REVIEWED BLD2023-1491+Structural_Analysis_or_Calculations+11.20.2023_9.39.40_PM+3911986C �
ENGINEERING
250 41" Ave S Ste 200
Edmonds, WA 98020
Phone: (425) 778-8500
Fax: (425) 778-5536
civil & structural
engineering & planning
...........REVIEWED ..........
RECEIVED
BY
CITY OFEDMDND$
e BUILDING DEPARTMENT:
Nov 28 2023
:...............................................
CITY OFEDMONDS
BLD2023-1491
DEVELOPMENT SERVICES
DEPARTMENT
STRUCTURAL CALCULATIONS
Bryant Residence
23910 74`h Ave W,
Edmonds, WA 98026
23
CIS Project No.: 23324.10
Project Description
This project involves the a remodel to an existing single-family home. The remodel
involves removing two existing skywalls which frame portions of the wall and roof. New
roof framing, wall framing, and window headers will be required to replace the skywalls.
Upgrades to the existing structure and foundation are not required as the new framing
will impose approximately the same wind loads and vertical weight on the building.
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)
Existing Structure Description
There are existing beams and headers supporting the existing skywalls. The dead loads
of the replacement roof load will impose forces similar to that of the existing skywall.
The snow load area of the roof will be similar to that of the existing snow load and thus
the vertical weights of the building will have little change. by inspection there will be no
change to the loads on the foundation and thus no further analysis of the foundation is
necessary. The new walls and windows will make no change to the shear wall length
and will not increase the wind area or seismic load, thus no further lateral analysis is
required.
Description By Date
MRD 5/202
Project Summary Checked Date
ENGINEERING Scale Sheet No.
250 4th Ave South NTS
Project Job No.
Suite 200
Edmonds, WA 98020 Bryant Residence 23324.10
Page 1
Gravity Design Loads
Roof DL
Asphalt Shingles 2.5
psf
3/4 Sheathing 2.3
psf
Insulation 1.0
psf
5/8 Gypsum 2.8
psf
2x10 @24in OC 1.9
psf
WE 1.0
psf
Misc 1.5
psf
13.0
psf
USE 15.0
psf
Roof LL (Snow) 25.0
psf
Description Gravity Design Loads
By MRD
Date 11/15/23
Checked
Date
^
ENGINEERING
Scale NTS
Sheet No.
250 4th Ave. South
Suite 200
Project
Bryant Residence
Job No.
Edmonds, WA 98020
23324.10
Page 2
00
,� 8
J
RJ 1
m u�9
SA
N Q<
EX. ROOF
I
I
�
�
I
I
I
,
,
,
—
CO
NCO
a
oo
EX. ROOF
6:12 (VER.)
RJ1
EX RIDGE
�
EX ROOF
m
EX. ROOF _
-6:12
(VER.)
, s
,
EX. ROOF
F
6:12 (VE
3 7 00, F
ADNZA1�x
/
I Tmczi��F�z
I ApC Tm�x
a
I gc' rT
T A
m8
AT
ll
Description
Gravity Key Plan
By MRD
Date 11/15/2023
Checked
Date
ENGINEERING
Scale 1/8" = 1'-0"
Sheet No.
2504th Ave. South
Suite 200
Project
Bryant Residence
Job No.
Edmonds, WA98020
425.778.8500
23324.10
www.cgengineering.com
Page 3
Beam Span Table - Roof Beams
Allowable Uniform Distributed Load in Pounds Per Lineal Foot (PLF)
Span Length in Feet
Beam
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
4x6 HF #2
937
600
417
306
234
185
150
124
104
-
3 1/2 x 5 1/2 LSL
1541
986
685
503
369
259
189
142
109
-
4x8 HF #2
1461
1038
721
529
405
320
259
214
180
154
132
115
101
3 1/2 x 7 1/4 LSL
2616
1674
1163
854
654
517
419
321
247
195
156
127
104
6x8 DF #2
2162
1384
961
706
541
427
346
286
240
205
176
154
135
120
107
-
-
2 11/16 x 9 1/4 PSL
2405
1924
1603
1374
1193
942
763
631
530
452
378
307
253
211
178
151
130
4x10 HF #2
1863
1490
1084
796
610
482
390
322
271
231
199
173
152
135
120
108
-
4x12 HF #2
2266
1812
1469
1080
827
653
529
437
367
313
270
235
207
183
163
147
132
5 1/4 x 9 1/4 PSL
5399
1 4319
1 3600
3085
1 2677
2115
1 1713
1 1416
1183
931
745
606
499
416
351
298
256
2 11/16 x 9 1/2 PSL
2470
1976
1647
1411
1235
991
802
663
557
475
409
334
275
229
193
164
141
3 1/2 x 9 1/2 LSL
3634
2907
2423
1893
1449
1145
927
766
643
506
405
329
271
226
191
162
139
3 1/2 x 9 1/2 PSL
3700
2960
2467
2114
1850
1482
1201
992
834
674
540
439
362
302
254
216
185
6x10 DF #2
3404
2219
1541
1132
867
685
555
458
385
328
283
247
217
192
171
154
139
5 1/4 x 9 1/2 PSL
5545
4436
3697
3169
2773
2224
1802
1489
1251
1011
810
658
543
452
381
324
278
7 x 9 1/2 PSL
7390
5912
4927
4223
3695
2966
2402
1985
1668
1349
1080
878
723
603
508
432
370
2 11/16 x 11 1/4 PSL
2925
2340
1950
1671
1463
1300
1104
912
767
653
563
491
431
382
325
276
237
3 1/2 x 11 1/4 LSL
4301
3441
2867
2458
2001
1581
1281
1058
889
758
653
547
450
375
316
269
231
3 1/2 x 11 1/4 PSL
4382
3505
2921
2504
2191
1947
1653
1366
1148
978
843
729
600
501
422
359
307
6x12 DF #2
4123
3253
2259
1660
1271
1004
813
672
565
481
415
361
318
281
251
225
203
5 1/4 x 11 1/4 PSL
6567
5253
4378
3752
3283
2918
2480
2050
1722
1468
1265
1097
904
754
635
540
463
2 11/16 x 11 7/8 PSL
3085
2468
2057
1763
1543
1371
1222
1010
849
723
624
543
478
423
377
324
278
31/2 x11 718 LSL
4543
3634
3028
2596
2220
1754
1420
1174
986
841
725
631
530
441
372
316
271
31/2 x11 7/8 PSL
4623
3698
3082
2642
2312
2055
1831
1513
1271
1083
934
814
709
591
498
423
363
51/4 x 11 7/8 PSL
-
5548
4623
3963
3467
3082
2747
2270
1908
1626
1402
1221
1063
887
747
635
544
7 x 11 7/8 PSL
6160
5280
4620
4107
3663
3027
2543
2167
1869
1628
1411
1176
991
842
722
Notes: 1. This table is applicable for Simple Span beams with uniformly distributed loads (no point loads)
2. Table values are based on the limiting beam shear & moment capacities, as well as deflection
3. The deflection limit used in the above table is (L/180 Total Load) and (L/240 Snow Load)
4. This table is applicable for WLL/Wog <= 3.0
5. Table values include the Size Factor (CF) and the Load Duration Factor (Co)
CC e5-P-1 Beam Span Table aY MRD Ld1e 11/15/23
Checked Date
ENGINEERING Scale Sheet No.
250 4th Ave. Suite 200 ouch Project Job No.
Edmonds, WA98020 Bryant Residence 23324.10
Page 4
ROOF JOIST
RJ 1 XA/
r\ 1
ROOF BEAM DESIGN
WSL = 25psf
W, = 15psf
TRIBUTARY AREA = 24"
L = 7'-2"
PITCH = 6:12
Per WoodWorks°
V:35psi (20%)
M:409psi (28%)
A: L/559 (16%)
R,: DL = 174#, SL = 260#
Rz: DL = 66#, SL = 110#
Use 2x6 HF#2 @ 24" OC
Min.
BM1
W W: SL = 130plf, DL = 87plf PER BEAM SPAN TABLE
LENGTH (L) = 6' (CLEAR SPAN) CAPACITY = 217/417 (52.1%)
1 L—I F IF IF IF IF i iw = (WDL+WSL) = 217plf R: DL = 390# SL = 261#
0
L USE 4x6 HF #2 MIN.
I I
R R
BM2
W W: SL = 121plf, DL = 81plf
LENGTH (L) = 10' (CLEAR SPAN)
IL-3F IF IF IF IF IF IF IF IL—y W = (WDL+WSL) = 201plf
0
L
PER BEAM SPAN TABLE
CAPACITY = 201/259 (77.6%)
R: DL = 405# SL = 605#
USE 48 HF #2 MIN.
4
Description Member Design
sY MRD
Date 11/15/2023
Checked
Date
ENGINEERING
Scale NTS
Sheet No.
2504th Ave. South
Suite 200
Project Bryant Residence
Job No.
Edmonds, WA98020
425.778.8500
www.cgengineering.com
23324.10
Page 5
COMPANY
CG Engineering
PROJECT
250 4th Ave. South Suite 200
Edmonds, WA98020
WoodWorks°
www.cgengi neenng.com
Nov. 15, 202313:57
rj1
Design Check Calculation Sheet
WoodWorks Sizer 2019 (Update 4)
Loads:
Load I Type Distribution Pat- Location fftl Magnitude Unit
tern Start End Start End
ROOF, DL Deatl Full Area No psf
ROOF,SL Snow Full Area Yes 25.00 (24.0") psf
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) :
8.01V
2.333'
7.146'
Unfactored:
Dead
Snow
174
260
66
1.
Factored:
Total
434
176
Bearing:
F'theta
477
477
Capacity
Joist
2772
358
Support
2658
-
Des ratio
Joist
0.16
0.49
Support
0.16
-
Load comb
#2
#4
Length
3.50
0.50*
Min reg'd
0.57**
0.50*
Cb
1.11
1.00
Cb mi.
1.66
1.00
Cb support
1.25
-
Fc
405
'Minimum bearing length setting used: 1/2" for end supports
"Minimum bearing length governed by the required width of the supporting member.
RJ1
Lumber -soft, Hem -Fir, No.2, 2x6 (1.1/2"x5-1/2")
Supports: 1 - Timber -soft Beam, Hem -Fir No.2; 2 - Hanger;
Roof joist spaced at 24.0" c/c; Total length: 8.25% Clear span(horz): 2.188% 4.625% Volume = 0.5 cu.ft.; Pitch: 6/12
Lateral support: top = continuous, bottom = continuous Repetitive factor: applied where permitted (refer to online help);
This section PASSES the design code check.
Analysis vs. Allowable Stress and Deflection using NDS 2018:
Criterion
Analysis Value
Design Value
Unit
Anal sis/Desi
Shear
£v = 33
Fv' = 172
psi
fv/Fv' = On19
Bending(')
to = 268
Fb' = 1961
p.si
fb/Fb' = 0.18
Bending(-)
£b = 361
Fb' = 1461
psi
fb/Fb' = 0.25
Deflection:
0.02 = < L/999
0.27 = L/290
in
0.07
Interior Live
Total
0.03 = < L/999
0.36 = L/180
0.08
Cantil. Live
0.03 = L/924
0.26 = L/120
0.13
Total
0.04 = L/744
0.35 = L/90
0.12
Additional Data:
FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci LC#
Fv' 150 1.15 1.00 1.00 - - - - 1.00 1.00 2
Fb'+ 650 1.15 1.00 1.00 1.000 1.300 - 1.15 1.00 1.00 4
Fb'- 850 1.15 1.00 1.00 1.000 1.300 - 1.15 1.00 1.00 2
Fcp' 405 - 1.00 1.00 - - - - 1.00 1.00 -
E' 1.3 million 1.00 1.00 - - - - 1.00 1.00 3
Emin' 0.47 million 1.00 1.00 - - - - 1.00 1.00 3
CRITICAL LOAD COMBINATIONS:
Shear : LC #2 = D + S
Bending(+): LC #4 = D + S (pattern: sS)
Bending(-): LC #2 = D + S
Deflection: LC #3 = D + S (pattern: Ss) (live)
LC #3 = D + S (pattern: Ss) (total)
Bearing : Support 1 - LC #2 = D + S
Support 2 - LC #4 = D + S (pattern: sS)
D=dead S=snow
All LC's are listed in the Analysis output
Load Patterns: s-S/2, X=L+S or L+Lr, -no pattern load in this span
Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.1
CALCULATIONS:
V max = 222, V design = 183 lbs; M(+) = 169 lbs-ft; M(-) = 227 lbs-ft
EIy = 27.04 lb-in^2
"Live" deflection is due to all non -dead loads (live, wind, snow...)
Total deflection = 1.0 dead + "live"
Bearing: Allowable bearing at an angle F'theta calculated for each support
as per NDS 3.10.3
Design Notes:
1. Analysis and design are in accordance with the ICC International Building Code (IBC 2018) and the National Design Specification (NDS 2018), using Allowable Stress Design (ASD). Design values are from the NDS Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Continuous or Cantilevered Beams: NDS Clause 4.2.5.5 requires that normal grading provisions be extended to the middle 2/3 of 2 span beams and to the full length of cantilevers and other spans.
4. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
Page 6