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June 1, 2017 JUN 7 2017
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Ms. Kate Logan
Whitney-Architects
700 Commerce Drive,Suite 350
Oak Brook, II 60523
Re: Option Care
Portland, OR
Dear Kate:
Attached please find calculation sheets 1 through 8, dated June 1, 2017, which verify the structural
adequacy of the Option Care Portland project, as shown on drawings S1 through S6 dated June 6,
2017. Design is based on the requirements of the 2014 Oregon Structural Specialty Code, based on
the 2012 International Building Code.
If you have any questions or need further information, please call me.
Sincerely,
Neil Schweitzer 1�
sot PRO
NS/bd `
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2017-06-01_Option Care_Calc letter 10021700686.doc
111 SW Fifth Avenue,Suite 2500 Portland, OR 97204 S03 227-3251 kpff.com
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Project: Option Care Portland By: NMS Sheet No.
l<Pff Location: Tigard,Oregon Date: 06/01/17
Client: Whitney Architecture Revised: Job No.
Subject: Structural analysis under RTU Date: 21700686
Existing Roof Structure Analysis
The following calculations are for the existing members under the new mechanical units on the roof
Project: Option Care Portland By: NMS Sheet No.
l<13fil Location: Tigard,Oregon Date: 06/01/17
Client: Whitney Architecture Revised: Job No.
Subject: Structural analysis under RTU Date: 21700686
Dimension lumber
b 4 in Width of the beam
d 16 in Height of the beam
bn 3.5 in Nominal width
do 15.25 in Nominal height
A 53.375 in2 Area of the beam
Sxx 135.66 in3 Section Modulus in the x axis
Syy 31.14 in3 Section Modulus in they axis
Iv( 1034.42 in4 Moment of inertia in the x axis
lyy 54.49 in4 Moment of inertia in they axis
m 0 % Moisture Content(use 20%if unknown,use 0 if it will be lower than 19%)
Used flat? No
T 100 F Temperature
Incised? No
Snow Load Typical Design Load
Douglas Fir-Larch Species
No.1 Commercial Grade
Fb Ft Fv Fct Fc E Emin G
psi psi psi psi psi psi psi
1000 675 180 625 1500 1700000 620000 0.5
Cd 1.15 1.15 1.15 - 1.15 - - Load Duration Factor(Table 2.3.2)
Cm 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Wet Service Factor(Table 4c)
Ct 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Temperature Factor(Table 2.3.3)
CI 1.00 - - - - - - Beam Stability Factor
Cf 1.00 0.90 - - 1.05 - - Size Factor(4.3.6,Table 4A,Table 4B)
Cfu 1.00 - - - - - - Flat Use Factor(Table 4c)
Ci 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incising Factor(4.3.8)
Cr 1.00 - - - - - - Repetitive Member Factor(4.3.9)
Cp - - - - 1.00 - - Column Stability Factor
CT - - - - - - 1.00 Buckling Stiffness Factor
Cb - - - 1.00 - - - Bearing Area Factor
F'b rt F'v F'ct F'c E' E'min
1265 698.625 207 625 1811.25 1700000 620000
Loading
DL 5 psf Dead load
LL 25 psf Live Load
U01 1500 lb Mechanical unit dead load
Load Combinations
MDL 3021.7 lb-ft Moment due to dead load
Mu. 15108.5 lb-ft Moment due to live load
Mum. 1684.3 lb-ft Moment due to mechanical unit dead load
Mum. 19814.5 lb-ft Moment due to unit
Tw 8.0 ft Tributary width
I 2.5 ft Distance from the edge of the support that mechanical dead load acts on
L 24.6 ft Length of the beam
n 2.0 Number of joists the mechanical unit acts upon
M 19814.5 lb-ft Applied moment in the beam
V 3700.0 lb Applied Shear in the beam
Shear check
fv 104.0 psi Shear Stress
DCR 0.50 Demand Capacity ratio
Bending check
fb 1752.7 psi Bending stress
DCR 1.39 Demand Capacity ratio
Project: Option Care Portland By: NMS Sheet No.
. l<Pff Location: Tigard,Oregon Date:06/01/17
Client: Whitney Architecture Revised: Job No.
Subject: Structural analysis under RTU Date: 21700686
Member fails in flexure,sister on member each side of 4x16 for reinforcement
b 4 in Width of the beam
d 10 in Height of the beam
- - bn 3.5 in Nominal width
do 9.3 in Nominal height
Sxx 49.9 in3 Section Modulus in the x axis
A 118.1 in2 Area of the section
B 10.5 in Width of the flange
h 9.25 in Height of the flange
H 6 in Height of the web
b 3.5 in Width of the web
y 9.3 in Distance from top of section to centroid of composite member
lxx 1759.4 in4 Moment of inertia of the composite section
Sxx 189.8 in3 Section modulus of the composite section
Bending check
fb 1252.7 psi Bending stress
DCR 0.99 Demand Capacity ratio
Shear connectors
Vu 17945.2 lb Shear in the connection
db 0.5 in Diameter of the bolt
Ab 0.20 in Area of the bolt
Fv 27 ksi
n 5
IDVn 19880.4 lb
DCR 0.90
COMPANY COMPANY
11 i WoodWorks4 p T 11 i WoodWorksv PROJECT
June 1,201711:01 Owel.wwb AVM 1,201711:03 &owl.wwb
Design Check Calculation Sheet Design Check Calculation Sheet
Seer 7A .liter 7.0
LOADS ties,est,or pf): LOADS l ass,est,or pe):
Lata Typo Distrihction Magnitude Location Ift) Bot- Load Typo !Distribution Magnitude location (ft) Pet-
Scars Ind Start Tod tern Start sea Start ind tarn
Dead Dead 6L11 VOL 250.0 No Dead Dead full DOL 260.0 No
Live Live Tull VOL 626.0 Yes Live Live Full VOL 626.0 Yee
Point* Dead Point 400 12.00 No point* Gat Point 400 12.00 No
Pointe Dead Point 1600 46.00 No Pointe Gad point 1500 46.00 No
Cools Gad Point 4876 0.00 tis Can1D Gad Point 4875 0.00 No
CantL Live Point 12187 0.00 Yes Gantt Live Point 12187 0.00 Yes
Point1 Gad Point 1 48.00 lb Point* Gad Point 1300 48.00 No
DeWitt Gad Point 1 18.00 No Point! Dead Point 1300 18.00 No
MAXIMUM REACTIONS(sits)and BEARING LENGTHS fin): MAXIMUM REACTIONS(los)end BEARING LENGTHS(let):
1!11111111111'11111111111
11' et g 11• 81'
Gad 18031 7124 Gad 19186 8267
Live 38124 15625 Live 38124 16626
Total 66166 22749 Total 67611 23892
Bearing: Soaring:
Load Lamb 00 02 04 Lead Led 10 p2 84
Length 0.00 12.80 6.19 Longth 0.00 11.13 6.46
Glolam-BE.,Wad Species,24F-VB OF,6-31443' Glulem.Bal.,West Spades,21F-VB DF,6.314T33'
Self-*Sgleof 51.213 Of NOON el bids; SOMOWNO M51211 pe ne3tl00 n bs0a;
USW,09119 IP.11*teem.et swoons; 119091suppat toy aa.6.460*st.coos.;
This section FAILS the design check This section FAILS the design check
WARNING:This section violates the Mowing design criteria:Bending and deflection WARNING:This section violates the following design criteria:Bending and deflection
W014Nxt:Member length satasds type:NaMri length of 80.0 IBJ WAIfF43:Mans length esueda typical sb4 been ef80.*1111
Analysis vs.Allowable Stress(psi)and Deflection(in)using lbs 2506: Analysis vs.Allowable Stress(psi)end Deflection(ht)wing Kos 2006:
Criterion Analysis value Design Value Analysis/Design Criterion Analyst..Value Design Value Analysis/Design
Shear Tv*- 176 iv'= 265 fv/Sv'- 0.66 Shear fit.- 186 re- 266 fol/TW'- 0.70
Boating(+) fp-2622 Po'-1547 f0/511'- 1.36 13eading(+1 fb-2762 Tb'-1946 fb/Vis'- 1.41
Bonding(-1 fb-2187 3h'-1859 fb/Mil- 1.29 Sosdingl-1 fb-2187 Po'-1965 fb/Sb'- 1.22
Deflection: Deflection:
- Interior Live 2.42- L/248 1.67- 1/360 1.46 Interior Live 2.42- L/248 1.67- 1/360 1.45
Tocol 3.60= 1/166 2.60= 1/240 1.44 Taut 3.87- L/166 2.60- L/240 1.66
Cantil. Live 1.81- L/73 0.73- L/180 2.46 Cantil. Lie. 1.81- 1/73 0.73- L/180 2.46
Total 1.66- L/54 1.10- L/120 1.42 Total 1.37- 1/96 1.10- 1/120 1.24
•She eft.et Of point load.within a dissent.d of the nwp0rs •The affect et point leads within a distance d Of the support
has bean 0.0lud.d as per IDS 3.4.3.1 has been included as per IMS 8.4.1.1
4.96 % Percent of load added to the system
By inspection added load within 5%difference,no reinforcement needed
. l<Pff Project: Option Care Portland By: NMS Sheet No.
Location: Tigard,Oregon Date:06/01/17
Client: Whitney Architecture Revised: Job No.
Subject: Structural analysis under RTU Date: 21700686
Check new 2x blocking
b 4 in Width of the beam
d 8 in Height of the beam
bn 3.5 in Nominal width
- do 7.25 in Nominal height
A 25.375 in2 Area of the beam
Sxx 30.66 in3 Section Modulus in the x axis
Syy 14.80 in3 Section Modulus in they axis
lxx 111.15 in4 Moment of inertia in the x axis
lyy 25.90 in4 Moment of inertia in they axis
m 0 % Moisture Content(use 20%if unknown,use 0 if it will be lower than 19%)
Used flat? No
T 100 F Temperature
Incised? No
Snow Load Typical Design Load
Douglas Fir-Larch Species
No.1 Commercial Grade
Fb Ft Fv Fct Fc E Emin G
psi psi psi psi psi psi psi
1000 675 180 625 1500 1700000 620000 UN/A
Cd 1.15 _ 1.15 1.15 - _ 1.15 - - Load Duration Factor(Table 2.3.2)
Cm 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Wet Service Factor(Table 4c)
Ct 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Temperature Factor(Table 2.3.3)
CI 1.00 - - - - - - Beam Stability Factor
Cf 1.30 _ 1.20 - - _ 1.05 - - Size Factor(4.3.6,Table 4A,Table 4B)
Cfu 1.00 - - - - - - Flat Use Factor(Table 4c)
Ci 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incising Factor(4.3.8)
Cr 1.00 - - - - - - Repetitive Member Factor(4.3.9)
Cp - - - - 1.00 - - Column Stability Factor
CT - - - - - - 1.00 Buckling Stiffness Factor
Cb - - - 1.00 - - - Bearing Area Factor
F'b Pt F'v F'ct F'c E' E'min
1644.5 931.5 207 625 1811.25 1700000 620000
Loading
DL 5 psf Dead load
LL 25 psf Live Load
UDL 750 lb Mechanical unit dead load
Load Combinations
MDL 320.0 lb-ft Moment due to dead load
Mu_ 1600.0 lb-ft Moment due to live load
MUDL 644.5 lb-ft Moment due to mechanical unit dead load
MCDL 2564.5 lb-ft Moment due to unit
Tw 8.0 ft Tributary width
I 2.5 ft Distance from the edge of the support that mechanical dead load acts on
L 8.0 ft Length of the beam
n 2.0 Number of joists the mechanical unit acts upon
M 2564.5 lb-ft Applied moment in the beam
V 1335.0 lb Applied Shear in the beam
Shear check
fv 78.9 psi Shear Stress
- DCR 0.38 Demand Capacity ratio
Bending check
fb 1003.7 psi Bending stress
DCR 0.61 Demand Capacity ratio