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See attached— Minimum erosion zontrc! and
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UTILITY STRUCTURE
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LANDINGS AT DOORS
SHALL COMPLY WITH 2013 CBC SECTIONS
1008.1.5, 1008.1.6, 1009.8 &1010.7 and
2013 CRC SECTIONS 311.3 & 311.7.6
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The 2013 CBC, CRC, CMC, CPC,
CEC ,CFC, CGBC and 2013 California
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See attached— Minimum erosion zc;.-trc! and 2:20-011
sediment controls for projects dlsturbi„g less ,.
than one acre
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LANDINGS AT DOORS
1 SHALL COMPLY WITH 2013 CBC SECTIONS
1008.1.5, 1008.1.6, 1009.8.W010.7 and
12013 CRC SECTIONS 311.3 & 311.7.6
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UNPERCSROUND ELECTRICAL
SERVICE FROM MAIN PANEL
The 2013 CBC, CRC, CMC, CPC,
CEC ,CFC, CGBC and 2013 Califomia
Energy Standards as amended by the
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ELEVATION
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Sequoia Engineering
Chad Ratzlaff, Lic.#: C64399
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Structural Calculations
Client: Morgan Guberman !
t
r
Job#: 14-016
Project: Utility Structure
Address: 30 White Fir Lane, Oroville, CA 95966
Calculation Index
• Gravity Loads
• Brace Wall Analysis
• Roof Rafter Analysis
• Window Header Analysis
• Foundation Analysis
EXP. 6-3415
CIVIL.
CF CALF(
Page # f
G1
BW1 — BW4
RR1
WH1
F1
BUTTE
,COUNTY
APR 21 2014
DEVELOPMENT
SERVICES
f
PERMIT #
BUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR
c CODE COMPLIANCE
\ DATE
MAR 2 3 2014 V "
This calculation package is only valid for the project location as listed above and may
not be used for another site without the authorization of Sequoia Engineering. Sequoia
Engineering claims no responsibility for any structural design not specifically addressed
in this calculation package. Calculations and plans are not valid until reviewed and
approved by the governing building department. i
467 East 2nd Ave, Chico, CA 95926 (530) 591-7258 chadratzlaffgyahoo.co'm
Gravity Load Development r
Project: Guberman
Date: 3/23/2014 '
Comments:
Units: lbs & feet (UNO)
Wall Dead Load Siding
5.0sf
p
Gravity Loads:
'
1.8 psf
Slope= 4 to 12
}
Roof Dead Load Ply
2.5 psf
Roofing
5.0 psf.
Framing
5.0 psf
Gyp
2.2 psf e
psf
Misc
1.8 psf
Total (sloped)
16.5 psf
Total (horiz)
17.0 psf
Roof Live Load Construction
20.0 psf
Roof Snow Load
31.0 psf
Wall Dead Load Siding
5.0sf
p
(exterior) 3/8 Ply.
'
1.8 psf
2x Framing
1.7 psf
GYP•
2.2 psf
Insul.
2.3 psf
Total
13.0 psf
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PROJECT INFORMATION
NAME: Ourbermen
ADDRESS: 30 White Fir Lane, Orovine, CA, 95M
WALL DIRECTION: Front to Beek
SEISMIC DESIGN CATEGORY: D0
BASIC WIND SPEED: 85 mph
WIND EXPOSURE CATEGORY: B
STONE OR MASONRY VENEER: No
http://www.strongtie.com/webappsBracedWall/
sr Apsori
NOTES
1 of 2
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3/23/2014 1 n -m Pm
„mpson o>long-itew wau-tsracmg-Length calculator http://www.strongtie.com/webappsBmcedWall/
1. This wall -bracing evaluation is based on the 2009 International Residential Code. The user is responsible for ensuring that the project fits within the
scope of the IRC and complies with the wall -bracing requirements of Sections R602.10, R602.11 and R602.12 as applicable.
2. One- and two-family dwellings and townhouses in Seismic Design Category D0, D1, or D2 are subject to the wind and seismic requirements of the IRC.
The length of wall bracing shall be the greater of that required by Table R602.10.12(1) be on wind speed, and Table R602.10.12(2) based on
seismic design category, including all applicable adjustment factors.
3. Braced -wall panel construction shall be in accordance with the requirements of Section R602.10.2 and Table R602.102 and the minimum length
requirements of Section R602.10.3.
4. Braced -well panels shall be located at each end of braced -wall lines. At exterior braced -wall linea, braced -wall panels may begin up to 8 feet from each
end when the additional requirements of Section R602.10.1.4.1 are satisfied. At interior braced -wall lines, braced -wall panels may begin up to 12,5 feet
from each end. The total combined distance from each end shell not exceed 12.5 feet.
S. Braced -wall panel spacing shall not exceed 25 feet on center in accordance with Section R602.10.1.4.
6. Interior braced -wall -line spacing is the greater of the distance between two adjacent braced -wall lines in accordance with Figure R602.10.1.4(4).
7. Refer to the $dorro-Well Shawwells® Prescintive Design ids for pre-engineered solutions when the required bracing amounts cannot be satisfied
with prescriptive braced -wall panels. Simpson Strong -Tie® Wood and Steel Strong -Wail® shearwalle may be considered equivalent to the code
braced -wall panel construction method WSP with gypsum board applied on the inside.
S. Braced-walHine spacing shall not exceed 25 feet on center in each story in both longitudinal and transverse directions in accordance with Section
R602.10.1.5. However, the spacing between two adjacent braced wall lines shall not exceed 35 feet on center in order to accomodate one single room
when the provision of the exception to R602.10.1.5 are satisfied.
WARNINGS
1. For buildings in SDC D0, D1, and D2 the user must ensure braced wall line spacing greater than 25 feet satisfies the requirements of Section
R602.10.1.5.
2. Different bracing methods are not permitted to be mixed within a braced wall line for Townhomes in Seismic Design Category C and all structures in
Seismic Design Category D0, D1, or D2 in accordance with Section 8602.10.1.1 item Q.
version 2.aao
2 of 2
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Simpson bIrong-iieqp wall-tsracmg-Length Calculator
2009 IRC Required Braced -Wall -Line Length Calculations
PROJECT INFORMATION
NAME: Gurbermen
ADDRESS 30 White Fir Lane, Orovipe, CA, 95988
WALL DIRECTION: Sido To Side
SEISMIC DESIGN CATEGORY: DO
BASIC WIND SPEED. 85 mph
WIND EXPOSURE CATEGORY: B
STONE OR MASONRY VENEER: No
http://www.strongtie.com/webappsBracedWaU/
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NOTES
1 of 2
3/23/2014 10:04 PM
., Favu .suvug-ilv— wiu1-jo1-" 11g-"ngEn calculator
http://www.strongtie.com/webapppssB]BjracedWall/
1. This wall -bracing evaluation is based on the 2009 International Residential Code. The user is responsible for ensuring that the project fits within the
scope of the IRC and complies with the wall bracing requirements of Sections R602.10, R602.11 and R602.12 as applicable.
2. One- and two-family dwellings and townhouses in Seismic Design Category D0, D1, or D2 are subject to the wind and seismic requirements of the IRC.
The length of wall bracing shall be the greater of that required by Table R602.10.12(1) based on wind speed, and Table R602.10.1.2 based on
seismic design category, including all applicable adjustment factors.)
3. Braced -wall panel construction shall be in accordence with the requirements of Section R602.10.2 and Table 8602.102 and the minimum length
requirements of Section R602.10.3.
4. Braced -well panels shall be located at each end of braced -wall lines. At exterior braced -well lines, braced -well panels may begin up to 8 feet from each
end when the additional requirements of Section R602.10.1.4.1 are satisfied. At interior braced -wall lines, braced -wall panels may begin up to 12.5 feet
from each end. The total combined distance from each end shell not exceed 12.5 feet.
r
5. Braced -wall panel spacing shall not exceed 25 feet on center in accordance with Section R602.10.1.4.
6. Interior braced -wall -line spacing is the greater of the distance between two adjacent braced -wall lines in accordance with Figure R602.10.1.4(4).
7. Refer to the no -Wall Sh. r p � -
If' pi7 G.-ve for pre-engineered solutions when the required bracing amounts cannot be satisfied
with prescriptive braced -wall panels. Simpson Strong -Tie® Wood and Steel Strong -Wall® shearwalls may be considered equivalent to the code
braced -wall panel construction method WSP with gypsum board applied on the inside.
8. Braced -wall -line spacing shall not exceed 25 feet on center in each ahoy in both longitudinal and transverse directions in accordance with Section
R602.10.1.5. However, the spacing between two adjacent braced wall lines shell not exceed 35 feet on center in order to accomodate one single room
when the provision of the exception to R602.10.1.5 are satisfied.
WARNINGS
1. For buildings in SDC D0, D1, and D2 the user must ensure braced wall line spacing greater than 25 feet satisfies the requirements of Section
R602.10.1.5.
2. Different bracing methods are not permitted to be mixed within a braced well line for Townhomes in Seismic Design Category C and all structures in
Seismic Design Category D0, D1, or D2 in accordance with Section R602.10.1.1 Rem #3.
versa, 2.ao.o
2 of 2
1/'71i')nld 1A -nn M.4
Design Check Calculation Sheet
woadWoft Sher 10.1
Loads:
Load
COMPANY
PROJECT
.
Sequ0la Englneedng
Gubermar: Garage
f ®
467ESSI 2nd Ave
JObi:14-01&
r /
.Wood
CA B592B
Roof Refter.wwb
C
0
(530)Chic
(590) 691.7258
act -red:
`l(`
. V
Mar. 23, 2014 22:07
De.
Road live
. _SOPlW.4RitFp4y 14'OODOF3rtN
460
20.00 124.01•
Design Check Calculation Sheet
woadWoft Sher 10.1
Loads:
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : .
• t 1'-10'
Unfactored:
Load
Type
Distribution Pnt-
Location [ft]
Magnitude
116
Snow344
fb
1004
tern
Start End
Start End
344
act -red:
0.35
Lcad2
De.
Road live
I Aree
Pull Aren
460
20.00 124.01•
s
pet
P't:heta
Loed3
9nlf-ue. ht
Snow
Dead
Pull Area
Capacity
31.00 (29.01•
psf
[
Joist
.71 r ry t
n
Pull UDL
Support.
3.9
if
1001
Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) : .
• t 1'-10'
Unfactored:
lAnaly.ie Value
Desi Value Anal sin/Devi
Dead
116
116
Snow344
fb
1004
Roof Live
222
fb/Pb' 0.65
344
act -red:
0.35
L/403
222
Total
Searing:
460
460
P't:heta
667
0.78.
L/180
Capacity
667
Joist
1001
Support.
1055
1001
Anal/Dee
1055
Joist
0.46
Support
0.44
0.46
Load comb
Y3
-
0.44
Length
0.50•
W3
lila req'd
0.50•
0.50•
Co
1.00
0.50•
CD min
1.00
1.00
Cb It
suppo
1. 13
1. 00
P au
625
4
WHUM1.13
U^
^�
rq 6UDp0ri3
625
J
Rafter
Lumber n -ply, 0 -Fir -L, No.2, 2xB, 2 -ply (3"x5 -11r) {
Supports: Ali - Tmbereo0 Beam, D.FIr-L Not
Roof JOISI spaced at 24.0' do; Total length: 11'-10.0•: Pitch: 4/12; �.
Lateral support: top- foil, bottom- al sappOrts; RePMve factor applied where Permitted (refer to online help); f
Analysis vs. Allowable Stress (psl) and Deflection (in) wain. Ping M2.
Criterion
lAnaly.ie Value
Desi Value Anal sin/Devi
S ear
v .
y
Bending(+)
fb
1004
lb'
1547
fb/Pb' 0.65
Live Defl'n
0.35
L/403
0.58
L/240
0.59
Total Defl'n
0.52
L/267
0.78.
L/180
0.67
Additional Data:
FACTORS. P/E(pei)CD CM Ct CL CP Cfu C Cfrt CS Ca LCO
Fv' 180 1.15 1.00 1.00 - 3.00 1.00 1.00 3
11b'+ 900 1.15 1.00 1.00 1.000 1.300 1.00 1.15 1.00 1.00 - 3
Pep' 623 - 1.00 1.00 - - - - 1.00 1.00 - -
E' 1.6 ad.111on 1.00 1.00 - - - - 1.00 1.00 - 3
CRmCAL LOAD COMBINATIONS:
Shear . LC ®3 D+S, V . 435, V design - 399 lbe
Bending(+): LC #3 D+S, M . 1265 lbs -ft
Deflection: LC 63 = D+S (live) '
LC Y3 . D+S (total)
D -dead L -live S=enow nd I=impact Lr -roof live Lc�c.ncentreted E -earthquake r
All LC'a are MW-
wind
in the Analysis output
Load combinations: ASCE 7-10 / IBC 2032
CALCULATIONS:
Deflection: EI 33.06 lb-in2/ply
•Live• deflection . Deflection from all non -dead loads (live, wind, snow_.)
Total Deflection . 1.50(Dead Load Deflection) + Live Load Deflection.
Searing: Allowable bearing at an angle F'theta calculated for each support
as per NDS 3.10.3
Design Notes:
1. WoodWmlm analysis and design am In accordarrce with the ICC Int(netlOnal Suflding Cade OBC 2012). the National Design SpedncaUon (NDS 201
2. and NDS Design Supplement.
verMs verify that the default deflection Ifmam appropriate for your application,
S. Sawn lumber banding members shell be wemfly supported aceon ing to the provisloms of NDS Clause 4.4.1. .
4. SLOPED BEAMS: level bearing Is required for all sloped beams.
5. FIRE RATING: Joists, wag Studs, and mulll•ply members are rel rated for fire endurance.
Foundation Deisgn
CBC 2010
Project:
Comments:
Guberman
Date:
3/23/2014
Units:
lips & feet O
Soil Bearing:
1500 psf
Concrete Strength:
2500 psi
Temp and Shrickage Ratio
0.0018
Concrete stem wall (Non-retaining): (fel = 2500 psi)
8" wide with (1) #4 continuous at top of wall and #4 at 18"
O.C. full height.
Provide #4 at 18" O.C. vertical developed by hook into footing, U.N.O.
Continuous
footings: (fc' = 2500 psi)
Width
Thickness Ca 1
Reinforcing
12
12 1500
(2) #4 cont.
15
12 1875
(2) #4 cont.
18
12 2250
(3) #4 cont.
24
12 3000
(3) #4 cont.
30
12 3750
(4) #4 cont.
�
Spread Footings:(fc'=2500 psi)
Reinforcine Reinf. Reo'd
Can.
Connnector
Label
Size Thickness
Bar Size Ea Wav
Kips
Simpson
F1
1'-0" Sq. 12
4 2
1.5
PB
F1.5
1'-6" Sq. 12
4 2
3.375
PB
F2
2'-0" Sq. 12
4 3
6
PB
F2.5
2'-6" Sq. 12
4 4
9.375
PB
F3
3'-0" Sq. 12
4 4
13.5
CB
F3.5
3'-6" Sq. 12
4 5
18.375
CB
F4
4'-0" Sq. 12
4 6
24
CB
1
F4.5
4'-6" Sq. 12
4 6
30.375
CB
F5
5'-0" Sq. 12
4 7
37.5
CB
F
F5.5
5'-6" Sq. 12
4 8
45.375
CB
F6
6'-0" Sq. 18
4 12
54
CB
F6.5
6'-6" Sq. 18
4 13
63.375
CB
Note: Bottom of each footing shall be at least 12" below finished grade or as per local requirements.
P
(Note: all loads are in kips)
}
Footin ID
FTG1
DL FLL
RLL SL
Wind
EQ
Total FootingSize
GoVn E n
EQ 16-15 DL
0 F1
FTG2
Gov'n E n
EQ 16-15 DL
0 F1
FTG3
Gov'n E n
EQ 16-15 DL
0 F1
FTG4
Gov'n E n
EQ 16-15 DL
0 F1
FTG5
Gov'n E n
EQ 16-15 DL
0 F1
FTG6
Gov'n Ecin
EQ 16-15 DL
0 F1