Specifications (7) Project: Mor he-OR-Washin ton S uare Proj. No: 1815.097.010
DmG Re: Project Information CVO Sheet:
Date: 10/12/18 Engr:
PROJECT INFORMATION
I. Project Informaion: B. State: OR
A. City: Portland
C. Country: USA
II. Building Code:
A. Code: 2014 Ore on Structural S ecial Code OSSC)
B. Edition: based on 2012 IBC
C. Amendments: Phone:
D. Building Official: E-mail:
III. Project Team
A. Architectural Firm: Sar enti
Contact:
B. MEP Consultant: N/A
Contact:
C. Civil Consultant: N/A
Contact:
D. Other Team Members:
D Project: Morphe -OR-Washington Square
Re: Construction Materials Proj. No.: 1815.097.010
Date: 10/12/18 Engr: CVO Sheet iii
CONSTRUCTION MATERIALS
I. Concrete
A. 28 Day Compressive Strength
Area of Use Strength
1. All 4.0 ksi
2. ksi
3. ksi
4. ksi
B. Reinforcing Steel: ASTM A615 Grade 60
II. CMU:
A. Ultimate compressive strength fm= N/A psi
III. Structural Steel
A. Shapes:
1. W shapes: ASTM A992 (Formerly ASTM A572,Gr.50, per AISC Special Advisory No. 3,March 1997)
2. All other shapes, plates, etc.: ASTM A36
B. Steel Pipe: ASTM A501 or A53, Types E or S, Grade B(Fy=35ksi)
C. Steel Tube: ASTM A500, Grade B(Fy=46ksi)
IV. Wood:
Element Species Grade
A. Studs N/A N/A
B. Horiz. Framing N/A N/A
C. R.S. timbers N/A N/A
D. Top Plates N/A N/A
V. Light gage:
Framing referenced based on SSMA material properties and tables.
RLaPROJECT: +Uq - W U-5\N1�-1-0-v k r, -L
RE: JOB NO: 1Y15 " 0`11 ot °
RAYMOND L. GOODSON JR., INC.
CONSULTING ENGINEERS DATE: ENGR: SHEET: I
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Gravity Beam Design Z
RAM RAM SBeam v5.0I
10/09/18 15:01:53
STEEL CODE: AISC 360-05 ASD
SPAN INFORMATION (ft): I-End (0.00,0.00) 3-End (7.58,0.00)
Beam Size (Optimum) = W8X10 Fy = 50.0 ksi
Total Beam Length(ft) = 7.58
Cantilever on left (ft) = 1.25
Cantilever on right(ft) = 3.00 Y12tlh. S4-1i.ci C1 C'
Mp (kip-ft) = 36.96
Top flange not braced by decking.
POINT LOADS (kips):
Flange Bracing
Dist (ft) DL LL Top Bottom
0.000 0.06 0.00 No No
7.580 0.07 0.00 No No
LINE LOADS (k/ft):
Load Dist (ft) DL LL
1 0.000 0.010 0.000
1.250 0.010 0.000
2 1.250 0.010 0.000
4.580 0.010 0.000
3 4.580 0.015 0.000
7.580 0.015 0.000
SHEAR: Max Va (DL+LL) =0.12 kips Vn/1.50=26.83 kips
MOMENTS:
Span Cond LoadCombo Ma @ Lb Cb S2 Mn/I
kip-ft ft ft kip-ft
Left Max - DL -0.1 1.3 1.3 1.00 1.67 21.87
Center Max - DL -0.3 4.6 3.3 1.47 1.67 21.87
Right Max - DL -0 4.6 3.0 1.00 1.67 21.87
Controlling DL -0.3 4.6 3.3 1.47 1.67 21.87
REACTIONS (kips):
Left Right
DL reaction 0.03 0.20
Max+total reaction 0.03 0.20
DEFLECTIONS:
Left cantilever:
Dead load (in) = -0.001
Center span:
Dead load (in) at 3.08 ft = 0.000
Live load (in) at 3.08 ft = -0.000
Net Total load (in) at 3.08 ft = 0.000
Right cantilever:
Dead load (in) = -0.004 L/D = 19664
Pos Total load (in) = -0.004 L/D = 19664
RAM SBeam v3.0 Shear, Moment, and Deflection Diagrams
Span information (ft) : I-End (0. 00, 0.00) J-End (7.58,0.00)
Shear
11 IIIIIIIIIIIIIIIIllIlI m Cry 0 1IIIIIMJJ111 1Ji � iii � ili � tiiii � �..11lll.l•
-1
Moment
0
-1
Deflection
-0.1
Max DL Shear = 0.12 kips
Max Shear = 0.12 kips
Max Neg Moment = -0.29 kip-ft at right support
FAOGravity Beam Design L
RAM RAM SBeam v5.01
10/09/18 15:37:18
STEEL CODE: AISC 360-05 ASD
SPAN INFORMATION (ft): I-End (0.00,0.00) J-End (37.00,0.00)
Beam Size (User Selected) = HSS20X4X3/8 Fy = 46.0 ksi
Total Beam Length (ft) = 37.00
Mp (kip-ft) = 342.32
Top flange not braced by decking.
LINE LOADS (k/ft):
Load Dist (ft) DL LL 15H•
1 0.000 0.054 0.000
37.000 0.054 0.000
2 0.000 0.150 0.000
37.000 0.150 0.000
SHEAR: Max Va (DL+LL) =3.78 kips Vn/1.67 =230.72 kips
MOMENTS:
Span Cond LoadCombo Ma @ Lb Cb S2 Mn/ SZ
kip-ft ft ft kip-ft
Center Max + DL 35.0 18.5 37.0 1.14 1.67 204.98
Controlling DL 35.0 18.5 37.0 1.14 1.67 204.98
REACTIONS (kips):
Left Right
DL reaction 3.78 3.78
Max +total reaction 3.78 3.78
DEFLECTIONS:
Dead load (in) at 18.50 ft = -0.452 L/D = 981
Live load(in) at 18.50 ft = -0.000
Net Total load (in) at 18.50 ft = -0.452 L/D = 981
Gravity Beam Design 5
RAM RAM SBeam v5.01
10/09/18 15:36:46
STEEL CODE: AISC 360-05 ASD
SPAN INFORMATION (ft): 1-End (0.00,0.00) J-End (37.00,0.00)
Beam Size(User Selected) = HSS14X4X1/4 Fy = 46.0 ksi
Total Beam Length (ft) = 37.00
Mp (kip-ft) = 127.27
Top flange not braced by decking.
LINE LOADS (k/ft): 6 Gt`` P-1
Load Dist(ft) DL LL
1 0.000 0.027 0.000
37.000 0.027 0.000
2 0.000 0.030 0.000
37.000 0.030 0.000
SHEAR: Max Va (DL+LL) = 1.06 kips Vn/1.67 = 107.82 kips
MOMENTS:
Span Cond LoadCombo Ma @ Lb Cb Mn /Q
kip-ft 1`t ft kip-ft
Center Max + DL 9.8 18.5 37.0 1.14 1.67 76.21
Controlling DL 9.8 18.5 37.0 1.14 1.67 76.21
REACTIONS (kips):
Left Right
DL reaction 1.06 1.06
Max +total reaction 1.06 1.06
DEFLECTIONS:
Dead load (in) at 18.50 ft = -0.468 L/D = 948
Live load (in) at 18.50 ft = -0.000
Net Total load (in) at 18.50 ft = -0.468 LID = 948
.
,---E--;:i.ilLQ PROJECT: _ • cArt.
RE: 36.1 v ill 4 c,,ChPro,v JOB NO:
RAYMOND L. GOODSON JR., INC,
CONSULTING ENGINEERS DATE: i 0/2 S/I a ENGR: bg SHEET: 6
r , ;
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' www.hltl.us Profis Anchor 2.7.6
Company: Page: 1
Specifier: Project: Morphe Washington Sq
Address: Sub-Project I Pos.No.:
Phone I Fax: i Date: 10/25/2018
E-Mail:
Specifier's comments:
1 Input data
�#
Anchor type and diameter: KWIK HUS-EZ(KH-EZ)1/4(2 1/2)
Effective embedment depth: he=1.920 In.,h„a„,=2.500 in.
Material: Carbon Steel
Evaluation Service Report: ESR-3027
Issued I Valid: 2/1/2016 i 1 2/112 01 7
Proof: Design method ACI 318/AC193
Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in.
Anchor plate: Ix x ly x t=3.000 in.x 3.000 in.x 0.500 in.;(Recommended plate thickness:not calculated
Profile: Rectangular plates and bars(AISC);(L x W x T)=0.250 in.x 0.188 in.x 0.000 in.
Base material: cracked concrete,3000,fol=3,000 psi;h=5.000 in.
Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present
edge reinforcement:none or<No.4 bar
Seismic loads(cat.C,D,E,or F) no
Geometry[in.]&Loading[lb,in.lb]
Z
IIIw
0
pO -I
- o jo ___,..-
V Y
v� 0 v}
.�
x
' _ ii '-. • i
www.niltl.us Profis Anchor 2.7.6
Company: Page: 2
Specifier: Project: Morphs Washington Sq
Address: Sub-Project I Pos.No.:
Phone I Fax: I Date: 10/25/2018
E-Mail:
2 Load case/Resulting anchor forces
y
Load case:Design loads
Anchor reactions[lb]
Tension force:(+Tension,-Compression)
Anchor Tension force Shear force Shear force x Shear force y
1 103 0 0 0
px
max.concrete compressive strain: -[%p]
max.concrete compressive stress: -[psi]
resulting tension force in(x/y)=(0.000/0.000): 103[Ib]
resulting compression force in(x/y)=(0.000/0.000):0[Ib]
3 Tension load
Load Non[Ib] Capacity 4 N„[Ib] Utilization ON=N J+Nn Status
Steel Strength` 103 3,679 3 OK
Pullout Strength" 103 830 13 OK
Concrete Breakout Strength" 103 1,610 7 OK
`anchor having the highest loading "anchor group(anchors in tension)
3.1 Steel Strength
N� =ESR value refer to ICC-ES ESR-3027
4] N.z N,,. ACI 318-08 Eq.(D-1)
Variables
Asa,N[in.2] fua[Psi]
0.05 125,000
Calculations
N„[lb]
5,660
Results
N,n[Ib] 4 steel Nea[lb] Nua[Ib]
5,660 0.650 3,679 103
3.2 Pullout Strength
refer to ICC-ES ESR-3027
Non", =N°,2500 2500
Npo,!z Nun ACI 318-08 Eq.(D-1)
Variables
en[psi] Np.2e00[Ib]
3,000 1,166
Calculations
fc
2500
1.095
Results
Non',[lb] Q concrete Npn.r Fib] Nua[lb]
1,277 0.650 830 103
I II -i . i
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Company: Page: 3
Specifier: Project: Morphe Washington Sq
Address: Sub-Project I Pos.No.:
Phone I Fax: I Date: 10/25)2018
E-Mail: /"*.*
3.3 Concrete Breakout Strength
Nth =(; n1 W ed,N W c,N Y cp,N Nb ACI 318-08 Eq.(D-4)
4 Nth Z Nua ACI 318-08 Eq.(D-1)
ANc see ACI 318-08,Part D.5.2.1,Fig. RD.5.2.1(b)
ANm =9 hor ACI 318-08 Eq.(D-6)
1
W ec.N = 1 +2 eN)5 1.0 ACI 318-08 Eq.(D-9)
3 he/
W ed,N =0.7+0.3 (1 5har)5 1.0 ACI 318-08 Eq.(D-11)
W cp,N = °gy 1.5her1 5 1.0 ACI 318-08 Eq.(D-13)
ac MAX( ."", Cac f
Nb =kc 7, 'he'r5 ACI 318-08 Eq.(D-7)
Variables
her[in.] ec1,N[in.] eoaN[In.] ;.min[in.] W c.N
1.920 0.000 0.000 ^c 1.000
eac[in.] ka x fc[Psi]
2.780 17 1 3,000
Calculations
AN.[in 2] ANao[ice 2] W ec1.N W ac2,N W ad,N W cp,N Nb[lb]
33.18 33.18 1.000 1.000 1.000 1.000 2,477
Results
Nth[lb] C COMMIS 4) Nth[lb] Naa[lb]
2,477 0.650 1,610 103
r . I I --■ r
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Company: Page: 4
Specifier: Project: Morphe Washington Sq
Address: Sub-Project I Pos.No.:
Pone I Fax: I Date: 10/25/2018 i 0
4 Shear load
Load V,,,[lb] Capacity b V„[lb] Utilization jv=V„,/+V„ Status
Steel Strength' N/A N/A N/A N/A
Steel failure(with lever arm)* N/A N/A N/A N/A
Pryout Strength* N/A N/A N/A
N/A
Concrete edge failure in direction.' N/A N/A N/A N/A
*anchor having the highest loading **anchor group(relevant anchors)
5 Warnings
• The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations(ETAG 001/Annex C,EOTA TR029,etc.).
This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered-the anchor plate is
assumed to be sufficiently stiff,in order not to be deformed when subjected to the design loading.PROFIS Anchor calculates the minimum
required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above.The proof if the
rigid base plate assumption is valid is not carried out by PROFIS Anchor.Input data and results must be checked for agreement with the
existing conditions and for plausibility!
• Condition A applies when supplementary reinforcement is used.The i factor is increased for non-steel Design Strengths except Pullout
Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout
Strength.Refer to your local standard.
• Refer to the manufacturer's product literature for cleaning and installation instructions.
• Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant
standard!
Fastening meets the design criteria!
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Company: Page: 5
Specifier. Project: Morphe Washington Sq
Address: Sub-Project I Pos.No.:
Phone I Fax: I Date: 10/25/2D18
E-Mail:
6 Installation data
Anchor plate,steel:- Anchor type and diameter:KWIK HUS-EZ(KH-EZ)1/4(2 1/2)
Profile:Rectangular plates and bars(AISC);0.250 x 0.188 x 0.000 In. Installation torque:216.002 In.lb
Hole diameter in the fixture:dr=0.375 in. Hole diameter In the base material:0.250 In.
Plate thickness(Input):0.500 in. Hole depth in the base material:2.875 In.
Recommended plate thickness:not calculated Minimum thickness of the base material:4.125 in.
Drilling method:Hammer drilled
Cleaning:Manual cleaning of the drilled hole according to instructions for use is required.
•
6.1 Recommended accessories
Drilling Cleaning Setting
• Suitable Rotary Hammer • Manual blow-out pump • Torque wrench
• Properly sized drill bit
ay
1.500 1.500
1
o 0
0
to
r •"
1 ♦ { ►x
0 0
0
� r
t *-
1.500 1.500
t r
Coordinates Anchor In.
Anchor x y c.x c c-„ cy
1 0.000 0.000 - - - -
II 'ti .II
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Phone I Fax: i Date: 10/25/2018
E-Mail: #
7 Remarks; Your Cooperation Duties
• Any and all information end data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas
and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be
strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted
prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the
data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be
put in by you.Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly
with regard to compliance with applicable norms and permits,prior to using them for your specs is facility. The Software serves only as an
aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or
suitability for a specific application.
• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for
the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do
not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software
in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or
damaged data or programs,arising from a culpable breach of duty by you.
APPENDIX
Design Maps Summary Report Page 1 of 2
US� Design Maps Summary Report
User—Specified Input
Report Title Morphe - OR - Washington Square
Tue October 9, 2018 21:07:14 UTC
Building Code Reference Document ASCE 7-10 Standard
(which utilizes USGS hazard data available in 2008)
Site Coordinates 45.449°N, 122.78296°W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/II/III
,glK>suxxl ,�y,
i
jiillsboro
�,' Portia d
Beaverton ;` Gre
IT
10
e Lake Qswego ; f
"(gelatin '
4Yt
Sherwood
USGS—Provided Output
Ss = 0.977 g SMs = 1.083 g S°5 = 0.722 g
Si = 0.425 g SMt = 0.669 g Sol = 0.446 g
For information on how the SS and Si values above have been calculated from probabilistic (risk-targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the"2009 NEHRP" building code reference document.
NICER Response Sp&druni 1)eslpzn Rt'sponseSpecironi
11"
rry
fr ret C( k4``L
V:
.r i) r14
11.11
4r
n,.r -� .r.rF .. rr>lF I,rr 1.3 1.4•r Ir., 1$] ... r... ,,.! " F c,kr .u,. .,tp, 1+ L�r Ikr Ir.r INr _.
Perk+.T ism) 1'crNi.'r lite)
For PGA„, T, CRs, and CR, values, please view the detailed report.
httus://nrod02-earthauake.cr.uses.uov/desienmans/us/Summary.nhn7temnlate=minhmilR'.la 1(II4/?n1 R
Design Maps Summary Report Page 2 of 2
Although this information Is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the
accuracy of the data contained therein.This toot Is not a substitute for technical subject-matter knowledge.
bans://nrod02-earthauake.cr.uses.govldesienmans/us/summarv.nhnitemnlate=minimal&la:._ 10/9/201 R
Design Maps Detailed Report Page 1 of 6
USGS Design Maps Detailed Report
ASCE 7-10 Standard (45.449°N, 122.78296°W)
Site Class D - "Stiff Soil", Risk Category I/II/III
Section 11.4.1 — Mapped Acceleration Parameters
Note: Ground motion values provided below are for the direction of maximum horizontal
spectral response acceleration. They have been converted from corresponding geometric
mean ground motions computed by the USGS by applying factors of 1.1 (to obtain Ss) and
1.3 (to obtain SO. Maps in the 2010 ASCE-7 Standard are provided for Site Class B.
Adjustments for other Site Classes are made, as needed, in Section 11.4.3.
From Figure 22-1`i' SS = 0.977 g
From Figure 22-2m21 S1 = 0.425 g
Section 11.4.2 — Site Class
The authority having jurisdiction (not the USGS), site-specific geotechnical data, and/or
the default has classified the site as Site Class D, based on the site soil properties in
accordance with Chapter 20.
Table 20.3-1 Site Classification
site Class vs IV or N„ s�
A. Hard Rock >5,000 ft/s N/A N/A
B. Rock 2,500 to 5,000 ft/s N/A N/A
C. Very dense soil and soft rock 1,200 to 2,500 ft/s >50 >2,000 psf
D. Stiff Soll 600 to 1,200 ft/s 15 to 50 1,000 to 2,000 psf
E. Soft clay soil <600 ft/s <15 <1,000 psf
Any profile with more than 10 ft of soil having the characteristics:
• Plasticity index PI > 20,
• Moisture content w i 40%, and
• Undrained shear strength s, < 500 psf
F. Soils requiring site response See Section 20.3.1
analysis in accordance with Section
21.1
For SI: ift/s = 0.3048 m/s 1lb/ft2 = 0.0479 kN/m2
https://nrod02-earthquake.cr.usgs.2ov/desienmans/us/renort.nhn?template=minimal&latitn... 10/9/201 R
Design Maps Detailed Report Page 2 of 6
a
Section 11.4.3 - Site Coefficients and Risk-Targeted Maximum Considered Earthquake
(MCER) Spectral Response Acceleration Parameters
Table 11.4-1: Site Coefficient F.
Site Class Mapped MCE . Spectral Response Acceleration Parameter at Short Period
Ss 5. 0.25 55 = 0.50 Ss = 0.75 SS = 1.00 Ss > 1.25
A 0.8 0.8 , 0.8 0.8 0.8
B 1.0 1.0 1.0 1.0 1.0
C 1.2 1.2 1.1 1.0 1.0
D 1.6 1.4 1.2 1.1 1.0
E 2.5 1.7 1.2 0.9 0.9
F See Section 11.4.7 of ASCE 7
Note: Use straight-line interpolation for intermediate values of Ss
For Site Class = D and Ss = 0.977 g, F. = 1.109
Table 11.4-2: Site Coefficient F,
Site Class Mapped MCER Spectral Response Acceleration Parameter at 1-s Period
S, <- 0.10 S, = 0.20 S, = 0.30 S, = 0.40 S, >>- 0.50
A 0.8 0.8 0.8 0.8 0.8
B 1.0 1.0 1.0 1.0 1.0
C 1.7 1.6 1.5 1,4 1.3
D 2.4 2.0 1.8 1.6 1.5
E 3.5 3.2 2.8 2.4 2,4
F See Section 11.4.7 of ASCE 7
Note: Use straight-line interpolation for intermediate values of Si
For Site Class = D and S. = 0.425 g, F, = 1.575
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Design Maps Detailed Report Page 3 of 6
Equation (11.4-1): SMS = FeSs = 1.109 x 0.977 = 1.083 g
Equation (11.4-2): SM, = FvS, = 1.575 x 0.425 = 0.669 g
Section 11.4.4 — Design Spectral Acceleration Parameters
Equation (11.4-3): Sps = 2/3 SMS = /3 x 1.083 = 0.722 g
Equation (11.4-4): So, = Z = 2/3 x 0.669 = 0.446 g
Section 11.4.5 — Design Response Spectrum
From Figure 22-12`3' T, = 16 seconds
Figure 11.4-1: Design Response Spectrum
T<T,:S,=Sae(0.4+0.6T/To)
To5T5T,:S,=S05
TE<T5T1:S,=S0 /T
s T>T1:So=SotT,�T�
a
F
a
r
1, =0 124 is=UhI I (UPI
KAKI.T Ism)
hops://nrod02-earthauake.cr.usas.gov/deli¢nmans/us/tenon.nhn?temnlate=minimalRr.latihi 1 fl/9/2f)1 R
Design Maps Detailed Report Page 4 of 6
•
Section 11.4.6 — Risk-Targeted Maximum Considered Earthquake (MCER) Response
Spectrum
The MCER Response Spectrum is determined by multiplying the design response spectrum above by
1.5.
'1.
li
•r.
1, =n.1 24 'I =tiros I un(]
Period,T ism)
)
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Design Maps Detailed Report Page 5 of 6
Section 11.8.3 - Additional Geotechnical Investigation Report Requirements for Seismic
Design Categories D through F
From Figure 22-7'43 PGA = 0.427
Equation (11.8-1): PGA, = FPGAPGA = 1.073 x 0.427 = 0.458 g
Table 11.8-1: Site Coefficient F,e,
Site Mapped NICE Geometric Mean Peak Ground Acceleration, PGA
Class
PGA -< PGA = PGA = PGA = PGA
0.10 0.20 0.30 0.40 0.50
A 0.8 0.8 0.8 0.8 0.8
B 1.0 1.0 1.0 1.0 1.0
C 1.2 1.2 1.1 1.0 1.0
D 1.6 1.4 1.2 1.1 1.0
E 2.5 1.7 1.2 0.9 0.9
F See Section 11.4.7 of ASCE 7
Note: Use straight-line interpolation for intermediate values of PGA
For Site Class = D and PGA = 0.427 g, = 1.073
Section 21.2.1.1 - Method 1 (from Chapter 21 - Site-Specific Ground Motion Procedures
for Seismic Design)
From Figure 22-1715' Cgs = 0.897
From Figure 22-18 m CR1 = 0.871
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Design Maps Detailed Report Page 6 of 6
Section 11.6 — Seismic Design Category
Table 11.6-1 Seismic Design Category Based on Short Period Response Acceleration Parameter
RISK CATEGORY
VALUE OF Sys
I or II III IV
Sys < 0.167g A A A
0.167g 5 Sys < 0.33g B B C
0.33g 5 Sys < 0.50g C C D
0.50g 5 Sys D D D
For Risk Category = I and Sys = 0.722 g, Seismic Design Category = D
Table 11.6-2 Seismic Design Category Based on 1-S Period Response Acceleration Parameter
RISK CATEGORY
VALUE OF Sy,
I or II III IV
Sy, < 0.067g A A A
0.067g 5 Sy, < 0.133g B B C
0.133g 5 Sot < 0.20g C C D
0.20g 5 Syi D D D
For Risk Category = I and S, = 0.446 g, Seismic Design Category = D
Note: When S, is greater than or equal to 0.75g, the Seismic Design Category is E for
buildings in Risk Categories I, II, and III, and F for those in Risk Category IV, irrespective
of the above.
Seismic Design Category = "the more severe design category in accordance with
Table 11.6-1 or 11.6-2" = D
Note: See Section 11.6 for alternative approaches to calculating Seismic Design Category.
References
1. Figure 22-1:
https://earthquake.usgs.gov/hazards/designmaps/down loads/pdfs/2010_ASCE-7_Figu re_22-1,pdf
2. Figure 22-2:
https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010 ASCE-7_Figure_22-2.pdf
3. Figure 22-12:
https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-12.pdf
4. Figure 22-7:
https://earthquake.usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-7.pdf
5. Figure 22-17:
https://earthquake,usgs.gov/hazards/designmaps/downloads/pdfs/2010_ASCE-7_Figure_22-17.pdf
6. Figure 22-18;
https://earthquake.usgs.gov/hazards/designmaps/down loads/pdfs/2010_ASCE-7_Figure_22-18.pdf
bans://nrod02-earthouake.cr.usgs.uov/designmanc/us/rennrt.nhn?temnlate=minimaU2clatitn 1 t1/9/7f11 R
Commercial Permits I Structural Engineering ( The City of Portland, Oregon Page 1 of I
Development Services f ,�
From Concept to Construction r TOP.
Phone:503-823-7300 Email:bds@portlandoregon.gov 1900 SW 4th Ave,Portland,OR 97201 '---------
More Contact Info(hnp//ww.v portlandoregon.govNbdsletliGd519994)
Commercial Permits
The current state building code governing commercial and engineered residential construction is the 2014 Oregon Structural Specialty
Code(OSSC),which is based upon the 2012 International Building Code(IBC)as amended by the State of Oregon.
Wind: Design wind pressures are to be determined using the 3-second gust wind speed and the procedures of the 2010 edition of
Minimum Design Loads for Buildings and Other Structures(ASCE 7-10)or in accordance with the alternate method contained in the
OSSC(if applicable).The design wind speeds 3-second gust for the City of Portland are:
Risk Category Vuit(mph)
115
II 120
III, IV 130
Wind exposure category is site dependent and must be determined by the Engineer of Record based upon site conditions.
Seismic:
All locations within or administered by the City of Portland are classified as Seismic Design Category D in accordance with the procedures
of the OSSC.
Seismic design parameters for specific sites may be determined based upon zip-code or latitude and longitude using the web tool
developed by the United States Geologic Survey available at http:llearthquake.usgs.gov/designmaps/us/application.php.
City of Portland Title 24.85 governs mandatory seismic upgrades for existing buildings.A seismic upgrade may be required for existing
buildings undergoing a change of use or occupancy,addition,renovation,alteration,or URM building re-roof.Please refer to City of
Portland Title 24.85 for additional information.
Chapter 24.85,section 24.85.065(B)of the Portland City code requires certain cost triggers be adjusted annually by the construction cost
index.The following are the updated cost triggers.
Table 24.85-C
Building Description Cost of Alteration or Repair
Single story Unreinforced Masonry(URM)building $59.46
Unreinforced Masonry(URM)building two or more stories $44.59
The updated costs for required ASCE 41 evaluation report per section 24.85.060 is$260,125.See Frequently Asked Questions on Title
24.85(http://www portlandoregon.gov lbds/46829?a=422778).
Link to the URM Database
Link to the URM Database Interactive Map
Five Stories of Wood-framed Residential Construction over a Concrete Podium:
See Frequently Asked Questions on this topic.(hup:Uwww.portlandoregoagovnbdsrarlider592680)
Corrugated Metal Shear Walls
Minimum Requirements for the use of Corrugated Metal Shear Walls as a lateral system(http:rrwww.portlandoregon.govrrbdsraniaers26106)
Solar Installations:
Program Guide:Solar Water Heating and Photovoltaic Electric Generators Installed on Commercial Buildings
Wind, Seismic and Peer Review Requirements for Solar Installations
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ATC Hazards by Location Page 1 of 1
A This is a beta release of the new ATC Hazards by Location website.Please contact us with feedback.
arc Hazards by Location
Search Information
Address: 9585 SW Washington Square Rd,Tigard,OR 97223,USA
Coordinates: 45.4502155.-122.78082239989997
T l m a s to rn p: 2 018-10-09T21:20:47.87 8Z
Hazard Typo: Snow
Map Results
17 R,ddand
r�
xBnn2wlCh Pfdl415Ya1
234 ft
I-yland..,5l .,"';v.
0
ne5a=c°n MI:Hood :Sr;
p' National Forest Umatilla
National Forest
Salem
0
Albany
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Go gle Cor,lhs Map[Sara 02318 Geople
Text Results
ASCE 7-16
Ground Snow Load A No data
This location Is not included in the guidance.Please see"Snow Load Analysis for Oregon,"4th Ed.,November 2013,Structural Engineers Association of
Oregon end the PRISM Climate Group of Oregon State University,http:l/snowtoad.eeao.orgiookup.html,for ground snow load values.
ASCE 7-10
Ground Snow Load A 10 Ibisgn
The reported ground snow load applies at the query location of 234 feet up to a maximum elevation of 500 feet.
ASCE 7-05
Ground Snow Load A 10 Ibragn
The reported ground snow toad applies at the query location of 234 feet up to a maximum elevation of 600 feet.
The results indicated hem DO NOT reflect any state or local amendments to the values or any delineation tones made during the building code adoption process.
Users should confirm any output obtained from this fool with the localAuthority Having Judsdlctlon before proceeding with design.
Disclaimer
Hazard loads are interpolated from data provided In ASCE 7 and rounded up to the nearest whole Integer.
While the Information presented on this website Is believed to be correct,ATC end Its sponsors and contributors assume no responsibility or liability for its
accuracy.The material presented In the report should not be used orrelled upon for any spedlc application without competent examination and verification of its
accuracy,suitability and applicability by engineers or other licensed professionals.ATC doge not intend that the use of this Information replace the Bound
Judgment of such competent professionals,having experience and knowledge in the field of practice,nor to substitute for the standard of care required of such
professionals In Interpreting and applying the results of the report provided by this website.Users of the information from this website assume all liability arising
from such use.Use of the output of this website does not Imply approval by the governing building code bodies responsible for building coda approval and
Interpretation for the building eite described by latitudedongitude location In the report.
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