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Ca l cu la t i ons

Conceptual Cofferdam

Prepared for LAN - Austin

August 2016

2925 Briarpark Drive Suite 400 Houston, Texas 77042

DEN/052980001.DOC

Contents

Cofferdam Design Report 1.1 Cofferdam Conceptual Design Summary ................................................................... 3 1.2 Analysis Drawings ......................................................................................................... 9 1.3 SupportIT Model Setup & Geotechnical Parameters .............................................. 12 1.4 SupportIT Calculations ................................................................................................ 26 1.5 Steel Capacity Calculations ......................................................................................... 76 1.6 River Gauge Information & Elevation Calculation ................................................. 85

1.1 Cofferdam Conceptual Design Summary

WMARSS Cofferdam for Inverted Siphon Project 160-10710-002 LAN, Inc J.Scarborough

1 of 3 Desc of Design.docx

Description of Design:

The Waco Metropolitan Area Regional Sewerage System (WMARSS) is in the process of designing an inverted siphon to cross the Brazos River near Waco, Texas. As part of the project, a trenching and shoring installation method of the pipe crossing is preferred. A boring system would be more expensive and would require the length of piping to increase and require changes to the hydraulics of the system. Conceptual calculations were performed to determine if a trenching and shoring installation method consisting of a series of Cofferdams crossing the Brazos River is feasible. The cofferdams consist of steel sheet piling, steel wale system and steel pipe piles as bracing struts. The wale system is mounted to the vertical steel sheet pile walls and the braces span between the walls. The cofferdams were assumed to be 100 feet in length and 40 feet wide. At the ends of the cofferdams, angled bracing was installed. It is assumed the Contractor would install the cofferdam in 100 feet sections to cross the river. A wide range of construction sequences could occur, but for this task, a continuous sequence from one side of the river moving to the other side was assumed. Cofferdam systems and components vary from each Contractor. Often Contractors use leftover materials from previous project for Cofferdams or buy surplus material at reduced rates, which makes it difficult to analyze a system a Contractor will likely use. Summary of Calculations:

It has been determined based on the information provided within these calculations that the construction of the inverted siphon by means of shoring / trenching using a series of cofferdams may prove to be challenging for the Brazos River crossing. Several models or sections of cofferdam were evaluated along the Brazos River crossing. These models are delineated on the plan and profile sheet shown in the reference drawings section. Whereas analysis shows the flexural capacity of the sheet piles are reasonable as noted in the summary of calculations, the embedment depth required into the shale is not achievable with traditional installation methods, such as pile driving. The analysis software used to perform the analysis, does not include a way to model shale / rock, so the last layer was simulated with the following soil layers. It was determined the required embedment would be best approximated with varying the bottom soil layer between a Stiff Clay, Very Stiff Clay and a Concrete layer.

Stiff Clay: To create the maximum forces & deflection within the system. Largest embedment.

Very Stiff Clay: Less Embedment than Stiff Clay Concrete: Less Embedment than Very Stiff Clay

A sensitivity analysis was performed to determine required embedment depth. The bottom shale layer was varied with the above layer types described above. The actual result (if a shale layer was used) would tend to lie between Very Stiff Clay and Concrete. However, these values as shown in the summary sheet, range from 6 feet to 10 feet. The shale RQD (Rock Quality Designation) is 70% to 100% indicating good to excellent rock mass quality. The shale layer had blow counts reported at 50 blows per 4” for the top and 50 blows per 6” for the bottom shale layer. The estimated uniaxial compressive strength is 330 psi upper bound and 183 psi lower bound. The estimated embedment that might be reasonably



achieved with these shale properties, is 3 to 4 feet. The estimated embedment required might be difficult to achieve by pile driving, if at all possible with a steel sheet pile. Instead of driving the sheet piles, one option to achieve the required embedment could be to core down and cut a trench roughly 6 foot to 10 foot in depth by 22” wide (width of sheet pile + 2” each side for grout), embed the sheet pile with a cement sand / non-shrink grout. However, the sheet piles would have to be pulled before backfill and before the adjacent cofferdam construction. This option will be more costly than a typical cofferdam design, but maybe less than boring the under the Brazos River. In addition as shown in the summary of calculations, assuming a large wale beam with a large brace, the Demand to Capacity ratios exceed 1.0 in many of the cases. However, it should be noted these calculations take into account one method and wale / brace size. Other cofferdam types and material sizes will vary from each Contractor, as they tend to re-use materials to form the cofferdam. The materials sizes used in this analysis were based on conversations with a local area Contractor based in Beaumont, Texas. It is possible different configurations maybe used to reduce the D/C ratio to less than 1.0. The use of the Stiff Clay layer at the bottom of the excavation is conservative and forces would reduce with an actual shale layer. However, the critical issue is the embedment of the steel sheet pile within the shale layer. It should be noted, piping or heaving of the bottom of the cofferdam was not inspected as most of the excavations have shale at the bottom. If gravel or sand layer exists, piping of sand or sand boiling at the bottom of the excavation should be investigated. Extreme conditions of high velocity water flow and debris impact loads were not considered in the design. The water height from about 85% percentile of the water height data provided at the nearest river gauge, was included in the analysis of the cofferdam. The extreme conditions would prove difficult to resist with a temporary structure. Without the extreme forces applied, the cofferdam system is at the limit of capacity with using large size members. There is very little excess capacity left within these members to resist the extreme loads. If a cofferdam system is required to resist extreme loads, than a cofferdam would not be the best solution for the river crossing project. In summary, it appears a cofferdam type system is possible, but difficult for the Brazos River crossing project. The embedment of the steel sheet piles on a temporary basis will be difficult due to shale layer. The required embedment for the different model runs ranges from 6 feet to 10 feet. These depths will not be achieved with traditional pile driving methods, but maybe achievable with cutting a trench in the shale and embedding the sheet pile with grout. The analyzed brace, wale and corner brace are large members and are at or over capacity based on the demand from the models. There is a little excess capacity in the system to resist extreme forces. The following calculations were performed for the platform.

1. Determine the Demand from the soil profile on the Cofferdam system and components 2. Determine the steel Capacity for the major elements of Cofferdam system and ensure

element sizing is reasonable for the required Demand. The details of these calculations performed are shown in depth in the following calculations. The project files are stored on the Project wise server at the below link: pw://ladpw.ladco.int:projectwise/Documents/Projects/160-10710-002/4-0&space;Production/4-02&space;Design&space;Notes-Calculations/Conceptual&space;Cofferdam&space;Calculations/



SupportIT by GT soft is a bulkhead analysis software, which was to determine the demand of the cofferdam system. The Mathcad and Microsoft Excel calculations follow the below references to determine the capacity for the major elements. Programs:

1. GT Soft - SupportIT 2. MathCad

References:

1. AISC LRFD 2010; Load Factor for loads = 1.6. 2. US Steel Sheet Piling Design Manual; reference manual for analysis

Major Elements of the Cofferdam:

1. Steel Sheet Piling – A36-700, A572, Fy = 50 ksi 2. Brace & Corner Brace – 18” DIA x ½” wt steel pipe pile, API 5L, Fy = 50 ksi 3. Wale Beam – W36x135, A572, Fy = 50 ksi

Analysis Methods for the Cofferdam:

1. Penetration – Free Earth Method (less embedment, larger moments) 2. Analysis Method – Net Pressure; Pressure - Rankine 3. Load Model – Area Distribution 4. Kp values reduce by 1.5

WMARSS

LAN, Inc

Cofferdam for Inverted

Siphon Project

160‐10710‐002

J.Scarborough

CaseSoil Elevation

(ft)

Excavation

Elevation (ft)

Water Table

Elevation (ft)

Top of Wall

Elevation (ft)

Excavation Depth

(ft)

Tip of Wall Elevation

(ft)Wall Length (ft)

Number of

StrutsCase

SSP M Demand

(k‐ft/ft)

SSP M

Capacity (k‐

ft/ft)

SSP (D/C)SSP Deflection

(in)

1 378.00 338.00 363.00 378.00 40.00 331.00 47.00 4.00 1 15.00 140.00 0.11 0.00

2 378.00 328.00 363.00 378.00 50.00 319.00 59.00 5.00 2 35.00 140.00 0.25 0.10

2a 378.00 328.00 363.00 367.00 34.00 308.00 59.00 4.00 2a 80.00 140.00 0.57 0.40

3 356.00 328.00 363.00 367.00 28.00 293.00 74.00 4.00 3 100.00 140.00 0.71 0.90

4 346.00 328.00 363.00 367.00 18.00 298.00 69.00 6.00 4 90.00 140.00 0.64 0.60

5 391.00 328.00 363.00 391.00 63.00 320.00 71.00 9.00 5 65.00 140.00 0.46 0.50

5a 375.00 328.00 363.00 375.00 47.00 314.00 61.00 5.00 5a 25.00 140.00 0.18 0.10

CaseWale M Demand

(k‐ft)

Wale M Capacity

(k‐ft)

Wale M Demand

Factored (k‐ft)Wale M (D/C)

Wale Axial Demand

(k)

Wale Axial Factored

Demand (k)

Wale Axial

Capacity (k)

Wale Deflection

(in)

Wale S Demand

(k)

Wale S Demand

Factored (k)

Wale S

Capacity (k)Wale S (D/C)

Wale

Interaction

1 950.00 1,909.00 1520 0.80 50 80.00 565 0.30 260.00 416 585.00 0.71 0.87

2 2,355.00 1,909.00 3768 1.97 110 176.00 565 0.30 655.00 1048 585.00 1.79 2.07

2a 1,390.00 1,909.00 2224 1.17 65 104.00 565 0.40 390.00 624 585.00 1.07 1.26

3 1,421.00 1,909.00 2273.6 1.19 70 112.00 565 0.40 360.00 400 585.00 0.68 1.29

4 1,125.00 1,909.00 1800 0.94 55 88.00 565 0.30 315.00 504 585.00 0.86 1.02

5 2,075.00 1,909.00 3320 1.74 100 160.00 565 0.60 575.00 920 585.00 1.57 1.83

5a 1,275.00 1,909.00 2040 1.07 60 96.00 565 0.30 360.00 576 585.00 0.98 1.15

CaseBrace Axial

Demand (k)

Brace Axial

Demand

Factored (k)

Brace Axial

Capacity (k)Brace (D/C)

Corner Brace Axial

Demand (k)

Corner Brace Axial

Demand Factored (k)

Corner Brace A

Capacity (k)

Corner Brace

(D/C)

1 450.00 720 900.00 0.50 510.00 816.00 1,170.00 0.70

2 1,140.00 1824 900.00 1.27 1281.00 2,049.60 1,170.00 1.75

2a 675.00 1080 900.00 0.75 760.00 1,216.00 1,170.00 1.04

3 690.00 1104 900.00 0.77 775.00 1,240.00 1,170.00 1.06

4 550.00 880 900.00 0.61 625.00 1,000.00 1,170.00 0.85

5 1,000.00 1600 900.00 1.11 1130.00 1,167.00 1,170.00 1.00

5a 625.00 1000 900.00 1.11 700.00 1,167.00 1,170.00 1.00

Notes:

1. M = Moment; S = Shear

2. Refer to SupportIT program runs for Demand Values

3. Refer to Capacity calculations for Capacity Values

4. SSP Wall moment capacity based on USACE criteria using allowable stress, all other element utilized AISC LRFD

5. Loads are Factored by a load factor of 1.6

6. Interaction check, flexure + axial based on AISC Chapter H

7. Values reported on the last layer with Stiff Clay. The Stiff Clay in the last layer will result in larger deflections / moments.

8. "a" cases refer to a case with a slope cut at the top of the execavation to reduce the execavation depth.

Program Results for the Brace Program Results for the Corner Brace

Program Results for General Wall DataProgram Input Data Program Results for the Steel Sheet Pile (SSP) Wall

Program Results for the Wale Beam

Results Summary.xlsx 1 of 2

WMARSS

LAN, Inc

Cofferdam for Inverted

Siphon Project

160‐10710‐002

J.Scarborough

Case

Total

Embedment w/

Stiff Clay (ft)

Total

Embedment w/

Very Stiff Clay

(ft)

Total Embedment

w/ Concrete (ft)

Emdment into last

layer with Stiff Clay

(ft)

Emdment into last

layer with Very Stiff

Clay (ft)

Emdment into last

layer with Concrete

(ft)

1 8.81 7.25 4.61 7.81 6.25 3.61

2 9.9 7.47 3.82 9.9 7.47 3.82

2a 20.2 17.74 13.21 13.2 10.74 6.21

3 25.65 23.51 19.28 12.65 10.51 6.28

4 30.25 29.09 26.72 7.25 6.09 3.72

5 8.93 / 3.45 8.93 / 3.45

5a 20.81 12.76 4.65 20.81 12.76 4.65

Notes:

1. Cases run assuming Free Earth with a Rankine Pressure Distrubition.

2. Case 5 run assuming Free Earth with a Terzaghi Pressure Distribution. Analysis would not run with Very Stiff Clay.

Results Summary.xlsx 2 of 2

1.2 Analysis Drawings

1.3 SupportIT Model Setup & Geotechnical

Parameters

WMARSSLAN, Inc

Cofferdam for Inverted Siphon Project

160-10710-002J.Scarborough

Geotechnical Parameters:

Nearest borings and CPT testing to the proposed excavation are B-8, CPT-4, B-6 and CPT-3. TheB-8 soil profile was used in the design of the cofferdam across the Brazos River. The geo-technicalconsultant (FPE) was consulted on the strength parameters for this profile. Refer to the belowDesign ground model used in the analysis. It should be noted a stiff clay was to used to model theShale. Refer to the reference documents section for the Geo-tech report and other information.

Calculations.xmcd 1 of 5

WMARSSLAN, Inc



Brazos River Water Depth:

The historical water depth data was pulled from the historical field measurements listed at theupstream gauge. The Gauge referenced was USGS 08096500. The gauge datum is 349.34 ft.Regression analysis was performed using the historical gauge height data to determine aprobability plot. The roughly 88% probability gauge height was used, which = 14 ft. The watertable elevation equals 349 + 14 = 363 ft. Refer to the reference information section for a plot of theprobability curve and selected data.

Descriptions of the Model Cases:

Reference to the Plan & Profile Sheet in the reference documents section. Please note thewater table height is assumed to be equal to the Brazos River water elevation based on gaugeobservations.

Case 1:Excavation Depth = 40 ftNatural Ground Elevation = +378 ftExcavation Elevation = +338 ftWater Table Elevation = +363 ftTop of Wall (TOW) Elevation = +378 ft ( Assumed equal with the natural ground)

Case 2:Excavation Depth = 50 ftNatural Ground Elevation = +378 ftExcavation Elevation = +328 ftWater Table Elevation = +363 ftTOW Elevation = +378 ft (Assumed equal with the natural ground)

Case 2a:Excavation Depth = 34 ftNatural Ground Elevation = +378 ftExcavation Elevation = +328 ftWater Table Elevation = +363 ftTOW Elevation = +367 ft (Assumed 4 ft above the water level is required)

Case 3:Excavation Depth = 38 ftNatural Ground Elevation = +356 ftExcavation Elevation = +328 ftWater Table Elevation = +363 ftTOW Elevation = +367 ft (Assumed 4 ft above water level is required)

Case 4:Excavation Depth = 18 ftNatural Ground Elevation = +346 ftExcavation Elevation = +328 ftWater Table Elevation = +363 ftTOW Elevation = +367 ft


WMARSSLAN, Inc



Case 5:Excavation Depth = 63 ftNatural Ground Elevation = +391 ftExcavation Elevation = +328 ftWater Table Elevation = +363 ftTOW Elevation = +391 ft

Case 5a:Excavation Depth = 47 ftCut Bench Ground Elevation = +375 ftExcavation Elevation = +328 ftWater Table Elevation = +363 ftTOW Elevation = +375 ft

Refer to the the figure concerning Case 2a & 5a. This case was added to reduce the excavationheight of the cofferdam wall.

Cofferdam Component System:

A local marine contractor was contacted and consulted with the construction of a cofferdam forthis crossing. The contractor mentioned cranes could be floated on the river utilizing a flexifloatsystem, which utilizes modular pontoons which can be locked together to create a workingfloating surface.


WMARSSLAN, Inc



The cofferdam components will vary from Contractor to Contractor. The local Contractor that isreferenced from above mentioned, they would use AZ36 sheets with a W36x135 wale. Thesesheets and wales are surplus material they have left over in the yard. Most Contractors will aimto use left over materials. Means, Methods and materials will play a large role in executing thecofferdams for the project.

Wale spacing. It was assumed the first wale would be offset 5 feet from the top of the execrationleaving about 4 feet of clearance. The last wale had a similar clearance of 4 feet. See the belowsketch below. Sufficient clearance needs to be provided for pipe installation. Refer to the belowsketch

Brace spacing. A workable area is required between the bracing (longitudinal and transverse) tohave clearance to lift FRP pipe in place and weave through the bracing to the bottom of theexcavation. Along the longitudinal bracing, two opens of about 20 feet were left open. Thisassumes piping lengths of 10 to 15 feet can be maneuvered through the bracing to the bottom ofthe excavation. Refer to the below sketch.

It should be mentioned some much depends on the contractor methods on construction andtheir analysis, which will be performed during construction.


WMARSSLAN, Inc




Copyright 2016 Waco and Harker Heights (Killeen), Texas 76706 Page 1 of 10 LFE Project W16-004 254/235-1048; www.LFEctx.com April 29, 2016

GEOTECHNICAL MEMORANDUM NO. 1 PRELIMINARY FINDINGS AND RECOMMENDATIONS

Date: April 29, 2016 To: Lockwood, Andrews & Newnam, Inc. Todd Nelms, [email protected] From: Langerman Foster Engineering- Ottis Foster, P.E. Regarding: Geotechnical Investigation

WMARSS Transfer Lift Station and Force Main Waco, Texas LFE Project No. W16-004 This memorandum provides preliminary findings and recommendations regarding the referenced project. Information regarding excavation side slopes and other geotechnical issues is to be provided subsequently. FIELD INVESTIGATIONS

Borings and Cone Penetrometer Tests were conducted at the approximate locations shown on Plates 1 through 5. FINDINGS

Laboratory test results, boring logs and CPT test results are attached. RECOMMENDATIONS

Project Summary: Table 1 provides information provided by the Client about the structures planned for this project that are addressed in this memo.

SITE LOCATION MAP

WMARSS LIFT STATION WACO, TEXAS

LFE PROJECT NO. W16-004

PLATE

1

Project Location

BORING LOCATION MAP



PLATE

2

B – 1

B – 3

B – 5

P - 2

P - 1

BORING LOCATION MAP



PLATE

3

B – 8

B – 1

B – 3

B – 5

P - 2

P - 1

B – 1

CPT - 1

B – 2

CPT - 2

B – 3

B – 4

B – 5

CPT - 3

B – 6

CPT - 4

B-4 2.0 - 3.5 11

B-4 4.0 - 6.0 45 17 28 99 18

B-4 8.5 - 10.0 95 24

B-4 10.5 - 12.0 25 17 8 98 31

B-4 13.5 - 15.0 26 13 13 78 24

B-4 19.5 - 21.0 88 26

B-4 24.5 - 26.0 54 18 36 99 25

B-4 29.5 - 31.0 27

B-4 34.5 - 36.5 63 20 43 99 22 101.3 1.2 6.5

B-4 36.5 - 38.0 98 31

B-5 0.0 - 1.5 12

B-5 2.0 - 4.0 50 18 32 100 23

B-5 4.0 - 6.0 26 101.4 1.3 6.3

B-5 6.0 - 8.0 23

B-5 8.5 - 10.5 28 18 10 92 29

B-5 10.5 - 12.0 27

B-5 14.5 - 16.5 33 15 18 95 26

B-5 19.5 - 21.5 24 102.0 1.9 10.0

B-5 24.5 - 26.5 25 101.3 1.3 9.5

B-5 29.5 - 31.5 26 96.5 1.1 6.0

B-5 34.5 - 36.5 59 19 40 85 27 96.9 1.9 5.0

B-5 38.5 - 39.5 20

B-5 42.5 - 43.0 22

B-6 0.0 - 2.0 8

B-6 2.0 - 4.0 65 15

B-6 4.0 - 6.0 33 19 14 70 27

B-6 6.0 - 7.5 26

B-6 8.0 - 10.0 27 16 11 78 25

B-6 10.0 - 11.5 28

B-6 14.0 - 16.0 46 16 30 98 27 97.9 0.7 6.3

B-6 19.0 - 21.0 58 22 36 100 25

B-6 24.0 - 26.0 24 104.1 0.6 3.1

B-6 29.0 - 31.0 51 19 32 88 26 94.2 0.9 4.9

B-6 34.0 - 36.0 26 12 14 31 27

B-6 38.5 - 39.0 18

B-6 43.0 - 43.9 15

B-8 0.0 - 2.0 10

B-8 2.0 - 3.5 NP NP NP 30 8

B-8 4.0 - 5.5 9

B-8 6.0 - 7.5 19 16 3 50 11

B-8 8.5 - 10.0 26 16 10 68 14

B-8 10.5 - 12.0 NP NP NP 27 10

Strain atFailure

(%)

LiquidLimit

UnconfinedCompressive

Strength(tsf)

PlasticLimit

PlasticityIndex

Project: WMARSS Transfer Lift Station and Force Main

Project Number: W16-004

Summary of Laboratory Results

Unit DryWeight

(pcf)

MoistureContent

(%)

PercentPassingNo. 200Sieve

SampleDepth

(ft.)

BoringNo.

Plate 6

B-8 14.0 - 15.5 34 13 21 76 21

B-8 19.0 - 21.0 18 15 3 78 21

B-8 24.0 - 26.0 61 15

B-8 29.0 - 30.5 6 4

B-8 34.0 - 35.5 7 19

B-8 39.0 - 40.5 20

B-8 49.0 - 50.5 4 14

B-8 54.0 - 54.9 18

B-8 58.5 - 59.0 19

B-9 0.0 - 2.0 6

B-9 2.0 - 3.5 26 9

B-9 4.0 - 5.5 9

B-9 6.0 - 8.0 25 16

B-9 8.5 - 10.0 13

B-9 10.5 - 12.0 NP NP NP 27 11

B-9 13.5 - 15.0 NP NP NP 40 16

B-9 18.5 - 20.0 NP NP NP 100 21

B-9 23.5 - 25.0 7 6

B-9 28.5 - 30.0 6 20

B-9 33.5 - 35.0 4 12

B-9 38.5 - 40.0 12 11

B-9 43.5 - 45.0 4 16

B-9 48.5 - 50.0 64 24

B-10 0.0 - 2.0 10

B-10 2.0 - 3.5 10

B-10 4.0 - 5.5 28 15 13 74 16

B-10 6.0 - 7.5 19

B-10 10.5 - 12.0 93 21

B-10 13.5 - 15.0 32 2

B-10 18.5 - 20.0 13 2

B-10 23.5 - 25.0 19 23

B-10 28.5 - 30.0 15 13 2 49 26

B-10 33.5 - 22

B-10 38.5 - 40.0 24 16

B-10 43.5 - 45.0 1 12

B-10 48.5 - 50.0 8

B-13 0.0 - 2.0 18

B-13 2.0 - 4.0 16 9

B-13 4.0 - 5.5 52 15

B-13 6.0 - 7.5 63 20 43 99 23

B-13 8.5 - 10.5 19

B-13 10.5 - 12.5 32 17 15 100 16

Strain atFailure

(%)

LiquidLimit

UnconfinedCompressive

Strength(tsf)

PlasticLimit

PlasticityIndex

Project: WMARSS Transfer Lift Station and Force Main

Project Number: W16-004

Summary of Laboratory Results

Unit DryWeight

(pcf)

MoistureContent

(%)

PercentPassingNo. 200Sieve

SampleDepth

(ft.)

BoringNo.

Plate 6

389.5

385.5

381.5

378.5

363.5

NT

3.0

1.5

NP

19

26

NP

34

18

NP

16

16

NP

13

15

30

50

68

27

76

78

61

6

7

10

8

9

11

14

10

21

21

15

4

19

NP

3

10

NP

21

3

ST

SS

A

SS

A

SS

A

SS

A

SS

A

SS

A

ST

A

ST

A

SS

A

SS

SAND; brown

SILTY SAND; reddish-brown

SANDY LEAN CLAY; reddish-brown, silty

SILTY SAND; reddish-brown

LEAN CLAY; reddish-brown, with sand, with siltseams and layers

silty layer ---

sandy lean clay ---

SAND; tan

1-3-2(5)

4-4-3(7)

1-2-2(4)

2-2-2(4)

2-2-3(5)

2-1-2(3)

6-6-8(14)

9-10-11

(Continued Next Page)

59 ft.

2/4/16

2/4/16

W. McAtee

DR

Y U

NIT

WT

.(p

cf)

ATTERBERGLIMITS

Remarks:

Completion Depth:Date Started:Completed:Logged by:

Approximate Surface Elevation 391.5 feet

Boring was drilled without drilling fluid. Groundwater was initiallymeasured about 34 feet below ground surface (BGS). After about 10minutes, groundwater was measured about 33.5 feet BGS. The nextday, groundwater was measured about 26.5 feet below ground surface(BGS). Boring had caved about 26.5 feet BGS.

ST

RA

IN A

TF

AIL

UR

E (

%)

UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

tsf)

GR

AP

HIC

LOG

DE

PT

H(f

t)

0

5

10

15

20

25

30

35

PO

CK

ET

PE

N.

(tsf

)

LIQ

UID

LIM

IT

PLA

ST

ICLI

MIT

FIN

ES

CO

NT

EN

T(%

)

MO

IST

UR

EC

ON

TE

NT

(%

)

PLA

ST

ICIT

YIN

DE

X

SA

MP

LE T

YP

E

MATERIAL DESCRIPTION

RE

CO

VE

RY

%(R

QD

)

BLO

WC

OU

NT

S(N

VA

LUE

)

PAGE 1 OF 2BORING NO. B-8

CLIENT Lockwood, Andrews & Newnam, Inc.

PROJECT NUMBER W16-004

PROJECT NAME WMARSS Transfer Lift Station and Force Main

PROJECT LOCATION Waco, Texas

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JLangerman Foster Engineering CompanyWaco and Harker Heights (Killeen), TexasPh: 254-235-1048 www.LFEctx.com

341.5

337.5

332.5

4

20

14

18

19

A

SS

A

SS

A

SS

A

SS

A

SS

SAND; tan (continued)

--- possible gravel layer

GRAVELLY SAND; tan, with clay seams

SHALE; gray

(21)

3-3-4(7)

4-3-17(20)

2-4-9(13)

48-50/4"

50/6"

59 ft.

2/4/16

2/4/16

W. McAtee

DR

Y U

NIT

WT

.(p

cf)

ATTERBERGLIMITS

Remarks:

Completion Depth:Date Started:Completed:Logged by:

Approximate Surface Elevation 391.5 feet

Boring was drilled without drilling fluid. Groundwater was initiallymeasured about 34 feet below ground surface (BGS). After about 10minutes, groundwater was measured about 33.5 feet BGS. The nextday, groundwater was measured about 26.5 feet below ground surface(BGS). Boring had caved about 26.5 feet BGS.

ST

RA

IN A

TF

AIL

UR

E (

%)

UN

CO

NF

INE

DC

OM

PR

ES

SIV

ES

TR

EN

GT

H (

tsf)

GR

AP

HIC

LOG

DE

PT

H(f

t)

35

40

45

50

55

PO

CK

ET

PE

N.

(tsf

)

LIQ

UID

LIM

IT

PLA

ST

ICLI

MIT

FIN

ES

CO

NT

EN

T(%

)

MO

IST

UR

EC

ON

TE

NT

(%

)

PLA

ST

ICIT

YIN

DE

X

SA

MP

LE T

YP

E

MATERIAL DESCRIPTION

RE

CO

VE

RY

%(R

QD

)

BLO

WC

OU

NT

S(N

VA

LUE

)

PAGE 2 OF 2BORING NO. B-8

CLIENT Lockwood, Andrews & Newnam, Inc.

PROJECT NUMBER W16-004

PROJECT NAME WMARSS Transfer Lift Station and Force Main

PROJECT LOCATION Waco, Texas

LAN

GE

RM

AN

FO

ST

ER

- G

INT

ST

D U

S L

AB

.GD

T -

4/2

9/1

6 1

0:12

- C

:\US

ER

S\P

UB

LIC

\DO

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S\B

EN

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Y\G

INT

\PR

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S\W

16-0

04, W

MA

RS

S L

IFT

ST

AT

ION

.GP

JLangerman Foster Engineering CompanyWaco and Harker Heights (Killeen), TexasPh: 254-235-1048 www.LFEctx.com

1.4 SupportIT Calculations

0.00 ftSoft Clay

15.00 ftDense Fine Sand

37.00 ftDense Gravel

41.00 ftVery Stiff Clay

47.25 ft

WL 15.00 ft

40.00 ft WL40.00 ft

200.0 psf

Toe = 7.25 ft

5.00 ft

14.50 ft

24.00 ft

33.50 ft

Title: Case 1Designer: JES

Page: 1Date: 8.4.16

Sheet: Arbed AZ36Works: Temporary

Pressure: RankineAnalysis: Net Pressure

FOS: 2.00 (K p÷1.5; C pas÷1.5) Toe: Free Earth Support

Maximum d (ft)38.04ftlb/ft13504.840.20in0.047.25psf2013.447.25psf452.6

LANSupportIT, v2.34

© 1997 - 2013, GTSoft Ltd.Tel/Fax: +44 (0)1292 477754

Email: [email protected]: www.GTSoft.org

Input DataDepth Of Excavation =

Surcharge = 40.00200.0

ftpsf

Soil ProfileDepth (ft) Soil Name (pcf) ' (pcf) C (psf) C a (psf) (°) (°) K a K ac K p K pc

0.00 Soft Clay 120.00 56.00 500.0 0.0 0.0 0.0 1.00 2.00 1.00 2.0015.00 Dense Fine Sand 115.00 68.73 0.0 0.0 32.0 0.0 0.31 0.00 3.25 0.0037.00 Dense Gravel 120.00 65.55 0.0 0.0 35.0 0.0 0.27 0.00 3.69 0.0041.00 Very Stiff Clay 137.46 75.09 2505.4 0.0 0.0 0.0 1.00 2.00 1.00 2.00

Active Side


0.00 Soft Clay 120.00 56.00 500.0 (333.4) 0.0 0.0 0.0 1.00 2.00 1.00 2.0015.00 Dense Fine Sand 115.00 68.73 0.0 0.0 32.0 0.0 0.31 0.00 3.25 (2.17) 0.00 (0.00)37.00 Dense Gravel 120.00 65.55 0.0 0.0 35.0 0.0 0.27 0.00 3.69 (2.46) 0.00 (0.00)41.00 Very Stiff Clay 137.46 75.09 2505.4 (1670.3) 0.0 0.0 0.0 1.00 2.00 1.00 2.00

Passive Side

( ) indicates factored value used in all calculations. Factor(s): K p÷1.5; C pas÷1.5

Depth Of Active Water = Depth Of Passive Water =

15.0040.00

ftft

Water Density = Minimum Fluid Density =

62.4331.82

pcfpcf

SolutionSheetSheet Name E

(psi)I

(in 4/ft)f

(psi)Z

(in³/ft) (ftlb/ft) Allowed M max b

(in)A

(in²/ft)W

(lb/ft)Upstand

(ft)Toe(ft)

Length(ft)

Arbed AZ36 3.04E+07 606.30 24966.8 67.00 139397.8 24.80 11.67 82.1 0.00 7.25 47.25

Pressure Model: Rankine; Assume full hydrostatic pressure to 40.00ft in cohesive soils on active side

Load Model: Area Distribution

Supportsd

(ft)Type L

(ft)B

(ft)Load(lb/ft)

5.00 Waler 100.00 40.00 1532.0 14.50 Waler 100.00 40.00 6969.3 24.00 Waler 100.00 40.00 12992.6 33.50 Waler 100.00 40.00 20043.1

Maximum Depth (ft)Maxima

Pressure 2562.5 psf 40.00Bending Moment 13504.8 ftlb/ft 38.04Deflection 0.0 in 40.20Shear Force 10535.7 lb/ft 33.50


Page: 2Date: 8.4.16




LANSupportIT, v2.34



0 5 10 15 20 25 300-5-10-15-20-25Pressure (psf) x10 2

5

10

15

20

25

30

35

40

45

50d(ft)

0 4 8 120-4-8-12-16Bending Moment (ftlb/ft) x10 3

5

10

15

20

25

30

35

40

45

50d(ft)

0 2 4 6 8 100-2-4-6-8-10-12Shear Force (lb/ft) x10 3

5

10

15

20

25

30

35

40

45

50d(ft)

0 1 2 3 40-1Deflection (in) x10 -2

5

10

15

20

25

30

35

40

45

50d(ft)


Page: 3Date: 8.4.16




Maximum d (ft)40.00psf2562.538.04ftlb/ft13504.833.50lb/ft10535.740.20in0.0

LANSupportIT, v2.34



depth(ft)

P(psf)

M(ftlb/ft)

D(in)

F(lb/ft)

depth(ft)

P(psf)

M(ftlb/ft)

D(in)

F(lb/ft)

depth(ft)

P(psf)

M(ftlb/ft)

D(in)

F(lb/ft)

0.00 0.00.34 11.30.68 21.31.01 32.61.35 42.61.69 53.92.03 64.02.36 75.22.70 86.53.04 96.63.38 107.83.71 117.94.05 129.24.39 139.24.73 150.55.06 161.85.40 171.85.74 183.16.08 193.16.41 204.46.75 214.47.09 225.77.43 237.07.76 247.08.10 258.38.44 268.38.78 279.69.11 291.49.45 333.99.79 376.4

10.13 414.210.46 456.810.80 494.611.14 537.111.48 574.911.81 617.412.15 660.012.49 697.812.83 740.313.16 778.113.50 820.613.84 858.414.18 900.914.51 943.514.85 981.315.19 637.215.53 663.5

15.86 693.216.20 719.616.54 749.216.88 778.917.21 805.317.55 834.917.89 861.318.23 890.918.56 917.318.90 947.019.24 976.619.58 1003.019.91 1032.720.25 1059.020.59 1088.720.93 1115.021.26 1144.721.60 1174.421.94 1200.722.28 1230.422.61 1256.822.95 1286.423.29 1312.823.63 1342.423.96 1372.124.30 1398.524.64 1428.124.98 1454.525.31 1484.225.65 1510.525.99 1540.226.33 1569.826.66 1596.227.00 1625.927.34 1652.227.68 1681.928.01 1708.328.35 1737.928.69 1767.629.03 1793.929.36 1823.629.70 1850.030.04 1879.630.38 1906.030.71 1935.731.05 1965.331.39 1991.7

31.73 2021.432.06 2047.832.40 2077.432.74 2103.833.08 2133.533.41 2163.233.75 2189.534.09 2219.234.43 2245.634.76 2275.335.10 2301.735.44 2331.335.78 2361.036.11 2387.436.45 2417.136.79 2443.437.13 2332.237.46 2357.437.80 2385.838.14 2414.238.48 2439.538.81 2467.939.15 2493.139.49 2521.539.83 2546.740.16 2533.840.50 2485.140.84 2441.841.18 -1859.441.51 -1883.041.85 -1909.642.19 -1933.242.53 -1959.842.86 -1986.443.20 -2010.043.54 -2036.643.88 -2060.344.21 -2086.844.55 -2110.544.89 -2137.145.23 -2163.745.56 -2187.345.90 -2213.946.24 -2237.546.58 -2264.146.91 -2287.747.25 -2311.4

-0.10.21.55.6

12.725.742.969.9

106.4147.8206.0269.0354.0443.0559.8573.7228.7

-138.9-446.5-769.6

-1035.2-1308.6-1553.7-1746.6-1934.2-2073.8-2199.0-2280.8-2337.7-2352.8-2326.6-2247.8-2129.7-1938.0-1711.2-1387.6-986.5-560.6

1.6579.1

1321.42067.53008.83789.12639.01454.8473.9

-551.3-1390.2-2249.1-3014.6-3613.7-4192.7-4620.1-4999.4-5243.4-5409.8-5458.3-5398.8-5212.7-4938.5-4504.3-4003.7-3308.2-2468.9-1599.1-478.1647.9

2063.93458.15182.47075.35296.82880.8885.7

-1183.6-2864.5-4573.8-6086.9-7264.1-8396.5-9229.4-9967.5

-10443.9-10774.4-10883.7-10793.1-10478.3-10006.4-9255.9-8390.7-7191.2-5748.7-4259.3

-2347.4-434.91959.74307.07197.5

10355.98641.55189.22356.0-563.1

-2916.3-5288.7-7366.2-8962.3

-10472.6-11558.7-12489.2-13064.7-13430.4-13500.0-13422.1-13220.8-12939.5-12506.7-12017.5-11348.4-10554.2-9745.1-8737.5-7863.6-6931.8-6149.8-5322.7-4552.3-3915.5-3254.1-2715.4-2165.7-1727.5-1292.2-918.6-638.9-384.0-211.0-77.4-13.5

0.0

0.02.27.6

17.329.446.765.590.4

119.2148.3184.7220.5264.4306.9358.5

-1118.0-1065.3-1002.2-942.7-872.1-805.9-727.7-645.5-569.0-479.3-396.1-298.8-208.9-97.229.5

154.7309.9460.5644.1820.0

1032.11259.31473.91729.51969.42253.52518.72831.3

-3810.4-3506.5-3226.1-3020.7

-2779.7-2556.7-2295.9-2024.5-1774.5-1483.3-1215.6-904.6-619.2-288.3

53.1365.4726.7

1056.61437.81785.42186.42597.92972.53403.83796.14247.34657.25128.25609.8

-6945.9-6444.5-5990.0-5468.7-4996.5-4455.4-3903.7-3404.6-2833.1-2316.2-1724.9-1190.4-579.2

42.5604.0

1245.61824.72486.13082.93764.14455.95079.7

5791.46432.87164.37823.48574.89336.7

-10020.4-9238.6-8534.8-7733.2-7011.8-6190.3-5358.3-4609.9-3758.0-2992.0-2137.0-1397.9-556.8294.2

1059.21929.32711.13600.24399.05302.86191.16966.37205.56860.76467.56113.45709.85300.74932.54513.04135.53705.63318.92878.62432.82031.91575.71165.5698.9279.5

0.0

0.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.0

0.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.0

0.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.0


Page: 4Date: 8.4.16




LANSupportIT, v2.34



0 14Pressure (psf)Active Soil

x10 2

5

10

15

20

25

30

35

40

45

50d(ft)

00-45Pressure (psf)Passive Soil

x10 2

5

10

15

20

25

30

35

40

45

50d(ft)

0 24Pressure (psf)Active Water

x10 2

5

10

15

20

25

30

35

40

45

50d(ft)

00-7Pressure (psf)Passive Water

x10

5

10

15

20

25

30

35

40

45

50d(ft)

0 32Pressure (psf)Min. Fluid

x10 2

5

10

15

20

25

30

35

40

45

50d(ft)

0 300-25Pressure (psf)Net

x10 2

5

10

15

20

25

30

35

40

45

50d(ft)


Page: 5Date: 8.4.16




LANSupportIT, v2.34



x (ft) R (lb) M (ftlb)

L = E = I =

M x=

100.003.04E+077800.001909000.0

ftpsiin 4

ftlb

0.00 93205.4 -69.610.00 115759.7 21641.420.00 448717.4 906864.745.00 345896.1 766239.455.00 345896.1 742597.880.00 448717.4 928344.690.00 112912.4 18264.5

100.00 93205.4 69.8

Maximum x (ft)

Bending Moment (ftlb) 928344.6 79.92Shear Force (lb) 258490.7 19.83

Deflection (in) 0.3 67.17


B = E = I =

M x=

40.003.04E+077800.00901000.0

ftpsiin 4

ftlb

0.00 43199.5 0.010.00 357662.5 563470.730.00 357662.5 563470.740.00 43199.5 0.0

Maximum x (ft)



45°45°

505408.9lb

163708.9lb

45°45°

505400.3lb

159685.0lb

45°45°

505408.9lb

163708.9lb

45°45°

505400.2lb

159685.0lb

0 1 2 3 4 5 6 7 8 9 10 (ft)x10

0

4

8

12

16

20

24

28

32

36

40

(ft)

93205.4lb115759.7lb448717.4lb

345896.1lb345896.1lb

448717.4lb112912.4lb93205.4lb

93205.4lb115759.7lb448717.4lb

345896.1lb345896.1lb

448717.4lb112912.4lb93205.4lb

93205.4lb115759.7lb448717.4lb

345896.1lb345896.1lb

448717.4lb112912.4lb93205.4lb

43199.5lb

357662.5lb

357662.5lb

43199.5lb

43199.5lb

357662.5lb

357662.5lb

43199.5lb

43199.5lb

357662.5lb

357662.5lb

43199.5lb


Page: 6Date: 8.4.16



Toe: Free Earth Support

d = F =

33.5020043.1

ftlb/ft

LANSupportIT, v2.34



Design Report

1. Total stress values are being used (i.e. C > 0). Note that the Piling Handbook and CIRIA SP95 recommend that effective stress valuesbe used in 'long term' excavations.

2. Factor(s) applied to soil parameter(s) in the 'Wall' page, and used in all calculations.Factor(s) used: Kp ÷1.5; C (passive) ÷1.5

3. Maximum bending moment = 13504.8ftlb/ft and f = 24966.8psi. MINIMUM required sheet section modulus is: Z = 6.49in³/ft (= M/f).Sheet section modulus in this design is Z = 67.00in³/ft, and is satisfactory.

4. Frame primary axis bending moments checked. Users should manually check the axial load capacities and the effects of combinedaxial and bending stresses to confirm frames are suitable.

5. FOS = 2.00 (Net Pressure)This is the factor of safety against rotation about the lowest frame. It is calculated using the factored soil parameters (see above).The FOS can be changed using 'Defined FOS' or 'Manual' in the 'Wall' page.


Page: 7Date: 8.4.16




LANSupportIT, v2.34



0.00 ftSoft Clay



41.00 ftStiff Clay

59.90 ft

WL 15.00 ft

50.00 ft WL50.00 ft

200.0 psf

Toe = 9.90 ft

5.00 ft

14.75 ft

24.50 ft

34.25 ft

44.00 ft


Page: 1Date: 8.4.16


Pressure: Terzaghi (m = 1.0; a = 0.4)Analysis: Net Pressure


Maximum d (ft)37.49psf5458.634.25ftlb/ft33348.529.30in0.1

LANSupportIT, v2.34





ftpsf


0.00 Soft Clay 120.00 56.00 500.0 0.0 0.0 0.0 1.00 2.00 1.00 2.0015.00 Dense Fine Sand 115.00 68.73 0.0 0.0 32.0 0.0 0.31 0.00 3.25 0.0037.00 Dense Gravel 120.00 65.55 0.0 0.0 35.0 0.0 0.27 0.00 3.69 0.0041.00 Stiff Clay 131.10 68.73 2087.9 0.0 0.0 0.0 1.00 2.00 1.00 2.00

Active Side


0.00 Soft Clay 120.00 56.00 500.0 (333.4) 0.0 0.0 0.0 1.00 2.00 1.00 2.0015.00 Dense Fine Sand 115.00 68.73 0.0 0.0 32.0 0.0 0.31 0.00 3.25 (2.17) 0.00 (0.00)37.00 Dense Gravel 120.00 65.55 0.0 0.0 35.0 0.0 0.27 0.00 3.69 (2.46) 0.00 (0.00)41.00 Stiff Clay 131.10 68.73 2087.9 (1391.9) 0.0 0.0 0.0 1.00 2.00 1.00 2.00

Passive Side



15.0050.00

ftft


62.4331.82

pcfpcf


(psi)I

(in 4/ft)f

(psi)Z


(in)A

(in²/ft)W

(lb/ft)Upstand

(ft)Toe(ft)

Length(ft)

Arbed AZ36 3.04E+07 606.30 24966.8 67.00 139397.8 24.80 11.67 82.1 0.00 9.90 59.90

Pressure Model: Terzaghi (m = 1.0; a = 0.4); Apply hydrostatic pressure in cohesive soils


Supportsd

(ft)Type L

(ft)B

(ft)Load(lb/ft)

5.00 Waler 100.00 40.00 17528.5 14.75 Waler 100.00 40.00 39659.0 24.50 Waler 100.00 40.00 45192.8 34.25 Waler 100.00 40.00 50810.4 44.00 Waler 100.00 40.00 35795.2




Page: 2Date: 8.4.16




LANSupportIT, v2.34



0 1 2 3 4 5 60-1-2Pressure (psf) x10 3

1

2

3

4

5

6d(ft)

x10

0 1 2 3 40-1-2-3Bending Moment (ftlb/ft) x10 4

1

2

3

4

5

6d(ft)

x10

0 1 2 30-1-2-3Shear Force (lb/ft) x10 4

1

2

3

4

5

6d(ft)

x10

0 1 2 3 4 5 60-1Deflection (in) x10 -2

1

2

3

4

5

6d(ft)

x10


Page: 3Date: 8.4.16





LANSupportIT, v2.34



depth(ft)

P(psf)

M(ftlb/ft)

D(in)

F(lb/ft)

depth(ft)

P(psf)

M(ftlb/ft)

D(in)

F(lb/ft)

depth(ft)

P(psf)

M(ftlb/ft)

D(in)

F(lb/ft)

0.00 200.00.43 343.80.86 471.61.28 615.31.71 743.12.14 886.92.57 1014.73.00 1158.43.42 1302.23.85 1430.04.28 1573.74.71 1701.55.13 1845.35.56 1973.15.99 2116.86.42 2260.66.85 2388.47.27 2532.17.70 2659.98.13 2803.78.56 2931.58.99 3075.29.41 3219.09.84 3346.8

10.27 3490.610.70 3618.411.12 3762.111.55 3889.911.98 4033.712.41 4177.412.84 4199.813.26 4199.813.69 4199.814.12 4199.814.55 4199.814.98 4199.815.40 4089.915.83 4114.816.26 4142.816.69 4167.717.12 4195.817.54 4220.717.97 4248.718.40 4276.718.83 4301.719.25 4329.719.68 4354.6

20.11 4382.620.54 4407.620.97 4435.621.39 4463.621.82 4488.522.25 4516.622.68 4541.523.11 4569.523.53 4594.423.96 4622.524.39 4650.524.82 4675.425.25 4703.525.67 4728.426.10 4756.426.53 4781.326.96 4809.427.38 4837.427.81 4862.328.24 4890.428.67 4915.329.10 4943.329.52 4968.229.95 4996.330.38 5024.330.81 5049.231.24 5077.231.66 5102.232.09 5130.232.52 5155.132.95 5183.133.37 5211.233.80 5236.134.23 5264.134.66 5289.035.09 5317.135.51 5342.035.94 5370.036.37 5398.136.80 5423.037.23 5443.037.65 5423.338.08 5307.638.51 5204.738.94 5089.039.37 4973.239.79 4870.4

40.22 4754.640.65 4651.841.08 4682.041.50 4579.241.93 4463.442.36 4347.742.79 4244.843.22 4129.143.64 4026.244.07 3910.544.50 3807.644.93 3691.945.36 3576.245.78 3473.346.21 3357.646.64 3254.747.07 3139.047.50 3036.147.92 2920.448.35 2804.648.78 2701.849.21 2586.049.63 2483.250.06 -603.250.49 -630.750.92 -661.551.35 -692.451.77 -719.852.20 -750.752.63 -778.253.06 -809.053.49 -836.553.91 -867.354.34 -898.254.77 -925.655.20 -956.555.62 -983.956.05 -1014.856.48 -1042.256.91 -1073.157.34 -1104.057.76 -1131.458.19 -1162.358.62 -1189.759.05 -1220.659.48 -1248.059.90 -1275.5

0.022.8

100.5279.1541.6979.8

1519.22320.93357.14498.56056.97708.67272.82541.5

-2405.5-6926.6

-10564.5-14202.5-17009.5-19661.0-21545.4-23107.4-24050.8-24346.7-24041.9-23180.6-21521.3-19410.1-16292.9-12361.8-8162.8-2638.72982.9

10107.517151.716055.87958.91441.5

-5120.7-10265.1-15272.8-19026.6-22459.9-25051.7-26644.6-27631.7-27789.1

-27139.9-25820.6-23496.5-20277.4-16660.1-11735.2-6592.7

58.26744.0

15141.124470.819967.310689.43246.7

-4216.4-10036.9-15664.8-20312.8-23617.2-26398.9-28035.3-28930.3-28881.7-27879.3-25868.8-23230.8-19300.7-14947.5-9077.6-2991.14838.7

13714.422486.433348.523649.813743.35834.9

-2047.5-8850.1

-13985.9-18734.0-22035.8-24722.4-26213.8-26904.2-26570.2-25430.2

-23220.5-20450.2-16447.7-12105.2-6348.2

309.46964.4

15259.323332.729615.524890.820278.516388.713519.310932.49185.27820.47123.56899.46833.86688.46430.96121.85687.75273.74822.04385.84011.73606.73261.42890.22576.22241.41926.91665.01390.81165.9934.6749.0563.2402.5281.4170.294.134.96.20.0

0.0126.0292.3540.6815.6

1186.01569.72062.42619.93169.83849.54508.0

-12219.3-11453.7-10531.4-9544.4-8612.9-7504.0-6464.1-5233.1-4084.7-2731.8-1314.3

0.01539.52962.24623.76154.97938.49786.5

11463.713350.615027.916914.818592.0

-19180.1-17348.2-15709.3-13853.6-12193.6-10314.1-8632.9-6729.7-4813.8-3100.3-1160.6

574.1

2537.54293.36280.68280.4

10068.612092.213901.515948.917779.419850.521934.3

-21395.7-19288.1-17404.1-15272.8-13367.6-11212.5-9044.8-7107.3-4915.8-2957.2-741.81237.93477.05728.77740.8

10016.312049.514348.816403.218726.321062.023148.7

-25302.2-23194.3-20811.0-18682.0-16275.0-13855.4-11694.0-9252.6-7077.5-4669.9-2573.4-263.91993.63956.6

6115.87991.5

10066.911913.613942.015918.517631.619509.921135.7

-12879.5-11340.9-9659.1-8029.3-6624.2-5092.6-3774.8-2341.4-1111.0

224.21507.42604.33789.34799.05737.75581.25396.55203.05023.74813.64619.54392.84183.93940.53688.43456.93188.22941.92656.52395.52093.51782.71499.11171.7873.3529.3216.1

0.0

0.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.0

0.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.10.10.10.10.10.10.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.10.10.10.10.1

0.10.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.0


Page: 4Date: 8.4.16




LANSupportIT, v2.34




x10 2

1

2

3

4

5

6d(ft)

x10


x10 2

1

2

3

4

5

6d(ft)

x10


x10 2

1

2

3

4

5

6d(ft)

x10

0 10Pressure (psf)Passive Water

1

2

3

4

5

6d(ft)

x10


x10 2

1

2

3

4

5

6d(ft)

x10


x10 3

1

2

3

4

5

6d(ft)

x10


Page: 5Date: 8.4.16




LANSupportIT, v2.34




L = E = I =

M x=

100.003.04E+077800.001909000.0

ftpsiin 4

ftlb

0.00 236280.9 -176.410.00 293457.1 54862.320.00 1137523.1 2298951.345.00 876865.6 1942459.255.00 876865.6 1882525.880.00 1137523.1 2353405.090.00 286239.0 46301.3

100.00 236280.9 176.8

Maximum x (ft)




B = E = I =

M x=

40.003.04E+077800.00210000.0

ftpsiin 4

ftlb

0.00 109513.0 0.010.00 906694.1 1428429.230.00 906694.1 1428429.240.00 109513.0 0.0

Maximum x (ft)



45°45°

1281239.3lb

415011.0lb

45°45°

1281217.4lb

404810.0lb

45°45°

1281239.0lb

415011.1lb

45°45°

1281217.2lb

404810.1lb

0 1 2 3 4 5 6 7 8 9 10 (ft)x10

0

4

8

12

16

20

24

28

32

36

40

(ft)

236280.9lb293457.1lb1137523.1lb

876865.6lb876865.6lb

1137523.1lb286239.0lb236280.9lb

236280.9lb293457.1lb1137523.1lb

876865.6lb876865.6lb

1137523.1lb286239.0lb236280.9lb

236280.9lb293457.1lb1137523.1lb

876865.6lb876865.6lb

1137523.1lb286239.0lb236280.9lb

109513.0lb

906694.1lb

906694.1lb

109513.0lb

109513.0lb

906694.1lb

906694.1lb

109513.0lb

109513.0lb

906694.1lb

906694.1lb

109513.0lb


Page: 6Date: 8.4.16




d = F =

34.2550810.4

ftlb/ft

LANSupportIT, v2.34



Design Report

1. Terzaghi was used for the active pressure. Rankine was used for the passive pressure.




5. d(ft) Side L(ftlb) Side B(ftlb)------------------------------------------------------------------------------------------------- 5.00 811874.9 (1909000.0) *492777.9 (210000.0) 14.75 1836901.9 (1909000.0) *1114931.0 (210000.0) 24.50 *2093212.9 (1909000.0) *1270502.5 (210000.0) 34.25 *2353405.0 (1909000.0) *1428429.2 (210000.0) 44.00 1657942.7 (1909000.0) *1006309.6 (210000.0)PLAN VIEW: Frame bending moment exceeds specified maximum allowed value for marked (*) depth(s) and side(s).




Page: 7Date: 8.4.16




LANSupportIT, v2.34



+16.00 ft

0.00 ftSoft Clay



41.00 ftStiff Clay

54.20 ft

WL +1.00 ft

34.00 ft WL34.00 ft

200.0 psf

+5.00 ft

Toe = 20.20 ft

5.00 ft

12.67 ft

20.34 ft

28.00 ft

Title: Case 2aDesigner: JES

Page: 1Date: 8.4.16




Maximum d (ft)34.00psf2921.635.80ftlb/ft76482.939.30in0.4

LANSupportIT, v2.34





ftpsf



Active Side



Passive Side



+1.0034.00

ftft


62.4331.82

pcfpcf


(psi)I

(in 4/ft)f

(psi)Z


(in)A

(in²/ft)W

(lb/ft)Upstand

(ft)Toe(ft)

Length(ft)

Arbed AZ36 3.04E+07 606.30 24966.8 67.00 139397.8 24.80 11.67 82.1 5.00 20.20 59.20



Supportsd

(ft)Type L

(ft)B

(ft)Load(lb/ft)

5.00 Waler 100.00 40.00 3430.9 12.67 Waler 100.00 40.00 11303.3 20.34 Waler 100.00 40.00 13540.7 28.00 Waler 100.00 40.00 29869.3




Page: 2Date: 8.4.16




LANSupportIT, v2.34



0 5 10 15 20 25 300-5-10-15-20Pressure (psf) x10 2

-1

1

2

3

4

5

6d(ft)

x10

0 10-1-2-3-4-5-6-7-8Bending Moment (ftlb/ft) x10 4

-1

1

2

3

4

5

6d(ft)

x10

0 4 8 120-4-8-12-16-20-24Shear Force (lb/ft) x10 3

-1

1

2

3

4

5

6d(ft)

x10

0 1 2 3 4 50-1Deflection (in) x10 -1

-1

1

2

3

4

5

6d(ft)

x10


Page: 3Date: 8.4.16





LANSupportIT, v2.34



depth(ft)

P(psf)

M(ftlb/ft)

D(in)

F(lb/ft)

depth(ft)

P(psf)

M(ftlb/ft)

D(in)

F(lb/ft)

depth(ft)

P(psf)

M(ftlb/ft)

D(in)

F(lb/ft)

0.00 61.60.39 86.30.77 111.01.16 132.51.55 157.21.94 181.92.32 206.52.71 231.23.10 255.83.48 277.43.87 302.14.26 326.74.65 351.45.03 376.15.42 400.75.81 425.46.19 444.66.58 525.66.97 597.77.36 669.77.74 741.78.13 813.88.52 876.88.90 948.99.29 1020.99.68 1093.0

10.07 1165.010.45 1237.010.84 1309.111.23 1372.111.61 1444.212.00 1516.212.39 1588.212.78 1660.313.16 1732.313.55 1804.413.94 1867.414.32 1939.414.71 2011.515.10 1334.015.49 1371.315.87 1404.316.26 1433.316.65 1466.417.03 1499.517.42 1532.517.81 1565.6

18.20 1598.718.58 1631.818.97 1660.719.36 1693.819.74 1726.920.13 1760.020.52 1793.020.91 1826.121.29 1855.121.68 1888.122.07 1921.222.45 1954.322.84 1987.423.23 2020.423.62 2053.524.00 2082.524.39 2115.524.78 2148.625.16 2181.725.55 2214.825.94 2247.826.33 2276.826.71 2309.827.10 2342.927.49 2376.027.87 2409.128.26 2442.128.65 2475.229.04 2504.129.42 2537.229.81 2570.330.20 2603.330.58 2636.430.97 2669.531.36 2698.431.75 2731.532.13 2764.532.52 2797.632.91 2830.733.30 2863.733.68 2896.834.07 2911.834.46 2861.434.84 2811.135.23 2760.735.62 2710.336.01 2659.9

36.39 2609.636.78 2565.537.17 2348.737.55 2292.037.94 2235.438.33 2178.738.72 2122.039.10 2072.539.49 2015.839.88 1959.140.26 1902.440.65 1845.841.04 -1073.241.43 -1100.341.81 -1124.042.20 -1151.142.59 -1178.242.97 -1205.343.36 -1232.343.75 -1259.444.14 -1283.144.52 -1310.244.91 -1337.345.30 -1364.445.68 -1391.446.07 -1418.546.46 -1445.646.85 -1469.347.23 -1496.447.62 -1523.548.01 -1550.548.39 -1577.648.78 -1604.749.17 -1628.449.56 -1655.549.94 -1682.650.33 -1709.650.72 -1736.751.10 -1763.851.49 -1790.951.88 -1814.652.27 -1841.752.65 -1868.753.04 -1895.853.43 -1922.953.81 -1950.054.20 -1970.3

8.425.856.797.8

164.2255.1374.4525.8713.3909.8

1175.11487.51850.82098.91212.2388.6

-277.3-970.5

-1581.0-2097.5-2508.5-2802.8-2955.7-3000.6-2897.4-2635.2-2202.8-1589.0-782.5

89.91287.82710.54369.35144.82752.9642.1

-965.0-2517.1-3754.5-4667.3-5324.4-5759.0-5952.5-5957.7-5732.0-5272.7-4574.7

-3632.8-2441.9-1191.5

480.22415.84620.34407.61775.4-290.4

-2375.5-4161.1-5642.2-6813.5-7669.7-8205.6-8407.6-8331.7-7924.7-7183.0-6101.4-4674.9-3139.7-1052.41394.64206.67388.82095.0

-5769.1-12333.6-19469.3-26209.2-32548.0-38480.7-44001.9-48491.5-53227.6-57537.5-61416.0-64858.0-67858.3-70411.8-72275.5-73980.6-75239.1-76059.0-76448.2-76435.9

-76135.5-75648.9-74842.6-73786.8-72491.6-70962.9-69206.7-67488.0-65321.1-62943.7-60361.6-57580.8-54607.2-51606.8-49040.1-46170.7-43371.3-40643.5-37988.8-35409.0-33214.4-30779.5-28424.1-26149.9-23958.6-21851.9-19831.3-18135.2-16280.6-14517.0-12845.8-11268.8-9787.7-8571.6-7274.6-6078.2-4983.9-3993.6-3108.7-2330.9-1739.6-1167.2-706.6-359.6-127.7-12.7

0.0

31.961.7

101.3143.9201.6269.2346.4433.4530.1622.7737.7862.4996.8

-2289.9-2136.0-1972.4-1821.3-1626.3-1402.8-1151.0-870.7-561.9-268.9

93.2483.7902.6

1350.01825.72330.02794.53352.03938.04552.4

-6108.1-5436.8-4737.1-4101.6-3348.6-2567.1-1831.2-1295.7-747.2-256.5316.6902.6

1501.82114.0

2739.33377.63946.84609.65285.45974.3

-6864.4-6149.4-5513.1-4773.6-4021.0-3255.4-2476.8-1685.1-880.3-165.4663.8

1506.12361.43229.84111.34893.35799.26718.27650.28595.3

-20315.9-19344.7-18484.2-17488.5-16479.8-15458.1-14423.3-13375.4-12447.8-11375.5-10290.1-9191.7-8080.2-6955.6-5818.0-4812.6-3674.3-2556.1-1457.9-379.5679.0

1717.72610.23587.74502.15394.16263.87111.17834.18639.59422.5

10183.110921.411496.411180.210956.410694.910427.210153.39873.19586.89331.19033.18728.88418.48101.77778.87449.77156.66815.96468.96115.75756.35390.65065.64688.34304.83915.13519.23117.02708.72346.31926.21500.01067.6628.9184.0

0.0

0.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.0

0.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.10.10.10.10.20.20.20.20.20.30.30.30.30.30.30.40.40.40.4

0.40.40.40.40.40.40.40.40.40.40.40.40.40.40.40.40.40.40.40.40.40.30.30.30.30.30.30.30.30.30.20.20.20.20.20.20.20.10.10.10.10.10.10.00.00.00.0


Page: 4Date: 8.4.16




LANSupportIT, v2.34




x10 2

-1

1

2

3

4

5

6d(ft)

x10


x10 3

-1

1

2

3

4

5

6d(ft)

x10


x10 2

-1

1

2

3

4

5

6d(ft)

x10


x10

-1

1

2

3

4

5

6d(ft)

x10


x10 2

-1

1

2

3

4

5

6d(ft)

x10

0 2Pressure (psf)Custom Slope-1

1

2

3

4

5

6d(ft)

x10


x10 2

-1

1

2

3

4

5

6d(ft)

x10


Page: 5Date: 8.4.16




LANSupportIT, v2.34




L = E = I =

M x=

100.003.04E+077800.001909000.0

ftpsiin 4

ftlb

0.00 138899.8 -103.710.00 172511.3 32251.220.00 668703.0 1351458.845.00 515473.1 1141891.655.00 515473.1 1106659.680.00 668703.0 1383469.590.00 168268.2 27218.7

100.00 138899.8 104.0

Maximum x (ft)




B = E = I =

M x=

40.003.04E+077800.00210000.0

ftpsiin 4

ftlb

0.00 64378.2 0.010.00 533008.1 839714.730.00 533008.1 839714.740.00 64378.2 0.0

Maximum x (ft)



45°45°

753187.7lb

243967.8lb

45°45°

753174.9lb

237971.2lb

45°45°

753187.6lb

243967.9lb

45°45°

753174.7lb

237971.3lb

0 1 2 3 4 5 6 7 8 9 10 (ft)x10

0

4

8

12

16

20

24

28

32

36

40

(ft)

138899.8lb172511.3lb668703.0lb

515473.1lb515473.1lb

668703.0lb168268.2lb138899.8lb

138899.8lb172511.3lb668703.0lb

515473.1lb515473.1lb

668703.0lb168268.2lb138899.8lb

138899.8lb172511.3lb668703.0lb

515473.1lb515473.1lb

668703.0lb168268.2lb138899.8lb

64378.2lb

533008.1lb

533008.1lb

64378.2lb

64378.2lb

533008.1lb

533008.1lb

64378.2lb

64378.2lb

533008.1lb

533008.1lb

64378.2lb


Page: 6Date: 8.4.16




d = F =

28.0029869.3

ftlb/ft

LANSupportIT, v2.34



Design Report




4. d(ft) Side L(ftlb) Side B(ftlb)------------------------------------------------------------------------------------------------- 12.67 523538.9 (1909000.0) *317768.7 (210000.0) 20.34 627172.6 (1909000.0) *380670.4 (210000.0) 28.00 1383469.5 (1909000.0) *839714.7 (210000.0)PLAN VIEW: Frame bending moment exceeds specified maximum allowed value for marked (*) depth(s) and side(s).




Page: 7Date: 8.4.16




LANSupportIT, v2.34



0.00 ftSoft Clay



41.00 ftStiff Clay

53.65 ft

WL +7.00 ft

28.00 ft WL28.00 ft

+11.00 ft

Toe = 25.65 ft

5.50 ftSteel Waler

11.00 ftSteel Waler

16.50 ftSteel Waler

22.00 ftSteel Waler


Page: 1Date: 8.4.16





LANSupportIT, v2.34




Surcharge = 28.00

0.0ftpsf



Active Side



Passive Side



+7.0028.00

ftft


62.4331.82

pcfpcf


(psi)I

(in 4/ft)f

(psi)Z


(in)A

(in²/ft)W

(lb/ft)Upstand

(ft)Toe(ft)

Length(ft)

Arbed AZ36 3.04E+07 606.30 24966.8 67.00 139397.8 24.80 11.67 82.1 11.00 25.65 64.65



Supportsd

(ft)Type L

(ft)B

(ft)Load(lb/ft)

5.50 Steel Waler 100.00 40.00 7996.5 11.00 Steel Waler 100.00 40.00 10235.5 16.50 Steel Waler 100.00 40.00 10674.0 22.00 Steel Waler 100.00 40.00 30692.0




Page: 2Date: 8.4.16




LANSupportIT, v2.34



0 1 2 30-1-2-3Pressure (psf) x10 3

-2

-1

1

2

3

4

5

6d(ft)

x10

0 2 40-2-4-6-8-10Bending Moment (ftlb/ft) x10 4

-2

-1

1

2

3

4

5

6d(ft)

x10

0 4 8 12 160-4-8-12-16-20-24-28Shear Force (lb/ft) x10 3

-2

-1

1

2

3

4

5

6d(ft)

x10

0 1 2 3 4 5 6 7 8 9 100-1Deflection (in) x10 -1

-2

-1

1

2

3

4

5

6d(ft)

x10


Page: 3Date: 8.4.16





LANSupportIT, v2.34



depth(ft)

P(psf)

M(ftlb/ft)

D(in)

F(lb/ft)

depth(ft)

P(psf)

M(ftlb/ft)

D(in)

F(lb/ft)

depth(ft)

P(psf)

M(ftlb/ft)

D(in)

F(lb/ft)

0.00 437.50.38 461.10.77 484.61.15 508.21.53 531.71.92 555.32.30 578.92.68 602.43.07 629.33.45 652.93.83 676.54.22 700.04.60 723.64.98 784.15.36 852.95.75 921.76.13 990.56.51 1069.16.90 1138.07.28 1206.87.66 1275.68.05 1344.48.43 1413.28.81 1482.09.20 1550.89.58 1629.59.96 1698.3

10.35 1767.110.73 1835.911.11 1904.711.50 1973.511.88 2042.312.26 2111.112.65 2180.013.03 2258.613.41 2327.413.79 2396.214.18 2465.014.56 2533.814.94 2602.715.33 1668.315.71 1699.916.09 1731.516.48 1767.616.86 1799.217.24 1830.817.63 1862.4

18.01 1894.018.39 1925.618.78 1957.219.16 1988.819.54 2020.419.93 2056.520.31 2088.120.69 2119.721.08 2151.321.46 2182.921.84 2214.422.23 2246.022.61 2277.622.99 2309.223.37 2345.323.76 2376.924.14 2408.524.52 2440.124.91 2471.725.29 2503.325.67 2534.926.06 2566.526.44 2598.126.82 2634.227.21 2665.827.59 2697.427.97 2729.028.36 2680.328.74 2632.229.12 2584.129.51 2536.029.89 2487.930.27 2432.930.66 2384.831.04 2336.731.42 2288.631.80 2240.532.19 2192.332.57 2144.232.95 2096.133.34 2041.133.72 1993.034.10 1944.934.49 1896.834.87 1848.735.25 1800.635.64 1752.5

36.02 1704.436.40 1656.336.79 1601.337.17 1273.337.55 1219.137.94 1165.038.32 1110.938.70 1056.839.09 1002.739.47 948.539.85 894.440.24 832.540.62 778.441.00 732.041.38 -1508.741.77 -1534.642.15 -1560.542.53 -1586.442.92 -1612.343.30 -1638.143.68 -1667.744.07 -1693.644.45 -1719.544.83 -1745.445.22 -1771.245.60 -1797.145.98 -1823.046.37 -1848.946.75 -1874.847.13 -1904.347.52 -1930.247.90 -1956.148.28 -1982.048.67 -2007.949.05 -2033.749.43 -2059.649.81 -2085.550.20 -2111.450.58 -2141.050.96 -2166.851.35 -2192.751.73 -2218.652.11 -2244.552.50 -2270.452.88 -2296.253.26 -2322.153.65 -2344.3

3575.54184.84859.65603.36419.37310.88281.49334.2

10642.511883.013216.314645.716174.717807.119550.819664.918570.417505.116747.216163.115763.315558.415557.015758.316170.316911.617807.918945.620334.420865.418839.117106.315677.014561.613684.213275.713212.413493.714126.015119.016439.618000.419803.322182.020401.418890.117652.9

16694.616019.715633.215538.315732.216306.017121.118233.219646.721366.223396.119097.710134.41496.9

-7969.7-15893.8-23477.8-30717.2-37607.5-44144.2-50322.8-56138.8-61587.6-67359.4-72006.2-76271.6-80151.2-83642.1-86749.5-89480.3-91841.4-93839.8-95688.2-96932.3-97835.2-98403.9-98645.1-98601.6-98369.4-97956.0-97266.8-96478.7-95522.1-94401.0-93119.7-91682.1-90092.2

-88354.3-86472.3-84150.2-81976.0-79691.2-77303.4-74817.1-72236.8-69567.3-66813.0-63978.5-60646.8-57656.0-54599.3-51549.9-48577.7-45680.6-42860.0-40117.0-37453.0-34506.7-32016.2-29608.5-27285.1-25047.1-22895.9-20832.7-18858.8-16975.4-14935.4-13250.3-11659.7-10164.9-8767.1-7467.7-6267.8-5168.8-4172.0-3159.4-2385.7-1718.0-1157.8-706.2-364.5-133.9-15.9

0.0

1543.81713.91892.82080.72277.42483.02697.52920.83187.03429.43680.73940.94209.94494.14804.6

-2855.5-2493.1-2048.2-1630.2-1186.2-716.3-220.5301.4849.1

1422.82110.32739.63394.84076.0

-5452.3-4719.2-3960.2-3175.2-2364.2-1405.6-539.1353.4

1271.92216.33186.73862.34498.25146.1

-4773.0-4099.6-3414.3-2717.0

-2007.9-1286.9-553.9191.0947.8

1827.32609.63403.84210.05028.05858.0

-23992.1-23138.3-22272.6-21268.6-20377.3-19474.2-18559.1-17632.1-16693.2-15742.4-14779.6-13805.0-12676.5-11676.3-10664.3-9640.2-8621.3-7620.9-6638.6-5674.5-4728.5-3669.6-2762.6-1873.6-1002.8-150.1684.4

1500.82299.03189.13948.44689.75412.76117.76804.57473.1

8123.68756.09456.59990.4

10458.910906.911334.611741.912128.712495.212841.213211.713514.013796.313401.813069.012730.512386.412036.611681.111268.010900.410527.210148.39763.89373.68977.88576.38169.17696.97277.66852.76422.25985.95544.15096.54643.34184.53653.23182.22705.62223.41735.51241.9742.7237.8

0.0

0.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.0

0.00.00.00.00.00.00.00.00.00.00.00.00.10.10.10.20.20.30.30.30.40.40.40.50.50.50.60.60.60.70.70.70.70.70.80.80.80.80.80.80.90.90.90.90.90.90.9

0.90.90.90.90.90.90.90.90.90.90.80.80.80.80.80.80.80.70.70.70.70.70.60.60.60.60.60.50.50.50.50.40.40.40.40.30.30.30.20.20.20.10.10.10.10.00.0


Page: 4Date: 8.4.16




LANSupportIT, v2.34




x10 2

-2

-1

1

2

3

4

5

6d(ft)

x10


x10 3

-2

-1

1

2

3

4

5

6d(ft)

x10


x10 2

-2

-1

1

2

3

4

5

6d(ft)

x10


x10 2

-2

-1

1

2

3

4

5

6d(ft)

x10


x10 2

-2

-1

1

2

3

4

5

6d(ft)

x10


x10 3

-2

-1

1

2

3

4

5

6d(ft)

x10


Page: 5Date: 8.4.16




LANSupportIT, v2.34




L = E = I =

M x=

100.003.04E+077800.001909000.0

ftpsiin 4

ftlb

0.00 142725.4 -106.610.00 177262.7 33139.420.00 687120.7 1388681.145.00 529670.4 1173341.855.00 529670.4 1137139.680.00 687120.7 1421573.890.00 172902.7 27968.4

100.00 142725.4 106.8

Maximum x (ft)




B = E = I =

M x=

40.003.04E+077800.0030818.9

ftpsiin 4

ftlb

0.00 66151.3 0.010.00 547688.4 862842.330.00 547688.4 862842.340.00 66151.3 0.0

Maximum x (ft)



45°45°

773932.3lb

250687.3lb

45°45°

773919.1lb

244525.4lb

45°45°

773932.2lb

250687.3lb

45°45°

773919.0lb

244525.5lb

0 1 2 3 4 5 6 7 8 9 10 (ft)x10

0

4

8

12

16

20

24

28

32

36

40

(ft)

142725.4lb177262.7lb687120.7lb

529670.4lb529670.4lb

687120.7lb172902.7lb142725.4lb

142725.4lb177262.7lb687120.7lb

529670.4lb529670.4lb

687120.7lb172902.7lb142725.4lb

142725.4lb177262.7lb687120.7lb

529670.4lb529670.4lb

687120.7lb172902.7lb142725.4lb

66151.3lb

547688.4lb

547688.4lb

66151.3lb

66151.3lb

547688.4lb

547688.4lb

66151.3lb

66151.3lb

547688.4lb

547688.4lb

66151.3lb


Page: 6Date: 8.4.16




d = F =

22.0030692.0

ftlb/ft

LANSupportIT, v2.34



Design Report

1. The standard surcharge is 0.0psf. The Piling Handbook recommends a minimum surcharge of 200.0psf.




5. d(ft) Side L(ftlb) Side B(ftlb)------------------------------------------------------------------------------------------------- 5.50 370377.8 (1909000.0) *224805.5 (30818.9) 11.00 474083.3 (1909000.0) *287750.9 (30818.9) 16.50 494393.1 (1909000.0) *300078.3 (30818.9) 22.00 1421573.8 (1909000.0) *862842.3 (30818.9)PLAN VIEW: Frame bending moment exceeds specified maximum allowed value for marked (*) depth(s) and side(s).




Page: 7Date: 8.4.16




LANSupportIT, v2.34



0.00 ftSoft Clay



41.00 ftStiff Clay

48.25 ft

WL +16.00 ft

18.00 ft WL18.00 ft

+21.00 ft

Toe = 30.25 ft

+15.50 ftSteel Waler

+10.00 ftSteel Waler

+4.50 ftSteel Waler

1.00 ftSteel Waler

6.50 ftSteel Waler

12.00 ftSteel Waler


Page: 1Date: 8.4.16





LANSupportIT, v2.34




Surcharge = 18.00

0.0ftpsf



Active Side



Passive Side

( ) indicates factored value used in embedment calculation. Factor(s): K p÷1.5; C pas÷1.5


+16.0018.00

ftft


62.4331.82

pcfpcf


(psi)I

(in 4/ft)f

(psi)Z


(in)A

(in²/ft)W

(lb/ft)Upstand

(ft)Toe(ft)

Length(ft)

Arbed AZ36 3.04E+07 606.30 24966.8 67.00 139397.8 24.80 11.67 82.1 21.00 30.25 69.25


Supportsd

(ft)Type L

(ft)B

(ft)Load(lb/ft)

+15.50 Steel Waler 100.00 40.00 332.5 +10.00 Steel Waler 100.00 40.00 2059.1 +4.50 Steel Waler 100.00 40.00 3899.7

1.00 Steel Waler 100.00 40.00 5774.6 6.50 Steel Waler 100.00 40.00 7665.0

12.00 Steel Waler 100.00 40.00 24060.9




Page: 2Date: 8.4.16




LANSupportIT, v2.34



0 1 2 30-1-2-3Pressure (psf) x10 3

-3

-2

-1

1

2

3

4

5d(ft)

x10

0 10-1-2-3-4-5-6-7-8-9Bending Moment (ftlb/ft) x10 4

-3

-2

-1

1

2

3

4

5d(ft)

x10

0 4 8 120-4-8-12-16-20Shear Force (lb/ft) x10 3

-3

-2

-1

1

2

3

4

5d(ft)

x10

0 1 2 3 4 5 60-1Deflection (in) x10 -1

-3

-2

-1

1

2

3

4

5d(ft)

x10


Page: 3Date: 8.4.16





LANSupportIT, v2.34



depth(ft)

P(psf)

M(ftlb/ft)

D(in)

F(lb/ft)

depth(ft)

P(psf)

M(ftlb/ft)

D(in)

F(lb/ft)

depth(ft)

P(psf)

M(ftlb/ft)

D(in)

F(lb/ft)

0.00 1120.10.34 1152.80.69 1174.61.03 1200.11.38 1225.61.72 1247.42.07 1272.82.41 1298.32.76 1320.13.10 1345.63.45 1371.03.79 1392.84.14 1418.34.48 1443.84.83 1465.65.17 1491.05.51 1516.55.86 1538.36.20 1563.86.55 1589.26.89 1611.07.24 1636.57.58 1662.07.93 1683.88.27 1709.28.62 1734.78.96 1756.59.31 1782.09.65 1807.4

10.00 1829.210.34 1854.710.68 1880.211.03 1902.011.37 1927.411.72 1952.912.06 1974.712.41 2000.212.75 2025.613.10 2047.413.44 2072.913.79 2098.414.13 2120.214.48 2145.614.82 2171.115.16 2464.315.51 2497.415.85 2530.6

16.20 2559.016.54 2592.216.89 2625.417.23 2653.817.58 2687.017.92 2720.118.27 2666.318.61 2588.918.96 2511.619.30 2445.319.65 2368.019.99 2290.620.33 2224.320.68 2147.021.02 2069.621.37 2003.321.71 1926.022.06 1848.622.40 1782.322.75 1705.023.09 1627.723.44 1561.423.78 1484.024.13 1406.724.47 1340.424.82 1263.025.16 1185.725.50 1119.425.85 1042.026.19 964.726.54 898.426.88 821.127.23 743.727.57 677.427.92 600.128.26 522.728.61 456.428.95 379.129.30 301.729.64 235.429.99 158.130.33 80.730.67 14.531.02 -62.931.36 -140.231.71 -206.532.05 -283.9

32.40 -361.232.74 -438.633.09 -504.933.43 -582.233.78 -659.634.12 -725.934.47 -803.234.81 -880.535.16 -946.835.50 -1024.235.84 -1101.536.19 -1167.836.53 -1245.236.88 -1322.537.22 -2063.737.57 -2149.037.91 -2234.438.26 -2307.538.60 -2392.938.95 -2478.239.29 -2551.439.64 -2636.739.98 -2722.140.33 -2795.240.67 -2880.641.01 -2940.641.36 -2940.641.70 -2940.642.05 -2940.642.39 -2940.642.74 -2940.643.08 -2940.643.43 -2940.643.77 -2940.644.12 -2940.644.46 -2940.644.81 -2940.645.15 -2940.645.49 -2940.645.84 -2940.646.18 -2940.646.53 -2940.646.87 -2940.647.22 -2940.647.56 -2940.647.91 -2940.648.25 -2940.6

-327.2388.2

1111.91778.8787.949.6

-679.8-1264.3-1647.7-1955.2-2109.6-2117.3-1971.3-1654.3-1244.2-601.5221.0

1071.42235.83177.62035.1880.7-78.7

-743.5-1332.8-1718.3-1884.4-1883.3-1667.7-1309.7-687.0159.3

1064.92334.53836.54053.1

-2742.5-9307.1

-14748.0-20876.0-26764.7-31619.4-37055.9-42244.6-46490.6-51181.1-55579.3

-59113.4-62958.0-66498.9-69289.3-72255.7-74907.2-76927.0-78993.9-80758.0-82036.4-83263.5-84215.1-84818.7-85283.8-85500.5-85498.7-85308.0-84924.8-84449.4-83730.8-82843.3-81954.6-80775.7-79451.6-78207.4-76635.8-74942.6-73400.8-71504.0-69509.2-67727.8-65573.3-63344.6-61381.4-59036.8-56641.6-54554.7-52087.5-49593.4-47440.5-44918.4-42393.0-40232.0-37722.4-35233.2-33122.1-30692.7

-28307.2-25974.1-24022.1-21808.0-19669.8-17903.7-15928.5-14052.8-12530.6-10861.8-9316.1-8095.7-6800.8-5652.8-4797.9-3906.6-3098.5-2474.5-1829.1-1275.8-877.1-502.9-229.6-77.9

0.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.0

1746.62113.12433.8

-2959.2-2569.3-2228.7-1823.7-1410.5-1049.8-621.4-184.9195.8647.5

1107.41508.11983.12466.32887.03385.4

-3773.0-3332.3-2810.6-2280.7-1820.0-1274.9-721.6-240.9327.5904.1

1404.91996.62596.63117.33732.44355.7

-19164.5-18526.0-17879.4-17318.6-16656.8-15986.8-15406.1-14720.9-14027.6-13385.1-12576.9-11757.7

-11046.8-10207.2-9356.7-8618.9-7748.1-6866.2-6113.4-5260.5-4434.1-3746.7-2969.4-2218.5-1595.9-894.1-218.8339.1965.3

1565.12058.22608.83133.13561.44036.54485.24848.85248.45621.55920.36244.36541.96775.97024.47246.57415.77588.77735.17839.77937.08008.08047.78069.68064.98039.97986.27906.17816.37687.0

7531.37349.27172.06940.76683.06441.16134.35801.05494.35111.94703.14331.73873.83389.42959.52697.82426.22185.61895.71596.01331.21013.2685.3396.4

0.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.0

0.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.10.10.10.10.20.20.20.20.30.3

0.30.30.30.40.40.40.40.40.50.50.50.50.50.50.50.50.60.60.60.60.60.60.60.60.60.60.60.60.60.60.60.60.60.60.60.50.50.50.50.50.50.50.50.50.50.40.4

0.40.40.40.40.40.30.30.30.30.30.30.20.20.20.20.20.20.10.10.10.10.10.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.0


Page: 4Date: 8.4.16




LANSupportIT, v2.34




x10 2

-3

-2

-1

1

2

3

4

5d(ft)

x10


x10 3

-3

-2

-1

1

2

3

4

5d(ft)

x10


x10 2

-3

-2

-1

1

2

3

4

5d(ft)

x10


x10 2

-3

-2

-1

1

2

3

4

5d(ft)

x10


x10 2

-3

-2

-1

1

2

3

4

5d(ft)

x10


x10 3

-3

-2

-1

1

2

3

4

5d(ft)

x10


Page: 5Date: 8.4.16




LANSupportIT, v2.34




L = E = I =

M x=

100.003.04E+077800.001909000.0

ftpsiin 4

ftlb

0.00 111889.4 -83.510.00 138964.9 25979.620.00 538667.4 1088654.745.00 415234.5 919840.055.00 415234.5 891459.080.00 538667.4 1114441.090.00 135546.9 21925.8

100.00 111889.4 83.7

Maximum x (ft)




B = E = I =

M x=

40.003.04E+077800.0030818.9

ftpsiin 4

ftlb

0.00 51859.2 0.010.00 429359.6 676424.130.00 429359.6 676424.140.00 51859.2 0.0

Maximum x (ft)



45°

45°

606723.2lb

196526.0lb 45°

45°

606712.9lb

191695.5lb

45°

45°

606723.2lb

196526.1lb 45°

45°

606712.8lb

191695.5lb

0 1 2 3 4 5 6 7 8 9 10 (ft)x10

0

4

8

12

16

20

24

28

32

36

40

(ft)

111889.4lb138964.9lb538667.4lb

415234.5lb415234.5lb

538667.4lb135546.9lb111889.4lb

111889.4lb138964.9lb538667.4lb

415234.5lb415234.5lb

538667.4lb135546.9lb111889.4lb

111889.4lb138964.9lb538667.4lb

415234.5lb415234.5lb

538667.4lb135546.9lb111889.4lb

51859.2lb

429359.6lb

429359.6lb

51859.2lb

51859.2lb

429359.6lb

429359.6lb

51859.2lb

51859.2lb

429359.6lb

429359.6lb

51859.2lb


Page: 6Date: 8.4.16




d = F =

12.0024060.9

ftlb/ft

LANSupportIT, v2.34



Design Report

1. The standard surcharge is 0.0psf. The Piling Handbook recommends a minimum surcharge of 200.0psf.

2. Cohesive soil exists below the active water table. MEFD is being applied. Select 'Full Hydrostatic Head' in the 'Pressure' page to applyfull hydrostatic pressure.


4. Factor(s) applied to soil parameter(s) in the 'Wall' page, and used in the embedment calculation.Factor(s) used: Kp ÷1.5; C (passive) ÷1.5


6. d(ft) Side L(ftlb) Side B(ftlb)-------------------------------------------------------------------------------------------------+10.00 95373.5 (1909000.0) *57888.2 (30818.9) +4.50 180622.3 (1909000.0) *109631.0 (30818.9) 1.00 267466.7 (1909000.0) *162342.3 (30818.9) 6.50 355024.4 (1909000.0) *215486.5 (30818.9) 12.00 1114441.0 (1909000.0) *676424.1 (30818.9)PLAN VIEW: Frame bending moment exceeds specified maximum allowed value for marked (*) depth(s) and side(s).



Page: 7Date: 8.4.16




LANSupportIT, v2.34



0.00 ftSoft Clay



41.00 ftStiff Clay

71.93 ft

WL 29.00 ft

63.00 ft WL63.00 ft

200.0 psf

Toe = 8.93 ft

3.50 ftSteel Waler

10.31 ftSteel Waler

16.62 ftSteel Waler

23.43 ftSteel Waler

30.24 ftSteel Waler

37.05 ftSteel Waler

43.86 ftSteel Waler

50.67 ftSteel Waler

57.48 ftSteel Waler

Client: WMARSS


Page: 1Date: 8.4.16





LANSupportIT, v2.34





ftpsf



Active Side



Passive Side



29.0063.00

ftft


62.4331.82

pcfpcf


(psi)I

(in 4/ft)f

(psi)Z


(in)A

(in²/ft)W

(lb/ft)Upstand

(ft)Toe(ft)

Length(ft)

Arbed AZ36 3.04E+07 606.30 24966.8 67.00 139397.8 24.80 11.67 82.1 0.00 8.93 71.93

Pressure Model: Terzaghi (m = 1.0; a = 0.4); Apply hydrostatic pressure in cohesive soils


Supportsd

(ft)Type L

(ft)B(ft)

Load(lb/ft)

3.50 Steel Waler 100.00 40.00 9569.4 10.31 Steel Waler 100.00 40.00 24374.2 16.62 Steel Waler 100.00 40.00 35098.5 23.43 Steel Waler 100.00 40.00 37382.6 30.24 Steel Waler 100.00 40.00 37815.1 37.05 Steel Waler 100.00 40.00 40752.5 43.86 Steel Waler 100.00 40.00 44526.0 50.67 Steel Waler 100.00 40.00 39126.7 57.48 Steel Waler 100.00 40.00 27350.5



Client: WMARSS


Page: 2Date: 8.4.16




LANSupportIT, v2.34



0 1 2 3 4 5 6 70-1-2Pressure (psf) x10 3

1

2

3

4

5

6

7

8d(ft)

x10

0 1 2 3 4 5 6 70-1-2Bending Moment (ftlb/ft) x10 4

1

2

3

4

5

6

7

8d(ft)

x10

0 5 10 15 20 250-5-10-15-20-25Shear Force (lb/ft) x10 3

1

2

3

4

5

6

7

8d(ft)

x10

0 1 2 30-1-2Deflection (in) x10 -2

1

2

3

4

5

6

7

8d(ft)

x10

Client: WMARSS


Page: 3Date: 8.4.16





LANSupportIT, v2.34



depth(ft)

P(psf)

M(ftlb/ft)

D(in)

F(lb/ft)

depth(ft)

P(psf)

M(ftlb/ft)

D(in)

F(lb/ft)

depth(ft)

P(psf)

M(ftlb/ft)

D(in)

F(lb/ft)

0.00 200.00.51 386.91.03 553.11.54 740.02.06 906.12.57 1093.03.08 1259.23.60 1446.14.11 1633.04.62 1799.25.14 1986.15.65 2152.26.17 2339.26.68 2505.37.19 2692.27.71 2879.18.22 3045.38.73 3232.29.25 3398.39.76 3585.3

10.28 3751.410.79 3938.311.30 4125.211.82 4291.412.33 4478.312.84 4644.513.36 4831.413.87 4997.514.39 5184.414.90 5371.315.41 5399.515.93 5519.116.44 5519.116.95 5519.117.47 5519.117.98 5519.118.50 5519.119.01 5519.119.52 5519.120.04 5519.120.55 5519.121.06 5519.121.58 5519.122.09 5519.122.61 5519.123.12 5519.123.63 5519.1

24.15 5519.124.66 5519.125.17 5519.125.69 5519.126.20 5519.126.72 5519.127.23 5519.127.74 5519.128.26 5519.128.77 5519.129.29 5537.929.80 5567.830.31 5601.530.83 5631.431.34 5665.131.85 5695.132.37 5728.732.88 5762.433.40 5792.433.91 5826.134.42 5856.034.94 5889.735.45 5919.635.96 5953.336.48 5987.036.99 6017.037.51 6042.638.02 6072.638.53 6106.339.05 6136.239.56 6169.940.07 6203.640.59 6233.541.10 6413.241.62 6443.242.13 6476.942.64 6506.843.16 6540.543.67 6574.244.18 6604.144.70 6637.845.21 6667.845.73 6701.446.24 6731.446.75 6765.147.27 6783.947.78 6647.6

48.29 6494.448.81 6358.249.32 6205.049.84 6068.850.35 5915.650.86 5762.351.38 5626.151.89 5472.952.41 5336.752.92 5183.553.43 5047.353.95 4894.054.46 4740.854.97 4604.655.49 4451.456.00 4315.256.52 4161.957.03 4025.757.54 3872.558.06 3719.358.57 3583.159.08 3429.859.60 3293.660.11 3140.460.63 3004.261.14 2851.061.65 2697.762.17 2561.562.68 2408.363.19 -673.663.71 -710.664.22 -743.564.74 -780.665.25 -817.665.76 -850.566.28 -887.666.79 -920.567.30 -957.567.82 -990.468.33 -1027.568.85 -1064.569.36 -1097.469.87 -1134.570.39 -1167.470.90 -1204.471.41 -1237.471.93 -1270.3

0.035.0

159.5454.3896.4

1646.22579.42841.7-446.8

-2979.2-5339.7-6962.3-8203.9-8747.0-8676.8-7825.0-6367.0-3888.9-899.23399.08092.72721.4

-2965.0-7012.7

-10384.3-12288.1-13150.5-12738.3-10900.2-7554.4-3281.13011.39949.96754.1-298.6

-6744.9-11615.5-14622.3-16516.9-16878.2-15776.4-13449.5-9315.7-3576.82872.1

11643.014048.5

5611.9-526.0

-5899.5-9651.4

-11625.0-12313.7-11572.2-9221.9-5785.2-403.06584.8

14148.121925.713761.26189.1900.0

-3419.0-6001.0-6829.7-6132.5-4090.5-184.34725.8

11876.020757.830114.322821.315649.49236.05013.81936.1638.5990.4

3099.26526.4

12152.318734.427927.139022.237040.827523.820724.014950.511494.29500.29515.8

11186.0

14889.619769.027003.534950.745557.048588.642424.936980.833432.630854.229785.129927.831489.934037.338166.442924.949462.056290.263441.158570.355157.352307.950620.649632.549450.248651.046915.144626.341258.437612.333418.529856.326044.522449.819445.116288.513689.711008.18847.76677.84793.63367.12050.81145.4433.882.10.0

0.0164.6396.0751.9

1153.31700.52272.0

-6560.0-5723.9-4896.0-3869.4-2872.2-1655.1-488.6918.9

2427.33852.75551.57146.39035.6

10799.6-11494.8-9314.2-7291.2-4920.2-2727.9-166.42195.24947.27800.0

10363.013323.215969.7

-16151.4-13504.9-10527.5-7550.1-4903.6-1926.2

720.43697.76344.39321.7

12299.114945.617923.0

-16813.1

-13835.8-11189.2-8211.8-5234.5-2587.9

389.53036.06013.48660.0

11637.314618.117281.7

-17519.7-14825.6-11777.5-9052.9-5970.5-2870.0

-98.73036.25838.09007.2

11839.615043.118264.821143.8

-16357.0-13451.3-10165.3-7229.1-3908.7-570.22412.75803.08886.4

12372.415486.219006.522545.0

-18820.5-15247.7-12056.6-8449.5-5227.9-1586.52072.25288.5

8828.811906.215290.418229.121457.0

-14524.4-11797.9-8808.8-6221.1-3388.1-939.21737.64331.96568.59006.5

11104.313386.315345.3-9879.4-7836.3-6089.5-4202.5-2594.6-863.7605.5

2180.23672.34929.26265.17025.16708.16412.26063.25697.45358.04960.24592.44162.73766.53304.82826.22386.61876.11408.1865.6369.2

0.0

0.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.0

0.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.0

0.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.0

Client: WMARSS


Page: 4Date: 8.4.16




LANSupportIT, v2.34




x10 3

1

2

3

4

5

6

7

8d(ft)

x10


x10 2

1

2

3

4

5

6

7

8d(ft)

x10


x10 2

1

2

3

4

5

6

7

8d(ft)

x10


1

2

3

4

5

6

7

8d(ft)

x10


x10 2

1

2

3

4

5

6

7

8d(ft)

x10


x10 3

1

2

3

4

5

6

7

8d(ft)

x10

Client: WMARSS


Page: 5Date: 8.4.16




LANSupportIT, v2.34




L = E = I =

M x=

100.003.04E+077800.001909000.0

ftpsiin 4

ftlb

0.00 207056.9 -154.610.00 257161.6 48076.620.00 996831.7 2014611.945.00 768412.8 1702211.955.00 768412.8 1649690.680.00 996831.7 2062330.190.00 250836.4 40574.8

100.00 207056.9 155.0

Maximum x (ft)




B = E = I =

M x=

40.003.04E+077800.0030818.9

ftpsiin 4

ftlb

0.00 95968.1 0.010.00 794552.1 1251757.830.00 794552.1 1251757.840.00 95968.1 0.0

Maximum x (ft)



45°45°

1122772.6lb

363681.5lb

45°45°

1122753.4lb

354742.3lb

45°45°

1122772.4lb

363681.5lb

45°45°

1122753.3lb

354742.3lb

0 1 2 3 4 5 6 7 8 9 10 (ft)x10

0

4

8

12

16

20

24

28

32

36

40

(ft)

207056.9lb257161.6lb996831.7lb

768412.8lb768412.8lb

996831.7lb250836.4lb207056.9lb

207056.9lb257161.6lb996831.7lb

768412.8lb768412.8lb

996831.7lb250836.4lb207056.9lb

207056.9lb257161.6lb996831.7lb

768412.8lb768412.8lb

996831.7lb250836.4lb207056.9lb

95968.1lb

794552.1lb

794552.1lb

95968.1lb

95968.1lb

794552.1lb

794552.1lb

95968.1lb

95968.1lb

794552.1lb

794552.1lb

95968.1lb

Client: WMARSS


Page: 6Date: 8.4.16




d = F =

43.8644526.0

ftlb/ft

LANSupportIT, v2.34



Design Report

1. Terzaghi was used for the active pressure. Rankine was used for the passive pressure.




5. d(ft) Side L(ftlb) Side B(ftlb)------------------------------------------------------------------------------------------------- 3.50 443231.3 (1909000.0) *269024.9 (30818.9) 10.31 1128949.5 (1909000.0) *685230.3 (30818.9) 16.62 1625670.4 (1909000.0) *986721.5 (30818.9) 23.43 1731467.3 (1909000.0) *1050936.1 (30818.9) 30.24 1751499.3 (1909000.0) *1063094.9 (30818.9) 37.05 1887552.9 (1909000.0) *1145674.4 (30818.9) 43.86 *2062330.1 (1909000.0) *1251757.8 (30818.9) 50.67 1812247.4 (1909000.0) *1099966.9 (30818.9) 57.48 1266806.7 (1909000.0) *768904.8 (30818.9)PLAN VIEW: Frame bending moment exceeds specified maximum allowed value for marked (*) depth(s) and side(s).


Client: WMARSS


Page: 7Date: 8.4.16




LANSupportIT, v2.34



+16.00 ft

0.00 ftSoft Clay



41.00 ftStiff Clay

61.36 ft

WL 12.00 ft

47.00 ft WL47.00 ft

200.0 psf

Toe = 14.36 ft

5.00 ft

14.00 ft

23.00 ft

32.00 ft

41.00 ft


Page: 1Date: 8.11.16





LANSupportIT, v2.34





ftpsf



Active Side



Passive Side



12.0047.00

ftft


62.4331.82

pcfpcf


(psi)I

(in 4/ft)f

(psi)Z


(in)A

(in²/ft)W

(lb/ft)Upstand

(ft)Toe(ft)

Length(ft)

Arbed AZ36 3.04E+07 606.30 24966.8 67.00 139397.8 24.80 11.67 82.1 0.00 14.36 61.36



Supportsd

(ft)Type L

(ft)B

(ft)Load(lb/ft)

5.00 Waler 100.00 40.00 1446.3 14.00 Waler 100.00 40.00 7234.5 23.00 Waler 100.00 40.00 12932.7 32.00 Waler 100.00 40.00 19710.3 41.00 Waler 100.00 40.00 27425.5








LANSupportIT, v2.34



0 5 10 15 20 25 30 35 40 450-5-10Pressure (psf) x10 2

1

2

3

4

5

6

7d(ft)

x10

0 4 8 12 160-4-8-12-16-20-24Bending Moment (ftlb/ft) x10 3

1

2

3

4

5

6

7d(ft)

x10

0 4 8 12 160-4-8-12-16Shear Force (lb/ft) x10 3

1

2

3

4

5

6

7d(ft)

x10

0 1 2 3 4 5 6 7 8 90-1Deflection (in) x10 -2

1

2

3

4

5

6

7d(ft)

x10







LANSupportIT, v2.34



depth(ft)

P(psf)

M(ftlb/ft)

D(in)

F(lb/ft)

depth(ft)

P(psf)

M(ftlb/ft)

D(in)

F(lb/ft)

depth(ft)

P(psf)

M(ftlb/ft)

D(in)

F(lb/ft)

0.00 0.00.44 14.70.88 27.71.31 42.31.75 55.42.19 70.02.63 83.13.07 97.73.51 112.43.94 125.44.38 140.04.82 153.15.26 167.75.70 180.86.14 195.46.57 210.17.01 223.17.45 237.87.89 250.88.33 265.48.77 278.59.20 317.39.64 373.1

10.08 422.710.52 478.510.96 528.111.40 583.811.83 633.412.27 705.212.71 789.613.15 864.713.59 949.214.03 1024.314.46 1108.814.90 1183.815.34 796.715.78 835.716.22 870.316.66 909.317.09 944.017.53 982.917.97 1017.618.41 1056.518.85 1095.419.29 1130.019.72 1169.020.16 1203.5

20.60 1242.421.04 1277.021.48 1315.921.92 1354.722.35 1389.322.79 1428.123.23 1462.623.67 1501.424.11 1535.924.55 1574.724.98 1613.525.42 1648.025.86 1686.826.30 1721.226.74 1760.027.18 1794.427.61 1833.128.05 1871.828.49 1906.228.93 1944.929.37 1979.329.80 2018.030.24 2052.430.68 2091.131.12 2129.731.56 2164.132.00 2202.732.43 2237.032.87 2275.733.31 2310.033.75 2348.634.19 2387.234.63 2421.535.06 2460.135.50 2494.435.94 2532.936.38 2567.236.82 2605.837.26 2510.437.69 2543.238.13 2580.038.57 2612.839.01 2649.739.45 2682.439.89 2719.340.32 2756.140.76 2788.9

41.20 3100.141.64 3181.542.08 3271.542.52 3350.642.95 3439.643.39 3528.643.83 3607.744.27 3696.744.71 3775.845.15 3864.845.58 3943.946.02 4032.946.46 4121.946.90 4201.047.34 -623.247.78 -651.348.21 -682.948.65 -711.049.09 -742.649.53 -745.849.97 -747.450.41 -747.550.84 -747.651.28 -747.751.72 -747.952.16 -748.052.60 -748.153.04 -748.353.47 -748.453.91 -748.554.35 -748.754.79 -748.855.23 -748.955.67 -749.156.10 -749.256.54 -749.456.98 -749.557.42 -749.757.86 -749.858.29 -750.058.73 -750.159.17 -750.359.61 -750.460.05 -750.660.49 -750.760.92 -750.961.36 -751.0

-0.10.43.4

12.427.856.394.0

153.1233.0323.8451.2589.3404.0

4.9-407.6-778.4

-1070.5-1354.1-1563.8-1749.1-1866.4-1941.9-1950.1-1891.0-1739.5-1520.1-1167.3-750.3-153.8592.1

1395.02471.93598.61724.6257.1

-1179.1-2441.8-3414.5-4332.9-4986.4-5530.9-5838.8-5979.9-5895.7-5626.3-5096.9-4418.8

-3414.8-2301.8-793.8992.8

2821.65157.14831.31766.4-688.8

-3140.8-5256.3-6847.5-8304.8-9297.8

-10067.4-10436.0-10488.8-10152.3-9520.7-8428.5-7112.1-5234.9-3207.7-516.22618.15782.69780.35619.51390.5

-1960.3-5263.4-8064.3

-10125.9-11955.9-13141.3-13971.0-14254.3-14056.1-13309.5-12196.6-10435.7-8411.9-5612.2-2652.71213.65655.9

10094.4

10018.74229.2

-1641.2-6273.1

-10807.2-14606.4-17351.1-19710.1-21144.6-21995.7-22087.6-21766.0-21061.8-20108.0-18758.1-17584.0-16321.5-15253.6-14115.9-13048.4-12148.6-11174.6-10343.0-9445.7-8682.3-7861.9-7082.1-6423.1-5720.2-5129.5-4503.4-3981.0-3431.8-2923.3-2505.5-2073.9-1724.5-1369.9-1088.8-811.2-574.3-398.0-238.2-130.3-47.5-8.20.0

0.03.7

12.729.249.578.8

110.4152.4201.1250.1311.5371.8

-1000.3-928.7-841.7-748.1-659.1-552.7-452.4-333.3-221.7-85.974.4

238.4447.2654.4911.7

1161.91470.11816.32156.62576.2

-4252.8-3759.8-3288.9-2885.8-2509.2-2159.3-1748.8-1368.9-924.5-514.4-36.1460.1916.2

1446.21932.3

2496.23012.43610.04225.64787.75437.0

-6903.5-6220.4-5598.3-4881.5-4146.8-3478.8-2710.5-2012.5-1210.5-482.6353.1

1206.71980.42867.53671.14591.95425.46379.87352.18231.2

-10473.3-9564.3-8524.9-7586.0-6513.0-5422.3-4437.8-3313.5-2299.2-1141.4

-97.31094.02268.83303.34483.15546.16758.07849.59093.4

10354.311489.4

-14589.1-13302.2-11814.7-10458.2-8893.4-7287.6-5825.9-4142.8-2612.3-851.8747.4

2585.34464.06168.46523.36261.95954.15668.25332.94989.24813.94616.84441.54244.34068.93871.63674.33498.93301.53126.02928.52752.92555.42357.82182.11984.51808.71611.01435.21237.41039.5863.6665.7489.7291.7115.7

0.0

0.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.0

0.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.0

0.00.00.00.00.00.00.00.00.10.10.10.10.10.10.10.10.10.10.10.10.10.10.10.10.10.10.10.10.10.10.10.10.10.10.10.10.00.00.00.00.00.00.00.00.00.00.0






LANSupportIT, v2.34




x10 2

1

2

3

4

5

6

7d(ft)

x10


x10 2

1

2

3

4

5

6

7d(ft)

x10


x10 2

1

2

3

4

5

6

7d(ft)

x10


1

2

3

4

5

6

7d(ft)

x10


x10 2

1

2

3

4

5

6

7d(ft)

x10

0 32Pressure (psf)Custom Slope

1

2

3

4

5

6

7d(ft)

x10


x10 2

1

2

3

4

5

6

7d(ft)

x10






LANSupportIT, v2.34




L = E = I =

M x=

100.003.04E+077800.001909000.0

ftpsiin 4

ftlb

0.00 127535.2 -95.210.00 158396.9 29612.520.00 613991.4 1240886.045.00 473298.4 1048465.355.00 473298.4 1016115.280.00 613991.4 1270278.290.00 154500.8 24991.6

100.00 127535.2 95.5

Maximum x (ft)




B = E = I =

M x=

40.003.04E+077800.00901000.0

ftpsiin 4

ftlb

0.00 59111.0 0.010.00 489398.7 771011.330.00 489398.7 771011.340.00 59111.0 0.0

Maximum x (ft)



45°45°

691563.7lb

224007.0lb

45°45°

691552.0lb

218500.9lb

45°45°

691563.7lb

224007.1lb

45°45°

691551.9lb

218500.9lb

0 1 2 3 4 5 6 7 8 9 10 (ft)x10

0

4

8

12

16

20

24

28

32

36

40

(ft)

127535.2lb158396.9lb613991.4lb

473298.4lb473298.4lb

613991.4lb154500.8lb127535.2lb

127535.2lb158396.9lb613991.4lb

473298.4lb473298.4lb

613991.4lb154500.8lb127535.2lb

127535.2lb158396.9lb613991.4lb

473298.4lb473298.4lb

613991.4lb154500.8lb127535.2lb

59111.0lb

489398.7lb

489398.7lb

59111.0lb

59111.0lb

489398.7lb

489398.7lb

59111.0lb

59111.0lb

489398.7lb

489398.7lb

59111.0lb






d = F =

41.0027425.5

ftlb/ft

LANSupportIT, v2.34



Design Report











LANSupportIT, v2.34



1.5 Steel Capacity Calculations

WMARSSLAN, Inc



Steel Sheet Pile (SSP) wall Capacity:

As mentioned in the General Calculations, assume an AZ 36-700, A572, Fy = 50 ksi

Check Flexural Capacity

Use USACE 1110-2-2504, Steel Sheet Piling Design Engineering ManualAllowable Stress is = 0.5*fy

fy 50 ksi Sx 66.8 in^3/ft

Mafy Sx( )

2( ) 12139.167 k-ft/ft Moment Capacity

Check Shear Capacity:

Use USACE 1110-2-2504, Steel Sheet Piling Design Engineering ManualAllowable Stress is = 0.33*fy

Av 10.20 in^2/ft

Vafy Av

3( )170 k/ft Shear Capacity

SSP Capacity.xmcd 1 of 1

WMARSSLAN, Inc



Wale System Design:

Assume single wide flange as wale beam mounted to the Steel Sheet Pile.Use W36x135

Figure 1: Plan View of the Wale Beam

Check Flexural Capacity

Lb27.56 2( )

12( )4.593 ft AZ 36-700

From AISC Table 3-8 page no. 3-83

Lr 24.22 ft

Lp 8.41 ft

Chapter F, Section F.2 - AISC

Mn Shall be the lower of Yielding or LTB

1. Yeilding

fy 50 ksi Zx 509.0 in3

ϕf 0.90

Mp fy Zx 2.545 104

k-in

Since Lb < Lp, LTB does not apply

Condition 2b. of LTB provisions from AISC pg.16.1-47

Wale Capacity.xmcd 1 of 3

WMARSSLAN, Inc



Mnϕf fy Zx

12( )1.909 10

3 lb-ft Moment Capacity

2.Check Shear Capacity:

AISC Chapter G2.b

d 36 in tw 0.60 in k 1.54 in h d 2 k( ) 32.92 in E 29000 ksi

Calculate h/tw

h

tw54.867 since h/tw is less than < 260 kv 5.0

Determine Cv

since h/tw is less than 1.10 kvE

fy

0.5

59.237 Cv 1.0

Aw d tw 21.6 in^2

ϕv 0.90

Vn 0.6 fy Aw Cv ϕv 583.2 kips

Axial Capacity:

AISC - E3 - Compression:

fy1 50 ksi

E1 29000 ksi

L1 25 12 300 in k1 1.0

ry 2.38 in A1 39.7 in2

K2k1 L1( )

ry( )126.05 greater than Limit 4.71

E1

fy1

0.5

113.432


WMARSSLAN, Inc



Feπ

2E1

k1L1

ry

218.014 ksi

Fcr 0.877 Fe 15.798 ksi

ϕa 0.90

ϕPn ϕa Fcr A1 564.471 kips LRFD Axial Capacity


WMARSSLAN, Inc



Brace Axial Capacity:


fy1 50 ksi

E1 29000 ksi

L1 34.06 12 408.72 in k1 1.0

Do 18 in

t 0.50 in Di Do 2 t 17 in

A1 Do2

Di2

0.25 π 27.489 in2

Z1Do

3Di

3 6( )

153.167 in3

IxDo

4Di

4 π 64( )

1053.17 in4

rIx

A1

0.5

6.19 in

Di

t34 compact limit 0.07

E1

fy1 40.6

K2k1 L1( )

r( )66.032 Less than Limit 4.71

E1

fy1

0.5

113.432

Feπ

2E1

k1L1

r

265.643 ksi

Brace Capacity.xmcd 1 of 2

WMARSSLAN, Inc



Fcr 0.658

fy1

Fe

fy1 36.351 ksi

ϕa 0.90


Brace Flexural Capacity:

AISC - F8 - Flexural:

Di

t34 less than 0.45

E1

fy1 261 F8, section applies

ϕf 0.90

Since Compact Yielding applies only

ϕMn ϕf fy1 Z1 6892.5 k in

Brace Capacity.xmcd 2 of 2

WMARSSLAN, Inc



Brace Axial Capacity:


fy1 50 ksi

E1 29000 ksi

L1 14.14 12 169.68 in k1 1.0

Do 18 in

t 0.50 in Di Do 2 t 17 in

A1 Do2

Di2

0.25 π 27.489 in2

Z1Do

3Di

3 6( )

153.167 in3

IxDo

4Di

4 π 64( )

1053.17 in4

rIx

A1

0.5

6.19 in

Di

t34 compact limit 0.07

E1

fy1 40.6

K2k1 L1( )

r( )27.413 Less than Limit 4.71

E1

fy1

0.5

113.432

Feπ

2E1

k1L1

r

2380.87 ksi

Corner Brace Capacity.xmcd 1 of 2

WMARSSLAN, Inc



Fcr 0.658

fy1

Fe

fy1 47.327 ksi

ϕa 0.90


Brace Flexural Capacity:

AISC - F8 - Flexural:

Di

t34 less than 0.45

E1

fy1 261 F8, section applies

ϕf 0.90

Since Compact Yielding applies only

ϕMn ϕf fy1 Z1 6892.5 k in

Corner Brace Capacity.xmcd 2 of 2

1.6 River Gauge Information & Elevation Calculation

WMARSS

LAN, IncCofferdam for Inverted Siphon Project 160‐10710‐002

J.Scarborough

Stream Flow Measurements

No. Date Discharge (cfs) Gauge Height (ft)

1 1253 6/23/2016 18:02 CDT Yes sdg/btj USGS 27800 20.53 25.1 0 4.5 -0.01 1 FAIR LGDB MEAS 1 20.53

2 1252 4/29/2016 13:08 CDT Yes sdg/stc USGS 20700 17.66 25.1 0 -0.5 -0.01 0.25 FAIR CLER MEAS 2 17.66

3 1251 3/11/2016 10:52 CST Yes sdg/smc USGS 7980 10.73 25.1 -0.5 -3 -0.01 0.25 FAIR CLER MEAS 3 10.73

4 1250 1/5/2016 12:21 CST Yes sdg/smc USGS 11300 12.12 25.1 0 1.8 -0.01 0.25 GOOD CLER MEAS 4 12.12

5 1249 11/19/2015 16:58 CST Yes jrh/sdg USGS 2660 5.55 25.1 0.02 -3.3 -0.01 0.1 FAIR CLER MEAS 5 5.55

6 1248 9/3/2015 16:59 CDT Yes sdg/btj USGS 2510 5.12 25.1 0.21 -0.8 0.01 0.25 FAIR CLER MEAS 6 5.12

7 1247 7/22/2015 9:24 CDT Yes sdg/bgj USGS 2750 5.38 25.1 0.19 0 0.01 0.25 FAIR CLER MEAS 7 5.38

8 1246 6/15/2015 11:39 CDT Yes sdg/jam USGS 23500 19.22 25.1 -0.1 -0.8 0 0.3 FAIR CLER MEAS 8 19.22

9 1245 5/16/2015 16:35 CDT Yes kcw/btj USGS 10300 11.95 25.1 -0.35 0 0 0.1 FAIR CLER MEAS 9 11.95

10 1244 5/12/2015 11:43 CDT Yes jrh USGS 6200 11.43 25.1 -2.67 -1.1 -0.08 0.35 FAIR FILL MEAS 10 11.43

11 1243 3/26/2015 15:38 CDT Yes kcw USGS 208 1.75 25.1 0.17 -3.7 0 0.75 FAIR CLER MEAS 11 1.75

12 1242 1/28/2015 9:58 CST Yes kcw USGS 52.1 1.25 25.1 0.22 -3.7 0 0.5 POOR CLER MEAS 12 1.25

13 1241 12/2/2014 9:07 CST Yes kcw USGS 25.9 1.09 25.1 0.24 3.2 0 0.5 POOR LGDB MEAS 13 1.09

14 1240 10/8/2014 11:51 CDT Yes kcw USGS 82.5 1.36 25.1 0.21 0.2 -0.02 0.5 FAIR CLER MEAS 14 1.36

15 1239 8/19/2014 10:53 CDT Yes jrhowel USGS 230 1.81 25.1 0.14 0.4 -0.03 0.65 GOOD CLER MEAS 15 1.81

16 1238 6/26/2014 10:15 CDT Yes btj/kcw USGS 1880 4.75 25.1 0 -6.9 0.07 1 FAIR UNSP MEAS 16 4.75

17 1237 4/23/2014 10:37 CDT Yes jrh/mds USGS 49.5 1.31 25.1 0.14 0.6 0 1 FAIR MAMD MEAS 17 1.31

18 1236 2/27/2014 12:25 CST Yes kcw USGS 74.9 1.32 25.1 0.23 -1.7 -0.02 0.75 POOR CLER MEAS 18 1.32

19 1235 1/10/2014 10:31 CST Yes kcw USGS 201 1.66 25.1 0.23 -1 0.03 0.5 FAIR CLER MEAS 19 1.66

20 1234 1/9/2014 11:34 CST Yes kcw USGS 128 1.48 25.1 0.23 -0.8 0.02 0.7 FAIR CLER MEAS 20 1.48

21 1233 11/7/2013 10:50 CST Yes kcw USGS 128 1.66 25.1 0.05 -0.8 -0.01 1 FAIR CLER MEAS 21 1.66

22 1232 9/11/2013 9:00 CDT Yes mds/jrh USGS 11.1 1.11 25.1 0.12 -3.5 0 0.6 FAIR LGDB MEAS 22 1.11

23 1231 7/17/2013 8:31 CDT Yes jrh/jws USGS 130 1.51 25.1 0.2 0.8 0 0.4 FAIR LGDB MEAS 23 1.51

24 1230 5/20/2013 15:41 CDT Yes JRH/Aes USGS 31.7 1.31 25.1 0.06 -1.2 0 0.6 FAIR MALT MEAS 24 1.31

25 1229 3/25/2013 16:17 CDT Yes jrh/aes USGS 57.3 1.32 25.1 0.16 1.1 0 0.6 GOOD LGDB MEAS 25 1.32

26 1228 1/30/2013 11:48 CST Yes jrh/aes USGS 122 1.45 25.1 0.24 0.8 0 1 FAIR LGDB MEAS 26 1.45

27 1227 12/5/2012 16:22 CST Yes JRH/JPC USGS 135 1.55 25.1 0.18 -0.7 0 0.6 GOOD CLER MEAS 27 1.55

28 1226 10/9/2012 15:01 CDT Yes JRH/MDS USGS 516 2.45 25.1 0.11 0.2 0.23 FAIR CLER MEAS 28 2.45

29 1225 8/14/2012 8:27 CDT Yes JRH/AES USGS 240 1.8 25.1 0.18 -0.4 0 0.92 GOOD CLER UNSP 29 1.8

30 1224 6/20/2012 9:23 CDT Yes JRH/AES USGS 151 1.73 25.1 0.04 -0.7 0 0.65 FAIR LGDB UNSP 30 1.73

31 1223 4/25/2012 11:27 CDT Yes JRH/MDS USGS 376 2.19 25.1 0.08 0.3 0 0.58 FAIR LGDB UNSP 31 2.19

32 1222 2/23/2012 14:20 CST Yes JRH/JAM USGS 3150 6 25.1 0 -0.3 0 0.2 GOOD LGDB MEAS 32 6

33 1221 1/5/2012 15:50 CST Yes JRH/SDG USGS 60.3 1.36 25.1 0.13 1.7 0 0.92 FAIR LGDB UNSP 33 1.36

34 1220 10/26/2011 17:17 CDT Yes JRH/JPC USGS 560 2.63 25.1 0.06 -0.5 0.01 0.8 FAIR CLER UNSP 34 2.63

35 1219 9/8/2011 9:11 CDT Yes JRH/MDS USGS 370 2.11 25.1 0.15 0 0.14 0.57 FAIR CLER UNSP 35 2.11

36 1218 7/26/2011 9:30 CDT Yes JRH/RHR USGS 32.4 1.29 25.1 0.08 0.9 FAIR UNSP 36 1.29

37 1217 5/25/2011 17:25 CDT Yes JRH/MDS USGS 563 2.58 25.1 0.07 0.4 -0.02 0.3 GOOD MEAS 37 2.58

38 1216 3/30/2011 11:56 CDT Yes JRH/MDS USGS 552 2.32 25.1 0.31 0.4 0.11 0.5 FAIR CLER UNSP 38 2.32

39 1215 2/1/2011 11:29 CST Yes JRH/MDS USGS 275 2.06 25.1 0.09 -13.8 -0.09 0.3 POOR MEAS 39 2.06

40 1214 12/8/2010 8:52 CST Yes MDS USGS 123 1.56 25.1 0.13 1.7 0 0.27 POOR LGDB MEAS 40 1.56

41 1213 10/5/2010 17:47 CDT Yes JRH/MDS USGS 933 3.32 25.1 0 -1.8 -0.05 0.25 GOOD LGDB MEAS 41 3.32

42 1212 9/8/2010 19:41 CDT Yes CSW/MD USGS 29800 19.88 25.1 1.51 4.9 FAIR MEAS 42 19.88

43 1211 8/19/2010 11:21 CDT Yes JLM/JRH USGS 966 3.14 25.1 0.21 -0.3 0.01 0.38 FAIR UNSP UNSP 43 3.14

Gauge Data.xlsx 1 of 3

WMARSS


J.Scarborough

SUMMARY OUTPUT

Regression StatisticsMultiple R 0.231081713

R Square 0.053398758

Adjusted R Square 0.052691812

Standard Error 5.691650877

Observations 1341

ANOVA

df SS MS F Significance FRegression 1 2446.927889 2446.927889 75.53437938 1.03037E‐17

Residual 1339 43376.75732 32.39488971

Total 1340 45823.68521

Coefficients Standard Error t Stat P‐value Lower 95% Upper 95% Lower 95.0% Upper 95.0%Intercept 5.442883363 0.311373913 17.48021633 8.65378E‐62 4.832049564 6.053717162 4.832049564 6.053717162

1 0.00348946 0.0004015 8.691051684 1.03037E‐17 0.002701821 0.004277098 0.002701821 0.004277098

RESIDUAL OUTPUT PROBABILITY OUTPUT

Observation Predicted 20.53 Residuals Percentile 20.531 5.449862282 12.21013772 0.037285608 0

2 5.453351742 5.276648258 0.111856823 1.09

3 5.456841201 6.663158799 0.186428039 1.11

4 5.460330661 0.089669339 0.260999254 1.14

5 5.46382012 ‐0.34382012 0.33557047 1.18

6 5.46730958 ‐0.08730958 0.410141685 1.18

7 5.470799039 13.74920096 0.484712901 1.2

8 5.474288499 6.475711501 0.559284116 1.21

9 5.477777958 5.952222042 0.633855332 1.25

10 5.481267418 ‐3.731267418 0.708426547 1.27

11 5.484756877 ‐4.234756877 0.782997763 1.27

12 5.488246337 ‐4.398246337 0.857568978 1.29

13 5.491735796 ‐4.131735796 0.932140194 1.29

14 5.495225256 ‐3.685225256 1.006711409 1.29

15 5.498714715 ‐0.748714715 1.081282625 1.31

16 5.502204175 ‐4.192204175 1.15585384 1.31

17 5.505693634 ‐4.185693634 1.230425056 1.31

18 5.509183094 ‐3.849183094 1.304996271 1.32

19 5.512672553 ‐4.032672553 1.379567487 1.32


WMARSS


J.Scarborough

0

5

10

15

20

25

30

35

40

45

0 20 40 60 80 100 120

20.53

Sample Percentile

Normal Probability Plot


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