structural calculations benedict-grassmueck property

STRUCTURAL CALCULATIONS

Benedict-Grassmueck Property Landslide Stabilizaton 3469 NW Thurman, Portland, Oregon

PLI Systems

Project No. 171483

5 pages

Principal Checked: ______

*** LIMITATIONS ***

Miller Consulting Engineers, Inc. was retained in a limited capacity for this project. This design is based upon information provided by the client, who is solely responsible for accuracy of same. No responsibility and or liability

is assumed by or is to be assigned to the engineer for items beyond that shown on these sheets.

Engineering Practical, Diverse Structural Solutions Since 19789570 S W Barbur Blvd., Suite 100, Portland, Oregon 972195412Phone: (503) 2461250 Fax: (503) 2461395 www.millerse.com

M I L L E RC O N SU L T I N G

E N G I N E E R S

November 13, 2018

Building Code: 2014 Oregon Structural Specialty Code

Soils Report: Yes Dated: 8/30/2017 and 9/11/2018

Soil Bearing: N/A PSF Yes

N/A PCF Passive bearing: N/A PCF Friction: N/A

Structural System:

Vertical System: Lateral Sys:

Lateral Design Parameters:

Wind Design: N/A MPH

Exposure

Importance Factors IW = 1.00 IE = 1.00 IS = 1.00 Ii = 1.00 Risk Cat: II

(ice) (seismic) (snow) (ice)

Seismic Design

Latitude:

Seismic design parameters are based on published Longitude:

values from the USGS web site. 2% PE in 50 years, 0.2 sec SA = Ss

2% PE in 50 years, 1.0 sec SA = S1

(Site class B parameters are indicated on this page, for actual site class

used in design, refer to seismic design summary)

Design Summary:

Basic Design

Loads:

Value (PSF)

Deflection Criteria

Concrete Pile by GEOR

Element

Load Type

Value (PSF)

Load Type

Terra Dolce Consultants, Inc.Soils Report by:

Equivalent Fluid Pressure (active):

Retaining Walls:

The enclosed calculations are for the design of concrete shear piles that are to be used for landslide stabilization. All design loads have been

developed by Terra Dolce Consultants, Inc. in the report dated August 30, 2017. The scope of MCE's design is limited to the shear pile design

and its connection with the tie back that has been designed by others.

Concrete Pile by GEOR

Non-building Structure Concrete Piles

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M I L L E RC O N S U L T I N G

E N G I N E E R S

9570 SW Barbur BlvdSuite One HundredPortland, OR 97219

Phone 503.246.1250Fax 503.246.1395www.miller-se.com

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Location

Project Name Project #

By Ck'd Date Page

From the Terra Dolce report dated September 27, 2018, the maximum moment, axial load and shear to the pile is the following:a. maximum moment = 420.43 k-ftb. maximum tie-back load = 72.5 kipsc. maximum shear = 52.68 k

From the Terra Dolce drawings on Sheet 6, the unbraced height of the piles are the following:a. Piles 6-18 : 27.5 feet

=> For steel pile design, see pages 2 and 3

Check shear anchorage of the tieback to the pile:Load = 72.5 kipsTieback bears on 8" XS pipe and is welded to the pile: (for steel bearing plate, see PG 3)Weld capacity: 4x(24x(0.707x.25)x21000)) = 356 kips > 72.5 kips <OK>

=> Use 1/4" Fillet welds between the bearing pipe and shear pile

Benedict-Grassmueck Property

3489 NW Thurman St., Portland, OR

PLI Systems

EWA 10-04-18

171483

45.538349-122.7210423

11-13-18

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Determine Loads to the Piles:

Tieback Load= 72.5 k

Angle= 30 deg

Axial Load= 72.5 k(sin(30 deg)= 36.25 k

Mmax= 420.23 k-ft

Vmax= 52.86 k

Total Pile Length= 50'

Pile Embed= 16'

Distance to Tieback from Top of Pile= 10'

30 deg

72.5 kAxial Load

72.5 kip

0 1 ksf

Net Pressure Diagram

Depth(ft)0

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PLI Systems

EWA 10-04-18

171483

DESCRIPTION Benedict Grassmueck Typical Pile

Steel Column/Beam Design - AISC 13th Addition

Shape: W Shape Capacity = 0.94 < 1.0

Size: 24X104

ASD Axial Capacity, Chapter E

Weight = 104 plf Aeff = 29.44 in2

Pr = 41.45 k, axial compression load includes self wt Q = 0.96

Mrx = 420.43 ft-k, strong axis moment Qs = 1.00 (Section E7, pg 16.1-40)

Mry = 0.00 ft-k, weak axis moment Qa = 0.96 (Section E7, pg 16.1-42)

Vry = 52.68 k, strong axis shear Fex = 268.1 ksi, (Section E3 pg 16.1-33)

Vrx = 0.00 k, weak axis shear Fey = 22.3 ksi, (Section E3 pg 16.1-33)

Kx = 1.00 (Table C-C2.2, pg 16.1-240) Fcrx = 44.6 ksi, (Section E3 pg 16.1-33)

Ky = 1.00 (Table C-C2.2, pg 16.1-240) Fcry = 19.5 ksi, (Section E3 pg 16.1-33)

Lbx = 27.50 ft Pnx = 1366 k, (Section E3 pg 16.1-33)

Lby = 27.50 ft Pny = 596 k, (Section E3 pg 16.1-33)

KL/r x = 32.67 Moment Capacity, Chapter F

KL/r y = 113.40 Cb = 1

E = 29000 ksi Mnx = 793.0 ft-k, (section F2 pg. 16.1-47)

Fy = 50 ksi Mny = 260.0 ft-k, (section F6 pg. 16.1-54)

d = 24.1 in Shear Capacity: Chapter G

Ag = 30.60 in2 kvx = 5 (Section G2, pg 16.1-65)

tf = 0.75 in kvx = 1.2 (Section G7, pg 16.1-68)

bf = 12.8 in Cvx = 1.00 (Section G2, pg 16.1-65)

tw = 0.5 in Cvy = 1.00 (Section G2, pg 16.1-65)

hw = 21.55 in Awx = 12.05 in2, (Section G5, pg 16.1-68)

Zx = 289 in3 Awy = 19.20 in

2, (Section G5, pg 16.1-68)

Zy = 62.4 in3 Vnx = 361.5 k, (Section G2, pg 16.1-65)

Sx = 258 in3 Vny = 576.0 k, (Section G2, pg 16.1-65)

Sy = 40.7 in3 Allowable Capacties: Rn / W (ASD); Rn * F (LRFD)

Ix = 3100 in4 (ASD) Pc, k Mc, ft-k Vc, k

Iy = 259 in4 x-axis 356.7 474.8 241.0

rx = 10.1 in y-axis 155.7 384.0

ry = 2.91 in Interaction Equations:

J = 4.72 in4

Cw = 35200 in6 Pr/Pc = 0.12 < 0.2, Equation H1-1b controls

Section is Compact in the flange for flexure 0.94 < 1.0 OK

Section is Compact in the flange for compression Equation H1-1b, AISC 13 ed., pg 16.1-70

Section is Compact in the web for flexure Use W 24X104

Section is Slender in the web for compression

11-13-18

Circular Flat Plate Bending Design Based on ASD Load:

From Roark's Formulas for Stress and Strain Table 11.2: M(PL) = Km x w x a

Material: A572 Steel

Fy= 50 ksi

ASD Applied Tension, T = 72.50 k

a = 3.99 in 1/2 inside dia of pipe of 8" SCH40

b = 1.5 in =2.75/2+0.125 1 3/4" williams bar w/ 2.75" dia bolt and 1/8"x3" dia washer -> bears at edge of washer

b/a = 0.376

b/a0 = 0.3 Table 11.2b/a1 = 0.5 Table 11.2Km0 = 0.6210 Table 11.2Km1 = 0.7757 Table 11.2

Km = 0.680 =0.621+(0.376-0.3)*(0.7757-0.621)/(0.5-0.3)

w = 7.692 k/in =72.5 k/(3.14*2*1.5 in)

Moment, M = 20.863 k-in =7.692 k/in*0.679786

Plate thickness = 2 in

effective width, b = 1.00 in width of plate

S = 0.667 in3 =1 in*(2 in)^2/6

Mn/Ω = 19.97 k-in =50 ksi*0.667 in^3/1.67

Capacity = 1.045 < 1.05 Within 5% OK

Use Circular GR50 2" PL

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DETAILS - FINAL ASS'Y @ PILES

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Design Cap Plate



PLI Systems

EWA 10-04-18

171483

Use 2" thick ASTM A572 GR50 CapPlate w/ 3" dia x 1/8" thick platewasher

11-13-18

2012 National Design Specification for Wood Construction (ASD) Reduction Bending Fb Shear Fv Bearing Fc⊥ E & Emin RB= 1.17 OK < 50

Mark Material: CD 0.90 0.90 E'min= 446,500 psi

Grade: Ct 1.00 1.00 1.00 1.00 FbE= 391887 psi

Span 3.93 ft l u = 2.00 ft size = CF 1.10 Fb*= 774 psi

x1 = 0.00 ft w1= 600 lbs/ft b = 11.250 in CM 1.00 1.00 1.00 1.00 FbE/Fb*= 506.20

x2 = 3.93 ft w2= 600 lbs/ft d = 3.500 in Ci 0.80 0.80 1.00 0.95 Fb'= 852 psi

Xa = 0.00 ft Pa= 0 lbs A = 39.38 in2 Cr 1.15 Fv'= 108 psi

Xb = 0.00 ft Pb= 0 lbs S = 22.97 in3 CV 1.000 Fc⊥'= 405 psi

Xc = 0.00 ft Pc= 0 lbs I = 40.20 in4 CL 1.000 E'= 1,235,000 psi

R1 = 1178 lbs V = 1003 lbs E'I = 49,641 kip-in2 Cfu 1.10

R2 = 1178 lbs M = 1155 ft-lbs Fb = 850 psi

LL ∆limit = L/ 180 LL ∆ = 0.07 inchs Fv = 150 psi

TL ∆limit = L/ 240 TL ∆ = 0.07 inchs E = 1300 ksi

% LL 100.0% l e = 4.12 ft Emin = 470 ksi

Fb'=(Fb)(Cd)(Ct)(CF)(CM)(Ci)(Cr)(CL)(Cfu) = 852 psi Fc⊥ = 405 psi

Fv'= (Fv)(Cd)(Ct)(CM)(Ci) = 108 psi Approx. weight 9.57 lbs/ft Wet Service Factor, CM

E'= (E)(Ct)(CM)(Ci) = 1,235,000 psi R1 Req'd Bearing Width 1.00 in.

Fc⊥'= (Fc⊥)(Ct)(CM)(Ci) = 405 psi R2 Req'd Bearing Width 1.00 in.

fb = 604 psi < Fb' = 852 psi Bending Capacity = 70.9%

M = 1,155 ft-lbs < Mmax = 1,630 ft-lbs

fv = 38 psi < Fv' = 108 psi Shear Capacity = 35.4%

V = 1,003 lbs < Vmax = 2,835 lbs

Max LL Defl = 0.065 inches = L / 722 LL Defl. Capacity = 24.9% 4 x 12, DIMENSIONAL LUMBER

Hem/Fir No. 2 or Better

Max TL Defl = 0.065 inches = L / 722 TL Defl. Capacity = 33.2%

Copyright © 2015 Miller Consulting Engineers, Inc.

Wood Lagging DIMENSIONAL LUMBER

Hem/Fir No. 2 or Better

4 x 12

Material DIMENSIONAL LUMBER

Grade Hem/Fir No. 2 or Better

Load Duration, CD PERMANENT 0.9 DEAD LOAD

Temperature Factor, Ct DRY T < = 100°F

MOISTURE CONT LESS THAN 19%

Incising Factor, Ci MEMBER IS INCISED

Number of Plies 1 Ply

(1 Ply)

Repetitive Factor Cr MEMBER IS REPETITIVE

.

Member 4 x 12

-1,500

-1,000

-500

0

500

1,000

1,500

0.0

0.2

0.4

0.6

0.8

1.0

1.2

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2.1

2.3

2.5

2.7

2.9

3.1

3.3

3.5

3.7

3.9

M ,

V (

ft-l

bs)

Distance (ft)

Shear

Moment

-0.070

-0.060

-0.050

-0.040

-0.030

-0.020

-0.010

0.000

0.0

0.2

0.3

0.5

0.6

0.8

1.0

1.1

1.3

1.5

1.6

1.8

1.9

2.1

2.3

2.4

2.6

2.8

2.9

3.1

3.2

3.4

3.6

3.7

3.9

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fle

cti

on

(in

ch

es

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Distance (ft)

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Design Wood Lagging:

Design active pressure= 40 pcf

Lagging Height= 15' max

Pile spacing= 5'-0"

span= 5'-(bf=12.9")/12= 3.93'

Worst Case Load= 40 pcf/ft*15'= 600 plf

Pa= 40 pcf/ft

15'



PLI Systems

EWA 10-04-18

171483

11-13-18

NW Thurman LandslideBGG Properties Full Landslide Static

File: L:\Users\Cindy\Documents\tdc\TDC Projects\753 Devlin Property Landslide\Shoring Project\BGG NW Thurman St Landslide Full Landslide.sh8

Licensed to CLH Terra Dolce Consultants, Inc.

<ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com

PRESSURE, SHEAR, MOMENT, AND DEFLECTION DIAGRAMSBased on pile spacing: 5.0 foot or meter

User Input Pile, W24X94: E (ksi)=29000.0, I (in4)/pile=2700.0

72.5 kip

0 1 ksf

Net Pressure Diagram

Depth(ft)0

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Depth(ft) Max. Shear=52.68 kip

52.68 kip 0

Shear Diagram

Max. Moment=420.43 kip-ft

420.43 kip-ft 0

Moment Diagram

Top Deflection=-0.84(in)Max Deflection=0.84(in)

0.835(in) 0

Deflection Diagram

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FOR REFERENCE ONLY

NW Thurman LandslideBGG Properties Full Landslide Static

<ShoringSuite> CIVILTECH SOFTWARE USA www.civiltech.com

1

Depth(ft)0

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0 1 ksf

Licensed to CLH Terra Dolce Consultants, Inc. Date: 9/27/2018

File: L:\Users\Cindy\Documents\tdc\TDC Projects\753 Devlin Property Landslide\Shoring Project\BGG NW Thurman St Lan

Wall Height=34.0 Pile Diameter=2.5 Pile Spacing=5.0 Wall Type: 2. Soldier Pile, Drilled PILE LENGTH: Min. Embedment=7.34 (8~10ft is recommended!!!) Min. Pile Length=41.34 (in graphics and analysis)MOMENT IN PILE: Max. Moment=420.43 per Pile Spacing=5.0 at Depth=25.04

PILE SELECTION:Request Min. Section Modulus = 168.2 in3/pile=2755.85 cm3/pile, Fy= 50 ksi = 345 MPa, Fb/Fy=0.6W24X94 has Section Modulus = 222.0 in3/pile=3637.91 cm3/pile. It is greater than Min. Requirements!Top Deflection = -0.84(in) based on E (ksi)=29000.00 and I (in4)/pile=2700.0

BRACE FORCE: Strut, Tieback, Plate Anchor, and DeadmanNo. & Type Depth Angle Space Total F. Horiz. F. Vert. F. L_free Fixed Length1. Tieback 10.0 30.0 5.0 72.5 62.8 36.2 19.4 4.6UNITS: Width,Diameter,Spacing,Length,Depth,and Height - ft; Force - kip; Bond Strength and Pressure - ksf DRIVING PRESSURES (ACTIVE, WATER, & SURCHARGE):

Z1 P1 Z2 P2 Slope0 0 24 0.960 0.04

* Lan24 1 34 1.000 0

PASSIVE PRESSURES: Pressures below will be divided by a Factor of Safety =1.5

Z1 P1 Z2 P2 Slope34 0 100 33.00 0.5

ACTIVE SPACING:

No. Z depth Spacing1 0.00 5.002 34.00 2.50

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FOR REFERENCE ONLY

PASSIVE SPACING:No. Z depth Spacing1 34.00 5.00

UNITS: Width,Spacing,Diameter,Length,and Depth - ft; Force - kip; Moment - kip-ft Friction,Bearing,and Pressure - ksf; Pres. Slope - kip/ft3; Deflection - in

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