Remediation - USCG RS Pool Calcs Final.pdf

USCG Rescue Swimmer Pool Remediation

Elizabeth City, North Carolina

Calculation Submittal

July 22, 2011

McComas Engineering, Inc.

Carmel, Indiana

07/21/2011 Page 1 of 60

RESCUE SWIMMER POOL - DESCRIPTION OF REMEDIATION

The attached analysis and design is based on groundwater at 5’-0” below pool deck. Hydrostatic relief valves will be placed in the pool to address the potential for groundwater above the design level.

Bottom Slab

1. The bottom slab will be completely removed and replaced.

2. Saw cut will be made 1’-0” from inside face of pool wall.

3. New dowels placed at new/existing slab interface. Two-component epoxy bonding agent will be used to adhere faces together. Waterstop will be used.

4. New grouted tie-down tension anchors will be placed.

5. Existing helical piers will not be relied upon.

6. Reinforcement complies with ACI 318-05.

South Wall

1. A new concrete fillet will be placed along the south wall slab/wall interface.

Caisson Area and Surge Tank

1. No work.

07/21/2011 Page 2 of 60

Date: 6/8/2011 Project:

Calc. By: CRM Location:

Proj. No.: 29176 Client:

Pressure

12/16/2009 Slab Thickness 18 in D 225 psf Slab Dead Load, D 225 psf IBC 16-8 D+F 974 psf

120 pcf Pool Water, F 749 psf IBC 16-9 D+H+F 350 psf

0.33 Hydrostatic, H -624 psf IBC 16-14 0.6D+H -489 psf

0.50 IBC 16-1 1.4D 315 psf

3.00 IBC 16-1 1.4(D+F) 1363 psf

150 pci IBC 16-2 1.2(D+F)+1.6H 170 psf

0.5 IBC 16-6 0.9D+1.6H -796 psf

2000 psf

125 pci 4 in 95%

40 psf 60 psf 360 psf 95 psf Gutter

3.20 ft-k

MSL

Pool Deck 8.50 ft

6.50 ft

0.26 klf 5.50 ft 5.00 ft

2.17 ft 1.00 ft HRV Groundwater 3.50 ft 198 psf

-94 psf

13.50 ft 10.00 ft

8.00 ft 12.00 ft 10.69 klf w/ftg

4.63 klf 7.34 klf typ. Wall

1.79 ft Soil 280 psf 3.18 klf 7.93 klf 2.89 ft 3.59 ft

GW 468 psf Total 748 psf 1008 psf Soil 380 psf 1.50 ft GW 550 psf 1150 psf

Total 930 psf -624 psf -624 psf

LOADING DIAGRAM FOR RAM CONCEPT

Rescue Swimmer Pool

USGS

Elizabeth City, NC Counsilman Hunsaker

Soils Report Loads Load Combinations (IBC 2006)

GET Solutions Date

Soil Properties

Density, γt Active, Ka

At-Rest, Ko Passive, Kp

Subgrade Mod., K30 Coefficient Of Friction

Slab On Grade

Groundwater

Allowable Stress

Strength Design

Combination

Modified Proctor D-1557

Passive

Active At-Rest

Pressure Per Foot Depth Below Grade Walls

Subgrade Mod., K30 Fill Thickness

Fill Compaction

Angle of Internal Friction Shallow Foundations

Pool Slab Bearing

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07/21/2011 Page 3 of 60

Proj. No.: 29176 Client:

Pool Slab Clear Area

Width Length Area Latitude Longitude

68.33 161.11 11008.65 13.50 ft 11.13 ft Area Aspect

150.19 sf 1.21 Allowable -96.00 k

Comb. Pressure Trib. Area Pressure Tie Force

0.6D+H -489 psf 196.32 sf 225 psf 33.79 k No. Ties Required 57 -624 psf -93.72 k

Pile Force Demand

Actual D+H -59.92 k 62% Buoyancy D+1.25H -83.35 k 87% Allowable 0.6D+H -73.44 k 77%

MSL GW Height H D D+H 0.6D+H

Deck 8.50 ft 15.00 ft -140.6 33.79 k -106.78 k -120.30 k

8.00 ft 14.50 ft -135.9 33.79 k -102.10 k -115.61 k

7.50 ft 14.00 ft -131.2 33.79 k -97.41 k -110.93 k

7.00 ft 13.50 ft -126.5 33.79 k -92.73 k -106.24 k

6.50 ft 13.00 ft -121.8 33.79 k -88.04 k -101.56 k

6.00 ft 12.50 ft -117.1 33.79 k -83.35 k -96.87 k

5.50 ft 12.00 ft -112.5 33.79 k -78.67 k -92.19 k

5.00 ft 11.50 ft -107.8 33.79 k -73.98 k -87.50 k

4.50 ft 11.00 ft -103.1 33.79 k -69.30 k -82.81 k

4.00 ft 10.50 ft -98.4 33.79 k -64.61 k -78.13 k

Design 3.50 ft 10.00 ft -93.7 33.79 k -59.92 k -73.44 k

Allowable design tie force indicated on drawings = 96k Which correspondes to groundwater 1'-6" below deck.

USGS

Elizabeth City, NC Counsilman Hunsaker

Rescue Swimmer Pool - Grouted Tie-Down Design

Tie Spacing Used

Actual Design Reaction @ 10' GW

Slab, D Hydrostatic, H

Tie Forces @ Various Groundwater Heights

Tie-Down Anchor

Actual Design Demand @ 10' Groundwater

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07/21/2011 Page 4 of 60

Proj. No.: 29176 Client:

Weight 120 pcf Height 13.50 ft MSL

Pool Deck 8.50 ft Rectangle 1.62 k

Wedge 6.31 k 5.00 ft Total 7.93 k

Groundwater 3.50 ft

Weight 120 pcf 13.50 ft Height 8.00 ft

12.00 ft Rectangle 0.96 k 10.00 ft

Wedge 2.22 k 7.93 k

Total 3.18 k 60 deg

1.00 ft Toe

1.50 ft

-624 psf

Notes:

1. Use 60 deg, instead of 30 deg, angle of internal friction to account for saturated soil.

Soil @ Shelf

USGS

Elizabeth City, NC Counsilman Hunsaker

Rescue Swimmer Pool

Soil Uplift Resistance At Bottom Slab ToeSoil @ Typ Wall

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Proj. No.: 29176 Client:

1.83 klf Gutter & Haunch per Foot 1.75 ft

Area of Gutter & Haunch 12.20 sf Wt. of Gutter & Haunch 1.83 klf Offset from C.L. of Wall 1.75 ft

Moment 3.20 ft-k

13.50 ft

8.00 ft

1.50 ft

Area of gutter & haunch is the actual area.

USGS

Elizabeth City, NC Counsilman Hunsaker

Rescue Swimmer Pool

Weight of Gutter & Haunch

McCOMAS ENGINEERING

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07/21/2011 Page 6 of 60

Date: 7/1/2011 Project:

Proj. No.: 29176 Client:

Roof Reaction - Main PC Wall

SBS Mod. Bitum. Roofing 2.0 psf Roof Dead 4903 plf Siplast Insulcel System (dry wt.) 7.0 psf Roof Live 1102 plf

12DT47 PC Double-Tee (per Metromont) 78.0 psf PC Wall 2880 plf HVAC & Mechanical 2.0 psf Total Reaction At Top of Footing 8884 plf

89.0 psf Roof Live Load 20.0 psf Reaction - Wall Wave Gen.

Main PC Wall 8884 plf Precast Wall Small Roof 102 plf

Wythe Density Weight Total Reaction At Top of Wave Gen. 8986 plf

4 in 150.0 pcf 50.0 psf 5 in 0.5 pcf 2.5 psf Wave Gen. Walls & Roof

3 in 150.0 pcf 37.5 psf 8" CMU 587 plf

90.0 psf Small Roof 102 plf

689 plf Small Roof Over Wave Generator

SBS Mod. Bitum. Roofing 2.0 psf Insulation 1.0 psf Comparison of Design Load vs. Actual

1 1/2 Metal Deck 1.5 psf Total Reaction At Top of Footing 8884 plf Steel Framing 2.0 psf Load from Devita & Assoc. (Metromont PC Engineer) 8880 plf

6.5 psf Difference 4 plf Roof Live Load (snow drift not taken) 20.0 psf

Small Roof CMU Walls Reactions At Wave Generator

8" CMU 55.0 psf Dead Live Total R1 95.32 k 7.30 k 102.62 k R2 277.30 k 21.21 k 298.51 k

Dimensions R3 225.30 k 17.23 k 242.53 k I.F. to I.F. of wall panels, B-C: 110.17 ft

Tributary Width for Roof: 55.09 ft Height of PC Wall Panel: 32.00 ft

Tibutary Width of Small Roof 3.84 ft 8" CMU Wall Ht. 10.67 ft

8884plf +102plf = 8986 plf Dead 7884 plf

Live 1102 plf

ASCE 37-02 Surcharge Very Light Duty 20.0 psf

Wave Generator Dead 7783 plf R1 R2 R3 R2 R1 Live 1102 plf

8884 plf Total 8884 plf

587 plf 587 plf 587plf + 102plf = 689plf

SUPERIMPOSED LOADS DIAGRAM

USCG Training Pool Elizabeth City, North Carolina

CHA

RS PC Wall

McCOMAS ENGINEERING

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07/21/2011 Page 7 of 60

07/21/2011 Page 8 of 60 rmccomas Line rmccomas Typewritten Text Dead 8.71 klf x 16.84 x 1.15 = 168.67 k Live 1.10 klf x 16.84 x 1.15 = 21.30 k rmccomas Line rmccomas Line rmccomas Typewritten Text Tributary Width = 16.84 ft.

Use 1.15 multiplier for continuity at reactions.

(Uniform Load x 16.84 x 1.15) Live Load = 20 psf (ASCE 37) rmccomas Typewritten Text Dead 0.525 klf Live 0.07 klf rmccomas Line rmccomas Typewritten Text Dead 1.81 klf rmccomas Line rmccomas Typewritten Text Dead 0.2 klf rmccomas Sticky Note MigrationNone set by rmccomas rmccomas Sticky Note MigrationNone set by rmccomas rmccomas Sticky Note MigrationNone set by rmccomas rmccomas Sticky Note MigrationNone set by rmccomas rmccomas Sticky Note MigrationNone set by rmccomas rmccomas Typewritten Text 6: Slab 50 psf Live 20 psf rmccomas Typewritten Text rmccomas Typewritten Text rmccomas Typewritten Text rmccomas Typewritten Text Fill 110 pcf x 4.59' = 505 psf rmccomas Typewritten Text 15" Slab 188 psf (Slab spans btwn. beams) rmccomas Line rmccomas Line rmccomas Line rmccomas Typewritten Text Reaction @ Bm.

Dead (50+505+188)x11ftx1/2=4.09 klf Live 20x11ftx1/2=.11 klf rmccomas Typewritten Text rmccomas Typewritten Text Dead 1.85klf rmccomas Line rmccomas Line rmccomas Line rmccomas Typewritten Text Reaction @ Wall Dead (1.85+4.09) x 16.84 x 1.15 = 115k Live 0.11 x 16.84 x 1.15 = 2.13k Reaction @ End Wall Dead (1.85+4.09) x 16.84/2 = 50k Live (0.11 x 16.84/2 = 1k rmccomas Typewritten Text rmccomas Typewritten Text rmccomas Typewritten Text Reaction @ Wall Dead (1.81+0.2+8.71+0.525) x 16.84 x 1.15 = 217.77k Live (1.1+.07) x 16.84 x 1.15 = 22.66k Reaction @ End Wall Dead (1.81+0.2+8.71+.525)x16.84/2 = 90.26k Live (1.1+.07)x16.84/2 = 9.85k rmccomas Typewritten Text rmccomas Typewritten Text rmccomas Typewritten Text Reaction @ Wall Dead 0.53 klf Live 0.07 klf rmccomas Typewritten Text rmccomas Typewritten Text rmccomas Typewritten Text rmccomas Typewritten Text rmccomas Typewritten Text rmccomas Typewritten Text

RESCUE SWIMMER CAISSON LOAD DIAGRAM

Typewritten Text

Proj. No.: 29176 Client:

Thick Width Length Area

1.00 in 16.00 in 16.00 in 256 In^2

D 0.9 33.79 k 30.41 k H 1.6 -93.72 k -149.95 k 11.00 in 6.50 in

-119.53 k

-59.92 k

A1 256 In^2 ϕ 0.65

Bearing, Pnb = ϕ(0.85*fc*A1) 565.76 k OK Factored Brg. Pressure 0.47 ksi ASD Bearing Pressure 0.23 ksi

(See RAM Elements output for plate stresses) Factored Plate Stress 52 ksi 22.50

ASD Plate Stress 24 ksi AISC F11, Allowable Stress 32 ksi OK

16.00 in

Effect. Slab Thickness 11.00 in d 6.50 in 22.50 16.00 in do 22.50 bo 506.25 β 1 βo 77.9 αs 40 ϕ 0.75

(11.12.2.1c), ϕVc 523.12 k OK

* Maximum unfactored force from RAM output = 70k

Tu = 0.9D + 1.6H

Factored Tie-Rod Force

Plate

Shear Strength Without Reinforcing

Plate Design

Unfactored Force*

USGS

Elizabeth City, NC Counsilman Hunsaker

Rescue Swimmer Pool

Tie-Rod Embedment Into Slab (Typical Span)

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07/21/2011 Page 9 of 60

Proj. No.: 29176 Client:

Wu, 0.9D+1.6H -796 psf d-top 14.88 in d-bot 13.88 in Ext, Wall Interior First Int.

-Mu +Mu -Mu +Mu -Mu M,total 0.65 0.35 0.65 0.35 0.65

Col. Strip 0.49 0.21 0.49 0.21 0.49 Middle Strip 0.16 0.14 0.16 0.14 0.16

Latitude, L2 Longitude, Ln Area Aspect, β L/30 Static, Mo Ru

13.50 ft 8.75 ft 118.13 sf 1.54 5.40 in -102.83 ft-k -94.02 k

Ext, Wall Interior First Int.

-Mu +Mu -Mu +Mu -Mu

M,total -66.84 -35.99 -66.84 -35.99 -66.84 Col. Strip -50.39 -21.59 -50.39 -21.59 -50.39

Middle Strip -16.45 -14.40 -16.45 -14.40 -16.45

M,total -1.12 In^2 -0.65 In^2 -1.12 In^2 -0.65 In^2 -1.12 In^2 Col. Strip -0.85 In^2 -0.39 In^2 -0.85 In^2 -0.39 In^2 -0.85 In^2

Middle Strip -0.28 In^2 -0.26 In^2 -0.28 In^2 -0.26 In^2 -0.28 In^2

Col. Strip 9.56 in 9.56 in Middle Strip 9.57 in 9.57 in

Col. Strip 11.19 in 11.19 in 11.19 in Middle Strip 18.00 in 18.00 in 18.00 in

Top Steel Used #5 @ 9 Bottom Steel Used #8 @ 9

Total Area of Steel Required

#5 - Spacing (Top)

#8 - Spacing (Bot)

Typical Span

Flat Slab Intergral With Wall

End Span Interior Span Design Moment Coefficients

End Span Interior Span

USGS

Elizabeth City, NC Counsilman Hunsaker

Rescue Swimmer Pool

Direct Design Check (Approx.) of RAM Concept Output

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07/21/2011 Page 10 of 60

Rebar Development Table ENERCALC, INC. 1983-2011, Build:6.11.7.6, Ver:6.11.7.6 Licensee : mccomas engineeringLic. # : KW-06002558

File: N:\29176 USCG Rescue Swimmer Training Facility\Engineering\Enercalc\29176.ec6 Printed: 11 JUL 2011, 2:50PM

Description : --None--

McComas Engineering, Inc.

Structural Engineers 1717 East 116th Street, Suite 200 Carmel, Indiana 46032

Title : Job #

Project Desc.:

Dsgnr:

Project Notes :

Bar ID 1 : Typical Rebar Develpment Calculations per ACI 318-05, IBC 2006, CBC 2007, A

60.00 ksi

Yes No No

Splice Lengths

0.310

37.00 48.10 18.75

36.999

11.859

11.859 8.301

# Rebar Area inBar Size

Class A Splice in f'c 4.00 ksi

Class B Splice in

Fy

Compression Splice in

Straight Development Tension Development..

Final after adjustments in

Compression Development...

Confinement Satisfied ? No Bar Clearance Satisfied ? Yes inFinal after adjustments

Hooked Development Adequate Cover ? Basic Before Adjustments inEpoxy Coated ? Final after adjustment inLightweight Concrete ?

Reinf. Location Factor 1.3 Coating Factor 1 Lightweight Factor 1 e t

As req'd / As actual 1.000

Bar ID 2 : Typical Rebar Develpment Calculations per ACI 318-05, IBC 2006, CBC 2007, A

60.00 ksi

Yes No No

Splice Lengths

0.790

92.50 120.25 30.00

92.497

18.974

18.974 13.282

# Rebar Area inBar Size

Class A Splice in f'c 4.00 ksi

Class B Splice in

Fy

Compression Splice in

Straight Development Tension Development..

Final after adjustments in

Compression Development...

Confinement Satisfied ? No Bar Clearance Satisfied ? Yes inFinal after adjustments

Hooked Development Adequate Cover ? Basic Before Adjustments inEpoxy Coated ? Final after adjustment inLightweight Concrete ?

Reinf. Location Factor 1.3 Coating Factor 1 Lightweight Factor 1 e t

As req'd / As actual 1.000

07/21/2011 Page 11 of 60 rmccomas Typewritten Text rmccomas Typewritten Text rmccomas Typewritten Text rmccomas Callout Use 94" (7'-10") in field of bottom slab rmccomas Callout Use 38" (3'-2") in field of bottom slab rmccomas Callout Use @ slab/wall rmccomas Callout 36" Used @ slab/wall

1717 East 116th Street, Suite 200 Carmel, Indiana 46032

Title : RSP 2' COVE + BLDG FND Page: ______ Job # : 29176 Dsgnr: TMM Date: JUL 11,2011 Description

RS POOL WALL WITH COVE + GW + BUILDING

This Wall in File: n:\29176 uscg rescue swimmer training fac Retain Pro 9 © 1989 - 2011 Ver: 9.24 8165

Cantilevered Retaining Wall Design Code: IBC 2006Registration #: RP-1176355 RP9.24 Licensed to: McComas Engineering, Inc.

Thumbnail

13.50

0.00

0.00

0.00

2,000.0

30.0

8.5

40.0 psf/ft 360.0

Criteria Soil Data Retained Height = ft

Wall height above soil = ft Soil Friction Angle = deg : 1Slope Behind Wall

Height of Soil over Toe in

Water height over heel = ft

120.00= pcf

Soil Density, Heel

Active Pressure:Ka*Gamma= Passive Pressure:Kp*Gam = psf/ft

Allow Soil Bearing = psf

Soil Density, Toe 120.00 pcf Footing||Soil Friction = 0.400

Soil height to ignore for passive pressure = 12.00 in

Rankine Soil Presure calculation

Surcharge Loads Adjacent Footing Load

The above lateral load 1.00

20.0 Lateral Load = 0.0 #/ft

0.0

0.0 0.0 0.0

Axial Load Applied to Stem Wall to Ftg CL Dist = 14.00 ft

Wind on Exposed Stem psf 0.0=

Lateral Load Applied to Stem Surcharge Over Heel = psf Adjacent Footing Load = 9,800.0 lbs

Axial Dead Load has been increased

= lbs

Footing Type Line Load

Surcharge Over Toe psf Footing Width = 6.00 ft...Height to Top = 0.00 ft Eccentricity = 0.00 in...Height to Bottom = 0.00 ft

Used To Resist Sliding & Overturning

NOT Used for Sliding & Overturning

= -2.5 ft

Axial Live Load =

Base Above/Below Soilby a factor of lbs

Axial Load Eccentricity = =Poisson's Ratio 0.300 at Back of Wall in

Design Summary Wall Stability Ratios Overturning = 1.85 OK

Slab Resists All Sliding !

Total Bearing Load = 7,774 lbs ...resultant ecc. = 26.22 in

Soil Pressure @ Toe = 1,104 psf OK Soil Pressure @ Heel = 26 psf OK

Allowable = 2,000 psf Soil Pressure Less Than Allowable

ACI Factored @ Toe = 1,546 psf ACI Factored @ Heel = 37 psf

Footing Shear @ Toe = 39.7 psi OK Footing Shear @ Heel = 0.0 psi OK

Allowable = 94.9 psi

Sliding Calcs Slab Resists All Sliding !

Lateral Sliding Force = 10,564.4 lbs

Masonry Block Type = Medium Weight

Stem Construction Top Stem 2nd Stem OKStem OK Stem OK Stem OK

3rd 4th

Design Height Above Ftg = 1.50ft 1.00 0.00 0.50 Wall Material Above "Ht" = Concrete Concrete ConcreteConcrete Thickness = 18.00 18.00 30.00 24.00 Rebar Size = ## ## 7 7 7 7 Rebar Spacing = 12.00 12.00 12.0012.00 Rebar Placed at = Edge Edge EdgeEdge

Design Data fb/FB + fa/Fa = 0.754 0.883 0.726 0.649 Total Force @ Section = 9,544.8 10,666.4 13,046.0lbs 11,834.8 Moment....Actual = 29,513.1 34,564.6 40,188.6 46,408.7ft-# Moment.....Allowable = 39,137.9 39,137.9 71,537.9ft-# 55,337.9 Shear.....Actual = 53.2 59.5 47.1 40.4psi Shear.....Allowable = 94.9 94.9 94.9psi 94.9

LAP SPLICE IF ABOVE = 24.54 28.74 23.63 21.11in 24.54in

HOOK EMBED INTO FTG 21.11=in Lap splice above base reduced by stress ratio Hook embedment reduced by stress ratio

28.74 23.63

Wall Weight = 225.0 225.0 375.0

LAP SPLICE IF BELOW =

psf 300.0 Rebar Depth 'd' = 14.94in 14.94 26.94 20.94

Masonry Data f'm =psi Fs =psi Solid Grouting =

Modular Ratio 'n' = Short Term Factor = Equiv. Solid Thick. =

Concrete Data f'c = 4,000.0 4,000.0 4,000.0psi 4,000.0 Fy = 60,000.0 60,000.0 60,000.0

Masonry Design Method ASD=

Load Factors Building Code IBC 2006 Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.600 Seismic, E 1.000 psi 60,000.0

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07/21/2011 Page 12 of 60

1717 East 116th Street, Suite 200 Carmel, Indiana 46032

Title : RSP 2' COVE + BLDG FND Page: ______ Job # : 29176 Dsgnr: TMM Date: JUL 11,2011 Description

RS POOL WALL WITH COVE + GW + BUILDING

This Wall in File: n:\29176 uscg rescue swimmer training fac Retain Pro 9 © 1989 - 2011 Ver: 9.24 8165

Cantilevered Retaining Wall Design Code: IBC 2006Registration #: RP-1176355 RP9.24 Licensed to: McComas Engineering, Inc.

11.25 2.50

18.00

0.00 0.00

=Min. As % 0.0018

Footing Dimensions & Strengths f'c = 4,000 psi

Toe Width = ft Heel Width =

Key Distance from Toe Key Depth Key Width = in

= in = 2.00

Footing Thickness = in

13.75= ft

Cover @ Top = 2.00 in @ Btm.= 3.18 in

Total Footing Width

= 150.00 pcfFooting Concrete Density Fy = 60,000 psi

Footing Design Results

Key:

No key defined

Factored Pressure Mu' : Upward Mu' : Downward Mu: Design Actual 1-Way Shear Allow 1-Way Shear

Toe: #4@ 3.00 in, #5@ 4.50 in, #6@ 6.50 in, #7@ 8.75 in, #8@ 11.50 in, #9@ 14.50 Not req'd, Mu < S * Fr

= None Spec'd

1,546 71,794 19,934

51,861 39.75 94.87

Heel:

0.00 0.00

Heel Toe psf ft-# ft-# ft-# psi psi

Heel Reinforcing = None Spec'd

Other Acceptable Sizes & Spacings

Key Reinforcing

Toe Reinforcing = # 8 @ 9.00 in

Summary of Overturning & Resisting Forces & Moments

.....RESISTING..........OVERTURNING

Force Distance Moment Distance Moment Item

Force ft-# lbs

Toe Active Pressure ftft

*Heel Active Pressure = 6,580.0 4.47 29,433.3 Soil Over Heel = 13.75 ft-#lbs

Sloped Soil Over Heel 750.0 7.50 100.0=Surcharge over Heel = Surcharge Over Heel

13.75=

Adjacent Footing Load =Adjacent Footing Load

Axial Dead Load on Stem = =* Axial Live Load on Stem

Soil Over Toe Surcharge Over Toe

Surcharge Over Toe

Load @ Stem Above Soil =

3,884.4

Stem Weight(s)

3,150.0 12.04 37,931.3 Earth @ Stem Transitions

3.30 12,838.0

1,530.0 13.25 20,280.0 Footing Weight

3,093.8 6.88 21,269.5

Key Weight

2.00

Added Lateral Load lbs

= 43,021.3

Vert. Component

Total

7,773.8 79,480.8

* Axial live load NOT included in total displayed, or used for overturning*Includes water table effect resistance, but is included for soil pressure calculation.

Total = R.M.

= 10,564.4 O.T.M.

Resisting/Overturning Ratio = 1.85 Vertical Loads used for Soil Pressure = 7,773.8 lbs

DESIGNER NOTES:

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07/21/2011 Page 13 of 60

20.psf

10564.#

1104.4psf

26.334psf

Sliding Restraint

If adjacent footing or seismic loading is used, the numerical values are displayed,but the loading curve does not represent the composite loading.

07/21/2011 Page 14 of 60

3 1/4" #8@9.in @ Toe

3"

1'-3" 1'-9" 2'-3"

Designer select all horiz. reinf.

See Appendix A

18.in Conc w/ #7 @ 12.in o/c

18.in Conc w/ #7 @ 12.in o/c 24.in Conc w/ #7 @ 12.in o/c 30.in Conc w/ #7 @ 12.in o/c

1'-6"

12'-0"

6" 6" 6"

13'-6" 13'-6"

11'-3" 2'-6"

13'-9"

Sliding Restraint

07/21/2011 Page 15 of 60

Current Date: 7/21/2011 10:25 AM Units system: English Structural Engineer: Microsoft File name: N:\29176 USCG Rescue Swimmer Training Facility\Engineering\RamElements\29176 Remediation RS Tie Plate-Dwg Load.etz\ Load condition: DL=Dead Load

RS Plate Loading (70k / 8 nodes = 8.75k)

Max. Stress = 26 ksi

RS Slab Grouted Tie-Down Plate

Ram Concept Actual Reaction (0.6D + H = 69.5k, rounded to 70k)

PL 1 1/4 x 16 x 16

PL 1 x 6 x 6

07/21/2011 Page 16 of 60

Current Date: 7/21/2011 10:21 AM Units system: English Structural Engineer: Microsoft File name: N:\29176 USCG Rescue Swimmer Training Facility\Engineering\RamElements\29176 Remediation RS Tie Plate-Dwg Load.etz\ Load condition: DL=Dead Load

RS Plate Ultimate Loading (1.6 x 70k = 112k / 8 nodes = 14k)

RS Slab Grouted Tie-Down Plate

Max. Stress = 41 ksi

Ultimate Reaction

1.6 x 70k = 112k (conservative)

07/21/2011 Page 17 of 60

Current Date: 7/21/2011 10:18 AM Units system: English Structural Engineer: Microsoft File name: N:\29176 USCG Rescue Swimmer Training Facility\Engineering\RamElements\29176 Remediation RS Tie Plate-Dwg Load.etz\

RS Plate

RS Slab Grouted Tie-Down Plate

07/21/2011 Page 18 of 60

Current Date: 7/21/2011 10:17 AM Units system: English Structural Engineer: Microsoft File name: N:\29176 USCG Rescue Swimmer Training Facility\Engineering\RamElements\29176 Remediation RS Tie Plate-Dwg Load.etz\ Load condition: DL=Dead Load

RS Plate Loading (70k / 8 nodes = 8.75k per node)

RS Slab Grouted Tie-Down Plate

07/21/2011 Page 19 of 60

Date: 7/20/11 Project: USCG Calc. By: CRM Location: Elizabeth Cith, North Carolina Proj. No.: 29176 Client: Counsilman Hunsaker

Location:

Ftg. @ 2'-6" below t/wall

Wall Height From T/Ftg.: 13.50 ft Area Thickness of Footing: 18 in 195360lb @ 0ft

Soil Equivalent Fluid Pressure: 40.0 psf Point Load (lb):

Point Load Dist From Wall:

Line Load (plf):

Line Load Dist From Wall:

Area Load (lb): 195360 lb

Width of Loaded Area: 22.00 ft Length of Loaded Area: 6.00 ft Wall

Dist. From Wall to Front of Area: 0.00 ft 13.50 ft Resultant Dist. From Wall to Back of Area: 22.00 ft 15376 lb 15.00 ft

Strip Load (plf): @ 6.29 ft Dist. From Wall to Front of Strip: Footing Bot. Ftg.

Length of Strip: 18 in 600 psf Soil

95.0 psf -811 psf Groundwater

Depth Below Top of Wall: 2.00 ft Loading Diagram

Load Maximum Resultant Pressure Force T/Wall B/Ftg Cantilevered Pinned T&B

Soil 600 psf 4545 lb -9.98 ft 5.02 ft 22839 ft-lb 15188 ft-lb Point 0 psf 0 lb 0.00 ft 15.00 ft 0 ft-lb 0 ft-lb Line 0 psf 0 lb 0.00 ft 15.00 ft 0 ft-lb 0 ft-lb Strip 0 psf 0 lb 0.00 ft 15.00 ft 0 ft-lb 0 ft-lb Area 1431 psf 6130 lb -6.30 ft 8.70 ft 53311 ft-lb 22400 ft-lb

Water 715 psf 4701 lb -10.64 ft 4.36 ft 20491 ft-lb 14537 ft-lb Combined 1564 psf 15376 lb -8.71 ft 6.29 ft 73577 ft-lb 42747 ft-lb

Average Pressure Below 2'-6" 1210 psf

Resultant Force

Moments @ Bot. of Wall

Combined Pressure Diagram

Resulatant Distance

15376 lb @ -8.71 ft (-105in) From Top of Wall or 6.29 ft (75in) From Bottom of Footing

Retaining Wall Surcharge Analysis Pressure on RS Pool Caisson End Wall w/ Building Footing

@ 2 ft below T/wall 95psf Groundwater

Groundwater (psf):

104 psf

600 psf

0 psf 0 psf0 psf

1431 psf

715 psf

1564 psf

15376 lb, -8.71 ft

-16.00 ft

-14.00 ft

-12.00 ft

-10.00 ft

-8.00 ft

-6.00 ft

-4.00 ft

-2.00 ft

0.00 ft

Soil

Point

Line

Area

Strip

Water

Total

600 psf Soil

22 6

McCOMAS ENGINEERING S t r u c t u r a l E n g i n e e r s

Carmel, Indiana

29176 Soil - Lateral Soil Pressure V2.0.xlsx Page 1 of 1 7/20/2011

Rescue Swimmer Caisson End Wall

Page 1 of 2707/21/2011 Page 20 of 60

Current Date: 7/20/2011 10:52 AM Units system: English Structural Engineer: Microsoft File name: N:\29176 USCG Rescue Swimmer Training Facility\Engineering\RamElements\29176 Caisson Wall Rod01.etz\ Load condition: DL=Dead Load

Dead Loads

Page 2 of 2707/21/2011 Page 21 of 60

Current Date: 7/20/2011 10:53 AM Units system: English Structural Engineer: Microsoft File name: N:\29176 USCG Rescue Swimmer Training Facility\Engineering\RamElements\29176 Caisson Wall Rod01.etz\ Load condition: LL=Live Load

Live Loads

Page 3 of 2707/21/2011 Page 22 of 60

Current Date: 7/20/2011 10:54 AM Units system: English Structural Engineer: Microsoft File name: N:\29176 USCG Rescue Swimmer Training Facility\Engineering\RamElements\29176 Caisson Wall Rod01.etz\ Load condition: HL=Earth Load

Earth/Water/Footing Loads

Page 4 of 2707/21/2011 Page 23 of 60

Current Date: 7/20/2011 10:55 AM Units system: English Structural Engineer: Microsoft File name: N:\29176 USCG Rescue Swimmer Training Facility\Engineering\RamElements\29176 Caisson Wall Rod01.etz\ Load condition: D4=1.2DL+1.6LL+1.6HL

Page 5 of 2707/21/2011 Page 24 of 60

07/21/2011 Page 25 of 60

Rectangle rmccomas Rectangle rmccomas Rectangle rmccomas Rectangle rmccomas Rectangle

Rectangle

Current Date: 7/20/2011 11:05 AM Units system: English File name: N:\29176 USCG Rescue Swimmer Training Facility\Engineering\RamElements\29176 RS Caisson End Wall - 02.cwd\

Rescue Swimmer Caisson End Wall

Balance of wall See calcs below

07/21/2011 Page 26 of 60

Current Date: 7/20/2011 11:06 AM Units system: English File name: N:\29176 USCG Rescue Swimmer Training Facility\Engineering\RamElements\29176 RS Caisson End Wall - 02.cwd\

Rescue Swimmer Caisson End Wall

Balance of wall See calcs below

07/21/2011 Page 27 of 60

Current Date: 7/20/2011 10:50 AM Units system: English File name: N:\29176 USCG Rescue Swimmer Training Facility\Engineering\RamElements\29176 RS Caisson End Wall - 02.cwd\

Design Results

Concrete Wall

GENERAL INFORMATION:

Global status : OK

Design code : ACI 318-05

Geometry:

Total height : 8.00 [ft] Wall Thickness : 12.00 [in] Total length : 24.00 [ft] Base support type : Continuous Wall bottom restraint : Fixed Column bottom restraint : Fixed Rigidity elements : None

Materials:

Material : C 4-60 Steel tension strength (Fy) : 60 [Kip/in2] Concrete compressive strength (fc) : 4 [Kip/in2] Steel elasticity modulus (Es) : 29000 [Kip/in2] Concrete modulus of elasticity (E) : 3605 [Kip/in2] Concrete unit weight : 0.149818 [Kip/ft3]

Number of stories: 7

Story Story height [ft]

1 1.00 2 1.00 3 1.00 4 1.00 5 1.00 6 1.00 7 1.00

Load conditions:

ID Comb. Category Description DL No DL Dead Load LL No LL Live Load HL No EARTH Earth Load D1 Yes 1.4DL D2 Yes 1.2DL+1.6LL D3 Yes 1.2DL+1.6HL D4 Yes 1.2DL+1.6LL+1.6HL D5 Yes 0.9DL+1.6HL D6 Yes 1.2DL+0.9HL

Page1

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D7 Yes 1.2DL+1.6LL+0.9HL S1 Yes DL+LL+HL

Distributed loads:

Consider self weight : DL

Out-of-plane loads:

Story Condition Magnitude [Lb/ft2]

1 HL -1210.00

2 HL -1210.00

3 HL -1210.00

4 HL -1210.00

5 HL -1210.00

6 HL -1210.00

7 HL -1210.00

BEARING WALL DESIGN:

Status : OK

Geometry:

Segment X Coordinate Y Coordinate Width Height [ft] [ft] [ft] [ft]

1 0.00 0.00 24.00 1.00 2 0.00 1.00 24.00 1.00 3 0.00 2.00 24.00 1.00 4 0.00 3.00 24.00 1.00 5 0.00 4.00 24.00 1.00 6 0.00 5.00 24.00 1.00 7 0.00 6.00 24.00 1.00 8 0.00 7.00 24.00 1.00

Vertical reinforcement:

Reinforcement layers : 2

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Segment Bars Spacing Ld [in] [in]

1 24-#5 12.00 23.72 2 24-#5 12.00 23.72 3 24-#5 12.00 23.72 4 24-#5 12.00 23.72 5 24-#5 12.00 23.72 6 24-#5 12.00 23.72 7 24-#5 12.00 23.72 8 24-#5 12.00 23.72

Intermediate results for axial-bending

Segment Condition c d [in] [in]

1 D5 (Bottom) 1.03 10.31 2 D5 (Bottom) 1.04 10.31 3 D5 (Top) 1.05 10.31 4 D5 (Top) 1.04 10.31 5 D5 (Max) 1.04 10.31 6 D5 (Bottom) 1.04 10.31 7 D5 (Top) 1.03 10.31 8 D5 (Top) 1.02 10.31

Combined axial flexure

Segment Condition Pu Mu �*Mn Mu/�*Mn [Kip] [Kip*ft] [Kip*ft]

1 D5 (Bottom) 8.47 -202.56 371.92 0.54 2 D5 (Bottom) 18.29 -80.39 376.13 0.21 3 D5 (Top) 25.53 57.90 379.12 0.15 4 D5 (Top) 21.41 79.89 377.47 0.21 5 D5 (Max) 19.05 80.68 376.46 0.21 6 D5 (Bottom) 17.63 69.52 375.85 0.18 7 D5 (Top) 9.27 -49.34 372.26 0.13 8 D5 (Top) 2.78 -165.38 369.47 0.45

Interaction diagrams, P vs. M:

Page3

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Axial compression

Segment Condition Pu �*Pn Pu/�*Pn [Kip] [Kip]

1 D1 (Bottom) 13.18 6083.90 0.00 2 D1 (Top) 31.13 6083.90 0.01 3 D1 (Top) 39.71 6083.90 0.01 4 D1 (Bottom) 35.70 6083.90 0.01 5 D1 (Bottom) 31.73 6083.90 0.01 6 D1 (Bottom) 27.42 6083.90 0.00 7 D1 (Bottom) 23.46 6083.90 0.00 8 D1 (Bottom) 20.88 6083.90 0.00

Axial tension

Segment Condition Pu �*Pn Pu/�*Pn [Kip] [Kip]

1 D1 (Top) 0.00 803.52 0.00 2 D1 (Top) 0.00 803.52 0.00 3 D1 (Top) 0.00 803.52 0.00 4 D1 (Top) 0.00 803.52 0.00 5 D1 (Top) 0.00 803.52 0.00 6 D1 (Top) 0.00 803.52 0.00 7 D1 (Top) 0.00 803.52 0.00 8 D1 (Top) 0.00 803.52 0.00

Shear

Segment Condition Vu �*Vn Vu/�*Vn [Kip] [Kip]

1 D5 (Bottom) 133.010 281.759 0.47 2 D5 (Bottom) 95.398 281.759 0.34 3 D3 (Max) 74.213 281.759 0.26 4 D5 (Bottom) 41.929 281.759 0.15 5 D3 (Top) 32.372 281.759 0.11

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6 D3 (Top) 63.476 281.759 0.23 7 D5 (Max) 96.054 281.759 0.34 8 D5 (Max) 131.853 281.759 0.47

SHEAR WALL DESIGN:

Status : OK

Geometry:

Segment X Coordinate Y Coordinate Width Height [ft] [ft] [ft] [ft]

1 0.00 0.00 24.00 1.00 2 0.00 1.00 24.00 1.00 3 0.00 2.00 24.00 1.00 4 0.00 3.00 24.00 1.00 5 0.00 4.00 24.00 1.00 6 0.00 5.00 24.00 1.00 7 0.00 6.00 24.00 1.00 8 0.00 7.00 24.00 1.00

Reinforcement:

Reinforcement layers : 2

Vertical reinforcement Horizontal reinforcement Segment Bars Spacing Ld Bars Spacing Ld

[in] [in] [in] [in] 1 24-#5 12.00 23.72 1-#5 12.00 30.83 2 24-#5 12.00 23.72 1-#5 12.00 30.83 3 24-#5 12.00 23.72 1-#5 12.00 30.83 4 24-#5 12.00 23.72 1-#5 12.00 30.83 5 24-#5 12.00 23.72 1-#5 12.00 30.83 6 24-#5 12.00 23.72 1-#5 12.00 30.83 7 24-#5 12.00 23.72 1-#5 12.00 30.83 8 24-#5 12.00 23.72 1-#5 12.00 30.83

Intermediate results for axial-bending

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Segment Condition c d [in] [in]

1 D7 (Max) 23.04 230.40 2 D1 (Top) 23.67 230.40 3 D1 (Max) 23.97 230.40 4 D1 (Max) 23.79 230.40 5 D1 (Top) 23.56 230.40 6 D1 (Top) 23.38 230.40 7 D1 (Top) 23.19 230.40 8 D1 (Top) 22.90 230.40

Combined axial flexure

Segment Condition Pu Mu �*Mn Mu/�*Mn [Kip] [Kip*ft] [Kip*ft]

1 D7 (Max) 9.16 71.90 9019.90 0.01 2 D1 (Top) 31.13 -143.29 9245.90 0.02 3 D1 (Max) 41.86 -294.62 9356.31 0.03 4 D1 (Max) 35.35 -260.13 9289.31 0.03 5 D1 (Top) 27.25 -244.79 9206.04 0.03 6 D1 (Top) 21.04 -243.96 9142.13 0.03 7 D1 (Top) 14.42 -250.40 9074.01 0.03 8 D1 (Top) 4.32 -253.71 8970.12 0.03

Interaction diagrams, P vs. M:

Axial compression

Segment Condition Pu �*Pn Pu/�*Pn [Kip] [Kip]

1 D1 (Max) 13.22 6083.90 0.00 2 D1 (Top) 31.13 6083.90 0.01 3 D1 (Max) 41.86 6083.90 0.01 4 D1 (Bottom) 35.70 6083.90 0.01 5 D1 (Bottom) 31.73 6083.90 0.01 6 D1 (Bottom) 27.42 6083.90 0.00

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7 D1 (Bottom) 23.46 6083.90 0.00 8 D1 (Bottom) 20.88 6083.90 0.00

Axial tension

Segment Condition Pu �*Pn Pu/�*Pn [Kip] [Kip]

1 D1 (Top) 0.00 803.52 0.00 2 D1 (Top) 0.00 803.52 0.00 3 D1 (Top) 0.00 803.52 0.00 4 D1 (Top) 0.00 803.52 0.00 5 D1 (Top) 0.00 803.52 0.00 6 D1 (Top) 0.00 803.52 0.00 7 D1 (Top) 0.00 803.52 0.00 8 D1 (Top) 0.00 803.52 0.00

Shear

Segment Condition Vu �*Vn Vu/�*Vn [Kip] [Kip]

1 D1 (Top) 7.115 969.940 0.01 2 D1 (Max) 13.192 972.877 0.01 3 D1 (Top) 15.047 974.419 0.02 4 D1 (Top) 15.368 973.458 0.02 5 D1 (Top) 15.100 972.550 0.02 6 D1 (Max) 13.622 971.905 0.01 7 D1 (Max) 10.970 970.939 0.01 8 D1 (Max) 12.930 969.544 0.01

Notes:

* Pu = Axial load

* Pn = Nominal axial load

* Mu = Section moment

* Mn = Maximum nominal moment

* Vu = Design shear force

* Vn = Nominal shear force

* ld = Embedment length

* As = Effective cross sectional area of reinforcement

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Current Date: 7/20/2011 11:09 AM Units system: English File name: N:\29176 USCG Rescue Swimmer Training Facility\Engineering\RamElements\29176 RS Caisson End Wall - 01.cwd\

Rescue Swimmer Caisson End Wall

Balance of wall, see calc above

07/21/2011 Page 35 of 60

Current Date: 7/20/2011 11:08 AM Units system: English File name: N:\29176 USCG Rescue Swimmer Training Facility\Engineering\RamElements\29176 RS Caisson End Wall - 01.cwd\

Rescue Swimmer Caisson End Wall

Balance of wall, see calc above

07/21/2011 Page 36 of 60

Current Date: 7/20/2011 10:48 AM Units system: English File name: N:\29176 USCG Rescue Swimmer Training Facility\Engineering\RamElements\29176 RS Caisson End Wall - 01.cwd\

Design Results

Concrete Wall

GENERAL INFORMATION:

Global status : OK

Design code : ACI 318-05

Geometry:

Total height : 17.00 [ft] Wall Thickness : 12.00 [in] Total length : 7.00 [ft] Base support type : Continuous Wall bottom restraint : Fixed Column bottom restraint : Fixed Rigidity elements : None

Materials:

Material : C 4-60 Steel tension strength (Fy) : 60 [Kip/in2] Concrete compressive strength (fc) : 4 [Kip/in2] Steel elasticity modulus (Es) : 29000 [Kip/in2] Concrete modulus of elasticity (E) : 3605 [Kip/in2] Concrete unit weight : 0.149818 [Kip/ft3]

Number of stories: 16

Story Story height [ft]

1 1.00 2 1.00 3 1.00 4 1.00 5 1.00 6 1.00 7 1.00 8 1.00 9 1.00 10 1.00 11 1.00 12 1.00 13 1.00 14 1.00 15 1.00 16 1.00

Load conditions:

Page1

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ID Comb. Category Description DL No DL Dead Load LL No LL Live Load HL No EARTH Earth Load D1 Yes 1.4DL D2 Yes 1.2DL+1.6LL D3 Yes 1.2DL+1.6HL D4 Yes 1.2DL+1.6LL+1.6HL D5 Yes 0.9DL+1.6HL D6 Yes 1.2DL+0.9HL D7 Yes 1.2DL+1.6LL+0.9HL S1 Yes DL+LL+HL

Distributed loads:

Consider self weight : DL

Out-of-plane loads:

Story Condition Magnitude [Lb/ft2]

1 HL -1210.00

2 HL -1210.00

3 HL -1210.00

4 HL -1210.00

5 HL -1210.00

6 HL -1210.00

7 HL -1210.00

8 HL -1210.00

9 HL -1210.00

10 HL -104.00

11 HL -60.00

12 HL -60.00

13 HL -60.00

BEARING WALL DESIGN:

Status : OK

Page2

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Geometry:

Segment X Coordinate Y Coordinate Width Height [ft] [ft] [ft] [ft]

1 0.00 0.00 7.00 1.00 2 0.00 1.00 7.00 1.00 3 0.00 2.00 7.00 1.00 4 0.00 3.00 7.00 1.00 5 0.00 4.00 7.00 1.00 6 0.00 5.00 7.00 1.00 7 0.00 6.00 7.00 1.00 8 0.00 7.00 7.00 1.00 9 0.00 8.00 7.00 1.00 10 0.00 9.00 7.00 1.00 11 0.00 10.00 7.00 1.00 12 0.00 11.00 7.00 1.00 13 0.00 12.00 7.00 1.00 14 0.00 13.00 7.00 1.00 15 0.00 14.00 7.00 1.00 16 0.00 15.00 7.00 1.00

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17 0.00 16.00 7.00 1.00

Vertical reinforcement:

Reinforcement layers : 2

Segment Bars Spacing Ld [in] [in]

1 7-#5 12.00 23.72 2 7-#5 12.00 23.72 3 7-#5 12.00 23.72 4 7-#5 12.00 23.72 5 7-#5 12.00 23.72 6 7-#5 12.00 23.72 7 7-#5 12.00 23.72 8 7-#5 12.00 23.72 9 7-#5 12.00 23.72 10 7-#5 12.00 23.72 11 7-#5 12.00 23.72 12 7-#5 12.00 23.72 13 7-#5 12.00 23.72 14 7-#5 12.00 23.72 15 7-#5 12.00 23.72 16 7-#5 12.00 23.72 17 7-#5 12.00 23.72

Intermediate results for axial-bending

Segment Condition c d [in] [in]

1 D5 (Bottom) 1.12 10.31 2 D5 (Bottom) 1.14 10.31 3 D5 (Bottom) 1.15 10.31 4 D5 (Top) 1.15 10.31 5 D5 (Max) 1.14 10.31 6 D5 (Max) 1.13 10.31 7 D5 (Top) 1.10 10.31 8 D5 (Top) 1.09 10.31 9 D4 (Bottom) 1.02 10.31 10 D5 (Bottom) 1.04 10.31 11 D5 (Bottom) 1.04 10.31 12 D5 (Bottom) 1.04 10.31 13 D5 (Bottom) 1.04 10.31 14 D5 (Bottom) 1.03 10.31 15 D5 (Bottom) 1.03 10.31 16 D5 (Top) 1.02 10.31 17 D5 (Top) 1.02 10.31

Combined axial flexure

Segment Condition Pu Mu �*Mn Mu/�*Mn [Kip] [Kip*ft] [Kip*ft]

1 D5 (Bottom) 37.06 -51.01 122.05 0.42 2 D5 (Bottom) 44.43 -28.52 124.91 0.23 3 D5 (Bottom) 48.54 -15.62 126.50 0.12 4 D5 (Top) 50.56 7.33 127.29 0.06 5 D5 (Max) 47.64 9.34 126.16 0.07

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6 D5 (Max) 42.64 8.07 124.22 0.06 7 D5 (Top) 30.25 -4.57 119.42 0.04 8 D5 (Top) 26.27 -16.15 117.87 0.14 9 D4 (Bottom) 0.50 -12.50 107.63 0.12 10 D5 (Bottom) 6.21 -3.38 110.08 0.03 11 D5 (Bottom) 6.15 -2.87 110.05 0.03 12 D5 (Bottom) 5.42 -2.13 109.74 0.02 13 D5 (Bottom) 4.55 -1.38 109.37 0.01 14 D5 (Bottom) 3.64 -0.92 108.98 0.01 15 D5 (Bottom) 2.72 -0.70 108.58 0.01 16 D5 (Top) 1.03 -0.60 107.86 0.01 17 D5 (Top) 0.11 -0.80 107.46 0.01

Interaction diagrams, P vs. M:

Axial compression

Segment Condition Pu �*Pn Pu/�*Pn [Kip] [Kip]

1 D1 (Top) 57.75 1774.47 0.03 2 D1 (Top) 78.36 1774.47 0.04 3 D1 (Top) 84.18 1774.47 0.05 4 D1 (Bottom) 79.82 1774.47 0.04 5 D1 (Bottom) 74.84 1774.47 0.04 6 D1 (Bottom) 66.60 1774.47 0.04 7 D1 (Bottom) 54.18 1774.47 0.03 8 D1 (Top) 40.87 1774.47 0.02 9 D1 (Top) 12.70 1774.47 0.01 10 D1 (Top) 10.29 1774.47 0.01 11 D1 (Bottom) 9.56 1774.47 0.01 12 D1 (Bottom) 8.43 1774.47 0.00 13 D1 (Bottom) 7.08 1774.47 0.00 14 D1 (Bottom) 5.67 1774.47 0.00 15 D1 (Bottom) 4.23 1774.47 0.00 16 D1 (Bottom) 2.77 1774.47 0.00 17 D1 (Bottom) 1.30 1774.47 0.00

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Axial tension

[Kip] [Kip]

1 D1 (Top) 0.00 234.36 0.00 2 D1 (Top) 0.00 234.36 0.00 3 D1 (Top) 0.00 234.36 0.00 4 D1 (Top) 0.00 234.36 0.00 5 D1 (Top) 0.00 234.36 0.00 6 D1 (Top) 0.00 234.36 0.00 7 D1 (Top) 0.00 234.36 0.00 8 D1 (Top) 0.00 234.36 0.00 9 D1 (Top) 0.00 234.36 0.00 10 D1 (Top) 0.00 234.36 0.00 11 D1 (Top) 0.00 234.36 0.00 12 D1 (Top) 0.00 234.36 0.00 13 D1 (Top) 0.00 234.36 0.00 14 D1 (Top) 0.00 234.36 0.00 15 D1 (Top) 0.00 234.36 0.00 16 D1 (Top) 0.00 234.36 0.00 17 D1 (Top) 0.00 234.36 0.00

Shear

Segment Condition Vu �*Vn Vu/�*Vn [Kip] [Kip]

1 D5 (Bottom) 27.192 82.180 0.33 2 D5 (Bottom) 19.268 82.180 0.23 3 D5 (Bottom) 21.577 82.180 0.26 4 D3 (Max) 16.866 82.180 0.21 5 D5 (Top) 14.975 82.180 0.18 6 D5 (Top) 22.059 82.180 0.27 7 D5 (Top) 31.074 82.180 0.38 8 D3 (Top) 43.861 82.180 0.53 9 D3 (Max) 38.602 82.180 0.47 10 D3 (Max) 6.343 82.180 0.08 11 D3 (Max) 3.977 82.180 0.05 12 D5 (Bottom) 2.633 82.180 0.03 13 D3 (Max) 1.576 82.180 0.02 14 D5 (Bottom) 0.624 82.180 0.01 15 D3 (Max) 0.270 82.180 0.00 16 D3 (Top) 0.137 82.180 0.00 17 D5 (Top) 0.260 82.180 0.00

SHEAR WALL DESIGN:

Status : OK

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Geometry:

Segment X Coordinate Y Coordinate Width Height [ft] [ft] [ft] [ft]

1 0.00 0.00 7.00 1.00 2 0.00 1.00 7.00 1.00 3 0.00 2.00 7.00 1.00 4 0.00 3.00 7.00 1.00 5 0.00 4.00 7.00 1.00 6 0.00 5.00 7.00 1.00 7 0.00 6.00 7.00 1.00 8 0.00 7.00 7.00 1.00 9 0.00 8.00 7.00 1.00 10 0.00 9.00 7.00 1.00 11 0.00 10.00 7.00 1.00 12 0.00 11.00 7.00 1.00 13 0.00 12.00 7.00 1.00 14 0.00 13.00 7.00 1.00 15 0.00 14.00 7.00 1.00 16 0.00 15.00 7.00 1.00

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17 0.00 16.00 7.00 1.00

Reinforcement:

Reinforcement layers : 2

Vertical reinforcement Horizontal reinforcement Segment Bars Spacing Ld Bars Spacing Ld

[in] [in] [in] [in] 1 7-#5 12.00 23.72 1-#5 12.00 30.83 2 7-#5 12.00 23.72 1-#5 12.00 30.83 3 7-#5 12.00 23.72 1-#5 12.00 30.83 4 7-#5 12.00 23.72 1-#5 12.00 30.83 5 7-#5 12.00 23.72 1-#5 12.00 30.83 6 7-#5 12.00 23.72 1-#5 12.00 30.83 7 7-#5 12.00 23.72 1-#5 12.00 30.83 8 7-#5 12.00 23.72 1-#5 12.00 30.83 9 7-#5 12.00 23.72 1-#5 12.00 30.83 10 7-#5 12.00 23.72 1-#5 12.00 30.83 11 7-#5 12.00 23.72 1-#5 12.00 30.83 12 7-#5 12.00 23.72 1-#5 12.00 30.83 13 7-#5 12.00 23.72 1-#5 12.00 30.83 14 7-#5 12.00 23.72 1-#5 12.00 30.83 15 7-#5 12.00 23.72 1-#5 12.00 30.83 16 7-#5 12.00 23.72 1-#5 12.00 30.83 17 7-#5 12.00 23.72 1-#5 12.00 30.83

Intermediate results for axial-bending

Segment Condition c d [in] [in]

1 D1 (Max) 8.29 67.20 2 D1 (Max) 8.56 67.20 3 D1 (Bottom) 8.79 67.20 4 D1 (Top) 8.88 67.20 5 D1 (Top) 8.70 67.20 6 D1 (Top) 8.43 67.20 7 D1 (Max) 8.18 67.20 8 D1 (Max) 7.34 67.20 9 D1 (Bottom) 6.55 67.20 10 D1 (Bottom) 6.81 67.20 11 D1 (Bottom) 6.80 67.20 12 D1 (Bottom) 6.77 67.20 13 D1 (Bottom) 6.72 67.20 14 D1 (Bottom) 6.68 67.20 15 D1 (Bottom) 6.63 67.20 16 D1 (Bottom) 6.59 67.20 17 D1 (Bottom) 6.54 67.20

Combined axial flexure

Segment Condition Pu Mu �*Mn Mu/�*Mn [Kip] [Kip*ft] [Kip*ft]

1 D1 (Max) 56.65 100.28 938.46 0.11 2 D1 (Max) 66.74 79.56 965.96 0.08 3 D1 (Bottom) 75.50 48.02 989.81 0.05 4 D1 (Top) 78.65 38.26 998.38 0.04 5 D1 (Top) 71.94 43.26 980.11 0.04

Page8

Page 24 of 2707/21/2011 Page 44 of 60

6 D1 (Top) 62.12 38.64 953.37 0.04 7 D1 (Max) 52.66 23.35 927.59 0.03 8 D1 (Max) 26.28 -39.85 847.79 0.05 9 D1 (Bottom) 1.77 -111.99 773.43 0.14 10 D1 (Bottom) 9.67 -61.97 797.40 0.08 11 D1 (Bottom) 9.56 -43.71 797.08 0.05 12 D1 (Bottom) 8.43 -31.86 793.65 0.04 13 D1 (Bottom) 7.08 -23.00 789.57 0.03 14 D1 (Bottom) 5.67 -16.22 785.28 0.02 15 D1 (Bottom) 4.23 -10.96 780.90 0.01 16 D1 (Bottom) 2.77 -6.80 776.49 0.01 17 D1 (Bottom) 1.30 -3.41 772.03 0.00

Interaction diagrams, P vs. M:

Axial compression

Segment Condition Pu �*Pn Pu/�*Pn [Kip] [Kip]

1 D1 (Top) 57.75 1774.47 0.03 2 D1 (Top) 78.36 1774.47 0.04 3 D1 (Top) 84.18 1774.47 0.05 4 D1 (Max) 79.86 1774.47 0.05 5 D1 (Bottom) 74.84 1774.47 0.04 6 D1 (Bottom) 66.60 1774.47 0.04 7 D1 (Bottom) 54.18 1774.47 0.03 8 D1 (Top) 40.87 1774.47 0.02 9 D1 (Top) 12.70 1774.47 0.01 10 D1 (Max) 10.32 1774.47 0.01 11 D1 (Max) 9.82 1774.47 0.01 12 D1 (Max) 8.57 1774.47 0.00 13 D1 (Max) 7.16 1774.47 0.00 14 D1 (Max) 5.71 1774.47 0.00 15 D1 (Max) 4.25 1774.47 0.00 16 D1 (Max) 2.78 1774.47 0.00 17 D1 (Max) 1.30 1774.47 0.00

Page9

Page 25 of 2707/21/2011 Page 45 of 60

Axial tension

[Kip] [Kip]

1 D1 (Top) 0.00 234.36 0.00 2 D1 (Top) 0.00 234.36 0.00 3 D1 (Top) 0.00 234.36 0.00 4 D1 (Top) 0.00 234.36 0.00 5 D1 (Top) 0.00 234.36 0.00 6 D1 (Top) 0.00 234.36 0.00 7 D1 (Top) 0.00 234.36 0.00 8 D1 (Top) 0.00 234.36 0.00 9 D1 (Top) 0.00 234.36 0.00 10 D1 (Top) 0.00 234.36 0.00 11 D1 (Top) 0.00 234.36 0.00 12 D1 (Top) 0.00 234.36 0.00 13 D1 (Top) 0.00 234.36 0.00 14 D1 (Top) 0.00 234.36 0.00 15 D1 (Top) 0.00 234.36 0.00 16 D1 (Top) 0.00 234.36 0.00 17 D1 (Top) 0.00 234.36 0.00

Shear

Segment Condition Vu �*Vn Vu/�*Vn [Kip] [Kip]

1 D1 (Max) 9.414 232.634 0.04 2 D1 (Top) 14.417 294.222 0.05 3 D1 (Max) 17.909 294.286 0.06 4 D1 (Max) 20.468 294.447 0.07 5 D1 (Max) 23.237 293.605 0.08 6 D1 (Max) 25.496 292.306 0.09 7 D1 (Top) 25.864 289.527 0.09 8 D1 (Max) 22.875 286.410 0.08 9 D1 (Max) 18.445 283.155 0.07 10 D1 (Max) 14.293 284.016 0.05 11 D1 (Max) 11.193 283.942 0.04 12 D1 (Max) 8.665 283.753 0.03 13 D1 (Max) 6.645 283.542 0.02 14 D1 (Max) 5.109 283.324 0.02 15 D1 (Max) 4.026 283.105 0.01 16 D1 (Max) 3.353 282.885 0.01 17 D1 (Max) 3.162 282.663 0.01

Notes:

* Pu = Axial load

* Pn = Nominal axial load

* Mu = Section moment

* Mn = Maximum nominal moment

* Vu = Design shear force

* Vn = Nominal shear force

* ld = Embedment length

* As = Effective cross sectional area of reinforcement

Page10

Page 26 of 2707/21/2011 Page 46 of 60

D ead

8.71 klfx

16.84 x

1.15

168.67 k

Live 1.10 klfx 16.84 x 1.15

21.30 k Tributary

W idth

16.84 ft.

U se 1.15 m ultiplierforcontinuity atreactions.

(U niform Load x 16.84 x 1.15)

Live Load psf(A S

C E

37)

D ead

0.525 kl f

Live 0.07 klf

D ead

1.81 klf D ead 0.2 klf 6:S lab psf Live psf

Fill110 pcfx

4.59'= psf

15"S lab psf

(S lab spans btw n.beam s)

R eaction

B m

D ead

(50+505+188)x11ftx1/2=4.09 klf

Live 20x11ftx1/2=.11 klf D ead 1.85klf

R eaction

W all D ead (1.85+4.09)x

16.84 x

1.15

115k Live

0.11 x

16.84 x

1.15

2.13k R eaction

E nd

W all

D ead

(1.85+4.09)x 16.84/2

50k

Live (0.11 x 16.84/2

1k

R eaction

W all D ead (1.81+0.2+8.71+0.525)x

16.84 x

1.15

217.77k Live

(1.1+.07)x 16.84 x 1.15

22.66k

R eaction

E nd W all D ead (1.81+0.2+8.71+.525)x16.84/2

90.26k

Live (1.1+.07)x16.84/2

9.85k

R eaction

W all D ead 0.53 klf Live

0.07 klf

R E

S C

U E

S W

IM

M

E R

C A

IS

S

O N

LO

A

D D

IA

G

R A

M

07/21/2011 Page 47 of 60

USCG Rescue Swimmer Pool Elizabeth City, North Carolina

Uplift Force on Tie-Rods (Hydrostatic Only)

29176 Modification Rescue Swimmer Tie-Rods02.cpt 7/11/2011

MEI 29176

RAM Concept © 2010 Bentley Systems, Inc.

RAM Concept™ is a trademark of Bentley Systems

4.0.1

07/21/2011 Page 48 of 60

Concrete Mix Mix Name

Density (pcf)

Density For Loads (pcf) f'ci (psi) f'c (psi) fcui (psi) fcu (psi)

Poissons Ratio Ec Calc

User Eci (psi)

User Ec (psi)

3000 psi 150 150 3000 3000 3725 3725 0.2 Code 2500000 3000000

4000 psi 150 150 3000 4000 3725 4975 0.2 Code 2500000 3000000

5000 psi 150 150 3000 5000 3725 6399 0.2 Code 2500000 3000000

6000 psi 150 150 3000 6000 3725 7450 0.2 Code 2500000 3000000

PT Systems System Name Type

Aps

(sq. in.)

Eps (ksi) fse (ksi) fpy (ksi) fpu (ksi)

Duct Width (inches)

Strands Per Duct

Min Radius (feet)

½" Unbonded unbonded 0.153 28000 175 243 270 0.5 1 6

½" Bonded bonded 0.153 28000 160 243 270 3 4 6

0.6" Unbonded unbonded 0.217 28000 175 243 270 0.6 1 8

0.6" Bonded bonded 0.217 28000 160 243 270 4 4 8

PT Stressing Parameters System Name

Jacking Stress (ksi)

Seating Loss (inches)

Anchor Friction

Wobble Friction (1/feet)

Angular Friction (1/radians)

Long-Term Losses (ksi)

½" Unbonded 216 0.25 0 0.0014 0.07 22

½" Bonded 216 0.25 0.02 0.001 0.2 22

0.6" Unbonded 216 0.25 0 0.0014 0.07 22

0.6" Bonded 216 0.25 0.02 0.001 0.2 22

Reinforcing Bars Bar Name

As

(sq. in.)

Es (ksi)

Fy (ksi) Coating

Straight Ld/Db

90 Hook Ld/Db

180 Hook Ld/Db

#3 0.11 29000 60 None Code Code Code

#4 0.2 29000 60 None Code Code Code

#5 0.31 29000 60 None Code Code Code

#6 0.44 29000 60 None Code Code Code

#7 0.6 29000 60 None Code Code Code

#8 0.79 29000 60 None Code Code Code

#9 1 29000 60 None Code Code Code

#10 1.27 29000 60 None Code Code Code

#11 1.56 29000 60 None Code Code Code

SSR Systems

USCG Rescue Swimmer Pool - 29176 Modification Rescue Swimmer Tie-Rods02.cpt - 7/11/2011

Materials

Materials - 4 07/21/2011 Page 49 of 60

Service LC: D + L + H Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design, Soil Bearing Design

Analysis: Zero-Tension

Loading Standard Factor

Self-Dead Loading 1

Balance Loading 1

Other Dead Loading D 1

Hydrostatic Loading H 1

Service LC: D + H + L Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design, Soil Bearing Design

Analysis: Zero-Tension

Loading Standard Factor

Self-Dead Loading 1

Balance Loading 1

Other Dead Loading D 1

Hydrostatic Loading H 1

Live Load L 1

Service LC: 0.6D + H Active Design Criteria: User Minimum Design, Code Minimum Design, Service Design, Soil Bearing Design

Analysis: Zero-Tension

Loading Standard Factor

Self-Dead Loading 0.6

Balance Loading 1

Other Dead Loading D 0.6

Hydrostatic Loading H 1

Factored LC: 0.9D + 1.6H Active Design Criteria: User Minimum Design, Code Minimum Design, Strength Design, Ductility Design

Analysis: Zero-Tension

Loading Standard Factor Self-Dead Loading 0.9

Hyperstatic Loading 1

Other Dead Loading D 0.9

Hydrostatic Loading H 1.6

Factored LC: 1.2D + 1.6L + 1.6H Active Design Criteria: <none>

Analysis: Zero-Tension

Loading Standard Factor Self-Dead Loading 1.2

Other Dead Loading D 1.2

Hydrostatic Loading H 1.6

Live Load L 1.6

USCG Rescue Swimmer Pool - 29176 Modification Rescue Swimmer Tie-Rods02.cpt - 7/11/2011

Load Combinations

Load Combinations - 9 07/21/2011 Page 50 of 60

Code Minimum Design 318-05 Min. Reinforcement

User Minimum Design Specified Min. Reinforcement

Initial Service Design 318-05 Initial Service Design

Service Design 318-05 Service Design

Include detailed section analysis

Sustained Service Design 318-05 Sustained Service Design

Strength Design 318-05 Strength Design

Punching Shear Design

Ductility Design 318-05 Ductility Design

Soil Bearing Design None

USCG Rescue Swimmer Pool - 29176 Modification Rescue Swimmer Tie-Rods02.cpt - 7/11/2011

Design Rules

Design Rules - 10 07/21/2011 Page 51 of 60

El=17 Fz=91

El=13.5 Fz=50

El=13.5 Fz=115

El=17 Fz=218

El=13.5 Fz=115

El=13.5 Fz=115

El=17 Fz=218

El=13.5 Fz=115

El=13.5 Fz=115

El=17 Fz=218

El=13.5 Fz=115

El=13.5 Fz=50

El=17 Fz=91

El=17Fz=0.53 Fz=0.53

El=13.5

Fz=-0.716

Fz=-0.716

El=13.5Fz=-0.615 Fz=-0.615

El=13.5Fz=-0.615 Fz=-0.615

El=13.5

Fz=-0.716

Fz=-0.716

Other Dead Loading D: Point Loads; Point Load Icons; Point Load Values; Point Load Elevations; Line Loads; Line Load Icons; Line Load Values; Line Load Elevations; Area Loads; Area Load Icons; Area Load Values; Area Load Elevations; User Notes; User Lines; User Dimensions;

Drawing Import: User Notes; User Lines; User Dimensions;

Element: Wall Elements Above; Wall Elements Below; Wall Element Outline Only; Column Elements Above; Column Elements Below; Slab Elements; Slab Element Outline Only;

Scale = 1:250

USCG Rescue Swimmer Pool - 29176 Modification Rescue Swimmer Tie-Rods02.cpt - 7/11/2011

Other Dead Loading D: All Loads Plan

Other Dead Loading D: All Loads Plan - 3 07/21/2011 Page 52 of 60

Fz=7.93

Fz=7.93

Fx=7.34

Fx=7.34Fx=0.26

Fx=0.26

Fz=7.93 Fz=7.93

Fy=10.7 Fy=10.7

Fz=7.93

Fz=7.93

Fx=7.34

Fx=7.34

Fz=7.93 Fz=7.93

Fy=7.34 Fy=7.34

Fy=-0.26 Fy=-0.26

Fz=3.18 Fz=3.18Fy=-4.63

Fy=-4.63

Fx=-7.34

Fx=-7.34 Fz=7.93

Fz=7.93

Fy=10.7 Fy=10.7

Fz=7.93 Fz=7.93

Fx=-7.34

Fx=-7.34Fx=-0.26

Fx=-0.26

Fz=7.93

Fz=7.93

Fy=10.7 Fy=10.7

Fy=-7.34 Fy=-7.34

Fz=7.93 Fz=7.93

Fz=7.93 Fz=7.93

Fx=-7.34

Fx=-7.34 Fz=7.93

Fz=7.93

Fz=-94

Fz=-94 Fz=-94

Fz=-94

Fz=-624 Fz=-624

Fz=-624 Fz=-624

Fz=-624 Fz=-624

Fz=-624Fz=-624

Fz=-624 Fz=-624

Hydrostatic Loading H: User Lines; User Notes; User Dimensions; Point Loads; Point Load Icons; Point Load Values; Line Loads; Line Load Icons; Line Load Values; Area Loads; Area Load Icons; Area Load Values;

Drawing Import: User Lines; User Notes; User Dimensions;

Element: Wall Elements Below; Wall Elements Above; Wall Element Outline Only; Column Elements Below; Column Elements Above; Slab Elements; Slab Element Outline Only;

Scale = 1:250

USCG Rescue Swimmer Pool - 29176 Modification Rescue Swimmer Tie-Rods02.cpt - 7/11/2011

Hydrostatic Loading H: All Loads Plan

Hydrostatic Loading H: All Loads Plan - 5 07/21/2011 Page 53 of 60

El=17 Fz=9.85

El=13.5 Fz=1

El=13.5 Fz=2.1

El=17 Fz=22.7

El=13.5 Fz=2.1

El=13.5 Fz=2.1

El=17 Fz=22.7

El=13.5 Fz=2.1

El=13.5 Fz=2.1

El=17 Fz=22.7

El=13.5 Fz=2.1

El=13.5 Fz=1

El=17 Fz=9.85

El=17Fy=0.07 Fy=0.07

Live Load L: Point Loads; Point Load Icons; Point Load Values; Point Load Elevations; Line Loads; Line Load Icons; Line Load Values; Line Load Elevations; Area Loads; Area Load Icons; Area Load Values; Area Load Elevations; User Notes; User Lines; User Dimensions;

Drawing Import: User Notes; User Lines; User Dimensions;

Element: Wall Elements Above; Wall Elements Below; Wall Element Outline Only; Column Elements Above; Column Elements Below; Slab Elements; Slab Element Outline Only;

Scale = 1:250

USCG Rescue Swimmer Pool - 29176 Modification Rescue Swimmer Tie-Rods02.cpt - 7/11/2011

Live Load L: All Loads Plan

Live Load L: All Loads Plan - 7 07/21/2011 Page 54 of 60

R

S

Fz=32.2

R

S

Fz=35

R

S

Fz=29.4

R

S

Fz=26.5

R

S

Fz=25.9

R

S

Fz=26.2

R

S

Fz=25.4

R

S

Fz=20.8

R

S

Fz=3.13

R

S

Fz=20.7

R

S

Fz=-0.821

R

S

Fz=-34.7

R

S

Fz=-55.7

R

S

Fz=-46

R

S

Fz=-45.7

R

S

Fz=-50

R

S

Fz=-31.1

R

S

Fz=13.1

R

S

Fz=-1.12

R

S

Fz=9.42

R

S

Fz=-47.3

R

S

Fz=-69.5

R

S

Fz=-55.8

R

S

Fz=-55.6

R

S

Fz=-61.4

R

S

Fz=-33.2

R

S

Fz=-1.21

R

S

Fz=8.26

R

S

Fz=-1.27

R

S

Fz=-53.1

R

S

Fz=-66.5

R

S

Fz=-52.5

R

S

Fz=-53.1

R

S

Fz=-59.2

R

S

Fz=-28.6

R

S

Fz=7.8

R

S

Fz=-1.28

R

S

Fz=51.3

R

S

Fz=40.6

R

S

Fz=21.6

R

S

Fz=-5.3

R

S

Fz=-66.3

R

S

Fz=-66.6

R

S

Fz=-52.2

R

S

Fz=-53.2

R

S

Fz=-59.4

R

S

Fz=-27.5

R

S

Fz=-1.29

R

S

Fz=42.1

R

S

Fz=12.9

R

S

Fz=-0.0663

R

S

Fz=6.16

R

S

Fz=-1.28

R

S

Fz=36.3

R

S

Fz=30.1

R

S

Fz=11.4

R

S

Fz=-68.5

R

S

Fz=-66.3

R

S

Fz=-52

R

S

Fz=-53.3

R

S

Fz=-59.6

R

S

Fz=-27.2

R

S

Fz=-6.47

R

S

Fz=-1.27

R

S

Fz=32.2

R

S

Fz=6.31

R

S

Fz=-3.78

R

S

Fz=31.7

R

S

Fz=28.5

R

S

Fz=11.6

R

S

Fz=7.67

R

S

Fz=-68

R

S

Fz=-66.2

R

S

Fz=-52

R

S

Fz=-53.2

R

S

Fz=-59.6

R

S

Fz=-27.1

R

S

Fz=-1.3

R

S

Fz=32.1

R

S

Fz=6.3

R

S

Fz=-3.79

R

S

Fz=-6.53

R

S

Fz=-1.27

R

S

Fz=-68.5

R

S

Fz=-66.3

R

S

Fz=-52.1

R

S

Fz=-53.3

R

S

Fz=-59.5

R

S

Fz=-27.2

R

S

Fz=36.2

R

S

Fz=30.1

R

S

Fz=11.4

R

S

Fz=6.32

R

S

Fz=-1.28

R

S

Fz=41.9

R

S

Fz=12.9

R

S

Fz=0.313

R

S

Fz=-3.83

R

S

Fz=-66

R

S

Fz=-66.7

R

S

Fz=-52.2

R

S

Fz=-53.2

R

S

Fz=-59.4

R

S

Fz=-27.5

R

S

Fz=-1.29

R

S

Fz=51

R

S

Fz=40.9

R

S

Fz=22.9

R

S

Fz=9.93

R

S

Fz=-1.29

R

S

Fz=-52.6

R

S

Fz=-66.5

R

S

Fz=-52.6

R

S

Fz=-53.1

R

S

Fz=-59.2

R

S

Fz=-28.5

R

S

Fz=9.13

R

S

Fz=-1.28

R

S

Fz=7.49

R

S

Fz=-46.4

R

S

Fz=-68.7

R

S

Fz=-55.2

R

S

Fz=-55.5

R

S

Fz=-61.3

R

S

Fz=-33.1

R

S

Fz=-1.22

R

S

Fz=5.14

R

S

Fz=-1.16

R

S

Fz=-41.1

R

S

Fz=-59.4

R

S

Fz=-47.2

R

S

Fz=-46.1

R

S

Fz=-50.1

R

S

Fz=-31.2

R

S

Fz=2.09

R

S

Fz=-0.846

R

S

Fz=-1.25

R

S

Fz=2.07

R

S

Fz=2.83

R

S

Fz=10.2

R

S

Fz=18.2

R

S

Fz=23.8

R

S

Fz=25.9

R

S

Fz=22.9

R

S

Fz=4.85

R

S

Fz=13.6

R

S

Fz=13.8

R

S

Fz=10.1

R

S

Fz=23

R

S

F…