Specifications KiNtS
Portland, Oregon
100
Lj Kansas City, Missouri
A , VISTA
Ni NRCii —STRUCTURAL--
Client:
iv
- TerraFirma Foundation Systems
RECEIVED
Structural Calculations SEP 1 9 2023
CITY OF TIGARD
BUILDING DIVISION
Dyches Residence —Foundation Repair
16527 SW 108th Avenue
Tigard, OR 97224
OFFICE COPY
Structural analysis and design for foundation repair and
stabilization.
REVIEWED BY: Dennis Heier,PE
4:-D—P R0N.
GINE-0,#T 74? \10\
85273
_
\--- OREGON /
/
sN/R____Itfai /
08/31/20
EXPIRES:6/30/2024
VISTA STRUCTURAL ENGINEERING, LLC
11575 SW PACIFIC HWY#2262 PHONE: 971.233.6099
TIGARD, OREGON 97223 VISTASTRUCTURAL.COM
Portland, OR VISTA
Kansas City, Missouri
—STRUCTURAL-
Design Criteria
Design Loads
Dead Loads:
Roof Dead Load= 15 psf
Floor Dead Load= 15 psf
Exterior Wall Dead Load= 13 psf
Concrete Weight= 150 pcf
Masonry Weight= 78 psf
Chimney Weight= 45 psf
Deck Weight= 10 psf
Live Loads:
Roof(Snow)= 25 psf
Attic(Habitable w Sleeping Areas)= 30 psf
Attic(Uninhabitable w/Storage)= 20 psf
Attic(Uninhabitable w/o Storage)= 10 psf
Floor= 40 psf
Deck= 40 psf
I
{4 , 0 I
Engineering Properties---Washington County,Oregon 16527 SW 108th Ave,Tigard,OR 97224,USA
Report—Engineering Properties
Absence of an entry indicates that the data were not estimated. The asterisk'*'denotes the representative texture;other
possible textures follow the dash. The criteria for determining the hydrologic soil group for individual soil components is
found in the National Engineering Handbook, Chapter 7 issued May 2007(http://directives.sc.egov.usda.gov/
11 OpenNonWebContent.aspx?content=17757.wba). Three values are provided to identify the expected Low(L),
Representative Value(R), and High (H).
Engineering Properties—Washington County,Oregon
Map unit symbol and Pct.of Hydroio Depth USDA texture Classification Pct Fragments Percentage passing sieve number— Liquid PlasticIt
soil name map ale limit y index
unit group Unified AASHTO >10 3-10 4 10 40 200
Inches inches
In L-R-H L-R-H L-R-H L-R-H L-R-H L-R-H L-R-H L-R-H
37A—Quatama loam,
0 to 3 percent
slopes
Quatama 85 C 0-15 Loam ML A-4 0-0-0 0-0-0 100-100 100-100 85-88- 60-68- 30-33 5-8-10
-100 -100 90 75 -35
15-30 Clay loam ML A-6 0-0-0 0-0-0 100-100 100-100 90-95-1 70-83- 35-38 10-13-1
-100 -100 00 95 -40 5
30-62 Loam ML A-4 0-0-0 0-0-0 100-100 100-100 85-90- 60-68- 20-25 NP-3-5
-100 -100 95 75 -30
37B—Quatama loam,
3 to 7 percent
slopes
Quatama 85 C 0-15 Loam ML A-4 0-0-0 0-0-0 100-100 100-100 85-88- 60-68- 30-33 5-8-10
-100 -100 90 75 -35
15-30 Clay loam ML A-6 0-0-0 0-0-0 100-100 100-100 90-95-1 70-83- 35-38 10-13-1
-100 -100 00 95 -40 5
30-62 Loam ML A-4 0-0-0 0-0-0 100-100 100-100 85-90- 60-68- 20-25 NP-3-5
-100 -100 95 75 -30
lNatural Resources Web Sal Survey 8/30/2023
Conservation Service National Cooperative Soil Survey Page 4 of 5
Portland.OR VISTA Kansas City Missouri
14.,00 —STRUCTURAL—
Soil Properties:
Geotedrnicai information:•Please note there is no geotechnical report for this protect.The below values have been conservatively
assumed based off soil type and typical values used around the area. These are the values are to be used for
the Individual Bearing Method(Adams and kiym,1972;Hoyt and Clemence,1089)in determining the ultimate
r nrlW
Site Soil Properties:(GM,SM.ML Classification-Loam,gravelly loom.Unweathered Bedrock)
Vertical Foundation Pressure 1500 psf
(per!8C Table 18062)
Lateral Bearing Pressure 100 psf/ft (per IBC Table 1806.2)
Active Pressure 60 psf/ft
Qui== +cuN,+0.5yBN„)
Where,
An=Area of Plate
c=Cohesion at Pier Depth
Nc=Demensionless Bearing Capacity Factor
q.=Effective Vertical Overburden Stress at Helix Depth(1b/fe)
Na=Demensionless Bearing Capacity Factor
y=Soil Unit Weight(Ib/fe)
B=Diameter of Helix Plate(ft)
N„=Demensionless Bearing Capacity Factor
For Purely Cohesive Soils:4=0 and c=su and Qutt=vn) For Purely Granular(frictional)Soils(c=0)
Ow:==A.,(NF+q-Na) 4wr==M(q Na)
Sy,==c
c= 1500 psf Where,
=Friction Angle
Na==1+0.56(12(0)Q's`
N,==(Na-1)cot(rb) >9
Assumed Soil Profile:
Depth of Pier Soil Type` SPT"N" cb y eff. ¢1 Pic
4 N9
(ft) (blows/foot) (psf) (pd) (degrees) (pcf)
0 ML Unknown 0 120 a "5
1t,, y"� 23.41 0 13.98
4 ML Unknown 0 120 5 ,
23.41 480 13.98
8 ML Unknown 0 120 23.41 960 13.98
10 ML Unknown 0 120 23.41 1200 13.98
a.The friction angle was conservatively assumed based off the soil type and typical values used around the area.In Appendix A.Typical
relationship between the SPT Penetration,N-Value and friction angle.(Bowles,Foundation Analysis and Design)
b.There is not enough information to assume a suffcient cohesion for the varying soil types that can be encounted.A default of 0 has been
used,this is an overall conservative approach.
c.Soil type has been determined per USDA,Natural Resource Conservative Service's Web Soil Survey.
(https://websoilsurvey.sc.egov.usda.gov/App/WebSoilSurvey.aspx)
•
R
9, s c r I A jw,--
Soil Azgendix A:
504".de"Ptons:
MAJOR DIV SYMBOLS
ISIONS TYPICAL DESCRIPTION
GRAPH LETTER
... ..kiray. OY.91 GW W.9..a esar.....1....
J.,.R.
....4 a.s..,...ear s,,,a. LW 0,Is.iv., ,,,s.e. ..... Gr.. ar....Sad n...
.1.:44:. GP Ules.No nna, __—
T 3,..3.. .........•
....•Hr. ..j/. ,. GM M05.........,..410 mu...
1 6;, ........—.,..........„.„,...... .4. . -,__
0.4,r ewavals,....Sand......
a A sw .......San....517.11
j S
• t: ...1 Sar. r. SI...,
Li.,to,rises
SP .a.....1 SAW.105..Sena,
1 Ye at to,qr.
S.so,.sana-slt mamma%
7..7:..10,4,..7,.:
,iiijil SM
s.„,.,„,..,„,,„
s.....
.s.........,......—..... r,„,, „..., —
CY.,Sm...C.....
ffif-6; MLsc
, .,.., ,,,....,„Sh.a.s.,lino Sr.IStra.
I g 2.1 S.acul C., Aguld.1E..
Par.... ,
yam
:....''... airy.St L.to WW1.Pa**
.a.sai sandy clays sa t
1 el 3
-:-:-:-: OL Onomsk 5111.era apart 9Sy Clevo.u.
Maki,
5 rr illEIDER MH b.....Sas sacana.4 o,Cbaens.nus
Ft.sand or Say ad.
SIN a.aers CH
. 1
nnaa4c Glen.4 madam a,Haa PI.44,
Onaark Sas •
PT
,,,,,,,,,,,„,..s.,,,,,,,..,,,
_.---:.•-•
Topsot ..,...,,,,,,„„,,,,,,...
FIE ';§''.',' '' HI,.soda Cons.a.
SPT Penetrabon,N- •
Va4ue Nov." I degree0
0 25-30
4 27-32
10 30-35
30 35-40
50 38-43
(Bow(es,Foundation Analysts and Dew.)
Conalatoncy of Fiso•Gralnod Soils I Raba.Dorsally of Cosom•Gralnad Salk
Raladve Density N•Blows per Foot Relstam Dorsally N-Mows Par Foot
Very Soft 0-2 Vary Loose 0-4
Soft 2-0 11.00se , 4-10
Medium SIlf 4-8 Medium Dense 10-30
SIR 9-15 Dense 30-50
Very Siff 15-30 Vary Dense 500
_
Hard 30-50
Very Hard 500
OW well-graded gravel.fine to coarse gravel 0 40
GP poorly graded gravel 0 38
GM silty gravel 0 38
GC clayey gravel 0 34
GM.GL silty gravel 0 35
GC-CL clayey gravel with many fines 3 2.6
,.. SW well-graded sand,fine to coarse sand 0 38
SP poorly graded sand 0 36
''..
SM silty sand 0 34
• SC clayey sand 0 32
Sall-SL silty sand with many fines 0 34
SC-CL clayey sand with many fines 5 28
ML sat 0 33
CL clay of low plasScity.lean day 20 27
CH clay of high plasticity,fat day 25 22
OL organic sat organic day 10 25
OH organic clay.organic sat 10 22
MN silt of high plasticity.elastic sat 5 24
Unified Soil Classification System iLISCS,
hap en,ilepectraorn,xel unifiee Sod Ciasufication System
Portland, OR jV 1 S T A Kansas City, Missouri
—STRUCTURAL—
Project Loading
Vertical Design Loads:
Tributary Widths:
Transverse Direction(Pier 1-4.Ref:Plan View on S0.1)
Roof 13.5 ft 202.5 plf
Third Floor 0 ft 0 plf
Second Floor 12 ft 180 plf
First Floor 0 ft 0 plf
Walls 18.00 ft 234 plf
Foundation(Footing)
W= 1.33 ft
T= 0.67 ft 134 plf
Foundation(Stemwall)
H,= 2.50 ft
W,.= 0.67 ft 250 plf
Int.= 1000 plf
Live:
Roof(Snow) 13.5 ft 337.5 plf
Attic 0 ft 0 plf
Third Floor 0 ft 0 plf
Second Floor 12 ft 480 plf
First Floor 0 ft 0 plf
Ill= 817.5 plf
Max Pier Trib= 6 ft
Pier Working Loads:
P01= 6001 lbs
PO.75i(LL+s)= 3679 lbs
PT1= 9680 lbs
Fs= 2
PTi= 19359 =PnFs
Portland, OR 4 VISTA Kansas City, Missouri
-STRUCTURAL—
Tributary Widths:
Transverse Direction(Pier 5-7.Ref:Plan View on 50.1)
e Roof 4 ft 60 plf
Third Floor 0 ft 0 plf
Second Floor 12 ft 180 plf
First Floor 0 ft 0 plf
w
Walls 18.00 ft 234 plf
Foundation(Footing)
W= 1.33 ft
T= 0.67 ft 134 plf
Foundation(Stemwall)
H,= 2.50 ft
W,.= 0.67 ft 250 plf
ID!.= 858 plf
Live:
Roof(Snow) 4 ft 100 plf
Attic 0 ft 0 plf
Third Floor 0 ft 0 plf
Second Floor 12 ft 480 plf
First Floor 0 ft 0 plf
ILL= 580 plf
Max Pier Trib= 6 ft
Pier Working Loads:
PpL= 5146 lbs
Pa= 2880 lbs
PTi= 8026 lbs
Fs= 2
PTL= 16052 =PnFs
a
It
Portland, OR 10.44 VISTA Kansas City, Missouri
14S) —STRUCTURAL—
Push Pile Design
Design Working Load:
• Q. ,= 19.36 kips
QP= 0
R
Pile Properties:
Pile Type PP288
Finishes Plain
Shaft Diameter 2.875 in
Batter Angle 0
Installation Depth L,= 10 ft
Bracket Capacity:
Construction Type Retrofit
Bracket F5288BL2(PP288)
Bracket Allowable Capacity 24 Kips OK...
(w/48"Sleeve)
Installation Pressure,P:
Working Area of Hydraulic Ram
A5= 9.62 in2
Therefore,Preq= `Wh/Acy1
2012 psi
u
R