HomeMy WebLinkAbout040-270-013 (2)i
383 Rio Lindo Ave, Chico, CA 95926
p. (530) 592=4407 www.summitchico.com
Structural Calculations For:
Client:
Gareth Munoz GSM Construction
Project:
Removal of Interior Bearing Wall and Replacement with (N) Beam
Address:
9250 Stanford Lane., Durham, CA 95938
Scop: Our scope is limited to the removal on an interior bearing wall, sizing of
(N) beam to resupport roof, and verification of (E) footing capacity for additional point
load from (N) beam.
B1.7-2531 A-1/PC11.
040-270-01.3
OCTOBER 23, 20.17
REMODEL
OQR0FE3s/p�,�
C.
PERMIT BUTTE COUNTY DEVELOPMENT SERVICES
6 1 a REVIEWED FOR
CODE COMPLIANCE
EXP. oe 1 8 pp,TC1 I'L
E 6 ( —
slq� F CALtiFO���P
,012c)h -1
Note: Summit Structural Design (SSD) is not responsible for on-site. inspection to
assure compliance with the standards, sizes, materials, or workmanship specified herein.
SSD is not responsible for any structural element or system :not specifically noted in this
set of specifications/calculations unless authorized in writing by SSD. Workmanship shall
be of the highest quality and in all cases shall follow accepted construction practice, the
latest edition of the California Building Code, and local building department standards.
PROJECT.
SUMMIT STRUCTURAL DESIGN PAGE: I/
ENGINEER: www.summitchico.com DATE: i L-%!
DESIGN OF C cry ee c j I_oG CA S
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PROJECT. ►�-`�`� SUMMIT STRUCTURAL DESIGN PAGE: 2
ENGINEER: www.summitchico.com DATE: 1011—
DESIGN
01—DESIGN OF'
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COMPANY PROJECI
WoodWor.kso
wOct. 17. 2017 17:03 17-29`161
Design Check Calculation Sheet
WoodWoiks Sizer 10.1
Loads:
Load, -
Type -
Distribution
�3
COMPANY PROJECI
WoodWor.kso
wOct. 17. 2017 17:03 17-29`161
Design Check Calculation Sheet
WoodWoiks Sizer 10.1
Loads:
Load, -
Type -
Distribution
Pat=
Location [ft)
Magnitude
Unit
fv
1 U ,
Capacity
tern
.Start End
Start. End
3403
Roo . OL
a
to . Area
3760
Anal/Des
'b: l
ps
Roof LL
Roof constr:
'Ful.l Area
Support
1
20:00(16.001•
psf
Sol f -weight
Dead
Full UDL
1.56
- 1.56
9.4
if
lit
Unfettered:
Dead
Roof Live
1542
1861106)
15')2
.. .._._ ... _........... .... .., ,..
Factored:
To cal3403
-Value
3,103
Bearing:
fv
1 U ,
Capacity
22
v Fy = .4
Beam
3403
3403
Supports
3766
3760
Anal/Des
0.17 =
-L/019
Doom,
1.00.
'- • 1'0
Support
0.90.-
0.90
Load comb
02
02
Length
1.56
- 1.56
Min req_'d
-1:SG
1.56
Cb1.00
'-•00
Cb min
1.00
- )•�h
Cb support,
1.11
1•'•'
Fc- su
625
......... G; S
Lumber -soft, D,Fir-L, No.1&Btr, 4x12 (3.1/2"x11.114")
Supports: All - Timber-,sofl Beam, D.Fir-L No.2
Total length: 1 t'-70;
Lateral support: lop= 24 bottom= at supoons; (in)
Analvsis vs. Allowable Stress (Dsil and Deflection On) usino NDS i612;
Criterion
Analysis
Value
jOesign
-Value
Ma] sis/Desi n
Shear
fv
1 U ,
Fv
22
v Fy = .4
Bending(+)
r
1573
Fb'- =
1641
fb /Fb' a D,96
Live Defl'n
0.17 =
-L/019
0.30 -
L/360
0.44
Total Dofl'n.
0.38 =
L/365 .
0.57:.=
L/240
0.66
Additional Data:
FACTORS: F/E(pst)CD C14. cc CL CF Cfu Cr Cfrt Ci Cn LC0
Fv' 190- 1.25 1:00 1.00 - - - - 1,00 1.00 1.00 2
Fb'« 1200 1.25 1.00 1.00 0.995 1.100 .1.00 1.00 1.00 1.00 - 2
Fcp' 625 1:00 :1.00 - - - - 1.00 1.00 - -
L.0 million 1.06 1.00 - - - 1.,00 1.0o - 2
Emin' 0.66 million 1.00 1..00 - - - - 1.00 1.00 - 2 -
CRITICAL LOAD COMBINATIONS:
Shear : LC 02 - Dt.Lr, V = 3366, V design a 2779 lbs
Bending(+): LC 112 - D+Lr, M - 9677 lbs -ft
Deflection: LC 02 - D+Lr (live)
LC 02 - .D+Lr (total)
D -dead L=1ivo S=snow W=wind I -Impact t;r=rbof live Ix -concentrated E=earthquake
All LC's are listed in the Analysis output
Load combinations:.ASCE 7-10 / IBC 2012
CALCULATIONS:
Deflection: EI - 747oO6 lb;-ln2
"Live" deflection Deflection from all, non -dead loads (live, wind, 'snow..)
Total Deflection -= 1.501Dead Load. Deflection)- + Live Load Deflection.
Design Notes:
1. WoodWofks analysis and design aro in accordance with the ICC International Building,Codo (I8C 2012), the Notionsl:0esign Specification (NDS 2012); and NDS Design Supplement.
2. Please Verify that the default deflection limits are appropriate for your application.
3. Sown lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
Summit. Structural Design
Timber Column Design Values
per NDS 3.7
4X DF-L(N) #1
Fc
Emin
d
KCE
c
,
1000
580000
3.5
-0:822'
0.8
�:atiility
Reduction
Column Ca
ap CItV (J,f�s�
le (ft),
Cp
Fc' (psi).
4X4
4X6
4X8
4X1.0
4X12
5
0.83
828
10138'
15932
21725
2751.8
33312
61
0.73
731
8949
14063
19176
24290
29404
7
0.62
622
7625
11982
1634,0
20697
25054
8
0:52
521
6378
10022
13666
173.11
20955
9
0.43
434
5318
8357
11395
14434
17473:
10
0.36
364
4458
7006
9553
12101
1464.8
11
0.31
3087
3771
5925
8080
10235.
112389.
12
0.26
263
3220
5061
6901
8741
10582'
13
0.23
227
2.777
4364
5951'
7538
9124
1;4
0.20
197
2416
3797
5177
6558
7939
15
0.17
173
.2119
3331
4542
5753
6964
16
.0.15
153
1873
2943
4014
5084
6155
17
0.14
136
1667
2619
3571
4524
5476
18
0.12
.►4122
1492
2345
3197
4050
4902
19
:0.11
110
1343
2111
2878
3646
4413
20
0.10
99
1215
1910
2604
3299
3993
21
0.09
90
11'05
1736
2367
29.98
.3630
22
0:08
82
1.008
1585
2161
2737
3313
23
0.08
75
924
1452
1980
2508
3036
24
0.07
69
850
1336
1821
23.07
2792
25
0.06
64
784
1232
1680
2129
2577
26
0.06
59
726
1141
1555
1970
2385
27
0.05
55
674
1059
1444
1829
2214
28-
0.05
51.
627
985
1343
1702
2060
29,
0.05
48
585
919
125.3
1588
1922
30
0.04
45
547
859
1172
1485
1797
PROJECT I-) - 2` 1 "-7 . . -li-q
SUMMIT STRUCTURAL DESIGN PAGE:
ENGINEER: A- www.summitchico,com DATE:
DESIGN OF
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PROJECT:
ENGINEER:
DESIGN OF
SUMMIT STRUCTURALPAGE: Co
DESIGN
www.summitchico.com DATE:
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