Specifications (21) ,5- ---7-2-05c.)/7 -0. 00/9
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5FA Design Group• tic
ML I WID USE pLANNI SURVEYING
9020 SW WastdnfCML
Square Dr,Suite 505-PortlandING ,OR 97223
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1813 Rubs Dr,Suite C-Livermore,CA 9455
a P:(503)641-8311 F: (503)643-7905
wrwrafadg.com
AL CALCULATIONS
STRUCTURAREVISIONL
#1
Dirksen Boardwalk
REVISION
Dirksen Nature Park, Tigard, OR
OFFICE COPY TerraFirma Foundation Systems
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LIMITATIONS
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UPON INFORMATION PROVIDED BY THE CLI
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ACCURACY OF SAME.NO RESPONSIBILITY S BEYOOND BST SHOWN ON THESE SOHEETS.
ASSIGNED TO THE ENGINEER FOR ITE
Project No.TF17-043
May 26,2017
Revised: August 25,2017
SFA Design Group,
Sid STRUCTURAL LLC
I CIVIL I LAND USE PLANNING
PROJECT PROJECT NO.
TEl SHEET NO.
Dirksen Boardwalk
SUBJECT DATE
Helical Pier Design Requirements 8/25/2017
BY
Structural Narrative JLD
The structural calculations and drawings enclosed are in reference to the design
located in Tigard, OR as referenced on the coversheet. The round steel tubes and retrofit
in Tigard,
Pier referenced
are continuously eet.hydraulicallyT torqued into the en foundation brackets
underpinning t the boardwalk
nrlift
encountered. Lateral earth confinement provides additional stiffness to resist eccentric loading ckets are used to stabilize and/or lift
required to resist al ofrom the rboardwalkis aPer the following calculation,ntriclow until a from theh bearing tion. Theis
required
battered lateral vertical
al tiebacks.
ance willlibe. rpiers are
There is no ICC-ES report currently approved for underpinningsystems lateral resistance be provided by
entire underpinning system has been reviewed and analyzed and is therefore a fully engineered
codes and stamped by a licensed design professional. Deep foundation within Seismic Design Category D or higher,thus the
codetesting requirementsgug system ions,special
inspection with all current
per IBC 2015 have been included.Axial and bending capacities oelines, f extercombinanal sleeve,analysis
foundation bracket,design reductions,and corrosion considerations have been incorporated and
foundation
on braeConcrete ,foundationign uan capacities have been analyzed y o calculations the retrofit
3bBehlen Mfg Coconforming to AWS D1.1 performhave eay CWB per ACI318-14. Bracket fabrication welding habeen per AISC
performed
In addition, Behlen Mfg Co. has received US99/1690 certification meeting SOfied d90012008�toq CSA Standard AB accredited in Division 2.
General requirements by ANAB SGS.
Building Department
Building Code Conformance(Meets Or Exceeds Requirements)
2015 International Buildin City of Tigard
)
2015 International Residential Code(IRC)
2014 Oregon Structural Specialty Code(OSSC)
2014 Oregon Residential Specialty Code(ORSC)
Dead Loads
Boardwalk Dead Load
Live Loads 20.0 psf
Boardwalk Live Load(Residential)
90.0 psf
SFA Deign Group, LLc
PROJECT NO. SHEET NO.
STRUCTURAL I CIVIL I LAND USE PLANNING TF17-043
PROJECT DATE
Dirksen Boardwalk 8/25/2017
SUBJECT BY
Design Loads JLD
!Worst Case Vertical Design Loads wl Tieback Load
Tributary Width To Anchor= =5.25 ft
BoardwalkoL= (20 psf) (10.88 ft) =218 plf Dead Load 1.142 kips
Boardwalku.= (90 psf) (10.88 ft) =979 plf Floor Live Load 5.138 kips
TiebackEL= =8008 lb Roof Live Load 0.000 kips
Controlling ASD Load Combination:
D+0.75(0.7E(+))+.75L+.75Lr
Max Vertical Load to Worst Case Pier 9.200 kips
SFA Design Group, ticsfa PROJECT NO. SHEET NO.
5-R.,.T'J AL CIVIL I LAID LS: PLA\NIIC
TF17-043
PROJECT DATE
Dirksen Boardwalk 8/25/2017
SUBJECT
BY
Foundation Supportworks HP237 Helical Pier System JLD
Design Input R/P ENS
RACTA7!
Pier System Designation= HP237 NEW
."ENNTRI:CION I f
Vertical Load to Pier,PTL= 9.200 kips 9""K-I
Minimum Installation Depth,L= 15.000 ft Exc+wnoN-
Unbraced Length,I= 6.000 ft \ L'
Eccentricity,e= 0.500 in
Design Load, Pm_= 9.200 kips
Design Moment,MomentpieroL= 4.600 kip-in W-
Pier Property Input
Design Tube OD= 2.353 in _ PER
~ HELIX BLADE(D3)
Design Wall Thickness= 0.143 in t t ti
k= 0.65
r= 0.783 in 11/1-
H1Ut BADE.D2)
A= 0.994 int it
Note: Design thickness of pier and sleeve based c= 1.177 in
on 93%of nominal thickness per AISC and the S= 0.518 in3
ICC-ES AC358 based on a corrosion loss rate of to HELIX BLADE(DI)
50 years for zinc-coated steel Z= 0.701 in3
I= 0.610 in4 Note:Section above is a general representation of piering system,
E= 29000 ksi refer to plan for layout and project specific details.
Fy= 50 ksi
!Pier Output Per AISC 325-11 Doubly and Singly Symmetric Members Subject To Flexure and Axial Force
kl/r= 59.76 OK,<200 §E2
Fe= 80.102 ksi §(E3-4)
4.71*(E/Fy)'5= 113.43 §E3
Fcr= 38.504 ksi §(E3-2&E3-3)
Pn= 38.3 kips §(E3-1)
Safety Factor for Compression,Qc= 1.67
Allowable Axial Compressive Strength,Pn/D = 22.9 kips §E1
Actual Axial Compressive Demand,Pr= 9.200 kips
D/tpier= 16.4 OK,<.45E/Fy §F8
Mp= 35.0 kip-in §(F8-1)
Safety Factor for Flexure,Db= 1.67
Allowable Flexural Strength,Mn/Qb= 21.0 kip-in §F1
Actual Flexural Demand,Mr= 4.6 kip-in
Combined Axial&Flexure Check= 0.60 OK §(H1-1a&1b)
Helix Properties and Capacity
Fyh= 50 ksi
Fbh=0.75*Fyh= 37.500 ksi
Di = 10 in Ai =p*D12/4= 78.5 int
ti = 0.375 in Si = 1112/6= 0.023 in3
01 =Ai*wi = 36.1 kips w1 = 0.460 ksi
D2= 12 in A2=p*D22/4-p*(Tube OD)2/4= 108.7 int
t2= 0.375 in S2= 1122/6= 0.023 in3
Q2=A2*w2= 39.6 kips W2= 0.364 ksi
D3= 0 in A3=p*D32/4-p*(Tube OD)2/4= 0.0 in2
t3= 0.000 in S3= 1*t32/6= 0.000 in3
Q3=A3*w3= 0.0 kips w3= 0.000 ksi
ZO= 75.7 kips OK
I Helix Weld to Pier Capacity
E70 Electrodes= 70 ksi
Size of Fillet Both Sides= 0.250 in
Capacity of Fillet Both Sides= 7.424 kli
Ri = 1.758 kli Weld OK
R2= 1.758 kli Weld OK
R3= 0.000 kli
, I Soil-Individual Bearing Method-Cohesive
Factor of Safety= 2.0
Blow Count,N= 17 Ref Table A-1
FAh=Al+A2+A3= 1.3 ft2
Cohesion,c= 2.125 ksf
Nc= 9
Q„=/Ah(cNc)= 24.874 kips
Oa,compression/tension=a,IFS= 12.437 kips OK Cohesive Controls
I Soil-individual Bearing Method-Non-Cohesive
Factor of Safety, FS= 2.0
y= 110pcf
0= 32° Ref Table 3-4
Depth of Helix,Di = 14.500 ft
Depth of Helix, D2= 12.000 ft
Depth of Helix, D3= 0.000 ft
q'i =y*D1 = 1595.0 psf
q'2=y'D2= 1320.0 psf
q'3=y*D3= 0.0 psf
Ng=1+0.56(12*0)°/M= 20.04 (for 0=32q
Q1 =At(q'iNg)= 17.433 kips
Q2u=A2(q'2Nq)= 19.976 kips
03u=A3(43Nq)= 0.000 kips
Qa,compressbnttension=FQu/FS= 18.704 kips OK
Soil-Torque Correlation Method-Verification
Factor of Safety, FS= 2.0
Installation Torque Pressure,qi= 633 psi
Installation Pressure to Torque Conversion Factor= 3.00
Emperical Torque Correleation Factor,Kt= 10 ft-'
Final Installation Torque,T= 1900 lb-ft
Ultimate Pile Capacity,Qu= 19.000 kips
Allowable Pile Capacity,Oa= 9.500 kips OK
Results
Max Load To Pier=Design Load=9200 lb
2.375"Diameter Pipe Pier with 0.154"Thick Wall
0.375"Thick 10/12"Helix With 0.25"Fillet Welds Each Side of Helix to Pier
Minimum 15'-0"Installation Depth And Minimum 1900 ft-lb Installation Torque
5FA Design Group,uc
""1" STRUCTURAL I CIVIL I LAND USE PLANNING PROJECT NO. SHEET NO.
TF17-043
PROJECT DATE
Dirksen Boardwalk 8/25/2017
SUBJECT BY
Seismic Design Criteria JLD
ASCE 7-10 Chapters 11&12
Soil Site Class= D Tab.20.3-1,(Default=D)
Response Spectral Acc.(0.2 sec)S8=96.80%g =0.968g Figs.22-1,22-3,22-5,22-6
Response Spectral Acc.(1.0 sec)Si=42.30%g =0.423g Figs.22-2,22-4,22-5,22-6
Site Coefficient F8 =1.113 Tab. 11.4-1
Site Coefficient F„ =1.577 Tab. 11.4-2
Max Considered Earthquake Acc.SMs= F8.58 =1.077g (11.4-1)
Max Considered Earthquake Acc.SM,= F,.S, =0.667g (11.4-2)
@ 5%Damped Design SDs=2/3(SMs) =0.718g (11.4-3)
5D1=2/3(SM1) =0.445g (11.4-4)
Risk Category= II,Standard Tab. 1.5-1
Flexible Diaphragm §12.3.1
Seismic Design Category for 0.1 sec D Tab. 11.6-1
Seismic Design Category for 1.0 sec D Tab. 11.6-2
S1 <0.75g N/A §11.6
Since Ta<.8Ts(see below),SDC= D Exception of§11.6 does not apply
§12.8 Equivalent Lateral Force Procedure G.CANTILEVERED COLUMN SYSTEMS DETAILED Tab. 12.2-1
Seismic Force Resisting System(E-W)6.Timber frames
G.CANTILEVERED COLUMN SYSTEMS DETAILED Tab. 12.2-1
Seismic Force Resisting System(N-S)6.Timber frames
C,=0.016 x=0.90 Tab. 12.8-2
Structural height h„=6.5 ft Structural Height Limit=35.0 ft Tab. 12.2-1
C,= 1.400 for SDI of 0.445g Tab. 12.8-1
Approx Fundamental period,T8=C,(h„)8 =0.086 (12.8-7)
TL= 12 sec Figs.22-12 through 22-16
Calculated T shall not exceed<_ C5Ta =0.121
UseT= 0.09 sec
0.8Ts= 0.8(So,/Sos) =0.495 Exception of§11.6 does not apply
is structure Regular&s 5 stories? Yes §12.8.1.3
Max Sss0.15g
Response Modification Coefficient R= 1.5 1.5 Tab. 12.2-1
Over Strength Factor fl = 2 2 (foot note g)
Importance factor 18= 1.00 1.00 Tab. 11.5-1
Seismic Base Shear V= C8 W C8 W
C5= 5.Ds =0.479 5.es =0.479 (12.8-2)
R/18 R/l8
or need not to exceed,C8= 5ni =3.438 5.1m. =3.438 For T s TL (12.8-3)
(R/ie)T (R/ie)T
or C8= Sn1Ti N/A S",T, N/A For T>TL (12.8-4)
T2(R/18) T2(R/ie)
Min C5= 0.55,18/R N/A 0.5S11e/R N/A For S,2 0.6g(12.8-6)
Use C8= 0.479 0.479
Design base shear V= 0.479 W 0.479 W
C SFA Design Group, LLC
5 d STRUCTURAL I CIVIL I LAND USE PLANNING PROJECT NO. SHEET NO.
TF17-043
PROJECT DATE
Dirksen Boardwalk 8/25/2017
SUBJECT BY
Lateral Design Loads Along Gridline A JLD
'Seismic Base Shear Along Gridline A
BoardwalkDL= (20 psf) 153.0 ft2 =3060 lb Base shear = 0.479 W
Design base shear VSEISMIC= 3060 lbs
ASD(70%)base shear VSEIS= 2142 lbs 4Seismic Controls
Worst Case Lateral Load Along Gridline A=2142 lbs
SFA Design Group, LLE
Ufa PROJECT NO. SHEET NO.
5-R..CTU .AL CIVIL ( LAID LSE PLA\NI'iC TF17-043
PROJECT DATE
Dirksen Boardwalk 8/25/2017
SUBJECT BY
Foundation Supportworks HP237 Helical Tieback JLD
Design Input
Finish on Shaft= Plain
Depth to Centerline of Anchor, Pv= 1.000 ft
Tieback Installation Length,AT= 15.000 ft
Angle of Tieback Downward from Horizontal,a= 45°
Soil Unit Weight,y= 110 pcf
Angle of Internal Soil Friction,0= 32°
Applied Loads
Seismic VHORIZ-E= 2.142 kips
Vertical Load Tieback,Tcv= 2.142 kips
Tension Load to Anchor,TR= 3.029 kips
HP237 Square Shaft Coupler
Bolt diameter= 0.750 in
Bolt Grade= A490
Double Shear Capacity= 24.700 kips OK
Helix Properties and Capacity
Fyn= 36 ksi
Fbh=0.75*Fyh= 27.000 ksi
Di = 10 in Al =7t*Di2/4-7C*(Wshan)2/4= 76.8 int
ti = 0.375 in Si = 1112/6= 0.023 in3
Qi =Ai*wi = 22.9 kips wi = 0.298 ksi
D2= 12 in A2=><*D22/4-lt*(Wshan)2/4= 111.3 int
t2= 0.375 in S2= 1*t22/6= 0.023 in3
Q2=A2*w2= 26.8 kips W2= 0.241 ksi
D3= 0 in A3=n*D32/4-7<*(Wshaft)2/4= 0.0 in2
t3= 0.000 in S3= 1'132/6= 0.000 in3
Q3=A3*w3= 0.0 kips w3= 0.000 ksi
EQ= 49.7 kips OK
I Helix Weld to Pier Capacity
E70 Electrodes= 70 ksi
Size of Fillet Both Sides= 0.250 in
Capacity of Fillet Both Sides= 7.424 kli
R� = 1.266 kli Weld OK
R2= 1.266 kli Weld OK
R3= 0.000 kll
I Soil-individucal Bearing Method-Cohesive
Factor of Safety= 2.0
Blow Count, N= 17 Ref Table A-1
An=Al+A2+A3= 1.3 ft2
Cohesion,c= 2.125 ksf
N�= 9
Qu=EAn(cNc)= 24.982 kips
Qa compression/tension=QU/FS= 12.491 kips OK 4 Cohesive Controls
1 Soil-Individucal Bearing Method-Non-Cohesive
Factor of Safety, FS= 2.0
7= 110 pcf
= 32° Ref Table 3-4
Failure Plane Wedge Angle,9= 29°
Lead Helix Horizontal Length,An= 10.607 ft
Depth of Helix, Di = 11.253 ft
Depth of Helix, D2= 9.485 ft
Depth of Helix, D3= 0.000 ft
q'i =y*Di = 1237.8 psf
q'2=y*D2= 1043.4 psf
q'3=y*D3= 0.0 psf
Ng= 1+0.56(12*0)" = 20.04 (for 0=32°)
Qt u=At(q't Ng)= 13.225 kips
Q2u=A2(q'2Nq)= 16.165 kips
03u=A3(q'3Nq)= 0.000 kips
Oa,compression/tension=ECL/FS= 14.695 kips OK
`Soil-Torque Correlation Method-Verification
Factor of Safety, FS= 2.0
Installation Torque Pressure,qi= 333 psi
Installation Pressure to Torque Conversion Factor= 3.00
Emperical Torque Correleation Factor, Kt= 10 ft"
Final Installation Torque,T= 1000 lb-ft
Ultimate Pile Capacity,Qu= 10.000 kips
Allowable Pile Capacity,Oa= 5.000 kips OK
I Results
Max Load To Tieback=Design Load=3029 lb
"2.375 in Diameter Tieback Installed at a 45 Degree Angle
0.375"Thick 10/12"Helix With 0.25"Fillet Welds Each Side Of Helix To Pipe Pier
Minimum 15'-0"Installation Length And 1000 Ib-ft installation Torque
• C SFA Design Group, lux
PROJECT NO. SHEET NO.
5 f a STRUCTURAL I CIVIL I LAND USE PLANNING TF17-043
PROJECT DATE
Dirksen Boardwalk 8/25/2017
SUBJECT BY
Lateral Design Loads Along Gridline B JLD
!Seismic Base Shear Along Gridline B
BoardwalkDL= (20 psf) 572.0 ft2 = 11440 lb Base shear = 0.479 W
Design base shear VSEISMIC= 11440 lbs
ASD(70%)base shear VsEIs= 8008 lbs 4Seismic Controls
Worst Case Lateral Load Along Gridline A=8008 lbs
•
SFA Design Group, LIE
sfa PROJECT NO. SHEET NO.
5-R..LTU1AL CIVIL I LA AD LSE PI \NI•JC TF17-043
PROJECT DATE
Dirksen Boardwalk 8/25/2017
SUBJECT
BY
Foundation Supportworks HP237 Helical Tieback JLD
Design input
Finish on Shaft= Plain
Depth to Centerline of Anchor, Pv= 1.000 ft
Tieback Installation Length,AT= 15.000 ft
Angle of Tieback Downward from Horizontal,a= 45°
Soil Unit Weight,y= 110 pcf
Angle of Internal Soil Friction,0= 32°
Applied Loads
Seismic VHORIZ-E= 8.008 kips
Vertical Load Tieback,Tcv= 8.008 kips
Tension Load to Anchor,TR= 11.325 kips
I HP237 Square Shaft Coupler
Bolt diameter= 0.750 in
Bolt Grade= A490
Double Shear Capacity= 24.700 kips OK
I Helix Properties and Capacity,
Fyn= 36 ksi
Fbh=0.75*Fyh= 27.000 ksi
Di = 10 in Ai =7t*Di2/4-7t*(Wshaft)2/4= 76.8 int
ti = 0.375 in Si =1*t12/6= 0.023 in3
Qi =Al*wi = 22.9 kips wi = 0.298 ksi
D2= 12 in A2=7t*D22/4-7t*(Wshaft)2/4= 111.3 int
t2= 0.375 in S2= 1122/6= 0.023 in3
Q2=A2*W2= 26.8 kips w2= 0.241 ksi
D3= 0 in A3=7C1332/4-7t*(Wshaft)2/4= 0.0 in2
t3= 0.000 in S3=1132/6= 0.000 in3
Q3=A3*w3= 0.0 kips W3= 0.000 ksi
EQ= 49.7 kips OK
I Helix Weld to Pler Capacity
E70 Electrodes= 70 ksi
Size of Fillet Both Sides= 0.250 in
Capacity of Fillet Both Sides= 7.424 kli
Ri = 1.266 kli Weld OK
R2= 1.266 kit Weld OK
R3= 0.000 kll
I Soil-Individucal Bearing Method-Cohesive
Factor of Safety= 2.0
Blow Count, N= 17 Ref Table A-1
EAn=At+A2+A3= 1.3 ft2
Cohesion,c= 2.125 ksf
N�= 9
Qu=EAn(ck)= 24.982 kips
Oa,compression/tension=0U/FS= 12.491 kips OK I Cohesive Controls
Soil;-Individucal Bearing Method-Non-Cohesive
Factor of Safety, FS= 2.0
7= 110pcf
0= 32° Ref Table 3-4
Failure Plane Wedge Angle,0= 29°
Lead Helix Horizontal Length,An= 10.607 ft
Depth of Helix, Di = 11.253 ft
Depth of Helix, D2= 9.485 ft
Depth of Helix, D3= 0.000 ft
q'i =7*Di = 1237.8 psf
q'2=-y*D2= 1043.4 psf
q'3=y'D3= 0.0 psf
Nq= 1+0.56(12*0)m/54= 20.04 (for 0=32°)
Q1 u=At(q'i Nq)= 13.225 kips
Q2„=A2(q'2Nq)= 16.165 kips
03u=A3(q'3Nq)= 0.000 kips
Oa,compress onnension=EQ„/FS= 14.695 kips OK
Soil-Torque Correlation Method-Verification
Factor of Safety, FS= 2.0
Installation Torque Pressure,qi= 757 psi
Installation Pressure to Torque Conversion Factor= 3.00
Emperical Torque Correleation Factor, Kt= 10 ft',
Final Installation Torque,T= 2270 lb-ft
Ultimate Pile Capacity,Qu= 22.700 kips
Allowable Pile Capacity,Qa= 11.350 kips OK
Results
Max Load To Tieback=Design Load=11325 lb
"2.375 in Diameter Tieback Installed at a 45 Degree Angle
0.375"Thick 10/12"Helix With 0.25"Fillet Welds Each Side Of Helix To Pipe Pier
Minimum 15'-0"installation Length And 2270 lb-ft Installation Torque
SFA Design Group. LLC PROJECT NO. SHEET NO.
STRUCTURAL I CIVIL I LAND USE PLANNING TF17-043
PROJECT DATE
Dirksen Boardwalk 8/25/2017
SUBJECT BY
Lateral Design Loads Along Gridline D JLD
Seismic Base Shear Along Gridline D
BoardwalkDL= (20 psf) 356.0 ft2 =7120 lb Base shear = 0.479 W
Design base shear VSEISMIC= 7120 lbs
ASD(70%)base shear VsEIs= 4984 lbs 41Seismic Controls
Worst Case Lateral Load Along Gridline A=4984 lbs
C- SFA Design Group.,
win g i�+ LLE PROJECT NO. SHEET NO.
c-•.0C1'J iAL CIVIL I LAO IS: PLA\NI'IC
TF17-043
PROJECT DATE
Dirksen Boardwalk 8/25/2017
SUBJECT BY
Foundation Supportworks HP237 Helical Tieback JLD
Design Input
Finish on Shaft= Plain
Depth to Centerline of Anchor, Pv= 1.000 ft
Tieback Installation Length,AT= 15.000 ft
Angle of Tieback Downward from Horizontal,a= 45°
Soil Unit Weight,y= 110 pcf
Angle of Internal Soil Friction,0= 32°
Applied Loads
Seismic VHORIZ-E= 4.984 kips
Vertical Load Tieback,Tcv= 4.984 kips
Tension Load to Anchor,TR= 7.048 kips
HP237 Square Shaft Coupler
Bolt diameter= 0.750 in
Bolt Grade= A490
Double Shear Capacity= 24.700 kips OK
, I Helix Properties and Capacity
Fyh= 36 ksi
Fbh=0.75*Fyh= 27.000 ksi
Di = 10 in Al =7t*D12/4-7t*(Wshan)2/4= 76.8 int
ti = 0.375 in Si = 1*t12/6= 0.023 in3
Qi =Al*w1 = 22.9 kips w1 = 0.298 ksi
D2= 12 in A2=7t*D22/4-1t*(Wshaft)2/4= 111.3 in2
t2= 0.375 in S2=1122/6= 0.023 in3
Q2=A2*W2= 26.8 kips W2= 0.241 ksi
D3= 0 in A3=7t*D32/4-7t*(Wshaft)2/4= 0.0 int
t3= 0.000 in S3= 1132/6= 0.000 in3
03=A3*w3= 0.0 kips W3= 0.000 ksi
EQ= 49.7 kips OK
Helix Weld to Pier Capacity
E70 Electrodes= 70 ksi
Size of Fillet Both Sides= 0.250 in
Capacity of Fillet Both Sides= 7.424 kli
Ri = 1.266 kli Weld OK
R2= 1.266 kli Weld OK
R3= 0.000 kli
I Soil-Individucal Bearing Method-Cohesive
Factor of Safety= 2.0
Blow Count, N= 17 Ref Table A-1
yAh=At+A2+A3= 1.3 ft2
Cohesion,c= 2.125 ksf
N0= 9
Qu=EAh(cN°)= 24.982 kips
Oa,aompmssionitension=Qu/FS= 12.491 kips OK 4 Cohesive Controls
Soil-Individucal Bearing Method-Non-Cohesive
Factor of Safety, FS= 2.0
7= 110pcf
0= 32° Ref Table 3-4
Failure Plane Wedge Angle, 8= 29°
Lead Helix Horizontal Length,An= 10.607 ft
Depth of Helix, Di = 11.253 ft
Depth of Helix, D2= 9.485 ft
Depth of Helix, D3= 0.000 ft
q'i =v*Di = 1237.8 psf
q'2=7*D2= 1043.4 psf
q'3=7 D3= 0.0 psf
Nq= 1+0.56(12*0)"4= 20.04 (for 0=32q
Qi,=A1(q'iNq) = 13.225 kips
Q2u=A2(q'2Nq)= 16.165 kips
Q3u=A3(q'3Nq)= 0.000 kips
Qe,compression/tension=EQu/FS= 14.695 kips OK
I Soil-Torque Correlation Method-Verification
Factor of Safety, FS= 2.0
Installation Torque Pressure,qi= 667 psi
Installation Pressure to Torque Conversion Factor= 3.00
Emperical Torque Correleation Factor, Kt= 10 ft_,
Final Installation Torque,T= 2000 lb-ft
Ultimate Pile Capacity,Qu= 20.000 kips
Allowable Pile Capacity,Oa= 10.000 kips OK
`Results
Max Load To Tieback=Design Load=7048 lb
"2.375 in Diameter Tieback Installed at a 45 Degree Angle
0.375"Thick 10/12"Helix With 0.25"Fillet Welds Each Side Of Helix To Pipe Pier
Minimum 15'-0"Installation Length And 2000 lb-ft Installation Torque
III
• SFA Design Group. LLC PROJECT NO. SHEET NO.
STRUCTURAL I CIVIL I LAND USE PLANNING TF17-043
PROJECT DATE
Dirksen Boardwalk 8/25/2017
SUBJECT BY
Lateral Design Loads Along Gridline 1 JLD
Seismic Base Shear Along Gridline 1
BoardwalkDL= (20 psf) 228.0 ft2 =4560 lb Base shear = 0.479 W
Design base shear VSEISMIC= 4560 lbs
ASD(70%)base shear VSEIS= 3192 lbs 4Seismic Controls
Worst Case Lateral Load Along Gridline A=3192 lbs
SFA Design Group, LIE •
ista PROJECT NO. SHEET NO.
5 R LTUirI CR/IL I LAID LSE PLA\NI''IC
TF17-043
PROJECT DATE
Dirksen Boardwalk 8/25/2017
SUBJECT
BY
Foundation Supportworks HP237 Helical Tieback JLD
Design Input
Finish on Shaft= Plain
Depth to Centerline of Anchor, Pv= 1.000 ft
Tieback Installation Length,AT= 15.000 ft
Angle of Tieback Downward from Horizontal,a= 45°
Soil Unit Weight,y= 110 pcf
Angle of Internal Soil Friction,m= 32°
[Applied Loads
Seismic VHORIZ-E= 3.192 kips
Vertical Load Tieback,Tcv= 3.192 kips
Tension Load to Anchor,TR= 4.514 kips
I HP237 Square Shaft Coupler
Bolt diameter= 0.750 in
Bolt Grade= A490
Double Shear Capacity= 24.700 kips OK
I Helix Properties and Capacity
Fyh= 36 ksi
Fbh=0.75*Fyh= 27.000 ksi
Di = 10 in Al =7t*D12/4-1E*(Wshat02/4= 76.8 int
ti = 0.375 in Si =1*t12/6= 0.023 in3
Q1 =Al*w1 = 22.9 kips wi = 0.298 ksi
D2= 12 in A2=7t*D22/4-7*(Wshatt)2/4= 111.3 int
t2= 0.375 in S2= 1122/6= 0.023 in3
Q2=A2*w2= 26.8 kips W2= 0.241 ksi
D3= 0 in A3=n*D32/4-n*(Wshatt)2/4= 0.0 in2
t3= 0.000 in S3= 1132/6= 0.000 in3
Q3=A3*w3= 0.0 kips w3= 0.000 ksi
EQ= 49.7 kips OK
Helix Weld to Pier Capacity
E70 Electrodes= 70 ksi
Size of Fillet Both Sides= 0.250 in
Capacity of Fillet Both Sides= 7.424 kli
R� = 1.266 kli Weld OK
R2= 1.266 Id Weld OK
R3= 0.000 kli
Soil-Individucal Bearing Method-Cohesive
Factor of Safety= 2.0
Blow Count, N= 17 Ref Table A-1
EAh=At+A2+A3= 1.3 ft2
Cohesion,c= 2.125 ksf
N�= 9
Q„=EAn(cNc)= 24.982 kips
Os,compressionflenston=Du/FS= 12.491 kips OK t Cohesive Controls
Soli-Individucal Bearing Method-Non-Cohesive
Factor of Safety, FS= 2.0
7= 110 pcf
= 32° Ref Table 3-4
Failure Plane Wedge Angle,0= 29°
Lead Helix Horizontal Length,An= 10.607 ft
Depth of Helix, Di = 11.253 ft
Depth of Helix, D2= 9.485 ft
Depth of Helix, D3= 0.000 ft
q'i =7*D1 = 1237.8 psf
q'2=7*D2= 1043.4 psf
q'3=7*D3= 0.0 psf
Ng= 1+0.56(12*(6)"4= 20.04 (for 0=32�
Q1,=A1(q'1Ng)= 13.225 kips
Q2„=A2(q'2Nq)= 16.165 kips
Q3„=A3(q'3Ngj= 0.000 kips
Os,compresslon/tenston=EOp/FS= 14.695 kips OK
Soil-Torque Correlation Method-Verification
Factor of Safety, FS= 2.0
Installation Torque Pressure,qi= 333 psi
Installation Pressure to Torque Conversion Factor= 3.00
Emperical Torque Correleation Factor, Kt= 10 ft-,
Final Installation Torque,T= 1000 lb-ft
Ultimate Pile Capacity,Qu= 10.000 kips
Allowable Pile Capacity,Oa= 5.000 kips OK
Results,
Max Load To Tieback=Design Load=4514 Ib
"2.375 in Diameter Tieback Installed at a 45 Degree Angle
0.375"Thick 10/12"Helix With 0.25"Fillet Welds Each Side Of Helix To Pipe Pier
Minimum 15'-0"Installation Length And 1000 lb-ft installation Torque
SFA Design Group, ux
PROJECT NO. SHEET NO.
STRUCTURAL I CIVIL I LAND USE PLANNING TF17-043
PROJECT DATE
Dirksen Boardwalk 8/25/2017
SUBJECT BY
Lateral Design Loads Along Gridline 2 JLD
Seismic Base Shear Along Gridline 2
BoardwalkoL= (20 psf) 474.0 ft2 =9480 lb Base shear = 0.479 W
Design base shear VSEISMIc= 9480 lbs
ASD(70%)base shear VsEIs= 6636 lbs lSeismic Controls
Worst Case Lateral Load Along Gridline A=6636 lbs
SFA Design Group, LLC
sfri5-R CT'J AL PROJECT NO. SHEET NO.
CML LAND LSE PLA 11,411C TEl
PROJECT DATE
Dirksen Boardwalk 8/25/2017
SUBJECT
BY
Foundation Supportworks HP237 Helical Tieback JLD
Design Input
Finish on Shaft= Plain
Depth to Centerline of Anchor, Pv= 1.000 ft
Tieback Installation Length,AT= 15.000 ft
Angle of Tieback Downward from Horizontal,a= 45°
Soil Unit Weight,'y= 110 pcf
Angle of Internal Soil Friction,0= 32°
Applied Loads
Seismic VHORIZ-E= 6.636 kips
Vertical Load Tieback,Tcv= 6.636 kips
Tension Load to Anchor,TR= 9.385 kips
I HP237 Square Shaft Coupler
Bolt diameter= 0.750 in
Bolt Grade= A490
Double Shear Capacity= 24.700 kips OK
. I Helix Properties and Capacity
Fyh= 36 ksi
Fbh=0.75*Fyh= 27.000 ksi
Di = 10 in Ai =7t*Di2/4-e(Wshaft)2/4= 76.8 in2
ti = 0.375 in Si = 1*tie/6= 0.023 in3
Qi =Al*wi = 22.9 kips wi = 0.298 ksi
D2= 12 in A2=it*D22/4-7t*(Wshaft)2/4= 111.3 int
t2= 0.375 in S2= 1122/6= 0.023 in3
Q2=A2*w2= 26.8 kips W2= 0.241 ksi
D3= 0 in A3=7t*D32/4-7t*(Wshaft)2/4= 0.0 int
t3= 0.000 in S3= 1132/6= 0.000 in3
Q3=A3*W3= 0.0 kips W3= 0.000 ksi
EQ= 49.7 kips OK
Helix Weld to Pier Capacity
E70 Electrodes= 70 ksi
Size of Fillet Both Sides= 0.250 in
Capacity of Fillet Both Sides= 7.424 kli
Ri = 1.266 kli Weld OK
R2= 1.266 kli Weld OK
R3= 0.000 kli
I Soil-Individucai Bearing Method-Cohesive
Factor of Safety= 2.0
Blow Count, N= 17 Ref Table A-1
EAn=Al+A2+A3= 1.3 ft2
Cohesion,c= 2.125 ksf
N�= 9
Q„=IAn(cNc)= 24.982 kips
Oa,compression/tension=Q,,/FS= 12.491 kips OK 44 Cohesive Controls
I Soil-individucal Bearing Method-Non-Cohesive
Factor of Safety, FS= 2.0
7= 110 pcf
0= 32° Ref Table 3-4
Failure Plane Wedge Angle,8= 29°
Lead Helix Horizontal Length,An= 10.607 ft
Depth of Helix, Di = 11.253 ft
Depth of Helix, D2= 9.485 ft
Depth of Helix, D3= 0.000 ft
q'i =y*Di = 1237.8 psf
q'2=7 D2= 1043.4 psf
q'3=y`D3= 0.0 psf
Ng= 1+0.56(12*0)°54= 20.04 (for 0=32°)
Qi u=Ai(q't Ng)= 13.225 kips
Q2„=A2(q'2Nq)= 16.165 kips
Q3u=A3(q'3Nq)= 0.000 kips
Oa,oomprassloNlenslon=EQu/FS= 14.695 kips OK
I Soil-Torque Correlation Method-Verification
Factor of Safety, FS= 2.0
Installation Torque Pressure,qi= 667 psi
Installation Pressure to Torque Conversion Factor= 3.00
Emperical Torque Correleation Factor, Kt= 10 ft-I
Final Installation Torque,T= 2000 lb-ft
Ultimate Pile Capacity,Qu= 20.000 kips
Allowable Pile Capacity,Oa= 10.000 kips OK
I Results
Max Load To Tieback=Design Load=9385 lb
"2.375 in Diameter Tieback Installed at a 45 Degree Angle
0.375"Thick 10/12"Helix With 0.25"Fillet Welds Each Side Of Helix To Pipe Pier
Minimum 15'-0"Installation Length And 2000 lb-ft Installation Torque
5FA Design Group, u c
PROJECT NO. SHEET NO.
" STRUCTURAL I CIVIL I LAND USE PLANNING TF17-043
PROJECT DATE
Dirksen Boardwalk 8/25/2017
SUBJECT
BY
Lateral Design Loads Along Gridline 3/4 JLD
Seismic Base Shear Along Gridline 3/4
BoardwalkDL= (20 psf) 269.0 ft2 =5380 lb Base shear = 0.479 W
Design base shear VsEISMIC= 5380 lbs
ASD(70%)base shear VsEIs= 3766 lbs /Seismic Controls
Worst Case Lateral Load Along Gridline A=3766 lbs
SFA Design Group, LLC
sfa PROJECT NO. SHEET NO.
sr..CTU SAL CIVIL I LA'D IS: PIA\NIIC TF17-043
PROJECT DATE
Dirksen Boardwalk 8/25/2017
SUBJECT
BY
Foundation Supportworks HP237 Helical Tieback JLD
Design Input
Finish on Shaft= Plain
Depth to Centerline of Anchor, Pv= 1.000 ft
Tieback Installation Length,AT= 15.000 ft
Angle of Tieback Downward from Horizontal,a= 45°
Soil Unit Weight,y= 110 pcf
Angle of Internal Soil Friction,cD= 32°
(Applied Loads
Seismic VHOR¢-E= 3.766 kips
Vertical Load Tieback,Tcv= 3.766 kips
Tension Load to Anchor,TR= 5.326 kips
HP237 Square Shaft Coupler
Bolt diameter= 0.750 in
Bolt Grade= A490
Double Shear Capacity= 24.700 kips OK
, I Helix Properties and Capacity
Fyn= 36 ksi
Fbh=0.75*Fyh= 27.000 ksi
Di = 10 in Al =7t*Di2/4-it*(Wshaft)2/4= 76.8 int
ti = 0.375 in Si = 1112/6= 0.023 in3
01 =Ai*wi = 22.9 kips wi = 0.298 ksi
D2= 12 in A2=it*D22/4-71*(Wshan)2/4= 111.3 in2
t2= 0.375 in S2= 1122/6= 0.023 in3
02=A2*W2= 26.8 kips w2= 0.241 ksi
D3= 0 in A3=x*D32/4-it*(Wshafl)2/4= 0.0 in2
t3= 0.000 in S3= 1132/6= 0.000 in3
G13=A3*w3= 0.0 kips W3= 0.000 ksi
EQ= 49.7 kips OK
Helix Weld to Pier Capacity
E70 Electrodes= 70 ksi
Size of Fillet Both Sides= 0.250 in
Capacity of Fillet Both Sides= 7.424 kli
Ri = 1.266 kli Weld OK
R2= 1.266 kli Weld OK
R3= 0.000 kli
Soil-Individucal Bearing Method-Cohesive
Factor of Safety= 2.0
Blow Count, N= 17 Ref Table A-1
EAh=Al+A2+A3= 1.3 ft2
Cohesion,c= 2.125 ksf
Nc= 9
Qu=EA4(cNc)= 24.982 kips
Oa,compresalon/tendon=Qu/FS= 12.491 kips OK 1 Cohesive Controls
I Soil-Individucal Bearing Method-Non-Cohesive
Factor of Safety, FS= 2.0
7= 110 pcf
0= 32° Ref Table 3-4
Failure Plane Wedge Angle,e= 29°
Lead Helix Horizontal Length,An= 10.607 ft
Depth of Helix, Di = 11.253 ft
Depth of Helix, D2= 9.485 ft
Depth of Helix, D3= 0.000 ft
q'i =y*Di = 1237.8 psf
42=7*D2= 1043.4 psf
q'3=y*D3= 0.0 psf
Ng= 1+0.56(12*0) 54= 20.04 (for 0=32°)
Qiu=A1(q'iNq)= 13.225 kips
Q2u=A2(q'2Nq)= 16.165 kips
Qiu=A3(q'3Nq)= 0.000 kips
Oa,compression/tension=Eau/FS= 14.695 kips OK
Soil-Torque Correlation Method Verification
Factor of Safety, FS= 2.0
Installation Torque Pressure,qi= 667 psi
Installation Pressure to Torque Conversion Factor= 3.00
Emperical Torque Correleation Factor,Kt= 10 ft-1
Final Installation Torque,T= 2000 lb-ft
Ultimate Pile Capacity,Qu= 20.000 kips
Allowable Pile Capacity,Oa= 10.000 kips OK
Results
Max Load To Tieback=Design Load=5326 lb
"2.375 in Diameter Tieback installed at a 45 Degree Angle
0.375"Thick 10/12"Helix With 0.25"Fillet Welds Each Side Of Helix To Pipe Pier
Minimum 15'-0"installation Length And 2000 lb-ft Installation Torque