BLD2021-1562+STRUCTURAL CALCS+11.16.2021_3.06.14_PM+2523598RECEIVED
Nov 17 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
..,.,.,.,.,...............................,
REVIEWED
BY
CITY OF EDMONDS
BUILDING DEPARTMENT
BLD2021-1562
Client:
Project Name:
Scope of Work:
Upstate Job#:
Date:
Location:
UPSTATE
englneerin
PO BOX 952 LYNNWOOD, WA 98046
T. (206) 280-4715 F. (206) 834-6261
SERVICES@UPSTS.COM
STRUCTURAL CALCULATIONS
JNR CONSTRUCTION
SILVEY WORK SHOP
PARTIAL LATERAL DESIGN OF A (I) -STORY
WORKSHOP
1450
10/ 19/2021
1531 LOTH PL NORTH
11/10/2021
JOB # 1450
Andrew M. Gahan, PE
SCE
AMERICAN SOCIETY OF CIVIL ENGINEERS
Address:
1531 10th PI N
Edmonds, Washington
98020
ASCE 7 Hazards Report
Standard: ASCE/SEI 7-16 Elevation: 115.17 ft (NAVD 88)
Risk Category: II Latitude: 47.824608
Soil Class: D - Default (see Longitude:-122.363819
Section 11.4.3)
Imu.nu
c l.c i.��o' `ir�ii•mrm
tvereaF-
Eb— F —
m
�Ilill lrv-V
I 'h-- 1;
_ KBnlii Ci: aoID e
Sa reline .r �'.ti.mdii
F- �ie.i
Far■
Knu
I
Kirkland
https://asce7hazardtool.online/ Page 1 of 3 Tue Oct 19 2021
-ASCE®
AMERICAN SOCIETY OF CIVIL ENGINEERS
Seismic
Site Soil Class: D - Default (see Section 11.4.3)
Results:
Ss :
1.295
Sol
N/A
S,
0.457
TL
6
Fa
1.2
PGA:
0.552
FV
N/A
PGA M :
0.663
SMs :
1.554
FPGA
1.2
SM1
N/A
le
1
SIDS :
1.036
Cv
1.359
Ground motion hazard analysis may be required. See ASCE/SEI
7-16 Section 11.4.8.
Data Accessed:
Tue Oct 19 2021
Date Source:
USGS Seismic Design
Maps
https://asce7hazardtool.onIine/ Page 2 of 3 Tue Oct 19 2021
-ASCE®
ZERICAN SOCIETY OF CIVIL ENGINEERS
The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of
any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers;
or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from
reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability,
currency, or quality of any data provided herein. Any third -party links provided by this Tool should not be construed as an endorsement,
affiliation, relationship, or sponsorship of such third -parry content by or from ASCE.
ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent
professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such
professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard.
In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors,
employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential
damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by
law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data
provided by the ASCE 7 Hazard Tool.
https://asce7hazardtool.online/ Page 3 of 3 Tue Oct 19 2021
Lateral Analysis IBC2018
UPSTATE JOB#: 1450
Description: SILVEY WORK SHOP
Engineer: amg
Governing Code: 2018 International Building Code all references in right margin are 2018
IBC unless specifically noted otherwise.
1603.1 General Design Criteria
Roof
Walls
Floors
Snow
Partitions
Live Load (psf)
25
40
25
Dead Load (psf)
15
10
1 10
10
1603.1.4 Wind Design Criteria
1. Basic /ASD Wind Speed V/Vasa 110/85 mph F 1609.3(1)
2. Risk Category 11 1.00 ASCE 7 T 1.5--1
3. Wind Exposure Category "B" 1609.4
4. Internal Pressure Coefficient +/-0. 55 ASCE7F26.13-1
5. Components and Cladding design pressure +/- 16 psf ASCE 7 30.2.2
1603.1.5 Earthauake Desian Data
1. Risk Category
2. Seismic Importance Factor
3. Short Period Acceleration
1-Second Accelleration
4. Site Class
5. Spectral response coefficient
Spectral response coefficient
6. Seismic Design Category
7. Seis. Force Resisting System
8. Design Base Shear
9. Seismic Response Coefficient
10. Response Modification Factor
11. Analysis Procedure
Table of Contents
0.0
1.0
2.0
3.0
4.0
5.0
6.0
7.0
ASCE 7 T 1.5-1
le
1.00
ASCE 7 T 1.5-2
SS
1.295
USGS Seismic Design Map Online
S1
0.457
USGS Seismic Design Map Online
D
ASCE 7 T 20.3-1
SpS
1.04
EQ 16-38
Spi
NA
EQ 16-39
D
T1613.2.3(1) and (2)
A.15.
ASCE 7 T 12.2-1
2291
Ibs See Page 3.0
CS
0.16
ASCE 7EQ 1282
R
6.5
ASCE 7 T 12.2-1
Equivalent
Lateral Force ASCE 712.8
General Lateral Design Criteria
Determination of Wind Forces
Determination of Seismic Forces
Allowable Stress Design Loads
Shear walls in the Front to Rear Direction
Shear walls in the Side to Side Direction
Shear flow calculations
Appendix
Version 7.0 Pg 0.1
Wind Design (MWFRS - Simplified Envelope Procedure) IBC 2018
Part 2 Wind Load Method ASCE 7 28.1.1 Part 2
ASD/Basic Wind Speed 85/ 110
Wind Exposure Category B
Height & Exposure Adjustment 1= 1.00
Topographic Factor Kzt = 1.00
Wind Pressures ASCE 7 28.5.3
ps =1 K, PS30
mph 1609.3, F 1609.3(1)
1609.4
ASCE 7 F 28.5-1
ASCE 7 F 26.8-1
ASCE 7 EQ 28.5-1
Minimum pressures shall not be less than assuming the pressures for ASCE 7 28.5.4
zones A and C equal +16 psf, B & D equal +8 psf, while zones E, F, G, & H all equal zero.
Roof Pitch
Ridge Elevation
Eave Height
Mean Roof Height, h
Zone Pressures, 0,)(ps30) ASCE 7 F 28.5-1
3 :12 or 14.036 degrees
13.4 ft
9.5 ft
11.45 ft
ASCE 7 26.2
110 Horizontal Pressures
Vertical Pressures
Over han s
0 A
B
C
D
E
F
G
H
EOH
GOH
1 26.12
-7.19
17.37
-4.03
-23.10
-15.83
-16.00
-12.07
-32.30
-25.30
2 0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Horizontal Zone Areas & Forces, Fx ASCE 7 F 28.5-1
End zone distance, 2a, where "a" equals the smaller of 10 percent of least horizontal
dimension (l.h.d.) or 0.4h, but not less than either 4 percent of lhd or 3 feet.
D
F x= �P sx'X)
x = A
Diaphragm (x =1)
l.h.d. (ft) = 24
a(ft)= 3
2a (ft) = 6
Areas
Forces
Front to Rear
A
B
C
D
86
0
102
0
F. = 4018
Fxmin = 1880
Side to Side
A
B
C
D
66
60
79
54
FX = 2447
Fxmin = 2590
Version 7.0 Pg 1.1
Seismic Design IBC 2018
Site Classification, Criteria Selection, & Minimum Design Lateral Force
Risk Category
11
ASCE 7 T 1.5-1
Seismic Importance Factor
1E
1.00
ASCE 7 T 1.5-2
Seismic Design Category
D
T1613.2.3(1) and (2)
Site Class
D
ASCE 7 T 20.3-1
Short Period Acceleration
SS
1.295
USGS Seismic Design Maps Online
1-Second Acceleration
S1
0.457
USGS Seismic Design Maps Online
Seis. Force Resisting System
A.15.
ASCE 7 T 12.2-1
Response Modification Factor
R
6.5
ASCE 7 T 12.2-1
Design Spectral Response Acceleration Parameters
Site Coeffiecient, Fa
1.2
T1613.2.3(1)
Site Coeffiecient, Fv
NA
T1613.2.3(2)
Substitute equations 16-36 & 16-37 into 16-38 & 16-39, respectively.
S D S= . F a• S s SDs = 1.04 EQ 16-38
3
S p y= 3 F V• S 1 SDI = NA EQ 16-39
Seismic base shear ASCE 7 12.14.8.1
V = (F SDs/R) W Where: F=1.0 for (I) -story ASCE 7EQ 12.14-12
Vertical Distribution, Forces at each level ASCE 7 12.14.8.2
FX = (wX/W) V FX = 0.159 x wX ASCE 7 EQ 12.14-13
Effective seismic weiuht & Fnrces (lhsl at Level x
Diaphragm (x = 1)
FX = 2467
roof area (A)
floor area (fe)
story height (ft)
wall length (ft)
WX
840
0
12
48
weight (lbs)
12600
0
2880
15480
Version 7.0 Pg 2.1
Allowable Stress Design Loads For Wood IBC 2018
Design shall be in accordance with Sections 2304-2306.
Structures using wood shear walls and diaphragms to resist
wind, seismic and other lateral loads shall be designed and
constructed in accordance with AF&PA SDPWS and provisions
of Sections 2305 - 2306.
Design per Alternative Basic Load Combinations 1605.3.2
For worse case effect with wind load, L & S shall be zero.
Equations 16-18, 16-19and 16-20 become,
D + (0 W *0.6
Where co equals 1.3, W equals Fx of the respective diaphragm, and
D shall be multiplied by two-thirds.
For worse case effect with seismic load, L & S shall be zero.
Equation 16-22 controls,
0.9 D + E/1.4 substitute ASCE 7 EQ 12.14-6 for E
("PQE-0.2SDSDJ
0.9 D + 1.4 , simplify & arrange variables
0.9-0.14 SDS1 D+ P QE
1.4
Where QE equals F,, of the respective diaphragm.
Principle of Mechanics
Sum the forces in the horizontal direction, diaphragms and shearwalls shall resist,
Wind Design Loads, 1.3 Fx
For Kzt = 1.00
Front to Rear
Side to Side
Diaphragm
Force (lbs)
Force (lbs)
x = 1
3134
2020
Seismic Design Loads, (p/1.4) F,,
p = 1.3
Diaphragm
Force (lbs)
x = 1
2291
2302.1
1605.3.2
1605.3.2
1605.1
ASCE 7 12.14.3.2 (2), EQ 12.14-6
EQ 16-22
ASCE 7 12.3.4.2
Version 7.0 Pg 3.1
Allowable Stress Design Loads For Wood - cont.
Sum the moments about the base of a shearwall, overturning shall resist,
2 w
(v-w)-h - 3 D-2 / + P-wi for wind
' 2 /
(v - w) - h - 0.9 - 0.14 S DS) D • 2 + P . w, for seismic
Where, v = shear per linear foot of shearwall
w = width of shearwall
h = height of shearwall
D = resisting dead load centered over shearwall
P = resisting dead load at end of shearwall
Free Body Diagram of a ShearWall
IU
(V x rh
Version 7.0 Pg 3.2
Tributary loads
Wind Seis
' I
1
' ' 1
26.00 . 11
.1 44
2015 SDPWS
__mmmm_____
__...._____
__...._____
__...._____
__...._____
Wind Seis
' I
1
1567.07 1145.52
1 1
.1
2015 SDPWS
1
__...._____
__...._____
__...._____
__...._____
Wind Seis
2015 SDPWS SEISMIC MAX
Wind Seis
2015 SDPWS SEISMIC MAX
Version 7.0 Pg 4.1
Tributary loads
Wind Seis
1 1
' ,
2015 SDPWS
•X(x) [lbs] 249 268
__...._____
, ,
®....®_®_®
__...._____
__...._____
__...._____
__...._____
Wind Seis
1 1 /1 1 1
I 48
2015 SDPWS
• ,
__...._____
__...._____
®....
•,
_®__
__...._____
__...._____
__...._____
__...._____
__...._____
__...._____
Wind Seis
1 I
2015 SDPWS SEISMIC MAX
__...._____
Wind Seis
2015 SDPWS SEISMIC MAX
Version 7.0 Page5.1
Shear wall Summary
Sheeting Reqm'ts
Wind I Seis Max
1-1st
2 - 1st
3-1st
4 - 1st
A - 1st
B - 1 st
C - 1st
D - 1st
43
44
59
139
52
113
30
48
SW-1
Shear Transfer
Wind
I Seismic
1
1
60
44
82
60
73
83
42
48
Overturning Values
Wind I Seismic
Sheathing
260
(plf)
Shear Flow
150
(plf)
Shear Transfer Connectors - CD =
1.6, Hem -Fir
Connector
Z (lbs)
16d Nails (Common: 3.5 "x0.162")
195.2 lbs
2018 NDS T12N
15.6 0.0
0.0 0.0
0.0
0.0
Simpson A35 Clip
510 lbs
Current Simpson Guide
40.8 0.0
0.0 0.0
0.0
0.0
Simpson Hl Truss Connector
440 lbs
Current Simpson Guide
35.2 1 0.0
0.0 0.0
0.0
0.0
Simpson LTP4 Clip (8d COMMON NAILS REQUIRED)
450 lbs
Current Simpson Guide
36.0 1 0.0
0.0 0.0
0.0
0.0
1/2" Diameter Anchor Bolts (2x)
944 lbs
2018 NDS T12E
75.5 1 0.0
0.0 0.0
0.0
0.0
5/8" Diameter Anchor Bolts (2x)
1376 lbs
2018 NDS T12E
110.1 0.0
0.0 0.0
0.0
0.0
5/8" Diameter Anchor Bolts (3x)
1712 lbs
2018 NDS T12E
Page6.1
UPSTATE!engineering
PO BOX 952 LYNNWOOD, WA 98046
T. (206) 280-4715 F. (206) 854-6261
SERVICES@UPST8.COM
General Structural Notes — Unless Noted Otherwise
GENERAL ALL CONSTRUCTION SHALL CONFORM TO THE INTERNATIONAL BUILDING CODE (IBC), 2018 EDITION, OR
OTHER GOVERNING CODE, AS REQUIRED BY LOCAL JURISDICTION.
DESIGN LOADS SEE ENGINEERING PACKET FOR DESIGN LOADS.
INSPECTIONS NO SPECIAL INSPECTIONS ARE REQUIRED. NOTIFY BUILDING DEPARTMENT FOR INSPECTIONS
REQUIRED BY LOCAL JURISDICTION.
FOUNDATIONS EXTEND FOOTING TO UNDISTURBED SOIL OF 2000 PSF BEARING CAPACITY. BOTTOM OF EXTERIOR
FOOTING SHALL BE V-6" MINIMUM BELOW OUTSIDE FINISHED GRADE.
COMPACTED FILL SHOULD CONSIST OF PREDOMINATELY WELL -GRADED, GRANULAR SOIL, FREE OF ORGANIC
MATERIAL AND DEBRIS. FILL SHOULD BE PLACED IN MAXIMUM 8" LOOSE LIFTS AND COMPACTED TO A MINIMUM OF
95 PERCENT OF THE MAXIMUM DENSITY AT OPTIMUM MOISTURE CONTENT DETERMINED BY ASTM D-1557 TEST
PROCEDURES.
CONCRETE f'c = 2500 PSI MINIMUM 5-1/2 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 6.0
GALLONS OF WATER PER 94 LB SACK OF CEMENT. MAXIMUM SLUMP IS 4". SEGREGATION OF MATERIALS TO BE
PREVENTED.
REINFORCING STEEL #5 BARS AND LARGER SHALL BE GRADE 60 DEFORMED BARS, AND #3 AND #4 BARS SHALL BE
GRADE 40, IN ACCORDANCE WITH ASTM A-615. LAP SPLICES 32 BAR DIAMETERS. WELDED WIRE FABRIC SHALL
CONFORM TO ASTM A-185 AND SHALL BE 6X6 — W1.4 X W1.4. LAP ONE FULL MESH AT SPLICES.
TIMBER FRAMING SHALL MEET THE FOLLOWING MINIMUM STANDARDS:
BEAMS AND POSTS (4x—AND GREATER)
JOISTS / STUDS (2x_):
GLUE LAMINATED BEAMS (GLB)
DF-L#2
HF#2 / STUD
24F-V4 (24F-V8 AT CANTILEVERS)
2x_ TIMBER SHALL BE KILN DRIED. GRADES SHALL CONFORM TO "WWPA GRADING RULES FOR WESTERN LUMBER",
LATEST EDITION. ROOF TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE T.P.I. AND THE IBC. ALL
CONNECTIONS PER IBC TABLE 2304.10.1.
ROOF DIAPHRAGM INSTALL MINIMUM 1/2" CDX PLYWOOD (32/16) OR 7/16" OSB SHEATHING. NAIL ALL SUPPORTED
EDGES AND BOUNDARIES WITH 8d AT 6" O.C, AND INTERIOR SUPPORTS WITH 8d AT 12" O.C.; BLOCKING NOT
REQUIRED.
FLOOR DIAPHRAGM INSTALL MINIMUM 23/32" T&G STURD-I-FLOOR (24oc) SHEATHING. GLUE AND NAIL ALL
SUPPORTED EDGES AND BOUNDARIES WITH 10d AT 6" O.C.; AND INTERIOR SUPPORTS WITH 10d AT 12" O.C.,
BLOCKING NOT REQUIRED.
MISCELLANEOUS THE CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS AT JOB SITE. THE CONTRACTOR
SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL ALL PERMANENT CONNECTIONS AND STIFFENINGS
HAVE BEEN INSTALLED. DO NOT SCALE DRAWINGS. PRE -FABRICATED ITEMS TO BE HANDLED AND INSTALLED PER
MANUFACTURER'S RECOMMENDATIONS.
WIND DESIGN CRITERIA:
NOMINAL WIND SPEED — 85 MPH RISK CATEGORY II
ULTIMATE WIND SPEED — 110 MPH IMPORTANCE, I = 1.0
WIND EXPOSURE, B KzT = 1.00
SEISIMIC DESIGN CRITERIA:
EQUIVALENT LATERAL FORCE PROCEDURE
IMPORTANCE, le = 1.0
Ss = 1.295
SITE CLASS, D
S1 = 0.457
SEISMIC DESIGN CAT., D
SDs = 1.04
SEIS. FORCE RES. SYS, A.15.
SDI = N/A
DESIGN BASE SHEAR = 2291 Ibs
Cs = 0.16
RISK CATEGORY 11
R = 6.5
UJPSTATE
engineerin
PO BOX 952 LYNNWOOD, WA 98046
T. (206) 280-4715 F. (206) 834-6261
SERVICES@UPST8.COM
IOU
Project Title : 1450 JNR CONSTRUCTION
Description : 1 STORY WORKSHOP
I.D.
Address : 1531 10TH PL N, ,
Project Leader
Phone Fax
Project Notes
Project Title: 1450 JNR CONSTRUCTION
Engineer:
Project ID:
Project Descr:1 STORY WORK SHOP
eMail :
Printed: 19 OCT 2021, 12:51PM
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
UJPSTATE
engineerin
PO BOX 952 LYNNWOOD, WA 98046
T. (206) 280-4715 F. (206) 834-6261
SERVICES@UPST8.COM
Wood Beam
DESCRIPTION: 1. DOOR BEAM
CODE REFERENCES
Project Title: 1450 JNR CONSTRUCTION
Engineer:
Project ID:
Project Descr:1 STORY WORK SHOP
Software
Printed: 19 OCT 2021, 12:53PM
File:1450 GRAV.ec6
ENERCALC, INC. 1983-2020, Build:12.20.8.24
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method: Allowable Stress Design
Fb +
900.0 psi
E: Modulus of Elasticity
Load Combination ASCE 7-16
Fb -
900.0 psi
Ebend- xx 1,600.0 ksi
Fc - Prll
1,350.0 psi
Eminbend - xx 580.0 ksi
Wood Species DouglasFir-Larch
Fc - Perp
625.0 psi
Wood Grade : No.2
Fv
180.0 psi
Ft
575.0 psi
Density 31.210 pcf
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
4x8
Span =7.0ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.0150, Lr = 0.0250 ksf,
Tributary Width = 3.0 ft, (RF)
DESIGN SUMMARY
•
Maximum Bending Stress Ratio =
0.1971
Maximum Shear Stress Ratio =
0.092 : 1
Section used for this span
4x8
Section used for this span
4x8
fb: Actual =
287.66psi
fv: Actual =
20.66 psi
Fb: Allowable =
1,462.50psi
Fv: Allowable =
225.00 psi
Load Combination
+D+Lr
Load Combination
+D+Lr
Location of maximum on span =
3.500ft
Location of maximum on span =
6.412 ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs =
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.023 in
Ratio =
3665>=240
Max Upward Transient Deflection
0.000 in
Ratio =
0 <240
Max Downward Total Deflection
0.037 in
Ratio =
2290>=180
Max Upward Total Deflection
0.000 in
Ratio =
0 <180
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Segment Length Span # M V
Moment Values
Cd CFN Ci Cr Cm C t CL M fb F'b
u umy
Length = 7.0 ft
1 0.102
0.048
0.90
1.300
+D+Lr
1.300
Length = 7.0 ft
1 0.197
0.092
1.25
1.300
+D+0.750Lr
1.300
Length = 7.0 ft
1 0.166
0.077
1.25
1.300
+0.60D
1.300
Length = 7.0 ft
1 0.035
0.016
1.60
1.300
Overall Maximum Deflections
Shear Values
V fv F'v
0.00
0.00
0.00
0.00
1.00
1.00
1.00
1.00
1.00
0.28
107.87
1053.00
0.13
7.75
162.00
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
1.00
1.00
1.00
0.74
287.66
1462.50
0.35
20.66
225.00
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
1.00
1.00
1.00
0.62
242.71
1462.50
0.29
17.43
225.00
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
1.00
1.00
1.00
0.17
64.72
1872.00
0.08
4.65
288.00
Load Combination Span Max. " ' Defl Location in Span Load Combination Max. "+" Defl Location in Span
+D+Lr 1 0.0367 3.526 0.0000 0.000
UJPSTATE
engineerin
PO BOX 952 LYNNWOOD, WA 98046
T. (206) 280-4715 F. (206) 834-6261
SERVICES@UPST8.COM
Project Title: 1450 JNR CONSTRUCTION
Engineer:
Project ID:
Project Descr:1 STORY WORK SHOP
Printed: 19 OCT 2021, 12:53PM
Wood Beam File:1450 GRAV.ec6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
DESCRIPTION: 1. DOOR BEAM
Vertical Reactions
Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
0.420
0.420
Overall MINimum
0.263
0.263
D Only
0.158
0.158
+D+Lr
0.420
0.420
+D+0.750Lr
0.354
0.354
+0.60D
0.095
0.095
Lr Only
0.263
0.263
UJPSTATE
engineerin
PO BOX 952 LYNNWOOD, WA 98046
T. (206) 280-4715 F. (206) 834-6261
SERVICES@UPST8.COM
Wood Beam
DESCRIPTION: 2. WDW HDR
CODE REFERENCES
Project Title: 1450 JNR CONSTRUCTION
Engineer:
Project ID:
Project Descr:1 STORY WORK SHOP
Software
Printed: 19 OCT 2021, 12:54PM
File:1450 GRAV.ec6
ENERCALC, INC. 1983-2020, Build:12.20.8.24
Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set: ASCE 7-16
Material Properties
Analysis Method: Allowable Stress Design
Fb +
900.0 psi
E: Modulus of Elasticity
Load Combination ASCE 7-16
Fb -
900.0 psi
Ebend- xx 1,600.0 ksi
Fc - Prll
1,350.0 psi
Eminbend - xx 580.0 ksi
Wood Species DouglasFir-Larch
Fc - Perp
625.0 psi
Wood Grade : No.2
Fv
180.0 psi
Ft
575.0 psi
Density 31.210 pcf
Beam Bracing : Beam is Fully Braced against lateral -torsional buckling
4x8
Span =5.0ft
Applied Loads
Service loads entered. Load Factors will be applied for calculations.
Uniform Load : D = 0.0150, Lr = 0.0250 ksf,
Tributary Width =14.0 ft, (RF)
DESIGN SUMMARY
Maximum Bending Stress Ratio =
0.468 1
Maximum Shear Stress Ratio =
0.279 : 1
Section used for this span
4x8
Section used for this span
4x8
fb: Actual =
684.90psi
fv: Actual =
62.82 psi
Fb: Allowable =
1,462.50psi
Fv: Allowable =
225.00 psi
Load Combination
+D+Lr
Load Combination
+D+Lr
Location of maximum on span =
2.500ft
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
0.028 in
Ratio =
2155>=240
Max Upward Transient Deflection
0.000 in
Ratio =
0 <240
Max Downward Total Deflection
0.045 in
Ratio =
1347>=180
Max Upward Total Deflection
0.000 in
Ratio =
0 <180
Maximum Forces & Stresses for Load Combinations
Load Combination Max Stress Ratios
Segment Length Span # M V
Moment Values
Cd CFN Ci Cr Cm C t CL M fb F'b
u umy
Length = 5.0 ft
1
0.244
0.145
0.90
1.300
+D+Lr
1.300
Length = 5.0 ft
1
0.468
0.279
1.25
1.300
+D+0.750Lr
1.300
Length = 5.0 ft
1
0.395
0.236
1.25
1.300
+0.60D
1.300
Length = 5.0 ft
1
0.082
0.049
1.60
1.300
Overall Maximum Deflections
Shear Values
V fv F'v
0.00
0.00
0.00
0.00
1.00
1.00
1.00
1.00
1.00
0.66
256.84
1053.00
0.40
23.56
162.00
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
1.00
1.00
1.00
1.75
684.90
1462.50
1.06
62.82
225.00
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
1.00
1.00
1.00
1.48
577.88
1462.50
0.90
53.01
225.00
1.00
1.00
1.00
1.00
1.00
0.00
0.00
0.00
0.00
1.00
1.00
1.00
1.00
1.00
0.39
154.10
1872.00
0.24
14.14
288.00
Load Combination Span Max. " ' Defl Location in Span Load Combination Max. "+" Defl Location in Span
+D+Lr 1 0.0445 2.518 0.0000 0.000
U STATE Project Title: 1450 JNR CONSTRUCTION
Engineer:
engineerin Project ID:
PO Box 952 LYNNWOOD, WA 98046 Project Descr:1 STORY WORK SHOP
T. (206) 280-4715 F. (206) 834-6261
SERVICES@UPST8.COM
Printed: 19 OCT 2021, 12:54PM
Wood Beam File:1450 GRAV.ec6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
Ilk P.1
DESCRIPTION: 2. WDW HDR
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Load Combination Support 1 Support 2
Overall MINimum
0.875
0.875
D Only
0.525
0.525
+D+Lr
1.400
1.400
+D+0.750Lr
1.181
1.181
+0.60D
0.315
0.315
Lr Only
0.875
0.875
[LJT:3ST,ATE1
P,Zengineerind
SHEARWALL & HOLDOWN NOTES (U.N.O.) :
(1) Simpson or equal. Locate at end of shearwall u.n.o. Install
per manufacturer recommendations for foundation minimum end
distance and embedment, deepen foundation as required.
(2) Construct cripple wall same as shearwall (SW) above, and
gable -end same as shearwall (SW) below.
(3) Requires 3x or (2) 2x foundation sill plate
(4) Threaded rod and coupler as required.
(5) Common nails, LINO: 8&0.131 "x2'/2", 10d=0.148"x3",
12&0.148"x3'/4', 16&0.162"x3'/2', 16d sinker=0.148"x3'/4".
(6) Install H1's on all trusses/rafters, A35's at 24"o/c on gables &
rim joist (or solid blkg) to top plate (sill plate at fdn) u.n.o.; When
specified spacing is less than 24"o/c, install A35's at roof solid
blk'ing to SW top plate, and install H1 or H2.5 on all
trusses/rafters. LTP4, LTP5 or LS50 can be substituted for A35.
Conn. per Simpson Strong -Tie or equal.
(7) Minimum 3x or dbl-2x stud lam'd w/ (2)-16d @ 6" o/c at
abutting panel edges.
(8) Anchor bolts shall be embedded at least 7" into concrete;
there shall be a minimum of two bolts per piece with one bolt
located not more than 12" or less than seven bolt diameters from
each end of the piece. 2x min PT, u.n.o.
9 All sheathina must be APA rated.
HOLDOWN SCHEDULE Date: 10/19/2021
Job #: 1450
MARK
HOLDOWN /
STRAP *(I)
FASTENERS TO
(2)-STUDS MIN U.N.O.
FOUNDATION
ANCHOR *(1)(4)
COMMENTS
SHEARWALL SCHEDULE Date: 10/19/2021
Job #: 1450
MARK
*(2)
SHEATHING - APPLY TO
2x HF STUDS @ 16"o/c
U.N.O. BELOW *(9)
SHEATHING EDGE NAILS *(5)
ALL EDGES BLOCKED
(do not penetrate past flush)
BASE PLATE
NAILS *(5)
ROOF TO TOP PLATE,
FLOOR TO TOP PLATE
& SILL PLATE *(6)
SILL PLATE ANCHORS w/
3" x 3" x 1/4" WASHERS *(8)
SW-6
7/16" OSB
8d @ 6" o/c (12" o/c field)
16d @ 12 " o/c
Hl @ or 24 " o/c
A35 24 " o/c
5/8" Ox10" AB's @ 60 " o/c