR 840 45 360

7. EL CENTRO ROAD & DEL PASO ROAD
EBR 140 190 145
WBL 205 195 260
NBL 280 410 160
NBR 160 60 215
SBL 285 200 445
SBT 875 185 645

9. DEL PASO ROAD AND I-5 NORTHBOUND RAMPS
NBL 1,270 2795 2110
NBR 1,270 2960 2200

10. DEL PASO ROAD AND I-5 SOUTHBOUND RAMPS
SBL 1,100 165 365
SBR 200 210 305

11. EAST COMMERCE WAY & DEL PASO ROAD EBL 375 550 515
SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • F EB . 5 , 2024 77

CUMULATIVE WITH PROJECT INTERSECTION OPERATING CONDITIONS

INTERSECTION TURNING

MOVEMENT

STORAGE
LENGTH
(FEET)
95TH PERCENTILE QUEUE (FEET)

AM PEAK HOUR PM PEAK HOUR
EBT 685 875 860
EBR 205 300 390
WBL 235 245 355
WBR 140 300 280
NBL 245 155 355
NBR 145 125 240
SBL 285 350 450
SBR 300 395 160

12. METRO AIR PARKWAY & WEST ELKHORN

BOULEVARD
WBL 350 135 125
NBL 400 70 200

13. WEST ELKHORN BOULEVARD AND SR 99

NORTHBOUND RAMPS
NBL 1,525 330 1,465
NBR 420 155 330

14. WEST ELKHORN BOULEVARD AND SR 99

SOUTHBOUND RAMPS
SBL 1,480 125 80
SBR 400 135 180

15. EAST COMMERCE WAY & WEST ELKHORN

BOULEVARD
EBL 250 150 305
EBR 250 210 425
WBL 200 405 235
NBR 200 190 275
SBR 200 235 110

16. EAST COMMERCE WAY & NORTH PARK DRIVE WBL 275 355 150

33. HIGHWAY COMMERCIAL ACCESS AND METRO

AIR PARKWAY
EBL - 275 250
EBT/EBR - 105 45
WBL - 30 25
WBT/WBR - 145 115
NBL - 20 25
NBT 350 85 180
SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • F EB . 5 , 2024 78 Notes:

Black bolded results indicate an operational deficiency.

Red bolded results indicate an operational deficiency either caused by or exacerbated by the project.

Values rounded up to the nearest multiple of five.

CUMULATIVE WITH PROJECT INTERSECTION OPERATING CONDITIONS

INTERSECTION TURNING

MOVEMENT

STORAGE
LENGTH
(FEET)
95TH PERCENTILE QUEUE (FEET)

AM PEAK HOUR PM PEAK HOUR
NBT/NBR - 180 295
SBL - 150 115
SBT 550 240 115
SBR - 185 140
SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024 79

SEGMENT OPERATIONS ANALYSIS
As seen in Table 19, only one segment, El Centro Road from Hawkview Drive to Bayou Way, is expected to have an operational deficiency in Cumulative and Cumulative with Project conditions.

The project reduces volumes on this particular segment with the construction of Airport South Industrial providing a viable alternate route over the existing Bayou Way which is constructed to a minor rural road standard.

TABLE 19: CUMULATIVE SEGMENT RESULTS SUMMARY

ROADWAY EXTENTS JURISDICTION

CUMULATIVE CUMULATIVE WITH

PROJECT
Type/
Lanes
Count LOS
Type/
Lanes
Count LOS

METRO AIR

PARKWAY
I-5 to Pacific Gateway
Drive
County Arterial
L 4
28,440 E
Arterial
L 4
29,760 E

METRO AIR

PARKWAY
Pacific Gateway Drive to
Meister Way County Arterial L 4 28,000 E
Arterial
L 4 29,260 E

METRO AIR

PARKWAY
Meister Way to Elkhorn
Boulevard County Arterial L 4 23,480 C
Arterial
L 4 23,920 C
WEST

ELKHORN

BOULEVARD
Lone Tree Road to
Badiee Drive
County Arterial
L 4
17,550 A
Arterial
L 4
17,870 A
POWER

LINE ROAD
Garden Highway to Del
Paso Road County Arterial M 2 3,010 A
Arterial
M 2 3,520 A
POWER

LINE ROAD
Bayou Road to Del Paso
Road County Arterial M 2 3,970 A
Arterial
M 2 4,650 A
POWER

LINE ROAD
Bayou Road to Pacific
Gateway Drive County Arterial M 2 2,560 A
Arterial
M 2 2,670 A
POWER

LINE ROAD
West Elkhorn Boulevard
to Pacific Gateway Drive County Arterial M 2 2,180 A
Arterial
M 2 2,280 A

DEL PASO
ROAD
Power Line Road to
Hovnanian Drive County Arterial M 2 1,830 A
Arterial
M 2 1,940 A

EL CENTRO
ROAD
Del Paso Road to
Hawkview Drive City Arterial L 2 20,750 F
Arterial
L 2 18,810 F

EL CENTRO
ROAD
Hawkview Drive to
Bayou Way
City Arterial
L 2 13,040 D
Arterial
L 2 10,700 C
GARDEN

HIGHWAY
Power Line Road to
Radio Road County Arterial M 2 3,260 A
Arterial
M 2 3,780 A
GARDEN

HIGHWAY
Radio Road to San Juan
Road County Arterial M 2 4,060 A
Arterial
M 2 4,430 A
SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024 80

ROADWAY EXTENTS JURISDICTION

CUMULATIVE CUMULATIVE WITH

PROJECT
Type/
Lanes
Count LOS
Type/
Lanes
Count LOS
GARDEN

HIGHWAY
San Juan Road to City
Limit County Arterial M 2 2,000 A
Arterial
M 2 2,130 A

METRO AIR

PARKWAY
I-5 to Airport South
Industrial Drive City -
Arterial
L 4
15,630 A

AIRPORT
SOUTH

INDUSTRIAL
DRIVE
Power Line Road to
Metro Air Parkway City -
Arterial
L 2
5,610 A

AIRPORT
SOUTH

INDUSTRIAL
DRIVE
Metro Air Parkway to "A"
Drive City -
Arterial
L 2
9,650 A
"A" DRIVE Airport South Industrial
Drive to Bayou Way City -
Arterial
L 2 5,000 A
BAYOU WAY A Drive to El Centro
Road City Arterial L 2 6,890 A
Arterial
L 2 8,600 A
SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024 81
FIGURE 21: CUMULATIVE SEGMENT VOLUMES
SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024 82
FIGURE 22: CUMULATIVE WITH PROJECT SEGMENT VOLUMES
SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024 83

CIRCULATION GUIDELINES REVIEW
This section includes review of the project’s on-site circulation and its interface with the public travel network. This section in particular focuses on the driveway spacing, throat length, traffic control, and queueing to ensure compliance with City standards. Additionally, this section reviews the proposed pedestrian, bicycle, and transit access to the site.

DRIVEWAY CONTROL TYPE AND SPACING
The review of intersection spacing is based upon traffic engineering principles to maintain efficient movement for motorized vehicles, pedestrians, and bicyclists, and minimize conflicts and crashes.

Research has shown that proper spacing of intersections and driveways reduces crash frequency, as motorists have ample time between decision points to react to other vehicles that may affect their movement.

The City of Sacramento has minimum intersection spacing for each street designation, with increased spacing for roadways intended for higher traffic volumes. Table 15.7.3 of the Design and Procedures Manual, Section 15 – Street Design Standards notes that intersection spacing is measured between the nearest curb returns on the through street.

SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024 84
FIGURE 23: AIRPORT SOUTH INDUSTRIAL DRIVE INTERSECTION SPACING Airport South Industrial Drive would be classified as a Local Industrial roadway; therefore, intersection spacing of at minimum 120 feet is required. As seen in Figure 23 , the proposed intersection spacing from west to east is 280 feet, 125 feet, 285 feet, 160 feet, 100 feet, and 80 feet. All but two of these distances is greater than 120 feet; therefore, it is recommended that the spacing is increased between both intersection pairs which do not meet the standard. If this cannot be achieved, driveway consolidation should be considered for driveways which are too closely spaced.

Additionally, for safety along Airport South Industrial Drive, it is recommended that driveways be kept at least 200 feet from intersections of local roadways at Power Inn Road, Metro Air Parkway, and “A” Drive. This will require relocation of driveways at Parcels 1, 2, 5, 7, and potentially 3 depending on the revised site plan.

DRIVEWAY THROAT LENGTHS
The “throat length” of a driveway is defined as the distance from the outer edge of the traveled way of the intersecting roadway to the first point along the driveway at which there are conflicting vehicular traffic movements. Conflicting movements include turning vehicles and vehicles 125’ 285’ 160’ 100’
280’
80’
SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024 85
entering/exiting parking stalls. Adequate throat length is critical to ensure that queued exiting vehicles do not interfere with/block entering vehicles, resulting in entering queues extending onto city sidewalks and/or streets.

Trucks will access the development primarily via the Metro Air Parkway. Autos are expected to also use Metro Air Parkway in addition to Powerline Road and South Bayou Way. Trucks will be prohibited from accessing the site via South Bayou Way, as denoted on the site plan.

Minimum Throat Depths: Airport South Industrial Drive - Existing traffic volumes and queuing on Airport South Industrial Drive are such that vehicles exiting the proposed project will experience a minimal delay. A minimum throat length of 75 feet is recommended at each driveway to allow for the potential size of trucks accessing the site. Based upon the site plan as shown in Figure 24, the proposed driveways’ throat lengths all exceed the minimum recommended throat length except for the driveway from the eastern commercial developments onto Airport South Industrial Drive. This driveway shows a throat length of approximately 35 feet and should be increased to the minimum recommendation of 75 feet.

Minimum Throat Depths: Metro Air Parkway - Based on the Cumulative with Project queueing results, there is potential for 95th percentile queues to exceed 250 feet on the eastbound approach of Metro Air Parkway and the signalized commercial access. It is recommended to increase the throat depth on this approach to minimize the impacts this queue might have on circulation within the commercial lot.

If proposed industrial uses include access gates, the applicants shall provide a queueing analysis demonstrating that inbound queued vehicles can be accommodated on-site without queuing onto City streets and sidewalks. Consideration should be given to the arrival of heavy vehicles during time periods when access may not be permitted. Heavy vehicles shall not be permitted to park / queue on City streets while awaiting access.

SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • F EB . 5 , 2024 86 FIGURE 24. SITE PLAN THROAT LENGTH DIMENSIONS
150’
180’
125’
125’
125’
170’ 170’
125’ 125’
35’
150’
125’
SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024 87

BICYCLE ACCESS
The site is located on undeveloped greenfield which does not connect to existing bicycle facilities.

Bicycle lanes should be provided along site frontage as a minimum. It is recommended that a separated bikeway be accommodated along Airport South Industrial to separate cyclists from heavy vehicle traffic and encourage non-motorized travel to and from the site for employees. This would enhance safety and contribute towards project VMT mitigations.

The existing site design does not illustrate where planned bicycle facilities would be on-site. However, bicycle facilities should be accommodated within the proposed cross section to provide separation between cyclists and heavy truck traffic.

The bicycle network shall be connected to the existing and planned City and County bikeway system, including, but not limited to, Bayou Way at the northeast corner of the site, the Class I bikeway at the southeast corner of the site, and Metro Air Parkway north of I-5. The City bikeway master plan shows an off street Class IV cycle track on the eastern side of the site. This is not shown in the current site plan and must be accommodated in the proposed plans.

PEDESTRIAN ACCESS
The site is located on undeveloped greenfield which does not connect to existing pedestrian facilities.

Sidewalks should be provided along site frontage. The project would not interfere with existing or planned pedestrian facilities.

TRUCK ACCESS
Heavy vehicle access to the site will be via Metro Air Parkway and Power Line Road. Trucks should be disallowed, through developer agreement, from using Bayou Way to access the site. Sufficient signage should be placed along Airport South Industrial, “A” Drive, and Bayou Way to indicate that trucks are disallowed from exiting the site to the east. As the site plan is developed, the applicant shall show using vehicle turning templates that design vehicles can be safely and efficiently accommodated at driveway entrances without off-tracking (encroaching) into adjacent lanes.

As trucks will be prohibited to travel east of the project along Bayou Way, the proposed roundabout at this location will be required to be designed to allow for truck turnaround to return to the I-5 interchange at Metro Air Parkway. Turn templates showing this design requirement has been met should be provided to the City for design review.

It is understood that the proposed project has preliminary designs for a roundabout at the Bayou Way site access. Any proposed design is expected to be reviewed by City Staff for compliance with NCHRP 1043.

SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024 88

DEFICIENCIES AND RECOMMENDATIONS
A table summarizing project related operational deficiencies for baseline and cumulative scenarios is provided in Table 20 and Table 21, respectively. The following section describes the operational deficiencies and recommendations.

OPERATIONAL DEFICIENCY 1:

The proposed project contributes to operational deficiencies at the following intersections in the baseline conditions to a sufficient degree to require improvements at the following intersections:
• Metro Air Parkway and I-5 Northbound Ramp (Study Intersection #3) • Metro Air Parkway and I-5 Southbound Ramp (Study Intersection #4) • Del Paso Road and El Centro Road (Study Intersection #7) • Del Paso Road and East Commerce Way (Study Intersection #11) • Metro Air Parkway and West Elkhorn Boulevard (Study Intersection #12) The project should contribute a fair share towards improvement of these intersections, many of which have planned improvements unrelated to the project which will be required in the cumulative conditions.

For the Commercial Access and Metro Air Parkway (Study Intersection #33), project traffic necessitates a signal. The project should address internal site circulation from the intersection so that drive aisles do not become regularly blocked by the back of queue and provide adequate storage lengths to meet demand expected under the Cumulative with Project scenario. It is assumed that this intersection will be built out to operational standard.

OPERATIONAL RECOMMENDATION 1:

The project should contribute a fair share contribution towards improvement of these intersections as most of them have planned improvements which will be required in the cumulative condition.

The phasing and feasibility of all improvements will be determined in a separate report.

OPERATIONAL DEFICIENCY 2:

The proposed project contributes to operational deficiencies at the following intersections in the cumulative conditions. These deficiencies are related to either queue spillback of greater than one car length beyond the available storage and/or not meeting City/County Level of Service standards:
• Metro Air Parkway and I-5 Northbound Ramps (Study Intersection #3) • Metro Air Parkway and I-5 Southbound Ramps (Study Intersection #4) • El Centro Road and Del Paso Road (Study Intersection #7) • Del Paso Road and I-5 Northbound Ramps (Study Intersection #9)* • Del Paso Road and I-5 Southbound ramps (Study Intersection #10)* • Del Paso Road and East Commerce Way (Study Intersection #11)* SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024 89
*Deficiencies are related to queues at Del Paso Road and East Commerce Way As previously noted, there are significant queue spillbacks on Del Paso Road which spill into the interchange with I-5. These are all related to queues spilling back from the Del Paso Road and East Commerce Way intersection which will be operating near or over capacity across most movements during the peak hours. The project contributes a relatively small amount of traffic volume to this area compared to the total volume served in the cumulative condition and thus should only contribute a share to future improvements.

For intersections on Airport South Industrial Drive and Metro Air Parkway, the project should address driveway spacing from the intersection so that driveways do not become regularly blocked by the back of queue and provide adequate storage lengths to meet demand expected under the Cumulative with Project scenario.

For Metro Air Parkway and Commercial Site Access (Intersection #33) it is assumed that this intersection will be built out to operational standard with adequate storage lengths to meet demand.

OPERATIONAL RECOMMENDATION 2:

The project should contribute towards the extension of turn pockets where possible at these locations. The project should contribute a fair share percentage towards the improvement of the Metro Air Parkway and I-5 Interchange to its ultimate configuration. The intersection of Metro Air Parkway and the Commercial Site Access has queueing on the southbound right and eastbound left movements. These queueing concerns can be addressed by extending the southbound right turn pocket and by either increasing the throat depth of the eastbound approach, or by providing dual eastbound left turn lanes. This location should be constructed to provide adequate storage for these queues.

Some of the driveways on Airport South Industrial Drive need to be relocated and possibly consolidated to meet design standards of 120 ft spacing. Depending on how this is done, newly consolidated driveways on Airport South Industrial Drive may meet all way stop control or signal warrants in which case they should be located with at least 500 ft spacing from other fully controlled intersections. Driveway throat depth and driveway spacing will need to be further reviewed prior to building development to ensure consistency with City standards.

The phasing of all improvements will be determined in a separate report.

OPERATIONAL RECOMMENDATION 3:

Minimum Throat Depths: Airport South Industrial Drive - A minimum throat length of 75 feet is recommended at each driveway to allow for the potential size of trucks accessing the site. Based upon the site plan as shown in Figure 24, the proposed driveways’ throat lengths all exceed the minimum recommended throat length except for the driveway from the eastern commercial developments onto Airport South Industrial Drive. This driveway shows a throat length of approximately 35 feet and should be increased to the minimum recommendation of 75 feet.

SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • FEB . 5 , 2024 90
Minimum Throat Depths: Metro Air Parkway - Based on the Cumulative with Project queueing results, there is potential for 95th percentile queues to exceed 250 feet on the eastbound approach of Metro Air Parkway and the signalized commercial access. It is recommended to increase the throat depth on this approach to minimize the impacts this queue might have on circulation within the commercial lot.

If proposed industrial uses include access gates, the applicants shall provide a queueing analysis demonstrating that inbound queued vehicles can be accommodated on-site without queuing onto City streets and sidewalks. Consideration should be given to the arrival of heavy vehicles during time periods when access may not be permitted. Heavy vehicles shall not be permitted to park / queue on City streets while awaiting access.

ACTIVE TRANSPORTATION DEFICIENCY 1:

The proposed project would not adversely affect existing or planned pedestrian or bicycle facilities.

The project is in a greenfield area where these facilities do not currently exist.

The existing site design does not illustrate where planned bicycle facilities would be on-site, but it is assumed that sidewalks and bicycle facilities will be provided per City standards.

Additionally, the site plan does not currently show the planned Class IV cycle track on the east side of the site, which is in the City’s master bicycle network. This path should be shown and accommodated in the site plan.

ACTIVE TRANSPORTATION RECOMMENDATION 1:

The project should construct pedestrian and bicycle facilities along its frontage to City Standards. It is recommended that the provision of Class IV separated bicycle facilities should be explored due to the mix of cyclists and heavy truck traffic on an industrial roadway.

SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • F EB . 5 , 2024 91 TABLE 20. BASELINE WITH PROJECT OPERATIONAL DEFICIENCY SUMMARY

STUDY INTERSECTION DEFICIENCY
NO.

DEFICIENCY

TYPE DEFICIENCY DESCRIPTION

3. METRO AIR PARKWAY
AND I-5 NORTHBOUND
RAMPS

3.a Queue NBL a.m. peak hour 95th percentile queue (150 ft) exceeds storage length (100 ft).

3.b Queue NBL p.m. peak hour 95th percentile queue (145 ft) exceeds storage length (100 ft).

4. METRO AIR PARKWAY
AND I-5 SOUTHBOUND
RAMPS

4.a Queue SBR a.m. peak hour 95th percentile queue (255 ft) exceeds storage length (130 ft).

4.b Queue SBR p.m. peak hour 95th percentile queue (185 ft) exceeds storage length (130 ft).

7. DEL PASO ROAD AND
EL CENTRO ROAD 7.a Queue NBL a.m. peak hour 95th percentile queue (295 ft) exceeds storage length (280 ft).

11. DEL PASO ROAD AND

EAST COMMERCE WAY

11.a LOS Intersection delay exceeds operational analysis thresholds in the a.m. peak hour.

11.b Queue EBL a.m. peak hour 95th percentile queue (570 ft) exceeds storage length (375 ft).

11.c Queue WBR a.m. peak hour 95th percentile queue (225 ft) exceeds storage length (140 ft).

12.WEST ELKHORN

BOULEVARD AND METRO

AIR PARKWAY

12.a Queue WBL a.m. peak hour 95th percentile queue (410 ft) exceeds storage length (350 ft).

12.b Queue NBL p.m. peak hour 95th percentile queue (245 ft) exceeds storage length (400 ft).

SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • F EB . 5 , 2024 92 TABLE 21. CUMULATIVE WITH PROJECT OPERATIONAL DEFICIENCY SUMMARY

STUDY INTERSECTION DEFICIENCY
NO.

DEFICIENCY
TYPE

DEFICIENCY DESCRIPTION

3. METRO AIR PARKWAY
AND I-5 NORTHBOUND
RAMPS

3.a Queue SBT p.m. peak hour 95th percentile queue (705 ft) exceeds storage length (700 ft).

7. DEL PASO ROAD AND

EL CENTRO ROAD

7.a LOS Intersection delay exceeds operational analysis thresholds in the p.m. peak hour

7.b Queue EBR p.m. peak hour 95th percentile queue (145 ft) exceeds storage length (140 ft).

7.c Queue NBL a.m. peak hour 95th percentile queue (410 ft) exceeds storage length (280 ft).

7.d Queue NBR p.m. peak hour 95th percentile queue (215 ft) exceeds storage length (160 ft).

7.e Queue SBL p.m. peak hour 95th percentile queue (445 ft) exceeds storage length (285 ft).

9. DEL PASO ROAD AND
I-5 NORTHBOUND
RAMPS*

9.a LOS Intersection delay exceeds operational analysis thresholds in the a.m. peak hour.

9.b LOS Intersection delay exceeds operational analysis thresholds in the p.m. peak hour.

9.c Queue NBL a.m. peak hour 95th percentile queue (2795 ft) exceeds storage length (1270 ft).

9.d Queue NBL p.m. peak hour 95th percentile queue (2110 ft) exceeds storage length (1270 ft).

9.e Queue NBR a.m. peak hour 95th percentile queue (2960 ft) exceeds storage length (1270 ft).

9.a Queue NBR p.m. peak hour 95th percentile queue (2200 ft) exceeds storage length (1270 ft).

10. DEL PASO ROAD AND
I-5 SOUTHBOUND
RAMPS*

10.a Queue SBR a.m. peak hour 95th percentile queue (210 ft) exceeds storage length (200 ft).

10.b Queue SBR p.m. peak hour 95th percentile queue (305 ft) exceeds storage length (200 ft).

11. EAST COMMERCE
WAY & DEL PASO ROAD*

11.a Queue EBR a.m. peak hour 95th percentile queue (300 ft) exceeds storage length (205 ft).

11.b Queue WBL p.m. peak hour 95th percentile queue (355 ft) exceeds storage length (235 ft).

11.c Queue SBL p.m. peak hour 95th percentile queue (450 ft) exceeds storage length (285 ft).

15. EAST COMMERCE

WAY & WEST ELKHORN

BOULEVARD

15.a Queue EBR p.m. peak hour 95th percentile queue (425 ft) exceeds storage length (250 ft).

15.b Queue WBL a.m. peak hour 95th percentile queue (405 ft) exceeds storage length (200 ft).

15.c LOS Intersection delay exceeds operational analysis thresholds in the a.m. peak hour. *Deficiencies are related to queues at Del Paso Road and East Commerce Way SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • F EB . 5 , 2024

APPENDIX
SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPOR T • JA N . 30 , 2024

APPENDIX
SACRAME NTO SOU TH A IRPORT INDUS TR IA L DEVE LOPME NT • LOCAL TRA NSPOR TAT ION A NA LYS IS REPORT • JA N . 30 , 2024
APPENDIX A:

Traffic Count Data
Prepared by National Data & Surveying Services
ID: 22-070211-005 Day:

City: Sacramento Date:

AM 1 0 1 0 AM
NOON 0 0 0 0 NOON
PM 0 0 0 0 PM

AM NOON PM PM NOON AM
0 0 0 0
0 0 0 9
0 216 0 309
0 0 0 0 0 0 0 0
0 0 0 0 TEV 403 0 519 0 0 0 2
81 0 303 0 PHF 0.75 0.69
0 0 0 0
0 0 0 0

AM NOON PM PM NOON AM
PM 0 0 0 0 PM
NOON 0 0 0 0 NOON
AM 0 0 0 0 AM
0 NONE
05:00 PM - 06:00 PM 0
Lone Tree Rd & Elkhorn Blvd
Peak Hour Turning Movement Count
Lone Tree Rd Wednesday
SOUTHBOUND 9/28/2022

PEAK HOURS
4:00 PM - 06:00 PM
07:00 AM - 08:00 AM 9 7:00 AM - 09:00 AM

COUNT PERIODS
NONE
303 0 84
Cars (AM) 0 HT (AM)
Elkhorn Blvd

EASTBOUND

WESTBOUND
Elkhorn Blvd
310 0 216

CONTROL
No Control
Pedestrians (Crosswalks)
Cars (PM) HT (PM)
0 0

NORTHBOUND
Lone Tree Rd
Cars (NOON) HT (NOON)

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON

PMNOONAMAMNOONPM

PMNOONAMAMNOONPM
0 0
2 0
0 2
00 000
0 0
0 1
0 0
1 00 120 0
0 1
0 0
5 0
000
000
0 0
0 0
0 0
000
000
7 12
0 0
10 0
000
000
0 215
0 0
298
0 000
000
0 0
0 0
0 0
000
000
2 297
0 0
71 0
101
000
Prepared by National Data & Surveying Services
ID: 22-070211-008 Day:

City: Sacramento Date:

AM 0 0 0 0 AM
NOON 0 0 0 0 NOON
PM 0 0 0 0 PM

AM NOON PM PM NOON AM
0 0 0 0
0 0 0 0
0 275 0 363
2 0 2 0 0 113 0 124
0 0 0 0 TEV 788 0 874 0 5 0 11
169 0 358 0 PHF 0.80 0.83
10 0 7 0
0 0 0 0

AM NOON PM PM NOON AM
PM 0 2 0 112 PM
NOON 0 0 0 0 NOON
AM 0 10 0 99 AM
Pedestrians (Crosswalks)
Cars (PM) HT (PM)
0 134

NORTHBOUND
Waterside Dr
Cars (NOON) HT (NOON)
NONE
475 0 279
Cars (AM) 120 HT (AM)
Elkhorn Blvd

EASTBOUND

WESTBOUND
Elkhorn Blvd
375 0 279

CONTROL
Signalized
0 NONE
05:00 PM - 06:00 PM 0
Waterside Dr & Elkhorn Blvd
Peak Hour Turning Movement Count
Waterside Dr Wednesday
SOUTHBOUND 9/28/2022

PEAK HOURS
4:00 PM - 06:00 PM
07:00 AM - 08:00 AM 0 7:00 AM - 09:00 AM

COUNT PERIODS

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON

PMNOONAMAMNOONPM

PMNOONAMAMNOONPM
0 0
0 0
0 0
00 010
0 0
0 0
0 0
0 00 000 0
0 0
1 1
4 0
000
001
0 0
0 0
0 0
000
000
0 43
1 17
38 0
000
107
0 275
6 112
354
0 000
20111
0 0
0 0
0 0
000
000
0 320
9 107
131
0 000
9092
Prepared by National Data & Surveying Services
ID: 22-070211-007 Day:

City: Sacramento Date:

AM 0 0 0 0 AM
NOON 0 0 0 0 NOON
PM 0 0 0 0 PM

AM NOON PM PM NOON AM
0 0 0 0
0 0 0 0
0 282 0 379
0 0 0 0 0 0 0 0
0 0 0 0 TEV 566 0 663 0 0 0 0
158 0 352 0 PHF 0.77 0.76
5 0 12 0
0 0 0 0

AM NOON PM PM NOON AM
PM 0 0 0 17 PM
NOON 0 0 0 0 NOON
AM 0 0 0 24 AM
Pedestrians (Crosswalks)
Cars (PM) HT (PM)
0 5

NORTHBOUND
Wave St
Cars (NOON) HT (NOON)
NONE
369 0 182
Cars (AM) 12 HT (AM)
Elkhorn Blvd

EASTBOUND

WESTBOUND
Elkhorn Blvd
379 0 282

CONTROL
1-Way Stop(NB)
0 NONE
05:00 PM - 06:00 PM 0
Wave St & Elkhorn Blvd
Peak Hour Turning Movement Count
Wave St Wednesday
SOUTHBOUND 9/28/2022

PEAK HOURS
4:00 PM - 06:00 PM
07:00 AM - 08:00 AM 0 7:00 AM - 09:00 AM

COUNT PERIODS

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON

PMNOONAMAMNOONPM

PMNOONAMAMNOONPM
0 0
0 0
0 0
00 010
0 0
0 0
0 0
0 00 000 0
0 1
0 0
6 0
000
000
0 0
0 0
0 0
000
000
0 45
0 0
39 0
000
000
0 281
12 0
346
0 000
0017
0 0
0 0
0 0
000
000
0 334
5 0
119
0 000
0024
Prepared by National Data & Surveying Services
ID: 22-070211-002 Day:

City: Sacramento Date:

AM 0 9 3 0 AM
NOON 0 0 0 0 NOON
PM 0 24 2 0 PM

AM NOON PM PM NOON AM
0 0 0 0
0 7 0 9
0 0 0 0
0 0 0 0 0 48 0 49
0 0 0 0 TEV 143 0 221 0 0 0 1
0 0 0 0 PHF 0.92 0.69
0 0 0 0
0 0 0 0

AM NOON PM PM NOON AM
PM 0 0 20 120 PM
NOON 0 0 0 0 NOON
AM 0 0 10 62 AM
Pedestrians (Crosswalks)
Cars (PM) HT (PM)
0 58

NORTHBOUND
Powerline Rd
Cars (NOON) HT (NOON)
NONE
122 0 66
Cars (AM) 72 HT (AM)
Elkhorn Blvd

EASTBOUND

WESTBOUND
Elkhorn Blvd
0 0 0

CONTROL
3-Way Stop(NB/SB/WB)
0 NONE
05:00 PM - 06:00 PM 27
Powerline Rd & Elkhorn Blvd
Peak Hour Turning Movement Count
Powerline Rd Wednesday
SOUTHBOUND 9/28/2022

PEAK HOURS
4:00 PM - 06:00 PM
07:00 AM - 08:00 AM 19 7:00 AM - 09:00 AM

COUNT PERIODS

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON

PMNOONAMAMNOONPM

PMNOONAMAMNOONPM
0 0
0 0
0 0
00 000
0 0
0 0
0 0
0 00 000 0
3 0
0 1
0 0
002
012
0 0
0 0
0 0
000
000
6 0
0 1
0 0
042
031
4 0
0 47
0 0
0240
019118
0 0
0 0
0 0
000
000
3 0
0 48
0 0
051
0761
Prepared by National Data & Surveying Services
ID: 22-070211-010 Day:

City: Sacramento Date:

AM 12 165 0 0 AM
NOON 0 0 0 0 NOON
PM 4 125 0 0 PM

AM NOON PM PM NOON AM
0 0 0 0
0 0 0 0
0 0 0 0
0 0 0 0 0 0 0 0
7 0 0 0 TEV 640 0 536 0 0 0 0
0 0 0 0 PHF 0.81 0.92
248 0 123 0
0 0 0 0

AM NOON PM PM NOON AM
PM 0 159 125 0 PM
NOON 0 0 0 0 NOON
AM 2 148 58 0 AM
Pedestrians (Crosswalks)
Cars (PM) HT (PM)
0 415

NORTHBOUND
El Centro Rd
Cars (NOON) HT (NOON)
NONE
0 0 0
Cars (AM) 248 HT (AM)
Hawkview Dr

EASTBOUND

WESTBOUND
Hawkview Dr
160 0 163

CONTROL
1-Way Stop(EB)
0 NONE
05:00 PM - 06:00 PM 125
El Centro Rd & Hawkview Dr
Peak Hour Turning Movement Count
El Centro Rd Wednesday
SOUTHBOUND 9/28/2022

PEAK HOURS
4:00 PM - 06:00 PM
07:30 AM - 08:30 AM 65 7:00 AM - 09:00 AM

COUNT PERIODS

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON

PMNOONAMAMNOONPM

PMNOONAMAMNOONPM
2 0
1 1
0 0
00 100
0 0
0 0
0 0
0 00 000 0
0 0
1 0
0 0
000
000
0 0
0 0
0 0
000
000
0 0
3 0
0 0
040
220
0 0
122 0
0 0
41250
1591250
0 0
0 0
0 0
000
000
0 0
245 0
0 7
121610
146560
Prepared by National Data & Surveying Services
ID: 22-070211-006 Day:

City: Sacramento Date:

AM 0 0 0 0 AM
NOON 0 0 0 0 NOON
PM 0 0 0 0 PM

AM NOON PM PM NOON AM
0 0 0 0
0 0 0 0
0 215 0 326
1 0 0 0 0 57 0 49
0 0 0 0 TEV 563 0 644 0 10 0 2
109 0 307 0 PHF 0.75 0.75
8 0 6 0
0 0 0 0

AM NOON PM PM NOON AM
PM 0 1 0 48 PM
NOON 0 0 0 0 NOON
AM 0 15 0 53 AM
Pedestrians (Crosswalks)
Cars (PM) HT (PM)
0 57

NORTHBOUND
Lakestone Dr
Cars (NOON) HT (NOON)
NONE
365 0 164
Cars (AM) 63 HT (AM)
Elkhorn Blvd

EASTBOUND

WESTBOUND
Elkhorn Blvd
342 0 216

CONTROL
Signalized
0 NONE
05:00 PM - 06:00 PM 0
Lakestone Dr & Elkhorn Blvd
Peak Hour Turning Movement Count
Lakestone Dr Wednesday
SOUTHBOUND 9/28/2022

PEAK HOURS
4:00 PM - 06:00 PM
07:00 AM - 08:00 AM 0 7:00 AM - 09:00 AM

COUNT PERIODS

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON

PMNOONAMAMNOONPM

PMNOONAMAMNOONPM
0 0
0 0
0 0
00 010
0 0
0 0
0 0
0 00 000 0
0 1
0 0
5 0
000
001
0 0
0 0
0 0
000
000
0 39
2 6
38 0
000
201
0 214
6 57
302
0 000
1047
0 0
0 0
0 0
000
000
0 287
6 43
71 0
000
13052
Prepared by National Data & Surveying Services
ID: 22-070211-001 Day:

City: Sacramento Date:

AM 5 0 15 0 AM
NOON 0 0 0 0 NOON
PM 14 0 25 1 PM

AM NOON PM PM NOON AM
0 0 0 0
0 20 0 16
0 17 0 7
0 0 0 0 0 0 0 0
3 0 13 0 TEV 63 0 104 0 0 0 1
16 0 14 0 PHF 0.79 0.84
0 0 0 0
0 0 0 0

AM NOON PM PM NOON AM
PM 0 0 0 0 PM
NOON 0 0 0 0 NOON
AM 0 0 0 0 AM
Pedestrians (Crosswalks)
Cars (PM) HT (PM)
0 0

NORTHBOUND
Powerline Rd
Cars (NOON) HT (NOON)
NONE
39 0 32
Cars (AM) 0 HT (AM)
Garden Hwy

EASTBOUND

WESTBOUND
Garden Hwy
12 0 31

CONTROL
1-Way Stop(SB)
0 NONE
05:00 PM - 06:00 PM 34
Powerline Rd & Garden Hwy
Peak Hour Turning Movement Count
Powerline Rd Wednesday
SOUTHBOUND 9/28/2022

PEAK HOURS
4:00 PM - 06:00 PM
07:00 AM - 08:00 AM 19 7:00 AM - 09:00 AM

COUNT PERIODS

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON

PMNOONAMAMNOONPM

PMNOONAMAMNOONPM
0 0
0 0
0 0
00 000
0 0
0 0
0 0
0 00 000 0
0 2
0 0
0 0
000
000
0 0
0 0
0 0
000
000
1 2
0 0
2 1
002
000
20 15
0 0
14 13
14025
000
0 0
0 0
0 0
000
000
15 5
0 0
14 2
5013
000
Prepared by National Data & Surveying Services
ID: 22-070211-003 Day:

City: Sacramento Date:

AM 0 184 0 0 AM
NOON 0 0 0 0 NOON
PM 1 323 0 0 PM

AM NOON PM PM NOON AM
0 0 0 0
0 0 0 0
0 0 0 0
0 0 0 0 0 0 0 0
0 0 0 0 TEV 619 0 708 0 0 0 0
0 0 0 0 PHF 0.67 0.57
0 0 1 0
0 0 0 0

AM NOON PM PM NOON AM
PM 0 0 383 0 PM
NOON 0 0 0 0 NOON
AM 0 0 435 0 AM
Pedestrians (Crosswalks)
Cars (PM) HT (PM)
0 184

NORTHBOUND
Metro Air Pkwy
Cars (NOON) HT (NOON)
NONE
0 0 0
Cars (AM) 324 HT (AM)
Meister Way

EASTBOUND

WESTBOUND
Meister Way
0 0 1

CONTROL
No Control
0 NONE
05:00 PM - 06:00 PM 383
Metro Air Pkwy & Meister Way
Peak Hour Turning Movement Count
Metro Air Pkwy Wednesday
SOUTHBOUND 9/28/2022

PEAK HOURS
4:00 PM - 06:00 PM
07:00 AM - 08:00 AM 435 7:00 AM - 09:00 AM

COUNT PERIODS

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON

PMNOONAMAMNOONPM

PMNOONAMAMNOONPM
0 0
0 0
0 0
00 000
0 0
0 0
0 0
0 00 000 0
0 0
0 0
0 0
0140
0150
0 0
0 0
0 0
000
000
0 0
0 0
0 0
0410
0360
0 0
1 0
0 0
13090
03680
0 0
0 0
0 0
000
000
0 0
0 0
0 0
01430
03990
Prepared by National Data & Surveying Services
ID: 22-070211-004 Day:

City: Sacramento Date:

AM 0 0 0 0 AM
NOON 0 0 0 0 NOON
PM 0 0 0 0 PM

AM NOON PM PM NOON AM
0 0 0 0
0 0 0 0
0 216 0 310
0 0 0 0 0 0 0 3
0 0 0 0 TEV 400 0 525 0 0 0 0
85 0 307 0 PHF 0.78 0.70
1 0 1 0
0 0 0 0

AM NOON PM PM NOON AM
PM 0 0 0 1 PM
NOON 0 0 0 0 NOON
AM 1 0 0 0 AM
Pedestrians (Crosswalks)
Cars (PM) HT (PM)
0 5

NORTHBOUND
Badiee Dr
Cars (NOON) HT (NOON)
NONE
308 0 85
Cars (AM) 1 HT (AM)
Elkhorn Blvd

EASTBOUND

WESTBOUND
Elkhorn Blvd
310 0 216

CONTROL
No Control
0 NONE
05:00 PM - 06:00 PM 0
Badiee Dr & Elkhorn Blvd
Peak Hour Turning Movement Count
Badiee Dr Wednesday
SOUTHBOUND 9/28/2022

PEAK HOURS
4:00 PM - 06:00 PM
07:00 AM - 08:00 AM 0 7:00 AM - 09:00 AM

COUNT PERIODS

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON

PMNOONAMAMNOONPM

PMNOONAMAMNOONPM
0 0
0 0
0 0
00 000
0 0
0 0
0 0
0 00 000 0
0 1
0 0
4 0
000
000
0 0
0 0
0 0
000
000
0 13
0 2
11 0
000
000
0 215
1 0
303
0 000
001
0 0
0 0
0 0
000
000
0 297
1 1
74 0
000
000
Prepared by National Data & Surveying Services
ID: 22-070211-009 Day:

City: Sacramento Date:

AM 0 0 0 0 AM
NOON 0 0 0 0 NOON
PM 0 0 0 0 PM

AM NOON PM PM NOON AM
0 0 0 0
0 0 0 0
0 41 0 36
0 0 0 0 0 52 0 31
0 0 0 0 TEV 210 0 228 0 1 0 0
66 0 77 0 PHF 0.75 0.97
6 0 15 0
0 0 0 0

AM NOON PM PM NOON AM
PM 0 5 0 37 PM
NOON 0 0 0 0 NOON
AM 0 6 0 65 AM
Pedestrians (Crosswalks)
Cars (PM) HT (PM)
0 37

NORTHBOUND
Callison Dr
Cars (NOON) HT (NOON)
NONE
115 0 131
Cars (AM) 67 HT (AM)
Bayou Way

EASTBOUND

WESTBOUND
Bayou Way
42 0 46

CONTROL
3-Way Stop(NB/EB/WB)
0 NONE
04:15 PM - 05:15 PM 0
Callison Dr & Bayou Way
Peak Hour Turning Movement Count
Callison Dr Wednesday
SOUTHBOUND 9/28/2022

PEAK HOURS
4:00 PM - 06:00 PM
07:45 AM - 08:45 AM 0 7:00 AM - 09:00 AM

COUNT PERIODS

AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON

PMNOONAMAMNOONPM

PMNOONAMAMNOONPM
0 0
0 0
0 0
20 000
0 0
0 0
0 0
0 00 000 0
0 0
0 0
1 0
000
000
0 0
0 0
0 0
000
000
0 2
0 0
1 0
000
001
0 41
15 52
76 0
000
5037
0 0
0 0
0 0
000
000
0 34
6 31
65 0
000
6064
AIRPORT BLVD AIRPORT BLVD I5 NB RAMPS I5 NB RAMPS
(303) 216-2439
www.alltrafficdata.net
Location: 1 I5 NB RAMPS & AIRPORT BLVD AM
Date: Wednesday, May 11, 2022
Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.

Motorized Vehicles Pedestrians/Bicycles in Crosswalk Heavy Vehicles Study Peak Hour (for all study intersections)
Study Peak Hour: 07:30 AM - 08:30 AM
Peak 15-Minutes in Study Peak Hour: 08:15 AM - 08:30 AM Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk 720 1,252
1,021
31 605 256
0 109

0.78 N
S
W E

0.96 0.91

0.90 0.00
(1,597) (2,507)
(2,064)
(59)
(222)
()
(1,361) (488) 1090
7 1,020
0 1
0 0
0 0
0 604
00225 31

AIRPORT BLVD

AIRPORT BLVD
I5 NB RAMPS
I5 NB RAMPS
0 0
0 0 N
S
W E
0 0
0 0
0 0
0 0
407
16 0
0 0
0 0
28 25
16 4
17 6
0 4 N
S
W E
0 0 17
0024
Interval
Start Time Left Thru Right Total
Eastbound Westbound Northbound Southbound
U-Turn
Rolling
U-Turn Right Left Thru Right U-Turn Right Left Thru U-Turn Left Thru Hour 7:00 AM 1,895 0 0 0 0 0 0 0 0 47 2 0 165 451 0 209 4 24 7:15 AM 1,935 0 0 0 0 0 0 0 0 43 2 0 145 477 0 259 12 16 7:30 AM 1,997 0 0 0 0 0 0 0 0 50 0 0 153 497 0 261 5 28 7:45 AM 2,084 0 0 0 0 0 0 0 0 54 5 0 136 470 0 235 13 27 8:00 AM 2,254 0 0 0 0 1 0 0 0 56 2 0 159 491 0 243 7 23 8:15 AM 0 0 0 0 0 0 0 0 65 0 0 156 539 0 281 6 31
8:30 AM 0 0 0 0 1 0 0 0 58 2 0 194 584 0 295 2 32
8:45 AM 0 0 0 0 0 0 0 0 56 3 0 251 640 0 279 10 41
Count Total 0 0 0 0 2 0 0 0 429 16 0 1,359 4,149 0 2,062 59 222 Peak Hour 0 0 0 0 1 0 0 0 225 7 0 604 1,997 0 1,020 31 109 HV% PHF

0.00 0.91

0.90 0.96

0.0%

1.6%

2.3%

3.9%

2.5% 0.78
EB
WB
NB
SB
All
Interval Heavy Vehicles
Start Time EB NB Total WB SB
7:00 AM 0 0 5 11 16
7:15 AM 0 2 10 6 18
7:30 AM 0 0 2 4 6
7:45 AM 0 0 5 11 16
8:00 AM 0 2 3 9 14
8:15 AM 0 4 6 4 14
8:30 AM 0 1 1 11 13
8:45 AM 0 1 3 6 10
Count Total 0 10 35 62 107
Peak Hour 0 6 16 28 50
Interval Bicycles on Roadway
Start Time EB NB Total WB SB
7:00 AM 0 0 0 0 0
7:15 AM 0 0 0 0 0
7:30 AM 0 0 0 0 0
7:45 AM 0 0 0 0 0
8:00 AM 0 0 0 0 0
8:15 AM 0 0 0 0 0
8:30 AM 0 0 0 0 0
8:45 AM 0 0 0 0 0
Count Total 0 0 0 0 0
Peak Hour 0 0 0 0 0
Interval Pedestrians/Bicycles on Crosswalk
Start Time EB NB Total WB SB
7:00 AM 0 0 0 0 0
7:15 AM 0 0 0 0 0
7:30 AM 0 0 0 0 0
7:45 AM 0 0 0 0 0
8:00 AM 0 0 0 0 0
8:15 AM 0 0 0 0 0
8:30 AM 0 0 0 0 0
8:45 AM 0 0 0 0 0
Count Total 0 0 0 0 0
Peak Hour 0 0 0 0 0
AIRPORT BLVD AIRPORT BLVD I5 SB RAMPS I5 SB RAMPS
(303) 216-2439
www.alltrafficdata.net
Location: 2 I5 SB RAMPS & AIRPORT BLVD AM
Date: Wednesday, May 11, 2022
Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.

Motorized Vehicles Pedestrians/Bicycles in Crosswalk Heavy Vehicles Study Peak Hour (for all study intersections)
Study Peak Hour: 07:30 AM - 08:30 AM
Peak 15-Minutes in Study Peak Hour: 08:15 AM - 08:30 AM Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk 615 255
0 31
41 91
214
593

0.69 N
S
W E

0.94 0.00

0.65 0.91
(1,362) (487)
()
(59)
(1,313)
(424)
(109) (182) 5910
5 0
0 0
22 0
192
0 0 19
025831

AIRPORT BLVD

AIRPORT BLVD
I5 SB RAMPS
I5 SB RAMPS
0 0
0 0 N
S
W E
0 0
0 0
0 0
0 0 170
0 0
0 0
2 0
2 18 5
0 4
3 7
4 17 N
S
W E
0 0
1 0034
Interval
Start Time Left Thru Right Total
Eastbound Westbound Northbound Southbound
U-Turn
Rolling
U-Turn Right Left Thru Right U-Turn Right Left Thru U-Turn Left Thru Hour 7:00 AM 898 0 42 0 0 0 0 0 0 8 1 0 8 234 16 0 4 155
7:15 AM 901 0 34 0 0 0 0 0 1 20 1 0 4 224 14 0 12 138
7:30 AM 920 0 40 0 0 0 0 0 0 12 2 0 3 218 4 0 5 152
7:45 AM 961 0 46 0 0 0 0 0 2 20 1 0 7 222 7 0 13 126
8:00 AM 1,070 0 50 0 0 0 0 0 0 12 1 0 4 237 8 0 7 155
8:15 AM 0 56 0 0 0 0 0 0 14 1 0 5 243 3 0 6 158
8:30 AM 0 50 0 0 0 0 0 1 13 0 0 8 259 6 0 2 179
8:45 AM 0 43 0 0 0 0 0 0 20 0 0 7 331 5 0 10 246
Count Total 0 361 0 0 0 0 0 4 119 7 0 46 1,968 63 0 59 1,309 Peak Hour 0 192 0 0 0 0 0 2 58 5 0 19 920 22 0 31 591
HV% PHF

0.91 0.00

0.65 0.94

1.9%

0.0%

7.7%

2.9%

3.2% 0.69
EB
WB
NB
SB
All
Interval Heavy Vehicles
Start Time EB NB Total WB SB
7:00 AM 0 0 0 6 6
7:15 AM 2 1 0 5 8
7:30 AM 0 0 0 3 3
7:45 AM 1 0 0 5 6
8:00 AM 1 3 0 6 10
8:15 AM 2 4 0 4 10
8:30 AM 1 0 0 8 9
8:45 AM 2 0 0 0 2
Count Total 9 8 0 37 54
Peak Hour 4 7 0 18 29
Interval Bicycles on Roadway
Start Time EB NB Total WB SB
7:00 AM 0 0 0 0 0
7:15 AM 0 0 0 0 0
7:30 AM 0 0 0 0 0
7:45 AM 0 0 0 0 0
8:00 AM 0 0 0 0 0
8:15 AM 0 0 0 0 0
8:30 AM 0 0 0 0 0
8:45 AM 0 0 0 0 0
Count Total 0 0 0 0 0
Peak Hour 0 0 0 0 0
Interval Pedestrians/Bicycles on Crosswalk
Start Time EB NB Total WB SB
7:00 AM 0 0 0 0 0
7:15 AM 0 0 0 0 0
7:30 AM 0 0 0 0 0
7:45 AM 0 0 0 0 0
8:00 AM 0 0 0 0 0
8:15 AM 0 0 0 0 0
8:30 AM 0 0 0 0 0
8:45 AM 0 0 0 0 0
Count Total 0 0 0 0 0
Peak Hour 0 0 0 0 0
METRO AIR PKWY METRO AIR PKWY I5 NB RAMPS I5 NB RAMPS
(303) 216-2439
www.alltrafficdata.net
Location: 3 I5 NB RAMPS & METRO AIR PKWY AM
Date: Wednesday, May 11, 2022
Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.

Motorized Vehicles Pedestrians/Bicycles in Crosswalk Heavy Vehicles Study Peak Hour (for all study intersections)
Study Peak Hour: 07:30 AM - 08:30 AM
Peak 15-Minutes in Study Peak Hour: 07:30 AM - 07:45 AM Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk 106 150
149
0 64 43
0 84

0.36 N
S
W E

0.74 0.65

0.72 0.00
(204) (489)
(472)
()
(140)
()
(139) (92) 510
0 127
13 9
0 0
0 0
0 55
020230

METRO AIR PKWY

METRO AIR PKWY
I5 NB RAMPS
I5 NB RAMPS
0 0
0 0 N
S
W E
0 0
0 0
0 0
0 0
900
25 1
1 0
0 0
29 27
27 0
21 2
0 10 N
S
W E
0 0 20
0020
Interval
Start Time Left Thru Right Total
Eastbound Westbound Northbound Southbound
U-Turn
Rolling
U-Turn Right Left Thru Right U-Turn Right Left Thru U-Turn Left Thru Hour 7:00 AM 542 0 0 0 0 4 4 0 6 9 0 0 21 169 0 113 0 12
7:15 AM 438 0 0 0 0 2 3 0 2 12 0 0 24 209 0 157 0 9
7:30 AM 298 0 0 0 0 1 4 0 3 4 0 0 24 100 0 52 0 12
7:45 AM 240 0 0 0 0 2 3 0 5 3 0 0 11 64 0 27 0 13
8:00 AM 226 0 0 0 0 1 3 0 6 9 0 0 9 65 0 27 0 10
8:15 AM 0 0 0 0 5 3 0 6 7 0 0 11 69 0 21 0 16
8:30 AM 0 0 0 0 1 0 0 3 5 0 0 12 42 0 18 0 3
8:45 AM 0 0 0 0 2 1 0 5 7 0 0 9 50 0 18 0 8
Count Total 0 0 0 0 18 21 0 36 56 0 0 121 768 0 433 0 83 Peak Hour 0 0 0 0 9 13 0 20 23 0 0 55 298 0 127 0 51
HV% PHF

0.00 0.65

0.72 0.74

0.0%

18.1%

4.7%

27.4%

19.5% 0.36
EB
WB
NB
SB
All
Interval Heavy Vehicles
Start Time EB NB Total WB SB
7:00 AM 0 0 4 8 12
7:15 AM 0 0 14 4 18
7:30 AM 0 0 9 6 15
7:45 AM 0 0 3 8 11
8:00 AM 0 2 6 9 17
8:15 AM 0 0 9 6 15
8:30 AM 0 1 7 8 16
8:45 AM 0 0 3 6 9
Count Total 0 3 55 55 113
Peak Hour 0 2 27 29 58
Interval Bicycles on Roadway
Start Time EB NB Total WB SB
7:00 AM 0 0 0 0 0
7:15 AM 0 0 0 0 0
7:30 AM 0 0 0 0 0
7:45 AM 0 0 0 0 0
8:00 AM 0 0 0 0 0
8:15 AM 0 1 0 0 1
8:30 AM 0 0 0 0 0
8:45 AM 0 0 0 0 0
Count Total 0 1 0 0 1
Peak Hour 0 1 0 0 1
Interval Pedestrians/Bicycles on Crosswalk
Start Time EB NB Total WB SB
7:00 AM 0 0 0 0 0
7:15 AM 0 0 0 0 0
7:30 AM 0 0 0 0 0
7:45 AM 0 0 0 0 0
8:00 AM 0 0 0 0 0
8:15 AM 0 0 0 0 0
8:30 AM 0 0 0 0 0
8:45 AM 0 0 0 0 0
Count Total 0 0 0 0 0
Peak Hour 0 0 0 0 0
METRO AIR PKWY METRO AIR PKWY I5 SB RAMPS I5 SB RAMPS
(303) 216-2439
www.alltrafficdata.net
Location: 4 I5 SB RAMPS & METRO AIR PKWY AM
Date: Wednesday, May 11, 2022
Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.

Motorized Vehicles Pedestrians/Bicycles in Crosswalk Heavy Vehicles Study Peak Hour (for all study intersections)
Study Peak Hour: 07:30 AM - 08:30 AM
Peak 15-Minutes in Study Peak Hour: 07:30 AM - 07:45 AM Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk 62 44
0 0
13 32
28 65

0.64 N
S
W E

0.65 0.00

0.62 0.70
(138) (91)
()
()
(144)
(65)
(24) (56) 550
1 0
0 0
7 0
20 0
1 6
09230

METRO AIR PKWY

METRO AIR PKWY
I5 SB RAMPS
I5 SB RAMPS
0 0
0 0 N
S
W E
0 0
0 0
0 0
0 0 200
0 0
0 0
0 0
1 21 2
0 0
1 2
1 21 N
S
W E
0 0
1 0110
Interval
Start Time Left Thru Right Total
Eastbound Westbound Northbound Southbound
U-Turn
Rolling
U-Turn Right Left Thru Right U-Turn Right Left Thru U-Turn Left Thru Hour 7:00 AM 153 0 10 0 0 0 0 0 4 5 0 0 2 48 4 0 0 23
7:15 AM 132 0 8 0 0 0 0 0 3 5 0 0 0 42 0 0 0 26
7:30 AM 122 1 4 0 0 0 0 0 2 3 1 0 2 35 1 0 0 21
7:45 AM 107 0 3 0 0 0 0 0 3 4 0 0 1 28 5 0 0 12
8:00 AM 106 0 4 0 0 0 0 0 2 11 0 0 1 27 0 0 0 9
8:15 AM 0 9 0 0 0 0 0 2 5 0 0 2 32 1 0 0 13
8:30 AM 0 6 0 0 0 0 0 0 1 0 0 1 20 0 0 0 12
8:45 AM 0 7 0 0 0 0 0 1 5 0 0 2 27 2 0 0 10
Count Total 1 51 0 0 0 0 0 17 39 1 0 11 259 13 0 0 126
Peak Hour 1 20 0 0 0 0 0 9 23 1 0 6 122 7 0 0 55
HV% PHF

0.70 0.00

0.62 0.65

3.6%

0.0%

6.3%

33.9%

19.7% 0.64
EB
WB
NB
SB
All
Interval Heavy Vehicles
Start Time EB NB Total WB SB
7:00 AM 0 1 0 6 7
7:15 AM 0 0 0 5 5
7:30 AM 0 0 0 4 4
7:45 AM 0 1 0 6 7
8:00 AM 1 1 0 6 8
8:15 AM 0 0 0 5 5
8:30 AM 1 0 0 8 9
8:45 AM 0 1 0 4 5
Count Total 2 4 0 44 50
Peak Hour 1 2 0 21 24
Interval Bicycles on Roadway
Start Time EB NB Total WB SB
7:00 AM 0 0 0 0 0
7:15 AM 0 0 0 0 0
7:30 AM 0 0 0 0 0
7:45 AM 0 0 0 0 0
8:00 AM 0 0 0 0 0
8:15 AM 0 1 0 0 1
8:30 AM 0 0 0 0 0
8:45 AM 0 0 0 0 0
Count Total 0 1 0 0 1
Peak Hour 0 1 0 0 1
Interval Pedestrians/Bicycles on Crosswalk
Start Time EB NB Total WB SB
7:00 AM 0 0 0 0 0
7:15 AM 0 0 0 0 0
7:30 AM 0 0 0 0 0
7:45 AM 0 0 0 0 0
8:00 AM 0 0 0 0 0
8:15 AM 0 0 0 0 0
8:30 AM 0 0 0 0 0
8:45 AM 0 0 0 0 0
Count Total 0 0 0 0 0
Peak Hour 0 0 0 0 0

DEL PASO RD DEL PASO RD POWERLINE RD POWERLINE RD
(303) 216-2439
www.alltrafficdata.net
Location: 5 POWERLINE RD & DEL PASO RD AM
Date: Wednesday, May 11, 2022
Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.

Motorized Vehicles Pedestrians/Bicycles in Crosswalk Heavy Vehicles Study Peak Hour (for all study intersections)
Study Peak Hour: 07:30 AM - 08:30 AM
Peak 15-Minutes in Study Peak Hour: 07:45 AM - 08:00 AM Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk 27 38
46 31
18 14
0 0

0.47 N
S
W E

0.61 0.77

0.58 0.00
(51) (118)
(122)
(51)
()
()
(34) (30)
0022
33 0
13 0
0 0
0 0
5 0059

DEL PASO RD

DEL PASO RD

POWERLINE RD

POWERLINE RD
0 0
0 0 N
S
W E
0 0
0 0
0 0
0 0
000
0 0
0 0
0 0
0 2
0 4
0 6
0 0 N
S
W E
0 0
0 0024
Interval
Start Time Left Thru Right Total
Eastbound Westbound Northbound Southbound
U-Turn
Rolling
U-Turn Right Left Thru Right U-Turn Right Left Thru U-Turn Left Thru Hour 7:00 AM 140 0 0 0 0 1 0 0 0 2 0 3 6 46 0 32 2 0
7:15 AM 110 0 0 0 0 0 0 0 0 2 0 6 1 39 0 28 2 0
7:30 AM 87 0 0 0 0 4 0 0 0 0 0 9 1 26 0 11 1 0
7:45 AM 74 0 0 0 0 4 0 0 0 0 0 9 2 29 0 11 3 0
8:00 AM 63 0 0 0 0 1 0 0 0 2 0 2 0 16 0 7 4 0
8:15 AM 0 0 0 0 4 0 0 0 3 0 2 2 16 0 4 1 0
8:30 AM 0 0 0 0 1 0 0 0 2 0 1 1 13 0 6 2 0
8:45 AM 0 0 0 0 4 0 0 0 4 0 4 2 18 0 4 0 0
Count Total 0 0 0 0 19 0 0 0 15 0 36 15 203 0 103 15 0
Peak Hour 0 0 0 0 13 0 0 0 5 0 22 5 87 0 33 9 0
HV% PHF

0.00 0.77

0.58 0.61

0.0%

0.0%

42.9%

0.0%

6.9% 0.47
EB
WB
NB
SB
All
Interval Heavy Vehicles
Start Time EB NB Total WB SB
7:00 AM 0 0 0 0 0
7:15 AM 0 1 0 0 1
7:30 AM 0 1 0 0 1
7:45 AM 0 2 0 0 2
8:00 AM 0 0 0 0 0
8:15 AM 0 3 0 0 3
8:30 AM 0 0 0 0 0
8:45 AM 0 0 1 0 1
Count Total 0 7 1 0 8
Peak Hour 0 6 0 0 6
Interval Bicycles on Roadway
Start Time EB NB Total WB SB
7:00 AM 0 0 0 0 0
7:15 AM 0 0 0 0 0
7:30 AM 0 0 0 0 0
7:45 AM 0 0 0 0 0
8:00 AM 0 0 0 0 0
8:15 AM 0 0 0 0 0
8:30 AM 0 0 0 1 1
8:45 AM 0 0 0 0 0
Count Total 0 0 0 1 1
Peak Hour 0 0 0 0 0
Interval Pedestrians/Bicycles on Crosswalk
Start Time EB NB Total WB SB
7:00 AM 0 0 0 0 0
7:15 AM 0 0 0 0 0
7:30 AM 0 0 0 0 0
7:45 AM 0 0 0 0 0
8:00 AM 0 0 0 0 0
8:15 AM 0 0 0 0 0
8:30 AM 0 0 0 0 0
8:45 AM 0 0 0 0 0
Count Total 0 0 0 0 0
Peak Hour 0 0 0 0 0

DEL PASO RD DEL PASO RD EL CENTRO RD EL CENTRO RD
(303) 216-2439
www.alltrafficdata.net
Location: 6 EL CENTRO RD & DEL PASO RD AM
Date: Wednesday, May 11, 2022
Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.

Motorized Vehicles Pedestrians/Bicycles in Crosswalk Heavy Vehicles Study Peak Hour (for all study intersections)
Study Peak Hour: 07:30 AM - 08:30 AM
Peak 15-Minutes in Study Peak Hour: 07:45 AM - 08:00 AM Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk 370 168
1,095
1,271
527 592
880
971

0.88 N
S
W E

0.85 0.90

0.82 0.88
(641) (295)
(1,598)
(2,049)
(1,297)
(1,258)
(787) (931) 141 277
117
701
264
171
699
10 13
0 78 14256 40282

DEL PASO RD

DEL PASO RD

EL CENTRO RD

EL CENTRO RD
4 4
12 4 N
S
W E
4 0
10 2
4 0
1 3
140
1 9
5 3
3 0
7 1
15 20
10 14
6 11 N
S
W E
0 0
2 01013
Interval
Start Time Left Thru Right Total
Eastbound Westbound Northbound Southbound
U-Turn
Rolling
U-Turn Right Left Thru Right U-Turn Right Left Thru U-Turn Left Thru Hour 7:00 AM 2,181 0 0 56 0 25 66 4 22 5 0 45 7 296 8 15 39 4 7:15 AM 2,632 1 0 81 1 27 79 0 32 9 0 63 17 394 14 18 48 4 7:30 AM 2,937 0 3 117 6 54 191 5 60 13 1 79 19 661 30 13 67 3 7:45 AM 2,717 0 2 197 5 59 195 4 85 16 0 63 27 830 52 46 76 3 8:00 AM 2,247 0 3 197 2 75 154 2 56 7 0 81 22 747 46 21 75 6 8:15 AM 0 2 188 0 76 161 3 55 4 0 54 10 699 43 37 64 2
8:30 AM 0 0 122 2 61 64 1 11 10 0 45 11 441 20 30 64 0
8:45 AM 0 0 69 1 44 37 1 5 7 0 61 13 360 7 33 81 1
Count Total 1 10 1,027 17 421 947 20 326 71 1 491 126 4,428 220 213 514 23 Peak Hour 0 10 699 13 264 701 14 256 40 1 277 78 2,937 171 117 282 14 HV% PHF

0.88 0.90

0.82 0.85

0.7%

1.4%

2.4%

1.9%

1.4% 0.88
EB
WB
NB
SB
All
Interval Heavy Vehicles
Start Time EB NB Total WB SB
7:00 AM 6 1 2 0 9
7:15 AM 0 1 5 2 8
7:30 AM 3 6 3 1 13
7:45 AM 1 1 8 2 12
8:00 AM 2 3 2 4 11
8:15 AM 0 4 2 0 6
8:30 AM 2 4 4 0 10
8:45 AM 1 3 3 1 8
Count Total 15 23 29 10 77
Peak Hour 6 14 15 7 42
Interval Bicycles on Roadway
Start Time EB NB Total WB SB
7:00 AM 0 1 0 0 1
7:15 AM 0 1 0 0 1
7:30 AM 0 0 0 0 0
7:45 AM 0 0 0 0 0
8:00 AM 0 0 0 0 0
8:15 AM 0 0 0 0 0
8:30 AM 0 0 0 0 0
8:45 AM 0 0 0 0 0
Count Total 0 2 0 0 2
Peak Hour 0 0 0 0 0
Interval Pedestrians/Bicycles on Crosswalk
Start Time EB NB Total WB SB
7:00 AM 2 1 1 1 5
7:15 AM 2 5 0 0 7
7:30 AM 3 6 3 3 15
7:45 AM 0 3 0 0 3
8:00 AM 0 2 1 1 4
8:15 AM 1 1 0 0 2
8:30 AM 3 4 0 0 7
8:45 AM 2 3 0 0 5
Count Total 13 25 5 5 48
Peak Hour 4 12 4 4 24

DEL PASO RD DEL PASO RD HOVNANIAN DR HOVNANIAN DR
(303) 216-2439
www.alltrafficdata.net
Location: 7 HOVNANIAN DR & DEL PASO RD AM
Date: Wednesday, May 11, 2022
Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.

Motorized Vehicles Pedestrians/Bicycles in Crosswalk Heavy Vehicles Study Peak Hour (for all study intersections)
Study Peak Hour: 07:30 AM - 08:30 AM
Peak 15-Minutes in Study Peak Hour: 08:00 AM - 08:15 AM Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk 319 379
328
326
106 176
46 58

0.67 N
S
W E

0.65 0.66

0.64 0.77
(354) (427)
(448)
(432)
(129)
(79)
(131) (238) 100 227
265
37 18
6 25
15 8
0 82
0119966

DEL PASO RD

DEL PASO RD

HOVNANIAN DR

HOVNANIAN DR
1 11
2 1 N
S
W E 10 1
1 1
1 0
1 0
000
1 1
0 0
1 0
1 1
2 2
1 1
1 1 N
S
W E
0 0
1 0001
Interval
Start Time Left Thru Right Total
Eastbound Westbound Northbound Southbound
U-Turn
Rolling
U-Turn Right Left Thru Right U-Turn Right Left Thru U-Turn Left Thru Hour 7:00 AM 487 0 0 10 0 1 29 0 0 0 0 2 0 61 1 11 7 0
7:15 AM 749 0 2 6 0 2 22 0 3 0 0 2 0 62 0 18 6 1
7:30 AM 869 0 5 5 2 6 12 0 2 5 0 14 1 110 1 41 14 2
7:45 AM 837 0 2 5 2 2 11 0 3 42 0 44 29 254 2 84 24 4
8:00 AM 632 0 6 8 2 4 6 0 3 47 0 87 33 323 1 112 11 3
8:15 AM 0 2 7 2 6 8 0 3 5 0 82 19 182 2 28 17 1
8:30 AM 0 0 10 1 8 5 2 0 1 0 20 2 78 2 10 17 0
8:45 AM 0 0 2 1 4 5 0 6 3 0 5 3 49 0 3 17 0
Count Total 0 17 53 10 33 98 2 20 103 0 256 87 1,119 9 307 113 11 Peak Hour 0 15 25 8 18 37 0 11 99 0 227 82 869 6 265 66 10 HV% PHF

0.77 0.66

0.64 0.65

2.2%

0.6%

0.6%

0.3%

0.6% 0.67
EB
WB
NB
SB
All
Interval Heavy Vehicles
Start Time EB NB Total WB SB
7:00 AM 2 1 1 0 4
7:15 AM 0 0 0 0 0
7:30 AM 0 1 1 0 2
7:45 AM 1 0 1 1 3
8:00 AM 0 0 0 0 0
8:15 AM 0 0 0 0 0
8:30 AM 0 1 1 0 2
8:45 AM 0 0 2 0 2
Count Total 3 3 6 1 13
Peak Hour 1 1 2 1 5
Interval Bicycles on Roadway
Start Time EB NB Total WB SB
7:00 AM 0 0 0 0 0
7:15 AM 0 0 0 0 0
7:30 AM 0 0 0 0 0
7:45 AM 0 1 0 0 1
8:00 AM 0 0 0 0 0
8:15 AM 0 0 0 0 0
8:30 AM 0 0 1 0 1
8:45 AM 0 0 0 0 0
Count Total 0 1 1 0 2
Peak Hour 0 1 0 0 1
Interval Pedestrians/Bicycles on Crosswalk
Start Time EB NB Total WB SB
7:00 AM 0 0 0 1 1
7:15 AM 0 2 0 0 2
7:30 AM 0 1 2 0 3
7:45 AM 0 0 6 0 6
8:00 AM 0 0 1 0 1
8:15 AM 1 1 2 1 5
8:30 AM 0 1 0 0 1
8:45 AM 0 1 0 0 1
Count Total 1 6 11 2 20
Peak Hour 1 2 11 1 15
DEL PASO RD DEL PASO RD I5 NB RAMPS I5 NB RAMPS
(303) 216-2439
www.alltrafficdata.net
Location: 8 I5 NB RAMPS & DEL PASO RD AM
Date: Wednesday, May 11, 2022
Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.

Motorized Vehicles Pedestrians/Bicycles in Crosswalk Heavy Vehicles Study Peak Hour (for all study intersections)
Study Peak Hour: 07:30 AM - 08:30 AM
Peak 15-Minutes in Study Peak Hour: 07:45 AM - 08:00 AM Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk 0 247
1,737
1,654
0 1,156
821
1,813

0.92 N
S
W E

0.00 0.89

0.89 0.84
() (478)
(3,087)
(2,743)
(3,108)
(1,339)
() (1,903)
000
247
1,490
0 0
821
0 0
0 0
03230833

DEL PASO RD

DEL PASO RD
I5 NB RAMPS
I5 NB RAMPS
0 0
0 0 N
S
W E
0 0
0 0
0 0
0 0
000
22 23
0 0
12 0
0 22
45 20
0 15
12 30 N
S
W E
0 0
0 0708
Interval
Start Time Left Thru Right Total
Eastbound Westbound Northbound Southbound
U-Turn
Rolling
U-Turn Right Left Thru Right U-Turn Right Left Thru U-Turn Left Thru Hour 7:00 AM 3,271 0 0 80 0 0 260 0 44 0 0 0 0 575 0 64 127 0 7:15 AM 3,560 0 0 113 0 0 361 0 46 0 0 0 0 718 0 63 135 0 7:30 AM 3,714 0 0 191 0 0 411 0 86 0 0 0 0 969 0 78 203 0 7:45 AM 3,428 0 0 245 0 0 368 0 89 0 0 0 0 1,009 0 71 236 0 8:00 AM 3,058 0 0 199 0 0 343 0 69 0 0 0 0 864 0 55 198 0 8:15 AM 0 0 186 0 0 368 0 79 0 0 0 0 872 0 43 196 0
8:30 AM 0 0 169 0 0 270 0 47 0 0 0 0 683 0 53 144 0
8:45 AM 0 0 156 0 0 228 0 39 0 0 0 0 639 0 51 165 0
Count Total 0 0 1,339 0 0 2,609 0 499 0 0 0 0 6,329 0 478 1,404 0 Peak Hour 0 0 821 0 0 1,490 0 323 0 0 0 0 3,714 0 247 833 0 HV% PHF

0.84 0.89

0.89 0.00

1.5%

2.6%

1.3%

0.0%

1.9% 0.92
EB
WB
NB
SB
All
Interval Heavy Vehicles
Start Time EB NB Total WB SB
7:00 AM 1 1 10 0 12
7:15 AM 4 5 9 0 18
7:30 AM 3 3 11 0 17
7:45 AM 0 3 18 0 21
8:00 AM 6 5 12 0 23
8:15 AM 3 4 4 0 11
8:30 AM 5 3 6 0 14
8:45 AM 5 9 4 0 18
Count Total 27 33 74 0 134
Peak Hour 12 15 45 0 72
Interval Bicycles on Roadway
Start Time EB NB Total WB SB
7:00 AM 0 0 0 0 0
7:15 AM 0 0 0 0 0
7:30 AM 0 0 0 0 0
7:45 AM 0 0 0 0 0
8:00 AM 0 0 0 0 0
8:15 AM 0 0 0 0 0
8:30 AM 0 0 0 0 0
8:45 AM 0 0 0 0 0
Count Total 0 0 0 0 0
Peak Hour 0 0 0 0 0
Interval Pedestrians/Bicycles on Crosswalk
Start Time EB NB Total WB SB
7:00 AM 0 0 0 0 0
7:15 AM 0 0 0 0 0
7:30 AM 0 0 0 0 0
7:45 AM 0 0 0 0 0
8:00 AM 0 0 0 0 0
8:15 AM 0 0 0 0 0
8:30 AM 0 0 0 0 0
8:45 AM 0 0 0 0 0
Count Total 0 0 0 0 0
Peak Hour 0 0 0 0 0
DEL PASO RD DEL PASO RD I5 SB RAMPS I5 SB RAMPS
(303) 216-2439
www.alltrafficdata.net
Location: 9 I5 SB RAMPS & DEL PASO RD AM
Date: Wednesday, May 11, 2022
Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.

Motorized Vehicles Pedestrians/Bicycles in Crosswalk Heavy Vehicles Study Peak Hour (for all study intersections)
Study Peak Hour: 07:30 AM - 08:30 AM
Peak 15-Minutes in Study Peak Hour: 07:45 AM - 08:00 AM Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk 463 900
1,803
1,027
479 0
1,258
1,118

0.96 N
S
W E

0.88 0.92

0.00 0.87
(766) (1,776)
(3,090)
(1,668)
(1,619)
(2,037)
(830) () 2150 248
900
903
0 479
779
0 0
0 0
0000

DEL PASO RD

DEL PASO RD
I5 SB RAMPS
I5 SB RAMPS
0 0
0 0 N
S
W E 0 0
0 0
0 0 0 0
370
17 14
0 3
11 0
10 17
31 18
3 0
14 17 N
S
W E
0 0 0
0000
Interval
Start Time Left Thru Right Total
Eastbound Westbound Northbound Southbound
U-Turn
Rolling
U-Turn Right Left Thru Right U-Turn Right Left Thru U-Turn Left Thru Hour 7:00 AM 2,981 0 0 66 0 0 88 0 0 0 0 41 0 508 77 215 0 21 7:15 AM 3,353 0 0 81 0 0 112 0 0 0 0 60 0 680 111 298 0 18 7:30 AM 3,524 0 0 131 0 0 229 0 0 0 0 82 0 871 124 262 0 43 7:45 AM 3,286 0 0 233 0 0 256 0 0 0 0 69 0 922 105 197 0 62 8:00 AM 2,912 0 0 235 0 0 197 0 0 0 0 44 0 880 128 218 0 58 8:15 AM 0 0 180 0 0 221 0 0 0 0 53 0 851 122 223 0 52
8:30 AM 0 0 142 1 0 114 0 0 0 0 58 0 633 92 195 0 31
8:45 AM 0 0 139 0 0 96 0 0 0 0 53 0 548 71 168 0 21
Count Total 0 0 1,207 1 0 1,313 0 0 0 0 460 0 5,893 830 1,776 0 306 Peak Hour 0 0 779 0 0 903 0 0 0 0 248 0 3,524 479 900 0 215 HV% PHF

0.87 0.92

0.00 0.88

1.1%

1.7%

0.0%

2.2%

1.6% 0.96
EB
WB
NB
SB
All
Interval Heavy Vehicles
Start Time EB NB Total WB SB
7:00 AM 2 0 5 1 8
7:15 AM 3 0 8 2 13
7:30 AM 5 0 6 0 11
7:45 AM 3 0 11 3 17
8:00 AM 4 0 8 4 16
8:15 AM 2 0 6 3 11
8:30 AM 3 0 7 2 12
8:45 AM 2 0 3 6 11
Count Total 24 0 54 21 99
Peak Hour 14 0 31 10 55
Interval Bicycles on Roadway
Start Time EB NB Total WB SB
7:00 AM 0 0 0 0 0
7:15 AM 0 0 0 0 0
7:30 AM 0 0 0 0 0
7:45 AM 0 0 0 0 0
8:00 AM 0 0 0 0 0
8:15 AM 0 0 0 0 0
8:30 AM 0 0 0 0 0
8:45 AM 0 0 0 0 0
Count Total 0 0 0 0 0
Peak Hour 0 0 0 0 0
Interval Pedestrians/Bicycles on Crosswalk
Start Time EB NB Total WB SB
7:00 AM 0 0 0 0 0
7:15 AM 0 0 0 0 0
7:30 AM 0 0 0 0 0
7:45 AM 0 0 0 0 0
8:00 AM 0 0 0 0 0
8:15 AM 0 0 0 0 0
8:30 AM 0 0 0 0 0
8:45 AM 0 0 0 0 0
Count Total 0 0 0 0 0
Peak Hour 0 0 0 0 0

DEL PASO RD DEL PASO RD E COMMERCE WAY E COMMERCE WAY
(303) 216-2439
www.alltrafficdata.net
Location: 10 E COMMERCE WAY & DEL PASO RD AM
Date: Wednesday, May 11, 2022
Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.

Motorized Vehicles Pedestrians/Bicycles in Crosswalk Heavy Vehicles Study Peak Hour (for all study intersections)
Study Peak Hour: 07:30 AM - 08:30 AM
Peak 15-Minutes in Study Peak Hour: 07:45 AM - 08:00 AM Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk 1,136 904
1,019
926
551 453
1,498
1,725

0.90 N
S
W E

0.93 0.89

0.71 0.91
(1,986) (1,383)
(1,759)
(1,683)
(3,059)
(2,550)
(903) (733) 8150 106
66 808
129
198
731
563
16 6 215
996275 73

DEL PASO RD

DEL PASO RD

E COMMERCE WAY

E COMMERCE WAY
0 4
0 0 N
S
W E
0 4
0 0
0 0
0 0
600
2 32
2 1
15 8
7 15
36 18
4 16
24 46 N
S
W E
0 0
1 0853
Interval
Start Time Left Thru Right Total
Eastbound Westbound Northbound Southbound
U-Turn
Rolling
U-Turn Right Left Thru Right U-Turn Right Left Thru U-Turn Left Thru Hour 7:00 AM 3,492 0 53 106 0 14 132 0 22 23 0 8 16 599 38 11 10 166 7:15 AM 3,909 1 67 116 3 15 175 3 13 29 0 15 30 751 30 6 9 239 7:30 AM 4,106 3 129 173 2 27 206 2 26 53 0 27 31 1,005 46 19 13 248 7:45 AM 3,913 0 146 191 5 37 227 1 30 104 0 23 78 1,137 76 18 25 176 8:00 AM 3,536 1 149 186 2 34 190 4 17 73 0 26 64 1,016 45 14 18 193 8:15 AM 2 139 181 7 31 185 2 23 45 0 30 42 948 31 15 17 198 8:30 AM 2 113 177 10 22 147 1 17 29 0 17 49 812 32 10 25 161 8:45 AM 0 81 199 9 31 144 4 17 46 0 21 30 760 37 11 32 98 Count Total 9 877 1,329 38 211 1,406 17 165 402 0 167 340 7,028 335 104 149 1,479 Peak Hour 6 563 731 16 129 808 9 96 275 0 106 215 4,106 198 66 73 815 HV% PHF

0.91 0.89

0.71 0.93

1.6%

3.5%

3.5%

0.6%

2.0% 0.90
EB
WB
NB
SB
All
Interval Heavy Vehicles
Start Time EB NB Total WB SB
7:00 AM 4 5 8 0 17
7:15 AM 4 1 8 2 15
7:30 AM 6 2 8 1 17
7:45 AM 3 4 17 2 26
8:00 AM 10 5 6 3 24
8:15 AM 5 5 5 1 16
8:30 AM 3 0 6 3 12
8:45 AM 10 1 3 4 18
Count Total 45 23 61 16 145
Peak Hour 24 16 36 7 83
Interval Bicycles on Roadway
Start Time EB NB Total WB SB
7:00 AM 0 0 0 0 0
7:15 AM 0 0 0 0 0
7:30 AM 0 0 0 0 0
7:45 AM 0 0 0 0 0
8:00 AM 0 0 0 0 0
8:15 AM 0 0 0 0 0
8:30 AM 0 0 0 0 0
8:45 AM 0 0 0 0 0
Count Total 0 0 0 0 0
Peak Hour 0 0 0 0 0
Interval Pedestrians/Bicycles on Crosswalk
Start Time EB NB Total WB SB
7:00 AM 0 1 0 0 1
7:15 AM 0 0 0 0 0
7:30 AM 0 0 0 0 0
7:45 AM 0 0 3 0 3
8:00 AM 0 0 1 0 1
8:15 AM 0 0 0 0 0
8:30 AM 0 1 2 0 3
8:45 AM 0 0 0 0 0
Count Total 0 2 6 0 8
Peak Hour 0 0 4 0 4

ELKHORN BLVD ELKHORN BLVD METRO AIR PKWY METRO AIR PKWY (303) 216-2439
www.alltrafficdata.net
Location: 11 METRO AIR PKWY & ELKHORN BLVD AM
Date: Wednesday, May 11, 2022
Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.

Motorized Vehicles Pedestrians/Bicycles in Crosswalk Heavy Vehicles Study Peak Hour (for all study intersections)
Study Peak Hour: 07:30 AM - 08:30 AM
Peak 15-Minutes in Study Peak Hour: 07:30 AM - 07:45 AM Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk 32 69
131
62 102 152
72 154

0.29 N
S
W E

0.80 0.61

0.68 0.53
(66) (195)
(383)
(125)
(594)
(167)
(202) (500)
070
15 71
45 32
39 1
0 0 25
0835316

ELKHORN BLVD

ELKHORN BLVD

METRO AIR PKWY

METRO AIR PKWY
0 0
0 0 N
S
W E
0 0
0 0
0 0
0 0
040
6 3
3 7
1 0
22 28
12 5
28 35
8 16 N
S
W E
0 0 18
013220
Interval
Start Time Left Thru Right Total
Eastbound Westbound Northbound Southbound
U-Turn
Rolling
U-Turn Right Left Thru Right U-Turn Right Left Thru U-Turn Left Thru Hour 7:00 AM 849 4 2 11 0 7 84 0 94 31 0 1 8 277 15 16 4 0
7:15 AM 659 0 0 18 0 7 96 0 131 37 0 1 9 336 20 12 5 0
7:30 AM 387 0 1 14 0 12 37 0 38 15 0 2 4 150 19 5 3 0
7:45 AM 287 0 0 8 0 10 22 0 15 10 0 3 5 86 6 5 2 0
8:00 AM 267 0 0 13 0 10 9 0 16 17 0 1 7 87 5 2 7 0
8:15 AM 0 0 4 0 13 3 0 14 11 0 1 9 64 2 3 4 0
8:30 AM 0 0 5 0 3 9 1 7 10 0 2 6 50 5 0 2 0
8:45 AM 0 0 8 0 5 8 0 7 13 0 0 7 66 7 5 6 0
Count Total 4 3 81 0 67 268 1 322 144 0 11 55 1,116 79 48 33 0 Peak Hour 0 1 39 0 45 71 0 83 53 0 7 25 387 32 15 16 0
HV% PHF

0.53 0.61

0.68 0.80

11.1%

9.2%

23.0%

68.8%

19.9% 0.29
EB
WB
NB
SB
All
Interval Heavy Vehicles
Start Time EB NB Total WB SB
7:00 AM 2 5 5 7 19
7:15 AM 0 15 2 7 24
7:30 AM 2 8 3 4 17
7:45 AM 3 5 0 8 16
8:00 AM 3 12 7 5 27
8:15 AM 0 10 2 5 17
8:30 AM 4 6 0 4 14
8:45 AM 6 7 3 5 21
Count Total 20 68 22 45 155
Peak Hour 8 35 12 22 77
Interval Bicycles on Roadway
Start Time EB NB Total WB SB
7:00 AM 0 0 0 0 0
7:15 AM 0 0 0 0 0
7:30 AM 0 0 1 0 1
7:45 AM 0 0 0 0 0
8:00 AM 0 0 0 0 0
8:15 AM 0 1 0 0 1
8:30 AM 0 0 0 0 0
8:45 AM 0 0 0 0 0
Count Total 0 1 1 0 2
Peak Hour 0 1 1 0 2
Interval Pedestrians/Bicycles on Crosswalk
Start Time EB NB Total WB SB
7:00 AM 0 0 0 0 0
7:15 AM 0 0 0 0 0
7:30 AM 0 0 0 0 0
7:45 AM 0 0 0 0 0
8:00 AM 0 0 0 0 0
8:15 AM 0 0 0 0 0
8:30 AM 0 0 0 0 0
8:45 AM 0 0 0 0 0
Count Total 0 0 0 0 0
Peak Hour 0 0 0 0 0
ELKHORN BLVD ELKHORN BLVD SR99 NB RAMPS SR99 NB RAMPS
(303) 216-2439
www.alltrafficdata.net
Location: 12 SR99 NB RAMPS & ELKHORN BLVD AM
Date: Wednesday, May 11, 2022
Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.

Motorized Vehicles Pedestrians/Bicycles in Crosswalk Heavy Vehicles Study Peak Hour (for all study intersections)
Study Peak Hour: 07:30 AM - 08:30 AM
Peak 15-Minutes in Study Peak Hour: 07:45 AM - 08:00 AM Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk 0 108
1,079
746
0 626
247
1,098

0.92 N
S
W E

0.00 0.89

0.82 0.74
() (193)
(1,927)
(1,167)
(2,107)
(379)
() (1,161)
000
108
971
0 0
247
0 0
0 0
01270499

ELKHORN BLVD

ELKHORN BLVD
SR99 NB RAMPS
SR99 NB RAMPS
0 0
0 0 N
S
W E
0 0
0 0
0 0
0 0
000
9 30
0 0
18 0
0 9
39 37
0 47
18 58 N
S
W E
0 0
0 028019
Interval
Start Time Left Thru Right Total
Eastbound Westbound Northbound Southbound
U-Turn
Rolling
U-Turn Right Left Thru Right U-Turn Right Left Thru U-Turn Left Thru Hour 7:00 AM 1,860 0 0 37 0 0 204 0 111 0 0 0 0 442 0 29 61 0 7:15 AM 1,943 0 0 35 0 0 243 0 66 0 0 0 0 429 0 19 66 0 7:30 AM 1,952 0 0 48 0 0 245 0 46 0 0 0 0 461 0 27 95 0 7:45 AM 1,832 0 0 49 0 0 272 0 24 0 0 0 0 528 0 30 153 0 8:00 AM 1,607 0 0 84 0 0 224 0 39 0 0 0 0 525 0 25 153 0 8:15 AM 0 0 66 0 0 230 0 18 0 0 0 0 438 0 26 98 0
8:30 AM 0 0 21 0 0 187 0 37 0 0 0 0 341 0 24 72 0
8:45 AM 0 0 39 0 0 129 0 32 0 0 0 0 303 0 13 90 0
Count Total 0 0 379 0 0 1,734 0 373 0 0 0 0 3,467 0 193 788 0 Peak Hour 0 0 247 0 0 971 0 127 0 0 0 0 1,952 0 108 499 0 HV% PHF

0.74 0.89

0.82 0.00

7.3%

3.6%

7.5%

0.0%

5.3% 0.92
EB
WB
NB
SB
All
Interval Heavy Vehicles
Start Time EB NB Total WB SB
7:00 AM 3 14 10 0 27
7:15 AM 3 8 6 0 17
7:30 AM 1 25 8 0 34
7:45 AM 6 8 14 0 28
8:00 AM 5 11 4 0 20
8:15 AM 6 3 13 0 22
8:30 AM 0 10 14 0 24
8:45 AM 4 11 6 0 21
Count Total 28 90 75 0 193
Peak Hour 18 47 39 0 104
Interval Bicycles on Roadway
Start Time EB NB Total WB SB
7:00 AM 1 0 0 0 1
7:15 AM 0 0 0 0 0
7:30 AM 0 0 0 0 0
7:45 AM 0 0 0 0 0
8:00 AM 0 0 0 0 0
8:15 AM 0 0 0 0 0
8:30 AM 0 0 0 0 0
8:45 AM 0 0 0 0 0
Count Total 1 0 0 0 1
Peak Hour 0 0 0 0 0
Interval Pedestrians/Bicycles on Crosswalk
Start Time EB NB Total WB SB
7:00 AM 0 0 0 0 0
7:15 AM 0 0 0 0 0
7:30 AM 0 0 0 0 0
7:45 AM 0 0 0 0 0
8:00 AM 0 0 0 0 0
8:15 AM 0 0 0 0 0
8:30 AM 0 0 0 0 0
8:45 AM 0 0 0 0 0
Count Total 0 0 0 0 0
Peak Hour 0 0 0 0 0
ELKHORN BLVD ELKHORN BLVD SR99 SB RAMPS SR99 SB RAMPS
(303) 216-2439
www.alltrafficdata.net
Location: 13 SR99 SB RAMPS & ELKHORN BLVD AM
Date: Wednesday, May 11, 2022
Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.

Motorized Vehicles Pedestrians/Bicycles in Crosswalk Heavy Vehicles Study Peak Hour (for all study intersections)
Study Peak Hour: 07:30 AM - 08:30 AM
Peak 15-Minutes in Study Peak Hour: 08:00 AM - 08:15 AM Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk 215 792
1,094
260
114 0
246
389

0.92 N
S
W E

0.71 0.92

0.00 0.76
(394) (1,399)
(2,104)
(408)
(876)
(391)
(206) () 870 128
792
302
0 114
132
0 0
0 0
0000

ELKHORN BLVD

ELKHORN BLVD
SR99 SB RAMPS
SR99 SB RAMPS
0 0
0 0 N
S
W E
0 0
0 0
0 0
0 0 12012
26 29
0 10
15 0
24 26
55 27
10 0
25 41 N
S
W E
0 0
0 0000
Interval
Start Time Left Thru Right Total
Eastbound Westbound Northbound Southbound
U-Turn
Rolling
U-Turn Right Left Thru Right U-Turn Right Left Thru U-Turn Left Thru Hour 7:00 AM 1,580 0 0 13 0 0 166 0 0 0 0 26 0 400 17 142 0 36 7:15 AM 1,601 0 0 13 0 0 132 0 0 0 0 26 0 415 32 177 0 35 7:30 AM 1,555 0 0 30 0 0 71 0 0 0 0 20 0 397 40 226 0 10 7:45 AM 1,438 0 0 19 0 0 64 0 0 0 0 32 0 368 23 225 0 5 8:00 AM 1,309 0 0 55 0 0 118 0 0 0 0 40 0 421 26 146 0 36 8:15 AM 0 0 28 0 0 49 0 0 0 0 36 0 369 25 195 0 36
8:30 AM 0 0 9 0 0 62 0 0 0 0 16 0 280 19 168 0 6
8:45 AM 0 0 18 0 0 43 0 0 0 0 27 0 239 24 120 0 7
Count Total 0 0 185 0 0 705 0 0 0 0 223 0 2,889 206 1,399 0 171 Peak Hour 0 0 132 0 0 302 0 0 0 0 128 0 1,555 114 792 0 87 HV% PHF

0.76 0.92

0.00 0.71

10.2%

5.0%

0.0%

11.2%

6.7% 0.92
EB
WB
NB
SB
All
Interval Heavy Vehicles
Start Time EB NB Total WB SB
7:00 AM 5 0 19 7 31
7:15 AM 4 0 9 5 18
7:30 AM 3 0 17 1 21
7:45 AM 7 0 17 6 30
8:00 AM 6 0 8 8 22
8:15 AM 9 0 13 9 31
8:30 AM 4 0 14 2 20
8:45 AM 8 0 10 7 25
Count Total 46 0 107 45 198
Peak Hour 25 0 55 24 104
Interval Bicycles on Roadway
Start Time EB NB Total WB SB
7:00 AM 1 0 0 0 1
7:15 AM 0 0 0 0 0
7:30 AM 0 0 0 0 0
7:45 AM 0 0 0 0 0
8:00 AM 0 0 0 0 0
8:15 AM 0 0 0 0 0
8:30 AM 0 0 0 0 0
8:45 AM 0 0 0 0 0
Count Total 1 0 0 0 1
Peak Hour 0 0 0 0 0
Interval Pedestrians/Bicycles on Crosswalk
Start Time EB NB Total WB SB
7:00 AM 0 0 0 0 0
7:15 AM 0 0 0 0 0
7:30 AM 0 0 0 0 0
7:45 AM 0 0 0 0 0
8:00 AM 0 0 0 0 0
8:15 AM 0 0 0 0 0
8:30 AM 0 0 0 0 0
8:45 AM 0 0 0 0 0
Count Total 0 0 0 0 0
Peak Hour 0 0 0 0 0

ELKHORN BLVD ELKHORN BLVD E COMMERCE WAY E COMMERCE WAY (303) 216-2439
www.alltrafficdata.net
Location: 14 E COMMERCE WAY & ELKHORN BLVD AM
Date: Wednesday, May 11, 2022
Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.

Motorized Vehicles Pedestrians/Bicycles in Crosswalk Heavy Vehicles Study Peak Hour (for all study intersections)
Study Peak Hour: 07:30 AM - 08:30 AM
Peak 15-Minutes in Study Peak Hour: 07:45 AM - 08:00 AM Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk 0 0
682
520
459 607
749
1,059

0.89 N
S
W E

0.00 0.81

0.97 0.77
() ()
(1,259)
(879)
(1,908)
(1,168)
(644) (1,004)
000
0 587
95 363
386
0 0
0 0
14720134

ELKHORN BLVD

ELKHORN BLVD

E COMMERCE WAY

E COMMERCE WAY
0 0
0 0 N
S
W E
0 0
0 0
0 0
0 0
000
0 44
4 6
36 0
0 0
48 38
10 6
42 48 N
S
W E
0 0
0 0402
Interval
Start Time Left Thru Right Total
Eastbound Westbound Northbound Southbound
U-Turn
Rolling
U-Turn Right Left Thru Right U-Turn Right Left Thru U-Turn Left Thru Hour 7:00 AM 1,788 0 0 70 0 11 171 0 81 0 0 0 0 380 26 0 21 0 7:15 AM 1,969 0 0 69 0 12 141 1 108 0 0 0 0 386 33 0 22 0 7:30 AM 2,038 0 0 81 0 10 150 1 116 0 0 0 0 449 62 0 29 0 7:45 AM 1,925 0 0 120 0 25 186 0 117 0 0 0 0 573 85 0 40 0 8:00 AM 1,643 0 0 110 0 29 137 0 110 0 0 0 0 561 134 0 41 0 8:15 AM 0 0 75 0 31 114 0 129 0 0 0 0 455 82 0 24 0
8:30 AM 0 0 60 0 14 135 0 74 0 0 0 0 336 33 0 20 0
8:45 AM 0 0 81 0 8 85 0 54 0 0 0 0 291 47 0 16 0
Count Total 0 0 666 0 140 1,119 2 789 0 0 0 0 3,431 502 0 213 0 Peak Hour 0 0 386 0 95 587 1 472 0 0 0 0 2,038 363 0 134 0 HV% PHF

0.77 0.81

0.97 0.00

5.6%

7.0%

1.0%

0.0%

4.7% 0.89
EB
WB
NB
SB
All
Interval Heavy Vehicles
Start Time EB NB Total WB SB
7:00 AM 7 2 8 0 17
7:15 AM 8 0 7 0 15
7:30 AM 12 2 8 0 22
7:45 AM 11 2 19 0 32
8:00 AM 11 1 7 0 19
8:15 AM 8 1 14 0 23
8:30 AM 5 2 16 0 23
8:45 AM 8 1 6 0 15
Count Total 70 11 85 0 166
Peak Hour 42 6 48 0 96
Interval Bicycles on Roadway
Start Time EB NB Total WB SB
7:00 AM 0 0 0 0 0
7:15 AM 0 0 0 0 0
7:30 AM 0 0 0 0 0
7:45 AM 0 0 0 0 0
8:00 AM 0 0 0 0 0
8:15 AM 0 0 0 0 0
8:30 AM 0 0 0 0 0
8:45 AM 0 0 0 0 0
Count Total 0 0 0 0 0
Peak Hour 0 0 0 0 0
Interval Pedestrians/Bicycles on Crosswalk
Start Time EB NB Total WB SB
7:00 AM 0 0 0 0 0
7:15 AM 0 0 0 0 0
7:30 AM 0 0 0 0 0
7:45 AM 0 0 0 0 0
8:00 AM 0 0 0 0 0
8:15 AM 0 0 0 0 0
8:30 AM 0 0 0 0 0
8:45 AM 0 0 0 0 0
Count Total 0 0 0 0 0
Peak Hour 0 0 0 0 0

NORTH PARK DR NORTH PARK DR E COMMERCE WAY E COMMERCE WAY (303) 216-2439
www.alltrafficdata.net
Location: 15 E COMMERCE WAY & NORTH PARK DR AM
Date: Wednesday, May 11, 2022
Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.

Motorized Vehicles Pedestrians/Bicycles in Crosswalk Heavy Vehicles Study Peak Hour (for all study intersections)
Study Peak Hour: 07:30 AM - 08:30 AM
Peak 15-Minutes in Study Peak Hour: 07:45 AM - 08:00 AM Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk 365 353
424
413
617 594
0 0

0.89 N
S
W E

0.76 0.87

0.84 0.00
(662) (530)
(681)
(546)
()
()
(1,131) (864)
0574
93 0
331
0 0
0 0
0 286
00255 339

NORTH PARK DR

NORTH PARK DR

E COMMERCE WAY

E COMMERCE WAY
0 0
0 0 N
S
W E
0 0
0 0
0 0
0 0
000
2 0
0 0
0 0
4 5
2 1
4 4
0 0 N
S
W E
0 0
4 0031
Interval
Start Time Left Thru Right Total
Eastbound Westbound Northbound Southbound
U-Turn
Rolling
U-Turn Right Left Thru Right U-Turn Right Left Thru U-Turn Left Thru Hour 7:00 AM 1,128 0 0 0 0 53 0 0 0 39 0 4 61 176 0 3 16 0
7:15 AM 1,279 0 0 0 0 74 0 0 0 16 0 10 87 223 0 6 30 0
7:30 AM 1,383 0 0 0 0 75 0 0 0 51 1 18 101 341 0 7 88 0 7:45 AM 1,247 0 0 0 0 84 0 0 0 71 2 26 61 388 0 38 106 0 8:00 AM 1,079 0 0 0 0 91 0 0 0 73 2 15 53 327 0 29 64 0 8:15 AM 0 0 0 0 81 0 0 0 60 0 15 71 327 0 19 81 0
8:30 AM 0 0 0 0 60 0 0 0 50 0 3 48 205 0 6 38 0
8:45 AM 0 0 0 0 52 0 0 0 54 0 5 79 220 0 3 27 0
Count Total 0 0 0 0 570 0 0 0 414 5 96 561 2,207 0 111 450 0 Peak Hour 0 0 0 0 331 0 0 0 255 5 74 286 1,383 0 93 339 0 HV% PHF

0.00 0.87

0.84 0.76

0.0%

0.5%

0.7%

1.1%

0.7% 0.89
EB
WB
NB
SB
All
Interval Heavy Vehicles
Start Time EB NB Total WB SB
7:00 AM 0 1 0 0 1
7:15 AM 0 1 1 1 3
7:30 AM 0 1 0 1 2
7:45 AM 0 0 1 1 2
8:00 AM 0 1 1 1 3
8:15 AM 0 2 0 1 3
8:30 AM 0 2 0 1 3
8:45 AM 0 1 2 1 4
Count Total 0 9 5 7 21
Peak Hour 0 4 2 4 10
Interval Bicycles on Roadway
Start Time EB NB Total WB SB
7:00 AM 0 0 0 0 0
7:15 AM 0 0 0 0 0
7:30 AM 0 0 0 0 0
7:45 AM 0 0 0 0 0
8:00 AM 0 0 0 0 0
8:15 AM 0 0 0 0 0
8:30 AM 0 0 0 0 0
8:45 AM 0 0 0 0 0
Count Total 0 0 0 0 0
Peak Hour 0 0 0 0 0
Interval Pedestrians/Bicycles on Crosswalk
Start Time EB NB Total WB SB
7:00 AM 0 0 0 0 0
7:15 AM 0 0 0 0 0
7:30 AM 0 0 0 0 0
7:45 AM 0 0 0 0 0
8:00 AM 0 0 0 0 0
8:15 AM 0 0 0 0 0
8:30 AM 0 0 0 0 0
8:45 AM 0 0 0 0 0
Count Total 0 0 0 0 0
Peak Hour 0 0 0 0 0

ARENA BLVD ARENA BLVD EL CENTRO RD EL CENTRO RD
(303) 216-2439
www.alltrafficdata.net
Location: 16 EL CENTRO RD & ARENA BLVD AM
Date: Wednesday, May 11, 2022
Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.

Motorized Vehicles Pedestrians/Bicycles in Crosswalk Heavy Vehicles Study Peak Hour (for all study intersections)
Study Peak Hour: 07:30 AM - 08:30 AM
Peak 15-Minutes in Study Peak Hour: 07:45 AM - 08:00 AM Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk 416 328
287
499
451 348
410
183

0.80 N
S
W E

0.93 0.68

0.74 0.83
(629) (494)
(420)
(823)
(260)
(647)
(646) (527)
40 170
110
109
64 145
258
7 4
0 242
070211 67

ARENA BLVD

ARENA BLVD

EL CENTRO RD

EL CENTRO RD
1 3
0 0 N
S
W E
1 2
0 0
0 1
0 0
040
2 1
2 0
1 1
7 5
5 11
5 10
2 3 N
S
W E
0 0
3 0226
Interval
Start Time Left Thru Right Total
Eastbound Westbound Northbound Southbound
U-Turn
Rolling
U-Turn Right Left Thru Right U-Turn Right Left Thru U-Turn Left Thru Hour 7:00 AM 1,190 0 0 44 2 5 8 0 3 20 0 17 16 138 9 7 6 1
7:15 AM 1,359 0 0 42 1 5 9 0 2 36 0 32 26 200 24 12 11 0 7:30 AM 1,461 0 2 75 0 16 28 0 17 57 0 46 63 395 35 29 26 1 7:45 AM 1,302 0 2 64 2 25 38 0 29 68 0 46 66 457 57 40 20 0 8:00 AM 1,033 0 1 71 0 11 26 0 13 42 0 38 51 307 29 13 12 0 8:15 AM 0 2 48 2 12 17 0 11 44 0 40 62 302 24 28 9 3
8:30 AM 0 2 51 0 14 22 0 6 31 0 28 38 236 17 11 14 2
8:45 AM 1 2 30 1 6 18 0 4 33 0 32 20 188 15 12 13 1
Count Total 1 11 425 8 94 166 0 85 331 0 279 342 2,223 210 152 111 8 Peak Hour 0 7 258 4 64 109 0 70 211 0 170 242 1,461 145 110 67 4 HV% PHF

0.83 0.68

0.74 0.93

0.5%

1.7%

2.9%

1.7%

1.6% 0.80
EB
WB
NB
SB
All
Interval Heavy Vehicles
Start Time EB NB Total WB SB
7:00 AM 0 1 1 1 3
7:15 AM 1 1 0 2 4
7:30 AM 2 5 3 1 11
7:45 AM 0 3 0 1 4
8:00 AM 0 1 2 5 8
8:15 AM 0 1 0 0 1
8:30 AM 0 1 1 1 3
8:45 AM 2 3 2 0 7
Count Total 5 16 9 11 41
Peak Hour 2 10 5 7 24
Interval Bicycles on Roadway
Start Time EB NB Total WB SB
7:00 AM 0 0 0 0 0
7:15 AM 1 0 0 0 1
7:30 AM 0 0 0 0 0
7:45 AM 0 0 0 1 1
8:00 AM 0 0 0 0 0
8:15 AM 0 0 0 0 0
8:30 AM 0 0 0 0 0
8:45 AM 0 0 0 0 0
Count Total 1 0 0 1 2
Peak Hour 0 0 0 1 1
Interval Pedestrians/Bicycles on Crosswalk
Start Time EB NB Total WB SB
7:00 AM 0 1 0 1 2
7:15 AM 0 0 0 0 0
7:30 AM 0 0 0 0 0
7:45 AM 0 0 1 1 2
8:00 AM 0 0 0 0 0
8:15 AM 0 0 2 0 2
8:30 AM 0 0 0 0 0
8:45 AM 0 2 0 0 2
Count Total 0 3 3 2 8
Peak Hour 0 0 3 1 4
AIRPORT BLVD AIRPORT BLVD I5 NB RAMPS I5 NB RAMPS
(303) 216-2439
www.alltrafficdata.net
Location: 1 I5 NB RAMPS & AIRPORT BLVD PM
Date: Wednesday, May 11, 2022
Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.

Motorized Vehicles Pedestrians/Bicycles in Crosswalk Heavy Vehicles Study Peak Hour (for all study intersections)
Study Peak Hour: 05:00 PM - 06:00 PM
Peak 15-Minutes in Study Peak Hour: 05:00 PM - 05:15 PM Traffic Counts - Heavy Vehicles, Bicycles on Road, and Pedestrians/Bicycles in Crosswalk 884 676
565
32 760 140
0 121

0.76 N
S
W E

0.90 0.93

0.97 0.00
(1,845) (1,482)
(1,232)
(66)
(244)
()
(1,599) (314) 1210
5 564
0 1
0 0
0 0
0 758
10107 32

AIRPORT BLVD

AIRPORT BLVD
I5 NB RAMPS
I5 NB RAMPS
0 0
0 0 N
S
W E
0 0
0 0
0 0
0 0
105
12 0
0 0
0 0
18 18
12 1
12 2
0 1 N
S
W E
0 0 12
0011
Interval
Start Time Left Thru Right Total
Eastbound Westbound Northbound Southbound
U-Turn
Rolling
U-Turn Right Left Thru Right U-Turn Right Left Thru U-Turn Left Thru Hour 4:00 PM 1,802 0 0 0 0 0 0 7 0 35 1 0 249 523 0 171 13 47 4:15 PM 1,704 0 0 0 0 1 0 0 0 24 1 0 187 394 0 156 5 20 4:30 PM 1,718 0 0 0 0 0 0 1 0 41 3 0 198 441 0 166 8 24 4:45 PM 1,650 0 0 0 0 0 0 0 0 32 3 0 196 444 0 173 8 32 5:00 PM 1,589 0 0 0 0 1 0 0 0 31 3 0 207 425 0 144 4 35 5:15 PM 0 0 0 0 0 0 0 0 28 2 0 182 408 0 152 8 36
5:30 PM 0 0 0 0 0 0 0 0 24 0 0 186 373 0 128 11 24
5:45 PM 0 0 0 0 0 0 1 0 24 0 0 183 383 0 140 9 26
Count Total 0 0 0 0 2 0 9 0 239 13 0 1,588 3,391 0 1,230 66 244 Peak Hour 0 0 0 0 1 0 1 0 107 5 0 758 1,589 0 564 32 121 HV% PHF

0.00 0.93

0.97 0.90

0.0%

2.1%

1.4%

2.0%

2.0% 0.76
EB
WB
NB
SB
All
Interval Heavy Vehicles
Start Time EB NB Total WB SB
4:00 PM 0 4 2 2 8
4:15 PM 0 0 2 2 4
4:30 PM 0 6 2 7 15
4:45 PM 0 0 4 9 13
5:00 PM 0 0 1 4 5
5:15 PM 0 1 4 5 10
5:30 PM 0 0 3 4 7
5:45 PM 0 1 4 5 10
Count Total 0 12 22 38 72
Peak Hour 0 2 12 18 32
Interval Bicycles on Roadway
Start Time EB NB Total WB SB
4:00 PM 0 0 0 0 0
4:15 PM 0 0 0 0 0
4:30 PM 0 0 0 0 0
4:45 PM 0 0 0 0 0
5:00 PM 0 0 0 0 0
5:15 PM 0 0 0 0 0
5:30 PM 0 0 0 0 0
5:45 PM 0 0 0 0 0
Count Total 0 0 0 0 0
Peak Hour 0 0 0 0 0
Interval Pedestrians/Bicycles on Crosswalk
Start Time EB NB Total WB SB
4:00 PM 0 0 0 0 0
4:15 PM 0 0 0 0 0
4:30 PM 0 0 0 0 0
4:45 PM 0 0 0 0 0
5:00 PM 0 0 0 0 0
5:15 PM 0 0 0 0 0
5:30 PM 0 0 0 0 0
5:45 PM 0 0 0 0 0
Count Total 0 0 0 0 0
Peak Hour 0 0 0 0 0
AIRPORT BLVD AIRPORT BLVD I5 SB RAMPS I5 SB RAMPS
(303) 216-2439
www.alltrafficdata.net
Location: 2 I5 SB RAMPS & AIRPORT BLVD PM
Date: Wednesday, May 11, 2022
Traffic Counts - Motorized Vehicles
Note: Total study counts contained in parentheses.