BLD2020-1221+Structural_Analysis_or_Calculations+11.7.2020_4.36.17_PMSmith Company
structural engineers
19011 Woodinville Snohomish Road NE, Suite 100
Woodinville, WA 98072
p: 206.407.6456
BLD2020-1221 RECEIVED
Nov 10 2020
^'TY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Shapiro Residence ADU Upgrade
Structural Calculations
Project
Address: 18105 Sunset Way,
Edmonds, WA 98026
Architect: A.D. Shapiro Architects, P.S.
1207 North 200t" Street, Suite 105
Shoreline, WA 98113
Structural
Engineer:
Job#:
Date:
John Smith, P.E., S.E.
19-063
April 13, 2020
AT 20-0409
3
3'-2114"
. _.-4-
4
.8
SEP 0 5 2019
130 Roof
254' - 6"
F p-p LNG
120 Main Floor Plan
— 245- 6" •
-2-C1"A�sUniG
-110 Basement Plan
235' - 6"
1South
. 1181'-D
I
SCALE:
DRAWN BY-
JOB NAME:Sunsel House
1181, = 1' 0"
Author
DATE:
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SHEET Title:
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Smith Comp any
structural engineers
19011 Woad Sno Road NE, Suite 100 Shapiro Residence ADU Upgrade
Woodinville, WA 98072 Permit Submittal
4/13/2020
p; 206.407.6456 Page 3 of 7
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CONCRETE BEAN! DESIGN
NPUT PARAMETERS:
'ROSS-SECTION DIMENSIONS
Section Shape? Rectangular
Beam Width b = 8.0 in
3eam Height h = 30.0 in
=LEXURAL REBAR DIMENSIONS
Layer # of Bars Bar # (U-S-)
1
2
3
4
5
b
0000
In
0000
0000
d,,,,— (in) clear so. (in) Bar purpose
1
#5
27.000
NIA
Tension ears
0
NIA
0-0
NIA
NIA
0
NIA
0.000
NIA
NIA
0
NIA
0.000
NIA
N/A
01
NIA
0-000
NIA
I NIA
STIRRUP DIMENSIONS
Number of Shear Legs # of legs
Bar # (U.S.) Bar # =
Shear Stirrup Spacing s =
Minimum Clear Cover to Stirrup CLRM,N =
MATERIAL PROPERTIES
Concrete 28 Day Compressive Strength f C28
Concrete Type Type =
Concrete Weight Yc =
Flexural Reinforcement Yield Strength fy =
Stirrup Yield Strength fye
0
NIA
0 in
0-75 in
3-0 ksi
Normalweight
150 pcf
60 ksi
60 ksi
ANALYSIS OUTPUT: (Referenced to.ACI 318-14 Requirements;
FLEXURAL STRENGTH
Nominal Moment Strength Capacity Mn
Reduction Factor, 0 0 _
Design Moment Strength Capacity .0Mn =
Design Axial Strength Capacity (opn_comp
Factored Moment Demand
SHEAR STRENGTH
Nominal Shear Strength Capacity
Reduction Factor, 0
.Design Shear Strength Capacity
Factored Shear Demand
SERVICABiLITY
Concrete 28 C FALSE
Gross Moment of Inertia
Cracked Moment of Inertia
Cracking Moment
Moment for Deflection (Service Demand)
Effective Moment of Inertia
E128 =
19=
Icr
Mcr
Ma =
le =
Cross -Section Dime5yrk%s1(9V
-20 -10 0 10 20
0
10
20
30
40
Compression P,mIon = 0.19'0
Image for reference only and is not to scale -
Items shown may not be accurate.
Strain Diagram at Capacity
Strain (inlin)
0-100 0.050 0.000 -0.050
Cna
1.08 in
10
F
0.
d
20
0-072 0.00207 30
Compression Area • Rebar
Strain — Rebar Yield Line
Image for reference only and is not to scale.
Items shown may not be accurate.
Reference STATUS:
GOOD - PASSES ACI 318
41.2 kip-ft
0.90......... .......... 21-2.2
37.1 kip-ft
327.5 kip ............. 22A.2.2
-16.7 kip ............. 22A.3-1
3.68 kip-ft
0 kip
11.8 kips------ 9.5.1.1(b)
0-75................. ..21.2.1
8.9 kips ----- •....... 9.5.1.1(b)
2.1 kips
3122 ksi...............
19.2.2
18000 in4...............
24.1.2.5
1694 in' ...............
24.2.3.5
41.1 kip-ft...........
24.2.3.5b
0 kip-ft
18000 in" ...............
24.2.3.5a
I GOOD - Wn a Mu I
Shear Reinforcing Ratio
Low or Shear Spacing High,
Shear Strength Limited to
GOOD - Vn > Vu
MEMEN
Smith Company
structural engineers
19011 Wood Sno Road NE, Suite 100
Woodinville, WA 98072
p: 206,407.6456
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Shapiro Residence ADU Upgrade
Permit Submittal
4/13/2020
Page 6 of 7
a FO R T E CM MEMBER REPORT PASSED
Level, Floor: Joist
2 piece(s) 2 x 12 Hem -Fir No. 2 @ 16" OC
Overall Length: 7' 11 1/8"
Shapiro Residence ADU Upgrade
Permit Submittal
4/13/2020
Page 7 of 7
A& a
L 7' 6" L
0 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)
Member Reaction (Ibs)
340 @ 5 1/8"
1823 (1.50")
Passed (19%)
1.0 D + 1.0 L (All Spans)
Shear (Ibs)
250 @ 1' 4 3/8"
3375
Passed (7%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
600 @ 3' 11 9/16"
5155
Passed (12%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.006 @ 3' 11 5/8"
0.236
Passed (L/999+)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.012 @ 3' 11 5/8"
1 0.354
1 Passed (L/999+)
1.0 D + 1.0 L (All Spans)
TJ-Pro'"' Rating
N/A
I N/A
I N/A
N/A
• Deflection criteria: LL (L/360) and TL (L/240).
• Top Edge Bracing (Lu): Top compression edge must be braced at 7' 1" o/c based on loads applied, unless detailed otherwise.
• Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 7' 1" o/c based on loads applied, unless detailed otherwise.
• A 15% increase in the moment capacity has been added to account for repetitive member usage.
• Software only analyzes holes in TJI@ Joists, Microllam® LVL, Parallam® PSL and TimberStrand@ LSL.
• Applicable calculations are based on Nos.
• No composite action between deck and joist was considered in analysis.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Total
1 - Hanger on 11 1/4" DF beam
5.13"
Hanger'
1.50"
169
211
380
See note'
2 - Hanger on it 1/4" DF beam
5.13"
Hanger'
1 1.50"
169
211
380
See note'
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• ' See Connector grid below for additional information and/or requirements.
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2015
Design Methodology : Aso
Connector: Simpson Strong -Tie
Support
Model
Seat Length
Top Fasteners
Face Fasteners
Member Fasteners
Accessories
1 - Top Mount Hanger
Connector not found
N/A
N/A
N/A
N/A
2 - Top Mount Hanger
Connector not found
N/A
N/A
N/A
N/A
Vertical Load
Location (Side)
Spacing
Dead
(0.90)
Floor Live
(1.00)
Comments
1 - Uniform (PSF)
0 to 7' 11 1/8"
16"
32.0
40.0
Garage
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. 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 evaluation 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 ForteWEB Software Operator
ForteWEB Software Operator
Job Notes
Brian West
Smith Company Structural Engineers
(206) 407-6456
Brian.West@SmithCompanyStructuralEngineers.co
m
4/13/2020 5:41:28 PM UTC
ForteWEB v2.4, Engine: V8.0.1.5, Data: V7.3.2.0
Weyerhaeuser File Name: Shapiro ADu
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