APPROVED BLD-RESUB 4-Structural_Analysis_or_CalculationsREVIEWED
BY
CITY OF EDMONDS
BUILDING DEPARTMENT
RESUB
Jul 30 2021
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
Ramm Remodel
Project Number: 20-167
5073rdAve S
Edmonds, WA 98020
Structural Calculations
Calculations................................................S1 — S7
� �46 36
S�ONAL ��
5/14/21
Prepared by:
Nabil Kausal-Hayes, PE
206-601-9728
www.nkhengineering.com
May 14th, 2021
NKH
ENGINEERING
Background
PROJECT: Ramm Remodel
DESIGNER: NKH
DATE: May 14th, 2021
JOB #: 20-167
PROJECT SUMMARY & DESIGN CRITERIA
Project Summary:
This is a remodel on an existing single story, wood framed house with a basement for the Ramm family in Edmonds, WA.
The structure consists of wood roof, ceiling, & floor joists bearing on wood framed walls, posts, & beams. The house is
supported by existing concrete retaining walls & shallow spread footings. This project is designed in accordance with the
2015 International Building Code along with the codes listed below and corresponding state & city/county amendments.
Notes:
All input variables are highlighted in yellow, resources bolded, and links to resources bolded and underlined. Areas
highlighted in blue are code/design checks and green - unity checks.
Resources:
-American Wood Council (AWC). (2018). "National Design Specifications for Wood Construction (NDS)."
-American Wood Council (AWC). (2015). "Special Design Provisions for Wind and Seismic (SDWS)."
-American Concrete Institute (ACI). (2014). "Building Code Requirements for Structural Concrete (ACI 318-14)."
-American Institute of Steel Construction (AISC). (2016). "Steel Construction Manual." 15th Ed.
-American Society of Civil Engineers (ASCE). (2016). "Minimum Design Loads for Buildings and Other Structures."
-StateofWashington (2018)."International Building Code (IBC)."
-Applied Technology Council (ATC). (2018). "Hazards by Location" https:#hazards.atcouncil.org
Material Properties
-Soil Bearing Pressure (min per IBC1806.2)
-Frost Depth
-Active & Passive Soil Pressure
Concrete:
-Compressive Strength
-Density, Normal Weight
-Density, Light Weight
-Reinforcing Steel, ASTM A615
Steel:
- Modulus of Elasticity
-Anchor Rods/Bolts, ASTM A307 Shear & Tension Yield Strength
Wood:
-Solid Sawn Joists, Beams, Headers, & Studs
-Glulam Beams
pbrg:= 1500psf
FD:= 12in
qa := 35• pcf qp := 250• pcf
fc:= 2500psi
_Yconc:= 150pcf
1conc LW 115pcf
r:=
60ksi
E,.= 29000ksi
= 24ksi . _ 45ksi
AWN
DF-L #1 6x & Larger, DF-L#2 All Other (UNO)
24F-V4 (Simple Span), 24F-V8 (Cont/Cantilever)
01_Summary _Design Criteria.xmcd
NKH Engineering S1
Gravity Loading
o v
Roof/Ceiling Dead Load
Roofing
Insulation
Ceiling
Sheathing t:= 0.5in
Structural Members
Mechanical
Misc.
R:= 1.5•psf
I:= 1.5•psf
L.= 1.5•psf
SH:=(.t ).0.4•psf = 1.6•psf
125in
nXn = 2.5• psf
M:= 1•psf
MISC:= 0.4•psf
DLrf:= R+I+C+ SH+ S+M+MISC
Wall Dead Loads
Exterior Wood
Interior Wood
Live Loads
Roof
Floor Live Load
Deflection Criteria
L L
Arf TL : = 2Arf LL 60
: = 3
pext w 1Opsf
pint 9psf
LLrf:= 20•psf
LL flr : = 40psf
L L
Aflr_TL:= 360 Aflr_LL'= 480
DLr f = 10• psf
Roof Snow Load
DLpV:= Opsf
SL:= 25psf
01_Summary _Design Criteria.xmcd
NKH Engineering S2
F O R T E' • B20-167 SUMMamm ARY
model
REPORT
Roof Framing
Member Name
Results
Current Solution
Comments
Kitchen/Living Beam
Passed
1 piece(s) 5 1/2" x 10 1/2" 24F-V4 DF Glulam
Closet Beam
Passed
1 piece(s) 4 x 4 DF No.2
Sistered Joists
Passed
1 piece(s) 2 x 6 DF No.2 @ 24" OC
Free Standing Post
Passed
1 piece(s) 4 x 6 DF No.2
ForteWEB Software Operator
Job Notes
Nabil Kausal-Hayes
NKH Engineering
(206) 601-9728
NKH Eng
nabil@nkhengineering.com
nAng
Weyerhaeuser
5/14/2021 6:44:10 PM UTC
ForteWEB v3.2
File Name: 20-167 Ram$lmodel
Page 1 / 5
aFORTE'CM
Roof Framing, Kitchen/Living Beam
1 piece(s) 5 1/2" x 10 1/2" 24F-V4 DF Glulam
PASSED
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)
3907 @ 2"
12513 (3.50")
Passed (31%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
3442 @ 1' 2"
11733
Passed (29%)
1.15
1.0 D + 1.0 S (All Spans)
Pos Moment (Ft-Ibs)
18483 @ 9' 9 1/2"
23244
Passed (80%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.890 @ 9' 9 1/2"
0.962
Passed (L/260)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
1.291 @ 9' 9 1/2"
1.283
Passed (L/179)
1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (L/240) and TL (L/180).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Critical positive moment adjusted by a volume factor of 1.00 that was calculated using length L = 19' 3".
• The effects of positive or negative camber have not been accounted for when calculating deflection.
• The specified glulam is assumed to have its strong laminations at the bottom of the beam. Install with proper side up as indicated by the manufacturer.
• Applicable calculations are based on NDS.
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Snow
Total
1 - Column - DF
3.50"
3.50"
1.50"
1215
2693
3908
Blocking
2 - Column - DF
3.50"
3.50"
1.50"
1215
2693
3908
Blocking
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
19' 7" o/c
Bottom Edge (Lu)
19' 7" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Location (Side)
Tributary Width
Dead
(0.90)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
0 to 19' 7"
N/A
14.0
1 - Uniform (PSF)
0 to 19' 7" (Front)
11'
10.0
25.0
Default Load
System : Roof
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Member Pitch : 0/12
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
Nabil Kausal-Hayes
NKH En§
NKH Engineering
(206) 601-9728
nabil@nkhengineering.com
lil@
5/14/2021 6:44�M UTC
Ing ForteWEB 0.2, Engine: V8.2.0.17, Data: 1.0.16
Weyerhaeuser File Name: 20-167 Ramm Remodel
Paget/5
aFORTE'CM
Roof Framing, Closet Beam
1 piece(s) 4 x 4 DF No.2
PASSED
I
All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal.
0
Design Results
Actual @ Location
Allowed
Result
LDF
Load: Combination (Pattern)
Member Reaction (Ibs)
649 @ 2"
7656 (3.50")
Passed (8%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
484 @ 7"
1691
Passed (29%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
639 @ 2' 3 1/2"
924
Passed (69%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.073 @ 2' 3 1/2"
0.213
Passed (L/695)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.104 @ 2' 3 1/2"
0.283
Passed (L/491)
1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (L/240) and TL (L/180).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Applicable calculations are based on NDs.
• This product has a square cross section. The analysis engine has checked both edge and plank orientations to allow for either installation.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Available
Required
Dead
Snow
Total
1 - Trimmer - DF
3.50"
3.50"
1.50"
190
458
648
None
2 - Trimmer - DF
3.50"
3.50"
1.50"
190
458
648
None
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
4' 7" o/c
Bottom Edge (Lu)
4' 7" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads '
Location (Side)
Tributary Width
Dead
(0.90)
Snow
(1.15)
Comments
0 - Self Weight (PLF)
0 to 4' 7"
N/A
3.1
1 - Uniform (PSF)
0 to 4' 7" (Front)
8'
10.0
25.0
Default Load
System : Roof
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Member Pitch : 0/12
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
Nabil Kausal-Hayes
NKH En§
NKH Engineering
(206) 601-9728
nabil@nkhengineering.com
5/14/2021 6:44 M LTC
lil@ InCj ForteWEB 0.2, Engine: V8.2.0.17, Data 1.0.16
Weyerhaeuser File Name: 20-167 Ramm Remodel
Page 3/5
aFORTE'CM
Roof Framing, Sistered Joists
1 piece(s) 2 x 6 DF No.2 @ 24" OC
PASSED
p
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)
230 @ 2 1/2"
3281 (3.50")
Passed (7%)
1.0 D + 1.0 S (All Spans)
Shear (Ibs)
178 @ 9"
1139
Passed (16%)
1.15
1.0 D + 1.0 S (All Spans)
Moment (Ft-Ibs)
333 @ T 3 1/2"
883
Passed (38%)
1.15
1.0 D + 1.0 S (All Spans)
Live Load Defl. (in)
0.049 @ 3' 3 1/2"
0.308
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
Total Load Defl. (in)
0.068 @ 3' 3 1/2"
0.411
Passed (L/999+)
1.0 D + 1.0 S (All Spans)
• Deflection criteria: LL (L/240) and TL (L/180).
• A 15% increase in the moment capacity has been added to account for repetitive member usage.
• A 9.4% decrease in the moment capacity has been added to account for lateral stability.
• Applicable calculations are based on Nos.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Available
Required
Dead
Snow
Total
1 - Stud wall - DF
3.50"
3.50"
1.50"
66
165
231
Blocking
2 - Stud wall - DF
3.50"
3.50"
1.50"
66
165
231
Blocking
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
End Bearing Points
Bottom Edge (Lu)
End Bearing Points
Vertical Load
Location (Side)
Spacing
Dead
(0.90)
Snow
(1.15)
Comments
1 - Uniform (PSF)
0 to 6' 7"
24"
10.0
25.0
Default Load
System : Roof
Member Type : Joist
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Member Pitch : 0/12
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
Nabil Kausal-Hayes
NKH En§
NKH Engineering
(206) 601-9728
nabil@nkhengineering.com
5/14/2021 6:44;,1�,VM UTC
lil@ InCj ForteWEB 0.2, Engine: V8.2.0.17, Data 1.0.16
Weyerhaeuser File Name: 20-167 Ramm Remodel
Page 4 / 5
aFORTE'CM
Roof Framing, Free Standing Post
1 piece(s) 4 x 6 DF No.2
PASSED
Post Height: 8'
Design Results
Actual
Allowed
Result
LDF
Load: Combination
Slenderness
27
50
Passed (55%)
Compression (Ibs)
3908
11074
Passed (35%)
1.15
1.0 D + 1.0 S
Base Bearing (Ibs)
3908
12031
Passed (32%)
--
1.0 D + 1.0 S
Bending/Compression
0.35
1
Passed (35%)
1.15
1.0 D + 1.0 S
• Input axial load eccentricity for this design is 16.67% of applicable member side dimension.
• Applicable calculations are based on Nos.
Supports Type Material Member Type : Free Standing Post
Base I Beam Douglas Fir Larch Building Code : IBC 2018
Design Methodology : Aso
Max Unbraced Length Comments
Full Member Length I No bracing assumed.
Drawing is Conceptual
Dead
Snow
Vertical Load
(0.90)
(1.15)
Comments
1 -Point (lb)
1215
2693
Linked from: Kitchen/Living
Beam, Support 1
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
Nabil Kausal-Hayes
NKH En§
NKH Engineering
(206) 601-9728
nabil@nkhengineering.com
5/14/2021 6:44:�,0 PM UTC
In@ ing ForteWEB 0.2, Engine: V8.2.0.17, Data11§788.1.0.16
Weyerhaeuser File Name: 20-167 Ramm Remodel
Page 5 / 5
NKH Engineering
Project Title: Ramm Remodel
Engineer: NKH
Project ID: 20-167
Project Descr:
Printed: 14 MAY 2021, 11:41AM
File: Slab Check
Point Load on Slabc6 I
Software copyright ENERCALC, INC. 1983-2020, BuiId:12.2012.20.8.17
KW-06013860 NKH Engineering
DESCRIPTION: Slab Check
Code References
Calculations per IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : ASCE 7-10
Analytical Values
d - Slab Thickness 4.0 in
FS - Req'd Factor of Safety 3.0 :1
Analysis Formulas
Pn = 1.72 [ (Ks R1 / Ec) 10,000 + 3.6] Fr d A 2
Ks = Soil modulus of subgrade reaction
R1 = 50% plate average dimension = sgrt( PIWid ' PILen) /2
Ec = Concrete elastic modulus
Fr - Concrete modulus of rupture = 7.5 " sgrt( f'c )
d - Slab Thickness
Ks - Soil Modulus of Subgrade Reaction 100.0 pci
Ec - Concrete Elastic Modulus 3,122.0 ksi
fc - Concrete Compressive Strength 3.0 ksi
µ - Poisson's Ratio 0.150
Min. Adjacent Load Distance 30.473 in
Min Adjacent Column Distance = 1.5 * ([ Ec d A 3 / (12 * ( 1- u^2 ) Ks ] A 1/4 )
Ec = Concrete elastic modulus
d - Slab Thickness
u - Poisson's ratio
Ks = Soil modulus of subgrade reaction
Load & Capacity Table
Plate (in) R1 Applied Concentrated Load on Plate - (kip)
Load ID Wid Len (in) D Lr L S W E
Post 3.50 3.50 1.75 1.22 2.69
+D+S
Governing
Ld Comb
Pu
(kip)
3.9
Pn
(kip) Check
47.0
Pass, FS=12.04 - 3
NKH Engineering S8