Specifications (21) t LC,°kt4d 'cue— .
H, BRAD YOUNG & ASSOCIATES Inc.
STRUCTURAL ENGINEERING
Transmittal
BYA Project#: 19300 Date: 8/7/2019
To: Lennox National Account Services
Attn: Dave Whitten
From: Lena Moses
Subject: Men's Wearhouse - HVAC Replacement—Tigard, OR
Comments:
We have completed our assessment of the subject building's roof system capacity to the
proposed HVAC loads. The new loads are resulting from replacing existing HVAC units
with new units in the same location as the previous units. The existing HVAC units
(RTU-2 and 3) are to be replaced with new units. An analysis of the existing roof framing
showed that the new HVAC units with the existing curbs and accessories could be
supported by the existing framing.
Following this transmittal are structural calculations indicating that the existing roof
framing meets applicable building code requirements for the new HVAC unit and curb
loading. The existing curbs are to remain and the connection of the roof curb to the roof
to resist overturning forces due to wind and seismic forces was not checked. These
calculations are based on site survey information and HVAC information provided by
Lennox.
Please feel free to call me if you have any questions or if you need anything else.
Thank You,
Lena Moses, PE �.;
a, gpeliA
Staff Engineer r} c'4
71273
Brad Young, SE `
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President ORl- r
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30 20
345 Pollasky Ave - Clovis, California 93612 • 559-323-9600 • 559-323-9633 Fax • www.byaengineering.com
STRUCTURAL ENGINEERING
CALCULATIONS
(HVAC REPLACEMENT)
MEN'S WEARHOUSE
16940 SW 72ND AVENUE
TIGARD, OR
BYA# 19300
August 7, 2019
Prepared For: 1-44 C 0
74.
mem
Lennox National Account Services
I1/
/1'
Branch- Seattle #191
11111,
2105 70th Ave. E, Suite 300
Fife, WA 98424
-30-ZO'
BRAD YOUNG &ASSOCIATES, INC.
STRUCTURAL ENGINEERING
Men's Wearhouse Tigard, Oregon
T.I. - New HVAC units replacing existing
Design Parameters
Code = 2014 OSSC (Based on 2012 IBC)
Wind = 120-B, lw=1.0
Seismic = Site Class D
SS= 0.962, S1 = 0.418
1=1.0
R=N/A
Steel fy (W.F.)A992 = 50 ksi, UNO
Steel fy (Tube)A500 Grade B =46 ksi, UNO
Steel fy (Pipe)A53 Grade B = 35 ksi, UNO
Steel fy (Misc.)A36 = 36 ksi, UNO
Light gage studs fy = 50 ksi minimum, UNO
High Strength Bolts =A325N
Typical Bolts =A307
Concrete fc (Foundation) = 3000 psi, UNO
Concrete-Pc (walls) = 3000 psi, UNO
Concrete f'c (Columns) = 3000 psi, UNO
Concrete f'c (Floor desks) = 3000 psi, UNO
Rebar#3 bars = Gr. 40, fy =40,000 psi, UNO
Rebar#4 and larger bars = Gr. 60, fy = 60,000 psi, UNO
Welded Rebar =A706
Dimensioned Lumber = DF#2, UNO
Glulam Beams = 24F-V4 @ simple spans, UNO
= 24F-V8 @ Cantilever spans, UNO
Wood Connectors = Simpson Strong Tie, UNO
(Manufacture) (Equivalent may be used)
Masonry f'm = 1500 psi, UNO
- Allowable Soil Bearing Pressure = 1500 psf
Note: The above material properties are typical properties and apply unless noted
otherwise within this calculation package. The materials listed are not necessarily
used in this design. Please see the following calculations for the actual types of
materials used for this specific design.
BRAD YOUNG &ASSOCIATES Copyright 2019 Brad Young&Associates
STRUCTURAL ENGINEERING Print Date: 8/6/2019
345 Follasky Ave. File Name: 19300.xmcd
Clovis,California,93612 Engineer: LM
(559)323-9600(559)323-9633 Fax
The following calculations will address the following:
1. Replacement of existing HVAC units in existing locations.
All other work, if required or not addressed in this package, is by others.
Loading
Main Roof
rDLroof�
1-1-roof) Component PSF
Roofing 2.0
Rigid Insulation 1.5
Roof Sheathing 1.8
Roof Framing 4.0
Suspended Ceiling 1.8
MEP 1.0
Miscellaneous 1.9
Total Dead Load 14
Roof Live Load 20
DLroof := DLroof.psf DLroof = 14•psf
LLroof LLroof'psf LLroof = 20•psf
Note: When possible reduce roof live load for tributary area per ASCE 7-10 Section 4.8.
When applicable live load reduction will be noted by R1.
BRAD YOUNG &ASSOCIATES Copyright 2019 Brad Young&Associates
STRUCTURAL ENGINEERING Print Date: 8/6/2019
345 Poilasky Ave File Name: 19300.xmcd
Clovis,California,93612 Engineer: LM
(559)323-9600(559)323-9633 Fax
Snow Load
pg := 2o•psf Ground Snow Load
Ce := t.o Exposure Factor
Ct := 1.0 Thermal Factor
Is := 1.o Importance Factor
pf.1 := o.7-Ce-Ct-Is-pg pf.1 = 14-psf
pf.min Is•20•psf pf.min = 20-psf
pf := max(pf 1 ,pf.min) pf = 20-psf
Cs := 1.0
PS := Cs.pf Ps = 20•psf
per 2014 OSSC
SLroof Ps+ 5-psf SLroof = 25-psf add 5 PSF for rain
on snow surcharge
BRAD YOUNG &ASSOCIATES Copyright 2019 Brad Young&Associates
STRUCTURAL ENGINEERING Print Date: 8/6/2019
File Name: 19300.xmcd
345 Pollasky Ave.
Clovis,California,93612 Engineer: LM
(559)323-9600(559)323-9633 Fax
Snow Drift
The parapet is -5'-0" max at the mechanical units that are getting replaced. Length
of roof upwind of wall is 20' min. Length of low roof for windward is 175' max.
Snow Loads
pg = 2o•psf pf = 20.psf ps = 2o•psf
Snow Drift- perASCE 7-10 Sections 7.7
7 := min(o.13-pg•ft + 14.pcf,3o•pcfl ,y = 16.6•pcf
hp := s•ft existing parapet height
Ps
hb := s hb = 1.2osft non drift snow height
-Y
he := hp - hb he = 3.795ft max drift height
lu.lee := 20 ft minimum Lu value for leeward case
hd.lee := ,0.43.3 lu.lee'ft jPg
•
sf + 10- 1.s •ft
p /
hd.lee = 1.232 ft leeward drift height
lu.wind := 175•ft Low Roof Length for windward case
( 3 1 ]Pg
hdwind :_ 0.43• luwind• • • psf + 10- 1.5/•ft
= 4.129ft windward drift height
hd.wind
hd1 := max(hd.lee,4'hd.windJ hd1 = 3.o97ft
hd := min(hc,hd1) hd = 3.097ft drift height
Pd := 7'hd pd = 51.4•psf maximum intensity of drift surcharge load - _. --
/ l4. d1 2\
h
w := min if hd1 <_ hc,4 hd1 , h ,8•hc w = 12.39ft drift width
C J /
BRAD YOUNG & ASSOCIATES Copyright 2019 Brad Young&Associates
STRUCTURAL ENGINEERING Print Date: 8/6/2019
File Name: 19300.xmcd
345 Pollasky Ave.
Clovis,California,93612 Engineer: LM
(559)323-9600 (559)323-9633 Fax
Item 1:
There are (2) HVAC units being removed and replaced (RTU-2 & 3) in existing
locations. The site survey found that the existing roof framing consists of glulam
girders, glulam purlins at 8'-0" spacing, 2x6 sub-purlins @ 24" spacing and
plywood roof sheathing. Check the existing roof framing for new mechanical loads.
Per the information provided,the weight of the new mechanical units, including roof
curbs and accessories, is as follows:
WtRTU.2.new = 1209-Ib+ 297-lb+ 150 lb WtRTU.2.new = 1656lb
WtRTU.3.new =- 722.Ib+ 306-Ib+ 75 lb WtRTU.3.new = llo3lb
BRAD YOUNG &ASSOCIATES Copyright 2019 Brad Young&Associates
STRUCTURAL ENGINEERING Print Date: 8/6/2019
345 Pollasky Ave. File Name: 19300.xmcd
Clovis,California,93612 Engineer: LM
(559)323-9600 (559)323-9633 Fax efr
__\.-\()01,,.‘4-1 Y)A. J
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Member 1 - (E) 3 1/8 x 22 1/2 glulam purlins A RTU-2
Check existing roof purlin at RTU-2.
L := 32.5-ft length of member
w •= s ft+ 8-ft
tributary 2 wtributary _ 8 ft Tributary width
•` -
2
At := "tributaryAt = 26oft
t At \\
R i := if At � 200•ft2,1 ,if At < 600•ft2,1.2— 0.001 ,0.6 R 1 = 0.940
ft i-I
WDL DLroof'wtributary wDL - 112-plf
wLL R1 'LLroof'`Ntributary wLL = 150-plf
wSL := SLroof'wtributary wSL = 200•plf
Half of the weight of the unit is supported by a girder and the other half is supported by
2 roof purlins. Divide the weight of unit by 4 to get point load on each purlin.
P RTU.new 4_ WtRTU.2.new P RTU.new -- 414 lb at L= 7 ft
Use (E) 3 1/8 x 22 1/5 GLB
See attached
BRAD YOUNG & ASSOCIATES Copyright 2019 Brad Young&Associates
STRUCTURAL ENGINEERING Print Date: 8/6/2019
345 Pollasky Ave. File Name: 19300.xrncd
Clovis,California,93612 Engineer: LM
(559)323-9600(559)323-9633 fax
• Brad Young&Associates,Inc. Project Title:
345 Pollasky Avenue Engineer:
Clovis,CA 93612 Project ID:
559-323-9600 Project Descr:
Arnted. 0 AUG 2019. 4 3:PIA
Wood Beam
File=O\drawings12019\193001dwg\Calcsu9300ec6 .
Software copyright ENERCALC,INC 1983-2019,Build:1019 7 30 .
fit:- :.#KtG0471 3: t4D Y{ N tltaf{It# .
DESCRIPTION: Member 1
CODE REFERENCES
Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10
Load Combination Set:ASCE 7-10
Material Properties
Analysis Method: Allowable Stress Design Fb+ 2400 psi E:Modulus of Elasticity
Load Combination ASCE 7-10 Fb- 1850 psi Ebend-xx 1800 ksi
Fc-Prll 1650 psi Eminbend-xx 950 ksi
Wood Species : DF/DF Fc-Perp 650 psi Ebend-yy 1600ksi
Wood Grade :24F-V4 Fv 265 psi Eminbend-yy 850 ksi
Ft 1100 psi Density 31.21 pcf
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
D(0.414)
D(0.112)Lr(0.15)S(0.2)
O d b b
Q
3.125x22.5
Span=32.50 ft
Applied Loads Service loads entered. Load Factors writ be applied for calculations.
Uniform Load: D=0.1120, Lr=0.150, S=0.20, Tributary Width=1.0 ft,(Roof)
Point Load: D=0.4140 k @ 7.0 ft,(RTU)
DESIGN SUMMARY Desi•n OK
Maximum Bending Stress Ratio = 0.745: 1 Maximum Shear Stress Ratio = 0.339 : 1
Section used for this span 3.125x22.5 Section used for this span 3.125x22.5
fb:Actual 1,941.28 psi fv:Actual = 103.25 psi
FB:Allowable = 2,606.92 psi Fv:Allowable = 304.75 psi
Load Combination +D+S Load Combination +D+S
Location of maximum on span = 16.013ft Location of maximum on span = 0.000 ft
Span It where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 0.946 in Ratio= 412>=240
Max Upward Transient Deflection 0.000 in Ratio= 0<240
Max Downward Total Deflection 1.534 in Ratio= 254>=180
Max Upward Total Deflection 0.000 in Ratio= 0<180
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 5.395 5.159
Overall MINimum 3.250 3.250
D Only 2.145 1.909
+D+Lr 4.582 4.347
+D+S 5.395 5.159
+D+0.750Lr 3.973 3.737
+D+0.750S 4.582 4.347
40.60D 1.287 1.146
Lr Only 2.438 2.438
S Only 3.250 3.250
rr`
Member 2 - (E) 3 1/8 x 22 1/2 glulam purlins @ RTU-3
Check existing roof purlin at RTU-3.
L := 32.5•ft length of member
wtributary ._ 2 s ft+ s ft wtributary = s ft Tributary width
•�
2
At := "tributaryAt = 26oft
At \\
R1 := if At <_ 200•ft2,1 ,if At < 600•ft2,1.2—0.001--2 ,0.6 R 1 = 0.940
ft ))
wDL := Di-roof wtributary wDL = 112•plf
wLL := R1 'LLroof'wtributary wLL = 150•plf
wSL := SI-roof wtributary wSL = 2oo•plf
The weight of the unit is supported by 2 roof purlins. Divide the weight of unit by 4 to
get point load at each support location.
P P —
RTU.new —WtRTU.3.new
RTU.new 276 lb at L= 9 ft& 15 ft
4
Use (E) 31/8 x 22 1/5 GLB
See attached
BRAD YOUNG &ASSOCIATES Copyright 2019 Brad Young&Associates
STRUCTURAL ENGINEERING Print Date: 8/6/2019
345 Pollasky Ave. File Name: 19300.xmcd
Clovis,California,93612 Engineer: LM
(559)323-9600(559)323-9633 Fax
• Brad Young&Associates,Inc. Project Title:
345 Pollasky Avenue Engineer:
Clovis,CA 93612 Project ID:
559-323-9600 Project Descr:
Pr,nled .2u'-1 43P"..n
File=0\drawings120191193001dwg\Calcs119300 ec6.
Wood Beam Software copyright ENERCALC,INC 1983-2019,Build:10.19.1.30 . ?*
;- 1t UDt479'3 -.;, :4 . :t * ,.rr,l f:; ,_.. ,. . 01WY jNa C:-Tit_
DESCRIPTION: Member 2
CODE REFERENCES
Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10
Load Combination Set:ASCE 7-10
Material Properties
Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity
Load Combination ASCE 7-10 Fb- 1,850.0 psi Ebend-xx 1,800.0 ksi
Fc-Pr!! 1,650.0 psi Eminbend-xx 950.0 ksi
Wood Species : DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi
Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi
Ft 1,100.0 psi Density 31210 pcf
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
0(0.276) D(0276)
D(0.1112)Lr(0.15)S(0.2)
b a a b a
-) 3.125x22.5
Span=32.50 ft
Applied Loads Service loads entered Load Factors will be applied for calculations
Uniform Load: D=0.1120, Lr=0.150, S=0.20, Tributary Width=1.0 ft,(Roof)
Point Load: D=0.2760 k @ 9.0 ft,(RTU)
Point Load: D=0.2760 k @ 15.0 ft,(RTU)
DESIGN SUMMARY . . Orsi.11 DK
Maximum Bending Stress Ratio = 0.778 1 Maximum Shear Stress Ratio = 0.340 : 1
Section used for this span 3.125x22.5 Section used for this span 3.125x22.5
fb:Actual = 2,028.51 psi Iv:Actual = 103.75 psi
FB:Allowable = 2,606.92 psi Fv:Allowable = 304.75 psi
Load Combination +0+S Load Combination +D+S
Location of maximum on span = 15.538ft Location of maximum on span = 0.000 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 0.946 in Ratio= 412>=240
Max Upward Transient Deflection 0.000 in Ratio= 0<240
Max Downward Total Deflection 1.587 in Ratio= 245>=180
Max Upward Total Deflection 0.000 in Ratio= 0<180
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 5.418 5.274
Overall MINimum 3.250 3.250
D Only 2.168 2.024
+D+Lr 4.606 4.461
+D+S 5.418 5.274
+D+0.750Lr 3.996 3.852
+D+0.750S 4.606 4,461
+0.600 1.301 1.214
Lr Only 2.438 2.438
S Only 3.250 3.250
10
Member 3 - (E)4x12 blocking RTU-2 & 3
Check existing blocking at RTU-2 (highest weight).
L := 8-ft length of member
w _ 2 ft+ ft 4.5ft Tributary width
tributary - 2 w tributary
2
At := "tributary At = 36ft
( i A
R1 := if At _< 200•ft2,1 ,if At < 600•ft2,1.2—0.001.-2
,0.6 R1 = 1.000
ft //
wDL := DLroof'wtributary wDL = 63•pif
wLL := R •LL roof'wtributary wLL = 90•plf
WSL := SLroof'wtributary wSL = 113•pif
To be conservative, apply half of the weight of the unit at midspan. Divide the weight of
unit by 2 to get point load on the blocking.
P - P RTU.new =
WtRTU.2.new
RTU.new •- 828 lb at L=4 ft
2
Use (E) 4x12
See attached
BRAD YOUNG &ASSOCIATES Copyright 2019 Brad Young&Associates
STRUCTURAL ENGINEERING Print Date: 8/6/2019
345 Ponasky Ave. File Name: 19300.xmcd
Clovis,California,93612 Engineer: LM
(559)323-9600{559)323-9633 Fax
• Brad Young&Associates,Inc. Project Title:
345 Pollasky Avenue Engineer:
Clovis,CA 93612 Project ID:
559-323-9600 Project Descr:
;,,u(i 20 is 4 4317m
_ I File=0 tdrawins120191193001dw\Caicsl19300 ec6
Wood Beam Software copyright ENERCALC,INC 1983-2019 Build 10191 30
t o E;f t 60t 4793 '= RAt YQUN�a1 A Qt T ;
DESCRIPTION: Member 3
CODE REFERENCES
Calculations per NDS 2012, IBC 2012, CBC 2013,ASCE 7-10
Load Combination Set:ASCE 7-10
Material Properties
Analysis Method: Allowable Stress Design Fb+ 1,000.0 psi E Modulus of Elasticity
Load Combination ASCE 7-10 Fb- 1,000.0 psi Ebend-xx 1,700.0ksi
Fc-Pr!' 1,500.0 psi Eminbend-xx 620.0 ksi
Wood Species Douglas Fir-Larch Fc-Perp 625.0 psi
Wood Grade : No.1 Fv 180.0 psi
Ft 675.0 psi Density 31.210pcf
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
0(0.828)
D(0.063)Lr(0.09)S(0.113)
0 0 a a
4x12
Span=8.Oft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load D=0.0630, Lr=0.090, S=0.1130, Tributary Width=1.0 ft,(Roof)
Point Load: D=0.8280 k @ 4.0 ft,(RTU)
DESIGN SUMMARY Oea.n OK
Maximum Bending Stress Ratio = 0,394 1 Maximum Shear Stress Ratio = 0.175 : 1
Section used for this span 4x12 Section used for this span 4x12
fb:Actual 498.02 psi fv:Actual 36.33 psi
FB:Allowable = 1,265.00 psi Fv:Allowable = 207.00 psi
Load Combination +D+5 Load Combination +0+S
Location of maximum on span = 4.000ft Location of maximum on span = 7.066ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 0.015 in Ratio= 6470>=240
Max Upward Transient Deflection 0.000 in Ratio= 0<240
Max Downward Total Deflection 0.045 in Ratio= 2140>=180
Max Upward Total Deflection 0.000 in Ratio= 0<180
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Overall MAXimum 1.118 1.118
Overall MINimum 0.452 0.452
D Only 0.666 0.666
+D+Lr 1.026 1.026
+D+S 1.118 1,118
+0+0.750Lr 0.936 0.936
+D+0.750S 1.005 1.005
+0.60D 0.400 0.400
Lr Only 0.360 0.360
S Only 0.452 0.452
fes.
Member 4 - (E) 6 3/4 x 39 giuiam girder RTU-2
Check existing roof girder at RTU-2.
L := 3o.5•ft length of member
32.5 ft+ 32.5-ft
wtributary 2 wtributary = 32.s ft Tributary width
At := "tributary At = 991 ft2
A \`
R1 := if At <_ 200•ft2,1 ,if At < 600•ft2,1.2-0.001.-2 ,0.6 R 1 = 0.600
L ` ft //
WDL DLroof'wtributary wDL = 455•pif
WLL R1"1-1-roof wtributary wLL = 390•plf
wSL := SLroof'wtributary wSL = 813 plf
wSL.drift pd'wtributary from L= 0 to 12.5 ft wSL.drift = 1671•plf
Apply all of the weight of the unit on this girder. Divide the weight of unit by 2 to get
point load at each support location.
WtRTU.2.new
PRTU.new PRTU.new - 828 Ib at L= 20 ft& 25 ft
2 -
Use (E) 6 3/4 x 39 GLB
See attached
BRAD YOUNG &ASSOCIATES Copyright 2019 Brad Young&Associates
Print Date: 8/6/2019
STRUCTURAL ENGINEERING File Name: 19300.xmcd
345PollaakyAve. Engineer: LM
Clovis,California,93612
(559)323-9600(559)323-9633 Fax ; �
Brad Young&Associates,Inc. Project Title:
345 Pollasky Avenue Engineer:
_ Clovis,CA 93612 Project ID:
559-323-9600 Project Descr:
Prated: 6 AUG 2019; 5 04P
I File=02drawings12019N9300\dwglCalcs119300 ec6.
' Wood Beam Software copyright ENERCALCINC 1983-2019 Build:1019130.
DESCRIPTION: Member 4
CODE REFERENCES
Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10
Load Combination Set:ASCE 7-10
Material Properties
Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity
Load Combination ASCE 7-10 Fb- 1,850.0 psi Ebend-xx 1,800.0 ksi
Fc-Prll 1,650.0 psi Eminbend-xx 950.0 ksi
Wood Species :DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0 ksi
Wood Grade :24F-V4 Fv 265.0 psi Eminbend-yy 850.0 ksi
Ft 1,100.0 psi Density 31.2100
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
D(0.828) D(0.828)
S 1.671,0' 455)Lr(0.39 S 0.813
6.75x39
A
Span=30.50 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Uniform Load: D=0.4550, Lr=0.390, S=0.8130, Tributary Width=1,0 ft,(Roof)
Varying Uniform Load: S=1.671->0.0 kilt,Extent=0.0—>>12.50 ft, Trib Width=1.0 ft,(Snow Drift)
Point Load: D=0.8280 k @ 20.0 ft,(RTU)
Point Load: D=0.8280 k @ 25.0 ft,(RTU)
DESIGN SUMMARY ;ked- '
Maximum Bending Stress Ratio = 0.53& 1 Maximum Shear Stress Ratio - 0.374 : 1
Section used for this span 6.75x39 Section used for this span 6.75x39
fb:Actual = 1,235.78 psi fv:Actual = 113.95 psi
FB:Allowable 2,299.07 psi Fv:Allowable = 304.75 psi
Load Combination +D+S Load Combination +D+S
Location of maximum on span = 14.471 ft Location of maximum on span = 0.000 ft
Span#where maximum occurs = Span#1 Span#where maximum occurs = Span#1
Maximum Deflection
Max Downward Transient Deflection 0.334 in Ratio= 1096>=240
Max Upward Transient Deflection 0.000 in Ratio= 0<240
Max Downward Total Deflection 0.502 in Ratio= 729>=180
_ Max Upward Total Deflection . , 0.000 in Ratio= _Lima_ . ,y
Vertical Reactions Support notation:Far left is#1 Values In KIPS
Load Combination Support 1 Support 2
Overall MAXimum — 28.788 21.985
Overall MINimum 21.415 13.825
D Only 7.373 8.160
+D+Lr 13.321 14.108
+D+S 28.788 21.985
+D+0,750Lr 11.834 12.621
+0+0.750S 23.435 18.529
+0,60D 4.424 4.896
• Brad Young&Associates,Inc. Project Title:
345 Pollasky Avenue Engineer:
Clovis,CA 93612 Project ID:
559-323-9600 Project Descr:
Pi nted: S AUG 20'19, 5 04PM
– — File=0:ldrawings120191193001dwg1Calcs119300.eo6
Wood Beam Software copyright ENERCALC,INC.1983-2019,Build:10.19.1.30
DESCRIPTION: Member 4
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2
Lr Only 5.948 _.._5.948--- --. ----- -----__..._–
S Only 21.415 13.825
Member 5 - (E) 6 3/4 x 39 qlulam girder C . RTU-3
Check existing roof girder at RTU-3.
L := 9•ft+4o•ft+9-ft length of member
wtributary •— 2 32.5 ft+32.5•ft wtributary = 32.5 ft Tributary width
At := "tributary At = 1885 ft2
1 A \
R1 := if At < 200.ft2,1 ,if At < 600•ft2,1.2- 0.001 2 ,0.6 R 1 = 0.600
ft ii
WDL := Diroof-wtributary wDL = 455•plf
wLL := R1LLroof'wtributary wLL = 390•plf
wSL := SLroof'wtributary wSL = 813•plf
Apply all of the weight of the unit on this girder.
PRTU.new := WtRTU.3.new PRTU.new = 103 lb at L2 = 35 ft
PRTU.exist 1500•Ib PRTU.exist = isoolb at L1 = 0 ft& L2 = 36 ft
Point Load at cantilevered end (L1 =0 ft)
Area _ (40•ft—2.9-ft w Area - 357 T1
cantilever — \ 2 tributary cantilever —
PDL DLroof'Areacantilever PDL = 5005 lb
PLL := R1•LLroof•Areacantilever PLL = 429o1b
PSL := SLroof-Areacantilever PSL = 8937 lb
Point Load at cantilevered end (L3 = ft) -from Member 4 reactions at Support#2
PDL := 8160•Ib PDL = 8160 lb
PLL �-- 5948•1b _ . __ PLL = 59481b
PSL := 13825•lb PSL = 13825 lb
Use (E) 6 3/4 x 39 GLB
See attached
BRAD YOUNG &ASSOCIATES Copyright 2019 Brad Young &Associates
STRUCTURAL ENGINEERING Print Date: 8/6/2019
345 Follasky Ave. File Name: 19300.xmcd
Clovis,California,93612 Engineer: LM
(559)323-9600 (559)323-9633 Fax 6
Bred Young&Associates,Inc. Project Title:
345 Pollasky Avenue Engineer:
Clovis,CA 93612 Project ID:
" 559-323-9600 Project Descr:
Pnnted: 6 AUG 2019, 5{.':P M-1
" IW OOd BeamFile=Oldrawings120191193001dwg1Calcs119300 ec6
Software copyright ENERCALC INC 1983.2019 Build 10191 30
DESCRIPTION: Member 5
CODE REFERENCES
Calculations per NDS 2012, IBC 2012,CBC 2013,ASCE 7-10
Load Combination Set:ASCE 7-10
Material Properties
Analysis Method: Allowable Stress Design Fb+ 2,400.0 psi E:Modulus of Elasticity
Load Combination ASCE 7-10 Fb- 2,400.0 psi Ebend-xx 1,800.0ksi
Fc-Prll 1,650.0 psi Eminbend-xx 950.Oksi
Wood Species :DF/DF Fc-Perp 650.0 psi Ebend-yy 1,600.0ksi
Wood Grade :24F-V8 Fv 265.0 psi Eminbend-yy 850.0ksi
Ft 1,100.0 psi Density 31.210pcf
Beam Bracing : Beam is Fully Braced against lateral-torsional buckling
D(5.005)IA41tt.229)S(8.937) D( 1130 D(8.16)Lr(5.948)S(13.825)
D(0.455)Lr(039)S(0.813) r D(0.455)Lr(0.39)S(0.813) c I D(0.455) bLr(0.39)S(0.813)
6.75x39 ,, 6.75x39 6.75x39
Span=9.0ft Span=40.0 ft Span=9.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Load for Span Number 1
Uniform Load: D=0.4550, Lr=0.390, S=0.8130, Tributary Width=1.0 ft,(Roof)
Point Load: 0=5.005, Lr=4.290, S=8.937 k @ 0.0 ft,(Roof)
Point Load: D=1.50 k @ 0.0 ft,(RTU)
Load for Span Number 2
Uniform Load: D=0.4550, Lr=0.390, S=0.8130, Tributary Width=1.0 ft,(Roof)
Point Load: D=1.103 k @ 35,0 ft,(RTU)
Point Load: 0=1,50 k @ 36.0 ft,(RTU)
Load for Span Number 3
Uniform Load: D=0.4550, Lr=0.390, S=0.8130, Tributary Width=1.0 ft,(Roof)
Point Load: D=8.160, Lr=5.948, S=13.825 k @ 9.0 ft,(Roof)
DESIGN SUMMARY Desi'n
Maximum Bending Stress Ratio - 0,781: 1 Maximum Shear Stress Ratio = 0.540 : 1
Section used for this span 6.75x39 Section used for this span 6.75x39
lb:Actual = 1,747,76 psi fv:Actual = 167.35 psi
FB:Allowable = 2,237.57 psi Fv:Allowable = 304.75 psi
Load Combination +D+S Load Combination +D+S
.I rwation of maximum on span = _ 40.000ft Location of maximum on span = 40.000 ft
Span#where maximum occurs = Span#2 Span#where maximum occurs = Span 4 2
Maximum Deflection
Max Downward Transient Deflection 0.293 in Ratio= 736>=240
Max Upward Transient Deflection -0.056 in Ratio= 8644>=240
Max Downward Total Deflection 0.463 in Ratio= 466>=180
Max Upward Total Deflection -0.090 in Ratio= 5342>=180
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2 Support 3 Support 4
----
Overall MAXimum 51.030 62.544
--------------- -----..... -
Overall MINimum 31.414 38.502
Bad Young&Associates,Inc. Project Title:
345 Pollasky Avenue Engineer:
Clovis,CA 93612 Project ID:
" 559-323-9600 Project Descr:
Printed: n AUG 2019. 5:03PM
Wood BeamFile=0:1drawings120191193001dwg1Catcs119300.ec6.
Software copyright ENERCALC,INC.1983-2019,Build:10.19.1.30.
�L? QutCQT1,
DESCRIPTION: Member 5
Vertical Reactions Support notation:Far left is#1 Values in KIPS
Load Combination Support 1 Support 2 Support 3 Support 4
D Only 19.616 24,043
+D+Lr 34.842 41.674
+D+S 51.030 62.544
+D+0.750Lr 31.036 37.266
+D+0.750S 43.176 52.919
+0.60D 11.769 14.426
Lr Only 15.227 17.631
S Only 31.414 38.502