RESUB 1-BLD2024-0138+Supplementals-Structural_Analysis_or_Calculations+4.17.2024_1.53.49_PM+4202927C �
ENGINEERING
250 4th Ave S Ste 200
Edmonds, WA 98020
Phone: (425) 778-8500
Fax: (425) 778-5536
civil & structural
engineering & planning
SUPPLEMENTAL CALCULATIONS
Cole Residence
17802 Talbot Rd.
Edmonds, WA 98026
CG Project No.: 23096.10
Project Description
These calculations are supplemental to the original permit calculations dated 01/17/24. The
excavation in the basement has been removed from the project scope, and interior walls have
shifted as a result. Beams and columns have been redesigned where spans have increased.
Additionally, new spread footings are designed where columns previously landed on concrete
walls.
Scope of Work
We will provide stamped structural calculations in accordance with the current building code.
Basis of Design
Roof Dead 15 psf
Live 25 psf (snow)
Floor Dead 15 psf
Live 40 psf
Deck Live 60 psf
Description By Date
JDM 4 16 2024
0 CM Project Summary Checked Date
ENGINEERING scale NTS Sheet No.
250 4th Ave South project Job No.
Suite 200 Cole Residence 23096.10 1
Edmonds, WA 98020
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LL: 172p1
CONC COLUMNS, TYP
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SL: 131 plf
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BM20
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LL: 172plf
SL: 131 plf,
DL: 974plf
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LL: 420 If, DL;157.5plf
DL: 180plf, LL: 480plf
EXIST W8x20
EX3
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DESIGN; COLUMN OKAY AS
ORIGINALLY DESIGNED PER
2018 IEBC
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fir, SL: 480plf, I - A 22plf
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°0..°05 LL: 535plf, SL: Oplf, L: 1084p1
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x12"GLB
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: 400p f,
: 150p f
LL: 52 IXx DL: 195plf
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BM13
BM11 u
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L: 76plf, D
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BEAM DESIGN
REVISED DUE TO N r-I
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LOWER FLOOR FRAMING PLAN
TYPICAL FLOOR FRAMING PLAN NOTES:
1. FLOOR SHEATHING SHALL BE 3/4" PI 48/24 WITH 10d COMMON NAILS SPACED AT 6" OC AT ALL DIAPHRAGM
BOUNDARIES, PANEL EDGES AND SHEAR WALLS AND 10" OC AT INTERMEDIATE FRAMING. FOR SHEATHING
LAYOUT AND NAILING REFER TO DETAIL 2/S5.1.
2. COLUMNS AND BEARING WALLS SHOWN ON PLANS SHALL BE CONTINUED DOWN TO THE FOUNDATION
UNLESS CARRIED BY A BEAM BELOW.
3. ALL DIAPHRAGMS UNBLOCKED UNO BY NOTE 4.
4. FAHATCHED AREAS INDICATE BLOCKED DIAPHRAGM W/ 10d COMMON NAILS @ 4" OC AT ALL PANEL
EDGES. ALL CANTILEVERED AREAS SHALL BE BLOCKED DIAPHRAGM.
5. REFER TO SHEET S5.1 THRU S5.3 FOR TYPICAL FLOOR FRAMING DETAILS.
6. ��� INDICATES COLUMN BELOW AND BEAM SHALL BE CONTINUED OVER COLUMN, TYP.
MAIN FLOOR FRAMING PLAN
SCALE: 1/4" = 1'-0"
7. CONTRACTOR SHALL HAVE THE OPTION TO DRILL A 1 1/2" 0 HOLE CENTERED IN THE DEPTH AND AT THE THIRD
POINT OF THE SPAN FOR ALL WOOD FLUSH BEAMS SHOWN ON THE PLAN.
8. WALLS SHOWN ON THE FRAMING PLANS ARE WALLS BELOW THE FRAMING LEVELS INDICATED. HOLDOWNS
SHALL BE PLACED AT THE BASE OF THE WALLS SHOWN.
9. TYPICAL HEADERS AT BEARING LOCATION SHALL BE 46 DF#2 UNO SUPPORTED BY A MINIMUM OF (1) CRIPPLE
STUD AND (1) FULL HEIGHT STUD.
10. COLUMNS NOT OTHERWISE SHOWN OR CALLED OUT ON PLAN SHALL BE (2) 2x STUDS.
11. UNLESS NOTED OTHERWISE ALL STUDS SHALL BE HF STUD GRADE AND SPACED AT 16" OC.
12. UNLESS NOTED OTHERWISE, ALL BEAM -TO -BEAM CONNECTIONS SHALL BE SIMPSON HU SERIES FACE MOUNT
HANGERS W/ MAX NAILING.
LL: 537plf, SL: 250plf, DL: 1214plf
1125#
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L: 287plf,
ESL: 225plf,
DL: 665p f
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MIN: 4x6 H F#2
FJ2: 9 1/2" TJI° 110 �
16" OC (MIN)
B M 10:
4x 10 H F#2
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BEAM DESIGN
BM12:
W10x45
REVISED DUE TO
INCREASED SPAN
BM14:
3-1/2"x9-1/4"
PSL
BM15:
W10x19
BM 16:
3-1/2"x9-1/4"
PSL
BM 17:
3-1/2"x9-1/4"
PSL
BM 18:
3-1/2"x9-1/4"
PSL
BM19:
W10x19
BM20:
W8x10
BM21:
W8x10
BM22:
HSS 4x4x1/4
B M 23 :
HSS 8x8x3/8
2
BM12
W Wp, = 352plf
W,, = 676p1
IL —IF IF IF IF IF IF IF IF IL-3F LENGTH (L) — 23.33' LEAR)
0
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Per ENERCALC° BM12
V: 12.52 k (17.7%)
M:73 k-ft (53.3%)
A: L/280
R: DL =4.63 k ILL = 7.89 k
USE W10x45 MIN
Description Member Design
sY MRD
Date12/18/2023
Checked
1 J
Date
ENGINEERING
Scale NTS
Sheet No.
3
2504th Ave. South
Suite 200
Edmonds, WA 98020
Project Cole Residence
Job No.
425.778.8500
www.cgengineering.com
23096.10
Steel Beam
LIC# : KW-06015244, Build:20.23.08.30
DESCRIPTION: BM12
Project Title:
Engineer:
Project ID:
Project Descr:
CG ENGINEERING
CODE REFERENCES
Calculations per AISC 360-16, IBC 2021, ASCE 7-16
Load Combination Set: IBC 2021
Material Properties
Analysis Method Allowable Strength Design
Beam Bracing : Beam bracing is defined as a set spacing over all spans
Bending Axis : Major Axis Bending
Unbraced Lengths
First Brace starts at ft from Left -Most support
Regular spacing of lateral supports on length of beam = 1.333 ft
D(O.3520) L(0.676,
X X
X X
W 1 Ox45
Span = 23.330 ft
Project File: Cole Residence.ec6
(c) ENERCALC INC 1983-2023
Fy : Steel Yield : 50.0 ksi
E: Modulus: 29,000.0 ksi
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loading
Uniform Load : D = 0.3520, L = 0.6760 k/ft, Tributary Width = 1.0 ft
DESIGN SUMMARY
Maximum Bending Stress Ratio =
Section used for this span
Ma: Applied
Mn / Omega: Allowable
Load Combination
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
Vertical Reactions
Load Combination
Max Upward from all Load Conditions
Max Upward from Load Combinations
Max Upward from Load Cases
D Only
+D+L
+D+0.750L
+0.60D
L Only
0.533 : 1
Maximum Shear Stress Ratio =
W10x45
Section used for this span
73.003 k-ft
Va : Applied
136.976 k-ft
Vn/Omega : Allowable
+D+L
Load Combination
Location of maximum on span
Span # 1
Span # where maximum occurs
0.629 in Ratio =
444
> 360 Span: 1 : L Only
0 in Ratio =
0
<360 n/a
0.999 in Ratio =
280
> 240. Span: 1 : +D+L
0 in Ratio =
0
<240.0 n/a
Support notation : Far left is #
Support 1
Support 2
12.517
12.517
12.517
12.517
7.886
7.886
4.631
4.631
12.517
12.517
10.545
10.545
2.779
2.779
7.886
7.886
Values in KIPS
0.177 : 1
W 10x45
12.517 k
70.70 k
+D+L
23.330 ft
Span # 1
EA
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FOUNDATION PLAN NOTES:
1. REFERENCE TO SLAB ELEVATION SHOWN ON PLAN AND VERIFY W/ ARCH DRAWINGS. EXTERIOR FOOTINGS
SHALL BEAR A MIN OF V-6" BELOW ADJACENT GRADE.
2. FOOTINGS AND SLAB ON GRADE SHALL BEAR ON FIRM NATIVE SOIL OR COMPACTED STRUCTURAL FILL AS
SPECIFIED IN THE SOILS REPORT.
3. WHERE SLAB ON GRADE IS INDICATED, SLAB SHALL BE 4" THICK W/ 6x6-W1.4 x W1.4 WELDED WIRE FABRIC
REINF. SLAB SHALL BE POURED OVER A 2" SAND LAYER OVER A 10 MIL VAPOR BARRIER OVER 4" OF 5/8"
CRUSHED ROCK.
4. REFER TO PLAN AND "CONCRETE GENERAL NOTES" ON SHEET S1.1 FOR CONTROL JOINT PLACEMENT AND
DETAIL 2/S4.1 FOR CONTROL JOINT CONSTRUCTION.
5. Q INDICATES FOOTING TYPE
6. REFER TO SHEET S4.1 AND S4.2 FOR FOUNDATION DETAILS.
7. PLACE ALL REINFORCEMENT PER THE STRUCTURAL NOTES AND FOUNDATION DETAILS. REFER TO SHEET S1.1
FOR ADDITIONAL CONCRETE DETAILING REQUIREMENTS.
FOUNDATION PLAN
SCALE: 1/4" = V-0"
FOUNDATION LEVEL HOLDOWNS ARE SHOWN ON MAIN FLOOR FRAMING PLAN. REFER TO HOLDOWN
SCHEDULE ON SHEET S3.1 FOR HOLDOWN TYPES AND MAIN FLOOR FRAMING PLAN FOR HOLDOWN ANCHOR
BOLT LOCATIONS.
REFER TO MAIN FLOOR FRAMING PLAN AND SHEAR WALL SCHEDULE ON SHEET S3.1 FOR LOCATION OF SHEAR
WALL ANCHOR BOLTS. ANCHORAGE AT NON -SHEAR WALLS SHALL BE PER STRUCTURAL NOTES.
CONTRACTOR SHALL VERIFY ALL DIMENSIONS, WALL LOCATIONS, AND CONCRETE ROUGH OPENINGS WITH
ARCHITECTURAL DRAWINGS AND NOTIFY ALL PARTIES OF ANY DISCREPANCIES.
CONTRACTOR SHALL PROVIDE FOOTING AND SLAB SUBSTRATE PREPARATION, WATERPROOFING, AND
BACKFILL & DRAINAGE BEHIND RETAINING WALLS PER GEOTECHNICAL REPORT. GEOTECHNICAL ENGINEER
SHALL OBSERVE EXCAVATED SOIL CONDITIONS DURING CONSTRUCTION (AND GROUNDWATER CONDITIONS)
AS REQUIRED, AND PROVIDE ADDITIONAL RECOMMENDATIONS IF NECESSARY BASED ON ACTUAL SITE
CONDITIONS.
T-0"
0 T-0" 4'-0"
9)
ENGINEERING
250 4TH AVE. S., SUITE 200
EDMONDS, WASHINGTON 98020
PHONE (425) 778-8500
FAX (425) 778-5536
1
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DESIGN:
JDM
DRAWN:
LVW
CHECK:
DMT
JOB NO: 23096.10
DATE:
XX/XX/XX
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