Sacramento City Council
October 21, 2025

Technical Memorandum
Martin Ramos
December 9, 2022

Figure 11. RR-2 tarp installation. Figure 12. RR-2 final installation complete with locking device.

Figure 13. RR-3 completed installation of stoplogs.

Technical Memorandum
Martin Ramos
December 9, 2022

2.4 Site 3 – UPRR Crossing at Arcade Creek South Levee RR 3 Observer: Stephen Sullivan
Stoplog Installation Time: 30 minutes
Crew and Equipment: Five (5) workers and one (1) foreman (for both north and south), one (1) backhoe, small flatbed with a stoplog pallet and two (2) posts, hand tools NOTES
• Materials were pre-staged on flatbed on top of adjacent levee. • Install was similar to RR-01.
• Reported installation time for stoplogs was 30 minutes, including locking devices. • Ladder work required for upper 1/4 height of stoplogs • Tarp was not found and plastic sheeting was used for this trial install. • Middle stoplog could not be seated due to top of rail being 1-3/4” above concrete sill. Would need sand bagging to seal for interim. Rubber seal was intended to be notched at rail location to fit (detail 15, drawing C-8). Rubber seal at this location was only 1/4" thick (insufficient to seat). Rubber seal at location RR-2 is 2” and could be swapped.

FIGURES
Figure 14. RR-3 gap between bottom stoplog and
concrete sill.

Figure 15. RR-3 1-3/4" gap between bottom-center
stoplog and concrete sill.

Figure 16. RR-3 materials palletized and loaded for return to storage.

Technical Memorandum
Martin Ramos
December 9, 2022

2.5 Site 4 – UPRR Crossing at American River North Levee – RR 4 Observer: Thomas Darlington and Stephen Sullivan
Stoplog Installation Time: Unknown (stoplogs were already installed with plastic sheeting and sandbags upon arrival to the structure), removal completed by 9:00 am.

Crew and Equipment: Four (4) workers and one (1) foreman, backhoe, small flatbed with stoplog pallets and two (2) posts, hand tools
NOTES
• The crew did not install tarp because there are no hooks installed on the top stoplogs for attachment. • Test fit the custom tarp for this site and it covered a comparable area to the plastic sheeting. • Crew mentioned that the burlap sandbags do not store well so they cannot be pre-loaded and deployed with the stoplogs and must be filled onsite.
• Palletized stoplogs cannot be trucked to site on landside due to the lack of an access road. Crew manually packed the materials from nearby Del Paso Boulevard. Backhoe used to bring posts to site. • Inspected the rubber seal install on bottom stoplogs after disassembly. Seal and attachments appear to match details 14 & 15 on drawing C-8 of the May 2020 Primary Levee Floodgate Rehabilitation Project. Screw heads were not recessed 1/4" as shown in the details but were over-tightened to be slightly recessed.
• Railroad re-opened for traffic at 9:30, approximately 2.5 hours after start.

FIGURES
Figure 17. Site 4 with the custom tarp laid out to check for fit held in position by crew members due to lack of hooks.

Figure 18. Stoplogs at Site 4 upon arrival of observer.

Technical Memorandum
Martin Ramos
December 9, 2022

2.6 Site 5 – Del Paso Boulevard Floodgate at American River North Levee Observer: Thomas Darlington
Miter Gate Deployment Time: Approximately 1.5 hours (without installation of the tarp) Crew and Equipment: 5 crew and 1 foreman, 4-person scissor lift, two (2) half-ton come-alongs, hydraulic bottle jacks
NOTES
• Used leftover wedges from prior trial fit to force the sill timbers to the water side of the channel to allow better alignment of the screw jacks on the timbers. • After pulling miter joint together to install the clevis pin, hydraulic bottle jacks were used to plumb the gates prior to adjusting the screw jacks.
• Once the gap at the miter appeared fairly uniform, the screw jacks were engaged by one (1) turn over touching to secure them and a second come-along was installed at the top of the miter joint. • Struts were assembled and tightened.
• Hydraulic bottle jacks were released, and the wedges driven in until seated in the joint. • There is still an offset present in the joint on the waterside face, but gap and offset appear more uniform than prior witnessed deployments of the gate.

FIGURES
Figure 19. Miter gate sill timbers installed in trench. Figure 20. Miter gate temporary wedges and come-along in the upper part of miter seal.

Technical Memorandum
Martin Ramos
December 9, 2022

Figure 21. Upper portion of the miter joint seal from the water side of the gate.

Figure 22. Lower portion of the miter joint seal from the water side of the gate.

Figure 23. Miter gate temporary wedges and come-along in the lower part of miter seal. Also visible is one of the hydraulic bottle jacks used to plumb the gate leaves and allow the preloading of the screw jacks.

Technical Memorandum
Martin Ramos
December 9, 2022

The installation of the stoplogs at the various UPRR crossing sites and the deployment of the Del Paso Boulevard miter gate went well and met the objectives of the exercise, as reviewed below.

A. Verify proper fit and attachment of modifications made to the structures and new customized tarps on each of the RR closure stop log locations.

1. Determined that the custom tarp for Site RR-0 needs to be modified for proper fit.

2. Determined that rail block out plugs were not advantageous. The rubber seals on the bottom center stoplogs were not notched to fit with the plugs. Existing use of sandbags for filler works well and may continue to be used.

3. Determined that all RR sites still need to have hooks installed to allow securing the custommade tarp.

4. Missing custom-made tarp for RR-3 (Arcade Creek South Levee).

5. For RR-3 (Arcade Creek South Levee), the top of rail is higher than the concrete sill. The rubber seal shown on Details 14 & 15, Drawing C-8, was intended to close this gap. The thicker seal was installed on the RR-2 bottom center stoplog. It may be possible to switch the RR-2 and RR-3 bottom center stoplogs. The bottom rubber seal can then be notched to fit.

B. Train City personnel on the deployment of the structures and logistical considerations for their deployment.

1. New City personnel received exposure to the deployment of the structures in a nonemergency situation to familiarize themselves with what needs to be accomplished and the steps to reach that goal.

2. New personnel could have been engaged more to perform the work and gain better hands-on involvement.

3. Crews did a good job of trying to maintain an “actual” crew size instead of using the extra personnel to speed the installation.

C. Determine if any deployment procedures could be improved to allow greater efficiency and shorten deployment time.

1. The deployment of the gates was well planned and properly staffed. The installation and removal of railroad closures was completed in 2.5 hours. The sandbag trial installations were not conducted during this test. Prior test installs showed that sandbag installation can be accomplished in 15 minutes or less.

2. Materials were pre-staged at the sites prior to mobilization of crews and start of installation. In past flood responses there has been sufficient lead time to allow staging of materials at the site.

3. Materials are sorted and palletized in a storage facility for rapid pickup and delivery.

D. Test fit temporary joint wedges and validate the modified deployment procedure for the Del Paso Miter Gate.

Technical Memorandum
Martin Ramos
December 9, 2022

1. The modified deployment procedure worked well. The use of the hydraulic bottle jacks made the plumbing of the gate much quicker and lessened the force required to deploy the screw jacks on gates.

Overall, the installations went well but here are a few recommendations that would make the installation even more efficient.
• At Site 0 (RR-0), may consider lowering all stoplog sections onto the railroad grade still palletized with the excavator (or crane) and manually install them individually once the upright H-beams and bottomcenter stoplog are installed by use of the excavator (or crane). This would lessen the rigging time and reduce the risks associated with suspended loads and movement of the excavator. Also, by installing the stoplogs individually, it will allow the crew to position the stoplogs into the slots. • May consider trying plastic fiber sandbags and storing them in the heavy lift bags that the sand is delivered in to counteract UV and dry rot degradation of the bags. • Switch the rubber sill seals for the bottom-center stoplogs between RR-2 and RR-3 and notch rubber to fit as needed. Once fit, stencil number onto the seals so they can easily be identified. • Replace or modify the tarp for RR-0 so that it is proper length to extend under the sandbags. • Finish installation of the tarp anchorage hooks at all the sites.

APPENDIX E4. SAFCA North Area Stream Improvement Project Plans O
W
O

JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No. C40105
EXP. 03-31-2018

OVERVIEW AND NOTES

PROJECT LOCATIONS
NEMDC

RIO LINDA

BOULEVARD

SAN JUAN ROAD

MARYSVILLE

BOULEVARD

DEL PASO BOULEVARD

EL CAMINO AVENUE
ARCADE
2K BORROW AREA
U.P.R.R.

U.P.R.R. ARCADE CREEK CREEK SOUTH NORTH
U.P.R.R.

AUBURN BOULEVARD CAPITAL CITY FREEWAY (I-80 BUS)
INTERSTATE 80 (I-80)

DEL PASO ROAD

MAIN AVENUE

ELKHORN BOULEVARD

NORWOOD AVENUE
16TH STREET

GARDEN HIGHWAY

TRUXEL ROAD

N MARKET BOULEVARD

STAGING
AREA 1

NORTHGATE BOULEVARD

ARDEN WAY

NEMDC/STEELHEAD CREEK
(SEE DWG G003)
(SEE DWG C701)

BORROW AREA

HAUL ROUTE
(SEE DWGS C705 TO C708)

STAGING
AREA 4

STAGING
AREA 2

NAS PROJECT
AREA

STAGING
AREA 3

SUPPLEMENTAL

BORROW AREA
2K BORROW AREA WELL,
SEE NOTE 10
(SEE DWGS C712 )

SILVER EAGLE ROAD
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

NORWOOD

RIO LINDA
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018
RN

S JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
ON
WROO
D
RI
O LIND
A

SACRAMENTO NORTHERN BIKE TRAIL

EL CAMINO AVENUE

ARS CONTROL

SILVER EAGLE ROAD

BOULEVARD
CAPITAL CITY FREEWAY (I-80 BUS) EL CAMINO AVENUE

STAGING
AREA 1
STAGING AREA 2 STAGING
AREA 4
U.P.R.R.

UNION PACIFIC RAILROAD (U.P.R.R.)

NEMDC TOE

CUTOFF WALL
LINE
ARS

CROWN CUTOFF WALL
ARS

CROWN CUTOFF
WALL
ARS

TOE CUTOFF
WALL
ARN

RELIEF WELLS

ARN CROWN

CUTOFF WALL
ARN

TOE CUTOFF
WALL
DEL
PASO
LINE
2K BORROW AREA

HAUL ROUTE
SUMP 159
SUMP 158
SUMP 154
STAGING AREA 3

RIO LINDA BOULEVARD

NORWOOD AVENUE MARYSVILLE BOULEVARD

DEL PASO BOULEVARD
CREEK
ARCADE NATOMAS EAST MAIN DRAINAGE CANAL (NEMDC) ARN CONTROL SUMP 103 F.I. STAGING
AREA C
F.I. STAGING
AREA D
F.I. STAGING

AREA A & B
1 G001 TITLE SHEET AND LOCATION MAP
2 G002 PROJECT LOCATIONS OVERVIEW AND NOTES3 G003 NAS AREA MAP4 G004 INDEX OF DRAWINGS5 G005 LEGEND AND ABBREVIATIONS 6 G006 GENERAL NOTES
7 G007 SURVEY CONTROL PLAN NAS PROJECT AREA8 G008 SURVEY CONTROL PLAN 2K BORROW AREA9 G009 PLAN AND PROFILE KEY MAPS 10 G010 NEMDC CONTROL LINES
11 G011 ARCADE CREEK SOUTH CONTROL LINES12 G012 ARCADE CREEK NORTH CONTROL LINE 13 G013 LIMITS OF WORK LINE DATA TABLE
14 G014 LIMITS OF WORK LINE DATA TABLE
15 G015 LIMITS OF WORK CURVE DATA TABLE
16 G101 AERIAL PHOTO NEMDC EAST LEVEE STA 3028+00 TO STA 3042+00 17 G102 AERIAL PHOTO NEMDC EAST LEVEE STA 3042+00 TO STA 3055+00 18 G103
AERIAL PHOTO ARN & ARS LEVEESARS STA 4000+00 TO STA 4014+00ARN STA 5000+00 TO STA 5012+00 19 G104
AERIAL PHOTO ARN & ARS LEVEESARS STA 4014+00 TO STA 4028+00ARN STA 5012+00 TO STA 5026+00 20 G105
AERIAL PHOTO ARN & ARS LEVEESARS STA 4028+00 TO STA 4041+00ARN STA 5026+00 TO STA 5043+00 21 G106
AERIAL PHOTO ARN & ARS LEVEESARS STA 4041+00 TO STA 4056+00ARN STA 5043+00 TO STA 5057+00 22 G107
AERIAL PHOTO ARN & ARS LEVEESARS STA 4056+00 TO STA 4071+00ARN STA 5058+00 TO STA 5072+00 23 G108
AERIAL PHOTO ARN & ARS LEVEESARS STA 4071+00 TO STA 4086+00ARN STA 5072+00 TO STA 5087+00 24 G109
AERIAL PHOTO ARN & ARS LEVEESARS STA 4086+00 TO STA 4090+00ARN STA 5087+00 TO STA 5100+00 25 C101 PLAN AND PROFILE NEMDC LEVEE STA 28+00 TO STA 38+00 26 C102 PLAN AND PROFILE NEMDC LEVEE STA 38+00 TO STA 48+0027 C103 PLAN AND PROFILE NEMDC LEVEE STA 48+00 TO STA 54+0028 C104 PLAN AND PROFILE ARS LEVEE STA 4000+00 TO STA 4010+00 29 C105 PLAN AND PROFILE ARS LEVEE STA 4010+00 TO STA 4020+00 30 C106 PLAN AND PROFILE ARS LEVEE STA 4030+00 TO STA 4040+00 31 C107 PLAN AND PROFILE ARS LEVEE STA 4040+00 TO STA 4050+0032 C108 PLAN AND PROFILE ARS LEVEE STA 4050+00 TO STA 4060+00 33 C109 PLAN AND PROFILE ARS LEVEE STA 4060+00 TO STA 4070+00 34 C110 PLAN AND PROFILE ARS TOE CUTOFF WALL STA 64+00 TO STA 70+00 35 C111 PLAN AND PROFILE ARS TOE CUTOFF WALL STA 70+00 TO STA 80+00 36 C112 PLAN AND PROFILE ARS TOE CUTOFF WALL STA 80+00 TO STA 90+00 37 C113 PLAN AND PROFILE ARN LEVEE STA 5022+00 TO STA 5032+00 38 C114 PLAN AND PROFILE ARN LEVEE STA 5033+00 TO STA 5043+00 39 C115 PLAN AND PROFILE ARN LEVEE STA 5043+00 TO STA 5053+00 40 C116 PLAN AND PROFILE ARN LEVEE STA 5053+00 TO STA 5063+00 41 C117 PLAN AND PROFILE ARN LEVEE STA 5063+00 TO STA 5073+00 42 C118 PLAN AND PROFILE ARN LEVEE STA 5073+00 TO STA 5083+00 43 C119 PLAN AND PROFILE ARN LEVEE STA 5083+00 TO STA 5093+00 44 C120 PLAN AND PROFILE ARN LEVEE STA 5093+00 TO STA 5103+00 45 C301 TYPICAL LEVEE SECTIONS
46 C302 TYPICAL LEVEE SECTIONS
47 C303 TYPICAL LEVEE SECTIONS
48 C304 TYPICAL LEVEE SECTIONS
49 C305 TYPICAL LEVEE SECTIONS
50 C306 RIO LINDA BOULEVARD DETAIL
51 C307 TYPICAL LEVEE DETAILS CUTOFF WALL AND BENCHING DETAILS52 C308 RELIEF WELLS 1 THROUGH 12 TYPICAL DETAILS 53 C309 RELIEF WELLS 1 THROUGH 12 DETAILS AND TYPICAL LEVEE DETAILS 54 C310 SUMP 154 DRAIN TRENCH PLAN AND SECTIONS
55 C311 SUMP 154 DRAIN TRENCH DETAILS
56 C312 CUTOFF WALL PAVEMENT CROSSING CONSTRUCTION SEQUENCE57 C313 TYPICAL LEVEE DETAILS58 C314 ACCESS CONTROL GATE AND MONITORING DETAILS 59 C315 TEMPORARY ACCESS RAMP PLAN AND DETAILS
60 C316 RELIEF WELL 13 PLAN VIEW AND DETAIL
61 C317 RELIEF WELL 14 PLAN VIEW AND DETAIL62 C318 RELIEF WELLS 13 AND 14 DETAILS63 C400 CUTOFF WALL PROFILE NEMDC LEVEE 64 C401 CUTOFF WALL PROFILE NEMDC LEVEE
65 C402 CUTOFF WALL PROFILE ARS LEVEE
66 C403 CUTOFF WALL PROFILE ARS LEVEE67 C404 CUTOFF WALL PROFILE ARS LEVEE68 C405 CUTOFF WALL PROFILE ARS LEVEE69 C406 CUTOFF WALL PROFILE ARN LEVEE70 C407 CUTOFF WALL PROFILE ARN LEVEE 71 C408 CUTOFF WALL PROFILE ARN LEVEE72 C409 CUTOFF WALL PROFILE ARN LEVEE73 C410 CUTOFF WALL PROFILE ARN LEVEE 74 C500 UTILITY MODIFICATIONS GENERAL NOTES AND UTILITY LOCATION MAP I 75 C501 UTILITY MODIFICATIONS UTILITY LOCATION MAP II
76 C502 UTILITY MODIFICATIONS UTILITY LOCATION MAP III77 C503 UTILITY MODIFICATIONS UTILITY LOCATION MAP IV78 C504 UTILITY MODIFICATIONS UTILITY LOCATION MAP V 79 C505

GENERAL CONSTRUCTION SEQUENCE FOR

CUT & REPLACEMENT OF PRESSURIZED

WATER PIPE
80 C506

GENERAL CONSTRUCTION SEQUENCE FOR

REMOVE & REPLACEMENT OF PRESSURIZED

STORM PIPE
81 C507

GENERAL CONSTRUCTION SEQUENCE FOR

CUT & REPLACEMENT OF GRAVITY STORM
PIPE
82 C508 GENERAL CONSTRUCTION SEQUENCE FOR CUT & REPLACEMENT OF 54" GRAVITY PIPE 83 C509 STA 3039+03 - 6" WELDED STEEL GAS PIPE
84 C510 STA 3039+13 - 12" ABANDONED GAS PIPE
85 C511 SUMP 154 STA 4001+76 - LEVEL SENSOR CONDUIT
86 C512 SUMP 154 STA 4001+88 - 12" WELDED STEEL STORM PIPE 87 C513 SUMP 154 STA 4001+94 - 36" WELDED STEEL STORM PIPE 88 C514 SUMP 154 STA 4001+98 - 36" WELDED STEEL STORM PIPE 89 C515 SUMP 154 STA 4002+02 - 36" WELDED STEEL STORM PIPE 90 C516 SUMP 159 STA 4063+19 - 24" WELDED STEEL STORM PIPE 91 C517 SUMP 159 STA 4063+27 - 36" WELDED STEEL STORM PIPE92 C518 SUMP 159 STA 4063+30 - 12" WELDED STEEL STORM PIPE 93 C519 STA 4063+96 - 2", 6", AND 6" ELECTRICAL CONDUITS 94 C520 STA 4064+13 - 30" STEEL WATER PIPE STA 4064+20- REMOVE 15" ABANDONED STORM 95 C521 STA 4082+82 - 4" WROUGHT IRON GAS PIPE (GAS PIPE MODIFICATIONS BY PG&E) 96 C522 STA 4082+85 - 6" WROUGHT IRON GAS PIPE (GAS PIPE MODIFICATIONS BY PG&E) 97 C523 SUMP 103 STA 5064+73 - 54" RCP GRAVITY PIPE
98 C524 SUMP 103 STA 5064+85 - 36" WELDED STEEL STORM PIPE 99 C525 SUMP 103 STA 5064+91 - 36" WELDED STEEL STORM PIPE 100 C526 STA 5065+82 - 2", 6", AND 6" ELECTRICAL CONDUITS 101 C527 STA 5065+95 - 30" STEEL WATER PIPE STA 5066+16 - REMOVE 24" ABANDONED STORM102 C528 STA 5069+31 - 15-4" TELEPHONE CONDUITS (MODIFICATIONS BY AT&T) 103 C529 STA 5069+36 - 8" STEEL WATER PIPE
104 C530 STA 5069+59 - 4" WELDED STEEL GAS PIPE (GAS PIPE MODIFICATIONS BY PG&E) 105 C531 STA 5077+61 - 24" RCP GRAVITY PIPE
106 C532 STA 5084+44 - 4" WROUGHT IRON GAS PIPE (GAS PIPE MODIFICATIONS BY PG&E) 107 C533 STA 5084+48 - 6" WROUGHT IRON GAS PIPE (GAS PIPE MODIFICATIONS BY PG&E) 108 C534 STA 5084+82 - 24" RCP GRAVITY PIPE109 C535 STA 5090+98 - 24" RCP GRAVITY PIPE 110 C536 STA 5093+53 - 36" RCP GRAVITY PIPE
111 C537 STA 5096+97 - 24" RCP GRAVITY PIPE112 C538 SUMP 154 TEMPORARY BYPASS PUMPING SITE PLAN113 C539 SUMP 159 TEMPORARY BYPASS PUMPING SITE PLAN 114 C540 SUMP 103 TEMPORARY BYPASS PUMPING SITE PLAN
115 C541 ANTI-SIPHON AND VALVE VAULT PLAN
116 C542 ANTI-SIPHON AND VALVE VAULT SECTION AND DETAILS117 C543 TYPICAL OUTFALL STRUCTURE PLAN, SECTION, AND DETAILS I 118 C544 TYPICAL OUTFALL STRUCTURE PLAN, SECTION, AND DETAILS II 119 C545 MISCELLANEOUS DETAILS
120 C546 TRENCHING AND BACKFILLING DETAILS
121 C547 STATION 5064+73 - GATE RISER STRUCTRE PLAN AND SECTION122 C548 GENERAL STRUCTURAL NOTES & ABBREVIATIONS 123 C549 GENERAL STRUCTURAL NOTES & TYPICAL DETAILS
124 C550 TYPICAL DETAILS - CONCRETE
125 C551 STATION 5064+73- FOUNDATION & FRAMING PLANS
126 C552 STATION 5064+73- SECTIONS127 C553 DETAILS128 C554 SUMP 103 / ANTI-SIPHON & VALVE VAULT FOUNDATION PLAN & T.O. WALL PLAN129 C555 SUMP 103/ANTI-SIPHON & VALVE VAULT WALL ELEVATIONS & SECTION 130 C556 SUMP 154/ANTI-SIPHON & VALVE VAULT FOUNDATION PLAN & T.O. WALL PLAN 131 C557 SUMP 154/ANTI-SIPHON & VALVE VAULT WALL ELEVATIONS & SECTIONS132 C558 SUMP 159/ANTI-SIPHON & VALVE VAULT FOUNDATION PLAN & T.O. WALL PLAN133 C559 SUMP 159/ANTI-SIPHON & VALVE VAULT WALL ELEVATIONS & SECTIONS 134 C600 LEVEE CROSS SECTIONS NEMDC STA 3029+00 TO 3033+00 135 C601 LEVEE CROSS SECTIONS NEMDC STA 3033+50 TO STA 3037+50 136 C602 LEVEE CROSS SECTIONS NEMDC STA 3038+00 TO STA 3042+00137 C603 LEVEE CROSS SECTIONS NEMDC STA 3042+50 TO STA 3046+50 138 C604 LEVEE CROSS SECTIONS NEMDC STA 3047+00 TO STA 3051+00139 C605 LEVEE CROSS SECTIONS NEMDC STA 3051+50 TO STA 3052+50140 C606 LEVEE CROSS SECTIONS ARS STA 4001+85 TO STA 4005+50141 C607 LEVEE CROSS SECTIONS ARS STA 4006+00 TO STA 4010+00142 C608 LEVEE CROSS SECTIONS ARS STA 4010+50 TO STA 4013+00143 C609 LEVEE CROSS SECTIONS ARS STA 4031+18 TO STA 4035+00 144 C610 LEVEE CROSS SECTIONS ARS STA 4035+50 TO STA 4039+50 145 C611 LEVEE CROSS SECTIONS ARS STA 4040+00 TO STA 4044+00146 C612 LEVEE CROSS SECTIONS ARS STA 4044+50 TO STA 4048+50147 C613 LEVEE CROSS SECTIONS ARS STA 4049+00 TO STA 4053+00148 C614 LEVEE CROSS SECTIONS ARS STA 4053+50 TO STA 4057+50149 C615 LEVEE CROSS SECTIONS ARS STA 4058+00 TO STA 4062+00150 C616 LEVEE CROSS SECTIONS ARS STA 5062+50 TO STA 4065+00151 C617 LEVEE CROSS SECTIONS ARS STA 4065+20 TO STA 4069+00152 C618 LEVEE CROSS SECTIONS ARS STA 4069+50 TO STA 4073+50153 C619 LEVEE CROSS SECTIONS ARS STA 4074+00 TO STA 4078+00154 C620 LEVEE CROSS SECTIONS ARS STA 4078+50 TO STA 4082+50 155 C621 LEVEE CROSS SECTIONS ARN STA 5039+50 TO STA 5043+50156 C622 LEVEE CROSS SECTIONS ARN STA 5044+00 TO STA 5048+00157 C623 LEVEE CROSS SECTIONS ARN STA 5048+50 TO STA 5052+50158 C624 LEVEE CROSS SECTIONS ARN STA 5053+00 TO STA 5057+00159 C625 LEVEE CROSS SECTIONS ARN STA 5057+50 TO STA 5061+50160 C626 LEVEE CROSS SECTIONS ARN STA 5062+00 TO STA 5066+00161 C627 LEVEE CROSS SECTIONS ARN STA 5066+50 TO STA 5070+50162 C628 LEVEE CROSS SECTIONS ARN STA 5071+00 TO STA 5075+00163 C629 LEVEE CROSS SECTIONS ARN STA 5075+50 TO STA 5079+50164 C630 LEVEE CROSS SECTIONS ARN STA 5080+00 TO STA 5084+00 165 C631 LEVEE CROSS SECTIONS ARN STA 5084+50 TO STA 5088+50166 C632 LEVEE CROSS SECTIONS ARN STA 5089+00 TO STA 5093+00167 C633 LEVEE CROSS SECTIONS ARN STA 5093+50 TO STA 5097+50168 C634 LEVEE CROSS SECTIONS ARN STA 5098+00 TO STA 5100+00169 C635 LEVEE CROSS SECTIONS - OPT ARS STA 4001+85 TO STA 4009+00170 C636 LEVEE CROSS SECTIONS - OPT ARS STA 4010+00 TO STA 4013+00 171 C637 LEVEE CROSS SECTIONS - OPT ARS STA 4031+18 TO STA 4040+00172 C638 LEVEE CROSS SECTIONS - OPT ARS STA 4041+00 TO STA 4049+00 173 C639 LEVEE CROSS SECTIONS - OPT ARS STA 4050+00 TO STA 4058+00 174 C640 LEVEE CROSS SECTIONS - OPT ARS STA 4059+00 TO STA 4063+00 175 C641 LEVEE CROSS SECTIONS - OPT ARN STA 5039+50 TO STA 5047+00176 C642 LEVEE CROSS SECTIONS - OPT ARN STA 5048+00 TO STA 5056+00177 C643 LEVEE CROSS SECTIONS - OPT ARN STA 5057+00 TO STA 5064+00 178 C701 2K BORROW AREA PRELIMINARY BORROW PLAN
179 C702 2K BORROW AREA SECTIONS AND TABLES180 C703 2K BORROW AREA RECLAMATION GRADING PLAN 181 C704 2K BORROW AREA RECLAMATION SECTIONS AND TABLES 182 C705 2K BORROW AREA HAUL ROUTE PLAN183 C706 2K BORROW AREA HAUL ROUTE PLAN184 C707 2K BORROW AREA HAUL ROUTE PLAN185 C708 2K BORROW AREA HAUL ROUTE PLAN186 C709 2K BORROW AREA HAUL ROUTE DETAILS187 C710 HAUL ROUTE TEMPORARY BRIDGE DETAILS188 C711 2K BORROW AREA HAUL ROUTE DETAILS 189 C712 SUPPLEMENTAL BORROW AREA PLAN VIEW190 C801 TRAFFIC HANDLING PLAN191 C802 TRAFFIC HANDLING PLAN192 C803 TRAFFIC DETOUR PLAN193 C901 STAGING AREAS 1 AND 2 PLAN VIEWS194 C902 STAGING AREAS 3 AND 4 PLAN VIEWS

INDEX OF DRAWINGS

DRAWINGS
INDEX OF JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018
JOSEP
A RNES
CIVIL
No.C40105
EXP. 03-31-2018
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018

ABBREVIATIONS

LEGEND AND

LEGEND AND SYMBOLS

MATCHLINE
PLAN

SECTION
DETAIL

SECTION CUT MARKER

DETAIL MARKER
NOTES

GENERAL
ARS
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
NOTES
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018

SURVEY CONTROL PLAN

NAS PROJECT AREA

SURVEY CONTROL POINTS
LEGEND
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No. C40105
EXP. 03-31-2018

SURVEY CONTROL PLAN
2K BORROW AREA
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018

PLAN AND PROFILE
C113 C114 C115
C116 C117 C118 C119 C120 NORTHERN BIKE TRAIL

SACRAMENTO NORWOOD AVENUE RIO

LINDA BLVD
C101 C102 C103

NORWOOD
AVENUE
C104
C105
C106 C107
C108
C110
C111 C112 SACRAMENTO NORTHERN BIKE TRAIL C109 RIO LNDA BLVD JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
----

NEMDC CONTROL LINES
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
----

ARCADE CREEK SOUTH CONTROL LINE
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
----

ARCADE CREEK NORTH CONTROL LINE

LINE DATA TABLE

LIMITS OF WORK
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018

LIMITS OF WORK
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018

LINE DATA TABLE

LIMITS OF WORK
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018

CURVE DATA TABLE

LIMITS OF WORK
STA 3028+00 TO STA 3042+00
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No. C40105
EXP. 03-31-2018
STA 3042+00 TO STA 3055+00
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No. C40105
EXP. 03-31-2018
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No. C40105
EXP. 03-31-2018 ARS STA 4000+00 TO STA 4014+00
ARN STA 5000+00 TO STA 5012+00
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No. C40105
EXP. 03-31-2018 ARS STA 4014+00 TO STA 4028+00
ARN STA 5012+00 TO STA 5026+00
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No. C40105
EXP. 03-31-2018 ARS STA 4028+00 TO STA 4041+00
ARN STA 5026+00 TO STA 5043+00
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No. C40105
EXP. 03-31-2018 ARS STA 4041+00 TO STA 4056+00
ARN STA 5043+00 TO STA 5057+00
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No. C40105
EXP. 03-31-2018 ARS STA 4056+00 TO STA 4071+00
ARN STA 5058+00 TO STA 5072+00
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No. C40105
EXP. 03-31-2018 ARS STA 4071+00 TO STA 4086+00
ARN STA 5072+00 TO STA 5087+00
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No. C40105
EXP. 03-31-2018 ARS STA 4086+00 TO STA 4090+00
ARN STA 5087+00 TO STA 5100+00
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018

PLAN AND PROFILE NEMDC LEVEE
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
STA 38+00 TO STA 48+00
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
STA 48+00 TO STA 54+00
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
STA 4000+00 TO STA 4010+00
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
STA 4010+00 TO STA 4020+00
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
STA 4030+00 TO STA 4040+00
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
STA 4040+00 TO STA 4050+00
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
STA 4050+00 TO STA 4060+00
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
STA 4060+00 TO STA 4070+00
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
STA 64+00 TO STA 70+00
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
WALL STA 70+00 TO STA 80+00
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
WALL STA 80+00 TO STA 90+00
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
STA 5022+00 TO STA 5032+00
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
STA 5033+00 TO STA 5043+00
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
STA 5043+00 TO STA 5053+00
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
STA 5053+00 TO STA 5063+00
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
STA 5063+00 TO STA 5073+00
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
STA 5073+00 TO STA 5083+00
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
STA 5083+00 TO STA 5093+00
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
STA 5093+00 TO STA 5103+00

TYPICAL LEVEE

TYPICAL WATERSIDE TOE CUTOFF WALL

CONSTRUCTION SEQUENCING

TEMPORARY SOIL CAP
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018
JOSEP
A RNES
CIVIL
No.C40105
EXP. 03-31-2018

SECTIONS

TYPICAL LEVEE

CONSTRUCTION SEQUENCE

OPEN TRENCH CONSTRUCTION METHOD OPEN TRENCH CONSTRUCTION METHOD JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018

TYPICAL LEVEE

TYPICAL WATERSIDE TOE CUTOFF WALL

CONSTRUCTION SEQUENCE
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018
JOSEP
A RNES
CIVIL
No.C40105
EXP. 03-31-2018

TYPICAL LEVEE

CONSTRUCTION SEQUENCE

TYPICAL WATERSIDE TOE CUTOFF WALL
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018
JOSEP
A RNES
CIVIL
No.C40105
EXP. 03-31-2018

ARS FLOODWALL EXCAVATION

SECTIONS

TYPICAL LEVEE

CONSTRUCTION SEQUENCE
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018
JOSEP
A RNES
CIVIL
No.C40105
EXP. 03-31-2018
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
DETAIL

CONSTRUCTION SEQUENCE

CUTOFF WALL AT RIO LINDA BLVD BRIDGE

RIO LINDA BLVD DETAIL

TYPICAL LEVEE DETAILS

SETTLEMENT PLATE FLANGE DETAIL

SETTLEMENT PLATE PLAN SECTION LEAD IN TRENCH DETAIL

LEAD OUT TRENCH DETAIL
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
RELIEF WELLS 1 THROUGH 12
PLAN

SECTION

RELIEF WELL RELIEF WELL DETAIL

RELIEF WELL FRONT DETAIL
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
RELIEF WELL 1 THROUGH 12 DETAILS
AND

CHECK VALVE DETAIL CROWN SURFACING DETAIL (TYP)

CASING CENTRALIZERS DETAIL VALVE ASSEMBLY DETAIL
B B
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018

PLAN AND SECTIONS
SUMP 154 DRAIN TRENCH
PLAN - SUMP 154

LONGITUDINAL SECTION

SECTION

DRAIN TRENCH DETAILS
CITY OF SACRAMENTO SUMP 154
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018

DETAIL PLAN

CONSTRUCTION SEQUENCE

CUTOFF WALL PAVEMENT CROSSING

PLAN VIEW NORWOOD AVE CROSSING

PLAN VIEW - NORTHERN BIKE TRAIL CROSSINGS

PLAN VIEW - RIO LINDA BLVD CROSSING

TRENCH SECTION AND SEQUENCING
STEP 1STEP 2STEP 3
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No. C40105
EXP. 03-31-2018

DETAILS

TYPICAL LEVEE

RSP U/S & D/S TRANSITION DETAIL

STAIR SECTION

RSP TOE DETAIL SECTION A

TYPICAL TREE REMOVAL
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No. C40105
EXP. 03-31-2018

CUTOFF WORKING PLATFORM AT CROSSINGS

MONITORING DETAILS

SINGLE LEAF ACCESS CONTROL GATE

GATE HINGE ASSEMBLY DETAIL

LOCK ASSEMBLY DETAIL FOR SINGLE LEAF GATE
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No. C40105
EXP. 03-31-2018
MONITORING WELL INSTALLATION COMPLETION DETAIL 66" RCP MONITORING DETAIL

ACESS CONTROL GATE AND

PLAN AND DETAILS

TEMPORARY ACCESS RAMP

TYPICAL SECTION

TEMPORARY ACCESS RAMP
∆
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No. C40105
EXP. 03-31-2018

PLAN VIEW AND DETAIL
RELIEF WELL 13
PLAN VIEW - SUMP 159
RELIEF WELL No.13
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No. C40105
EXP. 03-31-2018

PLAN VIEW AND DETAIL
RELIEF WELL 14
PLAN VIEW - SUMP 103
RELIEF WELL No.14
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No. C40105
EXP. 03-31-2018

DETAILS
RELIEF WELLS 13 AND 14
PLAN

SECTION
RELIEF WELL No.14 DETAIL

SECTION
RELIEF WELL No.13 DETAIL
PLAN
DETAIL
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No. C40105
EXP. 03-31-2018
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018

CUTOFF WALL PROFILE
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018

CUTOFF WALL PROFILE
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018

CUTOFF WALL PROFILE
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018

CUTOFF WALL PROFILE
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018

CUTOFF WALL PROFILE
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018

CUTOFF WALL PROFILE
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018

CUTOFF WALL PROFILE
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018

CUTOFF WALL PROFILE
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018

CUTOFF WALL PROFILE
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018

CUTOFF WALL PROFILE
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018

CUTOFF WALL PROFILE

2 8
6 1 7
5 2 8
3 4

GENERAL CONSTRUCTION SEQUENCE

FOR CUT & REPLACEMENT OF

PRESSURIZED WATER PIPE

GENERAL CONSTRUCTION SEQUENCE OF CUT & REPLACEMENT OF PRESSURE PIPE (CENTERLINE CUTOFF WALL)

PRESSURE PIPE LOCATIONS (CUT & REPLACE)
STATION PIPE DESCRIPTION TYPE SEE DWG NO.
4064+13 30" STEEL WATER C520
5065+95 30" STEEL WATER C527
5069+36 8" STEEL WATER C529
12 345678
6 1 7
5 2
2 7
7 3 4
1 2
34567

GENERAL CONSTRUCTION SEQUENCE

FOR REMOVE & REPLACEMENT OF

PRESSURIZED STORM PIPE

GENERAL CONSTRUCTION SEQUENCE OF REMOVE & REPLACEMENT OF PRESSURE PIPE (CENTERLINE CUTOFF WALL) NTS

PRESSURE PIPE LOCATIONS (REMOVE & REPLACE)
STATION PIPE DESCRIPTION TYPE SEE DWG NO.
4001+94 36" WSP STORM C513
4001+98 36" WSP STORM C514
4002+02 36" WSP STORM C515
4063+19 24" WSP STORM C516
4063+27 36" WSP STORM C517
4063+30 12" WSP STORM C518
5064+85 36" WSP STORM C524
5064+91 36" WSP STORM C525
8 5
5 2
1 6
7 3 4
1 6
1234567

GENERAL CONSTRUCTION

SEQUENCE CUT & REPLACEMENT

OF GRAVITY STORM PIPE

GENERAL CONSTRUCTION SEQUENCE OF CUT & REPLACEMENT OF GRAVITY PIPE (WATERSIDE CUTOFF WALL)

GRAVITY PIPE LOCATIONS (CUT & REPLACE)
STATION PIPE DESCRIPTION TYPE SEE DWG NO.
5077+61 24" RCP STORM C531
5084+82 24" RCP STORM C534
5090+98 24" RCP STORM C5355093+53 36" RCP STORM C5365096+97 24" RCP STORM C537 7 2
1 6
5 3 4
1 6
2 2
6 6
234567

GENERAL CONSTRUCTION

SEQUENCE CUT & REPLACEMENT
OF 54" GRAVITY PIPE

GENERAL CONSTRUCTION SEQUENCE OF REMOVE & REPLACEMENT OF GRAVITY PIPE (CENTERLINE CUTOFF WALL)

GRAVITY PIPE LOCATIONS (REMOVE & REPLACE)
STATION PIPE DESCRIPTION TYPE SEE DWG NO.
5064+73 54" RCP STORM C523
1 3
1 2
3 2
2 1
1 3
1 2
3 2
1 2
1 6
1 2
3 8
4 3
5 10
3 1
234
5 67
89 3 1 2 4
10 7 7
7 7
5 12
3456
78 10
4 5 6
2 7
1 3
8 9
2 7
1234567
8 4 5 6
2 7
9 10
2 7
11 12
345678
11 12
12 2
3 4 5
8 9
1 6
7 1234567
3 4 5
1 2
2 89
1011
11 1 2
3 4 5
8 9
1 7
6 1
2 34567
3 4 5
1 2
2 8
9 1011
11 1 2
3 4 5
8 9
1 7
6 1
2 34567
3 4 5
1 2
2 89
10 11
11 1 3
4 5
7 6
10 2
9 8
123456789
10 4 5 6
1 3
2 1112
7 12
8 13
13 1
3 2
9 4 5 6
10 7
8 4 5 6
2 1 3
123456
7 89
101112
8 7
1 2
6 3 4 5 8
9 7
3 4 5
1 2
1234567
8 9
101112
12 12
7 2 4
2 4
3 1234567
2 4
1 3
2 4
8 6
8 12
34567
3 1
8 6
2 4
10 2 4
5 7
12 12345
2 4
1 3
6 7
89 10
2 4
11 12
5 13
9 1
23 3
2 1
23 3
2 2 4 1 3
3 5
2 4
4 1234
5 6
2 4
1 3
2 5
1 7
3 4
9 8
2 6
12345
3 6
1 4 5
6789
2 2
6 5
1 7
3 4
9 8
2 12345
3 6
1 4 5
6789
2 10
10 2 4
3 8
12345678
6 5 5
8 12
34567
6 1
8 5
3 2 4
10 2 4
7 1
23 45
2 1 3
4 6789
10 2 4
1112
5 6
13 9
1 23
3 2
2 4
1 3
2 4
8 8
1 3
2 4
5 1
23456
2 4
7 7
7 8
8 8
1 23
2 2 4
1 3
3 5
1234
1 3 2 4
3 5
1 2
3 3
2 1
23 3
2 2 4
1 3
3 5
12345
2 4
1 3
3 4
1 3
2 3
5 12345
3 4
1 3
2 4
5 3
12345
3 2 4
4 1 3
2 5
3 123
4 3
4 5
SUMP 154 SITE PLAN
SUMP 159 SITE PLAN
SUMP 103 SITE PLAN
1"=2'-0"
SUMP 154 ANTI-SIPHON VAULT DETAIL
1"=2'-0"
SUMP 159 ANTI-SIPHON VAULT DETAIL
1"=2'-0"
SUMP 103 ANTI SIPHON VAULT DETAIL
NTS

SUPPORT BEAM TO GIRDER CONNECTION SECTION

ANTI-SIPHON AND VALVE VAULT PLAN

INSIDE VAULT DIMENSIONS

SUMP WL
154 8'-0" 25'159 7'-0" 22'103 8'-0" 18'

SECTION

SECTION

ANTI SIPHON AND VALVE VAULT SECTION

AND DETAILS

VAULT PLAN

INSPECTION PORT
PLAN

SECTION
1 2

PROFILE VIEW SECTION VIEW

WELD DETAIL

WELD DETAIL

TYPICAL OUTFALL STRUCTURE PLAN
NTS

SUPPORT BEAM TO GIRDER CONNECTION SECTION
NTS
ASTM A572 GRADE 50 3/8" SINGLE PLATE DETAIL

TYPICAL OUTFALL STRUCTURE PLAN,

SECTION, AND DETAILS I

SECTION

SECTION

SECTION
NTS

SUPPORT BEAM TO GIRDER CONNECTION SECTION

SECTION

DETAIL DETAIL

TYPICAL OUTFALL STRUCTURE OUTLET ACCESS CONTROL RACK DETAIL OUTLET ACCESS CONTROL RACK DETAIL PLAN
DETAIL

INSTALLATION OF OUTFALL STRUCTURE WITHIN CUTOFF WALL

TYPICAL OUTFALL STRUCTURE PLAN,

SECTION, AND DETAILS II

MISCELLANEOUS DETAILS
DETAIL
DETAIL
DETAIL

DETAIL DETAIL

TRENCHING AND BACKFILLING DETAILS
DETAIL
DETAIL

INSTALLATION OF NEW PIPE

TYPICAL REMOVAL OF EXISTING PIPE
DETAIL

EXPOSURE OF PROTECT IN PLACE PIPE
(MIN)
36"
8" (MIN)
(MIN)
24"
18"
(MIN)
CLSM
DETAIL

PULL BOX DETAIL

PERMANENT FACILITY MARKER
DETAIL
INSTALLATION OF 2" AND 6" SMUD CONDUIT
1/2"=1'-0"

GATE RISER STRUCTURE PLAN
STA 5064+73 - GATE RISER

STRUCTURE PLAN AND

SECTION

SECTION
0 4/07/2017 CONFORMED; ISSUED FOR CONSTRUCTION
1 10/23/20 RECORD DRAWINGS

RECORD DRAWINGS
0 4/07/2017 CONFORMED; ISSUED FOR CONSTRUCTION
1 10/23/20 RECORD DRAWINGS

RECORD DRAWINGS
0 4/07/2017 CONFORMED; ISSUED FOR CONSTRUCTION
1 10/23/20 RECORD DRAWINGS

RECORD DRAWINGS
0 4/07/2017 CONFORMED; ISSUED FOR CONSTRUCTION
1 10/23/20 RECORD DRAWINGS

RECORD DRAWINGS
0 4/07/2017 CONFORMED; ISSUED FOR CONSTRUCTION
1 10/23/20 RECORD DRAWINGS

RECORD DRAWINGS
0 4/07/2017 CONFORMED; ISSUED FOR CONSTRUCTION
1 10/23/20 RECORD DRAWINGS
1 RECORD DRAWINGS
0 4/07/2017 CONFORMED; ISSUED FOR CONSTRUCTION
1 10/23/20 RECORD DRAWINGS

RECORD DRAWINGS
0 4/07/2017 CONFORMED; ISSUED FOR CONSTRUCTION
1 10/23/20 RECORD DRAWINGS
1 RECORD DRAWINGS
0 4/07/2017 CONFORMED; ISSUED FOR CONSTRUCTION
1 10/23/20 RECORD DRAWINGS

RECORD DRAWINGS
0 4/07/2017 CONFORMED; ISSUED FOR CONSTRUCTION
1 10/23/20 RECORD DRAWINGS
1 1

RECORD DRAWINGS
0 4/07/2017 CONFORMED; ISSUED FOR CONSTRUCTION
1 10/23/20 RECORD DRAWINGS

RECORD DRAWINGS
0 4/07/2017 CONFORMED; ISSUED FOR CONSTRUCTION
1 10/23/20 RECORD DRAWINGS
1 1
1 RECORD DRAWINGS
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
NEMDC STA 3029+00 TO STA 3033+00
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
NEMDC STA 3033+50 TO STA 3037+50
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
NEMDC STA 3038+00 TO STA 3042+00
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
NEMDC STA 3042+50 TO STA 3046+50
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
NEMDC STA 3047+00 TO STA 3051+00
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
NEMDC STA 3051+50 TO STA 3052+50
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
ARS STA 4001+85 TO STA 4005+50
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
ARS STA 4006+00 TO STA 4010+00
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
ARS STA 4010+50 TO STA 4013+00
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
ARS STA 4031+18 TO STA 4035+00
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
ARS STA 4035+50 TO STA 4039+50
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
ARS STA 4040+00 TO STA 4044+00
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
ARS STA 4044+50 TO STA 4048+50
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
ARS STA 4049+00 TO STA 4053+00
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
ARS STA 4053+50 TO STA 4057+50
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
ARS STA 4058+00 TO STA 4062+00
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
ARS STA 4062+50 TO STA 4065+00
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
ARS STA 4065+20 TO STA 4069+00
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
ARS STA 4069+50 TO STA 4073+50
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
ARS STA 4074+00 TO STA 4078+00
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
ARS STA 4078+50 TO STA 4082+50
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
ARN STA 5039+50 TO STA 5043+50
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
ARN STA 5044+00 TO STA 5048+00
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
ARN STA 5048+50 TO STA 5052+50
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
ARN STA 5053+00 TO STA 5057+00
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
ARN STA 5057+50 TO STA 5061+50
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
ARN STA 5062+00 TO STA 5066+00
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
ARN STA 5066+50 TO STA 5070+50
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
ARN STA 5071+00 TO STA 5075+00
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
ARN STA 5075+50 TO STA 5079+50
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
ARN STA 5080+00 TO STA 5084+00
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
ARN STA 5084+50 TO STA 5088+50
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
ARN STA 5089+00 TO STA 5093+00
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
ARN STA 5093+50 TO STA 5097+50
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
ARN STA 5098+00 TO STA 5100+00
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
ARS STA 4001+85 TO STA 4009+00
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
ARS STA 4010+00 TO STA 4013+00
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
ARS STA 4031+18 TO STA 4040+00
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
ARS STA 4041+00 TO STA 4049+00
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
ARS STA 4050+00 TO STA 4058+00
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
ARS STA 4059+00 TO STA 4063+00
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
ARN STA 5039+50 TO STA 5047+00
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
ARN STA 5048+00 TO STA 5056+00
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
ARN STA 5057+00 TO STA 5064+00

PLAN VIEW

PRELIMINARY BORROW PLAN
2K BORROW AREA JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018
JOSEP
A RNES
CIVIL
No.C40105
EXP. 03-31-2018
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No. C40105
EXP. 03-31-2018
2K BORROW AREA
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018

PLAN VIEW

RECLAMATION GRADING PLAN
2K BORROW AREA
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
2K BORROW AREA
2K BORROW AREA HAUL ROUTE
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018
2K BORROW AREA HAUL ROUTE
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No. C40105
EXP. 03-31-2018
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No. C40105
EXP. 03-31-2018
2K BORROW AREA HAUL ROUTE
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018

TEMPORARY ACCESS RAMP

TEMPORARY ACCESS RAMP SECTION
2K BORROW AREA HAUL ROUTE
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No.C40105
EXP. 03-31-2018

HAUL ROUTE

SECTION

SECTION
DETAIL

PLAN VIEW
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No. C40105
EXP. 03-31-2018
2K BORROW AREA

EXISTING PAVED ROAD

SECTION A
PLAN

EXISTING TOE ROAD

SECTION B
PLAN

UNDISTURBED AREAS

SECTION C
PLAN
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

SUPPLEMENTAL BORROW AREA

LOCATION MAP
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No. C40105
EXP. 03-31-2018

TRAFFIC HANDLING
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No. C40105
EXP. 03-31-2018

TRAFFIC HANDLING
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No. C40105
EXP. 03-31-2018

TRAFFIC DETOUR
TRAIL
CLOSED
THRU
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No. C40105
EXP. 03-31-2018 STAGING AREAS 1 AND 2
STAGING AREA 1 STAGING AREA 2
TREES AND SHRUBS REMOVEDFOR SA1 ACCESS
JOSEPH H. BA RNES
CIVIL
No. C40105
EXP. 03-31-2018

JOSEP A RNES
CIVIL
No. C40105
EXP. 03-31-2018 STAGING AREAS 3 AND 4
STAGING AREA 3 STAGING AREA 4
APPENDIX E5. Arcade Unit 1B Levee Improvement Project Plans

APPENDIX E6. NEMDC Units 2B and 3B Project Plans

ID 3184, Sta 4002+0.4 ID 1030, Sta 4002+37.4 ID 1009, Sta 4002+80.6

5.02 in

6.87 in

9.03 in

APPENDIX E7. NAS Miscellaneous Improvements 2019 Plans
NAS LEVEE IMPROVEMENT PLANS NORTH AREA STREAMS LEVEE IMPROVEMENT PROJECT, MISCELLANEOUS IMPROVEMENTS 2019 COVER SHEET, INDEX OF DRAWINGS, & VICINITY MAP INDEX OF DRAWINGS DATE DATE SACRAMENTO AREA FLOOD CONTROL AGENCY NORTH AREA STREAMS LEVEE IMPROVEMENT PROJECT, MISCELLANEOUS IMPROVEMENTS 2019 WARNING: CONTRACTOR TO USE EXTREME CAUTION. EXACT DEPTH AND LOCATION OF UNDERGROUND UTILITIES ARE UNKNOWN. CONTRACTOR TO FIELD VERIFY LOCATIONS AND DEPTH OF EXISTING UTILITIES PRIOR TO CONSTRUCTION AND SHALL NOTIFY ENGINEER OF ANY CONFLICT. CONTRACTOR SHALL CALL USA AT 1-800-227-2600 AT LEAST TWO WORKING DAYS BEFORE DIGGING. JASON D. CAMPBELL DEPUTY EXECUTIVE DIRECTOR SACRAMENTO AREA FLOOD CONTROL AGENCY LOCATION MAP SUBMITTED FOR APPROVED BY: APPROVED BY: PETE GHELFI DIRECTOR OF ENGINEERING DESIGN CONSTRUCTION MAINTENANCE SACRAMENTO AREA FLOOD CONTROL AGENCY TIM R. KERR, PE GENERAL MANAGER AMERICAN RIVER FLOOD CONTROL DISTRICT DATE VICINITY MAP G1 1 ISSUED FOR BIDDING DATE ACCEPTED BY: CONTRACT NO. 4471 APPROVED ON: BY SAFCA BOARD OF DIRECTORS RESOLUTION NO: CLERK OF THE BOARD NAS LEVEE IMPROVEMENT PLANS NORTH AREA STREAMS LEVEE IMPROVEMENT PROJECT, MISCELLANEOUS IMPROVEMENTS 2019 ABBREVIATIONS, LEGEND, & SYMBOLS A B23 23 X X X X OH OH G2 2 NAS LEVEE IMPROVEMENT PLANS NORTH AREA STREAMS LEVEE IMPROVEMENT PROJECT, MISCELLANEOUS IMPROVEMENTS 2019 PROJECT OVERVIEW G3 3 PROJECT AREA MAP 1"=300' SUMP 154 SECURITY IMPROVEMENT SEE SHEET C7 (STA 4002+00) 2", 6" & 6" SMUD CONDUIT SEE SHEETS C3 & C4 (STA 4063+96 & STA 5065+82) SUMP 159 SECURITY IMPROVEMENT SEE SHEET C8 (STA 4063+20) 30" WATERLINE SEE SHEETS C1 & C2 (STA 4064+13 & STA 5065+95) 24" RCP GRAVITY PIPE SEE SHEET C5 (STA 4076+60) SUMP 103 SECURITY IMPROVEMENT SEE SHEET C9 (STA 5064+85) BIKE TRAIL PAVING PLAN SEE SHEET C6 (STA 5065+70 & STA 4063+80) OUTFALL STRUCTURES FALL PROTECTION IMPROVEMENTS SEE SHEET C11 (STA 5093+53) OUTFALL STRUCTURES FALL PROTECTION IMPROVEMENTS SEE SHEET C11 (STA 5090+98 & STA 5096+97) OUTFALL STRUCTURES FALL PROTECTION INPROVEMENTS SEE SHEET C11 (STA 5077+61 & STA 5084+82) NAS LEVEE IMPROVEMENT PLANS NORTH AREA STREAMS LEVEE IMPROVEMENT PROJECT, MISCELLANEOUS IMPROVEMENTS 2019 STAGING AREA & ACCESS G4 4 PROJECT AREA MAP NOT TO SCALE LIGHT DUTY VEHICLES (<8800 #GVWR) ONLY ON SACRAMENTO NORTHERN BIKE TRAIL, NO STORAGE OF EQUIPMENT OR MATERIALS ON THE BIKE TRAIL BRIDGE ACCESS POINT SUMP 159 & 24" RCP AT RIO LINDA BLVD NO ACCESS TO MARYSVILLE BLVD OR RIVIERA DRIVE ACCESS TO MARYSVILLE BLVD STAGING AREA WATERSIDE HINGEPOINT TO CREEK BANK NO ACCESS ACROSS UPRR RAILROAD TRACKS STAGING AREA TOP OF LEVEE ACCESS POINT SUMP 154 & SUMP 159 AT NORWOOD AVE ACCESS POINT SUMP 103 AT NORWOOD AVE ACCESS POINT SUMP 103 & OUTFALL STRUCTURES FALL PROTECTION IMPROVEMENTS AT RIO LINDA BLVD STAGING AREA TOP OF LEVEE EAST OF SUMP 103 & SUMP 159 ACCESS POINT 2 3 1 4 NAS LEVEE IMPROVEMENT PLANS NORTH AREA STREAMS LEVEE IMPROVEMENT PROJECT, MISCELLANEOUS IMPROVEMENTS 2019 30" WATERLINE STA 4064+13 123456 C1 5 1 4 2 1 3 2 4 NAS LEVEE IMPROVEMENT PLANS NORTH AREA STREAMS LEVEE IMPROVEMENT PROJECT, MISCELLANEOUS IMPROVEMENTS 2019 30" WATERLINE STA 5065+95 C2 6 1 4 123456 2 3 2 4 5 10 NAS LEVEE IMPROVEMENT PLANS NORTH AREA STREAMS LEVEE IMPROVEMENT PROJECT, MISCELLANEOUS IMPROVEMENTS 2019 2", 6", AND 6" SMUD CONDUITS STA 4063+96 C3 7 9 2 4 5 7 6 6 9 12345 12345678910 6 6 5 3 2 4 10 NAS LEVEE IMPROVEMENT PLANS NORTH AREA STREAMS LEVEE IMPROVEMENT PROJECT, MISCELLANEOUS IMPROVEMENTS 2019 2", 6", AND 6" SMUD CONDUITS STA 5065+82 C4 8 9 7 6 6 9 1 3 12345678910 512345 2 4 NAS LEVEE IMPROVEMENT PLANS NORTH AREA STREAMS LEVEE IMPROVEMENT PROJECT, MISCELLANEOUS IMPROVEMENTS 2019 24" RCP GRAVITY PIPE STA 4076+60 2 5 C5 9 12345 2 3 4 1 6 6 5 3 1 6 4 1324 7 7 8 8 9 9 5 5 SACRAMENTO NORTHERN BIKE TRAIL A A PLAN VIEW - NORTHERN BIKE TRAIL CROSSINGS TRENCH SECTION AND SEQUENCING STEP 1 STEP 2 NAS LEVEE IMPROVEMENT PLANS NORTH AREA STREAMS LEVEE IMPROVEMENT PROJECT, MISCELLANEOUS IMPROVEMENTS 2019 C6 10 NORTHERN BIKE TRAIL PAVING PLAN A NAS LEVEE IMPROVEMENT PLANS NORTH AREA STREAMS LEVEE IMPROVEMENT PROJECT, MISCELLANEOUS IMPROVEMENTS 2019 SUMP 154 SECURITY IMPROVEMENT STA 4002+00 C7 11 NAS LEVEE IMPROVEMENT PLANS NORTH AREA STREAMS LEVEE IMPROVEMENT PROJECT, MISCELLANEOUS IMPROVEMENTS 2019 SUMP 159 SECURITY IMPROVEMENT STA 4063+20 C8 12 NAS LEVEE IMPROVEMENT PLANS NORTH AREA STREAMS LEVEE IMPROVEMENT PROJECT, MISCELLANEOUS IMPROVEMENTS 2019 SUMP 103 SECURITY IMPROVEMENT STA 5064+85 C9 13 MISCELLANEOUS SUMP SECURITY DETAILS NAS LEVEE IMPROVEMENT PLANS NORTH AREA STREAMS LEVEE IMPROVEMENT PROJECT, MISCELLANEOUS IMPROVEMENTS 2019 C10 14 8 FOOT HIGH CHAIN LINK FABRIC WITH ANGLED OUTRIGGER AND 3 STRAND BARB WIRE (OUTSIDE) STANDARD FENCING DETAIL x x x x x x x x x x x x x x x x x x x x x GENERAL NOTES: x x x x x x x x x x x x xxx 2 3 2" SQUARE TUBING DETAIL x x x x x x x x x x x x x x x x x x x x x x x x B A x x x x x x x x x x x x 2 2 2 4 4 1 B 2 3 4 5 A NAS LEVEE IMPROVEMENT PLANS NORTH AREA STREAMS LEVEE IMPROVEMENT PROJECT, MISCELLANEOUS IMPROVEMENTS 2019 OUTFALL STRUCTURES FALL PROTECTION IMPROVEMENTS C11 15 24" RCP GRAVITY PIPE STA 5077+61 24" RCP GRAVITY PIPE STA 5084+82 24" RCP GRAVITY PIPE STA 5090+98 36" OUTFALL STRUCTURE STA 5093+53 24" OUTFALL STRUCTURE STA 5096+974 4 4 4 4 NAS LEVEE IMPROVEMENT PLANS NORTH AREA STREAMS LEVEE IMPROVEMENT PROJECT, MISCELLANEOUS IMPROVEMENTS 2019 OUTFALL STRUCTURE DETAILS I C12 16 A B C 1 A BC NAS LEVEE IMPROVEMENT PLANS NORTH AREA STREAMS LEVEE IMPROVEMENT PROJECT, MISCELLANEOUS IMPROVEMENTS 2019 C13 17 OUTFALL STRUCTURE DETAILS II 2 3 A 2 3 4 3 2 5 5 1 A NAS LEVEE IMPROVEMENT PLANS NORTH AREA STREAMS LEVEE IMPROVEMENT PROJECT, MISCELLANEOUS IMPROVEMENTS 2019 GATE RISER ACCESS DETAIL C14 18 A B 2 A B 2 COMPACT THE SUBGRADE PRIOR TO CONSTRUCTING THE FLOODWALL REPLACEMENT USING A WHEEL ROLLER OR SUITABLE HAND-OPERATED COMPACTORS.

NAS LEVEE IMPROVEMENT PLANS NORTH AREA STREAMS LEVEE IMPROVEMENT PROJECT, MISCELLANEOUS IMPROVEMENTS 2019 MISCELLANEOUS DETAILS I C15 19 1 2 3 4 5 NAS LEVEE IMPROVEMENT PLANS NORTH AREA STREAMS LEVEE IMPROVEMENT PROJECT, MISCELLANEOUS IMPROVEMENTS 2019 MISCELLANEOUS DETAILS II C16 20 5 1231 3 1 2 1 5 3 4 2 NAS LEVEE IMPROVEMENT PLANS NORTH AREA STREAMS LEVEE IMPROVEMENT PROJECT, MISCELLANEOUS IMPROVEMENTS 2019 MISCELLANEOUS DETAILS III C17 21 2 2 13 4 A 8/13/19 BTS AAS KBB ADDENDUM 1
1 4/7/2022 JDB AAS KBB RECORD DRAWINGS 1 4/7/2022 JDB AAS KBB RECORD DRAWINGS RECORD DRAWINGS22
A 8/13/19 BTS AAS KBB ADDENDUM 1
1 4/7/2022 JDB AAS KBB RECORD DRAWINGS 1 4/7/2022 JDB AAS KBB RECORD DRAWINGS RECORD DRAWINGS23
A 8/13/19 BTS AAS KBB ADDENDUM 1
1 4/7/2022 JDB AAS KBB RECORD DRAWINGS 1 4/7/2022 JDB AAS KBB RECORD DRAWINGS RECORD DRAWINGS24
A 8/13/19 BTS AAS KBB ADDENDUM 1
1 4/7/2022 JDB AAS KBB RECORD DRAWINGS 1 4/7/2022 JDB AAS KBB RECORD DRAWINGS RECORD DRAWINGS25
A 8/13/19 BTS AAS KBB ADDENDUM 1
1' - 5" THK CONC WALL
1 1' - 5" THK CONC WALL 1
1' - 5" THK CONC WALL
1' - 5" THK CONC WALL 1
1 4/7/2022 JDB AAS KBB RECORD DRAWINGS 1 4/7/2022 JDB AAS KBB RECORD DRAWINGS RECORD DRAWINGS26
1 1' - 6" THK CONC WALL 1' - 6" THK CONC WALL 1' - 6" THK CONC WALL 1' - 6" THK CONC WALL A 8/13/19 BTS AAS KBB ADDENDUM 1
1 4/7/2022 JDB AAS KBB RECORD DRAWINGS 1 4/7/2022 JDB AAS KBB RECORD DRAWINGS RECORD DRAWINGS27
Appendix J1.

American River North ULDC
Post Earthquake Remediation Plan -
Kleinfelder
24001006.001A/SAC24R167153 Page i of v November 1, 2024 © 2024 Kleinfelder www.kleinfelder.com

POST-EARTHQUAKE REMEDIATION PLAN

ULDC & FEMA LEVEE CERTIFICATION PROJECT

SACRAMENTO AREA FLOOD CONTROL AGENCY LEVEE SYSTEMS

SACRAMENTO COUNTY, CALIFORNIA
KLEINFELDER PROJECT #24001006.001A
NOVEMBER 1, 2024
Copyright 2024 Kleinfelder
All Rights Reserved

ONLY THE CLIENT OR ITS DESIGNATED REPRESENTATIVES MAY USE THIS DOCUMENT AND ONLY FOR THE SPECIFIC PROJECT FOR WHICH THIS DRAFT
REPORT WAS PREPARED.
24001006.001A/SAC24R167153 Page ii of v November 1, 2024 © 2024 Kleinfelder www.kleinfelder.com
November 1, 2024
File No.: 24001006.001A
Mr. Dan Tibbitts, P.E., Principal Engineer
Sacramento Area Flood Control Agency
1325 J Street, Suite 1700
Sacramento, CA 95814
SUBJECT: Post-Earthquake Remediation Plan
ULDC & FEMA Levee Certification Project
Sacramento Area Flood Control Agency Levee Systems
Sacramento County, California
Kleinfelder Project # 24001006.001A
Dear Mr. Tibbitts:

Kleinfelder has been tasked by the Sacramento Area Flood Control Agency (SAFCA) with evaluating the seismic vulnerability of the Sacramento area levees located in Sacramento and Sutter Counties, California in support of the Urban Levee of Protection (ULOP) (DWR, 2013) level certification effort. For the evaluation, the Sacramento area levees have been divided into three areas [North Area Streams (NAS), Natomas Basin, and American River/South Sacramento Basin (ARSSB)], and the seismic risk in each area was evaluated following the Urban Levee Design Criteria (DWR, 2012). which were compared to criteria. A separate Seismic Performance Summary Report has been prepared for each of the three areas. MBK assisted Kleinfelder by working with SAFCA to identify potential borrow source locations and provide a brief discussion of where these sources are located.

The purpose of this Post-Earthquake Remediation Plan (PERP) is to present the anticipated effects of a seismic event on the levee segments found to have medium to high seismic vulnerability and includes general procedures for the interim and long term remediation of cracked and slumped levee sections after a seismic event. A general discussion of the PERP is contained in the report with an Appendix for each of the three basins that contains estimates of the type and extent of damage expected to affect the levee, and the approximate quantity of earth material needed to restore the levees as required by the Urban Levee Design Criteria.

Sincerely,
KLEINFELDER, INC.

Ryan Hochstatter Dr. Zia Zafir, P.E., G.E.

Staff Professional Sr. Principal Seismic Engineer
Reviewed by:

Timothy A. Williams, P.E., G.E.

Sr. Principal Geotechnical Engineer
cc: Mr. Pro Mitra, PE/MBK Engineers ([email protected]) Ms. Becky Money, PE/MBK Engineers ([email protected]) DRAFT
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TABLE OF CONTENTS
Section Page
1 INTRODUCTION .....................................................................................................................1 2 SCOPE....................................................................................................................................4 3 POTENTIAL SEISMICALLY INDUCED DAMAGES ........................................................................5

3.1 Seismically Induced Settlement Damages.......................................................................... 6

3.2 Seepage Cutoff Wall Damages............................................................................................ 7

3.3 Seismically Induced Cracking .............................................................................................. 7

3.4 Levee Repair Materials ....................................................................................................... 9 4 EMERGENCY PREPARATIONS................................................................................................11 5 RESPONSE PROVISIONS........................................................................................................13

5.1 Initial Response and Mobilization..................................................................................... 13

5.2 Data Gathering.................................................................................................................. 14

5.2.1 Damage Classification.......................................................................................... 14

5.3 Analysis and Response...................................................................................................... 18 6 GENERAL REPAIR PROVISIONS..............................................................................................20

6.1 Initial Direction ................................................................................................................. 20

6.2 Permitting ......................................................................................................................... 20

6.3 District Engineer’s Review/Evaluation.............................................................................. 22

6.4 Interim Repairs.................................................................................................................. 22

6.5 Interim Repair Documentation......................................................................................... 23

6.6 Long Term Repairs............................................................................................................ 23 7 INTERIM AND LONG TERM REPAIR GUIDELINES ....................................................................25

7.1 General Implementation Provisions for Repair Templates .............................................. 26

7.2 Longitudinal and Transverse Cracks ................................................................................. 28

7.3 Slope Movement and Lateral (Toe) Spreading ................................................................. 30

7.4 Waterside Damages.......................................................................................................... 32

7.5 Crown Settlement............................................................................................................. 33

7.6 Sand Boils.......................................................................................................................... 35 8 REFERENCES AND SUPPORTING DOCUMENTS.......................................................................36 List of Tables
1 Criteria for Initiating Post-Earthquake Inspection
2 Damage Classification System
3 Interim Repair
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Guidelines for Common Earthquake-Related Levee Distress Issues 24001006.001A/SAC24R167153 Page iv of v November 1, 2024 © 2024 Kleinfelder www.kleinfelder.com
List of Figures
1 Kleinfelder Seismic Responsibility Reaches
2 Typical Liquefaction-Induced Damage Patterns
3 Representative Post-Earthquake Levee Damages
List of Appendices
A Levee Repair Schematics for Post-Earthquake Damages
B Potential Borrow and Stockpile Locations
C Geotextile and Geogrid Example Product Data Sheets
D North Area Streams Levees Post-Earthquake Remediation Plan E American River/South Sacramento Basin Levees Post-Earthquake Remediation Plan (PENDING) F Natomas Basin Levees Post-Earthquake Remediation Plan (PENDING) DRAFT
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ACRONYMS
___________________________________________________________________________________ AB aggregate base
ARSSB American River/South Sacramento Basin
ASTM ASTM International, Inc.

CDFW California Department of Fish and Wildlife
CEQA California Environmental Quality Act
CESA California Endangered Species Act
CVFPB Central Valley Flood Protection Board
CWA Clean Water Act
DMM Deep Mix Method
DWR Department of Water Resources
DWSE Design Water Surface Elevation
ENS Earthquake Notification Service
FEMA Federal Emergency Management Agency
FESA Federal Endangered Species Act
FOC Flood Operations Center
FSP Flood Safety Plans
FWS US Fish and Wildlife Service
GPS Global Positions System
HTOL Hydraulic Top of Levee
ICS Incident Command System
IRDE Interim Repair Design Elevation (10-year flood with 3 feet of freeboard) LMA Local Maintaining Agency
MBK MBK Engineers
NAS North Area Streams
NEPA National Environmental Policy Act
NB Natomas Basin
PERP Post-Earthquake Remediation Plan
PHA peak horizontal acceleration (PHA)
Regional San Sacramento County Regional Sanitation District RGP Regional General Permit
SB soil bentonite
SPSR Seismic Performance Summary Report
ULDC Urban Levee Design Criteria
ULE Urban Levee Evaluations
ULOP Urban Level of Protection
USACE United States Army Corps of Engineers
USCS Unified Soil Classification System
USGS U.S. Geological Survey
WOUS waters of the United States
WSE
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Water Surface Elevation
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1 INTRODUCTION
___________________________________________________________________________________ Kleinfelder has been tasked by the Sacramento Area Flood Control Agency (SAFCA) with evaluating the seismic vulnerability of the Sacramento area levees located in Sacramento and Sutter Counties, California that fall under SAFCA’s jurisdiction in support of the California Department of Water Resources (DWR) Urban Level of Protection (ULOP) (DWR, 2013) certification effort. The ULOP requires levees be evaluated for seismic vulnerability in accordance with Section 7.7 Seismic Vulnerability of the DWR Urban Levee Design Criteria (ULDC) (DWR, 2012) and that levees with moderate or high vulnerability have a Post-Earthquake Remediation Plan (PERP) in place to repair the levee in the event of an earthquake that damages the levee.

For the evaluation, the Sacramento area levees have been divided into three areas displayed on the Figure 1 site map - North Area Streams (NAS), American River/South Sacramento Basin (ARSSB), and Natomas Basin (NB). The seismic risk in each area was evaluated following the ULDC. A separate Seismic Performance Summary Report (SPSR) has been prepared for each of the three areas and the results of the SRPS reports were used as the basis for the damages addressed in this plan.

The purpose of the PERP is to present the anticipated effects of a seismic event on the levee segments found to have medium to high seismic vulnerability and includes general procedures for the interim and long term remediation of cracked and slumped levee sections after that seismic event. A general discussion of anticipated damages and repair activities is contained in the main portion of the PERP with a separate Appendix for each of the three basins that contains estimates of the type and extent of damage expected to affect the levee and the approximate quantity of earth material needed to restore the levees as required by the ULDC.

The PERP addresses considerations identified in Section 7.7.1 Intermittently Loaded Levees 1 of the
ULDC, which are presented below.
• An estimate is to be developed of the general magnitude and locations of damage expected throughout the levee system along with the amounts and locations of material needed to restore the levee system’s grade and dimensions (e.g., appropriate crown width – such as 20 feet along 1 The subject levees are classified by the Urban Levee Evaluation Project (ULE) (URS, 2015a, 2015b, 2015c) as intermittently loaded, as they do not experience a water surface elevation of one foot or higher above the elevation of the levee toe at least once a day for more than 36 days per year on average.

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a major stream – and 3h:1v levee slopes) sufficient for protection against the 10-year flood, with 3 feet of freeboard.
• The interim repairs would need to restore 10-year grade and dimensions within 8 weeks or less to avoid prolonged exposure of the community during flood season. • The long term repairs would need to restore a 200-year level of flood protection. • Borrow areas and/or stockpiles that could easily provide the materials needed for interim and long term repairs need to be identified. Such materials should meet the levee fill requirements of the USACE Sacramento District’s Geotechnical Levee Practice Standard Operating Procedures. • Haul routes for fill placement need to be identified. • Slope protection for the newly placed fill needs to be included. • To the extent that seismic damage to the levee system would be so significant and widespread that it would be infeasible to restore 10-year grade and dimensions within eight weeks, seismic strengthening is required to provide the urban level of flood protection. • The public should be informed as quickly as possible after a damaging earthquake as to system damages and the resulting interim level of protection that will be provided.

The PERP provides an initial estimate of the amount and extent of damage that might be sustained following an earthquake with a 200-year-return-period, as discussed in the SPSR reports for each levee system. It describes recommendations, including estimated quantities of fill material needed, that would be necessary for repairing the levee systems to the interim conditions, which are to be performed within 8 weeks of the event, and long term conditions, which are considered final. Immediate emergency response actions should follow the procedures outlined by the appropriate Local Maintaining Agency (LMA) emergency response plan, including flood fighting methods, if necessary. Immediate emergency response is not a part of the scope of this PERP. Borrow sites and haul routes for repair construction are included in Attachment B of Appendices D, E (pending), and F (pending).

Per the ULDC, interim repairs are defined as those necessary to restore the levee system’s grade and dimensions within 8 weeks that are sufficient for protection against the 10-year flood with 3 feet of freeboard (referred to herein as the Interim Repair Design Elevation or IRDE). Levee grade and dimensions
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7.8 Levee Geometry of the ULDC: a crown width of 20 feet and levee slopes of 3H:1V waterside and landside for major streams and a crown width of 12 feet and levee slopes of 3H:1V waterside and landside for minor streams. Long term repairs are defined to be the repairs required to return the levee to a 200-year level of flood protection for urban areas.

The PERP uses 200-year-return-period ground motions. However, it is acknowledged that earthquakes exceeding the 200-year return period are possible. Although the subject levee system has not been analyzed for such ground motions, it is likely that the potential locations of damage expected from 200- year-return-period ground motions would also be considered the most likely damage locations for more severe ground motions.

MBK worked with SAFCA to evaluate existing properties owned by or covered by existing agreements with SAFCA and properties known by SAFCA to be owned by the State of California or other local agencies with properties that have available borrow material. These locations are provided in Appendix B.

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2 SCOPE
___________________________________________________________________________________ The PERP contains general information for levees under SAFCA jurisdiction about the potential damages that a seismic event can produce on a levee system, provisions for emergency preparations, procedures for post-earthquake mobilization and response actions, and general approaches for interim and long term repairs. Each appendix contains specific information for NAS, ARSSB, and NB levees.

Elements of the PERP addressed in the following sections include:

1. Potential seismically induced damages (Section 3)

2. Emergency preparations (Section 4)

3. Procedures for mobilization, data gathering, response actions, and notifications (Section 5)

4. Provisions for interim repairs and long term repairs (Section 6)

5. Guidelines for interim and long term repair implementation (Section 7) According to the ULDC, the PERP contains estimates of the general magnitude and locations of damage expected from seismic loading. It then includes approximations of the magnitude of repair material needed for interim repairs, which will restore each levee segment’s grade and dimensions to sufficiently protect against the IRDE. Estimated volumes for long term repairs are also provided. Appendices D, E (pending)2, and F (pending)2contain this information for the NAS, ARSSB, and NB levees, respectively.

This report has been prepared consistent with the requirements of the approved scope of work for the subject project outlined in Kleinfelder’s proposal dated May 5, 2023. 2 Appendix E for ARSSB and Appendix F for NB to be prepared and added to the PERP upon completion of seismic evaluation of the ARSSB and NB levees.DRAFT
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3 POTENTIAL SEISMICALLY INDUCED DAMAGES
___________________________________________________________________________________ Strong ground shaking due to a seismic event may result in strength losses within the levee structure and/or the foundation materials. The most common forms of seismically induced damages to a levee system are expected to be slumping or settlement of the crown, lateral spreading or bulging of the lower slopes, and cracking associated with liquefaction or softening of the foundation soils.

Settlement of the levee crown can result in loss of freeboard and potential overtopping from future high-water events. Longitudinal cracks along the levee and transverse cracks crossing the levee can occur in conjunction with crown settlement or as surface manifestations of other conditions.

Longitudinal cracks are typically associated with tension near the crown due to lateral spreading, levee slope instability, and downslope or horizontal ground movement. Longitudinal cracking frequently occurs in conjunction with crown settlement but may occur on its own if instability is limited in extent.

Transverse cracks may be found at the boundaries between liquefied levee reaches and non-liquefied levee reaches, at locations where liquefied levee reaches contain or abut appurtenant structures with rigid or deep foundations and other locations where the condition of the levee changes abruptly.

Abrupt changes in stiffness may be caused by changes in construction type, structure transitions such as a core wall or large pipelines, changes in soil compaction, or by the proximity to a very stiff or very soft subsurface layer. Transverse cracks have the potential to lead to levee failure from seepage erosion through the cracks if the adjacent water levels are high enough.

The actual degree and patterns of damage will vary with the local soil conditions and seismic response, the magnitude of ground shaking, the groundwater level, as well as the water level against the levee, if any. Some areas along the levee alignment have foundation soil deposits of soft clay, fine sand, and silt.

Figure 2, Typical Liquefaction-Induced Damage Patterns, depicts examples of possible deformation patterns of the levee cross section as a result of liquefaction in the foundation soils. Relative levels of damage may be described as follows:
• Type D-1 includes settlement of the crown with corresponding heave at the toe. Longitudinal cracks near the
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crown may also be present.
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• Types D-2 and D-3 involve progressively more extensive lateral spreading with associated longitudinal cracks and crown settlement. Transverse cracks, especially near the end points of the longitudinal damages, may also be present.
• Type D-4 is essentially collapse of the levee section.

Figure 3, Representative Post-Earthquake Levee Damages, provides photos of post-earthquake levee damages including slope movement, cracks, and sand boils. In the photos, transverse cracks are noted adjacent to slope movement and at the transition areas between liquefied foundation soils and those previously repaired with a mix-in-place, soil-cement foundation treatment. Plastic sheeting was placed where post-earthquake cracks may be exposed to inundation from rainfall. This measure helps to minimize rainfall penetration into the cracks, which could exacerbate the earthquake-induced damages.

3.1 SEISMICALLY INDUCED SETTLEMENT DAMAGES
Data from boring logs (including blow counts, fines content, layer thickness and soil classification) was used to identify the approximate locations and extents of the levee system with the potential for seismically induced levee settlement. Subsurface stratigraphy and estimates of in-situ soil strengths were used to identify layers that are potentially susceptible to seismically induced strength loss. The magnitude and peak horizontal acceleration (PHA) of a 200-year-return-period earthquake was used to calculate the factor of safety against liquefaction for these layers. Residual undrained strength values for layers likely to liquefy were used in models representing the post-seismic strength of a levee.

Two primary types of seismically-induced damages for levees are flow failure and seismic deformation.

Flow failure can occur when the low residual strength of a liquefied layer cannot support the levee, and portions of the levee collapse along a failure plane. Deformation can occur when the levee does not collapse, but instead slumps and/or displaces vertically to damage the levee crown and upper shoulders.

Because of the variability of soil properties within levee systems, it is unlikely that all levee sections would experience severe deformation to the same degree. In addition, soil from portions of the damaged levee will likely be usable for levee repairs. Therefore, the estimated levee repair fill volumes in Appendices D, E (pending), and F (pending) were intended to provide conservative estimates for those reaches that were considered potentially susceptible to damage during seismic shaking. Fill volumes actually used would be determined based on post-earthquake inspections and subsequent engineering analyses as appropriate.

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levee materials. It is anticipated that the primary interim-repair levee fill could come from reuse of existing levee materials.

3.2 SEEPAGE CUTOFF WALL DAMAGES
Seepage cutoff walls installed at levees are susceptible to damage resulting from seismic loading effects.

For instance, flow failure could cut and displace the upper portion of a seepage cutoff wall along the failure plane, and deformations are expected to impact the upper portions of the seepage cutoff walls.

As part of post-seismic event damage reconnaissance, the seepage cutoff walls should be evaluated by the LMA District Engineer3to assess the need, extent, and type of seepage cutoff wall repair. Shallow damages may only require restoring the embankment above the undamaged portion of the seepage cutoff wall.

Reconstruction of seepage cutoff walls may be necessary for long term levee remediation to meet ULDC requirements. The construction procedures include degrading the levee to a working platform elevation, installing the wall to the design tip elevation, and rebuilding the levee crown. Seepage cutoff wall options include open-trench slurry-based designs such as soil-bentonite (SB) walls and drill-based installations such as deep mix method (DMM) walls. Isolated and/or limited extent repairs can be performed using jet grouting. The method selected will be determined by the District Engineer based on their evaluation of damage to the cutoff wall, which may require advancing drilled borings and/or cone penetration tests (CPTs).

3.3 SEISMICALLY INDUCED CRACKING
As noted previously, there are various factors that affect crack formation in levees and the susceptibility of cracks to remain open. Factors that may influence levee crack formation and behavior include:
• Height and geometry of the embankment – these factors may influence the amount of settlement. Abrupt changes in geometry may cause concentrated stress locations and potential crack locations.
• Foundation soils – Low density or low strength soils may be prone to strength loss during seismic loading, including liquefaction. Liquefied foundation soils may result in a loss of foundation support resulting in slope failure or full levee failure, with associated longitudinal 3 The term “District Engineer” in this report refers to the District Engineer and their team of consultants contracted to address specific aspects of the post
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cracks near the crown. Transverse cracks may form at the boundaries between failed and nonfailed levee sections and other locations. • Other stress factors or stress points in the levee system – these factors may tend to focus stresses because of differing response characteristics to dynamic forces. Contributing factors may include utility crossings, penetrations, extensive rodent holes in an area, and rigid structures or foundations. Each of these factors may produce a different seismic response than the surrounding soil mass, leading to potential cracks in the contact/transition zone. Also, significant or abrupt changes in the levee construction, levee shape or alignment or levee stiffness might result in differing seismic responses and potential cracks in the contact/transition zone.
• Local ground motion intensity and characteristics – ground motions provide the dynamic forces that lead to embankment deformation and variations in subsurface conditions (i.e., buried river channels) may result in non-uniform shaking at the ground surface. • Adjacent river stage – river stage may affect earthquake behavior and resulting performance of the levee and the component materials.
• Saturation level of an embankment and foundation– Saturated soils will react in a different manner than dry soils, which affects the dynamic behavior of the levee. • Soil type, plasticity, and moisture content – these soils properties may control deformation and the ability for cracks to form and stay open. A highly plastic clay soil that is wet of optimum moisture content will have less tendency to crack and to have the cracks remain open after a seismic event. A soil that is dry of optimum is more brittle and cracks will generally tend to remain open. Typically, a sandy, cohesionless soil will tend to close more quickly than a clay soil. • Relative compaction and different compaction techniques – soil density and construction methods can influence levee behavior. Soils compacted dry of the optimum moisture content will be more brittle than those compacted wet of optimum. Dense soils may be more brittle than loose soils.

Figures 2 and 3 show examples of typical post-earthquake crack types. Some general guidelines and common characteristics
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are described below:
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1. Longitudinal cracks are roughly linear. These most often occur with foundation or levee slope movements, which result in horizontal soil mass movement away from the crown and consequent cracks approximately parallel to and near the crown. a. A higher potential for longitudinal cracking would likely be associated with portions of the levee segments with the highest potential for severe seismically induced settlement or horizontal displacement.

2. Transverse cracks are roughly linear and most often occur at or near abrupt foundation or levee structure transitions, such as boundaries of crown settlements/slumps/depressions or differential foundation conditions (firm ground vs. soft or liquefied ground); adjacent to structures and utilities (including pipelines); and potentially near the ends of cement-based seepage cutoff walls.
a. A higher potential for transverse cracking would be expected in zones with adjacent levee components producing potentially differing seismic responses.

3. Desiccation cracks are generally smaller (less width and depth) and more extensive over the levee surface than longitudinal and transverse levee cracks. Pattern cracking is typical of desiccation cracks, usually found in the dry season and during drought periods. These cracks should not be confused with the more linear structural cracks, although they may be present in the same area.

3.4 LEVEE REPAIR MATERIALS
Locations of potential borrow areas and/or stockpiles that could provide the materials needed for interim and long term repairs are provided in Attachment B of Appendices D, E (pending), and F (pending). All of the identified sites below have enough available material to meet the interim repair requirement to restore the levee to the IRDE and the long term repair requirement to restore the levee to the 200-year flood level of protection. These sites include the following:
• Brookfield Borrow Site: An existing borrow site owned by SAFCA that was used for previous Natomas Levee improvements is located in the northeast corner of the Natomas Levee System.

Currently there is no equipment on-site and no access restrictions. • Cache Creek Settling Basin: This site is owned by the State of California and contains settled out sediment that has
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to access this material in the event of an emergency. Currently there is no equipment on-site and no access restrictions.
• ECHO Water Borrow Site: A variety of stockpiled material at the ECHO Water Project is available under agreement between SAFCA and Sacramento County Regional Sanitation District (Regional San). This agreement is only available for a limited time, of which SAFCA is tracking. Currently there is no equipment on-site and access requires coordination with Regional San.

Currently, all sites listed are being used or have previously been used as borrow sources for USACE levee projects. This includes testing to screen the materials for geotechnical properties and environmental contaminates. If other borrow sites are planned to be used, it is recommended that SAFCA review each site to confirm the borrow material meets the geotechnical requirements for levee fill and does not contain contaminated or environmentally hazardous materials.

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4 EMERGENCY PREPARATIONS
___________________________________________________________________________________ As part of their regular operations, each LMA maintains a Flood Safety Plan (FSP) and Emergency Response Plan to respond to potential flood emergencies. These plans include having emergency responsibilities already assigned in their FSP to prepare service support plans, operating procedures, and checklists detailing the use and disposition of their resources in an emergency. Such plans and procedures include coordination and communication lines with counterpart organizations of other jurisdictions.

Earthquakes provide no warning. As such, post-earthquake flood preparedness begins with emergency preparations before an earthquake so that response procedures and equipment are in place and ready when the earthquake occurs. The FSP plans and procedures apply for post-earthquake preparedness and are supplemented as applicable for the specific requirements of post-earthquake response. One aspect is the anticipated addition of post-earthquake response training to the DWR annual flood safety training for personnel. This component of the training will address post-earthquake mobilization criteria, levee inspection procedures, earthquake damage response, and potential interim repairs.

In addition, levee construction plans as well as a baseline survey, periodic inspection/survey records, and current status records are maintained at the LMA office.

Emergency personnel initially involve the LMA operations personnel and designated levee inspection teams. Minimum equipment for post-earthquake levee inspection teams includes:
• Levee vehicle with minimum two-person team
• Radio communications equipment for contact with LMA General Manager or designee • Watertight LED flashlights (2) with backup batteries
• Flat-tipped shovels (2)
• 6-foot-long folding rulers (2) – for crack depth estimating • Tape measure (2)
• Hand level (2)
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• Measuring wheel
• GPS unit – note that hand levels and measuring wheels or tape measures could be eliminated if accurate enough GPS units are available
• Marking flags (30 each) – red, yellow, orange
• Digital photo capability (2) – cameras or smart phones Contact information for each level of personnel involvement is included in the FSP protocol. Emergency material haulers have been pre-contracted by the LMA on a force account basis.

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5 RESPONSE PROVISIONS
___________________________________________________________________________________ Specific provisions for earthquake response are outlined below and discussed in the following sections and include:

1. Initial response and field mobilization criteria (Section 5.1)

2. Data gathering procedures and priorities (Section 5.2)

3. Damage analysis and response, including contact with other agencies and public notifications (Section 5.3)

5.1 INITIAL RESPONSE AND MOBILIZATION
Special post-earthquake inspections are conducted if:
• Post-earthquake damage is observed
• The ground motion is felt on or in the vicinity of the levee • The earthquake epicenter is within the distances shown in Table 1 Table 1: Criteria for Initiating Post-Earthquake Inspection Earthquake
Magnitude
Epicenter Distance from Nearest
Point on Levee (miles)

4.5 10
5 50
6 75
7 125
8 200
The latest earthquake information is monitored through the Earthquake Notification Service (ENS) provided by the U.S. Geological Survey (USGS) at https://sslearthquake.usgs.gov/ens/. Personnel contacts and first responder procedures are handled using the DRAFT
standard FSP protocol.
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5.2 DATA GATHERING
When a post-earthquake inspection is triggered, designated levee inspection teams are deployed on the levee as needed. Levee inspection teams will consist of properly trained levee patrol crews (refer to the appropriate FSP) and include representatives of the District Engineer if they are available for first response. Each appendix contains specific information for each system including recommended initial post-earthquake inspection areas.

Initial field data gathered by the field inspection team(s) are important for levee damage evaluation.

Weather conditions can quickly mask the presence or extent of some levee damages. The teams will log levee sections by Unit number and Levee Mile, identifying and documenting areas of the following:

1. Crown settlement, depressions, and crown width loss

2. Longitudinal and transverse cracks

3. Slope movement, sloughing, and lateral (toe) spreading

4. Sand boils
It is expected the teams will perform a rapid elevation survey of the levee crests to document the settled crown elevation. This can be accomplished with LiDAR using a drone, for instance, and is necessary for comparison to the calculated IRDE (10-year WSE plus 3 feet) and the original top of Levee.

Table A-1 in Attachment A of each of the site-specific PERP Appendices D, E (pending), and F (pending) lists the IRDE and top of levee elevations provided by MBK and landside toe point elevations provided by Psomas at 100-foot intervals. This applies only to the levees which had segments categorized as high or medium vulnerability. For instance, the levee elevations for the NEMDC, Dry Creek, and Robla-Arcade levees were not listed because all were found to be low vulnerability.

The teams will map damaged locations with the GPS unit, document the levee sections by Unit number and Levee Mile, approximate the extent of damage with measurements and photographs, and mark the damaged areas with flags as discussed below in Section 5.2.1 and in Table 2.

5.2.1 Damage Classification
Based on levee cracking and settlement observations, an estimated Damage Classification will be assigned in accordance with Table 2. Table 2 summarizes the criteria used to classify liquefactioninduced damage as it relates to the IRDE based on longitudinal and transverse crack widths, and remaining freeboard above IRDE as
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follows:
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• Longitudinal Cracks: Should be evaluated based on the opening width and location relative to the IRDE levee prism. The IRDE prism is defined as the minimum levee prism repair to be constructed within 8 weeks after a seismic event. Longitudinal cracks extending into the IRDE levee prism should be assigned a Damage Classification of 3 or higher. Longitudinal cracks visible above the IRDE levee prism and assigned a Damage Classification of 1 or 2 should be evaluated by the District Engineer to assess whether additional investigation is needed to confirm the crack does not impact the IRDE levee prism.
• Transverse Cracks: Should be evaluated based on the opening width and location relative to the IRDE. Longitudinal cracks extending into the IRDE levee prism should be assigned a Damage Classification of 3 or higher. Transverse cracks visible above the IRDE and assigned a Damage Classification of 1 or 2 should be evaluated by the District Engineer to assess whether additional investigation is needed to confirm the crack does not impact the IRDE levee prism. • Remaining Freeboard Above IRDE: Assesses the amount of levee height relative to the IRDE. If the levee height is below the IRDE it should be assigned a Damage Classification of 3 or higher.

Levee heights will vary between locations, so settlement greater than one foot may result in more severe damage at a shorter levee compared to a taller one. Therefore, it is recommended to use cracking observations and remaining freeboard above IRDE along with settlement to assign a Damage Classification to a damaged levee area. o Note: Levee crown settlement should be estimated and documented. Levee crown settlement of 1 foot or greater, where the levee crown is above the IRDE and the levee does not exhibit any visible cracks should be evaluated by the District Engineer.

Figure 2 shows typical liquefaction-induced damage patterns drawings D-1 through D-4 that can be used as a general reference for the expected levee deformation shapes.

The overall Damage Classification of the section should be selected based on the category with the highest Damage Classification; for instance, if a section has settled approximately 0.7 feet (Class 2); has over 1 foot of freeboard above the IRDE (Class 1); has transverse cracks with maximum width 2 inches and above the IRDE (Class 2); and has longitudinal cracks with maximum width 11 inches (Class 4), the section would be classified as
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Class 4.
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Table 2. Damage Classification System1
Damage Classification Maximum Longitudinal
Crack Width (in)3,4
Maximum
Transverse Crack
Width (in)3,4
Remaining Freeboard
Above IRDE (10yr WSE +
3ft) (ft) Number Description 5, 6
Figure 2
Drawing2
0 No or Slight -
½ and outside of the
IRDE levee prism
½ & above the
IRDE
No Change
1 Minor D-1
1 and outside of the
IRDE levee prism
1½ & above the
IRDE >1 above the IRDE
2 Moderate D-2
3 and outside of the
IRDE levee prism
2½ & above the
IRDE
Between the IRDE and 1 ft
above the IRDE
3 Major D-3
6 or narrower and
within the IRDE levee
prism
4 or narrower
extending into the
IRDE
Below the IRDE and up to
1/2 ft below the IRDE
4 Severe D-3
12 or narrower and
within the IRDE levee
prism
6 or narrower
extending into the
IRDE
Below ½ ft and up to 1 ft
below the IRDE
5 Partial
Collapse D-4
18 or narrower and
within the IRDE levee
prism
-- > 1 ft below the IRDE
Notes:
1-System adapted from Pells and Fell 2003, USBR & USACE 2012, Millet, et al 2014. 2-Figure 2 shows typical liquefaction-induced damage patterns drawings D-1 through D-4 that can be used as a general reference for the expected levee deformation shapes.
3-Maximum crack width is taken as the maximum crack width, in inches, measured along any crack. 4- Longitudinal and transverse cracks assigned Damage Classification of 1 or 2 should be evaluated by the District Engineer to assess whether the cracks impact the IRDE levee prism.
5-IRDE (10-year flood plus 3 feet WSE) is based on the elevations recorded by MBK in 2023 and 2024 for the American and Sacramento Rivers, as recorded in the respective Table A-1 of Attachment A for Appendices D, E (pending), and F (pending). 6-Maximum relative crown settlement is based on structural height of the levee above the landside toe. Levee crown settlement of 1 foot or greater with no visible cracking should be assessed by the District Engineer.

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Regarding freeboard, it should be noted that in some locations, the levee landside toe elevation (Psomas, 2024) exceeds the IRDE, and Table A-1 presents freeboard above IRDE as greater than 100% of the levee height. Additionally, some elevations recorded by Psomas were very close to or exceeded the top of levee elevations due to presence of high ground or a berm, which resulted in a calculated levee height as less than 1 foot. To more accurately estimate levee height for the section, these elevations were replaced with estimates based on nearby toe elevations; these estimates are italicized and described in Table A-1.

In general, any damaged section where the deformed crown elevation is below the IRDE will require interim repair, and all damaged sections will require long term repair. Sections anticipated to deform below the IRDE based on seismic effects are denoted as “Priority 1” in Appendices D, E (pending), and F (pending); however, damage may occur at any point on the levee.

For each observed levee section, the following information will be documented:

1. Document station limits of areas where no damage was observed during inspection.

2. Crown Settlement, Depressions, and Crown Width Loss

2.1. Location – including relative location of nearby cracks

2.2. Length along the levee reach

2.3. Minimum width of levee crown

2.4. Maximum settlement of crown relative to adjacent undamaged levee section

2.5. Crown width and height above landside levee toe for adjacent undamaged levee section

2.6. Estimated Damage Classification

3. Longitudinal and Transverse Cracks

3.1. Crack location – including relative location of nearby cracks

3.2. Crack length

3.3. Maximum crack width

3.4. Estimated maximum crack depth – use crack probe, a folding rule, or other means such as diluted water-soluble paint or fluorescein dye and a shovel

3.5. Crack persistence – detail whether transverse cracks appear to be continuous from waterside to landside

3.6. Number of cracks per 20 feet of levee width/length

3.7. Estimated Damage Classification

4. Slope Movement/Sloughing and Lateral (Toe) Spreading

4.1. Location

4.2. Length along levee

4.3. Location and length of slide scarp(s) on slope

4.4. Location of toe of slide or extent of lateral (toe) spreading

4.5. DRAFT
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5. Sand Boils

5.1. Location

5.2. Size

5.3. Presence or absence of water in the boil

6. Water Condition

6.1. Absence (dry) or presence of water in cracks or depressions

6.2. Water elevation and/or height of water above waterside toe

6.3. Observed water seeps into or out of levee

6.4. If seepage observed, approximate flow rate of water

6.5. Evidence of internal erosion (cloudy water, piping) Photographs will be taken at the initial observation of damages and after flags are placed. A short sequence of photos will be taken to provide an area overview followed by more detailed damage photos. The area overview photo will be used to place the detailed photos in context. Flagging will be placed to locate and delineate areas of damage to allow for further evaluation as appropriate. The flags will be placed as follows:
• Transverse cracks and sand boils – red flags
• Crown settlement and lateral spreading – orange flags • Longitudinal cracks and isolated slope movement – yellow flags

5.3 ANALYSIS AND RESPONSE
The levee damage information will be provided to the LMA General Manager or the General Manager’s designee, who will make a determination regarding the observed damages. After review of the levee inspection data, further action may be taken per the following:

A) If no damage is reported:
• Take no further action.

B) For minor to moderate damage:
• Request District Engineer’s review to evaluate if interim requirements are met or if immediate repair is necessary.

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o Request District Engineer’s evaluation for presence of slope movement, lateral spreading, or sand boils.
o Cover all major cracks with plastic sheeting to safeguard against moisture inundation from rainfall prior to interim and/or long term repairs. Perform this as an emergency repair in accordance with the LMA FSP and emergency response plan.

C) For major damage or greater:
• Initiate emergency repairs immediately per the LMA FSP and emergency response plan flood fighting procedures.

The public should be notified as appropriate per the FSP protocol. Damages to levees will be prioritized for repair based on protection of nearby populations; severity of cracking and/or the amount of freeboard lost, if any. The degree of damage should be compared to the IRDE levee prism and prioritized over damaged levees meeting or above the IRDE levee prism but below the long term repair condition.

Damage Classification of 3 to 5 do not meet the required IRDE levee prism. Damage Classification of 0 to 2 should meet the IRDE levee prism but likely do not meet the long term condition. Damage Classification of 1 and 2 should be reviewed by the District Engineer to assess if additional investigation is needed to confirm the IRDE levee prism is not impacted. If a levee segment is damaged and/or the crown settles below the IRDE, the long term and interim repair guidelines in Section 7 will be followed.

If conditions, in particular during flood season, exceed the LMA’s capabilities on any of the levee systems, the LMA will contact the DWR Flood Operations Center (FOC) for technical assistance, following the FSP protocol.

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6 GENERAL REPAIR PROVISIONS
___________________________________________________________________________________ The degree of seismically induced damages can vary from surficial slumps, cracks, and minor depressions to major levee cracks and settlement of portions of levee reaches below the IRDE to full collapse of a levee section. The following sections address general guidance for post-earthquake damage evaluation and remediation of damaged levee reaches, including initial direction, permitting, the District Engineer’s evaluation, documentation, and interim and long term repairs.

6.1 INITIAL DIRECTION
Minor damages (as categorized in Table 2) are typically handled under normal LMA operational protocol with the District Engineer’s review. Damages beyond a Minor Damage Classification include larger cracks and settlement require more detailed evaluation of crack location(s) and extent and of levee geometry by the District Engineer or their designee. These repairs may be handled under normal operational protocol or require interim and/or long term repair protocol based on the extent of damages, availability of equipment, and timing relative to the flood season.

When settlement or slope failure of a levee section causes the crown to settle such that an appropriate crown width is below the IRDE required by the ULDC, interim repairs are required to restore the IRDE and satisfactory levee dimensions. This repair must be accomplished within 8 weeks to minimize exposure of the protected community during flood season. Long term repairs should be scheduled during the dry season.

Initial repair activities also include confirming repair priorities, rights-of way, haul roads and staging areas, borrow sites, construction easements (if needed), permit acquisition, and contractor supplies and equipment availability.

6.2 PERMITTING
It is beyond the scope of this document to describe the various engineering, environmental, and regulatory permitting processes that govern the implementation of levee modifications. In general levee repair (interim and long term) activities are covered under a host of federal, state, and local laws and regulations including but not limited to
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:
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• Central Valley Flood Protection Board (CVFPB) regulations and standards contained in Title 23 of the California Code of Regulations
• The federal Rivers and Harbors Act for structures or work in or affecting navigable waters of the United States (WOUS), administered by the USACE
• Section 404 of the Clean Water Act (CWA) for the discharge of dredged or fill material in WOUS, and CWA Section 401, Water Quality Certification.

Additional environmental requirements include compliance with the California Environmental Quality Act (CEQA), the National Environmental Policy Act (NEPA), the California Endangered Species Act (CESA), the Federal Endangered Species Act (FESA) and regulatory programs implemented by the California Department of Fish and Wildlife (CDFW), such as streambed alteration agreements, the California Water Resources Control Board, and Central Valley Regional Water Quality Control Board.

In general, emergency response actions necessary to maintain service essential to the public health, safety or welfare may be temporarily exempt from CEQA and from NEPA in cases where there is Federal funding, permits, land, or FESA involved in a project. However, complying with NEPA and the CWA is necessary to ensure participation in the PL 84-99 program and when seeking FEMA reimbursements.

Consultation with natural resource agencies including CDFW and the US Fish and Wildlife Service (FWS) should be made prior to and while engaging in emergency response actions to protect and preserve sensitive resources and their habitats. FWS is available to assist with compliance with FESA during emergency events by providing recommendations for minimizing adverse effects to listed species during the emergency response. For short-term levee repairs needed to save lives and property, DWR, LMAs, or landowners can go ahead with repairs that restore the flood control structures to substantially the same conditions under emergency provisions of FESA, informally and formally consulting with trustee agencies as required.

During flood conditions, if an earthquake were to cause significant levee damage resulting in an emergency situation, it is possible that the incident would be covered by a Regional General Permit (RGP) #8 issued by the USACE Sacramento District’s District Engineer. This permit would be requested through DWR and would allow for USACE “emergency actions authorizing structures or work in or affecting WOUS and the discharge of dredged or fill material in WOUS, including wetlands, for necessary repair or protection of existing structures, facilities or fills where an imminent threat to life or property exists due to unforeseen events during an emergency incident.” DRAFT
However, even with emergency actions,
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regulatory agencies must be notified, environmental compliance requirements must ultimately be addressed, and actions must be documented.

6.3 DISTRICT ENGINEER’S REVIEW/EVALUATION
Levee construction plans as well as a baseline survey and current status records are maintained at the LMA office. The LMA and the District Engineer will meet as soon as the field inspection teams identify any of the listed damages to the levee system to schedule a damage evaluation/review as appropriate.

The District Engineer’s preliminary evaluation may involve reviewing the initial field data gathered, comparing the data with the as-built drawings, and performing an initial site visit. The available information will be used to assess the overall embankment stability and, in the case of significant damages, to compare with the typical levee grade and dimensions for an interim (10-year flood) level of protection. For example, Table A-1 in Appendix D, North Area Streams Levees, provides the 10-year flood water surface elevations (as well as existing crown elevations) for the American River North Levee segments analyzed. Based on this evaluation, the District Engineer may identify a remnant levee prism suitable for an interim level of protection or provide preliminary recommendations for interim repairs.

Additional field investigation of the levee damages (including field sampling, laboratory testing, and field surveys) may be appropriate, especially if later, long term repairs are anticipated. The District Engineer will coordinate with the LMA to establish priorities on how to return the damaged levee section(s) to serviceability within a reasonable timeframe. Subsequent sections discuss the process for interim and long term repairs in more detail.

6.4 INTERIM REPAIRS
Following preliminary levee damage evaluation, the District Engineer and LMA will establish priorities to restore all damaged levee segments to the minimum grade and dimensions sufficient for protection against the IRDE. Per ULDC requirements, the interim repairs are to be completed within 8 weeks to avoid prolonged exposure of the protected communities during flood season. The priority will be to utilize on-site levee materials to repair the damaged levee sections. Where deformed materials are not able to be reused, then borrow materials referenced in Section 3.4 will be transported to the site and used for interim repairs.

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Section 7 provides a general set of procedures and guidelines for the interim repair of cracked and slumped levee sections, including general procedures for excavating and filling cracks, removing disturbed or slumped ground, and keying in new fill.

6.5 INTERIM REPAIR DOCUMENTATION
Documentation is critical throughout the repair process, especially to meet the regulatory requirements discussed in Section 6.2. Lack of good documentation may endanger the ability of the levee to be certified for ULDC and FEMA requirements. The LMA and District Engineer should assure that thorough documents are prepared and preserved before, during, and after the repair, as discussed below.

Before Repair – All communications related to the earthquake incident are documented on the District office call log. If field inspection teams are deployed, their operations are documented on a Division Activity Log using FEMA ICS4Form 214. All hand-generated field data (locations, descriptions, measurements, etc.) are organized in a paper file and scanned into a computer for digital archiving. The scanned documents and any electronically generated documents (i.e., field notes and observations on tablets) are organized in computer files along with all GPS data and digital photos, including a photo log.

During Repair – The following field information is maintained: daily field reports, photo documentation of earthwork activities, copies of field and laboratory test results, notes from on-site meetings, and communications concerning the Contractor, District Engineer, and LMA.

After Repair – The documentation generated during repair is archived electronically. As-built drawings and completion-survey information documenting the completed levee repairs are updated and maintained in the LMA office.

6.6 LONG TERM REPAIRS
Whereas interim repairs only require a 10-year level of flood protection, long term repairs are defined as those required to return the levee system to an urban level of flood protection, i.e., a 200-year level of flood protection. Accordingly, long term repairs require more detailed field investigation and analyses than the interim repair process. The LMA General Manager with assistance from the District Engineer will establish priorities on returning all damaged levee segments to an urban level of flood protection. 4 ICS-Incident Command System
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The process for implementation of long term repairs is similar as that outlined above in Sections 6.4 and

6.5 for interim repairs. Repairs outlined in the PERP may be followed to restore the levee grade to the 200-year level of flood protection. The public will be kept apprised of progress and will be notified following completion of repairs and the return of all damaged levee segments to an urban level of flood protection.

In addition, it may also be appropriate to perform a geotechnical investigation to investigate the condition of the remnant levee and foundation to determine if additional actions are warranted. This is particularly important in cases where seepage cutoff walls extend into the levee foundation. At a minimum, a geotechnical investigation should include the following items. • evaluation of the extent of the damaged embankment zone • evaluation of the on-site soils for reuse in levee repairs • consideration of mitigation factors to improve foundation conditions related to the observed levee damages
• evaluation of other factors as appropriate that may have contributed to the observed damages • Evaluation of flood control features that remain in the area damaged by the earthquake such as seepage cutoff walls
If the geotechnical investigation indicates deficiencies that require remediation, levee repair construction plans, specifications, and cost estimates will then be prepared. Funding sources for the necessary work will be pursued, permits will be obtained, a contractor will be selected, and the repair work performed.

Future levee patrols should include close observation of any areas where damages were recorded and repaired. Any signs of cracking, slumping, seepage, or other deficiencies should be reported to the LMA.

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7 INTERIM AND LONG TERM REPAIR GUIDELINES
___________________________________________________________________________________ This section provides a general set of procedures for the interim repair of cracked and slumped levee sections, including general procedures for excavating and filling cracks, removing disturbed or slumped ground, and keying in new fill. These guidelines were developed using a template type approach. The levee repair templates identified in Table 3 and included in Appendix A have been developed to address common earthquake-related distress issues, including longitudinal and transverse cracks, slope movement including lateral spreading, and crown settlement including partial to full collapse.

Table 3. Interim Repair Guidelines for Common Earthquake-Related Levee Distress Issues Distress
Issue Repair Description TemplateSheet
Cracks
Typical Longitude Crack(s) Repair LC-1
Typical Transverse Crack Repair TC-1
Slope Movement
and/or
Lateral Spreading
Slope Instability Embankment – Long Term Repair SS-1-A
Slope Instability Embankment & Foundation – Long Term
Repair SS-1-B
Waterside Slope Instability – Landside Berm – Interim
Repair SS-1-C
Slope Instability – Acceptable Interim Levee Geometry SS-1-D Slope Instability Embankment & Foundation – Interim
Repair SS-1-E
Crown Settlement,
Including Partial
or Total Collapse
Typical Crown Settlement Repair CS-1
Typical Interim and Long Term Levee Collapse Repair C-1 The templates in Appendix A provide basic guidelines for interim levee repairs without specifying design standards, as the specific type, location, and extent of damages will be better defined by the initial damage evaluation. The appropriate response will be then determined based on suitable preparation, practical evaluation of the current conditions, and modification of the guidelines to address the situation at hand using engineering evaluation and judgment.

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The levee repair templates illustrate the repairs as landside slope repairs. However, the guidelines are considered appropriate for both landside and waterside seismically induced damages, except during flood conditions when the waterside will experience varying river stages. Levee repair should follow the requirements of the CVFPB regulations and standards contained in Title 23 of the California Code of Regulations and USACE Sacramento District’s Geotechnical Levee Practice Standard Operating Procedures.

The probability of the simultaneous occurrence of a major flood condition and a damaging earthquake is very low, and significantly less than the probability of only one of those events. Seismically induced damages would be more likely to occur on the waterside during high-water conditions because the flood-induced saturation of the levee waterside slope and foundation may increase the vulnerability of the levee to seismic damage. In the worst-case scenario, a seismically induced levee collapse when the river is at flood stage could lead to a levee breach and flooding of the protected area. A higher probability scenario would be some seismically induced damage to the waterside requiring interim repair activities. The subject of repairs of waterside damages is discussed further in Section 7.4.

7.1 GENERAL IMPLEMENTATION PROVISIONS FOR REPAIR TEMPLATES Specific repair guidelines are discussed in the following sections, and major features are shown on the repair templates in Appendix A. The following are some general provisions to be employed as appropriate during repairs:
• The existing as-built drawings and project surveys should be used when planning, designing, and implementing repair alternatives.
• The LMA will determine whether adequate rights of way are available and obtain the necessary rights of way, if needed.
• Test pits and/or soil borings and more detailed site surveys may be used if deemed necessary by the District Engineer or their designee. Engineering judgment will be used in evaluating the need for and level of subsurface explorations and engineering analyses as well as the extent of interim repairs to be performed.
• Surface sloughing is considered a maintenance problem, as it usually does not affect the levee’s structural
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• For damaged sections, the existing slope or ground surface will be prepared for embankment or berm material placement. Surface preparation will include removing selected vegetation, debris, downed timber or tree roots, rubbish, loose soil, and other obstructions. A minimum of 6 inches of a slope or ground surface will be removed as part of the surface preparation. Additional excavation will be performed as necessary to remove damaged/disturbed soils. The exposed subgrade will be scarified, moisture conditioned, and recompacted to provide a stable base to work from.
o To account for the potential to encountered unstable subgrade conditions at the subgrade level, geotextile stabilization fabric was used in several of the interim repair alternatives in which the new embankment construction is keyed into the foundation material. A properly installed, suitable mid-range or better, geotextile stabilization fabric (for example Mirafi RS380i, Propex Geotex 801 or similar; see Appendix C for the property data sheets for these examples) helps provide a stable base for embankment reconstruction. Geotextile stabilization fabric and/or geogrids should be used in areas where unstable soils are encountered that impede earthwork construction since these materials will help bridge over unstable soils and help construction to proceed. Proper soil placement and compaction are still required. Several brands of geotextile stabilization fabric are readily available at local distributors. If stable subgrade soils are exposed at the base of excavations, geotextile stabilization fabric and/or geogrids are not required. Use of geotextile stabilization fabric and/or geogrids will be determined by the District Engineer.
• After subgrade preparation, fill is placed in horizontal, loose lifts and properly compacted. If bridging/reinforcement is needed, a suitable mid-range or better biaxial geogrid product (such as Tencate Miragrid 8XT, Tensar BX1500, StrataGrid SG 550 or equivalent; see Appendix C for the product property data sheets for these examples) is placed beginning at about 2 feet above the stabilization fabric and continuing at about a 2-foot vertical spacing for a minimum of three total geogrid layers or as determined by the District Engineer. Several brands of the mid-range geogrid product are readily available at local distributors. • Embankment and berm materials are placed in horizontal lifts and properly compacted to the specified degree of compaction to provide maximum 6-inch-thick compacted lifts using heavy construction equipment or maximum 4-inch-thick compacted lifts using hand-operated compaction equipment to help achieve stable conditions. The fill is tested for relative compaction
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in accordance with applicable standards.
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• All slope backfill is placed and compacted above the slope line and then cut back to finished slope grade. Slope protection (revegetation) is provided for any newly placed fill material. • Interim repairs involving partial levee replacement to the IRDE are constructed to match the waterside toe and slope angle of the adjacent levee segments where feasible. The intent is to present a continuous waterside slope face to potential floodwaters. • Constructing a crown roadway repair includes: 1) sloping (at least 2 percent) the levee crown 5 beneath the aggregate base (AB) surfacing to drain in both directions from the levee’s centerline so as to provide proper drainage, 2) placing an AB surface on the levee crown to the thickness of the adjacent levee crown with a minimum properly compacted thickness of 4 inches, and 3) reusing the existing AB when possible.
• When multiple repairs are required in a single location or levee segment, repair priorities and coordination are established before work begins.
• Sacramento County Office of Emergency Services and/or Board of Supervisors will keep the public informed. The public will be kept apprised of progress and notified following completion of interim repairs as appropriate.

7.2 LONGITUDINAL AND TRANSVERSE CRACKS
Repair of levee cracks typically involves initial determination of the length, width, and depth of the cracks. The length and width will be determined during the initial data gathering, and the depth is determined to the extent possible. Depending on the type and location of the observed cracks, test pits may be necessary, especially if deeper transverse cracks are encountered.

Large cracks in the levee are often indicative of high shear stresses accompanied by excessive deformation. Slope movement causes both longitudinal and transverse cracks. Thus, crack repair is often related to other distress issues on the levee, and repair coordination may dictate incorporating crack repair into the repair procedures for larger deformations. Slope stability is a larger structural problem and is addressed in Sections 7.3 and 7.4. This section addresses activities related only to specific longitudinal and transverse crack repair. Those activities include:
5 Note: The
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• Updating/confirming crack dimensions from the initial crack surveys, plotting cracks on a site plan, and evaluating the impact, if any, on the levee’s structural integrity. • For longitudinal cracks (see Sheet LC-1):

1. Excavating a working bench at least 8 feet wide or one equipment width (whichever is greater) in the side slope to a minimum depth of 2 feet on the crack

2. Excavating below the bottom of the crack, as appropriate, with a bucket excavator

3. Backfilling and compacting in thin lifts with a wheel attachment on the excavator to the working bench elevation with the excavated material or an equivalent material

4. Replacing and properly compacting the excavated bench material including benching the fill material into the excavation slope

5. Overfilling with properly compacted fill at the slope face followed by trimming to finished grade

6. Revegetating the slope face to provide slope protection • For transverse cracks (see Sheet TC-1):

1. Excavating a working bench at least 8 feet wide or one equipment width (whichever is greater) below the bottom of the crack

2. Backfilling and compacting, in thin lifts, with the excavated material or an equivalent material

3. Overfilling with properly compacted fill at the slope face followed by trimming to finished grade

4. Grading the levee crown for positive drainage to both sides followed by placing properly compacted AB

5. Revegetating the slope face to provide slope protection • The backfill material for the crack repair and the working bench replacement is the existing levee material or equivalent.

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• In areas with multiple cracks, the excavation is modified to address the additional cracks (e.g., Sheet LC-1-B).

7.3 SLOPE MOVEMENT AND LATERAL (TOE) SPREADING
Slope movement is often associated with reduction of soil shear strength and/or increased shear stress, both of which can be caused by ground shaking. Levee slope distress can manifest as surface sloughing, a shallow slide through the levee embankment only, a deep-seated slide through the embankment and the foundation material, or mass deformation of the levee. Surface sloughing (to a depth of a few feet) is considered a maintenance issue and is not addressed further here. Most forms of slope movement exhibit a characteristic loss of material at the upper limit of the observed distress and a bulging or spreading at the lower extent of distress.

Once the basic movement is determined, a general plan of repair can be developed and executed.

Typically, the better the information gathered, the more efficient the repair will be. For example, in some cases a deep-seated slide surface may be apparent from a prominent longitudinal crack with vertical offset (head scarp) and a corresponding toe bulge, but the location of the slip surface may not be well defined. A working bench may be cut into the slope at the head scarp to allow for more accurate slip-surface determination using a line of cone penetrometer soundings between the scarp and the slope face. This can provide a relatively quick definition of the slip surface and allow for more efficient repair planning. In this way, less material needs to be moved, and less time is spent on the repair because of the more accurate information.

Slope movement repair includes the following activities (Sheet SS-1):
• Removing slide debris and excavating the existing levee embankment and foundation to below the slip surface (as needed).
• Preparing the subgrade and reconstructing the levee as follows:

Slip surface in the embankment only (no keyway required) – Sheet SS-1-A o For a slip surface in the embankment only (no keyway required), scarifying, moisture conditioning, and recompacting the exposed subgrade to provide a stable base for embankment construction. If unstable subgrade soils are exposed, a suitable, woven, DRAFT
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o Placing and properly compacting the fill (existing embankment material or an equivalent material) in horizontal lifts to 2 feet above the subgrade and continuing with properly moisture conditioned and compacted fill placed in maximum 6-inch thick loose lifts. If additional bridging/reinforcement is needed, reinforcing the embankment with a suitable geogrid placed at about a 2-foot vertical spacing for a minimum of three total geogrid layers or as determined by the District Engineer.

Deep-Seated Slides – Sheet SS-1-B through E
o For deep-seated slide repairs, excavating a keyway into the foundation materials, then scarifying, moisture conditioning, and recompacting the exposed subgrade to provide a stable base for embankment construction. If unstable subgrade soils are exposed, a suitable, woven, geotextile stabilization fabric should be placed. o Backfilling the keyway and reconstructing the levee with existing embankment material or an equivalent material, by moisture conditioning and properly compacting the material in horizontal lifts with a maximum loose lift thickness of 6 inches. o If additional bridging/reinforcement is needed, reinforcing the embankment with a suitable geogrid product beginning 2 feet above the stabilization fabric and continuing at about a 2-foot vertical spacing for a minimum of three total geogrid layers or as determined by the District Engineer.
• Overfilling with properly compacted fill at the slope face followed by trimming to finished grade. • Revegetating the slope face to provide slope protection. • Grading the levee crown for positive drainage to both sides followed by placing properly compacted AB.

Note that Sheets SS-1-B and SS-1-E depict the condition of a relatively shallow liquefiable layer in the foundation soils. As a result of liquefaction during an earthquake, the levee support can diminish to the extent that the center of the embankment sags, resulting in a longitudinal tension crack as the two sides pull away from each other.

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24001006.001A/SAC24R167153 Page 32 of 38 November 1, 2024 © 2024 Kleinfelder

7.4 WATERSIDE DAMAGES
In the case of seismically induced slope movement on the levee waterside slope when the river stage is high, waterside slope improvement or stabilization may not be feasible for interim repairs. The current preferred approach is to stabilize the remnant levee from the landside to the ULDC interim repair standard by constructing an undrained stability berm similar to that shown on Sheet SS-1-C.

Construction of the berm includes the following activities:
• Stripping the top layer (minimum 6 inches) of the landside slope, as well as the ground surface at the landside toe where the stability berm foundation will be located. • Excavating a keyway into the foundation materials, then scarifying, moisture conditioning, and recompacting the exposed subgrade to provide a stable base for embankment construction. If unstable subgrade soils are exposed, a suitable, woven, geotextile stabilization fabric should be placed.
• Backfilling the keyway and constructing the stability berm with properly moisture conditioned and compacted fill placed in maximum 6-inch thick loose lifts. If additional bridging/reinforcement is needed, reinforcing the berm with a suitable geogrid product beginning 2 feet above the stabilization fabric and continuing at about a 2-foot vertical spacing for a minimum of three total geogrid layers or as determined by the District Engineer. • Overfilling and properly compacting the material at the slope face followed by trimming to finished grade.
• Fill material for the repair is the existing levee material or equivalent material or levee embankment material that meets CVFPB and USACE criteria, as directed by the District Engineer.
• Revegetating the new landside slope to help stabilize the slope face. • Re-establishing the crown road so that ideally there is a 20-foot-wide patrol road with a minimum of 4 inches of compacted AB over a drained subgrade (minimum 2%), and providing a means of transitioning to the patrol road on the adjacent upstream and downstream levee segments whether via a ramp from the crown of the berm (10% maximum grade) or via a toe access road
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along the berm and landside access ramps to the adjacent levee sections. 24001006.001A/SAC24R167153 Page 33 of 38 November 1, 2024 © 2024 Kleinfelder
Some waterside stabilization measures have been considered, including the use of geotubes. Any waterside stabilization alternative must be reviewed and approved by CVFPB and USACE and demonstrate practicality, including the following features and characteristics: 1) effectiveness as a slope and erosion stabilizer, 2) ease of installation by local personnel and equipment, 3) immediate availability, 4) cost effectiveness, and 5) durability/dependability. Waterside stabilization may be a temporary method to provide the required flood protection and may be required to be removed for the permanent repair.

7.5 CROWN SETTLEMENT
Whereas a minor crown depression can be repaired without significant modification to the existing levee geometry, crown settlement is often associated with slope movement and lateral spreading or bulging at the levee toe. Therefore, the repair efforts must be prioritized and coordinated. In general, slope stabilization activities must proceed before crown repair can be completed. Repair activities related to slope stabilization issues are addressed in Sections 7.3 and 7.4. This section addresses activities ranging from repair of simple crown settlement to partial or full replacement for levee collapse. Those activities include:

1. For minor (up to 1 foot) settlement or depression of a levee section (see Sheet CS-1):
• Removing and stockpiling the existing AB surface and then scarifying and recompacting the exposed subgrade (minimum 6 inches).
• Backfilling levee materials with maximum 6-inch thick loose lifts that are properly moisture conditioned and compacted.
• Match the upstream and downstream crown elevation grade with positive side drainage (minimum 2%).
• Fill material for the repair is the existing levee material or equivalent material or levee embankment material that meets CVFPB and USACE criteria, as directed by the District Engineer.
• Placing a minimum 4-inch-thick properly compacted and drained AB surface. • Adjusting the slope grade of the new fill and the existing slope to provide a smooth DRAFT
transition and revegetating any new slope construction. 24001006.001A/SAC24R167153 Page 34 of 38 November 1, 2024 © 2024 Kleinfelder

2. For larger (up to 6 feet) settlement of a levee section (see Sheet C-1):
• Removing and stockpiling the existing AB surface and then scarifying and recompacting the exposed subgrade (minimum 6 inches).
• Backfilling levee materials with maximum 6-inch thick loose lifts that are properly moisture conditioned and compacted.
• Fill material for the repair is the existing levee material or equivalent material or levee embankment material that meets CVFPB and USACE criteria, as directed by the District Engineer.
• Establishing a final subgrade with a maximum 10% transition grade between the interim repaired levee section and the existing levee segments and a 2% drainage grade to each side.
• Placing a minimum 4-inch-thick properly compacted and drained AB surface. • Adjusting the slope grade of the new fill and the existing slope to provide a smooth transition to upstream and downstream levee crown and slopes and revegetating any new slope construction.

3. For partial to full levee replacement repair for levee collapse, (see Sheet C-1):
• Evaluating the stability of the ground surface for levee replacement under the direction of the District Engineer.
• Removing slide debris and excavating the existing levee embankment and foundation (as needed).
• Excavating a keyway into the foundation materials, then scarifying, moisture conditioning, and recompacting the exposed subgrade to provide a stable base for embankment construction. If unstable subgrade soils are exposed, a suitable, woven, geotextile stabilization fabric should be placed.
• Backfilling the keyway and constructing the embankment with properly moisture conditioned and compacted fill placed in maximum 6-inch thick loose lifts. If additional bridging/reinforcement is needed, reinforcing the embankment with a suitable geogrid DRAFT
product beginning 2 feet above the stabilization fabric and continuing at about a 2-foot 24001006.001A/SAC24R167153 Page 35 of 38 November 1, 2024 © 2024 Kleinfelder
vertical spacing for a minimum of three total geogrid layers or as determined by the District Engineer.
• Fill material for the repair is the existing levee material or equivalent material or levee embankment material that meets CVFPB and USACE criteria, as directed by the District Engineer.
• Overfilling and properly compacting the material at the slope face, followed by trimming to finished grade and revegetating all new construction slope faces to provide slope protection.
• Grading the partial replacement (interim) levee crown for positive drainage to both sides, followed by placing a minimum 4-inch thickness of properly compacted and drained AB. • Constructing a means of transitioning to the adjacent upstream and downstream levee segments, whether via a ramp (10% maximum grade) along the interim levee crown or via a toe access road along the interim levee embankment and landside access ramps to the adjacent levee sections.

7.6 SAND BOILS
Sand boils can form due to liquefaction of underlying sandy layers if the water table is high enough and the ground shaking strong enough. The extent of repairs, if any, will be dependent on the size, location, and quantity of sand boils. Note that an earthquake-induced sand boil indicates liquefaction in an underlying aquifer layer, but in and of itself it does not indicate an underseepage deficiency. However, a sand boil could increase underseepage risk since a subsurface pathway is now open to the ground surface. Post-earthquake sand boils encountered by the field inspection teams may be useful in identifying liquefiable zones and will be flagged for review by the District Engineer, who will evaluate whether any interim repairs are necessary.

Sand boils resulting from excessive underseepage pressures have been addressed using the following methods: 1) simply locating and flood-fighting, 2) excavating and backfilling individual sand boils with a sequence of progressively larger cohesionless soil particles (i.e. an inverted filter) to reduce the potential for future piping, and 3) installing more complex remediation measures such as seepage cutoff walls, relief wells, or seepage berms. Refer to the DWR Flood Fighting Methods (DWR, 2024), which include procedures for
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controlling boils using sack rings.
24001006.001A/SAC24R167153 Page 36 of 38 November 1, 2024 © 2024 Kleinfelder
8 REFERENCES AND SUPPORTING DOCUMENTS
___________________________________________________________________________________ 33 C.F.R. § 222.4, Reporting Earthquake Effects, https://www.law.cornell.edu/cfr/text/33/222.4.

Babbitt, D. (2014). Transverse Cracking on Embankment Dams Caused By Earthquakes Revisited, Dams and Extreme Events, 34th Annual USSD Conference, San Francisco, CA.

Boulanger, R. (2012). Liquefaction in the 2011 Great East Japan Earthquake: Lessons for U.S. Practice, in Proceedings of the International Symposium on Engineering Lessons Learned from the 2011 Great East Japan Earthquake, March 1-4, 2012, Tokyo, Japan.

California Department of Water Resources (DWR) (2012). Urban Levee Design Criteria.

California Department of Water Resources (DWR) (2013). Urban Levee of Flood Protection Criteria.

California Department of Water Resources (DWR) (2024). Flood Fighting Methods.

California Department of Water Resources and U.S. Army Corps of Engineers (2016). Draft Delta Emergency Operations Integration Plan
FloodSAFE California (2012). Urban Levee Design Criteria, State of California, The Natural Resources Agency, Department of Water Resources.

FloodSAFE California (2013). Draft Rural Levee Repair Guidelines, State of California, The Natural Resources Agency, Department of Water Resources.

Fong, F. and Bennett, W. (1995). Transverse Cracking on Embankment Dams Due to Earthquakes, ASDSO Western Regional Meeting.

GEOTEX 801; Product Data Sheet; Propex Operating Company, LLC: Chattanooga, TN, 2019, https://propexglobal.com/resources/data-sheets
Lo, R. and Wang, Y. (2012). Lessons Learned from Recent Earthquakes – Geoscience and Geotechnical Perspectives, ResearchGate, https://www.researchgate.net/publication/221924477 .

Meyersohn, D. (2012)
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Millet, R. Chowdhury, K., et al. (2014). Seismic Vulnerability Evaluation of Levees in California’s Central Valley, ResearchGate Conference Paper.

MIRAFI RS380i; Technical Data Sheet; Solmax: Pendergross, GA, 2024, https://www.tencategeo.us/enus/products/woven-geotextiles/mirafi-rsi-series MIRAGRID 8XT; Technical Data Sheet; Solmax: Pendergross GA, 2024, https://www.tencategeo.us/enus/products/geogrids/miragrid-xt Oka, F., Tsai, P. et al. (2012). Damage Patterns of River Embankments Due to the 2011 off the Pacific Coast of Tohoku Earthquake and a Numerical Modeling of the Deformation of River Embankments with a Clayey Subsoil Layer in Soils and Foundations, The Japanese Geotechnical Society.

Pells, S., and Fell, R. (2003). Damage and Cracking of Embankment Dams by Earthquake and the Implications for Internal Erosion and Piping, ICOLD, 21st large Dams Congress, Montréal, June 2003.

Perlea, V., Perlea, M., et al. (2014). Draft Guidelines for Seismic Evaluation of Levees in Dams and Extreme Events — Reducing Risk of Aging Infrastructure under Extreme Loading Conditions, 34th Annual USSD Conference San Francisco, California, April 7-11, 2014.

Stewart, J. (2011). Geotechnical Issues & Ground Motion — Preliminary Briefing on Japan’s Tohoku Earthquake, Aftershocks, and Tsunami of March 11, 2011.

StrataGrid; Product Data Sheet; Strata: Burlington, NC, 2020, https://www.geogrid.com/enus/products/stratagrid Tensar Biaxial Geogrid BX1500; Product Specification; Tensar: Alpharetta, GA, 2024, https://www.tensarcorp.com/solutions/geogrids/biaxial-bx-geogrids USACE SPK (2008). “Geotechnical Levee Practice,” CESPK EQS Guidance Document (REFP10L0.DOC), 11 April 2008.

URS (2015a). “ULE Geotechnical Evaluation Report (GER) Volume 1 and 2, American River Study Area, Urban Levee Evaluations Project, Contract 4600008101,” dated January 2015 (Issue date: 01- 2015).

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URS (2015b). Geotechnical Evaluation Report (Existing Conditions and Seismic Assessment), Natomas North Study Area, Urban Levee Evaluations Project, Contract 4600008101. dated March 2015.

URS (2015c). “ULE Geotechnical Evaluation Report Volume 2, Remedial Alternatives, NEMDC East Study Area, Urban Levee Evaluations Project, Contract 4600008101,” dated April 2015 (Issue date: 04- 2015).

U.S. Department of the Interior, Bureau of Reclamation, and U.S. Army Corps of Engineers (2012).

Methods to Evaluate Seismic Risks for Embankments Best Practices, in Best Practices in Dam and Levee Safety Risk Analysis presentation slide deck.

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KLEINFELDER SEISMIC

RESPONSIBILITY REACHES
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FIGURE
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APR 2024
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SACRAMENTO, CA FILE: \\azrgisstorp03\GIS_Projects\Client\SAFCA\24001006.001A-SeismicPerformanceSumReport\PRO\PostEQ.aprx KHagan 4/29/2024

SACRAMENTO AREA FLOOD CONTROL

LEVEE SYSTEMS

POST-EARTHQUAKE REMEDIATION PLAN

SACRAMENTO AND SUTTER COUNTIES, CALIFORNIA
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The information included on this graphic representation has been compiled from a variety of sources and is subject to change without notice. Kleinfelder makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. This document is not intended for use as a land survey product nor is it designed or intended as a construction design document. The use or misuse of the information contained on this graphic representation is at the sole risk of the party using or misusing the information.

Service Layer Credits: World Imagery: Earthstar Geographics; ESRI World Imagery, Maxar Vivid Standard image date
1/22/2023; Maxar Vivid Advanced image dates 4/12/2022,
4/26/2022; SACOG Orthos image date 3/18/2022.
0 3 6
Kilometers
Locations are Approximate £
Explanation
Natomas Basin
American River South
Sacramento Basin
North Area Streams Area
/
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RD 784 - Post-Earthquake Remediation Plan
June 2016
D-1
Heaving Settlement
D-2
Lateral spreading Longitudinal Settlement
at toe of levee cracks of crown
D-3
Lateral spreading Settlement of top of
at toe of levee shoulder and crown
D-4
Lateral spreading Sand Partial levee collapse
and slope movement boils Longitudinal cracks
Fig. 1. Typical Liquefaction-Induced Damage Patterns (adapted from Oka, et al. 2012) FILE NAME: CHECKED BY: DRAWN BY: DRAWN: PROJECT NO. liq_Damages.pdf Typical Liquefaction-Induced Damage
Patterns

SACRAMENTO AREA FLOOD CONTROL LEVEE SYSTEMS

POST-EARTHQUAKE REMEDIATION PLAN
SACRAMENTO AND SUTTER COUNTIES, CALIFORNIA 24001006.001A 04/2024 RHTW 2 www.kleinfelder.com
FIGURE:

Partial/total levee collapse
Longitudinal cracks Settlement Heaving
Settlement
of crown
Longitudinal
cracks D-2 D-3 D-1 D-4 Lateral spreading
at levee toe
Settlement of top of
shoulder and crown
Lateral spreading
at levee toe
Lateral spreading
and slope movement Sand boils Partial/total levee collapse Longitudinal cracks Original Levee Prism Liquefaction-induced Damaged Levee Prism DRAFT
IRDE Levee Prism
RD 784 - Post-Earthquake Remediation Plan
June 2016
(a) Levee slumped and cracked due to liquefaction (Boulanger 2012) (b) Left Photo - Treated (distance) and untreated (foreground) levee reaches (Stewart 2011) Right Photo – Same site showing transverse crack at boundary between treated and untreated levee reaches (Boulanger 2012)
Fig. 2. Representative Post-Earthquake Levee Damages (Page 1 of 2) FILE NAME: CHECKED BY: DRAWN BY: DRAWN: PROJECT NO. eq_Damages.pdf Representative Post-Earthquake Levee
Damages (1 of 2)

SACRAMENTO AREA FLOOD CONTROL LEVEE SYSTEMS

POST-EARTHQUAKE REMEDIATION PLAN
SACRAMENTO AND SUTTER COUNTIES, CALIFORNIA 24001006.001A 04/2024 RHTW 3 www.kleinfelder.com
DRAFT
FIGURE:

RD 784 - Post-Earthquake Remediation Plan
June 2016
(c) Cracks and sand boils near landside toe of levee (left photo) - (Oka, et al. 2012) Longitudinal cracks at the top of levee (right photo) – Note sheeting protection against rain intrusion. (d) Temporary levee slope repair with sand boils at toe (Lo & Wang 2011) Fig. 2. Representative Post-Earthquake Levee Damages (Page 2 of 2) FILE NAME: CHECKED BY: DRAWN BY: DRAWN: PROJECT NO. eq_Damages.pdf Representative Post-Earthquake Levee
Damages (2 of 2)

SACRAMENTO AREA FLOOD CONTROL LEVEE SYSTEMS

POST-EARTHQUAKE REMEDIATION PLAN
SACRAMENTO AND SUTTER COUNTIES, CALIFORNIA 24001006.001A 04/2024 RHTW 3 www.kleinfelder.com
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FIGURE:
24001006.001A/SAC24R167153 November 1, 2024
© 2024 Kleinfelder

APPENDIX A

LEVEE REPAIR SCHEMATICS FOR POST-EARTHQUAKE DAMAGES
_____________________________________________________________________ Sheet G-1 – General Post-Earthquake Levee Repair Guidelines Sheet LC-1 – Typical Longitude Crack(s) Repair
Sheet TC-1 – Typical Transverse Crack Repair
Sheet SS-1 – Typical Slope Stability Repair
Sheet CS-1 – Typical Crown Settlement Repair
Sheet C-1 – Typical Interim and Long Term Levee Collapse Repair DRAFT
2% 2%
2H: 1V slope or flatter 4' min 2% 2%
2H: 1V slope or flatter 4' min 2' 2' Longitudinal cracks will typically be roughly parallel to and near the crest. www.kleinfelder.com The information included on this graphic representation has been compiled from a variety of sources and is subject to change without notice. Kleinfelder makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. This document is not intended for use as a land survey product nor is it designed or intended as a construction design document. The use or misuse of the information contained on this graphic representation is at the sole risk of the party using or misusing the information. FILE NAME: DRAWN BY: CHECKED BY: DRAWN: PROJECT NO. STO24D026r.CAD GENERAL POST-EARTHQUAKE LEVEE REPAIR GUIDELINES Post-Earthquake Remediation Plan ULDC & FEMA Levee Certification Project Sacramento Area Flood Control Agency Levee Systems Sacramento County, California G-1 GGMB 4/16/2024 24001006.001A ATTACHED IMAGES:

ATTACHED XREFS:

CAD FILE: W:\2400\24001006.001A\PLANS\ LAYOUT: SHEET LC-1 OFFICE_NAME SHEET Determine crack depth at several locations with hand probe, paint or dye penetration, & backhoe/excavator. Crack excavation should extend 2' below bottom of crack. Cracks that extend below the levee embankment into the foundation should be addressed per plan sheet xx. Excavate a working bench to allow minimum 2' soil cover over farthest outboard crack. Starting with the crack farthest up slope, excavate below bench to confirm crack depth & repair crack with embankment trench spoils, or similar imported backfill. Soil backfilled should be compacted in 6" loose lifts at 97% compaction using ASTM D698. Fill should be benched into excavation slope. Properly compact backfill & trim back to final grade. Match original or existing slope inclination. Revegetate slope following CVFPB/Levee Maintenance Agency requirements. If repair extends to levee crown, replace crown road AB with equivalent depth as existing (minimum 4") & restore to original crown width. See Section 7.1 & 7.2 for additional guidance. 1. 2. 3. 4. 5. 6. 7. 8. Notes: NOT TO SCALE A-TYPICAL SINGLE LONGITUDE CRACK REPAIR B-TYPICAL MULTIPLE LONGITUDE CRACK REPAIR Geotextile/Geogrid Placement 14. If unstable subgrade soils are exposed, a suitable, woven, geotextile stabilization fabric or geogrid should be placed. 15. If additional bridging/reinforcement is needed, reinforcing the embankment with a suitable geogrid placed at about a 2-foot vertical spacing for a minimum of three total geogrid layers or as determined by the District Engineer. Quality Control Testing 16. In-place density testing should be performed for all repairs. Testing should be performed by the nuclear density test (ASTM D6938) for every 500 cubic yards of material placed with a minimum of 1 test per lift. One sand cone density test (ASTM D1556) should be performed for every 10 nuclear density tests. 17. A sample of material from each test should be taken to a geotechnical testing laboratory for moisture density curve (ASTM D698), sieve analysis (ASTM C136) and Atterberg limits (ASTM D4318). Surface Preparation 1. For damaged sections, the existing slope or ground surface will be prepared for embankment or berm material placement. 2. Surface preparation will include removing selected vegetation, debris, downed timber or tree roots, rubbish, loose soil, and other obstructions. 3. Remove existing AB and stockpile for reuse. Subgrade 4. A minimum of 6 inches of a slope or ground surface will be removed as part of the surface preparation. Additional excavation will be performed as necessary to remove damaged/disturbed soils. 5. The exposed subgrade will be scarified to a depth of 6 inches. To provide a stable base to work from, subgrade should be moisture conditioned and compacted to +/-2% of optimum moisture content and 95% relative compaction using ASTM D698.

Engineered Fill/Backfill Placement

6. New fill soil should be uncontaminated and havesimilar classification to the existing soil.7. Soil used for backfill should be placed in maximum6-inch-thick loose lifts. 8. New fill should be benched into the existing leveein 4 to 12 inch vertical steps with the step width equalto the step height or greater.9. Fill extending below the original ground surfaceshould be keyed into the native soil as shown on therepair details.10. The fill should be moisture conditioned to +/-2% ofoptimum moisture content using ASTM D698.11. The fill should be compacted using constructionequipment and should achieve 97% relativecompaction using ASTM D698.

Grading

12. The fill should be placed and compacted abovethe slope grade and then trimmed to final grade.Match original or existing slope inclination, thenrevegetate slope following CVFPB/LMA requirements.13. If repair extends to levee crown, replace crownroad AB with equivalent depth as existing (minimum DRAFT 4-inch depth) and restore to original crown width. 2% 2%
2H: 1V slope or flatter 4' min 2% 2%
2H: 1V slope or flatter 4' min 2' 2' Inteim Repair Design Elevation Inteim Repair Design Elevation 2' min (Note 3) Blanket Aquifer Longitudinal cracks will typically be roughly parallel to and near the crest. www.kleinfelder.com The information included on this graphic representation has been compiled from a variety of sources and is subject to change without notice. Kleinfelder makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. This document is not intended for use as a land survey product nor is it designed or intended as a construction design document. The use or misuse of the information contained on this graphic representation is at the sole risk of the party using or misusing the information. FILE NAME: DRAWN BY: CHECKED BY: DRAWN: PROJECT NO. STO24D026r.CAD TYPICAL LONGITUDE CRACK(S) REPAIR POST-EARTHQUAKE LEVEE REPAIR GUIDELINES Post-Earthquake Remediation Plan ULDC & FEMA Levee Certification Project Sacramento Area Flood Control Agency Levee Systems Sacramento County, California LC-1 GGMB 4/16/2024 24001006.001A ATTACHED IMAGES:

ATTACHED XREFS:

CAD FILE: W:\2400\24001006.001A\PLANS\ LAYOUT: SHEET LC-1 OFFICE_NAME SHEET Determine crack depth at several locations with hand probe, paint or dye penetration, & backhoe/excavator. Crack excavation should extend 2' below bottom of crack. Cracks that extend below the levee embankment into the foundation should be excavated 2' below the crack into the fine grained blanket, if present. Excavation into the underlying sand/coarse grained foundation is not required. Cracks deeper than 10 feet should be evaluated by the District Engineer. Cracks that are too deep to repair by the methods in these details should be repaired by embankment removal as shown on Sheet SS-1. Excavate a working bench to allow minimum 2' soil cover over farthest outboard crack. Starting with the crack farthest up slope, excavate below bench to confirm crack depth & repair crack with embankment trench spoils, or similar imported backfill. Refer to sheet G-1 for general construction guidelines If repair extends to levee crown, replace crown road AB with equivalent depth as existing (minimum 4") & restore to original crown width. See Report Section 7.1 & 7.2 for additional guidance. 1. 2. 3. 4. 5. 6. 7.Notes: NOT TO SCALE A-TYPICAL SINGLE LONGITUDE CRACK REPAIR B-TYPICAL MULTIPLE LONGITUDE CRACK REPAIR (Not to Scale) (Not to Scale) Crack repair is needed where bottom of crack is located below the Interim Repair Design Elevation. Cracking into the aquifer does not need to be repaired, only the blanket needs to be repaired.

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B B' Crown settlement repair sheet CS-1
Restore to original slope
Original slope 1' min. A A' A' A
4' min (Note 3) (See Note 3) 2H:1V min. B B' Crown Settled (see CS-1 figures for settled crown repair) 4' min (Note 3) 1' min 1 2 1 2 Pipe Removal Excavation Limit Existing Ground Levee Embankment FILL 6" min CLSM Reconstructed Levee Surface 1'-6" Min Just Keep Existing Ground. No Raise in Levee FILL. Determine crack depth at several locations with hand probe, paint or dye penetration, & backhoe/excavator. www.kleinfelder.com The information included on this graphic representation has been compiled from a variety of sources and is subject to change without notice. Kleinfelder makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. This document is not intended for use as a land survey product nor is it designed or intended as a construction design document. The use or misuse of the information contained on this graphic representation is at the sole risk of the party using or misusing the information. FILE NAME: DRAWN BY: CHECKED BY: DRAWN: PROJECT NO. STO24D026r.CAD TYPICAL TRANSVERSE CRACK REPAIR POST-EARTHQUAKE LEVEE REPAIR GUIDELINES Post-Earthquake Remediation Plan ULDC & FEMA Levee Certification Project Sacramento Area Flood Control Agency Levee Systems Sacramento County, California TC-1 GGMB 4/16/2024 24001006.001A ATTACHED IMAGES:

ATTACHED XREFS:

CAD FILE: W:\2400\24001006.001A\PLANS\ LAYOUT: SHEET TC-1 Excavate a working bench at least 4' deep and 1' below bottom of identified crack depth. Refer to notes 1 to 5 on G-1.

If crack terminates at pipe penetration, determine if separation has occurred between pipe & adjacent soil. Remove pipe and backfill, reinstall the pipe, and encase pipe in CLSM or lean concrete per CVFPB requirements or requirements valid at the time of repair. Repair should be coordinated with pipe owner for additional requirements Refer to sheet G-1 of grading, revegetation procedures.

See report Section 7.1 & 7.2 for additional guidance. 1. 2. 3. 4. 5. 6.Notes: SHEET OFFICE_NAME NOT TO SCALE SIDE (LONGITUDINAL) VIEW PLAN VIEW SECTION VIEW Crack repair is needed where bottom of crack is located below the Interim Repair Design Elevation. (Not to Scale) (Not to Scale) (Not to Scale) PIPE ENCASEMENT (Not to Scale) DRAFT
Original slope 2% 2% Original slope
(See Note 1)
Settled Slope Min Interim Prisim Min Interim Prisim www.kleinfelder.com The information included on this graphic representation has been compiled from a variety of sources and is subject to change without notice. Kleinfelder makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. This document is not intended for use as a land survey product nor is it designed or intended as a construction design document. The use or misuse of the information contained on this graphic representation is at the sole risk of the party using or misusing the information. FILE NAME: DRAWN BY: CHECKED BY: DRAWN: PROJECT NO. STO24D026r.CAD TYPICAL SLOPE STABILITY REPAIR POST-EARTHQUAKE LEVEE REPAIR GUIDELINES Post-Earthquake Remediation Plan ULDC & FEMA Levee Certification Project Sacramento Area Flood Control Agency Levee Systems Sacramento County, California SS-1 GGMB 4/16/2024 24001006.001A ATTACHED IMAGES:

ATTACHED XREFS:

CAD FILE: W:\2400\24001006.001A\PLANS\ LAYOUT: SHEET SS-1 1.Notes: NOT TO SCALE SHEET OFFICE_NAME D-SLOPE INSTABILITY EMBANKMENT - LONG-TERM REPAIR E-SLOPE INSTABILITY EMBANKMENT & FOUNDATION - LONG-TERM REPAIR C WATERSIDE SLOPE INSTABILITY - LANDSIDE BERM - INTERIM REPAIR A-SLOPE INSTABLITY - ACCEPTABLE INTERIM LEVEE GEOMETRY B-SLOPE INSTABLITY EMBANKMENT & FOUNDATION - INTERIM REPAIR 2. 3. 4. 5. 6. 7. Pre-Earthquake Slope Liquefaction induced tensile crack(s) must be outside of the projected 3H: 1V interim levee landslide slope and the landside slope projected below the ground surface. If the tensile crack is within the interim levee landside slope or landside slope projected below the ground surface, see Sheet SS-1 Details A & B for typical repair. Interim levee below the Interim Repair Design Elevation must be large enough to encompass the minimum interim levee dimensions shown in Detail A. The remnant levee must not be cracked. If the remnant levee is cracked, see Sheet C-1. Depth and width of excavation to be selected based on evaluation of embankment/foundation conditions causing slope instability and should encompass the entire failure plane. Minimum depth is 3 feet into foundation material and 1 foot below bottom of failure plane. Key-in material should be similar type as foundation soil and should not create a bathtub or seepage block condition. Use one layer of mid-range, geotextile stabilization/separation fabric under repair section, if needed for stability. Embankment material to be same as existing or higher permeability than embankment to avoid a seepage block condition. Gap-graded materials that may allow material migration should not be used. Reinforce new fill with mid-range geogrid product beginning with the first lift and continuing at a 2-foot vertical spacing for three total geogrid layers if needed for stability or as directed by District Engineer. Refer to Sheet G-1 for general construction guidelines. See Report Sections 7.1 and 7.3 for additional guidance. (Not to Scale) (Not to Scale) (Not to Scale) (Not to Scale) DRAFT(Not to Scale)
2% 2% Long-Term Repair Grade
to Match Original Grade www.kleinfelder.com The information included on this graphic representation has been compiled from a variety of sources and is subject to change without notice. Kleinfelder makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. This document is not intended for use as a land survey product nor is it designed or intended as a construction design document. The use or misuse of the information contained on this graphic representation is at the sole risk of the party using or misusing the information. FILE NAME: DRAWN BY: CHECKED BY: DRAWN: PROJECT NO. STO24D026r.CAD TYPICAL CROWN SETTLEMENT REPAIR POST-EARTHQUAKE LEVEE REPAIR GUIDELINES Post-Earthquake Remediation Plan ULDC & FEMA Levee Certification Project Sacramento Area Flood Control Agency Levee Systems Sacramento County, California CS-1 GGMB 4/16/2024 24001006.001A ATTACHED IMAGES:

ATTACHED XREFS:

CAD FILE: W:\2400\24001006.001A\PLANS\ LAYOUT: SHEET CS-1 NOT TO SCALE OFFICE_NAME SHEET Record post-earthquake levee crown grade with drone LIDAR. Calculate settlement depth using pre-earthquake top of levee elevations. Refer to Sheet G-1 for removal, subgrade, fill procedures. Side slope may need to be adjusted to provide smooth transition for added fill. 1. 2. 3.Notes: Place properly compacted fill to interim crest elevation grade with 10H:1V maximum slope transition to upstream/downstream undamaged levee segments. 4. SECTION VIEW SIDE (LONGITUDINAL) VIEW 5. Refere to sheet G-1 for grading, revegetation procedures. 6. See Report Sections 7.1 and 7.5 for additional guidance. 7. US/DS = Upstream/Downstream (Not to Scale) (Not to Scale) DRAFT
3H:1V 3H:1V Rebuild to Existing (Pre-Earthquake) Top of Levee Height Remove AB Material Prior to Rebuilding Long-Term See Note 6 1 1 1 1 Existing Interim Repair Stabilization/Seperation Fabric Minimum 4" AB Geogrid Original Ground Surface Long-Term Repair Undamaged US/DA LANDSIDE WATERSIDE Undamaged US/DA Levee Longitudinal Cracks Original Ground Surface Collapsed StructureLateral Spread at Toe 3 1 3 1 Existing Crown Road (4" AB Min)
(Existing) Levee
Original Ground Surface
Undamaged US/DA
(Existing) Levee
Undamaged US/DA Levee
Existing Crown Road(4" AB Min) Excavate and Backfill with Insitu Material Interim Crown Road (4" AB Min) 3 1 Approximate Design Elevation Interim Repair Partial Levee (Interim) Replacement Geogrid 12' Stabilization/Separation Fabric 1 1 1 2 20' Min Interim Prism www.kleinfelder.com The information included on this graphic representation has been compiled from a variety of sources and is subject to change without notice. Kleinfelder makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. This document is not intended for use as a land survey product nor is it designed or intended as a construction design document. The use or misuse of the information contained on this graphic representation is at the sole risk of the party using or misusing the information. FILE NAME: DRAWN BY: CHECKED BY: DRAWN: PROJECT NO. STO24D026r.CAD TYPICAL INTERIM AND LONG-TERM LEVEE COLLAPSE REPAIR POST-EARTHQUAKE LEVEE REPAIR GUIDELINES Post-Earthquake Remediation Plan ULDC & FEMA Levee Certification Project Sacramento Area Flood Control Agency Levee Systems Sacramento County, California C-1 GGMB 4/16/2024 24001006.001A ATTACHED IMAGES:

ATTACHED XREFS:

CAD FILE: W:\2400\24001006.001A\PLANS\ LAYOUT: SHEET C-1 NOT TO SCALE Interim repair design elevation = 10-year flood + freeboard. Refere to notes 1 to 3 on G-1. Degrade levee & excavate to 3' minimum below original grade. Extend excavation to 3' beyond the waterside toe spread & 3' beyond the projected interim levee landside toe. The actual depth & width of excavation will be selected based on embankment/foundation conditions. Scarify & recompact exposed subgrade, & place a mid-range, geotextile stabilization/sparation fabric to facilitate embankment construction or as directed by District Engineer. Key-in material should be similar type as foundation soils & should not create a bathtub or seepage block condition. Use stockpiled levee degrade material for reconstruction. Reinforce new fill with mid-range geogrid product beginning with the first lift and continuing at a 2-foot vertical spacing for three total geogrid layers if needed for stability or as directed by District Engineer. Geogrid & geofabric are not continuous leaving a gap centered below the temporary levee crown. Place existing Geogrid for interim and new Geogrid per manufacturers recommendations. Transition existing levee crown road to new interim levee segment. Place properly compacted fill to interim crest elevation grade with 10H: 1V maximum slope transition to adjacent undamaged levee segments. Alternatively, construct landside access ramps. Refere to notes 12 to 13 on G-1. 1. 2. 3. 4. 5. 6. 7. 8. Notes: 9. See Report Sections 7.1 & 7.5 for additional guidance. SHEET OFFICE_NAME A-TYPICAL COLLAPSED LEVEE POST EARTHQUAKE B-TYPICAL COLLAPSED LEVEE INTERIM REPAIR In event of riverbank collapse and/or instability, levee embankment should be setback on firm stable ground as directed by the District Engineer. 10. C-TYPICAL COLLAPSED LEVEE LONG-TERM REPAIR (Not to Scale) (Not to Scale) DRAFT(Not to Scale)
24001006.001A/SAC24R167153 November 1, 2024
© 2024 Kleinfelder

APPENDIX B

POTENTIAL BORROW AND STOCKPILE LOCATIONS
_____________________________________________________________________ Borrow Site Map
DRAFT
DRAFT
24001006.001A/SAC24R167153 November 1, 2024
© 2024 Kleinfelder

APPENDIX C

GEOTEXTILE AND GEOGRID EXAMPLE PRODUCT SHEETS
_____________________________________________________________________ C-1 – Mirafi RS380i Geotextile Stabilization Fabric
C-2 – Geotex 801 Geotextile Stabilization Fabric
C-3 – Miragrid 8XT Geogrid
C-4 – BX1500 Geogrid
C-5 – StrataGrid Legacy Line Geogrid
DRAFT
365 South Holland Drive Pendergrass, GA 30567
Tel +1 706 693 2226 www.tencategeo.us
Solmax is not a design or engineering professional and has not performed any such design services to determine if Solmax’s goods comply with any project plans or specifications, or with the application or use of Solmax’s goods to any particular system, project, purpose, installation, or specification.

FGS000726 ETQR21
MIRAFI RS380i meets Build America, Buy America Act, Pub. L. No. 117-58, div. G §§ 70901-52.

GUIDANCE DOCUMENT / TEST

METHOD UNIT DESIGN / CALIBRATION VALUE
Base Course MR Improvement Factor1 AASHTO R50-09 -- 1.3 Traffic Benefit Ratio: TBR 2,3,4 AASHTO R50-09 -- 3.9 / 5.2 / 21.75 MD CD
Cyclic Tensile Modulus @ 2% Permanent
Strain: Jcyclic (MARV) ASTM D7556 lbs/ft (kN/m) 54,406 (794) 72,907 (1064) Interaction Coefficient: Ci
5 0.89
Pore Pressure Dissipation Ratio2 1.6
Average Dynamic Filtration Pore Size ASTM D6767 microns O95 - 392
O85 -328
O60 - 245
O50 - 195
Tensile Strength (at 2% strain) ASTM D4595 lbs/ft (kN/m) 600 (8.8) 1,020 (14.9) Tensile Strength (at 5% strain) ASTM D4595 lbs/ft (kN/m) 1,800 (26.3) 2256 (32.9)

INDEX PROPERTIES TEST METHOD UNIT MAXIMUM ROLL VALUE
Apparent Opening Size (AOS) ASTM D4751 U.S. Sieve (mm) 40 (0.425)

MINIMUM AVERAGE ROLL VALUE
Hydraulic Flow Rate ASTM D4491 gal/min/ft2
(l/min/m2) 75 (3056)
Permittivity ASTM D4491 sec-1 0.9

MINIMUM TEST VALUE
UV Resistance (at 500 hours) ASTM D4355 % strength
retained 90

PHYSICAL PROPERTIES UNIT ROLL SIZE
Roll Dimensions (width x length) ft (m) 15 x 300 (4.5 x 91) 17 x 300 (5.2 x 91.4)
Roll Area yd2 (m2) 500 (418)
567 (474)
Estimated Roll Weight lbs (kgs) 348 (157)
372 (169)
MIRAFI RS380i
MIRAFI® RS380i is a specially designed geosynthetic that integrates the key performance characteristics to maximize performance.

Extensive performance testing has been performed per AASHTO and FHWA guidelines to validate performance for both paved and unpaved roads. The patented weave pattern and unique Orange identifier yarn make the MIRAFI RS380i a unique performance geotextile.

TenCate Geosynthetics Americas (A Solmax Company) is accredited by Geosynthetic Accreditation Institute – Laboratory Accreditation Program (GAI-LAP).

DRAFT
365 South Holland Drive Pendergrass, GA 30567
Tel +1 706 693 2226 www.tencategeo.us
Solmax is not a design or engineering professional and has not performed any such design services to determine if Solmax’s goods comply with any project plans or specifications, or with the application or use of Solmax’s goods to any particular system, project, purpose, installation, or specification.

FGS000726 ETQR21
Notes:
1 Value Determined from Results of Independent Testing Performed at Kansas State University in accordance with NCHRP Report 512 “Accelerated Pavement Testing: Data Guidelines” and AASHTO R50-09 Geosynthetic Reinforcement of the Aggregate Base Course of Flexible Pavement Structures.” Multiplier for Unbound Granular Material; for SG MR between 4.5 and 6.9 ksi (30.9 and 47.4 MPa). 2 Value Determined from Results of Independent Testing Performed at GeoTesting Express (GeoComp) “A Laboratory Evaluation of the Performance of TenCate Mirafi® Geosynthetics in Roadway Stabilization Applications – Georgia Silt Subgrade,” September 1, 2011. 9-kip {40 kN} Wheel Load, SG CBR = 1%, 12-inch (300-mm) Crushed Aggregate BC (CBR > 25%), 3-inch (75-mm) Rut Depth. 3 Value Determined from Results of Independent Testing Performed at LTRC “Performance of Reinforced–Stabilized Unpaved Test Sections Built Over Native Soft Soil Under Full-Scale Moving Wheel Loads,” TRR Volume 2511, 2015. Measured at 0.34-inch (8.64 mm) Rut Depth; Peak Pore Pressure 6-inches (150 mm) Below Geosynthetic.
4 Value Determined from Results of Independent Testing Performed at GeoTesting Express (GeoComp) “A Laboratory Evaluation of the Performance of TenCate Mirafi® Geosynthetics in Roadway Stabilization Applications – Montana Clay Subgrade,” September 1, 2011. 9-kip (40 kN) Wheel Load, SG CBR = 1.8%, 8-inch (200-mm) Rounded Aggregate BC (CBR > 25%), 3-inch (75-mm) Rut Depth. 5 Interaction Coefficient value is for sand (SP) or gravel (GW) based on testing conducted by SGI Testing Services.

U.S. Patent 8,333,220 and 8,598,054
TenCate, Mirafi, and the color ORANGE used in connection with geosynthetic or geotextile products are registered and/or unregistered trademarks of Nicolon Corporation.

For additional Patent Information, please visit our website or use the QR Code:
www.tencategeo.com/en-us/amer/resources/knowledge-library/patents DRAFT
Product Data
GEOTEX® 801

PROPERTY TEST METHOD ENGLISH METRIC
100% 100%
Grab Tensile Strength ASTM D-4632 205 lbs 912 N
Grab Elongation ASTM D-4632 50% 50%
CBR Puncture ASTM D-6241 525 lbs 2335 N
Trapezoidal Tear ASTM D-4533 80 lbs 356 N
UV Resistance at 500 hrs ASTM D-4355 70% 70%
Apparent Opening Size (AOS)3
ASTM D-4751 80 US Std. Sieve 0.180 mm
Permittivity ASTM D-4491 1.5 sec⁻¹ 1.5 sec⁻¹
Water Flow Rate ASTM D-4491 110 gpm/ft² 4482 l/min/m²

12.5 ft x 360 ft
15 ft x 300 ft

3.81 m x 109.8 m

4.57 m x 91.5 m

ENGINEERED EARTH SOLUTIONSTM
www.propexglobal.com
NOTES:

GEOTEX® 801 is a polypropylene, staple fiber, needle-punched nonwoven geotextile produced by Propex, and will meet the following Minimum Average Roll Values (MARV) when tested in accordance with the methods listed below. The fibers are needled to form a stable network that retains dimensional stability relative to each other.

The geotextile is resistant to ultraviolet degradation and to biological and chemical environments normally found in soils.

GEOTEX® 801 conforms to the property values listed below¹. Propex performs internal Manufacturing Quality Control (MQC) tests that have been accredited by the Geosynthetic Accreditation Institute – Laboratory Accreditation Program (GAI-LAP). This product is NTPEP tested for AASHTO standards.

MARV2

ORIGIN OF MATERIALS
% U.S. Manufactured
Propex Operating Company, LLC ∙ 4019 Industry Drive Chattanooga, TN 37416 ∙ ph 800 621 1273 ∙ ph 423 855 1466 ARMORMAX®, PYRAMAT®, LANDLOK®, X3®, PYRAWALL®, SCOURLOK®, GEOTEX®, PETROMAT®, PETROTAC®, REFLECTEX®, and GRIDPROTM are registered trademarks of Propex Operating Company, LLC.

This publication should not be construed as engineering advice. While information contained in this publication is accurate to the best of our knowledge, Propex does not warrant its accuracy or completeness. The ultimate customer and user of the products should assume sole responsibility for the final determination of the suitability of the information and the products for the contemplated and actual use. The only warranty made by Propex for its products is set forth in our product data sheets for the product, or such other written warranty as may be agreed by Propex and individual customers. Propex specifically disclaims all other warranties, express or implied, including without limitation, warranties of merchantability or fitness for a particular purpose, or arising from provision of samples, a course of dealing or usage of trade. © 2019 Propex Operating Company, LLC

4. Contact your local Territory Business Manager (TBM) for custom widths and colors. Lead times may vary depending on customer requirements and volume requested.

1. The property values listed above are effective 12/17/2018 and are subject to change without notice.

2. Values shown are in weaker principal direction. Minimum average roll values (MARV) are calculated as the typical minus two standard deviations.

Statistically, it yields a 97.7% degree of confidence that any samples taken from quality assurance testing will exceed the value reported. Values represent testing at time of manufacture.

3. Maximum average roll value.

MECHANICAL

ENDURANCE

HYDRAULIC
ROLL SIZES4
DRAFT
365 South Holland Drive Pendergrass, GA 30567
Tel +1 706 693 2226 www.tencategeo.us
Solmax is not a design or engineering professional and has not performed any such design services to determine if Solmax’s goods comply with any project plans or specifications, or with the application or use of Solmax’s goods to any particular system, project, purpose, installation, or specification.

FGS000067 ETQR27

MECHANICAL PROPERTIES TEST METHOD UNIT MINIMUM AVERAGE ROLL VALUE MD
Tensile Strength @ Ultimate ASTM D6637(Method B) lbs/ft (kN/m) 7600 (110.9) Tensile Strength @ 5% strain ASTM D6637(Method B) lbs/ft (kN/m) 2600 (37.9)

MINIMUM ROLL VALUE
Creep Rupture Strength1 ASTM D5262/D6992 lbs/ft (kN/m) 5278 (77.0) Long Term Design Strength2 lbs/ft (kN/m) 4570 (66.7)

PHYSICAL PROPERTIES UNIT ROLL SIZE
Roll Dimensions3
(width x length) ft (m)
6 x 300 (1.8 x 91)
12 x 200 (3.6 x 46)
12 x 1000 (3.6 x 305)
Roll Area yd2 (m2)
200 (167)
267 (220)
1333 (1114)
Estimated Roll Weight lbs (kg)
140 (64)
205 (93)
975 (442)
1 75-year design life based on NTPEP Report REGEO-2016-01-066. 2 Value based on Long Term Design Strength for sand, silt, clay. RFCR = 1.44; RFID = 1.05; RFD = 1.1 (Installation damage reduction factor for other soils available upon request) 3 Special order roll lengths are available upon request.

MIRAGRID 8XT
MIRAGRID® 8XT uniaxial geogrid is composed of high molecular weight, high tenacity polyester multifilament yarns woven in tension and finished with a PVC coating. MIRAGRID 8XT geogrid is inert to biological degradation and resistant to naturally encountered chemicals, alkalis, and acids.

MIRAGRID 8XT geogrid is used as soil reinforcement in MSE structures such as segmental retaining walls, precast modular block walls, wire faced walls, geosynthetic wrapped faced walls and steepened slopes. MIRAGRID 8XT is also used in MSE stabilized platforms for voids bridging, embankments on soft soils, landfill veneer stability, reducing differential settlement and for foundation seismic stability.

TenCate Geosynthetics Americas (A Solmax Company) is accredited by Geosynthetic Accreditation Institute – Laboratory Accreditation Program (GAI-LAP).

MIRAFI 8XT meets Build America, Buy America Act, Pub. L. No. 117-58, div. G §§ 70901-52.

DRAFT
Tensar, a division of CMC
2500 Northwinds Pkwy., Ste. 500
Alpharetta, Georgia 30009 Phone:
800-TENSAR-1
www.tensarcorp.com
Tensar warrants that at the time of delivery the geogrid furnished hereunder shall conform to the specification stated herein. Any other warranty including merchantability and fitness for a particular purpose, are hereby excluded. If the geogrid does not meet the specifications on this page and Tensar is notified prior to installation, Tensar will replace the geogrid at no cost to the customer.

This product specification supersedes all prior specifications for the product described above and is not applicable to any products shipped prior to February 1, 2013. (1.23) Tensar International Corporation reserves the right to change its product specifications at any time. It is the responsibility of the specifier and purchaser to ensure that product specifications used for design and procurement purposes are current and consistent with the products used in each instance.

Product Specification - Biaxial Geogrid BX1500
Product Type: Integrally Formed Biaxial Geogrid
Polymer: Polypropylene
Load Transfer Mechanism: Positive Mechanical Interlock
Primary Applications: Spectra System (Base Stabilization, Subgrade Improvement) Product Properties
Index Properties Units MD Values1 XMD Values1
 Aperture Dimensions2 mm (in) 25 (1.0) 30.5 (1.2)
 Rib Thickness2 mm (in) 1.78 (0.07) 1.78 (0.07)
 Tensile Strength @ 2% Strain3 kN/m (lb/ft) 8.5 (580) 10.0 (690)  Tensile Strength @ 5% Strain3 kN/m (lb/ft) 17.5 (1,200) 20.0 (1,370)  Ultimate Tensile Strength3 kN/m (lb/ft) 27.0 (1,850) 30.0 (2,050) Structural Integrity
 Junction Efficiency4 % 93
 Overall Flexural Rigidity5 mg-cm 2,000,000
 Aperture Stability6 m-N/deg 0.75
Durability
 Resistance to Installation Damage7 %SC / %SW / %GP 95 / 93 / 90  Resistance to Long Term Degradation8 % 100
 Resistance to UV Degradation9 % 100
Dimensions and Delivery
The biaxial geogrid shall be delivered to the job site in roll form with each roll individually identified and nominally measuring 3.8 meters (12.5 feet) in width and 50.0 meters (164 feet) in length.

Notes

1. Unless indicated otherwise, values shown are minimum average roll values determined in accordance with ASTM D4759-02. Brief descriptions of test procedures are given in the following notes.

2. Nominal dimensions.

3. Determined in accordance with ASTM D6637-10 Method A.

4. Load transfer capability determined in accordance with ASTM D7737-11.

5. Resistance to bending force determined in accordance with ASTM D7748/D7748M-14.

6. Resistance to in-plane rotational movement measured in accordance with ASTM D7864/D7864M-15.

7. Resistance to loss of load capacity or structural integrity when subjected to mechanical installation stress in clayey sand (SC), well-graded sand (SW), and crushed stone classified as poorly graded gravel (GP). The geogrid shall be sampled in accordance with ASTM D5818 and load capacity shall be determined in accordance with ASTM D6637.

8. Resistance to loss of load capacity or structural integrity when subjected to chemically aggressive environments in accordance with EPA 9090 immersion testing.

9. Resistance to loss of load capacity or structural integrity when subjected to 500 hours of ultraviolet light and aggressive weathering in accordance with ASTM D4355-05.

DRAFT
Design Properties Microgrid(1,2) SG150(1) SG200 SG350 SG500 SG550 SG650 SG700 SG1200 SG1300 SG1400 Ultimate and Creep Limited Tensile Strengths
Pounds / Foot 2,000 1,875 3,600 5,000 6,400 8,150 10,000 11,800 13,704 20,556 27,408 (kilonewtons / meter) (29.2) (27.4) (52.5) (73.0) (93.4) (118.9) (145.9) (172.2) (200.0) (300.0) (400.0) Pounds / Foot 1,149 1,136 2,323 3,226 4,129 5,258 6,452 7,613 8,841 13,262 17,683 (kilonewtons / meter) (16.8) (16.6) (33.9) (47.1) (60.3) (76.7) (94.0) (111.1) (129.0) (193.5) (258.0) Long-term Design Strength (LTDS or Tal)
(4)
Pounds / Foot 871 939 1,919 2,666 3,412 4,346 5,332 6,292 7,307 10,960 14,614 (kilonewtons / meter) (12.7) (13.7) (28.0) (38.9) (49.8) (63.4) (77.8) (91.8) (106.6) (159.9) (213.2) Physical Properties
Roll Size A Feet 8 x 225 6 x 150 6 x 300 6 x 300 6 x 300 6 x 300 6 x 300 6 x 300 12.5 x 300 12.5 x 300 12.5 x 300 (Width x Length) (meters) (2.44 x 68.6) (1.83 x 45.7) (1.83 x 91.4) (1.83 x 91.4) (1.83 x 91.4) (1.83 x 91.4) (1.83 x 91.4) (1.83 x 91.4) (3.8 x 91.4) (3.8 x 91.4) (3.8 x 91.4) Roll Size B Feet --- 12 x 150 12 x 225 12 x 225 12 x 225 12 x 225 12 x 225 12 x 225 12.5 x 200 12.5 x 200 12.5 x 200 (Width x Length) (meters) --- (3.66 x 45.7) (3.66 x 68.6) (3.66 x 68.6) (3.66 x 68.6) (3.66 x 68.6) (3.66 x 68.6) (3.66 x 68.6) (3.8 x 61) (3.8 x 61) (3.8 x 61) 200 100/200 200/300 200/300 200/300 200/300 200/300 200/300 416.6/277.7 416.6/277.7 416.6/277.7 (167.2) (83.6/167.2) (167.2/250.8) (167.2/250.8) (167.2/250.8) (167.2/250.8) (167.2/250.8) (167.2/250.8) (347.3/231.8) (347.3/231.8) (347.3/231.8)

5.0 5.3 6.7 7.1 9.2 10.5 12.0 12.7 18.0 25.6 33.6
(169.5) (179.7) (227.2) (240.7) (311.9) (356.0) (406.9) (430.6) (610.3) (868.0) (1139.2) Roll Size A Pounds 65 45 90 100 125 140 155 175 480 682 900 (Width x Length) (kilograms) (29.5) (20.4) (40.9) (45.4) (56.7) (63.6) (70.3) (81.6) (218.2) (310.0) (409.1) Roll Size B Pounds --- 95 140 155 192 215 237 267 315 450 630 (Width x Length) (kilograms) --- (43.2) (63.6) (70.4) (87.3) (97.7) (107.7) (121.4) (142.9) (204.1) (285.8) Molecular Properties

1. Denotes both machine and cross-machine direction strength (Biaxial Strength)

2. Microgrid ultimate tensile strength determined in accordance with ASTM D 4595

3. Based on Minimum Average Roll Values for machine direction unless otherwise noted.

4. LTDS or T al = T ULT / (RFcreep x RFIinstallation damage x RFdurability) for sand, silt and clay soil Dmax ≤ 25mm, D50 < 0.2mm. Installation damage factor for other soils available upon request.

5. Special order roll sizes are available for SG product styles, 12-ft widths and/or custom roll lengths.

6. Roll Weights are average values including shipping cores. Actual roll weights may vary. 1831 North Park Avenue Burlington, NC 27217
1-800-680-7750
[email protected]
www.geogrid.com
Revised 06/2020
Spec
25,000
30 Roll Dimensions(5)
Test Method
GRI GG8
GRI GG7
Unit
grams / mole
millequivalent / kilogram
Area
Product Weight(6)
Square Yards
Item
Molecular Weight (min)
Caboxyl End Group (CEG) Count (max)
Creep Limited Strength
ASTM D 5262
D 6992
Sands, Silt & Clay
Weight per Roll(6)
(square meters)
Ounces / Square Yard
(grams / square meter)
STRATAGRID®
Ultimate Strength(3) (MD)
ASTM D 6637 Method
A Single-Rib
Product Data Sheet
STRATAGRID® is a geogrid reinforcement for soil. These high performance geogrids are constructed of high molecular weight and high tenacity polyester yarns utilizing a complex knitting process and polymeric coating to provide superior engineering properties. STRATAGRID is engineered to be mechanically and chemically durable, in both the harsh construction installation phase and in aggressive soil environments (pH range from 3 - 9).

This product specification supersedes all prior specifications for the products described and is not applicable to any products shipped prior to January 1, 2014. This information has been carefully compiled by Strata Systems, Inc., and to the best of our knowledge is accurate. Final determination of the suitability of any information or material is the sole responsibility of the user. Structural design shall be performed DRAFT
by a licensed design professional.
24001006.001A/SAC24R167153 November 1, 2024
© 2024 Kleinfelder

APPENDIX D

NORTH AREA STREAMS LEVEES POST-EARTHQUAKE REMEDIATION PLAN _____________________________________________________________________ List of Figures
D-1 – Site Map
D-2 – Seismic Vulnerability Analysis Flowchart
D-3 – Newmark Displacement
D-4 – Initial Post-Earthquake Inspection Areas
D-5 – Long Term Levee Repair Areas
List of Attachments
Attachment A – Levee Segment Geometry and Volume Tables Attachment B – Potential Borrow and Stockpile Locations DRAFT
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APPENDIX D – NORTH AREA STREAMS LEVEES

POST-EARTHQUAKE REMEDIATION PLAN

ULDC & FEMA LEVEE CERTIFICATION PROJECT

SACRAMENTO AREA FLOOD CONTROL AGENCY LEVEE SYSTEMS

SACRAMENTO COUNTY, CALIFORNIA
KLEINFELDER PROJECT #24001006.001A
SEPTEMBER 4, 2024
Copyright 2024 Kleinfelder
All Rights Reserved

ONLY THE CLIENT OR ITS DESIGNATED REPRESENTATIVES MAY USE THIS DOCUMENT AND ONLY FOR THE SPECIFIC PROJECT FOR WHICH THIS DRAFT
REPORT WAS PREPARED.
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September 4, 2024
File No.: 24001006.001A
Mr. Dan Tibbitts, P.E., Principal Engineer
Sacramento Area Flood Control Agency
1325 J Street, Suite 1700
Sacramento, CA 95814
SUBJECT: Appendix D – North Area Streams Levees
Post-Earthquake Remediation Plan
ULDC & FEMA Levee Certification Project
Sacramento Area Flood Control Agency Levee Systems
Sacramento County, California
Kleinfelder Project # 24001006.001A
Dear Mr. Tibbitts,
Kleinfelder has been tasked by the Sacramento Area Flood Control Agency (SAFCA) with evaluating the seismic vulnerability of the Sacramento area levees located in Sacramento and Sutter Counties, California in support of the Urban Levee of Protection (ULDC) (DWR, 2012) level certification effort. As part of this project, a Post-Earthquake Response Plan (PERP) has been prepared to assist SAFCA in planning a response to earthquake damaged levees. This appendix to the PERP addresses the anticipated effects of a seismic event on the North Area Streams (NAS) levee segments found to have High Vulnerability in the Seismic Performance Summary Report (SPSR) that was prepared for the NAS area. This includes estimating the amount and extent of damage done to the levee and the approximate quantity of earth material needed to restore the levee to a sufficient level of protection against the 10- year flood, as well as the quantity of material to restore the existing top of levee.

Sincerely,
KLEINFELDER, INC.

Ryan Hochstatter Dr. Zia Zafir, P.E., G.E.

Staff Professional Sr. Principal Seismic Engineer
Reviewed by:

Timothy A. Williams, P.E., G.E.

Sr. Principal Geotechnical Engineer
cc: Mr. Pro Mitra, PE/MBK Engineers ([email protected]) Ms. Becky Money, PE/MBK Engineers ([email protected]) DRAFT
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TABLE OF CONTENTS
Section Page
D.1 INTRODUCTION .....................................................................................................................1 D.2 SCOPE....................................................................................................................................3 D.3 POTENTIAL SEISMICALLY INDUCED DAMAGES ........................................................................4 D.3.1 Segment Analyses............................................................................................................... 5

3.1.1 Segment 8 (2,848 Feet Long)................................................................................. 6

3.1.2 Segment 10 (325 Feet Long).................................................................................. 9

3.1.3 Segment 13 (13,850 Feet Long)........................................................................... 10

3.1.4 Segment 15 (2,365 Feet Long)............................................................................. 11 D.3.2 Seismically Induced Settlement........................................................................................ 12 D.3.3 Cutoff Wall Damages........................................................................................................ 15 D.3.4 Seismically Induced Cracking ............................................................................................ 16 D.3.5 Levee Repair Materials ..................................................................................................... 18 D.3.6 Emergency Preparations and Response Provisions.......................................................... 19 D.4 REFERENCES AND SUPPORTING DOCUMENTS.......................................................................20 List of Tables
3-1 Estimated Fill Volume for Interim Levee Repairs
3-2 Estimated Fill Volume for Long-Term Levee Repairs
3-3 Existing Cutoff Walls in Levee Segments
3-4 Likely Liquefiable Layers Above Sea Level in ARNL Segments List of Figures
D-1 Site Map
D-2 Seismic Vulnerability Analysis Flowchart
D-3 Newmark Displacement
D-4 Initial Post-Earthquake Inspection Areas
D-5 Long-Term Levee Repair Areas
List of Attachments
A Levee Segment Geometry and Volume Tables
B Potential Borrow and Stockpile Locations
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ACRONYMS
AB aggregate base
ARNL American River North Levee
ASTM ASTM International, Inc.

CVFPB Central Valley Flood Protection Board
DMM Deep Mix Method
DWR Department of Water Resources
FSP Flood Safety Plans
GER Geotechnical Evaluation Report
HTOL Hydraulic Top of Levee
IRDE Interim Repair Design Elevation
LMA Levee Maintaining Agency
MBK MBK Engineers
MTOL Minimum Top of Levee
NAS North Area Streams
NAVD88 North American Vertical Datum of 1988
PERP Post-Earthquake Remediation Plan
PHA peak horizontal acceleration (PHA)
psf pounds per square foot
SB soil bentonite
SCCB Slag Cement Cement Bentonite
SPSR Seismic Performance Summary Report
SPT Standard Penetration Test
STA Station
ULDC Urben Levee Design Criteria
ULE Urban Levee Evaluations
USACE United States Army Corps of Engineers
WSE water surface elevation
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D.1 INTRODUCTION
______________________________________________________________________________________________ This appendix contains the Post-Earthquake Remediation Plan (PERP) for the North Area Streams (NAS) basin levees found to have high vulnerability1to seismic loading in Kleinfelder’s 2024 Seismic Performance Summary Report (SPSR). The NAS basin, as shown in Figure D-1, features the American River as a major stream and Natomas East Main Drainage Canal (NEMDC), Arcade Creek, Robla Creek, and Dry Creek as minor streams. In total, four seismic levee segments along the American River North Levee (ARNL) were found to have High Vulnerability: Segment 8 (Station 3016+00 to 3044+48), Segment 10 (Station 3085+35 to 3088+60), Segment 13 (Station 3167+50 to 3306+00), and Segment 15 (Station 3458+85 to 3482+50). The remaining segments were found to have Low Vulnerability and are described further in the SPSR (Kleinfelder, 2024).

The PERP addresses criteria identified in Section 7.7 Seismic Vulnerability and Section 7.7.1 Intermittently Loaded Levees of the Urban Levee Design Criteria (ULDC) published by the State of California Department of Water Resources (DWR) (DWR, 2012). The subject high vulnerability levees were classified by the Urban Levee Evaluation Project (ULE) (URS, 2015) as intermittently loaded, as they do not experience a water surface elevation of one foot or higher above the elevation of the levee toe at least once a day for more than 36 days per year on average. For intermittently loaded levees, if seismic damage from 200-year-return-period ground motions is expected, the ULDC requires that a PERP be developed as part of a flood safety plan (FSP) developed in coordination with pertinent local, state, and federal agencies.

The PERP includes an initial estimate of the amount and extent of damage that might be sustained following an earthquake with a 200-year-return-period. It also provides an estimate of the amount of earth and other materials that would be necessary for interim repairs, as well as the amount needed to restore the full levee prism to pre-earthquake elevations and dimensions during long-term repair.

Borrow sites and haul routes for repair construction were provided by MBK Engineers (MBK). Per the ULDC, interim repairs are defined as those necessary to restore the levee system’s grade and dimensions within 8 weeks and sufficient for protection against the 10-year flood, with 3 feet of freeboard [referred to herein as the Interim Repair Design Elevation (IRDE)]. Levee grade and dimensions for interim repairs have been assumed to equal the minimum levee prism defined in Section 1 A PERP addresses medium and high vulnerability
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7.7.1 of the ULDC: a crown width of 20 feet for major levees and levee slopes of 3H:1V waterside and landside.

The PERP uses 200-year-return-period ground motions. However, it is acknowledged that earthquakes exceeding the 200-year return period are possible. Although the subject levee system has not been analyzed for such ground motions, it is likely that the potential locations of damage expected from 200- year-return-period ground motions would also be considered the most likely damage locations for more severe ground motions.

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D.2 SCOPE
______________________________________________________________________________________________ This Appendix to the PERP assesses only the four NAS levee segments with High Vulnerability for seismic failure. The remaining segments were found to have Low Vulnerability and are described further in the SPSR (Kleinfelder, 2024).

This Appendix describes the expected seismically induced damages and failure modes for each of these NAS segments along ARNL. Based on these expected damages, estimates are included for the amount of material required to restore each segment’s grade and dimensions to sufficiently protect against the IRDE, as well as the amount needed to restore the full levee prism during long-term repairs. The Appendix also discusses the causes and effects of potential damages on the levee prism and cutoff walls.

For response and repair procedures, refer to Sections 4 through 7 of the PERP main report.

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D.3 POTENTIAL SEISMICALLY INDUCED DAMAGES
______________________________________________________________________________________________ As described in the PERP, seismic loading may induce strength losses within the levee and/or foundation, resulting in slumping, vertical displacement, and cracking. Overtopping during high water events can occur when freeboard is lost. As a result, it is necessary to estimate the location and severity of levee failures instigated by a seismic event. The actual degree and patterns of damage will vary with the local soil conditions and seismic response, the magnitude of ground shaking, the groundwater level, and the water level against the levee (if any).

In 2015, a Geotechnical Evaluation Report (GER) (URS, 2015) for the American River Study Area evaluated ARNL segments 8, 10, 13, and 15 as having High Vulnerability to a 200-year return period seismic event – which was a magnitude 6.5 and peak horizontal acceleration (PHA) of 0.13g to 0.15g.

This classification was due to likely liquefiable layers above Elevation 0 feet (per NAVD88 datum2) with low residual undrained strengths, which affected the levee strength and stability. Based on the Kleinfelder update of the regional ground motion hazard analysis, the PHA ranges from 0.12g to 0.14g associated with a controlling earthquake magnitude of 6.8 in the NAS SPSR (Kleinfelder, 2024). However, the extents, thicknesses, and strengths of these likely liquefiable layers were found to be the same for the updated ground motion values. As described in the SPSR, the 2024 evaluation used the same seismic analysis water surface elevations (WSEs), typically the mean winter groundwater elevations, as the 2015 study for each segment. This was because the 2015 WSEs were higher in elevation than the current mean winter groundwater elevations and would provide conservative results for liquefaction. Therefore, the 2015 GER models of the segments were used as the basis for estimating the damages.

MBK provided estimates of the ULDC Design Water Surface Elevation (DWSE), Minimum Top of Levee (MTOL), Hydraulic Top of Levee (HTOL), existing top of levee, and 10-year WSE for ARNL and the Lower American River (MBK, 2024). These values are provided in Table A-1 of Attachment A and were used to model the geometry and estimate the volumes needed for interim and long-term repair. 2024 Psomas point elevations of the landside levee toe at each segment are also included in Table A-1 and were used to estimate levee height. Finally, Table A-1 includes freeboard calculations to support the damage classifications discussed in Section 5 of the PERP main report. 2 North American Vertical Datum of 1988.

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Post-earthquake levee inspections should be performed as discussed in Section 5 of the PERP main report. Recommended prioritization of inspection of levee segments are shown below. • Priority 1 - High vulnerability segments with estimated crest deformations below the IRDE, as shown on Figure D-4
• Priority 2 - Long-term levee repair areas not previously inspected, as shown on Figure D-5 • Priority 3 - American River North levee segments (AR) not previously inspected, as shown on Figure D-1
• Priority 4 - NEMDC, Arcade Creek, Robla Creek, and Dry Creek levee segments (NMDE 1 through 8), as shown on Figure D-1
Transitions are also an area of focus for post-earthquake levee inspections. These are discussed in Section D.3.4.

D.3.1 SEGMENT ANALYSES
Sections D.3.1.1 through D.3.1.4 describe the geometry of each High Vulnerability segment and the damages estimated as a result of a magnitude 6.8 earthquake. Flow failure is expected to damage Segments 8 and 10 with large seismic deformations, and freeboard loss from seismic deformation is expected for Segments 13 and 15. The amount of levee material damaged was estimated using the elevations provided by MBK and the segment geometry from the 2015 American River GER. Finally, estimates are provided for the amount of material needed to restore each segment to the existing top of levee (long-term) and to the interim minimum levee prism defined in Section 7.7.1 of the ULDC: a crest at the IRDE, a crown width of 20 feet, and levee slopes of at minimum 3H:1V waterside and landside. This ULDC geometry, with the crest at the existing top of levee elevation instead of the IRDE, was also used for long term repairs.

According to the ULDC (DWR, 2012), the interim repairs should be sufficient to restore an adequate level of flood protection within eight weeks. If seismic damage to the levee system would be so significant and widespread that it would be infeasible to restore the levee to the IRDE grade and dimensions within eight weeks
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The MTOL values listed in Table A-1 of Attachment A are the minimum levee crest elevations required to provide protection against the 200-year flood. The existing top of levee values in Table A-1 of Attachment A exceed their corresponding MTOL value by at least 1 foot in elevation. Because the ARNL features high freeboard values, repairing the crest to the MTOL would build the levee to a lower elevation than the upstream and downstream crown. Therefore, the long-term volume estimates were calculated using the higher, pre-earthquake existing top of levee elevation instead of the MTOL.

Regarding freeboard, it should be noted that in some locations, the levee landside toe elevation (Psomas, 2024) exceeds the IRDE, and Table A-1 presents freeboard above IRDE as greater than 100% of the levee height. Additionally, some elevations recorded by Psomas were very close to or exceeded the top of levee elevations due to the presence of high ground or a berm, calculating levee height as less than 1 foot. To more accurately estimate levee height for the section, these elevations were replaced with estimates based on nearby toe elevations; these estimates are italicized and described in Table A-1.

3.1.1 Segment 8 (2,848 Feet Long)
Segment 8 lies between levee alignment Stations (STA) 3016+00 and 3044+48 and is located southeast of California State Route 160. The levee geometry and cross section for the 2015 American River Study Area ULE GER (URS, 2015a) includes a crest elevation of 44 feet and a soil-bentonite (SB) cutoff wall built to tip Elevation -5 feet per NAVD88. Based on SPT-based liquefaction analyses performed using information from soil borings taken at the segment, a Likely Liquefiable layer exists from Elevation 0 to

15.5 feet.

A post-seismic stability analysis performed by URS modeled the levee at STA 3025+00 (URS, 2015a). The post-seismic slope stability factors of safety for the levee waterside were less than 1 for the wedge and circular failure planes provided in the GER. However, these two planes do not represent the widest possible slip surface the levee could fail along; they only show the failure planes with the smallest FOS values. Therefore, as a conservative estimate for the purpose of providing embankment repair quantities, it was assumed the widest failure plane would extend to the levee landside toe, and the whole prism would be lost to flow failure or severely damaged to the point that it no longer functioned as a levee.

It is acknowledged that the as-built levee segment has a soil-cement-cement-bentonite (SCCB) wall installed instead of the SB wall used in the aforementioned analysis (USACE, 1999). Because the strength of a SCCB wall is typically higher than a SB wall, th
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e failure plane shape may be different from the
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assumed failure plane. Refer to Section D.3.6 for further details on the effects of levee deformation on the seepage cutoff wall.

As shown on Sheet C-1 in the repair schematics of Appendix A of the PERP, in the event of riverbank collapse and/or instability, the levee embankment should be setback on firm, stable ground as directed by the District Engineer. For consistency, this appendix assumes the stable ground elevation matches the landside toe elevation of the Segment 8 cross section from the ULE American River GER, which is approximately Elevation 27.3 feet (URS, 2015a). The actual ground elevation is expected to vary across the span of the segment, which would change the total volume estimate.

Construction of a replacement levee prism requires excavation to 3 feet below the original ground surface and 3 feet beyond the projected waterside and landside levee toes. After constructing the new foundation, the interim levee should be rebuilt with at minimum 3H:1V slopes and a 20-foot crown width up to the IRDE. For these American River North Levee segments, long-term repair crown elevations should match the original Top of Levee (TOL). Refer to Details B and C on Sheet C-1 of the PERP.

Table A-1 of Attachment A contains MBK’s 10-year WSE and TOL elevations for ARNL at 100-foot intervals beginning at Station 3000+00. These values vary from Elevation 37.77 to 38.41 feet across the span of Segment 8. To estimate the total volume of the interim repair levee across Segment 8, the following steps were performed and the results are shown in Table A-2 of Attachment A:
• Calculate the IRDE at each 100-foot interval by adding 3 feet to the 10-year WSE. • Assume the bottom of the interim repair levee prism is at Elevation 27.3 feet (Segment 8 landside toe from the ULE GER cross section).
• Calculate the difference between the IRDE and Elevation 27.3 feet for each interval. This is the levee height, denoted as “(d)” in Figures 1 and 2 below. • Calculate the cross-sectional area of the ULDC interim levee prism using the equation in Figure 1 (geometry based on the
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ULDC requirements):
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Figure 1 – Levee Prism Area Calculation (Square Feet)
• Calculate the cross-sectional area of the foundation using Figure 2 (geometry based on Sheet C1 in Appendix A of the PERP):

Figure 2 – Levee Foundation Area Calculation (Square Feet) • Multiply each area by 100 feet to calculate the levee volume at each interval, then convert cubic feet to cubic yards.

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o The final interval, from STA 3044+00 to 3044+48, was multiplied by 48 feet instead of 100 feet.
• Sum the interim levee prism and foundation volumes of each interval. • Round the total volume up to the nearest 1,000 cubic yards to account for variation in levee height across the segment, ramps used during construction, and other uses of additional fill.

Using this procedure, approximately 60,000 cubic yards of levee material is needed for the interim levee prisms and an additional 28,000 cubic yards are needed for the foundation. In total, approximately 88,000 cubic yards of levee material are needed to construct the minimum levee prism for the IRDE.

The long-term repair volume was estimated similarly to the interim volume. Instead of using the difference between the IRDE and Elevation 27.3 feet for the height (d) in Figures 1 and 2, the difference between the TOL and Elevation 27.3 feet was used. The results are shown in Table A-3 in Attachment A:
approximately 128,000 cubic yards for the prism and 40,000 cubic yards for the foundation.

Approximately 168,000 cubic yards of levee material (which includes the 88,000 cubic yards for interim repair) would be required to restore the segment to the existing top of levee, which provides the 200- year level of flood protection. If unstable subgrade soils are exposed, a suitable, woven, geotextile stabilization fabric or geogrid should be placed. If additional bridging/reinforcement is needed, reinforcing the embankment with a suitable geogrid placed at about a 2-foot vertical spacing for a minimum of three total geogrid layers or as determined by the District Engineer.

As explained on Sheet C-1 in Appendix A of the PERP, in the event of riverbank instability and/or collapse, the levee embankment should be setback on firm, stable ground as directed by the District Engineer. The repair volumes may therefore be greater or smaller than the estimates provided here depending on if the ground elevation is below or above the elevation of the original landside toe.

3.1.2 Segment 10 (325 Feet Long)
Segment 10 lies between STA 3085+35 and 3088+60 (325 feet long) and is located east of where the Union Pacific Railroad tracks cross the levee. This segment was determined as having High Vulnerability due to liquefiable layers identified by low blow counts in levee crest Boring 2F-11-164. It is acknowledged that the adjacent borings located in Segments 9 and 11 feature significantly higher blow counts and non-liquefiable layers, so seismically induced damage is anticipated to be limited to the extent of Segment 10.

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Based on the boring logs, levee geometry, and liquefaction analysis information from the 2015 American River Study Area ULE GER (URS, 2015a), an approximately 8-foot-thick Likely Liquefiable silty sand layer with low residual undrained strength extends from Elevation 8.0 to 16.0 feet. It was assumed the segment would experience flow failure extending from the landside toe to beyond the waterside toe, similar to Segment 8, and the levee would need to be rebuilt on firm, stable ground. Using the aforementioned levee geometry information from the GER, the landside toe elevation is at approximately Elevation 29.0 feet.

The volume calculations used the same procedure described for Segment 8 in Section D.3.1.1. The stable ground elevation was assumed to be Elevation 29.0 feet. The interval calculations are shown for the interim repair in Table A-4 and long-term repair in Table A-5 in Attachment A. Across the span of Segment 10, approximately 10,000 cubic yards of levee material are needed for the interim repair.

Approximately 21,000 cubic yards (including the 10,000 used for interim repair) are needed for longterm repair.

As explained in the schematics in Appendix A of the PERP, in the event of riverbank instability and/or collapse, the levee embankment should be setback on firm, stable ground as directed by the District Engineer. The repair volumes may be greater or smaller than the estimates provided here depending on if the elevation of the firm, stable ground is below or above the elevation of the original landside toe.

Additionally, deformation is expected to damage the existing soil-cement-bentonite (SCB) seepage cutoff wall within the segment; refer to Section D.3.6.

3.1.3 Segment 13 (13,850 Feet Long)
Segment 13 lies between STA 3167+50 and 3306+00 (13,850 feet long) and extends from the Cal Expo area to approximately 1,000 feet east of Howe Avenue. Per the 2015 URS GER, the segment has an 11- foot-thick Likely Liquefiable layer 18 feet below the landside toe with an estimated residual undrained strength 160 pounds per square foot (psf). A post-seismic stability analysis on the STA 3238+00 cross section determined the levee was unlikely to collapse from flow failure, but the waterside stability analyses had a factor of safety above 1.0 but less than 1.3, which required deformation analysis.

Following the procedure shown on the Figure D-2 flowchart, this analysis produced a Newmark displacement of 6 feet with an estimated freeboard loss of 4.2 feet; crest displacement was 35 percent relative to the landside levee height.

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A review of the subsurface information available determined the cross section and liquefiable layer appropriately represented the full segment. The NAS SPSR (Kleinfelder, 2024) performed analysis using the same Peak Horizontal Acceleration values as the 2015 ULE, so the seismic coefficients Ky and Kmax were not changed from 2015. However, because the NAS SPSR (Kleinfelder, 2024) analyzed ARNL using magnitude 6.8 instead of 6.5, the resulting Newmark displacement was updated to 7.5 feet using Figure D-3 (adapted from the ULE DWR chart), and the estimated freeboard loss became 5.3 feet (70% of Newmark displacement).

To determine which portions of the levee would not meet the IRDE after post-seismic displacement, the existing top of levee with 5.3 feet of freeboard removed was compared to the IRDE in Table A-1 of Attachment A. Upon applying the freeboard loss of 5.3 feet, 7,300 feet of the 13,850-foot-long levee fell below the IRDE. The deformed sections are not continuous and are expected to settle to different depths below the IRDE. The portions of the Segment 13 levee which would deform beneath the IRDE are displayed on Figure D-4, Initial Post-Earthquake Inspection Areas. The full segment is displayed on Figure D-5, Long-Term Levee Repair Areas. Table A-6 in Attachment A displays the difference between the IRDE and crest elevations after deformation for every 100 feet of the segment (column “d”). Three assumptions were made to estimate the volume lost below the IRDE: the crest width was 25 feet (the maximum width recorded in the segment range) throughout Segment 13, the repairs would keep the same inclination as the existing slopes (waterside 3H:1V, landside 2H:1V), and the deformation calculated at the beginning station continued for the next 100 feet. The cross-sectional area of the repair prism was determined as shown in the calculation attached to Table A-6 in Attachment A. As with the Segment 8 and 10 calculations, the area of each interval was multiplied by 100 feet to calculate volume.

Ultimately, approximately 4,000 cubic yards of levee material are needed to restore the deformed sections of Segment 13 to the IRDE. As shown in Table A-6 of Attachment A, the additional volume needed to restore the existing top of levee was also calculated for each 100-foot section. Approximately 105,000 more cubic yards of material are required for long-term restoration to the original top of levee and levee slopes, which results in a total long-term material volume need of approximately 109,000 cubic yards and provides the 200-year level of flood protection. Additionally, deformation is expected to damage the SCB seepage cutoff wall within the segment; refer to Section D.3.6.

3.1.4 Segment 15 (2,365 Feet Long)
Segment 15 lies between STA 3458+85 and 3482+50 (2,365 feet) and is located approximately 2 miles northeast of Watt Avenue.

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Liquefiable layer 38 feet below the landside and waterside toes with an estimated residual undrained strength of 240 psf. A post-seismic stability analysis on the STA 3470+00 cross section determined the levee was unlikely to collapse from flow failure, but the waterside slope required deformation analysis.

This analysis produced a Newmark displacement of 4.5 feet with an estimated freeboard loss of 3.2 feet; crest displacement was 39 percent relative to the landside levee height.

A review of the subsurface information available determined the cross section and liquefiable layer appropriately represented the full segment. The NAS SPSR (Kleinfelder, 2024) performed analysis using the same Peak Horizontal Acceleration values as the 2015 ULE, so the seismic coefficients described in the Figure D-2 flowchart were not changed from 2015. However, because the NAS SPSR (Kleinfelder, 2024) analyzed ARNL using magnitude 6.8 instead of 6.5, the resulting Newmark displacement was updated to 5.5 feet using Figure D-3, and the estimated freeboard loss became 3.9 feet (70% of Newmark displacement).

To determine which portions of the levee would not meet the IRDE after post-seismic displacement, the existing top of levee with 3.9 feet of freeboard removed was compared to the IRDE. Upon applying the freeboard loss of 3.9 feet, no section of the segment fell below the IRDE. The levee remains with at least

4.5 feet of freeboard throughout the segment, as shown in Table A-7 in Attachment A. However, the deformation is expected to damage the seepage cutoff wall, as described further in Section D.3.6. Based on the area of a representative levee prism with height 3.9 feet, crest width 20 feet, landside slope 2H:1V, and waterside slope 3H:1V (116 square feet, as calculated in Table A-7 in Attachment A), longterm restoration to the original top of levee and levee slopes requires approximately 11,000 cubic yards of material, which provides the 200-year level of flood protection. Segment 15 is displayed on Figure D5, Long-Term Levee Repair Areas.

D.3.2 SEISMICALLY INDUCED SETTLEMENT
Certain parts of the levee system have been identified as potentially susceptible to seismically induced strength loss. This was determined using estimates of in-situ soil strengths, including residual strengths for layers likely to liquefy, and estimating the levee and foundation soils response to anticipated ground shaking from a 200-year-return-period earthquake. Based on this information, the approximate locations and extents of potential seismically induced levee settlement were identified along each segment.

Representative cross sections of the potentially susceptible reaches of the levee system were analyzed for slope failure modes.

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the “ULDC prism” that could fit into the remnant portion of the levee cross-section, assumed to be undamaged. The “ULDC prism” used in the analyses was a trapezoidal levee cross section with a 20-footwide crown at the IRDE and 3H:1V levee slopes. As described in Sections D.3.1.1 through D.3.1.4, settlement from deformation and/or flow failure is anticipated for over 2.4 total miles of the ARNL.

The soil quantity for needed repairs along a given levee reach (cubic yards) was estimated by comparing the representative remaining ULDC prism to the required minimum post-earthquake levee dimensions needed to meet the IRDE. Segments 8 and 10 were anticipated to fail completely from waterside slope instability. For these segments, the volumes of interim and long-term repair levees were calculated based on the ULDC requirements, the American River WSEs provided by MBK, and the segment geometry information from the ULE American River GER. To find the square footage of material needed for repairs at Segment 13, the difference between the estimated post-settlement elevation and IRDE was multiplied by the maximum crest width recorded for the segment, as described in Section D.3.3 and Table A-6 in Attachment A. The long-term repair volumes for Segments 13 and 15 were calculated using freeboard loss, representative crest width, and segment length.

Table 3-1 summarizes the levee reaches with estimated potential for seismically induced settlement due to ground shaking from a 200-year-return-period earthquake. The table indicates the height of the estimated remaining ULDC prism within the estimated remnant levee and the estimated fill volume required to meet the IRDE.

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Table 3-1: Estimated Fill Volume for Interim Levee Repairs ARNL
Levee
Segment
Beginning
and
Ending
Stations
1 Approx.

Length
(feet)
Interim
Repair
Design
El.
(feet)2,3
Landside
Ground
Surface El.
(feet)2
Approx.

Existing
Crest El.
(feet)2
Crest
Height
above LS
Toe (feet)
Height of
Tallest
ULDC
Prism
within
Remnant
Levee
(feet)4
Estimated
Prism Volume
Required for
Interim Repair
(cy)5,6
Estimated
Foundation
Volume
Required
for Interim
Repair
(cy)5,6
8 3016+00
3044+48 2,848 38.0 28 44 16 0
7 60,000 28,000
10 3085+35
3088+60 325 39.1 29 47 18 0
8 7,000 3,000
13 3167+50
3306+00 13,850 43.5 38 48 10 0
9 4,000 N/A
15 3458+85
3482+50 2,365 52.2 54 62 8 6.8 N/A N/A
Notes:
1 – American River North stationing is based on the system established by URS for ULE. Stationing begins at the south end of Natomas East Main Drainage Canal (NEMDC) East at STA 3000+00 and runs eastward toward the Carmichael area, terminating at STA 3582+70. 2 - All elevations are relative to NAVD88. Values listed for representative cross sections. 3 - IRDE = WSE for 10-year flood + 3-foot freeboard. Values listed for representative cross sections. 4 - ULDC Prism assumes crown width = 20 feet and slopes = 3H:1V waterside and landside. 5 - Estimated fill volume to achieve required 10-year levee geometry (ULDC prism with IRDE). 6 - N/A indicates interim repairs not anticipated for the design 200-year-return-period ground motions (segment remains above IRDE). 7 - ARNL Segment 8 is classified a high hazard with flow failure and was assumed to have no remnant prism. 8 - ARNL Segment 10 is classified a high hazard with complete loss of levee due to flow failure. 9 - ARNL Segment 13 was classified as high hazard with loss of freeboard to the IRDE. Segment 13 assumes adding material at portions below IRDE to restore 3 feet of freeboard.

Table 3-2 summarizes the volume of material needed for long-term repairs. This is based on each segment’s geometry and/or representative cross section of the existing levee prism. Each estimated fill volume includes the volume of levee material needed for interim repair, when applicable.

Table 3-2: Estimated Fill Volume for Long-Term Levee Repairs ARNL Levee Segment Begin Station1 End Station1
Approximate
Segment Length
(feet)
Estimated Fill Volume
Required (cy)
8 3016+00 3044+48 2,848 168,000
10 3085+35 3088+60 325 21,000
13 3167+50 3306+00 13,850 109,000
15 3458+85 3482+50 2,365 11,000
Notes:
1 – American River North stationing is based on the system established by URS for ULE. Stationing begins at the south end of Natomas East Main Drainage Canal (NEMDC) East at STA 3000+00 and runs eastward toward the Carmichael area, terminating at STA 3582+70 DRAFT
.
24001006.001A/SAC24R167155 Page 15 of 22 November 1, 2024 © 2024 Kleinfelder www.kleinfelder.com
Because of the variability of soil properties within the levee system, it is unlikely that all the levee sections in Tables 3-1 and 3-2 would experience severe deformation to the same degree, or that a damaged section would “run out,” leaving only the remnant prism. In addition, soil from portions of the damaged levee will likely be usable for the interim levee repairs. Therefore, the estimated levee repair fill volumes in Table 3-1 are intended to provide conservative estimates for those reaches that are considered potentially susceptible to damage during seismic shaking. Fill volume actually used would be determined based on post-earthquake inspections and subsequent engineering analyses as appropriate.

Needed fill from borrow sites would depend on the ability to reuse existing levee materials. It is anticipated that some interim-repair levee fill could come from reuse of existing levee materials if they are deemed suitable by the District Engineer.

D.3.3 CUTOFF WALL DAMAGES
Seepage cutoff walls previously installed at each levee segment are susceptible to damage resulting from seismic loading effects. The seepage cutoff walls along ARNL are typically two to three feet wide and are covered by a clay cap of thickness two to four feet. The cutoff walls installed in 2000 between STA 3051+00 and 3485+78 extend approximately 60 to 72 feet below the levee crest (USACE, 1999), while the cutoff walls installed in 2013 between STA 3000+00 and 3051+00 were built to approximately 40 to 55 feet below the crest (KGJV, 2012). Table 3-3 below displays each segment with the type and elevation of cutoff wall for its representative cross section.

Table 3-3: Existing Seepage Cutoff Walls in Levee Segments ARNL
Levee
Segment
Begin
Station
End
Station
Approx
Length
(feet)
Seepage
Cutoff
Wall
Type
Installation
Year
Approx.

Existing
Crest El.
(feet)
Approx.

Cutoff
Wall Top
El. (feet)
Approx.

Cutoff
Wall Tip
El. (feet)
Wall
Height (ft)
8 3016+00 3044+48 2,848 SCCB1 2013 44 40 -5 45
10 3085+35 3088+60 325 SCB2 2000 47 44 -16 60
13 3167+50 3306+00 13,850 SCB 2000 48 46 -13 59
15 3458+85 3482+50 2,365 SCB 2000 62 59 -7 66
1 – SCCB: slag-cement-cement-bentonite.
2 – SCB: soil-cement-bentonite.

Flow failure and deformation are expected to impact the upper portions of the seepage cutoff walls. In the post-seismic stability waterside analyses performed by URS, the failure planes cut through the seepage
DRAFT
cutoff wall near the bottom of the Likely Liquefiable Layer for Segments 8 and 10. Damage to 24001006.001A/SAC24R167155 Page 16 of 22 November 1, 2024 © 2024 Kleinfelder www.kleinfelder.com
the upper portion of the seepage cutoff wall is also possible due to deformation. As part of post-seismic event damage reconnaissance, the seepage cutoff walls should be evaluated by the District Engineer or their designee to assess the need, extent, and types of seepage cutoff wall repair.

Reconstruction of seepage cutoff walls may be necessary for long-term levee remediation to meet ULDC. Shallow damage less than 5 feet below the levee base can likely be replaced with a key trench for a new levee embankment. The construction procedures include degrading the levee to a working platform elevation, installing the wall to the design tip elevation, and rebuilding the levee crown.

Seepage cutoff wall options include open-trench slurry-based designs such as soil-bentonite (SB) walls and drill-based installations such as deep mix method (DMM) walls.

D.3.4 SEISMICALLY INDUCED CRACKING
Because of the various factors affecting cracking, it is difficult to provide a definitive prediction of crack formation at ARNL. This section calls attention to some, but not all, areas which may develop cracking based on their higher susceptibility to the factors outlined in Section 3.7.1 of the PERP main report.

Figure D-4 shows the locations identified as having the highest potential to fall beneath the IRDE; these areas at minimum should be part of the initial inspection.

One historical observation of cracking was observed within Segment 8 during the February 1986 storm event. Longitudinal cracks of two-inch width and 18-inch maximum depth on the levee waterside were reported between STA 3023+00 and 3037+00 (USACE, 2024; URS, 2015). The investigation performed by USACE and Wahler Associates concluded the cracking likely resulted from saturation subsidence due to weakly bonded or poorly compacted levee fill. This area was degraded and reconstructed for slagcement-cement-bentonite cutoff wall installation by USACE in 2013.

Transitions in geometry along the levee may constitute locations with higher likelihood for cracking.

Table A-8 in Attachment A, retrieved from the American River North Supplemental Geotechnical Data Report (URS 2015), lists ranges of ARNL designated by their geometric properties, including typical heights, slopes, and crest widths. While Segments 8 and 10 are entirely within one Station Range, transitions between ranges occur within Segments 13 and 15. The stations listed below separate one range of general geometric properties from another based on the following characteristics:
• Segment 13: STA 3183+00
DRAFT
o Waterside: Decrease in general height, increase in slope verticality. 24001006.001A/SAC24R167155 Page 17 of 22 November 1, 2024 © 2024 Kleinfelder www.kleinfelder.com
o Landside: Increase in general height, decrease in slope verticality. • Segment 13: STA 3263+00
o Waterside: Increase in general height.
o Landside: Increase in general height.
• Segment 15: STA 3460+00
o Waterside: Decrease in general height, increase in slope verticality. o Landside: Decrease in general height.

Changes in geometry occur throughout ARNL, and the above stations do not constitute all areas of transition. For instance, Table A-8 in Attachment A notes that between STA 3153+00 and 3183+00, much of which is Segment 13, the typical levee height is 5 or 10 feet, indicating abrupt height changes within the range. Areas featuring manmade structures, including street crossings, bridges, turnouts, ramps, structure abutments, and utilities may have been widened or narrowed as well. Table A-1 in Attachment A includes the top of levee elevation at every 100 feet of ARNL, as well as locations indicating significant crossings, bridges, and overpasses at certain stations. Maps and past construction plans should be reviewed to determine additional points of geometric change.

Pertaining to below the levee, each seismic segment is differentiated by its representative subsurface stratigraphy. Based on boring logs and SPT liquefaction calculations, all four segments discussed in this report feature at least one Likely Liquefiable (LL) layer of thickness 8 to 15 feet. In the URS 2015 postseismic stability analyses for Segments 8, 13, and 15, the failure plane terminated at the bottom elevation of each segment’s upper Likely Liquefiable layer. The analysis described in Section D.3.1.2 assumed the same behavior for Segment 10 based on its stratigraphic similarity to Segment 15. The upper Likely Liquefiable layers are summarized in Table 3-4.

DRAFT
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Table 3-4: Upper Likely Liquefiable Layers in ARNL Segments ARNL
Levee
Segment
Begin
Station
End
Station
Approx
Length
(feet)
Cross
Section
Station
LL Layer
Thickness
(feet)
LL Layer
Bottom
Elevation
(feet)
LL Layer
Top
Elevation
(feet)
LL Layer
Residual
Undrained
Strength (psf)
8 3016+00 3044+48 2,848 3025+00 15 0.5 15.5 200
10 3085+35 3088+60 325 3085+93 8 8.0 16.0 105
13 3167+50 3306+00 13,850 3238+00 11 8.0 19.0 160
15 3458+85 3482+50 2,365 3470+00 12 4.0 16.0 240
It is crucial to note that the characteristic cross sections are based on locations with the highest vulnerability, as determined by the boring logs and liquefaction calculations. Damage requiring interim repair is primarily expected at the reaches displayed on Figure D-4. Total slope stability failure and settlement as described in Sections D.3.1.1 through D.3.1.4 may not occur continuously along the entire length of the segment. However, liquefied layers may still result in longitudinal cracks along the crest due to settlement, and transverse cracks may develop adjacent to failed and non-failed portions of the levee. It is assumed that significant damage would occur at the cross-section stations listed in Table 3-4, but cracking of various lengths and depths may occur at any location due to the factors described in Section 3.7.1 of the PERP main report.

D.3.5 LEVEE REPAIR MATERIALS
Locations of potential borrow areas and/or stockpiles that could provide the materials needed for interim repairs have been identified. The priority will be to utilize on-site levee materials to repair the damaged levee sections. Where deformed materials are not able to be reused, then borrow materials referenced in Section 3.4 will be transported to the site and used for interim repairs. For immediate response situations, American River Flood Control District (ARFCD) maintains the following stockpiles:
• Limited stockpiles of aggregate base (AB) for roadway repair (10 cy), sand for sandbags (10 cy), and clay soil for levee structure repairs (100 cy) at the RD maintenance yard. • Clay soil stockpile (100 cy) by Unit 8 for levee structure repairs. • Cobble stockpile (40 cy, up to 8-in size) for slope protection by Pump Station 3 (Unit 9).

SAFCA has also identified additional borrow sources which are listed in Section 3.4 of the PERP main report. Attachment B, Potential Borrow and Stockpile Sources, shows locations of potential borrow DRAFT
24001006.001A/SAC24R167155 Page 19 of 22 November 1, 2024 © 2024 Kleinfelder www.kleinfelder.com
areas and stockpiles that could provide larger quantities of materials needed for interim and long term repairs as well as preliminary haul routes to the relatively centrally located Cal Expo levee access which is located in the middle of three identified seismic deformation zones. The temporary stockpile location at Cal Expo is generally centrally located in close proximity to the levee segments and ramp access points. Additional ramps and access points can be construction to access the critical repair areas, as needed to expedite repair. The three proposed borrow sources have been screened for geotechnical properties and environmental contaminates and accepted for use as fill material for on-going USACE levee projects. Therefore, additional testing is not considered necessary at this time. However, these are active borrow sites and additional screening maybe necessary when the PERP is reviewed as part of the 5-year certification review process since these borrow sites are active and material availability may change over time.

D.3.6 EMERGENCY PREPARATIONS AND RESPONSE PROVISIONS
The Levee Maintaining Agency for the American River North Levee is the American River Flood Control District (ARFCD). The ARFCD Flood Safety Plan (FSP) outlines plans and procedures to address flooding induced by an earthquake. Refer to PERP Sections 4 through 7 for general emergency response provisions and levee repair guidelines.

DRAFT
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D.4 REFERENCES AND SUPPORTING DOCUMENTS
______________________________________________________________________________________________ 33 C.F.R. § 222.4, Reporting Earthquake Effects, https://www.law.cornell.edu/cfr/text/33/222.4.

American River Flood Control District (2018). “ARFCD Flood Safety Plan As Required By California Water Code Section 9650,” dated January 2018.

Babbitt, D. (2014). Transverse Cracking on Embankment Dams Caused By Earthquakes Revisited, Dams and Extreme Events, 34th Annual USSD Conference, San Francisco, CA.

Boulanger, R. (2012). Liquefaction in the 2011 Great East Japan Earthquake: Lessons for U.S. Practice, in Proceedings of the International Symposium on Engineering Lessons Learned from the 2011 Great East Japan Earthquake, March 1-4, 2012, Tokyo, Japan.

California Department of Water Resources (DWR) (2012). Urban Levee Design Criteria.

California Department of Water Resources and U.S. Army Corps of Engineers (2016). Draft Delta Emergency Operations Integration Plan
FloodSAFE California (2012). Urban Levee Design Criteria, State of California, The Natural Resources Agency, Department of Water Resources.

FloodSAFE California (2013). Draft Rural Levee Repair Guidelines, State of California, The Natural Resources Agency, Department of Water Resources.

Fong, F. and Bennett, W. (1995). Transverse Cracking on Embankment Dams Due to Earthquakes, ASDSO Western Regional Meeting.

Kleinfelder (2024). “Seismic Performance Summary Report, North Area Streams Levee Areas, ULDC & FEMA Levee Certification Report, Sacramento Area Flood Control Agency Levee Systems, Sacramento County, California,” dated February 12, 2024.

Lo, R. and Wang, Y. (2012). Lessons Learned from Recent Earthquakes – Geoscience and Geotechnical Perspectives, ResearchGate,
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https://www.researchgate.net/publication/221924477 .
24001006.001A/SAC24R167155 Page 21 of 22 November 1, 2024 © 2024 Kleinfelder www.kleinfelder.com
MBK Engineers (2024). “Technical Memorandum: American River North Levee System – Determination of the Urban Levee Design Criteria Design Water Surface Elevation, Minimum Top of Levee, and Hydraulic Top of Levee,” dated February 29, 2024.

MBK Engineers (2024). “Technical Memorandum: Determination of the 1% Annual-Chance Base Flood Elevation for the American River North Levee System,” dated February 29, 2024.

Meyersohn, D. (2012). Levee Locator Tool, v.4, California Department of Water Resources Millet, R. Chowdhury, K., et al. (2014). Seismic Vulnerability Evaluation of Levees in California’s Central Valley, ResearchGate Conference Paper.

Oka, F., Tsai, P. et al. (2012). Damage Patterns of River Embankments Due to the 2011 off the Pacific Coast of Tohoku Earthquake and a Numerical Modeling of the Deformation of River Embankments with a Clayey Subsoil Layer in Soils and Foundations, The Japanese Geotechnical Society.

Pells, S., and Fell, R. (2003). Damage and Cracking of Embankment Dams by Earthquake and the Implications for Internal Erosion and Piping, ICOLD, 21st large Dams Congress, Montréal, June 2003.

Perlea, V., Perlea, M., et al. (2014). Draft Guidelines for Seismic Evaluation of Levees in Dams and Extreme Events — Reducing Risk of Aging Infrastructure under Extreme Loading Conditions, 34th Annual USSD Conference San Francisco, California, April 7-11, 2014.

Stewart, J. (2011). Geotechnical Issues & Ground Motion — Preliminary Briefing on Japan’s Tohoku Earthquake, Aftershocks, and Tsunami of March 11, 2011.

USACE (1999). “American River Watershed Project (Common Features), California, Right (North) Bank Levee Strengthening,” dated April 13, 1999.

USACE Sacramento District Geotechnical Engineering Branch (2022). “Geotechnical Levee Practice, Standard Operating Procedure 3,” CESPK-EQS Guidance Document , May 6, 2022.

USACE (2024). “Design Documentation Report - American River Common Features (WRDA 2016) Lower American River Erosion, Contract 4A, River Mile 2.0R, Sacramento County, CA – 95% Submittal” dated February 16, 2024.

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24001006.001A/SAC24R167155 Page 22 of 22 November 1, 2024 © 2024 Kleinfelder www.kleinfelder.com
URS (2015a). “ULE Geotechnical Evaluation Report (GER) Volume 1 and 2, American River Study Area, Urban Levee Evaluations Project, Contract 4600008101,” dated January 2015 (Issue date: 01- 2015).

URS (2015b). “Supplemental Geotechnical Data Report (SGDR), American River Study Area, Urban Levee Evaluations Project, Contract 4600008101,” dated June 2010 (Issue date: 06-2010).

U.S. Department of the Interior, Bureau of Reclamation, and U.S. Army Corps of Engineers (2012).

Methods to Evaluate Seismic Risks for Embankments Best Practices, in Best Practices in Dam and Levee Safety Risk Analysis presentation slide deck.

DRAFT
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American River North Levee
NEMDC East
Arcade Creek North
Dry Creek North
Arcade Creek South
Dry Creek South
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160
AR-10
NMDE-1
NMDE-7
AR-11
AR-7
NMDE-2
AR-15
NMDE-6
AR-8
NMDE-3
AR-9 AR-12
NMDE-8
AR-16
NMDE-3
AR-13
AR-14
NMDE-4
NMDE-5
6167+62
7085+57
7000+00
6106+66
3192+23
5112+43
5000+00
4110+34
4000+00
2995+91 3011+65
2986+49
3582+79
3482+50
3458+85
3306+00
3167+50 3102+85
3088+60
3085+35
3044+48
3016+00
3000+00
Confluence
American
River East
Arcade Creek

SITE MAP
PROJECT:

FILE NAME:

FIGURE
1-1
DRAWN:

CHECKED BY:

The information included on this graphic representation has been compiled from a variety of sources and is subject to change without notice. Kleinfelder makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. This document is not intended for use as a land survey product nor is it designed or intended as a construction design document. The use or misuse of the information contained on this graphic representation is at the sole risk of the party using or misusing the information.

DRAWN BY:
24001006.001A
FEB 2024
R.HOCHSTATTER
A.LEONARD
F1-1_NAS_SiteMap-V2.mxd
Explanation
!( Analysis Control Point
SACRAMENTO, CA FILE: \\azrgisstorp03\GIS_Projects\Client\SAFCA\24001006.001A-SeismicPerformanceSumReport\MXD\F1-1_NAS_SiteMap-V2.mxd ALeonard 2/7/2024 0 1 2
Kilometers
Locations are Approximate £
Service Layer Credits: 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
Source: Esri, Maxar, Earthstar Geographics, and the GIS User !
Project Location
^

NORTH AREA STREAMS/

AMERICAN RIVER NORTH LEVEES

SEISMIC PERFORMANCE SUMMARY REPORT

SAFCA LEVEE SYSTEMS

SACRAMENTO AND SUTTER COUNTIES, CALIFORNIA
AR-13 Seismic Segment

POST-EARTHQUAKE REMEDIATION PLAN

SACRAMENTO AREA FLOOD CONTROL

AGENCY LEVEE SYSTEMS

SACRAMENTO AND SUTTER COUNTIES,

CALIFORNIA

SITE MAP

POST-EARTHQUAKE REMEDIATION PLAN

APPENDIX D - NORTH AREA STREAMS LEVEES

ULDC & FEMA LEVEE CERTIFICATION
DRAFT
D-1
FILE NAME: CHECKED BY: DRAWN BY: DRAWN: PROJECT NO. sesimic_Flowchart.pdf

SEISMIC VULNERABILITY ANALYSIS FLOWCHART

POST-EARTHQUAKE REMEDIATION PLAN

APPENDIX D - NORTH AREA STREAMS LEVEES

ULDC & FEMA LEVEE CERTIFICATION

POST-EARTHQUAKE REMEDIATION PLAN

SACRAMENTO AREA FLOOD CONTROL AGENCY LEVEE SYSTEMS
SACRAMENTO AND SUTTER COUNTIES, CALIFORNIA 24001006.001A 04/2024 RHTW D-2 www.kleinfelder.com
FIGURE:

Step 2: Perform Post-Seismic Stability Analysis
Step 3f: Calculate volumetric strain, if necessary
Step 3a: Compute Kmax using Figure 6-4
Step 3e: Estimate vertical deformation as 0.7 times total Newmark displacement
Step 3g: Assign seismic vulnerability class using Table 6-1 Step 3c: Compute Ky value for sliding mass
Step 3d: Compute Newmark displacement using Kmax, Ky, and Figure 6-5 Yes
Step 3b: Perform pseudo-static stability analysis using K=0.5 Kmax No
Classify as “Low Vulnerability” unless
Volumetric Strain (Step 3f ) results in a
higher vulnerability class
Is
FSPS < 1?
Yes
No
Perform post-seismic stability analysis
Continue to Step 3
No further analysis is needed.

Classify as “High Vulnerability”
Yes
No
Classify as “Low Vulnerability” unless
Volumetric Strain (Step 3f ) results in a
higher vulnerability class
Is
FSPS > 1.3?
Is
FS ≥1?
Step 4: If Warranted, Perform More Advanced Seismic Deformation Analysis (See Section 6.11) Step 3: Perform Simplified Seismic Deformation Analysis Evaluate and document longitudinal extent of liquefiable soils Select seismic levee segments and engineering cross-sections for seismic stability and deformation analyses
Step 1: Select Seismic Segments and Cross Sections for Seismic Vulnerability Analyses SEISMIC VULNERABILITY – KEY STEPS (INTERMITTENTLY-LOADED LEVEES) DRAFT
100
.
.
.
.
.
.
.
.
.
.
.
.
10 .
.
.
.
.
.
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0.1 .
.
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0.01 0 0.2 0.4 0.6 0.8 1
Ky/Kmax
Newmark Displacement (ft)
MW = 6
MW = 6.5
MW = 7
Segment 13
Segment 15
FILE NAME: CHECKED BY: DRAWN BY: DRAWN: PROJECT NO. newmark_Displacement.pdf

NEWMARK DISPLACEMENT

POST-EARTHQUAKE REMEDIATION PLAN

APPENDIX D - NORTH AREA STREAMS LEVEES

ULDC & FEMA LEVEE CERTIFICATION

POST-EARTHQUAKE REMEDIATION PLAN

SACRAMENTO AREA FLOOD CONTROL AGENCY LEVEE SYSTEMS
SACRAMENTO AND SUTTER COUNTIES, CALIFORNIA 24001006.001A 04/2024 RH XXXXXXX D-3 www.kleinfelder.com
DRAFT
FIGURE:
3000+00
3212+00
3180+00
3185+00
5112+43
3253+00
3085+35
3482+50
7085+58
3214+00
3044+48
4000+00
4110+00
3306+00
3253+00
3088+60
2986+49
3176+00
3170+00
3167+50
7000+00
6118+20
5000+00
3016+00
3458+85
6000+00
3582+79
Dry Creek South
Dry Creek North
Arcade Creek South
Arcade Creek North
NEMDC East
American River North
AR-10
NMDE-1
NMDE-7
AR-11
AR-7
NMDE-2
AR-15
NMDE-6
AR-8
NMDE-3
AR-9
AR-12
NMDE-8
AR-16
NMDE-3
AR-13
AR-14
NMDE-4
NMDE-5
Dry Creek
Americ a n R vi er
Steelhead Creek
Arca de Cree k
Mo rrison Creek
Magpie Creek
First
Bannon S
ol ugh
Morrison Creek

INITIAL POST-EARTHQUAKE

INSPECTION AREAS
PROJECT:

FILE NAME:

FIGURE
D-4
DRAWN:

CHECKED BY:

The information included on this graphic representation has been compiled from a variety of sources and is subject to change without notice. Kleinfelder makes no representations or warranties, express or implied, as to accuracy, completeness, timeliness, or rights to the use of such information. This document is not intended for use as a land survey product nor is it designed or intended as a construction design document. The use or misuse of the information contained on this graphic representation is at the sole risk of the party using or misusing the information.

DRAWN BY:
24001006.001A
OCT 2024
R.HOCHSTATTER
A.LEONARD

SAFCA PERP
Explanation
Priority 1 Initial Post-Earthquake
Inspection Sites
Priority 2 Long-term Repair
Areas
Priority 3 American River North
Levee
Priority 4 Natomas East Main
Drainage Canal East Levees
SACRAMENTO, CA FILE: \\azrgisstorp03\GIS_Projects\Client\SAFCA\24001006.001A-SeismicPerformanceSumReport\PRO\SAFECA_working\SAFECA_working.aprx ALeonard 10/8/2024 0 0.75 1.5
Miles
Locations are Approximate £
Service Layer Credits: World Street Map: Esri, HERE, Garmin,

NGA, USGS, NPS
World Imagery: Earthstar Geographics; ESRI World Imagery, Maxar Vivid Advanded image dates 4/12/2022, 4/26/2022, and 5/4/2022; SACOG Orthos image date 3/18/2022.
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Project Location
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NORTH AREA STREAMS/

AMERICAN RIVER NORTH LEVEES

SEISMIC PERFORMANCE SUMMARY REPORT

SAFCA LEVEE SYSTEMS

SACRAMENTO AND SUTTER COUNTIES, CALIFORNIA
DRAFT
AR-13 Seismic Segment
24001006.001A/SAC24R167155 November 1, 2024
© 2024 Kleinfelder www.kleinfelder.com

ATTACHMENT A

LEVEE SEGMENT GEOMETRY AND VOLUME TABLES
_____________________________________________________________________ Table A-1 – American River North Levee Elevations
Table A-2 – Segment 8 Interim Repair Volume Calculations Table A-3 – Segment 8 Long-Term Repair Volume Calculations Table A-4 – Segment 10 Interim Repair Volume Calculations Table A-5 – Segment 10 Long-Term Repair Volume Calculations Table A-6 – Segment 13 Repair Volume Calculations
Table A-7 – Segment 15 Repair Volume Calculations
Table A-8 – ARN SGDR Generalized Geometries
DRAFT
Levee
Station
DWSE 10yr WSE
IRDE (10yr WSE
+ 3 feet)
TOL
Elevation
Landside Toe
Point Elevations
(2024 Psomas)
Levee Height
Freeboard Above
IRDE
2% of Levee
Height
Elevation of 2% of
Levee Height
5% of Levee
Height
Elevation of 5% of
Levee Height
Freeboard above
IRDE as % of Levee
Height
(feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) 3000+00 35.64 34.46 37.46 43.26 27.06 16.20 5.80 0.32 42.93 0.81 42.45 35.79% Coincides with NEMDC Station 2986+49 3001+00 35.61 34.47 37.47 43.29 27.28 16.01 5.82 0.32 42.97 0.80 42.49 36.34% 3002+00 35.58 34.48 37.48 43.35 27.68 15.67 5.87 0.31 43.04 0.78 42.57 37.46% 3003+00 35.55 34.48 37.48 43.24 26.91 16.33 5.76 0.33 42.91 0.82 42.42 35.27% 3004+00 35.52 34.49 37.49 43.28 27.15 16.13 5.79 0.32 42.96 0.81 42.47 35.89% 3005+00 35.5 34.5 37.5 43.32 27.32 16.00 5.82 0.32 43.00 0.80 42.52 36.38% 3006+00 35.47 34.51 37.51 43.29 35.47 7.82 5.78 0.16 43.13 0.39 42.90 73.88% 3007+00 35.48 34.51 37.51 43.27 27.15 16.12 5.76 0.32 42.95 0.81 42.46 35.73% 3008+00 35.49 34.52 37.52 43.31 27.23 16.08 5.79 0.32 42.99 0.80 42.51 36.00% 3009+00 35.51 34.53 37.53 43.36 32.05 11.31 5.83 0.23 43.13 0.57 42.79 51.54% 3010+00 35.52 34.54 37.54 43.40 26.89 16.51 5.86 0.33 43.07 0.83 42.57 35.49% 3011+00 35.53 34.55 37.55 43.45 27.90 15.55 5.90 0.31 43.14 0.78 42.67 37.93% 3012+00 35.55 34.56 37.56 43.50 27.14 16.36 5.94 0.33 43.17 0.82 42.68 36.30% 3013+00 35.56 34.56 37.56 43.55 28.55 15.00 5.99 0.30 43.25 0.75 42.80 39.94% 3014+00 35.55 34.56 37.56 43.59 30.61 12.98 6.03 0.26 43.33 0.65 42.94 46.47% Del Paso Floodgate 3015+00 35.55 34.55 37.55 43.64 33.75 9.89 6.09 0.20 43.44 0.49 43.15 61.60% 3016+00 35.91 34.77 37.77 43.69 38.58 5.11 5.92 0.10 43.59 0.26 43.43 115.77% Segment 8 Begins (STA 3016+00), UPRR Closure 3017+00 35.99 34.82 37.82 43.73 36.51 7.22 5.91 0.14 43.59 0.36 43.37 81.91% Hwy 160 Overpass 3018+00 36.07 34.89 37.89 43.78 34.92 8.86 5.89 0.18 43.60 0.44 43.34 66.45% Hwy 160 Overpass 3019+00 36.15 34.94 37.94 43.83 33.96 9.87 5.89 0.20 43.63 0.49 43.34 59.69% 3020+00 36.29 35.02 38.02 43.88 32.71 11.17 5.86 0.22 43.66 0.56 43.32 52.45% 3021+00 36.28 35 38 43.92 39.20 4.72 5.92 0.09 43.83 0.24 43.68 125.54% 3022+00 36.3 35 38 43.97 29.81 14.16 5.97 0.28 43.69 0.71 43.26 42.16% 3023+00 36.32 35.01 38.01 44.02 29.18 14.84 6.01 0.30 43.72 0.74 43.28 40.49% 3024+00 36.33 35.02 38.02 44.07 29.23 14.84 6.05 0.30 43.77 0.74 43.33 40.78% 3025+00 36.35 35.03 38.03 44.11 28.91 15.20 6.08 0.30 43.81 0.76 43.35 39.99% Cross Section 3026+00 36.36 35.04 38.04 44.16 28.91 15.25 6.12 0.31 43.85 0.76 43.40 40.13% 3027+00 36.38 35.04 38.04 44.21 29.00 15.21 6.17 0.30 43.91 0.76 43.45 40.56% 3028+00 36.4 35.05 38.05 44.25 28.84 15.41 6.20 0.31 43.94 0.77 43.48 40.24% 3029+00 36.41 35.06 38.06 44.30 28.38 15.92 6.24 0.32 43.98 0.80 43.50 39.19% 3030+00 36.43 35.07 38.07 44.35 28.30 16.05 6.28 0.32 44.03 0.80 43.55 39.14% 3031+00 36.44 35.08 38.08 44.40 27.79 16.61 6.32 0.33 44.07 0.83 43.57 38.05% 3032+00 36.46 35.08 38.08 44.44 29.00 15.44 6.36 0.31 44.13 0.77 43.67 41.20% 3033+00 36.48 35.09 38.09 44.49 28.30 16.19 6.40 0.32 44.17 0.81 43.68 39.54% 3034+00 36.49 35.1 38.1 44.54 29.35 15.19 6.44 0.30 44.24 0.76 43.78 42.39% 3035+00 36.54 35.13 38.13 44.58 28.24 16.34 6.45 0.33 44.25 0.82 43.76 39.47% 3036+00 36.58 35.16 38.16 44.63 28.65 15.98 6.47 0.32 44.31 0.80 43.83 40.49% 3037+00 36.63 35.18 38.18 44.68 27.83 16.85 6.50 0.34 44.34 0.84 43.84 38.57% 3038+00 36.67 35.21 38.21 44.73 28.06 16.67 6.52 0.33 44.40 0.83 43.90 39.12% 3039+00 36.72 35.25 38.25 44.77 34.57 10.20 6.52 0.20 44.57 0.51 44.26 63.93% 3040+00 36.77 35.28 38.28 44.82 28.90 15.92 6.54 0.32 44.50 0.80 44.02 41.08% 3041+00 36.83 35.32 38.32 44.87 28.68 16.19 6.55 0.32 44.55 0.81 44.06 40.45% 3042+00 36.88 35.36 38.36 44.91 29.04 15.87 6.55 0.32 44.59 0.79 44.12 41.28% 3043+00 36.92 35.39 38.39 44.96 29.65 15.31 6.57 0.31 44.65 0.77 44.19 42.93% 3044+00 36.95 35.41 38.41 45.01 29.30 15.71 6.60 0.31 44.70 0.79 44.22 42.01% Segment 8 Ends (STA 3044+48) 3045+00 36.98 35.43 38.43 45.06 29.45 15.61 6.63 0.31 44.75 0.78 44.28 42.48% 3046+00 37.01 35.45 38.45 45.10 29.44 15.66 6.65 0.31 44.79 0.78 44.32 42.46% 3047+00 37.03 35.47 38.47 45.15 29.64 15.51 6.68 0.31 44.84 0.78 44.37 43.08% 3048+00 37.04 35.48 38.48 45.20 29.31 15.89 6.72 0.32 44.88 0.79 44.41 42.30% 3049+00 37.06 35.49 38.49 45.25 29.30 15.95 6.76 0.32 44.93 0.80 44.45 42.38% 3050+00 37.07 35.5 38.5 45.29 29.71 15.58 6.79 0.31 44.98 0.78 44.51 43.58% 3051+00 37.08 35.51 38.51 45.34 30.02 15.32 6.83 0.31 45.03 0.77 44.57 44.59% 3052+00 37.09 35.52 38.52 45.39 29.91 15.48 6.87 0.31 45.08 0.77 44.62 44.37% 3053+00 37.1 35.53 38.53 45.43 31.31 14.12 6.90 0.28 45.15 0.71 44.72 48.86% 3054+00 37.11 35.53 38.53 45.48 30.53 14.95 6.95 0.30 45.18 0.75 44.73 46.48% 3055+00 37.12 35.54 38.54 45.53 30.33 15.20 6.99 0.30 45.23 0.76 44.77 46.00% 3056+00 37.14 35.55 38.55 45.58 31.36 14.22 7.03 0.28 45.30 0.71 44.87 49.43% 3057+00 37.15 35.56 38.56 45.62 30.96 14.66 7.06 0.29 45.33 0.73 44.89 48.17% 3058+00 37.16 35.57 38.57 45.67 30.85 14.82 7.10 0.30 45.37 0.74 44.93 47.91% 3059+00 37.17 35.58 38.58 45.72 31.09 14.63 7.14 0.29 45.43 0.73 44.99 48.79% 3060+00 37.18 35.59 38.59 45.76 32.47 13.29 7.17 0.27 45.49 0.66 45.10 53.97% 3061+00 37.2 35.6 38.6 45.81 32.54 13.27 7.21 0.27 45.54 0.66 45.15 54.32% 3062+00 37.21 35.61 38.61 45.86 32.23 13.63 7.25 0.27 45.59 0.68 45.18 53.19% 3063+00 37.23 35.63 38.63 45.91 34.88 11.03 7.28 0.22 45.69 0.55 45.36 65.99% 3064+00 37.24 35.64 38.64 45.95 41.94 4.01 7.31 0.08 45.87 0.20 45.75 182.49% 3065+00 37.26 35.65 38.65 46.00 32.58 13.42 7.35 0.27 45.73 0.67 45.33 54.75% 3066+00 37.27 35.66 38.66 46.05 30.58 15.47 7.39 0.31 45.74 0.77 45.28 47.78% 3067+00 37.29 35.67 38.67 46.09 30.62 15.47 7.42 0.31 45.78 0.77 45.32 47.97% 3068+00 37.3 35.68 38.68 46.14 31.33 14.81 7.46 0.30 45.84 0.74 45.40 50.38% 3069+00 37.32 35.69 38.69 46.19 30.58 15.61 7.50 0.31 45.88 0.78 45.41 48.05% 3070+00 37.34 35.7 38.7 46.24 30.88 15.36 7.54 0.31 45.93 0.77 45.47 49.08% 3071+00 37.37 35.71 38.71 46.28 29.77 16.51 7.57 0.33 45.95 0.83 45.45 45.86% Location
Table A-1: American River North Levee Elevations (February 2024) DRAFT
Levee
Station
DWSE 10yr WSE
IRDE (10yr WSE
+ 3 feet)
TOL
Elevation
Landside Toe
Point Elevations
(2024 Psomas)
Levee Height
Freeboard Above
IRDE
2% of Levee
Height
Elevation of 2% of
Levee Height
5% of Levee
Height
Elevation of 5% of
Levee Height
Freeboard above
IRDE as % of Levee
Height
(feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) Location
Table A-1: American River North Levee Elevations (February 2024) 3072+00 37.4 35.71 38.71 46.33 29.40 16.93 7.62 0.34 45.99 0.85 45.48 45.02% 3073+00 37.44 35.72 38.72 46.38 29.08 17.30 7.66 0.35 46.03 0.87 45.51 44.28% 3074+00 37.47 35.72 38.72 46.42 28.44 17.98 7.70 0.36 46.06 0.90 45.52 42.82% 3075+00 37.5 35.72 38.72 46.47 28.01 18.46 7.75 0.37 46.10 0.92 45.55 41.98% 3076+00 37.53 35.73 38.73 46.52 27.71 18.81 7.79 0.38 46.14 0.94 45.58 41.41% 3077+00 37.57 35.74 38.74 46.57 27.65 18.92 7.83 0.38 46.19 0.95 45.62 41.39% 3078+00 37.63 35.79 38.79 46.61 27.44 19.17 7.82 0.38 46.23 0.96 45.65 40.80% 3079+00 37.69 35.83 38.83 46.66 27.37 19.29 7.83 0.39 46.27 0.96 45.70 40.60% 3080+00 37.75 35.87 38.87 46.71 28.09 18.62 7.84 0.37 46.34 0.93 45.78 42.10% 3081+00 37.81 35.91 38.91 46.76 29.51 17.25 7.85 0.35 46.41 0.86 45.90 45.50% 3082+00 37.87 35.95 38.95 46.80 29.84 16.96 7.85 0.34 46.46 0.85 45.95 46.28% 3083+00 37.92 35.99 38.99 46.85 31.55 15.30 7.86 0.31 46.54 0.76 46.09 51.38% 3084+00 37.94 36.02 39.02 46.90 35.05 11.85 7.88 0.24 46.66 0.59 46.31 66.49% 3085+00 37.87 35.97 38.97 46.94 40.74 6.20 7.97 0.12 46.82 0.31 46.63 128.52% Segment 10 Begins (STA 3085+35), UPRR Crossing 3086+00 38.06 36.12 39.12 46.99 34.39 12.60 7.87 0.25 46.74 0.63 46.36 62.47% 3087+00 38.06 36.13 39.13 47.04 33.43 13.61 7.91 0.27 46.77 0.68 46.36 58.13% 3088+00 38.05 36.13 39.13 47.09 33.76 13.33 7.96 0.27 46.82 0.67 46.42 59.73% Segment 10 Ends (STA 3088+60) 3089+00 38.05 36.13 39.13 47.13 32.07 15.06 8.00 0.30 46.83 0.75 46.38 53.12% 3090+00 38.04 36.14 39.14 47.18 27.17 20.01 8.04 0.40 46.78 1.00 46.18 40.17% 3091+00 38.03 36.14 39.14 47.23 27.45 19.78 8.09 0.40 46.83 0.99 46.24 40.89% 3092+00 38.03 36.14 39.14 47.27 27.39 19.88 8.13 0.40 46.87 0.99 46.28 40.90% 3093+00 38.02 36.14 39.14 47.32 26.82 20.50 8.18 0.41 46.91 1.03 46.29 39.90% 3094+00 38.01 36.15 39.15 47.37 26.24 21.13 8.22 0.42 46.95 1.06 46.31 38.91% 3095+00 38.01 36.15 39.15 47.42 25.76 21.66 8.27 0.43 46.99 1.08 46.34 38.19% 3096+00 38 36.15 39.15 47.46 25.81 21.65 8.31 0.43 47.03 1.08 46.38 38.38% 3097+00 37.99 36.16 39.16 47.51 26.79 20.72 8.35 0.41 47.10 1.04 46.47 40.31% 3098+00 37.99 36.16 39.16 47.56 27.46 20.10 8.40 0.40 47.16 1.00 46.56 41.80% 3099+00 37.98 36.16 39.16 47.60 32.87 14.73 8.44 0.29 47.31 0.74 46.86 57.30% 3100+00 37.99 36.17 39.17 47.65 29.47 18.18 8.48 0.36 47.29 0.91 46.74 46.65% 3101+00 38.02 36.2 39.2 47.70 31.29 16.41 8.50 0.33 47.37 0.82 46.88 51.81% Business 80 Crossing 3102+00 38.14 36.27 39.27 47.48 33.11 14.37 8.21 0.29 47.20 0.72 46.76 57.15% 3103+00 38.09 36.22 39.22 46.94 33.96 12.98 7.72 0.26 46.68 0.65 46.29 59.49% 3104+00 38.12 36.23 39.23 47.15 33.31 13.83 7.92 0.28 46.87 0.69 46.45 57.22% 3105+00 38.15 36.26 39.26 47.75 33.71 14.04 8.49 0.28 47.47 0.70 47.05 60.45% 3106+00 38.19 36.29 39.29 48.15 30.24 17.91 8.86 0.36 47.79 0.90 47.26 49.48% 3107+00 38.22 36.32 39.32 47.92 28.95 18.97 8.60 0.38 47.54 0.95 46.97 45.31% 3108+00 38.25 36.34 39.34 47.30 30.47 16.83 7.96 0.34 46.97 0.84 46.46 47.32% 3109+00 38.28 36.36 39.36 47.03 30.84 16.19 7.67 0.32 46.71 0.81 46.22 47.40% 3110+00 38.31 36.38 39.38 47.09 31.99 15.10 7.71 0.30 46.79 0.76 46.34 51.06% 3111+00 38.34 36.4 39.4 47.19 34.98 12.21 7.79 0.24 46.95 0.61 46.58 63.83% 3112+00 38.37 36.42 39.42 47.64 36.20 11.44 8.22 0.23 47.41 0.57 47.07 71.87% 3113+00 38.41 36.44 39.44 48.17 29.74 18.43 8.73 0.37 47.80 0.92 47.25 47.38% 3114+00 38.43 36.45 39.45 48.06 32.66 15.40 8.61 0.31 47.75 0.77 47.29 55.90% 3115+00 38.43 36.45 39.45 47.36 32.50 14.86 7.91 0.30 47.06 0.74 46.61 53.21% 3116+00 38.43 36.44 39.44 47.00 31.45 15.55 7.56 0.31 46.69 0.78 46.22 48.61% 3117+00 38.43 36.44 39.44 46.93 32.92 14.01 7.49 0.28 46.65 0.70 46.23 53.45% 3118+00 38.44 36.43 39.43 47.14 34.18 12.95 7.71 0.26 46.88 0.65 46.49 59.50% 3119+00 38.44 36.43 39.43 47.25 35.37 11.88 7.82 0.24 47.01 0.59 46.66 65.83% 3120+00 38.44 36.43 39.43 47.83 35.04 12.79 8.40 0.26 47.58 0.64 47.20 65.71% 3121+00 38.44 36.42 39.42 47.79 33.96 13.83 8.37 0.28 47.51 0.69 47.10 60.52% 3122+00 38.44 36.42 39.42 48.19 36.11 12.08 8.77 0.24 47.94 0.60 47.58 72.58% 3123+00 38.45 36.42 39.42 48.36 36.80 11.56 8.94 0.23 48.13 0.58 47.78 77.35% 3124+00 38.5 36.46 39.46 48.52 37.17 11.35 9.06 0.23 48.29 0.57 47.95 79.82% 3125+00 38.57 36.53 39.53 48.85 37.55 11.30 9.32 0.23 48.62 0.56 48.28 82.45% 3126+00 38.64 36.59 39.59 49.06 45.45 3.62 9.47 0.07 48.99 0.18 48.88 261.96% 3127+00 38.71 36.66 39.66 49.11 44.60 4.52 9.45 0.09 49.02 0.23 48.89 209.31% 3128+00 38.78 36.73 39.73 49.55 34.88 14.67 9.82 0.29 49.26 0.73 48.82 66.93% 3129+00 38.85 36.79 39.79 50.32 34.81 15.51 10.53 0.31 50.01 0.78 49.55 67.90% 3130+00 38.92 36.86 39.86 51.31 39.91 11.39 11.45 0.23 51.08 0.57 50.74 100.46% 3131+00 38.99 36.93 39.93 51.76 47.58 4.18 11.83 0.08 51.67 0.21 51.55 283.11% 3132+00 39.06 36.99 39.99 51.42 40.00 11.42 11.43 0.23 51.19 0.57 50.85 100.09% Estimated Landside Toe Used due to Landside High Ground (52.29ft) 3133+00 39.1 37.03 40.03 51.08 40.00 11.08 11.05 0.22 50.86 0.55 50.53 99.73% Estimated Landside Toe Used due to Landside High Ground (51.55ft) 3134+00 39.14 37.05 40.05 49.84 41.72 8.12 9.79 0.16 49.68 0.41 49.44 120.57% 3135+00 39.17 37.07 40.07 48.36 34.83 13.53 8.29 0.27 48.09 0.68 47.68 61.26% 3136+00 39.2 37.1 40.1 48.13 35.95 12.18 8.03 0.24 47.89 0.61 47.52 65.94% 3137+00 39.23 37.12 40.12 48.32 35.14 13.18 8.20 0.26 48.05 0.66 47.66 62.20% 3138+00 39.27 37.15 40.15 48.44 34.43 14.01 8.29 0.28 48.16 0.70 47.74 59.19% 3139+00 39.3 37.18 40.18 48.23 34.74 13.49 8.05 0.27 47.96 0.67 47.56 59.69% 3140+00 39.34 37.21 40.21 48.11 34.22 13.89 7.90 0.28 47.83 0.69 47.42 56.87% 3141+00 39.39 37.25 40.25 48.51 34.70 13.81 8.26 0.28 48.23 0.69 47.82 59.80% 3142+00 39.43 37.28 40.28 48.13 34.63 13.50 7.85 0.27 47.86 0.67 47.45 58.13% 3143+00 39.47 37.31DRAFT 40.31 48.05 35.90 12.15 7.74 0.24 47.81 0.61 47.45 63.73% Levee
Station
DWSE 10yr WSE
IRDE (10yr WSE
+ 3 feet)
TOL
Elevation
Landside Toe
Point Elevations
(2024 Psomas)
Levee Height
Freeboard Above
IRDE
2% of Levee
Height
Elevation of 2% of
Levee Height
5% of Levee
Height
Elevation of 5% of
Levee Height
Freeboard above
IRDE as % of Levee
Height
(feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) Location
Table A-1: American River North Levee Elevations (February 2024) 3144+00 39.51 37.35 40.35 48.32 35.96 12.35 7.97 0.25 48.07 0.62 47.70 64.49% 3145+00 39.55 37.38 40.38 48.62 34.46 14.17 8.24 0.28 48.34 0.71 47.91 58.18% 3146+00 39.59 37.41 40.41 48.90 34.25 14.65 8.49 0.29 48.61 0.73 48.17 57.94% 3147+00 39.63 37.45 40.45 49.66 35.42 14.24 9.21 0.28 49.37 0.71 48.95 64.67% 3148+00 39.67 37.49 40.49 49.72 34.92 14.80 9.23 0.30 49.42 0.74 48.98 62.35% 3149+00 39.72 37.55 40.55 49.90 37.52 12.37 9.35 0.25 49.65 0.62 49.28 75.55% 3150+00 39.77 37.6 40.6 49.58 42.94 6.64 8.98 0.13 49.45 0.33 49.25 135.34% 3151+00 39.82 37.66 40.66 49.11 43.00 6.11 8.45 0.12 48.98 0.31 48.80 138.32% Estimated Landside Toe Used due to Landside High Ground (48.62ft) 3152+00 39.87 37.71 40.71 48.92 43.00 5.92 8.21 0.12 48.80 0.30 48.62 138.71% Estimated Landside Toe Used due to Landside High Ground (48.68ft) 3153+00 39.92 37.77 40.77 48.55 43.00 5.55 7.78 0.11 48.44 0.28 48.27 140.18% Estimated Landside Toe Used due to Landside High Ground (48.32ft) 3154+00 39.96 37.82 40.82 48.39 43.00 5.39 7.57 0.11 48.28 0.27 48.12 140.43% Estimated Landside Toe Used due to Landside High Ground (48.32ft) 3155+00 40.01 37.88 40.88 47.82 43.00 4.82 6.94 0.10 47.72 0.24 47.58 143.97% Estimated Landside Toe Used due to Landside High Ground (46.47ft) 3156+00 40.06 37.93 40.93 46.96 39.84 7.12 6.03 0.14 46.82 0.36 46.60 84.70% 3157+00 40.11 37.99 40.99 46.45 36.26 10.19 5.46 0.20 46.24 0.51 45.94 53.55% 3158+00 40.13 38 41 45.90 35.55 10.35 4.90 0.21 45.69 0.52 45.38 47.33% 3159+00 40.15 38.01 41.01 45.95 35.44 10.51 4.94 0.21 45.74 0.53 45.43 47.03% 3160+00 40.16 38.02 41.02 45.89 36.15 9.74 4.87 0.19 45.70 0.49 45.41 50.02% 3161+00 40.18 38.03 41.03 45.95 36.89 9.06 4.92 0.18 45.77 0.45 45.50 54.32% 3162+00 40.19 38.04 41.04 45.85 37.66 8.19 4.81 0.16 45.68 0.41 45.44 58.70% 3163+00 40.21 38.05 41.05 45.80 39.13 6.67 4.75 0.13 45.66 0.33 45.46 71.18% 3164+00 40.22 38.06 41.06 45.61 39.29 6.31 4.55 0.13 45.48 0.32 45.29 72.02% 3165+00 40.24 38.06 41.06 45.71 39.96 5.75 4.65 0.12 45.59 0.29 45.42 80.80% 3166+00 40.25 38.07 41.07 45.82 39.79 6.03 4.75 0.12 45.70 0.30 45.52 78.82% 3167+00 40.27 38.08 41.08 46.07 39.62 6.46 4.99 0.13 45.94 0.32 45.75 77.31% Segment 13 Begins (3167+50) 3168+00 40.28 38.09 41.09 46.16 39.89 6.27 5.07 0.13 46.03 0.31 45.85 80.83% 3169+00 40.32 38.11 41.11 46.26 40.41 5.85 5.15 0.12 46.14 0.29 45.97 87.98% 3170+00 40.39 38.15 41.15 46.61 40.91 5.69 5.46 0.11 46.49 0.28 46.32 95.84% 3171+00 40.45 38.18 41.18 46.72 41.44 5.28 5.54 0.11 46.61 0.26 46.45 104.84% 3172+00 40.51 38.21 41.21 46.52 41.59 4.93 5.31 0.10 46.42 0.25 46.27 107.72% 3173+00 40.58 38.25 41.25 46.60 42.28 4.32 5.35 0.09 46.52 0.22 46.39 123.84% 3174+00 40.64 38.28 41.28 46.78 37.71 9.07 5.50 0.18 46.59 0.45 46.32 60.59% 3175+00 40.71 38.32 41.32 46.73 42.79 3.94 5.41 0.08 46.65 0.20 46.54 137.34% 3176+00 40.77 38.35 41.35 46.63 40.14 6.49 5.28 0.13 46.50 0.32 46.30 81.36% 3177+00 40.83 38.39 41.39 46.58 32.22 14.36 5.19 0.29 46.30 0.72 45.86 36.17% 3178+00 40.9 38.42 41.42 46.28 38.00 8.28 4.86 0.17 46.11 0.41 45.86 58.67% Estimated Landside Toe Used due to Landside High Ground (45.21ft) 3179+00 40.96 38.45 41.45 46.41 38.00 8.41 4.96 0.17 46.24 0.42 45.99 58.99% Estimated Landside Toe Used due to Landside High Ground (46.10ft) 3180+00 41.02 38.49 41.49 47.11 38.00 9.11 5.62 0.18 46.93 0.46 46.66 61.70% Estimated Landside Toe Used due to Landside High Ground (46.38ft) 3181+00 41.05 38.51 41.51 47.29 39.14 8.15 5.78 0.16 47.13 0.41 46.88 70.89% 3182+00 41.07 38.53 41.53 47.70 41.29 6.41 6.17 0.13 47.57 0.32 47.38 96.22% 3183+00 41.1 38.55 41.55 47.19 36.87 10.32 5.64 0.21 46.98 0.52 46.67 54.63% 3184+00 41.12 38.58 41.58 46.97 37.45 9.52 5.39 0.19 46.78 0.48 46.49 56.63% 3185+00 41.15 38.6 41.6 46.79 36.96 9.83 5.19 0.20 46.59 0.49 46.30 52.77% 3186+00 41.17 38.62 41.62 46.53 36.80 9.73 4.91 0.19 46.34 0.49 46.04 50.48% 3187+00 41.19 38.65 41.65 46.41 37.18 9.23 4.76 0.18 46.22 0.46 45.94 51.55% 3188+00 41.22 38.67 41.67 46.59 37.56 9.03 4.92 0.18 46.41 0.45 46.14 54.48% 3189+00 41.24 38.69 41.69 46.81 37.97 8.84 5.12 0.18 46.64 0.44 46.37 57.97% 3190+00 41.27 38.71 41.71 46.72 37.79 8.92 5.01 0.18 46.54 0.45 46.27 56.09% 3191+00 41.29 38.74 41.74 46.93 38.09 8.84 5.19 0.18 46.75 0.44 46.49 58.72% 3192+00 41.31 38.76 41.76 46.59 41.24 5.34 4.83 0.11 46.48 0.27 46.32 90.35% 3193+00 41.3 38.78 41.78 46.83 39.51 7.32 5.05 0.15 46.69 0.37 46.47 68.97% 3194+00 41.3 38.81 41.81 47.08 38.76 8.32 5.27 0.17 46.91 0.42 46.66 63.33% 3195+00 41.29 38.83 41.83 47.06 40.27 6.79 5.23 0.14 46.92 0.34 46.72 77.02% 3196+00 41.28 38.85 41.85 46.88 40.88 6.00 5.03 0.12 46.76 0.30 46.58 83.85% 3197+00 41.28 38.88 41.88 46.81 39.58 7.23 4.93 0.14 46.66 0.36 46.45 68.16% 3198+00 41.27 38.9 41.9 46.86 40.34 6.52 4.96 0.13 46.73 0.33 46.53 76.06% 3199+00 41.27 38.92 41.92 46.42 40.29 6.13 4.50 0.12 46.30 0.31 46.12 73.43% 3200+00 41.26 38.95 41.95 46.78 39.16 7.62 4.83 0.15 46.63 0.38 46.40 63.43% 3201+00 41.25 38.97 41.97 46.87 39.75 7.12 4.90 0.14 46.73 0.36 46.51 68.83% 3202+00 41.25 38.99 41.99 46.73 43.01 3.72 4.74 0.07 46.66 0.19 46.55 127.42% 3203+00 41.22 38.97 41.97 46.55 38.88 7.67 4.58 0.15 46.40 0.38 46.17 59.72% 3204+00 41.19 38.95 41.95 46.47 38.79 7.69 4.52 0.15 46.32 0.38 46.09 58.84% 3205+00 41.15 38.93 41.93 46.60 38.86 7.74 4.67 0.15 46.44 0.39 46.21 60.30% 3206+00 41.12 38.91 41.91 46.48 38.93 7.56 4.57 0.15 46.33 0.38 46.11 60.52% 3207+00 41.09 38.89 41.89 46.38 39.18 7.20 4.49 0.14 46.23 0.36 46.02 62.34% 3208+00 41.06 38.87 41.87 46.33 39.30 7.04 4.46 0.14 46.19 0.35 45.98 63.46% 3209+00 41.03 38.85 41.85 46.41 39.51 6.91 4.56 0.14 46.28 0.35 46.07 66.09% 3210+00 41 38.83 41.83 46.66 39.46 7.20 4.83 0.14 46.52 0.36 46.30 67.10% 3211+00 40.97 38.81 41.81 46.94 39.79 7.15 5.13 0.14 46.79 0.36 46.58 71.72% 3212+00 40.94 38.79 41.79 47.30 39.54 7.76 5.51 0.16 47.14 0.39 46.91 70.97% 3213+00 40.92 38.78 41.78 47.20 39.91 7.29 5.42 0.15 47.05 0.36 46.83 74.30% 3214+00 41.03 38.89 41.89 46.83 42.17 4.66 4.94 0.09 46.74 0.23 46.60 106.08% 3215+00 41.15 38.99DRAFT 41.99 47.00 38.52 8.48 5.01 0.17 46.83 0.42 46.58 59.11% Levee
Station
DWSE 10yr WSE
IRDE (10yr WSE
+ 3 feet)
TOL
Elevation
Landside Toe
Point Elevations
(2024 Psomas)
Levee Height
Freeboard Above
IRDE
2% of Levee
Height
Elevation of 2% of
Levee Height
5% of Levee
Height
Elevation of 5% of
Levee Height
Freeboard above
IRDE as % of Levee
Height
(feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) Location
Table A-1: American River North Levee Elevations (February 2024) 3216+00 41.26 39.1 42.1 46.97 36.90 10.07 4.87 0.20 46.77 0.50 46.47 48.40% 3217+00 41.38 39.21 42.21 46.90 36.68 10.22 4.69 0.20 46.69 0.51 46.39 45.89% 3218+00 41.49 39.32 42.32 47.03 37.09 9.94 4.71 0.20 46.83 0.50 46.53 47.37% 3219+00 41.6 39.4 42.4 47.16 37.70 9.46 4.76 0.19 46.97 0.47 46.68 50.31% 3220+00 41.69 39.46 42.46 47.24 37.93 9.31 4.78 0.19 47.05 0.47 46.77 51.33% 3221+00 41.79 39.53 42.53 47.32 38.73 8.59 4.79 0.17 47.15 0.43 46.89 55.80% 3222+00 41.89 39.6 42.6 47.26 38.67 8.59 4.66 0.17 47.09 0.43 46.83 54.25% 3223+00 41.99 39.67 42.67 47.12 37.49 9.63 4.45 0.19 46.93 0.48 46.64 46.24% 3224+00 42.09 39.76 42.76 47.38 37.01 10.36 4.62 0.21 47.17 0.52 46.86 44.55% 3225+00 42.2 39.85 42.85 47.55 37.22 10.33 4.70 0.21 47.35 0.52 47.04 45.53% 3226+00 42.3 39.94 42.94 47.80 38.03 9.77 4.86 0.20 47.60 0.49 47.31 49.76% 3227+00 42.41 40.03 43.03 47.88 36.59 11.29 4.85 0.23 47.65 0.56 47.31 42.93% 3228+00 42.46 40.07 43.07 47.46 36.31 11.15 4.39 0.22 47.23 0.56 46.90 39.35% 3229+00 42.47 40.09 43.09 47.40 37.14 10.26 4.31 0.21 47.19 0.51 46.88 41.99% 3230+00 42.49 40.12 43.12 47.77 37.75 10.02 4.65 0.20 47.57 0.50 47.27 46.42% 3231+00 42.5 40.14 43.14 47.83 36.80 11.03 4.69 0.22 47.61 0.55 47.27 42.49% 3232+00 42.52 40.16 43.16 47.79 37.88 9.90 4.63 0.20 47.59 0.50 47.29 46.73% 3233+00 42.54 40.2 43.2 48.04 37.52 10.52 4.84 0.21 47.83 0.53 47.51 45.98% 3234+00 42.58 40.26 43.26 48.14 37.40 10.74 4.88 0.21 47.92 0.54 47.60 45.45% 3235+00 42.61 40.32 43.32 48.06 37.05 11.01 4.74 0.22 47.84 0.55 47.51 43.03% 3236+00 42.64 40.37 43.37 48.09 37.87 10.22 4.72 0.20 47.89 0.51 47.58 46.22% 3237+00 42.69 40.43 43.43 48.27 37.59 10.69 4.84 0.21 48.06 0.53 47.74 45.31% 3238+00 42.75 40.5 43.5 48.10 37.17 10.93 4.60 0.22 47.88 0.55 47.55 42.08% Cross Section 3239+00 42.82 40.57 43.57 47.94 35.53 12.41 4.37 0.25 47.69 0.62 47.32 35.23% 3240+00 42.88 40.63 43.63 48.92 37.73 11.19 5.29 0.22 48.69 0.56 48.36 47.25% 3241+00 43.04 40.77 43.77 48.74 40.42 8.32 4.97 0.17 48.57 0.42 48.32 59.74% H Street Bridge 3242+00 42.84 40.65 43.65 47.86 37.68 10.18 4.21 0.20 47.66 0.51 47.35 41.38% 3243+00 42.99 40.74 43.74 47.85 40.40 7.44 4.11 0.15 47.70 0.37 47.48 55.18% 3244+00 43.14 40.84 43.84 48.27 37.94 10.33 4.43 0.21 48.06 0.52 47.75 42.86% 3245+00 43.29 40.93 43.93 48.43 37.04 11.39 4.50 0.23 48.20 0.57 47.86 39.47% 3246+00 43.45 41.03 44.03 48.39 37.25 11.14 4.36 0.22 48.17 0.56 47.84 39.17% 3247+00 43.5 41.07 44.07 48.59 37.06 11.53 4.52 0.23 48.36 0.58 48.01 39.20% 3248+00 43.55 41.11 44.11 48.97 37.34 11.64 4.86 0.23 48.74 0.58 48.39 41.78% 3249+00 43.6 41.15 44.15 49.07 37.42 11.65 4.92 0.23 48.83 0.58 48.48 42.19% 3250+00 43.65 41.19 44.19 49.44 38.44 11.00 5.25 0.22 49.22 0.55 48.89 47.71% 3251+00 43.66 41.2 44.2 49.36 38.79 10.57 5.16 0.21 49.15 0.53 48.83 48.83% 3252+00 43.64 41.18 44.18 49.36 39.63 9.73 5.18 0.19 49.16 0.49 48.87 53.23% 3253+00 43.62 41.17 44.17 49.51 39.21 10.30 5.34 0.21 49.30 0.51 48.99 51.82% 3254+00 43.6 41.15 44.15 49.70 39.26 10.44 5.55 0.21 49.49 0.52 49.17 53.14% 3255+00 43.6 41.15 44.15 49.80 39.34 10.46 5.65 0.21 49.59 0.52 49.27 53.98% 3256+00 43.63 41.17 44.17 49.83 39.27 10.55 5.66 0.21 49.62 0.53 49.30 53.60% 3257+00 43.66 41.18 44.18 49.81 39.46 10.35 5.63 0.21 49.60 0.52 49.29 54.38% 3258+00 43.69 41.2 44.2 49.79 39.70 10.09 5.59 0.20 49.59 0.50 49.28 55.39% 3259+00 43.73 41.22 44.22 50.07 39.85 10.23 5.85 0.20 49.87 0.51 49.56 57.23% 3260+00 43.77 41.24 44.24 49.87 40.02 9.85 5.63 0.20 49.67 0.49 49.38 57.16% 3261+00 43.83 41.28 44.28 50.16 40.28 9.88 5.88 0.20 49.96 0.49 49.66 59.48% 3262+00 43.89 41.31 44.31 50.27 40.28 9.99 5.96 0.20 50.07 0.50 49.77 59.65% 3263+00 43.95 41.35 44.35 50.17 40.54 9.62 5.82 0.19 49.97 0.48 49.69 60.45% 3264+00 44.01 41.39 44.39 51.58 42.33 9.25 7.19 0.19 51.39 0.46 51.11 77.68% 3265+00 44.32 41.62 44.62 51.71 43.82 7.89 7.09 0.16 51.55 0.39 51.31 89.81% Guy West Bridge 3266+00 44.41 41.68 44.68 50.68 42.66 8.03 6.00 0.16 50.52 0.40 50.28 74.79% 3267+00 44.5 41.74 44.74 50.65 42.34 8.30 5.91 0.17 50.48 0.42 50.23 71.11% 3268+00 44.59 41.8 44.8 50.63 42.42 8.21 5.83 0.16 50.46 0.41 50.22 70.99% 3269+00 44.67 41.86 44.86 50.61 43.21 7.40 5.75 0.15 50.47 0.37 50.24 77.72% 3270+00 44.76 41.92 44.92 50.75 42.51 8.24 5.83 0.16 50.59 0.41 50.34 70.77% 3271+00 44.85 41.98 44.98 51.04 42.15 8.89 6.06 0.18 50.86 0.44 50.60 68.21% 3272+00 44.96 42.07 45.07 50.93 42.64 8.29 5.86 0.17 50.77 0.41 50.52 70.74% 3273+00 45.1 42.18 45.18 51.20 42.20 8.99 6.02 0.18 51.02 0.45 50.75 66.89% 3274+00 45.23 42.29 45.29 51.33 42.01 9.32 6.04 0.19 51.14 0.47 50.86 64.79% 3275+00 45.13 42.21 45.21 51.56 42.31 9.25 6.35 0.18 51.38 0.46 51.10 68.69% 3276+00 45.34 42.36 45.36 51.82 42.27 9.54 6.46 0.19 51.63 0.48 51.34 67.67% 3277+00 45.61 42.58 45.58 51.73 42.26 9.46 6.15 0.19 51.54 0.47 51.26 64.97% 3278+00 45.68 42.64 45.64 51.65 42.53 9.11 6.01 0.18 51.46 0.46 51.19 65.92% 3279+00 45.75 42.69 45.69 51.75 43.03 8.73 6.06 0.17 51.58 0.44 51.32 69.47% 3280+00 45.81 42.74 45.74 51.94 42.56 9.38 6.20 0.19 51.75 0.47 51.47 66.12% 3281+00 45.83 42.76 45.76 52.08 42.50 9.58 6.32 0.19 51.89 0.48 51.60 65.97% 3282+00 45.85 42.77 45.77 52.37 42.48 9.90 6.60 0.20 52.18 0.49 51.88 66.74% 3283+00 45.87 42.79 45.79 52.26 43.53 8.73 6.47 0.17 52.08 0.44 51.82 74.07% 3284+00 45.89 42.8 45.8 52.65 42.94 9.70 6.85 0.19 52.45 0.49 52.16 70.55% 3285+00 45.91 42.82 45.82 52.64 43.42 9.22 6.82 0.18 52.46 0.46 52.18 74.01% 3286+00 45.93 42.83 45.83 52.72 43.81 8.91 6.89 0.18 52.54 0.45 52.27 77.32% 3287+00 45.95 42.85DRAFT 45.85 52.86 43.94 8.93 7.01 0.18 52.69 0.45 52.42 78.58% Levee
Station
DWSE 10yr WSE
IRDE (10yr WSE
+ 3 feet)
TOL
Elevation
Landside Toe
Point Elevations
(2024 Psomas)
Levee Height
Freeboard Above
IRDE
2% of Levee
Height
Elevation of 2% of
Levee Height
5% of Levee
Height
Elevation of 5% of
Levee Height
Freeboard above
IRDE as % of Levee
Height
(feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) Location
Table A-1: American River North Levee Elevations (February 2024) 3288+00 45.99 42.88 45.88 52.91 43.84 9.07 7.03 0.18 52.73 0.45 52.46 77.52% 3289+00 46.06 42.93 45.93 53.02 44.73 8.29 7.09 0.17 52.86 0.41 52.61 85.52% 3290+00 46.13 42.99 45.99 53.23 45.13 8.10 7.24 0.16 53.07 0.40 52.83 89.44% 3291+00 46.2 43.04 46.04 53.13 44.76 8.37 7.09 0.17 52.96 0.42 52.71 84.71% 3292+00 46.27 43.09 46.09 52.68 44.15 8.53 6.59 0.17 52.51 0.43 52.25 77.26% 3293+00 46.34 43.15 46.15 52.61 42.39 10.21 6.46 0.20 52.40 0.51 52.10 63.21% 3294+00 46.32 43.13 46.13 53.58 43.85 9.73 7.45 0.19 53.39 0.49 53.09 76.56% 3295+00 46.31 43.12 46.12 53.82 49.44 4.38 7.70 0.09 53.73 0.22 53.60 175.89% Howe Ave. Bridge 3296+00 46.36 43.17 46.17 53.13 46.78 6.36 6.96 0.13 53.01 0.32 52.82 109.53% 3297+00 46.4 43.22 46.22 53.08 44.25 8.83 6.86 0.18 52.90 0.44 52.63 77.65% 3298+00 46.45 43.27 46.27 53.24 44.22 9.02 6.97 0.18 53.06 0.45 52.79 77.28% 3299+00 46.49 43.32 46.32 53.15 44.19 8.97 6.83 0.18 52.97 0.45 52.70 76.21% 3300+00 46.56 43.38 46.38 52.98 44.67 8.31 6.60 0.17 52.82 0.42 52.57 79.43% 3301+00 46.65 43.44 46.44 53.10 44.16 8.94 6.66 0.18 52.92 0.45 52.66 74.52% 3302+00 46.74 43.51 46.51 53.25 44.20 9.05 6.74 0.18 53.07 0.45 52.80 74.47% 3303+00 46.82 43.57 46.57 53.06 44.51 8.55 6.49 0.17 52.89 0.43 52.63 75.89% 3304+00 46.91 43.63 46.63 53.17 44.45 8.72 6.54 0.17 53.00 0.44 52.73 75.02% 3305+00 46.95 43.67 46.67 53.25 44.23 9.02 6.58 0.18 53.07 0.45 52.79 72.92% 3306+00 46.98 43.7 46.7 53.15 43.98 9.17 6.45 0.18 52.96 0.46 52.69 70.33% Segment 13 Ends (3306+00) 3307+00 47.01 43.73 46.73 53.15 43.68 9.46 6.42 0.19 52.96 0.47 52.67 67.79% 3308+00 47.04 43.76 46.76 53.16 44.18 8.98 6.40 0.18 52.98 0.45 52.71 71.26% 3309+00 47.08 43.79 46.79 53.22 44.42 8.80 6.43 0.18 53.04 0.44 52.78 73.09% 3310+00 47.11 43.82 46.82 53.44 44.84 8.59 6.62 0.17 53.26 0.43 53.01 76.97% 3311+00 47.15 43.85 46.85 53.44 44.95 8.49 6.59 0.17 53.27 0.42 53.02 77.64% 3312+00 47.19 43.88 46.88 53.34 45.00 8.34 6.46 0.17 53.17 0.42 52.92 77.44% 3313+00 47.23 43.92 46.92 53.46 44.01 9.45 6.54 0.19 53.27 0.47 52.98 69.16% 3314+00 47.27 43.95 46.95 53.56 43.93 9.63 6.61 0.19 53.37 0.48 53.08 68.65% 3315+00 47.31 43.98 46.98 53.57 44.38 9.19 6.59 0.18 53.38 0.46 53.11 71.69% 3316+00 47.32 43.99 46.99 53.58 44.30 9.28 6.59 0.19 53.39 0.46 53.11 71.03% 3317+00 47.33 43.99 46.99 53.61 44.72 8.88 6.62 0.18 53.43 0.44 53.16 74.48% 3318+00 47.33 44 47 53.62 44.24 9.38 6.62 0.19 53.43 0.47 53.15 70.61% 3319+00 47.34 44.01 47.01 53.62 44.93 8.69 6.61 0.17 53.45 0.43 53.19 76.08% 3320+00 47.35 44.01 47.01 53.67 44.08 9.58 6.66 0.19 53.47 0.48 53.19 69.46% 3321+00 47.34 44.01 47.01 53.83 44.21 9.62 6.82 0.19 53.64 0.48 53.35 70.91% 3322+00 47.33 44 47 53.97 43.82 10.16 6.97 0.20 53.77 0.51 53.47 68.67% 3323+00 47.32 44 47 53.94 43.99 9.94 6.94 0.20 53.74 0.50 53.44 69.75% 3324+00 47.31 43.99 46.99 54.24 44.36 9.89 7.25 0.20 54.05 0.49 53.75 73.36% 3325+00 47.3 43.99 46.99 54.33 45.30 9.03 7.34 0.18 54.15 0.45 53.88 81.29% 3326+00 47.3 43.98 46.98 54.27 46.11 8.16 7.29 0.16 54.11 0.41 53.86 89.37% 3327+00 47.32 44 47 54.27 44.81 9.46 7.27 0.19 54.08 0.47 53.80 76.85% 3328+00 47.33 44.01 47.01 54.40 43.74 10.66 7.39 0.21 54.18 0.53 53.86 69.30% 3329+00 47.35 44.03 47.03 54.49 43.98 10.51 7.46 0.21 54.28 0.53 53.97 70.96% 3330+00 47.36 44.04 47.04 54.47 43.90 10.58 7.43 0.21 54.26 0.53 53.95 70.29% 3331+00 47.36 44.04 47.04 54.48 43.67 10.80 7.44 0.22 54.26 0.54 53.94 68.85% 3332+00 47.36 44.05 47.05 54.56 43.37 11.19 7.51 0.22 54.34 0.56 54.00 67.13% 3333+00 47.37 44.05 47.05 54.35 43.33 11.02 7.30 0.22 54.13 0.55 53.80 66.22% 3334+00 47.39 44.07 47.07 54.43 43.52 10.91 7.36 0.22 54.21 0.55 53.88 67.43% 3335+00 47.42 44.1 47.1 54.64 44.09 10.55 7.54 0.21 54.43 0.53 54.12 71.49% 3336+00 47.45 44.13 47.13 54.88 44.42 10.46 7.75 0.21 54.67 0.52 54.36 74.07% 3337+00 47.49 44.16 47.16 55.26 44.59 10.67 8.10 0.21 55.05 0.53 54.73 75.93% 3338+00 47.52 44.19 47.19 55.41 46.24 9.18 8.22 0.18 55.23 0.46 54.96 89.63% 3339+00 47.5 44.17 47.17 55.10 45.39 9.72 7.93 0.19 54.91 0.49 54.62 81.65% 3340+00 47.47 44.15 47.15 54.79 45.56 9.23 7.64 0.18 54.61 0.46 54.33 82.78% 3341+00 47.45 44.14 47.14 54.86 45.22 9.64 7.72 0.19 54.67 0.48 54.38 80.09% 3342+00 47.42 44.12 47.12 55.03 45.44 9.59 7.91 0.19 54.84 0.48 54.56 82.53% 3343+00 47.41 44.11 47.11 55.22 45.27 9.95 8.11 0.20 55.02 0.50 54.72 81.52% 3344+00 47.47 44.16 47.16 55.28 45.35 9.93 8.12 0.20 55.08 0.50 54.78 81.75% 3345+00 47.53 44.21 47.21 55.23 45.87 9.36 8.02 0.19 55.05 0.47 54.76 85.71% 3346+00 47.58 44.26 47.26 55.21 44.58 10.64 7.95 0.21 55.00 0.53 54.68 74.78% 3347+00 47.64 44.31 47.31 55.21 44.32 10.88 7.90 0.22 54.99 0.54 54.66 72.57% 3348+00 47.7 44.36 47.36 55.11 44.57 10.54 7.75 0.21 54.90 0.53 54.58 73.49% 3349+00 47.76 44.41 47.41 55.09 45.00 10.08 7.68 0.20 54.89 0.50 54.58 76.14% 3350+00 47.81 44.46 47.46 55.37 44.53 10.84 7.91 0.22 55.16 0.54 54.83 72.99% 3351+00 47.86 44.5 47.5 55.75 44.54 11.21 8.25 0.22 55.53 0.56 55.19 73.58% 3352+00 47.92 44.55 47.55 55.93 44.07 11.86 8.38 0.24 55.69 0.59 55.34 70.64% 3353+00 47.97 44.59 47.59 55.77 43.78 11.99 8.18 0.24 55.53 0.60 55.17 68.20% 3354+00 48.04 44.65 47.65 55.66 44.29 11.37 8.01 0.23 55.43 0.57 55.09 70.43% 3355+00 48.11 44.7 47.7 55.57 43.99 11.58 7.87 0.23 55.34 0.58 54.99 67.95% 3356+00 48.18 44.75 47.75 55.52 44.03 11.49 7.77 0.23 55.29 0.57 54.95 67.63% 3357+00 48.25 44.81 47.81 55.69 43.52 12.17 7.88 0.24 55.44 0.61 55.08 64.73% 3358+00 48.32 44.86 47.86 55.54 43.47 12.07 7.68 0.24 55.29 0.60 54.93 63.60% 3359+00 48.39 44.92DRAFT 47.92 55.43 43.17 12.26 7.51 0.25 55.18 0.61 54.81 61.23% Levee
Station
DWSE 10yr WSE
IRDE (10yr WSE
+ 3 feet)
TOL
Elevation
Landside Toe
Point Elevations
(2024 Psomas)
Levee Height
Freeboard Above
IRDE
2% of Levee
Height
Elevation of 2% of
Levee Height
5% of Levee
Height
Elevation of 5% of
Levee Height
Freeboard above
IRDE as % of Levee
Height
(feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) Location
Table A-1: American River North Levee Elevations (February 2024) 3360+00 48.46 44.97 47.97 55.40 42.86 12.55 7.43 0.25 55.15 0.63 54.78 59.25% 3361+00 48.53 45.02 48.02 55.68 42.74 12.94 7.66 0.26 55.42 0.65 55.04 59.21% 3362+00 48.59 45.08 48.08 55.92 43.05 12.87 7.84 0.26 55.66 0.64 55.28 60.94% 3363+00 48.66 45.13 48.13 55.92 42.57 13.35 7.79 0.27 55.65 0.67 55.25 58.33% 3364+00 48.7 45.16 48.16 55.80 42.14 13.65 7.64 0.27 55.52 0.68 55.11 55.93% 3365+00 48.67 45.15 48.15 56.23 42.68 13.55 8.08 0.27 55.96 0.68 55.55 59.65% 3366+00 48.64 45.13 48.13 56.01 43.15 12.86 7.88 0.26 55.75 0.64 55.36 61.24% 3367+00 48.61 45.12 48.12 56.05 43.93 12.11 7.93 0.24 55.81 0.61 55.44 65.44% 3368+00 48.58 45.1 48.1 56.21 44.47 11.75 8.11 0.23 55.98 0.59 55.63 69.08% 3369+00 48.55 45.08 48.08 56.37 44.75 11.62 8.29 0.23 56.14 0.58 55.79 71.37% 3370+00 48.52 45.07 48.07 56.44 45.26 11.19 8.37 0.22 56.22 0.56 55.88 74.84% 3371+00 48.49 45.05 48.05 56.41 45.44 10.97 8.36 0.22 56.19 0.55 55.86 76.22% 3372+00 48.47 45.03 48.03 56.43 45.91 10.51 8.40 0.21 56.22 0.53 55.90 79.88% 3373+00 48.44 45.02 48.02 56.57 48.54 8.04 8.55 0.16 56.41 0.40 56.17 106.45% 3374+00 48.42 45.02 48.02 57.10 50.41 6.69 9.08 0.13 56.97 0.33 56.77 135.70% 3375+00 48.54 45.11 48.11 60.21 48.95 11.26 12.10 0.23 59.99 0.56 59.65 107.44% 3376+00 48.59 45.13 48.13 60.17 50.32 9.85 12.04 0.20 59.97 0.49 59.67 122.23% Watt Ave. Bridge 3377+00 48.67 45.2 48.2 57.88 49.89 7.99 9.68 0.16 57.72 0.40 57.48 121.12% 3378+00 48.75 45.27 48.27 57.66 49.72 7.94 9.39 0.16 57.50 0.40 57.26 118.25% 3379+00 48.83 45.35 48.35 57.87 50.77 7.10 9.52 0.14 57.72 0.36 57.51 134.01% 3380+00 48.91 45.42 48.42 57.97 51.78 6.20 9.55 0.12 57.85 0.31 57.66 154.17% 3381+00 48.99 45.49 48.49 58.20 52.48 5.72 9.71 0.11 58.09 0.29 57.91 169.79% 3382+00 49.07 45.56 48.56 58.05 52.77 5.28 9.49 0.11 57.94 0.26 57.79 179.83% 3383+00 49.15 45.63 48.63 57.90 52.58 5.32 9.27 0.11 57.79 0.27 57.63 174.15% 3384+00 49.23 45.7 48.7 57.75 48.48 9.27 9.05 0.19 57.56 0.46 57.29 97.61% 3385+00 49.3 45.77 48.77 57.60 47.43 10.17 8.83 0.20 57.39 0.51 57.09 86.82% 3386+00 49.34 45.82 48.82 57.45 46.86 10.58 8.63 0.21 57.24 0.53 56.92 81.51% 3387+00 49.39 45.87 48.87 57.30 45.72 11.58 8.43 0.23 57.07 0.58 56.72 72.80% 3388+00 49.43 45.92 48.92 57.16 45.65 11.51 8.24 0.23 56.93 0.58 56.58 71.59% 3389+00 49.48 45.97 48.97 57.33 49.94 7.39 8.36 0.15 57.19 0.37 56.96 113.15% 3390+00 49.52 46.02 49.02 57.78 50.17 7.61 8.76 0.15 57.63 0.38 57.40 115.10% 3391+00 49.57 46.07 49.07 57.91 49.26 8.65 8.84 0.17 57.73 0.43 57.47 102.18% 3392+00 49.62 46.12 49.12 57.59 49.77 7.81 8.47 0.16 57.43 0.39 57.20 108.34% 3393+00 49.66 46.17 49.17 57.53 48.30 9.22 8.36 0.18 57.34 0.46 57.06 90.61% 3394+00 49.71 46.22 49.22 57.78 47.67 10.10 8.56 0.20 57.58 0.51 57.27 84.70% 3395+00 49.79 46.29 49.29 57.54 47.60 9.94 8.25 0.20 57.34 0.50 57.04 83.02% 3396+00 49.9 46.39 49.39 57.41 48.21 9.20 8.02 0.18 57.23 0.46 56.95 87.19% 3397+00 50.01 46.48 49.48 57.87 48.04 9.83 8.39 0.20 57.67 0.49 57.38 85.39% 3398+00 50.12 46.57 49.57 57.83 46.99 10.84 8.26 0.22 57.61 0.54 57.29 76.18% 3399+00 50.22 46.66 49.66 57.54 48.50 9.04 7.88 0.18 57.36 0.45 57.09 87.15% 3400+00 50.26 46.69 49.69 57.54 47.37 10.17 7.85 0.20 57.33 0.51 57.03 77.20% 3401+00 50.3 46.72 49.72 57.74 52.35 5.38 8.02 0.11 57.63 0.27 57.47 148.86% 3402+00 50.34 46.75 49.75 57.89 47.90 9.99 8.14 0.20 57.69 0.50 57.39 81.46% 3403+00 50.38 46.78 49.78 58.07 48.93 9.14 8.29 0.18 57.89 0.46 57.61 90.66% 3404+00 50.4 46.82 49.82 57.79 48.83 8.96 7.97 0.18 57.61 0.45 57.34 88.94% 3405+00 50.42 46.87 49.87 57.67 47.98 9.69 7.80 0.19 57.48 0.48 57.19 80.52% 3406+00 50.44 46.91 49.91 57.68 47.33 10.35 7.77 0.21 57.48 0.52 57.17 75.10% 3407+00 50.45 46.96 49.96 57.70 47.07 10.62 7.74 0.21 57.48 0.53 57.17 72.83% 3408+00 50.51 47.02 50.02 57.85 47.90 9.96 7.83 0.20 57.66 0.50 57.36 78.69% 3409+00 50.58 47.09 50.09 58.01 49.02 8.99 7.92 0.18 57.83 0.45 57.56 88.10% 3410+00 50.65 47.16 50.16 58.11 49.23 8.89 7.95 0.18 57.94 0.44 57.67 89.50% 3411+00 50.72 47.22 50.22 58.32 49.84 8.48 8.10 0.17 58.15 0.42 57.90 95.47% 3412+00 50.79 47.28 50.28 58.38 50.74 7.63 8.10 0.15 58.22 0.38 58.00 106.09% 3413+00 50.85 47.34 50.34 58.46 50.70 7.76 8.12 0.16 58.30 0.39 58.07 104.68% 3414+00 50.91 47.4 50.4 58.45 50.60 7.85 8.05 0.16 58.30 0.39 58.06 102.55% 3415+00 50.96 47.46 50.46 58.63 50.52 8.11 8.17 0.16 58.47 0.41 58.22 100.79% 3416+00 51.02 47.51 50.51 58.54 50.74 7.79 8.03 0.16 58.38 0.39 58.15 103.01% 3417+00 51.08 47.55 50.55 58.44 50.73 7.71 7.89 0.15 58.29 0.39 58.06 102.39% 3418+00 51.13 47.59 50.59 58.42 50.59 7.82 7.83 0.16 58.26 0.39 58.02 100.05% 3419+00 51.18 47.63 50.63 58.48 50.19 8.29 7.85 0.17 58.32 0.41 58.07 94.70% 3420+00 51.23 47.67 50.67 58.66 49.67 8.99 7.99 0.18 58.48 0.45 58.21 88.92% 3421+00 51.3 47.72 50.72 58.72 49.57 9.15 8.00 0.18 58.54 0.46 58.26 87.42% 3422+00 51.38 47.77 50.77 58.66 49.89 8.77 7.89 0.18 58.48 0.44 58.22 90.00% 3423+00 51.45 47.82 50.82 58.69 50.19 8.50 7.87 0.17 58.52 0.42 58.26 92.58% 3424+00 51.53 47.87 50.87 58.79 50.76 8.03 7.92 0.16 58.63 0.40 58.38 98.57% 3425+00 51.63 47.95 50.95 58.48 54.49 3.98 7.53 0.08 58.40 0.20 58.28 188.99% 3426+00 51.77 48.05 51.05 58.02 50.73 7.29 6.97 0.15 57.88 0.36 57.66 95.67% 3427+00 51.9 48.15 51.15 58.43 48.91 9.52 7.28 0.19 58.24 0.48 57.96 76.50% 3428+00 52.04 48.26 51.26 58.88 48.18 10.71 7.62 0.21 58.67 0.54 58.35 71.21% 3429+00 52.13 48.33 51.33 59.18 47.79 11.40 7.85 0.23 58.96 0.57 58.61 68.90% 3430+00 52.14 48.33 51.33 59.32 48.37 10.95 7.99 0.22 59.10 0.55 58.77 72.95% 3431+00 52.14 48.33DRAFT 51.33 59.29 49.07 10.22 7.96 0.20 59.08 0.51 58.78 77.84% Levee
Station
DWSE 10yr WSE
IRDE (10yr WSE
+ 3 feet)
TOL
Elevation
Landside Toe
Point Elevations
(2024 Psomas)
Levee Height
Freeboard Above
IRDE
2% of Levee
Height
Elevation of 2% of
Levee Height
5% of Levee
Height
Elevation of 5% of
Levee Height
Freeboard above
IRDE as % of Levee
Height
(feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) Location
Table A-1: American River North Levee Elevations (February 2024) 3432+00 52.17 48.35 51.35 59.37 49.68 9.68 8.02 0.19 59.17 0.48 58.88 82.80% 3433+00 52.21 48.39 51.39 59.52 49.33 10.19 8.13 0.20 59.31 0.51 59.01 79.79% 3434+00 52.26 48.43 51.43 59.52 49.40 10.13 8.09 0.20 59.32 0.51 59.02 79.92% 3435+00 52.3 48.47 51.47 59.46 49.69 9.77 7.99 0.20 59.26 0.49 58.97 81.79% 3436+00 52.34 48.5 51.5 59.24 49.89 9.35 7.74 0.19 59.05 0.47 58.77 82.76% 3437+00 52.39 48.54 51.54 59.31 50.19 9.12 7.77 0.18 59.13 0.46 58.85 85.19% 3438+00 52.43 48.58 51.58 59.49 50.26 9.22 7.91 0.18 59.30 0.46 59.02 85.73% 3439+00 52.47 48.62 51.62 59.48 51.04 8.44 7.86 0.17 59.31 0.42 59.06 93.11% 3440+00 52.52 48.66 51.66 59.55 51.27 8.28 7.89 0.17 59.38 0.41 59.13 95.32% 3441+00 52.56 48.69 51.69 59.66 50.92 8.75 7.97 0.17 59.49 0.44 59.23 91.15% 3442+00 52.58 48.71 51.71 59.77 50.77 9.00 8.06 0.18 59.59 0.45 59.32 89.58% 3443+00 52.6 48.73 51.73 60.02 50.86 9.17 8.29 0.18 59.84 0.46 59.57 90.48% 3444+00 52.62 48.75 51.75 60.02 51.07 8.95 8.27 0.18 59.84 0.45 59.58 92.45% 3445+00 52.64 48.77 51.77 59.94 50.75 9.20 8.17 0.18 59.76 0.46 59.48 88.87% 3446+00 52.66 48.79 51.79 60.08 50.77 9.31 8.29 0.19 59.90 0.47 59.62 89.03% 3447+00 52.68 48.8 51.8 60.28 51.10 9.18 8.48 0.18 60.10 0.46 59.82 92.33% 3448+00 52.7 48.82 51.82 60.07 50.74 9.34 8.25 0.19 59.89 0.47 59.61 88.39% 3449+00 52.72 48.84 51.84 60.18 50.87 9.31 8.34 0.19 59.99 0.47 59.71 89.54% 3450+00 52.73 48.86 51.86 60.30 50.93 9.37 8.44 0.19 60.11 0.47 59.83 90.08% 3451+00 52.75 48.87 51.87 60.39 51.17 9.22 8.52 0.18 60.21 0.46 59.93 92.40% 3452+00 52.77 48.89 51.89 60.32 51.17 9.15 8.43 0.18 60.14 0.46 59.87 92.16% 3453+00 52.79 48.91 51.91 60.19 51.17 9.02 8.28 0.18 60.01 0.45 59.74 91.79% 3454+00 52.81 48.93 51.93 60.26 50.90 9.36 8.33 0.19 60.07 0.47 59.79 88.96% 3455+00 52.83 48.95 51.95 60.48 50.72 9.77 8.53 0.20 60.29 0.49 60.00 87.37% 3456+00 52.86 48.97 51.97 60.62 50.65 9.98 8.65 0.20 60.43 0.50 60.13 86.74% 3457+00 52.88 48.99 51.99 60.81 50.61 10.20 8.82 0.20 60.60 0.51 60.30 86.45% 3458+00 52.9 49.01 52.01 60.74 50.60 10.14 8.73 0.20 60.54 0.51 60.24 86.14% Segment 15 Begins (STA 3458+85) 3459+00 52.92 49.04 52.04 60.60 50.35 10.25 8.56 0.20 60.39 0.51 60.09 83.52% 3460+00 52.95 49.06 52.06 60.69 50.96 9.73 8.63 0.19 60.49 0.49 60.20 88.71% 3461+00 52.97 49.08 52.08 61.07 52.48 8.59 8.99 0.17 60.90 0.43 60.64 104.67% 3462+00 52.99 49.1 52.1 61.25 52.94 8.31 9.15 0.17 61.08 0.42 60.84 110.10% 3463+00 53.01 49.12 52.12 61.25 53.10 8.14 9.13 0.16 61.08 0.41 60.84 112.05% 3464+00 53.04 49.14 52.14 61.24 52.82 8.43 9.10 0.17 61.08 0.42 60.82 108.06% 3465+00 53.06 49.16 52.16 61.51 53.20 8.31 9.35 0.17 61.34 0.42 61.09 112.56% 3466+00 53.06 49.17 52.17 61.65 56.17 5.48 9.48 0.11 61.54 0.27 61.38 172.98% 3467+00 53.05 49.16 52.16 61.54 53.41 8.14 9.38 0.16 61.38 0.41 61.14 115.30% 3468+00 53.04 49.16 52.16 61.44 54.48 6.96 9.28 0.14 61.31 0.35 61.10 133.33% 3469+00 53.03 49.15 52.15 61.54 54.01 7.53 9.39 0.15 61.39 0.38 61.16 124.71% 3470+00 53.02 49.15 52.15 61.78 53.49 8.28 9.63 0.17 61.61 0.41 61.36 116.24% Cross Section 3471+00 53.01 49.15 52.15 61.62 53.55 8.06 9.47 0.16 61.46 0.40 61.21 117.42% 3472+00 53 49.14 52.14 61.39 54.03 7.36 9.25 0.15 61.24 0.37 61.02 125.67% 3473+00 52.99 49.14 52.14 61.46 54.27 7.18 9.32 0.14 61.31 0.36 61.10 129.71% 3474+00 52.99 49.14 52.14 61.81 54.30 7.51 9.67 0.15 61.66 0.38 61.43 128.78% 3475+00 52.99 49.14 52.14 61.82 54.22 7.61 9.68 0.15 61.67 0.38 61.44 127.29% 3476+00 52.98 49.14 52.14 61.85 54.44 7.41 9.71 0.15 61.70 0.37 61.48 131.05% 3477+00 52.98 49.14 52.14 61.89 54.75 7.14 9.75 0.14 61.75 0.36 61.54 136.54% 3478+00 52.98 49.14 52.14 61.91 55.22 6.69 9.77 0.13 61.78 0.33 61.58 145.95% 3479+00 52.98 49.15 52.15 62.07 55.65 6.42 9.92 0.13 61.94 0.32 61.75 154.60% 3480+00 52.98 49.15 52.15 62.32 58.78 3.55 10.17 0.07 62.25 0.18 62.15 286.82% 3481+00 52.97 49.15 52.15 62.86 55.90 6.95 10.71 0.14 62.72 0.35 62.51 153.98% 3482+00 52.97 49.15 52.15 62.53 55.77 6.76 10.38 0.14 62.39 0.34 62.19 153.52% Segment 15 Ends (STA 3482+50) 3483+00 52.97 49.15 52.15 61.96 55.98 5.98 9.81 0.12 61.84 0.30 61.66 164.09% 3484+00 52.98 49.16 52.16 61.75 55.73 6.02 9.59 0.12 61.63 0.30 61.45 159.27% 3485+00 52.99 49.17 52.17 61.78 55.68 6.10 9.61 0.12 61.66 0.30 61.47 157.57% 3486+00 53.01 49.18 52.18 61.64 56.11 5.53 9.46 0.11 61.53 0.28 61.36 171.13% 3487+00 53.02 49.2 52.2 61.85 56.56 5.29 9.65 0.11 61.75 0.26 61.59 182.45% 3488+00 53.03 49.21 52.21 61.98 58.04 3.95 9.77 0.08 61.90 0.20 61.78 247.61% 3489+00 53.04 49.22 52.22 62.06 58.00 4.06 9.84 0.08 61.98 0.20 61.86 242.36% Estimated Landside Toe Used due to Landside High Ground (61.65ft) 3490+00 53.06 49.23 52.23 62.09 57.21 4.88 9.86 0.10 61.99 0.24 61.84 202.05% 3491+00 53.07 49.24 52.24 62.01 56.57 5.45 9.77 0.11 61.90 0.27 61.74 179.46% 3492+00 53.08 49.26 52.26 61.97 56.87 5.09 9.71 0.10 61.87 0.25 61.71 190.61% 3493+00 53.1 49.27 52.27 62.01 56.47 5.54 9.74 0.11 61.90 0.28 61.73 175.80% 3494+00 53.12 49.27 52.27 62.07 56.53 5.54 9.80 0.11 61.96 0.28 61.79 177.04% 3495+00 53.14 49.28 52.28 62.11 56.99 5.12 9.83 0.10 62.01 0.26 61.85 191.85% 3496+00 53.17 49.29 52.29 61.99 58.02 3.96 9.70 0.08 61.91 0.20 61.79 244.61% 3497+00 53.19 49.29 52.29 62.00 57.76 4.24 9.71 0.08 61.92 0.21 61.79 229.23% 3498+00 53.21 49.3 52.3 61.85 57.84 4.01 9.55 0.08 61.77 0.20 61.65 238.28% 3499+00 53.24 49.31 52.31 61.99 58.07 3.93 9.68 0.08 61.91 0.20 61.80 246.58% 3500+00 53.26 49.31 52.31 61.94 58.00 3.94 9.63 0.08 61.86 0.20 61.74 244.54% Estimated Landside Toe Used due to Landside High Ground (61.78ft) 3501+00 53.34 49.4 52.4 61.99 57.83 4.16 9.59 0.08 61.91 0.21 61.79 230.48% 3502+00 53.46 49.54 52.54 62.18 59.37 2.82 9.64 0.06 62.13 0.14 62.04 342.54% 3503+00 53.58 49.68DRAFT 52.68 62.18 59.08 3.09 9.50 0.06 62.11 0.15 62.02 307.07% Levee
Station
DWSE 10yr WSE
IRDE (10yr WSE
+ 3 feet)
TOL
Elevation
Landside Toe
Point Elevations
(2024 Psomas)
Levee Height
Freeboard Above
IRDE
2% of Levee
Height
Elevation of 2% of
Levee Height
5% of Levee
Height
Elevation of 5% of
Levee Height
Freeboard above
IRDE as % of Levee
Height
(feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) Location
Table A-1: American River North Levee Elevations (February 2024) 3504+00 53.7 49.82 52.82 61.98 58.95 3.03 9.16 0.06 61.92 0.15 61.83 302.76% 3505+00 53.72 49.86 52.86 62.21 58.86 3.35 9.35 0.07 62.14 0.17 62.04 279.30% 3506+00 53.68 49.84 52.84 62.19 59.78 2.40 9.35 0.05 62.14 0.12 62.07 388.89% 3507+00 53.64 49.83 52.83 62.22 60.16 2.06 9.39 0.04 62.18 0.10 62.12 456.62% 3508+00 53.61 49.81 52.81 62.30 59.58 2.72 9.49 0.05 62.25 0.14 62.17 348.69% 3509+00 53.73 49.91 52.91 62.37 60.00 2.37 9.46 0.05 62.32 0.12 62.25 399.59% Estimated Landside Toe Used due to Landside High Ground (61.82ft) 3510+00 53.94 50.06 53.06 62.52 60.00 2.52 9.46 0.05 62.47 0.13 62.39 375.76% Estimated Landside Toe Used due to Landside High Ground (61.22ft) 3511+00 54.15 50.22 53.22 62.70 60.60 2.10 9.48 0.04 62.66 0.10 62.59 451.42% 3512+00 54.34 50.38 53.38 62.91 60.86 2.05 9.53 0.04 62.87 0.10 62.81 465.65% 3513+00 54.51 50.55 53.55 63.39 60.96 2.43 9.84 0.05 63.34 0.12 63.27 405.46% 3514+00 54.67 50.72 53.72 63.86 60.23 3.62 10.14 0.07 63.78 0.18 63.67 279.67% 3515+00 54.8 50.85 53.85 63.90 59.21 4.69 10.05 0.09 63.80 0.23 63.66 214.39% 3516+00 54.85 50.89 53.89 63.93 59.76 4.18 10.04 0.08 63.85 0.21 63.72 240.43% 3517+00 54.9 50.94 53.94 64.16 60.41 3.75 10.22 0.08 64.09 0.19 63.98 272.55% 3518+00 55.04 51.09 54.09 64.59 60.71 3.88 10.50 0.08 64.51 0.19 64.40 270.61% 3519+00 55.15 51.21 54.21 64.95 60.52 4.43 10.74 0.09 64.86 0.22 64.73 242.39% 3520+00 55.21 51.29 54.29 65.32 59.62 5.70 11.03 0.11 65.20 0.29 65.03 193.45% 3521+00 55.28 51.38 54.38 65.63 58.70 6.93 11.25 0.14 65.49 0.35 65.28 162.31% 3522+00 55.35 51.45 54.45 65.71 58.44 7.27 11.26 0.15 65.56 0.36 65.34 154.81% 3523+00 55.4 51.52 54.52 66.09 58.71 7.38 11.57 0.15 65.94 0.37 65.72 156.84% 3524+00 55.47 51.6 54.6 66.51 59.80 6.72 11.91 0.13 66.38 0.34 66.18 177.41% 3525+00 55.47 51.63 54.63 66.40 59.27 7.13 11.77 0.14 66.26 0.36 66.04 164.99% 3526+00 55.49 51.66 54.66 66.50 60.11 6.39 11.84 0.13 66.37 0.32 66.18 185.21% 3527+00 55.52 51.7 54.7 66.42 61.17 5.25 11.72 0.10 66.31 0.26 66.16 223.24% 3528+00 55.6 51.81 54.81 66.52 61.73 4.80 11.71 0.10 66.43 0.24 66.28 244.18% 3529+00 55.69 51.94 54.94 66.76 61.10 5.66 11.82 0.11 66.65 0.28 66.48 208.76% 3530+00 55.82 52.15 55.15 66.91 60.72 6.19 11.76 0.12 66.79 0.31 66.60 189.96% 3531+00 55.92 52.31 55.31 67.02 59.96 7.06 11.71 0.14 66.88 0.35 66.66 165.87% 3532+00 56 52.41 55.41 67.14 60.09 7.05 11.73 0.14 67.00 0.35 66.78 166.30% 3533+00 56.09 52.52 55.52 67.26 59.65 7.61 11.74 0.15 67.10 0.38 66.88 154.24% 3534+00 56.2 52.65 55.65 67.44 59.80 7.64 11.79 0.15 67.29 0.38 67.06 154.35% 3535+00 56.3 52.78 55.78 67.64 60.17 7.47 11.86 0.15 67.49 0.37 67.26 158.68% 3536+00 56.35 52.85 55.85 67.59 59.82 7.76 11.74 0.16 67.43 0.39 67.20 151.19% 3537+00 56.4 52.92 55.92 67.52 59.88 7.64 11.60 0.15 67.37 0.38 67.14 151.82% 3538+00 56.47 53.03 56.03 67.73 59.95 7.79 11.70 0.16 67.58 0.39 67.34 150.28% 3539+00 56.54 53.14 56.14 67.99 60.16 7.82 11.85 0.16 67.83 0.39 67.59 151.45% 3540+00 56.62 53.24 56.24 68.02 60.78 7.24 11.78 0.14 67.88 0.36 67.66 162.79% 3541+00 56.66 53.32 56.32 67.97 62.70 5.26 11.65 0.11 67.86 0.26 67.70 221.29% 3542+00 56.69 53.38 56.38 67.84 64.06 3.78 11.46 0.08 67.76 0.19 67.65 303.06% 3543+00 56.71 53.44 56.44 67.84 63.70 4.14 11.40 0.08 67.76 0.21 67.63 275.25% 3544+00 56.74 53.52 56.52 68.12 64.15 3.97 11.60 0.08 68.04 0.20 67.92 292.00% 3545+00 56.76 53.63 56.63 68.37 63.15 5.22 11.74 0.10 68.26 0.26 68.10 224.96% 3546+00 56.78 53.75 56.75 68.38 63.33 5.05 11.63 0.10 68.28 0.25 68.13 230.32% 3547+00 56.8 53.86 56.86 68.40 64.09 4.32 11.54 0.09 68.31 0.22 68.19 267.41% 3548+00 56.76 53.99 56.99 68.42 64.45 3.97 11.43 0.08 68.34 0.20 68.22 287.89% Arden Way (endpoint) 3549+00 56.73 54.14 57.14
3550+00 56.87 54.39 57.39
3551+00 57.04 54.66 57.66
3552+00 57.2 54.9 57.9
3553+00 57.29 55.03 58.03
3554+00 57.38 55.17 58.17
3555+00 57.47 55.3 58.3
3556+00 57.56 55.44 58.44
3557+00 57.64 55.57 58.57
3558+00 57.74 55.68 58.68
3559+00 57.85 55.79 58.79
3560+00 57.95 55.9 58.9
3561+00 58.05 56.01 59.01
3562+00 58.15 56.12 59.12
3563+00 58.21 56.2 59.2
3564+00 58.24 56.26 59.26
3565+00 58.26 56.32 59.32
3566+00 58.34 56.42 59.42
3567+00 58.49 56.58 59.58
3568+00 58.64 56.74 59.74
3569+00 58.79 56.89 59.89
3570+00 58.95 57.03 60.03
3571+00 59.11 57.17 60.17
3572+00 59.27 57.31 60.31
3573+00 59.43 57.45 60.45
3574+00 59.57 57.58 60.58
3575+00 59.65 57.69DRAFT 60.69
Levee
Station
DWSE 10yr WSE
IRDE (10yr WSE
+ 3 feet)
TOL
Elevation
Landside Toe
Point Elevations
(2024 Psomas)
Levee Height
Freeboard Above
IRDE
2% of Levee
Height
Elevation of 2% of
Levee Height
5% of Levee
Height
Elevation of 5% of
Levee Height
Freeboard above
IRDE as % of Levee
Height
(feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) (feet) Location
Table A-1: American River North Levee Elevations (February 2024) 3576+00 59.73 57.79 60.79
3577+00 59.82 57.9 60.9
3578+00 59.9 58 61
3579+00 59.98 58.11 61.11
3580+00 60.14 58.21 61.21
3581+00 60.29 58.31 61.31
3582+00 60.45 58.42 61.42
3582+80 60.58 58.5 61.5
DRAFT
Beginning
Station TOL (ft) Base Elevation (ft) Height (d) (ft) Long Term Prism (sf) Long Term Foundation (sf) Section Length (ft) Long Term Prism (cy) Long Term Foundation (cy) 3016+00 43.69 27.3 16.39 1134 364 100 4199 1348
3017+00 43.73 27.3 16.43 1138 365 100 4216 1351
3018+00 43.78 27.3 16.48 1144 366 100 4238 1354
3019+00 43.83 27.3 16.53 1150 367 100 4260 1358
3020+00 43.88 27.3 16.58 1156 367 100 4283 1361
3021+00 43.92 27.3 16.62 1161 368 100 4300 1364
3022+00 43.97 27.3 16.67 1167 369 100 4322 1367
3023+00 44.02 27.3 16.72 1173 370 100 4345 1370
3024+00 44.07 27.3 16.77 1179 371 100 4367 1374
3025+00 44.11 27.3 16.81 1184 372 100 4385 1376
3026+00 44.16 27.3 16.86 1190 372 100 4407 1380
3027+00 44.21 27.3 16.91 1196 373 100 4430 1383
3028+00 44.25 27.3 16.95 1201 374 100 4448 1386
3029+00 44.3 27.3 17 1207 375 100 4470 1389
3030+00 44.35 27.3 17.05 1213 376 100 4493 1392
3031+00 44.4 27.3 17.1 1219 377 100 4516 1396
3032+00 44.44 27.3 17.14 1224 378 100 4534 1398
3033+00 44.49 27.3 17.19 1230 378 100 4557 1402
3034+00 44.54 27.3 17.24 1236 379 100 4579 1405
3035+00 44.58 27.3 17.28 1241 380 100 4598 1408
3036+00 44.63 27.3 17.33 1248 381 100 4621 1411
3037+00 44.68 27.3 17.38 1254 382 100 4644 1414
3038+00 44.73 27.3 17.43 1260 383 100 4667 1418
3039+00 44.77 27.3 17.47 1265 383 100 4685 1420
3040+00 44.82 27.3 17.52 1271 384 100 4708 1424
3041+00 44.87 27.3 17.57 1278 385 100 4732 1427
3042+00 44.91 27.3 17.61 1283 386 100 4750 1430
3043+00 44.96 27.3 17.66 1289 387 100 4773 1433
3044+00 45.01 27.3 17.71 1295 388 48 2302 689
127830 39624
Beginning
Station IRDE (ft) Base Elevation (ft) Height (d) (ft) Interim Prism (sf) Interim Foundation (sf) Section Length (ft) Interim Prism (cy) Interim Foundation (cy) 3016+00 37.77 27.3 10.47 538 257 100 1994 954
3017+00 37.82 27.3 10.52 542 258 100 2009 957
3018+00 37.89 27.3 10.59 548 260 100 2031 962
3019+00 37.94 27.3 10.64 552 261 100 2046 965
3020+00 38.02 27.3 10.72 559 262 100 2071 970
3021+00 38 27.3 10.7 557 262 100 2065 969
3022+00 38 27.3 10.7 557 262 100 2065 969
3023+00 38.01 27.3 10.71 558 262 100 2068 970
3024+00 38.02 27.3 10.72 559 262 100 2071 970
3025+00 38.03 27.3 10.73 560 262 100 2074 971
3026+00 38.04 27.3 10.74 561 262 100 2077 972
3027+00 38.04 27.3 10.74 561 262 100 2077 972
3028+00 38.05 27.3 10.75 562 263 100 2080 972
3029+00 38.06 27.3 10.76 563 263 100 2083 973
3030+00 38.07 27.3 10.77 563 263 100 2087 974
3031+00 38.08 27.3 10.78 564 263 100 2090 974
3032+00 38.08 27.3 10.78 564 263 100 2090 974
3033+00 38.09 27.3 10.79 565 263 100 2093 975
3034+00 38.1 27.3 10.8 566 263 100 2096 976
3035+00 38.13 27.3 10.83 568 264 100 2105 978
3036+00 38.16 27.3 10.86 571 264 100 2115 980
3037+00 38.18 27.3 10.88 573 265 100 2121 981
3038+00 38.21 27.3 10.91 575 265 100 2131 983
3039+00 38.25 27.3 10.95 579 266 100 2143 986
3040+00 38.28 27.3 10.98 581 267 100 2153 988
3041+00 38.32 27.3 11.02 585 267 100 2166 990
3042+00 38.36 27.3 11.06 588 268 100 2178 993
3043+00 38.39 27.3 11.09 591 269 100 2188 995
3044+00 38.41 27.3 11.11 592 269 48 1053 478
59619 27766
Segment 8 (STA 3016+00 to 3044+48): Material Volume Needed for Long-Term Repair Segment 8 (STA 3016+00 to 3044+48): Material Volume Needed for Interim Repair 167454
87386
Table A-2 Table A-3
Beginning
Station TOL (ft) Base Elevation (ft) Height (d) (ft) Long Term Prism (sf) Long Term Foundation (sf) Section Length (ft) Long Term Prism (cy) Long Term Foundation (cy) 3016+00 43.69 27.3 16.39 1134 364 100 4199 1348
3017+00 43.73 27.3 16.43 1138 365 100 4216 1351
3018+00 43.78 27.3 16.48 1144 366 100 4238 1354
3019+00 43.83 27.3 16.53 1150 367 100 4260 1358
3020+00 43.88 27.3 16.58 1156 367 100 4283 1361
3021+00 43.92 27.3 16.62 1161 368 100 4300 1364
3022+00 43.97 27.3 16.67 1167 369 100 4322 1367
3023+00 44.02 27.3 16.72 1173 370 100 4345 1370
3024+00 44.07 27.3 16.77 1179 371 100 4367 1374
3025+00 44.11 27.3 16.81 1184 372 100 4385 1376
3026+00 44.16 27.3 16.86 1190 372 100 4407 1380
3027+00 44.21 27.3 16.91 1196 373 100 4430 1383
3028+00 44.25 27.3 16.95 1201 374 100 4448 1386
3029+00 44.3 27.3 17 1207 375 100 4470 1389
3030+00 44.35 27.3 17.05 1213 376 100 4493 1392
3031+00 44.4 27.3 17.1 1219 377 100 4516 1396
3032+00 44.44 27.3 17.14 1224 378 100 4534 1398
3033+00 44.49 27.3 17.19 1230 378 100 4557 1402
3034+00 44.54 27.3 17.24 1236 379 100 4579 1405
3035+00 44.58 27.3 17.28 1241 380 100 4598 1408
3036+00 44.63 27.3 17.33 1248 381 100 4621 1411
3037+00 44.68 27.3 17.38 1254 382 100 4644 1414
3038+00 44.73 27.3 17.43 1260 383 100 4667 1418
3039+00 44.77 27.3 17.47 1265 383 100 4685 1420
3040+00 44.82 27.3 17.52 1271 384 100 4708 1424
3041+00 44.87 27.3 17.57 1278 385 100 4732 1427
3042+00 44.91 27.3 17.61 1283 386 100 4750 1430
3043+00 44.96 27.3 17.66 1289 387 100 4773 1433
3044+00 45.01 27.3 17.71 1295 388 48 2302 689
127830 39624
Segment 8 (STA 3016+00 to 3044+48): Material Volume Needed for Long-Term Repair 167454
Table A-2
Beginning
Station IRDE (ft) Base Elevation (ft) Height (d) (ft) Interim Prism (sf) Interim Foundation (sf) Section Length (ft) Interim Prism (cy) Interim Foundation (cy) 3016+00 37.77 27.3 10.47 538 257 100 1994 954
3017+00 37.82 27.3 10.52 542 258 100 2009 957
3018+00 37.89 27.3 10.59 548 260 100 2031 962
3019+00 37.94 27.3 10.64 552 261 100 2046 965
3020+00 38.02 27.3 10.72 559 262 100 2071 970
3021+00 38 27.3 10.7 557 262 100 2065 969
3022+00 38 27.3 10.7 557 262 100 2065 969
3023+00 38.01 27.3 10.71 558 262 100 2068 970
3024+00 38.02 27.3 10.72 559 262 100 2071 970
3025+00 38.03 27.3 10.73 560 262 100 2074 971
3026+00 38.04 27.3 10.74 561 262 100 2077 972
3027+00 38.04 27.3 10.74 561 262 100 2077 972
3028+00 38.05 27.3 10.75 562 263 100 2080 972
3029+00 38.06 27.3 10.76 563 263 100 2083 973
3030+00 38.07 27.3 10.77 563 263 100 2087 974
3031+00 38.08 27.3 10.78 564 263 100 2090 974
3032+00 38.08 27.3 10.78 564 263 100 2090 974
3033+00 38.09 27.3 10.79 565 263 100 2093 975
3034+00 38.1 27.3 10.8 566 263 100 2096 976
3035+00 38.13 27.3 10.83 568 264 100 2105 978
3036+00 38.16 27.3 10.86 571 264 100 2115 980
3037+00 38.18 27.3 10.88 573 265 100 2121 981
3038+00 38.21 27.3 10.91 575 265 100 2131 983
3039+00 38.25 27.3 10.95 579 266 100 2143 986
3040+00 38.28 27.3 10.98 581 267 100 2153 988
3041+00 38.32 27.3 11.02 585 267 100 2166 990
3042+00 38.36 27.3 11.06 588 268 100 2178 993
3043+00 38.39 27.3 11.09 591 269 100 2188 995
3044+00 38.41 27.3 11.11 592 269 48 1053 478
59619 27766
Segment 8 (STA 3016+00 to 3044+48): Material Volume Needed for Interim Repair 87386
DRAFT
Beginning
Station TOL (ft) Base Elevation (ft) Height (d) (ft) Long Term Prism (sf) Long Term Foundation (sf) Section Length (ft) Long Term Prism (cy) Long Term Foundation (cy) 3085+00 46.94 29 17.94 1324 392 65 3188 944
3086+00 46.99 29 17.99 1331 393 100 4929 1455
3087+00 47.04 29 18.04 1337 394 100 4952 1458
3088+00 47.09 29 18.09 1344 395 60 2986 877
16055 4734
Beginning
Station IRDE (ft) Base Elevation (ft) Height (d) (ft) Interim Prism (sf) Interim Foundation (sf) Section Length (ft) Interim Prism (cy) Interim Foundation (cy) 3085+00 38.97 29 9.97 498 248 65 1198 598
3086+00 39.12 29 10.12 510 251 100 1888 930
3087+00 39.13 29 10.13 510 251 100 1891 931
3088+00 39.13 29 10.13 510 251 60 1134 559
6110 3018
20788
9128
Segment 10 (STA 3085+35 to 3088+60): Material Volume Needed for Long-Term Repair Segment 10 (STA 3085+35 to 3088+60): Material Volume Needed for Interim Repair Table A-4 Table A-5
Beginning
Station TOL (ft) Base Elevation (ft) Height (d) (ft) Long Term Prism (sf) Long Term Foundation (sf) Section Length (ft) Long Term Prism (cy) Long Term Foundation (cy) 3085+00 46.94 29 17.94 1324 392 65 3188 944
3086+00 46.99 29 17.99 1331 393 100 4929 1455
3087+00 47.04 29 18.04 1337 394 100 4952 1458
3088+00 47.09 29 18.09 1344 395 60 2986 877
16055 4734
20788
Segment 10 (STA 3085+35 to 3088+60): Material Volume Needed for Long-Term Repair Beginning
Station IRDE (ft) Base Elevation (ft) Height (d) (ft) Interim Prism (sf) Interim Foundation (sf) Section Length (ft) Interim Prism (cy) Interim Foundation (cy) 3085+00 38.97 29 9.97 498 248 65 1198 598
3086+00 39.12 29 10.12 510 251 100 1888 930
3087+00 39.13 29 10.13 510 251 100 1891 931
3088+00 39.13 29 10.13 510 251 60 1134 559
6110 3018
9128
Segment 10 (STA 3085+35 to 3088+60): Material Volume Needed for Interim Repair DRAFT
Beginning
Station
Existing Top of
Levee (ft)
(a)
TOL After 5.3ft
Freeboard Loss (ft)
(b)
IRDE: 10yr WSE
+ 3ft (ft)
(c)
Levee Height Above
or Below IRDE After
Deformation (ft)
(d)
Volume Required To
Meet IRDE Per 100ft
(cy)
(e)
Additional Volume
Required To Restore
TOL (cy)
(f)
Notes
3167+50 46.07 40.77 41.08 -0.31 15 361
3168+00 46.16 40.86 41.09 -0.23 22 729
3169+00 46.26 40.96 41.11 -0.15 14 737
3170+00 46.61 41.31 41.15 0.16 -- 751
3171+00 46.72 41.42 41.18 0.24 -- 751
3172+00 46.52 41.22 41.21 0.01 -- 751
3173+00 46.60 41.30 41.25 0.05 -- 751
3174+00 46.78 41.48 41.28 0.20 -- 751
3175+00 46.73 41.43 41.32 0.11 -- 751
3176+00 46.63 41.33 41.35 -0.02 2 749
3177+00 46.58 41.28 41.39 -0.11 10 741
3178+00 46.28 40.98 41.42 -0.44 43 708
3179+00 46.41 41.11 41.45 -0.34 32 718
3180+00 47.11 41.81 41.49 0.32 -- 751
3181+00 47.29 41.99 41.51 0.48 -- 751
3182+00 47.70 42.40 41.53 0.87 -- 751
3183+00 47.19 41.89 41.55 0.34 -- 751
3184+00 46.97 41.67 41.58 0.09 -- 751
3185+00 46.79 41.49 41.60 -0.11 10 740
3186+00 46.53 41.23 41.62 -0.39 37 713
3187+00 46.41 41.11 41.65 -0.54 53 698
3188+00 46.59 41.29 41.67 -0.38 36 714
3189+00 46.81 41.51 41.69 -0.18 17 734
3190+00 46.72 41.42 41.71 -0.29 28 723
3191+00 46.93 41.63 41.74 -0.11 10 741
3192+00 46.59 41.29 41.76 -0.47 46 705
3193+00 46.83 41.53 41.78 -0.25 24 727
3194+00 47.08 41.78 41.81 -0.03 3 748
3195+00 47.06 41.76 41.83 -0.07 7 744
3196+00 46.88 41.58 41.85 -0.27 26 725
3197+00 46.81 41.51 41.88 -0.37 36 715
3198+00 46.86 41.56 41.90 -0.34 33 718
3199+00 46.42 41.12 41.92 -0.80 80 671
3200+00 46.78 41.48 41.95 -0.47 45 705
3201+00 46.87 41.57 41.97 -0.40 38 712
3202+00 46.73 41.43 41.99 -0.56 55 696
3203+00 46.55 41.25 41.97 -0.72 72 679
3204+00 46.47 41.17 41.95 -0.78 78 673
3205+00 46.60 41.30 41.93 -0.63 62 689
3206+00 46.48 41.18 41.91 -0.73 72 679
3207+00 46.38 41.08 41.89 -0.81 81 670
3208+00 46.33 41.03 41.87 -0.84 84 667
3209+00 46.41 41.11 41.85 -0.74 73 678
3210+00 46.66 41.36 41.83 -0.47 45 706
3211+00 46.94 41.64 41.81 -0.17 16 734
3212+00 47.30 42.00 41.79 0.21 -- 751
3213+00 47.20 41.90 41.78 0.12 -- 751
3214+00 46.83 41.53 41.89 -0.36 34 717
3215+00 47.00 41.70 41.99 -0.29 27 723
3216+00 46.97 41.67 42.10 -0.43 41 710
3217+00 46.90 41.60 42.21 -0.61 60 691
3218+00 47.03 41.73 42.32 -0.59 58 693
3219+00 47.16 41.86 42.40 -0.54 53 698
3220+00 47.24 41.94 42.46 -0.52 51 700
3221+00 47.32 42.02 42.53 -0.51 49 702
3222+00 47.26 41.96 42.60 -0.64 63 688
3223+00 47.12 41.82 42.67 -0.85 85 666
3224+00 47.38 42.08 42.76 -0.68 68 683
3225+00 47.55 42.25 42.85 -0.60 59 692
3226+00 47.80 42.50 42.94 -0.44 43 708
3227+00 47.88 42.58 43.03 -0.45 44 707
3228+00 47.46 42.16 43.07 -0.91 92 658
Segment 13 (STA 3167+50 to 3306+00): Material Volume Needed For Interim and Long-Term Repair Table A-6
DRAFT
Beginning
Station
Existing Top of
Levee (ft)
(a)
TOL After 5.3ft
Freeboard Loss (ft)
(b)
IRDE: 10yr WSE
+ 3ft (ft)
(c)
Levee Height Above
or Below IRDE After
Deformation (ft)
(d)
Volume Required To
Meet IRDE Per 100ft
(cy)
(e)
Additional Volume
Required To Restore
TOL (cy)
(f)
Notes
3229+00 47.40 42.10 43.09 -0.99 101 650
3230+00 47.77 42.47 43.12 -0.65 64 687
3231+00 47.83 42.53 43.14 -0.61 60 691
3232+00 47.79 42.49 43.16 -0.67 66 685
3233+00 48.04 42.74 43.20 -0.46 45 706
3234+00 48.14 42.84 43.26 -0.42 41 710
3235+00 48.06 42.76 43.32 -0.56 55 696
3236+00 48.09 42.79 43.37 -0.58 56 694
3237+00 48.27 42.97 43.43 -0.46 44 707
3238+00 48.10 42.80 43.50 -0.70 69 681
3239+00 47.94 42.64 43.57 -0.93 94 657
3240+00 48.92 43.62 43.63 -0.01 1 750
3241+00 48.74 43.44 43.77 -0.33 32 719 H Street Bridge
3242+00 47.86 42.56 43.65 -1.09 112 639
3243+00 47.85 42.55 43.74 -1.19 124 627
3244+00 48.27 42.97 43.84 -0.87 88 663
3245+00 48.43 43.13 43.93 -0.80 81 670
3246+00 48.39 43.09 44.03 -0.94 95 656
3247+00 48.59 43.29 44.07 -0.78 78 673
3248+00 48.97 43.67 44.11 -0.44 42 708
3249+00 49.07 43.77 44.15 -0.38 37 714
3250+00 49.44 44.14 44.19 -0.05 5 746
3251+00 49.36 44.06 44.20 -0.14 13 738
3252+00 49.36 44.06 44.18 -0.12 11 740
3253+00 49.51 44.21 44.17 0.04 -- 751
3254+00 49.70 44.40 44.15 0.25 -- 751
3255+00 49.80 44.50 44.15 0.35 -- 751
3256+00 49.83 44.53 44.17 0.36 -- 751
3257+00 49.81 44.51 44.18 0.33 -- 751
3258+00 49.79 44.49 44.20 0.29 -- 751
3259+00 50.07 44.77 44.22 0.55 -- 751
3260+00 49.87 44.57 44.24 0.33 -- 751
3261+00 50.16 44.86 44.28 0.58 -- 751
3262+00 50.27 44.97 44.31 0.66 -- 751
3263+00 50.17 44.87 44.35 0.52 -- 751
3264+00 51.58 46.28 44.39 1.89 -- 751
3265+00 51.71 46.41 44.62 1.79 -- 751 Guy West Bridge
3266+00 50.68 45.38 44.68 0.70 -- 751
3267+00 50.65 45.35 44.74 0.61 -- 751
3268+00 50.63 45.33 44.80 0.53 -- 751
3269+00 50.61 45.31 44.86 0.45 -- 751
3270+00 50.75 45.45 44.92 0.53 -- 751
3271+00 51.04 45.74 44.98 0.76 -- 751
3272+00 50.93 45.63 45.07 0.56 -- 751
3273+00 51.20 45.90 45.18 0.72 -- 751
3274+00 51.33 46.03 45.29 0.74 -- 751
3275+00 51.56 46.26 45.21 1.05 -- 751
3276+00 51.82 46.52 45.36 1.16 -- 751
3277+00 51.73 46.43 45.58 0.85 -- 751
3278+00 51.65 46.35 45.64 0.71 -- 751
3279+00 51.75 46.45 45.69 0.76 -- 751
3280+00 51.94 46.64 45.74 0.90 -- 751
3281+00 52.08 46.78 45.76 1.02 -- 751
3282+00 52.37 47.07 45.77 1.30 -- 751
3283+00 52.26 46.96 45.79 1.17 -- 751
3284+00 52.65 47.35 45.80 1.55 -- 751
3285+00 52.64 47.34 45.82 1.52 -- 751
3286+00 52.72 47.42 45.83 1.59 -- 751
3287+00 52.86 47.56 45.85 1.71 -- 751
3288+00 52.91 47.61 45.88 1.73 -- 751
3289+00 53.02 47.72 45.93 1.79 -- 751
3290+00 53.23 47.93 45.99 1.94 -- 751
3291+00 53.13 47.83 46.04
DRAFT

1.79 -- 751
Beginning
Station
Existing Top of
Levee (ft)
(a)
TOL After 5.3ft
Freeboard Loss (ft)
(b)
IRDE: 10yr WSE
+ 3ft (ft)
(c)
Levee Height Above
or Below IRDE After
Deformation (ft)
(d)
Volume Required To
Meet IRDE Per 100ft
(cy)
(e)
Additional Volume
Required To Restore
TOL (cy)
(f)
Notes
3292+00 52.68 47.38 46.09 1.29 -- 751
3293+00 52.61 47.31 46.15 1.16 -- 751
3294+00 53.58 48.28 46.13 2.15 -- 751
3295+00 53.82 48.52 46.12 2.40 -- 751 Howe Ave. Bridge
3296+00 53.13 47.83 46.17 1.66 -- 751
3297+00 53.08 47.78 46.22 1.56 -- 751
3298+00 53.24 47.94 46.27 1.67 -- 751
3299+00 53.15 47.85 46.32 1.53 -- 751
3300+00 52.98 47.68 46.38 1.30 -- 751
3301+00 53.10 47.80 46.44 1.36 -- 751
3302+00 53.25 47.95 46.51 1.44 -- 751
3303+00 53.06 47.76 46.57 1.19 -- 751
3304+00 53.17 47.87 46.63 1.24 -- 751
3305+00 53.25 47.95 46.67 1.28 -- 751 Segment ends at STA 3306+00. 3,546 100,445
(b) - (c) = (d)
(d)Crest Width = 25ft
Waterside Landside
2H:1V 3H:1V3*d 2*d
Area: (1/2)*b*h b*h (1/2)*b*h
(1/2)*(3*d)*d + 25*(d)
(1/2)*(2*d)*d
+
+
+
Interim
Repair:

Example:

Interim Repair Area = ((5/2)|d|2) + 25|d| = ((5/2)d2
) + 25d = ((5/2)*(0.232
)) + 25(0.23) = 5.88 ft2
Interim Repair Volume Per 100ft = Area * 100ft * (1cy / 27cf) = 5.88 ft2 * 100ft * (1cy / 27cf) = 21.78cy ~ 22cy Total Volume Per 100ft: (d) = 5.3ft
( ((5/2)*(5.32
)) + 25(5.3) ) * 100 / 27 = 750.74cy ~ 751cy
DRAFT
Additional Volume to Restore TOL (f) = 751cy - (e) = 751 - 22 = 729cy Beginning Station
Existing Top of
Levee (ft)
(a)
TOL After 3.9ft
Freeboard Loss (ft)
(b)
IRDE: 10yr WSE +
3ft (ft)
(c)
Levee Height Above
IRDE After
Deformation (ft)
(d)
Volume Required To
Restore TOL (cy)
(e)
Notes
3458+85 60.74 56.84 52.01 4.83 64
3459+00 60.60 56.70 52.04 4.66 430
3460+00 60.69 56.79 52.06 4.73 430
3461+00 61.07 57.17 52.08 5.09 430
3462+00 61.25 57.35 52.1 5.25 430
3463+00 61.25 57.35 52.12 5.23 430
3464+00 61.24 57.34 52.14 5.20 430
3465+00 61.51 57.61 52.16 5.45 430
3466+00 61.65 57.75 52.17 5.58 430
3467+00 61.54 57.64 52.16 5.48 430
3468+00 61.44 57.54 52.16 5.38 430
3469+00 61.54 57.64 52.15 5.49 430
3470+00 61.78 57.88 52.15 5.73 430
3471+00 61.62 57.72 52.15 5.57 430
3472+00 61.39 57.49 52.14 5.35 430
3473+00 61.46 57.56 52.14 5.42 430
3474+00 61.81 57.91 52.14 5.77 430
3475+00 61.82 57.92 52.14 5.78 430
3476+00 61.85 57.95 52.14 5.81 430
3477+00 61.89 57.99 52.14 5.85 430
3478+00 61.91 58.01 52.14 5.87 430
3479+00 62.07 58.17 52.15 6.02 430
3480+00 62.32 58.42 52.15 6.27 430
3481+00 62.86 58.96 52.15 6.81 430
3482+00 62.53 58.63 52.15 6.48 215 Segment ends at STA 3482+50. 10,163
Segment 15 (STA 3458+85 to 3482+50): Material Volume Needed For Interim and Long-Term Repair Table A-7 (b) - (c) = (d)
(d)Crest Width = 20ft
Waterside Landside
2H:1V 3H:1V3*d 2*d
Area: (1/2)*b*h b*h (1/2)*b*h
(1/2)*(3*d)*d + 20*(d)
(1/2)*(2*d)*d
+
+
+
Repair
Volume:

Example 100ft Interval:
= ((5/2)d2
) + 20d
Total ft2
To Restore TOL: (d) = 3.9ft
( ((5/2)*(3.92
)) + 20(3.9) ) = 116.025ft2
Segment 15 Length = 2,365 feet
Total Volume to Restore TOL = 116.025ft2 DRAFT
* 2,365ft * (1cy / 27cf) = 10,162.93cy ~11,000cy
Typical
(feet)
Range
(feet)
Typical
Height2
(feet)
General
Height
Range
(feet)
Typical
Slope3
(H:V)
General Slope
Range (H:V)
Typical
Height2
(feet)
General
Height
Range
(feet)
Typical
Slope3
(H:V)
General Slope
Range (H:V) Station Range (feet)
Crest Width1 Waterside Landside
3000+00 to 3047+00 20 15 to 20 15 14 to 17 2.25:1 2:1 to 3:1 15 10 to 16 1.75:1 1.5:1 to 2:13047+00 to 3065+00 20 15 to 20 14 14 to 15 2:01 1.75:1 to 2:1 15 15 to 16 2:01 1.75:1 to 2.25:13065+00 to 3089+00 20 20 15 11 to 18 2:01 2:1 to 2.5:1 15 14 to 16 2:01 1.75:1 to 2:13089+00 to 3102+40 20 15 to 20 16 12 to 19 2:01 2:1 to 2.5:1 20 19 to 22 2:01 1.75:1 to 2:13102+40 to 3153+00 20 15 to 25 16 13 to 22 2:01 2.25:1:1 to 4:1 15 13 to 17 2:01 1.75:1 to 2.25:13153+00 to 3183+00 20 15 to 20 8 8 to 11 3.5:1 3:1 to 5:1 5 or 10 5 to 10 2:01 2:013183+00 to 3263+00 20 15 to 25 9 7 to 9 3:01 3:1 to 4.5:1 9 6 to 10 2:01 2:1 to 2.5:13263+00 to 3376+20 20 15 to 25 11 10 to 15 3:01 2:1 to 4.5:1 10 8 to 11 2:01 2:1 to 2.75:13376+20 to 3417+00 20 20 to 25 11 10 to 11 2.75:1 2.5:1 to 4:1 8 4 to 11 2.25:1 2:1 to 4:13417+00 to 3460+00 20 20 10 10 to 12 3.5:1 3.5:1 to 5:1 9 8 to 10 2:01 2:1 to 2.25:13460+00 to 3490+00 20 20 7 6 to 9 4:01 3.5:1 to 5.5:1 6 4 to 8 2:01 2:1 to 2.25:13490+00 to 3520+20 20 15 to 20 4 3 to 4 3.5:1 3:1 to 4:1 3 1 to 4 3.5:1 3:1 to 5:13520+20 to 3551+80 20 15 to 25 4 2 to 7 3:01 2.5:1 to 3:1 5 3 to 7 2:01 2:1 to 3:13551+80 to 3582+79 15+ 15 to 20+ 0 to 3 0 to 5 <5:1 3:1 to < 6:1 4 to 5 2 to 6 2.5:1 2.5:1 to 3:1 3 - Values generally represent the average inclination measured over the majority of the slope height, and typically does not include slopes of areas widened beyond the typical crest width.2 - Height measured from what is interpreted as the adjacent river floodplain or terrace elevation, or from waterside areas typically with ground slope of 8:1 or less.

NORTH (RIGHT) BANK LEVEE
Notes:1 - Crest width does not include localized areas of crest that has been widened or narrowed for turnouts, ramps, street and utility crossings, or structure abutments.