Additional construction considerations, such as subgrade preparation for footings and fill placement are discussed in the geotechnical report.
LIMITATIONS
Kleinfelder has been provided information by and discussed the modeling evaluation with representatives of MWD, Webb, and Alabasi (the contractor), which were used in developing our model geometries, parameters, sequencing and assumptions. The results of this evaluations are in part reliant on provided 24002328.001A/SDI24M174280 Page 15 of 15 March 3, 2025
© 2025 Kleinfelder www.kleinfelder.com
KLEINFELDER 770 First St., Suite 400, San Diego, CA 92101 p | 619.831.4600 f | 619.232.1039 information and feasibility of the construction limitations. Actual geometries and conditions will be different than those evaluated and engineering judgement is necessary to interpret and apply the analysis results to the realities of the project conditions. Kleinfelder should be notified of any changed conditions or plans that are in conflict with the assumptions and project understanding detailed in this analysis.
Failure to notify Kleinfelder of changes and, therefore, inappropriately applying our conclusions and recommendations to the project are at the responsibility of those entities.
This technical memorandum is also subject to the limitations contained within our geotechnical report prepared for the project.
Respectfully submitted,
KLEINFELDER
W. Troy Covill, PE* (Licensed in UT) Majid Talebi, Ph.D., PE, GE Project Professional Sr. Principal Engineer
Attachments: References
Appendix A – Analysis Figures
24002328.001A/SDI24M174280 March 3, 2025
© 2025 Kleinfelder www.kleinfelder.com
REFERENCES
Duncan, J.M., Chang, C.Y. (1970). Nonlinear analysis of stress and strain in soil. ASCE J. of the Soil Mech. and Found. Div. Issue 96, pg. 1629-1653.
Kleinfelder, Inc. (2025). Structures Report, Structural Design of Line E Channel Crossing over MWD Casa Loma Barrel No. 1, San Jacinto, California. Kleinfelder Project No. 24002328.001A, dated February 14, 2025.
Legatski, L.A., (1994). Cellular Concrete. Chapter 49, STP169C-EB, pg. 533-539.
PLAXIS BV (2020). PLAXIS 3D, V 20.04.00.790.
Schanz, T., Vermeer, P.A. (1998). Special issue on pre-failure deformation behavior of geomaterials.
Géotechnique, Issue 48, pg. 383-387.
Schanz, T., Vermeer, P.A., Bonnier, P.G. (1999). The hardening-soil model: Formulation and verification. In R.B.J Brinkgreve, Beyond 2000 in Computational Geotechnics, Balkema, Rotterdam. pg. 281-290.
Tiwari, B., Ajmera, B., Maw, R. Cole, R. Villegas, D., Palmerson, P. (2017). Mechanical Properties of Lightweight Cellular Concrete for Geotechnical Applications. ASCE J. Mater. Civ. Eng., Issue 29(7), 06017007.
24002328.001A/SDI24M174280 March 3, 2025
© 2025 Kleinfelder www.kleinfelder.com
ATTACHMENT A
ANALYSIS FIGURES
MWD BARREL NO 1 PROFILE
10991+00 10992+00 10993+00 10994+00 10995+00 10996+00 10997+00 WEBB N
W E
S CASA LOMA BARREL NO. 1
MDP LINE E CONCRRETE CHANNEL
CONCEPT 2 CROSSING EXHIBIT
1430
1460
1450
1440
1430
1460
1450
1440
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: CHECKED BY: DRAWN BY: DRAWN: PROJECT NO.
www.kleinfelder.com
FIGURE: ANALYSIS FIGURES
Preliminary Embankment & Channel
Contour Plan and cross-Section at MWD
Barrel No. 1
San Jacinto Line E Storm Drain
Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 01/2025 T. Covill M. Talebi E1 Notes:
1. Original plan provided by Albert A. Webb Associates (Webb), dated 2/3/2024.
2. The original plan is scaled to 40% of original to facilitate reporting, shown scale should be adjusted as required.
Approximate PLAXIS
Model Boundary
Depth Elevation (N1
)60 φ' C' Su E50 (Vs/3) E50 (Vs/2) σ`p Cce Cre CV γ Vs
(ft) (ft) (deg) (psf) (psf) (ksf) (ksf) (psf) (ft2
/day) (pcf) (ft/sec)
Top 0 1450 10 30 50 - 125 281.25 5000 - - - 85 400
Bottom 16.5 1433.5 10 30 50 - 209.15 470.59 5000 - - - 85 500 Top 16.5 1433.5 10 30 50 - 209.15 470.59 5000 - - - 115 500 Bottom 100 1350 10 30 50 - 635 1428.75 16200 - - - 115 900 Top 100 1350 - - - - - - - - - - - -
Bottom 200 1250 - - - - - - - - - - - -
Top 200 1250 - - - - - - - - - - - -
Bottom 200 1250 - - - - - - - - - - - -
Top 200 1250 - - - - - - - - - - - -
Bottom 200 1250 - - - - - - - - - - - -
Top 200 1250 - - - - - - - - - - - -
Bottom 200 1250 - - - - - - - - - - - -
Top 200 1250 - - - - - - - - - - - -
Bottom 200 1250 - - - - - - - - - - - -
Top 200 1250 - - - - - - - - - - - -
Bottom 200 1250 - - - - - - - - - - - -
Top 200 1250 - - - - - - - - - - - -
Bottom 200 1250 - - - - - - - - - - - -
Top 200 1250 - - - - - - - - - - - -
Bottom 200 1250 - - - - - - - - - - - -
Top 200 1250 - - - - - - - - - - - -
Bottom 200 1250 - - - - - - - - - - - -
Design Ground Water Depth = 16.5
Design Groundwater Elevation = 1433.5
PROJECT NO.
DRAWN:
DRAWN BY:
CHECKED BY:
FILE NAME:
Layer Design Values
-
Layer
-
-
-
-
-
-
Sandy SILT to SILT (Unsaturated)
Sandy SILT to SILT (Saturated)
-
-
Design Stratigraphy and Soil Properties
(1 of 4)
San Jacinto Line E Storm Drain
San Jacinto, California
24002328.0
1/31/2025
T. Covill
M. Talebi
Metropolitan Water District Casa Loma Barrel No. 1 Crossing E2
164.528 299.1418 294.8142
168.5276 306.4137 301.6394
172.5035 313.6428 308.4263
176.4567 320.8305 315.1761
180.3879 327.9781 321.8899
184.2978 335.0869 328.5689
188.1871 342.1583 335.2141
192.0563 349.1933 341.8265
195.9062 356.1931 348.4071
199.7372 363.1586 354.9568
203.55 370.0909 361.4764
207.345 376.9909 367.9667
211.1227 383.8594 374.4285
214.8836 390.6974 380.8626
218.628 397.5055 387.2696
222.3566 404.2847 393.6502
226.0695 411.0355 400.0051
229.7673 417.7587 406.3348
233.4503 424.455 412.64
237.1187 431.125 418.9211
240.7731 437.7693 425.1789
244.4136 444.3884 431.4136
248.0407 450.983 437.626
251.6545 457.5536 443.8163
255.2554 464.1007 449.9852
258.8436 470.6247 456.1329
262.4194 477.1263 462.2601
265.9831 483.6057 468.3669
269.5349 490.0635 474.454
273.0751 496.5002 480.5216
276.6038 502.916 486.5701
280.1213 509.3114 492.5998
283.6277 515.6868 498.6112
287.1234 522.0426 504.6045
290.6085 528.3791 510.58
294.0831 534.6966 516.5381
297.5475 540.9955 522.4791
301.0019 547.2762 528.4032
304.4464 553.5389 534.3108
307.8811 559.7839 540.2021
311.3063 566.0115 546.0774
314.7221 572.2221 551.9369
318.1287 578.4158 557.7809
321.5262 584.5931 563.6097
324.9147 590.754 569.4234
328.2944 596.8989 575.2223
331.6654 603.0281 581.0066
335.0279 609.1417 586.7766
338.382 615.24 592.5324 Value Primary Min: 1350 Value Primary Min: 1350 Value Primary Min: 1350 341.7278 621.3232 598.2742 Value Primary Max: 1450 Value Primary Max: 1450 Value Primary Max: 1450 345.0654 627.3916 604.0024
348.395 633.4454 609.7169
351.7166 639.4847 615.4182
355.0304 645.5098 621.1062
358.3365 651.5208 626.7813
361.6349 657.5181 632.4435 Elevation (ft)
1350
1360
1370
1380
1390
1400
1410
1420
1430
1440
1450
0 20 40 60 80 100
(N1) 60
B-1 Correlation B-2 Correlation
0 10 20 30 40 50 60
Friction Angle, φ' (deg)
B-1 Correlation B-2 Correlation CPT-1 Correlation
CPT-2 Correlation PI Correlation DS
0 2000 4000 6000
Undrained Shear Str., Su (psf)
B-1 Correlation B-2 Correlation
CPT-1 Correlation CPT-2 Correlation
Design Stratigraphy and Soil Properties
(2 of 4)
San Jacinto Line E Storm Drain
San Jacinto, California
Metropolitan Water District Casa Loma Barrel No. 1
24002328.0
1/31/2025
T. Covill
M. Talebi
Design Value
0 100 200 300 400 500
C' (psf)
DS
Design Groundwater Elevation
E3
Figure E3a Figure E3b Figure E3c Figure E3d
Value Primary Min: 1350 Value Primary Min: 1350 Value Primary Min: 1350 Value Primary Min: 1350 Value Primary Max: 1450 Value Primary Max: 1450 Value Primary Max: 1450 Value Primary Max: 1450 1350
1360
1370
1380
1390
1400
1410
1420
1430
1440
1450
0 500 1000 1500
Elastic Modulus (ksf) - Loading
B-1 Correlation B-2 Correlation
CPT-1 Correlation CPT-2 Correlation
Implied E50 from Vs/3 Implied E50 from Vs/2
Hardening Model - E50 Hardening Model - Ei
Elevation (ft)
0 5000 10000 15000 20000
Preconsolidation Stress (psf)
B-1 Correlation B-2 Correlation
CPT-1 Correlation CPT-2 Correlation
Initial Effective Stress
Design Stratigraphy and Soil Properties
(3 of 4)
San Jacinto Line E Storm Drain
San Jacinto, California
Metropolitan Water District Casa Loma Barrel No. 1
24002328.0
1/31/2025
T. Covill
M. Talebi
Design Value
0 500 1000 1500
Elastic Modulus (ksf) - Un/Reload
B-1 Correlation B-2 Correlation
CPT-1 Correlation CPT-2 Correlation
Implied E50 from Vs/3 Implied E50 from Vs/2
Hardening Model - Eur
Implied E50 values from the Vs
assume a Poisson's Ratio of 0.33
and the dry soil unit weight. The
measured Vs values were divided by
the respective factor before
calculating the implied E50 value
presented.
Design Groundwater Elevation
E4
Figure E4a Figure E4b Figure D4c Figure E4d
Value Primary Min: 1350 Value Primary Min: 1350 Value Primary Min: 1350 Value Primary Min: 1350 Value Primary Max: 1450 Value Primary Max: 1450 Value Primary Max: 1450 Value Primary Max: 1450 0 20 40 60 80 100
Fines Content (%)
1350
1360
1370
1380
1390
1400
1410
1420
1430
1440
1450
50 70 90 110 130 150
Density (pcf)
Dry Density Moist Density
0 20 40 60 80 100
Atterberg Limits
Liquid Limit Plastic Limit
Plasticity Index Water Content
Elevation (ft)
0 200 400 600 800 1000
Shear Wave Velocity, Vs(ft/sec)
Avg. Array 1 Avg. Array 2
Design Stratigraphy and Soil Properties
(4 of 4)
San Jacinto Line E Storm Drain
San Jacinto, California
Metropolitan Water District Casa Loma Barrel No. 1
24002328.0
1/31/2025
T. Covill
M. Talebi
Design Value Design Groundwater Elevation
E5
Figure E5a Figure E5b Figure E5c Figure E5d
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: CHECKED BY: DRAWN BY: DRAWN: PROJECT NO. FIGURE: ANALYSIS FIGURES Stress-Strain Behavior of Hardening Model
and Definition of Various Moduli
(Taken from PLAXIS Manual)
San Jacinto Line E Storm Drain
Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 01/2025 T. Covill M. Talebi E6
0 100
200
300
400
500
600
700
800
900
0 5 10 15 20 25 30 Shear Stress (psf)
Shear Strain (%)
Hardening Model
B-1 @ 7.5 ft
B-1 @ 25 ft
B-2 @ 10 ft
B-2 @ 30 ft
MC Model (~12 ft Depth, E= 151.2 ksf)
0 100
200
300
400
500
600
700
800
900
0 0.5 1 1.5 2 2.5 3 Shear Stress (psf)
Shear Strain (%)
FILE NAME: CHECKED BY: DRAWN BY: DRAWN: PROJECT NO.
www.kleinfelder.com
FIGURE: ANALYSIS FIGURES
Constitutive Model Calibration
Direct Simple Shear Test
Normal Stress - 1 ksf (1 of 3)
San Jacinto Line E Storm Drain
Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 10/2024 T. Covill M. Talebi E7
0 200
400
600
800
1000
1200
1400
1600
0 5 10 15 20 25 30 Shear Stress (psf)
Shear Strain (%)
Hardening Model
B-1 @ 7.5 ft
B-1 @ 25 ft
B-2 @ 10 ft
B-2 @ 30 ft
MC Model (~28 ft Depth, E= 232.8 ksf)
0 200
400
600
800
1000
1200
1400
1600
0 0.5 1 1.5 2 2.5 3 Shear Stress (psf)
Shear Strain (%)
FILE NAME: CHECKED BY: DRAWN BY: DRAWN: PROJECT NO.
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FIGURE: ANALYSIS FIGURES
Constitutive Model Calibration
Direct Simple Shear Test
Normal Stress - 2 ksf (2 of 3)
San Jacinto Line E Storm Drain
Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 10/2024 T. Covill M. Talebi E8
0 500
1000
1500
2000
2500
3000
0 5 10 15 20 25 30 Shear Stress (psf)
Shear Strain (%)
Hardening Model
B-1 @ 7.5 ft
B-1 @ 25 ft
B-2 @ 10 ft
B-2 @ 30 ft
MC Model (~66.5 ft Depth, E= 429.2 ksf)
0 500
1000
1500
2000
2500
3000
0 0.5 1 1.5 2 2.5 3 Shear Stress (psf)
Shear Strain (%)
FILE NAME: CHECKED BY: DRAWN BY: DRAWN: PROJECT NO.
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FIGURE: ANALYSIS FIGURES
Constitutive Model Calibration
Direct Simple Shear Test
Normal Stress - 4 ksf (3 of 3)
San Jacinto Line E Storm Drain
Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 10/2024 T. Covill M. Talebi E9
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: CHECKED BY: DRAWN BY: DRAWN: PROJECT NO. FIGURE: ANALYSIS FIGURES Preliminary Crossing Concept
Cross-Section with Modeling Concepts for
PLAXIS
San Jacinto Line E Storm Drain
Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 01/2025 T. Covill M. Talebi E10
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.
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FIGURE: ANALYSIS FIGURES Plan View of Model Mesh San Jacinto Line E Storm Drain Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 10/2024 T. Covill M. Talebi E11
Flow Direction of Storm Channel MWD Pipe Alignment
0 40 80 160 APPROXIMATE SCALE (1" = 80')
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.
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FIGURE: ANALYSIS FIGURES Model Staging Step 0.a: PLAXIS K0 & Gravity Loading San Jacinto Line E Storm Drain Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 10/2024 T. Covill M. Talebi E12
Step 0.a: Initial Phase - PLAXIS K0 Routine & Gravity Loading Notes: 1. Not to Scale. Flow Direction of Storm Channel MWD Pipe Alignment 99.52 ft 135 ft 700 ft Approximate Bridge Limits Approximate Channel Limit Approximate Channel Limit 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:CHECKED BY:DRAWN BY:DRAWN:PROJECT NO.
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FIGURE: ANALYSIS FIGURES Model Staging Step 0.b: Initial Phase - Activation of MWD Pipe San Jacinto Line E Storm Drain Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 10/2024 T. Covill M. Talebi E13 Step 0.b: Initial Phase - Activation of MWD PipeMWD Pipe is "wished" into place. Notes: 1. Not to Scale. 2. Interfaces are not shown for simplicity. Interfaces are used between structural elements and adjacent materials. Flow Direction of Storm Channel MWD Pipe Alignment 99.52 ft 135 ft 700 ft Approximate Channel Limit Approximate Channel Limit Approximate Bridge Limits 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:CHECKED BY:DRAWN BY:DRAWN:PROJECT NO.
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FIGURE: ANALYSIS FIGURES Model Staging Step 0.c: Initial Phase - Add Water Inside the MWD Pipe San Jacinto Line E Storm Drain Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 10/2024 T. Covill M. Talebi E14 Step 0.c: Initial Phase - Add Water Inside the MWD Pipe Notes: 1. Not to Scale. 2. Interfaces are not shown for simplicity. Interfaces are used between structural elements and adjacent materials. Water is added as a volume to the inside of the MWD pipe. Flow Direction of Storm Channel MWD Pipe Alignment 99.52 ft 135 ft 700 ft Approximate Channel Limit Approximate Channel Limit Approximate Bridge Limits 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:CHECKED BY:DRAWN BY:DRAWN:PROJECT NO.
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FIGURE: Notes: 1. Not to Scale. 2. Interfaces are not shown for simplicity. Interfaces are used between structural elements and adjacent materials. ANALYSIS FIGURES Model Staging Step 1.a: Excavate & Place Footings - Excavate Center 1/3 San Jacinto Line E Storm Drain Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 10/2024 T. Covill M. Talebi E15 Step 1.a: Excavate & Place Footings - Excavate Center 1/3 Center 1/3 is excavated for footing installation. Flow Direction of Storm Channel MWD Pipe Alignment 99.52 ft 135 ft 700 ft Approximate Channel Limit Approximate Channel Limit Approximate Bridge Limits 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:CHECKED BY:DRAWN BY:DRAWN:PROJECT NO.
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FIGURE: Notes: 1. Not to Scale. 2. Interfaces are not shown for simplicity. Interfaces are used between structural elements and adjacent materials. ANALYSIS FIGURES Model Staging Step 1.b: Excavate & Place Footings - Construct Center 1/3 Footing San Jacinto Line E Storm Drain Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 10/2024 T. Covill M. Talebi E16 Step 1.b: Excavate & Place Footings - Construct Center 1/3 Footing Center 1/3 footing is installed. Flow Direction of Storm Channel MWD Pipe Alignment 99.52 ft 135 ft 700 ft Approximate Channel Limit Approximate Channel Limit Approximate Bridge Limits 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:CHECKED BY:DRAWN BY:DRAWN:PROJECT NO.
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FIGURE: Notes: 1. Not to Scale. 2. Interfaces are not shown for simplicity. Interfaces are used between structural elements and adjacent materials. ANALYSIS FIGURES Model Staging Step 1.c: Excavate & Place Footings - Excavate Left 1/3 San Jacinto Line E Storm Drain Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 10/2024 T. Covill M. Talebi E17 Step 1.c: Excavate & Place Footings - Excavate Left 1/3 Left 1/3 is excavated for footing installation. Flow Direction of Storm Channel MWD Pipe Alignment 99.52 ft 135 ft 700 ft Approximate Channel Limit Approximate Channel Limit Approximate Bridge Limits 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:CHECKED BY:DRAWN BY:DRAWN:PROJECT NO.
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FIGURE: ANALYSIS FIGURES Model Staging Step 1.d: Excavate & Place Footings - Construct Left 1/3 Footing San Jacinto Line E Storm Drain Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 10/2024 T. Covill M. Talebi E18 Step 1.d: Excavate & Place Footings - Construct Left 1/3 Footing Notes: 1. Not to Scale. 2. Interfaces are not shown for simplicity. Interfaces are used between structural elements and adjacent materials. Flow Direction of Storm Channel MWD Pipe Alignment Left 1/3 footing is installed. 99.52 ft 135 ft 700 ft Approximate Channel Limit Approximate Channel Limit Approximate Bridge Limits 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.
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FIGURE: ANALYSIS FIGURES Model Staging Step 1.e: Excavate & Place Footings - Excavate Right 1/3 San Jacinto Line E Storm Drain Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 10/2024 T. Covill M. Talebi E19 Step 1.e: Excavate & Place Footings - Excavate Right 1/3 Notes: 1. Not to Scale. 2. Interfaces are not shown for simplicity. Interfaces are used between structural elements and adjacent materials. Flow Direction of Storm Channel MWD Pipe Alignment Right 1/3 is excavated for footing installation.
99.52 ft 135 ft 700 ft Approximate
Channel Limit
Approximate
Channel Limit
Approximate
Bridge Limits
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:CHECKED BY:DRAWN BY:DRAWN:PROJECT NO.
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FIGURE: ANALYSIS FIGURES Model Staging Step 1.f: Excavate & Place Footings - Construct Right 1/3 Footing San Jacinto Line E Storm Drain Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 10/2024 T. Covill M. Talebi E20 Step 1.f: Excavate & Place Footings - Construct Right 1/3 Footing Notes: 1. Not to Scale. 2. Interfaces are not shown for simplicity. Interfaces are used between structural elements and adjacent materials. Flow Direction of Storm Channel MWD Pipe Alignment Right 1/3 footing is installed.
99.52 ft 135 ft 700 ft Approximate
Channel Limit
Approximate
Channel Limit
Approximate
Bridge Limits
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.
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FIGURE: ANALYSIS FIGURES Model Staging Step 2: Backfill Footings San Jacinto Line E Storm Drain Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 10/2024 T. Covill M. Talebi E21
Step 2: Backfill Footings Notes: 1. Not to Scale.
2. Interfaces are not shown for simplicity. Interfaces are used between structural elements and adjacentmaterials.
Flow Direction of Storm Channel MWD Pipe Alignment
Footings are backfilled with
existing soil material. Vibration
limits will require LCC or other
flowable fill type material with
similar unit weight to existing soil.
99.52 ft 135 ft 700 ft Approximate
Channel Limit
Approximate
Channel Limit
Approximate
Bridge Limits
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:CHECKED BY:DRAWN BY:DRAWN:PROJECT NO.
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FIGURE: ANALYSIS FIGURES Model Staging Step 3: Place Channel Embankments San Jacinto Line E Storm Drain Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 10/2024 T. Covill M. Talebi E22
Step 3: Place Channel Embankments Notes: 1. Not to Scale.
2. Interfaces are not shown for simplicity. Interfaces are used between structural elements and adjacentmaterials. 3. An alternate of this phase was evaluated where full weight fill is placed for across the full model.
Flow Direction of Storm Channel MWD Pipe Alignment Lightweight fill is required for the area of ±50 ft from
the edge of the MWD pipe.
Fullweight fill is placed
outside the ±50 ft extents.
Geofoam material is
placed in the crossing
structure slab area.
99.52 ft 135 ft 700 ft
Fills are add as volumes
to best represent the
induced stresses (shear
and normal) on the pipe.
Approximate
Channel Limit
Approximate
Channel Limit
Approximate
Bridge Limits
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:CHECKED BY:DRAWN BY:DRAWN:PROJECT NO.
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FIGURE: ANALYSIS FIGURES Model Staging Step 4: Apply Dead Loads from Slab San Jacinto Line E Storm Drain Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 10/2024 T. Covill M. Talebi E23
Step 4: Apply Dead Loads from Slab Notes: 1. Not to Scale.
2. Interfaces are not shown for simplicity. Interfaces are used between structural elements and adjacentmaterials.
Flow Direction of Storm Channel MWD Pipe Alignment Dead loads are applied as line loads
to the footings.
99.52 ft 135 ft 700 ft Approximate
Channel Limit
Approximate
Channel Limit
Approximate
Bridge Limits
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:CHECKED BY:DRAWN BY:DRAWN:PROJECT NO.
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FIGURE: ANALYSIS FIGURES Model Staging Step 5.a: Apply Various Loads - 100-yr Flood Load San Jacinto Line E Storm Drain Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 10/2024 T. Covill M. Talebi E24 Step 5.a: Apply Various Loads - 100-yr Flood Load Notes: 1. Not to Scale. 2. Interfaces are not shown for simplicity. Interfaces are used between structural elements and adjacent materials. 3. A subsequent stage was evaluated where the flood load is removed to evaluate the permanent deformation. Flow Direction of Storm Channel MWD Pipe Alignment 100-yr flood load applied as a surface load vertically incremented by the unit weight of water referenced from EL. 1453.7 ft.
PLAXIS converts the unit weight of water
and elevation to stress on the surface,
then to forces at the nodes.
(See Figure E11 for plan view of mesh).
Water load on crossing
transfer slab + dead load.
99.52 ft 135 ft 700 ft Approximate
Channel Limit
Approximate
Channel Limit
Approximate
Bridge Limits
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:CHECKED BY:DRAWN BY:DRAWN:PROJECT NO.
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FIGURE: ANALYSIS FIGURES Model Staging Step 5.b: Transverse Excavator on Left San Jacinto Line E Storm Drain Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 10/2024 T. Covill M. Talebi E25
Step 5.b: Transverse Excavator on Left Notes: 1. Not to Scale.
2. Interfaces are not shown for simplicity. Interfaces are used between structural elements and adjacentmaterials.
Flow Direction of Storm Channel MWD Pipe Alignment Transverse excavator load applied to left +
slab dead loads.
99.52 ft 135 ft 700 ft Approximate
Channel Limit
Approximate
Channel Limit
Approximate
Bridge Limits
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:CHECKED BY:DRAWN BY:DRAWN:PROJECT NO.
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FIGURE: ANALYSIS FIGURES Model Staging Step 5.c: Transverse Excavator on Center San Jacinto Line E Storm Drain Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 10/2024 T. Covill M. Talebi E26
Step 5.c: Transverse Excavator on Center Notes: 1. Not to Scale.
2. Interfaces are not shown for simplicity. Interfaces are used between structural elements and adjacentmaterials.
Flow Direction of Storm Channel MWD Pipe Alignment
Transverse excavator
load applied to center
+ slab dead loads.
99.52 ft 135 ft 700 ft Approximate
Channel Limit
Approximate
Channel Limit
Approximate
Bridge Limits
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:CHECKED BY:DRAWN BY:DRAWN:PROJECT NO.
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FIGURE: ANALYSIS FIGURES Model Staging Step 5.d: Transverse Excavator on Right San Jacinto Line E Storm Drain Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 10/2024 T. Covill M. Talebi E27
Step 5.d: Transverse Excavator on Right Notes: 1. Not to Scale.
2. Interfaces are not shown for simplicity. Interfaces are used between structural elements and adjacentmaterials.
Flow Direction of Storm Channel MWD Pipe Alignment
Transverse excavator
load applied to right +
slab dead loads.
99.52 ft 135 ft 700 ft Approximate
Channel Limit
Approximate
Channel Limit
Approximate
Bridge Limits
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:CHECKED BY:DRAWN BY:DRAWN:PROJECT NO.
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FIGURE: ANALYSIS FIGURES Model Staging Step 5.e: Longitudinal Excavator on Left San Jacinto Line E Storm Drain Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 10/2024 T. Covill M. Talebi E28
Step 5.e: Longitudinal Excavator on Left Notes: 1. Not to Scale.
2. Interfaces are not shown for simplicity. Interfaces are used between structural elements and adjacentmaterials.
Flow Direction of Storm Channel MWD Pipe Alignment
Longitudinal excavator
load applied to left as
point loads + slab
dead loads.
99.52 ft 135 ft 700 ft Approximate
Channel Limit
Approximate
Channel Limit
Approximate
Bridge Limits
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:CHECKED BY:DRAWN BY:DRAWN:PROJECT NO.
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FIGURE: ANALYSIS FIGURES Model Staging Step 5.f: Longitudinal Excavator on Center San Jacinto Line E Storm Drain Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 10/2024 T. Covill M. Talebi E29
Step 5.f: Longitudinal Excavator on Center Notes: 1. Not to Scale.
2. Interfaces are not shown for simplicity. Interfaces are used between structural elements and adjacentmaterials.
Flow Direction of Storm Channel MWD Pipe Alignment
Longitudinal excavator
load applied to center
as point loads + slab
dead loads.
99.52 ft 135 ft 700 ft Approximate
Channel Limit
Approximate
Channel Limit
Approximate
Bridge Limits
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:CHECKED BY:DRAWN BY:DRAWN:PROJECT NO.
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FIGURE: ANALYSIS FIGURES Model Staging Step 5.f: Longitudinal Excavator on Right San Jacinto Line E Storm Drain Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 10/2024 T. Covill M. Talebi E30
Step 5.f: Longitudinal Excavator on Right Notes: 1. Not to Scale.
2. Interfaces are not shown for simplicity. Interfaces are used between structural elements and adjacentmaterials.
Flow Direction of Storm Channel MWD Pipe Alignment
Longitudinal excavator
load applied to right
as point loads + slab
dead loads.
99.52 ft 135 ft 700 ft Approximate
Channel Limit
Approximate
Channel Limit
Approximate
Bridge Limits
-0.25
0 0.25
0.5 0.75
10990+50 10991+50 10992+50 10993+50 10994+50 10995+50 10996+50 10997+50 Vertical Displacement (in) Station along Pipe (ft)
Step 1: Excavate & Place Footings - Full Excavation (Pipe Invert ) Step 1: Excavate & Place Footings - Full Excavation (Pipe Crown ) Bridge Edge Edge of Fill Embankment Channel Embankment
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.
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FIGURE:
MWD BARREL NO 1 PROFILE
10991+00 10992+00 10993+00 10994+00 10995+00 10996+00 10997+00 1430
1460
1450
1440
1430
1460
1450
1440
Notes:
1. Original profile provided by
Albert A. Webb Associates
(Webb), dated 2/3/2025.
2. Scale is modified for
reporting purposes (40% of
original).
Horizontal Scale: 1" = 50'
Vertical Scale: 1" = 5' ANALYSIS FIGURES
Model Results - Vertical Displacement
Step 1: Excavate & Place Footings
Full Length Excavation
San Jacinto Line E Storm Drain
Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 02/2025 T. Covill M. Talebi E31
0 25 50 100
APPROXIMATE HORIZOTNAL
SCALE (1" = 50') VERTICAL NOT TO SCALE
-0.25
0 0.25
0.5 0.75
10990+50 10991+50 10992+50 10993+50 10994+50 10995+50 10996+50 10997+50 Vertical Displacement (in) Station along Pipe (ft)
Step 1: Excavate & Place Footings - Full Excavation (Pipe Invert) Step 1.a: Excavate & Place Footings - Excavate Center 1/3 (Pipe Invert) Step 1.b: Excavate & Place Footings - Construct Center 1/3 Footing (Pipe Invert) Step 1.c: Excavate & Place Footings - Excavate Left 1/3 (Pipe Invert) Step 1.d: Excavate & Place Footings - Construct Left 1/3 Footing (Pipe Invert) Step 1.e: Excavate & Place Footings - Excavate Right 1/3 (Pipe Invert) Step 1.f: Excavate & Place Footings - Construct Right 1/3 Footing (Pipe Invert) Bridge Edge Edge of Fill Embankment Channel Embankment
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: CHECKED BY: DRAWN BY: DRAWN: PROJECT NO.
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FIGURE:
MWD BARREL NO 1 PROFILE
10991+00 10992+00 10993+00 10994+00 10995+00 10996+00 10997+00 1430
1460
1450
1440
1430
1460
1450
1440
Notes:
1. Original profile provided by
Albert A. Webb Associates
(Webb), dated 2/3/2025.
2. Scale is modified for
reporting purposes (40% of
original).
Horizontal Scale: 1" = 50'
Vertical Scale: 1" = 5' ANALYSIS FIGURES
Model Results - Vertical Displacement
Step 1a-f: Excavate & Place Footings
1/3 Construction Sequencing at Pipe Invert
San Jacinto Line E Storm Drain
Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 02/2025 T. Covill M. Talebi E32
0 25 50 100
APPROXIMATE HORIZOTNAL
SCALE (1" = 50') VERTICAL NOT TO SCALE
Approximate Peak
Displacement: 0.32 in
Approximate Peak
Displacement: 0.32 in
150 ft 150 ft
-0.25
0 0.25
0.5 0.75
10990+50 10991+50 10992+50 10993+50 10994+50 10995+50 10996+50 10997+50 Vertical Displacement (in) Station along Pipe (ft)
Step 1: Excavate & Place Footings - Full Excavation (Pipe Invert) Step 1: Excavate & Place Footings - Full Excavation (Pipe Crown) Step 1.a: Excavate & Place Footings - Excavate Center 1/3 (Pipe Invert) Step 1.a: Excavate & Place Footings - Excavate Center 1/3 (Pipe Crown) Bridge Edge Edge of Fill Embankment Channel Embankment
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: CHECKED BY: DRAWN BY: DRAWN: PROJECT NO.
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FIGURE:
MWD BARREL NO 1 PROFILE
10991+00 10992+00 10993+00 10994+00 10995+00 10996+00 10997+00 1430
1460
1450
1440
1430
1460
1450
1440
Notes:
1. Original profile provided by
Albert A. Webb Associates
(Webb), dated 2/3/2025.
2. Scale is modified for
reporting purposes (40% of
original).
Horizontal Scale: 1" = 50'
Vertical Scale: 1" = 5' ANALYSIS FIGURES
Model Results - Vertical Displacement
Step 1a: Excavate & Place Footings
Excavate Center 1/3
San Jacinto Line E Storm Drain
Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 02/2025 T. Covill M. Talebi E33
0 25 50 100
APPROXIMATE HORIZOTNAL
SCALE (1" = 50') VERTICAL NOT TO SCALE
-0.25
0 0.25
0.5 0.75
10990+50 10991+50 10992+50 10993+50 10994+50 10995+50 10996+50 10997+50 Vertical Displacement (in) Station along Pipe (ft)
Step 1: Excavate & Place Footings - Full Excavation (Pipe Invert) Step 1: Excavate & Place Footings - Full Excavation (Pipe Crown) Step 1.b: Excavate & Place Footings - Construct Center 1/3 Footing (Pipe Invert, Hardening) Step 1.b: Excavate & Place Footings - Construct Center 1/3 Footing (PipeCrown, Hardening) Bridge Edge Edge of Fill Embankment Channel Embankment
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: CHECKED BY: DRAWN BY: DRAWN: PROJECT NO.
www.kleinfelder.com
FIGURE:
MWD BARREL NO 1 PROFILE
10991+00 10992+00 10993+00 10994+00 10995+00 10996+00 10997+00 1430
1460
1450
1440
1430
1460
1450
1440
Notes:
1. Original profile provided by
Albert A. Webb Associates
(Webb), dated 2/3/2025.
2. Scale is modified for
reporting purposes (40% of
original).
Horizontal Scale: 1" = 50'
Vertical Scale: 1" = 5' ANALYSIS FIGURES
Model Results - Vertical Displacement
Step 1b: Excavate & Place Footings
Place Center 1/3 Footing
San Jacinto Line E Storm Drain
Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 02/2025 T. Covill M. Talebi E34
0 25 50 100
APPROXIMATE HORIZOTNAL
SCALE (1" = 50') VERTICAL NOT TO SCALE
-0.25
0 0.25
0.5 0.75
10990+50 10991+50 10992+50 10993+50 10994+50 10995+50 10996+50 10997+50 Vertical Displacement (in) Station along Pipe (ft)
Step 1: Excavate & Place Footings - Full Excavation (Pipe Invert) Step 1: Excavate & Place Footings - Full Excavation (Pipe Crown) Step 1.c: Excavate & Place Footings - Excavate Left 1/3 (Pipe Invert) Step 1.c: Excavate & Place Footings - Excavate Left 1/3 (Pipe Crown) Bridge Edge Edge of Fill Embankment Channel Embankment
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: CHECKED BY: DRAWN BY: DRAWN: PROJECT NO.
www.kleinfelder.com
FIGURE:
MWD BARREL NO 1 PROFILE
10991+00 10992+00 10993+00 10994+00 10995+00 10996+00 10997+00 1430
1460
1450
1440
1430
1460
1450
1440
Notes:
1. Original profile provided by
Albert A. Webb Associates
(Webb), dated 2/3/2025.
2. Scale is modified for
reporting purposes (40% of
original).
Horizontal Scale: 1" = 50'
Vertical Scale: 1" = 5' ANALYSIS FIGURES
Model Results - Vertical Displacement
Step 1c: Excavate & Place Footings
Excavate Left 1/3
San Jacinto Line E Storm Drain
Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 02/2025 T. Covill M. Talebi E35
0 25 50 100
APPROXIMATE HORIZOTNAL
SCALE (1" = 50') VERTICAL NOT TO SCALE
-0.25
0 0.25
0.5 0.75
10990+50 10991+50 10992+50 10993+50 10994+50 10995+50 10996+50 10997+50 Vertical Displacement (in) Station along Pipe (ft)
Step 1: Excavate & Place Footings - Full Excavation (Pipe Invert) Step 1: Excavate & Place Footings - Full Excavation (Pipe Crown) Step 1.d: Excavate & Place Footings - Construct Left 1/3 Footing (Pipe Invert) Step 1.d: Excavate & Place Footings - Construct Left 1/3 Footing (Pipe Crown) Bridge Edge Edge of Fill Embankment Channel Embankment
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: CHECKED BY: DRAWN BY: DRAWN: PROJECT NO.
www.kleinfelder.com
FIGURE:
MWD BARREL NO 1 PROFILE
10991+00 10992+00 10993+00 10994+00 10995+00 10996+00 10997+00 1430
1460
1450
1440
1430
1460
1450
1440
Notes:
1. Original profile provided by
Albert A. Webb Associates
(Webb), dated 2/3/2025.
2. Scale is modified for
reporting purposes (40% of
original).
Horizontal Scale: 1" = 50'
Vertical Scale: 1" = 5' ANALYSIS FIGURES
Model Results - Vertical Displacement
Step 1d: Excavate & Place Footings
Place Left 1/3 Footing
San Jacinto Line E Storm Drain
Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 02/2025 T. Covill M. Talebi E36
0 25 50 100
APPROXIMATE HORIZOTNAL
SCALE (1" = 50') VERTICAL NOT TO SCALE
-0.25
0 0.25
0.5 0.75
10990+50 10991+50 10992+50 10993+50 10994+50 10995+50 10996+50 10997+50 Vertical Displacement (in) Station along Pipe (ft)
Step 1: Excavate & Place Footings - Full Excavation (Pipe Invert) Step 1: Excavate & Place Footings - Full Excavation (Pipe Crown) Step 1.e: Excavate & Place Footings - Excavate Right 1/3 (Pipe Invert) Step 1.e: Excavate & Place Footings - Excavate Right 1/3 (Pipe Crown) Bridge Edge Edge of Fill Embankment Channel Embankment
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: CHECKED BY: DRAWN BY: DRAWN: PROJECT NO.
www.kleinfelder.com
FIGURE:
MWD BARREL NO 1 PROFILE
10991+00 10992+00 10993+00 10994+00 10995+00 10996+00 10997+00 1430
1460
1450
1440
1430
1460
1450
1440
Notes:
1. Original profile provided by
Albert A. Webb Associates
(Webb), dated 2/3/2025.
2. Scale is modified for
reporting purposes (40% of
original).
Horizontal Scale: 1" = 50'
Vertical Scale: 1" = 5' ANALYSIS FIGURES
Model Results - Vertical Displacement
Step 1e: Excavate & Place Footings
Excavate Right 1/3
San Jacinto Line E Storm Drain
Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 02/2025 T. Covill M. Talebi E37
0 25 50 100
APPROXIMATE HORIZOTNAL
SCALE (1" = 50') VERTICAL NOT TO SCALE
-0.25
0 0.25
0.5 0.75
10990+50 10991+50 10992+50 10993+50 10994+50 10995+50 10996+50 10997+50 Vertical Displacement (in) Station along Pipe (ft)
Step 1: Excavate & Place Footings - Full Excavation (Pipe Invert) Step 1: Excavate & Place Footings - Full Excavation (Pipe Crown) Step 1.f: Excavate & Place Footings - Construct Right 1/3 Footing (Pipe Invert) Step 1.f: Excavate & Place Footings - Construct Right 1/3 Footing (Pipe Crown) Bridge Edge Edge of Fill Embankment Channel Embankment
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: CHECKED BY: DRAWN BY: DRAWN: PROJECT NO.
www.kleinfelder.com
FIGURE:
MWD BARREL NO 1 PROFILE
10991+00 10992+00 10993+00 10994+00 10995+00 10996+00 10997+00 1430
1460
1450
1440
1430
1460
1450
1440
Notes:
1. Original profile provided by
Albert A. Webb Associates
(Webb), dated 2/3/2025.
2. Scale is modified for
reporting purposes (40% of
original).
Horizontal Scale: 1" = 50'
Vertical Scale: 1" = 5' ANALYSIS FIGURES
Model Results - Vertical Displacement
Step 1f: Excavate & Place Footings
Place Right 1/3 Footing
San Jacinto Line E Storm Drain
Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 02/2025 T. Covill M. Talebi E38
0 25 50 100
APPROXIMATE HORIZOTNAL
SCALE (1" = 50') VERTICAL NOT TO SCALE
-0.25
-0.2
-0.15
-0.1
-0.05
0 0.05
0.1 0.15
0.2 0.25
10990+50 10991+50 10992+50 10993+50 10994+50 10995+50 10996+50 10997+50 Lateral Displacement (in) Positive (+) Downstream, Negative (-) Upstream Station along Pipe (ft)
Step 1: Excavate & Place Footings - Full Excavation (Downstream) Step 1: Excavate & Place Footings - Full Excavation (Upstream) Step 1.a: Excavate & Place Footings - Excavate Center 1/3 (Downstream) Step 1.a: Excavate & Place Footings - Excavate Center 1/3 (Upstream) Step 1.b: Excavate & Place Footings - Construct Center 1/3 Footing (Downstream) Step 1.b: Excavate & Place Footings - Construct Center 1/3 Footing (Upstream) Step 1.c: Excavate & Place Footings - Excavate Left 1/3 (Downstream) Step 1.c: Excavate & Place Footings - Excavate Left 1/3 (Upstream) Step 1.d: Excavate & Place Footings - Construct Left 1/3 Footing (Downstream) Step 1.d: Excavate & Place Footings - Construct Left 1/3 Footing (Upstream) Step 1.e: Excavate & Place Footings - Excavate Right 1/3 (Downstream) Step 1.e: Excavate & Place Footings - Excavate Right 1/3 (Upstream) Step 1.f: Excavate & Place Footings - Construct Right 1/3 Footing (Downstream) Step 1.f: Excavate & Place Footings - Construct Right 1/3 Footing (Upstream) Bridge Edge Edge of Fill
Embankment Channel Embankment
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: CHECKED BY: DRAWN BY: DRAWN: PROJECT NO.
www.kleinfelder.com
FIGURE:
MWD BARREL NO 1 PROFILE
10991+00 10992+00 10993+00 10994+00 10995+00 10996+00 10997+00 1430
1460
1450
1440
1430
1460
1450
1440
Notes:
1. Original profile provided by
Albert A. Webb Associates
(Webb), dated 2/3/2025.
2. Scale is modified for
reporting purposes (40% of
original).
Horizontal Scale: 1" = 50'
Vertical Scale: 1" = 5' ANALYSIS FIGURES
Model Results - Lateral Displacement
Step 1: Excavate & Place Footings
Full Length and Staged Excavation
San Jacinto Line E Storm Drain
Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 02/2025 T. Covill M. Talebi E39
0 25 50 100
APPROXIMATE HORIZOTNAL
SCALE (1" = 50') VERTICAL NOT TO SCALE
-1
-0.75
-0.5
-0.25
0 0.25
10990+50 10991+50 10992+50 10993+50 10994+50 10995+50 10996+50 10997+50 Vertical Displacement (in) Station along Pipe (ft)
Step 3: Place Channel Embankments - Full Weight Fill (Pipe Invert) Step 3: Place Channel Embankments - Full Weight Fill (Pipe Crown) Step 3: Place Channel Embankments - Light Weight Fill (Pipe Invert) Step 3: Place Channel Embankments - Light Weight Fill (Pipe Crown) Bridge Edge Edge of Fill Embankment Channel Embankment
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: CHECKED BY: DRAWN BY: DRAWN: PROJECT NO.
www.kleinfelder.com
FIGURE:
MWD BARREL NO 1 PROFILE
10991+00 10992+00 10993+00 10994+00 10995+00 10996+00 10997+00 1430
1460
1450
1440
1430
1460
1450
1440
Notes:
1. Original profile provided by
Albert A. Webb Associates
(Webb), dated 2/3/2025.
2. Scale is modified for
reporting purposes (40% of
original).
Horizontal Scale: 1" = 50'
Vertical Scale: 1" = 5' ANALYSIS FIGURES
Model Results - Vertical Displacement
Step 3: Place Channel Embankments
Full vs Light Weight Fill
San Jacinto Line E Storm Drain
Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 02/2025 T. Covill M. Talebi E40
0 25 50 100
APPROXIMATE HORIZOTNAL
SCALE (1" = 50') VERTICAL NOT TO SCALE
-0.25
-0.2
-0.15
-0.1
-0.05
0 0.05
0.1 0.15
0.2 0.25
10990+50 10991+50 10992+50 10993+50 10994+50 10995+50 10996+50 10997+50 Lateral Displacement (in) Positive (+) Downstream, Negative (-) Upstream Station along Pipe (ft)
Step 3: Place Channel Embankments - Full Weight Fill (Downstream) Step 3: Place Channel Embankments - Full Weight Fill (Upstream) Step 3: Place Channel Embankments - Light Weight Fill (Downstream) Step 3: Place Channel Embankments - Light Weight Fill (Upstream) Bridge Edge Edge of Fill Embankment Channel Embankment
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: CHECKED BY: DRAWN BY: DRAWN: PROJECT NO.
www.kleinfelder.com
FIGURE:
MWD BARREL NO 1 PROFILE
10991+00 10992+00 10993+00 10994+00 10995+00 10996+00 10997+00 1430
1460
1450
1440
1430
1460
1450
1440
Notes:
1. Original profile provided by
Albert A. Webb Associates
(Webb), dated 2/3/2025.
2. Scale is modified for
reporting purposes (40% of
original).
Horizontal Scale: 1" = 50'
Vertical Scale: 1" = 5' ANALYSIS FIGURES
Model Results - Lateral Displacement
Step 3: Place Channel Embankments
Full vs Light Weight Fill
San Jacinto Line E Storm Drain
Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 02/2025 T. Covill M. Talebi E41
0 25 50 100
APPROXIMATE HORIZOTNAL
SCALE (1" = 50') VERTICAL NOT TO SCALE
-1
-0.75
-0.5
-0.25
0 0.25
10990+50 10991+50 10992+50 10993+50 10994+50 10995+50 10996+50 10997+50 Vertical Displacement (in) Station along Pipe (ft)
Step 3: Place Channel Embankments - Light Weight Fill (Pipe Crown) Step 4: Apply Dead Loads from Slab (Pipe Crown) Step 5.a: Apply Various Loads - 100-yr Flood Load (Pipe Crown) Step 5.a.1: Apply Various Loads - Unload 100-yr Flood (Pipe Crown) Bridge Edge Edge of Fill Embankment Channel Embankment
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: CHECKED BY: DRAWN BY: DRAWN: PROJECT NO.
www.kleinfelder.com
FIGURE:
MWD BARREL NO 1 PROFILE
10991+00 10992+00 10993+00 10994+00 10995+00 10996+00 10997+00 1430
1460
1450
1440
1430
1460
1450
1440
Notes:
1. Original profile provided by
Albert A. Webb Associates
(Webb), dated 2/3/2025.
2. Scale is modified for
reporting purposes (40% of
original).
Horizontal Scale: 1" = 50'
Vertical Scale: 1" = 5' ANALYSIS FIGURES
Model Results - Vertical Displacement
Step 3 to 5.a.1: 100-yr Flood Load
Sequence
San Jacinto Line E Storm Drain
Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 02/2025 T. Covill M. Talebi E42
0 25 50 100
APPROXIMATE HORIZOTNAL
SCALE (1" = 50') VERTICAL NOT TO SCALE
Approximate Peak
Displacement: 0.4 in 325 ft
-1
-0.75
-0.5
-0.25
0 0.25
10990+50 10991+50 10992+50 10993+50 10994+50 10995+50 10996+50 10997+50 Vertical Displacement (in) Station along Pipe (ft)
Step 4: Apply Dead Loads from Slab (Pipe Invert) Step 4: Apply Dead Loads from Slab (Pipe Crown) Bridge Edge Edge of Fill Embankment Channel Embankment
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: CHECKED BY: DRAWN BY: DRAWN: PROJECT NO.
www.kleinfelder.com
FIGURE:
MWD BARREL NO 1 PROFILE
10991+00 10992+00 10993+00 10994+00 10995+00 10996+00 10997+00 1430
1460
1450
1440
1430
1460
1450
1440
Notes:
1. Original profile provided by
Albert A. Webb Associates
(Webb), dated 2/3/2025.
2. Scale is modified for
reporting purposes (40% of
original).
Horizontal Scale: 1" = 50'
Vertical Scale: 1" = 5' ANALYSIS FIGURES
Model Results - Vertical Displacement
Step 4: Apply Dead Loads from Slab
San Jacinto Line E Storm Drain
Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 02/2025 T. Covill M. Talebi E43
0 25 50 100
APPROXIMATE HORIZOTNAL
SCALE (1" = 50') VERTICAL NOT TO SCALE
-1
-0.75
-0.5
-0.25
0 0.25
10990+50 10991+50 10992+50 10993+50 10994+50 10995+50 10996+50 10997+50 Vertical Displacement (in) Station along Pipe (ft)
Step 5.a: Apply Various Loads - 100-yr Flood Load (Pipe Invert) Step 5.a: Apply Various Loads - 100-yr Flood Load (Pipe Crown) Bridge Edge Edge of Fill Embankment Channel Embankment
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: CHECKED BY: DRAWN BY: DRAWN: PROJECT NO.
www.kleinfelder.com
FIGURE:
MWD BARREL NO 1 PROFILE
10991+00 10992+00 10993+00 10994+00 10995+00 10996+00 10997+00 1430
1460
1450
1440
1430
1460
1450
1440
Notes:
1. Original profile provided by
Albert A. Webb Associates
(Webb), dated 2/3/2025.
2. Scale is modified for
reporting purposes (40% of
original).
Horizontal Scale: 1" = 50'
Vertical Scale: 1" = 5' ANALYSIS FIGURES
Model Results - Vertical Displacement
Step 5.a: 100-yr Flood Load
San Jacinto Line E Storm Drain
Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 02/2025 T. Covill M. Talebi E44
0 25 50 100
APPROXIMATE HORIZOTNAL
SCALE (1" = 50') VERTICAL NOT TO SCALE
-1
-0.75
-0.5
-0.25
0 0.25
10990+50 10991+50 10992+50 10993+50 10994+50 10995+50 10996+50 10997+50 Vertical Displacement (in) Station along Pipe (ft)
Step 5.a.1: Apply Various Loads - Unload 100-yr Flood (Pipe Invert) Step 5.a.1: Apply Various Loads - Unload 100-yr Flood (Pipe Crown) Bridge Edge Edge of Fill Embankment Channel Embankment
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: CHECKED BY: DRAWN BY: DRAWN: PROJECT NO.
www.kleinfelder.com
FIGURE:
MWD BARREL NO 1 PROFILE
10991+00 10992+00 10993+00 10994+00 10995+00 10996+00 10997+00 1430
1460
1450
1440
1430
1460
1450
1440
Notes:
1. Original profile provided by
Albert A. Webb Associates
(Webb), dated 2/3/2025.
2. Scale is modified for
reporting purposes (40% of
original).
Horizontal Scale: 1" = 50'
Vertical Scale: 1" = 5' ANALYSIS FIGURES
Model Results - Vertical Displacement
Step 5.a.1: Remove 100-yr Flood Load
San Jacinto Line E Storm Drain
Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 02/2025 T. Covill M. Talebi E45
0 25 50 100
APPROXIMATE HORIZOTNAL
SCALE (1" = 50') VERTICAL NOT TO SCALE
-0.25
-0.2
-0.15
-0.1
-0.05
0 0.05
0.1 0.15
0.2 0.25
10990+50 10991+50 10992+50 10993+50 10994+50 10995+50 10996+50 10997+50 Lateral Displacement (in) Positive (+) Downstream, Negative (-) Upstream Station along Pipe (ft)
Step 3: Place Channel Embankments - Light Weight Fill (Downstream) Step 3: Place Channel Embankments - Light Weight Fill (Upstream) Step 4: Apply Dead Loads from Slab (Downstream) Step 4: Apply Dead Loads from Slab (Upstream) Step 5.a: Apply Various Loads - 100-yr Flood Load (Downstream) Step 5.a: Apply Various Loads - 100-yr Flood Load (Upstream) Step 5.a.1: Apply Various Loads - Unload 100-yr Flood (Downstream) Step 5.a.1: Apply Various Loads - Unload 100-yr Flood (Upstream) Bridge Edge Edge of Fill
Embankment Channel Embankment
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: CHECKED BY: DRAWN BY: DRAWN: PROJECT NO.
www.kleinfelder.com
FIGURE:
MWD BARREL NO 1 PROFILE
10991+00 10992+00 10993+00 10994+00 10995+00 10996+00 10997+00 1430
1460
1450
1440
1430
1460
1450
1440
Notes:
1. Original profile provided by
Albert A. Webb Associates
(Webb), dated 2/3/2025.
2. Scale is modified for
reporting purposes (40% of
original).
Horizontal Scale: 1" = 50'
Vertical Scale: 1" = 5' ANALYSIS FIGURES
Model Results - Lateral Displacement
Step 3 to 5.a.1: 100-yr Flood Load
Sequence
San Jacinto Line E Storm Drain
Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 02/2025 T. Covill M. Talebi E46
0 25 50 100
APPROXIMATE HORIZOTNAL
SCALE (1" = 50') VERTICAL NOT TO SCALE
-1
-0.75
-0.5
-0.25
0 0.25
10990+50 10991+50 10992+50 10993+50 10994+50 10995+50 10996+50 10997+50 Vertical Displacement (in) Station along Pipe (ft)
Step 3: Place Channel Embankments - Light Weight Fill (Pipe Crown) Step 4: Apply Dead Loads from Slab (Pipe Crown) Step 5.b: Apply Various Loads - Transverse Excavator on Left (Pipe Crown) Step 5.c: Apply Various Loads - Transverse Excavator on Center (Pipe Crown) Step 5.d: Apply Various Loads - Transverse Excavator on Right (Pipe Crown) Step 5.e: Apply Various Loads - Longitudinal Excavator on Left (Pipe Crown) Step 5.f: Apply Various Loads - Longitudinal Excavator on Center (Pipe Crown) Step 5.g: Apply Various Loads - Longitudinal Excavator on Right (Pipe Crown) Bridge Edge Edge of Fill
Embankment Channel Embankment
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: CHECKED BY: DRAWN BY: DRAWN: PROJECT NO.
www.kleinfelder.com
FIGURE:
MWD BARREL NO 1 PROFILE
10991+00 10992+00 10993+00 10994+00 10995+00 10996+00 10997+00 1430
1460
1450
1440
1430
1460
1450
1440
Notes:
1. Original profile provided by
Albert A. Webb Associates
(Webb), dated 2/3/2025.
2. Scale is modified for
reporting purposes (40% of
original).
Horizontal Scale: 1" = 50'
Vertical Scale: 1" = 5' ANALYSIS FIGURES
Model Results - Vertical Displacement
Step 5.b to 5.g: Various Equipment Load
Cases
San Jacinto Line E Storm Drain
Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 02/2025 T. Covill M. Talebi E47
0 25 50 100
APPROXIMATE HORIZOTNAL
SCALE (1" = 50') VERTICAL NOT TO SCALE
FILE NAME: CHECKED BY: DRAWN BY: DRAWN: PROJECT NO.
www.kleinfelder.com
FIGURE: ANALYSIS FIGURES
PLAXIS Local Axes for Pipe
Stresses & Conversion of Output
Forces to Stresses
San Jacinto Line E Storm Drain
Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 10/2024 T. Covill M. Talebi E48
a: PLAXIS Local Axes for MWD Pipe Stresses b: Converting PLAXIS Output Forces to Stresses -100
-50
0 50
100
150
200
10990+50 10991+50 10992+50 10993+50 10994+50 10995+50 10996+50 10997+50 Longitudinal Stresses (psi) [Positive (+) Tension, Negative (-) Compression] Station along Pipe (ft)
Step 0.c: Initial Phase - Add Water Inside the MWD Pipe (Pipe Crown): Longitudinal Extreme Fiber Stress (Tension Side) Step 1.e: Excavate & Place Footings - Excavate Right 1/3 (Pipe Crown): Longitudinal Extreme Fiber Stress (Tension Side) Bridge Edge Edge of Fill Embankment Embankment Channel 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: CHECKED BY: DRAWN BY: DRAWN: PROJECT NO.
www.kleinfelder.com
FIGURE:
MWD BARREL NO 1 PROFILE
10991+00 10992+00 10993+00 10994+00 10995+00 10996+00 10997+00 1430
1460
1450
1440
1430
1460
1450
1440
Notes:
1. Original profile provided by
Albert A. Webb Associates
(Webb), dated 2/3/2025.
2. Scale is modified for
reporting purposes (40% of
original).
Horizontal Scale: 1" = 50'
Vertical Scale: 1" = 5' ANALYSIS FIGURES
Model Results - Longitudinal Stress at Pipe
Crown
Step 1e: Excavate and Place Footings
San Jacinto Line E Storm Drain
Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 02/2025 T. Covill M. Talebi E49
0 25 50 100
APPROXIMATE HORIZOTNAL
SCALE (1" = 50') VERTICAL NOT TO SCALE
-100
-50
0 50
100
150
200
10990+50 10991+50 10992+50 10993+50 10994+50 10995+50 10996+50 10997+50 Longitudinal Stresses (psi) [Positive (+) Tension, Negative (-) Compression] Station along Pipe (ft)
Step 0.c: Initial Phase - Add Water Inside the MWD Pipe (Pipe Crown): Longitudinal Extreme Fiber Stress (Tension Side) Step 3: Place Channel Embankments - Light Weight Fill (Pipe Crown): Longitudinal Extreme Fiber Stress (Tension Side) Bridge Edge Edge of Fill Embankment Embankment Channel 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: CHECKED BY: DRAWN BY: DRAWN: PROJECT NO.
www.kleinfelder.com
FIGURE:
MWD BARREL NO 1 PROFILE
10991+00 10992+00 10993+00 10994+00 10995+00 10996+00 10997+00 1430
1460
1450
1440
1430
1460
1450
1440
Notes:
1. Original profile provided by
Albert A. Webb Associates
(Webb), dated 2/3/2025.
2. Scale is modified for
reporting purposes (40% of
original).
Horizontal Scale: 1" = 50'
Vertical Scale: 1" = 5' ANALYSIS FIGURES
Model Results - Longitudinal Stress at Pipe
Crown
Step 3: Place Channel Embankments
San Jacinto Line E Storm Drain
Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 02/2025 T. Covill M. Talebi E50
0 25 50 100
APPROXIMATE HORIZOTNAL
SCALE (1" = 50') VERTICAL NOT TO SCALE
-100
-50
0 50
100
150
200
10990+50 10991+50 10992+50 10993+50 10994+50 10995+50 10996+50 10997+50 Longitudinal Stresses (psi) [Positive (+) Tension, Negative (-) Compression] Station along Pipe (ft)
Step 0.c: Initial Phase - Add Water Inside the MWD Pipe (Pipe Crown): Longitudinal Extreme Fiber Stress (Tension Side) Step 5.a: Apply Various Loads - 100-yr Flood Load (Pipe Crown): Longitudinal Extreme Fiber Stress (Tension Side) Bridge Edge Edge of Fill Embankment Embankment Channel 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: CHECKED BY: DRAWN BY: DRAWN: PROJECT NO.
www.kleinfelder.com
FIGURE:
MWD BARREL NO 1 PROFILE
10991+00 10992+00 10993+00 10994+00 10995+00 10996+00 10997+00 1430
1460
1450
1440
1430
1460
1450
1440
Notes:
1. Original profile provided by
Albert A. Webb Associates
(Webb), dated 2/3/2025.
2. Scale is modified for
reporting purposes (40% of
original).
Horizontal Scale: 1" = 50'
Vertical Scale: 1" = 5' ANALYSIS FIGURES
Model Results - Longitudinal Stress at Pipe
Crown
Step 5a: Apply Various Loads - 100 yr
Flood
San Jacinto Line E Storm Drain
Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 02/2025 T. Covill M. Talebi E51
0 25 50 100
APPROXIMATE HORIZOTNAL
SCALE (1" = 50') VERTICAL NOT TO SCALE
-100
-50
0 50
100
150
200
10990+50 10991+50 10992+50 10993+50 10994+50 10995+50 10996+50 10997+50 Longitudinal Stresses (psi) [Positive (+) Tension, Negative (-) Compression] Station along Pipe (ft)
Step 0.c: Initial Phase - Add Water Inside the MWD Pipe (Pipe Invert): Longitudinal Extreme Fiber Stress (Tension Side) Step 1.e: Excavate & Place Footings - Excavate Right 1/3 (Pipe Invert): Longitudinal Extreme Fiber Stress (Tension Side) Bridge Edge Edge of Fill Embankment Embankment Channel 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: CHECKED BY: DRAWN BY: DRAWN: PROJECT NO.
www.kleinfelder.com
FIGURE:
MWD BARREL NO 1 PROFILE
10991+00 10992+00 10993+00 10994+00 10995+00 10996+00 10997+00 1430
1460
1450
1440
1430
1460
1450
1440
Notes:
1. Original profile provided by
Albert A. Webb Associates
(Webb), dated 2/3/2025.
2. Scale is modified for
reporting purposes (40% of
original).
Horizontal Scale: 1" = 50'
Vertical Scale: 1" = 5' ANALYSIS FIGURES
Model Results - Longitudinal Stress at Pipe
Invert
Step 1e: Excavate and Place Footings
San Jacinto Line E Storm Drain
Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 02/2025 T. Covill M. Talebi E52
0 25 50 100
APPROXIMATE HORIZOTNAL
SCALE (1" = 50') VERTICAL NOT TO SCALE
-100
-50
0 50
100
150
200
10990+50 10991+50 10992+50 10993+50 10994+50 10995+50 10996+50 10997+50 Longitudinal Stresses (psi) [Positive (+) Tension, Negative (-) Compression] Station along Pipe (ft)
Step 0.c: Initial Phase - Add Water Inside the MWD Pipe (Pipe Invert): Longitudinal Extreme Fiber Stress (Tension Side) Step 3: Place Channel Embankments - Light Weight Fill (Pipe Invert): Longitudinal Extreme Fiber Stress (Tension Side) Bridge Edge Edge of Fill Embankment Embankment Channel 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: CHECKED BY: DRAWN BY: DRAWN: PROJECT NO.
www.kleinfelder.com
FIGURE:
MWD BARREL NO 1 PROFILE
10991+00 10992+00 10993+00 10994+00 10995+00 10996+00 10997+00 1430
1460
1450
1440
1430
1460
1450
1440
Notes:
1. Original profile provided by
Albert A. Webb Associates
(Webb), dated 2/3/2025.
2. Scale is modified for
reporting purposes (40% of
original).
Horizontal Scale: 1" = 50'
Vertical Scale: 1" = 5' ANALYSIS FIGURES
Model Results - Longitudinal Stress at Pipe
Invert
Step 3: Place Channel Embankments
San Jacinto Line E Storm Drain
Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 02/2025 T. Covill M. Talebi E53
0 25 50 100
APPROXIMATE HORIZOTNAL
SCALE (1" = 50') VERTICAL NOT TO SCALE
-100
-50
0 50
100
150
200
10990+50 10991+50 10992+50 10993+50 10994+50 10995+50 10996+50 10997+50 Longitudinal Stresses (psi) [Positive (+) Tension, Negative (-) Compression] Station along Pipe (ft)
Step 0.c: Initial Phase - Add Water Inside the MWD Pipe (Pipe Invert): Longitudinal Extreme Fiber Stress (Tension Side) Step 5.a: Apply Various Loads - 100-yr Flood Load (Pipe Invert): Longitudinal Extreme Fiber Stress (Tension Side) Bridge Edge Edge of Fill Embankment Embankment Channel 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: CHECKED BY: DRAWN BY: DRAWN: PROJECT NO.
www.kleinfelder.com
FIGURE:
MWD BARREL NO 1 PROFILE
10991+00 10992+00 10993+00 10994+00 10995+00 10996+00 10997+00 1430
1460
1450
1440
1430
1460
1450
1440
Notes:
1. Original profile provided by
Albert A. Webb Associates
(Webb), dated 2/3/2025.
2. Scale is modified for
reporting purposes (40% of
original).
Horizontal Scale: 1" = 50'
Vertical Scale: 1" = 5' ANALYSIS FIGURES
Model Results - Longitudinal Stress at Pipe
Invert
Step 5a: Apply Various Loads - 100 yr
Flood
San Jacinto Line E Storm Drain
Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 02/2025 T. Covill M. Talebi E54
0 25 50 100
APPROXIMATE HORIZOTNAL
SCALE (1" = 50') VERTICAL NOT TO SCALE
-100
0 100
200
300
400
500
600
10990+50 10991+50 10992+50 10993+50 10994+50 10995+50 10996+50 10997+50 Hoop Stresses (psi) [Positive (+) Tension, Negative (-) Compression] Station along Pipe (ft)
Step 0.c: Initial Phase - Add Water Inside the MWD Pipe (Pipe Crown): Hoop Extreme Fiber Stress (Tension Side) Step 1.e: Excavate & Place Footings - Excavate Right 1/3 (Pipe Crown): Hoop Extreme Fiber Stress (Tension Side) Bridge Edge Edge of Fill Embankment Embankment Channel
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: CHECKED BY: DRAWN BY: DRAWN: PROJECT NO.
www.kleinfelder.com
FIGURE:
MWD BARREL NO 1 PROFILE
10991+00 10992+00 10993+00 10994+00 10995+00 10996+00 10997+00 1430
1460
1450
1440
1430
1460
1450
1440
Notes:
1. Original profile provided by
Albert A. Webb Associates
(Webb), dated 2/3/2025.
2. Scale is modified for
reporting purposes (40% of
original).
Horizontal Scale: 1" = 50'
Vertical Scale: 1" = 5' ANALYSIS FIGURES
Model Results - Hoop Stress at Pipe Crown
Step 1e: Excavate and Place Footings
San Jacinto Line E Storm Drain
Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 02/2025 T. Covill M. Talebi E55
0 25 50 100
APPROXIMATE HORIZOTNAL
SCALE (1" = 50') VERTICAL NOT TO SCALE
-100
0 100
200
300
400
500
600
10990+50 10991+50 10992+50 10993+50 10994+50 10995+50 10996+50 10997+50 Hoop Stresses (psi) [Positive (+) Tension, Negative (-) Compression] Station along Pipe (ft)
Step 0.c: Initial Phase - Add Water Inside the MWD Pipe (Pipe Crown): Hoop Extreme Fiber Stress (Tension Side) Step 3: Place Channel Embankments - Light Weight Fill (Pipe Crown): Hoop Extreme Fiber Stress (Tension Side) Bridge Edge Edge of Fill Embankment Embankment Channel
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: CHECKED BY: DRAWN BY: DRAWN: PROJECT NO.
www.kleinfelder.com
FIGURE:
MWD BARREL NO 1 PROFILE
10991+00 10992+00 10993+00 10994+00 10995+00 10996+00 10997+00 1430
1460
1450
1440
1430
1460
1450
1440
Notes:
1. Original profile provided by
Albert A. Webb Associates
(Webb), dated 2/3/2025.
2. Scale is modified for
reporting purposes (40% of
original).
Horizontal Scale: 1" = 50'
Vertical Scale: 1" = 5' ANALYSIS FIGURES
Model Results - Hoop Stress at Pipe Crown
Step 3: Place Channel Embankments
San Jacinto Line E Storm Drain
Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 02/2025 T. Covill M. Talebi E56
0 25 50 100
APPROXIMATE HORIZOTNAL
SCALE (1" = 50') VERTICAL NOT TO SCALE
-100
0 100
200
300
400
500
600
10990+50 10991+50 10992+50 10993+50 10994+50 10995+50 10996+50 10997+50 Hoop Stresses (psi) [Positive (+) Tension, Negative (-) Compression] Station along Pipe (ft)
Step 0.c: Initial Phase - Add Water Inside the MWD Pipe (Pipe Crown): Hoop Extreme Fiber Stress (Tension Side) Step 5.a: Apply Various Loads - 100-yr Flood Load (Pipe Crown): Hoop Extreme Fiber Stress (Tension Side) Bridge Edge Edge of Fill Embankment Embankment Channel
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: CHECKED BY: DRAWN BY: DRAWN: PROJECT NO.
www.kleinfelder.com
FIGURE:
MWD BARREL NO 1 PROFILE
10991+00 10992+00 10993+00 10994+00 10995+00 10996+00 10997+00 1430
1460
1450
1440
1430
1460
1450
1440
Notes:
1. Original profile provided by
Albert A. Webb Associates
(Webb), dated 2/3/2025.
2. Scale is modified for
reporting purposes (40% of
original).
Horizontal Scale: 1" = 50'
Vertical Scale: 1" = 5' ANALYSIS FIGURES
Model Results - Hoop Stress at Pipe Crown
Step 5a: Apply Various Loads - 100 yr
Flood
San Jacinto Line E Storm Drain
Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 02/2025 T. Covill M. Talebi E57
0 25 50 100
APPROXIMATE HORIZOTNAL
SCALE (1" = 50') VERTICAL NOT TO SCALE
-100
0 100
200
300
400
500
600
10990+50 10991+50 10992+50 10993+50 10994+50 10995+50 10996+50 10997+50 Hoop Stresses (psi) [Positive (+) Tension, Negative (-) Compression] Station along Pipe (ft)
Step 0.c: Initial Phase - Add Water Inside the MWD Pipe (Pipe Invert): Hoop Extreme Fiber Stress (Tension Side) Step 1.e: Excavate & Place Footings - Excavate Right 1/3 (Pipe Invert): Hoop Extreme Fiber Stress (Tension Side) Bridge Edge Edge of Fill Embankment Embankment Channel
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: CHECKED BY: DRAWN BY: DRAWN: PROJECT NO.
www.kleinfelder.com
FIGURE:
MWD BARREL NO 1 PROFILE
10991+00 10992+00 10993+00 10994+00 10995+00 10996+00 10997+00 1430
1460
1450
1440
1430
1460
1450
1440
Notes:
1. Original profile provided by
Albert A. Webb Associates
(Webb), dated 2/3/2025.
2. Scale is modified for
reporting purposes (40% of
original).
Horizontal Scale: 1" = 50'
Vertical Scale: 1" = 5' ANALYSIS FIGURES
Model Results - Hoop Stress at Pipe Invert
Step 1e: Excavate and Place Footings
San Jacinto Line E Storm Drain
Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 02/2025 T. Covill M. Talebi E58
0 25 50 100
APPROXIMATE HORIZOTNAL
SCALE (1" = 50') VERTICAL NOT TO SCALE
-100
0 100
200
300
400
500
600
10990+50 10991+50 10992+50 10993+50 10994+50 10995+50 10996+50 10997+50 Hoop Stresses (psi) [Positive (+) Tension, Negative (-) Compression] Station along Pipe (ft)
Step 0.c: Initial Phase - Add Water Inside the MWD Pipe (Pipe Invert): Hoop Extreme Fiber Stress (Tension Side) Step 3: Place Channel Embankments - Light Weight Fill (Pipe Invert): Hoop Extreme Fiber Stress (Tension Side) Bridge Edge Edge of Fill Embankment Embankment Channel
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: CHECKED BY: DRAWN BY: DRAWN: PROJECT NO.
www.kleinfelder.com
FIGURE:
MWD BARREL NO 1 PROFILE
10991+00 10992+00 10993+00 10994+00 10995+00 10996+00 10997+00 1430
1460
1450
1440
1430
1460
1450
1440
Notes:
1. Original profile provided by
Albert A. Webb Associates
(Webb), dated 2/3/2025.
2. Scale is modified for
reporting purposes (40% of
original).
Horizontal Scale: 1" = 50'
Vertical Scale: 1" = 5' ANALYSIS FIGURES
Model Results - Hoop Stress at Pipe Invert
Step 3: Place Channel Embankments
San Jacinto Line E Storm Drain
Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 02/2025 T. Covill M. Talebi E59
0 25 50 100
APPROXIMATE HORIZOTNAL
SCALE (1" = 50') VERTICAL NOT TO SCALE
-100
0 100
200
300
400
500
600
10990+50 10991+50 10992+50 10993+50 10994+50 10995+50 10996+50 10997+50 Hoop Stresses (psi) [Positive (+) Tension, Negative (-) Compression] Station along Pipe (ft)
Step 0.c: Initial Phase - Add Water Inside the MWD Pipe (Pipe Invert): Hoop Extreme Fiber Stress (Tension Side) Step 5.a: Apply Various Loads - 100-yr Flood Load (Pipe Invert): Hoop Extreme Fiber Stress (Tension Side) Bridge Edge Edge of Fill Embankment Embankment Channel
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: CHECKED BY: DRAWN BY: DRAWN: PROJECT NO.
www.kleinfelder.com
FIGURE:
MWD BARREL NO 1 PROFILE
10991+00 10992+00 10993+00 10994+00 10995+00 10996+00 10997+00 1430
1460
1450
1440
1430
1460
1450
1440
Notes:
1. Original profile provided by
Albert A. Webb Associates
(Webb), dated 2/3/2025.
2. Scale is modified for
reporting purposes (40% of
original).
Horizontal Scale: 1" = 50'
Vertical Scale: 1" = 5' ANALYSIS FIGURES
Model Results - Hoop Stress at Pipe Crown
Step 5a: Apply Various Loads - 100 yr
Flood
San Jacinto Line E Storm Drain
Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 02/2025 T. Covill M. Talebi E60
0 25 50 100
APPROXIMATE HORIZOTNAL
SCALE (1" = 50') VERTICAL NOT TO SCALE
-100
0 100
200
300
400
500
600
10990+50 10991+50 10992+50 10993+50 10994+50 10995+50 10996+50 10997+50 Hoop Stresses (psi) [Positive (+) Tension, Negative (-) Compression] Station along Pipe (ft)
Step 0.c: Initial Phase - Add Water Inside the MWD Pipe (Downstream): Hoop Extreme Fiber Stress (Tension Side) Step 1.e: Excavate & Place Footings - Excavate Right 1/3 (Downstream): Hoop Extreme Fiber Stress (Tension Side) Bridge Edge Edge of Fill Embankment Embankment Channel
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: CHECKED BY: DRAWN BY: DRAWN: PROJECT NO.
www.kleinfelder.com
FIGURE:
MWD BARREL NO 1 PROFILE
10991+00 10992+00 10993+00 10994+00 10995+00 10996+00 10997+00 1430
1460
1450
1440
1430
1460
1450
1440
Notes:
1. Original profile provided by
Albert A. Webb Associates
(Webb), dated 2/3/2025.
2. Scale is modified for
reporting purposes (40% of
original).
Horizontal Scale: 1" = 50'
Vertical Scale: 1" = 5' ANALYSIS FIGURES
Model Results - Hoop Stress
Step 1.e: Excavate & Place Footings
Excavate Right 1/3 (Downstream)
San Jacinto Line E Storm Drain
Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 02/2025 T. Covill M. Talebi E61
0 25 50 100
APPROXIMATE HORIZOTNAL
SCALE (1" = 50') VERTICAL NOT TO SCALE
-100
0 100
200
300
400
500
600
10990+50 10991+50 10992+50 10993+50 10994+50 10995+50 10996+50 10997+50 Hoop Stresses (psi) [Positive (+) Tension, Negative (-) Compression] Station along Pipe (ft)
Step 0.c: Initial Phase - Add Water Inside the MWD Pipe (Downstream): Hoop Extreme Fiber Stress (Tension Side) Step 3: Place Channel Embankments - Light Weight Fill (Downstream): Hoop Extreme Fiber Stress (Tension Side) Bridge Edge Edge of Fill Embankment Embankment Channel
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: CHECKED BY: DRAWN BY: DRAWN: PROJECT NO.
www.kleinfelder.com
FIGURE:
MWD BARREL NO 1 PROFILE
10991+00 10992+00 10993+00 10994+00 10995+00 10996+00 10997+00 1430
1460
1450
1440
1430
1460
1450
1440
Notes:
1. Original profile provided by
Albert A. Webb Associates
(Webb), dated 2/3/2025.
2. Scale is modified for
reporting purposes (40% of
original).
Horizontal Scale: 1" = 50'
Vertical Scale: 1" = 5' ANALYSIS FIGURES
Model Results - Hoop Stress
Step 3: Place Channel Embankments
Light Weight Fill (Downstream)
San Jacinto Line E Storm Drain
Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 02/2025 T. Covill M. Talebi E62
0 25 50 100
APPROXIMATE HORIZOTNAL
SCALE (1" = 50') VERTICAL NOT TO SCALE
-100
0 100
200
300
400
500
600
10990+50 10991+50 10992+50 10993+50 10994+50 10995+50 10996+50 10997+50 Hoop Stresses (psi) [Positive (+) Tension, Negative (-) Compression] Station along Pipe (ft)
Step 0.c: Initial Phase - Add Water Inside the MWD Pipe (Downstream): Hoop Extreme Fiber Stress (Tension Side) Step 5.a: Apply Various Loads - 100-yr Flood Load (Downstream): Hoop Extreme Fiber Stress (Tension Side) Bridge Edge Edge of Fill Embankment Embankment Channel
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: CHECKED BY: DRAWN BY: DRAWN: PROJECT NO.
www.kleinfelder.com
FIGURE:
MWD BARREL NO 1 PROFILE
10991+00 10992+00 10993+00 10994+00 10995+00 10996+00 10997+00 1430
1460
1450
1440
1430
1460
1450
1440
Notes:
1. Original profile provided by
Albert A. Webb Associates
(Webb), dated 2/3/2025.
2. Scale is modified for
reporting purposes (40% of
original).
Horizontal Scale: 1" = 50'
Vertical Scale: 1" = 5' ANALYSIS FIGURES
Model Results - Hoop Stress
Step 5a: Apply Various Loads
100-yr Flood Load (Downstream)
San Jacinto Line E Storm Drain
Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 02/2025 T. Covill M. Talebi E63
0 25 50 100
APPROXIMATE HORIZOTNAL
SCALE (1" = 50') VERTICAL NOT TO SCALE
-100
0 100
200
300
400
500
600
10990+50 10991+50 10992+50 10993+50 10994+50 10995+50 10996+50 10997+50 Hoop Stresses (psi) [Positive (+) Tension, Negative (-) Compression] Station along Pipe (ft)
Step 0.c: Initial Phase - Add Water Inside the MWD Pipe (Upstream): Hoop Extreme Fiber Stress (Tension Side) Step 1.e: Excavate & Place Footings - Excavate Right 1/3 (Upstream): Hoop Extreme Fiber Stress (Tension Side) Bridge Edge Edge of Fill Embankment Embankment Channel
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: CHECKED BY: DRAWN BY: DRAWN: PROJECT NO.
www.kleinfelder.com
FIGURE:
MWD BARREL NO 1 PROFILE
10991+00 10992+00 10993+00 10994+00 10995+00 10996+00 10997+00 1430
1460
1450
1440
1430
1460
1450
1440
Notes:
1. Original profile provided by
Albert A. Webb Associates
(Webb), dated 2/3/2025.
2. Scale is modified for
reporting purposes (40% of
original).
Horizontal Scale: 1" = 50'
Vertical Scale: 1" = 5' ANALYSIS FIGURES
Model Results - Hoop Stress
Step 1.e: Excavate & Place Footings
Excavate Right 1/3 (Upstream)
San Jacinto Line E Storm Drain
Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 02/2025 T. Covill M. Talebi E64
0 25 50 100
APPROXIMATE HORIZOTNAL
SCALE (1" = 50') VERTICAL NOT TO SCALE
-100
0 100
200
300
400
500
600
10990+50 10991+50 10992+50 10993+50 10994+50 10995+50 10996+50 10997+50 Hoop Stresses (psi) [Positive (+) Tension, Negative (-) Compression] Station along Pipe (ft)
Step 0.c: Initial Phase - Add Water Inside the MWD Pipe (Upstream): Hoop Extreme Fiber Stress (Tension Side) Step 3: Place Channel Embankments - Light Weight Fill (Upstream): Hoop Extreme Fiber Stress (Tension Side) Bridge Edge Edge of Fill Embankment Embankment Channel
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: CHECKED BY: DRAWN BY: DRAWN: PROJECT NO.
www.kleinfelder.com
FIGURE:
MWD BARREL NO 1 PROFILE
10991+00 10992+00 10993+00 10994+00 10995+00 10996+00 10997+00 1430
1460
1450
1440
1430
1460
1450
1440
Notes:
1. Original profile provided by
Albert A. Webb Associates
(Webb), dated 2/3/2025.
2. Scale is modified for
reporting purposes (40% of
original).
Horizontal Scale: 1" = 50'
Vertical Scale: 1" = 5' ANALYSIS FIGURES
Model Results - Hoop Stress
Step 3: Place Channel Embankments
Light Weight Fill (Upstream)
San Jacinto Line E Storm Drain
Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 02/2025 T. Covill M. Talebi E65
0 25 50 100
APPROXIMATE HORIZOTNAL
SCALE (1" = 50') VERTICAL NOT TO SCALE
-100
0 100
200
300
400
500
600
10990+50 10991+50 10992+50 10993+50 10994+50 10995+50 10996+50 10997+50 Hoop Stresses (psi) [Positive (+) Tension, Negative (-) Compression] Station along Pipe (ft)
Step 0.c: Initial Phase - Add Water Inside the MWD Pipe (Upstream): Hoop Extreme Fiber Stress (Tension Side) Step 5.a: Apply Various Loads - 100-yr Flood Load (Upstream): Hoop Extreme Fiber Stress (Tension Side) Bridge Edge Edge of Fill Embankment Embankment Channel
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: CHECKED BY: DRAWN BY: DRAWN: PROJECT NO.
www.kleinfelder.com
FIGURE:
MWD BARREL NO 1 PROFILE
10991+00 10992+00 10993+00 10994+00 10995+00 10996+00 10997+00 1430
1460
1450
1440
1430
1460
1450
1440
Notes:
1. Original profile provided by
Albert A. Webb Associates
(Webb), dated 2/3/2025.
2. Scale is modified for
reporting purposes (40% of
original).
Horizontal Scale: 1" = 50'
Vertical Scale: 1" = 5' ANALYSIS FIGURES
Model Results - Hoop Stress
Step 5a: Apply Various Loads
100-yr Flood Load (Upstream)
San Jacinto Line E Storm Drain
Metropolitan Water District Casa Loma Barrel No. 1 Crossing San Jacinto, California 24002328.001A 02/2025 T. Covill M. Talebi E66
0 25 50 100
APPROXIMATE HORIZOTNAL
SCALE (1" = 50') VERTICAL NOT TO SCALE
24002328.001A Page 1 of 4 February 14, 2025
© 2024 Kleinfelder www.kleinfelder.com
KLEINFELDER 770 First Avenue, Suite 400, San Diego, CA 92101 p | 619.831.4600 f | 619.232.1039
S T R U C T U R E S R E P O R T
February 14, 2025
Kleinfelder Project No.: 24002328.001A
Mr. Eric Hays
Albert A. Webb Associates
3788 McCray Street
Riverside, California 92506
Subject: Structural Design of Line E Channel Crossing over MWD Casa Loma Barrel No. 1 San Jacinto, California
Introduc,on
This report discusses the development of a preliminary crossing design for the proposed Line E channel over the exis7ng Casa Loma Barrel No.1 Siphon operated by the Metropolitan Water District (MWD). This report discusses the concepts considered for this crossing and why one concept was ul7mately chosen over the other. Addi7onally, this report presents the design criteria, plans for the preliminary crossing and the preliminary design calcula7ons. Finally, construc7on restric7ons and a preliminary construc7on work plan are discussed.
Crossing Concepts
Two concepts were developed for the proposed crossing. Both concepts support a reinforced concrete “relieving slab” isolated from the soil above the siphon by a 6-inch layer of polystyrene foam. The first concept is supported on shallow spread foo7ng founda7ons, and the second concept is supported on castin-drilled-hole (CIDH) concrete piles. Preliminary geometries and dimensions for both concepts are presented in AAachment 1.
Concept 1: Relieving Slab on Spread Foo7ngs
This concept is more consistent with the MWD Detail SK-1 from the Guidelines for Improvements and Construcon Projects Proposed in the Area of Metropolitan’s Facilies and Right-of-Way. An advantage of this concept is that it simplifies the seAlement analysis by limi7ng the effects of the crossing structure on the global seAlement behavior. The primary drawback of this concept is that, due to the quality of the na7ve soil, the local seAlement beneath the crossing is higher than in Concept 2. One mi7ga7on method for this issue is to stage the construc7on to allow founda7on seAlement due to backfill and dead load to 24002328.001A Page 2 of 4 February 14, 2025
© 2024 Kleinfelder www.kleinfelder.com
KLEINFELDER 770 First Avenue, Suite 400, San Diego, CA 92101 p | 619.831.4600 f | 619.232.1039 occur prior to the placement of the channel liner. Using this methodology, differen7al seAlement between the crossing structure and the channel liner can be limited to under 1 inch. Another drawback of this concept is that it requires greater excava7on than Concept 2 which, in turn, can impose greater heave on the siphon during the construc7on sequence. The magnitude of this heave can be reduced by dividing up the foo7ng excava7on and placing segments of the foo7ngs prior to excava7ng the full length of the foo7ng.
Concept 2: Relieving Slab on CIDH Concrete Piles
This concept is supported on CIDH concrete piles that rely on skin fric7on along the length of the pile. The top por7on of these concrete piles are cased in a smooth steel casing to limit the transfer of the forces from the piles to the siphon. The main benefit of this concept is that the crossing seAlement can be reduced by increasing the pile length. Also, the overall structure width of Concept 2 is 14 feet less than Concept 1, allowing more room in the right of way for future MWD projects. One disadvantage of this concept is that, because the concrete piles are supported on deeper soil layers, the crossing structure may not necessarily seAle with the adjacent surface level structures. This means that if significant subsidence or liquefac7on occurs, the crossing structure may seAle less than the surrounding structures resul7ng in it ending higher than the adjacent liner. A transi7on slab was incorporated into this op7on to mi7gate this poten7al. Addi7onally, the installa7on of these piles has the poten7al to impose significant vibra7ons on the exis7ng siphon. Preliminary analysis using of Caltrans’ Transporta7on Construc7on Vibra7on Guidance Manual (April 2020) showed that drilling shaIs at this distance from the siphon without exceeding the sustained peak par7cle velocity limit of 0.5 in/sec set by MWD is feasible. It should be noted though, there is some uncertainty in this analysis given the variability of soils and equipment.
Proposed Crossing Design
Of the concepts considered, the relieving slab on shallow founda7ons (Concept 1) was chosen as the proposed crossing type. This crossing geometry was chosen because its main limita7ons, including large crossing seAlements and heave during excava7on, can be mi7gated to acceptable levels through construc7on staging. The CIDH concrete piles in Concept 2 present greater risk to the siphon during construc7on. Addi7onally, the possibility of the crossing rising above the adjacent channel lining due to the surrounding soil subsiding could infringe on the func7onality of the channel. Preliminary plans for the proposed crossing are provided in AAachment 4, and preliminary structural calcula7ons suppor7ng this design are provided in AAachment 5.
Design Criteria
The crossing is designed according to AASHTO LRFD Bridge Design Specifica7ons 8th Edi7on with Caltrans Amendments, dated August 2019 and Errata dated June 2024 as modified by the project specific Design Criteria Memo dated 01-12-2024 (provided in AAachment 2). In addi7on to the H-20 design vehicle discussed in the Design Criteria Memo, the an7cipated service vehicles used by Riverside County Flood Control, a Volvo EC300E Excavator (36.5 Ton) and a Caterpillar D6 Bulldozer (24.25 Ton), are also considered. These two addi7onal vehicles are treated as typical design vehicles, and their demand is 24002328.001A Page 3 of 4 February 14, 2025
© 2024 Kleinfelder www.kleinfelder.com
KLEINFELDER 770 First Avenue, Suite 400, San Diego, CA 92101 p | 619.831.4600 f | 619.232.1039 included in the live load envelopes for Strength IA and Service IA load combina7ons. The geometries for these vehicles are presented in AAachment 5.
Se.lement Analysis
A preliminary global seAlement analysis using PLAXIS 3D was conducted for both concepts and included the adjacent channel berms. This seAlement analysis calculated the displacement imposed on the exis7ng siphon due to the crossing structure and berm construc7on sequence along with the subsequent water and live loading on the crossing and the surrounding area. This analysis determined the necessity of using lightweight fill (preliminarily assumed 30 pcf maximum unit weight) for the channel berms within the vicinity of the siphon (see AAachment 3 for preliminary limits of lightweight fill). Based on this analysis the proposed crossing would sa7sfy the MWD limit of 0.25 inches of seAlement over 100 feet. This seAlement analysis is discussed in the Project Geotechnical Inves7ga7on Report.
Construc,on Restric,ons and Methods
Restric7ons must be placed on staging and methods of construc7on to mi7gate detrimental effects on the siphon during the construc7on of the crossing structure. These restric7ons will be introduced here.
Addi7onally, a preliminary work plan for the construc7on of this crossing is presented in AAachment 6.
Excava7on for the foo7ngs shall be conducted symmetrically on either side of the siphon. The excava7on and placement of the foo7ngs shall be broken into three stages to prevent excessive heave on the siphon.
Addi7onally, to limit vibra7onal impacts to the siphon, flowable backfill shall be used for backfilling the foo7ng. Placement of this backfill is to be conducted simultaneously on either side of the siphon and in front and behind the foo7ngs. A maximum difference in backfill depth of 1 foot is allowable in both loca7ons. Excava7on and backfill restric7ons are discussed in greater detail in the Project Geotechnical Inves7ga7on Report.
MWD requires any excava7on within 2 feet of the siphon to be performed with hand equipment. The foo7ngs are located such that the 1.5H:1V excava7on slope does not infringe in this 2-foot buffer zone.
The final cover over directly over the siphon is less than 2 feet and will require infringing on this buffer zone. As discussed in the preliminary work plan (AAachment 5) it is proposed that a vacuum truck be used to safely remove the soil in this region.
The formwork for the stem of the foo7ng shall be supported without bracing against the soil covering the siphon. This can be achieved by bracing against heel of the foo7ng and across to the stem formwork on the opposite side of the siphon. The base of the foo7ng may be poured neat against the sides of the excava7on.
24002328.001A Page 4 of 4 February 14, 2025
© 2024 Kleinfelder www.kleinfelder.com
KLEINFELDER 770 First Avenue, Suite 400, San Diego, CA 92101 p | 619.831.4600 f | 619.232.1039 List of A.achments
AAachment 1 – Conceptual Exhibits
AAachment 2 – Design Criteria Memo (Kleinfelder, 1-12-2024) AAachment 3 – Preliminary Lightweight Fill Limits
AAachment 4 – Preliminary Crossing Plans
AAachment 5 – Preliminary Crossing Calcula7ons
AAachment 6 – Preliminary Founda7on Work Plan
ATTACHMENT 1 - CONCEPT 1: SHALLOW FOUNDATION EXHIBIT
ATTACHMENT 1 - CONCEPT 2: DEEP FOUNDATION EXHIBIT
24002328.001A/SDI23M161435 Page 1 of 3 January 12, 2024 © 2024 Kleinfelder www.kleinfelder.com
KLEINFELDER 770 First Avenue, Suite 400, San Diego, CA 92101 p | 619.831.4600 f | 619.232.1039
M E M O R A N D U M
TO: Eric Hays | Albert A. Webb Associates
FROM: Keith Gazaway | Kleinfelder
Jake Montgomery | Kleinfelder
DATE : January 12, 2024
SUBJECT: Shea Properties – Line E
Design Criteria Memo
PROJECT DESCRIPTION
This design criteria memo pertains to the proposed crossing structure to span the exis;ng Casa Loma Barrel No. 1 Siphon. The crossing is located just west of the city of San Jacinto in Riverside County, California where the proposed San Jacinto Valley Master Drainage Plan (MDP) Line E storm water channel crosses the exis;ng siphon. The purpose of the crossing structure is to prevent addi;onal loading on the exis;ng siphon due to channel loads including poten;al maintenance vehicles and water loads. The crossing structure will be placed where soil cover over the exis;ng siphon is reduced to under 4 feet or where warranted by the results of seClement analysis.
DESIGN METHODOLOGY
The crossing will be designed according to AASHTO LRFD Bridge Design Specifica;ons 8th Edi;on with Caltrans Amendments, dated August 2019 and Errata, dated October 2019 (AASHTO LRFD). Project specific requirements and modifica;ons will be listed in the following sec;ons. The Municipal Water District’s (MWD) “Improvement and Construc;on Guidelines” (dated July 2018) is incorporated into this design criteria.
DESIGN LOAD
The crossing structure will be designed to support a single H-20 truck design vehicle with a mul;ple presence factor of 1.0. The crossing will be designed to resist the weight of water loading; the water height will match the height of the adjacent canal berms for strength loads cases and will match the 100-year flood level for service load cases. Vehicle loading and water loading will not be considered concurrently.
Seismic loading will be checked to ensure the crossing structure does not impart addi;onal seismic surcharge on the exis;ng siphon. The applicable load combina;ons from the tables below will be used for the design of the crossing structures:
ATTACHMENT 2 - DESIGN CRITERIA MEMO (KLEINFELDER, 1-12-2024) 24002328.001A/SDI23M161435 Page 2 of 3 January 12, 2024 © 2024 Kleinfelder www.kleinfelder.com
KLEINFELDER 770 First Avenue, Suite 400, San Diego, CA 92101 p | 619.831.4600 f | 619.232.1039
CROSSING LOAD COMBINATIONS
Load Combination DC, DD, DW, EH, EV,
ES, EL, PS, CR & SH *
LL, IM, CE,
BR, PL & LS WA TU EQ
Strength IA ϒp 1.75 0 0.5/1.2 0
Strength IB ϒp 0 1 0.5/1.2 0
Service IA 1 1 0 1.0/1.2 0
Service IB 1 0 1 1.0/1.2 0
Extreme I 1 0 0 0 1
*Load factors for permanent loads are based on AASTHTO LRFD Table 3.4.1-2
GEOMETRIC LIMITS
The crossing structure will be designed to provide a minimum of 6 inches of undisturbed soil over the top of the Casa Loma Barrel No. 1 Siphon. Addi;onally, the crossing structure will be designed to allow for a compressible blanket, consis;ng of 6 inches of expanded polystyrene foam, to be placed between the boCom of the structure and top of the undisturbed soil. This compressible blanket will extend a minimum 1 foot past the edge of the exis;ng siphon. If foo;ngs are used for the crossing structure, the edge of the foo;ng will be offset a minimum of 5 feet from the outside of the exis;ng siphon and placed so that a line running at a 45-degree angle from the toe of foo;ng does not intersect the outside circumference of the exis;ng siphon. If driven pile founda;ons are used to support the crossing structure no por;on of the pile will infringe on a region within 20 feet of the center of the exis;ng siphon. If drilled micropile or cast-inplace pile founda;ons are used, no por;on of the pile will be placed within 5 feet of the outside of the exis;ng siphon. If pile founda;ons are used, the piles will be detailed to prevent down drag forces from being developed above the centerline of the exis;ng siphon.
DISPLACEMENT LIMITS
The maximum allowable differen;al seClement along the length of the exis;ng siphon will not exceed ¼ inch over 100 feet. Differen;al seClement between the crossing structure and the adjacent channel liner will not exceed 1 inch. The combined crossing long-term structural deforma;on, short-term structural deforma;ons and soil seClement will not exceed the thickness of the compressible blanket. Service load combina;ons will be used for the calcula;on of displacements.
CONCRETE COVER
AASHTO LRFD-CA Table 5.10.1-1 provides minimum concrete cover over reinforcement depending on the components and site condi;ons. Based on the geotechnical inves;ga;on this site is considered a nonmarine environment with non-corrosive soil. Therefore, where concrete components are adjacent to soil, a minimum concrete cover of 3 inches will be used. A minimum of 2 inches of cover will be used for any surface exposed to the channel flow. A minimum of 1.5 inches of cover will be used for surfaces adjacent to the polystyrene foam. Where necessary, according to Caltrans Memo to Designer 10-5, these minimum 24002328.001A/SDI23M161435 Page 3 of 3 January 12, 2024 © 2024 Kleinfelder www.kleinfelder.com
KLEINFELDER 770 First Avenue, Suite 400, San Diego, CA 92101 p | 619.831.4600 f | 619.232.1039 covers may be reduced by u;lizing epoxy coated rebar (ECR) and/or supplementary cemen;;ous materials (SCM). Cover may be reduced by ½ inch when using post-fabricated ECRs and 1 inch when using prefabricated ECRs and/or SCM. By no means will clear cover be reduced below 1 inch.
CRACK CONTROL
AASHTO LRFD Ar;cle 5.6.7 provides a check to limit crack width under service level loading. Two design levels are given: Class 1 applies to condi;ons where a wider crack width is acceptable due to reduced concerns of appearance and corrosion. Class 2 applies where reducing crack width is desirable to improve appearance and corrosion resistance. A Class 2 exposure factor will be used for an surfaces exposed to the channel flow. A Class 1 exposure factor will be used elsewhere.
MWD BARREL NO 1 PROFILE
10991+00 10992+00 10993+00 10994+00 10995+00 10996+00 10997+00 WEBB
N
W E
S CASA LOMA BARREL NO. 1
MDP LINE E CONCRETE CHANNEL
CROSSING EXHIBIT
MH DIP
ELEV=1452.77
POTHOLE 02
ELEV=1450.29
POTHOLE 02
ELEV=1450.85
ATTACHMENT 3 - PRELIMINARY LIGHTWEIGHT FILL LIMITS
1470 1460 1450 144010991+25 10992+00 10993+00 10994+00 10995+00 10996+00 10997+001470 1460 1450 1440 MDP LINE E CONCRETE CHANNEL KLEINFELDER Bright people, Right Solutions. 770 First Ave, Suite 400 San Diego, CA 92101 Tel. (619) 831-4600 Kleinfelder.com NOT FOR CONSTRUCTION 100 YR FLOOD ELEVATION -EL 1453.47' 6" THICK CONCRETE CHANNEL PAVING EXISTING GRADEEXISTING CASA LOMA BARREL 1 SIPHON 6" THICK CONCRETE CHANNEL PAVING 9" 5'-0" MAX 9" EDGE OF FOOTING N C BEARING L CROSSING SLAB EXPANSION JOINT C EXISTING CASA LOMA BARREL 1 SIPHON L 40' MAX JOINT SPACING 20' MIN JOINT SPACING NOTE: FOR "SECTION A-A" AND "SECTION B-B" SEE "CROSSING STRUCTURE DETAILS" SHEET PARTIAL PLAN VIEW SCALE: 3/16"=1'-0" 31'-4" 28'-4" C BEARING L0.17% 6" EXPANDED POLYSTYRENE FOAM ± 1'-4" MIN AND VARIES SEE "SLAB BEARING DETAIL" ON "CROSSING STRUCTURE DETAILS" SHEET 6" THICK CONCRETE CHANNEL PAVING BOTTOM OF FOOTING - EL 1442.07' CROSSING FOOTING SEE "CROSSING FOOTING DETAIL" ON "CROSSING STRUCTURE DETAILS" SHEET ± 6'-0" ± 6'-0" FOOTING PRESSURE DISTRIBUTION C EXISTING CASA LOMA BARREL 1 SIPHON TYPICAL SECTION SCALE: 3/16"=1'-0" DESIGN SPECIFICATIONS: AASHTO LRFD BRIDGE DESIGN SPECIFICATIONS, 8TH EDITION 2017, AND THE CALIFORNIA AMENDMENTS, PREFACE DATED APRIL 2019 WITH JUNE 2024 ERRATA CONSTRUCTION SPECIFICATIONS: EXISTING CONDITIONS: BEFORE PROCEEDING WITH ANY WORK, THE CONTRACTOR SHALL REVIEW EXISTING SITE CONDITIONS, VERIFY ALL DIMENSIONS AND VERIFY THE EXACT LOCATION OF EXISTING UTILITIES. CONCRETE: SLAB CONCRETE SHALL BE F'C = 5 KSI COMPRESSIVE STRENGTH @ 28 DAYS. FOOTING CONCRETE SHALL BE F'C = REINFORCING STEEL: ALL REINFORCING STEEL SHALL BE ASTM A615 GRADE 60 CONSTRUCTION STAGING: EXCAVATION, FOOTING PLACEMENT AND BACKFILL SHALL BE CONDUCTED CONCURRENTLY AND SYMMETRICALLY ON EITHER SIDE OF THE SIPHON. A MAXIMUM DIFFERENCE OF 1 FOOT IS ALLOWED BETWEEN THE EXCAVATION, CONCRETE AND BACKFILL ON EITHER SIDE OF THE SIPHON. THE PLACEMENT OF THE ADJACENT CONCRETE LINER SHALL OCCUR NO LESS THAN 1 WEEK AFTER THE PLACEMENT OF THE CROSSING SLAB. BACKFILL: BACKFILL SHALL CONSIST OF MEDIUM WEIGHT FLOWABLE FILL (UNIT WEIGHT OF 85 PCF ±). BACKFILL ON EITHER SIDE OF THE FOOTING SHALL BE PLACED CONCURRENTLY AND SYMETRICALLY SO THAT THE DIFFERENCE IN FILL DEPTH IS NOT GREATER THAN 1 FOOT. S1 CROSSING ELEVATION SCALE: 1"=20'-0" A A B B CROSSING SLAB SEE "CROSSING SLAB DETAIL" ON "CROSSING STRUCTURE DETAILS" SHEET CROSSING SLAB SEE "CROSSING SLAB DETAIL" ON "CROSSING STRUCTURE DETAILS" SHEET 1 1 CROSSING STRUCTURE LAYOUT BEGIN STRUCTURE STA 10993 + 11.00 TOS WP = EL 1451.03' 67'-6" 68'-0" LIMITS OF CROSSING STRUCTURE 203'-0" 67'-6" FOOTING STAGE 1 - SEE NOTE 2 FOOTING STAGE 3 - SEE NOTE 2 FOOTING STAGE 2 - SEE NOTE 2 STA 10993 + 32.04 TOS WP= EL 1449.78' STA 10994 + 89.04 TOS WP= EL 1449.82' END STRUCTURE STA 10995 + 14 TOS WP = EL 1451.30' BOTTOM OF LIGHT WEIGHT FILL SHALL BE 1 FT BELOW EXISTING GRADE LIGHTWEIGHT FILL TYP -SEE NOTE 1 NOTES: 1) LIGHTWEIGHT FILL SHALL BE USED WHERE FILL ABOVE EXISTING GRADE IS REQUIRED WITHIN 50 FEET OF THE EDGE OF THE CASA LOMA BARREL 1 SIPHON. 2) THE FULL FOOTING SHALL BE PLACED IN EACH STAGE PRIOR TO BEGINNING EXCAVATION ON THE SUBSEQUENT STAGE. L TOS WP GENERAL NOTES: T. 3 6KSI COMPRESSIVE STRENGTH 28 DAYS. @ ATTACHMENT 4 - PRELIMINARY CROSSING PLANS MDP LINE E CONCRETE CHANNEL KLEINFELDER Bright people, Right Solutions. 770 First Ave, Suite 400 San Diego, CA 92101 Tel. (619) 831-4600 Kleinfelder.com NOT FOR CONSTRUCTION 2'-0"1'-0" #4 @ 12" 2'-0" 3/4" CHAMFER @ #5 @12" #5 @ 12" 6" S2 #6 @ 12" 2'-0" 10'-0" #5 @ 12"
3" TYP CROSSING FOOTING DETAIL SCALE: 3/4"=1'-0" 3/4" CHAMFER, TYP C BEARING L SEE "WATERSTOP DETAIL" CONCRETE CHANNEL PAVING 6" 6" 4" FILLET 1/2" EXPANSION JOINT FILLER EXPANDED POLYSTYRENE FOAM 6" 6" X 10" X 1/2" PLAIN ELASTOMERIC BEARING PAD CROSSING SLAB6" EXPANDED POLYSTYRENE FOAM CROSSING FOOTING SLAB BEARING DETAIL SCALE: 1"=1'-0" #4 x 3'-0" @ 10" #5 @ 8" 9" #5 @ 6" #7 - TOTAL 4 4" FILLET
1'-2" #7 @ 8" #9 @ 6" #5 @ 12"
2" TYP
3" CLR CROSSING SLAB DETAIL SCALE: 3/4"=1'-0" 3/4" CHAMFER, TYP SEE "WATERSTOP DETAIL"6" CROSSING SLAB SECTION A-A SCALE: 1"=1'-0" 3/4" CHAMFER, TYP SEE "WATERSTOP DETAIL" CROSSING SLAB CONCRETE CHANNEL PAVING 6" 4" FILLET SECTION B-B SCALE: 1"=1'-0" 2 1/4" MIN 1/8" MIN THICKNESS 1/8"
MIN SEAL BETWEEN FILLER AND WATERSTOP WATERSTOP, SEE NOTE 1 AND 2 #3 BAR 1/2" MIN ±1/2" 2" #3 BAR
1" BONDING STRIP R=1/16" 1/2" PREMOLDED EXPANSION JOINT FILLER NOTES: 1) HOLES WILL BE PERMITTED IN THE OUTER 1/2" OF THE WEB FOR WIRE, RINGS, ETC. TIE WEB TO #3 REINFORCING BARS @ 12" MAXIMUM INTERVALS TO SUPPORT THE WATERSTOP IN PROPER POSITION DURING CONCRETE PLACEMENT. ALTERNATIVE DETAIL MAY BE SUBMITTED FOR APPROVAL OF THE ENGINEER. 2) WATERSTOP TO HAVE 5 OR MORE PARS OF RAISED RIBS TO PROVIDE 0.1 SQUARE INCH MINIMUM RIB CROSS-SECTION AREA ON EACH HALF OF THE WATERSTOP. WATERSTOP DETAIL NO SCALE CROSSING STRUCTURE DETAILS 4 12"
4 12" NOTE: FOR LOCATION OF "SECTION A-A" SEE "PARTIAL PLAN VIEW" DETAIL ON "CROSSING STRUCTURE LAYOUT" SHEET NOTE: FOR LOCATION OF "SECTION B-B" SEE "PARTIAL PLAN VIEW" DETAIL ON "CROSSING STRUCTURE LAYOUT" SHEET 9" 6" EXPANDED POLYSTYRENE FOAM 6" EXPANDED POLYSTYRENE FOAM #5 -TOTAL 5 #5 @ 6" 4'-0" #6 @ 12" #4 6" ATTACHMENT 4 - PRELIMINARY CROSSING PLANS Preliminary Design Calculations for the Line E
Crossing Structure Over Casa Loma Barrel No.1
Siphon 02/14/2025 Line E Storm Drain - San Jacinto, CA
San Jacinto Line E Storm Drain
Crossing Over Casa Loma Barrel 1 Siphon
TABLE OF CONTENTS PAGE
1 Project Information 1
2 Design Criteria 3
3 Materials 5
4 Geometry 7
5 Superstructure Design 10
5.1 Typical Sections 11
5.2 Superstructure Loads 13
5.3 Superstructure Design 18
5.4 Diaphragms 67
6 Substructure Design 81
6.1 Footing Sections 82
6.2 Substructure Loads 84
6.3 Footing Design 86
6.3.1 External Stability 87
6.3.2 Stem and Footing Design 110
6.4 Bearing Design 131
7 Seismic Design 134
7.1 Seismic Parameters 135
7.2 Structural Period 137
7.3 Slab Seismic Design 140
7.4 Footing Seismic Design 144
PROJECT
BRIDGE NAME
PROJECT San Jacinto Line E Storm Drain
Crossing Over Casa Loma Barrel 1 Siphon
1 Project Information
BRIDGE NAME
1 Project: Shea Properties Originator: JRM
770 First Avenue, Suite 400, Project #: 20242328 Date: 11/07/2024 Sand Diego CA 92101 Subject: Project Information
Project Information
Project Discussion:
The San Jacinto Line E Storm Drain Project involves the design of approximately 3-miles of storm drain channel in the City of San Jacinto, California. Near the end of this proposed storm drain channel it crosses the existing Casa Loma Barrel No. 1 Siphon operated by the Metropolitan Water District (MWD).
The construction of this channel requires the removal of some cover over the existing siphon. MWD requires a relieving slab to be constructed over this siphon if the cover is reduced below 4 feet. In order to construct the proposed channel a crossing over this existing siphon must be designed to support both the channel water loading and channel service vehicles.
Location:
San Jacinto, California
Structure Type:
28’-4” Single span 1’-2” deep reinforced concrete slab supported on spread footings. 2 PROJECT San Jacinto Line E Storm Drain
Crossing Over Casa Loma Barrel 1 Siphon
2 Design Criteria
BRIDGE NAME
3 Project: Shea Properties Originator: JRM
770 First Avenue, Suite 400, Project #: 20242328 Date: 11/07/2024 Sand Diego CA 92101 Subject: Design Criteria
Design Criteria
• Project Design Criteria Memo Dated January 12, 2024
• AASHTO LRFD Bridge Design Specifications, 8th Edition and the California amendments. Preface Dated April 2019 with June 2024 Errata.
• Caltrans Seismic Design Criteria, Version 2.0 Dated April 2019 with October 2019 Interim Revisions (SDC)
• Caltrans Bridge Design Manuals
o Memo to Designers (MTD)
o Bridge Design Aids (BDA)
o Bridge Design Practice (BDP)
o Bridge Design Details (BDD)
o Bridge Design Memos (BDM)
o Structure Technical Policies (STPS)
4 PROJECT San Jacinto Line E Storm Drain
Crossing Over Casa Loma Barrel 1 Siphon
3 Materials
BRIDGE NAME
5 Project: Shea Properties Originator: JRM
770 First Avenue, Suite 400, Project #: 20242328 Date: 11/07/2024 Sand Diego CA 92101 Subject: Materials
Materials
Concrete:
Superstructure:
= 5
Substructure:
= 3.6
Reinforcing Steel:
Grade 60:
= 60
= 29000
6 PROJECT San Jacinto Line E Storm Drain
Crossing Over Casa Loma Barrel 1 Siphon
4 Geometry
BRIDGE NAME
7 770 First Avenue, Suite 400,
Sand Diego CA 92101
Project: Shea Properties
Project #:
Subject:
Originator:JRM
24002328
Date:
Geometry
11/7/2024
8 770 First Avenue, Suite 400,
Sand Diego CA 92101
Project: Shea Properties
Project #:
Subject:
Originator:JRM
24002328
Date:
Geometry
11/7/2024
9 PROJECT San Jacinto Line E Storm Drain
Crossing Over Casa Loma Barrel 1 Siphon
5 Superstructure Design
BRIDGE NAME
10 PROJECT San Jacinto Line E Storm Drain
Crossing Over Casa Loma Barrel 1 Siphon
5.1 Typical Sections
BRIDGE NAME
11 770 First Avenue, Suite 400,
Sand Diego CA 92101
Project: Shea Properties
Project #:
Subject:
Originator:JRM
24002328
Date:
Typical Sections
11/7/2024
12 PROJECT San Jacinto Line E Storm Drain
Crossing Over Casa Loma Barrel 1 Siphon
5.2 Superstructure Loads
BRIDGE NAME
13 Project: Shea Properties
Project #: 24002328
770 First Avenue, Suite 400 By: JRM
San Diego, CA 92101 Date: Nov-24
Design Vehicles
H-20 Design Vehicle
14 Project: Shea Properties
Project #: 24002328
770 First Avenue, Suite 400 By: JRM
San Diego, CA 92101 Date: Nov-24
Design Vehicles
Excavator:
15 Project: Shea Properties
Project #: 24002328
770 First Avenue, Suite 400 By: JRM
San Diego, CA 92101 Date: Nov-24
Design Vehicles
Bulldozer:
16 Project: Shea Properties
Project #: 24002328
770 First Avenue, Suite 400 By: JRM
San Diego, CA 92101 Date: Nov-24
Water Loading
ELHGL 1453.5 ft 100 yr flood hydraulic grade line
ELtp,channel 1455.2 ft Elevation at top of the channel berm ELbtm,channel 1449.8 ft Elevation at bottom of the channel hw,ser 3.7 ft ELHGL - ELbtm,channel Water level for service level load cases hw,str 5.3 ft ELHGL - ELtp,channel Water level for strength level load cases 17 PROJECT San Jacinto Line E Storm Drain
Crossing Over Casa Loma Barrel 1 Siphon
5.3 Superstructure Design
BRIDGE NAME
18 Project: Shea Properties
Project #: 24002324.001A
Subject: Slab Design - H20 - Longitudinal
Originator: JRM
Date: 11/04/2024
Slab Design - H20 - Longitudinal
Included in these calculations are checks for:
+Flexure
+Minimum Reinforcement
+Crack Control
+Shear
+Longitudinal Reinforcement (Combined Shear-Flexure)
+Deflection
+Distribution Reinforcement
+Temperature and Shrinkage
Section:
W≔40 ft Max expansion joint spacing
S≔28 ft+4 in=28.33 ft Span length
dcl_brg≔6 in Distance to bearing CL
d≔14 in Slab depth
dhnch≔4 in Haunch depth
Lhnch≔dhnch=0.333 ft Length haunch
Wseat≔1 ft Seat width
Equivalent strip width For Box Culverts, AASHTO 4.6.2.10.2:
E≔96 in +1.44 ―⋅ =
S
ft
in 11.4 ft
b≔E=11.4 ft Section width
19 Project: Shea Properties
Project #: 24002324.001A
Subject: Slab Design - H20 - Longitudinal
Originator: JRM
Date: 11/04/2024
Material Properties:
f'c≔5 ksi Nominal Concrete strength
β1≔min =
⎛
⎜
⎝
0.85,0.85 0.05 -
⎛
⎜
⎝
――-
f'c
ksi
4 ⎞
⎟
⎠
⎞
⎟
⎠
0.8 AASHTO 2017, 5.6.2.2
Concrete unit weight (AASHTO
2017, Table 3.5.1-1): γc_ur≔max ⋅ =
⎛
⎜
⎝
,
⎛
⎜
⎝
0.14+0.001⋅――
f'c
ksi
⎞
⎟
⎠
0.145
⎞
⎟
⎠
kip ft-3 145 pcf
AASHTO 2017, EQ 5.4.2.4-1 Ec≔33000⋅ ⋅ ⋅ =
⎛
⎜
⎝
―――
γc_ur
kip f⋅ t
-3
⎞
⎟
⎠
1.5 ‾f'‾c ksi0.5 4074 ksi Concrete modulus of elasticity γc≔max⎛
⎝γc_ur+0.005 kip ft ⋅ , =
-3 150 pcf⎞
⎠ 150 pcf
Es≔29000 ksi Steel modulus of elasticity
n≔round =
⎛
⎜
⎝
―
Es
Ec
⎞
⎟
⎠
7 γw≔62.4 pcf
γs≔125 pcf
SAP2000 Model
20 Project: Shea Properties
Project #: 24002324.001A
Subject: Slab Design - H20 - Longitudinal
Originator: JRM
Date: 11/04/2024
Slab Demands:
+Live Load Demand:
MH20_IM ≔306 kip ft ⋅ Max moment at mid-span of slab
VH20_IM ≔47.0 kip Max shear
Mp≔1.0 Multiple presence factor (1 per design
criteria report)
MLL_IM ≔Mp
⋅max⎛
⎝MH20_IM⎞⎠=306 kip f⋅ t
VLL_IM ≔Mp
⋅max⎛
⎝VH20_IM⎞⎠=47 kip
Shear Diagram from SAP2000:
Moment Diagram from SAP2000:
21 Project: Shea Properties
Project #: 24002324.001A
Subject: Slab Design - H20 - Longitudinal
Originator: JRM
Date: 11/04/2024
+Dead Load Demand:
wDC≔d⋅E γ⋅ c=1.995 klf
Vslab≔d E γ ⋅ ⋅ c
⋅ ((0.5 ⋅S))=28.263 kip
Vhnch≔0.5 dhnch ⋅E γ⋅ c
⋅Lhnch=0.095 kip
Vend≔dhnch ⋅E γ⋅ c
⋅dcl_brg=0.285 kip
VDC≔Vslab+Vhnch+Vend=28.643 kip
MDC≔Vslab ⋅ + + =
⎛
⎜
⎝
―S
4 ⎞
⎟
⎠
V ⋅ hnch
⎛
⎜
⎝
――+
Lhnch
3 dcl_brg
⎞
⎟
⎠
V ⋅ end
⎛
⎜
⎝
――
dcl_brg
2 ⎞
⎟
⎠
200.32 kip f⋅ t
+Water Demand:
hw_ser≔3.7 ft
hw_str≔5.3 ft
ww_ser≔hw_ser ⋅E γ⋅ w =2.632 klf
ww_str≔hw_str ⋅E γ⋅ w =3.77 klf
MWA_ser≔――――=
ww ⋅ _ser S
2 8
264.117 kip f⋅ t
MWA_str≔――――=
ww ⋅ _str S
2 8
378.33 kip f⋅ t
VWA_str≔―――=
ww ⋅ _str S
2 53.411 kip
22 Project: Shea Properties
Project #: 24002324.001A
Subject: Slab Design - H20 - Longitudinal
Originator: JRM
Date: 11/04/2024
Load Combinations:
MsA≔MLL_IM MDC =+ 506.3 kip f⋅ t
MsB≔MWA_ser+MDC =464.4 kip f⋅ t
MuA≔1.75⋅MLL_IM +1.25 ⋅MDC =785.9 kip f⋅ t
MuB≔1.0⋅MWA_str+1.25 ⋅MDC =628.7 kip f⋅ t
Nu≔0 kip
VuA≔1.75 ⋅VLL_IM +1.25⋅VDC =118.1 kip
VuB≔1.0⋅VWA_str+1.25⋅VDC =89.2 kip
Mu≔max⎛
⎝MuA ,MuB⎞⎠=785.9 kip f⋅ t
Ms≔max⎛
⎝MsA ,MsB⎞⎠=506.3 kip f⋅ t
Vu≔max⎛
⎝VuA ,VuB⎞⎠=118.1 kip
Resistance Factors:
ϕf≔0.9
ϕc≔0.75
ϕv≔0.9
23 Project: Shea Properties
Project #: 24002324.001A
Subject: Slab Design - H20 - Longitudinal
Originator: JRM
Date: 11/04/2024
+In-Plane Flexural Calculations:
Longitudinal Reinforcement:
#9s @ 6":
bsz≔9 Bar size
s≔6 in Bar spacing
nb≔1 Bars per bundle
As≔E⋅――――=
nb Abar
⎛
⎝bsz
⎞
⎠
s
22.8 in2
Area of longitudinal reinforcement
fy≔60 ksi Nominal yield stress of
longitudinal reinforcement
dc1≔2 in Cover on longitudinal
reinforcement
ds≔d-⎛
⎝dc1+0.5 dba ⎛⎝bsz
⎞
⎠
⎞
⎠=11.375 in Depth to CG of
reinforcement layers.
Concrete Compression Block (AASHTO 2017, 5.6.3.1.1):
c≔―――――=
A ⋅ s fy
⋅0.85 f' ⋅ ⋅ c β1 b
2.94 in AASHTO 2012, 5.7.3.1.1-4
εt≔⎛
⎝ds-c⎞⎠ ――=
0.003
c
0.0086
fs1≔min⎛
⎝fy
,Es⋅εt
⎞
⎠=60 ksi
c≔―――――=
A ⋅ s fs1
⋅0.85 f' ⋅ ⋅ c β1 b
2.94 in
εt≔⎛
⎝ds-c⎞⎠ ――=
0.003
c
0.009
fs2≔min⎛
⎝fy
,Es⋅εt
⎞
⎠=60 ksi
fs≔fs2
a≔β1
⋅ c=2.35 in Depth of equivalent stress block.
24 Project: Shea Properties
Project #: 24002324.001A
Subject: Slab Design - H20 - Longitudinal
Originator: JRM
Date: 11/04/2024
Flexural Resistance Factor (AASHTO 2017, 5.5.4.2 & 5.6.2.1) εcl≔0.002+((0.004 0.002 - )) ⋅――――――=
⎛
⎝fy-60 ksi⎞⎠
(( ksi-100 60 ksi))
0.002
εtl≔0.005+((0.008 0.005 - )) ⋅――――――=
⎛
⎝fy-75 ksi⎞⎠
(( ksi-100 75 ksi))
0.0032
ϕf≔max =
⎛
⎜
⎝
min ,
⎛
⎜
⎝
0.75+―――――,
0.15 ⎛
⎝εt-εcl
⎞
⎠
εtl-εcl
0.9 ⎞
⎟
⎠
0.75 ⎞
⎟
⎠
0.9 Flexural Resistance (AASHTO 2017, 5.6.3.2):
Mn≔As
⋅ fs⋅ =
⎛
⎜
⎝
ds-―a
2 ⎞
⎟
⎠
1163 kip f⋅ t
DCM3≔―――=
abs ⎛
⎝Mu
⎞
⎠
ϕ ⋅ f Mn
0.751 <1, OK
25 Project: Shea Properties
Project #: 24002324.001A
Subject: Slab Design - H20 - Longitudinal
Originator: JRM
Date: 11/04/2024
Minimum Reinforcement (AASHTO 2017, 5.6.3.3):
d=1.167 ft b=11.4 ft f'c=5 ksi
γ1≔1.6 Flexural Cracking Variability Factor (All other concrete structures) γ2≔0 Prestress Variability Factor (N/A)
γ3≔0.75 Yield:Ultimate Ratio (A706, Gr.60)
Sc≔――=
d ⋅
2 b
6 4469 in3 Gross Section Modulus
Snc≔Sc Full Section is Monolithic
fr≔0.24⋅ ‾f'‾c
⋅ ksi =
0.5 0.537 ksi
fcpe_btm ≔0 ksi
Mcr≔γ3
⋅ ⎛
⎝
⎛
⎝γ1
⋅ fr+γ2⋅ fcpe_btm⎞
⎠
⋅Sc
⎞
⎠=240 kip f⋅ t
Mu=785.9 kip f⋅ t
Mr_min≔min⎛
⎝abs ⎛⎝1.33⋅Mu
⎞
⎠
,Mcr
⎞
⎠=240 kip f⋅ t
ϕf
⋅Mn=1046 kip f⋅ t
DCMinR_neg≔―――=
Mr_min
ϕ ⋅ f Mn
0.229 <1, OK
26 Project: Shea Properties
Project #: 24002324.001A
Subject: Slab Design - H20 - Longitudinal
Originator: JRM
Date: 11/04/2024
Crack Control by Distribution of Reinforcing (AASHTO 2017, 5.6.7) - Negative Flexure:
s1≔s=6 in Spacing of flexure steel
Ms=506.322 kip f⋅ t
ds=11.375 in
b=136.8 in
n=7
dc≔d d - s=2.625 in
h≔d=1.167 ft
βs≔1+――――=
dc
0.7 ⎛
⎝h-dc
⎞
⎠
1.33 γe≔0.75 Assume Exposure Class 2, corrosion potential for rectangular sections: ――――+ + =0
-b ⋅ cap yrec
2 2
n A⋅ s1
⎛
⎝ds1_n-yrec
⎞
⎠ n A⋅ s2
⎛
⎝ds2_n -yrec
⎞
⎠
ao≔―-b―2
bo≔-n⋅As As=22.8 in2
co≔n⋅ ⎛
⎝A ⋅ s ds
⎞
⎠
y≔―――――――=
bo-- ‾‾‾-‾‾‾‾‾‾‾ bo
2 4⋅a ⋅ oco
2⋅ao
4.116 in
Ieff≔――+ =
b ⋅y
3 3
n⋅
⎛
⎝A ⋅ s
⎛
⎝ds-y⎞⎠
2 ⎞
⎠ 11590 in
4 fss≔abs =
⎛
⎜
⎝
n⋅――――
M ⋅ s
⎛
⎝ds-y⎞⎠
Ieff
⎞
⎟
⎠
26.64 ksi Stress in flexure steel at service loading
smax≔ =
⎛
⎜
⎝
――――-
700 γ ⋅ e ksi
β ⋅ s fss
2 ――
dc
1 in
⎞
⎟
⎠
in 9.571 in
DCCrC≔――=
s1
smax
0.627 <1, OK
27 Project: Shea Properties
Project #: 24002324.001A
Subject: Slab Design - H20 - Longitudinal
Originator: JRM
Date: 11/04/2024
Maximum Shear:
Demands at Section:
Vu=118.053 kip Vertical shear force on section
+ Shear Calculations:
Transverse Steel:
No steel provided
d Calculation: v
fy=60 ksi As=22.8 in2ds=11.375 in
dv1≔0.72⋅ ((d))=10.08 in
dv2≔0.9⋅ ⎛
⎝ds
⎞
⎠=10.24 in
dv≔max⎛
⎝dv1
,dv2⎞
⎠=10.24 in
Vc and Vs calculations (AASHTO 2017, 5.7.3.3):
f'c=5 ksi
bv≔b=136.8 in
θ≔45 deg
β≔2.0
Vs≔0 kip AASHTO 2017, (5.7.3.3-4)
Vc≔0.0316⋅β⋅ ‾f'‾c
⋅ ksi ⋅ ⋅ =
0.5 bv dv 198 kip AASHTO 2017, (5.7.3.3-3)
Shear Capacity Calculation (AASHTO 2017, 5.7.3.3):
ϕVn1≔ϕv
⋅0.25⋅ f'c⋅ bv⋅dv=1576 kip
ϕVn2≔ϕv
⋅ ⎛
⎝Vs+Vc
⎞
⎠=178 kip
ϕVn ≔min⎛
⎝ϕVn1
,ϕVn2⎞
⎠=178.1 kip
DCR≔―――=
abs ⎛
⎝Vu
⎞
⎠
ϕVn
0.663 <1, OK
28 Project: Shea Properties
Project #: 24002324.001A
Subject: Slab Design - H20 - Longitudinal
Originator: JRM
Date: 11/04/2024
+Longitudinal Reinforcement Calculation:
Longitudinal Reinforcement (AASHTO 2017, 5.7.3.5):
The span is simply supported, the longitudinal reinforcement equation at the end is modified according to 5.7.3.5-2
Shear/Torsion Component:
Vu=118.053 kip Vs=0 kip Vp≔0 kip
Vs≔min =
⎛
⎜
⎝
―――,
abs ⎛
⎝Vu
⎞
⎠
ϕv
Vs
⎞
⎟
⎠
0 kip
DV≔cot ((θ)) ⋅ =
⎛
⎜
⎝
-
|
|
|
―+
Vu
ϕv
Vp
|
|
|
0.5⋅Vs
⎞
⎟
⎠
131 kip
Capacity Check:
As=22.8 in2fy=60 ksi
C≔As
⋅ fy=1368 kip
――=
DV
C
0.096 <1, OK
29 Project: Shea Properties
Project #: 24002324.001A
Subject: Slab Design - H20 - Longitudinal
Originator: JRM
Date: 11/04/2024
+Deflections:
Effective Moment of Inertia AASHTO LRFD 5.6.3.5.2
Ig≔――=
b d⋅
3 12
⎛
⎝3.128 10 ⋅
4 ⎞
⎠ in4
yt≔0.5⋅d=7 in
fr=536.656 psi
Mcr≔f =⋅ r ―
Ig
yt
199.851 ⋅ kip ft
――=
Ieff
Ig
0.37 Ma≔Ms=506.322 kip f⋅ t
Icr≔Ieff=11589.551 in4
Ie≔min =
⎛
⎜
⎝
⋅ + ,
⎛
⎜
⎝
――
Mcr
Ma
⎞
⎟
⎠
Ig
⎛
⎜
⎝
1-
⎛
⎜
⎝
――
Mcr
Ma
⎞
⎟
⎠
⎞
⎟
⎠
Icr
Ig
⎞
⎟
⎠
⎛
⎝1.936 10 ⋅
4 ⎞
⎠ in4
Imod≔―=
Ie
Ig
0.619
b'sz≔5
s'≔12 in
A's≔E⋅―――=
Abar
⎛
⎝b'sz
⎞
⎠
s'
3.53 in2
δDL≔0.367 in Instantaneous dead load deflections based on effective section properties
δLL≔0.462 in Live load deflections based on effective section properties H-20
δWA_ser≔0.484 in Water load deflections based on effective section properties nmag≔max =
⎛
⎜
⎝
3 1.2 - ,
⎛
⎜
⎝
――
A's
As
⎞
⎟
⎠
1.6 ⎞
⎟
⎠
2.814
δTotal_LT≔max⎛
⎝δLL+nmag ⋅ δDL , δWA_ser+nmag ⋅ δDL⎞⎠=1.517 in
δsettle_Net≔1 in Settlement after placement of foundation and backfill δTotal≔δTotal_LT+δsettle_Net=2.517 in <6 in, OK
30 Project: Shea Properties
Project #: 24002324.001A
Subject: Slab Design - H20 - Longitudinal
Originator: JRM
Date: 11/04/2024
Distribution Reinforcement (AASHTO 2017, 9.7.3.2):
Primary reinforcement is perpendicular to traffic:
Pdist≔min =
⎛
⎜
⎜⎝
―――――,
220
100 ‾‾‾‾‾‾ S⋅ ft
-1
7%6
⎞
⎟
⎟⎠
41.33%
Adist_req≔Pdist⋅――=
⎛
⎝As
⎞
⎠
E
0.827 ―in ―
2 ft
Use #7 @ 9"
Abar_dist≔Abar
((7))=0.6 in
2 sdist≔8 in
Adist≔―――=
Abar_dist
sdist
0.9 ―in ―
2 ft
DCRdist≔―――=
Adist_req
Adist
0.918 <1, OK
31 Project: Shea Properties
Project #: 24002324.001A
Subject: Slab Design - H20 - Longitudinal
Originator: JRM
Date: 11/04/2024
Temperature and Shrinkage (AASHTO LRFD 2017, 5.10.6):
By inspection the #5@12 T&S in the 12" slab over the 14" fuel line will control, check this case.
dcl_brg=0.5 ft
Lslb≔S+2 ⋅ ⎛
⎝2 ft-dcl_brg⎞⎠=31.333 ft
b0≔min⎛
⎝W L,
slb⎞
⎠
⋅in =
-1
376 Slab width (inches)
h0≔d⋅in =
-1 14 Slab thickness (inches)
fy0≔60
As_min≔ =
⎛
⎜
⎝
―――――
1.3⋅ b ⋅ 0 h0
⋅2 ⎛ ⋅ ⎝b0+h0
⎞
⎠ fy0
⎞
⎟
⎠
―in ―
2 ft
0.146 ―in ―
2 ft
Transverse reinforcement (#5s @ 12" spacing)
bsz≔5
As_0≔Abar
⎛
⎝bsz
⎞
⎠=0.31 in
2 s0≔12 in
As0≔――=
As_0
s0
0.31 ―in ―
2 ft
―――=
As_min
As0
0.472 <1, OK
32 Project: Shea Properties
Project #: 24002324.001A
Subject: Slab Design - H20 - Transverse
Originator: JRM
Date: 11/04/2024
Slab Design - H20 - Transverse
Included in these calculations are checks for:
+Flexure
+Minimum Reinforcement
+Crack Control
+Shear
+Longitudinal Reinforcement (Combined Shear-Flexure)
+Deflection
Section:
S≔28 ft+4 in=28.33 ft Span length
dcl_brg≔6 in Distance to bearing CL
d≔14 in Slab depth
dhnch≔4 in Haunch depth
Lhnch≔dhnch=4 in Length haunch
Wseat≔1 ft Seat width
Equivalent strip width, per AASHTO Article 4.6.2.10.3, when traffic travels perpendicular to the span the provisions of Article 4.6.2.1 should be used. due to its length it is assumed he slab will be placed in sections creating joints perpendicular to the direction of traffic. To account for this only half the effective width is used per 4.6.2.1.4c.
Ep≔0.5 =
⎛
⎜
⎝
26 in+6.6 ―⋅
S
ft
in
⎞
⎟
⎠
8.875 ft
b≔Ep=8.875 ft Section width
33 Project: Shea Properties
Project #: 24002324.001A
Subject: Slab Design - H20 - Transverse
Originator: JRM
Date: 11/04/2024
Material Properties:
f'c≔5 ksi Nominal Concrete strength
β1≔min =
⎛
⎜
⎝
0.85,0.85 0.05 -
⎛
⎜
⎝
――-
f'c
ksi
4 ⎞
⎟
⎠
⎞
⎟
⎠
0.8 AASHTO 2017, 5.6.2.2
Concrete unit weight (AASHTO
2017, Table 3.5.1-1): γc_ur≔max ⋅ =
⎛
⎜
⎝
,
⎛
⎜
⎝
0.14+0.001⋅――
f'c
ksi
⎞
⎟
⎠
0.145
⎞
⎟
⎠
kip ft-3 145 pcf
AASHTO 2017, EQ 5.4.2.4-1 Ec≔33000⋅ ⋅ ⋅ =
⎛
⎜
⎝
―――
γc_ur
kip f⋅ t
-3
⎞
⎟
⎠
1.5 ‾f'‾c ksi0.5 4074 ksi Concrete modulus of elasticity γc≔max⎛
⎝γc_ur+0.005 kip ft ⋅ , =
-3 150 pcf⎞
⎠ 150 pcf
Es≔29000 ksi Steel modulus of elasticity
γw≔62.4 pcf
γs≔125 pcf
SAP2000 Model
34 Project: Shea Properties
Project #: 24002324.001A
Subject: Slab Design - H20 - Transverse
Originator: JRM
Date: 11/04/2024
Demands Positive Reinforcement:
+Live Load Demand:
MH20_IM ≔241 kip ft ⋅ Max moment at mid-span of slab
VH20_IM ≔37.3 kip Max shear
Mp≔1.0 Multiple presence factor (1 per
design criteria report)
MLL_IM ≔Mp
⋅max⎛
⎝MH20_IM⎞⎠=241 kip f⋅ t
VLL_IM ≔Mp
⋅max⎛
⎝VH20_IM⎞⎠=37.3 kip
Shear Diagram from SAP2000:
Moment Diagram from SAP2000:
35 Project: Shea Properties
Project #: 24002324.001A
Subject: Slab Design - H20 - Transverse
Originator: JRM
Date: 11/04/2024
+Dead Load Demand:
wDC≔d⋅Ep
⋅γc=1.553 klf
Vslab≔d E⋅ p
⋅γc⋅ ((0.5 ⋅S))=22.003 kip
Vhnch≔0.5 dhnch ⋅Ep
⋅γc⋅Lhnch=0.074 kip
Vend≔dhnch ⋅Ep
⋅γc⋅dcl_brg=0.222 kip
VDC≔Vslab+Vhnch+Vend=22.298 kip
MDC≔Vslab ⋅ + + =
⎛
⎜
⎝
―S
4 ⎞
⎟
⎠
V ⋅ hnch
⎛
⎜
⎝
――+
Lhnch
3 dcl_brg
⎞
⎟
⎠
V ⋅ end
⎛
⎜
⎝
――
dcl_brg
2 ⎞
⎟
⎠
155.952 kip f⋅ t
+Water Demand:
hw_ser≔3.7 ft
hw_str≔5.3 ft
ww_ser≔hw_ser ⋅Ep
⋅γw =2.049 klf
ww_str≔hw_str ⋅Ep
⋅γw =2.935 klf
MWA_ser≔――――=
ww ⋅ _ser S
2 8
205.617 kip f⋅ t
MWA_str≔――――=
ww ⋅ _str S
2 8
294.533 kip f⋅ t
VWA_str≔―――=
ww ⋅ _str S
2 41.581 kip
36 Project: Shea Properties
Project #: 24002324.001A
Subject: Slab Design - H20 - Transverse
Originator: JRM
Date: 11/04/2024
Load Combinations:
MsA≔MLL_IM MDC =+ 397 kip f⋅ t
MsB≔MWA_ser+MDC =361.6 kip f⋅ t
MuA≔1.75⋅MLL_IM +1.25 ⋅MDC =616.7 kip f⋅ t
MuB≔1.0⋅MWA_str+1.25 ⋅MDC =489.5 kip f⋅ t
Nu≔0 kip
VuA≔1.75 ⋅VLL_IM +1.25⋅VDC =93.1 kip
VuB≔1.0⋅VWA_str+1.25⋅VDC =69.5 kip
Mu≔max⎛
⎝MuA ,MuB⎞⎠=616.691 kip f⋅ t
Ms≔max⎛
⎝MsA ,MsB⎞⎠=396.952 kip f⋅ t
Vu_max≔max⎛
⎝VuA ,VuB⎞⎠=93.148 kip
Resistance Factors:
ϕf≔0.9
ϕc≔0.75
ϕv≔0.9
37 Project: Shea Properties
Project #: 24002324.001A
Subject: Slab Design - H20 - Transverse
Originator: JRM
Date: 11/04/2024
+In-Plane Flexural Calculations:
Longitudinal Reinforcement:
9s @ 6":
bsz≔9 Bar size
s≔6 in Bar spacing
nb≔1 Bars per bundle
As≔Ep⋅――――=
nb Abar
⎛
⎝bsz
⎞
⎠
s
17.75 in2
Area of longitudinal reinforcement
fy≔60 ksi Nominal yield stress of
longitudinal reinforcement
dc1≔2 in Cover on longitudinal
reinforcement
ds≔d-⎛
⎝dc1+0.5 dba ⎛⎝bsz
⎞
⎠
⎞
⎠=11.375 in Depth to CG of
reinforcement layers.
Concrete Compression Block (AASHTO 2017, 5.6.3.1.1):
c≔―――――=
A ⋅ s fy
⋅0.85 f' ⋅ ⋅ c β1 b
2.94 in AASHTO 2012, 5.7.3.1.1-4
εt≔⎛
⎝ds-c⎞⎠ ――=
0.003
c
0.0086
fs1≔min⎛
⎝fy
,Es⋅εt
⎞
⎠=60 ksi
c≔―――――=
A ⋅ s fs1
⋅0.85 f' ⋅ ⋅ c β1 b
2.94 in
εt≔⎛
⎝ds-c⎞⎠ ――=
0.003
c
0.009
fs2≔min⎛
⎝fy
,Es⋅εt
⎞
⎠=60 ksi
fs≔fs2
a≔β1
⋅ c=2.35 in Depth of equivalent stress block.
38 Project: Shea Properties
Project #: 24002324.001A
Subject: Slab Design - H20 - Transverse
Originator: JRM
Date: 11/04/2024
Flexural Resistance Factor (AASHTO 2017, 5.5.4.2 & 5.6.2.1) εcl≔0.002+((0.004 0.002 - )) ⋅――――――=
⎛
⎝fy-60 ksi⎞⎠
(( ksi-100 60 ksi))
0.002
εtl≔0.005+((0.008 0.005 - )) ⋅――――――=
⎛
⎝fy-75 ksi⎞⎠
(( ksi-100 75 ksi))
0.0032
ϕf≔max =
⎛
⎜
⎝
min ,
⎛
⎜
⎝
0.75+―――――,
0.15 ⎛
⎝εt-εcl
⎞
⎠
εtl-εcl
0.9 ⎞
⎟
⎠
0.75 ⎞
⎟
⎠
0.9 Flexural Resistance (AASHTO 2017, 5.6.3.2):
Mn≔As
⋅ fs⋅ =
⎛
⎜
⎝
ds-―a
2 ⎞
⎟
⎠
905 kip f⋅ t
DCM3≔―――=
abs ⎛
⎝Mu
⎞
⎠
ϕ ⋅ f Mn
0.757 <1, OK
39 Project: Shea Properties
Project #: 24002324.001A
Subject: Slab Design - H20 - Transverse
Originator: JRM
Date: 11/04/2024
Minimum Reinforcement (AASHTO 2017, 5.6.3.3):
d=1.167 ft b=8.875 ft f'c=5 ksi
γ1≔1.6 Flexural Cracking Variability Factor (other concrete structures) γ2≔0 Prestress Variability Factor (N/A)
γ3≔0.75 Yield:Ultimate Ratio (A706, Gr.75)
Sc≔――=
d ⋅
2 b
6 3479 in3 Gross Section Modulus
Snc≔Sc Full Section is Monolithic
fr≔0.24⋅ ‾f'‾c
⋅ ksi =
0.5 0.537 ksi
fcpe_btm ≔0 ksi
Mcr≔γ3
⋅ ⎛
⎝
⎛
⎝γ1
⋅ fr+γ2⋅ fcpe_btm⎞
⎠
⋅Sc
⎞
⎠=187 kip f⋅ t
Mu=616.7 kip f⋅ t
Mr_min≔min⎛
⎝abs ⎛⎝1.33⋅Mu
⎞
⎠
,Mcr
⎞
⎠=187 kip f⋅ t
ϕf
⋅Mn=815 kip f⋅ t
DCMinR_neg≔―――=
Mr_min
ϕ ⋅ f Mn
0.229 <1, OK
40 Project: Shea Properties
Project #: 24002324.001A
Subject: Slab Design - H20 - Transverse
Originator: JRM
Date: 11/04/2024
Crack Control by Distribution of Reinforcing (AASHTO 2017, 5.6.7) - Negative Flexure:
s1≔s=6 in Spacing of flexure steel
Ms=396.952 kip f⋅ t
ds=11.375 in
b=106.5 in
n≔round =
⎛
⎜
⎝
―
Es
Ec
⎞
⎟
⎠
7 n=7
dc≔d d - s=2.625 in
h≔d=1.167 ft
βs≔1+――――=
dc
0.7 ⎛
⎝h-dc
⎞
⎠
1.33 γe≔1.0 Assume Exposure Class 2, corrosion potential for rectangular sections: ――――+ + =0
-b ⋅ cap yrec
2 2
n A⋅ s1
⎛
⎝ds1_n-yrec
⎞
⎠ n A⋅ s2
⎛
⎝ds2_n -yrec
⎞
⎠
ao≔―-b―2
bo≔-n⋅As
co≔n⋅ ⎛
⎝A ⋅ s ds
⎞
⎠
y≔―――――――=
bo-- ‾‾‾-‾‾‾‾‾‾‾ bo
2 4⋅a ⋅ oco
2⋅ao
4.116 in
Ieff≔――+ =
b ⋅y
3 3
n⋅
⎛
⎝A ⋅ s
⎛
⎝ds-y⎞⎠
2 ⎞
⎠ 9023 in
4 fss≔abs =
⎛
⎜
⎝
n⋅――――
M ⋅ s
⎛
⎝ds-y⎞⎠
Ieff
⎞
⎟
⎠
26.828 ksi Stress in flexure steel at service loading
smax≔ =
⎛
⎜
⎝
――――-
700 γ ⋅ e ksi
β ⋅ s fss
2 ――
dc
1 in
⎞
⎟
⎠
in 14.373 in
DCCrC≔――=
s1
smax
0.417 <1, OK
41 Project: Shea Properties
Project #: 24002324.001A
Subject: Slab Design - H20 - Transverse
Originator: JRM
Date: 11/04/2024
Maximum Shear:
Demands at Section:
Vu_max=93.148 kip Vertical shear force on section
+ Shear Calculations:
Transverse Steel:
No steel provided
d Calculation: v
fy=60 ksi As=17.75 in2ds=11.375 in
dv1≔0.72⋅ ((d))=10.08 in
dv2≔0.9⋅ ⎛
⎝ds
⎞
⎠=10.24 in
dv≔max⎛
⎝dv1
,dv2⎞
⎠=10.24 in
Vc and Vs calculations (AASHTO 2017, 5.7.3.3):
f'c=5 ksi
bv≔b=106.5 in
θ≔45 deg
β≔2.0
Vs≔0 kip AASHTO 2017, (5.7.3.3-4)
Vc≔0.0316⋅β⋅ ‾f'‾c
⋅ ksi ⋅ ⋅ =
0.5 bv dv 154 kip AASHTO 2017, (5.7.3.3-3)
Shear Capacity Calculation (AASHTO 2017, 5.7.3.3):
ϕVn1≔ϕv
⋅0.25⋅ f'c⋅ bv⋅dv=1227 kip
ϕVn2≔ϕv
⋅ ⎛
⎝Vs+Vc
⎞
⎠=139 kip
ϕVn ≔min⎛
⎝ϕVn1
,ϕVn2⎞
⎠=138.7 kip
DCR≔――――=
abs ⎛
⎝Vu_max
⎞
⎠
ϕVn
0.672 <1, OK
42 Project: Shea Properties
Project #: 24002324.001A
Subject: Slab Design - H20 - Transverse
Originator: JRM
Date: 11/04/2024
Longitudinal Reinforcement (AASHTO 2017, 5.7.3.5):
The span is simply supported, the longitudinal reinforcement equation at the end is modified according to 5.7.3.5-2
Shear/Torsion Component:
Vu_max=93.148 kip Vs=0 kip Vp≔0 kip
Vs≔min =
⎛
⎜
⎝
――――,
abs ⎛
⎝Vu_max
⎞
⎠
ϕv
Vs
⎞
⎟
⎠
0 kip
DV≔cot ((θ)) ⋅ =
⎛
⎜
⎝
-
|
|
|
―――+
Vu_max
ϕv
Vp
|
|
|
0.5⋅Vs
⎞
⎟
⎠
103 kip
Capacity Check:
As=17.75 in2fy=60 ksi
C≔As
⋅ fy=1065 kip
――=
DV
C
0.097 <1, OK
43 Project: Shea Properties
Project #: 24002324.001A
Subject: Slab Design - H20 - Transverse
Originator: JRM
Date: 11/04/2024
+Deflections:
Effective Moment of Inertia AASHTO LRFD 5.6.3.5.2
Ig≔――=
b d⋅
3 12
⎛
⎝2.435 10 ⋅
4 ⎞
⎠ in4
yt≔0.5⋅d=7 in
fr=536.656 psi
Mcr≔f =⋅ r ―
Ig
yt
155.586 ⋅ kip ft
――=
Ieff
Ig
0.37 Ma≔Ms=396.952 kip f⋅ t
Icr≔Ieff=9022.567 in4
Ie≔min =
⎛
⎜
⎝
⋅ + ,
⎛
⎜
⎝
――
Mcr
Ma
⎞
⎟
⎠
Ig
⎛
⎜
⎝
1-
⎛
⎜
⎝
――
Mcr
Ma
⎞
⎟
⎠
⎞
⎟
⎠
Icr
Ig
⎞
⎟
⎠
⎛
⎝1.503 10 ⋅
4 ⎞
⎠ in4
Imod≔―=
Ie
Ig
0.617
b'sz≔5
s'≔12 in
A's≔Ep⋅―――=
Abar
⎛
⎝b'sz
⎞
⎠
s'
2.75 in2
δDL≔0.367 in Instantaneous dead load deflections based on effective section properties
δLL≔0.540 in Live load deflections based on effective section properties
δWA_ser≔0.484 in Water load deflections based on effective section properties
nmag≔max =
⎛
⎜
⎝
3 1.2 - ,
⎛
⎜
⎝
――
A's
As
⎞
⎟
⎠
1.6 ⎞
⎟
⎠
2.814
δTotal_LT≔max⎛
⎝δLL+nmag ⋅ δDL , δWA_ser+nmag ⋅ δDL⎞⎠=1.573 in
δsettle_Net≔1 in Settlement after placement of foundation and backfill
δTotal≔δTotal_LT+δsettle_Net=2.573 in <6 in, OK
44 Project: Shea Properties
Project #: 24002324.001A
Subject: Slab Design - Excavator & Bulldozer
Originator: JRM
Date: 11/04/2024
Slab Design - Excavator and Bulldozer
Included in these calculations are checks for:
+Flexure
+Minimum Reinforcement
+Crack Control
+Shear
+Longitudinal Reinforcement (Combined Shear-Flexure)
Analysis:
The excavator and bulldozer vehicles that will be used to service this channel have a axle widths and patch loadings inconsistent with the standard AASHTO design vehicles.
Because of this the equivalent strip width methodolgy used elsewhere in these calculations is not appropriate. To analyze the force effects of these vehicles an shell model is created in SAP2000. This model uses thick shell elements with a 5" mesh size.
The slab is supported by pins at the center of the bearings. Area loads are applied on the slab over the area of the track. The excavator and bulldozer are placed longitudinally and tranversely on the slab as shown on the following sheets. 45 Project: Shea Properties
Project #: 24002324.001A
Subject: Slab Design - Excavator & Bulldozer
Originator: JRM
Date: 11/04/2024
Section:
S≔ ft+28 4 in=28.33 ft Span length
dcl_brg≔6 in Distance to bearing CL
d≔14 in Slab depth
dhnch≔4 in Haunch depth
Lhnch≔dhnch=4 in Length haunch
Wseat≔1 ft Seat width
E≔1 ft Design strip width
b≔E=1 ft Section width
46 Project: Shea Properties
Project #: 24002324.001A
Subject: Slab Design - Excavator & Bulldozer
Originator: JRM
Date: 11/04/2024
Material Properties:
f'c≔5 ksi Nominal Concrete strength
β1≔min =
⎛
⎜
⎝
0.85,0.85 0.05 -
⎛
⎜
⎝
――-
f'c
ksi
4 ⎞
⎟
⎠
⎞
⎟
⎠
0.8 AASHTO 2017, 5.6.2.2
Concrete unit weight (AASHTO
2017, Table 3.5.1-1): γc_ur≔max ⋅ =
⎛
⎜
⎝
,
⎛
⎜
⎝
0.14+0.001⋅――
f'c
ksi
⎞
⎟
⎠
0.145
⎞
⎟
⎠
kip ft-3 145 pcf
AASHTO 2017, EQ 5.4.2.4-1 Ec≔33000⋅ ⋅ ⋅ =
⎛
⎜
⎝
―――
γc_ur
kip f⋅ t
-3
⎞
⎟
⎠
1.5 ‾f'‾c ksi0.5 4074 ksi Concrete modulus of elasticity γc≔max⎛
⎝γc_ur+0.005 kip ft ⋅ , =
-3 150 pcf⎞
⎠ 150 pcf
Es≔29000 ksi Steel modulus of elasticity
n≔round =
⎛
⎜
⎝
―
Es
Ec
⎞
⎟
⎠
7 γw≔62.4 pcf
γs≔125 pcf
47 Project: Shea Properties
Project #: 24002324.001A
Subject: Slab Design - Excavator & Bulldozer
Originator: JRM
Date: 11/04/2024
Vehicle Pressures:
Excavator Track Pressures:
Pex≔72.94 kip
Wtrac≔24 in
Ltrac_ex≔158 in
pex≔―――――=
Pex
Wtrac ⋅2 Ltrac_ex
1.385 ksf
Bulldozer Track Pressures:
Pbd≔48.5 kip
Wtrac=24 in
Ltrac_bd≔116.7 in
pbd≔―――――=
Pbd
2 W ⋅ trac Ltrac_bd
1.247 ksf
48 Project: Shea Properties
Project #: 24002324.001A
Subject: Slab Design - Excavator & Bulldozer
Originator: JRM
Date: 11/04/2024
Maximum Moment - Excavator Patch Loads:
Calculate the distance from the centerline of bearing to the centerline of track producing the maximum moment for the transverse loading scenerio.
S=28.333 ft
daxle_ex≔8.5 ft
dtrack1≔―――――=
daxle_ex-2 ⋅S
-4
12.042 ft
Excavator - Longitudinal Excavator - Transverse
49 Project: Shea Properties
Project #: 24002324.001A
Subject: Slab Design - Excavator & Bulldozer
Originator: JRM
Date: 11/04/2024
Maximum Moment - Bulldozer Patch Loads:
Calculate the distance from the centerline of bearing to the centerline of track producing the maximum moment for the transverse loading scenerio.
S=28.333 ft
daxle_bd≔6.33 ft
dtrack1_bd≔―――――=
daxle_bd-2⋅S
-4
12.584 ft
Bulldozer - Longitudinal Bulldozer - Transverse
First Track ~12'-6" from CL Bearing
50 Project: Shea Properties
Project #: 24002324.001A
Subject: Slab Design - Excavator & Bulldozer
Originator: JRM
Date: 11/04/2024
Maximum Shear - Excavator and Bulldozer Patch Loads:
Excavator - Longitudinal - Max Shear Excavator - Transverse - Max Shear Bulldozer - Longitudinal - Max Shear Bulldozer - Transverse - Max Shear 51 Project: Shea Properties
Project #: 24002324.001A
Subject: Slab Design - Excavator & Bulldozer
Originator: JRM
Date: 11/04/2024
Excavator - Longitudinal - Moment Excavator - Transverse - Moment Bulldozer - Longitudinal - Moment Bulldozer - Transverse - Moment 52 Project: Shea Properties
Project #: 24002324.001A
Subject: Slab Design - Excavator & Bulldozer
Originator: JRM
Date: 11/04/2024
Excavator - Longitudinal - Shear Excavator - Transverse - Shear Bulldozer - Longitudinal - Shear Bulldozer - Transverse - Shear 53 Project: Shea Properties
Project #: 24002324.001A
Subject: Slab Design - Excavator & Bulldozer
Originator: JRM
Date: 11/04/2024
A shear stress concentration was observed near the bearings in all three shear load cases with the maximum magnitude shown in the longitudinal excavator load case.
To determine a clearer demand a model was refined with 1"x1" mesh in the vicinity of the bearing and with the bearing modelled by a number of springs with a realistic total stiffness based on the bearing design. The stress concentration is located within the end diaphragm so demand is taken at the edge of fillet 10" from the CL of bearing.
Spring Stiffness
εbrg≔ %6.95 Bearing compressive strain (see bearing design) σbrg≔703 psi Bearing compressive stress (see bearing design) Ebrg≔――=
σbrg
εbrg
10115 psi Effective bearing elastic modulus
wbrg≔6 in Bearing width
lbrg≔10 in Bearing length
tbrg≔0.5 in Bearing thickness
Abrg≔wbrg ⋅lbrg=60 in2
Bearing area
kbrg≔――――=
E ⋅ brg Abrg
tbrg
14566 ―kip―ft
Total bearing stiffness
Atrb_spr1≔1 in2
Tributary area of spring 1 type (green)
Atrb_spr2≔0.5 in2
Tributary area of spring 2 type (magenta)
Atrb_spr3≔0.25 in2
Tributary area of spring 3 type (red)
kspr1≔kbrg ⋅―――=
Atrb_spr1
Abrg
242.8 ―kip―ft
Stiffness of spring 1 type (green)
kspr2≔kbrg ⋅―――=
Atrb_spr2
Abrg
121.4 ―kip―ft
Stiffness of spring 3 type (magenta)
kspr3≔kbrg ⋅―――=
Atrb_spr3
Abrg
60.7 ―kip―ft
Stiffness of spring 3 type (red)
54 Project: Shea Properties
Project #: 24002324.001A
Subject: Slab Design - Excavator & Bulldozer
Originator: JRM
Date: 11/04/2024
Shear near edge bearing in refined model, Load case: Excavator Longitudinal Max Shear 55 Project: Shea Properties
Project #: 24002324.001A
Subject: Slab Design - Excavator & Bulldozer
Originator: JRM
Date: 11/04/2024
Demands:
IM≔1.33
Excavator Moment Demand:
Mex_L≔28.9 kip ft ⋅
Mex_T≔24.7 kip ft ⋅
Bulldozer Moment Demand:
Mbd_L≔22.6 kip ft ⋅
Mbd_T≔20.0 kip ft ⋅
Average shear along the width of the track (By inspection longitudinal Excavator load case controls):
Vex_L≔―――――――――――――――――――=
4.8 ⋅ kip +2 ⋅ ((6.2 kip +7.4 kip +9.1 kip +9.1 kip))+9.1 kip 10 7.75 kip
Base the maximum shear on the
CMPF≔1.0
MLL_IM ≔CMPF ⋅ IM⋅max⎛
⎝Mex_L ,Mex_T ,Mbd_L ,Mbd_T⎞⎠=38.44 kip f⋅ t
VLL_IM ≔CMPF ⋅ IM V⋅ ex_L=10.31 kip
56 Project: Shea Properties
Project #: 24002324.001A
Subject: Slab Design - Excavator & Bulldozer
Originator: JRM
Date: 11/04/2024
+Dead Load Demand:
wDC≔d⋅E γ⋅ c=0.175 klf
Vslab≔d E γ ⋅ ⋅ c
⋅ ((0.5 ⋅S))=2.479 kip
Vhnch≔0.5 dhnch ⋅E γ⋅ c
⋅Lhnch=0.008 kip
Vend≔dhnch ⋅E γ⋅ c
⋅dcl_brg=0.025 kip
VDC≔Vslab+Vhnch+Vend=2.513 kip
MDC≔Vslab ⋅ + + =
⎛
⎜
⎝
―S
4 ⎞
⎟
⎠
V ⋅ hnch
⎛
⎜
⎝
――+
Lhnch
3 dcl_brg
⎞
⎟
⎠
V ⋅ end
⎛
⎜
⎝
――
dcl_brg
2 ⎞
⎟
⎠
17.572 kip f⋅ t
+Water Demand:
hw_ser≔4.5 ft
hw_str≔5.75 ft
ww_ser≔hw_ser ⋅E γ⋅ w =0.281 klf
ww_str≔hw_str ⋅E γ⋅ w =0.359 klf
MWA_ser≔――――=
ww ⋅ _ser S
2 8
28.178 kip f⋅ t
MWA_str≔――――=
ww ⋅ _str S
2 8
36.005 kip f⋅ t
VWA_str≔―――=
ww ⋅ _str S
2 5.083 kip
57 Project: Shea Properties
Project #: 24002324.001A
Subject: Slab Design - Excavator & Bulldozer
Originator: JRM
Date: 11/04/2024
Load Combinations:
MsA≔MLL_IM +MDC =56 kip f⋅ t
MsB≔MWA_ser+MDC =45.7 kip f⋅ t
MuA≔1.75⋅MLL_IM +1.25 ⋅MDC =89.2 kip f⋅ t
MuB≔1.0⋅MWA_str+1.25 ⋅MDC =58 kip f⋅ t
VuA≔1.75 ⋅VLL_IM +1.25⋅VDC =21.2 kip
VuB≔ VWA_str+⋅1.0 ⋅1.25 VDC =8.2 kip
Nu≔0 kip
Ms≔max⎛
⎝MsA ,MsB⎞⎠=56.009 kip f⋅ t
Mu≔max⎛
⎝MuA ,MuB⎞⎠=89.23 kip f⋅ t
Vu≔max⎛
⎝VuA ,VuB⎞⎠=21.179 kip
Resistance Factors:
ϕf≔0.9
ϕc≔0.75
ϕv≔0.9
58 Project: Shea Properties
Project #: 24002324.001A
Subject: Slab Design - Excavator & Bulldozer
Originator: JRM
Date: 11/04/2024
+In-Plane Flexural Calculations:
Longitudinal Reinforcement:
9s @ 6":
bsz≔9 Bar size
nb≔1 Number of bars per bundle
s≔6 in
As≔―――― =⋅
nb Abar
⎛
⎝bsz
⎞
⎠
s
b 2 in
2 Area of longitudinal reinforcement
fy≔60 ksi Nominal yield stress of
longitudinal reinforcement
dc≔2 in Cover on longitudinal
reinforcement
ds≔d-⎛
⎝dc+0.5 dba ⎛⎝bsz
⎞
⎠
⎞
⎠=11.375 in Depth to CG of
reinforcement layers.
Concrete Compression Block (AASHTO 2017, 5.6.3.1.1):
c≔―――――=
A ⋅ s fy
⋅0.85 f' ⋅ ⋅ c β1 b
2.94 in AASHTO 2012, 5.7.3.1.1-4
εt≔⎛
⎝ds-c⎞⎠ ――=
0.003
c
0.009
fs1≔min⎛
⎝fy
,Es⋅εt
⎞
⎠=60 ksi
c≔―――――=
A ⋅ s fs1
⋅0.85 f' ⋅ ⋅ c β1 b
2.94 in
εt≔⎛
⎝ds-c⎞⎠ ――=
0.003
c
0.009
fs2≔min⎛
⎝fy
,Es⋅εt
⎞
⎠=60 ksi
fs≔fs2
a≔β1
⋅ c=2.35 in Depth of equivalent stress block.
59 Project: Shea Properties
Project #: 24002324.001A
Subject: Slab Design - Excavator & Bulldozer
Originator: JRM
Date: 11/04/2024
Flexural Resistance Factor (AASHTO 2017, 5.5.4.2 & 5.6.2.1) εcl≔0.002+((0.004 0.002 - )) ⋅――――――=
⎛
⎝fy-60 ksi⎞⎠
(( ksi-100 60 ksi))
0.002
εtl≔0.005+((0.008 0.005 - )) ⋅――――――=
⎛
⎝fy-75 ksi⎞⎠
(( ksi-100 75 ksi))
0.0032
ϕf≔max =
⎛
⎜
⎝
min ,
⎛
⎜
⎝
0.75+―――――,
0.15 ⎛
⎝εt-εcl
⎞
⎠
εtl-εcl
0.9 ⎞
⎟
⎠
0.75 ⎞
⎟
⎠
0.9 Flexural Resistance (AASHTO 2017, 5.6.3.2):
Mn≔As
⋅ fs⋅ =
⎛
⎜
⎝
ds-―a
2 ⎞
⎟
⎠
102 kip f⋅ t
ϕf
⋅Mn=91.79 kip f⋅ t
Mu=89.23 kip f⋅ t
DCM3≔―――=
abs ⎛
⎝Mu
⎞
⎠
ϕ ⋅ f Mn
0.972 <1, OK
60 Project: Shea Properties
Project #: 24002324.001A
Subject: Slab Design - Excavator & Bulldozer
Originator: JRM
Date: 11/04/2024
Minimum Reinforcement (AASHTO 2017, 5.6.3.3):
d=1.167 ft b=1 ft f'c=5 ksi
γ1≔1.6 Flexural Cracking Variability Factor (All other concrete structures) γ2≔0 Prestress Variability Factor (N/A)
γ3≔0.80 Yield:Ultimate Ratio (A706, Gr.80)
Sc≔――=
d ⋅
2 b
6 392 in3 Gross Section Modulus
Snc≔Sc Full Section is Monolithic
fr≔0.24⋅ ‾f'‾c
⋅ ksi =
0.5 0.537 ksi
fcpe_btm ≔0 ksi
Mcr≔γ3
⋅ ⎛
⎝
⎛
⎝γ1
⋅ fr+γ2⋅ fcpe_btm⎞
⎠
⋅Sc
⎞
⎠=22 kip f⋅ t
Mu=89.2 kip f⋅ t
Mr_min≔min⎛
⎝abs ⎛⎝1.33⋅Mu
⎞
⎠
,Mcr
⎞
⎠=22 kip f⋅ t
ϕf
⋅Mn=92 kip f⋅ t
DCMinR_neg≔―――=
Mr_min
ϕ ⋅ f Mn
0.244 <1, OK
61 Project: Shea Properties
Project #: 24002324.001A
Subject: Slab Design - Excavator & Bulldozer
Originator: JRM
Date: 11/04/2024
Crack Control by Distribution of Reinforcing (AASHTO 2017, 5.6.7) - Negative Flexure:
s1≔6⋅in Spacing of flexure steel
Ms=56.009 kip f⋅ t
ds=11.375 in
b=12 in
n=7
dc≔d d - s=2.625 in
h≔d=1.167 ft
βs≔1+――――=
dc
0.7 ⎛
⎝h-dc
⎞
⎠
1.33 γe≔1 Assume Exposure Class 1, low visibility
for rectangular sections: ――――+ + =0
-b ⋅ cap yrec
2 2
n A⋅ s1
⎛
⎝ds1_n-yrec
⎞
⎠ n A⋅ s2
⎛
⎝ds2_n -yrec
⎞
⎠
ao≔―-b―2
bo≔-n⋅As
co≔n⋅ ⎛
⎝A ⋅ s ds
⎞
⎠
y≔―――――――=
bo-- ‾‾‾-‾‾‾‾‾‾‾ bo
2 4⋅a ⋅ oco
2⋅ao
4.116 in
Ieff≔――+ =
b ⋅y
3 3
n⋅
⎛
⎝A ⋅ s
⎛
⎝ds-y⎞⎠
2 ⎞
⎠ 1017 in
4 fss≔abs =
⎛
⎜
⎝
n⋅――――
M ⋅ s
⎛
⎝ds-y⎞⎠
Ieff
⎞
⎟
⎠
33.595 ksi Stress in flexure steel at service loading
smax≔ =
⎛
⎜
⎝
――――-
700 γ ⋅ e ksi
β ⋅ s fss
2 ――
dc
1 in
⎞
⎟
⎠
in 10.42 in
DCCrC≔――=
s1
smax
0.576 <1, OK
62 Project: Shea Properties
Project #: 24002324.001A
Subject: Slab Design - Excavator & Bulldozer
Originator: JRM
Date: 11/04/2024
Maximum Shear:
Demands at Section:
Vu=21.179 kip Vertical shear force on section
+ Shear Calculations:
Transverse Steel:
No steel provided
d Calculation: v
fy=60 ksi As=2 in
2 ds=11.375 in
dv1≔0.72⋅ ((d))=10.08 in
dv2≔0.9⋅ ⎛
⎝ds
⎞
⎠=10.24 in
dv≔max⎛
⎝dv1
,dv2⎞
⎠=10.24 in
Effective Longitudinal Steel:
sl_v≔5 in
Al_v≔Abar
((5))=0.31 in
2 Hooked number #5 bars
lav≔13.5 in Available Development Length
ldl_9≔2.55 ft #9 Development Length
As_Veff≔ ⋅ =
⎛
⎜
⎝
――+
Al_v
sl_v
―⋅
As
s
⎛
⎜
⎝
――
lav
ldl_9
⎞
⎟
⎠
⎞
⎟
⎠
b 2.509 in2
63 Project: Shea Properties
Project #: 24002324.001A
Subject: Slab Design - Excavator & Bulldozer
Originator: JRM
Date: 11/04/2024
Vc and Vs calculations (AASHTO 2017, 5.7.3.3):
f'c=5 ksi
bv≔b=12 in
θ≔45 deg
β≔2.0
ag≔1 in Assumed max aggregate size
sxe≔dv
⋅――――=
1.38 in
ag+0.63 in
8.667 in
Mu_v≔Vu
⋅dv=18.068 kip f⋅ t
――――――――⋅ =
――+
Mu_v
dv
0.5⋅V ⋅ u cot ((θ))
E ⋅ s As_Veff
1000 0.437
θ≔36.3 deg
――――――――⋅ =
――+
Mu_v
dv
0.5⋅V ⋅ u cot ((θ))
E ⋅ s As_Veff
1000 0.489 β≔2.88
Shear Capacity Calculation (AASHTO 2017, 5.7.3.3):
Vs≔0 kip AASHTO 2017, (5.7.3.3-4)
Vc≔0.0316⋅β⋅ ‾f'‾c
⋅ ksi ⋅ ⋅ =
0.5 bv dv 25 kip AASHTO 2017, (5.7.3.3-3)
ϕVn1≔ϕv
⋅0.25⋅ f'c⋅ bv⋅dv=138 kip
ϕVn2≔ϕv
⋅ ⎛
⎝Vs+Vc
⎞
⎠=22 kip
ϕVn ≔min⎛
⎝ϕVn1
,ϕVn2⎞
⎠=22.5 kip
DCR≔―――=
abs ⎛
⎝Vu
⎞
⎠
ϕVn
0.941 <1, OK
64 Project: Shea Properties
Project #: 24002324.001A
Subject: Slab Design - Excavator & Bulldozer
Originator: JRM
Date: 11/04/2024
+Longitudinal Reinforcement Calculation:
Longitudinal Reinforcement (AASHTO 2017, 5.7.3.5):
The span is simply supported, the longitudinal reinforcement equation at the end is modified according to 5.7.3.5-2
Shear/Torsion Component:
Vu=21.179 kip Vs=0 kip Vp≔0 kip
Vs≔min =
⎛
⎜
⎝
―――,
abs ⎛
⎝Vu
⎞
⎠
ϕv
Vs
⎞
⎟
⎠
0 kip
DV≔cot ((θ)) ⋅ =
⎛
⎜
⎝
-
|
|
|
―+
Vu
ϕv
Vp
|
|
|
0.5⋅Vs
⎞
⎟
⎠
32 kip
Capacity Check:
As_Veff=2.509 in2fy=60 ksi
C≔As_Veff ⋅ fy=151 kip
――=
DV
C
0.213 <1, OK
65 Project: San Dieguito DT
Project #: 5600400.003A
770 First Avenue, Suite 400 By: JRM
San Diego, CA 92101 Date: Nov-24
Reinforcing Development (AASHTO 2017, 5.10.8.2.1a)
Bar Location: #9 Main Bars
Bar Size #9
Abar 1 in2Area of Bar
db 1.13 in Diameter of Bar
Nbundle 1 Number of Bars in Bundle
Atotal 1 in2
Total Bundle Area
db,eq 1.13 in Equivalent Diameter
fy 60 ksi Rebar Yield Stress
f'c 5 ksi Concrete Ultimate Stress
ldb (ft) 6.05 ft Basic Development Length
λ 1.0 Concrete Density Factor (5.4.2.8)
λrl 1.0 Reinforcement Location factor
λcf 1.0 Coating Factor
λrc 0.40 Confinement Factor
ld 2.42 ft Modified Development Length
cb 4.56 in <- Note this is the average cover withing the fillet ktr 0.00 Transverse Reinforcement Index (0 is conservative) 40 ∗
∗
2.4 ∗
∗
′
∗
∗
∗
66 PROJECT San Jacinto Line E Storm Drain
Crossing Over Casa Loma Barrel 1 Siphon
5.4 Diaphragms
BRIDGE NAME
67 Project: Shea Properties
Project #: 24002328
Subject: End Diaphragm Check
Originator: JRM
Date: 11/05/2024
End Diaphragm Check
Included in these calculations are checks for:
+Flexure
+Minimum Reinforcement
+Crack Control
+Shear
+Longitudinal Reinforcement (Combined
Shear-Flexure)
Section:
d≔18 in Slab depth
b≔11.5 in Section width
sbrg≔5 ft Max bearing spacing
Material Properties:
f'c≔5 ksi Nominal Concrete strength
β1≔min =
⎛
⎜
⎝
0.85,0.85 0.05 -
⎛
⎜
⎝
――-
f'c
ksi
4 ⎞
⎟
⎠
⎞
⎟
⎠
0.8 AASHTO 2017, 5.6.2.2
Concrete unit weight (AASHTO
2017, Table 3.5.1-1): γc_ur≔max ⋅ =
⎛
⎜
⎝
,
⎛
⎜
⎝
0.14+0.001⋅――
f'c
ksi
⎞
⎟
⎠
0.145
⎞
⎟
⎠
kip ft-3 145 pcf
AASHTO 2017, EQ 5.4.2.4-1 Ec≔33000⋅ ⋅ ⋅ =
⎛
⎜
⎝
―――
γc_ur
kip f⋅ t
-3
⎞
⎟
⎠
1.5 ‾f'‾c ksi0.5 4074 ksi Concrete modulus of elasticity γc≔max⎛
⎝γc_ur+0.005 kip ft ⋅ , =
-3 150 pcf⎞
⎠ 150 pcf
Es≔29000 ksi Steel modulus of elasticity
n≔round =
⎛
⎜
⎝
―
Es
Ec
⎞
⎟
⎠
7 γw≔62.4 pcf
γs≔125 pcf
68 Project: Shea Properties
Project #: 24002328
Subject: End Diaphragm Check
Originator: JRM
Date: 11/05/2024
SAP2000 Model:
Moving Loads:
H20 - Longitudinal Load Case: H20 - Transverse Load Case:
Excavator - Longitudinal Load Case: Excavator - Transverse Load Case:
Bulldozer - Longitudinal Load Case: Bulldozer - Transverse Load Case:
the calculation for the patch load magnitudes is located at the end of this section 69 Project: Shea Properties
Project #: 24002328
Subject: End Diaphragm Check
Originator: JRM
Date: 11/05/2024
Slab Demands:
+Live Load Demand:
MLL_IM_p≔33.1 kip ft ⋅ Max moment at mid-span of slab
MLL_IM_n≔17.7 kip ft ⋅ Max moment at mid-span of slab
VH20_IM ≔34.4 kip Max shear
Mp≔1.0 Multiple presence factor (1 per design
criteria report)
MLL_IM_p≔Mp
⋅MLL_IM_p=33.1 ⋅ kip ft
MLL_IM_n≔Mp
⋅MLL_IM_n=17.7 kip f⋅ t
VLL_IM ≔Mp
⋅max⎛
⎝VH20_IM⎞⎠=34.4 kip
Shear Diagram from SAP2000:
Moment Diagram from SAP2000:
70 Project: Shea Properties
Project #: 24002328
Subject: End Diaphragm Check
Originator: JRM
Date: 11/05/2024
+Dead Load Demand:
wDC≔2.725 klf
VDC≔7.95 kip
MDC_p≔5.11 kip ft ⋅
MDC_n≔6.5 kip ft ⋅
+Water Demand:
hw_ser≔3.7 ft
hw_str≔5.3 ft
ww_ser≔3.617 klf
VWA_ser≔11.22 kip
MWA_ser_p≔7.21 kip ft ⋅
MWA_ser_n≔9.17 kip ft ⋅
VWA_str≔――⋅ =
hw_str
hw_ser
VWA_ser 16.072 kip
MWA_str_p≔――⋅ =
hw_str
hw_ser
MWA_ser_p 10.328 kip f⋅ t
MWA_str_n≔――⋅ =
hw_str
hw_ser
MWA_ser_n 13.135 kip f⋅ t
71 Project: Shea Properties
Project #: 24002328
Subject: End Diaphragm Check
Originator: JRM
Date: 11/05/2024
Load Combinations:
MsA_p≔MLL_IM_p MDC_p=+ 38.2 ⋅ kip ft
MsB_p≔MWA_ser_p+MDC_p=12.3 kip f⋅ t
MsA_n≔MLL_IM_n+MDC_n=24.2 kip f⋅ t
MsB_n≔MWA_ser_n+MDC_n=15.7 kip f⋅ t
MuA_p≔1.75⋅MLL_IM_p+1.25⋅MDC_p=64.3 kip f⋅ t
MuB_p≔1.0 ⋅MWA_str_p+1.25 ⋅MDC_p=16.7 kip f⋅ t
MuA_n≔1.75 ⋅MLL_IM_n+1.25⋅MDC_n=39.1 kip f⋅ t
MuB_n≔1.0⋅MWA_str_n+1.25⋅MDC_n=21.3 kip f⋅ t
Nu≔0 kip
VuA≔1.75 ⋅VLL_IM +1.25⋅VDC =70.1 kip
VuB≔1.0⋅VWA_str+1.25⋅VDC =26 kip
Mu_p≔max⎛
⎝MuA_p ,MuB_p⎞⎠=64.3 kip f⋅ t
Ms_p≔max⎛
⎝MsA_p ,MsB_p⎞⎠=38.2 kip f⋅ t
Mu_n≔max⎛
⎝MuA_n ,MuB_n⎞⎠=39.1 kip f⋅ t
Ms_n≔max⎛
⎝MsA_n ,MsB_n⎞⎠=24.2 kip f⋅ t
Vu≔max⎛
⎝VuA ,VuB⎞⎠=70.1 kip
Resistance Factors:
ϕf≔0.9
ϕc≔0.75
ϕv≔0.9
72 Project: Shea Properties
Project #: 24002328
Subject: End Diaphragm Check
Originator: JRM
Date: 11/05/2024
+In-Plane Flexural Calculations:
Longitudinal Reinforcement:
(2) #7s:
bsz≔7 Bar size
nbar≔2 Number of bars
As≔nbar ⋅Abar ⎛
⎝bsz
⎞
⎠=1.2 in
2 Area of longitudinal reinforcement
fy≔60 ksi Nominal yield stress of
longitudinal reinforcement
dc1≔2 in+dbn ((5))=2.625 in Cover on longitudinal
reinforcement
ds≔d-⎛
⎝dc1+0.5 dba ⎛⎝bsz
⎞
⎠
⎞
⎠=14.875 in Depth to CG of
reinforcement layers.
Concrete Compression Block (AASHTO 2017, 5.6.3.1.1):
c≔―――――=
A ⋅ s fy
⋅0.85 f' ⋅ ⋅ c β1 b
1.84 in AASHTO 2012, 5.7.3.1.1-4
εt≔⎛
⎝ds-c⎞⎠ ――=
0.003
c
0.02123
fs1≔min⎛
⎝fy
,Es⋅εt
⎞
⎠=60 ksi
c≔―――――=
A ⋅ s fs1
⋅0.85 f' ⋅ ⋅ c β1 b
1.84 in
εt≔⎛
⎝ds-c⎞⎠ ――=
0.003
c
0.021
fs2≔min⎛
⎝fy
,Es⋅εt
⎞
⎠=60 ksi
fs≔fs2
a≔β1
⋅ c=1.47 in Depth of equivalent stress block.
73 Project: Shea Properties
Project #: 24002328
Subject: End Diaphragm Check
Originator: JRM
Date: 11/05/2024
Flexural Resistance Factor (AASHTO 2017, 5.5.4.2 & 5.6.2.1) εcl≔0.002+((0.004 0.002 - )) ⋅――――――=
⎛
⎝fy-60 ksi⎞⎠
(( ksi-100 60 ksi))
0.002
εtl≔0.005+((0.008 0.005 - )) ⋅――――――=
⎛
⎝fy-75 ksi⎞⎠
(( ksi-100 75 ksi))
0.0032
ϕf≔max =
⎛
⎜
⎝
min ,
⎛
⎜
⎝
0.75+―――――,
0.15 ⎛
⎝εt-εcl
⎞
⎠
εtl-εcl
0.9 ⎞
⎟
⎠
0.75 ⎞
⎟
⎠
0.9 Flexural Resistance (AASHTO 2017, 5.6.3.2):
Mn≔As
⋅ fs⋅ =
⎛
⎜
⎝
ds-―a
2 ⎞
⎟
⎠
85 kip f⋅ t
DCM3≔――――=
abs ⎛
⎝Mu_p
⎞
⎠
ϕ ⋅ f Mn
0.842 <1, OK
74 Project: Shea Properties
Project #: 24002328
Subject: End Diaphragm Check
Originator: JRM
Date: 11/05/2024
Minimum Reinforcement (AASHTO 2017, 5.6.3.3):
d=1.5 ft b=0.958 ft f'c=5 ksi
γ1≔1.6 Flexural Cracking Variability Factor (All other concrete structures) γ2≔0 Prestress Variability Factor (N/A)
γ3≔0.75 Yield:Ultimate Ratio (A706, Gr.60)
Sc≔――=
d ⋅
2 b
6 621 in3 Gross Section Modulus
Snc≔Sc Full Section is Monolithic
fr≔0.24⋅ ‾f'‾c
⋅ ksi =
0.5 0.537 ksi
fcpe_btm ≔0 ksi
Mcr≔γ3
⋅ ⎛
⎝
⎛
⎝γ1
⋅ fr+γ2⋅ fcpe_btm⎞
⎠
⋅Sc
⎞
⎠=33 kip f⋅ t
Mu_p=64.3 kip f⋅ t
Mr_min≔min⎛
⎝abs ⎛⎝1.33⋅Mu_p
⎞
⎠
,Mcr
⎞
⎠=33 kip f⋅ t
ϕf
⋅Mn=76 kip f⋅ t
DCMinR_neg≔―――=
Mr_min
ϕ ⋅ f Mn
0.437 <1, OK
75 Project: Shea Properties
Project #: 24002328
Subject: End Diaphragm Check
Originator: JRM
Date: 11/05/2024
Crack Control by Distribution of Reinforcing (AASHTO 2017, 5.6.7):
s1≔9 in Spacing of flexure steel
Ms_p=38.21 kip f⋅ t
ds=14.875 in
b=11.5 in
n=7
dc≔d d - s=3.125 in
h≔d=1.5 ft
βs≔1+――――=
dc
0.7 ⎛
⎝h-dc
⎞
⎠
1.3 γe≔1 Assume Exposure Class 2, corrosion potential
for rectangular sections: ――――+ + =0
-b ⋅ cap yrec
2 2
n A⋅ s1
⎛
⎝ds1_n-yrec
⎞
⎠ n A⋅ s2
⎛
⎝ds2_n -yrec
⎞
⎠
ao≔―-b―2
bo≔-n⋅As As=1.2 in2
co≔n⋅ ⎛
⎝A ⋅ s ds
⎞
⎠
y≔―――――――=
bo-- ‾‾‾-‾‾‾‾‾‾‾ bo
2 4⋅a ⋅ oco
2⋅ao
3.988 in
Ieff≔――+ =
b ⋅y
3 3
n⋅
⎛
⎝A ⋅ s
⎛
⎝ds-y⎞⎠
2 ⎞
⎠ 1239 in
4 fss≔abs =
⎛
⎜
⎝
n⋅―――――
M ⋅ s_p
⎛
⎝ds-y⎞⎠
Ieff
⎞
⎟
⎠
28.208 ksi Stress in flexure steel at service loading
smax≔ =
⎛
⎜
⎝
――――-
700 γ ⋅ e ksi
β ⋅ s fss
2 ――
dc
1 in
⎞
⎟
⎠
in 12.837 in
DCCrC≔――=
s1
smax
0.701 <1, OK
76 Project: Shea Properties
Project #: 24002328
Subject: End Diaphragm Check
Originator: JRM
Date: 11/05/2024
Maximum Shear:
Demands at Section:
Vu=70.138 kip Vertical shear force on section
+ Shear Calculations:
Transverse Steel:
At≔Abar
((5))=0.31 in
2 Nominal Area of Shear Reinforcement
s≔6 in Stirrup spacing at section
Legs≔2 Number of stirrup legs
Av≔At
⋅Legs=0.62 in2
Area of steel per stirrup
d Calculation: v
fy=60 ksi As=1.2 in2ds=14.875 in
dv1≔0.72⋅ ((d))=12.96 in
dv2≔0.9⋅ ⎛
⎝ds
⎞
⎠=13.39 in
dv≔max⎛
⎝dv1
,dv2⎞
⎠=13.39 in
77 Project: Shea Properties
Project #: 24002328
Subject: End Diaphragm Check
Originator: JRM
Date: 11/05/2024
Vc and Vs calculations (AASHTO 2017, 5.7.3.3):
f'c=5 ksi
bv≔b=11.5 in
θ≔45 deg
β≔2.0
Vs≔Av
⋅ fy⋅dv⋅―――=
cot ((θ))
s
83 kip AASHTO 2017, (5.7.3.3-4)
Vc≔0.0316⋅β⋅ ‾f'‾c
⋅ ksi ⋅ ⋅ =
0.5 bv dv 22 kip AASHTO 2017, (5.7.3.3-3)
Shear Capacity Calculation (AASHTO 2017, 5.7.3.3):
ϕVn1≔ϕv
⋅0.25⋅ f'c⋅ bv⋅dv=173 kip
ϕVn2≔ϕv
⋅ ⎛
⎝Vs+Vc
⎞
⎠=94 kip
ϕVn ≔min⎛
⎝ϕVn1
,ϕVn2⎞
⎠=94.3 kip
DCR≔―――=
abs ⎛
⎝Vu
⎞
⎠
ϕVn
0.744 <1, OK
78 Project: Shea Properties
Project #: 24002328
Subject: End Diaphragm Check
Originator: JRM
Date: 11/05/2024
+Longitudinal Reinforcement Calculation Over Supports:
Longitudinal Reinforcement (AASHTO 2017, 5.7.3.5):
Flexural Component:
Mu≔max⎛
⎝Vu
⋅dv,Mu_n
⎞
⎠=78.247 kip f⋅ t
ϕf=0.9
DM ≔―――=
abs ⎛
⎝Mu
⎞
⎠
ϕ ⋅ f dv
78 kip
Shear/Torsion Component:
Vu=70.138 kip Vs=83 kip Vp≔0 kip
Vs≔min =
⎛
⎜
⎝
―――,
abs ⎛
⎝Vu
⎞
⎠
ϕv
Vs
⎞
⎟
⎠
77.9 kip
DV≔cot ((θ)) ⋅ =
⎛
⎜
⎝
-
|
|
|
―+
Vu
ϕv
Vp
|
|
|
0.5⋅Vs
⎞
⎟
⎠
39 kip
Capacity Check:
As=1.2 in2
fy=60 ksi
C≔As
⋅ fy=72 kip
――=
DV
C
0.541 <1, OK
79 Project: Shea Properties
Project #: 24002328
770 First Avenue, Suite 400 By: JRM
San Diego, CA 92101 Date: Nov-24
Patch Loading for Diaphragm Model:
Max Reactions From Span SAP2000 Model:
VH20_L 38.2 kip
VH20_T 30.3 kip
VEx_L 59.9 kip
VEx_T 65.9 kip
VBd_L 42.8 kip
VBd_T 45.7 kip
Wheel/Track Width:
Wwheel,H20 1.67 ft
Wwheel,Ex 2.00 ft
Wwheel,bd 2.00 ft
Wheel/Track Length
Lwheel,H20 0.83 ft
Ltrack,Ex 13.17 ft
Ltrack,bd 9.73 ft
Patch Load
wH20_L 11.46 klf 0.5*VH20_L/Wwheel,H20
wH20_T_front 7.27 klf 8/40*VH20_T/Lwheel,H20
wH20_T_rear 29.09 klf 32/40*VH20_T/Lwheel,H20
wEx_L 14.98 klf 0.5*VEx_L/Wwheel,Ex
wEx_T 5.01 klf VEx_T/Lwheel,Ex
wBd_L 10.70 klf 0.5*VBd_L/Wwheel,Bd
wBd_T 4.70 klf VBd_T/Lwheel,Bd
80 PROJECT San Jacinto Line E Storm Drain
Crossing Over Casa Loma Barrel 1 Siphon
6 Substructure Design
BRIDGE NAME
81 PROJECT San Jacinto Line E Storm Drain
Crossing Over Casa Loma Barrel 1 Siphon
6.1 Footing Sections
BRIDGE NAME
82 770 First Avenue, Suite 400,
Sand Diego CA 92101
Project: Shea Properties
Project #:
Subject:
Originator:JRM
24002328
Date:
Footing Sections
11/7/2024
83 PROJECT San Jacinto Line E Storm Drain
Crossing Over Casa Loma Barrel 1 Siphon
6.2 Substructure Loads
BRIDGE NAME
84 Project: Shea Properties
Project #: 24002328
770 First Avenue, Suite 400 By: JRM
San Diego, CA 92101 Date: Nov-24
Substructure Loads
γs 85 pcf Backfill unit weight
φf 30 deg Backfill friction angle
ka 0.33 Active earth pressure coefficent
kAE 0.63 Seismic active earth pressure coefficent
μ 0.3 Footing to soil friction coefficient
σa 3 ksf Allowable bearing pressure
σa,t 4 ksf Allowable bearing pressure (transient loads) ppassive 250 psf/ft Allowable passive pressure (2500 psf/ft max) 85 PROJECT San Jacinto Line E Storm Drain
Crossing Over Casa Loma Barrel 1 Siphon
6.3 Footing Design
BRIDGE NAME
86 PROJECT San Jacinto Line E Storm Drain
Crossing Over Casa Loma Barrel 1 Siphon
6.3.1 External Stability
BRIDGE NAME
87 Project: Shea Properties
Project #: 24002328
Subject: Foundation Global Stability
Originator: JRM
Date: 11/06/2024
Wall Global Stability Check
Typical Footing Height
Crossing Slab Geometry:
Sslab_clr≔27.33 ft Clear slab span
tslab≔14 in Minimum slab depth
thnch≔4 in Depth of haunch
tend≔9 in Depth slab extension
Foundation Wall Geometry:
Wseat≔12 in Seat width
tft≔24 in Footing thickness
tstem ≔24 in Stem thickness
H≔7.75 ft Wall height
Hbw≔tslab+thnch-tend=9 in Backwall height
Wft≔10 ft Length of footing
tliner≔6 in Liner thickness
dcl_brg≔0.5 ft Distance to centerline of bearing
Ltoe≔0.5 ft Length of footing toe
tbw≔tstem -Wseat=1 ft Backwall thickness
ebrg≔0.5⋅Wft-dcl_brg-Ltoe=4 ft Bearing load eccentricity from footing center 88 Project: Shea Properties
Project #: 24002328
Subject: Foundation Global Stability
Originator: JRM
Date: 11/06/2024
Demand:
Crossing Slab Dead Loads:
γc_slab≔150 pcf Crossing slab concrete unit weight
Cross sectional area of crossing slab:
Aslab≔Sslab_clr ⋅tslab+2 ⎛
⎝0.5 ⋅thnch + + =
2 t ⋅ end tbw W ⋅ seat ⎛
⎝
thnch+tslab⎞
⎠
⎞
⎠ 36.496 ft
2 PSS_DL≔γc_slab ⋅ ⎛
⎝0.5 ⋅Aslab⎞⎠=2.737 klf Tributary slab weight
MSS_DL≔PSS_DL ⋅ ebrg=10.949 ―kip ft ―⋅ ―ft
Moment about center of footing
Crossing Slab Water Loads:
γw≔62.4 pcf Water unit weight
hw_ser≔3.7 ft Water depth service loading
pWA_ser≔γw ⋅hw_ser=0.231 ksf Pressure due to service water level Tributary slab water loading:
Lslab_trib≔0.5 Sslab_clr+Wseat +tbw =15.665 ft
PSS_WA_ser≔pWA_ser ⋅Lslab_trib=3.617 klf
Moments about center of footing
MSS_WA_ser≔PSS_WA_ser ⋅ ebrg=14.467 ―kip ft ―⋅ ―ft
89 Project: Shea Properties
Project #: 24002328
Subject: Foundation Global Stability
Originator: JRM
Date: 11/06/2024
Crossing Slab Live Loads:
See calculations at the end of section for the calculation of the distributed live load PSS_LL≔3.53 klf Live load distributed load
MSS_LL≔PSS_LL ⋅ ebrg=14.12 ―kip ft ―⋅ ―ft
Live load Moment
Wall Dead Load:
γc≔150 pcf Typical concrete unit weight
Pbw≔γc
⋅ ⎛
⎝
tbw
⎞
⎠
⋅ ⎛
⎝Hbw
⎞
⎠=0.113 klf Backwall load
ebw≔0.5 Wft -⎛
⎝Wseat+0.5 tbw +Ltoe⎞⎠=3 ft Backwall eccentricity
Pstem ≔γc
⋅ ⎛
⎝
tstem⎞
⎠
⎛
⎝H-⎛⎝
tslab+thnch⎞
⎠-tft
⎞
⎠=1.275 klf Stem load
estem ≔0.5 Wft-⎛
⎝0.5 tstem +Ltoe⎞⎠=3.5 ft Stem eccentricity
Pft≔γc
⋅ ⎛
⎝
tft
⎞
⎠
⎛
⎝Wft
⎞
⎠=3 klf Footing load
eft≔0.5 Wft-0.5 Wft=0 ft Footing eccentricity
PDC≔Pbw +Pstem +Pft=4.388 klf Dead load
MDC≔Pbw ⋅ ebw +Pstem ⋅ estem +Pft
⋅ eft=4.8 ―kip ft ―⋅ ―ft
Dead moment
eDC≔――=
MDC
PDC
1.094 ft Dead load eccentricity
90 Project: Shea Properties
Project #: 24002328
Subject: Foundation Global Stability
Originator: JRM
Date: 11/06/2024
Soil Loading:
γs≔85 pcf Unit weight of soil
ka ≔0.33 Active coefficient of soil
Lheel≔Wft-tstem -Ltoe=7.5 ft Length of heel
pEV≔⎛
⎝H t - liner-tft⎞⎠
⋅γs=0.446 ksf Vertical soil pressure on footing
PEV_heel≔Lheel⋅pEV =3.347 klf Vertical soil load on heel eEV_heel≔0.5 Wft-⎛
⎝Ltoe+tstem +0.5 Lheel⎞⎠=-1.25 ft Eccentricity of vert heel soil load PEV_toe≔Ltoe ⋅pEV =0.223 klf
eEV_toe≔0.5 Wft-⎛
⎝0.5 Ltoe
⎞
⎠=4.75 ft
Moment of Vert soil load on
wall MEV≔PEV_heel⋅ eEV_heel+PEV_toe ⋅ eEV_toe=-3.124 ―kip f ―⋅ t―ft PEV≔PEV_heel+PEV_toe=3.57 klf Vertical soil load
Eccentricity of vertical soil
load on heel eEV≔――=
MEV
PEV
-0.875 ft
pEH≔⎛
⎝H t - liner
⎞
⎠
⋅ka⋅γs=0.203 ksf Maximum hrz soil pressure
PEH≔0.5 ⋅ ⎛ =⋅ ⎝H-tliner⎞
⎠ pEH 0.737 klf Horizontal soil load on wall
eEH≔0.333 ⎛
⎝H t - liner
⎞
⎠=2.414 ft Eccentricity of hrz soil load
MEH≔PEH ⋅ eEH =1.78 ―kip f ―⋅ t―ft
Moment of hrz soil load on wall
Liner Surcharge:
pLIN_V≔γc
⋅tliner=0.075 ksf Liner vertical surcharge pressure
PLIN_V≔pLIN_V ⋅Lheel=0.563 klf Liner vertical surcharge load eLIN_V≔0.5 Wft-⎛
⎝Ltoe+tstem +0.5 Lheel⎞⎠=-1.25 ft Liner vertical surcharge eccentricity MLIN_V≔PLIN_V ⋅ eLIN_V =-0.703 ―kip f ―⋅ t―ft
Moment of liner vertical surcharge
pLIN_H≔γc
⋅tliner ⋅ka=0.025 ksf Liner hrz. surcharge pressure
PLIN_H≔pLIN_H ⋅ ⎛
⎝H t - liner
⎞
⎠=0.179 klf Liner horizontal surcharge load
eLIN_H≔0.5 ⎛
⎝H t - liner
⎞
⎠=3.625 ft Liner hrz. surcharge eccentricity
MLIN_H≔PLIN_H ⋅ eLIN_H =0.65 ―kip f ―⋅ t―ft
Moment of liner hrz. surcharge
91 Project: Shea Properties
Project #: 24002328
Subject: Foundation Global Stability
Originator: JRM
Date: 11/06/2024
Water Surcharge:
pWA_V_ser≔γw ⋅hw_ser=0.231 ksf Pressure from service water level PWA_V_ser≔Lheel⋅pWA_V_ser=1.732 klf Load due to service water level eWA_V≔0.5 Wft-⎛
⎝Ltoe+tstem +0.5 Lheel⎞⎠=-1.25 ft Water load eccentricity MWA_V_ser≔PWA_V_ser ⋅ eWA_V =-2.165 ―kip ft ―⋅ ―ft
Moment due to service water load
pWA_H_ser≔γw ⋅hw_ser ⋅ka=0.076 ksf Hrz pressure from service water level PWA_H_ser≔⎛
⎝H t - liner
⎞
⎠
⋅pWA_H_ser=0.552 klf Hrz load due to service water level eWA_H≔0.5 ⎛
⎝H t - liner
⎞
⎠=3.625 ft Hrz water load eccentricity
MWA_H_ser≔PWA_H_ser ⋅ eWA_H =2.002 ―kip ft ―⋅ ―ft
Moment due to service hrz water load
Transverse Bearing Load:
Coefficient of friction between
concrete and neoprene μ≔0.2
PSS_DL=2.737 klf
Pbrg_H≔μ P⋅ SS_DL=0.547 klf
ebrg_H≔H t - slab-thnch=6.25 ft
Mbrg_H≔Pbrg_H ⋅ ebrg_H =3.422 ―kip ft ―⋅ ―ft
92 Project: Shea Properties
Project #: 24002328 Subject: Foundation Global Stability Originator: JRM
Date: 11/06/2024
93 Project: Shea Properties
Project #: 24002328
Subject: Foundation Global Stability
Originator: JRM
Date: 11/06/2024
External Stability Spreadsheet Verification:
Service IB - Water Loading
PserIB_V≔PSS_DL+PSS_WA_ser+PDC +PEV +PLIN_V +PWA_V_ser=16.61 klf MserIB_V≔MSS_DL+MSS_WA_ser+MDC +MEV +MLIN_V +MWA_V_ser=24.22 ―kip ft ―⋅ ―ft PserIB_H≔PEH +PLIN_H +PWA_H_ser+Pbrg_H =2.02 klf
MserIB_H≔MEH +MLIN_H +MWA_H_ser+Mbrg_H =7.85 ―kip ft ―⋅ ―ft MserIB≔MserIB_V +MserIB_H =32.08 ―kip f ―⋅ t―ft
Eccentricity Check (AASHTO 11.6.3.3)
e≔―――=
MserIB
PserIB_V
1.932 ft Total eccentricity
emax≔――=
Wft
3 3.333 ft Maximum eccentricity
DCRecc≔――=
e
emax
0.58 <1, OK
94 Project: Shea Properties
Project #: 24002328
Subject: Foundation Global Stability
Originator: JRM
Date: 11/06/2024
Bearing Check (AASHTO 11.6.3.2)
Check allowable bearing pressure of 3 ksf according to geotechnical report. Note that since it is an allowable capacity it will be compared to unfactored loading (service).
B'serIB≔Wft-2⋅ e=6.1364 ft Effective bearing width
σserIB≔―――=
PserIB_V
B'serIB
2.7061 ksf Bearing stress
qa≔3 ksf Factored bearing resistance
DCRbearing≔――=
σserIB
qa
0.902 <1, OK
Sliding Check (AASHTO 11.6.3.6 & 10.6.3.4)
Conservatively ignore passive resistance
μ≔0.3 From preliminary foundation report
ϕT≔0.8 AASHTO Table 10.5.5.2.2-1 CIP Concrete on cohesionless soil Rr_slide≔ϕT ⋅PserIB_V ⋅μ⋅1 ft=3.985 kip
Pu≔PserIB_H ⋅1 ft=2.016 kip
DCRsliding≔―――=
Pu
Rr_slide
0.506 <1, OK
95 Project: Shea Properties
Project #: 24002328
770 First Avenue, Suite 400 By: JRM
San Diego, CA 92101 Date: Nov-24
Live Load Bearing Distribution - Typical Footing Depth
Hwall 7.75 ft Wall Height
VH20_L 38.2 kip Max H-20 live load reaction from Longitudinal slab sap model VH20_T 30.3 kip Max H-20 live load reaction from Transverse slab sap model VEx_L 59.9 kip Max Excavator live load reaction from Longitudinal slab sap model VEx_T 65.9 kip Max Excavator live load reaction from Transverse slab sap model VBd_L 42.8 kip Max Bulldozer live load reaction from Longitudinal slab sap model VBd_T 45.7 kip Max Bulldozer live load reaction from Transverse slab sap model Swheel,H20 6.00 ft Transverse H-20 wheel spacing
Swheel,Ex 8.50 ft Transverse Excavator track spacing
Swheel,bd 6.33 ft Transverse Bulldozer track spacing
Wwheel,H20 20.00 in Width of H-20 wheel
Wwheel,Ex 24.00 in Width of Excavator track
Wwheel,bd 24.00 in Width of Bulldozer track
Lwheel,H20 10.00 in Length of H-20 wheel
Ltrack,Ex 158.00 in Length of Excavator track
Ltrack,bd 116.70 in Length of Bulldozer track
96 Project: Shea Properties
Project #: 24002328
770 First Avenue, Suite 400 By: JRM
San Diego, CA 92101 Date: Nov-24
Live Load Bearing Distribution - Longitudinal Distribution EH20_L_1W 9.42 ft H20 longitudinal distribution Length for 1 wheel EH20_L_2W 15.42 ft H20 longitudinal distribution Length for 2 wheel wLL_H20_L 2.48 kip/ft Max(VH20_L/(2*EH20_L_1W),VH20_L/(EH20_L_2W)) EEx_L_1W 9.75 ft Excavator longitudinal distribution Length for 1 Track EEx_L_2W 18.25 ft Excavator longitudinal distribution Length for 2Track wLL_Ex_L 3.28 kip/ft Max(VEX_L/(2*EEX_L_1W),VH20_L/(EEX_L_2W)) EBd_L_1W 9.75 ft Bulldozer longitudinal distribution Length for 1 Track EBd_L_2W 16.08 ft Bulldozer longitudinal distribution Length for 2Track wLL_Bd_L 2.66 kip/ft Max(VBD_L/(2*EBD_L_1W),VH20_L/(EBD_L_2W)) Longitudinal Single Wheel Distribution Sketch
Longitudinal 2-Wheel Distribution Sketch
97 Project: Shea Properties
Project #: 24002328
770 First Avenue, Suite 400 By: JRM
San Diego, CA 92101 Date: Nov-24
Live Load Bearing Distribution - Transverse Distribution EH20_T 8.58 ft H20 Transverse distribution length
wLL_H20_T 3.53 kip/ft VH20_T/EH20_T
EEx_T 20.92 ft Excavator Transverse distribution Length wLL_Ex_T 3.15 kip/ft VEX_T/EEX_T
EBd_T 17.48 ft Bulldozer Transverse distribution Length wLL_Bd_T 2.62 kip/ft VBD_T/EBD_T
wLL 3.53 kip/ft Maximum live load distributed load
Transverse H20 Distribution Sketch
Transverse Excavator/Bulldozer Distribution Sketch
98 Project: Shea Properties
Project #: 24002328
Subject: Foundation Global Stability
Originator: JRM
Date: 11/06/2024
Wall Global Stability Check
Maximum Footing Height
Crossing Slab Geometry:
Sslab_clr≔27.33 ft Clear slab span
tslab≔14 in Minimum slab depth
thnch≔4 in Depth of haunch
tend≔9 in Depth slab extension
Foundation Wall Geometry:
Wseat≔12 in Seat width
tft≔24 in Footing thickness
tstem ≔24 in Stem thickness
H≔9.25 ft Wall height
Hbw≔tslab+thnch-tend=9 in Backwall height
Wft≔10 ft Length of footing
tliner≔6 in Liner thickness
dcl_brg≔0.5 ft Distance to centerline of bearing
Ltoe≔0.5 ft Length of footing toe
tbw≔tstem -Wseat=1 ft Backwall thickness
ebrg≔0.5⋅Wft-dcl_brg-Ltoe=4 ft Bearing load eccentricity from footing center 99 Project: Shea Properties
Project #: 24002328
Subject: Foundation Global Stability
Originator: JRM
Date: 11/06/2024
Demand:
Crossing Slab Dead Loads:
γc_slab≔150 pcf Crossing slab concrete unit weight
Cross sectional area of crossing slab:
Aslab≔Sslab_clr ⋅tslab+2 ⎛
⎝0.5 ⋅thnch + + =
2 t ⋅ end tbw W ⋅ seat ⎛
⎝
thnch+tslab⎞
⎠
⎞
⎠ 36.496 ft
2 PSS_DL≔γc_slab ⋅ ⎛
⎝0.5 ⋅Aslab⎞⎠=2.737 klf Tributary slab weight
MSS_DL≔PSS_DL ⋅ ebrg=10.949 ―kip ft ―⋅ ―ft
Moment about center of footing
Crossing Slab Water Loads:
γw≔62.4 pcf Water unit weight
hw_ser≔2.2 ft Water depth service loading
pWA_ser≔γw ⋅hw_ser=0.137 ksf Pressure due to service water level Tributary slab water loading:
Lslab_trib≔0.5 Sslab_clr+Wseat +tbw =15.665 ft
PSS_WA_ser≔pWA_ser ⋅Lslab_trib=2.15 klf
Moments about center of footing
MSS_WA_ser≔PSS_WA_ser ⋅ ebrg=8.602 ―kip ft ―⋅ ―ft
100
Project: Shea Properties
Project #: 24002328
Subject: Foundation Global Stability
Originator: JRM
Date: 11/06/2024
Crossing Slab Live Loads:
See calculations at the end of section for the calculation of the distributed live load PSS_LL≔3.03 klf Live load distributed load
MSS_LL≔PSS_LL ⋅ ebrg=12.12 ―kip ft ―⋅ ―ft
Live load Moment
Wall Dead Load:
γc≔150 pcf Typical concrete unit weight
Pbw≔γc
⋅ ⎛
⎝
tbw
⎞
⎠
⋅ ⎛
⎝Hbw
⎞
⎠=0.113 klf Backwall load
ebw≔0.5 Wft -⎛
⎝Wseat+0.5 tbw +Ltoe⎞⎠=3 ft Backwall eccentricity
Pstem ≔γc
⋅ ⎛
⎝
tstem⎞
⎠
⎛
⎝H-⎛⎝
tslab+thnch⎞
⎠-tft
⎞
⎠=1.725 klf Stem load
estem ≔0.5 Wft-⎛
⎝0.5 tstem +Ltoe⎞⎠=3.5 ft Stem eccentricity
Pft≔γc
⋅ ⎛
⎝
tft
⎞
⎠
⎛
⎝Wft
⎞
⎠=3 klf Footing load
eft≔0.5 Wft-0.5 Wft=0 ft Footing eccentricity
PDC≔Pbw +Pstem +Pft=4.838 klf Dead load
MDC≔Pbw ⋅ ebw +Pstem ⋅ estem +Pft
⋅ eft=6.375 ―kip ft ―⋅ ―ft
Dead moment
eDC≔――=
MDC
PDC
1.318 ft Dead load eccentricity
101
Project: Shea Properties
Project #: 24002328
Subject: Foundation Global Stability
Originator: JRM
Date: 11/06/2024
Soil Loading:
γs≔85 pcf Unit weight of soil
ka ≔0.33 Active coefficient of soil
Lheel≔Wft-tstem -Ltoe=7.5 ft Length of heel
pEV≔⎛
⎝H t - liner-tft⎞⎠
⋅γs=0.574 ksf Vertical soil pressure on footing
PEV_heel≔Lheel⋅pEV =4.303 klf Vertical soil load on heel eEV_heel≔0.5 Wft-⎛
⎝Ltoe+tstem +0.5 Lheel⎞⎠=-1.25 ft Eccentricity of vert heel soil load PEV_toe≔Ltoe ⋅pEV =0.287 klf
eEV_toe≔0.5 Wft-⎛
⎝0.5 Ltoe
⎞
⎠=4.75 ft
Moment of Vert soil load on
wall MEV≔PEV_heel⋅ eEV_heel+PEV_toe ⋅ eEV_toe=-4.016 ―kip f ―⋅ t―ft PEV≔PEV_heel+PEV_toe=4.59 klf Vertical soil load
Eccentricity of vertical soil
load on heel eEV≔――=
MEV
PEV
-0.875 ft
pEH≔⎛
⎝H t - liner
⎞
⎠
⋅ka⋅γs=0.245 ksf Maximum hrz soil pressure
PEH≔0.5 ⋅ ⎛ =⋅ ⎝H-tliner⎞
⎠ pEH 1.074 klf Horizontal soil load on wall
eEH≔0.333 ⎛
⎝H t - liner
⎞
⎠=2.914 ft Eccentricity of hrz soil load
MEH≔PEH ⋅ eEH =3.129 ―kip f ―⋅ t―ft
Moment of hrz soil load on wall
Liner Surcharge:
pLIN_V≔γc
⋅tliner=0.075 ksf Liner vertical surcharge pressure
PLIN_V≔pLIN_V ⋅Lheel=0.563 klf Liner vertical surcharge load eLIN_V≔0.5 Wft-⎛
⎝Ltoe+tstem +0.5 Lheel⎞⎠=-1.25 ft Liner vertical surcharge eccentricity MLIN_V≔PLIN_V ⋅ eLIN_V =-0.703 ―kip f ―⋅ t―ft
Moment of liner vertical surcharge
pLIN_H≔γc
⋅tliner ⋅ka=0.025 ksf Liner hrz. surcharge pressure
PLIN_H≔pLIN_H ⋅ ⎛
⎝H t - liner
⎞
⎠=0.217 klf Liner horizontal surcharge load
eLIN_H≔0.5 ⎛
⎝H t - liner
⎞
⎠=4.375 ft Liner hrz. surcharge eccentricity
MLIN_H≔PLIN_H ⋅ eLIN_H =0.947 ―kip f ―⋅ t―ft
Moment of liner hrz. surcharge
102
Project: Shea Properties
Project #: 24002328
Subject: Foundation Global Stability
Originator: JRM
Date: 11/06/2024
Water Surcharge:
pWA_V_ser≔γw ⋅hw_ser=0.137 ksf Pressure from service water level PWA_V_ser≔Lheel⋅pWA_V_ser=1.03 klf Load due to service water level eWA_V≔0.5 Wft-⎛
⎝Ltoe+tstem +0.5 Lheel⎞⎠=-1.25 ft Water load eccentricity MWA_V_ser≔PWA_V_ser ⋅ eWA_V =-1.287 ―kip ft ―⋅ ―ft
Moment due to service water load
pWA_H_ser≔γw ⋅hw_ser ⋅ka=0.045 ksf Hrz pressure from service water level PWA_H_ser≔⎛
⎝H t - liner
⎞
⎠
⋅pWA_H_ser=0.396 klf Hrz load due to service water level eWA_H≔0.5 ⎛
⎝H t - liner
⎞
⎠=4.375 ft Hrz water load eccentricity
MWA_H_ser≔PWA_H_ser ⋅ eWA_H =1.734 ―kip ft ―⋅ ―ft
Moment due to service hrz water load
Transverse Bearing Load:
Coefficient of friction between
concrete and neoprene μ≔0.2
PSS_DL=2.737 klf
Pbrg_H≔μ P⋅ SS_DL=0.547 klf
ebrg_H≔H t - slab-thnch=7.75 ft
Mbrg_H≔Pbrg_H ⋅ ebrg_H =4.243 ―kip ft ―⋅ ―ft
103
Project: Shea Properties
Project #: 24002328 Subject: Foundation Global Stability Originator: JRM
Date: 11/06/2024
104
Project: Shea Properties
Project #: 24002328
Subject: Foundation Global Stability
Originator: JRM
Date: 11/06/2024
External Stability Spreadsheet Verification:
Service IB - Water Loading
PserIB_V≔PSS_DL+PSS_WA_ser+PDC +PEV +PLIN_V +PWA_V_ser=15.91 klf MserIB_V≔MSS_DL+MSS_WA_ser+MDC +MEV +MLIN_V +MWA_V_ser=19.92 ―kip ft ―⋅ ―ft PserIB_H≔PEH +PLIN_H +PWA_H_ser+Pbrg_H =2.23 klf
MserIB_H≔MEH +MLIN_H +MWA_H_ser+Mbrg_H =10.05 ―kip ft ―⋅ ―ft MserIB≔MserIB_V +MserIB_H =29.97 ―kip f ―⋅ t―ft
Eccentricity Check (AASHTO 11.6.3.3)
e≔―――=
MserIB
PserIB_V
1.884 ft Total eccentricity
emax≔――=
Wft
3 3.333 ft Maximum eccentricity
DCRecc≔――=
e
emax
0.565 <1, OK
105
Project: Shea Properties
Project #: 24002328
Subject: Foundation Global Stability
Originator: JRM
Date: 11/06/2024
Bearing Check (AASHTO 11.6.3.2)
Check allowable bearing pressure of 3 ksf according to geotechnical report. Note that since it is an allowable capacity it will be compared to unfactored loading (service).
B'serIB≔Wft-2⋅ e=6.2316 ft Effective bearing width
σserIB≔―――=
PserIB_V
B'serIB
2.5527 ksf Bearing stress
qa≔3 ksf Factored bearing resistance
DCRbearing≔――=
σserIB
qa
0.851 <1, OK
Sliding Check (AASHTO 11.6.3.6 & 10.6.3.4)
Conservatively ignore passive resistance
μ≔0.3 From preliminary foundation report
ϕT≔0.8 AASHTO Table 10.5.5.2.2-1 CIP Concrete on cohesionless soil Rr_slide≔ϕT ⋅PserIB_V ⋅μ⋅1 ft=3.818 kip
Pu≔PserIB_H ⋅1 ft=2.234 kip
DCRsliding≔―――=
Pu
Rr_slide
0.585 <1, OK
106
Project: Shea Properties
Project #: 24002328
770 First Avenue, Suite 400 By: JRM
San Diego, CA 92101 Date: Nov-24
Live Load Bearing Distribution - Maximum Footing Depth
Hwall 9.25 ft Wall Height
VH20_L 38.2 kip Max H-20 live load reaction from Longitudinal slab sap model VH20_T 30.3 kip Max H-20 live load reaction from Transverse slab sap model VEx_L 59.9 kip Max Excavator live load reaction from Longitudinal slab sap model VEx_T 65.9 kip Max Excavator live load reaction from Transverse slab sap model VBd_L 42.8 kip Max Bulldozer live load reaction from Longitudinal slab sap model VBd_T 45.7 kip Max Bulldozer live load reaction from Transverse slab sap model Swheel,H20 6.0 ft Transverse H-20 wheel spacing
Swheel,Ex 8.5 ft Transverse Excavator track spacing
Swheel,bd 6.3 ft Transverse Bulldozer track spacing
Wwheel,H20 20.0 in Width of H-20 wheel
Wwheel,Ex 24.0 in Width of Excavator track
Wwheel,bd 24.0 in Width of Bulldozer track
Lwheel,H20 10.0 in Length of H-20 wheel
Ltrack,Ex 158.0 in Length of Excavator track
Ltrack,bd 116.7 in Length of Bulldozer track
107
Project: Shea Properties
Project #: 24002328
770 First Avenue, Suite 400 By: JRM
San Diego, CA 92101 Date: Nov-24
Live Load Bearing Distribution - Longitudinal Distribution - Deep Footing EH20_L_1W 10.92 ft H20 longitudinal distribution Length for 1 wheel EH20_L_2W 16.92 ft H20 longitudinal distribution Length for 2 wheel wLL_H20_L 2.26 kip/ft Max(VH20_L/(2*EH20_L_1W),VH20_L/(EH20_L_2W)) EEx_L_1W 11.25 ft Excavator longitudinal distribution Length for 1 Track EEx_L_2W 19.75 ft Excavator longitudinal distribution Length for 2Track wLL_Ex_L 3.03 kip/ft Max(VEX_L/(2*EEX_L_1W),VH20_L/(EEX_L_2W)) EBd_L_1W 11.25 ft Bulldozer longitudinal distribution Length for 1 Track EBd_L_2W 17.58 ft Bulldozer longitudinal distribution Length for 2Track wLL_Bd_L 2.43 kip/ft Max(VBD_L/(2*EBD_L_1W),VH20_L/(EBD_L_2W)) Longitudinal Single Wheel Distribution Sketch
Longitudinal 2-Wheel Distribution Sketch
108
Project: Shea Properties
Project #: 24002328
770 First Avenue, Suite 400 By: JRM
San Diego, CA 92101 Date: Nov-24
Live Load Bearing Distribution - Transverse Distribution - Deep Footing EH20_T 10.08 ft H20 Transverse distribution length
wLL_H20_T 3.01 kip/ft VH20_T/EH20_T
EEx_T 22.42 ft Excavator Transverse distribution Length wLL_Ex_T 2.94 kip/ft VEX_T/EEX_T
EBd_T 18.98 ft Bulldozer Transverse distribution Length wLL_Bd_T 2.41 kip/ft VBD_T/EBD_T
wLL 3.03 kip/ft Maximum live load distributed load
Transverse H20 Distribution Sketch
Transverse Excavator/Bulldozer Distribution Sketch
109
PROJECT San Jacinto Line E Storm Drain
Crossing Over Casa Loma Barrel 1 Siphon
6.3.2 Stem and Footing Design
BRIDGE NAME
110
Project: Shea Properties
Project #: 24002328
Subject: Stem Structural Check
Originator: JRM
Date: 11/07/2024
Stem Structural Check
Included in these calculations are checks for:
+Flexure
+Minimum Reinforcement
+Crack Control
+Shear
+Longitudinal Reinforcement (Combined Shear-Flexure)
Section:
b≔1 ft Footing strip width
d≔24 in Footing depth
Material Properties:
f'c≔3.6 ksi Nominal Concrete strength
β1≔min =
⎛
⎜
⎝
0.85,0.85 0.05 -
⎛
⎜
⎝
――-
f'c
ksi
4 ⎞
⎟
⎠
⎞
⎟
⎠
0.85 AASHTO 2017, 5.6.2.2
Concrete unit weight (AASHTO
2017, Table 3.5.1-1): γc_ur≔max ⋅ =
⎛
⎜
⎝
,
⎛
⎜
⎝
0.14+0.001⋅――
f'c
ksi
⎞
⎟
⎠
0.145
⎞
⎟
⎠
kip ft-3 145 pcf
AASHTO 2017, EQ 5.4.2.4-1 Ec≔33000⋅ ⋅ ⋅ =
⎛
⎜
⎝
―――
γc_ur
kip f⋅ t
-3
⎞
⎟
⎠
1.5 ‾f'‾c ksi0.5 3457 ksi Concrete modulus of elasticity Es≔29000 ksi Steel modulus of elasticity
n≔round =
⎛
⎜
⎝
―
Es
Ec
⎞
⎟
⎠
8 Resistance Factors:
ϕf≔0.9
ϕc≔0.75
ϕv≔0.9
111
Project: Shea Properties
Project #: 24002328
Subject: Stem Structural Check
Originator: JRM
Date: 11/07/2024
Footing Demands:
Mu≔12.12 kip ft ⋅
Ms≔7.63 kip ft ⋅
Vu≔3.6 kip
112
Project: Shea Properties
Project #: 24002328
Subject: Stem Structural Check
Originator: JRM
Date: 11/07/2024
+In-Plane Flexural Calculations:
Longitudinal Reinforcement:
#5s @ 12":
bsz≔5 Bar size
s≔12 in Bar spacing
As≔b ⋅―――=
Abar
⎛
⎝bsz
⎞
⎠
s
0.31 in2
Area of longitudinal reinforcement
fy≔60 ksi Nominal yield stress of
longitudinal reinforcement
dc1≔3 in Cover on longitudinal
reinforcement
ds≔d-⎛
⎝dc1+0.5 dba ⎛⎝bsz
⎞
⎠
⎞
⎠=20.655 in Depth to CG of
reinforcement layers.
Concrete Compression Block (AASHTO 2017, 5.6.3.1.1):
c≔―――――=
A ⋅ s fy
⋅0.85 f' ⋅ ⋅ c β1 b
0.6 in AASHTO 2012, 5.7.3.1.1-4
εt≔⎛
⎝ds-c⎞⎠ ――=
0.003
c
0.10098
fs1≔min⎛
⎝fy
,Es⋅εt
⎞
⎠=60 ksi
c≔―――――=
A ⋅ s fs1
⋅0.85 f' ⋅ ⋅ c β1 b
0.6 in
εt≔⎛
⎝ds-c⎞⎠ ――=
0.003
c
0.101
fs2≔min⎛
⎝fy
,Es⋅εt
⎞
⎠=60 ksi
fs≔fs2
a≔β1
⋅ c=0.51 in Depth of equivalent stress block.
113
Project: Shea Properties
Project #: 24002328
Subject: Stem Structural Check
Originator: JRM
Date: 11/07/2024
Flexural Resistance Factor (AASHTO 2017, 5.5.4.2 & 5.6.2.1) εcl≔0.002+((0.004 0.002 - )) ⋅――――――=
⎛
⎝fy-60 ksi⎞⎠
(( ksi-100 60 ksi))
0.002
εtl≔0.005+((0.008 0.005 - )) ⋅――――――=
⎛
⎝fy-75 ksi⎞⎠
(( ksi-100 75 ksi))
0.0032
ϕf≔max =
⎛
⎜
⎝
min ,
⎛
⎜
⎝
0.75+―――――,
0.15 ⎛
⎝εt-εcl
⎞
⎠
εtl-εcl
0.9 ⎞
⎟
⎠
0.75 ⎞
⎟
⎠
0.9 Flexural Resistance (AASHTO 2017, 5.6.3.2):
Mn≔As
⋅ fs⋅ =
⎛
⎜
⎝
ds-―a
2 ⎞
⎟
⎠
32 kip f⋅ t
DCM3≔―――=
abs ⎛
⎝Mu
⎞
⎠
ϕ ⋅ f Mn
0.426 <1, OK
114
Project: Shea Properties
Project #: 24002328
Subject: Stem Structural Check
Originator: JRM
Date: 11/07/2024
Minimum Reinforcement (AASHTO 2017, 5.6.3.3):
d=2 ft b=1 ft f'c=3.6 ksi
γ1≔1.6 Flexural Cracking Variability Factor (All other concrete structures) γ2≔0 Prestress Variability Factor (N/A)
γ3≔0.75 Yield:Ultimate Ratio (A706, Gr.60)
Sc≔――=
d ⋅
2 b
6 1152 in3 Gross Section Modulus
Snc≔Sc Full Section is Monolithic
fr≔0.24⋅ ‾f'‾c
⋅ ksi =
0.5 0.455 ksi
fcpe_btm ≔0 ksi
Mcr≔γ3
⋅ ⎛
⎝
⎛
⎝γ1
⋅ fr+γ2⋅ fcpe_btm⎞
⎠
⋅Sc
⎞
⎠=52 kip f⋅ t
Mu=12.1 kip f⋅ t
Mr_min≔min⎛
⎝abs ⎛⎝1.33⋅Mu
⎞
⎠
,Mcr
⎞
⎠=16 kip f⋅ t
ϕf
⋅Mn=28 kip f⋅ t
DCMinR_neg≔―――=
Mr_min
ϕ ⋅ f Mn
0.566 <1, OK
115
Project: Shea Properties
Project #: 24002328
Subject: Stem Structural Check
Originator: JRM
Date: 11/07/2024
Crack Control by Distribution of Reinforcing (AASHTO 2017, 5.6.7):
s1≔s=12 in Spacing of flexure steel
Ms=7.63 kip f⋅ t
ds=20.655 in
b=12 in
n=8
dc≔d d - s=3.345 in
h≔d=2 ft
βs≔1+――――=
dc
0.7 ⎛
⎝h-dc
⎞
⎠
1.231
γe≔1 Assume Exposure Class 1, low visibility
for rectangular sections: ――――+ + =0
-b ⋅ cap yrec
2 2
n A⋅ s1
⎛
⎝ds1_n-yrec
⎞
⎠ n A⋅ s2
⎛
⎝ds2_n -yrec
⎞
⎠
ao≔―-b―2
bo≔-n⋅As As=0.31 in2
co≔n⋅ ⎛
⎝A ⋅ s ds
⎞
⎠
y≔―――――――=
bo-- ‾‾‾-‾‾‾‾‾‾‾ bo
2 4⋅a ⋅ oco
2⋅ao
2.723 in
Ieff≔――+ =
b ⋅y
3 3
n⋅
⎛
⎝A ⋅ s
⎛
⎝ds-y⎞⎠
2 ⎞
⎠ 878 in
4 fss≔abs =
⎛
⎜
⎝
n⋅――――
M ⋅ s
⎛
⎝ds-y⎞⎠
Ieff
⎞
⎟
⎠
14.957 ksi Stress in flexure steel at service loading
smax≔ =
⎛
⎜
⎝
――――-
700 γ ⋅ e ksi
β ⋅ s fss
2 ――
dc
1 in
⎞
⎟
⎠
in 31.319 in
DCCrC≔――=
s1
smax
0.383 <1, OK
116
Project: Shea Properties
Project #: 24002328
Subject: Stem Structural Check
Originator: JRM
Date: 11/07/2024
Maximum Shear:
Demands at Section:
Vu=3.6 kip Vertical shear force on section
+ Shear Calculations:
Transverse Steel:
No steel provided
d Calculation: v
fy=60 ksi As=0.31 in2ds=20.655 in
dv1≔0.72⋅ ((d))=17.28 in
dv2≔0.9⋅ ⎛
⎝ds
⎞
⎠=18.59 in
dv≔max⎛
⎝dv1
,dv2⎞
⎠=18.59 in
Vc and Vs calculations (AASHTO 2017, 5.7.3.3):
f'c=3.6 ksi
bv≔b=12 in
θ≔45 deg
β≔2.0
Vs≔0 kip AASHTO 2017, (5.7.3.3-4)
Vc≔0.0316⋅β⋅ ‾f'‾c
⋅ ksi ⋅ ⋅ =
0.5 bv dv 27 kip AASHTO 2017, (5.7.3.3-3)
Shear Capacity Calculation (AASHTO 2017, 5.7.3.3):
ϕVn1≔ϕv
⋅0.25⋅ f'c⋅ bv⋅dv=181 kip
ϕVn2≔ϕv
⋅ ⎛
⎝Vs+Vc
⎞
⎠=24 kip
ϕVn ≔min⎛
⎝ϕVn1
,ϕVn2⎞
⎠=24.1 kip
DCR≔―――=
abs ⎛
⎝Vu
⎞
⎠
ϕVn
0.15 <1, OK
117
Project: Shea Properties
Project #: 24002328
Subject: Stem Structural Check
Originator: JRM
Date: 11/07/2024
+Longitudinal Reinforcement Calculation:
Longitudinal Reinforcement (AASHTO 2017, 5.7.3.5):
Flexural Component:
Mu=12.12 kip f⋅ t dv=18.59 in ϕf=0.9
DM ≔―――=
abs ⎛
⎝Mu
⎞
⎠
ϕ ⋅ f dv
9 kip
Shear/Torsion Component:
Vu=3.6 kip Vs=0 kip Vp≔0 kip
Vs≔min =
⎛
⎜
⎝
―――,
abs ⎛
⎝Vu
⎞
⎠
ϕv
Vs
⎞
⎟
⎠
0 kip
DV≔cot ((θ)) ⋅ =
⎛
⎜
⎝
-
|
|
|
―+
Vu
ϕv
Vp
|
|
|
0.5⋅Vs
⎞
⎟
⎠
4 kip
Capacity Check:
As=0.31 in2fy=60 ksi
C≔As
⋅ fy=19 kip
―――=
DM + DV
C
0.68 <1, OK
118
Project: Shea Properties
Project #: 24002328
Subject: Stem Structural Check
Originator: JRM
Date: 11/07/2024
Stem Longitudinal Top Reinforcement (BDP 1994, 2-143)
Check the longitudinal reinforcement underneath the bearings.
Ru≔67.25 kip
Rperm_fact≔13.2 kip
Tu≔0.2 ⎛
⎝Rperm_fact⎞⎠=2.64 kip
αf≔70 deg
Vu≔Ru
⋅ sin⎛
⎝αf
⎞
⎠+Tu
⋅ cos ⎛
⎝αf
⎞
⎠=64.097 kip Shear load along failure plane
Nu≔Tu
⋅ sin⎛
⎝αf
⎞
⎠-Ru
⋅ cos ⎛
⎝αf
⎞
⎠=-20.52 kip Load perpendicular to failure
plane (Negative = Compression)
119
Project: Shea Properties
Project #: 24002328
Subject: Stem Structural Check
Originator: JRM
Date: 11/07/2024
There are #4 @ 6" along the seat,
assume a minimum of three fall within
failure plane under the 10" long bearing
pad
As≔3⋅Abar
((4))=0.6 in
2 fy≔60 ksi
AASHTO 2017, 5.7.4.4.
Monolithically placed concrete μ≔1.4
ϕv≔0.9
ld_avail≔6 in
ldh≔0.67 ft
As_eff≔As
⋅―――=
ld_avail
ldh
0.448 in2
Av≔――――――――=
―-
Vu
ϕv
max⎛
⎝-μ⋅N , u 0⎞⎠
f ⋅ y
⎛
⎝μ sin⎛ +⋅ ⎝αf
⎞
⎠ cos ⎛⎝αf
⎞
⎠
⎞
⎠
0.427 in
2 An≔max =
⎛
⎜
⎝
―――――,
Nu
ϕ ⋅ v fysin⎛
⎝αf
⎞
⎠
0 in
2 ⎞
⎟
⎠
0 in
2 As_req≔Av An=+ 0.43 in2
――=
As_req
As_eff
0.95 <1 OK
120
Project: Shea Properties
Project #: 24002328
770 First Avenue, Suite 400 By: JM
San Diego, CA 92101 Date: Nov-24
Hooked Reinforcing Development (AASHTO 2017, 5.10.8.2.4) Bar Location: #5 Stem Bars
Bar Size #5
Abar 0.31 in2Area of Bar
db 0.63 in Diameter of Bar
Nbundle 1 Number of Bars in Bundle
Atotal 0.31 in2
Total Bundle Area
db,eq 0.63 in Equivalent Diameter
fy 60 ksi Rebar Yield Stress
f'c 3.6 Concrete Ultimate Stress
lhb (ft) 1.04 ft Basic Development Length
λ 1.0 Light Weight Aggregate Factor (1 or 1.3)
λcw 1.0 Coating Factor (1 or 1.2)
λrc 0.8 Confinement Factor (1 or 0.8)
λer 1.0 Excess Reinforcement Factor
ld 0.83 ft Modified Development Length
Note: the excess reinforcement factor (λer) can be appied on a case by case basis. Development length can still not be less than 8db or 6"
38 ∗
60 ∗
′
∗ ∗
λ
121
Project: Shea Properties
Project #: 24002328
Subject: Footing Structural Check
Originator: JRM
Date: 11/07/2024
Footing Structural Check
Included in these calculations are checks for:
+Flexure
+Minimum Reinforcement
+Crack Control
+Shear
+Longitudinal Reinforcement (Combined Shear-Flexure)
Section:
b≔1 ft Footing strip width
d≔24 in Footing depth
Material Properties:
f'c≔3.6 ksi Nominal Concrete strength
β1≔min =
⎛
⎜
⎝
0.85,0.85 0.05 -
⎛
⎜
⎝
――-
f'c
ksi
4 ⎞
⎟
⎠
⎞
⎟
⎠
0.85 AASHTO 2017, 5.6.2.2
Concrete unit weight (AASHTO
2017, Table 3.5.1-1): γc_ur≔max ⋅ =
⎛
⎜
⎝
,
⎛
⎜
⎝
0.14+0.001⋅――
f'c
ksi
⎞
⎟
⎠
0.145
⎞
⎟
⎠
kip ft-3 145 pcf
AASHTO 2017, EQ 5.4.2.4-1 Ec≔33000⋅ ⋅ ⋅ =
⎛
⎜
⎝
―――
γc_ur
kip f⋅ t
-3
⎞
⎟
⎠
1.5 ‾f'‾c ksi0.5 3457 ksi Concrete modulus of elasticity Es≔29000 ksi Steel modulus of elasticity
n≔round =
⎛
⎜
⎝
―
Es
Ec
⎞
⎟
⎠
8 Resistance Factors:
ϕf≔0.9
ϕc≔0.75
ϕv≔0.9
122
Project: Shea Properties
Project #: 24002328
Subject: Footing Structural Check
Originator: JRM
Date: 11/07/2024
Footing Demands:
By inspection the max footing depth will control.
Mu≔20.14 kip ft ⋅ Maximum factored footing moment
Ms≔13.42 kip ft ⋅ Maximum service footing moment
Vu≔6 kip Maximum factored footing shear
123
Project: Shea Properties
Project #: 24002328
Subject: Footing Structural Check
Originator: JRM
Date: 11/07/2024
+In-Plane Flexural Calculations:
Longitudinal Reinforcement:
#6s @ 12":
bsz≔6 Bar size
s≔12 in Bar spacing
As≔b ⋅―――=
Abar
⎛
⎝bsz
⎞
⎠
s
0.44 in2
Area of longitudinal reinforcement
fy≔60 ksi Nominal yield stress of
longitudinal reinforcement
dc1≔3 in Cover on longitudinal
reinforcement
ds≔d-⎛
⎝dc1+0.5 dba ⎛⎝bsz
⎞
⎠
⎞
⎠=20.56 in Depth to CG of
reinforcement layers.
Concrete Compression Block (AASHTO 2017, 5.6.3.1.1):
c≔―――――=
A ⋅ s fy
⋅0.85 f' ⋅ ⋅ c β1 b
0.85 in AASHTO 2012, 5.7.3.1.1-4
εt≔⎛
⎝ds-c⎞⎠ ――=
0.003
c
0.06992
fs1≔min⎛
⎝fy
,Es⋅εt
⎞
⎠=60 ksi
c≔―――――=
A ⋅ s fs1
⋅0.85 f' ⋅ ⋅ c β1 b
0.85 in
εt≔⎛
⎝ds-c⎞⎠ ――=
0.003
c
0.07 fs2≔min⎛
⎝fy
,Es⋅εt
⎞
⎠=60 ksi
fs≔fs2
a≔β1
⋅ c=0.72 in Depth of equivalent stress block.
124
Project: Shea Properties
Project #: 24002328
Subject: Footing Structural Check
Originator: JRM
Date: 11/07/2024
Flexural Resistance Factor (AASHTO 2017, 5.5.4.2 & 5.6.2.1) εcl≔0.002+((0.004 0.002 - )) ⋅――――――=
⎛
⎝fy-60 ksi⎞⎠
(( ksi-100 60 ksi))
0.002
εtl≔0.005+((0.008 0.005 - )) ⋅――――――=
⎛
⎝fy-75 ksi⎞⎠
(( ksi-100 75 ksi))
0.0032
ϕf≔max =
⎛
⎜
⎝
min ,
⎛
⎜
⎝
0.75+―――――,
0.15 ⎛
⎝εt-εcl
⎞
⎠
εtl-εcl
0.9 ⎞
⎟
⎠
0.75 ⎞
⎟
⎠
0.9 Flexural Resistance (AASHTO 2017, 5.6.3.2):
Mn≔As
⋅ fs⋅ =
⎛
⎜
⎝
ds-―a
2 ⎞
⎟
⎠
44 kip f⋅ t
DCM3≔―――=
abs ⎛
⎝Mu
⎞
⎠
ϕ ⋅ f Mn
0.504 <1, OK
125
Project: Shea Properties
Project #: 24002328
Subject: Footing Structural Check
Originator: JRM
Date: 11/07/2024
Minimum Reinforcement (AASHTO 2017, 5.6.3.3):
d=2 ft b=1 ft f'c=3.6 ksi
γ1≔1.6 Flexural Cracking Variability Factor (All other concrete structures) γ2≔0 Prestress Variability Factor (N/A)
γ3≔0.75 Yield:Ultimate Ratio (A706, Gr.60)
Sc≔――=
d ⋅
2 b
6 1152 in3 Gross Section Modulus
Snc≔Sc Full Section is Monolithic
fr≔0.24⋅ ‾f'‾c
⋅ ksi =
0.5 0.455 ksi
fcpe_btm ≔0 ksi
Mcr≔γ3
⋅ ⎛
⎝
⎛
⎝γ1
⋅ fr+γ2⋅ fcpe_btm⎞
⎠
⋅Sc
⎞
⎠=52 kip f⋅ t
Mu=20.1 kip f⋅ t
Mr_min≔min⎛
⎝abs ⎛⎝1.33⋅Mu
⎞
⎠
,Mcr
⎞
⎠=27 kip f⋅ t
ϕf
⋅Mn=40 kip f⋅ t
DCMinR_neg≔―――=
Mr_min
ϕ ⋅ f Mn
0.67 <1, OK
126
Project: Shea Properties
Project #: 24002328
Subject: Footing Structural Check
Originator: JRM
Date: 11/07/2024
Crack Control by Distribution of Reinforcing (AASHTO 2017, 5.6.7):
s1≔s=12 in Spacing of flexure steel
Ms=13.42 kip f⋅ t
ds=20.56 in
b=12 in
n=8
dc≔d d - s=3.44 in
h≔d=2 ft
βs≔1+――――=
dc
0.7 ⎛
⎝h-dc
⎞
⎠
1.239
γe≔1 Assume Exposure Class 1, low visibility
for rectangular sections: ――――+ + =0
-b ⋅ cap yrec
2 2
n A⋅ s1
⎛
⎝ds1_n-yrec
⎞
⎠ n A⋅ s2
⎛
⎝ds2_n -yrec
⎞
⎠
ao≔―-b―2
bo≔-n⋅As As=0.44 in2
co≔n⋅ ⎛
⎝A ⋅ s ds
⎞
⎠
y≔―――――――=
bo-- ‾‾‾-‾‾‾‾‾‾‾ bo
2 4⋅a ⋅ oco
2⋅ao
3.192 in
Ieff≔――+ =
b ⋅y
3 3
n⋅
⎛
⎝A ⋅ s
⎛
⎝ds-y⎞⎠
2 ⎞
⎠ 1192 in
4 fss≔abs =
⎛
⎜
⎝
n⋅――――
M ⋅ s
⎛
⎝ds-y⎞⎠
Ieff
⎞
⎟
⎠
18.773 ksi Stress in flexure steel at service loading
smax≔ =
⎛
⎜
⎝
――――-
700 γ ⋅ e ksi
β ⋅ s fss
2 ――
dc
1 in
⎞
⎟
⎠
in 23.214 in
DCCrC≔――=
s1
smax
0.517 <1, OK
127
Project: Shea Properties
Project #: 24002328
Subject: Footing Structural Check
Originator: JRM
Date: 11/07/2024
Maximum Shear:
Demands at Section:
Vu=6 kip Vertical shear force on section
+ Shear Calculations:
Transverse Steel:
No steel provided
d Calculation: v
fy=60 ksi As=0.44 in2ds=20.56 in
dv1≔0.72⋅ ((d))=17.28 in
dv2≔0.9⋅ ⎛
⎝ds
⎞
⎠=18.5 in
dv≔max⎛
⎝dv1
,dv2⎞
⎠=18.5 in
Vc and Vs calculations (AASHTO 2017, 5.7.3.3):
f'c=3.6 ksi
bv≔b=12 in
θ≔45 deg
β≔2.0
Vs≔0 kip AASHTO 2017, (5.7.3.3-4)
Vc≔0.0316⋅β⋅ ‾f'‾c
⋅ ksi ⋅ ⋅ =
0.5 bv dv 27 kip AASHTO 2017, (5.7.3.3-3)
Shear Capacity Calculation (AASHTO 2017, 5.7.3.3):
ϕVn1≔ϕv
⋅0.25⋅ f'c⋅ bv⋅dv=180 kip
ϕVn2≔ϕv
⋅ ⎛
⎝Vs+Vc
⎞
⎠=24 kip
ϕVn ≔min⎛
⎝ϕVn1
,ϕVn2⎞
⎠=24 kip
DCR≔―――=
abs ⎛
⎝Vu
⎞
⎠
ϕVn
0.25 <1, OK
128
Project: Shea Properties
Project #: 24002328
Subject: Footing Structural Check
Originator: JRM
Date: 11/07/2024
+Longitudinal Reinforcement Calculation:
Longitudinal Reinforcement (AASHTO 2017, 5.7.3.5):
Flexural Component:
Mu=20.14 kip f⋅ t dv=18.5 in ϕf=0.9
DM ≔―――=
abs ⎛
⎝Mu
⎞
⎠
ϕ ⋅ f dv
15 kip
Shear/Torsion Component:
Vu=6 kip Vs=0 kip Vp≔0 kip
Vs≔min =
⎛
⎜
⎝
―――,
abs ⎛
⎝Vu
⎞
⎠
ϕv
Vs
⎞
⎟
⎠
0 kip
DV≔cot ((θ)) ⋅ =
⎛
⎜
⎝
-
|
|
|
―+
Vu
ϕv
Vp
|
|
|
0.5⋅Vs
⎞
⎟
⎠
7 kip
Capacity Check:
As=0.44 in2fy=60 ksi
C≔As
⋅ fy=26 kip
―――=
DM + DV
C
0.8 <1, OK
129
Project: Shea Properties
Project #: 24002328
770 First Avenue, Suite 400 By: JM
San Diego, CA 92101 Date: Nov-24
Hooked Reinforcing Development (AASHTO 2017, 5.10.8.2.4) Bar Location: #6 Footing Bars
Bar Size #6
Abar 0.44 in2Area of Bar
db 0.75 in Diameter of Bar
Nbundle 1 Number of Bars in Bundle
Atotal 0.44 in2
Total Bundle Area
db,eq 0.75 in Equivalent Diameter
fy 60 ksi Rebar Yield Stress
f'c 3.6 Concrete Ultimate Stress
lhb (ft) 1.25 ft Basic Development Length
λ 1.0 Light Weight Aggregate Factor (1 or 1.3)
λcw 1.0 Coating Factor (1 or 1.2)
λrc 0.8 Confinement Factor (1 or 0.8)
λer 1.0 Excess Reinforcement Factor
ld 1.00 ft Modified Development Length
Note: the excess reinforcement factor (λer) can be appied on a case by case basis. Development length can still not be less than 8db or 6"
38 ∗
60 ∗
′
∗ ∗
λ
130
PROJECT San Jacinto Line E Storm Drain
Crossing Over Casa Loma Barrel 1 Siphon
6.4 Bearing Design
BRIDGE NAME
131
ELASTOMERIC BEARING PAD DESIGN RC STRUCTURE
Width Length Area
Trial Pad = 6.0 10.0 60.0
Shape Factor = 3.75
Number of Pads = 1
Contributory length RC = 14.2
D.L. Reaction - Service Load = 13.20 13.20
L.L. Reaction - Service Load = 29.00 29.00
Temperature Rise and Fall = 35 deg
Temperature Movement = 0.054 in
P/S Shortening & Shrinkage = 0.00 in
Concrete Shrinkage = 0.01 in
Σ= 0.062 in
Minimum Thickness of Pad = 0.12
Try Pad = 0.5 OK
From Figure 4B Compute the Compressive Strain
Compressive Strain = 6.95% extrapolate figure
Initial Thickness = 0.4653 in OK
Final Thickness After Creep = 0.4566 in
Calculate the Maximum Shear Force at Slippage
Fsmax = 2.64 allowable
Actual Design Shear Force = 1.26 Kips < Fsmax OK
Max Pad Thickness = 2.00 OK
Compressive Stress = 703 < 800 OK
Compressive Stress D.L. = 220 > 200 OK
Steel Reinforced
<- Peak bearing reaction from diaphragm model
excluding impact
132
Diaphragm Live Load Reactions
H20 - Longitudinal
H20 - Transverse
Excavator - Longitudinal
Excavator - Transverse
Bulldozer - Longitudinal
Bulldozer - Transverse
133
PROJECT San Jacinto Line E Storm Drain
Crossing Over Casa Loma Barrel 1 Siphon
7 Seismic Design
BRIDGE NAME
134
PROJECT San Jacinto Line E Storm Drain
Crossing Over Casa Loma Barrel 1 Siphon
7.1 Seismic Parameters
BRIDGE NAME
135
770 First Avenue, Suite 400,
Sand Diego CA 92101
Project: Shea Properties
Project #:
Subject:
Originator:JRM
24002328
Date:
Seismic Parameters
11/7/2024
From the Geotechnical Report dated 11/7/2024:
136
PROJECT San Jacinto Line E Storm Drain
Crossing Over Casa Loma Barrel 1 Siphon
7.2 Structural Period
BRIDGE NAME
137
Project: Shea Properties
Project #: 24002328
770 First Avenue, Suite 400 By: JRM
San Diego, CA 92101 Date: Feb-25
Structure Period Calculation
vs0 400 ft/s2 Shear wave velocity
γ 85 pcf Soil unit weight
g 32.17 ft/s2Acceleration of gravity
G0 422.8 ksf Initial shear modulus (ASCE 41-17, EQ8-4)
ν 0.3 Poison's ratio
Ss 2.138 g See Geotechnical Investigation Report
Fa 1 See Geotechnical Investigation Report
Sxs 2.138 Fa*Ss
G0/G 0.1 Effective shear modulus ratio (ASCE 41-17, Table 8-2) G 42.27541 ksf Effective shear modulus
B 10 ft Footing width
L 203 ft Footing length
D 7.75 ft Footing depth
d 2 ft Footing thickness
h 6.75 ft
Ky 8.20E+03 kip/ft Translational stiffness
Kxx 4.96E+05 kip*ft/rad Rocking stiffness
Determine structure stiffness according to ASCE 41-17 Section 8.4.2.3 (Method 1). Assume only one footing is effective under seismic loading
∗
138
Project: Shea Properties
Project #: 24002328
770 First Avenue, Suite 400 By: JRM
San Diego, CA 92101 Date: Feb-25
βy 1.803 Embedment correction factor (Translation)
βxx 1.558 Embedment correction factor (Rotation)
Ky,mod 1.48E+04 kip/ft βy*Ky
Kxx,mod 7.74E+05 kip*ft/rad βxx*Kxx
hp 6.625 ft Distance from btm of footing to center of backwall Kxx,y 1.76E+04 kip/ft (Kxx,mod/hp
2 )
K 8.04E+03 kip/ft 1/(1/Ky,mod+1/Kxx,y)
wslab 5.48 kip*ft Slab weight per foot
W 1111.63 kip Slab seismic
T 0.41 sec 2π*(W/(g*K))0.5
Less than 0.5 sec, OK
139
PROJECT San Jacinto Line E Storm Drain
Crossing Over Casa Loma Barrel 1 Siphon
7.3 Slab Seismic Design
BRIDGE NAME
140
Project: Shea Properties
Project #: 24002328
Subject: Slab Seismc Design
Originator: JRM
Date: 11/04/2024
Slab Seismic Design
According Caltrans SDC 2.0 section Article 7.2.2 where peak ground accelerations greater than or equal to 0.6g the superstructure shall be design for vertical ground excitation. According to this article these superstructures shall be designed for a uniform load equal to 25% of the superstructes dead load upward or downward. By inspection the strength load case will control for the downward verticle load. This section checks the top mat of reinforcing to resist this upward seismic force.
Section:
S≔28 ft+4 in=28.33 ft Span length
d≔14 in Slab depth
b≔1 ft Equivalent strip width
Material Properties:
f'c≔5 ksi Nominal Concrete strength
β1≔min =
⎛
⎜
⎝
0.85,0.85 0.05 -
⎛
⎜
⎝
――-
f'c
ksi
4 ⎞
⎟
⎠
⎞
⎟
⎠
0.8 AASHTO 2017, 5.6.2.2
γc≔max⎛
⎝ pcf+145 0.005 kip ft ⋅ , =
-3 150 pcf⎞
⎠ 150 pcf Concrete modulus of elasticity
Es≔29000 ksi Steel modulus of elasticity
Vertical Earthquake Load:
Vertical excition coefficent
av≔0.25
wEQ_v≔av
⋅d⋅ b γ⋅ c=0.044 klf Load due to vertical siesmic load
MEQ_v≔――――=
wEQ_v ⋅S
2 8
4.39 kip f⋅ t Moment due to vertical siesmic load
Resistance Factors:
ϕf≔1 SDC 2.0, 3.6
141
Project: Shea Properties
Project #: 24002328
Subject: Slab Seismc Design
Originator: JRM
Date: 11/04/2024
+Flexural Calculations:
Longitudinal Reinforcement:
#5s @ 12":
bsz≔5 Bar size
s≔12 in Bar spacing
As≔b ⋅―――=
Abar
⎛
⎝bsz
⎞
⎠
s
0.31 in2
Area of longitudinal reinforcement
fy≔60 ksi Nominal yield stress of
longitudinal reinforcement
dc1≔3 in Cover on longitudinal
reinforcement
ds≔d-⎛
⎝dc1+0.5 dba ⎛⎝bsz
⎞
⎠
⎞
⎠=10.655 in Depth to CG of
reinforcement layers.
Concrete Compression Block (AASHTO 2017, 5.6.3.1.1):
c≔―――――=
A ⋅ s fy
⋅0.85 f' ⋅ ⋅ c β1 b
0.46 in AASHTO 2012, 5.7.3.1.1-4
εt≔⎛
⎝ds-c⎞⎠ ――=
0.003
c
0.06712
fs1≔min⎛
⎝fy
,Es⋅εt
⎞
⎠=60 ksi
c≔―――――=
A ⋅ s fs1
⋅0.85 f' ⋅ ⋅ c β1 b
0.46 in
εt≔⎛
⎝ds-c⎞⎠ ――=
0.003
c
0.067
fs2≔min⎛
⎝fy
,Es⋅εt
⎞
⎠=60 ksi
fs≔fs2
a≔β1
⋅ c=0.36 in Depth of equivalent stress block.
142
Project: Shea Properties
Project #: 24002328
Subject: Slab Seismc Design
Originator: JRM
Date: 11/04/2024
Flexural Resistance (AASHTO 2017, 5.6.3.2):
ϕf=1
MEQ_v=4.39 kip f⋅ t
Mn≔As
⋅ fs⋅ =
⎛
⎜
⎝
ds-―a
2 ⎞
⎟
⎠
16 kip f⋅ t
DCM3≔――――=
abs ⎛
⎝MEQ_v⎞⎠
ϕ ⋅ f Mn
0.27 <1, OK
143
PROJECT San Jacinto Line E Storm Drain
Crossing Over Casa Loma Barrel 1 Siphon
7.4 Footing Seismic Design
BRIDGE NAME
144
Project: Shea Properties
Project #: 24002328
Subject: Footing Seismc Design
Originator: JRM
Date: 11/04/2024
Footing Seismic Design
In a seismic event it is anticipated that the joint between the crossing slab and the footing it is moving towards will close transfering the inertial force from the crossing slab to the footing. This section will check the footings capacity to resist this inertial load Section:
Sslab_clr≔27.33 ft Clear slab span
Hwall≔9.25 ft Max wall height
tstem ≔2 ft Stem thickness
tft≔2 ft Footing thickness
thnch≔4 in Haunch thickness
tend≔9 in Depth slab extension
γc≔150 pcf Concrete unit weight
γs≔85 pcf Soil unit weight
Ltoe≔0.5 ft Length of toe
Wft≔10 ft Width of footing
Wseat≔1 ft Seat width
tliner≔6 in Liner thickness
tslab≔14 in Slab thickness
b≔1 ft Equivalent strip width
tbw≔1 ft Backwall thickness
Hbw≔9 in Backwall height
PGA≔1.062 Peak ground acceleration
145
Project: Shea Properties
Project #: 24002328
Subject: Footing Seismc Design
Originator: JRM
Date: 11/04/2024
External Stability Checks
The following section will check the external stability of the footing (sliding and bearing checks) to resist the inertial loads of the slab in addition to the the inetials of the footing and the surrounding retained soils.
Vertical Dead Load:
tft≔2 ft Footing thickness
Lheel≔Wft-Ltoe-tstem =7.5 ft Heel Length
Distance to centerline of
bearing dcl_brg≔0.5 ft
Cross sectional area of crossing slab:
Aslab≔Sslab_clr ⋅tslab+2 ⎛
⎝0.5 ⋅thnch + + =
2 t ⋅ end tbw W ⋅ seat ⎛
⎝
thnch+tslab⎞
⎠
⎞
⎠ 36.496 ft
2 ebrg≔0.5⋅Wft-dcl_brg-Ltoe=4 ft Bearing eccentricity
PDL_slab≔γc
⋅ ⎛
⎝0.5⋅Aslab⎞⎠
⋅ b=2.737 kip Slab weight
MDL_slab≔PDL_slab ⋅ ebrg=10.949 kip f⋅ t Moment due to slab PDL_bw≔γc
⋅ ⎛
⎝
tbw
⎞
⎠
⋅ ⎛
⎝Hbw
⎞
⎠
⋅ b=0.113 kip Backwall load
eDL_bw≔ Wft-0.5 ⎛
⎝Wseat 0.5 tbw ++ Ltoe⎞⎠=3 ft Backwall eccentricity
MDL_bw≔PDL_bw ⋅ eDL_bw =0.338 kip f⋅ t Moment due to backwall PDL_stm ≔γc
⋅tstem ⎛
⎝Hwall-⎛⎝
tslab+thnch⎞
⎠-tft
⎞
⎠
⋅ b=1.725 kip Stem load
eDL_stm ≔ Wft-0.5 ⎛
⎝
tstem +0.5 Ltoe⎞
⎠=3.5 ft Stem eccentricity
MDL_stm ≔PDL_stm ⋅ eDL_stm =6.038 kip f⋅ t Moment due to stem PDL_ft≔γc
⋅ ⎛
⎝
tft
⎞
⎠
⎛
⎝Wft
⎞
⎠
⋅ b=3 ft k⋅ lf Footing load
eDL_ft≔0.5 Wft-0.5 Wft=0 ft Footing eccentricity
PDC≔PDL_slab+PDL_bw +PDL_stm +PDL_ft =7.575 kip Dead load MDC≔MDL_slab+MDL_bw +MDL_stm =17.324 kip f⋅ t Moment due to dead load 146
Project: Shea Properties
Project #: 24002328
Subject: Footing Seismc Design
Originator: JRM
Date: 11/04/2024
Liner Surcharge:
tliner=6 in
γc=150 pcf
PES≔γc
⋅tliner ⋅ b L⋅ heel=0.563 kip
eES≔0.5 Lheel-0.5 Wft=-1.25 ft
MES≔PES
⋅ eES=-0.703 kip f⋅ t
Vertical Soil Load:
γs=85 pcf Unit weight of soil
Lheel≔Wft-tstem -Ltoe=7.5 ft Length of heel
pEV≔⎛
⎝Hwall-tliner-tft⎞⎠
⋅γs=0.574 ksf Vertical soil pressure on footing
PEV_heel≔Lheel⋅pEV ⋅ b=4.303 kip Vertical soil load on heel eEV_heel≔0.5 Wft-⎛
⎝Ltoe+tstem +0.5 Lheel⎞⎠=-1.25 ft Eccentricity of vert heel soil load PEV_toe≔Ltoe ⋅pEV ⋅ b=0.287 kip
eEV_toe≔0.5 Wft-⎛
⎝0.5 Ltoe
⎞
⎠=4.75 ft
Moment of Vert soil load on
wall MEV≔PEV_heel⋅ eEV_heel+PEV_toe ⋅ eEV_toe=-4.016 kip f⋅ t PEV≔PEV_heel+PEV_toe=4.59 kip Vertical soil load
eEV≔――=
MEV
PEV
-0.875 ft Eccentricity of vertical soil load
Pperm ≔PDC +PES+PEV =12.73 kip
Mperm ≔MEV +MDC +MES=12.6 kip f⋅ t
147
Project: Shea Properties
Project #: 24002328
Subject: Footing Seismc Design
Originator: JRM
Date: 11/04/2024
Horizontal Inertial Load:
PGA=1.062 Peak ground acceleration
kh≔0.5⋅PGA=0.531 Caltrans STP 11.29
Backwall inertial loads:
PIR_bw≔-kh
⋅PDL_bw =-0.06 kip
eIR_bw≔Hwall-tliner-0.5⋅Hbw =8.375 ft
MIR_bw≔P =⋅ IR_bw eIR_bw -0.5 kip f⋅ t
Stem inertial loads:
PIR_stm ≔-kh
⋅PDL_stm =-0.916 kip
eIR_stm ≔0.5 ⎛
⎝Hwall-tft-Hbw⎞⎠+tft=5.25 ft
MIR_stm ≔PIR_stm ⋅ eIR_stm =-4.809 kip f⋅ t
Footing inertial loads:
PIR_ft≔-kh
⋅PDL_ft=-1.593 kip
eIR_ft≔0.5⋅tft=1 ft
MIR_ft≔PIR_ft⋅ eIR_ft=-1.593 kip f⋅ t
Soil inertial loads:
PIR_soil≔-kh
⋅PEV =-2.437 kip
eIR_soil≔eIR_stm
MIR_soil≔P ⋅ IR_soil eIR_soil
Slab inertial loads:
PIR_slab≔-2 ⋅PDL_slab ⋅ PGA=-5.814 kip
eIR_slab≔eIR_bw =8.375 ft
MIR_slab≔PIR_slab ⋅ eIR_slab=-48.691 kip f⋅ t
PIR≔PIR_slab+PIR_stm +PIR_ft+PIR_soil+PIR_bw =-10.82 kip MIR≔MIR_slab+MIR_stm +MIR_ft+MIR_soil+MIR_bw =-68.39 kip f⋅ t 148
Project: Shea Properties
Project #: 24002328
Subject: Footing Seismc Design
Originator: JRM
Date: 11/04/2024
Active Earth Load:
γs≔85 pcf Unit weight of soil
ka ≔0.33 Active coefficient of soil
tslab≔14 in Liner thickness
pa≔-⎛
⎝Hwall-tslab⎞⎠
⋅ka⋅γs=-0.227 ksf Maximum hrz soil pressure
Pa≔0.5 ⋅ ⎛
⎝Hwall-tslab⎞⎠
⋅pa⋅ b=-0.916 kip Active soil load on wall
Eccentricity of active earth
pressure ea≔――――=
Hwall-tslab
3 2.694 ft
Ma≔Pa
⋅ ea=-2.469 kip f⋅ t Active soil moment
Seismic Active Earth Load:
γs=85 pcf Unit weight of soil
kAE≔0.63 Seismic active coefficient of soil
tslab=14 in Liner thickness
pAE≔-⎛
⎝Hwall-tslab⎞⎠
⋅kAE ⋅γs=-0.433 ksf Maximum hrz soil pressure
PAE≔0.5 ⋅ ⎛ ⋅ =⋅ ⎝Hwall-tslab⎞
⎠ pAE b -1.749 kip Seisimc soil load
eAE≔ea=2.694 ft Eccentricity of Seisimc soil load
MAE≔PAE ⋅ eAE =-4.714 kip f⋅ t Seisimc soil moment
Passive Resistance:
ppas≔250 ―psf―ft
ppas_mx≔min⎛
⎝ppas ⋅ ⎛⎝Hwall-tliner⎞⎠
,2500 psf⎞
⎠=2.188 ksf
Rpassive≔0.5 ppas_mx ⋅ ⎛
⎝Hwall-tliner⎞⎠
⋅ b=9.57 kip Passive soil resistance
epas≔――――=
Hwall-tliner
3 2.917 ft Passive resistance eccentricity
Mpas≔Rpassive ⋅ epas=27.913 kip f⋅ t Passive soil moment 149
Project: Shea Properties
Project #: 24002328
Subject: Footing Seismc Design
Originator: JRM
Date: 11/04/2024
Bearing Check:
According to Caltrans STP 11.29:
MEQ1≔MIR +0.5 MAE =-70.746 kip f⋅ t
MEQ2≔0.5 MIR +MAE =-38.908 kip f⋅ t
MEQ3≔MIR +Ma=-70.858 kip f⋅ t
MEQ≔min⎛
⎝MEQ1 ,MEQ2 ,MEQ3⎞⎠=-70.858 kip f⋅ t
MEX≔Mperm +Mpas+MEQ =-30.34 kip f⋅ t Combined seismic moment Pperm =12.727 kip Permenant vertical load
e≔――=
MEX
Pperm
-2.384 ft Combined seismic eccentricity
B'≔Wft-||2⋅ e||=5.232 ft Effective footing width
σEX≔――=
Pperm
B' b⋅
2.432 ksf Seismic bearing pressure
Allowable bearing pressure
for transient loading σa_tran≔4 ksf
DCR≔―――=
σEX
σa_tran
0.608 <1, OK
150
Project: Shea Properties
Project #: 24002328
Subject: Footing Seismc Design
Originator: JRM
Date: 11/04/2024
Sliding Check:
Friction Resistance:
Pperm =12.73 kip
Coefficent of friction
μs≔0.3
Rsliding≔μs
⋅Pperm =3.82 kip Sliding resistance
Sliding Demand:
PIR =-10.82 kip Pa=-0.916 kip PAE =-1.749 kip
According to Caltrans STP 11.29:
Pseis_1≔PIR +0.5⋅PAE =-11.69 kip
Pseis_2≔0.5 ⋅PIR +PAE =-7.16 kip
Pseis_3≔PIR +Pa=-11.74 kip
Pseis≔min⎛
⎝Pseis_1 ,Pseis_2 ,Pseis_3⎞⎠=-11.74 kip
―――――=
-Pseis
Rpassive+Rsliding
0.877 <1, OK
151
Project: Shea Properties
Project #: 24002328
Subject: Footing Seismc Design
Originator: JRM
Date: 11/04/2024
Stem Check
Check stem capacity to resist the slab inertial loads in addition to the stem inertia loads and active seismic soil loads.
Slab Inertial Load:
PIR_slab=-5.814 kip Slab inertial load
eIR_slab≔Hwall 9 in ―― =---
9 in
2 tft 6.125 ft Center of backwall to top of
footing
MIR_slab≔PIR_slab ⋅ eIR_slab=-35.61 kip f⋅ t Stem moment due to Slab inertial load
Stem Inertial Load:
PIR_stm =-0.916 kip Stem inertial load
eIR_stm ≔0.5 ⋅ ⎛
⎝Hwall-tft⎞⎠=3.625 ft Stem inertial eccentricity
MIR_stm ≔PIR_stm ⋅ eIR_stm =-3.32 kip f⋅ t Stem inertial moment Active Earth Load:
γs=85 pcf Unit weight of soil
ka =0.33 Active coefficient of soil
tslab=14 in Slab thickness
pa≔⎛
⎝Hwall tslab-- tft⎞⎠ ka
⋅⋅ γs=0.171 ksf Maximum hrz soil pressure
Pa≔-0.5⋅ ⎛
⎝Hwall-tslab-tft⎞⎠
⋅pa⋅ b=-0.519 kip Horizontal soil load
ea≔―⋅ =
1 3
⎛
⎝Hwall-tslab-tft⎞⎠ 2.028 ft Eccentricity of soil load
Ma≔Pa
⋅ ea=-1.052 kip f⋅ t Moment due to soil load
Seismic Active Earth Load:
kAE =0.63 Seismic active coefficient of soil
pAE≔⎛
⎝Hwall-tslab-tft⎞⎠
⋅kAE ⋅γs=0.326 ksf Maximum hrz soil pressure
PAE≔-0.5⋅ ⎛
⎝Hwall-tslab-tft⎞⎠
⋅pAE ⋅ b=-0.991 kip Horizontal soil load
eAE≔―⋅ =
1 3
⎛
⎝Hwall-tslab-tft⎞⎠ 2.028 ft Eccentricity of soil load
MAE≔PAE ⋅ eAE =-2.009 kip f⋅ t Moment due to soil load
152
Project: Shea Properties
Project #: 24002328
Subject: Footing Seismc Design
Originator: JRM
Date: 11/04/2024
Passive Resistance:
ppas≔250 ―psf―ft
ppas_mx≔min⎛
⎝ppas ⋅ ⎛⎝Hwall-tliner-tft⎞⎠
,2500 psf⎞
⎠=1.69 ksf Maximum hrz soil pressure
Rpassive≔0.5 ppas_mx ⋅ ⎛
⎝Hwall-tliner-tft⎞⎠
⋅ b=5.7 kip Horizontal soil load
epassive≔―⋅ =
1 3
⎛
⎝Hwall-tslab-tft⎞⎠ 2.03 ft Eccentricity of soil load
Mpassive≔Rpassive ⋅ epassive=11.55 kip f⋅ t Moment due to soil load Stem Demand (Caltrans STP 11.29):
VEQ_1≔PIR_slab+PIR_stm +0.5 PAE +Rpassive=-1.53 kip
MEQ_1≔MIR_slab+MIR_stm +0.5 MAE +Mpassive=-28.39 kip f⋅ t VEQ_2≔0.5 PIR_slab+0.5 PIR_stm +PAE +Rpassive=1.34 kip
MEQ_2≔0.5 MIR_slab+0.5 MIR_stm +MAE +Mpassive=-9.93 kip f⋅ t VEQ_3≔PIR_slab+PIR_stm +Pa+Rpassive=-1.55 kip
MEQ_3≔MIR_slab+MIR_stm +Ma+Mpassive=-28.43 kip f⋅ t
VEQ_stm ≔max⎛
⎝VEQ_1 ,VEQ_3 ,VEQ_3⎞⎠=-1.53 kip
MEQ_stm ≔max⎛
⎝MEQ_1 ,MEQ_3 ,MEQ_3⎞⎠=-28.39 kip f⋅ t
153
Project: Shea Properties
Project #: 24002328
Subject: Footing Seismc Design
Originator: JRM
Date: 11/04/2024
Stem Structural Check
Included in these calculations are checks for:
+Flexure
+Shear
+Longitudinal Reinforcement (Combined Shear-Flexure)
Demand:
VEQ_stm =-1.53 kip
MEQ_stm =-28.39 kip f⋅ t
Section:
b≔1 ft Footing strip width
d≔24 in Footing depth
Material Properties:
f'c≔3.6 ksi Nominal Concrete strength
f'ce≔min⎛
⎝1.3⋅ f'c
,5 ksi⎞
⎠=⎛
⎝4.68 10 ⋅
3 ⎞
⎠ psi Expected Concrete strength
SDC 2.0, 3.3.6
β1≔min =
⎛
⎜
⎝
0.85 -0.85 0.05 ,
⎛
⎜
⎝
――-
f'c
ksi
4 ⎞
⎟
⎠
⎞
⎟
⎠
0.85 AASHTO 2017, 5.6.2.2
Es≔29000 ksi Steel modulus of elasticity
fy≔60 ksi Nominal reinforcement yield stress
fye≔68 ksi Expected reinforcement yield stress
SDC 2.0, 3.3.3
Resistance Factors (SDC 2.0, 3.6):
ϕf≔1.0
ϕv≔1.0
154
Project: Shea Properties
Project #: 24002328
Subject: Footing Seismc Design
Originator: JRM
Date: 11/04/2024
+In-Plane Flexural Calculations:
Longitudinal Reinforcement:
#5s @ 12":
bsz≔5 Bar size
s≔12 in Bar spacing
As≔b ⋅―――=
Abar
⎛
⎝bsz
⎞
⎠
s
0.31 in2
Area of longitudinal reinforcement
dc1≔3 in Cover on longitudinal
reinforcement
ds≔d-⎛
⎝dc1+0.5 dba ⎛⎝bsz
⎞
⎠
⎞
⎠=20.655 in Depth to CG of
reinforcement layers.
Concrete Compression Block (AASHTO 2017, 5.6.3.1.1):
c≔―――――=
A ⋅ s fye
⋅0.85 f' ⋅ ⋅ c β1 b
0.68 in AASHTO 2012, 5.7.3.1.1-4
εt≔⎛
⎝ds-c⎞⎠ ――=
0.003
c
0.08875
fs1≔min⎛
⎝fye ,Es
⋅εt
⎞
⎠=68 ksi
c≔―――――=
A ⋅ s fs1
⋅0.85 f' ⋅ ⋅ ce β1 b
0.52 in
εt≔⎛
⎝ds-c⎞⎠ ――=
0.003
c
0.116
fs2≔min⎛
⎝fye ,Es
⋅εt
⎞
⎠=68 ksi
fs≔fs2
a≔β1
⋅ c=0.44 in Depth of equivalent stress block.
Flexural Resistance (AASHTO 2017, 5.6.3.2):
Mn≔As
⋅ fs⋅ =
⎛
⎜
⎝
ds-―a
2 ⎞
⎟
⎠
36 kip f⋅ t
DCM3≔―――――=
abs ⎛
⎝MEQ_stm⎞⎠
ϕ ⋅ f Mn
0.791 <1, OK
155
Project: Shea Properties
Project #: 24002328
Subject: Footing Seismc Design
Originator: JRM
Date: 11/04/2024
Maximum Shear:
Demands at Section:
VEQ_stm =-1.53 kip Vertical shear force on section
+ Shear Calculations:
Transverse Steel:
No steel provided
d Calculation: v
fy=60 ksi As=0.31 in2ds=20.655 in
dv1≔0.72⋅ ((d))=17.28 in
dv2≔0.9⋅ ⎛
⎝ds
⎞
⎠=18.59 in
dv≔max⎛
⎝dv1
,dv2⎞
⎠=18.59 in
Vc and Vs calculations (AASHTO 2017, 5.7.3.3):
f'c=3.6 ksi
bv≔b=12 in
θ≔45 deg
β≔2.0
Vs≔0 kip AASHTO 2017, (5.7.3.3-4)
Vc≔0.0316⋅β⋅ ‾f'‾c
⋅ ksi ⋅ ⋅ =
0.5 bv dv 27 kip AASHTO 2017, (5.7.3.3-3)
Shear Capacity Calculation (AASHTO 2017, 5.7.3.3):
ϕVn1≔ϕv
⋅0.25⋅ f'c⋅ bv⋅dv=201 kip
ϕVn2≔ϕv
⋅ ⎛
⎝Vs+Vc
⎞
⎠=27 kip
ϕVn ≔min⎛
⎝ϕVn1
,ϕVn2⎞
⎠=26.7 kip
DCR≔―――――=
abs ⎛
⎝VEQ_stm⎞⎠
ϕVn
0.057 <1, OK
156
Project: Shea Properties
Project #: 24002328
Subject: Footing Seismc Design
Originator: JRM
Date: 11/04/2024
+Longitudinal Reinforcement Calculation:
Longitudinal Reinforcement (AASHTO 2017, 5.7.3.5):
Flexural Component:
MEQ_stm =-28.386 kip f⋅ tdv=18.59 in ϕf=1
DM ≔―――――=
abs ⎛
⎝MEQ_stm⎞⎠
ϕ ⋅ f dv
18 kip
Shear/Torsion Component:
VEQ_stm =-1.53 kip Vs=0 kip Vp≔0 kip
Vs≔min =
⎛
⎜
⎝
―――――,
abs ⎛
⎝VEQ_stm⎞⎠
ϕv
Vs
⎞
⎟
⎠
0 kip
DV≔cot ((θ)) ⋅ =
⎛
⎜
⎝
-
|
|
|
―――+
VEQ_stm
ϕv
Vp
|
|
|
0.5⋅Vs
⎞
⎟
⎠
2 kip
Capacity Check:
As=0.31 in2
fy=60 ksi
C≔As
⋅ fye=21 kip
―――=
DM + DV
C
0.94 <1, OK
157
Project: Shea Properties
Project #: 24002328
Subject: Footing Seismc Design
Originator: JRM
Date: 11/04/2024
Footing Check
wEX≔-σEX ⋅ b=-2.432 klf
wDC_ft≔γc
⋅tft⋅ b=0.3 klf
wEV≔γs
⋅ ⎛
⎝Hwall-tft-tliner⎞⎠ b=0.574 klf
wLIN_V≔γc
⋅tliner ⋅ b=0.075 klf
w2≔wDC_ft +wEV +wLIN_V =0.949 klf
w1≔w2 wEX =+ -1.484 klf
a≔B'=5.232 ft
Max moment is at face of stem
MEQ_ft≔――――+ =
w ⋅ 2 Lheel
2 2
wEX ⋅B'⋅ ⎛
⎝Lheel-0.5 B'⎞⎠ -35.5 kip f⋅ t
VEQ_ft≔w2
⋅Lheel+wEX ⋅B'=-5.6 kip
158
Project: Shea Properties
Project #: 24002328
Subject: Footing Seismc Design
Originator: JRM
Date: 11/04/2024
Footing Structural Check
Included in these calculations are checks for:
+Flexure
+Shear
+Longitudinal Reinforcement (Combined Shear-Flexure)
Demand:
VEQ_ft=-5.612 kip
MEQ_ft=-35.47 kip f⋅ t
Section:
b≔1 ft Footing strip width
d≔24 in Footing depth
Material Properties:
f'c≔3.6 ksi Nominal Concrete strength
f'ce≔min⎛
⎝1.3⋅ f'c
,5 ksi⎞
⎠=⎛
⎝4.68 10 ⋅
3 ⎞
⎠ psi Expected Concrete strength
SDC 2.0, 3.3.6
β1≔min =
⎛
⎜
⎝
0.85,0.85 0.05 -
⎛
⎜
⎝
――-
f'c
ksi
4 ⎞
⎟
⎠
⎞
⎟
⎠
0.85 AASHTO 2017, 5.6.2.2
Es≔29000 ksi Steel modulus of elasticity
fy≔60 ksi Nominal reinforcement yield stress
fye≔68 ksi Expected reinforcement yield stress
SDC 2.0, 3.3.3
Resistance Factors (SDC 2.0, 3.6):
ϕf≔1.0
ϕv≔1.0
159
Project: Shea Properties
Project #: 24002328
Subject: Footing Seismc Design
Originator: JRM
Date: 11/04/2024
+In-Plane Flexural Calculations:
Longitudinal Reinforcement:
#6s @ 12":
bsz≔6 Bar size
s≔12 in Bar spacing
As≔b ⋅―――=
Abar
⎛
⎝bsz
⎞
⎠
s
0.44 in2
Area of longitudinal reinforcement
dc1≔3 in Cover on longitudinal
reinforcement
ds≔d-⎛
⎝dc1+0.5 dba ⎛⎝bsz
⎞
⎠
⎞
⎠=20.56 in Depth to CG of
reinforcement layers.
Concrete Compression Block (AASHTO 2017, 5.6.3.1.1):
c≔―――――=
A ⋅ s fye
⋅0.85 f' ⋅ ⋅ c β1 b
0.96 in AASHTO 2012, 5.7.3.1.1-4
εt≔⎛
⎝ds-c⎞⎠ ――=
0.003
c
0.06134
fs1≔min⎛
⎝fye ,Es
⋅εt
⎞
⎠=68 ksi
c≔―――――=
A ⋅ s fs1
⋅0.85 f' ⋅ ⋅ ce β1 b
0.74 in
εt≔⎛
⎝ds-c⎞⎠ ――=
0.003
c
0.081
fs2≔min⎛
⎝fye ,Es
⋅εt
⎞
⎠=68 ksi
fs≔fs2
a≔β1
⋅ c=0.63 in Depth of equivalent stress block.
Flexural Resistance (AASHTO 2017, 5.6.3.2):
Mn≔As
⋅ fs⋅ =
⎛
⎜
⎝
ds-―a
2 ⎞
⎟
⎠
50 kip f⋅ t
DCM3≔――――=
abs ⎛
⎝MEQ_ft⎞⎠
ϕ ⋅ f Mn
0.703 <1, OK
160
Project: Shea Properties
Project #: 24002328
Subject: Footing Seismc Design
Originator: JRM
Date: 11/04/2024
Maximum Shear:
Demands at Section:
VEQ_ft=-5.612 kip Vertical shear force on section
+ Shear Calculations:
Transverse Steel:
No steel provided
d Calculation: v
fy=60 ksi As=0.44 in2ds=20.56 in
dv1≔0.72⋅ ((d))=17.28 in
dv2≔0.9⋅ ⎛
⎝ds
⎞
⎠=18.5 in
dv≔max⎛
⎝dv1
,dv2⎞
⎠=18.5 in
Vc and Vs calculations (AASHTO 2017, 5.7.3.3):
f'c=3.6 ksi
bv≔b=12 in
θ≔45 deg
β≔2.0
Vs≔0 kip AASHTO 2017, (5.7.3.3-4)
Vc≔0.0316⋅β⋅ ‾f'‾c
⋅ ksi ⋅ ⋅ =
0.5 bv dv 27 kip AASHTO 2017, (5.7.3.3-3)
Shear Capacity Calculation (AASHTO 2017, 5.7.3.3):
ϕVn1≔ϕv
⋅0.25⋅ f'c⋅ bv⋅dv=200 kip
ϕVn2≔ϕv
⋅ ⎛
⎝Vs+Vc
⎞
⎠=27 kip
ϕVn ≔min⎛
⎝ϕVn1
,ϕVn2⎞
⎠=26.6 kip
DCR≔――――=
abs ⎛
⎝VEQ_ft⎞⎠
ϕVn
0.211 <1, OK
161
Project: Shea Properties
Project #: 24002328
Subject: Footing Seismc Design
Originator: JRM
Date: 11/04/2024
+Longitudinal Reinforcement Calculation:
Longitudinal Reinforcement (AASHTO 2017, 5.7.3.5):
Flexural Component:
MEQ_ft=-35.475 kip f⋅ t dv=18.5 in ϕf=1
DM ≔――――=
abs ⎛
⎝MEQ_ft⎞⎠
ϕ ⋅ f dv
23 kip
Shear/Torsion Component:
VEQ_ft=-5.612 kip Vs=0 kip Vp≔0 kip
Vs≔min =
⎛
⎜
⎝
――――,
abs ⎛
⎝VEQ_ft⎞⎠
ϕv
Vs
⎞
⎟
⎠
0 kip
DV≔cot ((θ)) ⋅ =
⎛
⎜
⎝
-
|
|
|
―――+
VEQ_ft
ϕv
Vp
|
|
|
0.5⋅Vs
⎞
⎟
⎠
6 kip
Capacity Check:
As=0.44 in2fy=60 ksi
C≔As
⋅ fye=30 kip
―――=
DM + DV
C
0.96 <1, OK
162
Project: Shea Properties
Project #: 24002328
Subject: Footing Seismc Design
Originator: JRM
Date: 11/04/2024
Backwall Check
In a seismic event it is anticipated that the joint between the crossing slab will close transfering the inertial force from the crossing slab to one of the footings. This force will transfer to the footing through the backwall of the footing. This section will check that the backwall is capable transfering this load
Material Properties:
f'c≔3.6 ksi Nominal Concrete strength
γc≔150 pcf=150 pcf Concrete modulus of elasticity
fy=⎛
⎝6 10 ⋅
4 ⎞
⎠ psi Reinforcing steel stress
Resistance Factors (Caltrans SDC 2.0, 3.6):
ϕf=1
ϕv≔1
Demand:
Aslab≔36.5 ft2
Slab cross section area (from footing design)
Pslab≔2⋅PDL_slab=5.474 kip
PGA=1.062 Peak ground acceleration
PIR_slab≔PGA P⋅ slab=5.814 kip Load due to vertical siesmic load PIR_bw≔PIR_slab=5.814 kip
163
Project: Shea Properties
Project #: 24002328
Subject: Footing Seismc Design
Originator: JRM
Date: 11/04/2024
Interface Shear (AASHTO 2017, 5.7.4):
Miminimum Area of Interface Shear Reinforcement (AASHTO 2017, 5.7.4.2) tbw =1 ft fy=60 ksi
b=1 ft
Acv≔tbw ⋅ b=1 ft2
Avf_min≔―――――=
0.05⋅A ⋅ cv ksi
fy
0.12 in2
use (2) #4s @ 12"
n≔2
s≔12 in
bsz≔4
Avf≔――――⋅ =
n A⋅ bar
⎛
⎝bsz
⎞
⎠
s
b 0.4 in2
Check Interface Shear (AASHTO 2017, 5.7.4.3)
Normal weight concrete placed monolithically:
c≔0.4 ksi Cohesion factor
μ≔1.4 Friction factor
K1≔0.25 Fraction of concrete strength available
K2≔1.5 ksi Limiting interface shear resistance
Pc≔0 kip Compression on interface
Vni_1≔c A⋅ cv+μ⋅ ⎛
⎝Avf
⋅ fy+Pc
⎞
⎠=91.2 kip
Vni_2≔K1
⋅ f'c⋅Acv=129.6 kip
Vni_3≔K2
⋅Acv=216 kip
Vni≔min⎛
⎝Vni_1 ,Vni_2 ,Vni_3⎞⎠=91.2 kip
DCR≔――――=
ϕ ⋅ v PIR_bw
Vni
0.064 <1, OK
164
764 Ramona Expressway Suite C Perris CA 92571Phone (951) 776-9300Fax (951) 776-0404alabbasi.biz Mamco Inc dba
Shea San Jacinto – Casa Loma Barrel Shallow Foundation Work Plan The Casa Loma Barrel No. 1 will have a shallow foundation constructed per the attached concept. Prior to excavation and construction, the existing line will be located. A vactor truck will slot trench and expose the top of the entire length of the pipeline within the work zone. The work zone will be cleared and grubbed and all vegetation removed and disposed of. The foundation will be constructed in three separate phases per the highlighted plan on the attachment. Each phase will follow the same sequence.
No more than one phase will be excavated to the bottom of the footing at a time. Both sides are to have the same sequence number completed prior to continuing to the next step. Concrete will be placed using a boom pump. No concrete trucks will be permitted to drive within the barrel protection zone.
1. The footings will be excavated from North and South concurrently with two Linkbelt 350x excavators. Excavators will be set away from the barrel and each will have a spotter for guidance. The entire footing will not be excavated all at one time on one side. Both sides will be excavated in equal lifts. The excavation will be 10’ wide and 7.75’ deep.
Excavated materials will be spoiled behind the excavators and away from the barrel.
Spoils will be pushed using a John Deere 644 wheel loader. The temporary excavation will be sloped 1.5:1.
2. The 10’ wide x 2’ high spread footing will be formed and poured first on both sides. The footing will have a 6” starter wall for the next pour.
3. The 5.75’ high footing wall will be formed and poured.
Once sufficient concrete strength has been reached for all footings, the footing will be backfilled with flowable fill to meet the unit weight and strength criteria in the Geotech report.
The top slab over the barrel will be graded using a John Deere 210LE skip loader after which 6” thick polystyrene foam boards will be placed. The top slab will be formed and poured.
ATTACHMENT 6 - PRELIMINARY FOUNDATION WORK PLAN ATTACHMENT 6 - PRELIMINARY FOUNDATION WORK PLAN Phase 1 Phase 3 Phase 2 Pour 1 2
Pour 3 Protected Zone Protected Zone - No equipment heavier than John Deere 210LE Skip Loader to be used. ATTACHMENT 6 - PRELIMINARY FOUNDATION WORK PLAN
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!(
!( !(
!( !(
!(
!(
!( !(
!(
D
D
D
D
D
D
D
D
D
D
D
D
D
D
D
D
D
D
D
D
D
D
D
D
D
D
D
D
D
1540
1560
1580
1600
1620
1640
1680
1700
1700
1720
1720
1740
1740
1740
1760
1780
1800
1800
1820
1840
1880
1880
1880
1900
1920
1940
1940
1980
2000
2000
2020
2040
2040
2060
2080
2080
2080
2100
2120
2120
2140
2200
2220
2220
2220
2260 2240
2260
2260
2280
2300
2300
2340
2360
2360
2360
2440
2440
2480
2480
2480
2480
2500
2580
2600
2600
2600
2640
2640
2660
2680
2740 2760
2760
2800
2800
2820
2840
2840
2840
2840
2860
2860
2900
2900
2960
2960
3000
3000
3100
3180 3200
3220
3280
3320
3380
3440
3480
3540
3560
1500
1500
1520
1520
1540
1540
1540
1540
1560
1560
1580
1620
1620
1640
1640
1640
1660
1680
1680
1680
1720
1720
1740
1740
1760
1760
1760
1780
1780
1800
1800
1820
1840
1840
1860
1880
1900
1980
1920
1980
2000
2000
2020
2060
2100
2100
2140
2120
2180
2200
2260
2340
2340
2400
2400
2520
2600
2620
2640
2700
2720
2740
1520
1480
1460
1460
1460
1460
1480
1480
1460
1460
1480
1480
1480
1500
1500
1520
1520
1540
1540
1560
1560
1580
1580
1580
1620
1640
1680
1700
1740
1760
1780
1800
1860
1920
1520
1520
1540
1500
1480
1500
1500
1500
1500
1520
1520
1540
1540
1540
1560
1560
1460
1480
1480
1480
1500
1500
1500
1520
1540
1560
1580
1620
1700
1700
1720
1740
1740
1760
1860
1860
1900
1920
1960
2000
2020
2100
1520
1540
1620
1640
1660
1660
1680
1680
1700
1720
1740
1760
1740
1780
1780
1780
1780
1800
1800
1820
1820
1820
1840
1880
1880
1900
1900
1940
1940
1980
1980
1980
2000
2000
2000
2000
2020
2020
2040
2040
2060
2060
2080
2080
2120
2120
2120
2120
2140
2140
2140
2140
2140
2160
2160
2180
2180
2200
2200
2200
2220
2220
2240
2240
2260
2260
2280
2280
2300
2360
2380
2380
2400
2420
2440
2440
2460
1980
2060
2180
2200
2220
2220
2220
2240
2240
2240
2240
2260
2260
2260
2280
2280
2280
2280
2280
2280
2300
2300
2300
2300
2300
2320
2320
2320
2320
2320
2320
2320
2320
2320
2340
2340
2340
2340
2340
2340
2360
2360
2360
2360
2360
2380
2380
2380
2380
2400
2400
2400
2400
2400
2400
2400
2420
2420
2420
2420
2420
2440
2440
2440
2440
2440
2460
2460
2460
2460
2460
2480
2480
2500
2500
2540
2560
2580
2600
2620
1480
1480
1480
1480
1500
1500
1500
1500
1500
1520
1520
1540
1540
1560
1560
1560
1580
1580
1580
1600
1620
1660
1660
1660
1680
1680
1680
1700
1700
1720
1720
1720
1720
1740
1760
1760
1780
1780
1780
1780
1800
1800
1800
1800
1800
1820
1820
1820
1820
1820
1840
1840
1860
1860
1860
1860
1860
1860
1880
1900
1900
1900
1900
1920
1920
1920
1940
1940
1940
1960
1960
1960
1980
2000
2000
2020
2020
2020
2020
2040
2060
2100
2100
2140
2160
2180
2200
2220
2260
2280
2320
2380
1480
1500
1500
1500
1500
1520
1520
1540
1540
1540
1560
1580
1560
1580
1580
1580
1600
1600
1600
1600
1600
1620
1620
1620
1620
1620
1640
1640
1640
1640
1640
1640
1660
1660
1660
1660
1660
1660
1680
1680
1680
1700
1700
1700
1700
1700
1700
1720
1720
1720
1720
1720
1740
1740
1740
1740
1760
1780
1780
1780
1780
1780
1780
1800
1820
1840
1840
1860
1860
1860
1860
1860
1880
1880
1880
1880
1880
1880
1900
1900
1900
1920
1920 1920
1920
1940
1940
1940
1940
1960
1960
1960
1960
1980
1980
1980
1980
2020
2020
2040
2040
2060
2060
2080
2100
2120 2120
2140
2160
2180
2220
2240
2260
1800
1880
1920
1960
2040
2060
2060
2080
2080
2100
2120
2140
2140
2140
2140
2160
2160
2160
2160
2160
2160
2180
2180
2180
2180
2180
2180
2180
2200 2200
2200
2200
2200
2200
2220
2220
2220
2220
2220
2240
2240
2240
2240
2240
2260
2260
2260
2260
2280
2280
2280
2300
2300 2300
2300
2300
2320
2320
2320
2320
2320
2320
2320
2340
2340
2340
2340
2360
2360
2360
2380
2380
2380
2380
2400
2400
2400
2400
2420
2420
2420
2440
2440
2440
2440
2440
2440
2440
2460
2460
2460
2460
2460
2480
2480
2480
2480
2480
2500
2500
2520 2540
2540
2560
2600
40 1500
1500
1520
1520
1520
1520
1540
1540
1540
1540
1560
1560
1560
1580
1580
1580
1600
1600
1620
1640
1640
1660
1700
1720
1720
1720
1720
1740
1760
1760
1760
1760
1760
1780
1780
1780
1780
1780
1780
1780
1800
1800
1820
1820
1820
1820
1840
1840
1840
1840
1840
1840
1840
1860
1860
1860
1860
1880
1880
1880
1880
1880
1900
1900
1920
1920
1940
1940
1940
1940
1960
1960
1960
1960
1960
1980
1980
1980 2000
2000
2000
2000
2020
2020
2020
2020
2040
2040
2040
2040
2060
2060
2060
2060
2080
2080
2080
2100
2100
2100
2120
2120 2140
2140
2140
2160
2160
2160
2200
2200
2200
2220
2220
2240
2260
2260
2320
2320
2360
2360
2380
2380
2420
2440 2460
2080
1580
1600
1620
1640
1560
1560
1580
1580
1540
1520
1520
1520
1520
1540
1540
1540
1560
1560
1560
1560
1580
1580
1580
1580
1580
1600
1600
1600
1600
1600
1600
1600
1620
1620
1620
1640
1640
1640
1640
1640
1640
1640
1640
1660
1660
1660
1660
1680
1680
1700
1700
1700
1720
1720
1720
1740
1740
1740
1740
1740
1740
1760
1760
1800
1800
1800
1840
1860
1860
1880
1900
1920
1900
1960
1580
1600
1640
1760
1820
1840
1900
1600
1500
SCHOOL
E-North-G
D-North-A
D-North-B
D1
W2
SJR-US
E-2
G-3 DT
W1
D2
BVB-US
City
D-North-C
W5-Cove
W8
W7
W9
D3
W6
E-North
W3
W4
G-Downstream
Confluence
SJ-RES
W10
G-South
136
134 132
214
215
200 210
260 220
230
250
240
290
270
280
300
190
310
320
330
340
180
170
160
150
130
140
110
120
100
RCIT, Eagle Aerial
´
0 800 1,600
Feet
SHEET 2/2
A=673 AC
L= 7105 FT
Lc= 3485 FT
=13 FT
n =0.02
2640 ELE
A=440 AC
L= 6610 FT
Lc= 2915 FT
=38 FT
n = 0.015
A=351 AC
L= 6885 FT
Lc= 3730 FT
=29 FT
n = 0.015
A=172 AC
L= 3740 FT
Lc= 1540 FT
=17 FT
n = 0.015
A=266 AC
L= 4970 FT
Lc= 2050 FT
=22 FT
n = 0.015
A=199 AC
L= 3875 FT
Lc= 1820 FT
=12 FT
n = 0.015
A=253 AC
L= 5565 FT
Lc= 2620 FT
=12 FT
n = 0.015
A=198 AC
L= 5105 FT
Lc= 2230 FT
=6 FT
n = 0.015
A=84 AC
L= 2060 FT
Lc= 1570 FT
=4 FT
n = 0.015
A=262 AC
L= 5556 FT
Lc= 603 FT
=14 FT
n = 0.015
A=145 AC
L= 4010 FT
Lc= 1945 FT
=972 FT
n = 0.042
A=114 AC
L= 4040 FT
Lc= 1720 FT
=1018 FT
n = 0.025
A=717 AC
L= 10275 FT
Lc= 4290 FT
=1148 FT
n = 0.035
A=149 AC
L= 6800 FT
Lc= 3160 FT
=25 FT
n = 0.015
A=290 AC
L= 4660 FT
Lc= 2570 FT
=492 FT
n = 0.022
1492 ELE
1462 ELE
2480 ELE
2472 ELE
1492 ELE
1500 ELE
1500 ELE
1992 ELE
1480 ELE
G:\2005\05-0519\hyd\final\west\GIS\Unit Hydrology Subarea Exhibit_overall_GEODATA_sht2.mxd San Jacinto Valley MDP
Subarea - Hydrology Exhibit
WEST AREA
1509 ELE
1496 ELE
1492 ELE
1476 ELE
1482 ELE
1476 ELE
1446 ELE
1448 ELE
1500 ELE
1460 ELE
1485 ELE
1472 ELE
1497 ELE
1488 ELE
1526 ELE
1489 ELE
1460 ELE
1484 ELE
LEGEND
1500 ELE
D Centroid
!( Route Points
Flow Path
Hydrology Subarea Boundary
Node Elevations
A=184 AC
L= 6360 FT
Lc= 2050 FT
=8 FT
n = 0.015
D4
1500 ELE
NGVD 29 Vertical Datum
A=276 AC
L= 2680 FT
Lc= 500 FT
=448 FT
n = 0.020
A=206 AC
L= 4430 FT
Lc= 2050 FT
=15 FT
n = 0.015
A=216 AC
L= 4250 FT
Lc= 2125 FT
=35 FT
n = 0.015
A=79 AC
L= 3700 FT
Lc= 1870 FT
=30 FT
n = 0.015
1470 ELE 1477 ELE
1462 ELE
1465 ELE
100
BVB-US
120 110
130
G-3
SJR-US
Buena Vista Basin –
(Existing)
San Jacinto
Reservoir– (Existing)
Line G-3 (future)
No Routing
E-2
180
E-North-G
140
DT
150Line G (future) – L=5,300 ft n=0.013 s=0.003
Program Computes Pipe Size
City
Lyon Avenue Basin–
(future)
170Line G (future) – L=3,700 ft n=0.013 s=0.003
Program Computes Pipe Size
160
G-South
D1
G-Downstream
340 Line E (future) – L=5,800 ft b=18 ft
n=0.025 Z=3
D-North-C
Confluence
W1
200
190
250
Casa Loma Basin
(future)
Line X (future) – L=6,800 ft b=25 ft
n=0.025 Z=3
W2
210
Line D Basin–
(future)
220
D2
230Line D (future) – L=2,640 ft 8’Hx14’W RCB n=0.015
D3
D4
260
W3
270
280
W4
W5 - Cove
300 290
310 320 330
350
W7
W8 W9 W10
W6
Legend
200
D3
Line D Basin–
(future)
Node
Unit Hydrograph Subarea
Detention Basin Marker
240
Line Y1 (future) L=2,850 ft
5’H x10”w RCB n=0.015
Cove Detention
Basin (Existing)
Line Y (future) – L=1,825 ft
RCB 7Hx14W N=0.015
Line Y (future) – L=1,600 ft
RCB 11Hx14W N=0.015
Line Y (future) – L=2,650 ft
RCB 11Hx14W N=0.015
Line Y (future) – L=2,400 ft
RCB 11Hx14W N=0.015
Line Y (future) – L=1,400 ft
RCB 11Hx14W N=0.015
Line Y (future) – L=1,580 ft
RCB 11Hx14W N=0.015
857 cfs (3 hr)
735 cfs (3 hr) 76 cfs (24 hr)
892 cfs (3 hr)
492 cfs (3 hr)
419 cfs (3 hr)
332 cfs (3 hr)
775 cfs (6 hr)
924 cfs (6 hr)
410 cfs (24 hr)
1101 cfs (3 hr) 1430 cfs (3 hr)
1507 cfs (6 hr)
1687 cfs (6 hr) 1825 cfs (6 hr) 1845 cfs (6 hr)
SCHOOL
215
214
132
134
136
E-North
D-North-B
D-North-A
3-Hour 100-Year 6-Hour 100-Year 24-Hour 100-Year
CFS CFS CFS
100-100 Flow Into BeuN/A Vista Basin 3899 3636 1527 N/A 100-100 BueN/A Vista Basin Routing 792 816 740 N/A
100-120 Line E Flow To SJ Reservoir 790 814 739 N/A
100-120 Add SJRUS 2640 2571 1399 N/A
110-120 Add G-3 - Flow Into SJ Reservoir 3395 3315 1702 N/A 120-130 SJ Reservoir Routing 1983 2148 1520 N/A
130-130 Add E-2 2349 2598 1710 2600
130-132 Line E Flow 2298 2537 1709 N/A
132-132 Add E-North 2428 2676 1774 2680
132-134 Line E Flow 2415 2652 1774 N/A
134-134 Add D North A 2528 2763 1848 2765
134-136 Line E Flow 2521 2762 1848 N/A
136-136 Add D North B 2557 2801 1868 2805
136-190 Line E Flow 2549 2789 1868 N/A
190-190 Add D North C 2674 2968 1943 2970
190-190
140-140 DT Subarea 756 692 280 N/A
140-150 Line G Flow 735 680 277 N/A
150-150 Add City - Inflow Into Lyon Basin 1244 1205 498 N/A 150-150 Lyon Basin Routing 71 74 76 N/A
150-170 Line-G Flow 71 74 76 N/A
160-170 Add G-South 236 246 121 N/A
170-180 Line- G Flow 235 241 121 N/A
180-180 Add G-Downstream 705 677 276 705
180-180 Add E North G 973 947 372 975
180-340 Line- G Flow 892 853 360 N/A
190-340 Add Stream 1 3566 3812 2252
340-340 Add Confluence 3786 4040 2338 N/A
340-340
200-200 Area W1 492 442 157 N/A
200-250 Line X Flow 419 394 150 N/A
200-250 Add W2 1386 1288 514 N/A
250-250
210-210 Area D1 - Inflow Into Line D Basin 1680 1539 622 N/A 210-210 Line D Basin Routing 615 620 431 620
210-215 Line D Flow 615 620 431 N/A
215-215
214-214 School Subarea 512 476 149 N/A
214-215
214-215
215-215 Add Stream 5 625 630 441 N/A
215-220 Line D Flow 625 629 441 N/A
220-220 Add D2 735 775 511 775
220-230 Line D Flow 722 766 511 N/A
230-230 Add D3 902 924 566 925
230-250 Add Stream 3 2288 2194 999 N/A
240-250 Add D4 - Total Flow into Casa Loma Basin 2551 2459 1093 N/A 250-250 Casa Loma Basin Routing 395 409 410 410
250-290 Line Y-1 Flow 395 409 410 410
290-290
260-260 Add W3 228 210 75 N/A
260-270 Improved Channel (Line Y) Flow 198 183 72 N/A
270-270 Add W4 350 336 131 N/A
270-280 Improved Channel (Line Y) Flow 350 321 127 N/A
280-280
280-280 W5cove Inflow to Cove Basin 958 879 362 N/A
280-280 Cove Basin Routing 718 703 336 N/A
280-280 Add Stream 5 1047 1024 464
280-280 Add W6 1106 1074 496 1110
280-290 Line Y Flow 1101 1073 494 N/A
290-290 Add Stream 4 1439 1430 811 1440
290-300 Line Y Flow 1430 1418 809 N/A
300-300 Add W7 1513 1486 887 1515
300-310 Line Y Flow 1507 1478 886 N/A
310-310 Add W8 1653 1708 975 1710
310-320 Line Y Flow 1649 1687 974 N/A
320-320 Add W9 1798 1827 1044 1830
320-330 Line Y Flow 1794 1825 1043 N/A
330-330 Add W10 1826 1849 1073 1850
330-340 Line Y Flow 1823 1845 1072 N/A
340-340 Add Stream 2 5380 5699 3373 5700
340-350 Line Z Flow 5269 5551 3370 N/A
Store Hydrograph As Stream 3
Store Hydrograph as Stream 2
Store Hydrograph as Stream 1
Store Hydrograph as Stream 4
Store Hydrograph as Stream 5
Store Hydrograph as Stream 4
Store Hydrograph as Stream 5
San Jacinto Valley MDP West Area
Routing Summary Table
Point/Station Description MDP FLOW CFS
Add Stream 4 at Constant Rate of 10 cfs to Simulate Pump in Taquitz High School Basin G:\2005\05-0519\Hyd\Final\West\Unit\Updated Routing 9 May 2022 - Shea Revision\Routing Summary.xls
SCHOOL
D1
W2
E-2
G-3
DT
SJR-US
BVB-US
City
W1
W5-Cove
W8
W7
D2
W9
D3
D-North-A
W3
W4
SJR-US
SCHOOL
G-Downstream
Confluence
W6
SJ-RES
E-North
W10
G-South
E-2A
E-North-G
D-North-B
185 175
136
135
214
215
200 210
260 220
230
250
240
270
280
300
190
310
320
330
340
180
170
160
150
130
140
110
120
100
Esri, HERE, Garmin, (c) OpenStreetMap contributors, and the GIS user community, Source: Esri, Maxar, Earthstar Geographics, and the GIS User Community ´
0 800 1,600
Feet
A=673 AC
L= 7105 FT
Lc= 3485 FT
=13 FT
n =0.02
2640 ELE
A=440 AC
L= 6610 FT
Lc= 2915 FT
=38 FT
n = 0.015
A=351 AC
L= 6885 FT
Lc= 3730 FT
=29 FT
n = 0.015
A=120 AC
L= 2500 FT
Lc= 1200 FT
=2 FT
n = 0.015
A=523 AC
L= 6800 FT
Lc= 3600 FT
=14 FT
n = 0.015
A=199 AC
L= 3875 FT
Lc= 1820 FT
=12 FT
n = 0.015
A=253 AC
L= 5565 FT
Lc= 2620 FT
=12 FT
n = 0.015
A=198 AC
L= 5105 FT
Lc= 2230 FT
=6 FT
n = 0.015
A=84 AC
L= 2060 FT
Lc= 1570 FT
=4 FT
n = 0.015
A=262 AC
L= 5556 FT
Lc= 603 FT
=14 FT
n = 0.015
A=145 AC
L= 4010 FT
Lc= 1945 FT
=972 FT
n = 0.042
A=114 AC
L= 4040 FT
Lc= 1720 FT
=1018 FT
n = 0.025
A=717 AC
L= 10275 FT
Lc= 4290 FT
=1148 FT
n = 0.035
A=149 AC
L= 6800 FT
Lc= 3160 FT
=25 FT
n = 0.015
A=290 AC
L= 4660 FT
Lc= 2570 FT
=492 FT
n = 0.022
1492 ELE
1462 ELE
2480 ELE
2472 ELE
1492 ELE
1500 ELE
1500 ELE
1992 ELE
1480 ELE
G:\2005\05-0519\hyd\final\west\GIS\Unit Hydrology Subarea Exhibit_overall_GEODATA_sht2.mxd MDP LINE E Hydrology Refinement
Subarea - Hydrology Exhibit
1509 ELE
1496 ELE
1492 ELE
1476 ELE
1482 ELE
1476 ELE
1446 ELE
1448 ELE
1500 ELE
1462 ELE
1485 ELE
1472 ELE
1497 ELE
1488 ELE
1526 ELE
1489 ELE
1460 ELE
1484 ELE
LEGEND
1500 ELE
D Centroid
!( Route Points
Flow Path
Hydrology Subarea Boundary
Node Elevations
A=184 AC
L= 6360 FT
Lc= 2050 FT
=8 FT
n = 0.015
D4
1500 ELE
NGVD 29 Vertical Datum
A=276 AC
L= 2680 FT
Lc= 500 FT
=448 FT
n = 0.020
A=159 AC
L= 3800 FT
Lc= 1500 FT
=14 FT
n = 0.015
A=615 AC
L= 10250 FT
Lc= 4800 FT
=35 FT
n = 0.015
A=79 AC
L= 3700 FT
Lc= 1870 FT
=30 FT
n = 0.015
1471 ELE
1470 ELE
1462 ELE 1463 ELE
100
BVB-US
120 110
130
G-3
SJR-US
Buena Vista Basin –
(Existing)
San Jacinto
Reservoir– (Existing)
Line G-3 (future)
No Routing
E-2
175
E-North-G
140
DT
150Line G (future) – L=5,300 ft n=0.013 s=0.003
Program Computes Pipe Size
City
Lyon Avenue Basin–
(future)
170Line G (future) – L=6,850 ft n=0.013 s=0.003
Program Computes Pipe Size
160
G-South
D1
G-Downstream
340
D-North-A
Confluence
W1
200
190
250
Casa Loma Basin
(future)
Line X (future) – L=6,800 ft b=25 ft
n=0.025 Z=3
W2
210
Line D Basin–
(future)
220
D2
230Line D (future) – L=2,640 ft 8’Hx14’W RCB n=0.015
D3
D4
260
W3
270
280
W4
W5 - Cove
300 290
310 320 330
350
W7
W8 W9 W10
W6
Legend
200
D3
Line D Basin–
(future)
Node
Unit Hydrograph Subarea
Detention Basin Marker
240
Line Y1 (future) L=2,850 ft
5’H x10”w RCB n=0.015
Cove Detention
Basin (Existing)
Line Y (future) – L=1,825 ft
RCB 7Hx14W N=0.015
Line Y (future) – L=1,600 ft
RCB 11Hx14W N=0.015
Line Y (future) – L=2,650 ft
RCB 11Hx14W N=0.015
Line Y (future) – L=2,400 ft
RCB 11Hx14W N=0.015
Line Y (future) – L=1,400 ft
RCB 11Hx14W N=0.015
Line Y (future) – L=1,580 ft
RCB 11Hx14W N=0.015
857 cfs (3 hr)
735 cfs (3 hr) 76 cfs (24 hr)
492 cfs (3 hr)
419 cfs (3 hr)
332 cfs (3 hr)
775 cfs (6 hr)
924 cfs (6 hr)
410 cfs (24 hr)
1101 cfs (3 hr) 1430 cfs (3 hr)
1507 cfs (6 hr)
1687 cfs (6 hr) 1825 cfs (6 hr) 1845 cfs (6 hr)
SCHOOL
215
214
135
185
136
E-North
D-North-B
180
(SD) – L=2,700ft
n=0.013 s=0.003
Program Computes Pipe Size
3-Hour 100-Year 6-Hour 100-Year 24-Hour 100-Year
CFS CFS CFS
100-100 Flow Into BeuN/A Vista Basin 3899 3636 1527 N/A 100-100 BueN/A Vista Basin Routing 792 816 740 N/A
100-120 Line E Flow To SJ Reservoir 790 814 739 N/A
100-120 Add SJRUS 2640 2571 1399 N/A
110-120 Add G-3 - Flow Into SJ Reservoir 3395 3315 1702 N/A 120-130 SJ Reservoir Routing 1983 2148 1520 N/A
130-130 Add E-2 2431 2671 1732 2675
130-135 Line E Flow 2419 2658 1732 N/A
135-135 Add E-North 2507 2739 1782 2740
135-185 Line E Flow 2499 2695 1780 N/A
185-185
140-140 DT Subarea 756 692 280 N/A
140-150 Line G Flow 735 680 277 N/A
150-150 Add City - Inflow Into Lyon Basin 1244 1205 498 N/A 150-150 Lyon Basin Routing 71 74 76 N/A
150-170 Line-G Flow 71 74 76 N/A
170-175 Line G Flow 71 74 76 N/A
175-175
160-160 Add G-South 220 204 73 N/A
160-175 Storm Drain Routing 216 197 73
175-175 Add G-Downstream 224 223 119 N/A
175-175 Add Stream 2 225 223 119
175-180 Line G Flow 219 220 119 N/A
180-180 Add E North G 378 365 149 N/A
180-185 Line G Flow 377 360 149 380
185-185 Line- E Flow 2741 2968 1925 2970
185-190 2662 2893 1923 N/A
190-190
136-136 Add D North B 129 114 37 N/A
136-190 SD Route 125 111 36
190-190 Add D North A 936 863 359 N/A
190-190 Add Stream 5 3281 3545 2172 3550
190-340 Add Confluence 3518 3778 2256 3800
340-340
200-200 Area W1 492 442 157 N/A
200-250 Line X Flow 419 394 150 N/A
200-250 Add W2 1386 1288 514 N/A
250-250
210-210 Area D1 - Inflow Into Line D Basin 1680 1539 622 N/A 210-210 Line D Basin Routing 615 620 431 620
210-215 Line D Flow 615 620 431 N/A
215-215
214-214 School Subarea 512 476 149 N/A
214-215
214-215
215-215 Add Stream 5 625 630 441 N/A
215-220 Line D Flow 625 629 441 N/A
220-220 Add D2 735 775 511 775
220-230 Line D Flow 722 766 511 N/A
230-230 Add D3 902 924 566 925
230-250 Add Stream 3 2288 2194 999 N/A
240-250 Add D4 - Total Flow into Casa Loma Basin 2551 2459 1093 N/A 250-250 Casa Loma Basin Routing 395 409 410 410
250-290 Line Y-1 Flow 395 409 410 410
290-290
260-260 Add W3 228 210 75 N/A
260-270 Improved Channel (Line Y) Flow 198 183 72 N/A
270-270 Add W4 350 336 131 N/A
270-280 Improved Channel (Line Y) Flow 330 321 127 N/A
280-280
280-280 W5cove Inflow to Cove Basin 958 879 362 N/A
280-280 Cove Basin Routing 718 703 336 N/A
280-280 Add Stream 5 1047 1024 464
280-280 Add W6 1107 1074 496 1110
280-290 Line Y Flow 1101 1073 494 N/A
290-290 Add Stream 4 1439 1430 811 1440
290-300 Line Y Flow 1430 1418 809 N/A
300-300 Add W7 1513 1486 887 1515
300-310 Line Y Flow 1507 1478 886 N/A
310-310 Add W8 1653 1708 975 1710
310-320 Line Y Flow 1649 1687 974 N/A
320-320 Add W9 1798 1827 1044 1830
320-330 Line Y Flow 1794 1825 1043 N/A
330-330 Add W10 1826 1849 1073 1850
330-340 Line Y Flow 1823 1845 1072 N/A
340-340 Add Stream 2 5083 5431 3291 5440
340-350 Line Z Flow 4972 5266 3289 N/A
MDP LINE E FLOW INFLOW
MDP LINE E FLOW WEST OF SANDERSON AVE CROSSING
MDP LINE E FLOW PARALLEL TO RECORD RD
MDP LINE E FLOW OVER MWD RW
MDP LINE E FLOW FROM CONFLUENCE BASIN TO NORTH OF RECORD RD Store Hydrograph as Stream 2
Store Hydrograph as Stream 5
Store Hydrograph as Stream 4
Store Hydrograph as Stream 5
Store Hydrograph as Stream 4
Store Hydrograph as Stream 2
Store Hydrograph as Stream 5
San Jacinto Valley MDP West Area
Routing Summary Table
Point/Station Description MDP FLOW CFS
Add Stream 4 at Constant Rate of 10 cfs to Simulate Pump in Taquitz High School Basin Store Hydrograph as Stream 1
Store Hydrograph As Stream 3
H:\2023\23-0008\Drainage\Hydrology\MDP Hydrology Update\Unit Hydrograph and Routing\Routing Summary.xls