Specifications ST)-O/ c.)c e ,?I
.S75 1/57.-fri-Cti vi
6975 SW SANDBURG ST#160
TIGARD,OR 97223
STRUCTURAL Lac (971)371-1958
JAN 3 0 2017
CITY OF TIGAR 9
BUILDING DI
STRUCTURAL CALCULATIONSVISION
Putzier Residence Underpinning
13799 SW Benchview Terrace
Tigard, OR 97223
Prepared for Terrafirma Foundation Systems
i.e.Structural Job# S101-324
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Project: Putzier Residence Underpinning Sheet: 1
ft -" Client: Terrafirma Foundation Systems Date: 1/27/2017
Job#: S101-324 Revised:
J "" ` Subject: Structural Narrative and Design Criteria By: RWV
STRUCTURAL NARRATIVE
The purpose of the proposed underpinning work is to stabilize a column on the south side of the building 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
Porch Dead Load 50 psf
Roof Dead Load 20 psf
Porch Live Load 40 psf
Wall Dead Load 10 psf
Snow Load 20 psf
Governing Load Combinations:
1.2D+1.6S
D+S
6975 SW SANDBURG ST. Project Sheet No. z
SUITE 160 Location Job No.
TIGARD, OR 97223
Client By
ENGINEERING PHONE(971) 371-1958 Date
PICS L.aS
btrz / 3 r
�I�
f x i l� �IZH � 3
SSuriC 2. II( f
F-Lor /0 K/o /'-( = 2 l '
— 2
A 302 f 7 goo • 122-1 1-73
A 4P . = 2112—
L.-J/3 SL-
Project: Putzier Residence Underpinning Sheet: .3
f '' Client: Terrafirma Foundation Systems Date: 1/27/2017
Job#: S101-324 Revised:
sT<uc'u „. _`c 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:
Pp 2112 Lb
PL 0 Lb ^1 A P i Begging Area,
Ps 313 Lb EPA
I k i' Are
11IIn i
Inputs: =r i f !
a 2.75 in 7f��1 _a.J J JJ = -
b 10 in
(bracket width) 11=111 -- � ' i
be 4.00 ft (Effective ftg. length, passive IL I c I. _I 11,
iII R
c 12 in
1=1; �-A � � is .
I
d 30 in ���I� liP I �,`
h 42 in 1Lli �. , q1
D 3.5 in �I t'Ir • d.h M 1
fc 2500 psi q2 I .r��► 'h '
q 300 pcf (prescriptive passive —
k 30 in pressure w/increase per ( d
o :
r i
Check Concrete Bearing: -Fa - y
Pt, 3035 Lb 1.2D+1.6S &h 4 ”""'t " i D
Pn 1381 psi ---1
2 q3
Areq 2.20 in � i
•
f 0.22 in <<seat length,therefore OK
Eccentric Moment:
e 2.86 in (f/2+a)
P 2425 Lb D+S
M 578 ft-Lb
Project: Putzier Residence Underpinning Sheet: LI
Client: Terrafirma Foundation Systems Date: 1/27/2017
`_ ` Job#: S101-324 Revised:
`'1''' ""`"' [" Subject: Helical Pier Sleeve and Pier Design By: RWV
CHECK SLEEVE AND PIER FOR ECCENTRIC LOADING
Loads:
P 2425 Lb (see previous calculation)
M 578 ft-Lb (see previous calculation)
1.2D+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 d P Bearing Area,
F 50 ksi ^j
r Il � i Areq ,
S 1.59 in3 '111=11i=
I11` f
111.
Pier Properties: 1.11.11. �� .1 -
OD 2.820 in 11 I: c � `i 5-<.: ;11 t` R
ID 2.548 in (— W I`
II=,L La ��lk�
t 0.136 in 0=1 j '
0 1=11= V II
Design t 0.126 in 7%thickness loss for corrosi i , q
._ M
Design OD 2.801 ksi �Il�lr
yi
=11. h II X11 ;
F 50 111=11 1 I i e i
r y 0.95 in 11#11= ` -
^:gat c i m I
A 1.06 int ` d
h
Axial Force on Pier. LL
a ',In'''.'".1-,
V
Lu,pier 36 In ,a" # .:` ,e i
K 2
KI/r 76
Fa 19.6 ksi (Table 4-22 AISC 13th Ed.)
Pa 21 kips
Pr/Pc 0.12 51,Therefore O.K.
Flexure on Sleeve at Bracket:
M 578 ft-lb
Ma 3978 ft-Lb
M/Ma 0.1 51.0,Therefore O.K.
Project: Putzier Residence Underpinning Sheet:
r Client: Terrafirma Foundation Systems Date: 1/27/2017
• • Job#: S101-324 Revised:
Subject: Pier Bracket Design By: RWV
CHECK FOUNDATION BRACKET
1)Check Grade B7 Threaded Rod:
m= 3/4 in
Fy= 125 ksi
n= 10 thread/in
At= 0.334 in2 44--•'�
5
TA= 41.8 kip
I!
2)Check Weld At Stiffiners: ;, O
FEXX= 70 ksi —`l d.. — � IEL.. I
Iw= 5 in 5. .. pi
' I I
t„,= 3/16 in ` • 1
Vd0= 27.8 kip 2—ic _ A v INi
I`��
Pmax= 21.4 kip if XIII
5• ;l
3)Check Weld At Verticle Plate: j g I
R=6.5/5*P= 0.77 R O Up
FExx= 70 ksi / . 5•
lw= 5 in
tw= 3/16 in
Vn/O= 27.8 kip32"O.D.
Pmax= 21.4 kip
4)Check Plate Shear and Bending: 5" p p
M= 1.5P
V= P
t= 0.375 in
Fy= 36 ksi / 61"
V.= 36.4 kip
Ma= 28.4 kip
Setting Unity Equation Equal to 1:
1.5P/Ma+(PNa)"2=1
Pmax= 15.5 kips < Controls i2" / }2"
5)Check Cap Plate: Capacity to Demand Check:
t= 1 in Capacity,Pmax= 15.5 kip
Fy= 36 ksi Demand,P= 2.4 kip (see previous calculation)
b= 5 in DCR= 0.16 <1,therefore O.K.
M=P/2*1.5" 0.75 P
Ma= 27 kip
Pmax= 36 kip
Project: Putzier Residence Underpinning Sheet:
Client: Terrafirma Foundation Systems Date: 1/2i2017
• . Job#: S101-324 Revised:
s,e:r_r_x.; - Subject: Helical Pier Capacity Check By: RWV
CHECK TORQUE ON SHAFT AND DETERMINE INSTALLATION PRESSURES:
Loads:
P 2425 Lb (see previous calculation)
Torque Correlation Method:
Shaft Type HP288
FS 2
Kt g ft'1(Empirical torque correlation factor)
T 539 ft-Lb
Ta 7900 ft-Lb >T,OK
Minimum Gauge Pressure:
C 3 int-ft(Gauge pressure to torque conversion factor)
p 180 psi(Minimum installation torque pressure)
Use 1000 psi minimum installation pressure
CHECK HELICAL LEAD CAPACITY:
P 2425 Lb
Pa 65400 Lb
DCR 0.04 <1,OK
Helical Pile Capacities Summary
Default Maximum
Torque it tknato Maximum Allowable
Correlation Maximum Targets Correlated Mechanical Shaft C ..acities
Faetort41 inatailatton Soil Capacitflart Axial Axial
K, Torque Q.=K x T Comp r ssion Tension
i - (ft-lbs) (kips) (kips) (kips)
OA 50 10 6,500 65.0°1"
MA 75 10 10,000 i00_0011
=,.. 9 5.80 50,4
WM MEM
HP2tlb P 7,900 -
HP94613,000 91.0 se 7,..1 to opt
14P860 15,000 112.0 101,8"•;, 62.501
(1)-c.o.srna4 by A wbwnp°K'e y-r!erste�3,W(1-4A150)at 07,P3'itdA175)C-ace a tat In doable shear.
(2)-Governed by bearing al the bob bolas.
(3)-CapaC44*IncWde a aclseduled lobs h*etud Rieknesa due in corrosion for flock,uncoated seal. EchedJad thtrwhana
teams are fora period of 50 years and are n eroamanee etef tcc-ES AC35e
(a)-Alloaatle compresalon reposes aro basad on Continua.*Ista°e1 sot ccrdinemsf r n••sada with SPT blow counts t 4.
Plias whir eap44ed tin braced lengths or plea placed in weaker or Riad soils should be evaluated on a case by case haws by
the prosect engineer.
(b)-Listed mactianKa capaaaa;are lar dva shard ally. 9ysien.C91_esddes should Oleo not exceed the mailed threaa-
Comalat d Capacity se no*Pelee In Rate respective bledset capacity tides.
(8)-Laded default 1(,factors are widely aoomted inckaVy slandsrds. They ars generally conaor.aliva andarp oxiaisttu
well these laced n ICC CS AC396 Sto-speeltic tc,factors owl be datslt[tined tort a l uer rruisti se h tuk-scale 14841 leelhy.
(7)-Silt canasta*USW Ora ultimate vali*4 sR huthie,un+hmla lelkm torque Mosel*nor carsesty values are atoned Mr
evil:frig the timate v mee by The aparopfate 4SOor of safety(FOSS, FOS Is most commonly taken vis 2 0,ellheer,'i p
Mahe.or farce.-rte rney be conrdered r:the ckbek,Om v1 IRs,b41441 one deallnet Of be dh ialed br 1446)Iw dt
requimena11 T
(9) Sguae steak pies may be coosderan to enmp-ePaan apyicalloms h Sol states trial d'u'sueloient COilSnusr<ie unite
sutg7ohf e a.In soils will SPT bail.cows P 10. Earn in these higher siiength sod oondcons bucking analyses shale be
ccrsidered,bans into ammi disarMnun es and p❑tamtal apzstnlnetl fi4 created by the coopers
A
Project: Putzier Residence Underpinning Sheet: �-
• Client: Terrafirma Foundation Systems Date: 1/27/2017
' •' Job#: S101-324 Revised:
E'R r u;