Plans RECEIVED
SEP 142010
CITY OF TIGARD
5, fa CFA 1112slign Eir II .li ;'i 9 LUC BUILDING DIVISION STRUCTURAL I CIVIL I LAND USE PLANNING
i
ST UCTU ,' A L CALCULATIONS
SPECIAL INSPECTION REQUIRED
State of Oregon St lei;— Deck Support Piers
O Concrete and ReInfortfi9MeSW Ventura Dr, Portland Oregon 97223
O Bolts Installed in Concrete
❑ Special Moment- Resisting ConClatt*Fatma oundation Systems
O Reinforcing Steel & PrestreseNgtriattorit i. TIONS ARE VOID IF SEACTIMTGARD
❑ Structural Welding Approved. E
O High-Strength Bolting • .- PRO/Cie \ Conditionally Approved [ 1 I
N. See Letter to: Follow E I
o Structural idiasonry ; <„- G i m �4' 0' A. h d -r� I
O Reinforced Gypsum Concrete `_ seuzz�e � . P erm i t N um be r - ,
Ad s: �� ' ..f G
G >nsulating Ccricrete Fill • yin? By: (offal Date: '
S Applied Fire - Resistive Materials � s? ° °" G
O 1
Pilings, Drilled Piers and Caissons \ , Any S. ¢,
----] ❑ Shotcrete . ORES: J.2:2- , OFFICE COPY
❑ Special Grading, Excavation and Filling
❑ Smoke - Control Systems AND SIGNAT • ARE NOT ORIGINAL
❑ Other Inspections
L MITATIONS
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. 10 -031
September 13, 2010
i
SFA Design Group, ILE
4.f.O'fa
No
9
....:.::::.:,,..,..' STRUCTURAL 1 CIVIL 1 LAND USE PLANNING 1 SURVEYING !Project
/ 0 '`. 03 / Sheet No.
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Project Date i
Subject By
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Helical Piers:
Foundation Supportworks 288 hellca! Pier System
P = 7.95 kips
e = 4.25 in
M = 33.79 in -kips
Unbraced Length, 1 = 4.00 ft (Conservative)
Pier Shaft Properties F
Tube OD = 2.875 in
Wall Thickness, t = 0.165 in
k = 2.10
{G
r 0.9599 in
. ,
A 5 Ins 5 r'12,:A14,
cp = (Tube OD)12 = 1.4375 In
S, = I = 0.9005 in
I = 1.2944 in
E = 29000 ksl
Fy = 50 ksi 71-1(1[
Il =if= 11=11 =U=11 =1
1= 11- 11 =11= 11 -11 =11
Sleeve Properties .11=11. -11 =11 11 =11
Sleeve Length = 30 in .9 _ 11 =11 =11 11=11= .
Sleeve OD = 3.5 in A 1� 1 � I/ II:
\ O 11 =11 =11 6, gal
Wall Thickness, i = 0.216 in =11 -11= 6 , 11 -11
r = 1.16 In __ _......_..... - A=4:11( -11=
A - 2.23 In t3� - il±l -1
A - a Note: Sleeve (04Sti±
S = 1.72 In reduces bending try corr
I = 3.02 in stress on main
E = 29000 ksi pier only /219l co'C
Fys = 50 ksi CG k 6 -7
/AtJC'ft0 /C CFKrifi t)
Sleeve Output {�
Fb = 0.66 "Fy = 33.00 ksi
fb = [M "(1 1(I +I = 13.75 ksi Sleeve OK
Pier Shaft Output
kllr = 8.75
Cc = 60.36
Fe = 1949.31 ksi
Fa = 28.75 kips
fa = 5.66 ksi
Fb = 0.66 "Fy = 33.00 ksl
fb = [M "(I +I /S = 11.26 ksl ZoO °D /a /jz. ltd ZtClt -(--
cm = too r (L_ ur• .)rr, -- 0
fa/Fa = 0.20 Eq H1 -1 and Eq H1 -2
Pes57
ASD Eq H1 -1 0.54 <= 1.0 Pier OK
ASD Eq H1 -2 0.53 <= 1.0 Pier OK
ASD Eq H1 -3 NA
30>✓
Helix Properties
01 = 10 In
tl = 0.375 in
Al = 3.141 *D1 /4 = 78.525 in
S1 = 1*t1 = 0.023 in'
D2= 12 in
t2 = 0.375 in
A2 = 3.141 *D2 - 3.141 *(Tube 00) = 106.585 In
S2 = 1 *t2 = 0.023 in
D3 = 0 in
t3 = 0.000 in
A3 = 3.141 *D3 - 3.141 *(Tube 00) = 0.000 In
S3 = 1*t3 = 0.000 in'
Helix Material Capacity
Fy = 36.00 ksi
Fb = 0.75`Fy = 27.00 ksi
w1 = 0.355 ksi
01 = Al *wl = 27.90 kips
w2 = 0.277 ksi
Q2 = A2*w2 = 29.57 kips
w3 = 0.000 ksi
Q3 = A3`w3 = 0.00 kips
EQ = 57.46 kips OK
Weld to Shaft:
E70 Electrodes 70.000 ksi
Size of Fillet Both Sides = 0.250 In
Capacity of Fillet Both Sides = 7.424 kli
R1 = 1.266 kips Weld OK
R2 = 1.266 kips Weld OK
R3 = 0.000 kips Weld OK
Soils
Cohesive Soil:
Factor of Safety = 2.0
Blow Count, N = 11
Cohesion, c = 1.375 ksf
Nc = 9
Q1 = Nc *c *A1 /FS = 3.37 kips < = == Cohesive Soil Controls
Q2 = Nc*c*A2/FS = 4.58 kips < = == Cohesive Soil Controls
Q3 = Nc *c *A3 /FS = 0.00 kips
EQ = 7.95 kips OK
Non•Cohesive Soil:
Factor of Safety, FS = 2.0
Y= 110 pcf
0 = 32 °
Depth of Helix, 131 = 20 ft
Depth of Helix, D2 = 23 ft min
Depth of Helix, D3 = 0 ft min
01 = [A1 *y *D1`0.5[12 *0] *1000) = 10.20 kips
02 = [A2 *y`D2 *0.5[12 *0] °J64 ]I(FS *1000) = 15.92 kips
Q3 = [A3 *y *D3 *0.5[12 *0) *1000) = 0.00 kips
EQ = 26.11 kips OK
USE: 2.875 in diameter pipe pile with 0.165" thick wall
30" long 3.5" diameter pipe sleeve w/ 0.216" wall
0.375 in thick 10/12 helix's at least 30 In apart with lead helix Installed to at least 20ft
0.25 in fillet welds each side of helix to pipe pile