HomeMy WebLinkAboutB15-2875 040-570-019r � ,
SEQUOIA
E N G I N E E R I N G
CIVIL & STRUCTURAL
Structural Calculations
Client: Keith and Joy Book
Job#: 15-045
Project: Book Barn
Address: 153 Heavy Horse Lane, Durham, CA
APN: 040-570-019
Calculation Index
Page #
• Project Layout
1
• Gravity Analysis
2
• Lateral Analysis
2-13
• Door End Frame Analysis
14
• Steel Element Analysis
15-22
• Weld Analysis
23-24
• Wood Beam and Joist Analysis
25-29
• Concrete Pilaster Analysis
30
• Footing Analysis
31 -32
11
F.
BUTTE
COUNTY
JAN 15 2016
�Jan 14, 2016 DEVELOPMENT
SERVICES
PERMIT # 8 1
BUTTE COUNTY T SERVICES
`EVIDLNGOREVIEWED
MPIACE
VSDATE Y_p
�
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 2nd Ave, Chico, CA 95926 (530) 591-7258
Chad@sequoiacivil.com
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- CIVIL & STRUCTURAL
BOOK BARN
PROJECT LAYOUT
4
1
Gravity Load Development
Project: Book. Barn Date: 11/13/2015 =
Comments: Units: lbs & feet (UNO)
Gravity Loads:
M
Slope=
6 to 12
Roof Dead Load
Ply
2.5 psf
Roofing
2.0 psf
Framing
2.5 psf
Gyp
0.0 psf
Insul
0.0 psf
Sprinklers
0.0 psf
Misc
2.3 psf
Total (sloped)
9.3 psf
Total (horiz)
10.0 psf
Roof Live Load
Construction
20.0 psf
Wall Dead Load
Siding
5.0 psf
(exterior)
3/8 Ply.
1.8 psf
2x Framing
1.7 psf
Gyp.
2.2 psf
Insul.
1.0 psf
Misc.
2.3 psf
Total
14.0 psf
Wall Dead Load
2x Framing @ 16" o.c.
2.2 psf
(interior)
Gyp. 2 sides
4.4 psf
Misc
2.4 psf
Total
9.0 psf
Floor Dead Load
Framing @ 16" o.c.
1.5 psf
3/4" ply
2.25 psf
Gyp.
0 psf
Flooring
2.5 psf
Misc.
5.7 psf
Total
12.0 psf
Floor Live Load
AG Storage
60.0 psf
Pg. 2
Pg. 3
Design Maps Summary Report
User -Specified Input
Report Title Book Barn
Mon November 16, 2015 20:05:01 UTC
Building Code Reference Document ASCE 7-10 Standard
(which utilizes USGS hazard data available in 2008)
Site Coordinates 39.626440N, 121.71037°W
Site Soil Classification Site Class D - "Stiff Soil"
Risk Category I/II/III
USGS-Provided Output
Ss = 0.609 g S,.,s = 0.799 g SDs = 0.533 g
Sl = 0.267 g Sr„ = 0.498 g So, = 0.332 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 NEHRV building code reference document.
MCER Response Spectrum
0.99
0.80
0.72
0.64
0.56
0.48
y 0.40
0.32
0.2a
0.16
0.08
0.00
0.00 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60 1.80 2.00
Period, T (sec)
Design Response Spectrum
0.54
0.48
0.4a
0.36
0m
0.30-
0.24-
0.19--
0.12--
0.06--
0.00
.3D0.240.190.1z0.060.00
0.00 0.30 0.40 0.60 0.90 1.00 1.20 1.40 1.60 1.80 2.00
Period, T (sec)
For PGA,„ TI, CRs, and CRI 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. 4
Equivalent Lateral Force Procedure
ASCE 7-10 Seismic Loads
Project: Book Barn Date: 11/16/2015
Comments: Units: kips c& feet (LINO)
Description
Symbol
Value
Units
Source
Zip Code
ftA2
psf
kis
Wall Line
Longitude
ULT (kis
39.62644
Deg
Google Earth
Latitude
0
121.71037
Deg
Google Earth
Occupancy
2
2
0
Table I -I
Site Class
0.71
D
A
Chapter 20
Seismic Deisgn Category
0
D
0.71
Table 11.6-1
Mapped 0.2 sec spectral response
Ss
0.609
°log
USGS website
Mapped I sec spectral response
S,
0.267
%g
USGS website
Response Modification
R
6.5
-
Light Framed Shear Walls - Table 12.2-1
Importance Factor
I
1
Table 11.5-1 (Upper level governs for R value Lower level
Strutural Height
h„
11
ft
R = 7.0 or steel plate shear walls. Use R = 6.5)
Peroid Parameter
Ct
0.02
English
Table 12.8-2
Peroid Parameter
x
0.75
English
Table 12.8-2
Long Period
TL
16
sec
Figure 22-16
Aprx. Fundamental Period
Ta
0.1208
sec
Section 12.8.2.1
Site Coefficient
Fa
1.3130
Table 11.4-1
Site Coefficient
Fv
1.8660
Table 11.4-2
MCE Spectral Response
Sms
0.7996
Eq. 11.4-1
MCE Spectral Response
Sm I
0.4982
Eq. 11.4-2
Design Spectral Response (0.2 Sec)
SDS
0.533
%g
Eq. 11.4-3
Design Spectral Response (1.0 Sec)
So,
0.332
%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
0.423
Eq. 12.8-3
MinSeismic Response Coeff
Cs min
0.023
Eq. 12.8-5
Seismic Response Coefficient
Cs
0.082
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 wishiAk Cvx VEQ E VEQ Diaphragm Diaph Max Diaph Min
Roof 4 14 19.32 270 0.29 2.03 2.03 2.06 4.12 2.06
Floor 10 10 65.52 655 0.71 4.92 6.96 2.06 13.97 6.99
0 0 0.00 0 0.00 0.00 6.96 0 0.00 0.00
0 0 0 0 0.00 0.00 6.96 0 0.00 0.00
Suml 84.84 1 926 1
RoojLevel Story Shear (kips) 2.0
Area
Weight
Mass
Trib Area (ftA2)
Line Shear
Line Shear
ftA2
psf
kis
Wall Line
Roof Floor Hay Storage
ULT (kis
W/S (kips)
Roof 1936 10 19.32
1
968
0
0
1.02
0.71
Roof Snow 0 0.00
2
968
0
0
1.02
0.71
Floor 12 0.00
A
968
0
0
1.02
0.71
Hay Storage 18 0.00
B
968
0
0
1.02
0.71
Exterior Wall 14 0.00
Interior Wall 9 0.00
Sum (kips) 79.32
Pg. 5
Floor Story Shear (kips) 4.9
Area
Weight
Mass
Trib Area (ftA2)
Line Shear
. Line Shear
ftA2
lbs
kis
Wall Line
Roof Floor Hay Storage
ULT (kips)
W/S (kips)
Roof 10 0.00
1
0
800
800
2.46
1.72
Roof Snow 0 0.00
2
0
800
800
2.46
1.72
Floor 1600 12 19.12
A
0
800
800
2.46
1.72
Hay Storage 1600 18 28.80
B
0
800
800
2.46
1.72
Exterior Wall 14 0.00
Interior Wall 9 0.00
Sum (kips) 47.92
(2) Storage Containers 17.60
Pg. 6
"ASCE710W.xls" Program
Version 2.2
WIND LOADING ANALYSIS - Main Wind -Force Resisting System
Per ASCE 7-10 Code for Enclosed or Partially Enclosed Buildings
Using Method 2: Analytical Procedure Section 27 & 28 for Low -Rise Buildings
Job Name: 1 Book Barn I Subject: I r
Job Number: 15-045 Originator: Checker:
Input Data:
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 = 26.00 ft. (hr >= he)
Eave Height, he = 15.00 ft. (he <= hr)
Building Width = 40.00 ft. (Normal to Building Ridge)
Building Length = 40.00 ft. (Parallel to Building Ridge)
Roof Type = Monoslo a (Gable or Monoslope)
I
Topo. Factor, Kzt = 1.00 (Sect. 26.8 & Figure 26.8-1) F-10"
Direct. Factor, Kd = 0.85 (Table 26.6)
Enclosed? (Y/N) Y (Sect. 26.2 & Table 26.11-1)
Hurricane Region? N hr 0
h<=60'
lesultinq Parameters and Coefficients: The
Roof Angle, 0 = 26.57 deg. L
Mean Roof Ht., h = 20.50 ft. (h = (hr+he)/2, for angle >10 deg.) Elevation
Check Criteria for a Low -Rise Buildino:
1. Is h <= 60' ? F Yes, O.K. 2. Is h <= Lesser of L or B? Yes, O.K.
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):
+GCpi Coef. = 0.18 (positive internal pressure)
-GCpi 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 1 (Table 26.9-1)
zg = 900 (Table 26.9-1)
Kh = 0.91 (Kh = Kz evaluated at z = h)
Velocity Pressure: qz = 0.00256*Kz*Kzt*Kd *VA 2 (Sect. 28.3.2, Eq. 28.3-1)
qh = 23.87 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) - (+/-GCpi)] (psf, Eq. 28.4-1)
Wall and Roof End Zone Widths'a' and'2*a' (Fig. 28.4-1):
a = 4.00 ft.
2*a =1 8.00 ft.
1 of 3 1/14/2016 9:57 AM
Pg. 7
"ASCE710W.xls" Program
Version 2.2
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
0.55
8.82
17.42
Zone 1
-0.45
-15.04 -6.44
Zone 2
-0.10
-6.66
1.93
Zone 2
-0.69
-20.77 -12.17
Zone 3
-0.45
-14.97
-6.38
Zone 3
-0.37
-13.13 -4.54
Zone 4
-0.39
-13.62
-5.03
Zone 4
-0.45
-15.04 -6.44
Zone 5
---
---
---
Zone 5
0.40
5.25 13.84
Zone 6
---
---
---
Zone 6
-0.29
-11.22 -2.63
Zone 1 E
0.73
13.08
21.67
Zone 1 E
-0.48
-15.75 -7.16
Zone 2E
-0.19
-8.84
-0.25
Zone 2E
_
-1.07
-29.84 -21.24
Zone 3E
-0.58
-18.26
-9.67
Zone 3E
-0.53
-16.95 -8.35
Zone 4E
-0.53
-17.07
-8.47
Zone 4E
-0.48
-15.75 -7.16
Zone 5E
--
-
---
Zone 5E
0.61
10.26 18.86
Zone 6E
---
- -"
---
Zone 6E
-0.43
-14.56 -5.97
*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 -Z nes 2/2E:
Zones 2/2E dist. =F-20.00 ft.
Zones 2/2E dist. =1 20.00 Ift.
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
- -
2.21
4.35
Zone 1T
---
-3.76 -1.61 .
Zone 2T
---
-1.67
0.48
Zone 2T
---
-5.19 -3.04
Zone 3T
---
-3.74
-1.59
1 Zone 3T
---
-3.28 -1.13
Zone 4T
---
-3.41
-1.26
Zone 4T
---
-3.76 -1.61
Zone 5T
---
---
---
Zone 5T
---
1.31 3.46
Zone 6T
I ---
---
Zone 6T
---
-2.80 -0.66
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 e6d 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 1/14/2016 9:57 AM
M
ASCE 7-10 Wind Loads - Low Rise Walls and Roofs (Section 28)
Project:
Book Barn
Date:
1/14/2016
Comments:
Units:
lbs & feet (UNO)
Wall Line ID
A -B
Roof
Direction
Transverse
Trib Area
p = Net Desi n Press. ( sf)
= Net Design Press. (lbs)
(w/ +GC i)
(w/ -GC i)
w/ +GC i)
(w/ -GC i)
to Ride
(f -2)
Zone 1
24
8.82
17.42
211.79
418.03
Zone 2
132
-6.66
1.93
-393.34
113.93
Zone 3
t32
-14.97
-6.38
883.75
376.48
Zone 4
24
-13.62
-5.03
326.89
120.65
Zone 5
---
---
Zone 6
---
---
Zone IE
16
13.08
21.67
209.21
346.70
Zone 2E
110
-8.84
-0.25
-434.81
12.07
Zone 3E
1.10
-18.26
-9.67
898.25
475.52
Zone 4E
16
-17.07
-8.47
273.06
135.57
Zone 5E
---
---
Zone 6E
---
--
Total (lbs) ULT
1974.81
1998.96
Total (lbs) WIS
1184.88
1199.37
Wall Line ID
7-2
Roof
Direction
Longitude
Trib Area
p = Net Design
Press. (sf)
p = Net Design Press. (Ibs)
(w/ +GC i)
(w/ -GC i)
(w/ +GC i)
(w/ -GC i)
to Ride
(ft^2)
Zone 1
-15.04
-6.44
Zone 2
-20.77
-12.17
Zone 3
-13.13
-4.54
Zone 4
-15.04
- -6.44
Zone 5
108
5.25
13.84
567.15
1495.22
Zone 6
1.08
-11.22
-2.63
1211.64
283.58
Zone IE
-15.75
-7.16
Zone 2E
-29.84
-21.24
Zone 3E
-16.95
-8.35
Zone 4E
-15.75
-7.16
Zone 5E
32
10.26
18.86
328.45
603.43
Zone 6E
32
-14.56
-5.97
465.94
190.96
Total (lbs) ULT
2573.19
2573.19
Total (lbs) WIS
1543.91
1543.91
ME
ASCE 7-10 Wind Loads - Low Rise Walls and Roofs (Section 28)
Project:
Book Barn
Date:
1/14/2016
Comments:
Units:
lbs & feet (UNO)
Wall Line ID
A -B
Floor
Direction
Transverse
Trib Area
p = Net Desi n Press. (sf)
= Net Design Press. (lbs)
(w/ +GC i)
(w/ -GC i)
(w/ +GC i)
(w/ -GC i)
to Ride
(f A2)
Zone 1
120
8.82
17.42
1058.96
2090.14
Zone 2
-6.66
1.93
Zone 3
-14.97
-6.38
!
Zone 4
120
-13.62
-5.03
1634.46
603.27
Zone 5
---
---
Zone 6
--
---
Zone IE
80
13.08
21.67
1046.05
1'1733.51
Zone 2E
-8.84
-0.25
11
Zone 3E
-18.26
-9.67
t
Zone 4E
80
-17.07
-8.47
1365.29
677.83
Zone 5E
---
f
Zone 6E
---
---
Total (lbs) ULT
5104.75
5104.75
Total (lbs) WIS
3062.85
3062.85
Wall Line ID
1-2
Floor
Direction
Longitude
Trib Area
p = Net Design Press. (sf)
P=Net Desi n Press. (lbs)
(w/ +GC i)
(w/ -GC i)
(w/ + i) '
(w/ -GC i)
to Ride
(ft -2)
Zone 1
-15.04
-6.44
Zone 2
-20.77
-12.17
Zone 3
-13.13
-4.54
Zone
-15.04
-6.44
Zone 5
120
5.25
13.84
630.17
1661.36
Zone 6
120
-11.22
-2.63
1346.27
315.08
Zone IE
-15.75
-7.16
Zone 2E
-29.84
-21.24
' Zone 3E
-16.95
-8.35
Zone 4E
-15.75
-7.16
Zone 5E
80
10.26
18.86
821.13
1508.59
Zone 6E
80
-14.56
-5.97
1164.86
477.40
Total (lbs) ULT
3962.43
3962.43
Total (lbs) WIS
2377.46
2377.46
Pg. 10
Shear Force Summary
Project: Book Barn
Date: 1/14/2016
Comments:
Units: kips & feet (UNO)
Wall Line
Seismic Shear Wind Shear
Controls
Roof Level
1
712 1544
Wind
2
712 1544
Wind
A
712 1199
Wind
B
712 1199
Wind
Floor
1
1724
2377
Wind
2
1724
2377
Wind
A
1724
3063
Wind
B
1724
3063
Wind
Pg. 11
Shear Wall Design
CBC 2013
Project: Book Barn Date: 11/13/2015
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
AB in 2X Sill
983 lbs/bolt
(see design)
Stud Spacing
16
inches o.c.
AB in 3X Sill
1146 lbs/bolt
(see design)
Floor Split Anchorage
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
114,, Screw
0.25
2.00
1.00
1.33
220
293
381, Screw
0.375
3.00
1.00
1.33
400
532
A35
695
A34
515
Shear Wall Design
Edge Nail
Alowable
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
A.35
51,
6.00 6.00
6
260
260
12d
7
A35
32
3.78 4.41
4`
350
350
12d
5
A35
24,
2.81 3.27
4 1
380
532.5
12d
5
A35
22
1.29 3.02
3 1
490
685
12d
4
A35
17
1.00 2.34
2 1
640
895
16d
4
A.35
13
NG 1.79
44 1
760
1065
16d
3
A35
11
NG 1.51
33 1
980
1370
16d
2
A.35
9
NG 1.17
22 1
1280
1790
16d
2
A35
7
NG 0.90
1. Use 3X framing at adjacent panel edges and stagger nailing
1
N
Shear Transfer Design
CBC 2013
Project:
Comments:
Book Barn
Date:
Units:
1/14/2016
lbs & inches (UNO)
Simpson A35
Simpson LPT4
Simpson H1
16d Sinkers
695
670
585
188.8
lbs
lbs
lbs
lbs
Seismic Overstrength Factor flo =
2.5
Wall
Line
ID
Seismic Wall
Load
(kips)
Wind Wall
Load
(kips)
Line
Length (ft)
Diaphram
Shear
(lf)
Connection
Length (ft)
Connection Spacing
Force 16d Nails
(If) (in)
Spacing
Hl
(ft)
Spacing
A35
(ft)
Spacing
LPT4
(ft)
Controaling
Load
Case
Roof Level
1
0.71
1.54
40.00
38.60
12.00
128.66
17.61
4.55
5.40
5.21
Wind
2
0.71
1.54
40.00
38.60
12.00
128.66
17.61
4.55
5.40
5.21
Wind
A
0.71
1.20
40.00
29.98
28.00
42.83
52.89
13.66
16.23
15.64
Wind
B
0.71
1.20
40.00
29.98
28.00
42.83
52.89
13.66
16.23
15.64
Wind
Floor Level
1
1.72
2.38
40.00
59.44
40.00
59.44
38.12
9.84
11.69
11.27
Wind
2
1.72
2.38
40.00
59.44
40.00
59.44
38.12
9.84
11.69
11.27
Wind
A
1.72
3.06
40.00
76.57
40.00
76.57
29.59
7.64
9.08
8.75
Wind
B
1.72
3.06
40.00
76.57
40.00
76.57
29.59
7.64
9.08
8.75
Wind
1
N
Segmented Shear Wall Design
ANSILAF&PA SDPWS-2008 Edition
Project: Book Bam Date: 1/14/2016
Comments: Units: lbs & ft (UNO)
Wall
Wall
Wall
Fad
Wall
aspect
Point Load
Uplift from
OTM
Net
Required
Holdown
Reqd 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)
enalt
(IQ
(lbs)
(k)
(ki -ft)
(ki -fl)
(kips)*
Boll
Strap
(in)
Wall Line ID: I - Roof
HD Conn. Type (I=FND, 2=FTF): 2
Seismic
I
Ext
4
40.00
Stem
Corner
18
1.0
65
2.8
50.9
-1.20
nia
no lid re(jd
nia
6`
0.71
Wind
I
Ext
4
40.0
Stem
Corner
39
65
6.2
58.1
-1.30
n/a
no ltd req'd
nla
6°
1.54
Wall Line ID: 2 - Roof
HD Conn. Type (I=FND, 2=FTF): 2
Seismic
I
Ext
4
40.00
Stem
Comer
18
1.0
65
2.8
50.9
-1.20
n/a
no lid ie(jd
n/a
fi=
0.71
Wind
I
Ext
4 .
40.00
Stem
Comer
39
65
6.2
58.1
-1.30
n/a
no lid n;q'd
Na
6.,
1.54
Wall Line ID: A - Roof
HD Conn. Type (I=FND, 2=FTF): 2
Seismic
I
Ext
9
40.00
Stem
Comer
18
1.0
6.4
53.0
-1.16
nia
no lid resgil
nia
(i°
0.71
Wind
I
Ext
9
40.00
Stem
Comer
30
10.8
60.5
-1.24
n/a
no lid req'd
n/a
6-
1.20
Wall Line ID: B - Roof
HD Conn. Type (I=FND, 2=FTF): 2
Seismic
I
Ext
9
12.0
Stein
Corner
30
1.0
3.2
4.8
-0.13
n/a
no lid req'd
Na
6-
0.71
_
Ext
9
12.0
Stem
Corner
30
1.0
3.2
4.8
-0.13
n/3
no lid req it
n/:i
(i'
Wind
I
Ext
9
12.0
Stem
Corner
50
5.4
5.4
0.00
n/a
no lid re(jd
nia
6*
1.20
2
Ext
9
12.0
Stem
Corner
50
5.4
5.4
0.00
n/a
no lid req'd
n/a
6°
Joint No.
1
x
0.00000...8.004
A In.^2
n-8-0606-006
L n. I
Ax
h
8.00
Araints:
5.5
Joint No.
Condition
1
Fixed
4
Fixed
x -la (n.)
Plot of Portal Frame
Member No.
I Eta
A In.^2
12n.-4)
L n. I
Ax
h
1
29000
5.5
i 4.1
8.0000
0.0000
1.0000
2
3
__2900D�:
29000,
___1:8 _i
5:5
4.4
4.1
.8A000 .f..._,A000
8.0000
...
0.0000
._.0.0000.
1.0000
Joint No.
PX (kips) P kl c MZ n•k
,1
i
.................... __............ _...... _.......
2
............................I.........................._,_. . ..............
1.05
........._.............. 3..................... .....
...... _ 05......._ c
4
4.76
Distributed Loads:
1�
O 2 O
a O _-�X O
Portal Frame Nomenclature
CIL
e/L
bIL
a2
P M we
wb
x or L
Member Load Nomenclature
Nom.-Pointloads 'orxromanlsafinember
'-
ends must be input as join loads.
" 'FRAME.xIs" Program
Version 1.1
Results:
Support Reactions:
Joint No. Ra (kip.) R (kip.) 64r Mac
4.76
4� -1.05 1 0.91 4.76
Member End Forces:
Member No.
Joint No.
Axial
Shear
Moment nac
3.64 8.00
1
-0.91
; 1.05
4.76
1
2
0.91
.1.05
3.64
.._.._................................................_.._
2
............__................_........_................................__.............
0.00
-0.91
-3.64
2
3
0.00
_..............................__....................._........_.....................
0.91
-3.64
........__._3...._...._.................__._._.....
4
0.91
1.05
4.76
3
-0.91
-1.05
3.64
Member Maximum Moments:
Member No.
+M or •M
M nac x or n.
bIL wb (km.) I a I we D. b/L wb (kAL) I e/L we n.)
+M(maxt
3.64 8.00
0.0000
i 0.0000
2
....._ . ....................._...:.
3
Z-......_....
+M(max)
............
3.64 1 0.00
-M(max)
-3.64 8.00
0.0000
_.
3
__.._._...____
+M(max)
._. _._.._.._...........__._.._.
3.64 ': 8.00
-M(max)
-4.76 ! 0.00
Joint Displacements:
Joint No.
Ax n.
Ay On.)&
bIL wb (km.) I a I we D. b/L wb (kAL) I e/L we n.)
1
0^0000
0.0000
i 0.0000
2
....._ . ....................._...:.
3
0.9195
_..0..0606"-'---
0.9195
0.0005 -0_3143.
....-0.0005 .
-0.0005 -0.3143
4
0.0000
0.0000:
0.0000
Member Distributed Load #1 Distributed Load #2 Distributed Load #3
Distributed Load #4 Distributed Load #5
No. Load Direct. b/L wb (k/n.) e/L we (k/IL) b/L wb e/L we (km.i, b/L wb n.) e/L we (k41.)
bIL wb (km.) I a I we D. b/L wb (kAL) I e/L we n.)
I X -Global
2 X Projected ........................... . . ...
.....::: ..._. .._.:::. ..-. .. .. .. ... ... _. ._ .:. _ _
3 X Global
i
Point Loads:
1 of 1 11/16/2015 11:18 AM
Moment #1 Moment #2 Moment #3 Moment #4
Member No.
c/L M n -k sj dL I M (h -k! ) c/L M h- CIL M (fl -kips)
1
........ ........ .... _..Z_.. ......... _...... ..
3
1 of 1 11/16/2015 11:18 AM
SEQUOIA ENGINEERING
Chad Ratzlaff
Dimensions
Depth 11.37 in
Width 2.25 in
Perimeter 31.62 in
Geometric
50.16 in4
Area
5.409 int
Ix
49.87 in4
Iy
4.068 in4
Ixy
3.648 in4
rx
3.036 in
ry
o.8673 in
Sx+
8.212 in3
Sx-
9.414 in3
Sy+
3.164 in3
Sy-
4.22 in3
Xc
o.964 in
YC
5.297 in
Principal
I1
50.16 in4
I2
3.779 in4
a
-4.526 deg
r1
3.045 in
172
0.8359 in
S1+
8.149 in3
Si-
9.43 in3
S2+
2.546 in3
S2-
3.037 in3
Polar
Ip 53.94 in4
rp 3.158 in
Torsion
Plastic .
ro
3.236 in
H
0.9525
Xsc
0.2763 in
Ysc
5.455 in
Cw
27.71 in6
J
5.973 in4
B1
0.1878 in
Section of door column
Minimum Results
Plastic .
St. Venant
-17.29 Ksi'
Zx
13.96 in3
St. Venant'ryz
-16.14 Ksi
Zy
4.257 in3
Function
Mb
PNA X
0.6394 in
Flexural Tyz
PNA Y
5.269 in
-16.43 Ksi
Combined Tyz
Minimum Results
Shear Center
St. Venant
-17.29 Ksi'
viz
Va
St. Venant'ryz
-16.14 Ksi
Warping
-3.579 in
Function
Mb
Flexural viz
-0.0803 Ksi
Flexural Tyz
-0.8174 Ksi
Combined viz
-16.43 Ksi
Combined Tyz
-16.46 Ksi
Resultant,r
o.1088 Ksi
Analysis Loads
Shear Center
System
P
o
Va
1.05 K
Vb
o K
Ma
o K -ft
Mb
o K -ft
T
4.76 K -ft
Part Materials
All ASTM A36
Pg. 15
11/16/2015
Door Column
's
6
FEA Mesh
Nodes 1250
Elements 1047
Largest 0.2163 inz
Element
Maximum Results
St. . Venant
17.8 Ksi
viz
St. Venant 1yz
16.29 Ksi
Warping
5.591 inz
Function
Flexural viz
0.9943 Ksi
Flexuralryz
0.7479 Ksi
Combined viz
18.79 Ksi
Combined ryz
16.53 Ksi
Resultant T
18.83 Ksi
E
ShapeBuilder 8.00.0005
E www.iesweb.com
Ai S
Pg. 16
Element Analysis per ASIC 360-10
Project: Book Barn Date: 11/16/2015
Comments: Units: lbs & feet (UNO)
Door End Column
Geometry
Fy
36 ksi
E
29000 ksi
Area
5.409 in^2
Aw
1 in A2
t
0.25 in
h
2 in
Ix
49.87 in^4
ly
4.068 in^4
Ixy
3.648 in^4
rx
3.036 in
ry
0.8673 in
Sx+
8.212 in^3
Sx-
9.414 in^3
Sy+
3.164 in^3
Sy-
4.22 in^3
Xc
0.964 in
Xy
5.297 in
Ip
53.94 in^4
rp
3.158 in
Zx
13.96 in A3
Zy
4.257 in^3
PNA X
0.6394
PNA Y
5.269
Calculations
Mn=Mp=Fy*Z
Mn =
153.252 k -in
M
59.52 k -in
h/t
8
Kv
5
1.1(kvE/Fy)^0.5
69.81125
1.37(kvE/Fy)0.5
86.94674
Cv
1 G2-3
Vn
21.6 kips G2-1
f1v
1.5
Vn/92v
14.4 kips
V
1.05 kips
SEQUOIA ENGINEERING
Chad Ratzlaff
Dimensions
Depth 14 in
Width 3.in
Perimeter 37.85 in
Geom etric
Area
3.649in2
Ix
106. in4
Iy
3.003 in4
Ixy
-0.3413 in4
rx
5.389 in
ry
0.9072 in
Sx+
13.61 in
Sx-
17.05 in
Sy+
1.973 in3
Sy-
2.032 in
Xc
1.478in
Yc
6.213 in
Principal
I1
106. in4
I2
3.002 in4
a
o.1899 deg
r1
5.389 in
r2
0.9071 in
S1+
13.6 in
S1-
17.04 i n 3
S2+
1.992 in
S2-
2.005 in
New window header
Existing top beam
Existing wall s
.s
New HSS beam flat - per plan
1.�Sin Lrjt�ll
4UV 19
Polar
Ip 109• in4 Plastic FEA Mesh
rp 5.465 in Zx 18.24 in Nodes 1895
Zy 2.678in3 Elements 1530
PNAX 1.461 in Largest 0.1459in2
MinimumRetq.
PNAY 4.28in Element
Warping inz
Function
Maximum Results Part Materials
Warping 9.139in2 All ASTMA36
Function
lAShapeBuilder 8.00.0005
E www.iesweb.com
S
Pg. 17
11/16/2015
new window hdr
Torsion
ro
5.511 in
H
0.9831
Xsc
1.448 in
Ysc
5.498 in
CW
97.84 in 6
J
4.039 in4
B1
2.659 in
Pg. 18
Element Analysis per ASIC 360-10
Project:
Book Barn
Date: 11/16/2015
Comments:
Units: lbs & feet (UNO)
New Wall Header
Geometry
Calculations
Fy
36 ksi
Mn = Mp = Fy*Z
E
29000 ksi
Mn = 96.408 k -in
Area
3.649 in^2
M 22.05 k -in
Aw
0.64 in A2
t
0.25 in
h
8 in
h/t 32
Kv 5
Ix
106 in^4
ly
3.003 in^4
1.1(kvE/Fy)^0.5 69.81125
NY
0.3413 in A4
1.37(kvE/Fy)0.5 86.94674
rx
5.389 in
Cv 1
G2-3
ry
0.9072 in
Sx+
13.61 in^3
Vn 13.824 kips
G2-1
Sx-
17.05 in^3
SZv 1.5
Sy+
1.973.in^3
Vn/av 9.216 kips
Sy-
2.032 in^3
V 8.4 kips
XC
1.478 in
Xy
6.213 in
Ip
109 in^4
rp
5.465 in
Zx
18.24 in^3
Zy
2.678 in^3
PNA X
1.451
PNA Y
4.28
SEQUOIA ENGINEERING
Chad Ratzlaff
Dimensions
Depth 1.4in
Width 12. in
Perimeter 25.26 in
Geom etric
Area
1.003in2
Ix
0.2861 in4
Iy
11.86 in4
Ixy
-0.2818 in4
rx
0.5341 in
ry
3.438 in
Sx+
0.3707 in3
Sx-
0.4554 in3
Sy+
1.969 in3
Sy-
1.983 in3
Xc
5.979 in
Yc
o.6282 in
Principal
I1
11.86 in4
I2
0.2792 in4
a
88.61 degli
r1
3.439 in
r2
0.5276in
S1+
1.989 in 3'
Si-
1.966 in3
S2+
0.3566 in3
S2-
0.361 in3
Pg. 19
11/16/2015
Side Wall
r
1'-ci" unit length of wallsection ,
e .s
,E T
S
c
59(iin 6.02 in
mon in
Polar
Ip 12.14 in4 Plastic
rp 3.479111 zx 0.4894 in3
Zy 2.994 in3
PNA X 6. in
Torsion
ro
3.667 in
H
0.9004
Xse
5.216 in
Ysc
1.498in
Cw
0.4633 in6
J
0.0025 in4
131
-1.601 in
ShapeBuilder 8.00.0005
rE wwwaesweb.com
t S
PNA Y 0.552 in
Minimum Results
Warping
-2.426in2
Fun cti on
1.25 K
Flexural Txz
0.0021 Ksi
Flexural Tyz
-0.1373 Ksi
aZ
-1.21 Ksi
Combined
O.0021 Ksi
Txz
o K -ft
Combined
-0.1373 Ksi
Tyz
Resultant T
0.0026 Ksi
Analysis Loads
System
Shear Center
P
1.25 K
Va
0.2153 K
Vb
o
Ma
o K -ft
Mb
o K -ft
T
o K -ft
Part Materials
Import 1 ASTMA36
UA Mesh
Nodes 731
Elements 546
Largest 0.0401in2
Element
Maximum Results
Warping
1.515in2
Fu n cti on
Flexural Txz
0.3563 Ksi
Flexural Tyz
0.1453 Ksi
az
4.194 Ksi
Combined
0.3563 Ksi
TXZ
-
Combined
0.1453 Ksi
Tyz
Resultant
0.3564 Ksi
Pg. 20
Element Analysis per ASIC 360-10
Project:
Comments:
Book .Barn
Date: 11/16/2015
Units: ]bs & feet (UNO)
Wall in compression
Geometry
Calculations
b
2.75 in
b/t
34.375
t
0.08 in
'1.49(E/Fy)'
42.28964
Ag
1.003 in^2
0.56(E/Fy)'
15.89409
Ix
0.2861 in^4
1.3(E/Fy)^(
36.897
ly
11.86 in^4
rx
0.5341 in
Qs
0.518755
E7-54
ry
3.438 in
i
Xc
5.979 in
Kx*I/rx
179.7416
Yc
0.6282 in
4.71(E/Qfy
185.6041
Cw
0.4633 in^6
J
0.0025 in^4
Fcr=Q(0.65
7.728416 kip
E7-2
E
29000 ksi
Fe
8.859321 kip
E3-4
Fy
36 ksi
Kx
1
Pn=Fcr 8 Al
7.751601 kip
E7-1
Ky
1
SIC
1.67
Kz
1
Pn/SIc
4.641678 kip
;
L
96 in
P
1.2 kips
kv
5
Aw
0.44 in^2
1.1(kvE/Fy;
69.81125
1.37(kvE/F
86.94674
Cv
1
G2-3
Vn
9.504 kips
G2-1
SIV
1.5
Vn/SIv
6.336 kips
(per unit length 1'-0")
V
0.261305 kips/ft
Worst case end wall (line A)
SEQUOIA ENGINEERING
Chad Ratzlaff
Dimensions
Depth 4.375 in
Width 4.375 in
Perimeter 16.84 in
Geom etric
Area
3.o85in2
Ix
8.863 in 4
Iy
8.863 in4
Ixy
oin4
rx
1.695 in
ry
1.695 in
Sx+
4.052 in
Sx-
4.052 in
Sy+
4.052 in
Sy-
4.052 in
Xe
15.99 in
Yc
18.35 in
Principal
II
8.863 in4
I2
8.863 in4
a
o deg
r1
1.695 in
r2
1.695 in
S1+
4.052 in
Si-
4.052 in
S2+
4.052 in
S2-
4.052 in
Pg. 21
11/16/2015
Top Beam at door end
Polar
Ip 17.73 in4 Plastic FEA Mesh
rp 2.397 in Zx 4.79 in Nodes 754
Zy 4.79 in 3Elements 618
PNAX 15.99 in Largest 0.1234in2
Minimum Results PNAY 18.35 in Element
Warping-0.2644-in2
Fu n cti on
Maximum Results Part Materials
Warping 0.2636in2 All ASTMA36
Function
ShapeBuilder 8.00.0005
E www.iesweb.com
I S
Top Beam
Torsion
ro
2.397 in
H
1.
Xsc
15.99 in
Ysc
18.35 in
Cw
0.0234 in 6
J
14.31 in4
B1
-0.0004 in
Pg. 22
Element Analysis per ASIC 360-10
Project:
Book Barn
Date: 11/16/2015
Comments:
Units: lbs & feet (UNO)
Door End Header
Geometry
Calculations
Fy
36 ksi
Mn = Mp = Fy*Z
E
29000 ksi
Mn = 172.44 k -in
Area
3.085 in^2
M 2 k -in
Aw
1 in^2
t
0.25 in
h
2 in
h/t 8
Kv 5
Ix
8.863 in^4
ly
8.863 in^4
1.1(kvE/Fy)^0.5 69.81125
NY
0 in^4
1.37(kvE/Fy)0.5 86.94674
rx
1.695 in
Cv 1
G2-3
ry
1.695 in
Sx+
4.052 in^3
Vn 21.6 kips
G2-1
Sx-
4.052 in^3
S2v 1.5
Sy+
4.052 in^3
Vn/Ov 14.4 kips
Sy-
4.052 in^3
V 1 kips
Xc
15.99 in
Xy
18.35 in
Ip
17.73 in^4
rp
2.397 in
Zx
4.79 in^3
Zy
4.79 in^3
PNA X
15.99
PNA Y
18.35
Pg. 23
Welded joint design;
Description
Geomet
)oor end frame coonection
seam to columns
Weld profile;
Box
b (width)
0
4.367
inches
d (depth)
4.367
linches
Calculated weld section properties:
NX
NY AW SW(bot) SW(top) JW
2.18
2.18 17.47 25.43 25.43 111.04
Inspected ? Yes
Electrode I E60XX
0.6 FU
36.00
ksi
0
1 2.000
Weld leg size
3/16"
Allowable stress increase;
1.00
Weld capacity;
Shear/tension
41.681
kips
Bending
5.056
ft -kips 60.67 in -kips
Twisting
26.966
ft -kips 323.59 in -kips
Welded joint design;
Description
Geomet
Vail Panel to top and bottom support
Weld profile;
Vertical I v
b (width)
0.000
inches
d (depth)
1.000
inches
Calculated weld section properties:
NX
NY AW SW(bot) SW(top) JW
0.50
0.00 1.00 0.17 0.17 0.08
Inspected ?
Electrode
0.6 FU
0
Weld leg size
Allowable stress increase;
Weld capacity;
Shear/tension
Bending
Twisting
Yes
E60XX
36.00 ksi
2.000
1/8"
1.00
1.591 kips
0.022 ft -kips
0.059 ft -kips
0.27 in -kips
0.71 in -kips
Pg. 24
iF 0 R T E"
MEMBER REPORT Level, Floor Joist
1 piece(s) 117/8" T3I0 360 @ 16" OC
0
Overall Length: 40'
8' • 24' • 8'
11 E 0
All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual
0
Design Results
Actual (q1 Location
Allowed
Result
dDF Load: Combination (Pattern)
Member Reaction (Ibs)
2047 @ 8'
2460 (3.50")
Passed (83%)
1.00 1.0 D + 1.0 L (Adj Spans)
Shear (lbs)
1083 @ 8' 13/4"
1876
Passed (58%)
1.00 1.0 D + 1.0 L (Adj Spans)
Moment (Ft -lbs)
-3983 @ 8'
6180
Passed (64%)
1.00 1.0 D + 1.0 L (Adj Spans)
Live Load Defl. (in)
0.515 @ 20'
0.800
Passed (U559)
1.0 D + 1.0 L (Alt Spans)
Total Load Defl. (in)
0.613 @ 20'
1.200
Passed (L/470)
1.0 D + 1.0 L (Alt Spans)
TJ -Pro" Rating
18
Any
Passed
-18
Deflection criteria: U. (L/360) and TL (L/240).
Input total load span ratio deflection limit is below building code minimum value of L/240. This minimum value was used for design.
Bracing (Lu): All compression edges (top and bottom) must be braced at 4' 1 1/4" o/c unless detailed otherwise. Proper attachment and positioning of lateral
bracing is required to achieve member stability.
-415 Itis uplift at support 1 1/4". Strapping or other restraint may be required.
-415 Itis uplift at support 39' 8 1/4". Strapping or other restraint may be required.
A structural analysis of the deck has not been performed.
Deflection analysis is based on composite action with a single layer of 23/32" Weyerhaeuser Edge'" Panel (24" Span Rating) that is glued and nailed down.
Additional considerations for the TJ -Pro— Rating include: None
Supports
Total
Bearing
I Available
- — —
Required
Loads to Supports (lbs)
Dead Floor Total
Live
Accessories
1 - Plate on steel - DF
3.50"
2.25"
1.75"
-18
314/-397
314/-415
11/4 n Rim Board
b - Plate on steel - DF
3.50"
3.50"
3.50"
338
1709
2047
Blocking
3 - Plate on steel - DF
3.50"
3.50"
3.50"
338
1709
2047
Blocking
4 - Plate on steel - DF
3.50"
2.25"
1.75"
-18
314/-397
314/-415
11/4 n Rim Board
--Rim Board is assumed to carry all loads applied directly above It, bypassing the member being designed.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Loads
Location
spacing
Dead
(0.90)
Floor Live
(1.00)
Comments
1 - Uniform (PSF)
0 to 40'
16"
12.0
60.0
j Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details.
(www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to
circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to
assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable
forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports FSR -1153 and ESR -1387 and/or tested
in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx.
The product application, input design loads, dimensions and support information have been provided by Forte Software Operator
Forte Software Operator
Job Notes
Chad Ratzlaff
Sequoia Engineering
(530) 591-7258
chadralzlaff@yahoo.com
PASSED
Pg. 25
System : Floor
Member Type : Joist
Building Use : Residential
Building Code : IBC
Design Methodology : ASD
l SUSTAINABLE FORESTRY INITIATIVE
11/16/2015 11:06:15 AM
Forte v5.0, Design Engine: V6.4.0.40
Floor Joist 4te
Page 2 of 6
4FORTE' MEMBER REPORT Level, Flush Beam at Stairs
3 piece(s) 13/4" x 117/8" 1.9E Microllam® LVL
Overall Length: 24'7"
I l 1 I o
�I
it _ ti
24'
O
All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual
Desi n Results
Actual (� Location
Allowed
Result
LDF Load: Combination (Pattern)
Member Reaction (lbs)
1584 @ 24-5"
11484 (3.50")
Passed (14%)
-- 1.0 D + 1.0 L (All Spans)
Shear (lbs)
1447 @ 23'3 5/8"
11845
Passed (12%)
1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft -lbs)
9529 @ 15-6"
26772
Passed (36%)
1.00 1.0 D + 1.0 L (Al Spans)
Live Load Defl. (in)
0.524 @ 12' 6 13/16"
0.808
Passed (1-/555)
1.0 D + 1.0 L (All Spans)
Total Load Defl. (in)
0.728 @ 12'6 3/8"
1.212
Passed (L1400)
1.0 D + 1.0 L (All Spans)
Deflection criteria: U. (L/360) and TL (L/240).
Bracing (Lu): AII compression edges (top and bottom) must be braced at 24' 7" o/c unless detailed otherwise. Proper attachment and positioning of lateral
bracing is required to achieve member stability.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Loads
Bearing -
Loads WS upports (Ibs)
Supports
Total Available Required
Dead Floor Total Accessories
1 - Uniform (PSF)
0 to 4'6"
Li
1 - Plate on steel - DF
3.50" 3.50" 1.50"
430 1092 1522 Blocking
2 - Plate on steel - DF
3.50" 3.50" 1.50"
440 1144 1584 Blocldng
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Loads
Location
Tributary
Width
Dead
(0.90)
Floor Live
(1.00)
Comments
1 - Uniform (PSF)
0 to 4'6"
1-4"
12.0
60.0
AG Loft Storage
2 - Uniform (PSF)
4' 7 3/16" to 15' 6"
8"
12.0
60.0
AG Loft Storage
3 - Uniform (PSF)
15'6" to 24'6"
1'4"
12.0
60.0
AG Loft Storage
4 - Point (lb)
4' 6"
N/A
48
1 240
5 - Point (lb)
15' 6"
N/A
96
1 480
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details.
(www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to
circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to
assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable
forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested
In accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx.
The product application, input design loads, dimensions and support information have been provided by Forte Software Operator
Forte Software Operator
Job Notes
Chad Ratzlaff
Sequoia Engineering
(530)591-7258
ch adratzl aff@yahoo.com
PASSED
Pg. 26
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC
Design Methodology: ASD
QSUSTAINABLE FORESTRY INITIATIVE
11/16/2015 11:06:15 AM
Forte v5.0, Design Engine: V6.4.0.40
Floor Joist.4te
Page 3 of 6
MEMBER REPORT Level, Header at sliding doors
.iIFORTE'
3 piece(s) 13/4" x 117/8" 1.9E Microllam® LVL
Overall Length: 24'7"
o o
,l
24'
All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual
Design Results
Actual @ Location
Allowed
Result
LDF Load: Combination (Pattern)
Member Reaction (lbs)
2531 @ 2"
11484 (3.50")
Passed (22%)
1.0 D + 0.75 L + 0.75 Lr (All Spans)
Shear (lbs)
2040 @ 1'313/8"
11845
Passed (17%)
1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft -lbs)
13617 @ 12'3 1/2"
26772
Passed (51%)
1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.344 @ 12' 3 1/2"
0.606
Passed (L/846)
1.0 D + 0.75 L + 0.75 Lr (All Spans)
Total Load Defl.(in)
1.177 @ 12'3 1/2"
1 1.212
1 Passed (L/247)
1.0 D + 0.75 L + 0.75 Lr (All Spans)
Deflection criteria: LL (L/480) and TL (L/240).
Bracing (Lu): All compression edges (top and bottom) must be braced at 19' 1 15/16" o/c unless detailed otherwise. Proper attachment and positioning of
lateral bracing is required to achieve member stability.
• Blocldng Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Loads
Bearing
Loads to Supports (lbs)
Supports
Total Available Required
Dead FlOof Roof Total Accessories
Comments
1 - Uniform (PSF)
Live Live
1 - Plate on steel - DF
3.50" 3.50" 1.50"
1793 492 492 2777 Blocldng
2 -Plate on steel - DF
3.50" 3.50" 1.50"
1785 492 492 2769 Blocldng
• Blocldng Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Loads
Location
Tributary
Width
Dead
(0.90)
now Live
(1.00)
Roof Live
(non -snow: L25)
Comments
1 - Uniform (PSF)
0 to 24' 7"
8"
12.0
60.0
AG Loft Storage
2 - Uniform (PSF)
0 to 24' 7"
9'
10.0
-
-
Walls Load
3 - Uniform (PSF)
0 to 24' 7"
2'
15.0
20.0
Roof Loads
4 -Paint (PLF)
0
0
100.0
Sliding Door
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of Its products will be in accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details.
(www.woodbywy.com) Accessories (Rim Board, Blocldng Panels and Squash Blocks) are not designed by this software. Use of this software is not Intended to
circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer Is responsible to
assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable
forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested
In accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx.
The product application, input design loads, dimensions and support information have been provided by Forte Software Operator
Forte Software Operator
Job Notes
Chad Ratziatf
Sequoia Engineering
(530)591-7258
chadratz1aff@yahoo.com
PASSED
Pg. 27
System : Floor
Member Type : Flush Beam
Building Use : Residential
Building Code : IBC
Design Methodology : ASD
l SUSTAINABLE FORESTRY INITIATIVE
11/16/2015 11:06:15 AM
Forte v5.0, Design Engine: V6.4.0.40
Floor Joist 4te
Page 4 of 6
F 0 R T E MEMBER REPORT Level, Back wall Support Beam
W411 piece(s) 6 x 12 Douglas Fir -Larch No. 1
Overall Length: 24' 10 1/2"
All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual
Design Results
Actual @ Location
Allowed
Result
LDF Load: Combination (Pattern)
Member Reaction (lbs)
4664 @ 12' 5 1/4"
12031 (3.50")
Passed (39%)
1.0 D + 0.75 L + 0.75 Lr (All Spans)
o
1865 @ 13' 6 1/2"
7168
Passed (26%)
o
Moment (Ft -lbs)
-5346 @ 12' 5 1/4"
13638
Passed (39%)
-
Live Load Defl. (in)
0.019 @ 19' 3/16"
0.307
Passed (L/999+)
�I
Total Load Defl. (in)
0.071 @ 19'4 15/16" 1
0.614
1 Passed (L/999+)
I -- 1 1.0 D + 0.75 L + 0.75 Lr (Alt Spans)
4 12
Blocking
12'
3.50"
0
1.50"
3743
614 614
All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.;Drawing is Conceptual
Design Results
Actual @ Location
Allowed
Result
LDF Load: Combination (Pattern)
Member Reaction (lbs)
4664 @ 12' 5 1/4"
12031 (3.50")
Passed (39%)
1.0 D + 0.75 L + 0.75 Lr (All Spans)
Shear (lbs)
1865 @ 13' 6 1/2"
7168
Passed (26%)
1.00 1.0 D + 1.0 L (All Spans)
Moment (Ft -lbs)
-5346 @ 12' 5 1/4"
13638
Passed (39%)
1.00 1.0 D + 1.0 L (All Spans)
Live Load Defl. (in)
0.019 @ 19' 3/16"
0.307
Passed (L/999+)
-- 1.0 D + 0.75 L + 0.75 Lr (Alt Spans)
Total Load Defl. (in)
0.071 @ 19'4 15/16" 1
0.614
1 Passed (L/999+)
I -- 1 1.0 D + 0.75 L + 0.75 Lr (Alt Spans)
Deflection criteria: LL (1/480) and TL (L/240).
Bracing (Lu): All compression edges (top and bottom) must be braced at 24' 10 1/2" o/c unless detailed otherwise. Proper attachment and positioning of
lateral bracing is required to achieve member stability.
Applicable calculations are based on NDS.
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
Job Notes
Bearing
Dead
----
Loads to Supports (lbs)-
(530) 591-7258
Loads
Supports
$u PP
Total
Available
Required
Dead
Floor Roof
Total
Accessories
8"
12.0
60.0
AG Loft Storage
Live Live
1 - Column Cap - steel
3.50"
3.50"
1.50"
1164
222/-31 206
1592/-31
Blocking
2 - Column Cap - steel
3.50"
3.50"
1.50"
3743
614 614
4971
None
3 - Column Cap - steel
3.50"
1 3.50"
1.50"
1164
222/-31 206
1592/-31
Blocking
• Blocking Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
------
Weyerhaeuser
-- Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details.
(www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to
circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to
assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable
forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested
in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx.
The product application, input design loads, dimensions and support Information have been provided by Forte Software Operator
Forte Software Operator
Job Notes
Tributary
Dead
Floor Live
Roof Live
(530) 591-7258
Loads
Location
Width
(0.90)
(1.00)
(non -snow: L25)
Comments
1 - Uniform (PSF)
0 to 24' 10 1/2"
8"
12.0
60.0
AG Loft Storage
Walls Load
2 - Uniform (PSF)
0 to 24' 10 1/2"
19'
10.0
-
Roof Loads
3 - Uniform (PSF)
0 to 24' 10 1/2"
2'
15.0
20.0
------
Weyerhaeuser
-- Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details.
(www.woodbywy.com) Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to
circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to
assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable
forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested
in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx.
The product application, input design loads, dimensions and support Information have been provided by Forte Software Operator
Forte Software Operator
Job Notes
Chad Ratzlaff
Sequoia Engineering
(530) 591-7258
chadratzlaff@yalioo.com
PASSED
Pg. 28
System : Floor
Member Type: Flush Beam
Building Use : Residential
Building Code : IBC
Design Methodology : ASD
4 SUSTAINABLE FORESTRY INITIATIVE
11/16/2015 11:06:15 AM
Forte v5.0, Design Engine: V6.4.0.40
Floor Joist 4fe
Page 5 of 6
g MEMBER REPORT Level, Roof Rafter
F O R T E
1 piece(s) 9 1/2" T3I@ 210 @ 24" OC
Overall Sloped Length: 13'9 3/4"
o o
12
6F ! —
2'
10'
51 9
All locations are measured from the outside face of left support (or left cantilever end).AII dimensions are horizontal.; Drawing is Conceptual
I DPSi n Results
Actual @ Location
Allowed
Result
LDF Load: combination (Pattern)
Member Reaction (lbs)
415 @ 2' 13/4"
1569 (1.75")
Passed (26%)
1.25 1.0 D + 1.0 Lr (All Spans)
Shear (lbs)
275 @ 2' 3 1/2"
1663
Passed (17%)
1.25 1.0 D + 1.0 Lr (All Spans)
Moment (Ft -lbs)
619 @ 7' 1"
3750
Passed (17%)
1.25 1.0 D + 1.0 Lr (Alt Spans)
Live Load Defl. (in)
0.058 @ 6' 115/8"
0.535
Passed (L/999+)
-- 1.0 D + 1.0 Lr (Alt Spans)
Total Load Defl. (in)
0.082 @ 6' 11 13/16" 1
0.713
1 Passed (L/999+)
I -- 1 1.0 D + 1.0 Lr (Alt Spans)
Deflection criteria: LL (L/240) and TL (L/180).
Overhang deflection criteria: U. (2LJ240) and TL (2L/180).
Bracing (Lu): All compression edges (top and bottom) must be braced at 7' 19/16" o/c unless detailed otherwise. Proper attachment and positioning of lateral
bracing Is required to achieve member stability.
• Blocldng Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• 1 See Connector grid below for additional information and/or requirements.
• 2 Required Bearing Length / Required Bearing Length with Web Stiffeners
PASSED
Pg. 29
System : Roof
Member Type : Joist
Building Use : Residential
Building Code : IBC
Design Methodology : ASD
Member Pitch: 6/12
Connector: Simpson Strong -Tie Connectors
--Bearing
— Loads toSupports (Ibs)---- - — -
Supports
Total Available - -Required
Dead �e Total Accessories
1 - Birdsmouth - OF
3.50" 3.50" 1.75"
128 287 415 Web Stiffeners, Blocldng
2 - Hanger on 9 1/2" SPF beam
3.50" Hanger' 1.75"/_ 2
86 198 284 See note'
• Blocldng Panels are assumed to carry no loads applied directly above them and the full load is applied to the member being designed.
• At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger
• 1 See Connector grid below for additional information and/or requirements.
• 2 Required Bearing Length / Required Bearing Length with Web Stiffeners
PASSED
Pg. 29
System : Roof
Member Type : Joist
Building Use : Residential
Building Code : IBC
Design Methodology : ASD
Member Pitch: 6/12
Connector: Simpson Strong -Tie Connectors
Support I Model
seat Length
Top Nails Face Nails Member Nails
Accessories
2 - Face Mount Hanger I LSSU2.1
3.50"
N/A 9-10d common 7-10d x 1-1/2
Web Stiffeners
Loads
Location
Spacing
Dead
(0.90)
Roof Live
(non -snow: Lill Comments
1 - Uniform (PSF)
0 to 12'
24"
8.0
20.0 Roof
Weyerhaeuser Notes
Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values.
Weyerhaeuser expressly disclaims any other warranties related to the software. Refer to current Weyerhaeuser literature for installation details.
(www.woodbywy.com) Accessories (Rim Board, Blocldng Panels and Squash Blocks) are not designed by this software. Use of this software is not intended to
circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to
assure that this calculation is compatible with the overall project. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable
forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC ES under technical reports ESR -1153 and ESR -1387 and/or tested
in accordance with applicable ASTM standards. For current code evaluation reports refer to http://www.woodbywy.com/services/s_CodeReports.aspx.
The product application, input design loads, dimensions and support Information have been provided by Forte Software Operator
Forte Software Operator
Job Notes
Chad Ratziaii
Sequoia Engineering
(530)591-7258
chadratz1aff@yahoo.com
10, SUSTAINABLE FORESTRY INITIATIVE
11/116/2015 1 1:06:15 AM
Forte v5.0, Design Engine: V6.4.0.40
Floor Joist 4te
Page 6 of 6
Pg. 30
SEQUOIA ENGINEERING 11/16/2015
Chad Ratzlaff
*Modular ratio (E/Ebase).
Uncracked
3.63E-oo5
n
9.289
Area*
26o.9 inz
Xc•
o in
Yc'
o in
Ix"
5304 in4
Iy"
5304 in4
w
o in4
Sx+"
589.3 in3
Sx-'
589.3 in3
Sy+"
589.3 in3
Sy-"
589.3 in3
fcr
0.375 Ksi
Mcr Top
18.42 K -ft
Mcr
18.42 K -ft
Bottom
Mcr Right
18.42 K -ft
Mcr Left
18.42 K -ft
Concrete Shape Load
P 5.3 K
Mx 1.5 K -ft
My o K -ft
Analysis Parameters
co 0.00300
Cu 0.0038o
Whitney 0.85
Slice Points 50
Slice Count 10
Concrete Results
Epsilon
3.63E-oo5
Ixcr
3254 in4
Iycr
4887 in4
Mo+x
19.24 K -ft
Mo -x
-23.15 K -ft
Mo+y
19.86 K -ft
Mo -y
-19.89 K -ft
NA Offset
5.324 in
NA Alpha
-o.o666 deg
Po
569.9 K
I ShapeBuilder 8.00.0005
i E www.iesweb.com
4 S
Concrete Pilaster
Concrete column at footings
Bar Stresses Rebar Locations (in) Part Materials
Bar 1 -0.3925 Ksi Bar 1 6.875,o, Round Concrete (F'c = 2.5
Bar 2 -o.8981 Ksi Bar 2 o,6.875 ksi)
Bar 3 -0.3913 Ksi Bar 3 -6.875,o, Bars1(4x1) ASTM A615 Grade
Bar 4 0.1142 Ksi Bar 4 o,-6.875 40
Base Material Concrete (F'c = 2.5
ksi)
Pg. 31
"FOOTINGS.xls" Program
Version 3.6
RECTANGULAR SPREAD FOOTING ANALYSIS
For Assumed Rigid Footing with from 1 To 8 Piers (Load Points)
Subjected to Uniaxial or Biaxial Eccentricity
Job Name: I Book Barn T -Subject: lWorst Case FTG
Job Number: 15-045 1 Originator: Checker:
+Pz
Input Data: +H
'+Pz y
Footing Data: +
+MY Hx
Footing Length, L = 3.000 tt. +Hx +Mx
Footing Width, B = 3.000 ft. a 4 4 4 TTTTTzTT
Footing Thickness, T = 1.500 ft. V
Concrete Unit Wt., Tc 0.150 kcf x
TD
Soil Depth, D 0.500 ft.
Soil Unit Wt., 7s = 0.120 kcf
Pass. Press. Coef., Kp = 3.000
T
Coef. of Base Friction, g = 0.200 I
Uniform Surcharge, 0 = 0.000 ksf
Pier/Loading Data: L
Number of Piers = I
Nomenclature
Pier #1
xp (ft.)
Yp (ft.)
Lpx (ft.)
Lpy (ft.)
h (ft.)
PZ (k)
Hx (k)
Hy (k)
MX (ft -k)
My (ft -k)
0.000
0.000
1.333
1.333
2.500
-5.30
0.53
0.00
0.00
0.00
FOOTING PLAN
1 of 2
1/14/2016 10:00 AM
•
0
EPz = -8.43 kips
ex = 0.25 ft. (<= u6)
ey = 0.00
Overturnin Check:
EMrx = _ N.A. ft -kips
EMox = N.A. ft -kips
FS(ot)x = _ N.A.
Entry = 12.64 ft -kips
EMoy = 2.13_ ft -kips
FS(ot)y = 5.932 (>=1.5)
Pass(x) _
Frict(x) =
FS(slid)x =
Passive(y) =
Frict(y) =
FS(slid)y =
_ 2.03 _
1.69 _
6.964
kips
kips
(>=1.5)
kips
kips
2.03
1.69
_
N.A.
EPz(down) _ -8.43 _ kips
EPz(uplift) = 0.00 kips
FS(uplift) = N.A.
Bearina Lenat
and % Be
rina Area:
Dist. x =
N.A.
ft.
Dist. y =
N.A.
ft.
_
Brg. Lx =
3.000
ft.
Brg. Ly =
3.000
ft.
%Brg. Area =
100.00
Biaxial Case =1
N.A.
Pi ksf
P2 = 1.405 _ kst
P3 = 0.468 kst
P4 - 0.468 ksf
P3=0.468 k P2=1.405 ksf
B
P4=0.468 ksf L P1=1.405 ksf
Kimura Net Soil Pressure:
Pmax(net) = Pmax rosy-(D+T)*Ts
Pmax(net) = 1.165 1 ksf
Nomenclature for Biaxial Eccentricity:
Case 1: For 3 Corners in Bearing
(Dist. x > L and Dist. y > B)
I Dist. x
Case 2: For 2 Corners in Bearing
(Dist. x > L and Dist. y <= B)
Case 3: For 2 Corners in Bearing
(Dist. x <= L and Dist. y > B)
1E Dist. x TI
Line of zero
pressure
Pg. 32
"FOOTINGS.xls" Program
Version 3.6
Pmax
Dist. y
Pmax
Dist. y
Brg. Ly2
Pmax
Dist. y
Case 4: For 1 Corner in Bearing
(Dist. x <= L and Dist. y <= B)
Dist. x
Brq. Lx Pmax
Dist. y
Brg. Ly
Line of zero
pressure
2of2
1/14/2016 10:00 AM
ZA-DyAt S--000'5
Butte County Department of Development Services
TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR
Alternate Materials and Methods Request
13AIDM I S -o065
Name BOOK FAMILY FARM APN: 040-570-019 BP# ►31�TZ �' �S
zal3
Pursuant to Section 17923 and 17951 of the California Health and Safety Code and the 2WF California Building
Codes, a building department may approve the use of alternate materials and methods not specifically prescribed in
the code. The Building Official may approve such an alternate, provided there is evidence that the alternate is found
to be at least the equivalent of that prescribed by the code in suitability, strength, effectiveness, fire resistance,
durability, safety, and sanitation.
The Property Owner and/or Contractor shall defend, hold harmless and indemnify Butte County against all claims,
suits, actions, costs, expenses (including but not limited to reasonable attorneys fees of County Counsel and/or
counsel retained by County, expert fees, litigation costs, and investigation costs), damages, judgments or decrees
by reason of any person's or persons' bodily injury, including death, or property being damaged due to the use and
installation of the alternative material or method.
Project: 40'X 40' AG BUILDING Project Address: 153 HEAVY HORSE LANE, DURHAM, CA
Proposed Alternate:
STEEL STORAGE CONTAINER
Code Section(s): CBC 2013 SEC. 22, ASIC 360-10
Justification of Equivalence can include: manufacturer's approvals, testing, certifications, and technical data. For
speck materials such as PEX that require special training include the installer's card. (Attach additional
information as needed)
See structural calculations for analysis of steel storage container elements (finite element analysis with AISC
360-10 verification)
Owner Name: KEITH BOOK Signature:
Date: I�^
"Contractor/Design Professional Name: CHAD RATZLAFF dba: SE UTA License # C64399
ENGINEE ` / r/5
Contractor/Design Professional Signature: Date:
*Contractor information is required when a product requirespe ific training, for example PEX. In other cases the
registered design professional or contra�f®rm ion is required.
Date /J_-Z//S.
NOV
r V p1„OPMENT
OLE copy
5A1>A V5 OZ)L)S—
7 County Center Drive
CA 95965
PERMIT #BUTTE SERVICE --
(530) 5338-7601 Telephone
(530)
(530) 538-7785 Facsimile
COUNTY DEVELOPMENT
REVIEWED FOR
www.buitecounty.net/dds
CODE COMPLI
CE
www.butte-generalplan.net
DATE I Z Z
ADMINI TRA ION * BUILDING * ING
Alternate Materials and Methods Request
13AIDM I S -o065
Name BOOK FAMILY FARM APN: 040-570-019 BP# ►31�TZ �' �S
zal3
Pursuant to Section 17923 and 17951 of the California Health and Safety Code and the 2WF California Building
Codes, a building department may approve the use of alternate materials and methods not specifically prescribed in
the code. The Building Official may approve such an alternate, provided there is evidence that the alternate is found
to be at least the equivalent of that prescribed by the code in suitability, strength, effectiveness, fire resistance,
durability, safety, and sanitation.
The Property Owner and/or Contractor shall defend, hold harmless and indemnify Butte County against all claims,
suits, actions, costs, expenses (including but not limited to reasonable attorneys fees of County Counsel and/or
counsel retained by County, expert fees, litigation costs, and investigation costs), damages, judgments or decrees
by reason of any person's or persons' bodily injury, including death, or property being damaged due to the use and
installation of the alternative material or method.
Project: 40'X 40' AG BUILDING Project Address: 153 HEAVY HORSE LANE, DURHAM, CA
Proposed Alternate:
STEEL STORAGE CONTAINER
Code Section(s): CBC 2013 SEC. 22, ASIC 360-10
Justification of Equivalence can include: manufacturer's approvals, testing, certifications, and technical data. For
speck materials such as PEX that require special training include the installer's card. (Attach additional
information as needed)
See structural calculations for analysis of steel storage container elements (finite element analysis with AISC
360-10 verification)
Owner Name: KEITH BOOK Signature:
Date: I�^
"Contractor/Design Professional Name: CHAD RATZLAFF dba: SE UTA License # C64399
ENGINEE ` / r/5
Contractor/Design Professional Signature: Date:
*Contractor information is required when a product requirespe ific training, for example PEX. In other cases the
registered design professional or contra�f®rm ion is required.
Date /J_-Z//S.
NOV
r V p1„OPMENT
OLE copy
U.S.DEPQRTMENTOFHOMELAND SECURITY ELEVATION CERTIFICATE
FEDERAL EMERGENCY MANAGEMENT AGENCY OMB No. 1660-0008
'tVutionul Flood Insurance Program Important: Read the instructions on pages 1-9. Expiration Date: July 31, 2015
SECTION A - PROPERTY INFORMATION FOR INSURANCE COMPANY USE
Al. Building Owner's Name Keith W. & Maxine Joy Book Policy Number:
A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Company NAIC Number:
153 Heavy Horse Lane BUTTE
City Durham State CA ZIP Code 95938 COUNTY
A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) JAN 15 2016
Assessor's Parcel Number 040-570-019
A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) Non -Residential DEVELOPMENT
A5. Latitude/Longitude: Lat. 390 37'48.2" Long. -1210 42'25.0" Horizontal Datum: ❑ NAD 1927�ENeVP@ES
A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance.
A7. Building Diagram Number 5
A8. For a building with a crawlspace or enclosure(s): A9. For a building with an attached garage:
a) Square footage of crawlspace or enclosure(s) N/A sq ft a) Square footage of attached garage N/A sq tt
b) Number of permanent flood openings in the crawlspace b) Number of permanent flood openings in the attached garage
or enclosure(s) within 1.0 foot above adjacent grade N/A within 1.0 foot above adjacent grade N/A
c) Total net area of flood openings in A8.b N/A sq in c) Total net area of flood openings in A9.b N/A sq in
d) Engineered flood openings? ❑ Yes ® No d) Engineered flood openings?. ❑ Yes ® No
SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION
B1. NFIP Community Name & Community Number B2. County Name B3. State
Butte County 060017 Butte County (Unincorporated Area) CA
B4. Map/Panel Number
B5. Suffix
B6. FIRM Index Date
B7. FIRM Panel
68. Flood
B9. Base Flood Elevation(s) (Zone
06007CO540
E
01/06/11
Effective/Revised Date
Zone(s)
AO, use base flood depth)
y���^`��'
01/06/11
A
174.0
B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9.
❑ FIS Profile ❑ FIRM ❑ Community Determined ® Other/Source: See Section D comments
B11. Indicate elevation datum used for BFE in Item B9: ® NGVD 1929 ❑ NAVD 1988 ❑ Other/Source:
B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? ❑ Yes ® No
Designation Date: ❑ CBRS ❑ OPA
SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED)
Cl. Building elevations are based on: ® Construction Drawings' ❑ Building Under Construction' ❑ Finished Construction
'A new Elevation Certificate will be required when construction of the building is complete.
C2. Elevations - Zones Ai -A30, AE, AH, A (with BFE), VE, V1 -V30, V (with BFE), AR, ARIA, AR/AE, AR/Al-A30, AR/AH, AR/AO. Complete I ems C . -h
below according to the building diagram specified in Item A7. In Puerto Rico only, enter meters. �
Benchmark Utilized: See attached Vertical Datum: NAVD 1929 ¢ cc u
Indicate elevation datum used for the elevations in items a) through h) below. ® NGVD 1929 ❑ NAVD 1988 ❑ Other/Source: 11'
Datum used for building elevations must be the same as that used for the BFE. i-- I I m
a) Top of bottom floor (including basement, crawlspace, or enclosure floor)
b) Top of the next higher floor
c) Bottom of the lowest horizontal structural member (V Zones only)
d) Attached garage (top of slab)
e) Lowest elevation of machinery or equipment servicing the building
(Describe type of equipment and location in Comments)
f) Lowest adjacent (finished) grade next to building (LAG)
g) Highest adjacent (finished) grade next to building (HAG)
h) Lowest adjacent grade at lowest elevation of deck or stairs, including structural support
174.10
182.70
N/A.
N/A.
N/A.
171.7
172.2
172.00
Check the measurem
® feet
® feet
❑ feet
❑ feet
❑ feet
® feet ❑
® feet ❑
® feet ❑
SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION 2
25
This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation
M o
--
information. 1 certify that the information on this Certificate represents my best efforts to interpret the data available.
I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 1001.
® Check here if comments are on back of form. Were latitude and longitude in Section A by a
provided provided
® Check here if attachments. licensed land surveyor? ® Yes El No
y���^`��'
SEAL
HERE a;U ,
NO. 33381 .-
ST C/V�L\Q,
9rFOF CAl�FO��
Certifier's Name Bruce A. Nash License Number 33381
Title Principal Engineer Company Name Rolls, Anderson & Rolls
Address 115 Yellowstone Drive City Chico State CA ZIP Code 95973
Signature 4. NAs,f- Date 01-13-16 Telephone (530) 895-1422
FEMA Form 086-0-33 (7/12) See reverse side for continuation. Replaces all previous editions.
ELEVATION CERTIFICATE, page 2 =a
IMPORTANT: In these spaces, copy the corresponding information from Section A. FOR INSURANCE COMPANY USE
Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy Number:
153 Heavy Horse Lane
City Durham State CA ZIP Code 95938 Company NAIC Number:
SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED)
Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner.
Comments (1) This Elevation Certificate is for a two-story agricultural building elevated on piers; (2) latitude and longitude taken from Google, and (3) see
Attachment.1 and Attachment 2.
Signature Date 01-13-16
SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE)
For Zones AO and A (without BFE), complete Items E1 -E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B,
and C. For Items E1 -E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters.
E1. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent
grade (HAG) and the lowest adjacent grade (LAG).
a) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the HAG.
b) Top of bottom floor (including basement, crawlspace, or enclosure) is ❑ feet ❑ meters ❑ above or ❑ below the LAG.
E2. For Building Diagrams 6-9 with permanent flood openings provided in Section A Items 8 and/or 9 (see pages 8-9 of Instructions), the next higher floor
(elevation C2.b in the diagrams) of the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG.
E3. Attached garage (top of slab) is ❑ feet ❑ meters ❑ above or ❑ below the HAG.
E4. Top of platform of machinery and/or equipment servicing the building is ❑ feet ❑ meters ❑ above or ❑ below the HAG.
E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management
ordinance? ❑ Yes ❑ No ❑ Unknown. The local official must certify this information in Section G.
SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION
The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA -issued or community -issued BFE)
or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge.
Property Owner's or Owner's Authorized Representative's Name
Address City State ZIP Code
Signature Date Telephone
Comments
P,
-� ❑ Check here if attachments.
SECTION G - COMMUNITY INFORMATION (OPTIONAL)
The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E), and G
of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8 -G10. In Puerto Rico only, enter meters.
G1. ❑ The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who
is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.)
G2:,0 A community official completed Section E for a building located in Zone A (without a FEMA -issued or community -issued BFE) or Zone AO.
G3.'❑ The following information (Items G4 -G10) is provided for community floodplain management purposes.
G4.- Permit Number. G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued
G7. This permit has been issued for: ❑ New Construction ❑ Substantial Improvement
G8. Elevation of as -built lowest floor (including basement) of the building: ❑ feet ❑ meters Datum
1 G9. BFE or (in Zone AO) depth of flooding at the building site: ❑ feet ❑ meters Datum
G10. Community's design flood elevation: ❑ feet ❑ meters Datum
Local Official's Name Title
1{
Community Name Telephone
Signature Date
Comments
❑ Check here if attachments.
FEMA Form 086-0-33 (7/12) Replaces all previous editions.
�f.
ELEVATION CERTIFICATE
ATTACHMENT 1
BUILDING STREET ADDRESS: 153 Heavy Horse Lane
Durham, CA 95938
SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED):
C.2 Benchmark of Origin: Butte County Benchmark No. 271, USGS — Stamped (W 57 1948) standard
tablet. Location: Durham, 1.1 miles south and 5.5 miles east of, 24 feet north of gate, 27 feet west of
road in line with fence west. Standard tablet set in a concrete post stamped "W 57 1948".
Elevation = 185.451 feet (NAVD 1929 Datum).
Temporary Benchmark Description: 5/8" rebar with plastic cap marked R.C.E. 29113 at the northwest
corner of Parcel 2 as shown on that certain Parcel Map recorded in the office of the County Recorder
of the County of Butte, State of California, in Book 159 at page 82.
Elevation = 172.18 feet (NAVD 1929 Datum).
SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED):
3. To determine the 100 -year Base Flood Elevation at the proposed building, Contour Interpolation of
the Simplified Methods contained in FEMA Publication 265 was used. The approximate Zone A
floodplain boundaries shown ori FIRM Number 060000540E were superimposed onto the Hamlin
Canyon, California quadrangle map.
Interpolation of the 100 -year flood elevation utilizing ground contour elevations and adding one-half of
the map contour interval to the lowest determined water -surface elevation indicates a 100 -year Base
Flood Elevation of approximately 174.0 feet (NAVD 1929 Datum) at the site of the proposed building.
PARCEL 3
159 PM 82
A.P.N. 040-570-019
00
PROPOSED SUPERIMPOSED ZONE A
AG BUILDING BOUNDARY LINE
EXISTING
HOME Q
171.69 X71.67 X72.38 GjV
172.16 172.17 172.0
ZONE A
x x x
5172.18
PARCEL 2
159 PM 82-
A.P.N.
2-A.P.N. 040-570-018
i
i
EXISTING
/ HOME
/
/
PROJECT BENCHMARK
5/8" REBAR AND PLASTIC CAP
MARKED RCE 29113
ELEV. = 172.18
LEGEND
172.38 EXISTING GROUND SPOT ELEVATION
x (NGVD29 DATUM)
EXISTING PROPERTY LINE
I
I
EHOMEG
PARCEL 1
159 PM 82
A.P.N. 040-570-017
ZONE X
I? FESS/ON9
QUO JG� A.
C�o m
z
5 60*vC_.4..v ,',�^T
d No. 33381
* CIVIC
of Ca��to���
ATTACHMENT 2
FLOOD ELEVATION CERTIFICATE
FOR
BOOK FAMILY
RAR
ROLLS ANDERSON & ROLLS
CIVIL ENGINEERS
115 YEUOWME ORWE • CHICO,'CAUFORNIA 95979-5811
TELEPHONE 590-895-1422
NOVEMBER, 2015 15145 SHEET 1 OF 1
n ■ •
f= CIVIL & STRUCTURAL
January 14, 2016
To Whom It May Concern:
This letter is in response to the plan review for the above referenced project from your office on
November 20, 2015. The following is a list of corrections to the plans per comments in your
letter. Please accept my responses as follows
Non -Structural Comments:
1. Sheet S1 has been modified to reference the 2013 building codes.
2. See the provided Alternate Materials and Methods Request form.
3. Owner has provided the Butte County Fire Department form.
4. Site plan has been modified, Sheet Al.
5. Erosion control measure notes have been added to the site plan Sheet Al.
6. Scope of work has been added to Sheet Al.
7. The site plan on Sheet Al has been modified to indicate that the ground adjacent to
the structure will'be sloped 5% away.
8. See Electrical Note 5 on Sheet A2.
9. See Electrical Note 7 on Sheet A2.
10. See Electrical Note 8 on Sheet A2.
11. See Electrical Note 10 on Sheet A2.
Structural Comments:
1. This is an agricultural building classified as a utility building. The attic space is
uninhabitable and would fall under section 25 of Table 1607.1 of the 2013CBC. Due
to the attic space being serviced by a fixed staircase, the live load would be subject to
footnote V and thus the live load would be 30 psf. However, using engineering
judgment and the notion that the area may be used to store agricultural products, I
conservatively used a design live load of 60 psf. This structure is not a Storage
Warehouse (Section 31) or Manufacturing (Section 20), so the heavier live loads were
not used for this project.
2. Wind loads and calculations have been amended, no changes required to plan.
3. Loads and calculations have been amended, no changes required to plan.
Flood Zone Comments:
1
2
3
Flood Elevation information has been added to the plans.
By others.
Notes have been added to the plans.
Chad Ratzlaff, P.E., M.ASCE
467 East 2ntl Ave, Chico, CA 95926 (530) 591-7258
v Fi L
chad@sequoiacivil.com
BUTTE
Butte County Building Department
COUNTY
7 County Center Drive
JAN 1 5 Y2016
Oroville, CA 95965
RE: Book Family Farm Ag Building
DEVELOPMENT
APN: 040-570-019
SERVICES
81� VANS
Building Permit No.: B15-2875
January 14, 2016
To Whom It May Concern:
This letter is in response to the plan review for the above referenced project from your office on
November 20, 2015. The following is a list of corrections to the plans per comments in your
letter. Please accept my responses as follows
Non -Structural Comments:
1. Sheet S1 has been modified to reference the 2013 building codes.
2. See the provided Alternate Materials and Methods Request form.
3. Owner has provided the Butte County Fire Department form.
4. Site plan has been modified, Sheet Al.
5. Erosion control measure notes have been added to the site plan Sheet Al.
6. Scope of work has been added to Sheet Al.
7. The site plan on Sheet Al has been modified to indicate that the ground adjacent to
the structure will'be sloped 5% away.
8. See Electrical Note 5 on Sheet A2.
9. See Electrical Note 7 on Sheet A2.
10. See Electrical Note 8 on Sheet A2.
11. See Electrical Note 10 on Sheet A2.
Structural Comments:
1. This is an agricultural building classified as a utility building. The attic space is
uninhabitable and would fall under section 25 of Table 1607.1 of the 2013CBC. Due
to the attic space being serviced by a fixed staircase, the live load would be subject to
footnote V and thus the live load would be 30 psf. However, using engineering
judgment and the notion that the area may be used to store agricultural products, I
conservatively used a design live load of 60 psf. This structure is not a Storage
Warehouse (Section 31) or Manufacturing (Section 20), so the heavier live loads were
not used for this project.
2. Wind loads and calculations have been amended, no changes required to plan.
3. Loads and calculations have been amended, no changes required to plan.
Flood Zone Comments:
1
2
3
Flood Elevation information has been added to the plans.
By others.
Notes have been added to the plans.
Chad Ratzlaff, P.E., M.ASCE
467 East 2ntl Ave, Chico, CA 95926 (530) 591-7258
v Fi L
chad@sequoiacivil.com
9. Exterior outdoor lights, shall be High Efficacy luminaries or Low Efficacy (incandescent) luminaries
controlled by a manual-on/off switch with a photocell and motion sensor. Refer to the Mandatory Measures for
Residential Lighting Measures attached to the California Energy Commission, Mandatory Measures, form MF -
IR.
10. Fixtures, lamp holders and receptacles outlets shall be securely supported. A fixture that weighs more than 6
pounds or exceeds 16 inches in any dimension shall not be supported by the screw shell of a lamp holder per 2013
CEC Art. 410.30 (a). Outlet boxes shall not be used as the sole support for ceiling (paddle) fans per 2013 CEC
Art. 314.27 (A) & (D).
11. Electrical panel and sub -panels grounding shall comply 2013 CEC Article 250-32. Provide separate
grounding wire to each panel from main electrical service entrance panel.
STRUCTURAL COMMENTS:
1. The structural calculations page 2 indicate a live load of 60 psf for "AG Storage". Please confirm 60 psf is
adequate and indicate how this load was determined. Storage areas are typically classified as light storage
(125 psf) or heavy storage (250 psf) in accordance with CBC T.1607.1.
2. The wind loads for wall lines A and B on page 8 of the structural calculations appear to be incorrect. Appears
total ULT wind load along these lines should be 1998.75#, not 1863.39#. Please verify wind loads are correct.
3. Please clarify wind pressure calculations for wall lines 1 and 2 (load case B). Why are the wind pressures
calculated based on pressures acting on Fig. 28.4-1 surfaces 1, 4, 1E, and 4E only?
FLOOD ZONE COMMENTS:
1. Please reference the flood elevation certificate on the plans and show all requirements including floor
elevations, elevation of any machinery or equipment, stem wall heights, flood resistant materials, flood
venting, etc. on the plans.
2. Please revise the FEMA flood elevation certificate to show elevations required in Section C2 a), b), and h).
3. Please indicate in a prominent location on the plans that a building under construction flood elevation
certificate is required prior to the frame inspection and a finished construction flood elevation certificate is
required prior to final approval of the structure. (Butte County Code Chapter 26, Ordinance # 404 1)
The Department of Development Services is currently open to the public from 8:00 am to 3:00 pm. If you wish to
discuss these plan check comments, please call during our business hours or contact us by e-mail at the address
below. Permit status can be tracked by logging on to http:,/-,vNvNv.buttecoujitv.n.et/dds and clicking Building
Permits Status.
Carl Nelson Philo Hunt, P.E.
Plans Examiner Plan Check Engineer
(530) 538-2875 (530) 538-2130
csnelsoill.' buttecountv.net ph:unt'dbbuttecounty.net
Butte County Department of Development Services
TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR
7 County Center Drive
Oroville, CA 95965
(530) 538-7601 Office
(530) 538-7785 Fax
www.buttecounty.net
December 4, 2015
Keith Book
153 Heavy Horse Ln
Durham, CA 95938
Assessor Parcel Number: 040-570-019
Building Permit Number: B15-2875 Plan Check #1
Description: As -built Ag building in flood zone A
Occupancy Classification: U
Construction Type: V -B
Stories: 2
Fire Sprinklers: No
Building Total Area: U @ 3200 SQ FT
Flood Zone: A per 06007CO540 E F.I.R.M. dated January 6, 2011
Thank you for submitting permits for your building project. The permit documents have been reviewed and
comments are listed below. Please respond in writing to each comment. Complete and clear responses will
expedite the re -check and approval of this project. Please provide two revised plan sets with your response.
NON-STRUCTURAL COMMENTS:
1. Please revise 2010 code references on sheet A2 of the plans to reference the 2013 codes.
2. Obtain approval from the Butte County Building Division Manager for the Alternate Materials and Methods
Request to use shipping containers (permit number BADM15-0005).
3. Please contact the Butte County Fire Department to determine their requirements for the proposed structure.
Butte County Fire is located at 176 Nelson Avenue in Oroville and their phone number is 530-538-7888.
4. Please provide a complete site plan showing all items specified on the attached Site Plan Requirements.
5. Please specify erosion control measures on the site plan. See attached erosion control handout.
6. Please provide a Scope of Work on the plans.
7. Please specify the ground immediately adjacent to the foundation shall be sloped away from the building at a
slope of not less than 6 -inches within the first 10 -feet (5% slope). 2013 CRC Section R401.3.
8. Please specify GFCI protected receptacles. Specify outdoor WP/GFCI protected receptacles at the exterior.
2013 CEC Art. 210.52 (E)(1) & 210.8.