REVIEWED RESUB1 BLD2023-1499+Structural_Calcs+2.16.2024_3.50.31_PM+4066106RESUB
Feb 20 2024
CITY OF EDMONDS
DEVELOPMENT SERVICES
DEPARTMENT
BLD2023-1499
STRUCTURAL CALCULATIONS
Prepared For: Faris Project
M D23-43
Project Address: 215 10th PI N
Edmonds, WA 98020
�GAN 4
OF WASH,
-o
57648
OAF ft/STEREO G
SSIONAL��
Prepared By: Logan Lee, P.E.
February 11, 2024
REVIEWED
BY
CITY OF EDMONDS
PCF Group - 640 Central Avenue South Kent, WA 98032 (425) 503-8003 pcfgroupjobs.com
Faris Project
PROJECT SCOPE:
This project is a deck for the Faris Family, located in Edmonds, WA. The deck structure consists of wood beams and
joists bearing on wood columns with concrete footings.The project is designed in accordance with the 2018
International Building Code along with the codes listed below and corresponding state & city/county amendments.
ANALYSIS:
The structural calculations for the proposed structures is inclusive of the entire support structure & and the existing
building structures support system in the affected areas where the installations occur. This Analysis is based on the
specific assumptions and conditions as stated within the following report.
Latitude: 47.8116
Occupancy Category: II
Longitude:-122.3645
Seismic Design Category: D
Wind Speed: 98
Mapped Parameter, Ss: 1.287
Wind Exposure: B
Mapped Parameter, S1: 0.453
Topographic Factor, kzt: 1.00
Mapped Parameter, Sds: 1.03
Reference Documents
The following data was used to model and analyze the structure.
- "February 12, 2024 Construction Drawings" Masterdecks
- "National Design Specifications for Wood Construction" (2018 NDS). American Wood Council
- "Minimum Design Loads for Buildings and other Structures" (ASCE 7-16), American Society of Civil Engineers
- "Washington State Residential Code". State of Washington
- "Building Code Requirements for Structural Concrete" (ACI 318-14). American Concrete Institute
February 11, 2024 PCF Group
Faris Project
Deck Design
February 11, 2024 PCF Group
Deck Loading
Faris Project
SITE PARAMETERS:
Risk Category =
Site Soil Classification =
Seismic Design Category =
VERTICAL LOADS:
II (Table 1-1)
D (Table 20.3-1)
D (Table 11.6-1)
DL =
15
psf
LL =
60
psf
SL =
25
psf
Allowable Soil Bearing =
1500
psf
LATERAL LOADS:
SEISMIC CONTROLS
Loads Calculated per ASCE 7-16, Ch 12.14
Seismic Force Resisting System = Knee Brace
Sds = 1.030 (USGS)
Response Factor (Rp) = 7.00 (Table 12.2-1)
Story Factor (F) = 1.1 (Section 12.14.8.1)
Overstrength Factor Do= 2.5 (Table 12.2-1)
Effective Seismic Weight (W) = 30.0 psf (Section 12.7.2)
Shear (V) = 12.14 psf (Eqn 12.14-12)
February 11, 2024 PCF Group
Latitude = 47.811551 (USGS)
Longitude =-122.364504 (USGS)
Deck Area = 455 sqft
Fasteners
Faris Project
DECK CONNECTIONS
TIE BACK BRACKETS
Max Lateral Load = 5,523 Ibs
Tie -Back Capacity = 750 Ibs/tie-back
Required Number of Tie -Backs = 7.4 (min 4 per deck per WA-SBCC)
Use 8 hold down devices, evenly distributed along deck
LEDGER SHEAR
KNEE BRACES
Tributary Area = 6.00 ft
Deck Joist Spacing = 16 in
Vertical Load at Ledger = 600 Ibs
Required Fasteners = 3.8
Use 4 SDWH fasteners per bay
Number of Knee Braces = 2
Lag Withdraw Capacity = 212 Ibs/in
Minimum Embedment = 7 in
Knee Brace Capacity = 2,120 Ibs
Lateral Shear at Post Line = 1,967 Ibs
Capacity > Max Shear OK
February 12, 2024 PCF Group Page 3
Guardrail Connection
Faris Project
GUARDRAIL CONNECTION CHECK
Lateral Load =
200
Ibs (IRC Table R301.5)
Guardrail Height =
36
in
Moment at Guardrail Base =
7200
in -lb
Ts =
1029
Ibs/lag co
v
Hem Fir SG =
0.43
Withdraw Capacity =
234
Ibs (3/8" Lag)
(NDS Table 11.2A)
Min Length =
4.3956
in
Use 3/8" x 6" Lag Screws
February 11, 2024
5"x5"x3/8" MOUNTING
4—s PLATE
(4) 3/8" GALV. OR SS LAG
SCREW PRE -DRILLED WITH
1/4" PILOT HOLES AND SOAP
THREADS
s
SECTION A -A 6x6 BLOCKING BETWEEN
JOISTS. A34 OR A35 HANGER
FOR CONNECTION TO RIM JOIST
PCF Group
Page 4
aFORTEWEB'
Deck, Floor: Joist
1 piece(s) 2 x 10 HF No.2 @ 16" OC
PASSED
0
i
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)
552 @ 12' 8 1/2"
911 (1.50")
Passed (61%)
1.0 D + 0.75 L + 0.75 S (Alt Spans)
Shear (Ibs)
452 @ 3' 3/4"
1388
Passed (33%)
1.00
1.0 D + 1.0 L (All Spans)
Moment (Ft-Ibs)
1395 @ T 5 1/8"
1917
Passed (73%)
1.00
1.0 D + 1.0 L (Alt Spans)
Live Load Defl. (in)
0.188 @ 7' 4 3/4"
0.266
Passed (L/678)
1.0 D + 0.75 L + 0.75 S (Alt Spans)
Total Load Defl. (in)
0.229 @ 7' 4 7/8"
0.532
Passed (L/557)
1.0 D + 0.75 L + 0.75 S (Alt Spans)
TJ-ProT"' Rating
N/A
N/A
N/A
N/A
• Deflection criteria: LL (L/480) and TL (L/240).
• Overhang deflection criteria: LL (2L/480) and TL (2L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• A 15% increase in the moment capacity has been added to account for repetitive member usage.
• Applicable calculations are based on NDS.
• 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
Snow
Factored
1 - Stud wall - SPF
5.50"
5.50"
1.50"
152
607
253
796
Blocking
2 - Hanger on 9 1/4" SPF beam
3.50"
Hangers
1.50"
108
449
184
583
See note '
• Blocking Panels are assumed to carry no loads applied directly above them and the Tull load is applied to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• 1 See Connector grid below for additional information and/or requirements.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
6' S" o/c
Bottom Edge (Lu)
12' 9" o/c
-Maximum allowable bracing intervals based on applied load.
0
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Connector: Simpson Strong -Tie
Support
Model
Seat Length
Top Fasteners
Face Fasteners
Member Fasteners
Accessories
2 - Face Mount Hanger
LU28
1.50"
N/A
8-10dx1.5
6-10dx1.5
• Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Vertical Load
Location (Side)
Spacing
Dead
(0.90)
Floor Live
(1.00)
Snow
(1.15)
Comments
1 - Uniform (PSF)
0 to 13'
16"
15.0
60.0
25.0
Default Load
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
Logan Lee
PCF Group
(425) 620-6734
logan@proadminservices.net
2/11/2024 4:38:13 PM UTC
ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1
Weyerhaeuser File Name: Faris MD23-43
Page 2 / 5
aFORTEWEB'
Deck, End Joist
1 piece(s) 2 x 10 HF No.2 @ 16" OC
PASSED
0
i
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)
1066 @ 12' 8 1/2"
1066 (1.75")
Passed (100%)
1.0 D + 0.75 L + 0.75 S (Alt Spans)
Shear (Ibs)
880 @ 11' 11 1/4"
1388
Passed (63%)
1.00
1.0 D + 1.0 L (Alt Spans)
Moment (Ft-Ibs)
1579 @ T 9 1/8"
1917
Passed (82%)
1.00
1.0 D + 1.0 L (Alt Spans)
Live Load Defl. (in)
0.219 @ 7' 5 15/16"
0.266
Passed (L/584)
1.0 D + 0.75 L + 0.75 S (Alt Spans)
Total Load Defl. (in)
0.266 @ 7' 6 1/16"
0.532
Passed (L/480)
1.0 D + 0.75 L + 0.75 S (Alt Spans)
TJ-ProT"' Rating
N/A
N/A
N/A
N/A
• Deflection criteria: LL (L/480) and TL (L/240).
• Overhang deflection criteria: LL (2L/480) and TL (2L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• A 15% increase in the moment capacity has been added to account for repetitive member usage.
• 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
Snow
Factored
1 - Stud wall - SPF
5.50"
5.50"
1.50"
158
633
266
833
Blocking
2 - Hanger on 9 1/4" SPF beam
3.50"
Hangers
1.75"
202
823
371
1096
See note '
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• 1 See Connector grid below for additional information and/or requirements.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
5' 1" o/c
Bottom Edge (Lu)
12' 9" o/c
-Maximum allowable bracing intervals based on applied load.
0
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
Connector: Simpson Strong -Tie
Support
Model
Seat Length
Top Fasteners
Face Fasteners
Member Fasteners
Accessories
2 - Face Mount Hanger
U210
2.00"
N/A
10-10d
6-10dx1.5
• Refer to manufacturer notes and instructions for proper installation and use of all connectors.
Vertical Loads
Location (Side)
Spacing
Dead
(0.90)
Floor Live
(1.00)
Snow
(1.15)
Comments
1 - Uniform (PSF)
0 to 13'
16"
15.0
60.0
25.0
Default Load
2 - Point (lb)
12'
N/A
100
400
200
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
Logan Lee
PCF Group
(425) 620-6734
logan@proadminservices.net
2/11/2024 4:38:13 PM UTC
ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1
Weyerhaeuser File Name: Faris MD23-43
Page 3 / 5
aFORTEWEB'
Deck, Floor: Drop Beam
1 piece(s) 5 1/2" x 15" 24F-V4 DF Glulam
PASSED
r
�
r
1r
4' 1
1
a
o
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)
7620 @ 4' 2 3/4"
12856 (5.50")
Passed (59%)
1.0 D + 0.75 L + 0.75 S (Adj Spans)
Shear (Ibs)
4475 @ 5' 8 1/2"
14575
Passed (31%)
1.00
1.0 D + 1.0 L (Adj Spans)
Pos Moment (Ft-Ibs)
22272 @ IT 7/8"
40819
Passed (55%)
1.00
1.0 D + 1.0 L (Alt Spans)
Neg Moment (Ft-Ibs)
-3147 @ 4' 2 3/4"
31797
Passed (10%)
1.00
1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.366 @ 13' 3/16"
0.585
Passed (L/576)
1.0 D + 0.75 L + 0.75 S (Alt Spans)
Total Load Defl. (in)
0.459 @ 13' 7/16"
0.877
Passed (L/459)
1.0 D + 0.75 L + 0.75 S (Alt Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Overhang deflection criteria: LL (2L/360) and TL (2L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• Critical positive moment adjusted by a volume/size factor of 0.99 that was calculated using length L = 174 11/16".
• Critical negative moment adjusted by a volume/size factor of 1.00 that was calculated using length L = 4' 10 1/16".
• 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 Nos.
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Factored
1 - Stud wall- SPF
5.50"
5.50"
3.26"
1672
5598
2333
7620
Blocking
2 - Stud wall - SPF
5.50"
5.50"
2.36"
1183
4098/-30
1680
5517
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)
23' o/c
Bottom Edge (Lu)
23' o/c
-Maximum allowable bracing intervals based on applied load.
Dead
Floor Live
Snow
Vertical Loads
Location (Side)
Tributary Width
(0.90)
(1.00)
(1.15)
Comments
0 - Self Weight (PLF)
0 to 23'
N/A
20.0
1 - Uniform (PLF)
1' to 22' (Front)
N/A
114.0
455.3
189.8
Linked from: Floor:
Joist, Support 1
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
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
Logan Lee
PCF Group
(425) 620-6734
logan@proadminservices.net
2/11/2024 4:38:13 PM UTC
ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1
Weyerhaeuser File Name: Faris MD23-43
Page 4 / 5
aFORTEWEB'
Deck, Catwalk Beam
1 piece(s) 4 x 8 HF No.2
PASSED
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)
1742 @ 8'
4961 (3.50")
Passed (35%)
1.0 D + 0.75 L + 0.75 S (Adj Spans)
Shear (Ibs)
750 @ 1711"
2538
Passed (30%)
1.00
1.0 D + 1.0 L (Adj Spans)
Moment (Ft-Ibs)
-1461 @ 8'
2823
Passed (52%)
1.00
1.0 D + 1.0 L (Adj Spans)
Live Load Defl. (in)
0.098 @ IT 2 3/16"
0.356
Passed (L/999+)
1.0 D + 0.75 L + 0.75 S (Alt Spans)
Total Load Defl. (in)
0.119 @ 13' 2 13/16"
0.533
Passed (L/999+)
1.0 D + 0.75 L + 0.75 S (Alt Spans)
• Deflection criteria: LL (L/360) and TL (L/240).
• Overhang deflection criteria: LL (2L/360) and TL (2L/240).
• Allowed moment does not reflect the adjustment for the beam stability factor.
• -219 Ibs uplift at support located at 22' 1/4". Strapping or other restraint may be required.
• Applicable calculations are based on NDS.
Supports
Bearing Length
Loads to Supports (Ibs)
Accessories
Total
Available
Required
Dead
Floor Live
Snow
Factored
1 - Stud wall - SPF
3.50"
3.50"
1.50"
106
436/-88
163
555
Blocking
2 - Stud wall - SPF
3.50"
3.50"
1.50"
386
1277
531
1742
Blocking
3 - Stud wall - SPF
3.50"
3.50"
1.50"
330
1203
477
1590
Blocking
4 - Stud wall - SPF
3.50"
3.50"
1.50"
4
323/-223
70/-44
328/-219
Blocking
• blocking Panels are assumea to carry no IOaas appllea alrectly aoove tnem ana me Tull ioaa Is appllea to me memDer Deing aesignea.
Lateral Bracing
Bracing Intervals
Comments
Top Edge (Lu)
22' 8" o/c
Bottom Edge (Lu)
22' 8" o/c
-Maximum allowable bracing intervals based on applied load.
Vertical Loads
Location (Side)
Tributary Width
Dead
(0.90)
Floor Live
(1.00)
Snow
(1.15)
,
Comments
0 - Self Weight (PLF)
0 to 22' 8"
N/A
6.4
1 - Uniform (PSF)
0 to 22' 8" (Front)
2'
15.0
60.0
25.0
Default Load
0
System : Floor
Member Type : Drop Beam
Building Use : Residential
Building Code : IBC 2018
Design Methodology : ASD
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
Logan Lee
PCF Group
(425) 620-6734
logan@proadminservices.net
2/11/2024 4:38:13 PM UTC
ForteWEB v3.6, Engine: V8.3.1.5, Data: V8.1.4.1
Weyerhaeuser File Name: Faris MD23-43
Page 5 / 5
Project Title:
Engineer:
Project ID:
Project Descr:
General Footing Project File: Faris MD23-43.ec6
LIC# : KW-06018624, Build:20.22.10.25 PCF Group (c) ENERCALC INC 1983-2022
DESCRIPTION: F-1
Code References
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : IBC 2021
General Information
Material Properties
Soil Design Values
fc : Concrete 28 day strength =
2.50 ksi
Allowable Soil Bearing =
1.50 ksf
fy : Rebar Yield =
40.0 ksi
Soil Density =
110.0 pcf
Ec : Concrete Elastic Modulus =
3,122.0 ksi
Increase Bearing By Footing Weight =
No
Concrete Density =
145.0 pcf
Soil Passive Resistance (for Sliding) =
250.0 pcf
Values Flexure =
0.90
Soil/Concrete Friction Coeff. =
0.30
Shear =
0.750
Increases based on footing Depth
Analysis Settings
Footing base depth below soil surface =
ft
Min Steel % Bending Reinf.
=
Allow press. increase per foot of depth =
ksf
Min Allow % Temp Reinf.
= 0.00180
when footing base is below =
ft
Min. Overturning Safety Factor
= 1.0
: 1
Min. Sliding Safety Factor
= 1.0
: 1 Increases based on footing plan dimension
Add Ftg Wt for Soil Pressure
Yes
Allowable pressure increase per foot of depth
Use ftg wt for stability, moments & shears
Yes
=
ksf
Add Pedestal Wt for Soil Pressure
No
when max. length or width is greater than
=
ft
Use Pedestal wt for stability, mom & shear
No
Dimensions
Width parallel to X-X Axis =
3.0 ft
Length parallel to Z-Z Axis =
3.0 ft
Z
Footing Thickness =
12.0 in
Pedestal dimensions...
px : parallel to X-X Axis =
pz : parallel to Z-Z Axis =_
Height
Rebar Centerline to Edge of Concrete...
at Bottom of footing =
Reinforcing
Bars parallel to X-X Axis
Number of Bars
Reinforcing Bar Size = #
Bars parallel to Z-Z Axis
Number of Bars =
Reinforcing Bar Size = #
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
# Bars required within zone
# Bars required on each side of zone
Applied Loads
D
P : Column Load = 2.30
OB : Overburden =
M-xx =
M-zz =
V-x =
V-z =
X
in
in
in
3.0 in
4.0
4
4.0
4 4-#4Bars 4-#4Bars Q
ih M,
X-X Section Looking to +Z Z-Z Section Looking to +X
n/a
n/a
n/a
Lr L S W E H
7.90 3.40 k
ksf
k-ft
k-ft
k
k
Project Title:
Engineer:
Project ID:
Project Descr:
General Footing
Project File: Faris MD23-43.ec6
LIC# : KW-06018624, Build:20.22.10.25
PCF Group
(c) ENERCALC INC 1983-2022
DESCRIPTION: F-1
DESIGN SUMMARY
- •
Min. Ratio
Item
Applied
Capacity
Governing Load Combination
PASS 0.8947
Soil Bearing
1.342 ksf
1.50 ksf
+D+0.750L+0.750S about Z-Z axis
PASS n/a
Overturning - X-X
0.0 k-ft
0.0 k-ft
No Overturning
PASS n/a
Overturning - Z-Z
0.0 k-ft
0.0 k-ft
No Overturning
PASS n/a
Sliding - X-X
0.0 k
0.0 k
No Sliding
PASS n/a
Sliding - Z-Z
0.0 k
0.0 k
No Sliding
PASS n/a
Uplift
0.0 k
0.0 k
No Uplift
PASS 0.3039
Z Flexure (+X)
2.138 k-ft/ft
7.033 k-ft/ft
+1.20D+1.60L+0.50S
PASS 0.3039
Z Flexure (-X)
2.138 k-ft/ft
7.033 k-ft/ft
+1.20D+1.60L+0.50S
PASS 0.3039
X Flexure (+Z)
2.138 k-ft/ft
7.033 k-ft/ft
+1.20D+1.60L+0.50S
PASS 0.3039
X Flexure (-Z)
2.138 k-ft/ft
7.033 k-ft/ft
+1.20D+1.60L+0.50S
PASS 0.1759
1-way Shear (+X)
13.194 psi
75.0 psi
+1.20D+1.60L+0.50S
PASS 0.1759
1-way Shear (-X)
13.194 psi
75.0 psi
+1.20D+1.60L+0.50S
PASS 0.1759
1-way Shear (+Z)
13.194 psi
75.0 psi
+1.20D+1.60L+0.50S
PASS 0.1759
1-way Shear (-Z)
13.194 psi
75.0 psi
+1.20D+1.60L+0.50S
PASS 0.3299
2-way Punching
49.479 psi
150.0 psi
+1.20D+1.60L+0.50S
Detailed Results
Soil Bearing
Rotation Axis &
Xecc Zecc
Actual
Soil Bearing
Stress @ Location
Actual / Allow
Load Combination...
Gross Allowable
(in)
Bottom, -Z
Top, +Z
Left, -X
Right, +X
Ratio
X-X, D Only
1.50
n/a
0.0
0.4006
0.4006
n/a
n/a
0.267
X-X, +D+L
1.50
n/a
0.0
1.278
1.278
n/a
n/a
0.852
X-X, +D+S
1.50
n/a
0.0
0.7783
0.7783
n/a
n/a
0.519
X-X, +D+0.750L
1.50
n/a
0.0
1.059
1.059
n/a
n/a
0.706
X-X, +D+0.750L+0.750S
1.50
n/a
0.0
1.342
1.342
n/a
n/a
0.895
X-X, +0.60D
1.50
n/a
0.0
0.2403
0.2403
n/a
n/a
0.160
Z-Z, D Only
1.50
0.0
n/a
n/a
n/a
0.4006
0.4006
0.267
Z-Z, +D+L
1.50
0.0
n/a
n/a
n/a
1.278
1.278
0.852
Z-Z, +D+S
1.50
0.0
n/a
n/a
n/a
0.7783
0.7783
0.519
Z-Z, +D+0.750L
1.50
0.0
n/a
n/a
n/a
1.059
1.059
0.706
Z-Z, +D+0.750L+0.750S
1.50
0.0
n/a
n/a
n/a
1.342
1.342
0.895
Z-Z, +0.60D
1.50
0.0
n/a
n/a
n/a
0.2403
0.2403
0.160
Overturning Stability
Rotation Axis &
Load Combination...
Overturning
Moment
Resisting Moment Stability Ratio
Status
Footing Has NO Overturning
Sliding Stability
All
units k
Force Application Axis
Load Combination...
Sliding Force
Resisting Force
Stability Ratio
Status
Footing Has NO Sliding
Footing Flexure
Flexure Axis & Load Combination Mu
Side
Tension
As Req'd
Gvrn. As
Actual As
Phi*Mn
Status
k-ft
Surface
in^2
in^2
in12
k-ft
X-X, +1.40D
0.4025
+Z
Bottom
0.2592
AsMin
0.2667
7.033
OK
X-X, +1.40D
0.4025
-Z
Bottom
0.2592
AsMin
0.2667
7.033
OK
X-X, +1.20D+1.60L
1.925
+Z
Bottom
0.2592
AsMin
0.2667
7.033
OK
X-X, +1.20D+1.60L
1.925
-Z
Bottom
0.2592
AsMin
0.2667
7.033
OK
X-X, +1.20D+1.60L+0.50S
2.138
+Z
Bottom
0.2592
AsMin
0.2667
7.033
OK
X-X, +1.20D+1.60L+0.50S
2.138
-Z
Bottom
0.2592
AsMin
0.2667
7.033
OK
X-X, +1.20D+0.50L
0.8388
+Z
Bottom
0.2592
AsMin
0.2667
7.033
OK
X-X, +1.20D+0.50L
0.8388
-Z
Bottom
0.2592
AsMin
0.2667
7.033
OK
X-X, +1.20D
0.3450
+Z
Bottom
0.2592
AsMin
0.2667
7.033
OK
X-X, +1.20D
0.3450
-Z
Bottom
0.2592
AsMin
0.2667
7.033
OK
X-X, +1.20D+0.50L+1.60S
1.519
+Z
Bottom
0.2592
AsMin
0.2667
7.033
OK
X-X, +1.20D+0.50L+1.60S
1.519
-Z
Bottom
0.2592
AsMin
0.2667
7.033
OK
X-X, +1.20D+1.60S
1.025
+Z
Bottom
0.2592
AsMin
0.2667
7.033
OK
Project Title:
Engineer:
Project ID:
Project Descr:
General Footing
Project File: Faris MD23-43.ec6
LIC# : KW-06018624, Build:20.22.10.25
PCF Group
(c) ENERCALC INC 1983-2022
DESCRIPTION: F-1
Footing Flexure
Flexure Axis & Load Combination Mu Side Tension
As Req'd
Gvrn. As
Actual As
Phi*Mn
Status
k-ft
Surface
in^2
in^2
in"2
k-ft
X-X, +1.20D+1.60S
1.025
-Z Bottom
0.2592
AsMin
0.2667
7.033
OK
X-X, +1.20D+0.50L+0.50S
1.051
+Z Bottom
0.2592
AsMin
0.2667
7.033
OK
X-X, +1.20D+0.50L+0.50S
1.051
-Z Bottom
0.2592
AsMin
0.2667
7.033
OK
X-X, +1.20D+0.50L+0.70S
1.136
+Z Bottom
0.2592
AsMin
0.2667
7.033
OK
X-X, +1.20D+0.50L+0.70S
1.136
-Z Bottom
0.2592
AsMin
0.2667
7.033
OK
X-X, +0.90D
0.2588
+Z Bottom
0.2592
AsMin
0.2667
7.033
OK
X-X, +0.90D
0.2588
-Z Bottom
0.2592
AsMin
0.2667
7.033
OK
Z-Z, +1.40D
0.4025
-X Bottom
0.2592
AsMin
0.2667
7.033
OK
Z-Z, +1.40D
0.4025
+X Bottom
0.2592
AsMin
0.2667
7.033
OK
Z-Z, +1.20D+1.60L
1.925
-X Bottom
0.2592
AsMin
0.2667
7.033
OK
Z-Z, +1.20D+1.60L
1.925
+X Bottom
0.2592
AsMin
0.2667
7.033
OK
Z-Z, +1.20D+1.60L+0.50S
2.138
-X Bottom
0.2592
AsMin
0.2667
7.033
OK
Z-Z, +1.20D+1.60L+0.50S
2.138
+X Bottom
0.2592
AsMin
0.2667
7.033
OK
Z-Z, +1.20D+0.50L
0.8388
-X Bottom
0.2592
AsMin
0.2667
7.033
OK
Z-Z, +1.20D+0.50L
0.8388
+X Bottom
0.2592
AsMin
0.2667
7.033
OK
Z-Z, +1.20D
0.3450
-X Bottom
0.2592
AsMin
0.2667
7.033
OK
Z-Z, +1.20D
0.3450
+X Bottom
0.2592
AsMin
0.2667
7.033
OK
Z-Z, +1.20D+0.50L+1.60S
1.519
-X Bottom
0.2592
AsMin
0.2667
7.033
OK
Z-Z, +1.20D+0.50L+1.60S
1.519
+X Bottom
0.2592
AsMin
0.2667
7.033
OK
Z-Z, +1.20D+1.60S
1.025
-X Bottom
0.2592
AsMin
0.2667
7.033
OK
Z-Z, +1.20D+1.60S
1.025
+X Bottom
0.2592
AsMin
0.2667
7.033
OK
Z-Z, +1.20D+0.50L+0.50S
1.051
-X Bottom
0.2592
AsMin
0.2667
7.033
OK
Z-Z, +1.20D+0.50L+0.50S
1.051
+X Bottom
0.2592
AsMin
0.2667
7.033
OK
Z-Z, +1.20D+0.50L+0.70S
1.136
-X Bottom
0.2592
AsMin
0.2667
7.033
OK
Z-Z, +1.20D+0.50L+0.70S
1.136
+X Bottom
0.2592
AsMin
0.2667
7.033
OK
Z-Z, +0.90D
0.2588
-X Bottom
0.2592
AsMin
0.2667
7.033
OK
Z-Z, +0.90D
0.2588
+X Bottom
0.2592
AsMin
0.2667
7.033
OK
One Way Shear
Load Combination...
Vu @ -X
Vu @ +X Vu @ -Z Vu @
+Z Vu:Max Phi
Vn Vu / Phi*Vn
Status
+1.40D
2.49 psi
2.49 psi
2.49 psi
2.49 psi
2.49 psi
75.00 psi
0.03
OK
+1.20D+1.60L
11.88 psi
11.88 psi
11.88 psi
11.88 psi
11.88 psi
75.00 psi
0.16
OK
+1.20D+1.60L+0.50S
13.19 psi
13.19 psi
13.19 psi
13.19 psi
13.19 psi
75.00 psi
0.18
OK
+1.20D+0.50L
5.18 psi
5.18 psi
5.18 psi
5.18 psi
5.18 psi
75.00 psi
0.07
OK
+1.20D
2.13 psi
2.13 psi
2.13 psi
2.13 psi
2.13 psi
75.00 psi
0.03
OK
+1.20D+0.50L+1.60S
9.38 psi
9.38 psi
9.38 psi
9.38 psi
9.38 psi
75.00 psi
0.13
OK
+1.20D+1.60S
6.33 psi
6.33 psi
6.33 psi
6.33 psi
6.33 psi
75.00 psi
0.08
OK
+1.20D+0.50L+0.50S
6.49 psi
6.49 psi
6.49 psi
6.49 psi
6.49 psi
75.00 psi
0.09
OK
+1.20D+0.50L+0.70S
7.01 psi
7.01 psi
7.01 psi
7.01 psi
7.01 psi
75.00 psi
0.09
OK
+0.90D
1.60 psi
1.60 psi
1.60 psi
1.60 psi
1.60 psi
75.00 psi
0.02
OK
Two -Way "Punching" Shear
All
units k
Load Combination...
Vu
Phi*Vn
Vu / Phi*Vn
Status
+1.40D
9.32 psi
150.00psi
0.06211
OK
+1.20D+1.60L
44.56 psi
150.00psi
0.2971
OK
+1.20D+1.60L+0.50S
49.48 psi
150.00psi
0.3299
OK
+1.20D+0.50L
19.42 psi
150.00psi
0.1294
OK
+1.20D
7.99 psi
150.00psi
0.05324
OK
+1.20D+0.50L+1.60S
35.16 psi
150.00psi
0.2344
OK
+1.20D+1.60S
23.73 psi
150.00psi
0.1582
OK
+1.20D+0.50L+0.50S
24.33 psi
150.00psi
0.1622
OK
+1.20D+0.50L+0.70S
26.30 psi
150.00psi
0.1753
OK
+0.90D
5.99 psi
150.00psi
0.03993
OK
Project Title:
Engineer:
Project ID:
Project Descr:
General Footing Project File: Faris MD23-43.ec6
LIC# : KW-06018624, Build:20.22.10.25 PCF Group (c) ENERCALC INC 1983-2022
DESCRIPTION: F-2
Code References
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : IBC 2021
General Information
Material Properties
fc : Concrete 28 day strength =
fy : Rebar Yield =
Ec : Concrete Elastic Modulus =
Concrete Density =
Values Flexure =
Shear =
Analysis Settings
Min Steel % Bending Reinf.
Min Allow % Temp Reinf.
Min. Overturning Safety Factor
Min. Sliding Safety Factor
Add Ftg Wt for Soil Pressure
Use ftg wt for stability, moments & shears
Add Pedestal Wt for Soil Pressure
Use Pedestal wt for stability, mom & shear
Dimensions
Width parallel to X-X Axis =
Length parallel to Z-Z Axis =
Footing Thickness =
Pedestal dimensions...
px : parallel to X-X Axis =
pz : parallel to Z-Z Axis =_
Height
Rebar Centerline to Edge of Concrete...
at Bottom of footing =
Reinforcing
Bars parallel to X-X Axis
Number of Bars
Reinforcing Bar Size = #
Bars parallel to Z-Z Axis
Number of Bars =
Reinforcing Bar Size = #
Bandwidth Distribution Check (ACI 15.4.4.2)
Direction Requiring Closer Separation
# Bars required within zone
# Bars required on each side of zone
Applied Loads
P : Column Load
OB : Overburden
M-xx
M-zz
V-x
V-z
Soil Design Values
2.50 ksi
Allowable Soil Bearing =
1.50 ksf
40.0 ksi
Soil Density =
110.0 pcf
3,122.0 ksi
Increase Bearing By Footing Weight =
No
145.0 pcf
Soil Passive Resistance (for Sliding) =
250.0 pcf
0.90
Soil/Concrete Friction Coeff. =
0.30
0.750
Increases based on footing Depth
Footing base depth below soil surface =
ft
=
Allow press. increase per foot of depth =
ksf
= 0.00180
when footing base is below =
ft
= 1.0:1
= 1.0
: 1 Increases based on footing plan dimension
Yes
Allowable pressure increase per foot of depth
Yes
=
ksf
No
when max. length or width is greater than
=
ft
No
1.750 ft
1.750 ft
Z
12.0 in
3.0 in
3.0
4
3.0
4
n/a
n/a
n/a
3-#4Bars
MI
X-X Section Looking to +Z
D Lr
0.50
L S
1.50 0.80
y
0
m
m
w
3 - # 4 Bars
M
Z-Z Section Looking to +X
W E H
k
ksf
k-ft
k-ft
k
k
Project Title:
Engineer:
Project ID:
Project Descr:
General Footing
Project File: Faris MD23-43.ec6
LIC# : KW-06018624, Build:20.22.10.25
PCF Group
(c) ENERCALC INC 1983-2022
DESCRIPTION: F-2
DESIGN SUMMARY
- •
Min. Ratio
Item
Applied
Capacity
Governing Load Combination
PASS 0.5810
Soil Bearing
0.8715 ksf
1.50 ksf
+D+0.750L+0.750S about Z-Z axis
PASS n/a
Overturning - X-X
0.0 k-ft
0.0 k-ft
No Overturning
PASS n/a
Overturning - Z-Z
0.0 k-ft
0.0 k-ft
No Overturning
PASS n/a
Sliding - X-X
0.0 k
0.0 k
No Sliding
PASS n/a
Sliding - Z-Z
0.0 k
0.0 k
No Sliding
PASS n/a
Uplift
0.0 k
0.0 k
No Uplift
PASS 0.04732
Z Flexure (+X)
0.4250 k-ft/ft
8.981 k-ft/ft
+1.20D+1.60L+0.50S
PASS 0.04732
Z Flexure (-X)
0.4250 k-ft/ft
8.981 k-ft/ft
+1.20D+1.60L+0.50S
PASS 0.04732
X Flexure (+Z)
0.4250 k-ft/ft
8.981 k-ft/ft
+1.20D+1.60L+0.50S
PASS 0.04732
X Flexure (-Z)
0.4250 k-ft/ft
8.981 k-ft/ft
+1.20D+1.60L+0.50S
PASS 0.01679
1-way Shear (+X)
1.259 psi
75.0 psi
+1.20D+1.60L+0.50S
PASS 0.01679
1-way Shear (-X)
1.259 psi
75.0 psi
+1.20D+1.60L+0.50S
PASS 0.01679
1-way Shear (+Z)
1.259 psi
75.0 psi
+1.20D+1.60L+0.50S
PASS 0.01679
1-way Shear (-Z)
1.259 psi
75.0 psi
+1.20D+1.60L+0.50S
PASS 0.05762
2-way Punching
8.643 psi
150.0 psi
+1.20D+1.60L+0.50S
Detailed Results
Soil Bearing
Rotation Axis &
Xecc Zecc
Actual
Soil Bearing
Stress @ Location
Actual / Allow
Load Combination...
Gross Allowable
(in)
Bottom, -Z
Top, +Z
Left, -X
Right, +X
Ratio
X-X, D Only
1.50
n/a
0.0
0.3083
0.3083
n/a
n/a
0.206
X-X, +D+L
1.50
n/a
0.0
0.7981
0.7981
n/a
n/a
0.532
X-X, +D+S
1.50
n/a
0.0
0.5695
0.5695
n/a
n/a
0.380
X-X, +D+0.750L
1.50
n/a
0.0
0.6756
0.6756
n/a
n/a
0.450
X-X, +D+0.750L+0.750S
1.50
n/a
0.0
0.8715
0.8715
n/a
n/a
0.581
X-X, +0.60D
1.50
n/a
0.0
0.1850
0.1850
n/a
n/a
0.123
Z-Z, D Only
1.50
0.0
n/a
n/a
n/a
0.3083
0.3083
0.206
Z-Z, +D+L
1.50
0.0
n/a
n/a
n/a
0.7981
0.7981
0.532
Z-Z, +D+S
1.50
0.0
n/a
n/a
n/a
0.5695
0.5695
0.380
Z-Z, +D+0.750L
1.50
0.0
n/a
n/a
n/a
0.6756
0.6756
0.450
Z-Z, +D+0.750L+0.750S
1.50
0.0
n/a
n/a
n/a
0.8715
0.8715
0.581
Z-Z, +0.60D
1.50
0.0
n/a
n/a
n/a
0.1850
0.1850
0.123
Overturning Stability
Rotation Axis &
Load Combination...
Overturning
Moment
Resisting Moment Stability Ratio
Status
Footing Has NO Overturning
Sliding Stability
All
units k
Force Application Axis
Load Combination...
Sliding Force
Resisting Force
Stability Ratio
Status
Footing Has NO Sliding
Footing Flexure
Flexure Axis & Load Combination Mu
Side
Tension
As Req'd
Gvrn. As
Actual As
Phi*Mn
Status
k-ft
Surface
in^2
in^2
in12
k-ft
X-X, +1.40D
0.08750
+Z
Bottom
0.2592
AsMin
0.3429
8.981
OK
X-X, +1.40D
0.08750
-Z
Bottom
0.2592
AsMin
0.3429
8.981
OK
X-X, +1.20D+1.60L
0.3750
+Z
Bottom
0.2592
AsMin
0.3429
8.981
OK
X-X, +1.20D+1.60L
0.3750
-Z
Bottom
0.2592
AsMin
0.3429
8.981
OK
X-X, +1.20D+1.60L+0.50S
0.4250
+Z
Bottom
0.2592
AsMin
0.3429
8.981
OK
X-X, +1.20D+1.60L+0.50S
0.4250
-Z
Bottom
0.2592
AsMin
0.3429
8.981
OK
X-X, +1.20D+0.50L
0.1688
+Z
Bottom
0.2592
AsMin
0.3429
8.981
OK
X-X, +1.20D+0.50L
0.1688
-Z
Bottom
0.2592
AsMin
0.3429
8.981
OK
X-X, +1.20D
0.0750
+Z
Bottom
0.2592
AsMin
0.3429
8.981
OK
X-X, +1.20D
0.0750
-Z
Bottom
0.2592
AsMin
0.3429
8.981
OK
X-X, +1.20D+0.50L+1.60S
0.3288
+Z
Bottom
0.2592
AsMin
0.3429
8.981
OK
X-X, +1.20D+0.50L+1.60S
0.3288
-Z
Bottom
0.2592
AsMin
0.3429
8.981
OK
X-X, +1.20D+1.60S
0.2350
+Z
Bottom
0.2592
AsMin
0.3429
8.981
OK
Project Title:
Engineer:
Project ID:
Project Descr:
General Footing
Project File: Faris MD23-43.ec6
LIC# : KW-06018624, Build:20.22.10.25
PCF Group
(c) ENERCALC INC 1983-2022
DESCRIPTION: F-2
Footing Flexure
Flexure Axis & Load Combination Mu Side
Tension
As Req'd
Gvrn. As
Actual As
Phi*Mn
Status
k-ft
Surface
in^2
in^2
in"2
k-ft
X-X, +1.20D+1.60S
0.2350
-Z
Bottom
0.2592
AsMin
0.3429
8.981
OK
X-X, +1.20D+0.50L+0.50S
0.2188
+Z
Bottom
0.2592
AsMin
0.3429
8.981
OK
X-X, +1.20D+0.50L+0.50S
0.2188
-Z
Bottom
0.2592
AsMin
0.3429
8.981
OK
X-X, +1.20D+0.50L+0.70S
0.2388
+Z
Bottom
0.2592
AsMin
0.3429
8.981
OK
X-X, +1.20D+0.50L+0.70S
0.2388
-Z
Bottom
0.2592
AsMin
0.3429
8.981
OK
X-X, +0.90D
0.05625
+Z
Bottom
0.2592
AsMin
0.3429
8.981
OK
X-X, +0.90D
0.05625
-Z
Bottom
0.2592
AsMin
0.3429
8.981
OK
Z-Z, +1.40D
0.08750
-X
Bottom
0.2592
AsMin
0.3429
8.981
OK
Z-Z, +1.40D
0.08750
+X
Bottom
0.2592
AsMin
0.3429
8.981
OK
Z-Z, +1.20D+1.60L
0.3750
-X
Bottom
0.2592
AsMin
0.3429
8.981
OK
Z-Z, +1.20D+1.60L
0.3750
+X
Bottom
0.2592
AsMin
0.3429
8.981
OK
Z-Z, +1.20D+1.60L+0.50S
0.4250
-X
Bottom
0.2592
AsMin
0.3429
8.981
OK
Z-Z, +1.20D+1.60L+0.50S
0.4250
+X
Bottom
0.2592
AsMin
0.3429
8.981
OK
Z-Z, +1.20D+0.50L
0.1688
-X
Bottom
0.2592
AsMin
0.3429
8.981
OK
Z-Z, +1.20D+0.50L
0.1688
+X
Bottom
0.2592
AsMin
0.3429
8.981
OK
Z-Z, +1.20D
0.0750
-X
Bottom
0.2592
AsMin
0.3429
8.981
OK
Z-Z, +1.20D
0.0750
+X
Bottom
0.2592
AsMin
0.3429
8.981
OK
Z-Z, +1.20D+0.50L+1.60S
0.3288
-X
Bottom
0.2592
AsMin
0.3429
8.981
OK
Z-Z, +1.20D+0.50L+1.60S
0.3288
+X
Bottom
0.2592
AsMin
0.3429
8.981
OK
Z-Z, +1.20D+1.60S
0.2350
-X
Bottom
0.2592
AsMin
0.3429
8.981
OK
Z-Z, +1.20D+1.60S
0.2350
+X
Bottom
0.2592
AsMin
0.3429
8.981
OK
Z-Z, +1.20D+0.50L+0.50S
0.2188
-X
Bottom
0.2592
AsMin
0.3429
8.981
OK
Z-Z, +1.20D+0.50L+0.50S
0.2188
+X
Bottom
0.2592
AsMin
0.3429
8.981
OK
Z-Z, +1.20D+0.50L+0.70S
0.2388
-X
Bottom
0.2592
AsMin
0.3429
8.981
OK
Z-Z, +1.20D+0.50L+0.70S
0.2388
+X
Bottom
0.2592
AsMin
0.3429
8.981
OK
Z-Z, +0.90D
0.05625
-X
Bottom
0.2592
AsMin
0.3429
8.981
OK
Z-Z, +0.90D
0.05625
+X
Bottom
0.2592
AsMin
0.3429
8.981
OK
One Way Shear
Load Combination...
Vu @ -X
Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi
Vn Vu / Phi*Vn
Status
+1.40D
0.26 psi
0.26 psi
0.26 psi
0.26 psi
0.26 psi
75.00 psi
0.00
OK
+1.20D+1.60L
1.11 psi
1.11 psi
1.11 psi
1.11 psi
1.11 psi
75.00 psi
0.01
OK
+1.20D+1.60L+0.50S
1.26 psi
1.26 psi
1.26 psi
1.26 psi
1.26 psi
75.00 psi
0.02
OK
+1.20D+0.50L
0.50 psi
0.50 psi
0.50 psi
0.50 psi
0.50 psi
75.00 psi
0.01
OK
+1.20D
0.22 psi
0.22 psi
0.22 psi
0.22 psi
0.22 psi
75.00 psi
0.00
OK
+1.20D+0.50L+1.60S
0.97 psi
0.97 psi
0.97 psi
0.97 psi
0.97 psi
75.00 psi
0.01
OK
+1.20D+1.60S
0.70 psi
0.70 psi
0.70 psi
0.70 psi
0.70 psi
75.00 psi
0.01
OK
+1.20D+0.50L+0.50S
0.65 psi
0.65 psi
0.65 psi
0.65 psi
0.65 psi
75.00 psi
0.01
OK
+1.20D+0.50L+0.70S
0.71 psi
0.71 psi
0.71 psi
0.71 psi
0.71 psi
75.00 psi
0.01
OK
+0.90D
0.17 psi
0.17 psi
0.17 psi
0.17 psi
0.17 psi
75.00 psi
0.00
OK
Two -Way "Punching" Shear
All
units
k
Load Combination... Vu Phi*Vn Vu / Phi*Vn Status
+1.40D
1.78
psi
150.00psi
0.01186
OK
+1.20D+1.60L
7.63
psi
150.00psi
0.05084
OK
+1.20D+1.60L+0.50S
8.64
psi
150.00psi
0.05762
OK
+1.20D+0.50L
3.43
psi
150.00psi
0.02288
OK
+1.20D
1.53
psi
150.00psi
0.01017
OK
+1.20D+0.50L+1.60S
6.69
psi
150.00psi
0.04457
OK
+1.20D+1.60S
4.78
psi
150.00psi
0.03186
OK
+1.20D+0.50L+0.50S
4.45
psi
150.00psi
0.02966
OK
+1.20D+0.50L+0.70S
4.86
psi
150.00psi
0.03237
OK
+0.90D
1.14
psi
150.00psi
0.007626
OK
ASCE
AMERICAN SOCIETY OF CIVIL ENGINEERS
Address:
215 10th PI N
Edmonds, Washington
98020
ASCE 7 Hazards Report
Standard: ASCE/SE17-16 Latitude: 47.811551
Risk Category: II Longitude:-122.364504
Soil Class: D - Default (see Elevation: 220.77203190394363 ft
Section 11.4.3) (NAVD 88)
-
Z
a
y
Al. 1, I-
- 2
Z Ca r3l Via
E
L
�
D
k,r sl E
`
r
Z
G
P..ky St
G
C
<
g
' CGnYr
Sr" lip •.r
)1A
i
Pb, ft
4
}
c
IkIl 1.
1.bm St �u,K,.
ShN�
I m
L'10--104
ALll,l. ,ti.11
IA11 k St Q
Y..
P-L
Adel St
`ralm� St •
Q C
k ,
a
Wind
Results:
Wind Speed 98 Vmph
10-year MRI 67 Vmph
25-year MRI 74 Vmph
50-year MRI 78 Vmph
100-year MRI 83 Vmph
Data Source: ASCE/SEI 7-16, Fig. 26.5-1 B and Figs. CC.2-1—CC.2-4, and Section 26.5.2
Date Accessed: Tue Oct 10 2023
Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear
interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds
correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability =
0.00143, MRI = 700 years).
Site is not in a hurricane -prone region as defined in ASCE/SEI 7-16 Section 26.2.
https://asce7hazardtoo1.onIine/ Page 1 of 4 Tue Oct 10 2023
E®
AMERICAN SOCIETY OF CIVIL ENGINEERS
Seismic
Site Soil Class: D - Default (see Section 11.4.3)
Results:
SS
1.287
Sp,
N/A
S,
0.453
T L
6
Fa
1.2
PGA:
0.548
Fv
N/A
PGA M :
0.657
S MS
1.544
F PGA
1.2
SM1
N/A
le
1
SIDS :
1.03
Cv
1.357
Ground motion hazard analysis may be required. See ASCE/SEI
7-16 Section 11.4.8.
Data Accessed:
Tue Oct 10 2023
Date Source:
USGS Seismic Design
Maps
hftps:Hasce7hazardtool.online/ Page 2 of 4 Tue Oct 10 2023