colton senior center club house “trellis” calcs... · 2020. 6. 2. · f 100 south chaparral...

F

100 South Chaparral Court, Suite #230

Anaheim Hills, CA 92808

Phone: (714) 279-9200 FAX: (714) 279-9211

Structural Calculations

Colton Senior Center Club House

“Trellis”

650 North La Cadena Drive Colton, CA 92324

(2012-029)

December 5, 2012

12/05/12 of 29

100 South Chaparral Court, Suite #230 Anaheim Hills, CA 92808

Phone: (714) 279-9200 FAX: (714) 279-9211

(2012-029)

Colton Senior Center Club House

Table of Contents

Description Page No.

Senior Center Trellis ........................................................................................................................................ 3

Seismic Hazard Curves, Response Parameters and Design Parameters (by USGS) ..................................... 7

Seismic Design ................................................................................................................................................ 8

Wood Beam for Trellis ................................................................................................................................... 12

Steel Column Supporting the Trellis ............................................................................................................... 14

Footing at Trellis at the Entrance ................................................................................................................... 16

Grade Beam for Cantilever Column at Trellis ................................................................................................. 20

12/05/12 of 29

NSE�ENG, Inc.

100 So. chaparal Ct.,

Suite 230


colton senior Center�Trellis strcuture

2012�029

Nader Namdar, M.S., S.E.

nader@Nse�Eng.com

______________________C A L C U L A T I O N W O R K S H E E T _______________________

Description "Senior Center Trellis":=

Wood Density Shear modolus G .5:= Moisture content mc 19:= γwood 34.06 pcf⋅=

ROOF LOAD :

1�DEAD LOAD

Roofing, Tile(T)/Foam with Built up(B)/Shingle(S)/No

rooof(N) Rf "N":=

Rfwt 0 psf⋅=

Sheathing, material plywood/metal, (1/0)

thickness (t),

Deck type

material 1:= deckwt 0 psf⋅:=

tdeck 0 gauge⋅:= gauge tplywood 0 in⋅:=stwt 0 psf⋅=

deck_type "B":=

Framing, Framing, joist wj

3.5 in⋅ 3.5 in⋅( ) γwood⋅

2.67 ft⋅:= wj 1.09 psf⋅=

Framing, truss wbm

6 in⋅ 18⋅ in⋅( ) γwood⋅

12 ft⋅:= wbm 2.13 psf⋅=

Framing,Gir wg 0 psf⋅:= wg 0 psf⋅=

Ceiling, Platester=p

Suspend'd=s

Gypsum=g for gypsum give thickness, tclg .5 in⋅:= clgtype "n":=

No ceiling=n

Ceiling Type

Ceiling Weight Clgwt 0 psf⋅=

Insulation 8" bat. insulation In 0 psf⋅:=

Sprinkler Loading Sp 0 psf⋅:=

Electrical/Mechanical Ee 1 psf⋅:=

misc. Ms 2 psf⋅:=

Total Dead Load, wd_r 7 psf⋅=

Snow Load wsnow 0.psf:=

wwall 0 psf⋅:=Wall weight,

wpar 0 psf⋅:=Partition wall load FROM ASCE 7�05 Section 4.2.2& 12.7.2,

and CBC Section 1607A.5

Roof pitch F 0:= / 12

Roof Angle θ atanF

12

0 deg⋅=:= pitchfactor

F2

122+

12:= pitchfactor 1=

Live Load, FROM ASCE 7�05 Table 4�1, and CBC Table 1607A.1 L0 20 psf⋅:=

12/05/12 of 29

NSE�ENG, Inc.


Suite 230



2012�029


nader@Nse�Eng.com


Description "Senior Center Trellis"=

BUILDING DATA

Length, Ll 30 ft⋅:=

Width, Le 12 ft⋅:=

Area At Ll Le⋅ 360 ft2=:=

Roof/floor ht, hwall_r 14.5 ft⋅:=

Roof weight , wr wd_r pitchfactor⋅:=

Fh 6 in⋅:=Fascia height,

Wall weight, wwall 0 psf⋅=

Roof pitch, F 0= / 12 Parapet Height hp 0 ft⋅:=

Gable/Parapet height, hrf 0.5 ft=

Roof Height including parpapet/or sloped Roof hr 15ft=

Overhang lenght Loh 0 ft⋅:=

Reduction for snow for siesmic load reduction 75 %⋅:=

Snow Load Wsnow Ll Le⋅( ) wsnow 100 %⋅ reduction−( )⋅ ⋅:= Wsnow 0 lb⋅=

Reduction for Roof Live load At 360 ft2=

FROM ASCE 7�05 Section 4.9.1

R1 0.84=

R2 1=

Roof Live load after reduction

FROM ASCE 7�05 Eq 4�2 W ll_r 16.8 psf⋅=

Building Framing classification

Wood frame=1, Light gage steel wall=2, all other strcutural systems=3 build_class 1:=

12/05/12 of 29

NSE�ENG, Inc.


Suite 230



2012�029


nader@Nse�Eng.com



Building weight

Roof weight Wroof Ll( ) Le Loh 2⋅+( )⋅ wr⋅:= Wroof 2520 lb=

Wall weight:

With Parapet Wwall wwall

Hr2

2 hr⋅⋅= No Parapet Wwall wwall

hr

2hg+

⋅=

Long Direction Wwall_F_B 0= Short Direction Wwall_L_R 0=

Partition wall/Interior wall weight Wpar Ll Le⋅( ) wpar⋅:= Wpar 0=

Column size

No of columns No_col 4:= bcol 2.5 ft⋅:= wcol 2.5 ft⋅:=

Column weight Wcol No_col bcol wcol+( )⋅ 2⋅ 15⋅ psf⋅hwall_r

2⋅ 4350 lb=:=

Total load applied at roof level :

Long Direction Wr_F_B 6870 lb= Short Direction Wr_L_R 6870 lb=

12/05/12 of 29

NSE�ENG, Inc.


Suite 230



2012�029


nader@Nse�Eng.com



12/05/12 of 29

NSE�ENG, Inc.


Suite 230



2012�029


nader@Nse�Eng.com


Description "Seismic Hazard Curves, Response Parametes and Design Parameters, By USGS":=

Conterminous 48 States

2009 International Building Code

Latitude = 34.070274

Longitude = �117.32239800000002

Spectral Response Accelerations Ss and S1

Ss and S1 = Mapped Spectral Acceleration Values

Site Class B � Fa = 1.0 ,Fv = 1.0

Data are based on a 0.01 deg grid spacing

Period Sa

(sec) (g)

0.2 1.931 (Ss, Site Class B)

1.0 0.694 (S1, Site Class B)




Longitude = �117.32239800000002

Spectral Response Accelerations SMs and SM1

SMs = Fa x Ss and SM1 = Fv x S1

Site Class D � Fa = 1.0 ,Fv = 1.5

Period Sa

(sec) (g)

0.2 1.931 (SMs, Site Class D)

1.0 1.040 (SM1, Site Class D)




Longitude = �117.32239800000002

Design Spectral Response Accelerations SDs and SD1

SDs = 2/3 x SMs and SD1 = 2/3 x SM1

Site Class D � Fa = 1.0 ,Fv = 1.5

Period Sa

(sec) (g)

0.2 1.287 (SDs, Site Class D)

1.0 0.694 (SD1, Site Class D)

12/05/12 of 29

NSE�ENG, Inc.


Suite 230



2012�029


nader@Nse�Eng.com


Description "Seismic design":=

1�Seismic

Strturcutal catagory, Catagory 4:= FROM ASCE 7�05 TABLE 12.8�2

Steel Moment frame=1, Concrete Moment frame=2,

Eccentrically braced frame=3, all other strcutural systems=4

Ct 0.02= x 0.75= FROM ASCE 7�05 TABLE 12.8�2

T Ct hrx⋅= T 0.15s= f

1

T6.56 Hz⋅=:= FROM ASCE 7�05 Eq 12.8�7

Rigid/flexible (for seismic) (1/2)

2�Wind

n1164

hr

ft

s⋅ 10.93 Hz⋅=:= <�� INPUT FROM ASCE 7�05 Eq C6�19

frequency

Rigid/flexible (for wind) (1/2) structure "supporting structure is a Rigid Strucuturefor wind"=

Dampimg ratio β .01:= Assumed

12/05/12 of 29

NSE�ENG, Inc.


Suite 230



2012�029


nader@Nse�Eng.com


Description "Seismic design"=

1�SESIMIC

Occupancy Category: OCC "II":= From ASCE7�05�Table 1�1

Importance factor I 1:= From ASCE7�05�Table 11.5�1

S1 .692:= <�� Input From ASCE7�05�11.4.1, Site class "B"

soil reportOne second Period

0.2 second period Ss 1.928:= <�� Input From ASCE7�05�11.4.1, Site class "B"

soil report1613A.5.6 Determination of seismic design category. Occupancy Category I, II or III structures

located where the mapped spectral response acceleration parameter at I�second period, S1

is greater than or equal to 0.75 shall beassigned to Seismic Design Category E

Site Classification Factor: site_factor "D":= From ASCE7�05�Table 1�1

Short term period ( at 0.2 second

period) Site coeficient

Fa 1= <�� Input from ASCE7�05�TABLE11.4�1,Site class "D" F

Long term period ( at 1.0 second

period) Site coeficient

Fv 1.5= <�� Input from ASCE7�05�TABLE11.4�2

Adjusted response Spectral acccelration parameters

per site coeficient

Sms Fa Ss⋅:= Sms 1.93= From ASCE7�05�eq 11.4�1

Sm1 Fv S1⋅:= Sm1 1.04= From ASCE7�05�eq 11.4�2

Design Spectral acccelration parameters

SDS

2

3

Sms⋅:= SDS 1.29= From ASCE7�05�eq 11.4�3

SD1

2

3

Sm1⋅:= SD1 0.69= From ASCE7�05�eq 11.4�3

12/05/12 of 29

NSE�ENG, Inc.


Suite 230



2012�029


nader@Nse�Eng.com



ASCE7�05�Table 12.2�1

13. Light�framed walls sheathed with wood structural

panels rated for shear resistance or steel sheet

Seismic Response Coefficient for:

Horizontal force factors R 2.5:= Ω0 1.25:= Cd 2.5:= From ASCE7�05�Table 12.2�1

TL 12 s⋅:=

From ASCE7�05�Eq. 12.8�2Cs1

SDS

R

I

0.514=:=

Need not to exceed:

Cs21

SD1

R

I

T

s⋅

1.82=:= For T TL≤ From ASCE7�05�Eq. 12.8�3

Cs22

SD1

TL

s⋅

R

I

T

s

2

⋅

142.94=:= For T TL> From ASCE7�05�Eq. 12.8�3

Cs2 if T TL≤ Cs21, Cs22, ( ) 1.82=:=

Shall not be less than

Cs3 0.04:= From ASCE7�05�Eq. 12.8�5

Horizontal force coef Cs 0.51= REDUNDANCY: ρ 1.0:= From ASCE7�05�12.3.4.2

Cs ρ Cs⋅:= Cs 0.514=

Ev .2 SDS⋅ 0.26=:= From ASCE7�05�12.4.2.2Vertical Seismic load effect force coef.

Factor for working stress method ASDfactor .7:=

12/05/12 of 29

NSE�ENG, Inc.


Suite 230



2012�029


nader@Nse�Eng.com



Seismic Base shear: Vb Cs weight⋅= Uniform Load vb

Vb

length_or_width=

Seismic Vertical Shear: Vvertical Ev weight⋅=

Long Direction (AT STRENGTH LEVEL)

Total Base shear Fxx 3.53 kips⋅=

uniform Base shear fxx 117.74 plf⋅=

Vertical Seismic load fvert_xx 1.8 psf⋅=

Short Direction (AT STRENGTH LEVEL)

F

Total Base shear Fyy 3.53 kips⋅=fyy

fyy 294.34 plf⋅=uniform Base shear

fvert_yy 1.8 psf⋅=Vertical Seismic load

β

12/05/12 of 29

Wood Beam ENERCALC, INC. 1983�2012, Build:6.12.11.5, Ver:6.12.11.5

Licensee : NAMDAR STRUCTURAL ENGINEERINGLic. # : KW�06000046

File: c:\Users\nnamdar\Documents\My Eng\1�My Eng�projects\A�Data�Eng\2012\2012�029�Colton Senior Center Club House\2012�029�senior center club house.ec6

Description : wood bam for trellis

Nse�eng, Inc.

100 SO. Chaparral

Suite 230

Anaheim, Ca 92808

Project Title: Colton Senior Center Club HouseEngineer: NN Project ID: 2012�029Project Descr: Single story wood Framing

CODE REFERENCES

Calculations per NDS 2005

Load Combination Set : ASCE 7�05

Material Properties

Beam Bracing : Beam is Fully Braced against lateral�torsion buckling

Allowable Stress Design

DF/DF24F � V4

2,400.01,850.01,650.0

650.0

1,800.0930.0

265.01,100.0 32.210

Analysis Method :

Eminbend � xx ksi

Wood Species :Wood Grade :

Fb � Tensionpsipsi

Fv psi

Fb � Compr

Ft psi

Fc � Prll psipsiFc � Perp

E : Modulus of Elasticity

1,600.0 ksi830.0ksi

Ebend� yyEminbend � yy

Ebend� xx ksi

Density pcf

Load Combination :ASCE 7�05

6.75x18Span = 28.0 ft

D(0.056) Lr(0.07)

.Applied Loads Service loads entered. Load Factors will be applied for calculations.

Uniform Load : D = 0.0080, Lr = 0.010 ksf, Tributary Width = 7.0 ft, (dl+Ll).DESIGN SUMMARY Design OK

Maximum Bending Stress Ratio 0.187: 1

Load Combination +D+Lr+H

Span # where maximum occurs Span # 1Location of maximum on span 14.000ft

19.55 psi=

=

FB : Allowable 2,178.45psi Fv : Allowable

6.75x18Section used for this span

Span # where maximum occursLocation of maximum on span

Span # 1=

Load Combination +D+Lr+H=

=

=

265.00 psi==

Section used for this span 6.75x18fb : Actual

Maximum Shear Stress Ratio 0.074 : 1

26.569 ft==

406.52psi fv : Actual

Maximum Deflection

0 <3601131

Ratio = 0 <180

Max Downward L+Lr+S Deflection 0.165 in 2037Ratio =

Max Upward L+Lr+S Deflection 0.000 in Ratio =

Max Downward Total Deflection 0.297 in Ratio =Max Upward Total Deflection 0.000 in

.Maximum Forces & Stresses for Load Combinations

Span #

Moment ValuesLoad CombinationC i C LC CCC F/V mr td

Shear ValuesMax Stress Ratios

M CV fbM fvF'b V F'vSegment Length

D Only 0.00 0.00 0.00 0.00 1.00 Length = 28.0 ft 1 0.083 0.033 1.00 0.91 1.00 1.00 1.00 5.49 180.67 2178.45 0.70 265.00 1.00 8.69 1.00+D+L+H 0.91 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 28.0 ft 1 0.083 0.033 1.00 0.91 1.00 1.00 1.00 5.49 180.67 2178.45 0.70 265.00 1.00 8.69 1.00+D+Lr+H 0.91 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 28.0 ft 1 0.187 0.074 1.00 0.91 1.00 1.00 1.00 12.35 406.52 2178.45 1.58 265.00 1.00 19.55 1.00+D+S+H 0.91 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 28.0 ft 1 0.083 0.033 1.00 0.91 1.00 1.00 1.00 5.49 180.67 2178.45 0.70 265.00 1.00 8.69 1.00+D+0.750Lr+0.750L+H 0.91 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 28.0 ft 1 0.161 0.064 1.00 0.91 1.00 1.00 1.00 10.63 350.06 2178.45 1.36 265.00 1.00 16.84 1.00+D+0.750L+0.750S+H 0.91 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 28.0 ft 1 0.083 0.033 1.00 0.91 1.00 1.00 1.00 5.49 180.67 2178.45 0.70 265.00 1.00 8.69

12/05/12 of 29

Wood Beam ENERCALC, INC. 1983�2012, Build:6.12.11.5, Ver:6.12.11.5



Description : wood bam for trellis

Nse�eng, Inc.

100 SO. Chaparral

Suite 230

Anaheim, Ca 92808


Span #

Moment ValuesLoad CombinationC i C LC CCC F/V mr td

Shear ValuesMax Stress Ratios

M CV fbM fvF'b V F'vSegment Length

1.00+D+W+H 0.91 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 28.0 ft 1 0.083 0.033 1.00 0.91 1.00 1.00 1.00 5.49 180.67 2178.45 0.70 265.00 1.00 8.69 1.00+D+0.70E+H 0.91 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 28.0 ft 1 0.083 0.033 1.00 0.91 1.00 1.00 1.00 5.49 180.67 2178.45 0.70 265.00 1.00 8.69 1.00+D+0.750Lr+0.750L+0.750W+H 0.91 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 28.0 ft 1 0.161 0.064 1.00 0.91 1.00 1.00 1.00 10.63 350.06 2178.45 1.36 265.00 1.00 16.84 1.00+D+0.750L+0.750S+0.750W+H 0.91 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 28.0 ft 1 0.083 0.033 1.00 0.91 1.00 1.00 1.00 5.49 180.67 2178.45 0.70 265.00 1.00 8.69 1.00+D+0.750Lr+0.750L+0.5250E+H 0.91 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 28.0 ft 1 0.161 0.064 1.00 0.91 1.00 1.00 1.00 10.63 350.06 2178.45 1.36 265.00 1.00 16.84 1.00+D+0.750L+0.750S+0.5250E+H 0.91 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 28.0 ft 1 0.083 0.033 1.00 0.91 1.00 1.00 1.00 5.49 180.67 2178.45 0.70 265.00 1.00 8.69 1.00+0.60D+W+H 0.91 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 28.0 ft 1 0.050 0.020 1.00 0.91 1.00 1.00 1.00 3.29 108.40 2178.45 0.42 265.00 1.00 5.21 1.00+0.60D+0.70E+H 0.91 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 28.0 ft 1 0.050 0.020 1.00 0.91 1.00 1.00 1.00 3.29 108.40 2178.45 0.42 265.00 1.00 5.21

.

Location in SpanLoad CombinationMax. "�" Defl Location in SpanLoad Combination Span Max. "+" Defl

Overall Maximum Deflections � Unfactored Loads

D+Lr 1 0.2968 14.102 0.0000 0.000

.

Load Combination Support 1 Support 2

Vertical Reactions � Unfactored Support notation : Far left is #1 Values in KIPS

Overall MAXimum 1.764 1.764

D Only 0.784 0.784

Lr Only 0.980 0.980

D+Lr 1.764 1.764

12/05/12 of 29

Steel Column ENERCALC, INC. 1983�2012, Build:6.12.11.5, Ver:6.12.11.5



Description : steel column supporting the Trellis

Nse�eng, Inc.

100 SO. Chaparral

Suite 230

Anaheim, Ca 92808


.Code References

Calculations per AISC 360�05

Load Combinations Used : ASCE 7�05

General Information

Steel Stress GradeTop Free, Bottom FixedAnalysis Method :

13.0Overall Column HeightTop & Bottom FixityLoad Resistance Factor

Fy : Steel Yield

ksi29,000.0ksi

Steel Section Name : HSS6x6x1/2

36.0

ft

E : Elastic Bending Modulus

Y�Y (depth) axis :

X�X (width) axis :Fully braced against buckling along X�X Axis

Fully braced against buckling along Y�Y Axis

Brace condition for deflection (buckling) along columns :

Load Combination : ASCE 7�05

.Applied Loads Service loads entered. Load Factors will be applied for calculations.

Column self weight included : 456.423 lbs * Dead Load FactorAXIAL LOADS . . . Axial Load at 13.0 ft, D = 0.780, LR = 0.980 kBENDING LOADS . . . Lat. Point Load at 13.0 ft creating Mx�x, E = 0.8850 k

.DESIGN SUMMARY

PASS Max. Axial+Bending Stress Ratio = 0.2176

Location of max.above base 0.0 ft

1.484 k315.576 k

�11.505 k�ft

Load Combination +1.20D+0.50L+0.20S+E


53.460 k�ft

Bending & Shear Check Results

PASS Maximum Shear Stress Ratio =

0.8850 k

0.01276 : 1

Location of max.above base 0.0 ftAt maximum location values are . . .

: 1

At maximum location values are . . .

k

Pu

0.9 * Pn

Mu�x

Vu : AppliedVn * Phi : Allowable

0.9 * Mn�x :

0.9 * Mn�y :

Mu�y

53.460 k�ft

0.0 k�ft

Maximum SERVICE Load Reactions . .

Top along X�X 0.0 kBottom along X�X 0.0 kTop along Y�Y 0.0 kBottom along Y�Y 0.8850 k

Maximum SERVICE Load Deflections . . .

Along Y�Y 0.7955 in at 13.0 ft above basefor load combination :E Only

Along X�X 0.0 in at 0.0 ft above base

for load combination :

69.379

.

Maximum Axial + Bending Stress Ratios Maximum Shear RatiosLoad Combination Stress Ratio Location Stress Ratio Status LocationStatus

Load Combination Results

D Only PASS PASS 0.00 0.000 0.00 ftft 0.005+1.20D+0.50Lr+1.60L+1.60H PASS PASS 0.00 0.000 0.00 ftft 0.006+1.20D+1.60L+0.50S+1.60H PASS PASS 0.00 0.000 0.00 ftft 0.005+1.20D+1.60Lr+0.50L PASS PASS 0.00 0.000 0.00 ftft 0.010+1.20D+1.60Lr+0.80W PASS PASS 0.00 0.000 0.00 ftft 0.010+1.20D+0.50L+1.60S PASS PASS 0.00 0.000 0.00 ftft 0.005+1.20D+1.60S+0.80W PASS PASS 0.00 0.000 0.00 ftft 0.005+1.20D+0.50Lr+0.50L+1.60W PASS PASS 0.00 0.000 0.00 ftft 0.006+1.20D+0.50L+0.50S+1.60W PASS PASS 0.00 0.000 0.00 ftft 0.005+1.20D+0.50L+0.20S+E PASS PASS 0.00 0.013 0.00 ftft 0.218+0.90D+1.60W+1.60H PASS PASS 0.00 0.000 0.00 ftft 0.004+0.90D+E+1.60H PASS PASS 0.00 0.013 0.00 ftft 0.217

.

12/05/12 of 29

Steel Column ENERCALC, INC. 1983�2012, Build:6.12.11.5, Ver:6.12.11.5



Description : steel column supporting the Trellis

Nse�eng, Inc.

100 SO. Chaparral

Suite 230

Anaheim, Ca 92808


Note: Only non�zero reactions are listed.

Load Combination

X�X Axis Reaction Y�Y Axis Reaction Axial Reaction

@ Base @ Top @ Base @ Base @ Top

Maximum Reactions � Unfactored

kD Only 1.236 kk

kLr Only 0.980 kk

kE Only kk �0.885

kD+Lr 2.216 kk

kD+E 1.236 kk �0.885

kD+Lr+E 2.216 kk �0.885

.Maximum Deflections for Load Combinations � Unfactored LoadsMax. X�X Deflection Max. Y�Y Deflection DistanceLoad Combination Distance

D Only 0.0000 0.000 0.000 ftft inin 0.000

Lr Only 0.0000 0.000 0.000 ftft inin 0.000

E Only 0.0000 0.796 13.000 ftft inin 0.000

D+Lr 0.0000 0.000 0.000 ftft inin 0.000

D+E 0.0000 0.796 13.000 ftft inin 0.000

D+Lr+E 0.0000 0.787 12.913 ftft inin 0.000

.Steel Section Properties : HSS6x6x1/2

R xx =

2.230

in

Depth = 6.000 in

R yy =

2.230

in

J = 81.100 in^4

Width = 6.000 in

Wall Thick

=

0.500 in Zx = 19.800 in^3

Area

=

9.740 in^2

Weight = 35.109 plf

I xx = 48.30 in^4

S xx = 16.10 in^3

I yy = 48.300 in^4 C = 28.100 in^3

S yy = 16.100 in^3

Ycg = 0.000 in

6.00in

6.0

0in

Y

XLoad 1

Heig

ht

= 1

3.0

ft

1.760k

0.89k

M�x Loads

Loads are total entered value. Arrows do not reflect absolute direction.

12/05/12 of 29

General Footing ENERCALC, INC. 1983�2012, Build:6.12.11.5, Ver:6.12.11.5



Description : ftg at TRELLIS at the entrance

Nse�eng, Inc.

100 SO. Chaparral

Suite 230

Anaheim, Ca 92808


Code References

Calculations per

Load Combinations Used : ASCE 7�05

General Information

Material Properties Soil Design Values2.0

Analysis Settings

250.0ksiNo

ksfAllowable Soil Bearing ==

3.060.0

3,122.0145.0 = 0.30

Flexure = 0.90

Shear =Valuesϕ

0.00180

0.0

Soil Passive Resistance (for Sliding)

1.501.50

=

Increases based on footing plan dimension

:Add Pedestal Wt for Soil Pressure No

Use Pedestal wt for stability, mom & shear No:

Allowable pressure increase per foot of depth= 0.0 ksfwhen maximum length or width is greater than= 0.0 ft

:

=

Add Ftg Wt for Soil Pressure Yes

YesUse ftg wt for stability, moments & shears :

when footing base is below 0.0 ft

pcf

Increase Bearing By Footing Weight= pcf

Min. Overturning Safety Factor=

: 1

Increases based on footing Depth0.750

=

Soil/Concrete Friction Coeff.Ec : Concrete Elastic Modulus

Min. Sliding Safety Factor=

=

: 1

Footing base depth below soil surface0.0

ft=Allowable pressure increase per foot of depth ksf

=

=

=

Concrete Density

=

Min Allow % Temp Reinf.

ksif'c : Concrete 28 day strengthfy : Rebar Yield ksi

Min Steel % Bending Reinf.

Edge D

ist. =

3"3'�0"

3'�0

"

Z

Z

X X

6 � # 5 Bars

3"

X�X Section Looking to +Z

6 � # 5 Bars

3"

Z�Z Section Looking to +X

#

Dimensions

Width parallel to X�X Axis 3.0 ftLength parallel to Z�Z Axis

=3.0 ft

Load location offset from footing center...ez : Prll to Z�Z Axis 6 in=

=Pedestal dimensions...

px : parallel to X�X Axis 0.0 inpz : parallel to Z�Z Axis 0.0 inHeight

==

0.0 in

Footing Thickness=

18.0 in=

Rebar Centerline to Edge of Concrete...= inat Bottom of footing 3.0

Reinforcing

#

Bars parallel to X�X Axis

Reinforcing Bar Size

=

5Number of Bars

=6.0

Bars parallel to Z�Z Axis

Reinforcing Bar Size = 5Number of Bars = 6.0

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

3.324 0.980 0.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0

D Lr

ksf

L S

P : Column LoadOB : Overburden =

k

W E

M�zz

V�x== 0.0 k

0.00.0 0.0 0.0 0.0 0.0

V�z 0.0 k0.0 0.0 0.0 0.0 0.00.0

0.0 0.0M�xx =

0.0 k�ft= 0.0 0.00.0 k�ft

0.00.0

0.00.0 0.0 0.0 0.0 0.0

H

=

12/05/12 of 29





Nse�eng, Inc.

100 SO. Chaparral

Suite 230

Anaheim, Ca 92808


PASS n/a Sliding � X�X 0.0 k 0.0 k No SlidingPASS n/a Sliding � Z�Z 0.0 k 0.0 k No Sliding

DESIGN SUMMARY Design OK

Governing Load CombinationMin. Ratio Item Applied Capacity

PASS 0.5840 Soil Bearing 1.168 ksf 2.0 ksf +D+Lr+HPASS n/a Overturning � X�X 0.0 k�ft 0.0 k�ft No OverturningPASS n/a Overturning � Z�Z 0.0 k�ft 0.0 k�ft No Overturning

PASS n/a Uplift 0.0 k 0.0 k No UpliftPASS 0.02461 Z Flexure (+X) 0.9880 k�ft 40.154 k�ft +1.20D+1.60Lr+0.50LPASS 0.02461 Z Flexure (�X) 0.9880 k�ft 40.154 k�ft +1.20D+1.60Lr+0.50LPASS 0.01692 X Flexure (+Z) 0.6793 k�ft 40.154 k�ft +1.20D+1.60Lr+0.50LPASS 0.02667 X Flexure (�Z) 1.071 k�ft 40.154 k�ft +1.20D+1.60Lr+0.50LPASS 0.01426 1�way Shear (+X) 1.171 psi 82.158 psi +1.20D+1.60Lr+0.50LPASS 0.01426 1�way Shear (�X) 1.171 psi 82.158 psi +1.20D+1.60Lr+0.50LPASS n/a 1�way Shear (+Z) 0.0 psi 82.158 psi n/aPASS 0.02238 1�way Shear (�Z) 1.839 psi 82.158 psi D OnlyPASS 0.04403 2�way Punching 7.235 psi 164.317 psi +1.20D+1.60Lr+0.50L

Detailed Results

Rotation Axis & ZeccXecc

Actual Soil Bearing Stress Actual / Allowable

Soil Bearing

Gross Allowable +Z +Z �X �X RatioLoad Combination...

X�X, D Only 2.0 n/a0.2224 0.9512 n/a 0.4763.776n/aX�X, +D+L+H 2.0 n/a0.2224 0.9512 n/a 0.4763.776n/aX�X, +D+Lr+H 2.0 n/a0.2239 1.168 n/a 0.5844.124n/aX�X, +D+S+H 2.0 n/a0.2224 0.9512 n/a 0.4763.776n/aX�X, +D+0.750Lr+0.750L+H 2.0 n/a0.2235 1.113 n/a 0.5574.048n/aX�X, +D+0.750L+0.750S+H 2.0 n/a0.2224 0.9512 n/a 0.4763.776n/aX�X, +D+W+H 2.0 n/a0.2224 0.9512 n/a 0.4763.776n/aX�X, +D+0.70E+H 2.0 n/a0.2224 0.9512 n/a 0.4763.776n/aX�X, +D+0.750Lr+0.750L+0.750W+H 2.0 n/a0.2235 1.113 n/a 0.5574.048n/aX�X, +D+0.750L+0.750S+0.750W+H 2.0 n/a0.2224 0.9512 n/a 0.4763.776n/aX�X, +D+0.750Lr+0.750L+0.5250E+H 2.0 n/a0.2235 1.113 n/a 0.5574.048n/aX�X, +D+0.750L+0.750S+0.5250E+H 2.0 n/a0.2224 0.9512 n/a 0.4763.776n/aX�X, +0.60D+W+H 2.0 n/a0.1335 0.5707 n/a 0.2853.776n/aX�X, +0.60D+0.70E+H 2.0 n/a0.1335 0.5707 n/a 0.2853.776n/aZ�Z, D Only 2.0 0.5868n/a n/a 0.5868 0.293n/a0.0Z�Z, +D+L+H 2.0 0.5868n/a n/a 0.5868 0.293n/a0.0Z�Z, +D+Lr+H 2.0 0.6957n/a n/a 0.6957 0.348n/a0.0Z�Z, +D+S+H 2.0 0.5868n/a n/a 0.5868 0.293n/a0.0Z�Z, +D+0.750Lr+0.750L+H 2.0 0.6685n/a n/a 0.6685 0.334n/a0.0Z�Z, +D+0.750L+0.750S+H 2.0 0.5868n/a n/a 0.5868 0.293n/a0.0Z�Z, +D+W+H 2.0 0.5868n/a n/a 0.5868 0.293n/a0.0Z�Z, +D+0.70E+H 2.0 0.5868n/a n/a 0.5868 0.293n/a0.0Z�Z, +D+0.750Lr+0.750L+0.750W+H 2.0 0.6685n/a n/a 0.6685 0.334n/a0.0Z�Z, +D+0.750L+0.750S+0.750W+H 2.0 0.5868n/a n/a 0.5868 0.293n/a0.0Z�Z, +D+0.750Lr+0.750L+0.5250E+H 2.0 0.6685n/a n/a 0.6685 0.334n/a0.0Z�Z, +D+0.750L+0.750S+0.5250E+H 2.0 0.5868n/a n/a 0.5868 0.293n/a0.0Z�Z, +0.60D+W+H 2.0 0.3521n/a n/a 0.3521 0.176n/a0.0Z�Z, +0.60D+0.70E+H 2.0 0.3521n/a n/a 0.3521 0.176n/a0.0

Rotation Axis &

Overturning Stability

Load Combination... StatusOverturning Moment Resisting Moment Stability Ratio

Footing Has NO Overturning

Force Application Axis

Sliding Stability All units k

Load Combination... StatusSliding Force Resisting Force Sliding SafetyRatio

Footing Has NO Sliding

12/05/12 of 29





Nse�eng, Inc.

100 SO. Chaparral

Suite 230

Anaheim, Ca 92808


Flexure Axis & Load Combinationin^2 in^2 in^2 k�ft

As Req'd

Footing Flexure

Tension @k�ft

Which Actual As StatusMuSide ? Bot or Top ?

Gvrn. As Phi*Mn

X�X, D Only 0.6118 +Z Bottom 0.3888 Min Temp % 0.620 40.154 OKX�X, D Only 1.069 �Z Bottom 0.3888 Min Temp % 0.620 40.154 OKX�X, +1.20D+0.50Lr+1.60L+1.60H 0.5728 +Z Bottom 0.3888 Min Temp % 0.620 40.154 OKX�X, +1.20D+0.50Lr+1.60L+1.60H 0.9644 �Z Bottom 0.3888 Min Temp % 0.620 40.154 OKX�X, +1.20D+1.60L+0.50S+1.60H 0.5244 +Z Bottom 0.3888 Min Temp % 0.620 40.154 OKX�X, +1.20D+1.60L+0.50S+1.60H 0.9160 �Z Bottom 0.3888 Min Temp % 0.620 40.154 OKX�X, +1.20D+1.60Lr+0.50L 0.6793 +Z Bottom 0.3888 Min Temp % 0.620 40.154 OKX�X, +1.20D+1.60Lr+0.50L 1.071 �Z Bottom 0.3888 Min Temp % 0.620 40.154 OKX�X, +1.20D+1.60Lr+0.80W 0.6793 +Z Bottom 0.3888 Min Temp % 0.620 40.154 OKX�X, +1.20D+1.60Lr+0.80W 1.071 �Z Bottom 0.3888 Min Temp % 0.620 40.154 OKX�X, +1.20D+0.50L+1.60S 0.5244 +Z Bottom 0.3888 Min Temp % 0.620 40.154 OKX�X, +1.20D+0.50L+1.60S 0.9160 �Z Bottom 0.3888 Min Temp % 0.620 40.154 OKX�X, +1.20D+1.60S+0.80W 0.5244 +Z Bottom 0.3888 Min Temp % 0.620 40.154 OKX�X, +1.20D+1.60S+0.80W 0.9160 �Z Bottom 0.3888 Min Temp % 0.620 40.154 OKX�X, +1.20D+0.50Lr+0.50L+1.60W 0.5728 +Z Bottom 0.3888 Min Temp % 0.620 40.154 OKX�X, +1.20D+0.50Lr+0.50L+1.60W 0.9644 �Z Bottom 0.3888 Min Temp % 0.620 40.154 OKX�X, +1.20D+0.50L+0.50S+1.60W 0.5244 +Z Bottom 0.3888 Min Temp % 0.620 40.154 OKX�X, +1.20D+0.50L+0.50S+1.60W 0.9160 �Z Bottom 0.3888 Min Temp % 0.620 40.154 OKX�X, +1.20D+0.50L+0.20S+E 0.5244 +Z Bottom 0.3888 Min Temp % 0.620 40.154 OKX�X, +1.20D+0.50L+0.20S+E 0.9160 �Z Bottom 0.3888 Min Temp % 0.620 40.154 OKX�X, +0.90D+1.60W+1.60H 0.3933 +Z Bottom 0.3888 Min Temp % 0.620 40.154 OKX�X, +0.90D+1.60W+1.60H 0.6870 �Z Bottom 0.3888 Min Temp % 0.620 40.154 OKX�X, +0.90D+E+1.60H 0.3933 +Z Bottom 0.3888 Min Temp % 0.620 40.154 OKX�X, +0.90D+E+1.60H 0.6870 �Z Bottom 0.3888 Min Temp % 0.620 40.154 OKZ�Z, D Only 0.9241 �X Bottom 0.3888 Min Temp % 0.620 40.154 OKZ�Z, D Only 0.9241 +X Bottom 0.3888 Min Temp % 0.620 40.154 OKZ�Z, +1.20D+0.50Lr+1.60L+1.60H 0.8533 �X Bottom 0.3888 Min Temp % 0.620 40.154 OKZ�Z, +1.20D+0.50Lr+1.60L+1.60H 0.8533 +X Bottom 0.3888 Min Temp % 0.620 40.154 OKZ�Z, +1.20D+1.60L+0.50S+1.60H 0.7921 �X Bottom 0.3888 Min Temp % 0.620 40.154 OKZ�Z, +1.20D+1.60L+0.50S+1.60H 0.7921 +X Bottom 0.3888 Min Temp % 0.620 40.154 OKZ�Z, +1.20D+1.60Lr+0.50L 0.9880 �X Bottom 0.3888 Min Temp % 0.620 40.154 OKZ�Z, +1.20D+1.60Lr+0.50L 0.9880 +X Bottom 0.3888 Min Temp % 0.620 40.154 OKZ�Z, +1.20D+1.60Lr+0.80W 0.9880 �X Bottom 0.3888 Min Temp % 0.620 40.154 OKZ�Z, +1.20D+1.60Lr+0.80W 0.9880 +X Bottom 0.3888 Min Temp % 0.620 40.154 OKZ�Z, +1.20D+0.50L+1.60S 0.7921 �X Bottom 0.3888 Min Temp % 0.620 40.154 OKZ�Z, +1.20D+0.50L+1.60S 0.7921 +X Bottom 0.3888 Min Temp % 0.620 40.154 OKZ�Z, +1.20D+1.60S+0.80W 0.7921 �X Bottom 0.3888 Min Temp % 0.620 40.154 OKZ�Z, +1.20D+1.60S+0.80W 0.7921 +X Bottom 0.3888 Min Temp % 0.620 40.154 OKZ�Z, +1.20D+0.50Lr+0.50L+1.60W 0.8533 �X Bottom 0.3888 Min Temp % 0.620 40.154 OKZ�Z, +1.20D+0.50Lr+0.50L+1.60W 0.8533 +X Bottom 0.3888 Min Temp % 0.620 40.154 OKZ�Z, +1.20D+0.50L+0.50S+1.60W 0.7921 �X Bottom 0.3888 Min Temp % 0.620 40.154 OKZ�Z, +1.20D+0.50L+0.50S+1.60W 0.7921 +X Bottom 0.3888 Min Temp % 0.620 40.154 OKZ�Z, +1.20D+0.50L+0.20S+E 0.7921 �X Bottom 0.3888 Min Temp % 0.620 40.154 OKZ�Z, +1.20D+0.50L+0.20S+E 0.7921 +X Bottom 0.3888 Min Temp % 0.620 40.154 OKZ�Z, +0.90D+1.60W+1.60H 0.5941 �X Bottom 0.3888 Min Temp % 0.620 40.154 OKZ�Z, +0.90D+1.60W+1.60H 0.5941 +X Bottom 0.3888 Min Temp % 0.620 40.154 OKZ�Z, +0.90D+E+1.60H 0.5941 �X Bottom 0.3888 Min Temp % 0.620 40.154 OKZ�Z, +0.90D+E+1.60H 0.5941 +X Bottom 0.3888 Min Temp % 0.620 40.154 OKOne Way Shear

Vu @ +XLoad Combination... Vu @ �X Vu @ �Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status

D Only 1.095 1.095 1.839 0 1.839 82.158 0.02238psipsipsipsipsipsi OK+1.20D+0.50Lr+1.60L+1.60H 1.012 1.012 1.634 0 1.634 82.158 0.01989psipsipsipsipsipsi OK+1.20D+1.60L+0.50S+1.60H 0.9389 0.9389 1.576 0 1.576 82.158 0.01918psipsipsipsipsipsi OK+1.20D+1.60Lr+0.50L 1.171 1.171 1.762 0 1.762 82.158 0.02145psipsipsipsipsipsi OK+1.20D+1.60Lr+0.80W 1.171 1.171 1.762 0 1.762 82.158 0.02145psipsipsipsipsipsi OK+1.20D+0.50L+1.60S 0.9389 0.9389 1.576 0 1.576 82.158 0.01918psipsipsipsipsipsi OK+1.20D+1.60S+0.80W 0.9389 0.9389 1.576 0 1.576 82.158 0.01918psipsipsipsipsipsi OK+1.20D+0.50Lr+0.50L+1.60W 1.012 1.012 1.634 0 1.634 82.158 0.01989psipsipsipsipsipsi OK+1.20D+0.50L+0.50S+1.60W 0.9389 0.9389 1.576 0 1.576 82.158 0.01918psipsipsipsipsipsi OK+1.20D+0.50L+0.20S+E 0.9389 0.9389 1.576 0 1.576 82.158 0.01918psipsipsipsipsipsi OK+0.90D+1.60W+1.60H 0.7042 0.7042 1.182 0 1.182 82.158 0.01439psipsipsipsipsipsi OK+0.90D+E+1.60H 0.7042 0.7042 1.182 0 1.182 82.158 0.01439psipsipsipsipsipsi OK

12/05/12 of 29





Nse�eng, Inc.

100 SO. Chaparral

Suite 230

Anaheim, Ca 92808


Vu / Phi*Vn

Punching Shear All units k

StatusVu Phi*VnLoad Combination...

D Only 6.767 164.317 0.04118 OKpsipsi+1.20D+0.50Lr+1.60L+1.60H 6.249 164.317 0.03803 OKpsipsi+1.20D+1.60L+0.50S+1.60H 5.8 164.317 0.0353 OKpsipsi+1.20D+1.60Lr+0.50L 7.235 164.317 0.04403 OKpsipsi+1.20D+1.60Lr+0.80W 7.235 164.317 0.04403 OKpsipsi+1.20D+0.50L+1.60S 5.8 164.317 0.0353 OKpsipsi+1.20D+1.60S+0.80W 5.8 164.317 0.0353 OKpsipsi+1.20D+0.50Lr+0.50L+1.60W 6.249 164.317 0.03803 OKpsipsi+1.20D+0.50L+0.50S+1.60W 5.8 164.317 0.0353 OKpsipsi+1.20D+0.50L+0.20S+E 5.8 164.317 0.0353 OKpsipsi+0.90D+1.60W+1.60H 4.35 164.317 0.02647 OKpsipsi+0.90D+E+1.60H 4.35 164.317 0.02647 OKpsipsi

12/05/12 of 29

Concrete Beam ENERCALC, INC. 1983�2012, Build:6.12.11.5, Ver:6.12.11.5



Description : GRADE BEAM FOR CANTELIVER COLUMN @ TRELLIS

Nse�eng, Inc.

100 SO. Chaparral

Suite 230

Anaheim, Ca 92808


CODE REFERENCES

Calculations per

Load Combination Set : ASCE 7�05

Material Properties

3.07.50

145.0

Elastic Modulus 3,122.0 ksi

1

=60.0

29,000.0

40.0

29,000.03

=2

= 0.90

0.750f'c ksi

fy � Main Rebar ksi

Density

1/2

=

fr = f'c * 410.792

pcf

E � Main Rebar ksi

psi

= 1.0λ LtWt Factor

Fy � Stirrups ksi

==

=

E � Stirrups ksi

15 in

15

in

β 0.850

==

=

Shear :

Stirrup Bar Size #

Number of Resisting Legs Per Stirrup

Phi Values Flexure :

ψ

#

φ

Load Combination :ASCE 7�05

15" w x 15" hSpan=29.0 ft

.Cross Section & Reinforcing DetailsRectangular Section, Width = 15.0 in, Height = 15.0 inSpan #1 Reinforcing.... 2�#5 at 3.0 in from Bottom, from 0.0 to 29.0 ft in this span 2�#5 at 3.0 in from Top, from 0.0 to 29.0 ft in this span

.Service loads entered. Load Factors will be applied for calculations.Applied Loads

Load for Span Number 1Moment : E = 15.40 k�ft, Location = 1.0 ft from left end of this spanMoment : E = 15.50 k�ft, Location = 27.0 ft from left end of this span

.Design OKDESIGN SUMMARY

Maximum Bending Stress Ratio = 0.329 : 1


Span # where maximum occurs Span # 1Location of maximum on span 0.967ft

Mn * Phi : Allowable 35.558 k�ft

Typical SectionSection used for this span

Mu : Applied �11.716 k�ft

Maximum Deflection

0 <360102369

Ratio = 32533

Max Downward L+Lr+S Deflection 0.000 in 0Ratio = <360Max Upward L+Lr+S Deflection 0.000 in Ratio =

Max Downward Total Deflection 0.003 in Ratio =Max Upward Total Deflection �0.011 in

.

Load Combination Support 1 Support 2

Vertical Reactions � Unfactored Support notation : Far left is #1

Overall MAXimum �0.312 0.312

E Only �0.312 0.312

.Shear Stirrup RequirementsEntire Beam Span Length : Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in

.Maximum Forces & Stresses for Load Combinations

Span #

Bending Stress Results ( k�ft )Location (ft)

Load Combination

Mu : Max Stress RatioSegment Length Phi*Mnxin Span

MAXimum BENDING Envelope Span # 1 1 29.000 �11.72 35.56 0.33D Only Span # 1 1 29.000 �11.72 35.56 0.33+1.20D+0.50Lr+1.60L+1.60H Span # 1 1 29.000 �11.72 35.56 0.33

12/05/12 of 29





Nse�eng, Inc.

100 SO. Chaparral

Suite 230

Anaheim, Ca 92808


Span #

Bending Stress Results ( k�ft )Location (ft)

Load Combination

Mu : Max Stress RatioSegment Length Phi*Mnxin Span

+1.20D+1.60L+0.50S+1.60H Span # 1 1 29.000 �11.72 35.56 0.33+1.20D+1.60Lr+0.50L Span # 1 1 29.000 �11.72 35.56 0.33+1.20D+1.60Lr+0.80W Span # 1 1 29.000 �11.72 35.56 0.33+1.20D+0.50L+1.60S Span # 1 1 29.000 �11.72 35.56 0.33+1.20D+1.60S+0.80W Span # 1 1 29.000 �11.72 35.56 0.33+1.20D+0.50Lr+0.50L+1.60W Span # 1 1 29.000 �11.72 35.56 0.33+1.20D+0.50L+0.50S+1.60W Span # 1 1 29.000 �11.72 35.56 0.33+1.20D+0.50L+0.20S+E Span # 1 1 29.000 �11.72 35.56 0.33+0.90D+1.60W+1.60H Span # 1 1 29.000 �11.72 35.56 0.33+0.90D+E+1.60H Span # 1 1 29.000 �11.72 35.56 0.33

.

Location in SpanLoad CombinationMax. "�" Defl Location in SpanLoad Combination Span Max. "+" Defl

Overall Maximum Deflections � Unfactored Loads

1 0.0000 0.000 0.0000 0.000

.Detailed Shear Information

Load Combination

Vu (k)Span Distance 'd' Comment Phi*Vs

Req'd

Phi*Vnd*Vu/MuMu

(ft) (k)(in) (k)Actual Suggest(k�ft)Number (k)

Spacing (in)

Design

Phi*Vc

+0.90D+E+1.60H 1 0.00 12.00 �0.31 0.31 11.41 0.03 14.08 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 0.06 12.00 �0.31 0.31 11.43 0.03 14.08 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 0.13 12.00 �0.31 0.31 11.45 0.03 14.08 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 0.19 12.00 �0.31 0.31 11.47 0.03 14.08 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 0.26 12.00 �0.31 0.31 11.49 0.03 14.08 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 0.32 12.00 �0.31 0.31 11.51 0.03 14.08 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 0.39 12.00 �0.31 0.31 11.53 0.03 14.08 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 0.45 12.00 �0.31 0.31 11.55 0.03 14.08 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 0.52 12.00 �0.31 0.31 11.57 0.03 14.08 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 0.58 12.00 �0.31 0.31 11.59 0.03 14.08 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 0.64 12.00 �0.31 0.31 11.62 0.03 14.08 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 0.71 12.00 �0.31 0.31 11.64 0.03 14.08 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 0.77 12.00 �0.31 0.31 11.66 0.03 14.08 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 0.84 12.00 �0.31 0.31 11.68 0.03 14.08 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 0.90 12.00 �0.31 0.31 11.70 0.03 14.08 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 0.97 12.00 �0.31 0.31 11.72 0.03 14.08 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 1.03 12.00 �0.31 0.31 3.66 0.09 14.15 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 1.10 12.00 �0.31 0.31 3.64 0.09 14.15 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 1.16 12.00 �0.31 0.31 3.62 0.09 14.15 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 1.22 12.00 �0.31 0.31 3.60 0.09 14.15 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 1.29 12.00 �0.31 0.31 3.58 0.09 14.15 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 1.35 12.00 �0.31 0.31 3.56 0.09 14.15 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 1.42 12.00 �0.31 0.31 3.54 0.09 14.15 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 1.48 12.00 �0.31 0.31 3.52 0.09 14.15 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 1.55 12.00 �0.31 0.31 3.50 0.09 14.15 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 1.61 12.00 �0.31 0.31 3.48 0.09 14.15 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 1.68 12.00 �0.31 0.31 3.46 0.09 14.15 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 1.74 12.00 �0.31 0.31 3.44 0.09 14.15 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 1.80 12.00 �0.31 0.31 3.42 0.09 14.16 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 1.87 12.00 �0.31 0.31 3.40 0.09 14.16 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 1.93 12.00 �0.31 0.31 3.38 0.09 14.16 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 2.00 12.00 �0.31 0.31 3.36 0.09 14.16 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0

12/05/12 of 29





Nse�eng, Inc.

100 SO. Chaparral

Suite 230

Anaheim, Ca 92808


Detailed Shear Information

Load Combination


Req'd

Phi*Vnd*Vu/MuMu


Spacing (in)

Design

Phi*Vc

+0.90D+E+1.60H 1 2.06 12.00 �0.31 0.31 3.34 0.09 14.16 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 2.13 12.00 �0.31 0.31 3.32 0.09 14.16 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 2.19 12.00 �0.31 0.31 3.30 0.09 14.16 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 2.26 12.00 �0.31 0.31 3.28 0.10 14.16 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 2.32 12.00 �0.31 0.31 3.26 0.10 14.16 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 2.38 12.00 �0.31 0.31 3.24 0.10 14.16 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 2.45 12.00 �0.31 0.31 3.22 0.10 14.16 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 2.51 12.00 �0.31 0.31 3.20 0.10 14.16 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 2.58 12.00 �0.31 0.31 3.18 0.10 14.16 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 2.64 12.00 �0.31 0.31 3.16 0.10 14.16 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 2.71 12.00 �0.31 0.31 3.14 0.10 14.16 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 2.77 12.00 �0.31 0.31 3.12 0.10 14.17 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 2.84 12.00 �0.31 0.31 3.10 0.10 14.17 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 2.90 12.00 �0.31 0.31 3.08 0.10 14.17 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 2.96 12.00 �0.31 0.31 3.06 0.10 14.17 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 3.03 12.00 �0.31 0.31 3.04 0.10 14.17 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 3.09 12.00 �0.31 0.31 3.02 0.10 14.17 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 3.16 12.00 �0.31 0.31 3.00 0.10 14.17 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 3.22 12.00 �0.31 0.31 2.98 0.10 14.17 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 3.29 12.00 �0.31 0.31 2.96 0.11 14.17 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 3.35 12.00 �0.31 0.31 2.94 0.11 14.17 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 3.42 12.00 �0.31 0.31 2.92 0.11 14.17 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 3.48 12.00 �0.31 0.31 2.90 0.11 14.17 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 3.54 12.00 �0.31 0.31 2.88 0.11 14.18 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 3.61 12.00 �0.31 0.31 2.86 0.11 14.18 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 3.67 12.00 �0.31 0.31 2.84 0.11 14.18 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 3.74 12.00 �0.31 0.31 2.82 0.11 14.18 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 3.80 12.00 �0.31 0.31 2.80 0.11 14.18 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 3.87 12.00 �0.31 0.31 2.78 0.11 14.18 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 3.93 12.00 �0.31 0.31 2.76 0.11 14.18 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 4.00 12.00 �0.31 0.31 2.74 0.11 14.18 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 4.06 12.00 �0.31 0.31 2.72 0.11 14.18 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 4.12 12.00 �0.31 0.31 2.70 0.12 14.18 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 4.19 12.00 �0.31 0.31 2.68 0.12 14.18 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 4.25 12.00 �0.31 0.31 2.66 0.12 14.19 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 4.32 12.00 �0.31 0.31 2.64 0.12 14.19 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 4.38 12.00 �0.31 0.31 2.62 0.12 14.19 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 4.45 12.00 �0.31 0.31 2.60 0.12 14.19 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 4.51 12.00 �0.31 0.31 2.58 0.12 14.19 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 4.58 12.00 �0.31 0.31 2.56 0.12 14.19 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 4.64 12.00 �0.31 0.31 2.54 0.12 14.19 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 4.70 12.00 �0.31 0.31 2.52 0.12 14.19 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 4.77 12.00 �0.31 0.31 2.50 0.12 14.19 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 4.83 12.00 �0.31 0.31 2.48 0.13 14.20 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 4.90 12.00 �0.31 0.31 2.46 0.13 14.20 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 4.96 12.00 �0.31 0.31 2.44 0.13 14.20 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 5.03 12.00 �0.31 0.31 2.42 0.13 14.20 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 5.09 12.00 �0.31 0.31 2.40 0.13 14.20 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 5.16 12.00 �0.31 0.31 2.38 0.13 14.20 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 5.22 12.00 �0.31 0.31 2.36 0.13 14.20 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 5.28 12.00 �0.31 0.31 2.34 0.13 14.20 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 5.35 12.00 �0.31 0.31 2.32 0.13 14.21 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 5.41 12.00 �0.31 0.31 2.30 0.14 14.21 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 5.48 12.00 �0.31 0.31 2.28 0.14 14.21 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0

12/05/12 of 29





Nse�eng, Inc.

100 SO. Chaparral

Suite 230

Anaheim, Ca 92808



Load Combination


Req'd

Phi*Vnd*Vu/MuMu


Spacing (in)

Design

Phi*Vc


12/05/12 of 29





Nse�eng, Inc.

100 SO. Chaparral

Suite 230

Anaheim, Ca 92808



Load Combination


Req'd

Phi*Vnd*Vu/MuMu


Spacing (in)

Design

Phi*Vc

+0.90D+E+1.60H 1 26.42 12.00 �0.31 0.31 4.26 0.07 14.13 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 26.49 12.00 �0.31 0.31 4.28 0.07 14.13 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 26.55 12.00 �0.31 0.31 4.30 0.07 14.13 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 26.62 12.00 �0.31 0.31 4.32 0.07 14.13 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 26.68 12.00 �0.31 0.31 4.34 0.07 14.13 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 26.74 12.00 �0.31 0.31 4.36 0.07 14.13 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 26.81 12.00 �0.31 0.31 4.38 0.07 14.13 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 26.87 12.00 �0.31 0.31 4.40 0.07 14.13 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 26.94 12.00 �0.31 0.31 4.42 0.07 14.13 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 27.00 12.00 �0.31 0.31 11.06 0.03 14.08 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 27.07 12.00 �0.31 0.31 11.04 0.03 14.08 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 27.13 12.00 �0.31 0.31 11.02 0.03 14.08 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 27.20 12.00 �0.31 0.31 11.00 0.03 14.08 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 27.26 12.00 �0.31 0.31 10.98 0.03 14.08 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 27.32 12.00 �0.31 0.31 10.96 0.03 14.08 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 27.39 12.00 �0.31 0.31 10.94 0.03 14.08 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 27.45 12.00 �0.31 0.31 10.92 0.03 14.08 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 27.52 12.00 �0.31 0.31 10.90 0.03 14.08 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 27.58 12.00 �0.31 0.31 10.88 0.03 14.08 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 27.65 12.00 �0.31 0.31 10.86 0.03 14.08 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 27.71 12.00 �0.31 0.31 10.84 0.03 14.08 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 27.78 12.00 �0.31 0.31 10.82 0.03 14.08 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 27.84 12.00 �0.31 0.31 10.80 0.03 14.08 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 27.90 12.00 �0.31 0.31 10.78 0.03 14.08 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 27.97 12.00 �0.31 0.31 10.76 0.03 14.08 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 28.03 12.00 �0.31 0.31 10.74 0.03 14.08 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 28.10 12.00 �0.31 0.31 10.72 0.03 14.08 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 28.16 12.00 �0.31 0.31 10.70 0.03 14.08 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 28.23 12.00 �0.31 0.31 10.68 0.03 14.08 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 28.29 12.00 �0.31 0.31 10.66 0.03 14.08 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 28.36 12.00 �0.31 0.31 10.64 0.03 14.08 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 28.42 12.00 �0.31 0.31 10.62 0.03 14.08 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 28.48 12.00 �0.31 0.31 10.60 0.03 14.08 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 28.55 12.00 �0.31 0.31 10.58 0.03 14.08 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 28.61 12.00 �0.31 0.31 10.56 0.03 14.08 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 28.68 12.00 �0.31 0.31 10.54 0.03 14.08 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 28.74 12.00 �0.31 0.31 10.52 0.03 14.08 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 28.81 12.00 �0.31 0.31 10.50 0.03 14.08 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 28.87 12.00 �0.31 0.31 10.48 0.03 14.08 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 28.94 12.00 �0.31 0.31 10.46 0.03 14.08 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0+0.90D+E+1.60H 1 29.00 12.00 �0.31 0.31 10.44 0.03 14.08 Vu < PhiVc/2 Not Reqd 14.1 0.0 0.0

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