Plans RECEIVED
AUG 3 0 2011
5fa 5FA Design Group, �- pIONGDIVISION
STRUCTURAL I CIVIL I LAND USE PLANN
9020 SW Washington Square Dr., Suite 505, Portland, Oregon 97223 I p: (503) 641 -8311 I f: (503) 643 -7905 I www.sfadg.com
STRUCTURAL CALCULATIONS
Jolly Residence Underpinning
7410 SW Cherry Dr, Tigard, OR 97223
Terrafirma Foundation Systems
PRop
59O22PE � `J F TIGARD
V
c
Approved 'f .. t vJ
4 /� Conditionally Approved.,..,.....,... [
OREGON See Letter to: Follow..„ ... ,...,....., [
v < :<• 9 -0 -2003 G � Attached.... ,.. ,.... ,...
G R E Y S • � � Pe Number: - r _ y -
Add ..:: A.. .. ari
EXPIRES: 12 -31 -11 B .: yi Date: 'i/
OFFICE COPY
Approved plans
shall be on job site.
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. 11 -094
August 25, 2011
21119 SFA Design Group, L.L.0 PROJECT NO. SHEET NO.
STRUCTURAL I CIVIL I LAND USE PLANNING 11 -094 2of10
PROJECT DATE
Jolly Residence Underpinning 8/25/2011
SUBJECT BY
General Structural Notes JNF
GENERAL STRUCTURAL NOTES
REFER TO ATTACHED STRUCTURAL CALCULATIONS FOR NOTE VARIATIONS AND REQUIREMENTS SPECIFIC TO
REFERENCED PROJECT.
NOTES ON CALCULATIONS TAKE PRECEDENCE OVER GENERAL STRUCTURAL NOTES.
MATERIALS:
BRACKET PLATES - ASTM A36
EXTERNAL SLEEVE - ASTM A500 GRADE B OR C
SHAFT COUPLER - ASTM A513 TYPE 5
SHAFT COUPLING HARDWARE - GRADE 8 BOLTS WITH NUTS
ALL - THREAD ROD - ASTM A193 GRADE B7
PIER CAP - ASTM A572 GRADE 50
PIER TUBES - ASTM A500 GRADE B OR C
STRUCTURAL WF SHAPES - ASTM A992 -GR50
STRUCTURAL CHANNEL SHAPES - ASTM A36
STRUCTURAL ANGLE SHAPES - ASTM A36
HELIX PLATES (ROUND SHAFT) - ASTM A572 GRADE 50
HELIX PLATES (SQUARE SHAFT) - ASTM A36
WELDING NOTES:
CONFORM TO AWS D1.1. WELDERS SHALL BE CERTIFIED IN ACCORDANCE WITH AWS REQUIREMENTS.
USE E70 ELECTRODES OF TYPE REQUIRED FOR MATERIALS TO BE WELDED.
CORROSION PROTECTION:
SACRAFICIAL DESIGN THICKNESS - CAPACITIES INCLUDE A SCHEDULED LOSS IN STEEL THICKNESS DUE TO
CORROSION FOR BLACK, UNCOATED STEEL. ANCHORS ARE DESIGNED FOR 50 -YEAR SCHEDULED SACRAFICIAL
THICKNESS LOSS IN ACCORDANCE WITH ICC -ES AC358.
INSTALLATION:
SYSTEM TO BE INSTALLED PER MANUFACTURERS RECOMMENDATIONS. MINIMUM INSTALLATION PRESSURE IS
TO BE DETERMINED BY THE FOLLOWING EQUATION:
PUSH PIER INSTALLATION PRESSURE (PSI): [DESIGN LOAD] X 2 / 9.62 SQ. IN.
HELICAL PIER INSTALLATION TORQUE PRESSURE - RS -7 DRIVE (PSI): [DESIGN LOAD] X 0.67 / 9 FT'
HELICAL PIER INSTALLATION TORQUE PRESSURE - RT -12 LOW TORQUE DRIVE (PSI): [DESIGN LOAD] X 1.05 / 9 FT'
SQUARE SHAFT HELICAL TENSION TIE INSTALLATION TORQUE PRESSURE (PSI): [DESIGN LOAD] X 0.67 / 10 FT'
MINIMUM INSTALLATION DEPTH IS 20' -0 "± UNO. CONTACT ENGINEER OF RECORD IF FIELD CONDITIONS DIFFER.
PUSH PIER SPLICING:
PILES ARE TO BE GRAVITY SPLICED WITH FITTING COUPLERS. BUILDING WEIGHT WILL ENSURE JOINTS
DO NOT SEPARATE.
HELICAL PIER SPLICING:
PILES ARE TO BE MECHANICALLY SPLICED WITH GRADE 8 BOLTS WITH NUTS, ALL HOLES TO BE FILLED.
INSPECTION & TESTING:
CONTINUOUS INSPECTION IS REQUIRED DURING INSTALLATION PER IBC TABLES 1704.8 & 1704.9.
LOAD TESTING SHALL BE PERFORMED IN ACCORDANCE WITH ASTM METHOD D1143 (QUICK METHOD).
ONE PILE SHALL BE TESTED TO 150 PERCENT OF ACTUAL OR DESIGN LOAD UNLESS LESS RESTRICTIVE TEST
LOAD IS ALLOWED BY THE STRUCTURAL ENGINEER OF RECORD. LOAD TESTING SETTLEMENT ACCEPTANCE
CRITERIA SHALL BE NO GREATER THAN 0.04 INCHES.
PUSH PIER TEST PRESSURE (PSI): [DESIGN LOAD] X 1.5 / 9.62 SQ. IN.
HELICAL PIER TEST PRESSURE (PSI): [DESIGN LOAD] X 1.5 / 9.62 SQ. IN.
SQUARE SHAFT HELICAL TENSION TIE TEST PRESSURE (PSI): [DESIGN LOAD] X 1.514.73 SQ. IN.
. .
S till SFA Design Group, D-D-c PROJECT NO. SHEET NO.
STRUCTURAL | CIVIL I LAND USE PLANNING 11-094 »mm
PROJECT DATE
Jolly Residence Underpinning 8/25/2011
SUBJECT BY
Push Pier Design Loads JNF
ROOFTL = (15PSFoL+25PSFsJ(14)=58OPLF
FL0ORrL=(15PSFnL+4OPSFu)(6.5)=358PLF
FDNoL = (15OPCF)(0.671.33+.5~2)=284PLF
SLA8nL= (15OPCF)(0.33~3)=15OPLF
WALLA. =(
-_ __-- . ; /
1 .
/\
| I` 1 '
� t | ' i
■ |
// \
, \ / /
\ |
�
��
^. /
m n °. ,, J,A'N; I
� / �
� ' | i /
P,f: I
|
' / /
/ �
..g � / /
/ \ / /
| |
\ __/ / -_-� '
| / i �� / �
� i ����--- -- ��
\ _�_ __-_ ~_-
` �
_`
..... _______ g
(E) 2ND FLOOR/(E) ROOF PLAN
-' : -' --- |
' |
' /
| /
/ /|
,
/
. |\
J. �� )
�� � • ' r '
�^
/
|.x
//
i
•
r�� ^'n m .
`"^ /./
�^ �
/
�
�/ '/ |�
' �.i
r.:1 � .
'T
-,
|
"7 ' - �=� -=` `' �= ... `'``� h
*' - -- -�|
��� '''= ===- - e - _ -
~ /-� .
2.-0”
-. ".
(E) FOUNDATION/(E) 1ST PIER LAYOUT PLAN ir
(Pp Indicates location of FSI 288 push pier with FSI FS288B foundation bracke
Max load to anchor = 3.5 x [560 + 358 + 284 + 150 + 180]=5292LB
1 11 1 1 9 SFA Design Group, LLC PROJECT NO. SHEET NO.
STRUCTURAL I CIVIL I LAND USE PLANNING 11 -094 4of10
PROJECT DATE
Jolly Residence Underpinning 8/25/2011
SUBJECT BY
Foundation Supportworks 288 Push Pier System JNF
Pier System = 288
Vertical Load to pier = 5.292 kips
Minimum Installation Depth = 10.000 ft
Eccentricity = 4.000 in
Moment = 21.168 in -kips
Unbraced Length = 4.000 ft
Pier Properties
Tube OD = 2.674 in
Wall Thickness = 0.153 in
k = 2.10
r = 0.893 in Note: Design thickness of
A = 1.215 in pier and sleeve based on
c = 1.337 in 93% of nominal thickness
S = 0.724 in per AISC
I = 0.968 in
E = 29000 ksi
Fy = 60 ksi
Sleeve Properties
Sleeve Length = 48 in
Sleeve OD = 3.255 in
Wall Thickness = 0.201 in
r = 1.082 in Note: Sleeve reduces
A = 1.927 in bending stress on main pier
S = 1.387 in only
I = 2.257 in
E = 29000 ksi
Fy = 50 ksi
Sleeve Output
Fb = 33.00 ksi
fb = 10.68 ksi Sleeve OK
Pier Output
kl /r = 9.41
Cc = 97.68
F'e = 1685.97 ksi
Fa = 35.08 kips
fa = 4.36 ksi
Fb = 39.60 ksi
fb = 8.77 ksi
Cm = 1.00
fa /Fa = 0.12 Eq H1 -3 may be used
Eq H1 -1 NA
Eq H1 -2 NA
Eq H1 -3 0.35 Pier OK
MAX LOAD TO ANCHOR = 5292LB
2.875" DIAMETER PIPE PILE WITH 0.165" THICK WALL
48" LONG 3.5" DIAMETER PIPE SLEEVE WITH 0.216" WALL
MINIMUM 10' -0" INSTALLATION DEPTH AND 1500PSI INSTALLATION PRESSURE
s � SFA Design Group, LLC PROJECT NO. SHEET NO.
STRUCTURAL I CIVIL I LAND USE PLANNING 11 -094 5of10
PROJECT DATE
Jolly Residence Underpinning 8/25/2011
SUBJECT BY
Foundation Supportworks FS288B Bracket JNF
Capacity of 314'0 GRB7 (125ksi) Threaded Rod
11 = 11 A
D = 0.75 in
Ft = 125 ksi
At= 0.3436 in 1 = 4 I .
Capacity = 42.95 kips 1
Block Shear at 3 /8 " Plate Gland O to OO
Tss = 0.3(58)('/0)(10) 2 '
= 87 +0.5(58)( (2� mss., .TE �:_ _ , T I
\ v
p ■yam■ I
Capacity of Weld ® ' • -
E70 Electrodes = 70 ksi . E t ELfi z I (I
Size of Fillet = 0.1875 in - 1
Capacity of Per Inch of Fillet = 2.784 kli =,. „ r I ; t`
Length of Weld = 12.00 in i FhTE - „
I I;
Capacity of Fillet = 33.41 kips m , -
Capacity of 3 /8 Plate O l �'TE �''
i — ,.%
_ 1 :� I _ _
At - 1.875 in2 —., . _ _ . — — — L......... 7
Ft= 21.6 ksi
T = 40.5 kips ' � ,
t 1i
= 0.03125 in ', I r �
A = 0.375 in ' ;I
�
r = 0.289 in
k= 1.00 !,i f °,
= 6.75 in IN■IIIII■1
kl /r = 24.0 /2 '
Fa = 20.35 ksi 5 - /; '
S = 1.00 in
Fb = 27 ksi
RMAX = 15.43 kips 4 Limiting System Factor
Fv = 14.4 ksi
VALLOW = 29.03 kips
CAPACITY OF SYSTEM (2 SIDES) = 15.43(2)= 30.86KIPS (BRACKET ONLY)
6 of 10
S1.5
—
■_-
3 "O PIPE
3/16, 0 3 / 4 "O GR B7 (125KSI)
ALLTHREAD
3 /16 , - R3/8
..i...1-LE-
3 /16 , 4 .-- ��i� PP , 3/1
1 _ Mk R
R /4
/ / 3/
MIL --� Ali
s ! -1•m' 3
3 /16 ' 1u1 / 16 \
[El/2 _ 1 /4
1
i �
S�� R 1/4
1i R3 /8 1111
I'
II- 3 TYP
1 1 41, , , /16
Al' i
4 ,
s.D PR
(--.A61N---F o R3 /6
�
69022PE 9
r
1 >/
OREGON FSI FOUNDATION BRACKET FS288B
NY Y s . (C
EXPIRES: 12 -31 -11
PROJECT NAME: PROJECT NO: BY: DATE:
TERRAFIRMA FOUNDATION SYSTEMS JSF
5 F Design Group, LLE
STRUCTURAL I CIVIL I LAND USE PLANNING TERRAFIRMA FOUNDATION SYSTEMS
9020 SW Washington Square Dr., Suite 350
sf a Portland, Oregon 97223 C 1
p: (503) 641 -8311 f: (503) 643-7905 V
www.sfadesigngroup.com
S1.5 7of10
miami
1I .1 1�'
-= i -1 --
0 0
I
0
1 13 /4" 13 /4" ,
c ,
I I
Alk <TYP
3 16 V
�2 1N
Sy
....
lio PROF
,� a iN -, -4 / - 10 _
� � 59022PE 9
r FSI FOUNDATION BRACKET FS288B
s . 3._,, -0.
OREGON
( t(■ 09 -2 4
EXPIRES: 12 - 31 - 11
PROJECT NAME: PROJECT NO: BY: DATE:
TERRAFIRMA FOUNDATION SYSTEMS JSF
49
5FA Design Group, LLC
STRUCTURAL I CIVIL I LAND USE PLANNING TERRAFIRMA FOUNDATION SYSTEMS
9020 SW Washington Square Dr., Suite 350
sfa Portland, Oregon 97223 S 1.2
p: (503) 641 -8311 f: (503) 643.7905 V 1
www.sfadesigngroup.com i
S1.5
I Ippr10
v
fa
MIR -t1■1
2
■st .1__. _ ■
NM
i - -
I I N
4/ I;I
-, ...
5 Y 4 „
— h''
� 6 % 1
— I
I 4 ,,
Y4"
5y
\ tcR5p PROFFs o 7„
(V 4 5 9022PE 9 —. 1' -O'
r
OREGON
v p 9 FSI FOUNDATION BRACKET FS288B
eY s. f.
EXPIRES: 12 - 31 - 11
PROJECT NAME: PROJECT NO: BY: DATE:
TERRAFIRMA FOUNDATION SYSTEMS JSF
SFA Design Group, Li"
STRUCTURAL CIVIL I LAND USE PLANNING TERRAFIRMA FOUNDATION SYSTEMS
9020 SW Washington Square Dr., Suite 350
5t a Portland, Oregon 97223 S 1 .3
p: (503) 641.8311 f: (503) 643 -7905 V 1
www.sfadesigngroup.com
S1.5 9of10
7
III lin
11111111■I
5%"
3 3 "
-r 1-
u_ 11
o.-_ H110
K 1 )/" 1 ) " _-
0 � I 0
iii II .B.-
W1 1_�1
II II
.I II
II II
II li
II II
!! i
II i
II II
li !j
- 3Y2" ®M
in
,0 ir s $Y4
4 69022PE
r FSI FOUNDATION BRACKET FS288B
. i SCALE: 3 =1' -0
OREGON
'EY S. °
EXPIRES: 12 - 31 - 11
PROJECT NAME: PROJECT NO: BY: DATE:
TERRAFIRMA FOUNDATION SYSTEMS JSF
SFA Design Group, LLC
STRUCTURAL I CIVIL I LAND USE PLANNING TERRAFIRMA FOUNDATION SYSTEMS
9020 SW Washington Square Dr., Suite 350
��� Portland, Oregon 97223
S1.4
p: (503) 641 -8311 f: (503) 643 -7905
www.sfadesigngroup.com
Si.1
= 01
I1OI1
11 1 1 I I 1
Li__ 3—
II
I CD
1
i
1
,
,
Fr ; 1 -
1 1 I I I I
1i, Ii O L i I
4 ,
N
1
c � F , p PR OFF s S 1.3
\ �GINt S j 0
tv 69022PE FSI FOUNDATION BRACKET FS288B
SCALE: 3 - -1' -0'
1 i• /if' •
OREGON
EXPIRES: 12 - 31 - 11
PROJECT NAME: PROJECT NO: BY: DATE:
TERRAFIRMA FOUNDATION SYSTEMS JSF
5FA Design Group, LLC
STRUCTURAL I CIVIL I LAND USE PLANNING TERRAFIRMA FOUNDATION SYSTEMS
9020 SW Washington Square Dr., Suite 350
sf a Portland, Oregon 97223 S ♦ . 5
p: (503) 641 -8311 f: (503) 643 -7905 I
www.sfadesigngroup.com