HomeMy WebLinkAboutB16-0168Butte County Department of Development -Services
-TIM SNELLINGS, DIRECTOR I PETE CALARCO, ASSISTANT DIRECTOR
.7 County Centerbrive
.;Oroville, CA 95965
,(530) 538-7601 Telephone ,
(530) 538-2140 Facsimile '
www.buttecounty.net/dds
www.butteaeneralplan.net
.. ,
ADMINISTRATION • BUILDING " PLANNING
MINIMUM EROSION
AND SEDIMENT CONTROLS POR •
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 andsidewalks 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:\BUILDfNG\201 RApproved formARes Green Bldg. forms\Erosion & Sediment Control Measures.doc
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MANUFACTURER CURRENT LIMIT ACTUAL
D T n
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Butte County Building Department
California Green Building Standards Code
Residential VOC Checklist - -
VOC COMPLIANCE CERTIFICATION
Address: Permit No.:9/6-y 66
ADHESIVE (NONE O) MANUFACTURER CALGreen Limit ' ACTUAL VOCs
SEALANT (NONE O) MANUFACTURER CALGreen Limit' ACTUAL VOCs
ARCHITECTURAL COATINGS
(NONE O) MANUFACTURER, CALGrMACTUAL
rUKfflALutMYut GUMPLIANCE CERTIFICATION
PRODUCT (NONE O)
MANUFACTURER CURRENT LIMIT ACTUAL
Hardwood plywood veneer core
0.05
Hardwood plywood composite core
0.05
Particleboard
0.09
Medium density fiberboard
0.11
Thin medium density fiberboard
0.13
All carpet installed in the building interior meets the testing and product requirements of the following: (check one)
❑ Carpet and Rug Institute's Green Label
❑ California Department of Public Health 'Standard Method for the Testing of VOCs'
❑ NSF/ANSI 140 at the Gold level
o Scientific Certifications Systems Indoor Advantage "A Gold
❑ No carpet installed on this project
I cetify that the information provided on this form is accurate and that the materials used on this project comply with
Section 4.504 (Residential) or 5.504 (Non-Resisdential) of the 2013 California Green Building Standards Code.
Print Name Signature Date
NCHo
ineering, Inc.
STRUCTURAL CALCULATIONS
Rancho Job #15-107
for
Southam Residence
Durham -Dayton Hwy.
Durham CA
Calculation Index: Page #
• Project Layout
1
BUTTE
• Gravity Analysis
G1
COUNTY
• Lateral Analysis
L1-L5
JAN 2 6 2016
• Beam Analysis
B1 — B14
• Footing Analysis
F1 -F10
DEVELOPMENT
SERVICES
PERMIT
#
BUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR
Revision Summary:
CODEC MPLIANC
DATE
BY
Rev. 0
07/24/15 Initial Issue
This calculation package is valid for the project location as listed above only and may not be
used or modified for another site without the authorization of Rancho Engineering Inc. Rancho
Engineering Inc. disclaims responsibility for any structural design not specifically addressed in
this calculation package. Calculations and plans are not valid until reviewed and approved by
appropriate governmental agencies.
Jarrod Holliday, P.E. 5550 Skyway Suite C
Civil, Structural, Septic Design Paradise CA 95969
(530) 877-3700 Phone/Fax,
ranchoengineering@hotmail.com
i �Py
I 7/24/2015
Southam Residence - Job 15-107
Gravity Loads:
1.7 psf
1/2" Sheetrock
Roof Dead Load
5/8" Ply
2.25 psf
Total
Tile Roofing
10.0 psf
Slope= 6 /12
Framing
5.0 psf
Floor Framing
Sheetrock
2.8 psf
2.8 psf
Insulation
1.0 psf
Flooring
Misc.
1.0 psf
1.4 psf
Total
Total Sloped=
22 psf
Floor Live Load lResidential
Total Horiz.=
25 psf
Roof Live Load
lConstruction
20 psf
Exterior Wall Dead Load
3/8" PLY.
1.8 psf
Stucco
10.0 psf
"
Framing _
1.7 psf
Sheetrock
2.2 psf
Insulation
1.0 psf
Misc.
1.3 psf
Interior Wall Dead Load Framing
1.7 psf
1/2" Sheetrock
4.4 psf
Misc.
1.9 psf
Total
8.0 psf
Floor Dead Load 3/4" ply
2.8 psf
Floor Framing
2.5 psf
Gyp.
2.8 psf
Insulation
1.0 psf
Flooring
1.5 psf
Misc.
1.4 psf
Total
12.0 psf
Floor Live Load lResidential
40 psf
�i MP, , •
\I \�
GI
�I,
7/24/2015 Southam Residence - Job 15-107 L )
AII.Heights Method Wind Loading
CBC -13 per 1609.6
Enclosed
V= 110
Kd= 0.85
Loading- Front
h=
17.5
Windward wall Pressure+ Y
V^2= 12100
G= 0.85
Wall Lines 1-2
z=
15
Pressure Y
qs= 30.98
1= 1
Exposure: B
Peak Ht=
20
Leeward wall Pressure+ Y
kZ 0.57
Kzt= 1
Pmax= 9.08
psf
kh= 0.60
qh= 15.81
Wind Dirc. Net Force
Normal Windward + Leeward= 3692.88 lbs . 3692.9 lbs
Sidewall Net= 0.00 lbs 147.7 lbs per ft width of wall .
Inverse Windward + Leeward= 3406.73 lbs 88.6 lbs ASD Load
Sidewall Net=.O lbs
Enclosed
Cnet: Table 1609.6.2(2)
P: (Eqn 16-34)
Windward wall Pressure+ Y
0.43
7.66
Pmax= 13.00
psf
Pressure Y
0.73
13.00
Leeward wall Pressure+ Y
-0.51
-9.08
Pmax= 9.08
psf
Pressure Y
-0.21
-3.74
Pressure+ Y
-0.66
-11.75
Pmax= 11.75
psf
Side wall
Pressure- Y
-0.35
-6.23
Length=
35
ft
Width=
25
ft
Height=
15
ft Wind Load Areas SQFT
Windward= 194
Pwall =
2521.19 lbs
Normal
Leeward= 0
Pwall =
0.00 lbs
Wind
Sidewall Left= 170
Pwall =
1997.44 lbs
Sidewall Right= 170
Pwall =
1997.44 lbs
Windward= 0
Pwall =
0.00 lbs
Inverse
Leeward= 194.
Pwall =
1761.38 lbs
Wind
Sidewall Left= 1.70
Pwall =
1997.44 lbs
Sidewall Right= 170
Pwall =
1997.44 lbs
Roof Loads
Slope
6/12 Enclosed
Cnet (Table1609.6.2(2)
P (Eqn 16-34)
Pressure+ Y
-0.47
-8.74
Pmax= 6.88
psf
Condition 1
Winward
Pressure Y
-0.16
-2.98
Pmin= -8.74"
psf
Roof
Pressure+ Y
0.06
1.12
Condition 2
pressure Y
0.37
6.88
Pressure' Y
-0.66
-12.28
Pmax= -6.51
psf
Leeward Roof.
Pressure Y
-.0.35
-6.51
Pmin= -12.28
psf
Pressure+ Y
-1.09
-20.28
Pmax= -14.70
psf
II to ridge
Pressure Y
-0.79
-14.70
Pmin= -20.28
psf
Areas SQFT
-
Windward= 134
Proof=
1171.69 lbs
Normal
Leeward= 0
Proof=
'0.00 lbs
Wind
Parallel to ridge Left= 168
Proof=
3406.79 lbs'
Parallel to ridge Right= 168
Proof=
3406.79 lbs
Windward= 0
Proof=
0.00 lbs
Inverse
Leeward= 134
Proof=
1645.35 lbs
Wind
Parallel to ridge Left= 168
Proof=
3406.79 lbs
Parallel to ridge Right= 168
Proof=
3406.79 lbs
Wind Dirc. Net Force
Normal Windward + Leeward= 3692.88 lbs . 3692.9 lbs
Sidewall Net= 0.00 lbs 147.7 lbs per ft width of wall .
Inverse Windward + Leeward= 3406.73 lbs 88.6 lbs ASD Load
Sidewall Net=.O lbs
4
. 7/24/2015
Southam Residence - Job 15-107
Wall Loads
L Z
Enclosed
Cnet: Table 1609.6.2(2)
All Heights Method Wind Loading
Cnet (Table 1609.6.2(2)
P (Eqn 16-34)
CBC -13 per 1609.6.
Windward wall Pressure+ Y
V= 110
Kd= 0.85
Loading- Side
h= 17.5
V^2= 12100
G= 0.87
Wall Lines A -B
z= 15
qs= 30.98
1= 1
Exposure: B
Peak Ht= 20
kZ 0.57
Kzt= 1
Pmax= 9.08
psf
kh= 0.60
qh= 15.81
Wind Dirc. Net Force
Normal Windward + Leeward= 7284.58 lbs 7284.6 Ibs .
Sidewall Net= 4996.75 lbs 208.1 lbs per ft width of wall
Inverse Windward + Leeward= 7284.58 lbs 124.9 lbs ASD Load
Sidewall Net= 437.883 lbs
rally40 M
4
O G
Wall Loads
Roof Loads
Enclosed
Cnet: Table 1609.6.2(2)
P: (Eqn 16-34)
Cnet (Table 1609.6.2(2)
P (Eqn 16-34)
Windward wall Pressure+ Y
0.43
7.66
Pmax= 13.00
psf
-8.74
Pressure Y
0.73
13.00
Pressure
Y
-0.16
Leeward wall Pressure' Y
-0.51
-9.08
Pmax= 9.08
psf
Y
Pressure Y
-0.21
-3.74
Condition 2
Pressure' Y
-0.66
-11.75
Pmax= 11.75
psf
Side wall
Pressure Y
-0.35
-6.23
6.88
Length=
25 ft
Pressure*
Y
-0.66
-12.28
Width=
35 ft
Leeward Roof
Height=
15 ft Wind Load Areas SQFT
Pressure
Y
-0.35
Windward= 170
Pmin= -12.28
Pwall =
2209.29 lbs
ridge Pressure+
Normal
Leeward= 170
-20.28
Pwall =
1543.48 lbs
Wind
Sidewall Left= 0
--0.79
Pwall =
0.00 lbs
psf
Sidewall Right= 194
Pwall =
2279.43 lbs
Windward= 170
Pwall =
2209.29 lbs
1468.98 lbs
Inverse
Leeward= 170
Leeward= 168
Pwall =
1543.48 lbs
Proof=
Wind
Sidewall Left= 194
Wind
Pwall =
2279.43 Ibs
Proof=
Sidewall Right= 0
Pwall =
0.00 lbs
Wind Dirc. Net Force
Normal Windward + Leeward= 7284.58 lbs 7284.6 Ibs .
Sidewall Net= 4996.75 lbs 208.1 lbs per ft width of wall
Inverse Windward + Leeward= 7284.58 lbs 124.9 lbs ASD Load
Sidewall Net= 437.883 lbs
rally40 M
4
O G
Roof Loads
Slope
6/12
jEnclosed
Cnet (Table 1609.6.2(2)
P (Eqn 16-34)
Condition 1 Pressure"
Y
-0.47
-8.74
Pmax= 6.88
psf
Winward
Pressure
Y
-0.16
-2.98
Pmin= -8.74
psf
Roof
Pressure'
Y
0.06
1.12
Condition 2
Pressure
Y
0:37
6.88
Pressure*
Y
-0.66
-12.28
Pmax= -6.51
psf
Leeward Roof
Pressure
Y
-0.35
-6.51
Pmin= -12.28
psf
II to
ridge Pressure+
Y
-1.09
-20.28
Pmax= -14.70
psf
Pressure
Y
--0.79
-14.70
Pmin= -20.28
psf
Areas SQFT
Windward= 168
Proof=
1468.98 lbs
Normal
Leeward= 168
Proof=
2062.82 Ibs
Wind
Parallel to ridge Left= 0
Proof=
0.00 lbs
Parallel to ridge Right= 134
Proof=
2717.32 lbs
Windward= 168
Proof=
1468.98 Ibs
Inverse
Leeward= 168
Proof=
2062.82 lbs
Wind
Parallel to ridge Left= 0
Proof=
0.00 lbs
Parallel to ridge Right= 134
Proof=
2717.32 Ibs
Wind Dirc. Net Force
Normal Windward + Leeward= 7284.58 lbs 7284.6 Ibs .
Sidewall Net= 4996.75 lbs 208.1 lbs per ft width of wall
Inverse Windward + Leeward= 7284.58 lbs 124.9 lbs ASD Load
Sidewall Net= 437.883 lbs
rally40 M
4
O G
7/24/2015
Southam Residence - Job 15-107
.i
ASCE 7-10 Seismic Loads - Equivalent Lateral Force Procedure
Description
Symbol
Value
Source
Units
Site Class
-
D
Chapter 20
MCER (short period)
Ss
0.638
USGS website
%g
NICER 0 sec period)
S,
0.265
USGS website
%g
Response Modification
R
6.5
Table 12.2-1
-
Response Modification
R
1.5
Table 12.2-2
Timber Frame
Risk Category
-
II
Table 1-1
-
Importance Factor
I
I
Table 11.5-1
Strutural Height
h„
15.0
-.
ft
Peroid Parameter
Ct
0.02
Table 12.8-2
English
Peroid Parameter
x
0.75
Table 12.8-2
English
Long Period
TL
16
Figure 22-16
sec
Aprx. Fundamental Period
Ta
0.152
Section 12.8.2.1
sec
Design Spectral Acceleration
SDs
0.549
Eq. 11.4-3
%g
Design Spectral Acceleration
SD,
0.330
Eq. 11.4-4
%g
Redundancy Factor
p
' 1.3
Section 12.3.4.
-
Seismic Response Coefficient
Cs
0.084
Section 12.8.1.-
Seismic Response Coefficient
Cs
0.366
Section 12.8. 1.1
Timber Frame
Use 0% of Snow Load in the Seismic design.
Diaphragm Tributary Area =
Diaph. width 1-4: 35 V ultimate = 79 plf 845 SQFT Sloped Roof @ 24.65 psf
V working stress = 56 plf 200.00 SQFT of Ext. Wall @ 18.00 psf
96.00 SQFT of Int. Wall @ 8.00 psf
Diaph. width A -B 25 V ultimate = 111 plf 0.00 SQFT Floor @ .12.00 psf
V working stress = 79 plf W= 25199.5 lbs
J
7/24/2015 Southam Residence - Job 15-107
'
Lateral Load Summary
Roof Level
Wall
Line.
Diaphragm
'Triburtary
Length
(FT)
Seismic
Loading
(plf).
Wind
Loading
(plf)
Seismic Wall
Load
(kips)
Wind Wall
Load
(kips)
Controaling
Load
Case
1.1
25.0
56
88.6
1.41
2.22
Wind
A.1
17.5
79
124.9
1.38
2.19
Wind
B.2
'17.5
79
124.9
1.38
2.19
Wind
.. C.HO
ftneei ing
L
7/24/2015 Southam Residence - Job 15.107 L
SHEAR WALL DESIGN ANSI/ AF & PA SDPWS-2008 and CBC -13
Wall
Wall
Wall
Wall
Floor'
Wall
OTM
from
Net
Required
Holdown
Line Load
. Wall
Height
Width
Position
System
Stress
OTM
Res
jRese.+.setajU�Pa'b.ve
xr
Uplift
Anchor
or
Wall Type
kis
Number
ft
fl
kip
ki ft
k
(lbs)
ki s '
Bolt
Strap
Wall Line ID: 1 '
_L
Level: 1
1
9
5.0
Comer
STEM
262.1
12.7
2.0"
0
0
0
2.33
SSTB20
HDU4 (DBL 2X)
C
Seismic
1.41
1
9
5.0
Comer
STEM
443.1
19.9
2.0
0
0
0
3.75
SSTB20
HDU4 (DBL 2X)
C
Wind
~
2.22
i,
Wall Line ID: A
Level: 1
1
10.33
3.5
Corner
STEM
197.5
7.1
1.1
0
0
0
1.87
SST816
HDU2 (DBL 2X)
C
Seismic
1.87
SSTB16
HDU2 (DBL 2X)
C
1'38
1
10.33
3.5
Comer
STEM
197.5
7.1
1.1
1
0
0
1
10.33
3.5
Comer
STEM
312.2
11.3
1.1
0
0
0
3.03
SSTB16
HDU2 (DBL 2X)
C
Wind
2'18
1
10.33
3.5
Comer
STEM
312.2
11.3
1.1
1
0
0
3.03
SSTB16
HDU2 (DBL 2X)
C
Wall Line ID: B
Level: 1
1
9
3.5
Comer
STEM
394.9
12.4
1.0
0
0
0
3.41
SB5/8x24
HDU�DBL 2X)
E
Seismic
1.38
1
9
3.5
Comer
STEM
624.4
19.7
1.0
0
0
0
5.45
S65/8x24
HDU5 (DBL 2X)
E
Wind
_
2.19
i
Aftleerir!gHo
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Description : B1
CODE.REFERENCES ' Y ""
' Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
, :., ; .x .
u, >� 4 •
. •
Load Combination Set : IBC 2012
0.705 1 Maximum Shear Stress Ratio =
0.243 : 1
Section used for this span
Material Properties
Section used for this span
2x6
fb : Actual
Analysis Method: Allowable Stress Design
Fb - Tension
900.0 psi
E: Modulus of Elasticity
Load Combination iBC 2012
Fb - Compr
900.0 psi
Ebend- xx 1,600.0 ksi
+D+Lr+H
Fc - Prll
1,350.0 psi
Eminbend - xx 580.0 ksi
Wood Species : Doug lasFir-Larch
Fc - Perp
625.0 psi
Span # where maximum occurs =
Wood Grade : No.2
Fv
180.0 psi
Maximum Deflection
Ft
575.0 psi
Density 32.210 pcf
Beam Bracing : Beam is Fully Braced against lateral -torsion buckling
605
Repetitive Member Stress Increase
Q(0.033
Lr 0.04
/xo
Span =9.0ft
Applied L08dS '0' , 4. �. Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads -
Uniform Load : D = 0.0160, Lr = 0.020 ksf, Tributary Width = 2.0 ft
DESIGN SUMMARY .
, :., ; .x .
u, >� 4 •
. •
Maximum Bending Stress Ratio =
0.705 1 Maximum Shear Stress Ratio =
0.243 : 1
Section used for this span
2x6
Section used for this span
2x6
fb : Actual
1,186.41 psi
fv : Actual =
54.69 psi
FB: Allowable =
1,681.88 psi
Fv : Allowable =
225.00 psi
Load Combination
+D+Lr+H
Load Combination
+D+Lr+H
Location of maximum on span =
4.500ft
Location of maximum on span =
8.573 ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs =
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.178 in Ratio=
605
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.330 in Ratio=
327
Max Upward Total Deflection
0.000 in Ratio=
0 <180
• Overall,:Maztmum` Deflect'or's ' �� ' ' '' � z;°
u, >� 4 •
Load Combination
Span Max. ' ° Dell Location in Span Load Combination Max. '+• Defl Location in Span
+D+Lr+H
1 0.3295 4.533 0.0000 0.000
Vertical Reaction's:Support
w notation : Far left is #1 Values in KIPS
Load Combination
Support 1 Support 2
Overall MAXimum
0.332 0.332
Overall MINimum
0.091 0.091
+D+H
0.152 0.152
+O+L+H
0.152 0.152
+D+Lr+H
0.332 0.332
+D+S+H
0.152 0.152
+D+0.750Lr+0.750L+H
0.287 0.287
+D+0.750L+0.750S+H
0.152 0.152
n
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Veitical Reactions;;,
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Support notation : Far left is #1 Values in KIPS
., _.':
A
.
Load Combination
Support 1
Support 2
+D+0.60W+H
0.152
0.152
+D+0.70E+H
0.152
0.152
+0+0.750Lr+0.750L+0.450W+H
0.287
0.287
,
+0+0.750L+0.750S+0.450W+H
0.152
0.152
+D+0.750L+0.750S+0.5250E+H
0.152
0.152
+0.60D+0.60W+0.60H i
0.091
0.091
+0.60D+0.70E+0.60H
0.091
0.091
D Only
0.152
0.152
Lr Only
0.180
•0.180
L Only.
S Only
W Only
E Only
H Only
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Description : B2
CODE REFERENCES
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
"- ` '
Load Combination
•
Load Combination Set: IBC 2012
0.533 1 Maximum Shear Stress Ratio =
0.115: 1
Section used for this span
Material Properties
Section used for this span
2x8
fb : Actual =
Analysis Method: Allowable Stress Design
Fb - Tension
900.0 psi
E: Modulus of Elasticity
Load Combination iBC 2012
Fb - Compr
900.0 psi
Ebend- xx 1,600.0 ksi
+D+Lr+H
Fc - Prll
1,350.0 psi
Eminbend - xx 580.0 ksi
Wood Species : Doug lasFir-Larch
Fc - Perp
625.0 psi
Span # where maximum occurs =
Wood Grade : No.2
Fv
180.0 psi
Maximum Deflection
+0+0.750Lr+0.750L+H
Ft
575.0 psi
Density 32.210pcf
Beam Bracing : Beam is Fully Braced against lateral -torsion buckling
521
Repetitive Member Stress Increase
D 0.00665 Lr 0.0133
2x8
Span = 18.0 ft
Applied Loads Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load : D = 0.0050, Lr = 0.010 ksf, Tributary Width =1.330 ft
_DESIGN SUMMARY
"- ` '
Load Combination
•
Maximum Bending Stress Ratio =
0.533 1 Maximum Shear Stress Ratio =
0.115: 1
Section used for this span
2X8
Section used for this span
2x8
fb : Actual =
827.81 psi
fv : Actual =
25.96 psi
FB: Allowable =
1,552.50 psi
Fv : Allowable
225.00 psi
Load Combination
+D+Lr+H
Load Combination
+D+Lr+H
Location of maximum on span =
9.000ft
Location of maximum on span =
17.409 ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs =
Span # 1
Maximum Deflection
+0+0.750Lr+0.750L+H
0.172
0.172
Max Downward Transient Deflection
0.415 in Ratio=
521
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.698 in Ratio=
309
Max Upward Total Deflection
0.000 in Ratio=
0 <180
.Overalf Maxtmam' Deflections, .''r
'' • _
Load Combination
Span
Max. ° " Defl Location in Span Load Combination Max. '+^ Def! Location in Span
+D+Lr+H
1
0.6977 9.066 0.0000 0.000
d41Cal.Reactl0tlS ,.
,:
; :;; Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
0.201
0.201
Overall MINimum
0.049
0.049
+D+H
0.082
0.082
+D+L+H
0.082
0.082
+D+Lr+H
0.201
0.201
+D+S+H
0.082
0.082
+0+0.750Lr+0.750L+H
0.172
0.172
+D+0.750L+0.750S+H
0.082
0.082
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Support notation :'Far left is #1 Values in KIPS
x
Load Combination
Support 1
Support-2
+0;0.60W+H
0.082
0.082
+D+0.70E+H
0.082
0.082
+O+0.750Lr+0.750L+0.450W+H
0.172
0.172
+0+0.750L+0.750S+0.450W+H
0.082
0.082
+0+0.750L+0.750S+0.5250E+H
0.082
0.082
+0.60D+0.60W+0.60H
0.049
0.049
+0.60D+0.70E+0.60H
0.049
0.049
D Only
0.082
0.082
Lr Only
0.120
0.120
L Only
S Only
W Only
E Only
H Only
P
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Description: B3
CODE REFERENCES
:F ti ;:.;r
. •
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
= 0.564 1
Maximum Shear Stress Ratio =
0.259 : 1
Load Combination Set: IBC 2012
3-1.75x16
Section used for this span
3-1.75x16
Material Properties
= 1,761.14psi
fv : Actual =
92.18 psi
Analysis Method: Allowable Stress Design
Fb - Tension
2,600.0 psi
E: Modulus of Elasticity
Load Combination IBC 2012
Fb - Compr
2,600.0 psi
Ebend- xx 1,900.0 ksi
Location of maximum on span
Fc - Prll
2,510.0 psi
Eminbend - xx 965.71 ksi
Wood Species : iLevel Truss Joist
Fc - Perp
750.0 psi
Span # 1
Wood Grade : Microl-am LVL 1.9 E
Fv
285.0 psi
+D+S+H
3.369
Ft
1,555.0 psi
Density 42.0 pcf
Beam Bracing Beam is Fully Braced against lateral -torsion buckling
+0+0.750L+0.750S+H
3.369
Q(0.275Lr 0.22
a- 1.10X 10
Span = 22.50 ft
Applied LOadS Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load : D = 0.0250, Lr = 0.020 ksf, Tributary Width =11.0 ft
:: DESIGNMMMARY... :,
:F ti ;:.;r
. •
Maximum Bending Stress Ratio
= 0.564 1
Maximum Shear Stress Ratio =
0.259 : 1
Section used for this span
3-1.75x16
Section used for this span
3-1.75x16
fb : Actual
= 1,761.14psi
fv : Actual =
92.18 psi
FB: Allowable
= 3,125.30 psi
Fv : Allowable =
356.25 psi
Load Combination
+D+Lr+H
Load Combination
+D+Lr+H
Location of maximum on span
= 11,250ft
Location of maximum on span =
21.186 ft
Span # where maximum occurs
= Span # 1
Span # where maximum occurs =
Span # 1
Maximum Deflection
Max Downward Transient Deflection
0.375 in
Ratio=
720
Max Upward Transient Deflection
0.000 in
Ratio=
0 <360
Max Downward Total Deflection
0.885 in
Ratio=
305
Max Upward Total Deflection
0.000 in
Ratio=
0 <180
Otrerall'Maxi'm.um.Deflect'ions
Load Combination
Span
Max. ' ° Defl Location in Span Load Combination Max. '+' Defl Location in Span
+D+Lr+H
1
0.8850 11.332 0.0000 0.000
VerticaLReaction,-,.s..
Support notation :Far left is #1 Values in KIPS
;,
Load Combination
Support 1
Support 2
Overall MAXimum
5.844
5.844
Overall MINimum
2.022
2.022
+D+H
3.369
3.369
+D+L+H
3.369
3.369
+D+Lr+H
5.844
5.844
+D+S+H
3.369
3.369
+D+0.750Lr+0.750L+H
5.226
5.226
+0+0.750L+0.750S+H
3.369
3.369
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Pn ted 20 JUL 2015 5 58PM
F,II& 1lC%+S bho�R)fjobsl20�51107 d=11ENERCA"1;EC6"'"
»aMaf� �S 7 N u
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Description : B3
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' ; *s&'9, ERCAI:C;�INGg1983�20t58u11d:615
• ENGINEERING
"V21tIC81;Reactions a; v"n,
Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1 Support 2
+D+0.60W+H
3.369 3.369
+0+0.70E+H
3.369 3.369
+0+0.750Lr+0.750L+0.450W+H
5.226 5.226
+D+0.750L+0.750S+0.450W+H
3.369 3.369
+O+0.750L+0.750S+0.5250E+H
3.369 3.369
+0.60D+0.60W+0.60H
2.022 2.022
+0.60D+0.70E+0.60H
2.022 2.022
D Only
3.369 3.369
Lr Only
2.475 2.475
L Only
S Only
W Only
E Only
H Only
r
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Description : B4
CODE REFERENCES
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
Load Combination Set: IBC 2012
Material P
Analysis Method: Allowable Stress Design
Fb - Tension
2600 psi
E: Modulus of Elasticity
Load Combination IBC 2012
Fb - Compr
2600 psi
Ebend- xx 1900 ksi
909
Fc - Pdl
2510 psi
Eminbend - xx 965.71 ksi
Wood Species : iLevel Truss Joist
Fc - Perp
750 psi
1.585
Wood Grade ; Microl-am LVL 1.9 E
Fv
Ft
285 psi
1555 psi
Density 42 pcf
Beam Bracing : Beam is Fully Braced against lateral -torsion buckling
0.945
+D+L+H
D 0.1 Lr 0.08
Span = 16.0 ft
AOphed Loads ` Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load : D = 0.0250, Lr = 0.020 ksf, Tributary Width = 4.0 ft
Maximum Bending Stress Ratio
Section used for this span
fb : Actual
FB: Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
Maximum Deflection
Max Downward Transient Deflection
Max Upward Transient Deflection
Max Downward Total Deflection
Max Upward Total Deflection
0.1901
3-1.75x11.87
616.77 psi
3,250.00 psi
+D+Lr+H
= 8.000ft
Span # 1
Maximum Shear Stress Ratio
Section used for this span
fv : Actual
Fv : Allowable
Load Combination
Location of maximum on span
Span # where maximum occurs
0.085 in
Ratio=
2252
0.000 in
Ratio=
0 <360
0.211 in
Ratio =
909
0.000 in
Ratio=
0 <180
0.095: 1
3-1.75x11.87
33.69 psi
356.25 psi
+D+Lr+H
15.066 ft
Span # 1
OveraA.Mazmium Deflections
Load Combination
Span
Max."-* Defl Location in Span Load Combination Max. W Defl Location in Span
+D+Lr+H
1
0.2112 8.058 0.0000 0.000
;Vertical Reactions.- 't,
z° Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
Overall MAXimum
1.585
1.585
Overall MINimum
0.567
0.567
+D+H
0.945
0.945
+D+L+H
0.945
0.945
+D+Lr+H
1.585
1.585
+D+S+H
0.945
0.945
+0+0.750Lr+0.750L+H
1.425
1.425
+D+0.750L+0.750S+H
0.945
0.945
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Description : B4
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• ENGINEERING
Vertical `Reactions,.;
Ron
;� y �` x� �} c `� �
Support notation : Far left is #1 Values in KIPS
. „ .r.:.
Load Combination
Support 1
Support 2
+0+0.60W+H
0.945
0.945
4
f +D+0.70E+H
0.945
0.945
+D+0.750Lr+0.750L+0.450W+H
1.425
1.425
+D+0.750L+0.750S+0.450W+H
0.945
0.945
+D+0.750L+0.750S+0.5250E+H
0.945
0.945
+0.60D+0.60W+0.60H
0.567
0.567 '
+0.60D+0.70E+0.60H
0.567
0.567
D Only
0.945
0.945
Lr Only
0.640
0.640
L Only
S Only c
W Only
E Only
H Only
t
1
v
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Description : B5
Maximum Bending Stress Ratio
0.539 1
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10Load
GoO
m: Actual
= 590.05psi
Combination Set: |BC2O12
= 1.093.75psi
Load Combination
+D+Lr+H
Material Properties
= 3.500#
Span # where maximum occurs
Span # 1
Analysis Method: Allowable Stress Design'
Fb'Tension
875 psi
E: Modulus ofElasticity
Load Combination IBC 2U12
Fb'Compr
875 psi
Ehand'xx 1300kxi
0.818
Fo'Pd|
600 psi
Eminhond'xx 470kui
Wood Species Douglas Fir 'Larch
Fo'Perp
625 psi
0.819
Wood Grade No.2
Fv
170 psi
Ft
425 psi
Density 31.2pd
Beam Bracing Beam isFully Braced against lateral -torsion buckling
D(O.225) LOAM
'
-QP Service loads entered. Load Factors will be applied for calculations.
Beam self weight calculated and addeto loads
Maximum Shear Stress Ratio
Section used for this span
m: Actual
rv:/wm=oule
Load Combination
Location ofmaximum onspan
Span # where maximum occurs
Maximum Deflection
Maximum Bending Stress Ratio
0.539 1
Section used for this span
GoO
m: Actual
= 590.05psi
FB: Allowable
= 1.093.75psi
Load Combination
+D+Lr+H
Location ofmaximum oospan
= 3.500#
Span # where maximum occurs
Span # 1
Maximum Shear Stress Ratio
Section used for this span
m: Actual
rv:/wm=oule
Load Combination
Location ofmaximum onspan
Span # where maximum occurs
Maximum Deflection
Load Combination
Max Downward Transient Deflection
0.039 in
nohv=
2158
Max Upward Transient Deflection
0.000 in
Ratio=
O <360
Max Downward Total Deflection
0.089 in
Ratio=
938
Max Upward Total Deflection
DDOOinRatio=
0.491
O«180
~ 0.204�1
6x8
=
43.45 psi
=
212.50 psi
+D+Lr+H
= O.3878
=
Span #1
-
Load Combination
Span
Max.%" Defl Location in Span Load Combination Max. "+" Defl Location in Span
+D+Lr4-Fi
1
0.0895 3.526 0.0000 0.000
Support notation Far left is #1 Values in KIPS
Load Combination Support 1
Support 2
Overall MAXimum
1.T49
1.449
Overall MINimum
0.491
0.491
+D+H
0.819
0.819
+D+L+*
0.818
0.819
+D+L,+H
1.449
14*
*+u+:
0.819
0.819
1.291
1.291
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k :� k�SFa:EIe 1CASEYIRettcAo(RI�12015110�S '" 1ENF�2CAS1;EC6 _y
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Description : B5
py4yy;�„x�'fi�;+��a..�_'N�r�';,`�.t'S+�k+s�ty=�
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INEEIRING•
Veitical'Reactlons:' : '
n r ' '� ,f. s
Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
+D+0.60W+H
0.819
0.819
+D+0.70E+H
0.819
0.819
4".750Lr+0.750L+0.450W+H
1.291
1.291
+D+0.750L+0.750S+0.450W+H
0.819
0.819
+D+0.750L+0.750S+0.5250E+H
0.819
0.819
+0.60D+0.60W+0.60H
0.491
0.491
+6.60D+0.70E+0.60H
0.491
0.491
D Only
0.819
0.819
Lr Only
0.630
0.630
'
L Only
S Only
W Only
E Only
H Only
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Project Title: $' `
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Protect ID: •� /(
0.00
Description : B6
. - •
• ENGINEERING
' CODEREFERENGES
0.360 : 1
Section used for this span
3-1.75x18
Calculations per NDS 2012, IBC 2012, CBC 2013,•ASCE 7-10
3-1.75x18
fb : Actual
= 2,374.20psi
Load Combination Set: IBC 2012
128.38 psi
FB: Allowable
= 3,075.64psi
Material Properties
356.25 psi
Load Combination
+D+Lr+H
Analysis Method: Allowable Stress Design
Fb - Tension
2,600.0 psi
E: Modulus of Elasticity
Load Combination IBC 2012
Fb - Compr
2,600.0 psi
Ebend- xx 1,900.0 ksi
Span # where maximum occurs =
Fc - Prll
2,510.0 psi
Eminbend - xx 965.71 ksi
Wood Species : iLevel Truss Joist
Fc - Perp
750.0 psi
0.538 in Ratio=
Wood Grade : MicroLam LVL 1.9 E
Fv
285.0 psi
0.000 in Ratio=
0 <360
Ft
1,555.9 psi
Density 42.0pcf
Beam Bracing :'Beam.is Fully Braced against lateral -torsion buckling
Max Upward Total Deflection
D 0.4 Lr 0.32
i•.[' 4 .e �'�'.^ - lam'' ; , r l xer.r '"'.�j " `'r'+'or
Span = 24.50 ft
a ,Applied Loads * Y ; ? it_ Service loads entered.. Load Factors will be applied for calculations.
Beam self weight calculated and added to loads
Uniform Load : D = 0.0250, Lr = 0.020 ksf, Tributary Width =16.0 ft
�• DES1t;N SUMMARY ... ' � .. � :: �r � � a x ._:.,;� gT# .
. - •
Maximum Bending Stress Ratio
= 0.772 1 Maximum Shear Stress Ratio =
0.360 : 1
Section used for this span
3-1.75x18
Section used for this span
3-1.75x18
fb : Actual
= 2,374.20psi
tv : Actual =
128.38 psi
FB: Allowable
= 3,075.64psi
Fv : Allowable
356.25 psi
Load Combination
+D+Lr+H
Load Combination
+D+Lr+H
Location of maximum on span
= 12.250ft
Location of maximum on span =
23.069 ft
Span # where maximum occurs
= Span # I'
Span # where maximum occurs =
Span # 1
Maximum Deflection
+D+Lr+H
9.158 9.158 „
Max Downward Transient Deflection
0.538 in Ratio=
546
Max Upward Transient Deflection
0.000 in Ratio=
0 <360
+D+0.750L+0.750S+H
Max Downward Total Deflection
1.257 in Ratio=
233
Max Upward Total Deflection
0.000 in Ratio=
U
0 <180 `
5 ..i... .._.N �•F].. S x. 4T.+Y., Tl� %^l. J1i lti1•,rA',-•'
Overall Maximum
Load Combination
Span Max. ' ' Defl Location in Span Load Combination
Max. '+' Defl Location in Span
+D+Lr+H
1 1.2574 12.339
0.0000 0.000
Vertical'ReaCtiOnS
Support notation : Far left is #1
Values in KIPS
Load Combination
Support 1 Support 2
Overall MAXimum
9.158 9.158
Overall MIN_ imum
3.143 3.143
+O+H
5.238 5.238
+D+L+H
5.238 5.238
+D+Lr+H
9.158 9.158 „
+D+S+H
5.238 5.238
+0+0.750Lr+0.750L+H
8.178 8.178
'
+D+0.750L+0.750S+H
5.238 5.238
l
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Title Block Line 6
:� r:. •„•� , r, :�; j �p
{
Wood B:eam�t r ��
Pdnted:20 JUL 2015, 5:58PM
�sF s r;l rf >+'”
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* r` F ;ryr
a ,rj�°t�s�" ` ' File 11Gi1SEV{RanCfta(R)Vobs120]511070-�11ENERCF�1!EC6
.,. .. �� �
-
CAL`CIt�C19832015Bulld6E15:7'8ye�61578��
• ...., r.:�....,;�_a«,.,...:.a.�a�...,.,.....
0.00
Description : B6
$.,.i.�M..��'...,v c�
a?4F..v.., ..:M .., s
..��'.. a..0 c. , ce>= , .. , .ENER ... ... .,. .. _.
• ENGINEERING
Verttcal'Reactions'' . ,
" } Y � ;
Support notation : Far left is #1 Values in KIPS
Load Combination
Support 1
Support 2
+D+0.60W+H
5.238
5.238
+D+0.70E+H
5.238
5.238
r +0+0.750Lr4O.750L+0.450W+H
8.178
8.178
+D+0.750L+0.750S+0.450W+H
5.238
5.238
+D+0.750L+0.750S+0.5250E+H
5.238
5.238 r
+0.600+0.60W+0.60H
3.143
3.143
+0.60D+0.70E+0.60H
3.143
3.143
D Only
5.238
5.238
Lr Only
3.920
3.920
L Only
S Only
W Only
E Only
H Only
1 ,
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Proiect ID: 131.E
Description : By
iCODE REFERENCES
F.
01M. .07=
Calculations per NDS 2012, IBC 2012, CBC 2013, ASCE 7-10
0.268 1 Maximum Shear Stress Ratio =
0.159 : 1
Section used for this span
Load Combination Set: IBC 2012
Section used for this span
2-1.75x11.87
fb : Actual =
Material Properties
fv :Actual =
56.52 psi
F13: Allowable =
Analysis Method: Allowable Stress Design
Fb - Tension
2,600.0 psi
E: Modulus of Elasticity
Load Combination IBC 2012
Fb-Comer
2,600.0 psi
Ebend-xx 1,900.Oksi
6.500ft
Fc - Prll
2,510.0 psi
Eminbend - xx • 965.71 ksi
Wood Species : iLevel Truss Joist
Fc - Perp
750.0 psi
;
- Wood Grade ; Microl-am LVL 1.9 E
Fv
285.0 psi
Max Downward Transient Deflection
0.084 in Ratio =
Ft
1,555.0 psi ,.
Density 42.0 pcf
Beam Bracing : Beam is Fully Braced against lateral -torsion buckling
0 <360
'� a" } : s k *._ R'' Service loads entered. Load Factors will be applied for calculations.
li
Apped Loads, ._. - :., ,.,, �, ,
Beam self weight calculated and added to loads
Uniform Load : D = 0.0250, Lr = 0.020 ksf, Tributary Width = 6.0 ft
::DESIGN SUMMARY '
F.
01M. .07=
Maximum Bending Stress Ratio =
0.268 1 Maximum Shear Stress Ratio =
0.159 : 1
Section used for this span
2-1.75x11.87
Section used for this span
2-1.75x11.87
fb : Actual =
869.42 psi
fv :Actual =
56.52 psi
F13: Allowable =
3,250.00psi
Fv : Allowable =
356.25 psi
Load Combination
+D+Lr+H
Load Combination .
+D+Lr+H
Location of maximum on span =
6.500ft
Location of maximum on span =
12.051 ft
Span # where maximum occurs =
Span # 1
Span # where maximum occurs =
Span # 1 ,.
Maximum Deflection
1.834
+D+S+H
1.054
Max Downward Transient Deflection
0.084 in Ratio =
1866
1.639
Max Upward Transient Deflection
0.000 in Ratio =
0 <360
Max Downward Total Deflection
0.197 in Ratio =
793
Max Upward Total Deflection
0.000 in Ratio =
0 <180
Overall Maztmurn" eflections -1 " `-., F4
F.
9.
+. n'
Load Combination
Span
Max. "Deft Location in Span Load Combination Max. "+" Defl Location in Span
+D+Lr+H
1
0.1965 6.547 0.0000 0.000
Vl ,
erticaReactions �
`'' Su
Support " ort notation :Far left is #1 Values in KIPS
^
€: f
Load Combination
Support 1
Support 2
Overall MAXimum
1.834
1.834
Overall MINimum
0.632
0.632
+D+H
1.054
1.054
+D+L+H
1.054
1.054
+D+Lr+H
1.834 '
1.834
+D+S+H
1.054
1.054
+D+0.750Lr+0.750L+H
1.639
1.639
+D+0.750L+0.750S+H
1.054
1.054
4
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Title Block Line 6
.: N •• f `-Y�. ;°� �" s
am�f��t"�,�,Yar����`
Printed: 20JUL 2015. 5:58PM
+{ y ct, rr'q. • , , Mle' �IICASE11Renctio(R)yobs120151107 50;11ENEhCA J'rEC6
�'-!?,F FN�RCALC§ING`•19832016,`,Bugd6i,1'578?1!ei6,157,8�>
kyr ` to
6-W§0dB.
KW -060071
- Description : B7
• ENGINEERING
VeiticaF Reactions r t - s `y''7 '°
Support notation : Far left is #1 Values in KIPS
Load Combination ,Support 1
Support 2
+0+0.60W+H 1.054
1.054
+0+0.70E+H 1.054
1.054
+D+0.750Lr+0.750L+0.450W+H 1.639
1.639
+D+0.750L+0.750S+0.450W+H 1.054 -
1.054
+D+0.750L+0.750S+0.5250E+H 1.054
1.054
+0.60D+0.60W+0.60H 0.632
0.632.
+0.60D+0.70E+0.60H 0.632
0.632
D Only 1.054
1.054
Lr Only 0.780
0.780
L Only
S Only
W Only
E Only
H Only
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Description : Ft
�wCoafe-References• ��'�� �'^ ,�°.�`�;%r r,�ar'R
-
�
Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10
,
Load Combinations Used : ASCE 7-10
`
.r:
:.GeneralYlnformatiori y t• Tt r �a
Material Properties
Soil Design Values
fc : Concrete 28 day strength = 2.50 ksi
Allowable Soil Bearing =
1.50 ksf
fy : Rebar Yield = 40.0 ksi
Increase Bearing By Footing Weight =
No
Ec : Concrete Elastic Modulus = 3,122.0 ksi
Soil Passive Resistance (for Sliding) =
200.0 pcf
Concrete Density = 145.0 pcf
Soil/Concrete Friction Coeff. =
0.30
cp Values Flexure = 0.90
„
Shear = 0.850
Increases based on footing Depth
Analysis Settings
Footing base depth below soil surface =
It
Min Steel % Bending Reinf. =
Allowable pressure increase per foot of deptl=
ksf
Min Allow % Temp Reinf. = 0.0020
when footing base is below =
ft
Min. Overturning Safety Factor = 1.50: 1.
Min. Sliding Safety Factor = 1.50 :1
Increases based on footing plan dimension
Add Fig Wt for Soil Pressure No
Allowable pressure increase per foot of dept =
ksf
Use ftg wt for stability,- moments & shears No G
when maximum length or width is greater4
ft
Add Pedestal Wt for Soil Pressure No
Use Pedestal wt for stability, mom & shear No
` :Dimensions`; , t �. , 4_
Width parallel to X -X Axis = 2.0 ft
'
Length parallel to Z -Z Axis. _ 2.0 ft
Z
Footing Thicknes = 12.0 in
.
I
I'r`
Pedestal dimensions—,
px : parallel to X -X Axis = in
pz : parallel to Z -Z Axis = t in
Height - in
Rebar Centerline to Edge of Concrete..
at Bottom of footing = 3.0 in
i
:Reinforcing. �• :�-� _ �_.;. � r •ski• L 2' �'_ .
Bars parallel to X -X Axis
Number of Bars = 3.0
Reinforcing Bar Size = # 4
Bars parallel to Z -Z Axis - :.:.::.,.::.,
Number of Bars = 3.0 IlTmm
llllhg�1�110-E
l� ` ` 1111111=11111 Ilggllll
MIN
Reinforcing Bar SizE # 4.0 qi;;f:;;::`:;':'".<;ii•,:.<'- iglq il—giiiiii . s:;:'{;.:^ot•;,::,,:..r I�liiiiii
Bandwidth Distribution Check (ACI 15.4.4.2) ....... •• � ��^�=-.:. •• •. • -. ••
Direction Requiring Closer Separation n/a — — - — —
# Bars required within zone n/a
# Bars required on each side of zone n/a
Applied Loads
D Lr L S - W E H
P: Column Load = 3.40 2.50 k
OB : Overburden = ksf
M-xx = k -ft
' M-zz = k -ft
V -x . = k
V -z = k
14
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..DESIGNSUMMARYr r' i�,': �- •
PASS
Min. Ratio
Item
Applied
Capacity
Governing Load Combination
PASS
0.9833
Soil Bearing
1.475 ksf
1.50 ksf
+D+Lr+H about Z -Z axis
PASS
n/a
Overturning - X -X
0.0 k -ft
0.0 k -ft
No Overturning
PASS
n/a
Overturning - Z -Z
0.0 k -ft
0.0 k -ft
No Overturning
PASS
n/a
Sliding - X -X
0.0 k
0.0 k
No Sliding
PASS
n/a
Sliding - Z -Z
0.0 k
0.0 k
No Sliding
PASS
n/a
Uplift
0.0 k
0.0 k
No Uplift
PASS
0.1280
Z Flexure (+X)
1.010 k -ft
7.888 k -ft
+1.20D+1.60Lr+0.50L+1.60H
PASS
0.1280
Z Flexure (-X)
1.010 k -ft -
7.888 k -ft
+1.20D+1.60Lr+0.50L+1.60H
PASS
0.1280
X Flexure (+Z)
1.010 k -ft
7.888 k -ft
+1.20D+1.60Lr+0.50L+1.60H
PASS
0.1280
X Flexure (-Z)
1.010 k -ft
7.888 k -ft
+1.20D+1.60Lr+0.50L+1.60H
PASS
0.05134
1 -way Shear (+X)
4.364 psi
85.0 psi
+1.20D+1.60Lr+0.50L+1.60H
PASS
0.05868
1 -way Shear (-X)
4.988 psi
85.0 psi
+1.20D+1.60Lr+0.50L+1.60H
PASS
0.05134
1 -way Shear (+Z)
4.364 psi
85.0 psi
+1.20D+1.60Lr+0.50L+1.60H
PASS
0.05868
1 -way Shear (-Z)
4.988 psi
85.0 psi
+1.20D+1.60Lr+0.50L+1.60H
PASS
0.1270
2 -way Punching
21.585 psi
170.0 psi
+1.20D+1.60Lr+0.50L+1.60H
D`etailedResults "t
f q'_
1.319
n/a
n/a
Soil
Rotation Axis &
Actual Soil Bearing Stress
Actual 1 Allowable
Load Combination... Gross Allowable
Xecc
Zecc
Bottom, -Z
Top, +Z
Left, -X
Right, +X
Ratio
X -X. +D+H
1.50
n/a
0.0
0.850
0.850
n/a
n/a
0.567
X -X. - D+t-+H
1.50
n/a
0.0
0.850
0.850
n/a
n/a
0.567
X -X, +D+Lr+H
1.50
n/a
0.0
1.475
1.475
n/a
n/a
0.983
X -X, +D+S+H
1.50
n/a
0.0
0.850
0.850
n/a
n/a
0.567
X -X. +D+0.750Lr+0.750L+H
1.50
n/a
0.0
1.319
1.319
n/a
n/a
0.879
X -X, +D+0.750L+0.750S+H
1.50
n/a
0.0
0.850
0.850
n/a
n/a
0.567
X -X, +D+0.60W+H
1.50
n/a
0.0
0.850
0.850
n/a
n/a
0.567
X -X, +D+0.70E+H
1.50
n/a
0.0
0.850
0.850
n/a
n/a
0.567
X -X, +D+0.750Lr+0.750L+0.450W+H
1.50
n/a
0.0
1.319
1.319
n/a
n/a
0.879
X -X. +D+0.750L+0.750S+0.450W+H
1.50
n/a
0.0
0.850
0.850
n/a
n/a
0.567
X -X. +D+0.750L+0.750S+0.5250E+H
1.50
n/a
0.0
0.850
0.850
n/a
n/a
0.567
X-X.-460D-46OW-460H
1.50
rda
0.0
0.510
0.510
n/a
n/a
0.340
X -X. +0.60D+0.70E+0.60H
1.50
n/a
0.0
0.510
0.510
n/a
n/a
0.340
Z -Z. +D+H
1.50
0.0
n/a
n/a
n/a
0.850
0.850
0.567
Z -Z. +D+L+H
1.50
0.0
n/a
n/a
n/a
0.850
0.850
0.567
Z -Z. +D+Lr+H
1.50
0.0
n/a
n/a
n/a
1.475
1.475
0.983
Z -Z. +D+S+H
1.50
0.0
n/a
n/a
n/a
0.850
0.850
0.567
Z -Z. +D+0.750Lr+0.750L+H
1.50
0.0
n/a
n/a
n/a
1.319
1.319
0.879
Z -Z. +D+0.750L+0.750S+H
1.50
0.0
n/a
n/a
n/a
0.850
0.850
0.567
Z -Z. - D+0.60W+H
1.50
0.0
n/a
n/a
n/a
0.850
0.850
0.567
Z -Z. +D+0.70E+H
1.50
0.0
n/a
n/a
n/a
0.850
0.850
0.567
Z -Z. +D+0.750Lr+0.750L+0.450W+H
1.50
0.0
n/a
n/a
n/a
1.319
1.319
0.879
Z -Z. +D+0.750L+0.750S+0.450W+H
1.50
0.0
n/a
n/a
n/a
0.850
0.850
0.567
Z -Z. +D+0.750L+0.750S+0.5250E+H
1.50
0.0
n/a
n/a
n/a
0.850
0.850
0.567
Z -Z, +0,60D+0,60W+0,60H
1.50
0.0
n/a
n/a
n/a
0.510
0.510
0.340
Z-Z.10.60D+0.70E+0,.60H
1.50
0.0
n/a
n/a
n/a
0.510
0.510
0.340
Overturning;Stability
Rotation Axis &
Load Combination...
Overturning
Moment
Resisting Moment
Stability
Ratio
Status
Footing Has NO Overturning
Sliding Stability , .
sj
All units k
Force Application Axis
Load Combination...
Sliding
Force
Resisting Force
Sliding SafetyRatio
Status
Footing Has NO Sliding
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;; z ' , a
Genelral Footin
NOW: 21 JUL 2015 >> 3sAM
r , n i o M lF
s°
Tb Ftra�
i. ;;; �s=ter.
-}
z�s x p zy F1e1U'./+SEXIRancho"1Rl�lobs12015�10
> y
50=11ENERCA at EC6-
0.00
' Description : F1
f` ,�
,b�kkW2'r
,!> NTM�ENERCiUCINC1.98320166u11d6*15:Z8tiVer6;157,.8;
•
FCoting FlPWF-611.
*
Mu Which
Tension @
As Req'd Gvm. As Actual As
Phi Mn Status
Flexure Axis &Load Combination
k-ft Side ?
Bot or Top ?
in"2 in"2 in^2
k-ft
X-X. +1.40D+1.60H
0.5950 +Z
Bottom
0.288 Min Temp % 0.30
7.888 OK
X-X. +1.40D+1.60H
0.5950 -Z
Bottom
0.288 Min TemD % 0.30
7.888 OK
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Project Title:
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Description : F1
Footing"flexure •Y �t '" "t '>� ,
Flexure Axis &Load Combination
Mu Which
Tension @
As Req'd
A2
Gvm. As
Actual As
in^2
Phi'Mn
k
Status
k -ft Side ?
Bot or Top ?
in
in^2
-ft
X -X. +1.20D+0.50Lr+1.60L+1.60H
0.6663
+Z
Bottom
0.288
Min Temp %
0.30
7.888
OK
X -X. +1.20D+0.50Lr+1.60L+1.60H
0.6663
-Z
Bottom
0.288
Min Temo %
0.30
7.888
OK
X -X. +1.20D+1.60L+0.50S+1.60H
0.510
+Z
Bottom
0.288
Min Temp %
0.30
7.888
OK
X -X. +1.20D+1.60L+0.50S+1.60H
0.510
-Z
Bottom
0.288
Min Temp %
0.30
7.888
OK
X -X, +1.20D+1.60Lr+0.50L+1.60H
1.010
+Z
Bottom
0.288
Min Temp %
0.30
7.888
OK
X -X, +1.20D+1.60Lr+0.50L+1.60H
1.010
-Z
Bottom
0.288
Min Temp %
0.30
7.888
OK
X -X. +1.20D+1.60Lr+0.50W+1.60H
1.010
+Z
Bottom
0.288
Min Temp %
0.30
7.888
OK
X -X. +1.20D+1.60Lr+0.50W+1.60H
1.010
-Z
Bottom
0.288
Min Temp %
0.30
7.888
OK
X -X. +1.20D+0.50L+1.60S+1.60H
0.510
+Z
Bottom
0.288
Min Temp %
0.30
7.888
OK
X -X, +1.20D+0.50L+1.60S+1.60H
0.510
-Z
Bottom
0.288
Min Temp %
0.30
7.888
OK
X -X. +1.20D+1.60S+0.50W+1.60H
0.510
+Z
Bottom
0.288
Min Temp %
0.30
7.888
OK
X -X. +1.20D+1.60S+0.50W+1.60H
0.510
-Z
Bottom
0.288
Min Temo %
0.30
7.888
OK
X -X. +1.20D+0.50Lr+0.50L+W+1.60H
0.6663
+Z
Bottom
0.288
Min Temo %
0.30
7.888
OK
X -X. +1.20D+0.50Lr+0.50L+W+1.60H
0.6663
-Z
Bottom
0.288
Min Temp %
0.30
7.888
OK
X -X. +1.20D+0.50L+0.50S+W+1.60H
0.510
+Z
Bottom
0.288
Min Temo %
0.30
7.888
OK
X -X. +1.20D+0.50L+0.50S+W+1.60H
0.510
-Z
Bottom
0.288
Min Temo %
0.30
7.888
OK
X -X. +1.20D+0.50L+0.20S+E+1.60H
0.510
+Z
Bottom
0.288
Min Temo %
0.30
7.888
OK
X -X. +1.20D+0.50L+0.20S+E+1.60H
0.510
-Z
Bottom
0.288
Min Temp %
0.30
7.888
OK
X -X, +0.90D+W+0.90H
0.3825
+Z
Bottom
0.288
Min Temp %
0.30
7.888
OK
X -X, +0.90D+W+0.90H
0.3825
-Z
Bottom
0.288
Min Temp %
0.30
7.888
OK
X -X, +0.90D+E+0.90H
0.3825
+Z
Bottom
0.288
Min Temp %
0.30
7.888
OK
X -X. +0.90D+E+0.90H
0.3825
-Z
Bottom
0.288
Min Temo %
0.30
7.888
OK
Z -Z. +1.40D+1.60H
0.5950
-X
Bottom
0.288
Min Temp %
0.30
7.888
OK
Z -Z. +1.40D+1.60H
0.5950
+X
Bottom
0.288
Min Temo %
0.30
7.888
OK
Z -Z, +1.20D+0.50Lr+1.60L+1.60H
0.6663
-X
Bottom
0.288
Min Temo %
0.30
7.888
OK
Z -Z, +1.20D+0.50Lr+1.60L+1.60H
0.6663
+X
Bottom
0.288
Min Temp %
0.30
7.888
OK
Z -Z, +1.200+1.60L+0.50S+1.60H
0.510
-X
Bottom
0.288
Min Temp %
0.30
7.888
OK
Z -Z, +1.20D+1.60L+0.50S+1.60H
0.510
+X
Bottom
0.288
Min Temp %
0.30
7.888
OK
Z -Z, +1.20D+1.60Lr+0.50L+1.60H
1.010
-X
Bottom
0.288
Min Temp %
0.30
7.888
OK
Z -Z. +1.20D+1.60Lr+0.50L+1.60H
1.010
+X
Bottom
0.288
Min Temp %
0.30
7.888
OK
Z -Z. +1.20D+1.60Lr+0.50W+1.60H
1.010
-X
Bottom
0.288
Min Temp %
0.30
7.888
OK
Z -Z. +1.20D+1.60Lr+0.50W+1.60H
1.010
+X
Bottom
0.288
Min Temp %
0.30
7.888
OK
Z -Z. +1.20D+0.50L+1.60S+1.60H
0.510
-X
Bottom
0.288
Min Temp %
0.30
7.888
OK
Z -Z. +1.20D+0.50L+1.60S+1.60H
0.510
+X
Bottom
0.288
Min Temp %
0.30
7.888
OK
Z -Z. +1.20D+1.60S+0.50W+1.60H
0.510
-X
Bottom
0.288
Min Temp %
0.30
7.888
OK
Z -Z. +1.20D+1.60S+0.50W+1.60H
0.510
+X
Bottom
0.288
Min Temp %
0.30
7.888
OK
Z -Z. +1.20D+0.50Lr+0.50L+W+1.60H
0.6663
-X
Bottom
0.288
Min Temp %
0.30
7.888
OK
Z -Z. +1.20D+0.50Lr+0.50L+W+1.60H
0.6663
+X
Bottom
0.288
Min Temo %
0.30
7.888
OK
Z -Z. +1.20D+0.50L+0.50S+W+1.60H
0.510
-X
Bottom
0.288
Min Temp %
0.30
7.888
OK
Z -Z, +1.20D+0.50L+0.50S+W+1.60H
0.510
+X
Bottom
0.288
Min Temp %
0.30
7.888
OK
Z -Z, +1.20D+0.50L+0.20S+E+1.60H
0.510
-X
Bottom
0.288
Min Temp %
0.30
7.888
OK
Z -Z. +1.20D+0.50L+0.20S+E+1.60H
0.510
+X
Bottom
0.288
Min Temp %
0.30
7.888
OK
Z -Z. +0.90D+W+0.90H
0.3825
-X
Bottom
0.288
Min Temp %
0.30
7.888
OK
Z -Z, +0.90D+W+0.90H
0.3825
+X
Bottom
0.288
Min Temp %
0.30
7.888
OK
Z -Z, +0.90D+E+0.90H
0.3825
-X
Bottom
0.288
Min Temp %
0.30
7.888
OK
Z -Z. +0.90D+E490H
0.3825
+X.,
Bottom
0.288
Min Temp %
0.30
7,888
OK
.
One _Way, Shear. .:.:
Load Combination... Vu
@ -X
Vu @
+X Vu @
-Z Vu @
+Z Vu:Max
Phi Vn
Vu 1 Phi•Vn
Status
+1.40D+1.60H
2.938 osi
2.571 psi
2.938 osi
2:571 osi
2.938 psi
85 osi 0.03457
OK
+1.20D+0.50Lr+1.60L+1.60H
3.29 psi
2.879 osi
3.29 psi
2.879 psi
3.29 psi
85 psi 0.03871
OK
+1.20D+1.60L+0.50S+1.60H
2.519 osi
2.204 psi
2.519 osi
2.204 osi
2.519 psi
85 psi 0.02963
OK
+1.20D+1.60Lr+0.50L+1.60H
4.988 psi
4.364 psi
4.988 osi
4.364 psi
4.988 psi
85 osi 0.05868
OK
+1.20D+1.60Lr+0.50W+1.60H
4.988 osi
4.364 osi
4.988 osi
4.364 psi
4,988 osi
85 osi 0.05868
OK
+1.20D+0.50L+1.60S+1.60H
2.519 psi
2.204 psi
2.519 psi
2.204 psi
2.519 psi
85 osi 0.02963
OK
+1.20D+1.60S+0.50W+1.60H
2.519 psi
2.204 psi
2.519 psi
2.204 psi
2.519 osi
85 osi 0.02963
OK
+1.20D+0.50Lr+0.50L+W+1.60H
3.29 psi
2.879 psi
3.29 bsi
2.879 psi
3.29 psi
85 osi 0.03871
OK
+1.20D+0.50L+0.50S+W+1.60H
2.519 psi
2.204 psi
2.519 osi
2.204 psi
2.519 psi
85 osi 0.02963
OK
+1.20D+0.50L+0.20S+E+1.60H
2.519 osi
2.204 osi
2.519 osi
2.204 psi
2.519 psi
85 psi 0.02963
OK
+0.90D+W+0.90H
1.889 osi
1.653 osi
1.889 osi -
1.653 osi
1.889 psi
85 osi 0.02222
OK
+0.90D+E+0.90H
1.889 osi
1.653 osi
1.889 osi
1.653 osi
1.889 psi
85 osi 0.02222
OK
Title Block Line 1
Project Title:
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Engineer:
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Project Descr:
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Title Block Line 6
Printed: 21 JUL 2015,11:35AM
�4;: • t ..., .'° x a
Genelral�Foottng '��,1��,
N
x � tom' s . •, ..
t�"r�ENERCALC�I.NG19832015
-11GA5EM—c o t�)I
Obs120151107 50 11ENERC�A
Bu1d6 578.1%r,6 a5:T:8;v
- -
. .-%
0.007181
Description : F1
_tw_:�:iit` c :l�r.,...1,.. ?- as 4c{s.
Licensee:
RANCHO
Sh nt� ,,a FreiT;
Punching ear ,y, >•.,
All units k
Load Combination...
Vu
Phi*Vn
Vu I Phi*Vn
Status
+1.40D+1.60H
12.716 osi
170osi
0.0748
OK
+1.20D+0.50Lr+1.60L+1.60H
14.239 osi
170Dsi
0.08376
OK
+1.20D+1.60L+0.50S+1.60H
10.9 psi
170osi
0.06412
OK
+1.20D+1.60Lr+0.50L+1.60H
21.585 Dsi
170Dsi
0.127
OK
+1.20D+1.60Lr+0.50W+1.60H
21.585 osi
170osi
0.127
OK
OK
+1.20D+0.50L+1.60S+1.60H
10.9 osi
170osi
0.06412
+1.20D+1.60S+0.50W+1.60H
10.9 osi
170osi
0.06412
OK
+1.20D+0.50Lr+0.50L+W+1.60H
14.239 osi
170Dsi
0.08376
OK
+1.20D+0.50L+0.50S+W+1.60H
10.9 osi
170Dsi
0.06412
OK
+1.20D+0.50L+0.20S+E+1.60H
10.9 osi
170Dsi
0.06412
OK
+0.90D+W+0.90H
8.175 osi
170osi
0.04809
OK
+0.90D+E+0.90H
8.175 Dsi
170Dsi
0.04809
OK
e
Title Block Line 1 Project Title:
You can change this area Engineer: Protect ID:
using the "Settings' menu item Project Descr:
and then using the 'Printing &
Title Block" selection. Q * •- �; ,
Description : F2
k -ft
1, 21U"
Code:References
W
Bars parallel to X -X Axis .
Calculations per ACI 318-11, IBC 2012,
CBC 2013, ASCE 7-10
Number of Bars - 4
Load Combinations Used : ASCE 7-10
Reinforcing Bar Size = # 4
`
' Gene:r. al'Infornation �.,<-;
k
Bars parallel to Z -Z Axis
Material Properties
Soil Design Values
Number of Bars = 4.0
Reinforcing Bar SizE _ 44.0
fc : Concrete 28 day strength
= 2.50 ksi
Allowable Soil Bearing =
1.50 ksf
fy : Rebar Yield
= 40.0 ksi
Increase Bearing By Footing Weight =
No
Ec : Concrete Elastic Modulus
3,122.0 ksi
Soil Passive Resistance (for Sliding) =
200.0 pcf
Concrete Density "
= 145.0 pcf
Soil/Concrete Friction Coeff. =
0.30
cp Values Flexure
= 0.90
—
M.t :'='A °'.> s
Shear
= 0.850
Increases based on footing Depth
Analysis Settings
Footing base depth below soil surface =
ft
Min Steel % Bending Reinf.
=
Allowable pressure increase per foot of deptl=
ksf
- Min Allow % Temp Reinf.
= 0.0020
when footing base is below =
ft
Min. Overturning Safety Factor
= 1.50: 1
Ap:pliedYLoads
Min. Sliding Safety Factor
= 1.50 :1
Increases based on footing plan dimension
Add Ftg Wt for Soil Pressure
No
Allowable pressure increase per foot of dept =
ksf
Use ftg wt for stability, moments & shears
• No -
when maximum length or width is greater4
ft
Add Pedestal Wt for Soil Pressure
No
OB: Overburden =
Use Pedestal wt for stability, mom & shear
No
Dimensions
Width parallel to X -X Axis =
2.50 ft
Length parallel to Z Z Axis=
2.50 ft
Z
Footing Thicknes =
12.0 in
Pedestal dimensions...
px : parallel to X -X Axis =
pz : parallel to Z -Z Axis =
Height =
Rebar Centerline to Edge of Concrete..
at Bottom of footing =
in
in "
in
3.0 in
Reinforcing 4 �'
k -ft
1, 21U"
��
W
Bars parallel to X -X Axis .
k -ft
Number of Bars - 4
y;
Reinforcing Bar Size = # 4
`
k
Bars parallel to Z -Z Axis
r
Number of Bars = 4.0
Reinforcing Bar SizE _ 44.0
=-
X111=:::�
'S•- ?:;;. ".;t': °Y],`:B,`
�;;::.,':. -. <.�:
°=�§�''"` °IIIIIII_IIIII
—
- - :Y•Ya'%.:j, S':':::j ` --__
•
IIIIIIIhIIIII'
-: _' " -'
r.:.go.;(,b"::;.r.:.'q..,; ..M..7_..r.�'ga
,
III=llillll";•,`�;:`'."=.�R'"�" ''`'ll �Ililili
.;S.,r?.,lq.%.`.'�"'i•:�b^::rrr"��.,y
Bandwidth Distribution Check (ACI 15.4.4.2)
—
M.t :'='A °'.> s
III IIIIIII
�^ .::i:r:'• .>:iiw. II I IIII I
—
Direction Requiring Closer Separation n/a
# Bars required within zone n/a
# Bars required on each side of zone n/a
Ap:pliedYLoads
D
Lr
L S
W E H
P: Column Load = 5.250
3.920
k
OB: Overburden =
ksf
M-zx _
M-zz =
V -x -
V -z
U
k -ft
k -ft
y;
k
`
k
r
•
f
,
Title Block Line 1
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using the "Settings' menu item
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Project Title:
Engineer:
Project Descr:
Project ID: F�
Description : F2
DEtldk,SUMMARY':�"
PASS n/a
Min. Ratio
Item
Applied
Capacity
Governing Load Combination
PASS
0.9780
Soil Bearing
1.467 ksf
1.50 ksf
+D+Lr+H about Z -Z axis
PASS
n/a
Overturning - X -X
0.0 k -ft
0.0 k -ft
No Overturning
PASS
n/a
Overturning - Z -Z
0.0 k -ft
0.0 k -ft
No Overturning
PASS
n/a
Sliding - X -X
0.0 k
0.0 k
No Sliding
PASS
n/a
Sliding - Z -Z
0.0 k
0.0 k
No Sliding
PASS n/a
Uplift
0.0 k
0.0 k
No Uplift
PASS 0.1871
Z Flexure (+X)
1.572 k -ft
8.399 k -ft
+1.20D+1.60Lr+0.50L+1.60H
PASS 0.1871
Z Flexure (-X)
1.572 k -ft
8.399 k -ft
+1.20D+1.60Lr+0,50L+1.60H
PASS 0.1871
X Flexure (+Z)
1.572 k -ft
8.399 k -ft
+1.20D+1.60Lr+0.50L+1.60H
PASS 0.1871
X Flexure (-Z)
1.572 k -ft
8.399 k -ft
+1.20D+1.60Lr+0.50L+1.60H
PASS 0.1096
1 -way Shear (+X)
9.313 psi
85.0 psi
+1.20D+1.60Lr+0.50L+1.60H
PASS 0.1096
1 -way Shear (-X)
9.313 psi
85.0 psi
+1.20D+1.60Lr+0.50L+1.60H
PASS 0.1096
1 -way Shear (+Z)
9.313 psi
85.0 psi
+1.20D+1.60Lr+0.50L+1.60H
PASS 0.1096
1 -way Shear (-Z)
9.313 psi
85.0 psi
+1.20D+1.60Lr+0.50L+1.60H
PASS 0.2077
2 -way Punching
35.310 psi
170.0 psi
+1.20D+1.60Lr+0.50L+1.60H
Detailed Results
Soil Bearing
Rotation Axis &
Actual Soil Bearing Stress Actual 1 Allowable
Load Combination...
Gross Allowable
Xecc
Zecc
Bottom, -Z
Top, +Z
Left, -X Right, +X Ratio
X -X. +D+H
1.50
n/a
0.0
0.840
0.840
n/a n/a
0.560
X -X, +D+L+H
1.50
n/a
0.0
0.840
0.840
n/a n/a
0.560
X -X, +D+Lr+H
1.50
n/a
0.0
1.467
1.467
n/a n/a
0.978
X -X. +D+S+H
1.50
n/a
0.0
0.840
0.840
n/a n/a
0.560
X -X. +D-0.750Lr+0.750L+H
1.50
n/a
0.0
1.310
1.310
n/a n/a
0.873
X -X. +D+0.750L+0.750S+H
1.50
n/a
0.0
0.840
0.840
n/a n/a
0.560
X -X. +D+0.60W+H
1.50
n/a
0.0
0.840
0.840
n/a n/a
0.560
X -X. +D+0.70E+H
1.50
n/a
0.0
0.840
0.840
n/a n/a
0.560
X -X. +D+0.750Lr+0.750L+0.450W+H 1.50
n/a
0.0
1.310
1.310
n/a n/a
0.873
X -X, +D+0.750L+0.750S+0.450W+H 1.50
n/a
0.0
0.840
0.840
n/a n/a
0.560
X -X. +D+0.750L+0.750S+0.5250E+H 1.50
n/a
0.0
0.840
0.840
n/a n/a
0.560
X -X. +0.60D+0.60W+0.60H
1.50
n/a
0.0
0.5040
0.5040
n/a n/a
0.336
X -X. +0.60D+0.70E+0.60H
1.50
n/a
0.0
0.5040
0.5040
n/a n/a
0.336
Z -Z. +D+H
1.50'
0.0
n/a
n/a
n/a
0.840 0.840
0.560
Z -Z. +D+L+H
1.50
0.0
n/a
n/a
n/a
0.840 0.840
0.560
Z -Z. +D+Lr+H
1.50
0.0
n/a
n/a
n/a
1.467 1.467
0.978
Z -Z. +D+S+H
1.50
0.0
n/a
n/a
n/a
0.840 0.840
0.560
Z -Z, +D+0.750Lr+0.750L+H
1.50
0.0
n/a
n/a
n/a
1.310 1.310
0.873
Z -Z, +D+0.750L+0.750S+H
1.50
0.0
n/a
n/a
n/a
0.840 0.840
0.560
Z -Z, +D+0.60W+H
1.50
0.0
n/a
n/a
n/a
0.840 0.840
0.560
Z -Z. +D+0.70E+H
1.50
0.0
n/a
n/a
n/a
0.840 0.840
0.560
Z -Z. +D+0.750Lr+0.750L+0.450W+H 1.50
0.0
n/a
n/a
n/a
1.310 1.310
0.873
Z -Z. +D+0.750L+0.750S+0.450W+H 1.50
0.0
n/a
n/a
n/a
0.840 0.840
0.560
Z -Z. +D+0.750L+0.750S+0.5250E+H 1.50
0.0
n/a
n/a
n/a
0.840 0.840
0.560
Z -Z. +0.60D+0.60W+0.60H
1.50
0.0
n/a
n/a
n/a
0.5040 0.5040
0.336
Z -Z. +0.60D+0.70E+0.60H
1.50
0.0
n/a
n/a
n/a
0.5040 0.5040
0.336
oiertuming$tAility,-
Rotation Axis &
Load Combination...
Overturning Moment
Resisting Moment
Stability Ratio Status
Footing Has NO Overturning
All units k
Force Application Axis
Load Combination...
Sliding
Force
Resisting Force
- Sliding SafetyRatio Status
Footing Has NO Sliding
Title Block Line 1
1
Project Title:
Prosect ID: F�
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Engineer:
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Title Block Line 6
, rt E 0 coq c f� rrti
Foot�ngx
Printed 21 JUL 2015 11 34AM
r� ¢ { �i4 r`Ri`f
a ri.
'. aat � w^' F1181 11Ci4SEYlFfiano(R)ljob5120151707kS0�.11ENER��1iEC6''•�,"�:
��NEI�cA C,,INCi19832015;Bu1d6:15:78Uer.6:15.7.8a
rGeneral „�'�}��`�<^�..
- n .::•m.. .. ,,...c. -it x :_r.... •.. k.
Description : F2
_. T..._ti ., .i.s fC?aen
..
.___..
FootingF,le lure
Flexure Axis & Load Combination
Mu Which
Tension @
As Req'd Gvm. As Actual As
in^2
Phi Mn Status
k
k -ft Side?
Bot or Top ?
in12 in^2
-ft
X -X, +1.40D+1.60H
0.9188 +Z
Bottom
0.288 Min Temo % 0.320
8.399 OK
X -X. +1.40D+1.60H
0.9188' -Z
Bottom
0.288 Min Temo % 0.320
8.399 OK
1
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Project Title:
Engineer: Project ID: f= y
Protect Descr:
Description: F2
Foo6q Flexure. .
Flexure Axis 8 Load Combination
Mu Which
Tension @
As Req'd
Gvm. As
Actual As
in A2
Phi*Mn
k
Status
k -ft Side ?
Bot or Top ?
in^2
in^2
-ft
X -X. +1.20D+0.50Lr+1.60L+1.60H
1.033
+Z
Bottom
0.288
Min Temp %
0.320
8.399
OK
X -X. +1.20D+0.50Lr+1.60L+1.60H
1.033
-Z
Bottom
0.288
Min Temp %
0.320
8.399
OK
X -X, +1.20D+1.60L+0.50S+1.60H
0.7875
+Z
Bottom
0.288
Min TemD %
0.320
8.399
OK
X -X, +1.20D+1.60L+0.50S+1.60H
0.7875
-Z
Bottom
0.288
Min Temo %
0.320
8.399
OK
X -X. +1.20D+1.60Lr+0.50L+1.60H
1.572
+Z
Bottom
0.288
Min Temo %
0.320
8.399
OK
X -X. +1.20D+1.60Lr+0.50L+1.60H
1.572
-Z
Bottom
0.288
Min Temp %
0.320
8.399
OK
X -X, +1.20D+1.60Lr+0.50W+1.60H
1.572
+Z
Bottom
0.288
Min Temp %
0.320
8.399
OK
X -X. +1.20D+1.60Lr+0.50W+1.60H
1.572
-Z
Bottom
0.288
Min Temp %
0.320
8.399
OK
X -X. +1.20D+0.50L+1.60S+1.60H
0.7875
+Z
Bottom
0.288
Min Temp %
0.320
8.399
OK
X -X. +1.20D+0.50L+1.60S+1.60H
0.7875
-Z
Bottom
0.288
Min Temp %
0.320
8.399
OK
X -X. +1.20D+1.60S+0.50W+1.60H
0.7875
+Z
Bottom
0.288
Min Temp %
0.320
8.399
OK
X -X. +1.20D+1.60S+0.50W+1.60H
0.7875
-Z
Bottom
0.288
Min Temp %
0.320
8.399
OK
X -X. +1.20D+0.50Lr+0.50L+W+1.60H
1.033
+Z
Bottom
0.288
Min Temp %
0.320
8.399
OK
X -X. +1.20D+0.50Lr+0.50L+W+1.60H
1.033
-Z
Bottom
0.288
Min Temo %
0.320
8.399
OK
X -X. +1.20D+0.50L+0.50S+W+1.60H
0.7875
+Z
Bottom
0.288
Min Temo %
0.320
8.399
OK
X -X. +1.20D+0.50L+0.50S+W+1.60H
0.7875
-Z
Bottom
0.288
Min Temp %
0.320
8.399
OK
X -X. +1.20D+0.50L+0.20S+E+1.60H
0.7875
+Z
Bottom
0.288
Min Temp %
0.320
8.399
OK
X -X, +1.20D+0.50L+0.20S+E+1.60H
0.7875
-Z
Bottom
0.288
Min Temp %
0.320
8.399
OK
X -X, +0.90D+W+0.90H
0.5906
+Z
Bottom
0.288
Min Temo %
0.320
8.399
OK
X -X. +0.90D+W+0.90H
0.5906
-Z
Bottom
0.288
Min Temp %
0.320
8.399
OK
X -X. +0.90D+E+0.90H
0.5906
+Z
Bottom
0.288
Min Temp %
0.320
8.399
OK
X -X. +0.90D+E+0.90H
0.5906
-Z
Bottom
0.288
Min Temp %
0.320
8,399
OK
Z -Z, +1.40D+1.60H
0.9188
-X
Bottom
0.288
Min Temp %
0.320
8.399
OK
Z -Z. +1.40D+1.60H
0.9188
+X
Bottom
0.288
Min Temp %
0.320
8.399
OK
Z -Z. +1.20D+0.50Lr+1.60L+1.60H
1.033
-X
Bottom
0.288
Min Temo %
0.320
8.399
OK
Z -Z, +1.20D+0.50Lr+1.60L+1.60H
1.033
+X
Bottom
0.288
Min Temo %
0.320
8.399
OK
Z -Z, +1.20D+1.60L+0.50S+1.60H
0.7875
-X
Bottom
0.288
Min Temp %
0.320
8.399
OK
Z -Z, +1.20D+1.60L+0.50S+1.60H
0.7875
+X
Bottom
0.288
Min Temp %
0.320
8.399
OK
Z -Z. +1.20D+1.60Lr+0.50L+1.60H
1.572
-X
Bottom
0.288
Min Temp %
0.320
8.399
OK
Z -Z. +1.20D+1.60Lr+0.50L+1.60H
1.572
+X
Bottom
0.288
Min Temp %
0.320
8.399
OK
Z -Z. +1.20D+1.60Lr+0.50W+1.60H
1.572
-X
Bottom
0.288
Min Temp %
0.320
8.399
OK
Z -Z. +1.20D+1.60Lr+0.50W+1.60H
1.572
+X
Bottom
0.288
Min Temp %
0.320
8.399
OK
Z -Z, +1.20D+0.50L+1.60S+1.60H
0.7875
-X
Bottom
0.288
Min Temp %
0.320
8.399
OK
Z -Z. +1.20D+0.50L+1.60S+1.60H
0.7875
+X
Bottom
0.288
Min Temp %
0.320
8.399
OK
Z -Z. +1.20D+1.60S+0.50W+1.60H
0.7875
-X
Bottom
0.288
Min Temp %
0.320
8.399
OK
Z -Z. +1.20D+1.60S+0.50W+1.60H
0.7875
+X
Bottom
0.288
Min Temp %
0.320
8.399
OK
Z -Z. +1.20D+0.50Lr+0.50L+W+1.60H
1.033
-X
Bottom
0.288
Min Temo %
0.320
8.399
OK
Z -Z. +1.20D+0.50Lr+0.50L+W+1.60H
1.033
+X
Bottom
0.288
Min Temo %
0.320
8.399
OK
Z -Z. +1.20D+0.50L+0.50S+W+1.60H
0.7875
-X
Bottom
0.288
Min Temp %
0.320
8.399
OK
Z -Z. +1.20D+0.50L+0.50S+W+1.60H
0.7875
+X
Bottom
0.288
Min Temo %
0.320
8.399
OK
Z -Z. +1.20D+0.50L+0.20S+E+1.60H
0.7875
-X
Bottom
0.288
Min Temp %
0.320
8.399
OK
Z -Z. +1.20D+0.50L+0.20S+E+1.60H
0.7875
+X
Bottom
0.288
Min Temp %
0.320
8.399
OK
Z -Z. +0.90D+W+0.90H
0.5906
-X
Bottom
0.288
Min Temo %
0.320
8.399
OK
Z -Z. +0.90D+W+0.90H
0.5906
+X
Bottom
0.288
Min Temp %
0.320
8.399
OK
Z -Z. +0.90D+E+0.90H
0.5906
-X
Bottom
0.288
Min Temp %
0.320
8.399
OK
Z -Z, +0.9.0.0+E+0.90H
0,5906
+X
Bottom
0.288
Min Temp %
0.320
8.399
OK
?One,WayShear
.
Load Combination...
Vu @ -X Vu @
+X Vu @
-Z Vu @
+Z Vu:Max Phi Vn
Vu 1 Phi'Vn
Status
+1.40D+1.60H
5.444 psi
5.444 psi
5.444 psi
5.444 psi
5.444 psi
85 psi 0.06405
OK
+1.20D+0.50Lr+1.60L+1.60H
6.119 psi
6.119 psi
6.119 psi
6.119 psi
6.119 psi
85 psi 0.07198
OK
+1.20D+1.60L+0.50S+1.60H
4.667 psi
4.667 psi
4.667 psi
4.667 psi
4.667 psi
85 psi 0.0549
OK
+1.20D+1.60Lr+0.50L+1.60H
9.313 psi
9.313 psi
9.313 psi
9.313 psi
9.313 psi
85 psi 0.1096
OK
+1.20D+1.60Lr+0.50W+1.60H
9.313 psi
9.313 psi
9.313 psi
9.313 psi
9.313 psi
85 psi 0.1096
OK
+1.20D+0.50L+1.60S+1.60H
4.667 psi
4.667 psi
4.667 osi
4.667 psi
4.667 psi
85 osi 0.0549
OK
+1.20D+1.60S+0.50W+1.60H
4.667 psi
4.667 psi
4,667 osi
4.667 psi
4.667 psi
85 psi 0.0549
OK
+1.20D+0.50Lr+0.50L+W+1.60H
6.119 osi
6.119 osi
6.119 osi
6.119 psi
6.119 osi
85 osi 0.07198
OK
+1.20D+0.50L+0.50S+W+1.60H
4.667 Dsi
4.667 Dsi
4.667 Dsi
4,667 osi
4.667 Dsi
85 Dsi 0.0549
OK
+1,20D+0.50L+0.20S+E+1.60H
4.667 Dsi
4.667 Dsi
4.667 Dsi
4.667 Dsi
4.667 psi
85 Dsi 0.0549
OK
+0.90D+W+0.90H
3.5 Dsi
3.5 Dsi
3.5 Dsi
3.5 Dsi
3.5 Dsi
85 osi 0.04118
OK
+0.90D+E+0.90H
3.5 Dsi
3.5 psi
3.5 Dsi
3.5 osi
3.5 Dsi
85 Dsi .0.04118
OK
Title Block Line 1
S
Project Title:
r ! 0
You can change this area
Engineer:
Project ID:
using the "Settings' menu item
Project Descr:
and then using the 'Printing &
Title Block" selection.
Title Block Line 6Printed:
21 JUL 2015, 11:34AM
IIENEERCA`�
11EGfi;n
r� r,...
!,07fix'.
'Fle NCA�SEYIRandio,(R)Ijobs17,0.1'51107�SQ
1.11
Description : F2.
INC19832Q15,BmId6,15t7t8,,Ver6:15:7:8
:Purichmg'Shear f �" Vis,. a<� "�3 "
_.... .. M ... ..,
All units k
Load Combination...
Vu
Phi*Vn
Vu I Phi*Vn
Status
+1.40D+1.60H
20.644 osi
170osi
0.1214
OK
+1.20D+0.50Lr+1.60L+1.60H
23.199 osi
.
170Dsi
0.1365
OK
+1.20D+1.60L+0.50S+1.60H
17.694 osi
170osi
0.1041
OK.
+1.20D+1.60Lr+0.50L+1.60H
35.31 osi
170Dsi
0.2077
OK
+1.20D+1.60Lr+0.50W+1.60H
35.31 osi
170osi
0.2077
OK
+1.20D+0.50L+1.60S+1.60H
17.694 psi
170osi
0.1041
OK
+120D+1.60S+0.50W+1.60H
17.694 osi
170osi
0.1041
OK
+1.20D+0.50Lr+0.50L+W+1.60H
23.199 osi
170Dsi
0.1365
OK
+1.20D+0.50L+0.50S+W+1.60H .
17.694 Dsi
170Dsi
0.1041
OK
+1.20D+0.50L+020S+E+1.60H
17.694 osi
170osi
0.1041
OK
+0.90D+W+0.90H
13.271 osi
170osi
0.07806
OK
+0.90D+E+0.90H
13.271 Dsi
170Dsi
0.07806
OK
• i