Plans (70) • ,
STRUCTURAL LLC STRUCTURAL CALCULATIONS
Todd Residence Underpinning
11821 SW Morning Hill Dr.
Tigard, OR 97223
Prepared for TerraFirma Foundation Systems
i.e. Engineering Job# S101-456
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OFFICE COPY
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CITY OF TIGARD av"....0zR270:4
1/4
REVIEWED FOR CODE COMPLIANCE
'-1."-APIKriVr)/6
Approved: I
OTC:
Permit#:
Address:
Suite#:
By: —41— Date:
Project: Todd Residence Underpinning
Client: Terra Firma Dat et: 1
Job#: S101-456 Date: 12/26/2017
STRUCTUW\L'LLC Subject: Structural Narrative and Design Criteria Revised:
By: DAS
STRUCTURAL NARRATIVE
The purpose of the proposed underpinning work is to stabalize the chimney at the north side of the building to
improve the serviceability of the existing structure. It is notable that this work is voluntary in nature,and is not
mandated by building code requirements.The underpinning system consists of Foundation Supportworks model
288 helical piers with FS288BA retrofit foundation brackets.
This calculation package demonstates compliance with the referenced building code standards for the
completed underpinning system. The Contractor's means and methods of installation are beyond the scope of
these calculations.
DESIGN CRITERIA
Building Codes:
2012 International Building Code
Design Loads:
Chimney Dead Load 45 psf
Governing Load Combinations:
D
Project: Todd Residence Underpinning
d Sheet: 2
Client:Terra Firma
Date: 12/26/2017
Job#: 5101-456EINIMEI
Subject: Helical Pier Chimney Calculations Revised:
By: DAS
CHIMNEY LOAD CALCULATION
Dimensions: (verify all dimensions in Field)
Z1= 2 ft
Z2= 2 ft
Bi= 5f
Bz= 1.6 ft Bi.
Hi= 8.7 ft(average)
H2= 12.7 ft(Average) 4T, T
Z2
T= 4 in
Zi ,
Chimney Weight Per Area: _ 0
Brick Unit Weight= 45 psf
Ai= 122 sq.ft. P1 P2
A2= 91 sq.ft.
wn= 5481 lb
wt2= 4115 lb1 1PLA
A/
Total Chimney Weight= 9596 lb
Foundation Weight:
F1=
7 ft B2
F2= 2.4 ft
d= 12 in
= 2520 Ib
,
Total Weight= 12116 lb
Pier Loads And Pressures: H2
#of piers supporting half of chimney= 2
Pa per pier= 3029 lb
s
i A
vet
F.S. 2
Kt 9.0 ft'(Empirical torque correlation factor) Hi
C 3 in2-ft(Gauge pressure to torque conversion factor)
Installation Differential y y 3Y ,
Guage Pressure=
d H
224 psi
F2 Fi
Project: Todd Residence Underpinning Sheet: 3
.LLC SubjClient:Terra Firma
Date: 12/26/2017
STRUCTURAL,
Job ec#t:: 5101Existing-456Structure Revised:
BY: DAS
CHECK BEARING CAPACITY-INDIVIDUAL BEARING METHOD
Loads: APPUE°
P 3029 Lb (see previous calculation) `
OAD
Soil Properties:
Soil Type Medium Dense Silty Clay
7 115 pcf
c 1500 psf
32 degrees
Helix Properties:
Ut 10 in '
U2 12 in I 03
D3 0 in
At 79 int }a.d.
!tittilt
A2 113in2
A3 pin
z
D2
rx
Individual Bearing Method:
Soil type Cohesive
Nq 20 bearing tactor to calculate N,
Nc 9 bearing Factor to calculate U5 �.
O1u 7.4 kips J :
O2u 10.6 kips
O3u 0.0 kips
5Uu 18 kips Di
FS 2
Oa 9 kips >P,OK
u PRESSURE
BULBS
Project: Todd Residence Underpinning Sheet: 4
Client:Terra Firma
Date: 12/26/2017
Job#: S101-456
Revised:
Subject: Existing Structure By: DAS
CHECK TORQUE ON SHAFT AND DETERMINE INSTALLATION PRESSURES:
Loads:
P 3029 Lb (see previous calculation)
Torque Correlation Method:
Shaft Type HP288
FS 2
Kr g ft-1(Empirical torque correlation factor)
T 673 ft-Lb
Ta 7900 ft-Lb >T,OK
Minimum Gauge Pressure:
C 3 int-ft(Gauge pressure to torque conversion factor)
p 224 psi(Minimum installation torque pressure)
Use 1000 psi minimum installation pressure
CHECK HELICAL LEAD CAPACITY:
P 3029 Lb
Pa 65400 Lb
DCR 0.05 <1,OK
, Helical Pile Capacities Summary
Default Maxim
Torque r ue Ulti Maeimum Allowable
Correlation Maximum TOnPre CoffelMeti I mechanical S4 CapacttieelI,s,
r €Fact 61 Installation cei Ca atyeJ Axial jAxia1
Kt Torque f2 =Kt x Ti reesion i Tension
fie) (t-lbs) (kips) (kips) I (kips)
I
44x41 x4k 10 13 500 l 413.0* 266.6'` 26 t
HA1751 11 10,000 t3 IL ar
55.71' 36..1'1.
V I HP287 s 5,6C6 50.4 46=1' r l i�' :'_
;3 i
cn 1H.P2e8 9 t Cferr 71.1 J 69,4'4 j a
,,P �•�.�$a�T,�L4.^ar+�,'^SMo++,N,mt%s�Zr^sm ..w
HP 4 7
13,00291 0 ft9.7 50t,a.
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Project: Todd Residence Underpinning Sheet: 5
/. , 1' Client: Terrafirma Foundation Systems Date: 12/26/2017
STRUCTURAL LLC Job#: S101-456 Revised:
Subject: Helical Pier Bracket Design DAS
AS
CHECK FOUNDATION BRACKET
1)Check Grade B7 Threaded Rod:
= 3/4 in
Fy= 125 ksi
n= 10 thread/in e= 44
Ai= 0.334 in2
TA= 41.8 kip
imiam
2)Check Weld At Stiffiners:
FExx= 70 ksi
____„4.,
`� � ' '
Iw= 5 in 5" p
I ,
3/16 in d1 #
V/4= 27.8 kip f I
M + �.
3)Check Weld At Verticle Plate:
5` li R'
R=6.5/5`P= 0.77 R •I,
Fexx= 70 ksi
NIP
Iµ,= 5 in
= 3/16 in 1 2" 5;
V,/R= 27.8 kip
Pmax= 21.4 kip
4)Check Plate Shear and Bending:
M= 1.5 P 3 "0.D.
V= p
t= 0.375 .,L
Fy= 36 ksi
Va= 48.5 kip
Ma= 50.5 kip
Setting Unity Equation Equal to 1:
I 62"
1.5P/50.5+(p/48.5)^2=1
Pmax= 25 kips
5)Check Cap Plate: f \
t= 1 in
Fy= 36 ksi
b= 5 in
a2" ,14 /' I.
M=P/2*1.5' 0.75 P
Ma= 27 kip
Pmax= 36 kip
T—:7 . IMMMlIMMMMIMMMMMMMMMMMlM.M.MM...
Project:Todd Residence Underpinning Sheet: 6
Client:Terra Firma Date: 12/26/2017
Job#: S6 Revised:
Subject: Sleeveleeve and Pier Design By: DAS
CHECK SLEEVE AND PIER FOR ECCENTRIC LOADING
Design Approach:
Determine eccentricity based on required area for concrete bearing.
Resolve eccentricity as the coupled passive resistance at the interior of
the existing footing and at the pier immediately below the sleeve tube.
This simplified structural model assumes that there is no passive
resistance at the sleeve tube,that the passive soil resistance at the pier ft—t.
below the sleeve tube occurs over a two foot length,and that there is a
pin in the pier below the passive resistance block.
Loads:
1111
Po 3029 Lb
Pi 0 Lb i p Bearing Area,
Ps 0 Lb
Hfl
f`k Areq
�ll
a f
AA
Inputs: * i F-
a
a 2.75 in .,
=((� IIII
10 in (bracket width) „
berr 6 ft (Effective footing length,passive) c i 1
11
18 in ' •
V Vii_ ql
d 30 in - r,
M
42 in ( e
3.5 inI-IIst
j 24 in t h 1-- d
f'c 2500 psi
q 300 pcf
(prescriptive passive pressure w/
increase per IBC section 1804.3.1)
Check Concrete Bearing:
P 3635 Lb 1.4D q2
phiPn 1381 psi D
Area 2.63 in2
f 0.26 in «seat length therefore OK
•
R V
Eccentric Moment:
e 2.88 in (f/2+a) 43
Pse rvice 3029 Lb D
l/I 727 ft-Lb
Project:Todd Residence Underpinning Sheet: 7
srr ',4 1,''''''.1°.,,,;:. Terra Firma Date: 12/26/2017
: 4' Job#: 5101-456 Revised:
STRUCTURAL,LLC Subject: Sleeve and Pier Design By: DAS
CHECK SLEEVE AND PIER FOR ECCENTRIC LOADING
Loads:
P 3029 Lb (see previous calculation)
M 727 ft-Lb (see previous calculation)
Sleeve Properties:
OD 3.5 in SS5111
ID 3.068 in
t 0.216 in
""""Design t 0.201 in 7%thickness loss for corrosion fiI
(—III {.
Design OD 3.470 ksi = G7 p Bearing Area,
F,3 50 ksi
11
S 1.59 in
s — Areq
—11 a r,- f •I-1'
Pier Properties: {I.,-,E1 i►i� ik �IIC�"
OD 2.820 in i R
c
ID 2.548 in (_I,
t 0.136 in 5: - 1 "
Design t 0.126 in 7%thickness loss for corrosion l' �—itN a ..,�:T.-1, q
Design OD 2.801 ksi IrFrE I'( M
F, 50 �` e
r 0.95 in ;£j'
A 1.06 int .` E d
S 0.68 in3 R ` '
h
Combined Axial and Flexure on Pier Below Sleeve:
Lu,p1er 36 in
K 2
Kl/r 76 / A
® D
Fa 19.6 ksi (Table 4-22 AISC 13th Ed.)
Pa 21 kips b V
Pr/Pc 0.15 <1,therefore O.K. j
V
.44j
Flexure on Sleeve at Bracket:
M 727 ft-lb
Ma 3978 ft-Lb
M/Ma 0.18<1,therefore O.K.
0
GENERAL NOTES: OFFI�,.�CE
COPY
THE STRUCTURAL DRAWINGS ARE A PORTION OF THE CONTRACT DOCUMENTS. THE CONTRACTOR BEARS THE
RESPONSIBILITY OF IMPLEMENTING THESE REQUIREMENTS INTO THE FINISHED WORK.
TEMPORARY CONDITIONS:
THE PIER SYSTEMS AND EXISTING FOUNDATION ARE DESIGNED TO FUNCTION AS A UNIT UPON COWL-ETON=# L '
THE CONTRACTOR BEARS ALL RESPONSIBILITY FOR MEANS AND METHODS OF PIER INSTALLATION AND
ASSOCIATED MOVEMENT OF THE EXISTING STRUCTURE.
DESIGN CRITERIA: .,;
THE PIER SYSTEM IS DESIGNED TO IMPROVE THE SERVICEABILITY OF THE EXISTING STRUCTURE, AND IS VOLUNTARY.
THE DESIGN WAS BASED ON THE CRITERIA OF THE 2014 OREGON STRUCTURAL SPECIALTY CODE AND 2012
INTERNATIONAL BUILDING CODE. THE HELICAL PIER SYSTEM HAS BEEN DESIGNED IN ACCORDANCE WITH ICC-ES
EVALUATION REPORT ESR 3074. THE FOLLOWING LOADS WERE USED FOR DESIGN:
CONCRETE UNIT WEIGHT 150 PCF
BRICK WEIGHT 50 PSF Ru c i URS
HELICAL PIER MATERIALS: .,..DPPC,r
BRACKET PLATES ASTM A36
PIER TUBES ASTM A500 GRADE B OR C �'366
EXTERNAL SLEEVE ASTM A500 GRADE B OR C
PIER CAP ASTM A529 GRADE 50 ~OREGON
ALL-THREAD ROD
ASTM A193 GRADE B7 '4O �'. 21,'21 .14,.4—14,.4-.°
STEEL ANGLE SHAPES ASTM A36
SHAFT COUPLER Fh'T W, \IN '
ASTM 513 TYPE 5 -
SHAFT COUPLING HARDWARE GRADE 8 BOLTS WITH NUTS s EXPIRES • o.Zp j Cj
HELIX PLATES (ROUND SHAFT) ASTM A572 GRADE 50 ,"
WELDING SHALL CONFORM TO AWS D.1.1 WELDERS SHALL BE CERTIFIED IN ACCORDANCE WITH AWS
REQUIREMENTS. USE E70 ELECTRODES OF TYPE REQUIRED FOR MATERIALS TO BE WELDED. COMPONENTS OF
THE PIERING SYSTEM ARE FABRICATED BY BEHLEN MANUFACTURING COMPANY,AN ISO 9001 CERTIFIED
FABRICATOR.
THE HELICAL PIER DESIGN INCLUDES A SCHEDULED LOSS IN STEEL THICKNESS DUE TO CORROSION FOR
BLACK, UNCOATED STEEL. ANCHORS ARE DESIGNED FOR 50-YEAR SCHEDULED SACRIFICIAL THICKNESS LOSS
IN ACCORDANCE WITH ICC-ES AC358.
HELICAL PIER INSTALLATION:
THE HELICAL PIER SYSTEM SHALL BE INSTALLED PER MANUFACTURES RECOMMENDATIONS.
MINIMUM INSTALLATION TORQUE IS DETERMINED AS FOLLOWS:
HELICAL INSTALLATION TORQUE EQUALS ALLOWABLE LOAD x 2/Kt. Kt IS THE EMPIRICAL
TORQUE CORRELATION FACTOR PER AC358. FOR THE 26" DIAMETER HELICAL SHAFT, Kt = 9 ft -1.
MINIMUM INSTALLATION DIFFERENTIAL GAUGE PRESSURE IS DETERMINED AS FOLLOWS:
DIFFERENTIAL GAUGE PRESSURE (PSI) = INSTALLATION TORQUE (FT-LB)/3. THE TORQUE DRIVE HEAD IS THE
PENGO RS-7.
INSTALLATION PROCEDURES SHALL BE IN ACCORDANCE WITH ICC-ES EVALUATION REPORT ESR 3074.
69NDBURGST. TERRAFIRMA FOUNDATION SYSTEMS
SUITEITE160
160 DATE: PROJECT N0.
12/26/17 S101-456
i . e TIGARD,OR 97223
♦ PHONE(971)371-1958 TODD RESIDENCE
vandyke@ieengineering.com 11821 SW MORNING HILL DR. PM: SHEET:
S
STRUCTURAL LLC. iemail@ieengineering.com DAS i ,0
TIGARD, OR 97223 DWG: f
DAS
GENERAL NOTES CONTINUED : 1Ru;
\I-
HELICAL PIER INSTALLATION CONTINUED: 73626 ,???2-
HELICAL PIERS ARE TO BE SPLICED WITH (2) 4" DIAMETER GRADE 8 BOLTS.
OREGON --
MINIMUM INSTALLATION DEPTH IS 8'-0'± UNO.CONSULT ENGINEER OF RECORD IF FIELD CONDITI• %`) NA '•
t
WHERE EXISTING STEM WALL AND FOUNDATIONS ARE DAMAGED DURING HELICAL PIER INSTA[ t rHE ° ' E".
INSTALLER SHALL CONSULT THE ENGINEER OF RECORD.
INSPECTION &TESTING:
CONTINUOUS SPECIAL INSPECTION IS REQUIRED DURING INSTALLATION PER 2012 IBC SECTION 1810.4.12. IN LIEU OF
CONTINUOUS INSPECTION, PERIODIC INSPECTION IS ACCEPTABLE PROVIDED IT IS APPROVED BY THE JURISDICTION.
FOR PERIODIC INSPECTION, THE INSPECTOR SHALL WITNESS THE INSTALLATION OF 20%OF ALL PIERS. THE SPECIAL
INSPECTOR WILL RECORD THE PROJECT LOCATION, DATE, PERMIT NUMBER, PIER LOCATIONS, PART DESCRIPTION,
PIER DEPTH AND INSTALLATION PRESSURE.
LOAD TESTING SHALL BE PERFORMED IN ACCORDANCE WITH ASTM METHOD D1143 (QUICK METHOD) ON 20
PERCENT OF PIERS BUT NOT LESS THEN (2) TOTAL PIERS AND WILL BE SELECTED BY THE SPECIAL INSPECTOR. AN
ALIGNMENT LOAD SHALL BE APPLIED TO THE PILE PRIOR TO SETTING THE DEFLECTION MEASURING EQUIPMENT TO
ZERO OR A REFERENCE POSITION. THE ALIGNMENT LOAD SHALL BE NO MORE THAN 10%OF THE ALLOWABLE LOAD
(AL). INCREMENTAL LOADING SHALL BE IN ACCORDANCE WITH THE FOLLOWING SCHEDULE.
TEST LOADING SCHEDULE HOLD TIME MAX DEFLECTION
ALIGNMENT LOAD (.10 DL MAX) 0 MIN.
0.25 AL UNTIL STABLE
0.50 AL UNTIL STABLE
0.75 AL UNTIL STABLE
1.00 AL UNTIL STABLE
1.50 AL UNTIL STABLE
1.25 AL UNTIL STABLE
1.75 AL UNTIL STABLE
2.00 AL HOLD FOR CREEP TEST (SEE BELOW) 0.04 INCHES
1.75 AL UNTIL STABLE
1.50 AL UNTIL STABLE
1.25 AL UNTIL STABLE
1.00 AL UNTIL STABLE
0.75 AL UNTIL STABLE
0.50 AL UNTIL STABLE
0.25 AL UNTIL STABLE
LOAD TESTING CREEP ACCEPTANCE CRITERIA SHALL BE NO GREATER THAN 0.04 INCHES WITHIN A 10 MINUTE
PERIOD. IF MOVEMENT IS OBSERVED GREATER THAN 0.04 INCHES WITHIN THE 10 MINUTE PERIOD THE LOAD TEST
SHALL BE HELD FOR AN ADDITIONAL 50 MINUTES, THE PIER IS TO BE DEEPENED AND RE-TESTED, OR THE PIER IS TO
BE ABANDONED AND REPLACED WITH A NEW PIER. IF THE LOAD TEST IS TO BE HELD THE PIER MOVEMENTS SHALL BE
MEASURED AT 15, 20, 30, 40, 50 AND 60 MINUTES. THE CREEP VERSUS THE LOGARITHM OF TIME SHALL BE PLOTTED.
IF THE CREEP RATE IS LESS THAN 0.080 INCHES BETWEEN 6 AND 60 MINUTES, THE LOAD TEST SHALL BE CONSIDERED
SUCCESSFUL.
HELICAL PIER TEST PRESSURE (PSI): [ALLOWABLE LOAD] x 2/9.2 SQ. IN.
• 6975 SW SANDBURG ST. TERRAFIRMA FOUNDATION SYSTEMS DATE: PROJECT NO.
SUITE 160 12/26/17 S101-456
TIGARD,0R97223 TODD RESIDENCE PM: SHEET:
♦ e ♦ PHONE(971)371-1958 11821 SW MORNING HILL D RWV
vandyke@ieengineenng.com R. S . 1
I STRUCTURAL LLC. Iiemail@ieengineering.com TIGARD, OR 97223 DWG: J
DAS
9sUCT(B
«GON
'10 *c21,20.
Vv
I SIRES: 7,../4
-SW MORNING HILL DR.—
53
25'
i
STOP
lit
/— PROPERTY LINE
U
cc
w
F' 84 100'
>-
°C r
111
m
� I
w
J
69'
SCOPE OF WORK
1 SITE PLAN
SCALE: 1/32" = 1'-0"
• 6975 SW SANDBURG ST. TERRAFIRMA FOUNDATION SYSTEMS DATE: PROJECT NO.
♦ eSUITE 160 12/26/17 S101-456
TIGARD,OR 97223 TODD RESIDENCE PM: SHEET.
♦ PHONE(971)371-1958 11821 SW MORNING HILL DR. R�
vandyke@ieengineering.com S2.0
STRUCTURAL LLC. iemail@ieengineering.com TIGARD, OR 97223 DWG:
DAS
CHIMNEY PLAN NOTES:
UCT{j
ZZS
04 r-�Gi
1) ////// INDICATES EXISTING CHIMNEY. �; `c-0.
— — ! 626
2) t===1. INDICATES EXISTING STEMWALL ON STRIP FOOTING. ,OREGON
<9 @c 21 2° /4-4 '?
3) INDICATES FOUNDATION SUPPORTWORKS FS288 HELICAL PIER: 'PT
-PA = 3029 LB EXPIRES: - os •
-MINIMUM INSTALLATION DIFFERENTIAL GAUGE PRESSURE =1000 PSI
-MINIMUM DEPTH = 8'-0"
4) OVERALL CHIMNEY HEIGHT = 21'-4", VERIFY IN FIELD.
5) FIELD VERIFY EXISTING DIMENSIONS.
6) INSTALL(2)8"0 x 3 4"STAINLESS STEEL SIMPSON TITEN HD,AT EACH
BRACKET. SPECIAL INSPECTION IS NOT REQUIRED.
0
1'-0"
CHIP EXISTING FOOTIN
AS REQUIRED TO MOUNT O 0 5-0"
BRACKET SNUG TO EXTERIOR
FACE OF CHIMNEY A/
1 -0
0 21-011
01 CHIMNEY FOUNDATION PLAN
SCALE: N.T.S
6975 SW SANDBURG ST. TERRAFIRMA FOUNDATION SYSTEMS DATE: PROJECT NO.
SUITE 160 12/26/17 S101-456
TIGARD,OR 97223 TODD RESIDENCE PM: SHEET:
Q/ PHONE(971)371-1956 11821 SW MORNING HILL DR. Rwv
vandyke@ieengineering.com S2. 1
STRUCTURAL LLC. iemail@ieengineering.com TIGARD, OR 97223 DWG:
DAS