Plans RECEIVED
SFA Design Group, LLC
STRUCTURAL I CIVIL I LAND USE PLANNING I SURVEYING AUG 2 2016
9020 SW Washington Square Dr., Suite 505
P:sfaPortland,Oregon 97223 CITY OFTI
(503)641.6311 F: (503)643.7905 GARD
www.sfadg.com BUDDING DIVISION
STRUCTURAL CALCULATIONS
Brandenburger Residence Underpinning
13225 SW Shore Dr., Tigard, OR 97223
OFFICE COPY
TerraFirma Foundation Systems
CITY OP TIGARD
REVIEWFp FOR CODE COMPLIANCE
Approved )
OTC; [ ) -
Pcrmit#: r-,,c-i-an I g oO O `7
(24O PROFF5, Address: 1,3 aaS
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1-44 59022PE Date: pa
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OREGON
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EXPIRES: 12-31-17
LIMITATIONS
ENGINEER WAS RETAINED IN A LIMITED CAPACITY FOR THIS PROJECT.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.
Project No. TF16-039
August 1,2016
ir.7 r -r COPY
t
sfa SFA Design Group, LLE PROJECT NO.SHEET NO.
STRUCTURAL I CIVIL I LAND USE PLANNING TF16-039 2of13
PROJECT DATE
Brandenburger Residence Underpinning 8/1/2016
SUBJECT BY
Pier Design Criteria KT
I Structural Narrative
The structural calculations and drawings enclosed are in reference to the design of the foundation underpinning of the
two-story residence with a crawlspace located in Tigard, OR as referenced on the coversheet. The round steel tubes
and retrofit brackets are used to stabilize and/or lift settling foundations. The bottom and back portion of the bracket is
securely seated against the existing concrete footing. Pier sections are continuously hydraulically torqued into the soil
below until a load bearing stratum is encountered. Lateral earth confinement and a driven external sleeve provide
additional fixity to resist eccentric loading from the foundation. Once all piers are installed, they are simultaneously
loaded with individual hydraulic jacks and closely monitored as pressure is applied to achieve desired stabilization
and/or lift prior to locking off the pier cap. The piers are required to resist vertical loading from the masonry chimney. By
inspection, soil friction acting on the existing unpiered portions of the concrete foundation is adequate to resist lateral
loading on the structure.
There is no ICC-ES report currently approved for underpinning systems within Seismic Design Category D or higher,
thus 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 licensed design professional. Deep foundation guidelines, load
combinations, special inspection and testing requirements per IBC 2012 have been included.Axial and bending
capacities of the external sleeve, analysis of the retrofit foundation bracket, design reductions, and corrosion
considerations have been incorporated in all required calculations per AISC 360-10. Concrete foundation span
capacities have been analyzed per AC1318-11. Bracket fabrication welding has been performed by Behlen Mfg Co.
conforming to AWS D1.1 performed by CWB qualified welders certified to CSA Standard W47.1 in Division 2. In
addition, Behlen Mfg Co. has received US99/1690 certification meeting ISO 9001:2008 requirements by ANAB
accredited SGS.
General
Building Department City of Tigard
Building Code Conformance(Meets Or Exceeds Requirements)
2012 International Building Code(IBC)
2012 International Residential Code (IRC)
2014 Oregon Structural Specialty Code(OSSC)
2014 Oregon Residential Specialty Code (ORSC)
Dead Loads
Masonry Chimney 39.0 psf
Concrete 150.0 pcf
airl SFA Design Group, LLC
STRUCTURAL I CIVIL I LAND USE PLANNING PROJECT NO. SHEET NO.
PROJECT TF16-039 3 of 13
Brandenburger Residence Underpinning DATE
SUBJECT 8/1/2016
Design Loads BY
KT
!Worst Case Vertical Design Loads
Tributary Width To Anchor= =2.50 ft
MasonryDL= (39 psf) (28.00 ft) = 1092 plf Dead Load
150 pcf) 3.668 kips
FootingoL=
{ (15.00 in) (24.00 in) =375 plf Floor Live Load 0.000 kips
Roof Snow Load 0.000 kips
Wind Load(+) 0.000 kips
Wind Load(-) 0.000 kips
Seismic Load(-) 0.000 kips
Controlling Load Combination:
D+L
IMax Vertical Load to Worst Case Pier 3.668 kips 1
Pier Layout
p
(A
r NQTES:
I
1. CON`IRAOTOR TO NO"IFY FNCINF=2 ON RFC`.ORP IF
FE,D CO NDIT ONS OsFFER.
7 7 2 = 3h(✓h;;A ES L')...A,r ON1 gE;i
Hh1PJ LY r11 (E) r;c:%C FOO1€%t
I 3. INDICATES LOCAT ON O,- (E) CO\ISTENDVA_L
I i I ON Of; CON::, FOOTING•
J ' INDICATES LO�CAT ON 0 —5; I 1 '_ICAL PI -�v
r� PER PACE 3 OF TIMI REPORT
1-_ -1- ' 1
I.— I S (0"ATRACToR TO VERIFY 1`-3''D x5'—o 'w CHIMNEY'
= I tE. °ativi FOOTING '�e'3Th 1'-0" OF SOIL COVER
J RGE '
04
l— I
I
I I I I I
I I
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1 `_ 1PG4?
1
i
(E)PARTIAL FOUNDATION/(N) PIER LAYOUT PLAN KEY PLAN
SFA Design Group, LLC
STRUCTURAL I CIVIL I LAND USE PLANNING
PROJECT N0. SHEET NO.
PROJECT TF16-039 4 of 13
Brandenbur.er Residence Under.innin. DATE
SUBJECT 8/2/2016
Foundation Su..ortworks HP288 Helical Pier S stem BY
KT
I Design Input
PIER,/
Pier System Designation= HP288 REACTION
Vertical Load to Pier, PTL= 3.668 kips PIER CAP WITH
Minimum Installation Depth, L= 10.000 ft THREADED RODS 1� �AN 5FOOWNG
Unbraced Length,I= 1.000 ft ••• AND OGTIG'
Eccentricity,e= 4.250 in PIER
Concrete to Steel Coefficient of Friction, p= 0.450 EXTERNAL SLEEVE (E) GRADE
Friction Factor of Safety, FS= 2 _ I I
Normal Surface Force, Fn= 1.834 kips
Vertical Component of Tieback, PTB= 0.000 kips
BRACKET— 11,P
Design Load(Vertical+Tieback),PDL= 3.668 kips EXCAVATIO '71-111—i
1-11
I
+MomentEccent c;ty= 15.587 kip-in (_
-Momentneback= 0.000 kip-in 1
-MomentFnction= 6.395 ki -in
Design Moment, MomentPieroL= 9.192 kip-in I � I .
Sleeve Property Input 117 1 i r i I [
117,1111,7
Sleeve Length= 24.000 in
1 �� i1]771114— 111III
„,
Tr&L,1 , 1
Design Sleeve OD= 3.434 in
Design Wall Thickness= 0.183 in1:71:"1-1_11:
1 1 EXTERNAL
Note: Sleeve reduces bending stress on main r= 1.151 in 1 —!1! 1 (=5LEEUE
pier from eccentricty A= 1.869 in s'— ?1 � 1 X11 FIERI
S= 1.443 insr' I`
Zr 1.936 ins I 1[ -HELIX BLADE (D3)
I= 2.477 in4 �I -=I )
E= 29000 ksi l
Fy= 50 ksi (1 I. l i W.F.-
pip!propety Input ; PE--j--111,7=11;1( �,..11 I I«_
Design Tube OD= 2.801 in HELIX BLADE (02)
11 '( ?
Design Wall Thickness= 0.239 in I �-1
k= 2.10 I-.... III�, .: '�
r= 0.910in I (T:I�II _111_2
ti i�!�
Note: Design thickness of pier and sleeve based
A= 1.923 int �1 i;
Helix Properties and Capacity
Fyh= 50 ksi
Fbh=0.75*Fyn= 37.500 ksi 5 of 13
Di = 10 in Ai =p*D12/4= 78.5 ins
t� = 0.375 in Si =1*t12/6= 0.023 ins
Qi =Al*wi = 38.4 kips wi = 0.488 ksi
D2= 12 in A2=p*022/4-p*(Tube 00)2/4= 106.9 ins
tz= 0.375 in Sz=1*t22/6= 0.023 ins
Q2=Az*w2= 40.9 kips wz= 0.382 ksi
D3= 0 in A3=p*D32/4-p*(Tube OD)2/4= 0.0 ins
t3= 0.000 in S3= 1*t32/6= 0.000 ins
Q3=A3*w3= 0.0 kips w3= 0.000 ksi
Helix Weld to Pier Capacity EQ= 79.2 kips OK
E70 Electrodes= 70 ksi
Size of Fillet Both Sides= 0.250 in
Capacity of Fillet Both Sides= 7.424 kli
R� = 1.758 kli Weld OK
R2= 1.758 kli Weld OK
f Soil-Individual Bearing Method-cohesive R3 0.000 kli
Factor of Safety= 2.0
Blow Count, N= 12
EAh= +A2 4-A3= 1.3 fts
Cohesion, c= 1.500 ksf
No= 9
Qu=.Ah(cNC)= 17.388 kips
Qa,compressionftension=Qu/FS= 8.694 kips OK -4 Cohesive Controls
Soil-Individual Bearing Method-Non-Cohesive
Factor of Safety,FS= 2.0
y= 110 pcf
0= 32°
Depth of Helix, Di = 10.000 ft
Depth of Helix, 02= 7.500 ft
Depth of Helix, D3= 0.000 ft
q'i =y*Di = 1100.0 psf
q'z=y*D2= 825.0 psf
q'3=y*D3= 0.0 psf
Nq= 1+0.56(12*0)°154= 20.04 (for 0=32°)
Qiu=Ai(q'iNq)= 12.023 kips
Qzo=A2(q'2Nq)= 12.277 kips
Q3„=A3(q'3Nq)= 0.000 kips
Qa,compressionftension=yQ„/FS= 12.150 kips OK
!Soil-Torque Correlation Method-Verification
Factor of Safety, FS= 2.0
Design Work Load,DL= 3.668 kips
Emperical Torque Correleation Factor,Kt= 9 ft-1
Final Installation Torque,T= 3000 lb-ft
Ultimate Pile Capacity,Qu= 27.000 kips
Allowable Pile Capacity,Qa= 13.500 kips OK
Results
Max Load To Pier=Design Load=3668 lb
2.875"Diameter Pipe Pier with 0.276"Thick Wall
3.5"Diameterx24"Min Long Pipe Sleeve With 0.216"Thick Wall
0.375"Thick 10/12"Helix With 0.25"Fillet Welds Each Side of Helix to Pier
Minimum 10'-0"Installation Depth And Minimum 3000 lb-ft Installation Torque
ElSFA Design Group, LLC PROJECT NO. SHEET NO.
STRUCTURAL I CIVIL I LAND USE PLANNING
TF16-039 6of13
PROJECT DATE
Brandenburger Residence Underpinning 8/1/2016
SUBJECT BY
Foundation Supportworks FS288BL Bracket KT
Capacity of 314"0 GRB7(125ksi)Threaded Rod
T1 = 11
D= 0.750 in
Ft= 125 ksi
At= 0.344 in2 e = 4t/4"
Capacity= 42.950 kips
[ Block Shear at%"Plate 0 and ® to
TBS= 0.3(58)(%)(11)+0.5(58)(%)(2)
= 93.525 kips - R
i Capacity of Weld® ,"
E70 Electrodes= 70 ksi ?�
Size of Fillet= 0.188 in 3/8" SATE 1 /„ FATE a
Length of Weld= 11.000 in I
Capacity of Per Inch of Fillet= 2.784 kli 1 t l J f 1
Capacity of Fillet=30.627 kips I. I
6 Capacity of "Plate d 46" WELD 0 45 1 .�
At= 3.188 in2
Ft= 21.600 ksi d
T= 68.850 kips *�I 3/s" RA'E Q '" r //1‘
1= 0.031 in° ,A= 0.375 int r 0.289 in I f
k= 1.00 i L
1= 8.500 in y " '
kl/r= 30.0 �- D„
Fa= 20.350 ksi "' — f
S= 4.516 in3
Fb= 27.000 ksi
RMAX= 15.429 kips t Limiting System Factor
Fv= 14.400 ksi
VALLow=43.200 kips
1 Results
Capacity of System(2 Sides)=15.43(2)=30.86kips(Bracket Only)
•
7 of 13
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SECTION A-A
./R's/PIPE/HOLES
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=
3/16 V
•
I 1 (1-;
- 1/S4.6
FSI FOUNDATION BRACKET FS288BL - FRONT
SCALE: 3"=1'-0"
PROJECT NAME: PROJECT NO: BY: DATE:
TERRAFIRMA FOUNDATION SYSTEMS TF16-039 KT 08/01/2016
5FA Design Group, LLC
STRUCTURAL I CIVIL I LAND USE PLANNING
9020 SW Washington Square Dr.,Suite 505
s f aPortland,Oregon 97223 S 4. 1
p:(503)641-8311 f: (503)643.7905
www.sfadg.com
8 of 13
I 1/S4.5
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3/16V
A& R3/8 w/ 13/16"OI HOLE TYP
1/S4.6 I
FSI FOUNDATION BRACKET FS288BL - RIGHT 0
SCALE: 3"=1'–O"
PROJECT NAME: PROJECT NO: BY: DATE:
TERRAFIRMA FOUNDATION SYSTEMS TF16-039 KT 08/01/2016
SFA Design Group, LLC
STRUCTURAL I CIVIL I LAND USE PLANNING
9020 SW Washington Square Dr.,Suite 505
s f aPortland,Oregon 97223 .2
p:(503)641.8311 f: (503)643-7905 J
www.sfadg.com
9 of 13
1/$4.5
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FSI FOUNDATION BRACKET FS288BL - BACK
SCALE: 3"=1'-0" 0
PROJECT NAME: PROJECT NO: BY: DATE:
TERRAFIRMA FOUNDATION SYSTEMS TF16-039 KT 08/01/2016
SFA Design Group, LIE
STRUCTURAL I CIVIL I LAND USE PLANNING
9020 SW Washington Square Dr.,Suite 505
s f aPortland,Oregon 97223 ^4. `
p:(503)641-8311 f: (503)643-7905 v` `V�
www.sfadg.com
10 of 13
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1/S4.6
FSI FOUNDATION BRACKET FS288BL - LEFT
(-0
SCALE: 3"=1'-0"
PROJECT NAME: PROJECT NO: BY: DATE:
TERRAFIRMA FOUNDATION SYSTEMS TF16-039 KT 08/01/2016
5FA Design Group, LLE
STRUCTURAL I CIVIL I LAND USE PLANNING
9020 SW Washington Square Dr.,Suite 505
s f aPortland,Oregon 97223 S 4.4
p:(503)641-8311 f: (503)643-7905
www.sfadg.com
11 of 13
1/S4.4
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---
1'-2"
AIL
1/S4.2
NOTE:
CAP R NOT SHOWN FOR CLARITY
FSI FOUNDATION BRACKET FS288BL - TOP
0
SCALE: 3"=1'-0"
PROJECT NAME: PROJECT NO: BY: DATE:
TERRAFIRMA FOUNDATION SYSTEMS TF16-039 KT 08/01/2016
5FA Design Group, LLE
STRUCTURAL I CIVIL I LAND USE PLANNING
9020 SW Washington Square Dr.,Suite 505
s f aPortland,Oregon 97223 S 4.5
p:(503)641-8311 f: (503)643-7905
www.sfadg.com
12 of 13
1/S4.2 _
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1/S4.4
FSI FOUNDATION BRACKET FS288BL - BOTTOM
SCALE: 3"=1'-0"
PROJECT NAME: PROJECT NO: BY: DATE:
TERRAFIRMA FOUNDATION SYSTEMS TEl KT 08/01/2016
SFA Design Group, ILL
STRUCTURAL I CIVIL I LAND USE PLANNING
9020 SW Washington Square Dr.,Suite 505
s f a Portland,Oregon 97223 S4�6
p:(503)641-8311 f: (503)643-7905 V T
www.sfadg.com
13 of 13
...Z./ /— _ /1"/
i .
1111110 / \
DO NOT PLACE HERS VDO NOT PLACE PIERS
THIS ZONE W/0 THIS ZONE W/0
DIRECTION FROM \ / DIRECTION FROM
ENGINEER 1 / ENGINEER
4 . , ' 7*. 4 a 4 f y
NO PIER PLACEMENT ZONE
•
SCALE: NTS
PROJECT NAME: PROJECT NO: BY: DATE:
TERRAFIRMA FOUNDATION SYSTEMS TF16-039 KT 08/01/2016
SFA Design Group, LLC
STRUCTURAL I CIVIL I LAND USE PLANNING
9020 SW Washington Square Dr.,Suite 505
%f a �}
Portland,Oregon 97223 A .
p:(503)641.8311 f: (503)643-7905
www.sfadg.com