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Structural Calculations
Helical Pier Foundation Repair
15385 SW 79th Ave, Portland, OR 97224
Prepared For:Terra Firma Foundation Systems
Work Order: 21165
Date: 7 June 2017
X .RQPN 6/8/17
40
royal@mortiereng.com
LiJ .� ;Ia E Royal Mortier, PE 2017.06.08
'' 17:48:23-07'00'
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EXPIRE ' 711 _ . N Royal Mortier,P.E.
144 EAST 14TH AVE – EUGENE,OREGON 97401 P: (541)484-9080 – F: (541)684-3597
i
Table of Contents
Structural Calculations
Helical Pier Foundation Repair
15385 SW 79th Ave, Portland, OR 97224
Prepared For:Terra Firma Foundation Systems
Work Order: 21165
Date: 7 June 2017
Subject Page
Helical Pier Vertical Design 1
Overview 2
Loading 3
Shaft Capacity 4
Helix Capacity 5
Existing Footing Capacity 6
Plans 7
S1—Foundation Plan 8
S2—Helical Pier Details 9
S3—Helical Pier Details 10
144 EAST 14TH AVE — EUGENE, OREGON 97401 P: (541)484-9080 — F: (541)684-3597
Helical Pier Design
15385 SW 79th Ave, Portland, OR 97224
Page 1
. , 1
1Z T/ WORK ORDER# PAGE#
�:.• -f f CALCULATIONS 21165 2
STRUCTURAL
,:` j1 BUILDING DESIGN • FIRE PROTECTION PROJECT NAME BY/CHECKED
#_ CODE CONSULTANT • PLAN CHECKING 15385 SW 79th Ave.,Portland,OR /
• "fj CONSTRUCTION INSPECTION
REF DATE
FS HP288 Helical Repair for SFD 6/7/2017
'Structural Design Narrative
The structural calculations enclosed are in reference to the design of remedial foundation supports for the residence referenced on the
cover page.The helical pile system and brackets are designed as foundational supports for the residence to resist loading from the
roof,floor,wall,concrete foundation,and concrete slab loading. Helical piles are continuously hydraulically torqued until a load
bearing stratum is encountered. It is recommended that the piles be installed at a rate equal to the pitch of the helix plate with no
more than 25 revolutions per minute. Confinement of the pile is provided by lateral earth pressures,and an additional external sleeve
is used to resist possible eccentric loading. Once all piles are placed to minimum installation torque,they are loaded simultaneously
to provide stabilization and/or lifting of the structure,pier caps are then used to lock brackets in place.
FSI under-footing brackets do not require mechanical anchorage to the concrete foundation. The vertical and horizontal surfaces of
the footing and foundation wall must be smooth and clean to allow full contact with the vertical and horizontal bearing plates of the
under-footing bracket. Bracket fabrication welding conforms to AWS D1.1 and has been performed by CWB qualified welders
certified to CSA Standard W47.1 in Division 2. Fabrication is performed by Behlen Manufacturing Company. Behlen Mfg Co.is an
ISO 9001 certified company.
Installation and design shall adhere to the requirements and regulations set forth in ICC-ES AC358 as well as ICC-ESR 3074.
Periodic special inspection will be performed and a verification letter of installation depth and pressure will be provided upon job
completion. ICC-ESR 3074 currently does not address use of this system within seismic design category D or higher. The entire
underpinning system has been reviewed and analyzed and is therefore a fully engineered system complying with all current codes and
stamped by a professional engineer. Soil conditions as noted in section 5.5 of ICC-ESR 3074 were not noted in the area. Design
reductions,corrosion considerations,and axial and bending capacities of the external sleeve have been incorporated. Concrete
foundation span capacities have been analyzed assuming lack of rebar and per ACI 318-11.
'Design Summary-Controlling Parameters
Maximum Vertical Load to Pier- 5.754 Ups Pier Type Designation- HP288
Controlling Soil Condition- COHESIVE Maximum Spacing- 6 feet
Soil Capacity- 13.40 Ups Installation Torque- 2100 lb-ft
Torque Correlation Capacity- 18.90 Ups Pengo RS-7 Diff.Pressure 700 psi
Shaft Capacity- 60.37 Ups Installation Depth- 9.00 feet
Helix Capacity- 110.00 kips Depth of Helix 1- 8.5 feet
Concrete Footing- OK Depth of Helix 2- 5.5 feet
Bracket Capacity- 25.3 Ups Depth of Helix 3- N/A feet
Page 2
I
',L ' Il�, CALCULATIONS WORK ORDER# PAGE#
w�'. - STRUCTURAL 21165
3
11: ' BUILDING DESIGN • FIRE PROTECTION PROJECT NAME BY/CHECKED
�, i • CODE CONSULTANT • PLAN CHECKING 15385 SW 79 th Ave.,Portland,OR /
�, f.� l .i�..�. CONSTRUCTION INSPECTION
G I,' lir REF DATE
FS HP288 Helical Repair for SFD 6/7/2017
'Jurisdiction and Codes
Jurisdiction/Building Department: City of Tigard
Referenced Building Codes:
2012 International Building Code(IBC)
2012 International Residential Code(IRC)
2012 International Existing Building Code(IEBC)
2014 Oregon Structural Specialty Code(OSSC)
2014 Oregon Residential Specialty Code(ORSC)
'Estimated Loading
Dead Load:
Roof 15 psf
Wall 10 psf
Floor 12 psf
Concrete 150 psf
Live Load:
Snow/Roof 25 psf
Floor(Res) 40 psf
'Vertical Design Loads(Worst Case)
Tributary Width/Anchor Spacing= 6 ft
Trib Length
RoofDL 14 ft = 210 plf Dead Load,D= 2.919 kips
RoofSL 14 ft = 350 plf Floor Live Load,L= 1.680 kips
#of Floors 1 count = 1 count Roof Snow/Live Load,S= 2.100 kips
FloorDL 7 ft = 84 plf Wind Load,+= kips
FloorLL 7 ft = 280 plf Wind Load,-= kips
Slab? N(Y/N) N (Y/N) Seismic Load,+= kips
ConcDL 0 in(thickness) = 0 plf Seismic Load,-= kips
ConcLL 0 ft = 0 plf
WallDL 8 ft = 80 plf
FoundationDL 6 in(width) = 112.5 plf
18 in(heigth)
Controlling Load Combination(ASD): D+0.75L+0.75S
Maximum Vertical Load(Worst Case)= 5.754 kips
Page 3
I
lZ T j WORK ORDER# PAGE#
,,, -f.i,, CALCULATIONS
3z . STRUCTURAL 21165 4
BUILDING DESIGN • FIRE PROTECTION PROJECTNAME BY/CHECKED
41 I=a CODE CONSULTANT .
PLAN CHECKING 15385 SW 79 th Ave.,Portland,OR /
`-j ., �; ` CONSTRUCTION INSPECTION REF DATE
FS HP288 Helical Repair for SFD 6/7/2017
'Design Input
Pier System Designation= HP288
Vertical Load to Pier,PTL= 5.754 kips
Minimum Installation Depth,L= 9.00 ft
Unbraced Length,l= 1.000 ft
Eccentricity,e= 6.000 in
Concrete to Steel Coefficient of Friction,µ= 0.45
Friction Factor of Safety,FS= 2.00
Normal Surface Force,Fn= 2.877 kips
Vertical Component of Tieback,PTB= 0.000 kips
Design Load(Vertical+Tieback),PDL= 5.754 kips
MomentE«ennieity= 34.524 kip-in
Momentneback= 0.000 kip-in
Momentp,, ion= 0.000 kip-in
Design Moment,Momentpie,DL= 34.524 kip-in
Sleeve Property Input
Sleeve Length= 30 in
Sleeve OD= 3.500 in
Design Wall Thickness= 0.201 in
Sleeve Design ID 3.098
A= 2.082 in`
I= 2.843 hi'
S= 1.625 in'
Z= 2.189 in'
r= 1.169 in
E= 29000 ksi
Fy= 60 ksi
'Pier Property Input
Plain Pier OD= 2.839 in *Pier properties based on 50 year corrosion loss in
Design Wall Thickness= 0.221 in thickness per ICC-ES AC358.
Plain Pier Design ID= 2.397 in
A= 1.818 in`
I= 1.568 in'
S= 1.105 in'
Z= 1.518 in'
r= 0.929 in
c= 1.420 in
k= 2.100
E= 29000 ksi
Fy= 60 ksi
'Pier Output(AISC 325-11)
kl/r= 27.13 <200-OK
Fe= 319.70 ksi
4.71*(E/Fy)o'= 103.55
Fr= 55.47 ksi
Pn= 100.82 kips
Safety Factor for Compression,Ste= 1.67(ASD)
Allowable Axial Compressive Strength,P„/52e= 60.37 kips
Actual Axial Compressive Demand,Pr= 5.754 kips
D/tp1e,= 12.85 <.45E/Fy-OK
Mp= 222.45 kip-in
Safety Factor for Flexure,S2b= 1.67(ASD)
Allowable Flexural Strength,M„/521,= 133.20 kip-in
Actual Flexural Demand,Mr.= 34.52 kip-in
Combined Axial&Flexural Check= 0.31 OK
Page 4
7,..--!--.0, R F/l-, W21°16111(5
ORK ORDER# PAGE#
,•• - r) CALCULATIONS 21165 5
s' STRUCTURAL PROJECT NAME BY/CHECKED
(� fli' I a BUILDING DESIGN • FIRE PROTECTION 15385 SW 79 th Ave.,Portland,OR /
{ ,, CODE CONSULTANT • PLAN CHECKING REF DATE- ..fix CONSTRUCTION INSPECTION
1(�J� \-- FS HP288 Helical Repair for SFD 6/7/2017
'Helix Properties and Capacity
Dl= 8.00 in
Qi= 55 kips
Al=p*D12/4= 50.27 in` HP288(Per ICC-ESR-3074)
D2= 10.00 in Capacity
Q2= 55 kips Helix dia.(in) (kips)
A2=p*D22/4-p*(Tube OD)2/4= 72.21 in` 8 55.000
D2= in 10 55.000
Q3= 0 kips 12 55.000
A3=p*D32/4-p*(Tube OD)2/4= 0.00 14 55.000
EQ= 110.00 Ups
ISoil-Individual Bearing Method-Cohesive or Non-Cohesive
Cohesive Non-Cohesive
Factor of Safety= 2 Factor of Safety,FS= 2
Blow Count,N= 12 Y= 120 pcf
EAh=A,+A2+A3= 0.85 ft2 cp= 32 deg
Cohesion,c= 1.750 ksf Depth of Helix,D,= 8.5 ft
Ne= 9 Depth of Helix,D2= 5.5 ft
n Qt,=Eah(cNC)= 13.396 kips Depth of Helix,D3= 0 ft
Qa,compression/tension=Qu/FS= 6.698 kips q'1=Y*Dl= 1020 psf
q'2=Y*D2= 660 psf
q'3=Y*D3= 0 psf
Ng=1+0.56(12*cp)`P/54= 20.04
Q1u=A1(q',Nq)= 7.135 Ups
Q2„=A2(q'2Nq)= 6.632 Ups
Qin=A3(q'3Nq)= 0.000 Ups
Qa,compression/tension=EQ„/FS= 6.883 Ups
CONTROLS: COHESIVE ALLOWABLE: 6.698 KIPS OK
(Soil-Torque Correlation
Factory of Safety,FS= 2
Design Work Load,DL= 5.754 kips
Emperical Torque Correlation Factor,K,= 9 ffi
Final Installation Torque,T=Q1//Kt= 2100 lb-ft
Ultimate Pile Capacity,Q„= 18.90 kips
Allowable Pile Capacity,Qa= 9.45 kips OK
Page 5
J WORK ORDER# :AGE#
(<1,k..1.
..•�-1 � CALCULATIONS
.` STRUCTURAL 21165
`� G' I BUILDING DESIGN • FIRE PROTECTION PROJECT NAME BY/CHECKED
CODE CONSULTANT • PLAN CHECKING 15385 SW 79 th Ave.,Portland,OR /
�� ��,� CONSTRUCTION INSPECTION REF DATE
JA�'I"� FS HP288 Helical Repair for SFD 6/7/2017
'Estimated Footing/Foundation Wall Properties
Foundation Width,b= 6 in
Foundation Depth,d= 18 in
Cross Sectional Area,A= 108 in`
Section Modulus,S,,= 324 in'
Moment of Inertia,M„ 2916 in4
Assumed Conc,fc= 2000 psi
'Footing/Foundation Wall Loading
Dead Load,DL= 2.919 kips
Factored Dead Load,DL= 3.503 kips
Floor Live Load,LL= 1.680 laps LRFD Load Factors:
Factored Floor Live Load,LL= 1.680 kips 1.2DL+I.OLL+1.6SLr
Snow/Live Roof Load,SL,= 2.100 kips
Factored Snow/Live Roof Load,SL,= 3.360 kips
Factored Total Load,W = 8.543 kips
Pier Spacing,S= 6.0 ft
Ultimate Shear(W/2),V„= 4.27 kips
Ultimate Moment(wS2/8),M„= 6.41 k-ft
'Estimated Footing/Foundation Wall Capacity(ACI 318-11)
Conc.Modulus of Rupture,ft= 335 psi
Shear Strength,Vc= 9.66 kips
Shear Redution Factor,cp= 0.75
Design Shear,cpVu= 7.24 kips OK
Cracking Moment,MR= 9.06 k-ft
Flexure Reduction Factor,cp= 0.9
Design Moment,cpMR= 8.15 k-ft OK
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