millsite dam spillway rehabilitation structural …...millsite dam spillway rehabilitation design...

MILLSITE DAM SPILLWAY REHABILITATION STRUCTURAL DESIGN

DRAFT DESIGN REPORT

Prepared for

Utah Division of Water Resources

Prepared by

November 2015

Draft, Subject to Revision Millsite Dam Spillway Rehabilitation Design Report

TABLE OF CONTENTS

1 Introduction ...................................................................................................................... 1-1

2 Existing Spillway ............................................................................................................. 2-1 2.1 Current Spillway Configuration ........................................................................... 2-1 2.2 Layout of Pipelines and Other Facilities .............................................................. 2-1 2.3 Golf Cart Bridge .................................................................................................. 2-1

3 Spillway Structural Design .............................................................................................. 3-1 3.1 Labyrinth Weir ..................................................................................................... 3-1 3.2 Embankment Walls .............................................................................................. 3-1 3.3 Floor ..................................................................................................................... 3-2 3.4 Flip Bucket ........................................................................................................... 3-3

4 Other Design Elements .................................................................................................... 4-1 4.1 Floor Drains ......................................................................................................... 4-1 4.2 Concrete Cutoffs .................................................................................................. 4-2 4.3 Golf Cart Bridge .................................................................................................. 4-2

5 Conclusion and General Conditions ................................................................................ 5-1 Appendix:

Structural Design Calculations

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1 Introduction

The existing Millsite Dam Spillway is not in compliance with current Utah Dam Safety standards for passage of the inflow design flood, a 24-hour USU Local Probable Maximum Flood. In order to increase the capacity of the spillway, the existing spillway structure will be demolished and a new labyrinth weir spillway will be constructed in its place. Franson Civil Engineers (FCE) is assisting the Utah Division of Water Resources with design work for the Millsite Dam Rehabilitation. This Design Report focuses on the structural elements of the spillway. The hydraulic analysis of the new spillway and determination of the design floods was done by the State of Utah (State) and was not part of the scope of work for FCE; therefore, it is not included in this report. FCE was tasked with taking the hydraulic design done by the State, which determined the overall shape of the spillway, and performing the structural and detail design to create the construction drawings. The proposed spillway will include the following design details:

a. Labyrinth Weir

b. Spillway Walls

c. Embankment and Floor Drains

d. Concrete Cutoff Walls

e. Anchor Dowels

f. Golf Cart Bridge

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2 Existing Spillway

2.1 Current Spillway Configuration

Millsite Dam was originally built in 1971. The existing spillway was built as a concrete box weir. Water from the box weir flows in a 60-foot wide concrete channel for approximately 300 feet and then drops 68 feet vertically into a return channel. The spillway channel is sloped at about 9% and the end of the spillway has a flip bucket, or ramp, that launches the water into the air for energy dissipation. This feature, and the 68-foot drop, also creates a waterfall feature for the nearby golf course.

2.2 Layout of Pipelines and Other Facilities

The golf course surrounds the spillway and there are utilities in the area. A 4-inch PVC pipe crosses the spillway and is attached to the underside of the golf cart bridge. This pipeline provides irrigation water for the golf course and needs to be in service during the irrigation season. There are also some small wires that run the valves for the irrigation system that need to remain in service. The only other utility in the area is an abandoned high voltage power line that is also attached to the golf cart bridge. This power line can be removed during excavation.

2.3 Golf Cart Bridge

The Millsite Golf Course is an 18-hole golf course that sits adjacent to Millsite Dam. It provides recreation opportunities and an economic benefit to the surrounding community. The bridge over the spillway provides necessary and safe access for the golf course patrons and maintenance personnel. It also provides great views of the waterfall created by the spillway.

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3 Spillway Structural Design

The new spillway was designed as a series of retaining walls using QuickRWall structural design software. The design of the wall footings was taken from the QuickRWall analysis of the walls as retaining structures. The loads considered for the floor design included the resulting loads from the wall design, the supporting bedrock under the structure, and dead and live loads according to building code requirements. The loads considered for the weir and wall design included the soil backfill, water pressure on the wall, seismic loading of the wall and backfill, and the supporting bedrock. The weight of the backfill material was assumed to be 125 pounds per cubic foot. The entire spillway structure will be supported by sandstone, and a bearing capacity of 40,000 pounds per square foot was assumed for this type of bedrock material. The seismic acceleration of 0.31 used for the design was provided by the Division of Water Resources and was taken from the NRCS report for the area. Several critical sections were considered for the flood and seismic design, and each were analyzed for maximum shear and moment. The results of the analysis of all the critical sections were compared, and the critical rebar section was determined. This rebar section was unique for each section of the retaining wall footing.

Table 3.1: Structural Design Software Software Version Publisher Building Codes QuickRWall 2.01.0007 Integrated Engineering Software, Inc. IBC 2006

3.1 Labyrinth Weir

The labyrinth weir height was determined by the State and the hydraulic model to be 19.5 feet tall. The hydraulic modeling of the labyrinth weir was performed by the Utah Water Research Laboratory at Utah State University. The labyrinth weir was structurally designed with two major loading scenarios. The first scenario was the loading for the USU Local Probable Maximum Flood (PMF). This scenario assumed that the water in the reservoir was flowing over the weir at a depth of 7.5 feet. The hydraulic modeling found the flow over the weir was more efficient if there was no backfill on the upstream side of the weir, so no soil loading was used for either scenario. The second scenario was the loading for the maximum seismic event expected for the area. This scenario assumed the water height in the reservoir to be level with the top of the weir. For most of the design elements, this scenario was the controlling scenario. It was assumed the weir was all freestanding. The weir is designed in a zigzag alignment and will partially support itself. Any support the weir has from other sections of the weir will be an extra safety factor in the design. All structural design calculations are included in the appendix of this report. Under both scenarios, the base of the weir had to be thickened to support the shear forces applied to the weir. The width of the top of the weir was set by the hydraulic model at 15 inches with a rounded

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top. The upstream face of the weir is therefore sloped at a 1:7.3 angle to allow for the extra width needed at the base.

3.2 Embankment Walls

The upstream embankment walls are attached to the downstream end of the weir and run through the dam embankment to the top of the dam. The PMF and seismic loading scenarios were considered for these upstream walls. In contrast to the weir, the embankment upstream walls do have soil backfill up to within a foot of the top of the wall. It was assumed that the water level in the soil behind these walls will be the same as the level in the reservoir. This is a conservative assumption since the phreatic surface will drop as it goes through the embankment due to the drain system. The height of these walls changes from one end to the other as the embankment height increases and the floor elevation decreases due to the 9% slope. The maximum cross section height was used to determine the geometry of the wall. Once this was determined, several intermediate cross sections were taken and analyzed to assure the cross section would work for the changing height requirements. Similar to the weir, the backside of these walls also had to be sloped at a 1:6.3 angle so the base of the wall could withstand the expected shear forces. Because the PMF would raise the water level in the reservoir to the top of the embankment, the upstream end of this wall will also be rounded at the top to allow more efficient flow over it. The downstream portion of the embankment walls differ in design mainly due to being located downstream of the chimney drain in the embankment. The drain will keep the dam embankment relatively dry. Because of this, the worst case loading scenario will be the seismic scenario, so the PMF scenario was not used to analyze these walls. Even without water in the backfill, the loading was heavy enough to require a thicker base to the wall. An angle of 1:9.8 was used on the backside of these walls. As with the upstream embankment walls, the maximum cross section height was used to determine the geometry of the walls and then cross sections were analyzed to assure the geometry would work for the changing height requirements. Once the downstream embankment walls reach the bottom of the embankment, the loading behind the walls is reduced enough to use a 15-inch thick wall without having to thicken the base. The spillway walls from the embankment to the end of the spillway are vertical on both sides. The wall height along this section continues to decrease from 17 feet to 12 feet. Because of the decrease in height, the rebar required at the end was much less than required at the start. Because of this, the length of the wall was split into two sections. The design of each section was governed by the maximum cross section of that section. The design of the wall footing also changes between the two spillway wall sections.

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3.3 Floor

At the base of the embankment walls, the floor thickness will vary between 24 and 30 inches. This thick part of the floor inside of the walls will act as a structural support, or toe for the wall itself. Anywhere inside of the structural toe area, the floor only needs to be 12 inches thick. The floor inside this area also needs to have minimal rebar to prevent cracking, since the material under it will be solid sandstone with a bearing pressure of over 40,000 pounds per square foot. The entire floor of the structure will be anchored using rebar drilled and epoxied into the sandstone. These anchors will prevent damage to the structure due to uplift, if the spillway and embankment drains fail. The floor area was divided into three zones that will require three different anchor configurations. The first zone is the structural base and support for all of the spillway walls and weir. The rebar anchors in this area will be stronger and deeper than the others. The second zone is the center part of the lower spillway. These anchors are a medium strength rebar and will support the end of the spillway near the flip bucket and waterfall. The third zone is the majority of the center of the spillway and will only require minimal anchoring.

3.4 Flip Bucket

The new spillway will be designed with a flip bucket, or ramp, at the end of the spillway similar to the one on the existing spillway. This flip bucket will launch the water from the spillway into the air at a 45-degree angle to help dissipate the energy created by the steep slope of the spillway. This feature will also create a nice waterfall for the golf course. The existing flip bucket is hanging out over the edge of the 68-foot cliff by about 4 feet. It looks like the water from the spillway may have washed out a few inches of the rock under the spillway. From the rebar layout in the original design drawings, it is clear that it was designed to be able to hang out over the cliff. The new flip bucket and end of the spillway will be placed on the rock edge, instead of extending out over the edge, to help with constructability of the end of the spillway. The structure will be designed so the water can undercut the end of the spillway by up to four feet without affecting the structural integrity of the spillway. Because the end of the spillway will have a flip bucket, a drain will be cut into the flip bucket at the center of the spillway, similar to the existing flip bucket, so water does not pool in the spillway.

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4 Other Design Elements

4.1 Floor Drains

The existing spillway sits on a sandstone material. Sitting directly under this layer of sandstone, is a fractured layer of stone which currently has a minor amount of seepage. This seepage has been observed and has never been noted to exceed 10 gpm. If this flow is not controlled, the fractured layer does pose possible problems for the proposed spillway. Freezing and thawing of entrapped water could cause movement of this layer, or the layer above it, or the end of the spillway near the drop-off. Intercepting this water will entail three different configurations. The first intercepting pipe and drain will be set on top of the concrete foundation of the concrete spillway chute. This drain will run along the outside of the base of weir, until it reaches the middle cutoff wall. At this point, the drain pipe will discharge through the wall, into the spillway. The pipe will be a 6-inch perforated, schedule 80 PVC pipe, surrounded by a gravel drain material, which is then encapsulated by a sand filter material. The second intercepting drain pipe will be placed starting at the downstream side of the middle cutoff wall. This drain pipe will be placed just below the bottom of the spillway chute foundation. Pipe size and type will be 6-inch perforated, schedule 80 PVC pipe. The depth of this pipe will collect and dispose of water in the fractured layer, preventing it from entering underneath the spillway. The slope of the new spillway, 9%, is adequate to convey the expected flow through the drain pipe. This pipe will discharge into the two manholes placed on the underdrain located near the spillway end. The third drain pipe will be placed at a distance of 35 feet from the end of the spillway, beginning at a distance of 30 feet to the outside of the foundation under the spillway to the same distance from the foundations outside on the other side. The depth of this pipe will be below the fractured layer and will intercept seepage water. The manholes on each side of the spillway will provide access for maintenance and televising of the line. An 8-inch solid wall discharge pipe will run from the manhole on the south side of the spillway to the outlet channel. Two concrete cutoff walls will be placed in the discharge pipe trench to help prevent seepage water from causing erosion along the newly placed pipe. Pipe sizes were determined by ease of cleaning and videoing rather than from flow calculations. The pipe capacity is more than adequate for expected flows.

4.2 Concrete Cutoffs

In order to prevent seepage from the reservoir along the interface between the concrete and the embankment materials, several methods were used. The slope on the outside face of the weir and the upstream embankment walls will allow the embankment materials to achieve the required compaction all the way to the concrete. The clay core of the embankment will compact tightly against the concrete and prevent water from following the concrete. On the downstream side of the embankment, a cutoff wall will extend out 10 feet perpendicular to the spillway wall. Another 10-foot cutoff wall will be placed near the end of the spillway. This wall will act as a water cutoff,

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but will also act as a retaining wall for the soil materials that will tend to erode near the end of the spillway. To prevent seepage from the reservoir under the floor of the spillway structure, a 6-foot deep concrete cutoff wall will be embedded in the sandstone at the upstream edge of the structure. Another 6-foot deep concrete cutoff wall will be placed under the floor in line with the 10-foot cutoff walls at the toe of the downstream embankment.

4.3 Golf Cart Bridge

The existing golf cart bridge crossing is a beam bridge consisting of two wide flange steel (WF) beams with wood plank decking. The current span is 60 feet. There is a chain-link safety/security fence that runs along each side of the bridge. There is also a 4-inch PVC pipeline that runs along the outside of the north beam that conveys pressurized irrigation water for the golf course. This pipeline will need to be kept in service throughout construction and attached to the new spillway crossing. Coordination was made with the Golf Course Superintendent to determine the loading requirements based on the maintenance equipment. The heaviest piece of equipment was determined to be approximately 4,000 lbs. The width of the bridge was discussed, and based on the dimensions of the maintenance equipment, it was determined that a 10-foot wide bridge would be necessary. The new spillway configuration dictates a clear span of approximately 100 feet. There were two alternatives proposed:

1. Beam Bridge 2. Truss Bridge

Alternative 1 – Beam Bridge

This alternative would be similar to the current bridge configuration. It would consist of two WF beams with cross bracing, wood plank decking, and the chain-link fence. The main difference with the new bridge would be the size of the beam. Based on preliminary calculations, the beam would need to increase from the current size of approximately 18 inches, to approximately 36 inches, due to the increased span of the bridge. Because of the increased height required above the spillway, this alternative would require significant site improvements to attach the bridge into the abutments and transition to the existing golf cart path. The cost of this alternative was estimated to be $120,000.

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Alternative 2 – Truss Bridge

This alternative consists of installing a prefabricated truss bridge. The bridge is designed by a bridge manufacturer specializing in this type of work, and will be delivered to the site in two sections. The bridge would consist of weathered steel railing for structural support and safety. The decking would consist of wood planks. This option would provide an aesthetically pleasing compliment to the spillway waterfall. This alternative requires minimal effort to attach the bridge to the abutments and transition to the existing golf cart path. It also requires less on-site construction time to install. The cost of this alternative was estimated to be $90,000.

Preferred Alternative

Alternative 2 – Truss Bridge was selected based on the following criteria:

1. Lower cost 2. Construction schedule 3. Construction effort 4. Aesthetics

The abutments for the bridge were designed using loads supplied by the manufacturer of the truss bridge. The connection between the bridge and the abutment had specific dimensions and geometry requirements provided by the manufacturer also. The concrete wall, footing, concrete, and rebar design were completed by FCE. It was decided to isolate the bridge and the bridge abutments from the spillway walls to avoid transferring the bridge load directly to the wall. There will still be some transfer of this load to the soil behind the spillway walls, but that load has been taken into account in the design of the spillway wall.

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5 Conclusion and General Conditions

As mentioned previously, the reconstruction of the spillway is part of the proposed Millsite Dam Rehabilitation Project. The proposed spillway has been designed to comply with current Utah Dam Safety standards. This design will also bring the spillway up to current seismic standards. This improvement project will be beneficial for the stockholders, community, and surrounding area. The improvement of the spillway will ensure the dam will be able to maintain its purpose of delivering water stored in the reservoir for use by current and future users, even during and after large flooding and seismic events. Design recommendations are based on data available and collected as described in this report. Actual subsurface conditions may vary and could require small design changes. If conditions vary during construction, any significant changes or design issues will be presented to Dam Safety for review and approval.

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APPENDIX

Structural Design Calculations

Labyrinth Weir Wall Section

Kevin FransonFRANSON CIVIL ENGINEERS


Concrete f'c = 5000 psiRebar Fy = 60000 psiUnit Weight = 150 lb/ft³

15 in

43.92 ft

30 ft 10 ft

30 in

22 ft

19.5

ft

41.92 ft24 in 6 ft

70 in

2 ft

16.5

ft

#5 @ 12 in (S&T)#8 @ 6 in#5 @ 12 in (S&T)#5 @ 18 in#10 @ 6 in (lapped dowels)

Heel Bars: #7 @ 6 inToe Bars: #14 @ 6 inFooting S/T Bars: #6 @ 12 in

70 in

#5 @ 12 in (S&T)#8 @ 6 in#5 @ 12 in (S&T)#5 @ 18 in

Design Detail

Check SummaryRatio Check Provided Required Combination

----- Stability Checks -----0.714 Overturning 2.10 1.50 0.6D + 0.6F + 1.0H0.028 Bearing Pressure 40000 psf 1121 psf 1.0D + 1.0F + 1.0H0.661 Bearing Eccentricity 58.03 in 87.83 in 1.0D + 1.0F + 1.0H

----- Toe Checks -----0.543 Shear 33.29 k/ft 18.07 k/ft 1.4D + 1.4F + 1.6H0.719 Moment 476 ft·k/ft 342.2 ft·k/ft 1.4D + 1.4F + 1.6H0.452 Min Strain 0.0089 0.0040 1.4D + 1.4F + 1.6H0.000 Min Steel 0.38 in² 0 in² 1.4D + 1.4F + 1.6H0.266 Development 164 in 43.71 in 1.4D + 1.4F + 1.6H0.667 S&T Max Spacing 12 in 18 in 1.4D + 1.4F + 1.6H0.736 S&T Min Rho 0.0024 0.0018 1.4D + 1.4F + 1.6H

----- Heel Checks -----0.167 Shear 35.08 k/ft 5.87 k/ft 1.4D + 1.4F + 1.6HInfinity Moment 145 ft·k/ft Infinite 1.4D + 1.4F + 1.6H0.091 Min Strain 0.0439 0.0040 1.4D + 1.4F + 1.6H0.974 Min Steel 0.1 in² 0.1 in² 1.4D + 1.4F + 1.6H0.071 Development 405 in 28.96 in 1.4D + 1.4F + 1.6H0.667 S&T Max Spacing 12 in 18 in 1.4D + 1.4F + 1.6H0.736 S&T Min Rho 0.0024 0.0018 1.4D + 1.4F + 1.6H

----- Stem Checks -----0.996 Moment 490 ft·k/ft 488.2 ft·k/ft Max Flood: 1.4D + 1.4F + 1.6H0.961 Shear 56.47 k/ft 54.24 k/ft Max Flood: 1.4D + 1.4F + 1.6H0.095 Max Steel 0.0421 0.0040 Max Flood: 1.4D + 1.4F + 1.6H0.938 Min Steel 0.13 in²/in 0.12 in²/in Max Flood: 1.4D + 1.4F + 1.6H0.557 Base Development 27 in 15.03 in Max Flood: 1.4D + 1.4F + 1.6H0.723 Lap Splice Length 70 in 50.64 in Max Flood: 1.4D + 1.4F + 1.6H0.000 Lap Splice Spacing 0 in 6 in Max Flood: 1.4D + 1.4F + 1.6H0.581 Horz Bar Rho 0.0034 0.0020 Max Flood: 1.4D + 1.4F + 1.6H0.667 Horz Bar Spacing 12 in 18 in Max Flood: 1.4D + 1.4F + 1.6H

Criteria

Building Code IBC 2012Concrete Load Combs ASCE 7-10 (Strength)Masonry Load Combs ASCE 7-10 (ASD)Stability Load Combs ASCE 7-10 (ASD)Restrained Against Sliding YesNeglect Bearing At Heel NoUse Vert. Comp. for OT YesUse Vert. Comp. for Sliding YesUse Vert. Comp. for Bearing YesUse Surcharge for Sliding & OT YesUse Surcharge for Bearing YesNeglect Soil Over Toe NoNeglect Backfill Wt. for Coulomb NoFactor Soil Weight As Dead YesUse Passive Force for OT YesAssume Pressure To Top YesExtend Backfill Pressure To Key Bottom YesUse Toe Passive Pressure for Bearing NoRequired F.S. for OT 1.50Required F.S. for Sliding 1.50Has Different Safety Factors for Seismic YesSeismic F.S. for OT 1.20Seismic F.S. for Sliding 1.20Allowable Bearing Pressure 40000 psfReq'd Bearing Location Middle thirdWall Friction Angle 25°Friction Coefficent 0.65Soil Reaction Modulus 288000 lb/ft³

QuickRWall 4.0 (iesweb.com) \\Franson\Projects\UT\Eas...\QuickRWall - Millsite Spillway.rwd Page 1 of 25 Thursday 11/05/15 2:00 PM



Loads

-0.5 ft2 ft

2 ft

20 ft

γ = 125 lb/ft³φ = 32°c = 0 psf

2 ft

γ = 125 lb/ft³φ = 32°c = 0 psf

20 ft

γ = 125 lb/ft³φ = 32°c = 0 psfKh = 0.10Kv = 0.05

Loading Options/AssumptionsPassive pressure neglects top 0 ft of soil.

Load Combinations

ASCE 7-10 (Strength) 1.4D + 1.4F + 1.6H 1.4D + 1.4F + 0.9H 1.2D + 1.2F + 1.6H 1.2D + 1.2F + 0.9H 0.9D + 1.6H 0.9D + 0.9H 0.9D + 0.9F + 1.6H 0.9D + 0.9F + 0.9H 1.4D + 1.4F + 1.6H 1.4D + 1.4F + 0.9H 1.2D + 1.2F + 1.6H + 1.0E 1.2D + 1.2F + 1.6H 1.2D + 1.2F + 0.9H + 1.0E 1.2D + 1.2F + 0.9H 0.9D + 1.6H 0.9D + 0.9H 0.9D + 0.9F + 1.6H + 1.0E 0.9D + 0.9F + 1.6H 0.9D + 0.9F + 0.9H + 1.0E 0.9D + 0.9F + 0.9H

Backfill Pressure

-0.5 ft2 ft

2 ft

20 ft

γ = 125 lb/ft³φ = 32°c = 0 psf

-679.53 psf

2 ft 806.9 lb/in

2 ft

3.5

ft

-768.15 psf646.1 lb/in640.1 lb/in

87.54 lb/in

6.67

ft




Backfill Pressure (Water Layer)

γeff γsat γw - 140 lb ft³ / 62.4 lb ft³ / - 77.6 lb ft³ / = = = φ 32° φsat = γ 77.6 lb ft³ γeff / = φ φsat = γ γeff = Rankine Active Earth Pressure Theory

Ka tan² 45° φ2 - tan ² 45° 32°

2 - 0.3073 = = =

σa γ H Ka 2 c Ka - 77.6 lb ft³ / 28.5 ft 0.3073 2 0 psf 0.3073 - 679.5 psf = = = αP α 0° 0° resultant force angle with horizontal = = =

Lateral Earth Pressure (water layer)

σa γ H Ka 2 c Ka - 125 lb ft³ / 20 ft 0.3073 2 0 psf 0.3073 - 768.1 psf = = = αP α 0° 0° resultant force angle with horizontal = = =

Lateral Earth Pressure (water layer, stem only)




Passive Pressure

2 ft

γ = 125 lb/ft³φ = 32°c = 0 psf

3255 psf 8 ft

1085 lb/in 3.33

ft

Rankine Passive Earth Pressure Theory

Kp tan² 45° φ2 + tan ² 45° 32°

2 + 3.2546 = = =

σp γ H Kp 2 c Kp + 125 lb ft³ / 8 ft 3.2546 2 0 psf 3.2546 + 3255 psf = = =

Lateral Earth Pressure

Water Pressure

20 ft

-1778.4 psf2 ft 2112 lb/in

2 ft

-1248 psf 1050 lb/in

σw γw Hw 62.4 lb ft³ / 28.5 ft 1778 psf = = = Lateral Water Pressure

σw γw Hw 62.4 lb ft³ / 20 ft 1248 psf = = = Lateral Water Pressure (stem only)




Wall/Soil Weights

1372 lb/in

304.7 lb/in325 lb/in

150 lb/in0.18 lb/in

Bearing Pressure

628.2 psf549.4 psf2155 lb/in

21.47 ft

e = 5.88 in

1401 lb/in

F μ R 0.650 2155 lb in / 1401 lb in / = = = Friction

Bearing Pressure CalculationContributing Forces

Vert Force ...offset Horz Force ...offset OT MomentBackfill Pressure -0 lb/in - -806.95 lb/in 3.5 ft 406700 in·lb/ftWater Pressure -0 lb/in - -2111.85 lb/in 3.5 ft 1064372 in·lb/ftSeismic Force -2.74 lb/in 43.92 ft -4.25 lb/in -1.2 ft -18032.67 in·lb/ftFooting Weight -1372.4 lb/in 21.96 ft 0 lb/in - -4339515.63 in·lb/ftStem Weight -304.69 lb/in 30.63 ft 0 lb/in - -1343671.88 in·lb/ftStem Weight -325 lb/in 32.14 ft 0 lb/in - -1504100 in·lb/ftKey Weight -150 lb/in 42.92 ft 0 lb/in - -927000 in·lb/ftBackfill Weight -0.18 lb/in 33.94 ft 0 lb/in - -870.24 in·lb/ft

-2155 lb/in -6662117.54 in·lb/ft6662117.54 in·lb ft / -

2155 lb in / - 21.47 ft =




Overturning CheckOverturning Moments

Force Distance MomentBackfill pressure (horz) 1252 lb/in 5.83 ft 1051696 in·lb/ftWater pressure 3277 lb/in 5.83 ft 2752386 in·lb/ft

Total: 3804082 in·lb/ftResisting Moments

Force Distance MomentBackfill pressure (vert) 0 lb/in 43.92 ft 0 in·lb/ftPassive pressure @ toe 541.6 lb/in -3.33 ft -259950.48 in·l...Footing Weight -1372.4 lb/in 21.96 ft 4339516 in·lb/ftStem Weight -304.69 lb/in 30.63 ft 1343672 in·lb/ftStem Weight -325 lb/in 32.14 ft 1504100 in·lb/ftKey Weight -150 lb/in 42.92 ft 927000 in·lb/ftBackfill Weight -312.5 lb/in 38.92 ft 1751250 in·lb/ftBackfill Weight -6.41 lb/in 33.78 ft 31181 in·lb/ft

Total: 9636768 in·lb/ft

F.S. RMOTM 9636768 in·lb ft /

3804082 in·lb ft / 2.533 > 1.50 OK = = =

Sliding CheckCheck not performed; restrained against sliding.

Bearing Capacity CheckBearing pressure < allowable (1121 psf < 40000 psf) - OKBearing resultant eccentricity < allowable (58.03 in < 87.83 in) - OK

Wall Top Displacement(based on unfactored service loads)

Deflection due to stem flexural displacement 0.243 inDeflection due to rotation from settlement 0.017 inTotal deflection at top of wall (positive towards toe) 0.26 in

Stability Checks [Max Flood: 1.0D + 1.0F + 1.0H]







Force Distance MomentBackfill pressure (vert) 0 lb/in 43.92 ft 0 in·lb/ftPassive pressure @ toe 541.6 lb/in -3.33 ft -259950.48 in·l...Footing Weight -823.44 lb/in 21.96 ft 2603709 in·lb/ftStem Weight -182.81 lb/in 30.63 ft 806203 in·lb/ftStem Weight -195 lb/in 32.14 ft 902460 in·lb/ftKey Weight -90 lb/in 42.92 ft 556200 in·lb/ftBackfill Weight -187.5 lb/in 38.92 ft 1050750 in·lb/ftBackfill Weight -3.85 lb/in 33.78 ft 18709 in·lb/ft



2703128 in·lb ft / 2.101 > 1.50 OK = = =


Bearing Capacity CheckBearing pressure < allowable (672.8 psf < 40000 psf) - OKBearing resultant eccentricity < allowable (58.03 in < 87.83 in) - OK







19.5

17.55

15.6

13.65

11.7

9.75

7.8

5.85

3.9

1.95

0-500 -400 -300 -200 -100 0 100Moment (ft·k/ft)

Offset (ft)

Moment

a As fy 0.85 F'c 0.21 in² in / 60000 psi

0.85 5000 psi 2.99 in = = =

φMn φ As fy d a 2 / - 0.90 0.21 in² in / 60000 psi 44.37 in 2.99 in 2 / - 490 ft·k ft / = = =

Capacity (ACI 318-11 10.2) @ 0 ft from base [Negative bending]

a As fy 0.85 F'c 0.02 in² in / 60000 psi

0.85 5000 psi 0.24 in = = =

φMn φ As fy d a 2 / - 0.90 0.02 in² in / 60000 psi 44.69 in 0.24 in 2 / - 41.45 ft·k ft / = = =

Capacity (ACI 318-11 10.2) @ 0 ft from base [Positive bending]

a As fy 0.85 F'c 0.13 in² in / 60000 psi

0.85 5000 psi 1.86 in = = =


Capacity (ACI 318-11 10.2) @ 5.83 ft from base [Negative bending]

a As fy 0.85 F'c 0.13 in² in / 60000 psi

0.85 5000 psi 1.86 in = = =



a As fy 0.85 F'c 0.02 in² in / 60000 psi

0.85 5000 psi 0.24 in = = =


Capacity (ACI 318-11 10.2) @ 18.44 ft from base [Positive bending]

a As fy 0.85 F'c 0 in² in / 60000 psi

0.85 5000 psi 0 in = = =

φMn φ As fy d a 2 / - 0.90 0 in² in / 60000 psi 12.5 in 0 in 2 / - 0 ft·k ft / = = =


a As fy 0.85 F'c 0 in² in / 60000 psi

0.85 5000 psi 0 in = = =



Stem Flexural Capacity




19.5

17.55

15.6

13.65

11.7

9.75

7.8

5.85

3.9

1.95

0-60 -40 -20 0 20 40 60Shear (k/ft)

Offset (ft)

Shear

λ 1.0 normal weight concrete =

Vc 2 λ F'c d 2 1.0 5000 psi 44.37 in 75.29 k ft / = = = φVn φ Vc 0.750 75.29 k ft / 56.47 k ft / = = =

Shear Capacity (ACI 318-11 11.1.1, 11.2.1) @ 0 ft from base [Positive shear]



Shear Capacity (ACI 318-11 11.1.1, 11.2.1) @ 0 ft from base [Negative shear]



Shear Capacity (ACI 318-11 11.1.1, 11.2.1) @ 19.5 ft from base [Positive shear]



Shear Capacity (ACI 318-11 11.1.1, 11.2.1) @ 19.5 ft from base [Negative shear]

Stem Shear Capacity




ψe 1.0 uncoated hooked bars = λ 1.0 normal weight concrete =

ldh 0.02 ψefy

λ F'c db 0.02 1.0 60000 psi

1.0 5000 psi 1 in 16.97 in = = =

Factoring ldh by the 0.7 multiplier of 12.5.3 a : ldh 11.88 in = 8 db 8 1 in 8.0 minimum limit, does not control = =

Main vertical stem bars (bottom end) - Development Length Calculation (ACI 318-11 12.2.3, 12.5)

ψt 1.0 bars are not horizontal = ψe 1.0 bar not epoxy coated = ψs 1.0 bars are #7 or larger = λ 1.0 normal weight concrete = s 2 / 6 in 2 / 3 in = = cover db 2 / + 2 in 1 in 2 / + 2.5 in = = cb 2.5 in lesser of half spacing, ctr to surface = Ktr 0.0 no transverse reinforcement = cb Ktr +

db 2.5 in 0.0 +

1 in 2.50 = =

ld3.40

fyλ F'c

ψt ψe ψs 2.5 db 3.

4060000 psi

1.0 5000 psi 1.0 1.0 1.0

2.5 1 in 25.46 in = = =

Main vertical stem bars (top end) - Development Length Calculation (ACI 318-11 12.2.3, 12.5)

ψt 1.0 bars are not horizontal = ψe 1.0 bar not epoxy coated = ψs 1.0 bars are #7 or larger = λ 1.0 normal weight concrete = s 2 / 6 in 2 / 3 in = = cover db 2 / + 2 in 1.27 in 2 / + 2.63 in = = cb 2.63 in lesser of half spacing, ctr to surface = Ktr 0.0 no transverse reinforcement =

ld3.40

fyλ F'c

ψt ψe ψs cb Ktr +

db

db 3.40

60000 psi1.0 5000 psi

1.0 1.0 1.0 2.63 in 0.0 +

1.27 in

1.27 in 38.95 in = = =

Dowels for vertical stem bars (top end) - Development Length Calculation (ACI 318-11 12.2.3, 12.5)


ldh 0.02 ψefy

λ F'c db 0.02 1.0 60000 psi

1.0 5000 psi 0.63 in 10.61 in = = =

Factoring ldh by the 0.7 multiplier of 12.5.3 a : ldh 7.42 in = 8 db 8 0.63 in 5.0 minimum limit, does not control = =

2nd curtain vertical bars (bottom end) - Development Length Calculation (ACI 318-11 12.2.3, 12.5)

Stem Development/Lap Length Calculations




ψt 1.0 bars are not horizontal = ψe 1.0 bar not epoxy coated = ψs 0.80 bars are #6 or smaller = λ 1.0 normal weight concrete = s 2 / 18 in 2 / 9 in = = cover db 2 / + 2 in 0.63 in 2 / + 2.31 in = = cb 2.31 in lesser of half spacing, ctr to surface = Ktr 0.0 no transverse reinforcement = cb Ktr +

db 2.31 in 0.0 +

0.63 in 3.70 = =

ld3.40

fyλ F'c


4060000 psi

1.0 5000 psi 1.0 1.0 0.80

2.5 0.63 in 12.73 in = = =

2nd curtain vertical bars (top end) - Development Length Calculation (ACI 318-11 12.2.3, 12.5)

Stem Development/Lap Length Calculations (continued)




Design moment Mu for toe need not exceed moment at stem base:Mtoe 342.2 ft·k ft < Mstem / 488.2 ft·k ft / = = Mu 342.2 ft·k ft stem moment does not control / =

Controlling Moment

a As fy 0.85 F'c 0.38 in² in / 60000 psi

0.85 5000 psi 5.29 in = = =

φMn φ As fy d a 2 / - 0.90 0.38 in² in / 60000 psi 26.15 in 5.29 in 2 / - 476 ft·k ft / = = = φMn 476 ft·k ft ≥ Mu / 342.2 ft·k ft / = =

Flexure Check (ACI 318-11 10.2)


Vc 2 λ F'c d 2 1.0 5000 psi 26.15 in 44.38 k ft / = = = φVn φ Vc 0.750 44.38 k ft / 33.29 k ft / = = = φVn 33.29 k ft ≥ Vu / 18.07 k ft / = =

Shear Check (ACI 318-11 11.1.1, 11.11.3.1)

β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.38 in² in / 60000 psi

0.85 5000 psi 5.29 in = = =

εt 0.003 da β1 / 1 - 0.003 26.15 in

5.29 in 0.80 / 1 - 0.0089 = = =

εt 0.0089 ≥ 0.004 =

Minimum Strain Check (ACI 318-11 10.3.5)

φMn 476 ft·k ft ≥ 4 3 / Mu / 4 3 / 342.2 ft·k ft / 456.2 ft·k ft / = = = Check is waived per ACI 10.5.3

Minimum Steel Check (ACI 318-11 10.5.1)

ρST_provASTt sST 0.88 in² in /

30 in 12 in 0.0024 = = =

ρST_min0.0018 60000

fy 0.0018 60000

60000 psi 0.0018 = = =

ρST_min 0.0018 = ρST_prov 0.0024 ≥ ρST_min 0.0018 = = 18 inch limit governssST_max 18 in = sST 12 in ≤ sST_max 18 in = =

Shrinkage and Temperature Steel (ACI 318-11 7.12.2)

MuφMn

342.2 ft·k ft / 476 ft·k ft / 0.7188 ratio to represent excess reinforcement = =

ψt 1.0 12 inches or less cast below 3.00 inches - = ψe 1.0 bar not epoxy coated = ψs 1.0 bars are #7 or larger = λ 1.0 normal weight concrete = s 2 / 6 in 2 / 3 in = = cover db 2 / + 3 in 1.69 in 2 / + 3.85 in = = cb 3 in lesser of half spacing, ctr to surface = Ktr 0.0 no transverse reinforcement =

ld3.40

fyλ F'c


db

db 3.40

60000 psi1.0 5000 psi

1.0 1.0 1.0 3 in 0.0 +

1.69 in

1.69 in 60.8 in = = =

Factoring ld by the excess reinforcement ratio 0.7188 per 12.2.5: ld 43.71 in = ld_prov 164 in ≥ ld 43.71 in = =

Development Check (ACI 318-11 12.12, 12.2.3)

Toe Unfactored Loads

30 in #14 @ 6 in

Unfactored Loads

375 psf

1121 psf511.8 psf

Toe Factored Loads

30 in #14 @ 6 in

Max Flood: 1.4D + 1.4F + 1.6H

525 psf (Self-wt)

1570 psf716.6 psf

1570 psf716.6 psf

18.54 k/ft

Toe Checks [Max Flood: 1.4D + 1.4F + 1.6H]




Design moment Mu for heel need not exceed moment at stem base:Mheel 31.72 ft·k ft < Mstem / 488.2 ft·k ft / = = Mu 31.72 ft·k ft stem moment does not control / =

Controlling Moment

a As fy 0.85 F'c 0.1 in² in / 60000 psi

0.85 5000 psi 1.41 in = = =





Shear Check (ACI 318-11 11.1.1, 11.11.3.1)

β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.1 in² in / 60000 psi

0.85 5000 psi 1.41 in = = =

εt 0.003 da β1 / 1 - 0.003 27.56 in

1.41 in 0.80 / 1 - 0.0439 = = =

εt 0.0439 ≥ 0.004 =





30 in 12 in 0.0024 = = =

ρST_min0.0018 60000

fy 0.0018 60000

60000 psi 0.0018 = = =



MuφMn


ψt 1.30 more than 12 inches cast below 27.13 inches - = ψe 1.0 bar not epoxy coated = ψs 1.0 bars are #7 or larger = λ 1.0 normal weight concrete = s 2 / 6 in 2 / 3 in = = cover db 2 / + 2 in 0.88 in 2 / + 2.44 in = = cb 2.44 in lesser of half spacing, ctr to surface = Ktr 0.0 no transverse reinforcement = cb Ktr +

db 2.44 in 0.0 +

0.88 in 2.7857 = =

ld3.40

fyλ F'c


4060000 psi

1.0 5000 psi 1.30 1.0 1.0

2.5 0.88 in 28.96 in = = =

Factoring ld by the excess reinforcement ratio 0.2187 per 12.2.5: ld 6.33 in = 12 inch minimum controlsld_prov 405 in ≥ ld 12 in = =


Heel Unfactored Loads

30 in

#7 @ 6 in

Unfactored Loads

375 psf (Concrete self-wt)375 psf (Soil weight)

432.3 psf229.1 psf

Heel Factored Loads

30 in

#7 @ 6 in

Max Flood: 1.4D + 1.4F + 1.6H


320.8-605.2 psf (Bearing pressu

605.2 psf320.8 psf5.87 k/ft

Heel Checks [Max Flood: 1.4D + 1.4F + 1.6H]




Stem Internal Forces

-1643.9 psf-2336.97 psf54.24 k/ft

-488.18 ft·k/ft


19.5

17.06

14.63

12.19

9.75

7.31

4.88

2.44

0-500 -375 -250 -125 0Moment (ft·k/ft)

Moment


19.5

17.06

14.63

12.19

9.75

7.31

4.88

2.44

00 15 30 45 60Shear (k/ft)

Shear

Stem Joint Force TransferLocation Force@ stem base 54.24 k/ft


-1643.9 psf -2336.97 psf

Stem Forces [Max Flood: 1.4D + 1.4F + 1.6H]




19.5

17.55

15.6

13.65

11.7

9.75

7.8

5.85

3.9

1.95

0-500 -400 -300 -200 -100 0 100Moment (ft·k/ft)

Offset (ft)

Moment

φMn 490 ft·k ft ≥ Mu / 488.2 ft·k ft / = = Check (ACI 318-11 Ch 10) @ 0 ft from base

φMn 241.7 ft·k ft ≥ Mu / 232.7 ft·k ft / = = Check (ACI 318-11 Ch 10) @ 5.83 ft from base


φMn 107 ft·k ft ≥ Mu / 22.4 ft·k ft / = = Check (ACI 318-11 Ch 10) @ 17.38 ft from base


φMn 0 ft·k ft < Mu / 10.46 ft·k ft / = =

Check (ACI 318-11 Ch 10) @ 19.5 ft from base

Stem Moment Checks [Max Flood: 1.4D + 1.4F + 1.6H]




19.5

17.55

15.6

13.65

11.7

9.75

7.8

5.85

3.9

1.95

0-60 -40 -20 0 20 40 60Shear (k/ft)

Offset (ft)

Shear

φVn 56.47 k ft ≥ Vu / 54.24 k ft / = = Shear Check (ACI 318-11 Ch 11.1.1) @ 0 ft from base

φVn 15.91 k ft ≥ Vu / 4.19 k ft / = =

Shear Check (ACI 318-11 Ch 11.1.1) @ 19.5 ft from base

Stem Shear Checks [Max Flood: 1.4D + 1.4F + 1.6H]




φMn 490 ft·k ft < 4 3 / Mu / 4 3 / 488.2 ft·k ft / 650.9 ft·k ft / = = =

As_min3 F'c

fyd 3 5000 psi

60000 psi 44.37 in 0.16 in² in / = = =

200 d fy / 200 44.37 in 60000 psi / 0.15 in² in / = = As 0.21 in² in ≥ As_min / 0.16 in² in / = =

Minimum Steel Check (ACI 318-11 10.5.1) @ 0 ft from base [Stem in negative flexure]

φMn 241.7 ft·k ft < 4 3 / Mu / 4 3 / 232.7 ft·k ft / 310.2 ft·k ft / = = =

As_min3 F'c

fyd 3 5000 psi

60000 psi 34.93 in 0.12 in² in / = = =


Minimum Steel Check (ACI 318-11 10.5.1) @ 5.83 ft from base [Stem in negative flexure]


As_min3 F'c

fyd 3 5000 psi

60000 psi 12.5 in 0.04 in² in / = = =



β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.21 in² in / 60000 psi

0.85 5000 psi 2.99 in = = =

εt 0.003 da β1 / 1 - 0.003 44.37 in

2.99 in 0.80 / 1 - 0.0326 = = =

εt 0.0326 ≥ 0.004 =

Maximum Steel Check (ACI 318-11 10.3.5) @ 0 ft from base [Stem in negative flexure]

β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.13 in² in / 60000 psi

0.85 5000 psi 1.86 in = = =

εt 0.003 da β1 / 1 - 0.003 34.93 in

1.86 in 0.80 / 1 - 0.0421 = = =

εt 0.0421 ≥ 0.004 =

Maximum Steel Check (ACI 318-11 10.3.5) @ 5.83 ft from base [Stem in negative flexure]

β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.13 in² in / 60000 psi

0.85 5000 psi 1.86 in = = =

εt 0.003 da β1 / 1 - 0.003 12.5 in

1.86 in 0.80 / 1 - 0.0131 = = =

εt 0.0131 ≥ 0.004 =


Stem Miscellaneous Checks [Max Flood: 1.4D + 1.4F + 1.6H]




ρhAs_horz shorz /

t 0.62 in² 12 in / 15 in 0.0034 = = =

ρh_min 0.0020 bars No. 5 or less, not less than 60 ksi = ρh 0.0034 ≥ ρh_min 0.0020 = = 3 twall 3 15 in 45 in = = 18 inch limit governssmax 18 in = shorz 12 in ≤ shorz_max 18 in = =

Wall Horizontal Steel (ACI 318-11 14.3.3, 14.3.5)

MuφMn



ldh 0.02 ψefy

λ F'c db 0.02 1.0 60000 psi

1.0 5000 psi 1.27 in 21.55 in = = =

Factoring ldh by the 0.7 multiplier of 12.5.3 a : ldh 15.09 in = Factoring ldh by the excess reinforcement ratio 0.9963 per 12.5.3 d : ldh 15.03 in = 8 db 8 1.27 in 10.160 minimum limit, does not control = = ldh_prov 27 in ≥ ldh 15.03 in = =



ld3.40

fyF'c

ψt ψe ψs λ cb Ktr +

db

db 3.40

60000 psi5000 psi

1.0 1.0 1.0 1.0 2.63 in 0.0 +

1.27 in

1.27 in 38.95 in = = =

llap 1.3 ld 1.3 38.95 in 50.64 in = = = llap_prov 70 in ≥ llap 50.64 in = = 1 5 / llap 1 5 / 50.64 in 10.1281 > 6.0 = = strans 0 in ≤ 6.0 =

Lap Splice Checks (ACI 318-05 12.14.2.3, 12.15.1, 12.15.2) - #8 lap with #10, from 0 ft to 5.83 ft (from stem base)

Stem Miscellaneous Checks [Max Flood: 1.4D + 1.4F + 1.6H] (continued)





Controlling Moment

a As fy 0.85 F'c 0.38 in² in / 60000 psi

0.85 5000 psi 5.29 in = = =





Shear Check (ACI 318-11 11.1.1, 11.11.3.1)

β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.38 in² in / 60000 psi

0.85 5000 psi 5.29 in = = =

εt 0.003 da β1 / 1 - 0.003 26.15 in

5.29 in 0.80 / 1 - 0.0089 = = =

εt 0.0089 ≥ 0.004 =


φMn 476 ft·k ft ≥ 4 3 / Mu / 4 3 / 147.8 ft·k ft / 197 ft·k ft / = = = Check is waived per ACI 10.5.3



30 in 12 in 0.0024 = = =

ρST_min0.0018 60000

fy 0.0018 60000

60000 psi 0.0018 = = =



MuφMn



ld3.40

fyλ F'c


db

db 3.40

60000 psi1.0 5000 psi

1.0 1.0 1.0 3 in 0.0 +

1.69 in

1.69 in 60.8 in = = =




30 in #14 @ 6 in

Unfactored Loads

375 psf

628.2 psf 574.4 psf

Toe Factored Loads

30 in #14 @ 6 in

Earthquake: 1.4D + 1.4F + 1.6H

525 psf (Self-wt)

878.4 psf 803.2 psf878.4 psf 803.2 psf

9.47 k/ft

Toe Checks [Earthquake: 1.4D + 1.4F + 1.6H]




Mhgov INF = ♦♦♦ Heel is bent 'upwards' QuickRWall does not handle this configuration. Check heel manually.

Controlling Moment

a As fy 0.85 F'c 0.1 in² in / 60000 psi

0.85 5000 psi 1.41 in = = =

φMn φ As fy d a 2 / - 0.90 0.1 in² in / 60000 psi 27.56 in 1.41 in 2 / - 145 ft·k ft / = = = φMn 145 ft·k ft < Mu / INF = =




Shear Check (ACI 318-11 11.1.1, 11.11.3.1)

β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.1 in² in / 60000 psi

0.85 5000 psi 1.41 in = = =

εt 0.003 da β1 / 1 - 0.003 27.56 in

1.41 in 0.80 / 1 - 0.0439 = = =

εt 0.0439 ≥ 0.004 =


φMn 145 ft·k ft < 4 3 / Mu / 4 3 / INF INF = = =

As_min3 F'c

fyd 3 5000 psi

60000 psi 27.56 in 0.1 in² in / = = =




30 in 12 in 0.0024 = = =

ρST_min0.0018 60000

fy 0.0018 60000

60000 psi 0.0018 = = =



MuφMn

INF145 ft·k ft / INF ratio to represent excess reinforcement = =


db 2.44 in 0.0 +

0.88 in 2.7857 = =

ld3.40

fyλ F'c


4060000 psi

1.0 5000 psi 1.30 1.0 1.0

2.5 0.88 in 28.96 in = = =

ld_prov 405 in ≥ ld 28.96 in = =



30 in

#7 @ 6 in

Unfactored Loads

375 psf (Concrete self-wt)62.5-0 psf (Soil weight)

567.4 psf 549.4 psf

Heel Factored Loads

30 in

#7 @ 6 in

Earthquake: 1.4D + 1.4F + 1.6H

525 psf (Concrete self-wt)87.5-0 psf (Soil weight)

793.3 psf 768.2 psf793.3 psf 768.2 psf

2.55 k/ft

Heel Checks [Earthquake: 1.4D + 1.4F + 1.6H]





-1217.7 psf-1731.09 psf29.76 k/ft

-198.42 ft·k/ft


19.5

17.06

14.63

12.19

9.75

7.31

4.88

2.44

0-200 -150 -100 -50 0Moment (ft·k/ft)

Moment


19.5

17.06

14.63

12.19

9.75

7.31

4.88

2.44

00 7.5 15 22.5 30Shear (k/ft)

Shear



-1217.7 psf -1731.09 psf

Stem Forces [Earthquake: 1.4D + 1.4F + 1.6H]




19.5

17.55

15.6

13.65

11.7

9.75

7.8

5.85

3.9

1.95

0-500 -400 -300 -200 -100 0 100Moment (ft·k/ft)

Offset (ft)

Moment






φMn 0 ft·k ft < Mu / 0 ft·k ft / = =


Stem Moment Checks [Earthquake: 1.4D + 1.4F + 1.6H]




19.5

17.55

15.6

13.65

11.7

9.75

7.8

5.85

3.9

1.95

0-60 -40 -20 0 20 40 60Shear (k/ft)

Offset (ft)

Shear


φVn 15.91 k ft ≥ Vu / 0.02 k ft / = =


Stem Shear Checks [Earthquake: 1.4D + 1.4F + 1.6H]






φMn 241.7 ft·k ft ≥ 4 3 / Mu / 4 3 / 69.39 ft·k ft / 92.52 ft·k ft / = = = Check is waived per ACI 10.5.3


φMn 0 ft·k ft < 4 3 / Mu / 4 3 / 0 ft·k ft / 0 ft·k ft / = = =

As_min3 F'c

fyd 3 5000 psi

60000 psi 12.5 in 0.04 in² in / = = =



β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.21 in² in / 60000 psi

0.85 5000 psi 2.99 in = = =

εt 0.003 da β1 / 1 - 0.003 44.37 in

2.99 in 0.80 / 1 - 0.0326 = = =

εt 0.0326 ≥ 0.004 =


β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.13 in² in / 60000 psi

0.85 5000 psi 1.86 in = = =

εt 0.003 da β1 / 1 - 0.003 34.93 in

1.86 in 0.80 / 1 - 0.0421 = = =

εt 0.0421 ≥ 0.004 =


β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.13 in² in / 60000 psi

0.85 5000 psi 1.86 in = = =

εt 0.003 da β1 / 1 - 0.003 12.5 in

1.86 in 0.80 / 1 - 0.0131 = = =

εt 0.0131 ≥ 0.004 =


ρhAs_horz shorz /

t 0.62 in² 12 in / 15 in 0.0034 = = =



Stem Miscellaneous Checks [Earthquake: 1.4D + 1.4F + 1.6H]




MuφMn



ldh 0.02 ψefy

λ F'c db 0.02 1.0 60000 psi

1.0 5000 psi 1.27 in 21.55 in = = =

Factoring ldh by the 0.7 multiplier of 12.5.3 a : ldh 15.09 in = Factoring ldh by the excess reinforcement ratio 0.4049 per 12.5.3 d : ldh 6.11 in = 8 db 8 1.27 in 10.160 = = 8db minimum controlsldh_prov 27 in ≥ ldh 10.16 in = =



ld3.40

fyF'c


db

db 3.40

60000 psi5000 psi

1.0 1.0 1.0 1.0 2.63 in 0.0 +

1.27 in

1.27 in 38.95 in = = =



Stem Miscellaneous Checks [Earthquake: 1.4D + 1.4F + 1.6H] (continued)


US Embankment Wall Section



Concrete f'c = 5000 psiRebar Fy = 60000 psiUnit Weight = 150 lb/ft³15 in

35.17 ft

25 ft4 ft

30 in

33.5

ft

31 ft

70 in

2.5

ft

1 ft



70 in

#5 @ 12 in (S&T)#8 @ 6 in#5 @ 12 in (S&T)#5 @ 18 in

Design Detail


----- Stability Checks -----0.543 Overturning 2.76 1.50 0.6D + 0.6F + 1.0H0.060 Bearing Pressure 40000 psf 2401 psf 1.0D + 1.0F + 1.0H + 0.7E0.510 Bearing Eccentricity 35.85 in 70.33 in 1.0D + 1.0F + 1.0H + 0.7E

----- Toe Checks -----0.986 Shear 33.29 k/ft 32.83 k/ft 1.4D + 1.4F + 1.6H0.886 Moment 476 ft·k/ft 421.8 ft·k/ft 1.4D + 1.4F + 1.6H0.452 Min Strain 0.0089 0.0040 1.4D + 1.4F + 1.6H0.247 Min Steel 0.38 in² 0.09 in² 1.4D + 1.4F + 1.6H0.453 Development 119 in 53.88 in 1.4D + 1.4F + 1.6H0.667 S&T Max Spacing 12 in 18 in 1.4D + 1.4F + 1.6H0.736 S&T Min Rho 0.0024 0.0018 1.4D + 1.4F + 1.6H

----- Heel Checks -----0.356 Shear 35.08 k/ft 12.5 k/ft 1.4D + 1.4F + 1.6H0.171 Moment 145 ft·k/ft 24.83 ft·k/ft 1.4D + 1.4F + 1.6H0.091 Min Strain 0.0439 0.0040 1.4D + 1.4F + 1.6H0.000 Min Steel 0.1 in² 0 in² 1.4D + 1.4F + 1.6H0.032 Development 372 in 12 in 1.4D + 1.4F + 1.6H0.667 S&T Max Spacing 12 in 18 in 1.4D + 1.4F + 1.6H0.736 S&T Min Rho 0.0024 0.0018 1.4D + 1.4F + 1.6H

----- Stem Checks -----0.705 Moment 798.6 ft·k/ft 563.1 ft·k/ft Max Flood: 1.4D + 1.4F + 1.6H0.655 Shear 90.83 k/ft 59.5 k/ft Max Flood: 1.4D + 1.4F + 1.6H0.053 Max Steel 0.0750 0.0040 Max Flood: 1.4D + 1.4F + 1.6H0.000 Min Steel 0 in²/in 0 in²/in Max Flood: 1.4D + 1.4F + 1.6H0.394 Base Development 27 in 10.64 in Max Flood: 1.4D + 1.4F + 1.6H0.723 Lap Splice Length 70 in 50.64 in Max Flood: 1.4D + 1.4F + 1.6H0.000 Lap Splice Spacing 0 in 6 in Max Flood: 1.4D + 1.4F + 1.6H0.581 Horz Bar Rho 0.0034 0.0020 Max Flood: 1.4D + 1.4F + 1.6H0.667 Horz Bar Spacing 12 in 18 in Max Flood: 1.4D + 1.4F + 1.6H

Criteria





Loads

30 ft

2.5

ft

32.5

ft

30 ft

1 ft

γ = 125 lb/ft³φ = 32°c = 0 psf

2.5

ft

γ = 125 lb/ft³φ = 32°c = 0 psf

20 ft

γ = 125 lb/ft³φ = 32°c = 0 psfKh = 0.10Kv = 0.05


Load Combinations


Backfill Pressure

30 ft

2.5

ft

32.5

ft

30 ft

1 ft

γ = 125 lb/ft³φ = 32°c = 0 psf

-384.07 psf

-920.55 psf

-384.07 psf

32.5

ft

1383 lb/in32.5

ft

11.5

7 ft

-384.07 psf

-1152.22 psf

-384.07 psf1458 lb/in1440 lb/in

228.4 lb/in

10 ft

Rankine Active Earth Pressure Theory

Ka tan² 45° φ2 - tan ² 45° 32°

2 - 0.3073 = = =




Lateral Earth Pressure (stem only)






Ka tan² 45° φ2 - tan ² 45° 32°

2 - 0.3073 = = =

σa γ H Ka 2 c Ka - 77.6 lb ft³ / 22.5 ft 0.3073 2 0 psf 0.3073 - 536.5 psf = = = αP α 0° 0° resultant force angle with horizontal = = = qob Habove γabove 10 ft 125 lb ft³ / 1250 psf overburden pressure from layer above = = = K qob 0.3073 1250 psf 384.1 psf = = σtop 384.1 psf = σbottom 920.5 psf =


σa γ H Ka 2 c Ka - 125 lb ft³ / 20 ft 0.3073 2 0 psf 0.3073 - 768.1 psf = = = αP α 0° 0° resultant force angle with horizontal = = = qob Habove γabove 10 ft 125 lb ft³ / 1250 psf overburden pressure from layer above = = = K qob 0.3073 1250 psf 384.1 psf = = σtop 384.1 psf = σbottom 1152 psf =





Passive Pressure

2.5

ft

γ = 125 lb/ft³φ = 32°c = 0 psf

1017 psf

2.5

ft

105.9 lb/in

0.83 ft


Kp tan² 45° φ2 + tan ² 45° 32°

2 + 3.2546 = = =

σp γ H Kp 2 c Kp + 125 lb ft³ / 2.5 ft 3.2546 2 0 psf 3.2546 + 1017 psf = = =


Water Pressure

20 ft

-1404 psf32.5

ft

1316 lb/in32.5

ft

-1248 psf 1053 lb/in






Wall/Soil Weights

1099 lb/in

484.4 lb/in

952.6 lb/in

1250 lb/in743.4 lb/in

0 lb/in

Bearing Pressure

789.3 psf2431 psf

4718 lb/in

20.57 ft

e = 35.85 in

3067 lb/in



Vert Force ...offset Horz Force ...offset OT MomentBackfill Pressure -0 lb/in - -1383.11 lb/in 11.57 ft 2305115 in·lb/ftWater Pressure -0 lb/in - -1316.25 lb/in 7.5 ft 1421550 in·lb/ftSeismic Force -188.75 lb/in 35.17 ft -279.7 lb/in 19.5 ft -170416.92 in·lb/ftFooting Weight -1098.96 lb/in 17.58 ft 0 lb/in - -2782562.5 in·lb/ftStem Weight -484.38 lb/in 25.63 ft 0 lb/in - -1787343.75 in·lb/ftStem Weight -952.6 lb/in 27.89 ft 0 lb/in - -3825658.33 in·lb/ftBackfill Weight -1250 lb/in 33.17 ft 0 lb/in - -5970000 in·lb/ftBackfill Weight -743.45 lb/in 29.58 ft 0 lb/in - -3166798.91 in·lb/ftSoil over toe Weight -0 lb/in - 0 lb/in - -0 in·lb/ft

-4718.13 lb/in -13976115.5 in·lb/ft13976115.5 in·lb ft / -

4718.13 lb in / - 20.57 ft =







Force Distance MomentBackfill pressure (vert) 0 lb/in 35.17 ft 0 in·lb/ftPassive pressure @ toe 52.89 lb/in 0.83 ft 6346 in·lb/ftFooting Weight -1098.96 lb/in 17.58 ft 2782562 in·lb/ftStem Weight -484.38 lb/in 25.63 ft 1787344 in·lb/ftStem Weight -952.6 lb/in 27.89 ft 3825658 in·lb/ftBackfill Weight -1250 lb/in 33.17 ft 5970000 in·lb/ftBackfill Weight -743.45 lb/in 29.58 ft 3166799 in·lb/ftSoil over toe Weight -0 lb/in 12.5 ft 0 in·lb/ft



5093027 in·lb ft / 3.444 > 1.50 OK = = =




Deflection due to stem flexural displacement 0.121 inDeflection due to rotation from settlement -0.029 inTotal deflection at top of wall (positive towards toe) 0.092 in











3811462 in·lb ft / 2.762 > 1.50 OK = = =









31

27.9

24.8

21.7

18.6

15.5

12.4

9.3

6.2

3.1

0-800 -650 -500 -350 -200 -50 100Moment (ft·k/ft)

Offset (ft)

Moment

a As fy 0.85 F'c 0.21 in² in / 60000 psi

0.85 5000 psi 2.99 in = = =



a As fy 0.85 F'c 0.02 in² in / 60000 psi

0.85 5000 psi 0.24 in = = =



a As fy 0.85 F'c 0.13 in² in / 60000 psi

0.85 5000 psi 1.86 in = = =



a As fy 0.85 F'c 0.13 in² in / 60000 psi

0.85 5000 psi 1.86 in = = =



a As fy 0.85 F'c 0.02 in² in / 60000 psi

0.85 5000 psi 0.24 in = = =



a As fy 0.85 F'c 0 in² in / 60000 psi

0.85 5000 psi 0 in = = =



a As fy 0.85 F'c 0 in² in / 60000 psi

0.85 5000 psi 0 in = = =







31

27.9

24.8

21.7

18.6

15.5

12.4

9.3

6.2

3.1

0-100 -66.67 -33.33 0 33.33 66.67 100Shear (k/ft)

Offset (ft)

Shear













Stem Shear Capacity





ldh 0.02 ψefy

λ F'c db 0.02 1.0 60000 psi

1.0 5000 psi 1 in 16.97 in = = =

Factoring ldh by the 0.7 multiplier of 12.5.3 a : ldh 11.88 in = 8 db 8 1 in 8.0 minimum limit, does not control = =


ψt 1.0 bars are not horizontal = ψe 1.0 bar not epoxy coated = ψs 1.0 bars are #7 or larger = λ 1.0 normal weight concrete = s 2 / 6 in 2 / 3 in = = cover db 2 / + 2 in 1 in 2 / + 2.5 in = = cb 2.5 in lesser of half spacing, ctr to surface = Ktr 0.0 no transverse reinforcement = cb Ktr +

db 2.5 in 0.0 +

1 in 2.50 = =

ld3.40

fyλ F'c


4060000 psi

1.0 5000 psi 1.0 1.0 1.0

2.5 1 in 25.46 in = = =



ld3.40

fyλ F'c


db

db 3.40

60000 psi1.0 5000 psi

1.0 1.0 1.0 2.63 in 0.0 +

1.27 in

1.27 in 38.95 in = = =



ldh 0.02 ψefy

λ F'c db 0.02 1.0 60000 psi

1.0 5000 psi 0.63 in 10.61 in = = =








db 2.31 in 0.0 +

0.63 in 3.70 = =

ld3.40

fyλ F'c


4060000 psi

1.0 5000 psi 1.0 1.0 0.80

2.5 0.63 in 12.73 in = = =







Controlling Moment

a As fy 0.85 F'c 0.38 in² in / 60000 psi

0.85 5000 psi 5.29 in = = =





Shear Check (ACI 318-11 11.1.1, 11.11.3.1)

β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.38 in² in / 60000 psi

0.85 5000 psi 5.29 in = = =

εt 0.003 da β1 / 1 - 0.003 26.15 in

5.29 in 0.80 / 1 - 0.0089 = = =

εt 0.0089 ≥ 0.004 =



As_min3 F'c

fyd 3 5000 psi

60000 psi 26.15 in 0.09 in² in / = = =




30 in 12 in 0.0024 = = =

ρST_min0.0018 60000

fy 0.0018 60000

60000 psi 0.0018 = = =



MuφMn



ld3.40

fyλ F'c


db

db 3.40

60000 psi1.0 5000 psi

1.0 1.0 1.0 3 in 0.0 +

1.69 in

1.69 in 60.8 in = = =




30 in #14 @ 6 in

Unfactored Loads

375 psf

1153 psf 1711 psf

Toe Factored Loads

30 in #14 @ 6 in

Max Flood: 1.4D + 1.4F + 1.6H

525 psf (Self-wt)

1614 psf 2396 psf1614 psf2396 psf

37 k/ft






Controlling Moment

a As fy 0.85 F'c 0.1 in² in / 60000 psi

0.85 5000 psi 1.41 in = = =





Shear Check (ACI 318-11 11.1.1, 11.11.3.1)

β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.1 in² in / 60000 psi

0.85 5000 psi 1.41 in = = =

εt 0.003 da β1 / 1 - 0.003 27.56 in

1.41 in 0.80 / 1 - 0.0439 = = =

εt 0.0439 ≥ 0.004 =





30 in 12 in 0.0024 = = =

ρST_min0.0018 60000

fy 0.0018 60000

60000 psi 0.0018 = = =



MuφMn



db 2.44 in 0.0 +

0.88 in 2.7857 = =

ld3.40

fyλ F'c


4060000 psi

1.0 5000 psi 1.30 1.0 1.0

2.5 0.88 in 28.96 in = = =



Heel Unfactored Loads30 in

#7 @ 6 in

Unfactored Loads


1849 psf 1938 psf

Heel Factored Loads

30 in

#7 @ 6 in

Max Flood: 1.4D + 1.4F + 1.6H


2713-2588 psf (Bearing pressure)

2588 psf2713 psf12.5 k/ft






-182.08 psf

-1820.79 psf

-182.08 psf

-2329.6 psf59.5 k/ft

-563.12 ft·k/ft


31

27.13

23.25

19.38

15.5

11.63

7.75

3.88

0-600 -450 -300 -150 0Moment (ft·k/ft)

Moment


31

27.13

23.25

19.38

15.5

11.63

7.75

3.88

00 15 30 45 60Shear (k/ft)

Shear



-182.08 psf

-1820.79 psf

-182.08 psf

-2329.6 psf





31

27.9

24.8

21.7

18.6

15.5

12.4

9.3

6.2

3.1

0-800 -650 -500 -350 -200 -50 100Moment (ft·k/ft)

Offset (ft)

Moment

φMn 798.6 ft·k ft ≥ Mu / 563.1 ft·k ft / = = Check (ACI 318-11 Ch 10) @ 0 ft from base




φMn 98.28 ft·k ft ≥ Mu / 0.01 ft·k ft / = =






31

27.9

24.8

21.7

18.6

15.5

12.4

9.3

6.2

3.1

0-100 -66.67 -33.33 0 33.33 66.67 100Shear (k/ft)

Offset (ft)

Shear

φVn 90.83 k ft ≥ Vu / 59.5 k ft / = =

Shear Check (ACI 318-11 Ch 11.1.1) @ 0 ft from base









φMn 0 ft·k ft ≥ 4 3 / Mu / 4 3 / 0 ft·k ft / 0 ft·k ft / = = = Check is waived per ACI 10.5.3


β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.21 in² in / 60000 psi

0.85 5000 psi 2.99 in = = =

εt 0.003 da β1 / 1 - 0.003 71.36 in

2.99 in 0.80 / 1 - 0.0543 = = =

εt 0.0543 ≥ 0.004 =


β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.13 in² in / 60000 psi

0.85 5000 psi 1.86 in = = =

εt 0.003 da β1 / 1 - 0.003 60.4 in

1.86 in 0.80 / 1 - 0.0750 = = =

εt 0.0750 ≥ 0.004 =


β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.13 in² in / 60000 psi

0.85 5000 psi 1.86 in = = =

εt 0.003 da β1 / 1 - 0.003 12.5 in

1.86 in 0.80 / 1 - 0.0131 = = =

εt 0.0131 ≥ 0.004 =


ρhAs_horz shorz /

t 0.62 in² 12 in / 15 in 0.0034 = = =







MuφMn

563.1 ft·k ft / 798.6 ft·k ft / 0.7051 ratio to represent excess reinforcement = =


ldh 0.02 ψefy

λ F'c db 0.02 1.0 60000 psi

1.0 5000 psi 1.27 in 21.55 in = = =




ld3.40

fyF'c


db

db 3.40

60000 psi5000 psi

1.0 1.0 1.0 1.0 2.63 in 0.0 +

1.27 in

1.27 in 38.95 in = = =





Check Weir Wall US Embankment-19.5'




15 in

33.92 ft

20 ft 10 ft

30 in

22 ft 19

.5 ft

70 in

2 ft

9.5

ft



70 in

#5 @ 12 in (S&T)#9 @ 6 in#5 @ 12 in (S&T)#5 @ 18 in

Design Detail


----- Stability Checks -----0.863 Overturning 1.74 1.50 0.6D + 0.6F + 1.0H0.048 Bearing Pressure 40000 psf 1932 psf 1.0D + 1.0F + 1.0H0.949 Bearing Eccentricity 64.36 in 67.83 in 1.0D + 1.0F + 1.0H

----- Toe Checks -----0.796 Shear 33.29 k/ft 26.49 k/ft 1.4D + 1.4F + 1.6H0.698 Moment 476 ft·k/ft 332.5 ft·k/ft 1.4D + 1.4F + 1.6H0.452 Min Strain 0.0089 0.0040 1.4D + 1.4F + 1.6H0.000 Min Steel 0.38 in² 0 in² 1.4D + 1.4F + 1.6H0.259 Development 164 in 42.47 in 1.4D + 1.4F + 1.6H0.667 S&T Max Spacing 12 in 18 in 1.4D + 1.4F + 1.6H0.736 S&T Min Rho 0.0024 0.0018 1.4D + 1.4F + 1.6H

----- Heel Checks -----0.518 Shear 35.08 k/ft 18.16 k/ft 1.4D + 1.4F + 1.6H0.671 Moment 145 ft·k/ft 97.25 ft·k/ft 1.4D + 1.4F + 1.6H0.091 Min Strain 0.0439 0.0040 1.4D + 1.4F + 1.6H0.000 Min Steel 0.1 in² 0 in² 1.4D + 1.4F + 1.6H0.068 Development 285 in 19.42 in 1.4D + 1.4F + 1.6H0.667 S&T Max Spacing 12 in 18 in 1.4D + 1.4F + 1.6H0.736 S&T Min Rho 0.0024 0.0018 1.4D + 1.4F + 1.6H

----- Stem Checks -----0.819 Moment 596.1 ft·k/ft 488.2 ft·k/ft Max Flood: 1.4D + 1.4F + 1.6H0.962 Shear 56.38 k/ft 54.24 k/ft Max Flood: 1.4D + 1.4F + 1.6H0.123 Max Steel 0.0326 0.0040 Max Flood: 1.4D + 1.4F + 1.6H0.740 Min Steel 0.17 in²/in 0.12 in²/in Max Flood: 1.4D + 1.4F + 1.6H0.508 Base Development 27 in 13.72 in Max Flood: 1.4D + 1.4F + 1.6H0.869 Lap Splice Length 70 in 60.81 in Max Flood: 1.4D + 1.4F + 1.6H0.000 Lap Splice Spacing 0 in 6 in Max Flood: 1.4D + 1.4F + 1.6H0.581 Horz Bar Rho 0.0034 0.0020 Max Flood: 1.4D + 1.4F + 1.6H0.667 Horz Bar Spacing 12 in 18 in Max Flood: 1.4D + 1.4F + 1.6H

Criteria





Loads

9.5

ft

2 ft

12 ft 10 ft

10 ft

γ = 125 lb/ft³φ = 32°c = 0 psf

2 ft

γ = 125 lb/ft³φ = 32°c = 0 psf

20 ft

γ = 125 lb/ft³φ = 32°c = 0 psfKh = 0.10Kv = 0.05


Load Combinations


Backfill Pressure

9.5

ft

2 ft

12 ft 10 ft

10 ft

γ = 125 lb/ft³φ = 32°c = 0 psf

-536.47 psf

12 ft 502.9 lb/in

12 ft

7.5

ft

-768.15 psf

646.1 lb/in640.1 lb/in

87.54 lb/in

6.67

ft






Ka tan² 45° φ2 - tan ² 45° 32°

2 - 0.3073 = = =

σa γ H Ka 2 c Ka - 77.6 lb ft³ / 22.5 ft 0.3073 2 0 psf 0.3073 - 536.5 psf = = = αP α 0° 0° resultant force angle with horizontal = = =







Passive Pressure

2 ft

γ = 125 lb/ft³φ = 32°c = 0 psf

813.6 psf 2 ft 67.8 lb/in

0.67 ft


Kp tan² 45° φ2 + tan ² 45° 32°

2 + 3.2546 = = =

σp γ H Kp 2 c Kp + 125 lb ft³ / 2 ft 3.2546 2 0 psf 3.2546 + 813.6 psf = = =


Water Pressure

20 ft

-1404 psf12 ft 1316 lb/in

12 ft

-1248 psf1050 lb/in






Wall/Soil Weights

1060 lb/in

304.7 lb/in

325 lb/in

989.6 lb/in64.28 lb/in

Bearing Pressure

882.2 psf1077 psf2768 lb/in

17.52 ft

e = 6.73 in

1799 lb/in



Vert Force ...offset Horz Force ...offset OT MomentBackfill Pressure -0 lb/in - -502.94 lb/in 7.5 ft 543179 in·lb/ftWater Pressure -0 lb/in - -1316.25 lb/in 7.5 ft 1421550 in·lb/ftSeismic Force -24.62 lb/in 33.92 ft -38.22 lb/in 7.2 ft -80611.98 in·lb/ftFooting Weight -1059.9 lb/in 16.96 ft 0 lb/in - -2588265.63 in·lb/ftStem Weight -304.69 lb/in 20.63 ft 0 lb/in - -904921.88 in·lb/ftStem Weight -325 lb/in 22.14 ft 0 lb/in - -1036100 in·lb/ftBackfill Weight -989.58 lb/in 28.92 ft 0 lb/in - -4120625 in·lb/ftBackfill Weight -64.28 lb/in 23.48 ft 0 lb/in - -217374 in·lb/ft


2768.07 lb in / - 17.52 ft =





Force Distance MomentBackfill pressure (horz) 864.6 lb/in 9.83 ft 1224226 in·lb/ftWater pressure 2263 lb/in 9.83 ft 3203912 in·lb/ft


Force Distance MomentBackfill pressure (vert) 0 lb/in 33.92 ft 0 in·lb/ftPassive pressure @ toe 33.85 lb/in 0.67 ft 3249 in·lb/ftFooting Weight -1059.9 lb/in 16.96 ft 2588266 in·lb/ftStem Weight -304.69 lb/in 20.63 ft 904922 in·lb/ftStem Weight -325 lb/in 22.14 ft 1036100 in·lb/ftBackfill Weight -1041.67 lb/in 28.92 ft 4337500 in·lb/ftBackfill Weight -71.23 lb/in 23.46 ft 240624 in·lb/ft



4428139 in·lb ft / 2.057 > 1.50 OK = = =












Force Distance MomentBackfill pressure (vert) 0 lb/in 33.92 ft 0 in·lb/ftPassive pressure @ toe 33.85 lb/in 0.67 ft 3249 in·lb/ftFooting Weight -635.94 lb/in 16.96 ft 1552959 in·lb/ftStem Weight -182.81 lb/in 20.63 ft 542953 in·lb/ftStem Weight -195 lb/in 22.14 ft 621660 in·lb/ftBackfill Weight -625 lb/in 28.92 ft 2602500 in·lb/ftBackfill Weight -42.74 lb/in 23.46 ft 144374 in·lb/ft



3146574 in·lb ft / 1.738 > 1.50 OK = = =









19.5

17.55

15.6

13.65

11.7

9.75

7.8

5.85

3.9

1.95

0-600 -483.33 -366.67 -250 -133.33 -16.67 100Moment (ft·k/ft)

Offset (ft)

Moment

a As fy 0.85 F'c 0.26 in² in / 60000 psi

0.85 5000 psi 3.67 in = = =



a As fy 0.85 F'c 0.02 in² in / 60000 psi

0.85 5000 psi 0.24 in = = =



a As fy 0.85 F'c 0.17 in² in / 60000 psi

0.85 5000 psi 2.35 in = = =



a As fy 0.85 F'c 0.17 in² in / 60000 psi

0.85 5000 psi 2.35 in = = =



a As fy 0.85 F'c 0.02 in² in / 60000 psi

0.85 5000 psi 0.24 in = = =



a As fy 0.85 F'c 0 in² in / 60000 psi

0.85 5000 psi 0 in = = =



a As fy 0.85 F'c 0 in² in / 60000 psi

0.85 5000 psi 0 in = = =







19.5

17.55

15.6

13.65

11.7

9.75

7.8

5.85

3.9

1.95

0-60 -40 -20 0 20 40 60Shear (k/ft)

Offset (ft)

Shear













Stem Shear Capacity





ldh 0.02 ψefy

λ F'c db 0.02 1.0 60000 psi

1.0 5000 psi 1.13 in 19.14 in = = =




ld3.40

fyλ F'c


db

db 3.40

60000 psi1.0 5000 psi

1.0 1.0 1.0 2.56 in 0.0 +

1.13 in

1.13 in 31.58 in = = =



ld3.40

fyλ F'c


db

db 3.40

60000 psi1.0 5000 psi

1.0 1.0 1.0 2.71 in 0.0 +

1.41 in

1.41 in 46.77 in = = =



ldh 0.02 ψefy

λ F'c db 0.02 1.0 60000 psi

1.0 5000 psi 0.63 in 10.61 in = = =








db 2.31 in 0.0 +

0.63 in 3.70 = =

ld3.40

fyλ F'c


4060000 psi

1.0 5000 psi 1.0 1.0 0.80

2.5 0.63 in 12.73 in = = =







Controlling Moment

a As fy 0.85 F'c 0.38 in² in / 60000 psi

0.85 5000 psi 5.29 in = = =





Shear Check (ACI 318-11 11.1.1, 11.11.3.1)

β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.38 in² in / 60000 psi

0.85 5000 psi 5.29 in = = =

εt 0.003 da β1 / 1 - 0.003 26.15 in

5.29 in 0.80 / 1 - 0.0089 = = =

εt 0.0089 ≥ 0.004 =





30 in 12 in 0.0024 = = =

ρST_min0.0018 60000

fy 0.0018 60000

60000 psi 0.0018 = = =



MuφMn



ld3.40

fyλ F'c


db

db 3.40

60000 psi1.0 5000 psi

1.0 1.0 1.0 3 in 0.0 +

1.69 in

1.69 in 60.8 in = = =




30 in #14 @ 6 in

Unfactored Loads

375 psf

1932 psf822.8 psf

Toe Factored Loads

30 in #14 @ 6 in

Max Flood: 1.4D + 1.4F + 1.6H

525 psf (Self-wt)

2705 psf1152 psf

2705 psf1152 psf

28.07 k/ft






Controlling Moment

a As fy 0.85 F'c 0.1 in² in / 60000 psi

0.85 5000 psi 1.41 in = = =





Shear Check (ACI 318-11 11.1.1, 11.11.3.1)

β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.1 in² in / 60000 psi

0.85 5000 psi 1.41 in = = =

εt 0.003 da β1 / 1 - 0.003 27.56 in

1.41 in 0.80 / 1 - 0.0439 = = =

εt 0.0439 ≥ 0.004 =





30 in 12 in 0.0024 = = =

ρST_min0.0018 60000

fy 0.0018 60000

60000 psi 0.0018 = = =



MuφMn



db 2.44 in 0.0 +

0.88 in 2.7857 = =

ld3.40

fyλ F'c


4060000 psi

1.0 5000 psi 1.30 1.0 1.0

2.5 0.88 in 28.96 in = = =




30 in

#7 @ 6 in

Unfactored Loads


605.5 psf50.79 psf

Heel Factored Loads

30 in

#7 @ 6 in

Max Flood: 1.4D + 1.4F + 1.6H


71.1-847.7 psf (Bearing pressure

847.7 psf

71.1 psf18.16 k/ft






-1643.9 psf-2336.97 psf54.24 k/ft

-488.18 ft·k/ft


19.5

17.06

14.63

12.19

9.75

7.31

4.88

2.44

0-500 -375 -250 -125 0Moment (ft·k/ft)

Moment


19.5

17.06

14.63

12.19

9.75

7.31

4.88

2.44

00 15 30 45 60Shear (k/ft)

Shear



-1643.9 psf -2336.97 psf





19.5

17.55

15.6

13.65

11.7

9.75

7.8

5.85

3.9

1.95

0-600 -483.33 -366.67 -250 -133.33 -16.67 100Moment (ft·k/ft)

Offset (ft)

Moment






φMn 0 ft·k ft < Mu / 10.46 ft·k ft / = =






19.5

17.55

15.6

13.65

11.7

9.75

7.8

5.85

3.9

1.95

0-60 -40 -20 0 20 40 60Shear (k/ft)

Offset (ft)

Shear


φVn 15.83 k ft ≥ Vu / 4.19 k ft / = =







As_min3 F'c

fyd 3 5000 psi

60000 psi 44.3 in 0.16 in² in / = = =




As_min3 F'c

fyd 3 5000 psi

60000 psi 34.86 in 0.12 in² in / = = =




As_min3 F'c

fyd 3 5000 psi

60000 psi 12.44 in 0.04 in² in / = = =



β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.26 in² in / 60000 psi

0.85 5000 psi 3.67 in = = =

εt 0.003 da β1 / 1 - 0.003 44.3 in

3.67 in 0.80 / 1 - 0.0260 = = =

εt 0.0260 ≥ 0.004 =


β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.17 in² in / 60000 psi

0.85 5000 psi 2.35 in = = =

εt 0.003 da β1 / 1 - 0.003 34.86 in

2.35 in 0.80 / 1 - 0.0326 = = =

εt 0.0326 ≥ 0.004 =


β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.17 in² in / 60000 psi

0.85 5000 psi 2.35 in = = =

εt 0.003 da β1 / 1 - 0.003 12.44 in

2.35 in 0.80 / 1 - 0.0097 = = =

εt 0.0097 ≥ 0.004 =






ρhAs_horz shorz /

t 0.62 in² 12 in / 15 in 0.0034 = = =



MuφMn



ldh 0.02 ψefy

λ F'c db 0.02 1.0 60000 psi

1.0 5000 psi 1.41 in 23.93 in = = =




ld3.40

fyF'c


db

db 3.40

60000 psi5000 psi

1.0 1.0 1.0 1.0 2.71 in 0.0 +

1.41 in

1.41 in 46.77 in = = =





Check US Embankment Wall Section-28'




29.67 ft

20 ft 4 ft

30 in

30.5

ft

28 ft

70 in

2.5

ft

1 ft



70 in

#5 @ 12 in (S&T)#9 @ 6 in#5 @ 12 in (S&T)#5 @ 18 in

Design Detail


----- Stability Checks -----0.635 Overturning 2.36 1.50 0.6D + 0.6F + 1.0H0.067 Bearing Pressure 40000 psf 2676 psf 1.0D + 1.0H + 0.7E0.666 Bearing Eccentricity 39.54 in 59.33 in 1.0D + 1.0H + 0.7E

----- Toe Checks -----0.938 Shear 33.29 k/ft 31.21 k/ft 1.4D + 1.4F + 1.6H0.752 Moment 476 ft·k/ft 358.1 ft·k/ft 1.4D + 1.4F + 1.6H0.452 Min Strain 0.0089 0.0040 1.4D + 1.4F + 1.6H0.247 Min Steel 0.38 in² 0.09 in² 1.4D + 1.4F + 1.6H0.405 Development 113 in 45.74 in 1.4D + 1.4F + 1.6H0.667 S&T Max Spacing 12 in 18 in 1.4D + 1.4F + 1.6H0.736 S&T Min Rho 0.0024 0.0018 1.4D + 1.4F + 1.6H

----- Heel Checks -----0.372 Shear 35.08 k/ft 13.06 k/ft 1.4D + 1.4F + 1.6H0.181 Moment 145 ft·k/ft 26.21 ft·k/ft 1.4D + 1.4F + 1.6H0.091 Min Strain 0.0439 0.0040 1.4D + 1.4F + 1.6H0.000 Min Steel 0.1 in² 0 in² 1.4D + 1.4F + 1.6H0.039 Development 306 in 12 in 1.4D + 1.4F + 1.6H0.667 S&T Max Spacing 12 in 18 in 1.4D + 1.4F + 1.6H0.736 S&T Min Rho 0.0024 0.0018 1.4D + 1.4F + 1.6H

----- Stem Checks -----0.548 Moment 891 ft·k/ft 488.2 ft·k/ft Max Flood: 1.4D + 1.4F + 1.6H0.653 Shear 83.11 k/ft 54.24 k/ft Max Flood: 1.4D + 1.4F + 1.6H0.076 Max Steel 0.0525 0.0040 Max Flood: 1.4D + 1.4F + 1.6H0.000 Min Steel 0 in²/in 0 in²/in Max Flood: 1.4D + 1.4F + 1.6H0.418 Base Development 27 in 11.28 in Max Flood: 1.4D + 1.4F + 1.6H0.869 Lap Splice Length 70 in 60.81 in Max Flood: 1.4D + 1.4F + 1.6H0.000 Lap Splice Spacing 0 in 6 in Max Flood: 1.4D + 1.4F + 1.6H0.581 Horz Bar Rho 0.0034 0.0020 Max Flood: 1.4D + 1.4F + 1.6H0.667 Horz Bar Spacing 12 in 18 in Max Flood: 1.4D + 1.4F + 1.6H

Criteria





Loads

27 ft

2.5

ft

29.5

ft

27 ft

1 ft

γ = 125 lb/ft³φ = 32°c = 0 psf

2.5

ft

γ = 125 lb/ft³φ = 32°c = 0 psf

γ = 125 lb/ft³φ = 32°c = 0 psfKh = 0.10Kv = 0.05


Load Combinations

ASCE 7-10 (Strength) 1.4D + 1.4F + 1.6H 1.4D + 1.4F + 0.9H 1.2D + 1.2F + 1.6H 1.2D + 1.2F + 0.9H 0.9D + 1.6H 0.9D + 0.9H 0.9D + 0.9F + 1.6H 0.9D + 0.9F + 0.9H 1.4D + 1.6H 1.4D + 0.9H 1.2D + 1.6H + 1.0E 1.2D + 1.6H 1.2D + 0.9H + 1.0E 1.2D + 0.9H 0.9D + 1.6H + 1.0E 0.9D + 1.6H 0.9D + 0.9H + 1.0E 0.9D + 0.9H

Backfill Pressure

27 ft

2.5

ft

29.5

ft

27 ft

1 ft

γ = 125 lb/ft³φ = 32°c = 0 psf -1133.02 psf

29.5

ft

1393 lb/in29.5

ft

9.83

ft

-1037 psf

1181 lb/in1167 lb/in

184 lb/in

9 ft


Ka tan² 45° φ2 - tan ² 45° 32°

2 - 0.3073 = = =

σa γ H Ka 2 c Ka - 125 lb ft³ / 29.5 ft 0.3073 2 0 psf 0.3073 - 1133 psf = = = αP α 0° 0° resultant force angle with horizontal = = =


σa γ H Ka 2 c Ka - 125 lb ft³ / 27 ft 0.3073 2 0 psf 0.3073 - 1037 psf = = = αP α 0° 0° resultant force angle with horizontal = = =





Passive Pressure

2.5

ft

γ = 125 lb/ft³φ = 32°c = 0 psf

1017 psf

2.5

ft

105.9 lb/in

0.83 ft


Kp tan² 45° φ2 + tan ² 45° 32°

2 + 3.2546 = = =



Water Pressure

There is no water table in this load case.




Wall/Soil Weights

927.1 lb/in

437.5 lb/in

772.9 lb/in

1125 lb/in598.9 lb/in

0 lb/in

Bearing Pressure

541.9 psf

2707 psf4017 lb/in

18.13 ft

e = 39.54 in

2611 lb/in



Vert Force ...offset Horz Force ...offset OT MomentBackfill Pressure -0 lb/in - -1392.67 lb/in 9.83 ft 1972014 in·lb/ftSeismic Force -155.24 lb/in 29.67 ft -230.47 lb/in 17.7 ft -75774.54 in·lb/ftFooting Weight -927.08 lb/in 14.83 ft 0 lb/in - -1980250 in·lb/ftStem Weight -437.5 lb/in 20.63 ft 0 lb/in - -1299375 in·lb/ftStem Weight -772.92 lb/in 22.72 ft 0 lb/in - -2528983.33 in·lb/ftBackfill Weight -1125 lb/in 27.67 ft 0 lb/in - -4482000 in·lb/ftBackfill Weight -598.91 lb/in 24.25 ft 0 lb/in - -2091143.44 in·lb/ftSoil over toe Weight -0 lb/in - 0 lb/in - -0 in·lb/ft


4016.65 lb in / - 18.13 ft =







Force Distance MomentBackfill pressure (vert) 0 lb/in 29.67 ft 0 in·lb/ftPassive pressure @ toe 52.89 lb/in 0.83 ft 6346 in·lb/ftFooting Weight -927.08 lb/in 14.83 ft 1980250 in·lb/ftStem Weight -437.5 lb/in 20.63 ft 1299375 in·lb/ftStem Weight -772.92 lb/in 22.72 ft 2528983 in·lb/ftBackfill Weight -1125 lb/in 27.67 ft 4482000 in·lb/ftBackfill Weight -598.91 lb/in 24.25 ft 2091143 in·lb/ftSoil over toe Weight -0 lb/in 10 ft 0 in·lb/ft



4428139 in·lb ft / 2.798 > 1.50 OK = = =












Force Distance MomentBackfill pressure (vert) 0 lb/in 29.67 ft 0 in·lb/ftPassive pressure @ toe 52.89 lb/in 0.83 ft 6346 in·lb/ftFooting Weight -556.25 lb/in 14.83 ft 1188150 in·lb/ftStem Weight -262.5 lb/in 20.63 ft 779625 in·lb/ftStem Weight -463.75 lb/in 22.72 ft 1517390 in·lb/ftBackfill Weight -675 lb/in 27.67 ft 2689200 in·lb/ftBackfill Weight -359.35 lb/in 24.25 ft 1254686 in·lb/ftSoil over toe Weight -0 lb/in 10 ft 0 in·lb/ft



3146574 in·lb ft / 2.363 > 1.50 OK = = =









28

25.2

22.4

19.6

16.8

14

11.2

8.4

5.6

2.8

0-900 -733.33 -566.67 -400 -233.33 -66.67 100Moment (ft·k/ft)

Offset (ft)

Moment

a As fy 0.85 F'c 0.26 in² in / 60000 psi

0.85 5000 psi 3.67 in = = =



a As fy 0.85 F'c 0.02 in² in / 60000 psi

0.85 5000 psi 0.24 in = = =



a As fy 0.85 F'c 0.17 in² in / 60000 psi

0.85 5000 psi 2.35 in = = =



a As fy 0.85 F'c 0.17 in² in / 60000 psi

0.85 5000 psi 2.35 in = = =



a As fy 0.85 F'c 0.02 in² in / 60000 psi

0.85 5000 psi 0.24 in = = =



a As fy 0.85 F'c 0 in² in / 60000 psi

0.85 5000 psi 0 in = = =



a As fy 0.85 F'c 0 in² in / 60000 psi

0.85 5000 psi 0 in = = =







28

25.2

22.4

19.6

16.8

14

11.2

8.4

5.6

2.8

0-100 -66.67 -33.33 0 33.33 66.67 100Shear (k/ft)

Offset (ft)

Shear













Stem Shear Capacity





ldh 0.02 ψefy

λ F'c db 0.02 1.0 60000 psi

1.0 5000 psi 1.13 in 19.14 in = = =




ld3.40

fyλ F'c


db

db 3.40

60000 psi1.0 5000 psi

1.0 1.0 1.0 2.56 in 0.0 +

1.13 in

1.13 in 31.58 in = = =



ld3.40

fyλ F'c


db

db 3.40

60000 psi1.0 5000 psi

1.0 1.0 1.0 2.71 in 0.0 +

1.41 in

1.41 in 46.77 in = = =



ldh 0.02 ψefy

λ F'c db 0.02 1.0 60000 psi

1.0 5000 psi 0.63 in 10.61 in = = =








db 2.31 in 0.0 +

0.63 in 3.70 = =

ld3.40

fyλ F'c


4060000 psi

1.0 5000 psi 1.0 1.0 0.80

2.5 0.63 in 12.73 in = = =







Controlling Moment

a As fy 0.85 F'c 0.38 in² in / 60000 psi

0.85 5000 psi 5.29 in = = =





Shear Check (ACI 318-11 11.1.1, 11.11.3.1)

β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.38 in² in / 60000 psi

0.85 5000 psi 5.29 in = = =

εt 0.003 da β1 / 1 - 0.003 26.15 in

5.29 in 0.80 / 1 - 0.0089 = = =

εt 0.0089 ≥ 0.004 =



As_min3 F'c

fyd 3 5000 psi

60000 psi 26.15 in 0.09 in² in / = = =




30 in 12 in 0.0024 = = =

ρST_min0.0018 60000

fy 0.0018 60000

60000 psi 0.0018 = = =



MuφMn



ld3.40

fyλ F'c


db

db 3.40

60000 psi1.0 5000 psi

1.0 1.0 1.0 3 in 0.0 +

1.69 in

1.69 in 60.8 in = = =




30 in #14 @ 6 in

Unfactored Loads

375 psf

1729 psf 1504 psf

Toe Factored Loads

30 in #14 @ 6 in

Max Flood: 1.4D + 1.4F + 1.6H

525 psf (Self-wt)

2421 psf 2105 psf2421 psf 2105 psf

34.76 k/ft






Controlling Moment

a As fy 0.85 F'c 0.1 in² in / 60000 psi

0.85 5000 psi 1.41 in = = =





Shear Check (ACI 318-11 11.1.1, 11.11.3.1)

β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.1 in² in / 60000 psi

0.85 5000 psi 1.41 in = = =

εt 0.003 da β1 / 1 - 0.003 27.56 in

1.41 in 0.80 / 1 - 0.0439 = = =

εt 0.0439 ≥ 0.004 =





30 in 12 in 0.0024 = = =

ρST_min0.0018 60000

fy 0.0018 60000

60000 psi 0.0018 = = =



MuφMn



db 2.44 in 0.0 +

0.88 in 2.7857 = =

ld3.40

fyλ F'c


4060000 psi

1.0 5000 psi 1.30 1.0 1.0

2.5 0.88 in 28.96 in = = =




#7 @ 6 in

Unfactored Loads


1440 psf 1395 psf

Heel Factored Loads

30 in

#7 @ 6 in

Max Flood: 1.4D + 1.4F + 1.6H



2016 psf1953 psf13.06 k/ft






-1638.93 psf-2329.91 psf54.24 k/ft

-488.18 ft·k/ft


28

24.5

21

17.5

14

10.5

7

3.5

0-500 -375 -250 -125 0Moment (ft·k/ft)

Moment


28

24.5

21

17.5

14

10.5

7

3.5

00 15 30 45 60Shear (k/ft)

Shear



-1638.93 psf -2329.91 psf





28

25.2

22.4

19.6

16.8

14

11.2

8.4

5.6

2.8

0-900 -733.33 -566.67 -400 -233.33 -66.67 100Moment (ft·k/ft)

Offset (ft)

Moment











28

25.2

22.4

19.6

16.8

14

11.2

8.4

5.6

2.8

0-100 -66.67 -33.33 0 33.33 66.67 100Shear (k/ft)

Offset (ft)

Shear

φVn 83.11 k ft ≥ Vu / 54.24 k ft / = =












β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.26 in² in / 60000 psi

0.85 5000 psi 3.67 in = = =

εt 0.003 da β1 / 1 - 0.003 65.3 in

3.67 in 0.80 / 1 - 0.0397 = = =

εt 0.0397 ≥ 0.004 =


β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.17 in² in / 60000 psi

0.85 5000 psi 2.35 in = = =

εt 0.003 da β1 / 1 - 0.003 54.39 in

2.35 in 0.80 / 1 - 0.0525 = = =

εt 0.0525 ≥ 0.004 =


β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.17 in² in / 60000 psi

0.85 5000 psi 2.35 in = = =

εt 0.003 da β1 / 1 - 0.003 12.44 in

2.35 in 0.80 / 1 - 0.0097 = = =

εt 0.0097 ≥ 0.004 =


ρhAs_horz shorz /

t 0.62 in² 12 in / 15 in 0.0034 = = =







MuφMn



ldh 0.02 ψefy

λ F'c db 0.02 1.0 60000 psi

1.0 5000 psi 1.41 in 23.93 in = = =




ld3.40

fyF'c


db

db 3.40

60000 psi5000 psi

1.0 1.0 1.0 1.0 2.71 in 0.0 +

1.41 in

1.41 in 46.77 in = = =





DS Embankment Wall Section




29.42 ft

21 ft4 ft

24 in

33 ft 31

ft

85 in

2 ft

1 ft



85 in

#5 @ 12 in (S&T)#10 @ 12 in#5 @ 12 in (S&T)#5 @ 18 in

Design Detail


----- Stability Checks -----0.583 Overturning 2.57 1.50 0.6D + 0.6F + 1.0H0.056 Bearing Pressure 40000 psf 2224 psf 1.0D + 1.0H + 0.7E0.483 Bearing Eccentricity 28.43 in 58.83 in 1.0D + 1.0H + 0.7E

----- Toe Checks -----0.955 Shear 25.83 k/ft 24.66 k/ft 1.4D + 1.4F + 1.6H0.937 Moment 259.2 ft·k/ft 242.8 ft·k/ft 1.4D + 1.4F + 1.6H0.389 Min Strain 0.0103 0.0040 1.4D + 1.4F + 1.6H0.276 Min Steel 0.26 in² 0.07 in² 1.4D + 1.4F + 1.6H0.403 Development 98 in 39.51 in 1.4D + 1.4F + 1.6H0.667 S&T Max Spacing 12 in 18 in 1.4D + 1.4F + 1.6H0.836 S&T Min Rho 0.0022 0.0018 1.4D + 1.4F + 1.6H

----- Heel Checks -----0.447 Shear 24.98 k/ft 11.16 k/ft 1.4D + 1.4F + 1.6H0.573 Moment 38.35 ft·k/ft 21.96 ft·k/ft 1.4D + 1.4F + 1.6H0.045 Min Strain 0.0880 0.0040 1.4D + 1.4F + 1.6H0.000 Min Steel 0.04 in² 0 in² 1.4D + 1.4F + 1.6H0.040 Development 301 in 12 in 1.4D + 1.4F + 1.6H0.667 S&T Max Spacing 12 in 18 in 1.4D + 1.4F + 1.6H0.836 S&T Min Rho 0.0022 0.0018 1.4D + 1.4F + 1.6H

----- Stem Checks -----0.659 Moment 494.4 ft·k/ft 325.7 ft·k/ft Max Flood: 1.4D + 1.4F + 1.6H0.587 Shear 63.83 k/ft 37.48 k/ft Max Flood: 1.4D + 1.4F + 1.6H0.063 Max Steel 0.0640 0.0040 Max Flood: 1.4D + 1.4F + 1.6H0.000 Min Steel 0 in²/in 0 in²/in Max Flood: 1.4D + 1.4F + 1.6H0.645 Base Development 21 in 13.54 in Max Flood: 1.4D + 1.4F + 1.6H0.980 Lap Splice Length 85 in 83.31 in Max Flood: 1.4D + 1.4F + 1.6H0.000 Lap Splice Spacing 0 in 6 in Max Flood: 1.4D + 1.4F + 1.6H0.581 Horz Bar Rho 0.0034 0.0020 Max Flood: 1.4D + 1.4F + 1.6H0.667 Horz Bar Spacing 12 in 18 in Max Flood: 1.4D + 1.4F + 1.6H

Criteria





Loads

30 ft

2 ft

32 ft

30 ft

1 ft

γ = 125 lb/ft³φ = 32°c = 0 psf

2 ft

γ = 125 lb/ft³φ = 32°c = 0 psf

γ = 125 lb/ft³φ = 32°c = 0 psfKh = 0.10Kv = 0.05


Load Combinations

ASCE 7-10 (Strength) 1.4D + 1.4F + 1.6H 1.4D + 1.4F + 0.9H 1.2D + 1.2F + 1.6H 1.2D + 1.2F + 0.9H 0.9D + 1.6H 0.9D + 0.9H 0.9D + 0.9F + 1.6H 0.9D + 0.9F + 0.9H 1.4D + 1.6H 1.4D + 0.9H 1.2D + 1.6H + 1.0E 1.2D + 1.6H 1.2D + 0.9H + 1.0E 1.2D + 0.9H 0.9D + 1.6H + 1.0E 0.9D + 1.6H 0.9D + 0.9H + 1.0E 0.9D + 0.9H

Backfill Pressure

30 ft

2 ft

32 ft

30 ft

1 ft

γ = 125 lb/ft³φ = 32°c = 0 psf -1229.03 psf

32 ft

1639 lb/in

32 ft

10.6

7 ft

-1152.22 psf

1448 lb/in1440 lb/in

147.1 lb/in

10 ft


Ka tan² 45° φ2 - tan ² 45° 32°

2 - 0.3073 = = =








Passive Pressure

2 ft

γ = 125 lb/ft³φ = 32°c = 0 psf

813.6 psf 2 ft 67.8 lb/in

0.67 ft


Kp tan² 45° φ2 + tan ² 45° 32°

2 + 3.2546 = = =



Water Pressure

There is no water table in this load case.




Wall/Soil Weights

735.4 lb/in

484.4 lb/in

613.6 lb/in

1250 lb/in478.8 lb/in

0 lb/in

Bearing Pressure

785.2 psf2254 psf

3725 lb/in

17.08 ft

e = 28.43 in

2421 lb/in



Vert Force ...offset Horz Force ...offset OT MomentBackfill Pressure -0 lb/in - -1638.71 lb/in 10.67 ft 2517062 in·lb/ftSeismic Force -162.83 lb/in 29.42 ft -272.81 lb/in 19.2 ft 64502 in·lb/ftFooting Weight -735.42 lb/in 14.71 ft 0 lb/in - -1557612.5 in·lb/ftStem Weight -484.43 lb/in 21.63 ft 0 lb/in - -1508505.94 in·lb/ftStem Weight -613.61 lb/in 23.31 ft 0 lb/in - -2059267.24 in·lb/ftBackfill Weight -1250 lb/in 27.42 ft 0 lb/in - -4935000 in·lb/ftBackfill Weight -478.78 lb/in 24.4 ft 0 lb/in - -1681912.44 in·lb/ftSoil over toe Weight -0 lb/in - 0 lb/in - -0 in·lb/ft


3725.07 lb in / - 17.08 ft =





Force Distance MomentBackfill pressure (horz) 1463 lb/in 11.27 ft 2373955 in·lb/ftWater pressure 751.4 lb/in 5.67 ft 613142 in·lb/ft





2987098 in·lb ft / 3.933 > 1.50 OK = = =










Force Distance MomentBackfill pressure (horz) 1463 lb/in 11.27 ft 2373955 in·lb/ftWater pressure 450.8 lb/in 5.67 ft 367885 in·lb/ft





2741841 in·lb ft / 2.572 > 1.50 OK = = =









31

27.9

24.8

21.7

18.6

15.5

12.4

9.3

6.2

3.1

0-500 -400 -300 -200 -100 0 100Moment (ft·k/ft)

Offset (ft)

Moment

a As fy 0.85 F'c 0.19 in² in / 60000 psi

0.85 5000 psi 2.65 in = = =



a As fy 0.85 F'c 0.02 in² in / 60000 psi

0.85 5000 psi 0.24 in = = =



a As fy 0.85 F'c 0.11 in² in / 60000 psi

0.85 5000 psi 1.49 in = = =



a As fy 0.85 F'c 0.11 in² in / 60000 psi

0.85 5000 psi 1.49 in = = =



a As fy 0.85 F'c 0.02 in² in / 60000 psi

0.85 5000 psi 0.24 in = = =



a As fy 0.85 F'c 0 in² in / 60000 psi

0.85 5000 psi 0 in = = =



a As fy 0.85 F'c 0 in² in / 60000 psi

0.85 5000 psi 0 in = = =







31

27.9

24.8

21.7

18.6

15.5

12.4

9.3

6.2

3.1

0-80 -53.33 -26.67 0 26.67 53.33 80Shear (k/ft)

Offset (ft)

Shear













Stem Shear Capacity





ldh 0.02 ψefy

λ F'c db 0.02 1.0 60000 psi

1.0 5000 psi 1.27 in 21.55 in = = =




ld3.40

fyλ F'c


db

db 3.40

60000 psi1.0 5000 psi

1.0 1.0 1.0 2.63 in 0.0 +

1.27 in

1.27 in 38.95 in = = =



ld3.40

fyλ F'c


db

db 3.40

60000 psi1.0 5000 psi

1.0 1.0 1.0 2.85 in 0.0 +

1.69 in

1.69 in 64.08 in = = =



ldh 0.02 ψefy

λ F'c db 0.02 1.0 60000 psi

1.0 5000 psi 0.63 in 10.61 in = = =








db 2.31 in 0.0 +

0.63 in 3.70 = =

ld3.40

fyλ F'c


4060000 psi

1.0 5000 psi 1.0 1.0 0.80

2.5 0.63 in 12.73 in = = =







Controlling Moment

a As fy 0.85 F'c 0.26 in² in / 60000 psi

0.85 5000 psi 3.67 in = = =

φMn φ As fy d a 2 / - 0.90 0.26 in² in / 60000 psi 20.3 in 3.67 in 2 / - 259.2 ft·k ft / = = = φMn 259.2 ft·k ft ≥ Mu / 242.8 ft·k ft / = =




Shear Check (ACI 318-11 11.1.1, 11.11.3.1)

β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.26 in² in / 60000 psi

0.85 5000 psi 3.67 in = = =

εt 0.003 da β1 / 1 - 0.003 20.3 in

3.67 in 0.80 / 1 - 0.0103 = = =

εt 0.0103 ≥ 0.004 =



As_min3 F'c

fyd 3 5000 psi

60000 psi 20.3 in 0.07 in² in / = = =




24 in 12 in 0.0022 = = =

ρST_min0.0018 60000

fy 0.0018 60000

60000 psi 0.0018 = = =



MuφMn



ld3.40

fyλ F'c


db

db 3.40

60000 psi1.0 5000 psi

1.0 1.0 1.0 3 in 0.0 +

1.41 in

1.41 in 42.17 in = = =




24 in #11 @ 6 in

Unfactored Loads

300 psf

753.8 psf1752 psf

Toe Factored Loads

24 in #11 @ 6 in

Max Flood: 1.4D + 1.4F + 1.6H

420 psf (Self-wt)

1055 psf2453 psf1055 psf

2453 psf

28.02 k/ft






Controlling Moment

a As fy 0.85 F'c 0.04 in² in / 60000 psi

0.85 5000 psi 0.52 in = = =





Shear Check (ACI 318-11 11.1.1, 11.11.3.1)

β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.04 in² in / 60000 psi

0.85 5000 psi 0.52 in = = =

εt 0.003 da β1 / 1 - 0.003 19.63 in

0.52 in 0.80 / 1 - 0.0880 = = =

εt 0.0880 ≥ 0.004 =





24 in 12 in 0.0022 = = =

ρST_min0.0018 60000

fy 0.0018 60000

60000 psi 0.0018 = = =



MuφMn


ψt 1.30 more than 12 inches cast below 19.25 inches - = ψe 1.0 bar not epoxy coated = ψs 0.80 bars are #6 or smaller = λ 1.0 normal weight concrete = s 2 / 12 in 2 / 6 in = = cover db 2 / + 4 in 0.75 in 2 / + 4.38 in = = cb 4.38 in lesser of half spacing, ctr to surface = Ktr 0.0 no transverse reinforcement = cb Ktr +

db 4.38 in 0.0 +

0.75 in 5.8333 = =

ld3.40

fyλ F'c


4060000 psi

1.0 5000 psi 1.30 1.0 0.80

2.5 0.75 in 19.86 in = = =




#6 @ 12 in

Unfactored Loads


1962 psf 2153 psf

Heel Factored Loads

24 in

#6 @ 12 in

Max Flood: 1.4D + 1.4F + 1.6H



2747 psf 3014 psf11.16 k/ft






-917 psf

-1834.01 psf

-917 psf

-1303.62 psf37.48 k/ft

-325.67 ft·k/ft


31

27.13

23.25

19.38

15.5

11.63

7.75

3.88

0-400 -300 -200 -100 0Moment (ft·k/ft)

Moment


31

27.13

23.25

19.38

15.5

11.63

7.75

3.88

00 10 20 30 40Shear (k/ft)

Shear



-917 psf

-1834.01 psf

-917 psf

-1303.62 psf





31

27.9

24.8

21.7

18.6

15.5

12.4

9.3

6.2

3.1

0-500 -400 -300 -200 -100 0 100Moment (ft·k/ft)

Offset (ft)

Moment











31

27.9

24.8

21.7

18.6

15.5

12.4

9.3

6.2

3.1

0-80 -53.33 -26.67 0 26.67 53.33 80Shear (k/ft)

Offset (ft)

Shear

φVn 63.83 k ft ≥ Vu / 37.48 k ft / = =








φMn 233.9 ft·k ft ≥ 4 3 / Mu / 4 3 / 128.2 ft·k ft / 171 ft·k ft / = = = Check is waived per ACI 10.5.3




β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.19 in² in / 60000 psi

0.85 5000 psi 2.65 in = = =

εt 0.003 da β1 / 1 - 0.003 50.15 in

2.65 in 0.80 / 1 - 0.0425 = = =

εt 0.0425 ≥ 0.004 =


β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.11 in² in / 60000 psi

0.85 5000 psi 1.49 in = = =

εt 0.003 da β1 / 1 - 0.003 41.68 in

1.49 in 0.80 / 1 - 0.0640 = = =

εt 0.0640 ≥ 0.004 =


β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.11 in² in / 60000 psi

0.85 5000 psi 1.49 in = = =

εt 0.003 da β1 / 1 - 0.003 12.37 in

1.49 in 0.80 / 1 - 0.0169 = = =

εt 0.0169 ≥ 0.004 =


ρhAs_horz shorz /

t 0.62 in² 12 in / 15 in 0.0034 = = =







MuφMn



ldh 0.02 ψefy

λ F'c db 0.02 1.0 60000 psi

1.0 5000 psi 1.69 in 28.73 in = = =




ld3.40

fyF'c


db

db 3.40

60000 psi5000 psi

1.0 1.0 1.0 1.0 2.85 in 0.0 +

1.69 in

1.69 in 64.08 in = = =





Check DS Embankment Section-17'




24 ft

17 ft 4 ft

24 in

19 ft 17

ft

85 in

2 ft

1 ft



85 in

#5 @ 12 in (S&T)#10 @ 12 in#5 @ 12 in (S&T)#5 @ 18 in

Design Detail


----- Stability Checks -----0.237 Overturning 6.33 1.50 0.6D + 1.0H0.046 Bearing Pressure 40000 psf 1846 psf 1.0D + 1.0H0.989 Bearing Eccentricity 47.49 in 48 in 1.0D + 1.0H

----- Toe Checks -----0.263 Shear 25.83 k/ft 6.79 k/ft 1.4D + 1.6H0.138 Moment 259.2 ft·k/ft 35.7 ft·k/ft 1.4D + 1.6H0.389 Min Strain 0.0103 0.0040 1.4D + 1.6H0.000 Min Steel 0.26 in² 0 in² 1.4D + 1.6H0.148 Development 81 in 12 in 1.4D + 1.6H0.667 S&T Max Spacing 12 in 18 in 1.4D + 1.6H0.836 S&T Min Rho 0.0022 0.0018 1.4D + 1.6H

----- Heel Checks -----0.148 Shear 24.98 k/ft 3.69 k/ft 1.4D + 1.6H0.179 Moment 38.35 ft·k/ft 6.86 ft·k/ft 1.4D + 1.6H0.045 Min Strain 0.0880 0.0040 1.4D + 1.6H0.000 Min Steel 0.04 in² 0 in² 1.4D + 1.6H0.051 Development 236 in 12 in 1.4D + 1.6H0.667 S&T Max Spacing 12 in 18 in 1.4D + 1.6H0.836 S&T Min Rho 0.0022 0.0018 1.4D + 1.6H

----- Stem Checks -----0.153 Moment 322.3 ft·k/ft 49.32 ft·k/ft Earthquake: 1.2D + 1.6H + 1.0E0.205 Shear 42.2 k/ft 8.63 k/ft Earthquake: 1.2D + 1.6H + 1.0E0.109 Max Steel 0.0365 0.0040 Max Flood: 1.4D + 1.6H0.000 Min Steel 0 in²/in 0 in²/in Max Flood: 1.4D + 1.6H0.645 Base Development 21 in 13.54 in Max Flood: 1.4D + 1.6H0.980 Lap Splice Length 85 in 83.31 in Max Flood: 1.4D + 1.6H0.000 Lap Splice Spacing 0 in 6 in Max Flood: 1.4D + 1.6H0.581 Horz Bar Rho 0.0034 0.0020 Max Flood: 1.4D + 1.6H0.667 Horz Bar Spacing 12 in 18 in Max Flood: 1.4D + 1.6H

Criteria





Loads

16 ft

2 ft

18 ft 16

ft1

ft

γ = 125 lb/ft³φ = 32°c = 0 psf

2 ft

γ = 125 lb/ft³φ = 32°c = 0 psf

γ = 125 lb/ft³φ = 32°c = 0 psfKh = 0.10Kv = 0.05


Load Combinations

ASCE 7-10 (Strength) 1.4D + 1.6H 1.4D + 0.9H 1.2D + 1.6H 1.2D + 0.9H 0.9D + 1.6H 0.9D + 0.9H 1.4D + 1.6H 1.4D + 0.9H 1.2D + 1.6H + 1.0E 1.2D + 1.6H 1.2D + 0.9H + 1.0E 1.2D + 0.9H 0.9D + 1.6H + 1.0E 0.9D + 1.6H 0.9D + 0.9H + 1.0E 0.9D + 0.9H

Backfill Pressure

16 ft

2 ft

18 ft 16

ft1

ft

γ = 125 lb/ft³φ = 32°c = 0 psf -691.33 psf

18 ft

518.5 lb/in

18 ft

6 ft

-614.52 psf

411.8 lb/in409.7 lb/in

42.17 lb/in

5.33

ft


Ka tan² 45° φ2 - tan ² 45° 32°

2 - 0.3073 = = =








Passive Pressure

2 ft

γ = 125 lb/ft³φ = 32°c = 0 psf

813.6 psf 2 ft 67.8 lb/in

0.67 ft


Kp tan² 45° φ2 + tan ² 45° 32°

2 + 3.2546 = = =



Wall/Soil Weights

600 lb/in

265.6 lb/in

185.9 lb/in

666.7 lb/in137.3 lb/in

0 lb/in




Bearing Pressure

74.77 psf

1832 psf1907 lb/in

15.69 ft

e = 44.24 in

1240 lb/in



Vert Force ...offset Horz Force ...offset OT MomentBackfill Pressure -0 lb/in - -518.5 lb/in 6 ft 447983 in·lb/ftSeismic Force -51.61 lb/in 24 ft -86.31 lb/in 10.8 ft -44133.01 in·lb/ftFooting Weight -600 lb/in 12 ft 0 lb/in - -1036800 in·lb/ftStem Weight -265.63 lb/in 17.63 ft 0 lb/in - -674156.25 in·lb/ftStem Weight -185.94 lb/in 18.83 ft 0 lb/in - -504262.5 in·lb/ftBackfill Weight -666.67 lb/in 22 ft 0 lb/in - -2112000 in·lb/ftBackfill Weight -137.25 lb/in 19.45 ft 0 lb/in - -384442.91 in·lb/ftSoil over toe Weight -0 lb/in - 0 lb/in - -0 in·lb/ft


1907.09 lb in / - 15.69 ft =





Force Distance MomentBackfill pressure (horz) 518.5 lb/in 6 ft 447983 in·lb/ft


Force Distance MomentBackfill pressure (vert) 0 lb/in 24 ft 0 in·lb/ftPassive pressure @ toe 67.8 lb/in 0.67 ft 6509 in·lb/ftFooting Weight -600 lb/in 12 ft 1036800 in·lb/ftStem Weight -265.63 lb/in 17.63 ft 674156 in·lb/ftStem Weight -185.94 lb/in 18.83 ft 504263 in·lb/ftBackfill Weight -666.67 lb/in 22 ft 2112000 in·lb/ftBackfill Weight -137.25 lb/in 19.45 ft 384443 in·lb/ftSoil over toe Weight -0 lb/in 8.5 ft 0 in·lb/ft



447983 in·lb ft / 10.532 > 1.50 OK = = =


Bearing Capacity CheckBearing pressure < allowable (1846 psf < 40000 psf) - OKBearing resultant eccentricity < allowable (47.49 in < 48 in) - OK


Deflection due to stem flexural displacement 0.019 inDeflection due to rotation from settlement -0.054 inTotal deflection at top of wall (positive towards toe) -0.035 in

Stability Checks [Max Flood: 1.0D + 1.0H]







Force Distance MomentBackfill pressure (vert) 0 lb/in 24 ft 0 in·lb/ftPassive pressure @ toe 67.8 lb/in 0.67 ft 6509 in·lb/ftFooting Weight -360 lb/in 12 ft 622080 in·lb/ftStem Weight -159.38 lb/in 17.63 ft 404494 in·lb/ftStem Weight -111.56 lb/in 18.83 ft 302558 in·lb/ftBackfill Weight -400 lb/in 22 ft 1267200 in·lb/ftBackfill Weight -82.35 lb/in 19.45 ft 230666 in·lb/ftSoil over toe Weight -0 lb/in 8.5 ft 0 in·lb/ft



447983 in·lb ft / 6.325 > 1.50 OK = = =


Bearing Capacity CheckBearing pressure < allowable (1107 psf < 40000 psf) - OKBearing resultant eccentricity < allowable (47.49 in < 48 in) - OK


Deflection due to stem flexural displacement 0.019 inDeflection due to rotation from settlement -0.054 inTotal deflection at top of wall (positive towards toe) -0.035 in





17

15.3

13.6

11.9

10.2

8.5

6.8

5.1

3.4

1.7

0-350 -283.33 -216.67 -150 -83.33 -16.67 50Moment (ft·k/ft)

Offset (ft)

Moment

a As fy 0.85 F'c 0.19 in² in / 60000 psi

0.85 5000 psi 2.65 in = = =



a As fy 0.85 F'c 0.02 in² in / 60000 psi

0.85 5000 psi 0.24 in = = =



a As fy 0.85 F'c 0.11 in² in / 60000 psi

0.85 5000 psi 1.49 in = = =



a As fy 0.85 F'c 0.11 in² in / 60000 psi

0.85 5000 psi 1.49 in = = =



a As fy 0.85 F'c 0.02 in² in / 60000 psi

0.85 5000 psi 0.24 in = = =

φMn φ As fy d a 2 / - 0.90 0.02 in² in / 60000 psi 14 in 0.24 in 2 / - 12.9 ft·k ft / = = =


a As fy 0.85 F'c 0 in² in / 60000 psi

0.85 5000 psi 0 in = = =



a As fy 0.85 F'c 0 in² in / 60000 psi

0.85 5000 psi 0 in = = =







17

15.3

13.6

11.9

10.2

8.5

6.8

5.1

3.4

1.7

0-50 -33.33 -16.67 0 16.67 33.33 50Shear (k/ft)

Offset (ft)

Shear













Stem Shear Capacity





ldh 0.02 ψefy

λ F'c db 0.02 1.0 60000 psi

1.0 5000 psi 1.27 in 21.55 in = = =




ld3.40

fyλ F'c


db

db 3.40

60000 psi1.0 5000 psi

1.0 1.0 1.0 2.63 in 0.0 +

1.27 in

1.27 in 38.95 in = = =



ld3.40

fyλ F'c


db

db 3.40

60000 psi1.0 5000 psi

1.0 1.0 1.0 2.85 in 0.0 +

1.69 in

1.69 in 64.08 in = = =



ldh 0.02 ψefy

λ F'c db 0.02 1.0 60000 psi

1.0 5000 psi 0.63 in 10.61 in = = =








db 2.31 in 0.0 +

0.63 in 3.70 = =

ld3.40

fyλ F'c


4060000 psi

1.0 5000 psi 1.0 1.0 0.80

2.5 0.63 in 12.73 in = = =







Controlling Moment

a As fy 0.85 F'c 0.26 in² in / 60000 psi

0.85 5000 psi 3.67 in = = =





Shear Check (ACI 318-11 11.1.1, 11.11.3.1)

β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.26 in² in / 60000 psi

0.85 5000 psi 3.67 in = = =

εt 0.003 da β1 / 1 - 0.003 20.3 in

3.67 in 0.80 / 1 - 0.0103 = = =

εt 0.0103 ≥ 0.004 =





24 in 12 in 0.0022 = = =

ρST_min0.0018 60000

fy 0.0018 60000

60000 psi 0.0018 = = =



MuφMn



ld3.40

fyλ F'c


db

db 3.40

60000 psi1.0 5000 psi

1.0 1.0 1.0 3 in 0.0 +

1.41 in

1.41 in 42.17 in = = =




24 in #11 @ 6 in

Unfactored Loads

300 psf

9.86 psf1310 psf

Toe Factored Loads

24 in #11 @ 6 in

Max Flood: 1.4D + 1.6H

420 psf (Self-wt)

13.8 psf1834 psf

13.8 psf

1834 psf

8.57 k/ft

Toe Checks [Max Flood: 1.4D + 1.6H]





Controlling Moment

a As fy 0.85 F'c 0.04 in² in / 60000 psi

0.85 5000 psi 0.52 in = = =





Shear Check (ACI 318-11 11.1.1, 11.11.3.1)

β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.04 in² in / 60000 psi

0.85 5000 psi 0.52 in = = =

εt 0.003 da β1 / 1 - 0.003 19.63 in

0.52 in 0.80 / 1 - 0.0880 = = =

εt 0.0880 ≥ 0.004 =





24 in 12 in 0.0022 = = =

ρST_min0.0018 60000

fy 0.0018 60000

60000 psi 0.0018 = = =



MuφMn



db 4.38 in 0.0 +

0.75 in 5.8333 = =

ld3.40

fyλ F'c


4060000 psi

1.0 5000 psi 1.30 1.0 0.80

2.5 0.75 in 19.86 in = = =




#6 @ 12 in

Unfactored Loads


1540 psf 1846 psf

Heel Factored Loads

24 in

#6 @ 12 in




2156 psf 2584 psf3.4 k/ft

Heel Checks [Max Flood: 1.4D + 1.6H]





-978.06 psf7.87 k/ft

-41.95 ft·k/ft


17

14.88

12.75

10.63

8.5

6.38

4.25

2.13

0-50 -37.5 -25 -12.5 0Moment (ft·k/ft)

Moment


17

14.88

12.75

10.63

8.5

6.38

4.25

2.13

00 2 4 6 8Shear (k/ft)

Shear



-978.06 psf

Stem Forces [Max Flood: 1.4D + 1.6H]




17

15.3

13.6

11.9

10.2

8.5

6.8

5.1

3.4

1.7

0-350 -283.33 -216.67 -150 -83.33 -16.67 50Moment (ft·k/ft)

Offset (ft)

Moment







Stem Moment Checks [Max Flood: 1.4D + 1.6H]




17

15.3

13.6

11.9

10.2

8.5

6.8

5.1

3.4

1.7

0-50 -33.33 -16.67 0 16.67 33.33 50Shear (k/ft)

Offset (ft)

Shear

φVn 42.2 k ft ≥ Vu / 7.87 k ft / = =


Stem Shear Checks [Max Flood: 1.4D + 1.6H]










β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.19 in² in / 60000 psi

0.85 5000 psi 2.65 in = = =

εt 0.003 da β1 / 1 - 0.003 33.15 in

2.65 in 0.80 / 1 - 0.0271 = = =

εt 0.0271 ≥ 0.004 =


β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.11 in² in / 60000 psi

0.85 5000 psi 1.49 in = = =

εt 0.003 da β1 / 1 - 0.003 24.61 in

1.49 in 0.80 / 1 - 0.0365 = = =

εt 0.0365 ≥ 0.004 =


β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.11 in² in / 60000 psi

0.85 5000 psi 1.49 in = = =

εt 0.003 da β1 / 1 - 0.003 12.37 in

1.49 in 0.80 / 1 - 0.0169 = = =

εt 0.0169 ≥ 0.004 =


ρhAs_horz shorz /

t 0.62 in² 12 in / 15 in 0.0034 = = =



Stem Miscellaneous Checks [Max Flood: 1.4D + 1.6H]




MuφMn



ldh 0.02 ψefy

λ F'c db 0.02 1.0 60000 psi

1.0 5000 psi 1.69 in 28.73 in = = =




ld3.40

fyF'c


db

db 3.40

60000 psi5000 psi

1.0 1.0 1.0 1.0 2.85 in 0.0 +

1.69 in

1.69 in 64.08 in = = =



Stem Miscellaneous Checks [Max Flood: 1.4D + 1.6H] (continued)





Controlling Moment

a As fy 0.85 F'c 0.26 in² in / 60000 psi

0.85 5000 psi 3.67 in = = =





Shear Check (ACI 318-11 11.1.1, 11.11.3.1)

β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.26 in² in / 60000 psi

0.85 5000 psi 3.67 in = = =

εt 0.003 da β1 / 1 - 0.003 20.3 in

3.67 in 0.80 / 1 - 0.0103 = = =

εt 0.0103 ≥ 0.004 =





24 in 12 in 0.0022 = = =

ρST_min0.0018 60000

fy 0.0018 60000

60000 psi 0.0018 = = =



MuφMn



ld3.40

fyλ F'c


db

db 3.40

60000 psi1.0 5000 psi

1.0 1.0 1.0 3 in 0.0 +

1.41 in

1.41 in 42.17 in = = =




24 in #11 @ 6 in

Unfactored Loads

300 psf

74.77 psf1320 psf

Toe Factored Loads

24 in #11 @ 6 in

Earthquake: 1.4D + 1.6H

420 psf (Self-wt)

101.8 psf1798 psf

9.01 k/ft

Toe Checks [Earthquake: 1.4D + 1.6H]





Controlling Moment

a As fy 0.85 F'c 0.04 in² in / 60000 psi

0.85 5000 psi 0.52 in = = =





Shear Check (ACI 318-11 11.1.1, 11.11.3.1)

β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.04 in² in / 60000 psi

0.85 5000 psi 0.52 in = = =

εt 0.003 da β1 / 1 - 0.003 19.63 in

0.52 in 0.80 / 1 - 0.0880 = = =

εt 0.0880 ≥ 0.004 =





24 in 12 in 0.0022 = = =

ρST_min0.0018 60000

fy 0.0018 60000

60000 psi 0.0018 = = =



MuφMn



db 4.38 in 0.0 +

0.75 in 5.8333 = =

ld3.40

fyλ F'c


4060000 psi

1.0 5000 psi 1.30 1.0 0.80

2.5 0.75 in 19.86 in = = =




#6 @ 12 in

Unfactored Loads


1539 psf 1832 psf

Heel Factored Loads

24 in

#6 @ 12 in




2097 psf 2496 psf3.69 k/ft

Heel Checks [Earthquake: 1.4D + 1.6H]





-978.06 psf7.87 k/ft

-41.95 ft·k/ft


17

14.88

12.75

10.63

8.5

6.38

4.25

2.13

0-50 -37.5 -25 -12.5 0Moment (ft·k/ft)

Moment


17

14.88

12.75

10.63

8.5

6.38

4.25

2.13

00 2 4 6 8Shear (k/ft)

Shear



-978.06 psf

Stem Forces [Earthquake: 1.4D + 1.6H]




17

15.3

13.6

11.9

10.2

8.5

6.8

5.1

3.4

1.7

0-350 -283.33 -216.67 -150 -83.33 -16.67 50Moment (ft·k/ft)

Offset (ft)

Moment







Stem Moment Checks [Earthquake: 1.4D + 1.6H]




17

15.3

13.6

11.9

10.2

8.5

6.8

5.1

3.4

1.7

0-50 -33.33 -16.67 0 16.67 33.33 50Shear (k/ft)

Offset (ft)

Shear

φVn 42.2 k ft ≥ Vu / 7.87 k ft / = =


Stem Shear Checks [Earthquake: 1.4D + 1.6H]










β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.19 in² in / 60000 psi

0.85 5000 psi 2.65 in = = =

εt 0.003 da β1 / 1 - 0.003 33.15 in

2.65 in 0.80 / 1 - 0.0271 = = =

εt 0.0271 ≥ 0.004 =


β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.11 in² in / 60000 psi

0.85 5000 psi 1.49 in = = =

εt 0.003 da β1 / 1 - 0.003 24.61 in

1.49 in 0.80 / 1 - 0.0365 = = =

εt 0.0365 ≥ 0.004 =


β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.11 in² in / 60000 psi

0.85 5000 psi 1.49 in = = =

εt 0.003 da β1 / 1 - 0.003 12.37 in

1.49 in 0.80 / 1 - 0.0169 = = =

εt 0.0169 ≥ 0.004 =


ρhAs_horz shorz /

t 0.62 in² 12 in / 15 in 0.0034 = = =



Stem Miscellaneous Checks [Earthquake: 1.4D + 1.6H]




MuφMn



ldh 0.02 ψefy

λ F'c db 0.02 1.0 60000 psi

1.0 5000 psi 1.69 in 28.73 in = = =




ld3.40

fyF'c


db

db 3.40

60000 psi5000 psi

1.0 1.0 1.0 1.0 2.85 in 0.0 +

1.69 in

1.69 in 64.08 in = = =



Stem Miscellaneous Checks [Earthquake: 1.4D + 1.6H] (continued)





Controlling Moment

a As fy 0.85 F'c 0.26 in² in / 60000 psi

0.85 5000 psi 3.67 in = = =





Shear Check (ACI 318-11 11.1.1, 11.11.3.1)

β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.26 in² in / 60000 psi

0.85 5000 psi 3.67 in = = =

εt 0.003 da β1 / 1 - 0.003 20.3 in

3.67 in 0.80 / 1 - 0.0103 = = =

εt 0.0103 ≥ 0.004 =





24 in 12 in 0.0022 = = =

ρST_min0.0018 60000

fy 0.0018 60000

60000 psi 0.0018 = = =



MuφMn



ld3.40

fyλ F'c


db

db 3.40

60000 psi1.0 5000 psi

1.0 1.0 1.0 3 in 0.0 +

1.41 in

1.41 in 42.17 in = = =




24 in #11 @ 6 in

Unfactored Loads

300 psf

74.77 psf1320 psf

Toe Factored Loads

24 in #11 @ 6 in

Earthquake: 1.2D + 1.6H + 1.0E

360 psf (Self-wt)

89.32 psf1577 psf

32.52 ft·k/ft

8.04 k/ft

Toe Checks [Earthquake: 1.2D + 1.6H + 1.0E]





Controlling Moment

a As fy 0.85 F'c 0.04 in² in / 60000 psi

0.85 5000 psi 0.52 in = = =





Shear Check (ACI 318-11 11.1.1, 11.11.3.1)

β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.04 in² in / 60000 psi

0.85 5000 psi 0.52 in = = =

εt 0.003 da β1 / 1 - 0.003 19.63 in

0.52 in 0.80 / 1 - 0.0880 = = =

εt 0.0880 ≥ 0.004 =





24 in 12 in 0.0022 = = =

ρST_min0.0018 60000

fy 0.0018 60000

60000 psi 0.0018 = = =



MuφMn



db 4.38 in 0.0 +

0.75 in 5.8333 = =

ld3.40

fyλ F'c


4060000 psi

1.0 5000 psi 1.30 1.0 0.80

2.5 0.75 in 19.86 in = = =




#6 @ 12 in

Unfactored Loads


1539 psf 1832 psf

Heel Factored Loads

24 in

#6 @ 12 in




2400 psf

2.98 k/ft

Heel Checks [Earthquake: 1.2D + 1.6H + 1.0E]





-978.06 psf-19.1 psf

-76.4 psf

8.63 k/ft

-49.32 ft·k/ft


17

14.88

12.75

10.63

8.5

6.38

4.25

2.13

0-50 -37.5 -25 -12.5 0Moment (ft·k/ft)

Moment


17

14.88

12.75

10.63

8.5

6.38

4.25

2.13

00 2.25 4.5 6.75 9Shear (k/ft)

Shear



-978.06 psf -19.1 psf

-76.4 psf

Stem Forces [Earthquake: 1.2D + 1.6H + 1.0E]




17

15.3

13.6

11.9

10.2

8.5

6.8

5.1

3.4

1.7

0-350 -283.33 -216.67 -150 -83.33 -16.67 50Moment (ft·k/ft)

Offset (ft)

Moment







Stem Moment Checks [Earthquake: 1.2D + 1.6H + 1.0E]




17

15.3

13.6

11.9

10.2

8.5

6.8

5.1

3.4

1.7

0-50 -33.33 -16.67 0 16.67 33.33 50Shear (k/ft)

Offset (ft)

Shear

φVn 42.2 k ft ≥ Vu / 8.63 k ft / = =


Stem Shear Checks [Earthquake: 1.2D + 1.6H + 1.0E]










β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.19 in² in / 60000 psi

0.85 5000 psi 2.65 in = = =

εt 0.003 da β1 / 1 - 0.003 33.15 in

2.65 in 0.80 / 1 - 0.0271 = = =

εt 0.0271 ≥ 0.004 =


β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.11 in² in / 60000 psi

0.85 5000 psi 1.49 in = = =

εt 0.003 da β1 / 1 - 0.003 24.61 in

1.49 in 0.80 / 1 - 0.0365 = = =

εt 0.0365 ≥ 0.004 =


β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.11 in² in / 60000 psi

0.85 5000 psi 1.49 in = = =

εt 0.003 da β1 / 1 - 0.003 12.37 in

1.49 in 0.80 / 1 - 0.0169 = = =

εt 0.0169 ≥ 0.004 =


ρhAs_horz shorz /

t 0.62 in² 12 in / 15 in 0.0034 = = =



Stem Miscellaneous Checks [Earthquake: 1.2D + 1.6H + 1.0E]




MuφMn



ldh 0.02 ψefy

λ F'c db 0.02 1.0 60000 psi

1.0 5000 psi 1.69 in 28.73 in = = =




ld3.40

fyF'c


db

db 3.40

60000 psi5000 psi

1.0 1.0 1.0 1.0 2.85 in 0.0 +

1.69 in

1.69 in 64.08 in = = =



Stem Miscellaneous Checks [Earthquake: 1.2D + 1.6H + 1.0E] (continued)


Spillway Wall Section 1




13.25 ft

10 ft2 ft

24 in

19 ft 17

ft

42 in

2 ft

1 ft



42 in

#5 @ 12 in (S&T)#7 @ 12 in#5 @ 12 in (S&T)#5 @ 18 in

Design Detail


----- Stability Checks -----0.848 Overturning 1.77 1.50 0.6D + 1.0H0.030 Bearing Pressure 40000 psf 1211 psf 1.0D + 1.0H + 0.7E0.395 Bearing Eccentricity 10.46 in 26.5 in 1.0D + 1.0H + 0.7E

----- Toe Checks -----0.296 Shear 26.09 k/ft 7.74 k/ft 1.4D + 1.6H0.627 Moment 71.23 ft·k/ft 44.67 ft·k/ft 1.2D + 1.6H + 1.0E0.080 Min Strain 0.0499 0.0040 1.4D + 1.6H0.000 Min Steel 0.07 in² 0 in² 1.4D + 1.6H0.443 Development 36 in 15.96 in 1.2D + 1.6H + 1.0E0.667 S&T Max Spacing 12 in 18 in 1.4D + 1.6H0.836 S&T Min Rho 0.0022 0.0018 1.4D + 1.6H


----- Stem Checks -----0.936 Moment 53.31 ft·k/ft 49.9 ft·k/ft Earthquake: 1.2D + 1.6H + 1.0E0.549 Shear 15.83 k/ft 8.69 k/ft Earthquake: 1.2D + 1.6H + 1.0E0.101 Max Steel 0.0397 0.0040 Max Flood: 1.4D + 1.6H0.888 Min Steel 0.05 in²/in 0.04 in²/in Earthquake: 1.2D + 1.6H + 1.0E0.597 Base Development 21 in 12.54 in Earthquake: 1.2D + 1.6H + 1.0E0.978 Lap Splice Length 42 in 41.06 in Max Flood: 1.4D + 1.6H0.000 Lap Splice Spacing 0 in 6 in Max Flood: 1.4D + 1.6H0.581 Horz Bar Rho 0.0034 0.0020 Max Flood: 1.4D + 1.6H0.667 Horz Bar Spacing 12 in 18 in Max Flood: 1.4D + 1.6H

Criteria





Loads

16 ft

2 ft

18 ft 16

ft1

ft

γ = 125 lb/ft³φ = 32°c = 0 psf

2 ft

γ = 125 lb/ft³φ = 32°c = 0 psf

γ = 125 lb/ft³φ = 32°c = 0 psfKh = 0.10Kv = 0.05


Load Combinations


Backfill Pressure

16 ft

2 ft

18 ft 16

ft1

ft

γ = 125 lb/ft³φ = 32°c = 0 psf -691.33 psf

18 ft

518.5 lb/in

18 ft

6 ft

-614.52 psf

409.7 lb/in

5.33

ftRankine Active Earth Pressure Theory

Ka tan² 45° φ2 - tan ² 45° 32°

2 - 0.3073 = = =








Passive Pressure2

ft

γ = 125 lb/ft³φ = 32°c = 0 psf

813.6 psf 2 ft 67.8 lb/in

0.67 ft


Kp tan² 45° φ2 + tan ² 45° 32°

2 + 3.2546 = = =



Wall/Soil Weights

331.3 lb/in

265.6 lb/in 333.3 lb/in

0 lb/in




Bearing Pressure

1226 psf532.1 psf

970.9 lb/in

5.75 ft

e = 10.46 in

631.1 lb/in

F μ R 0.650 970.9 lb in / 631.1 lb in / = = = Friction


Vert Force ...offset Horz Force ...offset OT MomentBackfill Pressure -0 lb/in - -518.5 lb/in 6 ft 447983 in·lb/ftSeismic Force -40.7 lb/in 13.25 ft -87.29 lb/in 10.8 ft 58089 in·lb/ftFooting Weight -331.25 lb/in 6.63 ft 0 lb/in - -316012.5 in·lb/ftStem Weight -265.63 lb/in 10.63 ft 0 lb/in - -406406.25 in·lb/ftBackfill Weight -333.33 lb/in 12.25 ft 0 lb/in - -588000 in·lb/ftSoil over toe Weight -0 lb/in - 0 lb/in - -0 in·lb/ft


970.91 lb in / - 5.75 ft =







Force Distance MomentBackfill pressure (vert) 0 lb/in 13.25 ft 0 in·lb/ftPassive pressure @ toe 67.8 lb/in 0.67 ft 6509 in·lb/ftFooting Weight -331.25 lb/in 6.63 ft 316013 in·lb/ftStem Weight -265.63 lb/in 10.63 ft 406406 in·lb/ftBackfill Weight -333.33 lb/in 12.25 ft 588000 in·lb/ftSoil over toe Weight -0 lb/in 5 ft 0 in·lb/ft



447983 in·lb ft / 2.940 > 1.50 OK = = =












Force Distance MomentBackfill pressure (vert) 0 lb/in 13.25 ft 0 in·lb/ftPassive pressure @ toe 67.8 lb/in 0.67 ft 6509 in·lb/ftFooting Weight -198.75 lb/in 6.63 ft 189608 in·lb/ftStem Weight -159.38 lb/in 10.63 ft 243844 in·lb/ftBackfill Weight -200 lb/in 12.25 ft 352800 in·lb/ftSoil over toe Weight -0 lb/in 5 ft 0 in·lb/ft



447983 in·lb ft / 1.770 > 1.50 OK = = =









17

15.3

13.6

11.9

10.2

8.5

6.8

5.1

3.4

1.7

0-60 -46.67 -33.33 -20 -6.67 6.67 20Moment (ft·k/ft)

Offset (ft)

Moment

a As fy 0.85 F'c 0.08 in² in / 60000 psi

0.85 5000 psi 1.18 in = = =



a As fy 0.85 F'c 0.02 in² in / 60000 psi

0.85 5000 psi 0.24 in = = =



a As fy 0.85 F'c 0.05 in² in / 60000 psi

0.85 5000 psi 0.71 in = = =



a As fy 0.85 F'c 0.05 in² in / 60000 psi

0.85 5000 psi 0.71 in = = =



a As fy 0.85 F'c 0.02 in² in / 60000 psi

0.85 5000 psi 0.24 in = = =



a As fy 0.85 F'c 0 in² in / 60000 psi

0.85 5000 psi 0 in = = =



a As fy 0.85 F'c 0 in² in / 60000 psi

0.85 5000 psi 0 in = = =







17

15.3

13.6

11.9

10.2

8.5

6.8

5.1

3.4

1.7

0-20 -13.33 -6.67 0 6.67 13.33 20Shear (k/ft)

Offset (ft)

Shear













Stem Shear Capacity





ldh 0.02 ψefy

λ F'c db 0.02 1.0 60000 psi

1.0 5000 psi 0.88 in 14.85 in = = =



ψt 1.0 bars are not horizontal = ψe 1.0 bar not epoxy coated = ψs 1.0 bars are #7 or larger = λ 1.0 normal weight concrete = s 2 / 12 in 2 / 6 in = = cover db 2 / + 2 in 0.88 in 2 / + 2.44 in = = cb 2.44 in lesser of half spacing, ctr to surface = Ktr 0.0 no transverse reinforcement = cb Ktr +

db 2.44 in 0.0 +

0.88 in 2.7857 = =

ld3.40

fyλ F'c


4060000 psi

1.0 5000 psi 1.0 1.0 1.0

2.5 0.88 in 22.27 in = = =



ld3.40

fyλ F'c


db

db 3.40

60000 psi1.0 5000 psi

1.0 1.0 1.0 2.56 in 0.0 +

1.13 in

1.13 in 31.58 in = = =



ldh 0.02 ψefy

λ F'c db 0.02 1.0 60000 psi

1.0 5000 psi 0.63 in 10.61 in = = =








db 2.31 in 0.0 +

0.63 in 3.70 = =

ld3.40

fyλ F'c


4060000 psi

1.0 5000 psi 1.0 1.0 0.80

2.5 0.63 in 12.73 in = = =







Controlling Moment

a As fy 0.85 F'c 0.07 in² in / 60000 psi

0.85 5000 psi 0.93 in = = =





Shear Check (ACI 318-11 11.1.1, 11.11.3.1)

β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.07 in² in / 60000 psi

0.85 5000 psi 0.93 in = = =

εt 0.003 da β1 / 1 - 0.003 20.5 in

0.93 in 0.80 / 1 - 0.0499 = = =

εt 0.0499 ≥ 0.004 =





24 in 12 in 0.0022 = = =

ρST_min0.0018 60000

fy 0.0018 60000

60000 psi 0.0018 = = =



MuφMn


ψt 1.0 12 inches or less cast below 3.00 inches - = ψe 1.0 bar not epoxy coated = ψs 1.0 bars are #7 or larger = λ 1.0 normal weight concrete = s 2 / 12 in 2 / 6 in = = cover db 2 / + 3 in 1 in 2 / + 3.5 in = = cb 3.5 in lesser of half spacing, ctr to surface = Ktr 0.0 no transverse reinforcement = cb Ktr +

db 3.5 in 0.0 +

1 in 3.50 = =

ld3.40

fyλ F'c


4060000 psi

1.0 5000 psi 1.0 1.0 1.0

2.5 1 in 25.46 in = = =




24 in #8 @ 12 in

Unfactored Loads

300 psf

913.6 psf 806.2 psf

Toe Factored Loads

24 in #8 @ 12 in


420 psf (Self-wt)

1279 psf 1129 psf1279 psf 1129 psf

7.84 k/ft






Controlling Moment

a As fy 0.85 F'c 0.03 in² in / 60000 psi

0.85 5000 psi 0.36 in = = =





Shear Check (ACI 318-11 11.1.1, 11.11.3.1)

β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.03 in² in / 60000 psi

0.85 5000 psi 0.36 in = = =

εt 0.003 da β1 / 1 - 0.003 19.69 in

0.36 in 0.80 / 1 - 0.1266 = = =

εt 0.1266 ≥ 0.004 =





24 in 12 in 0.0022 = = =

ρST_min0.0018 60000

fy 0.0018 60000

60000 psi 0.0018 = = =



MuφMn



db 4.31 in 0.0 +

0.63 in 6.90 = =

ld3.40

fyλ F'c


4060000 psi

1.0 5000 psi 1.30 1.0 0.80

2.5 0.63 in 16.55 in = = =




#5 @ 12 in

Unfactored Loads


792.8 psf 771.3 psf

Heel Factored Loads

24 in

#5 @ 12 in




1110 psf1080 psf4.25 k/ft






-983.23 psf7.87 k/ft

-41.95 ft·k/ft


17

14.88

12.75

10.63

8.5

6.38

4.25

2.13

0-50 -37.5 -25 -12.5 0Moment (ft·k/ft)

Moment


17

14.88

12.75

10.63

8.5

6.38

4.25

2.13

00 2 4 6 8Shear (k/ft)

Shear



-983.23 psf





17

15.3

13.6

11.9

10.2

8.5

6.8

5.1

3.4

1.7

0-60 -46.67 -33.33 -20 -6.67 6.67 20Moment (ft·k/ft)

Offset (ft)

Moment





φMn 30.5 ft·k ft ≥ Mu / 0 ft·k ft / = =






17

15.3

13.6

11.9

10.2

8.5

6.8

5.1

3.4

1.7

0-20 -13.33 -6.67 0 6.67 13.33 20Shear (k/ft)

Offset (ft)

Shear

φVn 15.83 k ft ≥ Vu / 7.87 k ft / = =







As_min3 F'c

fyd 3 5000 psi

60000 psi 12.44 in 0.04 in² in / = = =







β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.08 in² in / 60000 psi

0.85 5000 psi 1.18 in = = =

εt 0.003 da β1 / 1 - 0.003 12.44 in

1.18 in 0.80 / 1 - 0.0224 = = =

εt 0.0224 ≥ 0.004 =


β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.05 in² in / 60000 psi

0.85 5000 psi 0.71 in = = =

εt 0.003 da β1 / 1 - 0.003 12.56 in

0.71 in 0.80 / 1 - 0.0397 = = =

εt 0.0397 ≥ 0.004 =


β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.05 in² in / 60000 psi

0.85 5000 psi 0.71 in = = =

εt 0.003 da β1 / 1 - 0.003 12.56 in

0.71 in 0.80 / 1 - 0.0397 = = =

εt 0.0397 ≥ 0.004 =


ρhAs_horz shorz /

t 0.62 in² 12 in / 15 in 0.0034 = = =







MuφMn



ldh 0.02 ψefy

λ F'c db 0.02 1.0 60000 psi

1.0 5000 psi 1.13 in 19.14 in = = =




ld3.40

fyF'c


db

db 3.40

60000 psi5000 psi

1.0 1.0 1.0 1.0 2.56 in 0.0 +

1.13 in

1.13 in 31.58 in = = =







Design moment Mu for toe need not exceed moment at stem base:Mtoe 49.54 ft·k ft ≥ Mstem / 41.95 ft·k ft / = = Mu 41.95 ft·k ft stem base moment controls / =

Controlling Moment

a As fy 0.85 F'c 0.07 in² in / 60000 psi

0.85 5000 psi 0.93 in = = =





Shear Check (ACI 318-11 11.1.1, 11.11.3.1)

β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.07 in² in / 60000 psi

0.85 5000 psi 0.93 in = = =

εt 0.003 da β1 / 1 - 0.003 20.5 in

0.93 in 0.80 / 1 - 0.0499 = = =

εt 0.0499 ≥ 0.004 =





24 in 12 in 0.0022 = = =

ρST_min0.0018 60000

fy 0.0018 60000

60000 psi 0.0018 = = =



MuφMn



db 3.5 in 0.0 +

1 in 3.50 = =

ld3.40

fyλ F'c


4060000 psi

1.0 5000 psi 1.0 1.0 1.0

2.5 1 in 25.46 in = = =




24 in #8 @ 12 in

Unfactored Loads

300 psf

1226 psf 702.5 psf

Toe Factored Loads

24 in #8 @ 12 in


420 psf (Self-wt)

1645 psf 942.2 psf1645 psf

942.2 psf

8.74 k/ft






Controlling Moment

a As fy 0.85 F'c 0.03 in² in / 60000 psi

0.85 5000 psi 0.36 in = = =





Shear Check (ACI 318-11 11.1.1, 11.11.3.1)

β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.03 in² in / 60000 psi

0.85 5000 psi 0.36 in = = =

εt 0.003 da β1 / 1 - 0.003 19.69 in

0.36 in 0.80 / 1 - 0.1266 = = =

εt 0.1266 ≥ 0.004 =





24 in 12 in 0.0022 = = =

ρST_min0.0018 60000

fy 0.0018 60000

60000 psi 0.0018 = = =



MuφMn



db 4.31 in 0.0 +

0.63 in 6.90 = =

ld3.40

fyλ F'c


4060000 psi

1.0 5000 psi 1.30 1.0 0.80

2.5 0.63 in 16.55 in = = =




#5 @ 12 in

Unfactored Loads


636.9 psf 532.1 psf

Heel Factored Loads

24 in

#5 @ 12 in



713.8-854.3 psf (Bearing pressure)

854.3 psf713.8 psf4.87 k/ft






-983.23 psf7.87 k/ft

-41.95 ft·k/ft


17

14.88

12.75

10.63

8.5

6.38

4.25

2.13

0-50 -37.5 -25 -12.5 0Moment (ft·k/ft)

Moment


17

14.88

12.75

10.63

8.5

6.38

4.25

2.13

00 2 4 6 8Shear (k/ft)

Shear



-983.23 psf





17

15.3

13.6

11.9

10.2

8.5

6.8

5.1

3.4

1.7

0-60 -46.67 -33.33 -20 -6.67 6.67 20Moment (ft·k/ft)

Offset (ft)

Moment











17

15.3

13.6

11.9

10.2

8.5

6.8

5.1

3.4

1.7

0-20 -13.33 -6.67 0 6.67 13.33 20Shear (k/ft)

Offset (ft)

Shear

φVn 15.83 k ft ≥ Vu / 7.87 k ft / = =







As_min3 F'c

fyd 3 5000 psi

60000 psi 12.44 in 0.04 in² in / = = =







β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.08 in² in / 60000 psi

0.85 5000 psi 1.18 in = = =

εt 0.003 da β1 / 1 - 0.003 12.44 in

1.18 in 0.80 / 1 - 0.0224 = = =

εt 0.0224 ≥ 0.004 =


β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.05 in² in / 60000 psi

0.85 5000 psi 0.71 in = = =

εt 0.003 da β1 / 1 - 0.003 12.56 in

0.71 in 0.80 / 1 - 0.0397 = = =

εt 0.0397 ≥ 0.004 =


β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.05 in² in / 60000 psi

0.85 5000 psi 0.71 in = = =

εt 0.003 da β1 / 1 - 0.003 12.56 in

0.71 in 0.80 / 1 - 0.0397 = = =

εt 0.0397 ≥ 0.004 =


ρhAs_horz shorz /

t 0.62 in² 12 in / 15 in 0.0034 = = =







MuφMn



ldh 0.02 ψefy

λ F'c db 0.02 1.0 60000 psi

1.0 5000 psi 1.13 in 19.14 in = = =




ld3.40

fyF'c


db

db 3.40

60000 psi5000 psi

1.0 1.0 1.0 1.0 2.56 in 0.0 +

1.13 in

1.13 in 31.58 in = = =








Controlling Moment

a As fy 0.85 F'c 0.07 in² in / 60000 psi

0.85 5000 psi 0.93 in = = =





Shear Check (ACI 318-11 11.1.1, 11.11.3.1)

β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.07 in² in / 60000 psi

0.85 5000 psi 0.93 in = = =

εt 0.003 da β1 / 1 - 0.003 20.5 in

0.93 in 0.80 / 1 - 0.0499 = = =

εt 0.0499 ≥ 0.004 =





24 in 12 in 0.0022 = = =

ρST_min0.0018 60000

fy 0.0018 60000

60000 psi 0.0018 = = =



MuφMn



db 3.5 in 0.0 +

1 in 3.50 = =

ld3.40

fyλ F'c


4060000 psi

1.0 5000 psi 1.0 1.0 1.0

2.5 1 in 25.46 in = = =




24 in #8 @ 12 in

Unfactored Loads

300 psf

1226 psf 702.5 psf

Toe Factored Loads

24 in #8 @ 12 in


360 psf (Self-wt)

1462 psf 837.1 psf1462 psf

837.1 psf

7.89 k/ft






Controlling Moment

a As fy 0.85 F'c 0.03 in² in / 60000 psi

0.85 5000 psi 0.36 in = = =





Shear Check (ACI 318-11 11.1.1, 11.11.3.1)

β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.03 in² in / 60000 psi

0.85 5000 psi 0.36 in = = =

εt 0.003 da β1 / 1 - 0.003 19.69 in

0.36 in 0.80 / 1 - 0.1266 = = =

εt 0.1266 ≥ 0.004 =





24 in 12 in 0.0022 = = =

ρST_min0.0018 60000

fy 0.0018 60000

60000 psi 0.0018 = = =



MuφMn



db 4.31 in 0.0 +

0.63 in 6.90 = =

ld3.40

fyλ F'c


4060000 psi

1.0 5000 psi 1.30 1.0 0.80

2.5 0.63 in 16.55 in = = =




#5 @ 12 in

Unfactored Loads


636.9 psf 532.1 psf

Heel Factored Loads

24 in

#5 @ 12 in



634.1-759 psf (Bearing pressure)

759 psf634.1 psf4.13 k/ft






-983.23 psf-20.69 psf

-82.76 psf

8.69 k/ft

-49.9 ft·k/ft


17

14.88

12.75

10.63

8.5

6.38

4.25

2.13

0-50 -37.5 -25 -12.5 0Moment (ft·k/ft)

Moment


17

14.88

12.75

10.63

8.5

6.38

4.25

2.13

00 2.25 4.5 6.75 9Shear (k/ft)

Shear



-983.23 psf -20.69 psf

-82.76 psf





17

15.3

13.6

11.9

10.2

8.5

6.8

5.1

3.4

1.7

0-60 -46.67 -33.33 -20 -6.67 6.67 20Moment (ft·k/ft)

Offset (ft)

Moment











17

15.3

13.6

11.9

10.2

8.5

6.8

5.1

3.4

1.7

0-20 -13.33 -6.67 0 6.67 13.33 20Shear (k/ft)

Offset (ft)

Shear

φVn 15.83 k ft ≥ Vu / 8.69 k ft / = =







As_min3 F'c

fyd 3 5000 psi

60000 psi 12.44 in 0.04 in² in / = = =




As_min3 F'c

fyd 3 5000 psi

60000 psi 12.56 in 0.04 in² in / = = =





β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.08 in² in / 60000 psi

0.85 5000 psi 1.18 in = = =

εt 0.003 da β1 / 1 - 0.003 12.44 in

1.18 in 0.80 / 1 - 0.0224 = = =

εt 0.0224 ≥ 0.004 =


β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.05 in² in / 60000 psi

0.85 5000 psi 0.71 in = = =

εt 0.003 da β1 / 1 - 0.003 12.56 in

0.71 in 0.80 / 1 - 0.0397 = = =

εt 0.0397 ≥ 0.004 =


β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.05 in² in / 60000 psi

0.85 5000 psi 0.71 in = = =

εt 0.003 da β1 / 1 - 0.003 12.56 in

0.71 in 0.80 / 1 - 0.0397 = = =

εt 0.0397 ≥ 0.004 =






ρhAs_horz shorz /

t 0.62 in² 12 in / 15 in 0.0034 = = =



MuφMn



ldh 0.02 ψefy

λ F'c db 0.02 1.0 60000 psi

1.0 5000 psi 1.13 in 19.14 in = = =




ld3.40

fyF'c


db

db 3.40

60000 psi5000 psi

1.0 1.0 1.0 1.0 2.56 in 0.0 +

1.13 in

1.13 in 31.58 in = = =








8.25 ft

5 ft 2 ft

24 in

14 ft 12

ft

36 in

2 ft

1 ft



36 in

#5 @ 12 in (S&T)#5 @ 12 in#5 @ 12 in (S&T)#5 @ 18 in

Design Detail


----- Stability Checks -----0.804 Overturning 1.86 1.50 0.6D + 1.0H0.035 Bearing Pressure 40000 psf 1391 psf 1.0D + 1.0H + 0.7E0.499 Bearing Eccentricity 8.24 in 16.5 in 1.0D + 1.0H + 0.7E

----- Toe Checks -----0.153 Shear 26.33 k/ft 4.04 k/ft 1.4D + 1.6H0.477 Moment 28.6 ft·k/ft 13.63 ft·k/ft 1.2D + 1.6H + 1.0E0.030 Min Strain 0.1331 0.0040 1.4D + 1.6H0.000 Min Steel 0.03 in² 0 in² 1.4D + 1.6H0.333 Development 36 in 12 in 1.4D + 1.6H0.667 S&T Max Spacing 12 in 18 in 1.4D + 1.6H0.836 S&T Min Rho 0.0022 0.0018 1.4D + 1.6H


----- Stem Checks -----0.662 Moment 24.49 ft·k/ft 16.21 ft·k/ft Earthquake: 1.2D + 1.6H + 1.0E0.256 Shear 16.07 k/ft 4.11 k/ft Earthquake: 1.2D + 1.6H + 1.0E0.050 Max Steel 0.0805 0.0040 Max Flood: 1.4D + 1.6H0.000 Min Steel 0 in²/in 0 in²/in Max Flood: 1.4D + 1.6H0.286 Base Development 21 in 6 in Max Flood: 1.4D + 1.6H0.552 Lap Splice Length 36 in 19.86 in Max Flood: 1.4D + 1.6H0.000 Lap Splice Spacing 0 in 3.97 in Max Flood: 1.4D + 1.6H0.581 Horz Bar Rho 0.0034 0.0020 Max Flood: 1.4D + 1.6H0.667 Horz Bar Spacing 12 in 18 in Max Flood: 1.4D + 1.6H

Criteria





Loads

11 ft

2 ft

13 ft 11

ft1

ft

γ = 125 lb/ft³φ = 32°c = 0 psf

2 ft

γ = 125 lb/ft³φ = 32°c = 0 psf

γ = 125 lb/ft³φ = 32°c = 0 psfKh = 0.10Kv = 0.05


Load Combinations


Backfill Pressure

11 ft

2 ft

13 ft 11

ft1

ft

γ = 125 lb/ft³φ = 32°c = 0 psf -499.3 psf

13 ft

270.5 lb/in

13 ft

4.33

ft

-422.48 psf193.6 lb/in

3.67

ftRankine Active Earth Pressure Theory

Ka tan² 45° φ2 - tan ² 45° 32°

2 - 0.3073 = = =








Passive Pressure2

ft

γ = 125 lb/ft³φ = 32°c = 0 psf

813.6 psf 2 ft

67.8 lb/in

0.67 ft


Kp tan² 45° φ2 + tan ² 45° 32°

2 + 3.2546 = = =



Wall/Soil Weights

206.3 lb/in

187.5 lb/in 229.2 lb/in

0 lb/in




Bearing Pressure

1405 psf469.3 psf

644.1 lb/in

3.44 ft

e = 8.24 in

418.7 lb/in

F μ R 0.650 644.1 lb in / 418.7 lb in / = = = Friction


Vert Force ...offset Horz Force ...offset OT MomentBackfill Pressure -0 lb/in - -270.45 lb/in 4.33 ft 168762 in·lb/ftSeismic Force -21.23 lb/in 8.25 ft -45.53 lb/in 7.8 ft 25917 in·lb/ftFooting Weight -206.25 lb/in 4.13 ft 0 lb/in - -122512.5 in·lb/ftStem Weight -187.5 lb/in 5.63 ft 0 lb/in - -151875 in·lb/ftBackfill Weight -229.17 lb/in 7.25 ft 0 lb/in - -239250 in·lb/ftSoil over toe Weight -0 lb/in - 0 lb/in - -0 in·lb/ft


644.15 lb in / - 3.44 ft =





Force Distance MomentBackfill pressure (horz) 270.5 lb/in 4.33 ft 168762 in·lb/ft


Force Distance MomentBackfill pressure (vert) 0 lb/in 8.25 ft 0 in·lb/ftPassive pressure @ toe 67.8 lb/in 0.67 ft 6509 in·lb/ftFooting Weight -206.25 lb/in 4.13 ft 122513 in·lb/ftStem Weight -187.5 lb/in 5.63 ft 151875 in·lb/ftBackfill Weight -229.17 lb/in 7.25 ft 239250 in·lb/ftSoil over toe Weight -0 lb/in 2.5 ft 0 in·lb/ft



168762 in·lb ft / 3.082 > 1.50 OK = = =










Force Distance MomentBackfill pressure (horz) 270.5 lb/in 4.33 ft 168762 in·lb/ft


Force Distance MomentBackfill pressure (vert) 0 lb/in 8.25 ft 0 in·lb/ftPassive pressure @ toe 67.8 lb/in 0.67 ft 6509 in·lb/ftFooting Weight -123.75 lb/in 4.13 ft 73508 in·lb/ftStem Weight -112.5 lb/in 5.63 ft 91125 in·lb/ftBackfill Weight -137.5 lb/in 7.25 ft 143550 in·lb/ftSoil over toe Weight -0 lb/in 2.5 ft 0 in·lb/ft



168762 in·lb ft / 1.865 > 1.50 OK = = =









12

10.8

9.6

8.4

7.2

6

4.8

3.6

2.4

1.2

0-25 -18.33 -11.67 -5 1.67 8.33 15Moment (ft·k/ft)

Offset (ft)

Moment

a As fy 0.85 F'c 0.04 in² in / 60000 psi

0.85 5000 psi 0.52 in = = =



a As fy 0.85 F'c 0.02 in² in / 60000 psi

0.85 5000 psi 0.24 in = = =



a As fy 0.85 F'c 0.03 in² in / 60000 psi

0.85 5000 psi 0.36 in = = =



a As fy 0.85 F'c 0.03 in² in / 60000 psi

0.85 5000 psi 0.36 in = = =



a As fy 0.85 F'c 0.02 in² in / 60000 psi

0.85 5000 psi 0.24 in = = =



a As fy 0.85 F'c 0 in² in / 60000 psi

0.85 5000 psi 0 in = = =



a As fy 0.85 F'c 0 in² in / 60000 psi

0.85 5000 psi 0 in = = =







12

10.8

9.6

8.4

7.2

6

4.8

3.6

2.4

1.2

0-20 -13.33 -6.67 0 6.67 13.33 20Shear (k/ft)

Offset (ft)

Shear













Stem Shear Capacity





ldh 0.02 ψefy

λ F'c db 0.02 1.0 60000 psi

1.0 5000 psi 0.63 in 10.61 in = = =




db 2.31 in 0.0 +

0.63 in 3.70 = =

ld3.40

fyλ F'c


4060000 psi

1.0 5000 psi 1.0 1.0 0.80

2.5 0.63 in 12.73 in = = =



db 2.38 in 0.0 +

0.75 in 3.1667 = =

ld3.40

fyλ F'c


4060000 psi

1.0 5000 psi 1.0 1.0 0.80

2.5 0.75 in 15.27 in = = =



ldh 0.02 ψefy

λ F'c db 0.02 1.0 60000 psi

1.0 5000 psi 0.63 in 10.61 in = = =








db 2.31 in 0.0 +

0.63 in 3.70 = =

ld3.40

fyλ F'c


4060000 psi

1.0 5000 psi 1.0 1.0 0.80

2.5 0.63 in 12.73 in = = =







Controlling Moment

a As fy 0.85 F'c 0.03 in² in / 60000 psi

0.85 5000 psi 0.36 in = = =





Shear Check (ACI 318-11 11.1.1, 11.11.3.1)

β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.03 in² in / 60000 psi

0.85 5000 psi 0.36 in = = =

εt 0.003 da β1 / 1 - 0.003 20.69 in

0.36 in 0.80 / 1 - 0.1331 = = =

εt 0.1331 ≥ 0.004 =





24 in 12 in 0.0022 = = =

ρST_min0.0018 60000

fy 0.0018 60000

60000 psi 0.0018 = = =



MuφMn


ψt 1.0 12 inches or less cast below 3.00 inches - = ψe 1.0 bar not epoxy coated = ψs 0.80 bars are #6 or smaller = λ 1.0 normal weight concrete = s 2 / 12 in 2 / 6 in = = cover db 2 / + 3 in 0.63 in 2 / + 3.31 in = = cb 3.31 in lesser of half spacing, ctr to surface = Ktr 0.0 no transverse reinforcement = cb Ktr +

db 3.31 in 0.0 +

0.63 in 5.30 = =

ld3.40

fyλ F'c


4060000 psi

1.0 5000 psi 1.0 1.0 0.80

2.5 0.63 in 12.73 in = = =




24 in

#5 @ 12 in

Unfactored Loads

300 psf

1091 psf 866.9 psf

Toe Factored Loads

24 in

#5 @ 12 in


420 psf (Self-wt)

1527 psf 1214 psf1527 psf 1214 psf

4.75 k/ft






Controlling Moment

a As fy 0.85 F'c 0.03 in² in / 60000 psi

0.85 5000 psi 0.36 in = = =





Shear Check (ACI 318-11 11.1.1, 11.11.3.1)

β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.03 in² in / 60000 psi

0.85 5000 psi 0.36 in = = =

εt 0.003 da β1 / 1 - 0.003 19.69 in

0.36 in 0.80 / 1 - 0.1266 = = =

εt 0.1266 ≥ 0.004 =





24 in 12 in 0.0022 = = =

ρST_min0.0018 60000

fy 0.0018 60000

60000 psi 0.0018 = = =



MuφMn



db 4.31 in 0.0 +

0.63 in 6.90 = =

ld3.40

fyλ F'c


4060000 psi

1.0 5000 psi 1.30 1.0 0.80

2.5 0.63 in 16.55 in = = =




#5 @ 12 in

Unfactored Loads


810.9 psf 721.4 psf

Heel Factored Loads

24 in

#5 @ 12 in




1135 psf1010 psf2.54 k/ft






-675.97 psf3.72 k/ft

-13.63 ft·k/ft


12

10.5

9

7.5

6

4.5

3

1.5

0-14 -10.5 -7 -3.5 0Moment (ft·k/ft)

Moment


12

10.5

9

7.5

6

4.5

3

1.5

00 1 2 3 4Shear (k/ft)

Shear



-675.97 psf





12

10.8

9.6

8.4

7.2

6

4.8

3.6

2.4

1.2

0-25 -18.33 -11.67 -5 1.67 8.33 15Moment (ft·k/ft)

Offset (ft)

Moment










12

10.8

9.6

8.4

7.2

6

4.8

3.6

2.4

1.2

0-20 -13.33 -6.67 0 6.67 13.33 20Shear (k/ft)

Offset (ft)

Shear

φVn 16.07 k ft ≥ Vu / 3.72 k ft / = =












β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.04 in² in / 60000 psi

0.85 5000 psi 0.52 in = = =

εt 0.003 da β1 / 1 - 0.003 12.63 in

0.52 in 0.80 / 1 - 0.0555 = = =

εt 0.0555 ≥ 0.004 =


β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.03 in² in / 60000 psi

0.85 5000 psi 0.36 in = = =

εt 0.003 da β1 / 1 - 0.003 12.69 in

0.36 in 0.80 / 1 - 0.0805 = = =

εt 0.0805 ≥ 0.004 =


β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.03 in² in / 60000 psi

0.85 5000 psi 0.36 in = = =

εt 0.003 da β1 / 1 - 0.003 12.69 in

0.36 in 0.80 / 1 - 0.0805 = = =

εt 0.0805 ≥ 0.004 =


ρhAs_horz shorz /

t 0.62 in² 12 in / 15 in 0.0034 = = =







MuφMn



ldh 0.02 ψefy

λ F'c db 0.02 1.0 60000 psi

1.0 5000 psi 0.75 in 12.73 in = = =

Factoring ldh by the 0.7 multiplier of 12.5.3 a : ldh 8.91 in = Factoring ldh by the excess reinforcement ratio 0.5567 per 12.5.3 d : ldh 4.96 in = 8 db 8 0.75 in 6.0 minimum limit, does not control = = 6 inch minimum controlsldh_prov 21 in ≥ ldh 6 in = =



db 2.38 in 0.0 +

0.75 in 3.1667 = =

ld3.40

fyF'c

ψt ψe ψs λ 2.5 db 3.

4060000 psi5000 psi

1.0 1.0 0.80 1.0 2.5 0.75 in 15.27 in = = =

llap 1.3 ld 1.3 15.27 in 19.86 in = = = llap_prov 36 in ≥ llap 19.86 in = = 1 5 / llap 1 5 / 19.86 in 3.9711 ≤ 6.0 = = strans 0 in ≤ 1 5 / llap 1 5 / 19.86 in 3.9711 = = =

Lap Splice Checks (ACI 318-05 12.14.2.3, 12.15.1, 12.15.2) - #5 lap with #6, from 0 ft to 3 ft (from stem base)






Controlling Moment

a As fy 0.85 F'c 0.03 in² in / 60000 psi

0.85 5000 psi 0.36 in = = =





Shear Check (ACI 318-11 11.1.1, 11.11.3.1)

β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.03 in² in / 60000 psi

0.85 5000 psi 0.36 in = = =

εt 0.003 da β1 / 1 - 0.003 20.69 in

0.36 in 0.80 / 1 - 0.1331 = = =

εt 0.1331 ≥ 0.004 =





24 in 12 in 0.0022 = = =

ρST_min0.0018 60000

fy 0.0018 60000

60000 psi 0.0018 = = =



MuφMn



db 3.31 in 0.0 +

0.63 in 5.30 = =

ld3.40

fyλ F'c


4060000 psi

1.0 5000 psi 1.0 1.0 0.80

2.5 0.63 in 12.73 in = = =




24 in

#5 @ 12 in

Unfactored Loads

300 psf

1405 psf 837.7 psf

Toe Factored Loads

24 in

#5 @ 12 in


420 psf (Self-wt)

1902 psf 1134 psf1902 psf

1134 psf






Controlling Moment

a As fy 0.85 F'c 0.03 in² in / 60000 psi

0.85 5000 psi 0.36 in = = =





Shear Check (ACI 318-11 11.1.1, 11.11.3.1)

β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.03 in² in / 60000 psi

0.85 5000 psi 0.36 in = = =

εt 0.003 da β1 / 1 - 0.003 19.69 in

0.36 in 0.80 / 1 - 0.1266 = = =

εt 0.1266 ≥ 0.004 =





24 in 12 in 0.0022 = = =

ρST_min0.0018 60000

fy 0.0018 60000

60000 psi 0.0018 = = =



MuφMn



db 4.31 in 0.0 +

0.63 in 6.90 = =

ld3.40

fyλ F'c


4060000 psi

1.0 5000 psi 1.30 1.0 0.80

2.5 0.63 in 16.55 in = = =




#5 @ 12 in

Unfactored Loads


696 psf 469.3 psf

Heel Factored Loads

24 in

#5 @ 12 in



635.3-942.3 psf (Bearing pressure)

942.3 psf635.3 psf3.11 k/ft






-675.97 psf3.72 k/ft

-13.63 ft·k/ft


12

10.5

9

7.5

6

4.5

3

1.5

0-14 -10.5 -7 -3.5 0Moment (ft·k/ft)

Moment


12

10.5

9

7.5

6

4.5

3

1.5

00 1 2 3 4Shear (k/ft)

Shear



-675.97 psf





12

10.8

9.6

8.4

7.2

6

4.8

3.6

2.4

1.2

0-25 -18.33 -11.67 -5 1.67 8.33 15Moment (ft·k/ft)

Offset (ft)

Moment










12

10.8

9.6

8.4

7.2

6

4.8

3.6

2.4

1.2

0-20 -13.33 -6.67 0 6.67 13.33 20Shear (k/ft)

Offset (ft)

Shear

φVn 16.07 k ft ≥ Vu / 3.72 k ft / = =












β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.04 in² in / 60000 psi

0.85 5000 psi 0.52 in = = =

εt 0.003 da β1 / 1 - 0.003 12.63 in

0.52 in 0.80 / 1 - 0.0555 = = =

εt 0.0555 ≥ 0.004 =


β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.03 in² in / 60000 psi

0.85 5000 psi 0.36 in = = =

εt 0.003 da β1 / 1 - 0.003 12.69 in

0.36 in 0.80 / 1 - 0.0805 = = =

εt 0.0805 ≥ 0.004 =


β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.03 in² in / 60000 psi

0.85 5000 psi 0.36 in = = =

εt 0.003 da β1 / 1 - 0.003 12.69 in

0.36 in 0.80 / 1 - 0.0805 = = =

εt 0.0805 ≥ 0.004 =


ρhAs_horz shorz /

t 0.62 in² 12 in / 15 in 0.0034 = = =







MuφMn



ldh 0.02 ψefy

λ F'c db 0.02 1.0 60000 psi

1.0 5000 psi 0.75 in 12.73 in = = =




db 2.38 in 0.0 +

0.75 in 3.1667 = =

ld3.40

fyF'c


4060000 psi5000 psi

1.0 1.0 0.80 1.0 2.5 0.75 in 15.27 in = = =








Controlling Moment

a As fy 0.85 F'c 0.03 in² in / 60000 psi

0.85 5000 psi 0.36 in = = =





Shear Check (ACI 318-11 11.1.1, 11.11.3.1)

β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.03 in² in / 60000 psi

0.85 5000 psi 0.36 in = = =

εt 0.003 da β1 / 1 - 0.003 20.69 in

0.36 in 0.80 / 1 - 0.1331 = = =

εt 0.1331 ≥ 0.004 =





24 in 12 in 0.0022 = = =

ρST_min0.0018 60000

fy 0.0018 60000

60000 psi 0.0018 = = =



MuφMn



db 3.31 in 0.0 +

0.63 in 5.30 = =

ld3.40

fyλ F'c


4060000 psi

1.0 5000 psi 1.0 1.0 0.80

2.5 0.63 in 12.73 in = = =




24 in

#5 @ 12 in

Unfactored Loads

300 psf

1405 psf 837.7 psf

Toe Factored Loads

24 in

#5 @ 12 in


360 psf (Self-wt)

1676 psf 999.8 psf

4.89 k/ft






Controlling Moment

a As fy 0.85 F'c 0.03 in² in / 60000 psi

0.85 5000 psi 0.36 in = = =





Shear Check (ACI 318-11 11.1.1, 11.11.3.1)

β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.03 in² in / 60000 psi

0.85 5000 psi 0.36 in = = =

εt 0.003 da β1 / 1 - 0.003 19.69 in

0.36 in 0.80 / 1 - 0.1266 = = =

εt 0.1266 ≥ 0.004 =





24 in 12 in 0.0022 = = =

ρST_min0.0018 60000

fy 0.0018 60000

60000 psi 0.0018 = = =



MuφMn



db 4.31 in 0.0 +

0.63 in 6.90 = =

ld3.40

fyλ F'c


4060000 psi

1.0 5000 psi 1.30 1.0 0.80

2.5 0.63 in 16.55 in = = =




#5 @ 12 in

Unfactored Loads


696 psf 469.3 psf

Heel Factored Loads

24 in

#5 @ 12 in



560-830.6 psf (Bearing pressure)

830.6 psf560 psf2.63 k/ft






-675.97 psf-14.22 psf

-56.9 psf

4.11 k/ft

-16.21 ft·k/ft


12

10.5

9

7.5

6

4.5

3

1.5

0-18 -13.5 -9 -4.5 0Moment (ft·k/ft)

Moment


12

10.5

9

7.5

6

4.5

3

1.5

00 1.25 2.5 3.75 5Shear (k/ft)

Shear



-675.97 psf -14.22 psf

-56.9 psf





12

10.8

9.6

8.4

7.2

6

4.8

3.6

2.4

1.2

0-25 -18.33 -11.67 -5 1.67 8.33 15Moment (ft·k/ft)

Offset (ft)

Moment










12

10.8

9.6

8.4

7.2

6

4.8

3.6

2.4

1.2

0-20 -13.33 -6.67 0 6.67 13.33 20Shear (k/ft)

Offset (ft)

Shear

φVn 16.07 k ft ≥ Vu / 4.11 k ft / = =












β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.04 in² in / 60000 psi

0.85 5000 psi 0.52 in = = =

εt 0.003 da β1 / 1 - 0.003 12.63 in

0.52 in 0.80 / 1 - 0.0555 = = =

εt 0.0555 ≥ 0.004 =


β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.03 in² in / 60000 psi

0.85 5000 psi 0.36 in = = =

εt 0.003 da β1 / 1 - 0.003 12.69 in

0.36 in 0.80 / 1 - 0.0805 = = =

εt 0.0805 ≥ 0.004 =


β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.03 in² in / 60000 psi

0.85 5000 psi 0.36 in = = =

εt 0.003 da β1 / 1 - 0.003 12.69 in

0.36 in 0.80 / 1 - 0.0805 = = =

εt 0.0805 ≥ 0.004 =


ρhAs_horz shorz /

t 0.62 in² 12 in / 15 in 0.0034 = = =







MuφMn



ldh 0.02 ψefy

λ F'c db 0.02 1.0 60000 psi

1.0 5000 psi 0.75 in 12.73 in = = =




db 2.38 in 0.0 +

0.75 in 3.1667 = =

ld3.40

fyF'c


4060000 psi5000 psi

1.0 1.0 0.80 1.0 2.5 0.75 in 15.27 in = = =





Bridge Footing


Bridge Footing


5.83 ft

2.5 ft 2 ft

14 in

5.67

ft 4.5

ft

4.17

ft

1.5

ft

#5 @ 12 in (S&T)#5 @ 12 in#5 @ 12 in (S&T)#5 @ 12 in


#5 @ 12 in (S&T)#5 @ 12 in#5 @ 12 in (S&T)#5 @ 12 in

Design Detail


----- Stability Checks -----0.292 Overturning 5.14 1.50 1.0D + 1.0L + 0.6H0.230 Sliding 6.53 1.50 1.0D + 1.0L + 0.6H2.304 Bearing Pressure 2500 psf 5759 psf 1.0D + 1.0L + 1.0H0.094 Bearing Eccentricity 1.09 in 11.67 in 1.0D + 1.0L + 1.0H

----- Toe Checks -----0.868 Shear 13.52 k/ft 11.74 k/ft 1.2D + 1.6L + 1.6H0.565 Moment 20.53 ft·k/ft 11.6 ft·k/ft 1.2D + 1.6L + 1.6H0.086 Min Strain 0.0463 0.0040 1.2D + 1.6L + 1.6H0.000 Min Steel 0.04 in² 0 in² 1.2D + 1.6L + 1.6H0.324 Development 37 in 12 in 1.2D + 1.6L + 1.6H0.667 S&T Max Spacing 12 in 18 in 1.2D + 1.6L + 1.6H0.488 S&T Min Rho 0.0037 0.0018 1.2D + 1.6L + 1.6H

----- Heel Checks -----0.104 Shear 14.8 k/ft 1.54 k/ft 1.4D0.059 Moment 22.51 ft·k/ft 1.32 ft·k/ft 1.2D + 1.6L + 1.6H0.079 Min Strain 0.0509 0.0040 1.2D + 1.6L + 1.6H0.000 Min Steel 0.04 in² 0 in² 1.2D + 1.6L + 1.6H0.273 Development 44 in 12 in 1.2D + 1.6L + 1.6H0.667 S&T Max Spacing 12 in 18 in 1.2D + 1.6L + 1.6H0.488 S&T Min Rho 0.0037 0.0018 1.2D + 1.6L + 1.6H

----- Stem Checks -----0.616 Moment 18.84 ft·k/ft 11.6 ft·k/ft 1.2D + 1.6L + 1.6H0.178 Shear 17.42 k/ft 3.11 k/ft 1.2D + 1.6L + 1.6H0.046 Max Steel 0.0871 0.0040 1.2D + 1.6L + 1.6H0.000 Min Steel 0 in²/in 0 in²/in 1.2D + 1.6L + 1.6H0.545 Base Development 11 in 6 in 1.2D + 1.6L + 1.6H0.619 Horz Bar Rho 0.0032 0.0020 1.2D + 1.6L + 1.6H0.667 Horz Bar Spacing 12 in 18 in 1.2D + 1.6L + 1.6H

Criteria

Building Code IBC 2012Concrete Load Combs IBC 2012 (Strength)Masonry Load Combs ASCE 7-10 (ASD)Stability Load Combs ASCE 7-10 (ASD)Restrained Against Sliding NoNeglect Bearing At Heel YesUse Vert. Comp. for OT NoUse Vert. Comp. for Sliding NoUse Vert. Comp. for Bearing YesUse Surcharge for Sliding & OT YesUse Surcharge for Bearing YesNeglect Soil Over Toe NoNeglect Backfill Wt. for Coulomb NoFactor Soil Weight As Dead YesUse Passive Force for OT YesAssume Pressure To Top YesExtend Backfill Pressure To Key Bottom NoUse Toe Passive Pressure for Bearing NoRequired F.S. for OT 1.50Required F.S. for Sliding 1.50Has Different Safety Factors for Seismic YesSeismic F.S. for OT 1.20Seismic F.S. for Sliding 1.20Allowable Bearing Pressure 2500 psfReq'd Bearing Location Middle thirdWall Friction Angle 25°Friction Coefficent 0.35Soil Reaction Modulus 288000 lb/ft³

QuickRWall 4.0 (iesweb.com) \\Franson\Projects\UT\Eastern\Millsite Re...\Bridge Footing.rwd Page 1 of 23 Thursday 11/05/15 2:24 PM


Bridge Footing

Loads

3 ft

4.17

ft

4.17

ft

-0 ft

1.5

ft

γ = 125 lb/ft³φ = 32°c = 0 psf

4.17

ft

γ = 125 lb/ft³φ = 32°c = 0 psf

-1770 psf

DL=11 k/ft, LL=16.11 k/ft

γ = 125 lb/ft³φ = 32°c = 0 psfKh = 0.10Kv = 0.05


Load Combinations

IBC 2012 (Strength) 1.2D + 1.6L + 1.6H 1.2D + 1.6L + 0.9H 1.2D + 0.5L + 1.6H + 1.0E 1.2D + 0.5L + 1.6H 1.2D + 0.5L + 0.9H + 1.0E 1.2D + 0.5L + 0.9H 1.2D + 1.6H + 1.0E 1.2D + 1.6H 1.2D + 0.9H + 1.0E 1.2D + 0.9H 0.9D + 1.6H + 1.0E 0.9D + 1.6H 0.9D + 0.9H + 1.0E 0.9D + 0.9H 1.4D

Backfill Pressure

3 ft

4.17

ft

4.17

ft

-0 ft

1.5

ft

γ = 125 lb/ft³φ = 32°c = 0 psf

-160.03 psf

4.17

ft

27.78 lb/in4.17

ft

1.39

ft

-115.22 psf14.4 lb/in

1 ft


Ka tan² 45° φ2 - tan ² 45° 32°

2 - 0.3073 = = =







Bridge Footing

Passive Pressure

4.17

ft

γ = 125 lb/ft³φ = 32°c = 0 psf

1696 psf

4.17

ft

294.8 lb/in 1.39 ft


Kp tan² 45° φ2 + tan ² 45° 32°

2 + 3.2546 = = =





Bridge Footing

Seismic Pressure

γ = 125 lb/ft³φ = 32°c = 0 psfKh = 0.10Kv = 0.05

-5.95 psf

-23.78 psf

4.17

ft

5.16 lb/in

4.17

ft

2.5

ft

4.68 lb/in

2.18 lb/in

-4.28 psf

-17.12 psf2.68 lb/in

1.8

ft 2.42 lb/in

1.13 lb/in

Dynamic static force Mononobe Okabe equation - +

θ' atan kh1 kv - arctan 0.10

1 0.050 - 6.01° = = =

Kaesin² β φ θ' - +

cos θ' sin² β sin β θ' δ - - 1 sin φ δ + sin φ θ' α - - sin β δ θ' - - sin α β + + 2 ^

=

sin ² 90° 30° 6.01° - +

cos 6.01° sin ² 90° sin 90° 6.01° 25° - - 1 sin 30° 25° + sin 30° 6.01° 0° - - sin 90° 25° 6.01° - - sin 0° 90° + + 2 ^

=

0.37 lb in / =

Pae12 Kae γ H 2 ^ 1 kv - 1

2 0.37 lb in / 125 lb ft³ / 4.17 ft 2 ^ 1 0.050 - 31.92 lb in / = = =

Static only force Coulomb equation -

Kasin² β φ +

sin² β sin β δ - 1 sin φ δ + sin φ α - sin β δ - sin α β + + 2 ^

=

sin ² 90° 30° +

sin ² 90° sin 90° 25° - 1 sin 30° 25° + sin 30° 0° - sin 90° 25° - sin 0° 90° + + 2 ^

=

0.2959 =

Pa12 Ka γ H 2 ^ 1

2 0.2959 125 lb ft³ / 4.17 ft 2 ^ 26.76 lb in / = = =

Net dynamic forceΔPae Pae Pa - 31.92 lb in / 26.76 lb in / - 5.16 lb in / = = = αP 90° β δ + - 90° 90° 25° + - 25° resultant force angle with horizontal = = = To arrive at the pressure distribution illustrated above used to determine stem moments , apply inverted triangular pressure plus a uniform portion to bring resultant to 0.6H

σe_top85ΔPae

H 85

5.16 lb in / 4.17 ft 23.78 psf = = =

σe_bot25ΔPae

H 25

5.16 lb in / 4.17 ft 5.95 psf = = =

Seismic Pressure



Bridge Footing

Manually Specified Lateral Stem Pressure

-1770 psf 1770 lb/ft

Wall/Soil Weights

85.07 lb/in

75 lb/in62.5 lb/in78.21 lb/in



Bridge Footing

Bearing Pressure

5764 psf4778 psf2562 lb/in

2.83 ft

e = 1.09 in

896.7 lb/in

F μ R 0.350 2562 lb in / 896.7 lb in / = = = Friction


Vert Force ...offset Horz Force ...offset OT MomentBackfill Pressure -0 lb/in - -27.78 lb/in 1.39 ft 5557 in·lb/ftManual Lateral Pressure -0 lb/in - -147.5 lb/in 5.17 ft 109740 in·lb/ftAxial Dead Load -916.67 lb/in 3.17 ft 0 lb/in - -418000 in·lb/ftAxial Live Load -1342.5 lb/in 3.17 ft 0 lb/in - -612180 in·lb/ftSeismic Force -2.18 lb/in 5.83 ft -4.68 lb/in 2.5 ft -148.26 in·lb/ftFooting Weight -85.07 lb/in 2.92 ft 0 lb/in - -35729.17 in·lb/ftStem Weight -75 lb/in 3.17 ft 0 lb/in - -34200 in·lb/ftBackfill Weight -62.5 lb/in 4.83 ft 0 lb/in - -43500 in·lb/ftSoil over toe Weight -78.21 lb/in 1.25 ft 0 lb/in - -14078.13 in·lb/ft


2562.13 lb in / - 2.83 ft =



Bridge Footing


Force Distance MomentBackfill pressure (horz) 27.78 lb/in 1.39 ft 5557 in·lb/ftManual lateral pressure 147.5 lb/in 5.17 ft 109740 in·lb/ftSeismic force 0 lb/in 2.5 ft 0 in·lb/ft


Force Distance MomentPassive pressure @ toe 294.8 lb/in 1.39 ft 58999 in·lb/ftAxial dead load -916.67 lb/in 3.17 ft 418000 in·lb/ftFooting Weight -85.07 lb/in 2.92 ft 35729 in·lb/ftStem Weight -75 lb/in 3.17 ft 34200 in·lb/ftBackfill Weight -62.5 lb/in 4.83 ft 43500 in·lb/ftSoil over toe Weight -78.21 lb/in 1.25 ft 14078 in·lb/ft



115297 in·lb ft / 5.243 > 1.50 OK = = =

Sliding CheckSliding Force(s)

Backfill pressure 27.78 lb/inManual lateral pressure 147.5 lb/inSeismic force 0 lb/inTotal: 175.3 lb/in

Resisting Force(s)Passive pressure @ toe 294.8 lb/inFriction 896 lb/inTotal: 1191 lb/in

F.S. RFSF 1191 lb in /

175.3 lb in / 6.793 > 1.50 OK = = =

Bearing Capacity CheckBearing pressure > allowable (5759 psf > 2500 psf) - FAILSBearing resultant eccentricity < allowable (1.09 in < 11.67 in) - OK



Stability Checks [1.0D + 1.0L + 1.0H]



Bridge Footing




Force Distance MomentPassive pressure @ toe 176.9 lb/in 1.39 ft 35399 in·lb/ftAxial dead load -916.67 lb/in 3.17 ft 418000 in·lb/ftFooting Weight -85.07 lb/in 2.92 ft 35729 in·lb/ftStem Weight -75 lb/in 3.17 ft 34200 in·lb/ftBackfill Weight -62.5 lb/in 4.83 ft 43500 in·lb/ftSoil over toe Weight -78.21 lb/in 1.25 ft 14078 in·lb/ft



113074 in·lb ft / 5.137 > 1.50 OK = = =





164.2 lb in / 6.535 > 1.50 OK = = =







Bridge Footing

4.5

4.05

3.6

3.15

2.7

2.25

1.8

1.35

0.9

0.45

0-20 -13.33 -6.67 0 6.67 13.33 20Moment (ft·k/ft)

Offset (ft)

Moment

a As fy 0.85 F'c 0.03 in² in / 60000 psi

0.85 5000 psi 0.36 in = = =



a As fy 0.85 F'c 0.03 in² in / 60000 psi

0.85 5000 psi 0.36 in = = =



a As fy 0.85 F'c 0.03 in² in / 60000 psi

0.85 5000 psi 0.36 in = = =



a As fy 0.85 F'c 0.03 in² in / 60000 psi

0.85 5000 psi 0.36 in = = =



a As fy 0.85 F'c 0 in² in / 60000 psi

0.85 5000 psi 0 in = = =



a As fy 0.85 F'c 0 in² in / 60000 psi

0.85 5000 psi 0 in = = =






Bridge Footing

4.5

4.05

3.6

3.15

2.7

2.25

1.8

1.35

0.9

0.45

0-20 -13.33 -6.67 0 6.67 13.33 20Shear (k/ft)

Offset (ft)

Shear













Stem Shear Capacity



Bridge Footing


ldh 0.02 ψefy

λ F'c db 0.02 1.0 60000 psi

1.0 5000 psi 0.63 in 10.61 in = = =




db 2.31 in 0.0 +

0.63 in 3.70 = =

ld3.40

fyλ F'c


4060000 psi

1.0 5000 psi 1.0 1.0 0.80

2.5 0.63 in 12.73 in = = =



db 2.31 in 0.0 +

0.63 in 3.70 = =

ld3.40

fyλ F'c


4060000 psi

1.0 5000 psi 1.0 1.0 0.80

2.5 0.63 in 12.73 in = = =





Bridge Footing


Controlling Moment

a As fy 0.85 F'c 0.04 in² in / 60000 psi

0.85 5000 psi 0.52 in = = =





Shear Check (ACI 318-11 11.1.1, 11.11.3.1)

β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.04 in² in / 60000 psi

0.85 5000 psi 0.52 in = = =

εt 0.003 da β1 / 1 - 0.003 10.63 in

0.52 in 0.80 / 1 - 0.0463 = = =

εt 0.0463 ≥ 0.004 =





14 in 12 in 0.0037 = = =

ρST_min0.0018 60000

fy 0.0018 60000

60000 psi 0.0018 = = =



MuφMn



db 3.38 in 0.0 +

0.75 in 4.50 = =

ld3.40

fyλ F'c


4060000 psi

1.0 5000 psi 1.0 1.0 0.80

2.5 0.75 in 15.27 in = = =




14 in #6 @ 12 in

Unfactored Loads

175 psf (Self-wt)375.4 psf (Soil)

5764 psf 5341 psf

Toe Factored Loads

14 in #6 @ 12 in

1.2D + 1.6L + 1.6H


8119 psf 7523 psf8119 psf 7523 psf

17.9 k/ft

Toe Checks [1.2D + 1.6L + 1.6H]



Bridge Footing


Controlling Moment

a As fy 0.85 F'c 0.04 in² in / 60000 psi

0.85 5000 psi 0.52 in = = =





Shear Check (ACI 318-11 11.1.1, 11.11.3.1)

β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.04 in² in / 60000 psi

0.85 5000 psi 0.52 in = = =

εt 0.003 da β1 / 1 - 0.003 11.63 in

0.52 in 0.80 / 1 - 0.0509 = = =

εt 0.0509 ≥ 0.004 =





14 in 12 in 0.0037 = = =

ρST_min0.0018 60000

fy 0.0018 60000

60000 psi 0.0018 = = =



MuφMn



db 2.38 in 0.0 +

0.75 in 3.1667 = =

ld3.40

fyλ F'c


4060000 psi

1.0 5000 psi 1.0 1.0 0.80

2.5 0.75 in 15.27 in = = =




#6 @ 12 in

Unfactored Loads


(neglect bearing pressure)

Heel Factored Loads

14 in

#6 @ 12 in

1.2D + 1.6L + 1.6H


(neglect bearing pressure)1.32 k/ft

Heel Checks [1.2D + 1.6L + 1.6H]



Bridge Footing


-184.36 psf

-2832 psf

3.11 k/ft

-11.6 ft·k/ft


4.5

3.94

3.38

2.81

2.25

1.69

1.13

0.56

0-12 -9 -6 -3 0Moment (ft·k/ft)

Moment


4.5

3.94

3.38

2.81

2.25

1.69

1.13

0.56

00 1 2 3 4Shear (k/ft)

Shear



-184.36 psf

-2832 psf

Stem Forces [1.2D + 1.6L + 1.6H]



Bridge Footing

4.5

4.05

3.6

3.15

2.7

2.25

1.8

1.35

0.9

0.45

0-20 -13.33 -6.67 0 6.67 13.33 20Moment (ft·k/ft)

Offset (ft)

Moment





Stem Moment Checks [1.2D + 1.6L + 1.6H]



Bridge Footing

4.5

4.05

3.6

3.15

2.7

2.25

1.8

1.35

0.9

0.45

0-20 -13.33 -6.67 0 6.67 13.33 20Shear (k/ft)

Offset (ft)

Shear

φVn 17.42 k ft ≥ Vu / 3.11 k ft / = =


Stem Shear Checks [1.2D + 1.6L + 1.6H]



Bridge Footing





β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.03 in² in / 60000 psi

0.85 5000 psi 0.36 in = = =

εt 0.003 da β1 / 1 - 0.003 13.69 in

0.36 in 0.80 / 1 - 0.0871 = = =

εt 0.0871 ≥ 0.004 =


β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.03 in² in / 60000 psi

0.85 5000 psi 0.36 in = = =

εt 0.003 da β1 / 1 - 0.003 13.69 in

0.36 in 0.80 / 1 - 0.0871 = = =

εt 0.0871 ≥ 0.004 =


ρhAs_horz shorz /

t 0.62 in² 12 in / 16 in 0.0032 = = =



MuφMn



ldh 0.02 ψefy

λ F'c db 0.02 1.0 60000 psi

1.0 5000 psi 0.63 in 10.61 in = = =



Stem Miscellaneous Checks [1.2D + 1.6L + 1.6H]



Bridge Footing

Design moment Mu for toe need not exceed moment at stem base:Mtoe 9.28 ft·k ft ≥ Mstem / 0 ft·k ft / - = = Mu 0 ft·k ft stem base moment controls / - =

Controlling Moment

a As fy 0.85 F'c 0.04 in² in / 60000 psi

0.85 5000 psi 0.52 in = = =

φMn φ As fy d a 2 / - 0.90 0.04 in² in / 60000 psi 10.63 in 0.52 in 2 / - 20.53 ft·k ft / = = = φMn 20.53 ft·k ft ≥ Mu / 0 ft·k ft / - = =




Shear Check (ACI 318-11 11.1.1, 11.11.3.1)

β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.04 in² in / 60000 psi

0.85 5000 psi 0.52 in = = =

εt 0.003 da β1 / 1 - 0.003 10.63 in

0.52 in 0.80 / 1 - 0.0463 = = =

εt 0.0463 ≥ 0.004 =


φMn 20.53 ft·k ft ≥ 4 3 / Mu / 4 3 / 0 ft·k ft / - 0 ft·k ft / - = = = Check is waived per ACI 10.5.3



14 in 12 in 0.0037 = = =

ρST_min0.0018 60000

fy 0.0018 60000

60000 psi 0.0018 = = =



MuφMn

0 ft·k ft / - 20.53 ft·k ft / 0.0 ratio to represent excess reinforcement - = =


db 3.38 in 0.0 +

0.75 in 4.50 = =

ld3.40

fyλ F'c


4060000 psi

1.0 5000 psi 1.0 1.0 0.80

2.5 0.75 in 15.27 in = = =

Factoring ld by the excess reinforcement ratio 0.0000 - per 12.2.5: ld 0 in - = 12 inch minimum controlsld_prov 37 in ≥ ld 12 in = =



14 in #6 @ 12 in

Unfactored Loads


5764 psf 5341 psf

Toe Factored Loads

14 in #6 @ 12 in

1.4D


3834 psf 3553 psf

525.6 psf7.31 k/ft

Toe Checks [1.4D]



Bridge Footing

Design moment Mu for heel need not exceed moment at stem base:Mheel 1.54 ft·k ft ≥ Mstem / 0 ft·k ft / - = = Mu 0 ft·k ft stem base moment controls / - =

Controlling Moment

a As fy 0.85 F'c 0.04 in² in / 60000 psi

0.85 5000 psi 0.52 in = = =





Shear Check (ACI 318-11 11.1.1, 11.11.3.1)

β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.04 in² in / 60000 psi

0.85 5000 psi 0.52 in = = =

εt 0.003 da β1 / 1 - 0.003 11.63 in

0.52 in 0.80 / 1 - 0.0509 = = =

εt 0.0509 ≥ 0.004 =





14 in 12 in 0.0037 = = =

ρST_min0.0018 60000

fy 0.0018 60000

60000 psi 0.0018 = = =



MuφMn



db 2.38 in 0.0 +

0.75 in 3.1667 = =

ld3.40

fyλ F'c


4060000 psi

1.0 5000 psi 1.0 1.0 0.80

2.5 0.75 in 15.27 in = = =




#6 @ 12 in

Unfactored Loads



Heel Factored Loads

14 in

#6 @ 12 in

1.4D



Heel Checks [1.4D]



Bridge Footing


0 k/ft

-0 ft·k/ft

Stem Internal ForcesMoment

Stem Internal ForcesShear

Stem Joint Force TransferLocation Force@ stem base 0 k/ft


Stem Forces [1.4D]



Bridge Footing

4.5

4.05

3.6

3.15

2.7

2.25

1.8

1.35

0.9

0.45

0-20 -13.33 -6.67 0 6.67 13.33 20Moment (ft·k/ft)

Offset (ft)

MomentStem Moment Checks [1.4D]



Bridge Footing

4.5

4.05

3.6

3.15

2.7

2.25

1.8

1.35

0.9

0.45

0-20 -13.33 -6.67 0 6.67 13.33 20Shear (k/ft)

Offset (ft)

ShearStem Shear Checks [1.4D]



Bridge Footing

φMn 18.84 ft·k ft ≥ 4 3 / Mu / 4 3 / 0 ft·k ft / 0 ft·k ft / = = = Check is waived per ACI 10.5.3




β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.03 in² in / 60000 psi

0.85 5000 psi 0.36 in = = =

εt 0.003 da β1 / 1 - 0.003 13.69 in

0.36 in 0.80 / 1 - 0.0871 = = =

εt 0.0871 ≥ 0.004 =


β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.03 in² in / 60000 psi

0.85 5000 psi 0.36 in = = =

εt 0.003 da β1 / 1 - 0.003 13.69 in

0.36 in 0.80 / 1 - 0.0871 = = =

εt 0.0871 ≥ 0.004 =


ρhAs_horz shorz /

t 0.62 in² 12 in / 16 in 0.0032 = = =



MuφMn

0 ft·k ft / 18.84 ft·k ft / 0.0 ratio to represent excess reinforcement = =


ldh 0.02 ψefy

λ F'c db 0.02 1.0 60000 psi

1.0 5000 psi 0.63 in 10.61 in = = =

Factoring ldh by the 0.7 multiplier of 12.5.3 a : ldh 7.42 in = Factoring ldh by the excess reinforcement ratio 0.0000 per 12.5.3 d : ldh 0 in = 8 db 8 0.63 in 5.0 minimum limit, does not control = = 6 inch minimum controlsldh_prov 11 in ≥ ldh 6 in = =


Stem Miscellaneous Checks [1.4D]


Bridge Footing-Side Tipping




124 in

13.33 ft

1.5 ft 1.5 ft

14 in

4.67

ft 3.5

ft4.

17 ft

0.5

ft

#5 @ 12 in (S&T)#5 @ 12 in#5 @ 12 in (S&T)#5 @ 12 in


#5 @ 12 in (S&T)#5 @ 12 in#5 @ 12 in (S&T)#5 @ 12 in

Design Detail


----- Stability Checks -----0.197 Overturning 7.61 1.50 1.0D + 1.0L + 0.6H0.416 Sliding 3.60 1.50 1.0D + 1.0L + 0.6H2.266 Bearing Pressure 2500 psf 5664 psf 1.0D + 1.0L + 1.0H0.197 Bearing Eccentricity 5.25 in 26.67 in 1.0D + 1.0L + 1.0H

----- Toe Checks -----0.322 Shear 13.6 k/ft 4.38 k/ft 1.2D + 1.6L + 1.6H0.552 Moment 14.65 ft·k/ft 8.09 ft·k/ft 1.2D + 1.6L + 1.6H0.059 Min Strain 0.0673 0.0040 1.2D + 1.6L + 1.6H0.000 Min Steel 0.03 in² 0 in² 1.2D + 1.6L + 1.6H0.086 Development 139 in 12 in 1.2D + 1.6L + 1.6H0.667 S&T Max Spacing 12 in 18 in 1.2D + 1.6L + 1.6H0.344 S&T Min Rho 0.0052 0.0018 1.2D + 1.6L + 1.6H

----- Heel Checks -----0.078 Shear 14.88 k/ft 1.16 k/ft 1.4D0.046 Moment 16.05 ft·k/ft 0.74 ft·k/ft 1.2D + 1.6L + 1.6H0.054 Min Strain 0.0739 0.0040 1.2D + 1.6L + 1.6H0.000 Min Steel 0.03 in² 0 in² 1.2D + 1.6L + 1.6H0.086 Development 140 in 12 in 1.2D + 1.6L + 1.6H0.667 S&T Max Spacing 12 in 18 in 1.2D + 1.6L + 1.6H0.344 S&T Min Rho 0.0052 0.0018 1.2D + 1.6L + 1.6H

----- Stem Checks -----0.186 Moment 169.5 ft·k/ft 31.57 ft·k/ft 1.2D + 1.6L + 1.6H0.069 Shear 154.9 k/ft 10.71 k/ft 1.2D + 1.6L + 1.6H0.005 Max Steel 0.7978 0.0040 1.2D + 1.6L + 1.6H0.000 Min Steel 0 in²/in 0 in²/in 1.2D + 1.6L + 1.6H0.545 Base Development 11 in 6 in 1.2D + 1.6L + 1.6H4.800 Horz Bar Rho 0.0004 0.0020 1.2D + 1.6L + 1.6H0.667 Horz Bar Spacing 12 in 18 in 1.2D + 1.6L + 1.6H

Criteria

Building Code IBC 2012Concrete Load Combs IBC 2012 (Strength)Masonry Load Combs ASCE 7-10 (ASD)Stability Load Combs ASCE 7-10 (ASD)Restrained Against Sliding NoNeglect Bearing At Heel YesUse Vert. Comp. for OT NoUse Vert. Comp. for Sliding NoUse Vert. Comp. for Bearing YesUse Surcharge for Sliding & OT YesUse Surcharge for Bearing YesNeglect Soil Over Toe NoNeglect Backfill Wt. for Coulomb NoFactor Soil Weight As Dead YesUse Passive Force for OT YesAssume Pressure To Top YesExtend Backfill Pressure To Key Bottom NoUse Toe Passive Pressure for Bearing NoRequired F.S. for OT 1.50Required F.S. for Sliding 1.50Has Different Safety Factors for Seismic YesSeismic F.S. for OT 1.20Seismic F.S. for Sliding 1.20Allowable Bearing Pressure 2500 psfReq'd Bearing Location Middle thirdWall Friction Angle 25°Friction Coefficent 0.35Soil Reaction Modulus 288000 lb/ft³




Loads

3 ft

4.17

ft

4.17

ft

0.5

ft

γ = 125 lb/ft³φ = 32°c = 0 psf4.

17 ft

γ = 125 lb/ft³φ = 32°c = 0 psf

-6520 psf

DL=22 k/ft, LL=32.22 k/ft

γ = 125 lb/ft³φ = 32°c = 0 psfKh = 0.10Kv = 0.05


Load Combinations

IBC 2012 (Strength) 1.2D + 1.6L + 1.6H 1.2D + 1.6L + 0.9H 1.2D + 0.5L + 1.6H + 1.0E 1.2D + 0.5L + 1.6H 1.2D + 0.5L + 0.9H + 1.0E 1.2D + 0.5L + 0.9H 1.2D + 1.6H + 1.0E 1.2D + 1.6H 1.2D + 0.9H + 1.0E 1.2D + 0.9H 0.9D + 1.6H + 1.0E 0.9D + 1.6H 0.9D + 0.9H + 1.0E 0.9D + 0.9H 1.4D

Backfill Pressure

3 ft

4.17

ft

4.17

ft

-0 ft 0.5

ft

γ = 125 lb/ft³φ = 32°c = 0 psf

-160.03 psf

4.17

ft

27.78 lb/in4.17

ft

1.39

ft

-115.22 psf14.4 lb/in

1 ft


Ka tan² 45° φ2 - tan ² 45° 32°

2 - 0.3073 = = =








Passive Pressure

4.17

ft

γ = 125 lb/ft³φ = 32°c = 0 psf

1696 psf

4.17

ft

294.8 lb/in 1.39 ft


Kp tan² 45° φ2 + tan ² 45° 32°

2 + 3.2546 = = =






Seismic Pressure

γ = 125 lb/ft³φ = 32°c = 0 psfKh = 0.10Kv = 0.05

-5.95 psf

-23.78 psf

4.17

ft

5.16 lb/in

4.17

ft

2.5

ft

4.68 lb/in

2.18 lb/in

-4.28 psf

-17.12 psf 2.68 lb/in

1.8

ft

2.42 lb/in

1.13 lb/in

Dynamic static force Mononobe Okabe equation - +

θ' atan kh1 kv - arctan 0.10

1 0.050 - 6.01° = = =

Kaesin² β φ θ' - +

cos θ' sin² β sin β θ' δ - - 1 sin φ δ + sin φ θ' α - - sin β δ θ' - - sin α β + + 2 ^

=

sin ² 90° 30° 6.01° - +

cos 6.01° sin ² 90° sin 90° 6.01° 25° - - 1 sin 30° 25° + sin 30° 6.01° 0° - - sin 90° 25° 6.01° - - sin 0° 90° + + 2 ^

=

0.37 lb in / =

Pae12 Kae γ H 2 ^ 1 kv - 1

2 0.37 lb in / 125 lb ft³ / 4.17 ft 2 ^ 1 0.050 - 31.92 lb in / = = =

Static only force Coulomb equation -

Kasin² β φ +

sin² β sin β δ - 1 sin φ δ + sin φ α - sin β δ - sin α β + + 2 ^

=

sin ² 90° 30° +

sin ² 90° sin 90° 25° - 1 sin 30° 25° + sin 30° 0° - sin 90° 25° - sin 0° 90° + + 2 ^

=

0.2959 =

Pa12 Ka γ H 2 ^ 1

2 0.2959 125 lb ft³ / 4.17 ft 2 ^ 26.76 lb in / = = =

Net dynamic forceΔPae Pae Pa - 31.92 lb in / 26.76 lb in / - 5.16 lb in / = = = αP 90° β δ + - 90° 90° 25° + - 25° resultant force angle with horizontal = = = To arrive at the pressure distribution illustrated above used to determine stem moments , apply inverted triangular pressure plus a uniform portion to bring resultant to 0.6H

σe_top85ΔPae

H 85

5.16 lb in / 4.17 ft 23.78 psf = = =

σe_bot25ΔPae

H 25

5.16 lb in / 4.17 ft 5.95 psf = = =

Seismic Pressure




Manually Specified Lateral Stem Pressure

-6520 psf6520 lb/ft

Wall/Soil Weights

194.4 lb/in

452.1 lb/in 46.88 lb/in46.93 lb/in




Bearing Pressure

5666 psf3803 psf

5261 lb/in

6.23 ft

e = 5.25 in

1841 lb/in



Vert Force ...offset Horz Force ...offset OT MomentBackfill Pressure -0 lb/in - -27.78 lb/in 1.39 ft 5557 in·lb/ftManual Lateral Pressure -0 lb/in - -543.33 lb/in 4.17 ft 326000 in·lb/ftAxial Dead Load -1833.33 lb/in 6.67 ft 0 lb/in - -1760000 in·lb/ftAxial Live Load -2685 lb/in 6.67 ft 0 lb/in - -2577600 in·lb/ftSeismic Force -2.18 lb/in 13.33 ft -4.68 lb/in 2.5 ft -2503.75 in·lb/ftFooting Weight -194.44 lb/in 6.67 ft 0 lb/in - -186666.67 in·lb/ftStem Weight -452.08 lb/in 6.67 ft 0 lb/in - -434000 in·lb/ftBackfill Weight -46.88 lb/in 12.58 ft 0 lb/in - -84937.5 in·lb/ftSoil over toe Weight -46.93 lb/in 0.75 ft 0 lb/in - -5068.13 in·lb/ft


5260.84 lb in / - 6.23 ft =







Force Distance MomentPassive pressure @ toe 294.8 lb/in 1.39 ft 58999 in·lb/ftAxial dead load -1833.33 lb/in 6.67 ft 1760000 in·lb/ftFooting Weight -194.44 lb/in 6.67 ft 186667 in·lb/ftStem Weight -452.08 lb/in 6.67 ft 434000 in·lb/ftBackfill Weight -46.88 lb/in 12.58 ft 84938 in·lb/ftSoil over toe Weight -46.93 lb/in 0.75 ft 5068 in·lb/ft



331557 in·lb ft / 7.630 > 1.50 OK = = =





571.1 lb in / 3.739 > 1.50 OK = = =



Deflection due to stem flexural displacement 0 inDeflection due to rotation from settlement 0.02 inTotal deflection at top of wall (positive towards toe) 0.02 in








Force Distance MomentPassive pressure @ toe 176.9 lb/in 1.39 ft 35399 in·lb/ftAxial dead load -1833.33 lb/in 6.67 ft 1760000 in·lb/ftFooting Weight -194.44 lb/in 6.67 ft 186667 in·lb/ftStem Weight -452.08 lb/in 6.67 ft 434000 in·lb/ftBackfill Weight -46.88 lb/in 12.58 ft 84938 in·lb/ftSoil over toe Weight -46.93 lb/in 0.75 ft 5068 in·lb/ft



329334 in·lb ft / 7.610 > 1.50 OK = = =


Backfill pressure 16.67 lb/inManual lateral pressure 543.3 lb/inSeismic force 0 lb/inTotal: 560 lb/in



560 lb in / 3.602 > 1.50 OK = = =



Deflection due to stem flexural displacement 0 inDeflection due to rotation from settlement 0.02 inTotal deflection at top of wall (positive towards toe) 0.02 in





3.5

3.15

2.8

2.45

2.1

1.75

1.4

1.05

0.7

0.35

0-200 -133.33 -66.67 0 66.67 133.3 200Moment (ft·k/ft)

Offset (ft)

Moment

a As fy 0.85 F'c 0.03 in² in / 60000 psi

0.85 5000 psi 0.36 in = = =



a As fy 0.85 F'c 0.03 in² in / 60000 psi

0.85 5000 psi 0.36 in = = =



a As fy 0.85 F'c 0.03 in² in / 60000 psi

0.85 5000 psi 0.36 in = = =



a As fy 0.85 F'c 0.03 in² in / 60000 psi

0.85 5000 psi 0.36 in = = =



a As fy 0.85 F'c 0 in² in / 60000 psi

0.85 5000 psi 0 in = = =



a As fy 0.85 F'c 0 in² in / 60000 psi

0.85 5000 psi 0 in = = =







3.5

3.15

2.8

2.45

2.1

1.75

1.4

1.05

0.7

0.35

0-200 -133.33 -66.67 0 66.67 133.3 200Shear (k/ft)

Offset (ft)

Shear













Stem Shear Capacity





ldh 0.02 ψefy

λ F'c db 0.02 1.0 60000 psi

1.0 5000 psi 0.63 in 10.61 in = = =




db 2.31 in 0.0 +

0.63 in 3.70 = =

ld3.40

fyλ F'c


4060000 psi

1.0 5000 psi 1.0 1.0 0.80

2.5 0.63 in 12.73 in = = =



db 2.31 in 0.0 +

0.63 in 3.70 = =

ld3.40

fyλ F'c


4060000 psi

1.0 5000 psi 1.0 1.0 0.80

2.5 0.63 in 12.73 in = = =







Controlling Moment

a As fy 0.85 F'c 0.03 in² in / 60000 psi

0.85 5000 psi 0.36 in = = =





Shear Check (ACI 318-11 11.1.1, 11.11.3.1)

β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.03 in² in / 60000 psi

0.85 5000 psi 0.36 in = = =

εt 0.003 da β1 / 1 - 0.003 10.69 in

0.36 in 0.80 / 1 - 0.0673 = = =

εt 0.0673 ≥ 0.004 =





14 in 12 in 0.0052 = = =

ρST_min0.0018 60000

fy 0.0018 60000

60000 psi 0.0018 = = =



MuφMn



db 3.31 in 0.0 +

0.63 in 5.30 = =

ld3.40

fyλ F'c


4060000 psi

1.0 5000 psi 1.0 1.0 0.80

2.5 0.63 in 12.73 in = = =




14 in

#5 @ 12 in

Unfactored Loads


5666 psf 5457 psf

Toe Factored Loads

14 in

#5 @ 12 in

1.2D + 1.6L + 1.6H


7953 psf 7659 psf7953 psf7659 psf

10.72 k/ft

Toe Checks [1.2D + 1.6L + 1.6H]





Controlling Moment

a As fy 0.85 F'c 0.03 in² in / 60000 psi

0.85 5000 psi 0.36 in = = =





Shear Check (ACI 318-11 11.1.1, 11.11.3.1)

β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.03 in² in / 60000 psi

0.85 5000 psi 0.36 in = = =

εt 0.003 da β1 / 1 - 0.003 11.69 in

0.36 in 0.80 / 1 - 0.0739 = = =

εt 0.0739 ≥ 0.004 =





14 in 12 in 0.0052 = = =

ρST_min0.0018 60000

fy 0.0018 60000

60000 psi 0.0018 = = =



MuφMn



db 2.31 in 0.0 +

0.63 in 3.70 = =

ld3.40

fyλ F'c


4060000 psi

1.0 5000 psi 1.0 1.0 0.80

2.5 0.63 in 12.73 in = = =




#5 @ 12 in

Unfactored Loads



Heel Factored Loads

14 in

#5 @ 12 in

1.2D + 1.6L + 1.6H



Heel Checks [1.2D + 1.6L + 1.6H]





-184.36 psf

-10432 psf

10.71 k/ft

-31.57 ft·k/ft


3.5

3.06

2.63

2.19

1.75

1.31

0.88

0.44

0-40 -30 -20 -10 0Moment (ft·k/ft)

Moment


3.5

3.06

2.63

2.19

1.75

1.31

0.88

0.44

00 3 6 9 12Shear (k/ft)

Shear



-184.36 psf

-10432 psf

Stem Forces [1.2D + 1.6L + 1.6H]




3.5

3.15

2.8

2.45

2.1

1.75

1.4

1.05

0.7

0.35

0-200 -133.33 -66.67 0 66.67 133.3 200Moment (ft·k/ft)

Offset (ft)

Moment





Stem Moment Checks [1.2D + 1.6L + 1.6H]




3.5

3.15

2.8

2.45

2.1

1.75

1.4

1.05

0.7

0.35

0-200 -133.33 -66.67 0 66.67 133.3 200Shear (k/ft)

Offset (ft)

Shear

φVn 154.9 k ft ≥ Vu / 10.71 k ft / = =


Stem Shear Checks [1.2D + 1.6L + 1.6H]








β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.03 in² in / 60000 psi

0.85 5000 psi 0.36 in = = =

εt 0.003 da β1 / 1 - 0.003 121.7 in

0.36 in 0.80 / 1 - 0.7978 = = =

εt 0.7978 ≥ 0.004 =


β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.03 in² in / 60000 psi

0.85 5000 psi 0.36 in = = =

εt 0.003 da β1 / 1 - 0.003 121.7 in

0.36 in 0.80 / 1 - 0.7978 = = =

εt 0.7978 ≥ 0.004 =


ρhAs_horz shorz /

t 0.62 in² 12 in / 124 in 0.0004 = = =

ρh_min 0.0020 bars No. 5 or less, not less than 60 ksi = ρh 0.0004 < ρh_min 0.0020 = = 3 twall 3 124 in 372 in = = 18 inch limit governssmax 18 in = shorz 12 in ≤ shorz_max 18 in = =


MuφMn



ldh 0.02 ψefy

λ F'c db 0.02 1.0 60000 psi

1.0 5000 psi 0.63 in 10.61 in = = =



Stem Miscellaneous Checks [1.2D + 1.6L + 1.6H]




Design moment Mu for toe need not exceed moment at stem base:Mtoe 3.45 ft·k ft ≥ Mstem / 0 ft·k ft / - = = Mu 0 ft·k ft stem base moment controls / - =

Controlling Moment

a As fy 0.85 F'c 0.03 in² in / 60000 psi

0.85 5000 psi 0.36 in = = =





Shear Check (ACI 318-11 11.1.1, 11.11.3.1)

β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.03 in² in / 60000 psi

0.85 5000 psi 0.36 in = = =

εt 0.003 da β1 / 1 - 0.003 10.69 in

0.36 in 0.80 / 1 - 0.0673 = = =

εt 0.0673 ≥ 0.004 =





14 in 12 in 0.0052 = = =

ρST_min0.0018 60000

fy 0.0018 60000

60000 psi 0.0018 = = =



MuφMn



db 3.31 in 0.0 +

0.63 in 5.30 = =

ld3.40

fyλ F'c


4060000 psi

1.0 5000 psi 1.0 1.0 0.80

2.5 0.63 in 12.73 in = = =




14 in

#5 @ 12 in

Unfactored Loads


5666 psf 5457 psf

Toe Factored Loads

14 in

#5 @ 12 in

1.4D


3881 psf 3737 psf3881 psf3737 psf

4.56 k/ft

Toe Checks [1.4D]




Design moment Mu for heel need not exceed moment at stem base:Mheel 0.87 ft·k ft ≥ Mstem / 0 ft·k ft / - = = Mu 0 ft·k ft stem base moment controls / - =

Controlling Moment

a As fy 0.85 F'c 0.03 in² in / 60000 psi

0.85 5000 psi 0.36 in = = =





Shear Check (ACI 318-11 11.1.1, 11.11.3.1)

β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.03 in² in / 60000 psi

0.85 5000 psi 0.36 in = = =

εt 0.003 da β1 / 1 - 0.003 11.69 in

0.36 in 0.80 / 1 - 0.0739 = = =

εt 0.0739 ≥ 0.004 =





14 in 12 in 0.0052 = = =

ρST_min0.0018 60000

fy 0.0018 60000

60000 psi 0.0018 = = =



MuφMn



db 2.31 in 0.0 +

0.63 in 3.70 = =

ld3.40

fyλ F'c


4060000 psi

1.0 5000 psi 1.0 1.0 0.80

2.5 0.63 in 12.73 in = = =




#5 @ 12 in

Unfactored Loads



Heel Factored Loads

14 in

#5 @ 12 in

1.4D



Heel Checks [1.4D]





0 k/ft

-0 ft·k/ft

Stem Internal ForcesMoment

Stem Internal ForcesShear

Stem Joint Force TransferLocation Force@ stem base 0 k/ft


Stem Forces [1.4D]




3.5

3.15

2.8

2.45

2.1

1.75

1.4

1.05

0.7

0.35

0-200 -133.33 -66.67 0 66.67 133.3 200Moment (ft·k/ft)

Offset (ft)

MomentStem Moment Checks [1.4D]




3.5

3.15

2.8

2.45

2.1

1.75

1.4

1.05

0.7

0.35

0-200 -133.33 -66.67 0 66.67 133.3 200Shear (k/ft)

Offset (ft)

ShearStem Shear Checks [1.4D]




φMn 169.5 ft·k ft ≥ 4 3 / Mu / 4 3 / 0 ft·k ft / 0 ft·k ft / = = = Check is waived per ACI 10.5.3




β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.03 in² in / 60000 psi

0.85 5000 psi 0.36 in = = =

εt 0.003 da β1 / 1 - 0.003 121.7 in

0.36 in 0.80 / 1 - 0.7978 = = =

εt 0.7978 ≥ 0.004 =


β1 0.85 0.05 F'c 4000 - 1000 - 0.85 0.05 5000 psi 4000 -

1000 - 0.80 = = =

a As fy 0.85 F'c 0.03 in² in / 60000 psi

0.85 5000 psi 0.36 in = = =

εt 0.003 da β1 / 1 - 0.003 121.7 in

0.36 in 0.80 / 1 - 0.7978 = = =

εt 0.7978 ≥ 0.004 =


ρhAs_horz shorz /

t 0.62 in² 12 in / 124 in 0.0004 = = =

ρh_min 0.0020 bars No. 5 or less, not less than 60 ksi = ρh 0.0004 < ρh_min 0.0020 = = 3 twall 3 124 in 372 in = = 18 inch limit governssmax 18 in = shorz 12 in ≤ shorz_max 18 in = =


MuφMn

0 ft·k ft / 169.5 ft·k ft / 0.0 ratio to represent excess reinforcement = =


ldh 0.02 ψefy

λ F'c db 0.02 1.0 60000 psi

1.0 5000 psi 0.63 in 10.61 in = = =

Factoring ldh by the 0.7 multiplier of 12.5.3 a : ldh 7.42 in = Factoring ldh by the excess reinforcement ratio 0.0000 per 12.5.3 d : ldh 0 in = 8 db 8 0.63 in 5.0 minimum limit, does not control = = 6 inch minimum controlsldh_prov 11 in ≥ ldh 6 in = =


Stem Miscellaneous Checks [1.4D]


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