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OFFICE COPY
§tR;_ 6975 SW SANDBURG ST#160
• • TIGARD,OR 97223
(971)371-1958 ,
STRUCTURAL;LLC j
DEC 1, 2 ?O16
CITY OF TGAR9
BUILDING DIVISION
STRUCTURAL CALCULATIONS
Rankin Residence Underpinning
7080 SW Taylors Ferry Rd.
Portland,OR 97223
Prepared for Terrafirma Foundation Systems
i.e.Structural Job# S101-318
690 04,W Nk4,
731x76
40/
•REGON
10 OP %,
c 21,201
RT W. V�►�
EXPIRES:�•3o ZoAL
Project: Rankin Residence Underpinning Sheet: 1
Client: Terrafirma Foundation Systems Date: 12/12/2016
Job#: S101-318 Revised:
EfRJC"'z `Lr Subject: Structural Narrative and Design Criteria By: RWV
STRUCTURAL NARRATIVE
The purpose of the proposed underpinning work is to stabilize the strip footing at the garage on the southwest
corner of the residence to improve the serviceability of the existing structure.This calculation package
provides the engineering required to show conformance to all referenced codes for the underpinning system
consisting of Foundation Supportworks model 288 helical piers.The system utilizes a bracket assembly and
round steel tube sections augered into the earth to transfer loads from the structure to load bearing stratum
below. It is notable that this work is voluntary in nature,and is not mandated by building code requirements.
The remainder of the structure is beyond i.e.Structural's scope of work.
There is no ICC-ES report currently approved for underpinning systems within seismic zone D,thus the entire
underpinning system has been reviewed and analyzed as a fully engineered system complying with all current
codes and stamped by a licensed design professional.Applicable requirements per the International Building
Code 2012(IBC)including,deep foundation guidelines, load combinations,special inspection and testing
requirements are included in this document.Bracket fabrication and welding is completed by Behlen Mfg.Co.
in conformance to AWS D1.1.The Contractor's means and methods of installation are beyond the scope of
these calculations.
DESIGN CRITERIA
Building Department:
City of Tigard
Building Codes:
2012 International Building Code(IBC)
2014 Oregon Structural Specialty Code(OSSC)
Design Loads:
Concrete Unit Weight 150 pcf
1st Floor Dead Load 15 psf
Roof Dead Load 15 psf
1st Floor Live Load 40 psf
Wall Dead Load 10 psf
Snow Load 20 psf
Governing Load Combinations:
D+.75L+.75S
D+L
1.2D+1.0L+1.6S
Project: Rankin Residence Underpinning Sheet: 2
Client: Terrafirma Foundation Systems Date: 12/12/2016
Job#: S101-318 Revised:
`_TRyf.Tu 'LL Subject: Helical Pier Loads By: RWV
HELICAL PIER DESIGN-PIER 1
Dimensional Inputs: Loads:
1st Floor Tributary Width 4.5 ft Concrete Unit Weight 150 pcf
Roof Tributary Width 6.0 ft 1st Floor Dead Load 15 psf
Wall Height 9.0 ft Roof Dead Load 15 psf
Stem Wall Height 14 in 1st Floor Live Load 40 psf
Stem Wall Thickness 6 in Wall Dead Load 10 psf
Footing Width 12 in Snow Load 20 psf
Footing Thickness 10 in
Length of Wall Supported 4.5 ft
Roof Overhang 2.0 ft
Line Loads: Pier Loads:
1st Floor Dead Load 68 plf Dead Load 2205 lb
Roof Dead Load 120 plf Live Load 810 lb
Wood Wall Dead Load 90 plf Snow Load 720 lb
Foundation Dead Load 213 plf Design Load 3353 lb D+0.75L+0.75S
1st Floor Live Load 180 plf %Dead Load 66 %
Snow Load 160 plf
Helical Pier Type 1
Design Load= 3353 lb
HELICAL PIER DESIGN-PIER 3
Dimensional Inputs: Loads:
1st Floor Tributary Width 1.0 ft Concrete Unit Weight 150 pcf
Garage Tributary Width 3.0 ft 1st Floor Dead Load 15 psf
Roof Tributary Width 2.0 ft Roof Dead Load 15 psf
Wall Height 9.0 ft 1st Floor Live Load 40 psf
Stem Wall Height 14 in Wall Dead Load 10 psf
Stem Wall Thickness 6 in Snow Load 20 psf
Footing Width 12 in
Footing Thickness 10 in
Length of Wall Supported 4.0 ft
Roof Overhang 0.0 ft
Line Loads: Pier Loads:
1st Floor Dead Load 15 plf Dead Load 1990 lb
Garage Dead Load 150 plf Live Load 640 lb
Roof Dead Load 30 plf Snow Load 160 lb
Wood Wall Dead Load 90 plf Design Load 2630 lb D+L
Foundation Dead Load 213 plf %Dead Load 76 %
1st Floor Live Load 40 plf
Garage Live Load 120 plf Helical Pier Type 2
Snow Load 40 plf Design Load= 2630 lb
Project: Rankin Residence Underpinning Sheet: 3
A ° Client: Terrafirma Foundation Systems Date: 12/12/2016
• • Job#: S101-318 Revised:
`ifZ IfT_, Subject: Helical Pier Loads By: RWV
HELICAL PIER DESIGN-PIER 4
Dimensional Inputs: Loads:
1st Floor Tributary Width 0.0 ft Concrete Unit Weight 150 pcf
Garage Tributary Width 3.0 ft 1st Floor Dead Load 15 psf
Roof Tributary Width 2.0 ft Roof Dead Load 15 psf
Wall Height 9.0 ft 1st Floor Live Load 40 psf
Stem Wall Height 14 in Wall Dead Load 10 psf
Stem Wall Thickness 6 in Snow Load 20 psf
Footing Width 12 in
Footing Thickness 10 in
Length of Wall Supported 6.0 ft
Roof Overhang 2.0 ft
Line Loads: Pier Loads:
1st Floor Dead Load 0 plf Dead Load 4965 lb
Garage Dead Load 150 plf Live Load 720 lb
Roof Dead Load 60 plf Snow Load 3000 lb
Wood Wall Dead Load 90 plf Design Load 7965 lb D+S
Foundation Dead Load 213 plf %Dead Load 62 %
1st Floor Live Load 0 plf
Garage Live Load 120 plf Helical Pier Type 3
Snow Load 80 plf Design Load= 7965 lb
Roof Beam Point Load:
Length 18 ft
Trib Width 14 ft
Roof Dead Load 1890 lb
Roof Snow Load 2520 lb
HELICAL PIER DESIGN-PIER 5
Dimensional Inputs: Loads:
1st Floor Tributary Width 0.0 ft Concrete Unit Weight 150 pcf
Garage Tributary Width 3.0 ft 1st Floor Dead Load 15 psf
Roof Tributary Width 2.0 ft Roof Dead Load 15 psf
Wall Height 12.0 ft 1st Floor Live Load 40 psf
Stem Wall Height 14 in Wall Dead Load 10 psf
Stem Wall Thickness 6 in Snow Load 20 psf
Footing Width 12 in
Footing Thickness 10 in
Length of Wall Supported 6.0 ft
Roof Overhang 2.0 ft
Pier Loads:
Line Loads: Dead Load 2100 lb
1st Floor Dead Load 0 plf Live Load 1200 lb
Garage Dead Load 150 plf Snow Load 2125 lb
Roof Dead Load 60 plf Design Load 4594 lb D+0.75L+0.75S
Wood Wall Dead Load 120 plf %Dead Load 46 %
Foundation Dead Load 213 plf
1st Floor Live Load 0 plf Helical Pier rime 4
Garage Live Load 120 plf Design Load= 4594 lb
Snow Load 80 plf
Project: Rankin Residence Underpinning Sheet: 4
• Client: Terrafirma Foundation Systems Date: 12/12/2016
• • Job#: S101-318 Revised:
Subject: Existing Structure By: RWV
CHECK EXISTING FOOTING
Assumptions:
Unreinforced
fc=2500 psi
Width of foundation beyond stem wall not considered.
Location:
Pier 1-2 span
Section Properties:
Stem Wall Thickness 6 in
Stem Wall Height 14.00 in
Footing Thickness 10 in
d 14.00 in Total depth-2 inches ACI 318 22.4.7
b 6 in
SX 196 in3
A 84 int
Span 4.50 ft
Demand:
Dead Load 490 plf
Live Load 180 plf
Snow Load 160 plf
Factored Load 1024 plf 1.2D+1.0L+1.6S Combo
Mu 2.6 kip*ft Simple
V„ 2.3 kips Simple
Capacity:
(1) 0.6 ACI 318 9.3.5
(I)Mn 2.8 Kip"ft ACI 318 Eq.22-2
D Vu 3.9 kips ACI 318 Eq.22-9
Demand/Capacity Ratios:
Flexure 0.92 <1,therefore O.K.
Shear 0.60 <1,therefore O.K.
Project: Rankin Residence Underpinning Sheet: 5
Client: Terrafirma Foundation Systems Date: 12/12/2016
• • Job#: S101-318 Revised:
Subject: Existing Structure By: RWV
CHECK EXISTING FOOTING
Assumptions:
Unreinforced
fc=2500 psi
Width of foundation beyond stem wall not considered.
Location:
Pier 45 span
Section Properties:
Stem Wall Thickness 6 in
Stem Wall Height 14.00 in
Footing Thickness 10 in
d 14.00 in Total depth-2 inches ACI 318 22.4.7
b 6 in
SX 196 in3
A 84 int
Span 5.00 ft
Demand:
Dead Load 543 plf
Live Load 120 plf
Snow Load 80 plf
Factored Load 899 plf 1.2D+1.0L+1.6S Combo
M„ 2.8 kip*ft Simple
Vu 2.2 kips Simple
Capacity:
0.6 ACI 318 9.3.5
2.8 Kip*ft ACI 318 Eq.22-2
0 Vu 3.9 kips ACI 318 Eq.22-9
Demand/Capacity Ratios:
Flexure 1.00 <1,therefore O.K.
Shear 0.58 <1,therefore O.K.
Project: Rankin Residence Underpinning Sheet: 6
Client: Terrafirma Foundation Systems Date:
Job#: S101-318 Revised:
`-_"-- i,-_,' Subject: Helical Pier Sleeve and Pier Design By: RWV
CHECK SLEEVE AND PIER FOR ECCENTRIC LOADING
Design Approach:
Determine eccentricity based on required area for concrete
bearing. Resolve eccentricity at sleeve tube,assuming no
moment is transferred to pier sections below. Assume sleeves
resists flexure from eccentric loading and pier transfers all
vertical load to the soil.
Loads:
Po 4965 Lb
PL 720 Lb I A Bearing Area,
Ps 3000 Lb ll. P ! Areq
11=0- .__ _._
Inputs:
SII nl I-_k _
f
a 2.75 in _ a 1`alL�lai
A I —
b 10 in (bracket width) 11=11-
'
l 1L �l l
beff 4.00 ft (Effective ftg. length, passive II c i h ;'! 1 R
c 12 in
d 30 in ll=.l ( 11 ":
h 42 in 1'11 11, V ;i,Il. L ql
D 3.5 in =11r-ti, h d 1 M
II=1►
f c 2500 psi ' q2 > ll�i7! :1 ' e -
q 300 pcf (prescriptive passive t---- ' -,. P'
k 30 in pressure w/increase per , d
F
1
h
1 R 1 £", `'t,i7:17,40.: i.
Check Concrete Bearing:
Pe 11478 Lb 1.2D+1.0L+1.6Sz: ! D
CD Pn 1381 psi -_ 3
( q3 -
AfeQ 8.31 in2 [._....____
f 0.83 in <<seat length,therefore OK
Eccentric Moment:
e 3.17 in (f/2+a)
P 7965 Lb D+S
M 2101 ft-Lb
Project: Rankin Residence Underpinning Sheet: 7
Client: Terrafirma Foundation Systems Date: 12/12/2016
• ` Job#: S101-318 Revised:
,TPJ,'Ll' [ Subject: Helical Pier Sleeve and Pier Design By: RWV
CHECK SLEEVE AND PIER FOR ECCENTRIC LOADING
Loads:
P 7965 Lb (see previous calculation)
M 2101 ft-Lb (see previous calculation)
1.2D+1.0L+1.6S
Sleeve Properties:
OD 3.5 in
ID 3.068 in
t 0.216 in
Design t 0.201 in 7%thickness loss for corrosion
Design OD 3.470 ksi - ' P ; Bearing Area, 1
Fy 50 ksi I IC: 1 Areq
_
S 1.59 in3 1f1 1;1 .11
a '
i
=16 ,
Pier Properties: 17-11' '� 1
{�-
OD 2.820 in 11. c -i Pf, ; R
ID 2.548 in t I'AI: `' I Y IN
:,,,,,A
t 0.136 in I1=► jr Jt -
Design t 0.126 in 7%thickness loss for corrosi 1 1#1j V tf1! q
IA
Design OD 2.801 ksi pi4ii, �' [
Fy 50 1, 1*1 I e :. ,
r 0.95 in li Il
A 1.06 int I i d
I R I �'.
Axial Force on Pier: ,
Limier 36 in �7 F
K 2 .fr '* k�� i ®` D
KI/r 76
Fa 19.6 ksi (Table 4-22 AISC 13th Ed.)
Pa 21 kips
Pr/Pc 0.38 51,Therefore O.K.
Flexure on Sleeve at Bracket:
M 2101 ft-lb
Ma 3978 ft-Lb
M/Ma 0.5 51.0,Therefore O.K.
Project: Rankin Residence Underpinning Sheet: 8
„' re Client: Terrafirma Foundation Systems Date: 12/12/2016
• + Job#: S101-318 Revised:
,:-F,1_, r,):. c Subjwect: Pier Bracket Design By: RWV
CHECK FOUNDATION BRACKET
1)Check Grade B7 Threaded Rod:
GI= 3/4 in
Fy= 125 ksi
e-
n= 10 thread/in 4 ,
At= 0.334 m .� 5
1111611111
TA= 41.8 kip v '
0
2)Check Weld At Stiffiners: ; ,
FExx= 70 ksi —`l iiii!ii1I'71Ii
3/16 in ____ _____ FLI
Vn/Q= 27.8 kip
Pmax= 21.4 kip 11 !I
3)Check Weld At Verticle Plate: TIL 'I R
R=6.5/5*P= 0.77 R 0 lip
FExx= 70 ksi i f• 5•
IW= 5 in
tW= 3/16 in
WO= 27.8 kip 3i-D.D.
Pmax= 21.4 kip
*
4)Check Plate Shear and Bending: 5" O O
M= 1.5 P '1'•
V= P
t= 0.375 in
Fy= 36 ksi It 62" - -/
V.= 36.4 kip
Ma= 28.4 kip /
/ N
Setting Unity Equation Equal to 1:
1.5P/Ma+(p/Va)A2=1
Pmax= 15.5 kips < Controls 12" / #--/ / /2"
5)Check Cap Plate: Capacity to Demand Check:
t= 1 in Capacity,Pmax= 15.5 kip
Fy= 36 ksi Demand,P= 8.0 kip (see previous calculation)
b= 5 in DCR= 0.51 <1,therefore O.K.
M=P/2*1.5" 0.75 P
Ma= 27 kip
Pmax= 36 kip
Project: Rankin Residence Underpinning Sheet: 9
Client: Terrafirma Foundation Systems Date: 12/12/2016
• • Job#: S101-318 Revised:
Subject: Helical Pier Bearing Capacity Check By: RWV
CHECK BEARING CAPACITY-INDIVIDUAL BEARING METHOD
APPUED
Loads: LOAD
P 7965 Lb (see previous calculation)
Soil Properties:
Soil Type Medium Dense Silty Clay
y 115 pcf
c 1500 psf
0 32 degrees
Helix Properties:
D1 10 in D3
D2 12 in
D3 0 in I 111 6
Al 79 in2
A2 113 in2 g
A3 0 int a'
Individual Bearing Method:
Soil type Cohesive G4 0
Nq 20 Bearing factor to calculate N, x
40
N, 9 Bearing factor to calculate Qu
Qu 7.4 kips D1
02u 10.6 kips
Q3u 0.0 kips iiii,
SQ„ 18 kips
FS 2
Qa 9 kips >P,OK
PRESSURE
BULBS
•
Project: Rankin Residence Underpinning Sheet: 10
• Client: Terrafirma Foundation Systems Date: 12/12/2016
• • Job#: S101-318 Revised:
Subject: Helical Pier Capacity Check By: RWV
CHECK TORQUE ON SHAFT AND DETERMINE INSTALLATION PRESSURES:
Loads:
P 7965 Lb (see previous calculation)
Torque Correlation Method:
Shaft Type HP288
FS 2
Kt 9 ft (Empirical torque correlation factor)
T 1770 ft-Lb
Ta 7900 ft-Lb >T,OK
Minimum Gauge Pressure:
C 3 in2-ft(Gauge pressure to torque conversion factor)
p 590 psi(Minimum installation torque pressure)
Use 1000 psi minimum installation pressure
CHECK HELICAL LEAD CAPACITY:
P 7965 Lb
Pa 65400 Lb
DCR 0.12 <1,OK
Helical Pile Capacities Summary
default Ms%irtllum
Toque tAlinulo Maximum"dimmable
CorraiatIon Maximum Torque Correlated Mechanical Shaft C-.acl[iesN'r"
Faotnrm Installation Soil capacity'sTl Axial Axial
Torque + K4 x T Compression Tension
ti
(ft-lbs) (kips) (kIpa) (kips)
laid* 10 6.50D 665.0"" 111511 20.s"
14 10,000 loos", 35.1'•'+
6.500 30A _..
HP2115 9 7,900 71.1
HP349 13,005 91.D as 7", epi
1HP359 ME MOW 112.0 107.(i" 62.6 1
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(2)-Governed by bearing al the bot hetes.
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teepee are tot a period of 50 fin'and are at aeoordianee web ICC-ES A4:356.
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FIia elth eapOsad 4nbtaoad Hovels or plea planed in weaker or kid.oils sMtnd be evaluated on a case by case basis by
the prevent engineer.
(5)-Listed methJnirs caparstles Ora for Ike shall°fly. Syteem cailaddee should.alert not emceed the rely led bYgue-
correlaled cacao)iy lie Ihoce leled its the resoentne bucket capealy lades.
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will those listed in ICC S.S AC3M; Ste-specttk K,tatted Cat be delerri,rred fp a giver project wit,1ut-saltie feed tealkrl.
(7)-Sell OPPPelle*IkaO are unennie uetut a K rneiehiurn inalallslion lomat Alnweble sal capeaty values are&SSaned by
ovitNst the wimate agues by the appropriate inssir of ability(FOS). FOS Is most commonly taken e4 3q,Whoop a
}Wm, r b..ror rocmay ha=envisioned mei ter istonn tan of the>roleed pre dragnet or es diciwed tet late,cane
regshementa
(a)-Square shah pies may be considered fps Corr,{won't epptiCaporta i't cot froliteS hat cfre'.,.!cent Centinwra Where
aKOV(e s..in Wk.wis,5PT lava counts a 10. Ever it three higher strength cwt condtcm bottling onstream shams be
considered,lalling into axosit die rrlrmdbr.and botenenl ec dnottes created by the entptere.