Plans (65) fill
Approved plans MILLER
shall be on jo Sit ; a _
CONSULTING
ENGINEERS OCT 4 2017
',,,i'l Yy¢s:, 1 .
STRUCTURAL CALCULATIONS `a; 7.1 A:'-' :-
Wells Residence Front Shear Wall Analysis
15226SW Greenfield Drive, Tigard, Oregon
Exteriors, Inc.
September 27, 2017
Project No. 171116
12 pages OFFICE COPY
Principal Checked: )441 CITY OF TIGARD
REVIEWED FOR CODE COMPLIANCE
Approved:
OTC: [ I
C. -` 1 Permit#: MS-fra_O 1-7" 0 0 3-7 4-
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*** LIMITATIONS ***
Miller Consulting Engineers, Inc. was retained in a limited capacity this
project. This design is based upon information provided byte 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.
Engineering Practical,Diverse Structural Solutions Since 1978
9570 S W Barbur Blvd.,Suite 100, Portland,Oregon 97219-5412
Phone:(503)246-1250 Fax:(503)246-1395 www.miller-se.corn
Building Code: 2014 Oregon Structural Specialty Code
Soils Report: No Soils Report by: N/A Dated: N/A
Soil Bearing: 1500 PSF Retaining Walls: No
Equivalent Fluid Pressure(active): N/A PCF Passive bearing: N/A PCF Friction: N/A
Structural System: Building Structure
Vertical System:Wood framed Construction Lateral Sys: Flexible Diaphragm/Wood shearwalls
Element Roof Floor Corridor Garage
Load Type Dead Dead Dead Dead
Basic Design Value(PSF) 15 15 15 10
Loads: Load Type Snow Floor Live Corridor Live Deck Live
Value(PSF) 25 40 100 40
Deflection Criteria U240 U360 U360 U360
Lateral Design Parameters:
Wind Design:ASCE 7-10 Wind Speed(3 sec Gust):_ 120 _ MPH
Exposure B
Importance Factors Iw= 1.00 IE= 1.00 Is= 1.00 I;= 1.00 Risk Cat: II
(ice w/wind) (seismic) (snow) (ice)
Seismic Design
Latitude: 45.460965
Seismic design parameters are based on published Longitude: 122.808690
values from the USGS web site. 2%PE in 50 years,0.2 sec SA=Ss
2%PE in 50 years,1.0 sec SA=SI
(Site class B parameters are indicated on this page,for actual site class
used in design,refer to seismic design summary)
Design Summary:
Existing residence. Design shear walls above garage for new window openings.No changes in the profile or plan of the structure.
Index of Calculations:
Design summary: pages 1-3
Gravity Design: pages 4-5
Lateral Design: pages 6-12
Art 9570 SW Barbar Blvd Project Name Wells Residence Front Shear Wall Analysis Project# 171116
Suite One Hundred
Mi Portland,OR 97219 15226SW Greenfield Drive, Tigard,
Location 9 � Oregon
Client Exteriors, Inc.
MILLER Phone 503.246.1250
CONSULTING Fax 503.246.1395 BAM9/27/17 1 of 12
www.miller-se.com By Ck'd f-, Date Page
ENGINEERS •
GRAVITY FRAMING REFERENCE
Cul TIN F7eC1S/ING,FIAT,'NG,
.11.5tAil 4.r.ID Di HEADERS
with axes,S'h'2/ri 4—RIMERS
HEADER (CALC ON NEXT PAGE)
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9570 SW Barbur Blvd Project Name Wells Residence Front Shear Wall Analysis Project# 171116
Suite One Hundred
NS Portland,OR 97219Ilk 15226SW Greenfield Drive,Tigard, Oregon
Location 9 9
Client Exteriors, Inc.
MILLER Phone 503.246.1250
CONSULTING Fax 503.246.1395 BAM9/27/17 4 of 12
www.miller-se.com By Ck'd 1 Date Page
ENGINEERS
fai F 0 R T E , MEMBER REPORT Level,HDR PASSED
1 piece(s) 6 x 10 Douglas Fir-Larch No. 2
Overall Length:3'3"
+ +
o 0
III 0
All locations are measured from the outside face of left support(or left cantilever end).All dimensions are horizontal.
Design Results: _ Actual @ Location; Allowed,; '.' Result,, LDF Load:Combination(Pattern) System:Wall
Member Reaction(lbs) 1187 @ 0 5156(1.5(T) Passed(23%) -- 1.0 D+0.75 L+0.75 S(All Spans) Member Type:Header
Shear(lbs) 517 @ 11" 6810 Passed(8%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Use:Residential
Moment(Ft-lbs) 964 @ 1'7 1/2" 6937 Passed(14%) 1.15 1.0 D+0.75 L+0.75 S(All Spans) Building Code:IBC 2012
Live Load Defl.(in) 0.003 @ 1,7 1/2" 0.108 Passed(L/999+) -- 1.0 D+0.75 L+0.75 S(All Spans) Design Methodology:ASD
Total Load Defl.(in) 0.004 @ 1'7 1/2" 0.162 Passed(L/999+) -- 1.0 D+0.75 L+0.75 S(All Spans)
• Deflection criteria:LL(L/360)and TL(L/240).
•Top Edge Bracing(Lu):Top compression edge must be braced at 3'3"o/c unless detailed otherwise.
•Bottom Edge Bracing(Lu):Bottom compression edge must be braced at 3'3"o/c unless detailed otherwise.
•Applicable calculations are based on NDS.
Bearing Length Loads to Supports(lbs)
Supports Total Available Required Dead Floor Snow Total Accessories
Live
1-Trimmer-DF 1.50" 1.50" 1.50" 316 715 447 1478 None
2-Trimmer-DF 1.50" 1.50" 1.50" 316 715 147 1478 None
Tributary Dead Floor Live Snow
Loads Location(Side) Width (0.90) (1.00) (1.15) Comments
o-Self Weight(PLF) 0 to 3'3" N/A 13.2
1-Uniform(PSF) 0 to 3'3" 11' 15.0 40.0 25.0 ROOF/FLOOR
2-Uniform(PSF) 0 to 3'3" 2' 8.0 - - WALL /��
Weyerhaeuser Notes (t�SUSTAINABLE FORESTRY INITIATIVE
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. `1�
Weyerhaeuser expressly disclaims any other warranties related to the software.Use of this software is not intended to circumvent the need for a design
professional as determined by the authority having jurisdiction.The designer of record,builder or framer is responsible to assure that this calculation is
compatible with the overall project Accessories(Rim Board,Blocking Panels and Squash Blocks)are not designed by this software.Products manufactured at
Weyerhaeuser facilities are third-party certified to sustainable forestry standards.Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES
under technical reports ESR-1153 and ESR-1387 and/or tested in accordance with applicable ASTM standards.For current code evaluation reports,Weyerhaeuser
product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library.
The product application,input design loads,dimensions and support information have been provided by Forte Software Operator
9570 SW Barbur Blvd Project Name Wells Residence Front Shear Wall Analysis Project# 171116
Suite One Hundred
Ell Portland,OR 97219Mb 15226SW Greenfield Drive, Tigard, Oregon
Location 9 9
Client Exteriors, Inc.
MILLER Phone 503.246.1250
CONSULTING Fax 503.246.1395 BAM9/27/17 5 of 12
www.miller-se.com By Ck'd l Date Page
ENGINEERS
•
ASCE 7-10 Seismic Design
S,= 95.30% Risk Targeted Maximum Considered Earthquake(Figure 22-1,22-3,22-5,and 22-6)(pages 158 through 165)
S1= 42.00% Risk Targeted Maximum Considered Earthquake(Figure 22-2,22-4,22-5,and 22-6)(pages 158 through 165)
Fa= 1.12 Table 11.4-1,page 55
Fv= 1.58 Table 11.4-1,page 55
Sus=F,S,= 1.07 eqn.11.4-1 page 55
Su,=F„S1= 0.66 eqn.11.4-2 page 55
Sos=(2)Sus/(3)= 0.71 eqn.11.4-3 page 55
SD,=(2)Snw1/(3)= 0.44 eqn.11.4-4 page 55
Site Class D Table 20.3-1,page 152
Risk Category II Table 1.5-1,page 2
Seismic Force Resisting System A.Bearing Wall System
15.Light framed(wood)walls sheathed with wood structural panels rated for shear resistance
Seismic Design Category(short per.) D Table 11.6-1,page 56
Seismic Design Category(1 sec) D Table 11.6-2,page 56
Seismic Design Category D (Controls)
R= 6.50 Table 12.2-1,pages 60-62
= 3.00 Table 12.2-1,pages 60-62
Cd= 4.00 Table 12.2-1,pages 60-62
IE= 1.00 Importance factor,Table 1.5-2,page 4
CT= 0.02 Table 12.8-2,page 72
x= 0.75 Table 12.8-2,page 72
h„= 20 R,defined in section 12.8.2.1,page 72
T= 0.189 Eqn.12.8-7,page 72
k= 1.00 Section 12.8.3,page 73
Cu= 1.4 Table 12.8-1,page 72
Ta„„.= 0.265 section 12.8.2,page 72
C,= 0.109 Eqn.12.8-2,pg 72
T�= 16 Fig.22-12 through 22-16,page 170-173
C,= 0.360 need not exceed-Eq.12.8-3&12.8-4,page 71-72
C,= 0.031 shall not be less than-Eq.12.8-5&12.8-6,page 72
C,= 0.109 (control)
TRIB WEIGHT TO GARAGE SHEARWALL
2nd Floor Trib 330
2nd Floor wt 15 psf
2nd Floor wt 4950 lbs
Roof area trib 320 sqft
Roof wt 15 psf
Roof wt 4800 lbs
Wall area trib 144 sqft
Wall wt 8 psf
Wall wt 1152 lbs
Total wt to sh 10902 lbs
Cs= 0.109
V= 1192 lbs Ultimate
V= 840 lbs Allowable D°Cs jr ca aot
9570 SW Barbur Blvd Project Name Wells Residence Front Shear Wall Analysis Project# 171116
Suite One Hundred
A Portland,OR 97219 15226SW Greenfield Drive, Tigard, Oregon
Location 9 9
Client Exteriors, Inc.
MILLER Phone 503.246.1250
CONSULTING Fax 503.246.1395 BAM9/27/17 6 of 12
www.miller-se.com By Ck'd 14'1 Date Page
ENGINEERS
WIND LOADING ANALYSIS - Main Wind-Force Resisting System
Per ASCE 7-10 Code for Enclosed or Partially Enclosed Buildings
Using Method 2:Analytical Procedure(Section 27&28)for Low-Rise Buildings
Job Name: Subject:
Job Number: Originator: Checker:
Input Data: 11•11111=MIENISMN
Wind Speed,V= 120 mph (Wind Map, Figure 26.5-1A-C)
Bldg.Classification= II (Table 1.5-1 Risk Category) Wind •
Exposure Category B (Sect.26.7) B
Ridge Height, hr= 26.00 ft.(hr>=he)
Eave Height, he= 19 00 ft. (he<=hr)
Building Width= 60:00 ft. (Normal to Building Ridge) 1111��=��==� v
Building Length= &O.6115- ft. (Parallel to Building Ridge) L
Roof Type= Gable (Gable or Monoslope) Plan
Topo. Factor, Kzt= 1.00 (Sect.26.8&Figure 26.8-1)
Direct. Factor, Kd= 0.85 (Table 26.6)
Enclosed?(Y/N) Y (Sect.26.2&Table 26.11-1)
Hurricane Region? N 4 8
hr
h<=60'
Resulting Parameters and Coefficients: 1111 IN he
El
Roof Angle, 0= 13.13 deg. L
Mean Roof Ht., h= 22.50 ft.(h=(hr+he)/2,for angle>10 deg.) Elevation
Check Criteria for a Low-Rise Building:
1. Is h<=60'? Yes,O.K. 2. Is h<=Lesser of L or B? Yes,O.K.
External Pressure Coeffs., GCpf(Fig.28.4-1):
(For values,see following wind load tabulations.)
Positive&Negative Internal Pressure Coefficients, GCpi(Table 26.11-1):
+GCpi Coef.= 0.18 (positive intemal pressure)
-GCpi Coef.= -0.18 (negative internal pressure)
If h< 15 then: Kh=2.01*(15/zg)^(2/a) (Table 28.3-1)
If h>= 15 then: Kh=2.01*(z/zg)^(2/a) (Table 28.3-1) (Note:z not<30'for Exp.B)
a= 7.00 (Table 26.9-1)
zg= 1200 (Table 26.9-1)
Kh= 0.70 (Kh=Kz evaluated at z=h)
Velocity Pressure:qz=0.00256*Kz*Kzt*Kd*VA2 (Sect.28.3.2, Eq. 28.3-1)
qh= 21.95 psf qh=0.00256*Kh*Kzt*Kd*V^2 (qz evaluated at z=h)
Design Net External Wind Pressures(Sect. 28.4.1):
p=qh*[(GCpf)-(+/-GCpi)] (psf, Eq.28.4-1)
Wall and Roof End Zone Widths'a' and'2*a'(Fig.28.4-1):
a= 6.00ft.
2*a= 12.00 ft.
9570 SW Barbur Blvd Project Name Wells Residence Front Shear Wall Analysis Project# 171116
4111111 Suite One Hundred
Portland,OR 97219 15226SW Greenfield Drive, Tigard, Oregon
Location 9 9
Client Exteriors, Inc.
MILLER Phone 503.246.1250
CONSULTING Fax 503.246.1395 BAM9/27/17
www.miller-se.com By Ck'd -. Date Page 7 of 12
ENGINEERS
MWFRS Wind Load for Load Case A MWFRS Wind Load for Load Case B
Surface GCpf p=Net Pressures(psf) Surface *GCpf p= Net Pressures(psf)
(w/+GCpi) (w/-GCpi) (w/+GCpi) (w/-GCpi)
Zone 1 0.47 6.38 14.28 Zone 1 -0.45 -13.83 -5.93
Zone 2 -0.69 -19.10 -11.20 Zone 2 -0.69 -19.10 -11.20
Zone 3 -0.43 -13.38 -5.48 Zone 3 -0.37 -12.07 -4.17
Zone 4 -0.37 -11.98 -4.08 Zone 4 -0.45 -13.83 -5.93
Zone 5 - --- --- Zone 5 0 40 4.83 12.73
Zone 6 --- --- --- Zone 6 -0.29 -10.32 -2.41
Zone1 E 0.71 11.70 19.60 Zone 1E -0.48 -14.49 -6.59
Zone 2E -1.07 -27.44 -19.54Zone 2E -1.07 -27.44 -19.54
Zone 3E -0.62 -17.49 -9.59 Zone 3E -0.53 -15.59 -7.68
Zone 4E -0.54 -15.89 -7.99 Zone 4E -0.48 -14.49 -6.59
Zone 5E --- --- --- Zone 5E 0.61 9.44 17.34
Zone 6E --- --- --- Zone 6E -0.43 -13.39 -5.49
*Note: Use roof angle 0=0 degrees for Longitudinal Direction.
For Case A when GCpf is neg. in Zones 2/2E: For Case B when GCpf is neg.in Zones 2/2E:
Zones 2/2E dist.= 30.00 ft. Zones 2/2E dist. = 30.00 ft.
Remainder of roof Zones 2/2E extending to ridge line shall use roof Zones 3/3E pressure coefficients.
MWFRS Wind Load for Load Case A,Torsional Case MWFRS Wind Load for Case B,Torsional Case
Surface GCpf p=Net Pressure(psf) Surface GCpf p=Net Pressure(psf),
(w/+GCpi) (w/-GCpi) (w/+GCpi) (w/-GCpi)
Zone 1T --- 1.59 3.57 Zone 1T --- -3.46 -1.48
Zone 2T --- -4.77 -2.80 Zone 2T: __ --- -4.77 -2.80
Zone 3T -3.35 -1.37 Zone 3T --- -3.02 -1.04
Zone 4T 3 00 -1.02 Zone 4T --- -3.46 -1.48
Zone 5T --- --- --- Zone 5T --- 1.21 3.18
Zone 6T --- --- --- Zone 6T --- -2.58 -0.60
Notes: 1. For Load Case A(Transverse), Load Case B(Longitudinal),and Torsional Cases:
Zone 1 is windward wall for interior zone. Zone 1 E is windward wall for end zone.
Zone 2 is windward roof for interior zone. Zone 2E is windward roof for end zone.
Zone 3 is leeward roof for interior zone. Zone 3E is leeward roof for end zone.
Zone 4 is leeward wall for interior zone. Zone 4E is leeward wall for end zone.
Zones 5 and 6 are sidewalls. Zone 5E&6E is sidewalls for end zone.
Zone 1T is windward wall for torsional case Zone 2T is windward roof for torsional case.
Zone 3T is leeward roof for torsional case Zone 4T is leeward wall for torsional case.
Zones 5T and 6T are sidewalls for torsional case.
2.(+)and(-)signs signify wind pressures acting toward&away from respective surfaces.
3. Building must be designed for all wind directions using the 8 load cases shown below. The
load cases are applied to each building corner in turn as the reference corner.
4.Wind loads for torsional cases are 25%of respective transverse or longitudinal zone load values.
Torsional loading shall apply to all 8 basic load cases applied at each reference corner.
Exception:One-story buildings with"h"<=30',buildings<=2 stories framed with light frame
construction,and buildings<=2 stories designed with flexible diaphragms need not be
designed for torsional load cases.
5. Per Code Section 28.4.4,the minimum wind load for MWFRS shall not be less than 16 psf.
as 9570 SW Barbur Blvd Project Name Wells Residence Front Shear Wall Analysis Project# 171116
Suite One Hundred
Portland,OR 97219 15226SW Greenfield Drive, Tigard, Oregon
IS Location
Client Exteriors, Inc.
MILLER Phone 503.246.1250
CONSULTING Fax 503.246.1395 BAM 9/27/17
www.miller-se.com By Ck'd Ike, Date Page 8 of 12
ENGINEERS
Low-Rise
Buildings
h<=60' O ., 0 CX Co
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Transverse Direction Longitudinal Direction
Torsional Load Cases
9570 SW Barbur Blvd Project Name Wells Residence Front Shear Wall Analysis Project# 171116
11,4Suite One Hundred
Portland,OR 97219
I 15226SW Greenfield Drive, Tigard, Oregon
Location 9 9
Client Exteriors, Inc.
MILLER Phone 503.246.1250
CONSULTING Fax 503.246.1395 BAM 9/27/17 9 of 12
www.miller-se.com By Ck'd 1 ->7 Date Page
ENGINEERS
WIND AREA CALCULATIONS
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INTERIOR SHEAR WIND TO WIND TO •
J' WALL LINE INTERIOR EXTERIOR
WALL WALL
LEFT $ E. LVATi0N
ZONE 1+4: (49FT2 + 57 FT2) * (18.72PSF) = 1984 LBS
ZONE 1 E+4E: (43 FTA2 + 37 FT2) * (28.12 PSF) = 2250 LBS
ZONE 2+3: (32 FT2 + 40 FT2) * (16 PSF) = 1152 LBS
ZONE 2E+3E: (32 FT2 + 20 FT2 + 14FT2) * (16 PSF) = 1056 LBS
TOTAL WIND FORCE: 6442 LBS * (0.6ASD) = 3866 LBS
*Wind controls the lateral design
9570 SW Barbur Blvd Project Name Wells Residence Front Shear Wall Analysis Project# 171116
Suite One Hundred
St Portland,OR 97219Mk 15226SW Greenfield Drive, Tigard, Oregon
Location 9 9
Client Exteriors, Inc.
MILLER Phone 503.246.1250
CONSULTING Fax 503.246.1395 BAM9/27/17 10 of 12
www.miller-se.com By Ck'd 14.6-1, Date Page
ENGINEERS
SHEAR WALL CALCULATIONS
Vr7
t, t II
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2.31/4—• <' " �' . ,E13
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I ELEVATION OF WALL FRAMING WITH NEW OPENINGS i
OT g
i
LJE115 Rx51DE1ts $OAJ_E Ya= I-°
)5`I2'Zn 3k) Gc-E.14 'tE-kcc Dr
1,�jca•c ✓OA , Qi .T.i
V MAX = 3866 LBS / (12.33' OF WALL PIERS BETWEEN WINDOWS) = 313 PLF
CALCULATE STRAP TENSION AROUND
OPENINGS ON NEXT PAGE
USE 1/2" SHEATHING W/
8D NAILS AT 6" OC EDGE
AND 12" OC FIELD
(CAPACITY = 364 PLF)
s44 go`/c 71^-4,..444.4.4 ¢-z,it wr..e
9570 SW Barbur Blvd Project Name Wells Residence Front Shear Wall Analysis Project# 171116
Suite One Hundred
Portland,OR 97219
l 15226SW Greenfield Drive,Tigard, Oregon
Location 9 9
Client Exteriors, Inc.
MILLER Phone 503.246.1250
CONSULTING Fax 503.246.1395 BAM9/27/17 11 of 12
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ENGINEERS
Punched Shearwall Analysis:
Level:Roof Level
Line:111
Segment Segment 1
This analysis uses the force transfer method of designing a punched shearwall.
The free body diagrams shown,are for a generic condition.
The input values H1&L1 should reflect the shortest sections adjacent to the window openings. Sequent Length. L
V= 3866 lb Total shear force in segment L. _ L. L,
L= 24.5 ft Total length of wall
L,= 2.00 ft Smallest wall pier length
L2= 3.00 ft Length of opening I .
L3= 10.16 ft Remaining full height wall length I
H= 9.50 ft Overall height of wall
H�= 2.50 ft Critical section depth
H2= 2.50 ft Height of opening \—Lontinuous strap above
and below openings
Single Upening
Sequent Length, L
k L L.
Fh= 552 lb=3866/24.5`(2+0.5`3) Horizontal force at critical section'. _ I i P� �I
Fv= 591 lb=552*(2.5+0.5*2.5)/(2+0.5*3) Vertical force at critical section.
Sheathing Requirements: I _ X—
Shearwall
15/32"APA Rated Sheathing
Use 8d Nailing
Single Sided Sheathing \\\
Use 40%SheanallIncrease Multiple Upenings `Lontinuouss strap above
Side panels: and below openings
Shear= 318 plf=3866/(2+10.16) Shear in wall piers. L. SL,
Wall Type= A 'A'=8d At 6"o.c.edges,12"o.c.field 1.1
Vc= 364 plf
318 <364 OK
Top and bottom panels: _,,�
Shear= 236 plf=591/2.5 Shear in panel above opening. n
Wall Type= A 'A'=8d At 6"o.c.edges,12"o.c.field F
Vc= 364 plf
236 <364 OK
'Use Type A shear wall(8d At 6"o.c.edges,12"o.c.field)for all of Segment 1 on wall line R1 at the Roof Level shearwalls.
Strap Requirement:
P= 355 lb=591*(0.5*3)/2.5 Critical strap force.
Tension= 355 lb per strap
Tc= 845 lb
355 <845 OK
Use Simpson CS22 strap(s)x 24.5'long above and below opening.
Strap to extend full length of shear wall segment with shear wall edge nailing requirements.
Strap to be placed over sheathing and nailed to blocking.
Sole Plate Base Anchorage:
Shear= 158 plf=3866/24.5 Shear at top and bottom plates.
Wall Type= A can be used for sole nailing and anchor bolt spacing
Vc= 364 plf
158 <364 OK
9570 SW Barbur Blvd Project Name Wells Residence Front Shear Wall Analysis Project# 171116
Suite One Hundred
Portland,OR 97219
Location 15226SW Greenfield Drive, Tigard, Oregon
MILLER Client Exteriors. Inc.
Phone 503.246.1250
CONSULTING Fax 503.246.1395BAM 9/27/17 12 of 12
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ENGINEERS