HomeMy WebLinkAboutB15-26425
SEQUOIA
Pt�
�:CIVIL & STRUCTURAL
Structural Calculations
Client: Randy Wooldridge
t
Job#: 15-051 '
Project: Wooldridge Garage
Address: 14901 Meridian Road, Chico, CA 95973
Calculation Index
• Project Layout
• Gravity Analysis
• Lateral Analysis
• Beam Analysis
• Column Analysis
• Wall Stud Analysis
• Footing Analysis
Page #
1
2
3-13
14-16
17
18
19
i
PERMIT # '
BUTTE COUNri DEVELOPMENT SERVICES
REVIEWED FOR
CODE CO PLIANCE
DATE BY
!1, 2015
�� BUTTE
COUNTY
OCT 22 2015
DEVELOPMENT
SERVICES
FD' 4�--21� 4L
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.
467 East 2"d Ave, Chico, CA 95926 (530) 591-7258 chad@sequoiacivil.com
n ■ •
�- CIVIL & STRUCTURAL
WOOLDRIDGE GARAGE
PROJECT LAYOUT
1
I
Pg. 2
Gravity Load Development
20.0 psf
Project: Wooldridge Garage Date:
9/28/2015
Comments: Units:
lbs & feet (UNO)
Gravity Loads:
1.8 psf G
Slope= 5 to 12
1.7 psf
Roof Dead Load Ply
2.5 psf
Roofing
2.5 psf
Framing
5.0 psf
Gyp
0.0 psf
Insul
0.0 psf
Sprinklers
0.0 psf
Misc
4.4 psf
Total (sloped)
14.4 psf
Total (horiz)
15.0 psf
Roof Live Load Construction
20.0 psf
Roof Snow Load
0.0 psf
Wall Dead Load Siding
5.0 psf
(exterior) 3/8 Ply.
1.8 psf G
2x Framing
1.7 psf
Gyp.
2.2 psf
Insul.
1.0 psf
Misc.
2.3 psf
Total
14.0 psf
0
Design Maps Summary Report
User -Specified Input
Report Title Wooldridge Garage
Mon September 28, 2015 14:26:41 UTC
Building Code Reference Document ASCE 7-10 Standard
(which utilizes USGS hazard data available in 2008)
Site Coordinates 39.844910N, 121.92053°W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/II/III
LI12 T1apQU8&t� k
.,.�..,�
USGS-Provided Output
�F
jell t {
N
Pg. 3
Ss = 0.618 g SMs = 0.806 g SDS = 0.538 g
S1. = 0.277 g Sm, = 0.512 g Sol = 0.341 g
For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the "2009 NEHRP" building code reference document.
MCER Response Spectrum
0.90--
0.81--
0.72--
0.63-
.900.810.720.63
0.54--
0.45-
0. 3r.
.540.450.36
0.27--
0.12--
0.09
.270.190.09
0.00
0.00 0.20 0.40 0.60 0.80 1.01D 1.20 1.40 1.60 1.80 2.00
Period, T (sec)
Design Response Spectrum
0.54
0.49
0.42
0.36
Cn
0.30
A
W 0.24-
0.19--
0.12--
0.06
.240.190.1Z0.06
0.00
0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.90 2.00
Period, T (sec)
For PGAM, TL, CRs, and CR1 values, please view the detailed report.
Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of
the data contained therein. This tool is not a substitute for technical subject -matter knowledge.
�J
`•
W e v y�
- a
�F
jell t {
N
Pg. 3
Ss = 0.618 g SMs = 0.806 g SDS = 0.538 g
S1. = 0.277 g Sm, = 0.512 g Sol = 0.341 g
For information on how the SS and S1 values above have been calculated from probabilistic (risk -targeted) and
deterministic ground motions in the direction of maximum horizontal response, please return to the application and
select the "2009 NEHRP" building code reference document.
MCER Response Spectrum
0.90--
0.81--
0.72--
0.63-
.900.810.720.63
0.54--
0.45-
0. 3r.
.540.450.36
0.27--
0.12--
0.09
.270.190.09
0.00
0.00 0.20 0.40 0.60 0.80 1.01D 1.20 1.40 1.60 1.80 2.00
Period, T (sec)
Design Response Spectrum
0.54
0.49
0.42
0.36
Cn
0.30
A
W 0.24-
0.19--
0.12--
0.06
.240.190.1Z0.06
0.00
0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.90 2.00
Period, T (sec)
For PGAM, TL, CRs, and CR1 values, please view the detailed report.
Although this information is a product of the U.S. Geological Survey, we provide no warranty, expressed or implied, as to the accuracy of
the data contained therein. This tool is not a substitute for technical subject -matter knowledge.
Pg
Equivalent Lateral Force Procedure
ASCE 7-10 Seismic Loads
Project: Wooldridge Garage Date: 9/28/2015
Comments: Units: kips & feet (UNO)
Description
Symbol
Value
Units
Source
Zip Code
ftA2
95973
kis
Wall Line
Longitude
ULT kis
39.844908
Deg
Google Earth
Latitude
121.92053
Deg
Google Earth
Occupancy
2
2
Table 1-1
Site Class
0.66
D
A
Chapter 20
Seismic Deisgn Category
D
0.66
Table 11.6-1
Mapped 0.2 sec spectral response
Ss
0.618
%g
USGS website
Mapped I sec spectral response
S,
0.227
%g
USGS website
Response Modification
R
6.5
Interior Wall 9 0.00
Light Framed Shear Walls - Table 12.2-1.
Importance Factor
I
I
Table 11.5-1
Strutural Height
h„
10.5
ft
Peroid Parameter
Ct
0.02
English
Table 12.8-2
Peroid Parameter
x
0.75
English
Table 12.8-2
Long Period
T,
16
sec
Figure 22-16
Aprx. Fundamental Period
Ta
0.1167
sec
Section 12.8.2.1
Site Coefficient
Fa
1.3060
Table 11.4-1
Site Coefficient
Fv
1.8450
Table 11.4-2
MICE Spectral Response
Sms
0.8071
Eq. 11.4-1
MICE Spectral Response
Sml
0.4188
Eq. 11.4-2
Design Spectral Response (0.2 Sec)
SDS
0.538
%g
Eq. 11.4-3
Design Spectral Response (1.0 Sec)
So,
0.279
%g
Eq. 11.4-4
Coefficient for Upper Limit
Cu
1.400
Table 12.8-1
Deflection Amplification Factor
Cd
4
Table 12.2-1
Overstrength Factor
Wo
3
Table 12.2-1
Max Seismic Response Coeff
Cs max
0.368
Eq. 12.8-3
MinSeismic Response Coeff
Cs min
0.024
Eq. 12.8-5
Seismic Response Coefficient
Cs
0.083
Section 12.8.1.1
Vertical Dist Exp
k
1
I
ISection 12.8.3
Vertical Distribution of Seismic Forces
LEVEL STORY HT hi wi wifhiAk Cvx VEQ E VEQ Diaphragm Diaph Max Diaph Min
Roof 8 8 22.71 182 1.00 1.88 1.88 2.44 4.89 2.44
0 0 0.00 0 0.00 0.00 1.88 0.00 0.00 0.00
0 0 0.00 0 0.00 0.00 1.88 0 0.00 0.00
0 0 0 0 .0.00 0.00 1.88 0 0.00 1 0.00
Suml 22.71 1 182 1
Roof Level Story Shear (kips) 1.9
Area
Weight
Mass
Trib Area (ftA2)
Line Shear
Line Shear
ftA2
psf
kis
Wall Line
Roof Floor Deck
ULT kis
W/S (kips)
Roof 1064 15 15.99
1
532
0.94
0.66
Roof Snow 0 0.00
2
532
0.94
0.66
Floor 12 0.00
A
532
0.94
0.66
Deck 15 0.00
B
532
0.94
0.66
Exterior Wall 480 14 6.72
Interior Wall 9 0.00
Sum (kips) 22.77
"ASCE710W.xEs rAram
Version 1.0
WIND LOADING ANALYSIS - Main Wind -Force Resisting System
Per ASCE 7-10 Code for Enclosed or Partially Enclosed Buildings
UsingMethod 2: Analytical Procedure Section 27 & 28 for Low -Rise Buildings
Job Name: I Wooldridge Garage I Subject:
Job Number: 15-051 1 Originator: Checker:
Wind Speed, V =
110
mph (Wind Map, Figure 26.5 -1A -C)
Bldg. Classification =
II
(Table 1.5-1 Risk Category) Wind
Exposure Category =
C
(Sect. 26.7)
Ridge Height, hr =
13.00
ft. (hr >= he)
Eave Height, he =__8.00
ft. (he <= hr)
Building Width =
24.00
ft. (Normal to Building Ridge)
Building Length =
36.00
ft. (Parallel to Building Ridge)
Roof Type =
Gable
(Gable or Monoslope)
Topo. Factor, Kzt =1.00
(Sect. 26.8 & Figure 26.8-1)
Direct. Factor, Kd = _
0.85
(Table 26.6)
Enclosed? (Y/N)
Y
(Sect. 26.2 & Table 26.11-1)
Hurricane Region?
N
lResulting Parameters and Coefficients:
Roof Angle, 9 =F-2-26-2 deg.
Mean Roof Ht., h = 10.50 ft. (h = (hr+he)/2, for angle >10 deg.
rIan
(Check Criteria for a Low -Rise Building:
1. Is h <= 60' ? Yes, O.K. 2. Is h <= Lesser of L or B?
External Pressure Coeff's., GCpf (Fig. 28.4-1):
(For values, see following wind load tabulations.)
Positive & Negative Internal Pressure Coefficients, GCpf (Table 26.11-1):
+GCpf Coef. = 0.18(positive internal pressure)
-GCpf Coef. _ -0.18_ (negative internal pressure)
If h < 15 then: Kh = 2.01 *(15/zg)^(2/a) (Table 28.3-1)
If h >= 15 then: Kh = 2.01 * z/z ^(2/a) (Table 28.3-1)
a = 9.50 (Table 26.9-1)
zg = 900 (Table 26.9-1)
Kh = 0.85 (Kh = Kz evaluated at z = h)
Eievation
Yes, 0. K.
Velocity Pressure: qz = 0.00256*Kz*Kzt*Kd *VA 2 (Sect. 28.3.2, Eq. 28.3-1) `
qh = 22.35 psf qh = 0.00256*Kh*Kzt*Kd *VA 2 (qz evaluated at z = h)
Design Net External Wind Pressures (Sect. 28.4.1):
p = qh*[(GCpf) - (+/-GCpf)) (psf, Eq. 28.4-1)
Wall and Roof End Zone Widths 'a' and '2*a' (Fig. 28.4-1):
a = 3.00 ft.
2*a = 6.00 ft.
I
Th,
1 of 3 9/28/2015 8:44 AM
"ASCE710W.x15")rAram
Version 1.0
MWFRS Wind Load for Load Case A
MWFRS
Wind
Load for Load Case B
Surface
GCpf p =Net Pressures sf
Surface
*GCpf
p = Net Pressures sf
w/ +GC i w/ -GCpi)
w/ +GC i w/ -GCpi)
Zone 1
0.54 8.00 16.04
Zone 1
0.40
4.92 12.96
Zone 2
-0.45 -14.18 -6.13
Zone 2
-0.69
-19.45 -11.40
Zone 3
-0.47 -14.46 -6.41
Zone 3
-0.37
-12.29 -4.25
Zone 4
-0.41 -13.28 -5.24
Zone 4
-0.29
-10.50 -2.46
Zone 5
--- --- ---
Zone 5
-0.45
-14.08 -6.03
Zone 6
--- --- ---
Zone 6
-0.45
-14.08 -6.03
Zone 1 E
0.77 13.21 21.26
Zone 1 E
0.61
9.61 17.66
Zone 2E
-0.72 -20.09 -12.05
Zone 2E
-1.07
-27.94 -19.89
Zone 3E
-0.65 -18.51 -10.46
Zone 3E
-0.53
-15.87 -7.82
Zone 4E
-0.60 1 -17.39 -9.34
Zone 4E
-0.43
-13.63 -5.59
Zone 5E
--- - --
Zone 5E
0.61
9.61 17.66
Zone 6E
--- -- ---
Zone 6E
-0.43
-13.63 -5.59
*Note: Use roof angle 9 = 0 degrees for Longitudinal Direction.
For Case A when GCpf is neg. in Zones 2/2E:
For Case B when GCpf is ne . in Zones 2/2E:
Zones 2/2E dist. =1 12.00 ft.
Zones 2/2E dist. = 18.00 ft.
Remainder of roof Zones 2/2E extending to ridge line shall use roof Zones 3/3E pressure coefficients.
MWFRS Wind Load
for Load Case A Torsional Case
MWFRS Wind Load for Case,B, Torsional Case
Surface
GCpf p = Net Pressure sf)
Surface
GCpf
p = Net Pressure sf
w/ +GC i w/ -GCpi)
w/ +GC i w/ -GCpi)
Zone 1T
- 2.00 4.01
Zone 1T
---
1.23 3.24
Zone 2T
--- -3.54 -1.53
Zone 2T
---
-4.86- -2.85
Zone 3T
--- -3.61 -1.60
Zone 3T
-
-3.07 -1.06
Zone 4T
--- -3.32 -1.31
Zone 4T
---
-2.63 -0.61
Zone 5T
--- --- ---
Zone 5T
---
-3.52 -1.51
Zone 6T
- - ---
Zone 6T
---
-3.52 -1.51
Notes: 1. For Load Case A (Transverse), Load Case B (Longitudinal), and Torsional Cases:
Zone 1 is windward wall for interior zone.
Zone 1 E is windward wall for end zone.
Zone 2 is windward roof for interior zone.
Zone 2E is windward roof for end zone.
Zone 3 is leeward roof for interior zone.
Zone 3E is leeward roof for end zone.
Zone 4 is leeward wall for interior zone.
Zone 4E is leeward wall for end zone.
Zones 5 and 6 are sidewalls.
Zone 5E & 6E is sidewalls for end zone.
Zone 1 T is windward wall for torsional case
Zone 2T is windward roof for torsional case.
Zone 3T is leeward roof for torsional case
Zone 4T is leeward wall for torsional case.
Zones 5T and 6T are sidewalls for torsional case.
2. (+) and (-) signs signify wind pressures acting toward & away from respective surfaces.
3. Building must be designed for all wind directions using the 8 load cases shown below. The
load cases are applied to each building corner in
turn as the reference corner.
4. Wind loads for torsional cases are 25% of respective transverse or longitudinal zone load values.
Torsional loading shall apply to all 8 basic load cases applied at each reference corner.
Exception: One-story buildings with "h" <= 30', buildings <= 2 stories framed with light frame
construction, and buildings <=2 stories designed with flexible diaphragms need not be
designed for torsional load cases.
5. Per Code Section 28.4.4, the minimum wind load for MWFRS shall not be less than 16 psf.
2 of 3 9/28/2015 8:44 AM
Pg. 7
ASCE 7-10 Wind Loads - Low Rise Walls and Roofs (Section 28)
Project:
Wooldridge Garage
Date:
9/28/2015
Comments:
Units:
lbs & feet (UNO)
Wall Line ID
A -B
Roof
Direction
Longitude
Trib Area
p = Net Design Press. (sf)
p = Net DesiPress. (lbs)
(w/ +GC i)
(w/ -GC i)
fn
(w/ +GC i)
(w/ -GC i)
to Ride
(f -2)
Zone 1
44
4.06
10.70
178.56
470.75
Zone 2
55
-16.05
-9.41
-339.48
-199.01
Zone 3
55
-10.15
-3.50
214.62
74.14
Zone 4
44
-8.67
-2.03
381.47
89.28
Zone 5
-11.62
-4.98
Zone 6
-11.62
-4.98
Zone IE
24
7.93
14.57
190.37
349.74
Zone 2E
40
-23.06
-16.42
-354.74
252.57
Zone 3E
40
-13.10
-6.46
201.49
99.33
Zone 4E
24
-11.25
-4.61
270.05
110.68
Zone 5E
7.93
14.57
`
Zone 6E
-11.25
-4.61
Total (lbs) ULT
540.85
1148.15
Total (lbs) WIS
324.51
688.89
Wall Line ID
1-2
Roof
Direction
Transverse
Trib Area
Des'
p = Net Dn Press. (sf)
= Net Desi
Press. (lbs)
(w/ +GC i
(w/ -GC i)
(w/ +GC i)
(w/ -GC i)
to Ride
(ftA2)
Zone 1
46.5
6.60
13.24
306.95
615.75
Zone 2
-11.70
-5.06
i
Zone 3
-11.93
-5.29
Zone 4
46.5
-10.96
-4.32
509.75
200.95
Zone 5
---
---
Zone 6
---
---
Zone IE
31.5
10.91
17.55
343.51
552.69
Zone 2E
-16.58
-9.94
Zone 3E
-15.28
-8.63
Zone 4E
31.5
-14.35
-7.71
452.11
242.93
Zone 5E
---
---
Zone 6E
---
---
Total (lbs) ULT
1612.32
1612.32
Total ([bs) WIS
967.39
967.39
i
Pg. 8
Shear Force Summary
Project: Wooldridge Garage
Date: 9/28/201.5
Comments:
Units: kips & feet (UNO)
Wall Lined
Seismic Shear
Wind Shear
Controls
Roof Level
1
658
967
Wind
2
658
967
Wind
A
658
689
Wind
B
658
689
Wind
t
Pg. 9
2012 NDS Bolt Yield Limit Analysis For Single Shear Wood -to -Concrete Connections
Project: Wooldridge Garage
Date:
9/28/2015
Comments:
Units:
lbs & inches(UNO)
Connection ID:
Typical 1/2" dia A.B. in 2x Late
Loadings
Dead = 0 lbs.
Bolt Diameter =
0.500 inches
Floor = 0 lbs.
Fyb =
45 ksi (for A307 bolt)
Snow = 0 lbs.
is =
1.50 inches (sill member)
Const. = 0 lbs.
width, s =
3.50 inches (sill member)
Seismic = 1,404 lbs.
Qts =
0 degrees
Wind = 1,638 lbs.
Es =
1,600 ksi (sill member)
Eq and W load are in ULT
Fes (parallel) =
5,600 psi (parallel)
Fes (perpendicular)
=
3,158 psi (sill member)
SGs =
0.50 DF -L Side Member
Specific Gravity,
EWP,
DF -L, HF, SP or SPF
Feso =
5,600 psi (sill member)
Re =
1.0000
Rt =
2.0000
,
KO =
1.0000
kl =
0.6794
k2 =
1.1087
k3 =
1.4054
CM =
1.00 Wet Service Factor
C, =
1.00 Temperature Factor
Cd=
1.00 Geometry Factor
N.D.S.
11.3.1 Eq.'s
Cg=
1.00 Group Action Factor
Eq 11.3-1
Z =
2,100 lb. Mode I.
Rea =
0.25 Member Stiffness Ratio
Eq 11.3-2
Z =
1,050 lb. Mode I,
m =
0.9073051
Eq 11.3-3
Z=
793 lb. Mode II
u =
1.0047351
Eq 11.3-4
Z =
970 lb. Mode III,
n=
1 number of fasteners in a row
Eq 11.3-5
Z =
615 Ib. Mode III,
S =
1 inches, Bolt Spacing (In a row)
Eq 11.3-6
Z=
716 lb. Mode IV
n., =
1 total number of rows
n,o,al =
1 total number of fasteners
Z'.=
Z(CD*CM*C,*Cg*CD)
2012 IBC & ASCE 7-10 Load Combinations:
Design Loads
Conn Capacity
DL
RLL FLL Snow
Wind
EQ
(lbs)
Cd Z' (lbs)
EQ 16-8
1
0
0.9
553 OK!!!
EQ 16-9
1
1
0
1.25
769 OK!!!
EQ 16-10
1
1
0
1
615 OK!!!
EQ 16-10
1
1
0
1.25
769 OK!!!
EQ 16-11
1
0.75
0.75
0
1.25
769 OK!!!
EQ 16-11
1
0.75
0.75
0
1.15
707 OK!!!
EQ 16-12
I
0.6
983
1.6
984 OK!!!
EQ 16-12
1
-0.6
-983
1.6
984 OK!!!
EQ 16-12
1
0.7
982.745824
1.6
984 OK!!!
EQ 16-12
1
-0.7
-982.745824
1.6
984 OK!!!
EQ 16-13
1
0.75
0.75
0.45
737.25
1.6
984 OK!!!
EQ 16-13
1
0.75
0.75
-0.45
-737.25
1.6
984 OK!!!
EQ 16-13
1
0.75
0.75
0.45
737.25
1.6
984 OK!!!
EQ 16-13
1
0.75
0.75
-0.45
-737.25
1.6
984 OK!!!
EQ 16-14
1
0.75
0.75
0.525
737.059368
1.6
984 OK!!!
EQ 16-14
1
0.75
0.75
0.525
737.059368
1.6
984 OK!!!
EQ 16-15
0.6
0.6
983
1.6
984 OK!!!
EQ 16-15
0.6
-0.6
-983
1.6
984 OK!!!
EQ 16-16
0.6
0.7
982.745824
1.6
984 OK!!!
EQ 16-16
1 0.6
1
1
1
1
1 -0.7
1 -982.745824
1 1.6
1 984 OK111
t
Pg. 10
Shear Wall Design i
CBC 2013 and ANSI/AF&PA SDPWS-2008 Edition
Project: Wooldridge Garage Date: 10/22/2015
Comments: Units: lbs & inches (UNO)
Panel Thickness
318
Spec Grav Of Framing
0.5
Panel Orientation
Short Dimension Across Studs
Spec Grav Of Plywood
C -D, C -C, APA Rated Shear Ply
Nail Type
8d
Fnd Sill Plate Grade
DF -L
Anchor Bold Diam.
112
Shear Wall Design
AB in 2X Sill
983 lbs/bolt (see design)
Stud Spacing
zo
inches o.c.
AB in 3X Sill
1146 lbs/bolt (see design)
Blocked Diaphragm
Yes
Allowable Loads
Blocked/Un-blocked Adj
1 Table 4.3.3.2
Floor Split Anchorage
(ft)
Spacing (in) note
Seismic
Wind
Adjusted
Nail Nail Length
Diam
Embed
Cd
CD NDSValue
Value
lod 3
0.148
1.50
0.84
1.33 118
133
12d 3.25
0.148
1.75
0.99
1.33 118
155
16d 3.5
0.162
2.00
1.00
1.33 141
188
20d 4
0.192
2.50
1.00
1.33 170
226
30d 4.5
0.207
3.00
1.00
1.33 186
247
1/4,, Screw
0.25
2.00
1.00
1.33 220
293
3/8,, Screw
0.375
3.00
1.00
1.33 400
532
A35
695
A34
515
Shear Wall Design
Edge Nail
Allowable Loads
Sole Plate Fastening
Rim Joist Fastening
AB Spacing
(ft)
Spacing (in) note
Seismic
Wind
Fastener
Spacing (in)
Fastener
Spacing (in)
2X Sill
3X Sill
6•
164
164
12d
11
A35
51
6.00
6.00
6
220
220
12d
8
A35
38
4.47
5.21
4•
350
350
-I'm
3
A45
-24
-z'"
3-2-7
4
1
320
447.5
12d
6
A35
26
3.07
3.58
3
1
410
575
12d
5
A35
20
1.20
2.80
2
1
530
742.5
16d
4
A35
16
0.93
2.16
44
1
640
895
16d
4
A35
13
NG
1.79
33
1
820
1150
16d
3
A35
10
NG
1.40
22
1
1060
1485
16d
z
A35
8
NG
1.08
1. Use 3X framing at adjacent
panel edges and stagger nailing
Shear Transfer Design
CBC 2013
Project:
Comments:
Wooldridge Garage
Date:
Units:
9/28/2015
lbs &inches (LINO)
Simpson A35
Simpson LPT4
Simpson H1
16d Sinkers
695
670
585
188.8
lbs
lbs
lbs
lbs
Seismic Overstrength Factor M =
2.5
Wall
Line
ID
Seismic Wall
Load
(kips)
Wind Wall
Load
(kips)
Line
Length (ft)
Diaphram
Shear
(plf)
Connection
Length (ft)
Connection Spacing
Force 16d Nails
(plf) (in)
Spacing
Hl
(ft)
Spacing
A35
(ft)
Spacing
LPT4
(ft)
Controaling
Load
Case
Roof Level
1
0.66
0.97
34.00
28.45
34.00
28.45
79.63
20.56
24.43
23.55
Wind
2
0.66
1 0.97 1
34.00
28.45
34.00
28.45
79.63
20.56
24.43
23.55
Wind
A
0.66
0.69
24.00
28.70
24.00
28.70
78.93
20.38
24.21
23.34
Wind
B
0.66
0.69
24.00
28.70
24.00
28.70
78.93
20.38
24.21
23.34
Wind
Segmented Shear Wall Design
ANSLAF&PA SDPWS-2008 Edition
Project: Wooldridge Garage Date: 9/28/2015
Comments: Units: lbs & ft (I1N0)
Walla'
l
Wall
Fnd
Wall
aspect
Point Load
Uplift from
OTM
Net
Required
Holdown
Req'd Stem
Line Load
Wall
Wall
Height
Length
System
A.B.
Stress
ratio
Res extra
end of wall
above
OTM
Res
Uplift
Anchor
or
Width
Wall Type
(kips)
Number
Location
(ft)
(ft)
T
Location
(If)
penalty(If)
(lbs)
(k)
(kip -ft)
(kip -ft)
(kips)-
Bolt
Strap
(in)
Wall Line m: 2 - Roof
HD Conn. Type (1=FND, 2=FT77): I
Seismic
1
Ext
8
36.0
Stem
Comer
18,
1.0
5.3
38.1
-0.91
no uplift
no hd retj d
6
0.66
Wind
I
Ext
8
36.0
Stem
Comer
27
7.7
43.5
-0.99
no uplift
no hd tetjd
6
fiw
0.97
Wall Line ID: A - Roof
HD Conn. Type (I=FND, 2=FTF): I
Seismic
I
Ext
8
24.00
Stem
Corner
27
1.0
5.3
16.9
-0.49
no uplift
no hd teq'd
6
(it
0.66
Wind
I
Ext
8
24.00
Stem
Corner
29
5.5
19.4
-0.58
no uplift
no hd r q'd
6
6'
0.69
Wall Line ID: B - Roof
HD Conn. Type (I=FND, 2=FTF): I
Seismic
I
Ext
8
24.00
Stem
Comer
27
1.0
5.3
16.9
-0.49
no uplift
no hd req'd
6
(ir
0.66
Wind
I
Ext
8
24.00
Stem
Corner
29
5.5
19.4
-0.58
no uplift
nig hd req'd
6
6-
0.69
Perforated Shear Wall Design
ANSI/AF&PA SDPWS-loos Edition
Project:
Wooldridge
Gumge
Date:
9/28/2015
Comments:
Units:
lbs & ft (UNO)
Wall Line
I
HD Conn. Type 1=FND, 2=FTF):
I
Total
Wall Line
Wall
Wall
Pod
Wall Length
Wall
Opening
% Full
Sheathing Capacity
aspect
Uplift from
Wall
Net
Required
Holdown
Req'd Stem
Load
Load
Wall
Height
Length
System
A.A.
£Li
Stress
Area, Ao
Height
Area Adjust.
ratio
above
Uplift
Uplift
Anchor
or
Width Wall Type
Source
(lbs)
Location
(ft)
(ft)
Typ
Location
(ft)
(It)
(ftA2)
Sheathing
Ratio, r Factor, Co
penalty
(k)
(kips)
(kips)
Bolt
Strap
(in)
Seismic
658
Ext
8
34.00
Slab
Corner
21.00
31
91
0.62
0.65 0.62
0.75
0.025
0.025
SSTB16
HDU2rDRL2X)
6 6'•
Wind
967
46
0.162
0.162
SSTB 16
HDIJ2(DBf. 2),
6 6°
Wall
Opening
infat
Wall
Wall Pier
info
Shear Wall Design
Modified Shear Wall
esign'
Opening
Location
Length
Height
Area
Pier
Length
Aspect
Len. Used
N Seismic Wind
ID
Seismic
Wind
Number
x; (ft)
L; (ft)
H; (ft)
(ft -2)
Number
(ft)
Ratio
(ft)
Check
6- 164 164
6 260 260
6•
6
76
120
101
160
1
4.00
10
7
70.00
1
4.00
2.00
4.00
OX
2
17.00
3
7
21.00
2
3.00
2.67
3.00
OX
4• 350 350
4•
162
216
3
3
14.00
0.57
14.00
OX
4 380 533
4
176
328
4
4
3 490 685
3
227
422
5
5
2 640 895
2
296
552
644
760 1065
W
352
657
33 9801 1370
33
453 1
845
22 1280 1790
22
592
1104
COMPANY PROJECT
Sequoia Engineering Wooldridge Garage
® Chico, CA 15-051
G:WoodWorks Sep. 28, 201508:54 Beaml.wwb
SOFTWAREFOR WOOD OFsIcN
Design Check Calculation Sheet
Woodworks Sizer 10.1
ILoads:
Load
Type
Distribution
Pat-
Location [ft1
Magnitude
Unit
1970
1970
Total-
Bearing:
tern
Start End
Start End
3.00
Roof DL
Dead
Full Area
1.29
Live Defl'n
15.00(14.00)'
psf
Roof LL
Roof live
Full Area
Total Defl'n
0.31 =
20.00(14.00)--
psf
Self -wet ht
Dead
Full UDL
7.6
if
Maximum Reactions (lbs) and Bearing Lengths (in) :
10' -6 -
Pg. 14
Unfactored:
Analysis
Value
Dead
1141
1191
Roof Live
Factored:
1970
1970
Total-
Bearing:
2611
2611
Length
3.00
3.00
Min re 'd
1.29
1.29
Beam B1 - Garage Door
Glulam-Unbal., West Species, 24F -V4 DF, 3-1/8"x10-1/2"
7laminations, 3-1/8" maximum width,
Supports: All - Lumber n -ply Column, D.Fir-L Stud
Total length: 10'-6.0";
Lateral support: top= at supports, bottom= at supports;
I Analysis vs. Allowable Stress (Dsi) and Deflection (inl usinn NDS 2n12
Criterion
Analysis
Value
Desi n
Value
Anal sis/Desi n
Shear
fv
94
Fv' -
265
fv/Fv' 0:35
Bending(+)
fb =
1328
Fb' -
2263
fb/Fb' = 0.59
Live Defl'n
0.12 -
<L/999
0.34 -
L/360
0.36
Total Defl'n
0.31 =
L/391
0.51 -
L/240
0.61
Additional Data:
FACTORS: F/E(psi)CD CM Ct CL CV
Cfu Cr Cfrt Notes Cn*Cvr
LCN
Fv' 265 1.00 1.00 1.00 - -
- - 1.00 1.00 1.00
2
Fb'+ 2400 1.00 1.00 1.00 0.943 1.000
1.00 1.00 1.00 1.00 -
2
Fcp' 650 - 1.00 1.00 - -
- - 1.00 - -
-
E' 1.8 million 1.00 1.00 - -
- - 1.00 - -
2
Eminy' 0.85 million 1.00 1.00 - -
- - 1.00 - -
2
CRITICAL LOAD COMBINATIONS:
Shear : LC 02 - D+Lr, V - 2514, V design
= 2052 lbs
Bending(+): LC #2 - D+Lr, M - 6353 lbs -ft
Deflection: LC W2 = D+Lr (live)
LC R2 - D+Lr (total)
D=dead L=live S=snow W=wind I -impact Lr -roof live
Lc=concentrated E=earthquake
All LC's are listed in the Analysis output
Load combinations: ASCE 7-10 / IBC 2012
CALCULATIONS:
Deflection: EI - 543e06 lb-in2
"Live" deflection - Deflectionfrom all non -dead
loads (live, wind, snow...)
Total Deflection 2.00(Dead Load Deflection) +
Live Load Deflection.
Design Notes:
1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Glulam design values are for materials conforming to ANSI 117-2010 and manufactured in accordance with ANSI At 90.1-2007
4. GLULAM: bxd = actual breadth x actual depth.
5. Glulam Beams shall be laterally supported according to the provisions of NDS Clause 3.3.3.
6. GLULAM: bearing length based on smaller of Fcp(tension), Fcp(comp'n).
COMPANY PROJECT
Sequoia Engineering Wooldridge Garage
®. Chico, CA 15-051
G'Wood Works Sep. 28, 2015 08:53 Beam2.wwb
SOFMAR£FOR WOOD DESIGN
Design Check Calculation Sheet
WoodWorks Sizer 10.1
I Loads:
Load Type
Distribution
Pat-
Location [ftl Magnitude
Unit
i
Anal ss/Desi
Roof Live
tern
Start End Start End
Factored:
Roof DL Dead
Full Area
Total
Bearing:
15.00(14.00)"
psf
Roof LL Roof live
Full Area
fb/Fb' = 0.19
20.00(14.001•
psf
Self -Wei ht Dead
Full UDL
L/360
6.0
plf
Maximum Reactions (lbs) and Bearing Lengths (in) :
T -6 -
Pg. 15
Unfactored:
Anal sis
Value
Dead
377
i
Anal ss/Desi
Roof Live
490
377
Factored:
180
490
Total
Bearing:
867
867
Length
3.00
fb/Fb' = 0.19
Min re 'd
0.50'
3.00
0.10 =
L/360
0.50•
Beam B2 - Man Door
Lumber -soft, D.Fir-L, No.2, 4x8 (3-1/2"x7-1/4")
Supports: All - Lumber n -ply Column, D.Fir-L Stud
Total length: T-6.0";
Lateral support: top= at supports, bottom= at supports;
Analysis vs. Allowable Stress (Dsil and Deflection (in) imine Nos gn»
Crit orion
Anal sis
Value
Design
Value
i
Anal ss/Desi
Shear
fv -
26
Fv' -
180
.n
fv/Fv' = 015
Bending(+)
fb -
225
Fb' =
1165
fb/Fb' = 0.19
Live Defl'n
0.00 m
<L/999
0.10 =
L/360
0.03
Total Defl'n
0.01 =
<L/999
0.15 =
L/240
0.05
Additional Data:
FACTORS: F/E(psi)CD CM Ct CL Cr Cfu Cr Cfrt Ci Cn LCA
Fv' 180 1.00 1.00 1.00 - - - - 1.00 1.00 1.00 2
Fb'+ 900 1.00 1.00 1.00 0.996 1.300 1.00 1.00 1.00 1.00 - 2
Fcp' 625 - 1.00 1.00 - - - - 1.00 1.00 - -
E'1.6 million 1.00 1.00 - - - - 1.00 1.00 - 2
Emin' 0.58 million 1.00 1.00 - - - - 1.00 1.00 - 2
CRITICAL LOAD COMBINATIONS:
Shear: LC A2 = D+Lr, V - 754, V design 444 lbs
Bending(+): LC A2 = D+Lr, M - 574 lbs -ft
Deflection: LC A2 = D+Lr (live)
LC A2 = D+Lr (total)
Ddead L=live S=snow W=wind I -impact Lr -roof live Lc -concentrated E=earthquake
A71 LC 's are listed in the Analysis output
Load combinations: ASCE 7-10 / IBC 2012
CALCULATIONS:
Deflection: EI - 178e06 lb -int
"Live" deflection Deflectionfrom all non -dead loads (live, wind, snow...)
Total Deflection = 2.00(Dead Load Deflection) + Live Load Deflection.
Design Notes:
1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement.
2. Please verity that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
COMPANY PROJECT
Sequoia Engineering Wooldridge Garage
Chico, CA 15-051
WoodWorks'
Oct. 21, 2015 11:04 Beam3.wwb
1
Design Check Calculation Sheet
WoodWorks Sizer 10.1
Loads:
Load
Type
Distribution
Pat- Location [ftl
Magnitude Unit
219
Roof Live
Factored:-
250
tern Start End
Start End
Roof DL
Dead
Full Area
3.00
15.00 (24.0)* p s f
Roof LL
Roof live
Full Area
'Minim m
20.00 (24.0)* psf
Self -wet ht
Dead
Full UDL
0.45
2.6 if
Tributary wibcn tin)
Maximum Reactions (lbs) and Bearing Lengths (in) :
13'-9.5"
Pg. 16
17'-n 5"
Unfactored:
Analysis
Value
Dead
219
219
Roof Live
Factored:-
250
250
Total
Bearing:
469
969
Length
3.00
300
Min req'd
0.50•
0. ..0+
'Minim m
I n
in : 1/2" for n
Beam B3 Rafter
Lumber -soft, D.Fir-L, No.2, 2x8 (1-1/2"x7-1/4")
Supports: All - Non -wood
Roof joist spaced at 24.0" cJc; Total length: 13'-9.5"; Pitch: 5/12;
Lateral support: top= full, bottom= at supports; Repetitive factor: applied where permitted (refer to online help);
Analysis vs. Allowable Stress (psi) and Deflection (in) uslnll Nos 2012:
Criterion
Analysis
Value
Design
Value
Anal sis/Desi n
Shear
fv -
52
Fv' =
180
fv/Fv' = 0.29
Bending(+)
fb =
1246
Fb' =
1242
fb/Fb' - 1.00
Live Defl'n
0.29 -
L/537
0.65 -
L/240
0.45
Total Defl'n
0.81 -
L/194
0.87 =
L/180
0.93
Additional Data:
FACTORS: F/E(psi)CD CM Ct CL Cr
Cfu Cr Cfrt
Ci Cn
LCR
Fv' 180 1.00 1.00 1.00 - -
- - 1.00
1.00 1.00
2
Fb'r 900 1.00 1.00 1.00 1.000 1.200
1.00 1.15 1.00
1.00 -
2
Fcp' 625 - 1.00 1.00 - -
- - 1.00
1.00 -
-
E' 1.6 million 1.00 1.00 - -
- - 1.00
1.00 -
2
Emin' 0.58 million 1.00 1.00 - -
- - 1.00
1.00 -
2
CRITICAL LOAD COMBINATIONS:
Shear : LC R2 = D+Lr, V = 418, V design
- 378 lbs
Bend ing(+): LC R2 = D+Lr, M 1365 lbs -ft
Deflection: LC R2 = D.Lr (live)
LC R2 = D+Lr (total)
D=dead L=live S=snow W -wind I=impact Lr=roof live Lc -concentrated E=earthquake
All LC's are listed in the Analysis output
Load combinations: ASCE 7-10 / IBC 2012
CALCULATIONS:
Deflection:EI 76e06 lb -int
"Live" deflection - Deflection from all non -dead
loads (live, wind,
snow...)
Total Deflection - 2.00(Dead Load Deflection) +
Live Load Deflection.
Bearing: Allowable bearing at an angle F'theta
calculated for each
support
as per NDS 3.10.3
Design Notes:
1. Wood Works analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design Specification (NDS 2012), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1.
4. SLOPED BEAMS: level bearing is required for all sloped beams.
5. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance.
Pg. 17
Timber Column Design
Per NDS 2013 Chapter
3.6 & 3.7
Project:
Wooldridge
Garage
Date:
9/28/2015
Comments:
Units:
kips & feet (UNO)
4x Members
DF -L
Fc
E
d
KcE
c
1350
1600000
3.5
0.3
0.8
Stability Reduction
Column Capacity
Obs)
le (ft)
CP
Fc' (psi)
4X4
4X6
4X8
4X10
4X12
5
0.75
1016
12444
19554
26665
33776
40886
6
0.63
848
10387
16322
22257
28193
34128
7
0.51
689
8445
13271
18097
22923
27749
8
0.41
559
6848
10761
14674
18587
22500
9
0.34
457
5602
8802
12003
15204
18405
10
0.28
379
4640
7292
9943
12595
15246
11
0.24
318
3894
6119
8344
10570
12795
12
0.20
270
3308
5199
7089
8979
10870
13
0.17
232
2842
4466
6090
7714
9338
14
0.15
201
2466
3875
5284
6693
8102
15
0.13
176
2158
3392
4625
5858
7092
Multi 2x Members DF -L
Fc
E
d
KcE
c
1350
1600000
3
0.3
0.8
Stability Reduction
Column Capacity
Obs)
le (ft)
Cp
Fc' (psi)
(2) 2x4
(3) 2x4
(2) 2x6
(3) 2x6
(4) 2x6
5
0.65
876
10732
13798
14455
21683
28911
6
0.51
689
8445
10858
11376
17063
22751
7
0.40
540
6617
8508
8913
13369
17826
8
0.32
429
5253
6754
7076
10613
14151
9
0.26
346
4244
5457
5716
8575
11433
10
0.21
285
3488
4485
4699
7048
9398
11
0.18
238
2913
3745
3923
5885
7846
12
0.15
201
2466
3170
3321
4982
6642
13
0.13
172
2113
2716
2846
4268
5691
14
0.11
149
1829
2352
2464
3696
4928
15
0.10
131
1599
2056
2154
3231
4308
(Note: all loads are in kips)
Least Dim
Column
Load Durr.
Supports
Column ID
of Post
Height (ft)
Factor CD
Beam
Cl
Multi 2x4
7
T1.25
B1
DL
FLL
RLL
SL
Wind
EQ
Total
Col.SizeI-Capacity
1.15
1.5
2.65
(2) 2x4
1 8.27
Gov'n E n
EQ 16-16
DL+RLL
Least Dim
Column
Load Durr.
Supports
Column ID
of Post
Height (ft)
Factor CD
Beam
C2
Multi 2x6
8
0.9
DL
FLL
RLL
SL
Wind
EQ
Total
Col. Size
Capacity
1
1.00
(2) 2x6
6.37
Gov'n Egn
EQ 16-14
DL
Least Dim
Column
Load Durr.
Supports
Column ID
of Post
Height (ft)
Factor CD
Beam
C3
4x
11
0.9
FLL
RLL
SL
Wind
EQ
Total
Col. Size
[Capacity
rDL
2.8
2.80
4X4
3.50
ov'n Egn
EQ 16-14
DL
COMPANY PROJECT Pg. 18
® Sequoia Engineering Wooldridge Garage
WoodWorks Chico, CA 15-051
SOFTWARE FOR WOOD:MIGN Sep. 28, 2015 09:02 Wall Stud.wwc
Design Check Calculation Sheet
WoodWorks Sizer 10.1
Loads:
Load
Type
Distribution
Pat-
Location [ft]
Magnitude
Unit
fc =
Roof Live
Fc' =
tern
Start End
Start End
fc =
Roof DL
Dead
Axial UDL
fc/Fc* = 0.14
(Ecc. = 0.0011)
210
plf
Roof LL
Roof live
Axial UDL
2
(Ecc. = 0.00")
280
plf
Self -weight
Dead
Axial UDL
P = 663 lbs
7
plf
Lateral Reactions (lbs):
CA
CD
CD
A
8'
8'
Unfactored:
Analysis
Value
Design
Dead
Analysis/Design
Axial
fc =
Roof Live
Fc' =
460
fc/Fc' = 0.27
Factored:
fc =
126
Fc* =
892
fc/Fc* = 0.14
Support Bearing
L ->R
Wood Stud
Lumber Stud, D.Fir-L, Stud, 2x4 (1-1/2"x3-1/2")
Support: Lumber Stud Bottom plate, D.Fir-L Stud; Bearing length = stud thickness
Spaced at 16.0" c/c; Total length: 8';
Pinned base; Load face = width(b); Ke x Lb: 1.0 x 0.0 = 0.0 [ft]; Ke x Ld: 1.0 x 8.0 = 8.0 [ft]; Repetitive factor: applied where permitted
(refer to online help);
Analysis vs. Allowable Stress (psi) and Deflection (in) using NDS 2012:
Criterion
Analysis
Value
Design
Value
Analysis/Design
Axial
fc =
126
Fc' =
460
fc/Fc' = 0.27
Axial Bearing
fc =
126
Fc* =
892
fc/Fc* = 0.14
Support Bearing
fcp =
126
Fcp =
781
fcp/Fcp = 0.16
Additional Data:
FACTORS: F/E(psi)CD CM
Ct CL/CP CF Cfu
Cr Cfrt
Ci
LC#
Fc' 850 1.00 1.00
1.00 0.515 1.050 -
- 1.00
1.00
2
Fc* 850 1.00 1.00
1.00 - 1.050 -
- 1.00
1.00
2
Fcp sup 625 - 1.00
1.00 - - -
- 1.00
1.00
2
CRITICAL LOAD COMBINATIONS:
Axial LC #2 = D+Lr,
P = 663 lbs
Support LC #2 = D+Lr; R
= 663 lbs, Cap = 4101, Lb
= 1.50", Cb
= 1.25
D=dead L=live S=snow W=wind
I=impact Lr=roof live Lc=concentrated
E=earthquake
All LC's are listed in the Analysis
output
Load combinations: ASCE 7-10
/ IBC 2012
Design Notes:
1. WoodWorks analysis and design are in accordance with the ICC International Building Code (IBC 2012), the National Design
Specification (NDS 2012), and NDS Design Supplement.
2. Please verify that the default deflection limits are appropriate for your application.
3. FIRE RATING: Joists, wall studs, and multi -ply members are not rated for fire endurance.
Pg. 19
Foundation Deisgn
CBC 2010
Project:
Wooldridge Garage
Date:
9/28/2015
Comments:
Units:
kips & feet (UNO)
Soil Bearing:
1500 psf
Concrete Strength:
2500 psi
Temp and Shrickage Ratio
0.0018
Concrete stem
wall (Non -retaining): (fc' = 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 Cap (plf)
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)
Reinforcing Reinf. Read
—Cap.
Connnector
Label
Size Thickness
Bar Size Ea Wav
KIDS
Simpson
Fl
1'-0" Sq. 12
4 2
1.5
PB
171.5
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
T-6" Sq. 12
4 5
18.375
CB
F4
4'-0" Sq. 12
4 6
24
CB
F4.5
4'-6" Sq. 12
4 6
30.375
CB
F5
5'-0" Sq. 18
4 10
37.5
CB
F5.5
5'-6" Sq. 18
4 11
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.
(Note: all loads are in kips)
Footing 1D
DL FLL
RLL SL
Wind
EQ
Total
Footing Size
FTG1
1.15
1.5
2.65
F1.5
Gov'n E n
EQ 16-16 DL+RLL
Beam Bl - perimeter ftg ok by
inspection
FTG2
0
F1
Gov'n E n
EQ 16-16 DL
FTG3
0
F1
Gov'n E n
EQ 16-16 DL
FTG4
0
F1
Gov'n E n
EQ 16-16 DL
FTG5
0
F1
Gov'n E n
EQ 16-16 DL
FTG6
0
F1
Gov'n E n
EQ 16-16 DL
FTG7
0
F1
Gov'n E n
EQ 16-16 DL
FTG8
0
F1
Gov'n E n
EQ 16-16 DL
FTG8
0
F1
Gov'n E n
EQ 16-16 DL
FTG9
0
F1
Gov'n E n
EQ 16-16 DL
FTG10
0
F1
Gov'n E n
EQ 16-16 DL
Butte County Department of Development Services
TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR
7 County Center Drive
Oroville, CA 95965 �
(530) 538-7601 Telephone
(530) 538-2140 Facsimile
www.buftecounty.net/dds
www.buttegeneralplan.net
ADMINISTRATION * BUILDING * PLANNING
MINIMUM EROSION AND SEDIMENT CONTROLS FOR
PROJECTS DISTURBING LESS THAN ONE ACRE
The BMP's (Best Management Practices) listed below must be in place during the rainy season
(October 15 through April 15) and may be required at other times based on weather and site
conditions throughout the year. The BMP's listed are minimum requirements and additional BMP's
could be required based on site conditions.
• Stabilized entry: Provide minimum 3" to 6" fractured rock 50' long x 15' wide by 6" deep over
construction grade fabric.
• All soils tracked onto paved roadways must be cleaned up on a daily basis. When streets are wet or
during a rain event there shall be no tracking of soils onto the street.
• Wattles installed properly behind curb or sidewalks.
• Rock bags (minimum 2 per side) at all drain inlet locations within 150' of the project site.
• Internal filters placed inside each drain inlet.
• Trash bars across the back of all drain inlets.
• Stabilize all disturbed soils in the front yard areas within 15' of the back of curb or sidewalk. (Straw
or erosion blankets may be used for this application)
• Stabilize all slopes where erosion could occur and cause silt run off. (Straw, visqueen or erosion
blankets may be used for this application)
• All paint, fuel, construction products etc. shall be stored in a covered location away from sidewalks
and storm drain inlets.
• Portable chemical toilets if provided on the site must be kept off of streets and sidewalks and at least
50' from the nearest storm drain inlet.
• All trash must be collected and stored properly. Do not let items such as drywall mud boxes, paint
buckets, cleaning material containers etc. come in contact with any rainfall or storm water runoff.
• Provide a designated area for concrete washout. Hay bales lined with visqueen may be used for this
application. Rollaway bins may also be used. All concrete washout systems shall be placed off of
the paved streets.
• After installation of the above items is complete a maintenance program needs to be developed to
insure the continued effectiveness of your BMP's.
K:\BUILDING\201 RApproved forms\Res Green Bldg. forms\Erosion & Sediment Control Measures.doc
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Butte County Building Department '
Uf vFlOoMfySF vvCES
California Green Building Standards Code
Residential VOC Checklist
VOC COMPLIANCE CERTIFICATION
ADHESIVE (NONE O) MANUFACTURER CALGreen LIMIT' ACTUAL VOCs
SEALANT (NONE 0) MANUFACTURER CALGreen ACTUAL VOCs
ARCHITECTURAL COATINGS (NONE O) MANUFACTURER CALGreen ACTUAL VOCs
FORMALDEHYDE COMPLIANCE CERTIFICATION
All Carpet installed in the building interior meets the testing and product requirements of the following (check one)
O Carpet and Rug Institute's Green Label .
O California Department of Public Health Standard Practice for the testing of VOCs
O NSF/ANSI140 at the Gold Level
O Scientific Cerfiflcabons Systems Indoor Advantage r. Gold
O No carpet installed on this project
I certify that the information provided on this form is accurate and that the materials used on this project
comply with Section_ 4.5D4 (Residential) or 5.504 (Non -Residential), of the 2010 California Green Building
Standards Code. _
Print name Signature Date
See other side of page fa VOC limits
PRODUCT (NONE O) MANUFACTURER CURRENT LIMIT ACTUAL
Hardwood plywood veneer core 0.05
Hardwood plywood composite core 0.08
Parlicleboard . 0.09
Medium density fiberboard 0.11
Thin medium density fiberboard 0.21
All Carpet installed in the building interior meets the testing and product requirements of the following (check one)
O Carpet and Rug Institute's Green Label .
O California Department of Public Health Standard Practice for the testing of VOCs
O NSF/ANSI140 at the Gold Level
O Scientific Cerfiflcabons Systems Indoor Advantage r. Gold
O No carpet installed on this project
I certify that the information provided on this form is accurate and that the materials used on this project
comply with Section_ 4.5D4 (Residential) or 5.504 (Non -Residential), of the 2010 California Green Building
Standards Code. _
Print name Signature Date
See other side of page fa VOC limits