Specifications \NY_, \q- Lc c \ -,
OFFICE COPY L �� „
t A.
30 31
1
Ford Residence Vehicle Damage Repairs
12350 SW Tiedman Ave
Tigard, Oregon 97223
January 29, 2019
For:
Tim Young
Harbro
The JAS Engineering design team has received the request from you to provide structural
s .a,. a .clysis,,gpgineering design„ccpsjruction drawings and structural calculations for the project
referenced above. We visited the property and assessed the requirements with you. We can
prepare plans and calculations for submittal to the City of Tigard, for permitting.
OBJECTIVES
The JAS team understands that you need engineering services to repair the vehicle damage to
your residence located at the address noted above. The existing roof is framed with
manrufaetured trusses ate f;ac spanning front to back over the house. The upaperfloorfrgming ..
also spans front to back anis supported on a center bearing wall. The vehicle damage is to the a
foundation wall at the front of the house, including connections to the upper floor framing and
the shear walls at each side of the house and roof framing above. The vehicle impact has
broken off the front foundation wall and pushed the upper portion 24” into the house. The
right wall has cracking in the sheetrock on the inside near the back of the house and a concrete
foundation wall crack in the back right corner. Due to the damage at these locations, the front
foundation wall will need to be rebuilt and the side walls strengthened and reconnected to the
foundation to support the front wall, floor framing and roof framing and for the shear wall
uplift forces due to wind and seismic. The side wall foundations will need to be checked and
the repaired/strengthened walls attached to it with epoxy anchors. The front wall and floor
framing must be connected to the rebuilt front foundation wall with the front shear walls
properly anchored. We recommend the finishes be removed in the front room in the
basement, on both sides of the center wall and at the soffit so the damage can be better
assessed. The back room in the basement should have the right wall finishes removed along
with the closet back wall. Vii.:.F r r
,�
` J P
�Ji'' Y E 3 PR F B„l'°pyS
4,,
E
\C4 1 al 4 5;IS E owl
I.
4b0 Y ON ,:t.
, \, ...,,,y,
v49E,,
im.
" E' e.,,,,<,
6b67 7 2020
► - zi- ri.
JAS ENGINEERING INC. • 1419 WASHINGTON ST. SUITE 100 OREGON CITY, OR 97045 • 503-657-9800
On the upper level, on the front wall at the main entry door there is cracking and the door had
to be adjusted to be able to remain in use. Bedroom 1 adjacent to the entry stair has damage
in the front wall and near the hallway at the bedroom door. The finishes at the front wall in the
main entry and adjacent Bedroom 1 should be removed. In addition, portions of the hallway
wall of bedroom 2 and the closet wall through the bedroom door must be opened up. Other
access areas may be required once we have had a chance to observe the damage in these
locations. This will allow us to assess the damage and develop repairs to rebuild/modify these
walls. The JAS team will address the structural damage of the residence due to the vehicle
damage and will be preparing plans, engineering and calculations for a complete permitting
packet. We have also provided estimated fees to provide the permitting service at the City if
you would like us to do this (see the "compensation" section of the contract).
We understand you would like us to provide structural calculations and drawings for the design
of the repaired walls, floor framing and replacement foundation. We will design the
replacement window headers to support the code required roof loads.
We understand the project construction is to be built based on the drawings prepared by us.
The scope of the project is to provide plans showing the location and extent of the repaired
walls a, fr ming alpa0)the rebuilt foundation. We will also proxisjuhsar wal
showing-Wear ear nailing and new hold down locations to resist the code required wind and
seismic forces for the repaired walls of the house front, right side and interior of the building.
JAS Engineering will provide the design to meet the code required roof snow, live load and dead
load forces. Structural details will be provided to show the construction requirements for the
roof truss to wall connections, wall to foundation and shear wall to foundation connections.
We will show non-structural elements such as replacement insulation requirements and roof
ventilation locations.
Design Criteria:
IBC 2012: With 2014 OSSC Amendments
Snow Load: 25 PSF
Roof Dead Load: 15 PSF
Floor Live Load: 50 PSF
Floor Dead Load: 15 PSF
Wind Load: No Change
Seismic: No Change
JAS ENGINEERING INC. • 1419 WASHINGTON ST.SUITE 100 OREGON CITY, OR 97045 • 503-657-9800
Client Thh FORO Sheet A L of
Project r OQD RESOOG✓GE Design by DA S
Vs H tC.,LE oN.%AacE CZ6(Ai es Date ‘21 I V 18
1419 Washington Street,Suite 100 Checked by
Oregon City,OR 97045 Project No. I S- 07 q Date
Work:503-657-9800 Fax:503-656-0186
SC1 S,AMC DES1cW
V7-. Cs \✓
Cs= So
SVS, 3/3 SSS
Ss-= O.atG?
. f `�—>�,� ,:. ,S ,K,`. �s.p , si(�F•,... Ute: 3,,;� `,�� � � .. „,. x/.',"!%nHYs^.R:=5..v-@:, Y'a� .�4`;;
w
S n/g= ( 1.1 3) (� .°l 6'1- = I . O 7?
Sos C1 .077) O. "71
Cs = 0.-41 $
0
G •SAI .0
O. I ko vv/
12/19/2018 U.S.Seismic Design Maps
MCER Response Spectrum
1.5 �.._ . _ _.... .
1.0 _.
m
0.5
0.0
0 5 10 15
Period, T(sec)
— Sa(g)
Design Response Spectrum
0.8
0.6 .._.:._. .___. _......._..
co 0.4
0.2
. ..E
0.0
0 5 10 15
Period, T(sec)
— Sa(g)
https://seismicmaps.org/ 2,.
Client "T1M F02° Sheet 4�— of
Project roc O Q M)excE Design by DA'
V6141CLE.
11E RGPouRS Date 12/Ii/18
1419 Washington Street,Suite 100 Checked by
Oregon City,OR 97045 Project No. I 8- O79
Work:503-657-9800 Fax:503-656-0186
Date
WR_ [50-.i x 2 g_G•, PsF = 2 1 62. i
Efef-7'/X 2-4=6'11 SQS7 = 5 A 51
r 5
5? 5, q '
SE1 SMkc_
BASE SHw`cZ Vs alto (23,5?5. 1*') . 3
SkSp c. LOIN/C.)► 001A/hL
3 033.3*
\'--'5 . &k/. k
24'—"
v ;,Vgrer
— 15 16 . 7
24 f 6 v
1516.'?' ‘ 516. 9-*
S1 SM\C- l'QileNSvaosc-
2.. . f' 4-
62,47#+ ( 48=7'2
1516.
9
i6 ��` 48-�
//
1s �
1516.
Client 1V& roRO Sheet SL of
Project roan. QDa/C& Design by OAS
t cL-z-- ()MIME (ZC-PAIRS Date 12/1 V(e)
1419 Washington Street,Suite 100 Checked by
Oregon City,OR 97045 Project No. 0-71 Date
Work:503-657-9800 Fax:503-656-0186
lLo M'Py‘ CXPc (vc-. (3 N°l- .. \vim)UL1.sec..c) ALL / L&
6,6e
Oest
AQc AN ( ` A = le. 4a ^ w‘N9
0111C A EN c 2OjV OV' WALL
v* r'OPsF
Z ONE TN-1 ECZt0 W NU_
? 9SF
ONE 2 Z —
1v� pF
— 5.0 QSF
ZoNG ER1/4ti09,, -dA/C-.. OF OOP-
'v
SNC ‘ "),Jos 2oh1C C)C: CZoc c W WO C p
- 6 . 4 ?sem
7-43NC et -rWCGc.v3 ,, .vG— of coz, ‘vvuOvikt
k . S2SF
z-o!JG F G.1J0 Oh1G C�t�OC Lzsekilikeo
Z0NG- H ZI cskocz,, 20N6 { o c L w R
-- :$ . QST
Client -T 1 M 'Foe° Sheet 61- of
Project FO2fl RGStOEA/CE Design by DAS
- w HIEN lc LG. OAMa4E REsi*.►2 S Date 12/1't
1419 Washington Street,Suite 100 Checked by
Oregon City,OR 97045 Project No. k e- 079 Date
Work:503-657-9800 Fax:503-656-0186
I\ .Sl'SF
k6.¢P.m � 164 eir
4
tl.QIr \4 • 11.01Jf
6V= 0 to(2.4!6") - 2 .45'
6,7:4.:. :.. i wr w« /.i..�/P.-,w,+.,"k'+'Lt v- "44" :`V.- .,x r ,.«:es H. Y
3'
. . a._ 2_41/4= 6'
W‘hq) Lc7N/C, r-C-u01!✓hL_
\Vc= (1) ( 2 L ) (6') 1a .0V,SF -i- (� ) 2!�®'
6?)1 ) r ( � 1-6"
I \'.q 1dF �I x\�'
7-7 241 7
�� --
= e. 7 t v'= a a 7,44 (Z4'-6`"�
120 S. 5*
)t"'
\20®.5 2�_6 I20gj.5 `
Client MA roR0 Sheet 7L. of
Project roc Re-stDGAC&- Design by OAS
UE 1't I Gi-E 'DmAr.,6 Rz'4itiRS Date 12/Ili' e
1419 Washington Street,Suite 100 Checked by
Oregon City,OR 97045 Project No. 1 e -74i Date
Work:503-657-9800 Fax:503-656-0186
16.4bf 11-SIX- 1611'V
1 t
t
ts li —] i .d
° ' j L } X5.2, '1, / IV
L _J -
2T-T I48'4'
"may. 4- RSr#,Vt'
2-) $�
k 2. 6 \ ,.D QJ\•' -v. (6,2)06=7, \2.HIo = 2g7o.4'
i� ,0 'R1 1 V = _ = 11785,E
4S -�
1'5E36.2—' I3(35,22-k*
Client \A F ZC) Sheet 81- of
1Project F CAZZo ReSIOEA/CE Design by OAS
VC ti 1 GLC OSE RE4Asei Dole \z/I q/l e
1419 Washington Street,Suite 100 Check9d by
Oregon City,OR 97045 Project No. ‘ e-071 Date
- Work:503-657-9800 Fax:503-656-0186
S 1 s16.7*
�� r zr
x
d ci X 1: chtrii OD
cerin
Cci 64 ,r„. aces,
ft
rW
I I 1 I Imo- i I I I� I
0 5?.0370.1t
d 62 .47A,G
Client �T1M 'Foe Sheet �L of
Project 'FRO CZESID6A4E. Design by OA
x4.
QANSA�,E REQ��eS Date 12/I'/1g
1419 Washington Street,Suite 100 Checked by
Oregon City,OR 97045 Project No. 1e)'0?° Date
Work:503-657-9800 Fax:503-656-0186
S AR W P<L
rRoikrc w)LL
1G '� s l ► [•G ��lQ
15 .� Q
• = 140.07 d Sv/ N
? e„
/6%s q.N.N‘o : 3`k- 14,'-2-11) t 1.38
S � K
C 5'-2") d." a(26D7� = 2Q5, 8714
1
' Client TIM raCZ O Sheet 1)L of
Project r fl CIES t Q M E-
I Design by DAS
VC N 1 G1. M/ r9C- RCM kS Date r2-mule,
1419 Washington Street,Suite 100 Checked by
Oregon City,O 97045 Project No. 1 G-0? Date
Work:503-657-9800 Fax:503-656-0186
c
rRanrt WALL_
- - — \N — 2 A-2' 1SQJ c- = 2 \ 3 . e,34.k.
•
t 11 •6A10 3 53.E
1Ai
3 7= 140.o "%-%-1c> (1 -2,-) ^ 4 i3.3'Pq
),y,me
„J._ ,,,...... -.. . Sss.etkIgi 2. e z7.i. A 1
mo,tz44s.-6a) (6') = • 354'6. 7
3'2!'
_ rcl/ ('512:1) (.01) 10 Q3 x-= ^ 2 5S. 3'`
- *Ai
Vr
+` `l. .-- � �ift,"(f F ' r -t ``z.:-E v.v—t 4% 07 's �/_k O ,ca'�L+,,2, � Xcn'-*'v " r ;;;5.{' ',4?3,
2 e23.2 4p4. 2A �2 U
-T-----C:---- }A/b--..= '55 46.q& - 0.ck 0 4/13•D / --= 701.40
. 3i2-"
\N\Nc) ve\.-\
(14 ' 2 )' 14' (i6.4 _ / ,( si ))
42=-' +2' 2 s
� ) (' '...1') ( i.S tJF - � clioti
_ 2 b5 O. 6* gz r
5i 4. '.4- 5 -q oa'i, 4 .
4kos
3,ogs \-t92
• e v sC ‘10‘!2 %os 2,5
Title: Job#
Dsgnr: Date: 1:25PM, 29 JAN 19
Description:
Scope:
Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000
Rev: 580018
User:KW-0607733,Ver 5.8.0,1-Dec-2003 Restrained Retaining Wall Design Page 1
I (c)1983-2003 ENERCALC Engineering Software 18-079-01.ecw:Calculations
Description Ford Residence Vehicle Impact Repairs
Criteria ' Soil Data ' Footing Strengths&Dimensions I
Retained Height = 6.00 ft Allow Soil Bearing = 2,500.0 psf fc = 3,000 psi Fy = 60,000 psi
Wall height above soil = 2.00 ft Equivalent Fluid Pressure Method Min.As% = 0.0014
Total Wall Height = 8.00 ft Heel Active Pressure = 35.0 Toe Width = 1.00 ft
Toe Active Pressure = 0.0 Heel Width = 1.00
Top Support Height = 8.00 ft Passive Pressure = 250.0 Total Footing Width = 2.00
Slope Behind Wall = 0.00:1 = Footing Thickness = 12.00 in
P FootingjjSoil Friction 0.300
Height of Soil over Toe = 0.00 in Soil height to ignore Key Width = 0.00 in
Soil Density = 110.00 pcf for passive pressure = 0.00 in Key Depth = 0.00 in
Key Distance from Toe = 0.00 ft
Wind on Stem = 0.0 psf Cover @ Top = 3.00 in @ Btm.= 3.00 in
Design Summary i Concrete Stem Construction
,Total Bearing Load ,T,.', 1s Thickness = 8.00 in
, , v Fy = 60,000 psi ::- ::R!_
resultant ecc. = Wall Weight = 96.7 pcf fc = 3,000 psi
Soil Pressure @ Toe = 966 psf OK Stem is FIXED to top of footing
Soil Pressure @ Heel = 317 psf OK
Allowable = 2,500 psf Mmax Between
Soil Pressure Less Than Allowable @ Top Support Top&Base @ Base of Wall
ACI Factored @ Toe = 1,353 psf Stem OK Stem OK Stem OK
ACI Factored @ Heel = 444 psf Design height = 8.00 ft 3.92 ft 0.00 ft
Footing Shear @ Toe = 9.0 psi OK Rebar Size = # 4 # 4 # 4
Footing Shear @ Heel = 3.7 psi OK Rebar Spacing = 16.00 in 16.00 in 16.00 in
Allowable = 9_3.1 psi
4o,or- racea di. _, .,,, t7ertter ..- yx en.,, ..: [erl adu-at--., , _ q-entl 'Y` ." Centex ;1 }. v..;
Reaction`afTO = 75.3 lbs Rebar Depth 'd' = 4.00 in 4.00 in 4.00 in
Reaction at Bottom = 782.2 lbs Design Data
fb/FB+fa/Fa = 0.000 0.167 0.430
- Sliding Calcs Slab Resists All Sliding! Mu....Actual = 0.0 ft-# 433.1 ft-# 1,117.9ft-#
Lateral Sliding Force = 782.2 lbs Mn*Phi Allowable = 2,600.4 ft-# 2,600.4 ft-# 2,600.4 ft-#
Shear Force @ this height = 128.0 lbs 943.0 lbs
Shear Actual = 2.67 psi 19.65 psi
Shear Allowable = 93.11 psi 93.11 psi
Footing Design Results ` Rebar Lap Required = 17.09 in 17.09 in
Toe eel Rebar embedment into footing = 6.00 in
Factored Pressure = 1,353 444 psf Other Acceptable Sizes&Spacings:
Mu':Upward = 601 0 ft-# Toe: None Spec'd -or- Not req'd,Mu<S*Fr
Mu': Downward = 105 63 ft-# Heel:None Spec'd -or- Not req'd,Mu<S*Fr
Mu: Design = 496 63 ft-# Key: No key defined -or- No key defined
Actual 1-Way Shear = 8.98 3.71 psi
Allow 1-Way Shear = 93.11 93.11 psi
Title: Job#
Dsgnr: Date: 1:25PM, 29 JAN 19
Description :
Scope:
Code Ref:ACI 318-02, 1997 UBC,2003 IBC,2003 NFPA 5000
Rev: 580018
User:KW-0607733,Ver 5.8.0,1-Dec-2003 Restrained Retaining Wall Design Page 2
L (01983-2003 ENERCALC Engineering Software 18-079-01.ecw:Calculations
Description Ford Residence Vehicle Impact Repairs
Summary of Forces on Footing : Slab RESISTS sliding, stem is FIXED at footing
Forces acting on footing for soil pressure >>>Sliding Forces are restrained by the adjacent slab
Load&Moment Summary For Footing:For Soil Pressure Calcs
Moment @ Top of Footing Applied from Stem = -657.6 ft-#
Surcharge Over Heel = lbs ft ft-#
Axial Dead Load on Stem = lbs ft ft-#
Soil Over Toe = lbs ft ft-#
Surcharge Over Toe = lbs ft ft-#
Stem Weight = 773.3lbs 1.33 ft 1,031.1 ft-#
Soil Over Heel = 220.0 lbs 1.83 ft 403.3 ft-#
Footing Weight = 290.0 lbs 1.00 ft 290.0 ft-#
Total Vertical Force = 1,283.3 lbs Base Moment = 1,066.9 ft-#
ro.4E Soil Pressure Resulting Moment= 216 3t-#
#:V ,;+�."�m,r, ''»- � _ .:�'�'-..2p<. �`:. ". ‘ r,;,>., = . � ^"f'� ,tea„, <.,.