colton senior center club house “canopy structure” calcs...latitude = 34.070274 longitude =...

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

“Canopy Structure”

650 North La Cadena Drive Colton, CA 92324

(2012-029)

December 5, 2012

(2012-029)

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 Canopy ..................................................................................................................................... 3

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

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

Wind Force on the Structure .......................................................................................................................... 12

Building Type Classification ........................................................................................................................... 17

Lateral Forces Summary ................................................................................................................................ 25

Roof Diaphragm Design ................................................................................................................................. 26

Roof Diaphragm Design, Diaphragm Deflection Longitudinal ........................................................................ 33

Roof Diaphragm Design ................................................................................................................................. 36

Roof Diaphragm Design, Diaphragm Deflection Transverse.......................................................................... 41

Roof Diaphragm Design, Drift and building Separation .................................................................................. 44

Roof Rafter for Canopy .................................................................................................................................. 46

Steel Column Supporting the Canopy ............................................................................................................ 48

Footing at Canopy at the Entrance ................................................................................................................ 50

Grade Beam for Cantilever Column at Entrance Option II ............................................................................. 54

SK-#1 ............................................................................................................................................................. 64

SK-#2 ............................................................................................................................................................ 65

Report Data .................................................................................................................................................... 66

NSE�ENG, Inc.

100 So. chaparal Ct.,

Suite 230


colton senior Center�canopy

strcuture

2012�029

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

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

Description "Senior Center canopy":=

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)/Metal(M) Rf "T":=Rfwt 9.5 psf⋅=

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

thickness (t),

Deck type

material 1:= deckwt 0 psf⋅:=

tdeck 0 gauge⋅:= gauge tplywood

15

32in⋅:=

stwt 1.41 psf⋅=deck_type "B":=

Framing, Framing, joist wj

1.5 in⋅ 12 in⋅( ) γwood⋅

2 ft⋅:= wj 2.13 psf⋅=

Framing, truss wbm

6 in⋅ 8⋅ in⋅( ) 2.5⋅ γwood⋅

12 ft⋅:= wbm 2.37 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 "g":=

No ceiling=n

Ceiling Type

Ceiling Weight Clgwt 2.2 psf⋅=

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

Sprinkler Loading Sp 1.0 psf⋅:=

Electrical/Mechanical Ee 1 psf⋅:=

misc. Ms 2 psf⋅:=

Total Dead Load, wd_r 22 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 4:= / 12

Roof Angle θ atanF

12

18.43 deg⋅=:= pitchfactor

F2

122+

12:= pitchfactor 1.05=

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

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Description "Senior Center canopy"=

BUILDING DATA

Length, Ll 14 ft⋅:=

Width, Le 12 ft⋅:=

Area At Ll Le⋅ 168 ft2=:=

Roof/floor ht, hwall_r 16 ft⋅:=

Roof weight , wr wd_r pitchfactor⋅:=

Fh 6 in⋅:=Fascia height,

Wall weight, wwall 0 psf⋅=

Roof pitch, F 4= / 12 Parapet Height hp 0 ft⋅:=

Gable/Parapet height, hrf 2.5 ft=

Roof Height including parpapet/or sloped Roof hr 18.5 ft=

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 168 ft2=

FROM ASCE 7�05 Section 4.9.1

R1 1=

R2 1=

Roof Live load after reduction

FROM ASCE 7�05 Eq 4�2 W ll_r 20 psf⋅=

Building Framing classification

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

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Building weight

Roof weight Wroof Ll( ) Le Loh 2⋅+( )⋅ wr⋅:= Wroof 3895.93 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⋅ 4800 lb=:=

Total load applied at roof level :

Long Direction Wr_F_B 8695.93 lb= Short Direction Wr_L_R 8695.93 lb=

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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)

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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 0.18s= f

1

T5.61 Hz⋅=:= FROM ASCE 7�05 Eq 12.8�7

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

2�Wind

n1164

hr

ft

s⋅ 8.86 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

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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

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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⋅

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

Cs22

SD1

TL

s⋅

R

I

T

s

2

⋅

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

Cs2 if T TL≤ Cs21, Cs22, ( ) 1.55=:=

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:=

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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 4.47 kips⋅=

uniform Base shear fxx 319.35 plf⋅=

Vertical Seismic load fvert_xx 5.66 psf⋅=

Short Direction (AT STRENGTH LEVEL)

F

Total Base shear Fyy 4.47 kips⋅=fyy

fyy 372.57 plf⋅=uniform Base shear

fvert_yy 5.66 psf⋅=Vertical Seismic load

β

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Description "wind force on the structure":=

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Description "wind force on the structure":=

Wind analysis, ASCE�7, Method 2a

6.5.1 Scope. A building or other structure whose design wind loads are determined in accordance with this

section shall meet all of the following conditions:

1. The building or other structure is a regular�shaped building or structure as defined in Section 6.2.

2. The building or other structure does not have response characteristics making it subject to across

wind loading, vortexshedding, instability due to galloping or flutter; or does not have a site

location for which channeling effects or buffeting in the wake of upwind obstructions warrant

special consideration.

Wind speed, V 85 mph⋅:= Basic Wind Speed (3�second Gust Speed At 33 feet above Ground )

Exposure exp "C":= z hr 18.5 ft=:= <�� Input from plan

Mean roof Ht hmean hwall_r

hrf

2+ 17.25ft=:=

zg 900 ft⋅:= α 9.5:= ASCE 7�05 TABLE 6�2 For Exposure "C"

Importance factor I 1.0:= ASCE 7�05 TABLE 6�1 For Exposure "C"

Velocity pressure

coefficentkz if z 15 ft⋅< 2.01

15 ft⋅

zg

2

α

⋅, 2.01z

zg

2

α

⋅,

= ASCE 7�05 TABLE 6�3

kzt 1.0:= ASCE 7�05 section 6.5.7.2 kd .85:= ASCE 7�05 TABLE 6�4

Topography coefiecient k1 .29:= k2 0:= k3 0:= ASCE 7�05 Fig 6�4

kzt 1 k1 k2⋅ k3⋅+( ):= kzt 1=

mass density of air at standard temp and pressure ρ.0765 lb⋅

ft3

:=

Ground gravity acceleration g 32.17ft

s2

⋅=

Velocity pressure coeficient coef .5ρ

g⋅ 0.00256

psf

mph2

⋅=:=

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Description "wind force on the structure"=

Velocity Pressure Exposure Coeficient for Mean roof height, Kh

kh if hmean 15 ft⋅< 2.0115 ft⋅

zg

2

α

⋅, 2.01hmean

zg

2

α

⋅,

0.87=:=

Velocity Pressure Exposure Coeficient for windward, wall Kz_rf_wall

kz_r if hwall_r( ) 15 ft⋅< 2.0115 ft⋅

zg

2

α

⋅, 2.01hwall_r( )

zg

2

α

⋅,

0.86=:=

Velocity Pressure

for mean roof heightqh coef kh⋅ kzt⋅ kd⋅ V

2⋅ I⋅ 13.73 psf⋅=:=

Velocity Pressure for walls

windward qz_rf_wall coef kz_r⋅ kzt⋅ kd⋅ V2⋅ I⋅ 13.514 psf⋅=:=

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Gust Effect Factor, G B Ll:=

For Flexible structures For Rigid structures

Gf .9251 1.7Iz gQ

2Q

2⋅ gR2

R2⋅+⋅+

1 1.7 gv⋅ Iz⋅+

⋅= Gf .9251 1.7 GQ⋅ Iz Q⋅+

1 1.7 gv⋅ Iz⋅+

⋅=

z_bar .6 hr⋅:= Or zmin 15 ft⋅:= For Exposure "C" per ASCE 7�05 table 6�2

z_bar 15 ft=

l 500 ft⋅:= ε_bar1

5:= For Exposure "C" per ASCE 7�05 table 6�2

ASCE�7�05�6.8.5.1 The intensity of Turbulence at the

Equivalent HeightIz_bar

33 ft⋅

z_bar

1

6

1.14=:=

Lz_bar lz_bar

33 ft⋅

ε_bar

⋅ 427.06 ft=:= ASCE�7�05�6.8.5.1 The integral Length Scale of Turbulence

at the Equivalent Height

ASCE�705�section 6.8.5.1 gQ 3.4:= gv 3.4:= Q

1

1 0.63B hr( )+

Lz_bar

⋅+

:=

Gust Factctor for Rigid strcuture,

ASCE 7�05 eq 6�4Gf_rigid .925

1 1.7 gQ⋅ Iz_bar Q⋅+

1 1.7 gv⋅ Iz_bar⋅+

⋅ 0.91=:=

Gf_rigid min Gf_rigid .85, ( ):=

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α_bar1

6.5:= b_bar .65:= For Exposure "C" per ASCE 7�05 table 6�2

Vz_bar b_barz_bar

33 ft⋅

α_bar

⋅ V⋅88

60

⋅

105.27ft

s⋅=:= Mean hourly Wind speed at height Z

Reduced frequency ASCE 7�05 eq 6�12N1

n1 Lz_bar⋅

Vz_bar

35.96=:=

Response response factor ASCE 7�05 eq 6�11

Rn

7.47 N1⋅

1 10.3 N1⋅+( )5

3

0.01=:=

ASCE 7�05 eq 6�13Rh

1

ηh

1

ηh2

1 e2− ηh⋅

−( )⋅− 0.12=:=

ASCE 7�05 eq 6�13RB

1

ηB

1

ηB2

1 e2− ηB⋅

−( )⋅− 0.15=:=

ASCE 7�05 eq 6�13RL

1

ηL

1

ηL2

1 e2− ηL⋅

−( )⋅− 0.15=:=

Responant response factor ASCE 7�05 eq 6�10R

1

βRn⋅ Rh⋅ RB⋅ .53 .47 RL⋅+( )⋅ 0.12=:=

gR 2 ln 3600n1 s⋅( )⋅.577

2 ln 3600n1 s⋅( )⋅+ 4.68=:= ASCE 7�05 eq 6�9

Gust Factctor for flexible

strcuture,

ASCE 7�05 eq 6�8

Gf_flexible .9251 1.7 Iz_bar⋅ gQ

2Q

2⋅ gR2

R2⋅+⋅+

1 1.7 gv⋅ Iz_bar⋅+

⋅ 0.92=:=

Gust Factor; G if wind_condition 1= Gf_rigid, Gf_flexible, ( ) 0.85=:=

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Description "Building type classification":= Main wind force resisting systems

lwall Ll:= hwall_r 16ft=

BUILDING CLASSIFICATION:

1�BUILDING, OPEN: A building having each wall at least 80 percent open. This condition is expressed for

each wall by the equation Ao ≥ 0.8Ag where

Ao = total area of openings in a wall that receives positive external pressure, in ft2 (m2)

Ag = the gross area of that wall in which Ao is identified, in fT^2

Ao 12 ft⋅ hwall_r⋅:=

Ag 12 ft⋅ hwall_r⋅ 192 ft2=:=

Ao

Ag

100 %⋅= Ao 192 ft2= is ">"= .8 Ag⋅ 153.6ft

2=

result "Building is an open building"=

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Description "Building type classification"= Main wind force resisting systems

θ 18.43 deg⋅= use " θ<7.5 deg, Use values of 0 roof angle for CN"= per Footnote #3 of ASCE

7�05 FIGURE 6�18A

WIND DIRECTION γ 0 deg⋅:= & γ 180 deg⋅:= ( Clear Wind Flow)

Windward Net Pressure Coefficient PER ASCE 7�05 FIGURE 6�18A

Net Pressure Coeficient, CN Wind Pressure

Case "A"

CNW_A 1.1:= pwind_NW_A qh G⋅ CNW_A⋅ 12.84 psf⋅=:=

CNL_A .17−:= pwind_NL_A qh G⋅ CNL_A⋅ 1.98− psf⋅=:=

Case "B"

CNW_B .01:= pwind_NW_B qh G⋅ CNW_B⋅ 0.12 psf⋅=:=

CNL_B .96−:= pwind_NL_B qh G⋅ CNL_B⋅ 11.2− psf⋅=:=

Notes: 1) Cn� Net Pressures (contributions from top and bottom surfaces).

Notes: 2) Plus and minus signs signify pressures acting towards and away from the top

roof surface, respectively.

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Description "Building type classification"=

(Clear Wind Flow)

Case "A"

pwind_NW_A_hor pwind_NW_A sin θ( )⋅ 4.06 psf⋅=:=

pwind_NL_A_hor pwind_NL_A sin θ( )⋅ 0.63− psf⋅=:=

Wind Force on the roof proof_case_A_cv pwind_NW_A_hor pwind_NL_A_hor−( ) Le⋅ hrf⋅ 140.61 lb=:=

Case "B"

pwind_NW_B_hor pwind_NW_B sin θ( )⋅ 0.04 psf⋅=:=

pwind_NL_B_hor pwind_NL_B sin θ( )⋅ 3.54− psf⋅=:=

Wind Force on the roof proof_case_B_cv pwind_NW_B_hor pwind_NL_B_hor−( ) Le hrf⋅( )⋅ 107.4 lb=:=

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θ 18.43 deg⋅= use " θ<7.5 deg, Use values of 0 roof angle for CN"= per Footnote #3 of ASCE


WIND DIRECTION γ 90 deg⋅:=

(Clear Wind Flow Wind Pressure Along Ridge)



Case "A"

CN_A .8−:= pwind_N_A qh G⋅ CN_A⋅ 9.34− psf⋅=:=

Case "B"

CN_B .8:= pwind_N_B qh G⋅ CN_B⋅ 9.34 psf⋅=:=

Wind Force on the roof proof_par_A_cv pwind_N_A( ) Ll

hrf

2⋅

⋅ 163.39− lb=:=

Wind Force on the roof proof_par_B_cv pwind_N_B( ) Ll

hrf

2⋅

⋅ 163.39 lb=:=

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θ 18.43 deg⋅= use "Use Values for roof angle "= per Footnote #3 of ASCE


WIND DIRECTION γ 0 deg⋅:= & γ 180 deg⋅:= (Obstructed Wind Flow)



Case "A"

CNW_A 1.2−:= pwind_NW_A qh G⋅ CNW_A⋅ 14− psf⋅=:=

CNL_A 1.09−:= pwind_NL_A qh G⋅ CNL_A⋅ 12.72− psf⋅=:=

Case "B"

CNW_B .69−:= pwind_NW_B qh G⋅ CNW_B⋅ 8.05− psf⋅=:=

CNL_B 1.65−:= pwind_NL_B qh G⋅ CNL_B⋅ 19.26− psf⋅=:=

Notes: 1) Cn� Net Pressures (contributions from top and bottom surfaces).

Notes: 2) Plus and minus signs signify pressures acting towards and away from the top

roof surface, respectively.

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(Obstructed Wind Flow)

Case "A"

pwind_NW_A_hor pwind_NW_A sin θ( )⋅ 4.43− psf⋅=:=

pwind_NL_A_hor pwind_NL_A sin θ( )⋅ 4.02− psf⋅=:=

Wind Force on the roof proof_case_A_ov pwind_NW_A_hor pwind_NL_A_hor−( ) Le hrf⋅( )⋅ 12.18− lb=:=

Case "B"

pwind_NW_B_hor pwind_NW_B sin θ( )⋅ 2.55− psf⋅=:=

pwind_NL_B_hor pwind_NL_B sin θ( )⋅ 6.09− psf⋅=:=

Wind Force on the roof proof_case_B_ov pwind_NW_B_hor pwind_NL_B_hor−( ) Le hrf⋅( )⋅ 106.29 lb=:=

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θ 18.43 deg⋅= use "Use Values for roof angle "= per Footnote #3 of ASCE


WIND DIRECTION γ 90 deg⋅:=

(Obstructed Wind Flow Wind Pressure Along Ridge)



Case "A"

CN_A 1.2−:= pwind_N_A qh G⋅ CN_A⋅ 14− psf⋅=:=

Case "B"

CN_B .5:= pwind_N_B qh G⋅ CN_B⋅ 5.84 psf⋅=:=

Wind Force on the roof proof_par_A_ov pwind_N_A( ) Ll

hrf

2⋅

⋅ 245.08− lb=:=

Wind Force on the roof proof_par_B_ov pwind_N_B( ) Ll

hrf

2⋅

⋅ 102.12 lb=:=

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Main wind force resisting systems

PREPEICULAR TO ROOF RIDGE,

LL direction

Wind Force at Roof

Force Unit Force

Vxx 140.61 lb= vxx 10.04 plf⋅=

Main wind force resisting systems

PARALLEL TO ROOF RIDGE,

Le direction

Wind Force at Roof

Force Unit Force

Vyy 245.08 lb= vyy 17.51 plf⋅=

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Description "Lateral Forces Summary":=


Seismic_or_wind "Seismic Governs"=

Force Unit Force

Lateral Force at Base Lat_Fxx 4470.87 lb= lat_fxx 319.35 plf⋅=


Seismic_or_wind "Seismic Governs"=

Lateral Force at Base Force Unit Force

Lat_Fyy 4470.87 lb= lat_fyy 372.57 plf⋅=

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Description "Roof Diaphragm Design":=

Building DIAPGHRAGM DATA

Length, Ll 14ft=

Width, Le 12ft=

Distance between chord

Long direction Ll_chord Ll:=

Short direction Le_chord Le:=

Forces


Lateral Force Fpx Lat_Fxx:=

fpx lat_fxx:=Unit Force


Lateral Force Fpy Lat_Fyy:=

fpy lat_fyy:=Unit Force

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Description "Roof Diaphragm Design"=

Material Plywood(1)/OSB (2) material 1:=

Size size19

32in⋅:=

Grade (structural I/sheathing),(1/2) grade 1:=

Nail Size nail "10d":=

Modulus of rigidity of plywood Gvtv_ply 48000lb

in⋅:=

Modulus of rigidity of OSB Gvtv_OSB 83500lb

in⋅:=

Elastic modulus of flange material E 1700 ksi⋅:=

Chord Dimension b 3.5 in⋅:= d 3.0 in⋅:=

Cross section area of flange A b d⋅ 10.5 in2⋅=:=

Load Duration Factor cd 1.6:= <�� NDS 2005 Table 2.3.2

Plywood blocked/unblocked (y/n) blocking "n":=

Framing width Frwidth 2 in⋅:=

Framing Spacing Frspacing 2 ft⋅:=

Framing condition Green/Dry Frcond "dry":=

Case no case 1:=

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Diaphragm Shear Forces

Long Direction (AT ASD)

Ldiaph Ll:= Wdiaph Le:=

At gridline A/B

VA

Fpx ASDfactor⋅

2= VA 1564.8 lb=

vA

VA

Wdiaph

= vA 130.4 plf⋅=

Plywood size Blocking Blocking size blocking condition

size 0.59 in⋅= blocking "n"= blocking_size "N/A"= condition "condition O.k."=

Shear unit force Shear Capacity

vA 130.4 plf⋅= shear_capacity 570 plf⋅=

nail Boundary

nailing

Continuous panel

Edge Nail

Other

panel edges

field

nailing

nail "10d"= bound_nail 6 in⋅= cont_edges 6 in⋅= panel_edges "N/A" in⋅= field_nail 12 in⋅=

Check DIpaghram Height to width ratio

Allowratio if blocking "n"= 3, if blocking "y"= 4, 0, ( ), ( ) 3=:=

Actualratio

Ll

Le

1.17=:=Diaphragm_ratio

Allowratio 3= must be > Actualratio 1.17= Diaphragm_ratio "O.K."=

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Chord force Data

Member data

Length width depth

Lchord 1.33 ft⋅:= b 2.5 in⋅:= d 7.25 in⋅:=<�� Input

Member= 1�sawn lumber

2�round member

3�Glue Lam Member

mem 1:=<�� Input

No of members in top pl. Nopl 2:=

Allowable Stresses

Wood Species DF�Larch Grade= 1=Sel Str, 2= No. 1,3= No. 2, 4=Stud, 5=Construction

chordgrade 4:=

Fb 900 psi⋅:= Ft 575 psi⋅:= Fv 180 psi⋅:= Fc_par 1350 psi⋅:= <�� Input From NDS Table 4A

E 1.6 103× ksi⋅ 1600 ksi⋅=:= Emin 580 ksi⋅:=

Area area b d⋅ 18.13 in2⋅=:=

Chord Force Tchord

fpx Ll2⋅

8 Le⋅652 lb=:=

Force in ea. plate Tplate

Tchord

Nopl

326 lb=:=

Splice with strap Use strap "1FMST37":= strapnail "16d":= nonail 22:= Tstrap 3700 lb⋅:=

Tstrap 3700 lb= Must be => Tchord condition "condition O.k."=

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160SA.3 Load combinations using allowable stress design:

160SA.3.1 Basic load combinations. Where allowable stress design (working stress design), as permitted

by this code, is used, structures and portions thereof shall resist the most critical effects resulting from

the following combinations of loads:

From CBC SECTION 1605A.3

LC�1: D + F (Equation 16A�B)

LC�2: D +H + F + L + T (Equation 16A�9)

LC�3: D +H + F +(LrorS orR) (Equation 16A�I0)

LC�4: D + H + F+ 0.75 (L + T) + 0.75(Lr or S or R) (Equation 16A�H)

LC�5: D +H + F + (W 0R 0.7 E) (Equation 16A�12)

LC�6: D + H + F+ 0.75 (W 0R 0.7 E) + 0.75 L+ 0.75 (LrorS orR) (Equation 16A.13)

LC�7: 0.6D + W + H (Equation 16A�14)

LC�8: 0.6D+0.7 E+H (Equation 16A�lS)

Load combinations pdl 0 kips⋅:= pll_r 0 kips⋅:= pll 0 kips⋅:= pw 0 kips⋅:=

Axial peq Tchord:=

PLC1 pdl:=

PLC2 pdl pll+ 0 kips⋅=:=

PLC3 pdl pll_r+:=

PLC4a pdl .75 pll⋅+:=

PLC4b pdl .75pll_r+:=

PLC5a pdl pw+ 0 kips⋅=:=

PLC5b pdl .7 peq⋅+ 0.46 kips⋅=:=

PLC6a pdl .75 pw⋅+ .75 pll⋅+ .75 pll_r⋅+ 0 kips⋅=:=

PLC6b pdl .75 .7 peq⋅( )⋅+ .75 pll⋅+ .75 pll_r⋅+ 0.34 kips⋅=:=

PLC7 .6 pdl⋅ pw+ 0 kips⋅=:=

PLC8 .6 pdl⋅ .7 peq⋅+ 0.46 kips⋅=:=

Maximum forces

Tmax max PLC1 PLC2, PLC3, PLC4a, PLC4b, PLC5a, PLC5b, PLC6a, PLC6b, PLC7, PLC8, ( ) 456.4 lb=:=

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Adjusted stress

Ft Ft CD⋅ CM⋅ Ct⋅ CF⋅ Ci⋅ Cp⋅= <��NDS Table 4.3.1

<��NDS Table 2.3.2 CD 1.6:=

CM 1:= <��NDS section 4.3.3 and Table 4D

Ct 1:= <��NDS section 2.3.3

CF_5x min 112 in⋅

d

1

9

,

1=:= <��NDS section 4.3.6

CF_2x 1.1= <��NDS Table 2A

CF if d 5 in⋅≤ CF_2x, CF_5x, ( ) 1=:=

Ci 1.0:= <��NDS section 4.3.8

Analysis and design

Effective lenght le Lchord 1.33 ft=:=

Minimum Depth dmin d:= <�� Input

Ft_adj Ft CD⋅ CM⋅ Ct⋅ CF⋅ Ci⋅ 920 psi⋅=:= <��NDS 3.7.1

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4�Result

Area of Hole diahole 0 in⋅:= Ah diahole d⋅:=

Net Area Anet A Ah−:=

ft

Tmax

Anet

43.47 psi⋅=:=

Interaction equation

ft

Ft_adj

0.05= Must_be "<" 1⋅= Result "OK, Section Adequate"=

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Section_description "Diaphragm Deflection Longitudional":=

Plywood Deflection

δdiaph

5 v1⋅ Ldiaph3⋅

8E A⋅ Wdiaph⋅

.25v1 Ldiaph⋅

1000Ga

+1

n

i

∆cixs

i⋅( )∑

=

2 Wdiaph⋅+= <��SPDWS�2008 section 4.2.2 and Eq 4.2�1

Plywood size; tdiaph size 0.59 in⋅=:=

vs = unit shear capacity for seismic. <��SPDWS�2008 example section C4.2.2�1

vs shear_capacity bound_nail⋅ 285 lb=:=

en 0.03 in⋅=en = nail slip, in. see table c4.2.2d

Gνtν = shear stiffness, lb/in. of panel depth. see table c4.2.2A or c4.2.2B.

Gvtv if material 1= Gvtv_ply, if material 2= Gvtv_OSB, 0.00 psi⋅, ( ), ( ) 4000 ft psi⋅=:= <��SPDWS�2008

Table C4.2.2A & C4.2.2B

Ga = apparent diaphragm shear stiffness from nail slip and panel shear deformation, kips/in.

(from Column A, Tables 4.2A, 4.2B, 4.2C, or 4.2D)

Ga

1.4 vs⋅

1.4 vs⋅

Gvtv

0.75 en⋅+

13.39kips

in⋅=:=

<��SPDWS�2008 section C4.2.2 and Eq C4.2.2�3

Deflection:

1. Bending Deforamtion excluding

slipage δ1

5 vA⋅ Ldiaph3⋅

8E A⋅ Wdiaph⋅0.01 in⋅=:=

2. Web Shear and Nail

slipage δ2

.25vA Ldiaph⋅

1000Ga

0 in⋅=:=

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Section_description "Diaphragm Deflection Longitudional"=

3. Bending, Chord Slipage

splice at every spsplice 20 ft⋅:=

nosplice floorLdiaph

spsplice

0=:=

γ = load/slip modulus for a connection, lbs./in.

= (180,000)(D1.5) lbs./in. for dowel�type fasteners in wood�to�wood connections

= (270,000)(D1.5) lbs./in. for dowel�typefasteners in wood�to�metal connections

D = diameter of bolt or lag screw, nail in.

<��NDS section 2.3.3

D Dnail 0.162 in⋅=:=

Splice type, wood to wood (1), or metal to wood (2) splicetype 2:=

γ 17605.01lb

in⋅= <��NDS section 2.3.3

x = Distance from the joint to

the nearest support

consider at mid span

xs

Ldiaph

27 ft=:=

n nosplice:=

Δc = Joint deformation (in.) due to chord splice slip in each joint.

The chord force, T or C, at each joint is:

∆c

Tmax

γ nonail⋅0.0012 in⋅=:=

Assuming butt joints in the compression chord are not tight and have a gap that

exceeds the splice slip, the tension chord slip calculation is also applicable to the

compression chord:

δ3

∆c xs⋅( ) n⋅ 2⋅

2 Wdiaph⋅0 in⋅=:=

Bending, Chord Slipage

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Section_description "Diaphragm Deflection Longitudional"=

Total deflection of the diaphragm δdia_long

1

3

n

δn∑=

0.01 in⋅=:=

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Diaphragm Shear Forces

Short Direction (AT ASD)

Ldiaph Le:= Wdiaph Ll:=

At gridline A/B

V1

Fpy ASDfactor⋅

2= V1 1564.8 lb=

v1

V1

Ldiaph

= v1 130.4 plf⋅=

Plywood size Blocking Blocking size blocking condition

size 0.59 in⋅= blocking "n"= blocking_size "N/A"= condition "condition O.k."=

Shear unit force Shear Capacity

v1 130.4 plf⋅= shear_capacity 570 plf⋅=

nail Boundary

nailing

Continuous panel

Edge Nail

Other

panel edges

field

nailing

nail "10d"= bound_nail 6 in⋅= cont_edges 6 in⋅= panel_edges "N/A" in⋅= field_nail 12 in⋅=

Check DIpaghram Height to widht ratio

Allowratio if blocking "n"= 3, if blocking "y"= 4, 0, ( ), ( ) 3=:=

Actualratio

Ll

Le

1.17=:=Diaphragm_ratio

Allowratio 3= must be > Actualratio 1.17= Diaphragm_ratio "O.K."=

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Chord force Data

Member data

Length width depth

Lchord 1.33 ft⋅:= b 2.5 in⋅:= d 7.25 in⋅:=<�� Input

Member= 1�sawn lumber

2�round member

3�Glue Lam Member

mem 1:=<�� Input

Allowable Stresses

Wood Species DF�Larch Grade= 1=Sel Str, 2= No. 1,3= No. 2, 4=Stud, 5=Construction

chordgrade 4:=

Fb 900 psi⋅:= Ft 575 psi⋅:= Fv 180 psi⋅:= Fc_par 1350 psi⋅:= <�� Input From NDS Table 4A

E 1.6 103× ksi⋅ 1600 ksi⋅=:= Emin 580 ksi⋅:=

Area area b d⋅ 18.13 in2⋅=:=

Chord Force Tchord

fpy Le2⋅

8 Ll⋅479.02 lb=:=

Splice with strap Use strap "1FMST37":= starpnail "16d":= nonail 22:=

Tstrap 3700 lb= Must be => Tchord condition "O.K"=

Dnail 0.16 in⋅=

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160SA.3 Load combinations using allowable stress design:

160SA.3.1 Basic load combinations. Where allowable stress design (working stress design), as permitted

by this code, is used, structures and portions thereof shall resist the most critical effects resulting from

the following combinations of loads:

From CBC SECTION 1605A.3

LC�1: D + F (Equation 16A�B)

LC�2: D +H + F + L + T (Equation 16A�9)

LC�3: D +H + F +(LrorS orR) (Equation 16A�I0)

LC�4: D + H + F+ 0.75 (L + T) + 0.75(Lr or S or R) (Equation 16A�H)

LC�5: D +H + F + (W 0R 0.7 E) (Equation 16A�12)

LC�6: D + H + F+ 0.75 (W 0R 0.7 E) + 0.75 L+ 0.75 (LrorS orR) (Equation 16A.13)

LC�7: 0.6D + W + H (Equation 16A�14)

LC�8: 0.6D+0.7 E+H (Equation 16A�lS)

Load combinations pdl 0 kips⋅:= pll_r 0 kips⋅:= pll 0 kips⋅:= pw 0 kips⋅:=

Axial peq Tchord:=

PLC1 pdl:=

PLC2 pdl pll+ 0 kips⋅=:=

PLC3 pdl pll_r+:=

PLC4a pdl .75 pll⋅+:=

PLC4b pdl .75pll_r+:=

PLC5a pdl pw+ 0 kips⋅=:=

PLC5b pdl .7 peq⋅+ 0.34 kips⋅=:=

PLC6a pdl .75 pw⋅+ .75 pll⋅+ .75 pll_r⋅+ 0 kips⋅=:=

PLC6b pdl .75 .7 peq⋅( )⋅+ .75 pll⋅+ .75 pll_r⋅+ 0.25 kips⋅=:=

PLC7 .6 pdl⋅ pw+ 0 kips⋅=:=

PLC8 .6 pdl⋅ .7 peq⋅+ 0.34 kips⋅=:=

Maximum forces

Tmax max PLC1 PLC2, PLC3, PLC4a, PLC4b, PLC5a, PLC5b, PLC6a, PLC6b, PLC7, PLC8, ( ) 335.31 lb=:=

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Adjusted stress

Ft Ft CD⋅ CM⋅ Ct⋅ CF⋅ Ci⋅ Cp⋅= <��NDS Table 4.3.1

<��NDS Table 2.3.2 CD 1.6:=

CM 1:= <��NDS section 4.3.3 and Table 4D

Ct 1:= <��NDS section 2.3.3

CF_5x min 112 in⋅

d

1

9

,

1=:= <��NDS section 4.3.6

CF_2x 1.1= <��NDS Table 2A

CF if d 5 in⋅≤ CF_2x, CF_5x, ( ) 1=:=

Ci 1.0:= <��NDS section 4.3.8

Analysis and design

Effective lenght le Lchord 1.33 ft=:=

Minimum Depth dmin d:= <�� Input

Ft_adj Ft CD⋅ CM⋅ Ct⋅ CF⋅ Ci⋅ 920 psi⋅=:= <��NDS 3.7.1

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4�Result

Area of Hole diahole 0 in⋅:= Ah diahole d⋅:=

Net Area Anet A Ah−:=

ft

Tmax

Anet

31.93 psi⋅=:=

Interaction equation

ft

Ft_adj

0.03= Must_be "<" 1⋅= Result "OK, Section Adequate"=

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Section_description "Diaphragm Deflection transverse":=

Plywood Deflection

δdiaph

5 v1⋅ Ldiaph3⋅

8E A⋅ Wdiaph⋅

.25v1 Ldiaph⋅

1000Ga

+1

n

i

∆cixs

i⋅( )∑

=

2 Wdiaph⋅+= <��SPDWS�2008 section 4.2.2 and Eq 4.2�1

Plywood size; tdiaph size 0.59 in⋅=:=

vs = unit shear capacity for seismic.

vs shear_capacity bound_nail⋅ 285 lb=:=


Gνtν = shear stiffness, lb/in. of panel depth. see table c4.2.2A or c4.2.2B.

Gvtv if material 1= Gvtv_ply, if material 2= Gvtv_OSB, 0.00 psi⋅, ( ), ( ) 4000 ft psi⋅=:=


Ga = apparent diaphragm shear stiffness from nail slip and panel shear deformation, kips/in.

(from Column A, Tables 4.2A, 4.2B, 4.2C, or 4.2D)

Ga

1.4 vs⋅

1.4 vs⋅

Gvtv

0.75 en⋅+

13.39kips

in⋅=:=

<��SPDWS�2008 section C4.2.2 and Eq C4.2.2�3

Deflection:

1. Bending Deforamtion excluding

slipage δ1

5 v1⋅ Ldiaph3⋅

8E A⋅ Wdiaph⋅0.01 in⋅=:=

2. Web Shear and Nail

slipage δ2

.25v1 Ldiaph⋅

1000Ga

0 in⋅=:=

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Section_description "Diaphragm Deflection transverse"=

3. Bending, Chord Slipage

splice at every spsplice 20 ft⋅:=

nosplice floorLdiaph

spsplice

0=:=

γ = load/slip modulus for a connection, lbs./in.

= (180,000)(D1.5) lbs./in. for dowel�type fasteners in wood�to�wood connections

= (270,000)(D1.5) lbs./in. for dowel�typefasteners in wood�to�metal connections

D = diameter of bolt or lag screw, nail in.

<��NDS section 2.3.3

D Dnail 0.162 in⋅=:=

Splice type, wood to wood (1), or metal to wood (2) splicetype 2:=

γ 17605.01lb

in⋅= <��NDS section 2.3.3

x = Distance from the joint to

the nearest support

consider at mid span

xs

Ldiaph

26 ft=:=

n nosplice:=

Δc = Joint deformation (in.) due to chord splice slip in each joint.

The chord force, T or C, at each joint is:

∆c

Tmax

γ nonail⋅0.0009 in⋅=:=

Assuming butt joints in the compression chord are not tight and have a gap that

exceeds the splice slip, the tension chord slip calculation is also applicable to the

compression chord:

δ3

∆c xs⋅( ) n⋅ 2⋅

2 Wdiaph⋅0 in⋅=:=

Bending, Chord Slipage

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Section_description "Diaphragm Deflection transverse"=

Total deflection of the diaphragm δdia_transv

1

3

n

δn∑=

0.01 in⋅=:=

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Section_description "Drift and BLDG separation":=

Drift and Building Separation CBC�2010 Section 1613.6.7

1613.6.7 Minimum distance for building separation. All buildings and structures shall be separated

from adjoining structures. Separations shall allow for the maximum inelastic response

displacement(δM). δM shall be determined at critical locations with consideration for both

translational and torsional displacements of the structure using Equation16�44.

Sesimic Coef. R 0.12= h hr:= Cd 2.5= I 1=

Elastic story drift δe .829 in⋅:= Calculated force

Calculated story drift (Inelastic response displacement):

δCd δe⋅

I:= ASCE 7�05 eq 12.8�15 &

CBC 2010�eq 16�44

Allowable Story drift factor .020:= ASCE 7�05 table 12.12�1

Maximum story drift δM1 factor h⋅:= δM1 4.44 in⋅=

Result "Calculated drift O.K."=

Existing building

Calculated story drift (Inelastic response displacement):

δCd δe⋅

I:= ASCE 7�05 eq 12.8�15

Allowable Story drift factor .0070:= ASCE 7�05 table 12.12�1

Maximum story drift δM2 factor h⋅:= δM2 1.55 in⋅=


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Section_description "Drift and BLDG separation"=

Building Separation CBC�2010 Section 1613.6.7

Adjacent buildings on the same property shall be separated by a distance not less than δMT,

determined by Equation 16A�45.

δMT δM1( )2 δM2( )2+:= δMT 4.7 in⋅= CBC�2010 Eq 16�45

where : δM1, δM2= The maximum in elastic response displacements of the adjacent

buildings in accordance with Equations16A�44Aor16A�44B for OSHPD.

Where a structure adjoins a property line not common to a public way, the structure shall

also be set back from the property line by not less than the maximum inelastic response

displacement,δM, of that structure.

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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 : ROOF RAFTER FOR CANOPY

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 Repetitive Member Stress Increase

Allowable Stress Design

Douglas Fir � LarchNo.1

100010001500

625

1700620

180675 32.21

Analysis Method :

Eminbend � xx ksi

Wood Species :Wood Grade :

Fb � Tensionpsipsi

Fv psi

Fb � Compr

Ft psi

Fc � Prll psipsiFc � Perp

E : Modulus of ElasticityEbend� xx ksi

Density pcf

Load Combination :ASCE 7�05

2x10

Span = 14.0 ft

D(0.022) Lr(0.02) W(�0.027)

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

Beam self weight calculated and added to loadsUniform Load : D = 0.0220, Lr = 0.020, W = �0.0270 , Tributary Width = 1.0 ft, (D+l+WIND)

.DESIGN SUMMARY Design OK

Maximum Bending Stress Ratio 0.656: 1

Load Combination +D+0.750Lr+0.750L�0.750W+H

Span # where maximum occurs Span # 1Location of maximum on span 7.000ft

40.67 psi=

=

FB : Allowable 1,265.00psi Fv : Allowable

2x10Section used for this span

Span # where maximum occursLocation of maximum on span

Span # 1=

Load Combination +D+0.750Lr+0.750L�0.750W+H=

=

=

180.00 psi==

Section used for this span 2x10fb : Actual

Maximum Shear Stress Ratio 0.226 : 1

13.234 ft==

829.52psi fv : Actual

Maximum Deflection

0 <360720

Ratio = 1203

Max Downward L+Lr+S Deflection 0.103 in 1624Ratio =

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

Max Downward Total Deflection 0.233 in Ratio =Max Upward Total Deflection �0.140 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 = 14.0 ft 1 0.273 0.094 1.00 1.10 1.15 1.00 1.00 0.62 345.03 1265.00 0.16 180.00 1.00 16.92 1.00+D+L+H 1.10 1.15 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 14.0 ft 1 0.273 0.094 1.00 1.10 1.15 1.00 1.00 0.62 345.03 1265.00 0.16 180.00 1.00 16.92 1.00+D+Lr+H 1.10 1.15 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 14.0 ft 1 0.490 0.169 1.00 1.10 1.15 1.00 1.00 1.11 619.92 1265.00 0.28 180.00 1.00 30.40 1.00+D+S+H 1.10 1.15 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 14.0 ft 1 0.273 0.094 1.00 1.10 1.15 1.00 1.00 0.62 345.03 1265.00 0.16 180.00 1.00 16.92 1.00+D+0.750Lr+0.750L+H 1.10 1.15 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 14.0 ft 1 0.436 0.150 1.00 1.10 1.15 1.00 1.00 0.98 551.20 1265.00 0.25 180.00 1.00 27.03 1.00+D+0.750L+0.750S+H 1.10 1.15 1.00 1.00 0.00 0.00 0.00 1.00 0.00

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



Description : ROOF RAFTER FOR CANOPY

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 Length = 14.0 ft 1 0.273 0.094 1.00 1.10 1.15 1.00 1.00 0.62 345.03 1265.00 0.16 180.00 1.00 16.92 1.00+D+W+H 1.10 1.15 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 14.0 ft 1 0.021 0.007 1.00 1.10 1.15 1.00 1.00 0.05 26.07 1265.00 0.01 180.00 1.00 1.28 1.00+D�1.0W+H 1.10 1.15 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 14.0 ft 1 0.566 0.195 1.00 1.10 1.15 1.00 1.00 1.28 716.13 1265.00 0.32 180.00 1.00 35.11 1.00+D+0.70E+H 1.10 1.15 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 14.0 ft 1 0.273 0.094 1.00 1.10 1.15 1.00 1.00 0.62 345.03 1265.00 0.16 180.00 1.00 16.92 1.00+D+0.750Lr+0.750L+0.750W+H 1.10 1.15 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 14.0 ft 1 0.216 0.074 1.00 1.10 1.15 1.00 1.00 0.49 272.87 1265.00 0.12 180.00 1.00 13.38 1.00+D+0.750Lr+0.750L�0.750W+H 1.10 1.15 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 14.0 ft 1 0.656 0.226 1.00 1.10 1.15 1.00 1.00 1.48 829.52 1265.00 0.38 180.00 1.00 40.67 1.00+D+0.750L+0.750S+0.750W+H 1.10 1.15 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 14.0 ft 1 0.053 0.018 1.00 1.10 1.15 1.00 1.00 0.12 66.71 1265.00 0.03 180.00 1.00 3.27 1.00+D+0.750L+0.750S�0.750W+H 1.10 1.15 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 14.0 ft 1 0.493 0.170 1.00 1.10 1.15 1.00 1.00 1.11 623.35 1265.00 0.28 180.00 1.00 30.56 1.00+D+0.750Lr+0.750L+0.5250E+H 1.10 1.15 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 14.0 ft 1 0.436 0.150 1.00 1.10 1.15 1.00 1.00 0.98 551.20 1265.00 0.25 180.00 1.00 27.03 1.00+D+0.750L+0.750S+0.5250E+H 1.10 1.15 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 14.0 ft 1 0.273 0.094 1.00 1.10 1.15 1.00 1.00 0.62 345.03 1265.00 0.16 180.00 1.00 16.92 1.00+0.60D+W+H 1.10 1.15 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 14.0 ft 1 0.130 0.045 1.00 1.10 1.15 1.00 1.00 0.29 164.08 1265.00 0.07 180.00 1.00 8.04 1.00+0.60D�1.0W+H 1.10 1.15 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 14.0 ft 1 0.457 0.157 1.00 1.10 1.15 1.00 1.00 1.03 578.12 1265.00 0.26 180.00 1.00 28.35 1.00+0.60D+0.70E+H 1.10 1.15 1.00 1.00 0.00 0.00 0.00 1.00 0.00 1.00 Length = 14.0 ft 1 0.164 0.056 1.00 1.10 1.15 1.00 1.00 0.37 207.02 1265.00 0.09 180.00 1.00 10.15

.

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

Overall Maximum Deflections � Unfactored Loads

D+Lr 1 0.2332 7.051 0.0000 0.000

.

Load Combination Support 1 Support 2

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

Overall MAXimum 0.316 0.316

D Only 0.176 0.176

Lr Only 0.140 0.140

W Only �0.189 �0.189

�W Only 0.189 0.189

D+Lr 0.316 0.316

D+W �0.013 �0.013

D+Lr+W 0.127 0.127

12/05/12 of 77

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



Description : steel column supporting the canopy

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 :

16.0Overall Column HeightTop & Bottom FixityLoad Resistance Factor

Fy : Steel Yield

ksi29,000.0ksi

Steel Section Name : HSS8x8x1/2

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 : 779.53 lbs * Dead Load FactorAXIAL LOADS . . . Axial Load at 16.0 ft, D = 0.9240, LR = 0.840 kBENDING LOADS . . . Lat. Point Load at 16.0 ft creating Mx�x, E = 1.175 k

.DESIGN SUMMARY

PASS Max. Axial+Bending Stress Ratio = 0.1880

Location of max.above base 0.0 ft

2.044 k437.40 k

�18.80 k�ft

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


101.250 k�ft

Bending & Shear Check Results

PASS Maximum Shear Stress Ratio =

1.175 k

0.01181 : 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

101.250 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 1.175 k

Maximum SERVICE Load Deflections . . .

Along Y�Y 0.7609 in at 16.0 ft above basefor load combination :E Only

Along X�X 0.0 in at 0.0 ft above base

for load combination :

99.511

.

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 0.008+1.20D+1.60Lr+0.80W PASS PASS 0.00 0.000 0.00 ftft 0.008+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 0.012 0.00 ftft 0.188+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 0.012 0.00 ftft 0.187

.

12/05/12 of 77

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



Description : steel column supporting the canopy

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 1.704 kk

kLr Only 0.840 kk

kE Only kk �1.175

kD+Lr 2.544 kk

kD+E 1.704 kk �1.175

kD+Lr+E 2.544 kk �1.175

.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 0.761 16.000 ftft inin 0.000

D+Lr 0.0000 0.000 0.000 ftft inin 0.000

D+E 0.0000 0.761 16.000 ftft inin 0.000

D+Lr+E 0.0000 0.753 15.893 ftft inin 0.000

.Steel Section Properties : HSS8x8x1/2

R xx =

3.040

in

Depth = 8.000 in

R yy =

3.040

in

J = 204.000 in^4

Width = 8.000 in

Wall Thick

=

0.500 in Zx = 37.500 in^3

Area

=

13.500 in^2

Weight = 48.721 plf

I xx = 125.00 in^4

S xx = 31.20 in^3

I yy = 125.000 in^4 C = 52.400 in^3

S yy = 31.200 in^3

Ycg = 0.000 in

8.00in

8.0

0in

Y

XLoad 1

He

igh

t =

16

.0 ft

1.764k

1.18k

M�x Loads

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

12/05/12 of 77

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



Description : ftg at canopy 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 0.840 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 77





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 0.5685 Soil Bearing 1.137 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 0.02391 Z Flexure (+X) 0.9601 k�ft 40.154 k�ft +1.20D+1.60Lr+0.50LPASS 0.02391 Z Flexure (�X) 0.9601 k�ft 40.154 k�ft +1.20D+1.60Lr+0.50LPASS 0.01637 X Flexure (+Z) 0.6571 k�ft 40.154 k�ft +1.20D+1.60Lr+0.50LPASS 0.02662 X Flexure (�Z) 1.069 k�ft 40.154 k�ft D OnlyPASS 0.01385 1�way Shear (+X) 1.138 psi 82.158 psi +1.20D+1.60Lr+0.50LPASS 0.01385 1�way Shear (�X) 1.138 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 0.04278 2�way Punching 7.030 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/a0.2237 1.137 n/a 0.5694.081n/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/a0.2234 1.090 n/a 0.5454.013n/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/a0.2234 1.090 n/a 0.5454.013n/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/a0.2234 1.090 n/a 0.5454.013n/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 0.6802n/a n/a 0.6802 0.340n/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 0.6568n/a n/a 0.6568 0.328n/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 0.6568n/a n/a 0.6568 0.328n/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 0.6568n/a n/a 0.6568 0.328n/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 77





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 0.5659 +Z Bottom 0.3888 Min Temp % 0.620 40.154 OKX�X, +1.20D+0.50Lr+1.60L+1.60H 0.9575 �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 0.6571 +Z Bottom 0.3888 Min Temp % 0.620 40.154 OKX�X, +1.20D+1.60Lr+0.50L 1.049 �Z Bottom 0.3888 Min Temp % 0.620 40.154 OKX�X, +1.20D+1.60Lr+0.80W 0.6571 +Z Bottom 0.3888 Min Temp % 0.620 40.154 OKX�X, +1.20D+1.60Lr+0.80W 1.049 �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 0.5659 +Z Bottom 0.3888 Min Temp % 0.620 40.154 OKX�X, +1.20D+0.50Lr+0.50L+1.60W 0.9575 �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 0.8446 �X Bottom 0.3888 Min Temp % 0.620 40.154 OKZ�Z, +1.20D+0.50Lr+1.60L+1.60H 0.8446 +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 0.9601 �X Bottom 0.3888 Min Temp % 0.620 40.154 OKZ�Z, +1.20D+1.60Lr+0.50L 0.9601 +X Bottom 0.3888 Min Temp % 0.620 40.154 OKZ�Z, +1.20D+1.60Lr+0.80W 0.9601 �X Bottom 0.3888 Min Temp % 0.620 40.154 OKZ�Z, +1.20D+1.60Lr+0.80W 0.9601 +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 0.8446 �X Bottom 0.3888 Min Temp % 0.620 40.154 OKZ�Z, +1.20D+0.50Lr+0.50L+1.60W 0.8446 +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 1.001 1.001 1.626 0 1.626 82.158 0.01979psipsipsipsipsipsi 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 1.138 1.138 1.736 0 1.736 82.158 0.02113psipsipsipsipsipsi OK+1.20D+1.60Lr+0.80W 1.138 1.138 1.736 0 1.736 82.158 0.02113psipsipsipsipsipsi 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 1.001 1.001 1.626 0 1.626 82.158 0.01979psipsipsipsipsipsi 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 77





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 6.184 164.317 0.03764 OKpsipsi+1.20D+1.60L+0.50S+1.60H 5.8 164.317 0.0353 OKpsipsi+1.20D+1.60Lr+0.50L 7.03 164.317 0.04278 OKpsipsi+1.20D+1.60Lr+0.80W 7.03 164.317 0.04278 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 6.184 164.317 0.03764 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 77

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



Description : GRADE BEAM FOR CANTELIVER COLUMN @ ENTRANCE OPTION II

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" h

Span=16.0 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 16.0 ft in this span 2�#5 at 3.0 in from Top, from 0.0 to 16.0 ft in this span

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

Load for Span Number 1Moment : E = 24.0 k�ft, Location = 1.0 ft from left end of this spanMoment : E = 24.0 k�ft, Location = 14.0 ft from left end of this span

.Design OKDESIGN SUMMARY

Maximum Bending Stress Ratio = 0.419 : 1


Span # where maximum occurs Span # 1Location of maximum on span 0.996ft

Mn * Phi : Allowable 35.558 k�ft

Typical SectionSection used for this span

Mu : Applied �14.911 k�ft

Maximum Deflection

0 <36076703

Ratio = 27337

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 �0.007 in

.

Load Combination Support 1 Support 2

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

Overall MAXimum �1.512 1.512

E Only �1.512 1.512

.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 16.000 �14.91 35.56 0.42D Only Span # 1 1 16.000 �14.91 35.56 0.42+1.20D+0.50Lr+1.60L+1.60H Span # 1 1 16.000 �14.91 35.56 0.42

12/05/12 of 77





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 16.000 �14.91 35.56 0.42+1.20D+1.60Lr+0.50L Span # 1 1 16.000 �14.91 35.56 0.42+1.20D+1.60Lr+0.80W Span # 1 1 16.000 �14.91 35.56 0.42+1.20D+0.50L+1.60S Span # 1 1 16.000 �14.91 35.56 0.42+1.20D+1.60S+0.80W Span # 1 1 16.000 �14.91 35.56 0.42+1.20D+0.50Lr+0.50L+1.60W Span # 1 1 16.000 �14.91 35.56 0.42+1.20D+0.50L+0.50S+1.60W Span # 1 1 16.000 �14.91 35.56 0.42+1.20D+0.50L+0.20S+E Span # 1 1 16.000 �14.91 35.56 0.42+0.90D+1.60W+1.60H Span # 1 1 16.000 �14.91 35.56 0.42+0.90D+E+1.60H Span # 1 1 16.000 �14.91 35.56 0.42

.

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 �1.51 1.51 13.41 0.11 14.18 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 0.04 12.00 �1.51 1.51 13.46 0.11 14.18 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 0.07 12.00 �1.51 1.51 13.51 0.11 14.18 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 0.11 12.00 �1.51 1.51 13.57 0.11 14.18 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 0.14 12.00 �1.51 1.51 13.62 0.11 14.18 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 0.18 12.00 �1.51 1.51 13.67 0.11 14.18 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 0.21 12.00 �1.51 1.51 13.73 0.11 14.18 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 0.25 12.00 �1.51 1.51 13.78 0.11 14.18 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 0.28 12.00 �1.51 1.51 13.84 0.11 14.18 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 0.32 12.00 �1.51 1.51 13.89 0.11 14.18 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 0.36 12.00 �1.51 1.51 13.94 0.11 14.18 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 0.39 12.00 �1.51 1.51 14.00 0.11 14.17 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 0.43 12.00 �1.51 1.51 14.05 0.11 14.17 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 0.46 12.00 �1.51 1.51 14.10 0.11 14.17 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 0.50 12.00 �1.51 1.51 14.16 0.11 14.17 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 0.53 12.00 �1.51 1.51 14.21 0.11 14.17 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 0.57 12.00 �1.51 1.51 14.27 0.11 14.17 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 0.60 12.00 �1.51 1.51 14.32 0.11 14.17 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 0.64 12.00 �1.51 1.51 14.37 0.11 14.17 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 0.68 12.00 �1.51 1.51 14.43 0.10 14.17 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 0.71 12.00 �1.51 1.51 14.48 0.10 14.17 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 0.75 12.00 �1.51 1.51 14.53 0.10 14.17 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 0.78 12.00 �1.51 1.51 14.59 0.10 14.17 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 0.82 12.00 �1.51 1.51 14.64 0.10 14.17 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 0.85 12.00 �1.51 1.51 14.70 0.10 14.17 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 0.89 12.00 �1.51 1.51 14.75 0.10 14.17 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 0.92 12.00 �1.51 1.51 14.80 0.10 14.17 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 0.96 12.00 �1.51 1.51 14.86 0.10 14.17 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 1.00 12.00 �1.51 1.51 14.91 0.10 14.17 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 1.03 12.00 �1.51 1.51 9.04 0.17 14.24 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 1.07 12.00 �1.51 1.51 8.98 0.17 14.24 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 1.10 12.00 �1.51 1.51 8.93 0.17 14.25 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0

12/05/12 of 77





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 1.14 12.00 �1.51 1.51 8.87 0.17 14.25 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 1.17 12.00 �1.51 1.51 8.82 0.17 14.25 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 1.21 12.00 �1.51 1.51 8.77 0.17 14.25 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 1.24 12.00 �1.51 1.51 8.71 0.17 14.25 Vu < PhiVc/2 Not Reqd 14.3 0.0 0.0+0.90D+E+1.60H 1 1.28 12.00 �1.51 1.51 8.66 0.17 14.25 Vu < PhiVc/2 Not Reqd 14.3 0.0 0.0+0.90D+E+1.60H 1 1.32 12.00 �1.51 1.51 8.61 0.18 14.25 Vu < PhiVc/2 Not Reqd 14.3 0.0 0.0+0.90D+E+1.60H 1 1.35 12.00 �1.51 1.51 8.55 0.18 14.25 Vu < PhiVc/2 Not Reqd 14.3 0.0 0.0+0.90D+E+1.60H 1 1.39 12.00 �1.51 1.51 8.50 0.18 14.26 Vu < PhiVc/2 Not Reqd 14.3 0.0 0.0+0.90D+E+1.60H 1 1.42 12.00 �1.51 1.51 8.44 0.18 14.26 Vu < PhiVc/2 Not Reqd 14.3 0.0 0.0+0.90D+E+1.60H 1 1.46 12.00 �1.51 1.51 8.39 0.18 14.26 Vu < PhiVc/2 Not Reqd 14.3 0.0 0.0+0.90D+E+1.60H 1 1.49 12.00 �1.51 1.51 8.34 0.18 14.26 Vu < PhiVc/2 Not Reqd 14.3 0.0 0.0+0.90D+E+1.60H 1 1.53 12.00 �1.51 1.51 8.28 0.18 14.26 Vu < PhiVc/2 Not Reqd 14.3 0.0 0.0+0.90D+E+1.60H 1 1.56 12.00 �1.51 1.51 8.23 0.18 14.26 Vu < PhiVc/2 Not Reqd 14.3 0.0 0.0+0.90D+E+1.60H 1 1.60 12.00 �1.51 1.51 8.18 0.18 14.26 Vu < PhiVc/2 Not Reqd 14.3 0.0 0.0+0.90D+E+1.60H 1 1.64 12.00 �1.51 1.51 8.12 0.19 14.27 Vu < PhiVc/2 Not Reqd 14.3 0.0 0.0+0.90D+E+1.60H 1 1.67 12.00 �1.51 1.51 8.07 0.19 14.27 Vu < PhiVc/2 Not Reqd 14.3 0.0 0.0+0.90D+E+1.60H 1 1.71 12.00 �1.51 1.51 8.01 0.19 14.27 Vu < PhiVc/2 Not Reqd 14.3 0.0 0.0+0.90D+E+1.60H 1 1.74 12.00 �1.51 1.51 7.96 0.19 14.27 Vu < PhiVc/2 Not Reqd 14.3 0.0 0.0+0.90D+E+1.60H 1 1.78 12.00 �1.51 1.51 7.91 0.19 14.27 Vu < PhiVc/2 Not Reqd 14.3 0.0 0.0+0.90D+E+1.60H 1 1.81 12.00 �1.51 1.51 7.85 0.19 14.27 Vu < PhiVc/2 Not Reqd 14.3 0.0 0.0+0.90D+E+1.60H 1 1.85 12.00 �1.51 1.51 7.80 0.19 14.27 Vu < PhiVc/2 Not Reqd 14.3 0.0 0.0+0.90D+E+1.60H 1 1.88 12.00 �1.51 1.51 7.75 0.20 14.28 Vu < PhiVc/2 Not Reqd 14.3 0.0 0.0+0.90D+E+1.60H 1 1.92 12.00 �1.51 1.51 7.69 0.20 14.28 Vu < PhiVc/2 Not Reqd 14.3 0.0 0.0+0.90D+E+1.60H 1 1.96 12.00 �1.51 1.51 7.64 0.20 14.28 Vu < PhiVc/2 Not Reqd 14.3 0.0 0.0+0.90D+E+1.60H 1 1.99 12.00 �1.51 1.51 7.58 0.20 14.28 Vu < PhiVc/2 Not Reqd 14.3 0.0 0.0+0.90D+E+1.60H 1 2.03 12.00 �1.51 1.51 7.53 0.20 14.28 Vu < PhiVc/2 Not Reqd 14.3 0.0 0.0+0.90D+E+1.60H 1 2.06 12.00 �1.51 1.51 7.48 0.20 14.28 Vu < PhiVc/2 Not Reqd 14.3 0.0 0.0+0.90D+E+1.60H 1 2.10 12.00 �1.51 1.51 7.42 0.20 14.29 Vu < PhiVc/2 Not Reqd 14.3 0.0 0.0+0.90D+E+1.60H 1 2.13 12.00 �1.51 1.51 7.37 0.21 14.29 Vu < PhiVc/2 Not Reqd 14.3 0.0 0.0+0.90D+E+1.60H 1 2.17 12.00 �1.51 1.51 7.32 0.21 14.29 Vu < PhiVc/2 Not Reqd 14.3 0.0 0.0+0.90D+E+1.60H 1 2.20 12.00 �1.51 1.51 7.26 0.21 14.29 Vu < PhiVc/2 Not Reqd 14.3 0.0 0.0+0.90D+E+1.60H 1 2.24 12.00 �1.51 1.51 7.21 0.21 14.29 Vu < PhiVc/2 Not Reqd 14.3 0.0 0.0+0.90D+E+1.60H 1 2.28 12.00 �1.51 1.51 7.15 0.21 14.29 Vu < PhiVc/2 Not Reqd 14.3 0.0 0.0+0.90D+E+1.60H 1 2.31 12.00 �1.51 1.51 7.10 0.21 14.30 Vu < PhiVc/2 Not Reqd 14.3 0.0 0.0+0.90D+E+1.60H 1 2.35 12.00 �1.51 1.51 7.05 0.21 14.30 Vu < PhiVc/2 Not Reqd 14.3 0.0 0.0+0.90D+E+1.60H 1 2.38 12.00 �1.51 1.51 6.99 0.22 14.30 Vu < PhiVc/2 Not Reqd 14.3 0.0 0.0+0.90D+E+1.60H 1 2.42 12.00 �1.51 1.51 6.94 0.22 14.30 Vu < PhiVc/2 Not Reqd 14.3 0.0 0.0+0.90D+E+1.60H 1 2.45 12.00 �1.51 1.51 6.89 0.22 14.30 Vu < PhiVc/2 Not Reqd 14.3 0.0 0.0+0.90D+E+1.60H 1 2.49 12.00 �1.51 1.51 6.83 0.22 14.31 Vu < PhiVc/2 Not Reqd 14.3 0.0 0.0+0.90D+E+1.60H 1 2.52 12.00 �1.51 1.51 6.78 0.22 14.31 Vu < PhiVc/2 Not Reqd 14.3 0.0 0.0+0.90D+E+1.60H 1 2.56 12.00 �1.51 1.51 6.72 0.22 14.31 Vu < PhiVc/2 Not Reqd 14.3 0.0 0.0+0.90D+E+1.60H 1 2.60 12.00 �1.51 1.51 6.67 0.23 14.31 Vu < PhiVc/2 Not Reqd 14.3 0.0 0.0+0.90D+E+1.60H 1 2.63 12.00 �1.51 1.51 6.62 0.23 14.31 Vu < PhiVc/2 Not Reqd 14.3 0.0 0.0+0.90D+E+1.60H 1 2.67 12.00 �1.51 1.51 6.56 0.23 14.32 Vu < PhiVc/2 Not Reqd 14.3 0.0 0.0+0.90D+E+1.60H 1 2.70 12.00 �1.51 1.51 6.51 0.23 14.32 Vu < PhiVc/2 Not Reqd 14.3 0.0 0.0+0.90D+E+1.60H 1 2.74 12.00 �1.51 1.51 6.46 0.23 14.32 Vu < PhiVc/2 Not Reqd 14.3 0.0 0.0+0.90D+E+1.60H 1 2.77 12.00 �1.51 1.51 6.40 0.24 14.32 Vu < PhiVc/2 Not Reqd 14.3 0.0 0.0+0.90D+E+1.60H 1 2.81 12.00 �1.51 1.51 6.35 0.24 14.33 Vu < PhiVc/2 Not Reqd 14.3 0.0 0.0+0.90D+E+1.60H 1 2.84 12.00 �1.51 1.51 6.29 0.24 14.33 Vu < PhiVc/2 Not Reqd 14.3 0.0 0.0+0.90D+E+1.60H 1 2.88 12.00 �1.51 1.51 6.24 0.24 14.33 Vu < PhiVc/2 Not Reqd 14.3 0.0 0.0+0.90D+E+1.60H 1 2.92 12.00 �1.51 1.51 6.19 0.24 14.33 Vu < PhiVc/2 Not Reqd 14.3 0.0 0.0+0.90D+E+1.60H 1 2.95 12.00 �1.51 1.51 6.13 0.25 14.34 Vu < PhiVc/2 Not Reqd 14.3 0.0 0.0+0.90D+E+1.60H 1 2.99 12.00 �1.51 1.51 6.08 0.25 14.34 Vu < PhiVc/2 Not Reqd 14.3 0.0 0.0+0.90D+E+1.60H 1 3.02 12.00 �1.51 1.51 6.03 0.25 14.34 Vu < PhiVc/2 Not Reqd 14.3 0.0 0.0

12/05/12 of 77





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 77





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 14.58 12.00 �1.51 1.51 12.56 0.12 14.19 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 14.61 12.00 �1.51 1.51 12.50 0.12 14.19 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 14.65 12.00 �1.51 1.51 12.45 0.12 14.19 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 14.68 12.00 �1.51 1.51 12.39 0.12 14.19 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 14.72 12.00 �1.51 1.51 12.34 0.12 14.19 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 14.76 12.00 �1.51 1.51 12.29 0.12 14.19 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 14.79 12.00 �1.51 1.51 12.23 0.12 14.19 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 14.83 12.00 �1.51 1.51 12.18 0.12 14.19 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 14.86 12.00 �1.51 1.51 12.13 0.12 14.19 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 14.90 12.00 �1.51 1.51 12.07 0.13 14.19 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 14.93 12.00 �1.51 1.51 12.02 0.13 14.20 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 14.97 12.00 �1.51 1.51 11.96 0.13 14.20 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 15.00 12.00 �1.51 1.51 11.91 0.13 14.20 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 15.04 12.00 �1.51 1.51 11.86 0.13 14.20 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 15.08 12.00 �1.51 1.51 11.80 0.13 14.20 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 15.11 12.00 �1.51 1.51 11.75 0.13 14.20 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 15.15 12.00 �1.51 1.51 11.70 0.13 14.20 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 15.18 12.00 �1.51 1.51 11.64 0.13 14.20 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 15.22 12.00 �1.51 1.51 11.59 0.13 14.20 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 15.25 12.00 �1.51 1.51 11.53 0.13 14.20 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 15.29 12.00 �1.51 1.51 11.48 0.13 14.20 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 15.32 12.00 �1.51 1.51 11.43 0.13 14.20 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 15.36 12.00 �1.51 1.51 11.37 0.13 14.20 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 15.40 12.00 �1.51 1.51 11.32 0.13 14.20 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 15.43 12.00 �1.51 1.51 11.27 0.13 14.21 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 15.47 12.00 �1.51 1.51 11.21 0.13 14.21 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 15.50 12.00 �1.51 1.51 11.16 0.14 14.21 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 15.54 12.00 �1.51 1.51 11.10 0.14 14.21 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 15.57 12.00 �1.51 1.51 11.05 0.14 14.21 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 15.61 12.00 �1.51 1.51 11.00 0.14 14.21 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 15.64 12.00 �1.51 1.51 10.94 0.14 14.21 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 15.68 12.00 �1.51 1.51 10.89 0.14 14.21 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 15.72 12.00 �1.51 1.51 10.84 0.14 14.21 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 15.75 12.00 �1.51 1.51 10.78 0.14 14.21 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 15.79 12.00 �1.51 1.51 10.73 0.14 14.21 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 15.82 12.00 �1.51 1.51 10.67 0.14 14.21 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 15.86 12.00 �1.51 1.51 10.62 0.14 14.21 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 15.89 12.00 �1.51 1.51 10.57 0.14 14.22 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 15.93 12.00 �1.51 1.51 10.51 0.14 14.22 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 15.96 12.00 �1.51 1.51 10.46 0.14 14.22 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0+0.90D+E+1.60H 1 16.00 12.00 �1.51 1.51 10.41 0.15 14.22 Vu < PhiVc/2 Not Reqd 14.2 0.0 0.0

12/05/12 of 77

Nse�Eng, Inc.

Nader Namdar, SE

2012�029

COLTON SENIOR CENTER TRELLIS

SK � 1

Dec 5, 2012 at 8:22 AM

truss at the CANOPY STRCUTUR...

N1

N2

N3

N5

N6

N8 .35 .35

.08

.09

.06

.09

Y

XZ

Member Code Checks DisplayedSolution: Envelope

12/05/12 of 77

Nse�Eng, Inc.

Nader Namdar, SE

2012�029

COLTON SENIOR CENTER TRELLIS

SK � 2

Dec 5, 2012 at 8:23 AM

truss at the CANOPY STRCUTUR...

N1

N2

N3

N5

N6

N8 6X6 6X6

6X8

6X6

6X

6

6X6

Y

XZ

Solution: Envelope

12/05/12 of 77

Company : Nse�Eng, Inc. Dec 5, 2012Designer : 8:23 AMNader Namdar, SE

COLTON SENIOR CENTER TRELLISJob Number : 2012�029 Checked By:_____

Global

Display Sections for Member CalcsMax Internal Sections for Member CalcsInclude Shear Deformation?Include Warping?Trans Load Btwn Intersecting Wood Wall?Increase Nailing Capacity for Wind?Area Load Mesh (in^2)Merge Tolerance (in)P�Delta Analysis ToleranceInclude P�Delta for Walls?Automaticly Iterate Stiffness for Walls?Maximum Iteration Number for Wall StiffnessGravity Acceleration (ft/sec^2)Wall Mesh Size (in)Eigensolution Convergence Tol. (1.E�)Vertical AxisGlobal Member Orientation PlaneStatic SolverDynamic Solver

5 97 YesYesYesYes144.120.50%YesYes332.2124YXZSparse AcceleratedAccelerated Solver

Hot Rolled Steel CodeAdjust Stiffness?RISAConnection CodeCold Formed Steel CodeWood CodeWood TemperatureConcrete CodeMasonry CodeAluminum Code

AISC 14th(360�10): ASDYes(Iterative)AISC 13th(360�05): ASDAISI S100�07: ASDAF&PA NDS�05/08: ASD< 100FACI 318�11ACI 530�08: ASDAA ADM1�05: ASD � Building

Number of Shear RegionsRegion Spacing Increment (in)Biaxial Column MethodParme Beta Factor (PCA)Concrete Stress BlockUse Cracked Sections?Bad Framing Warnings?Unused Force Warnings?Min 1 Bar Diam. Spacing?Concrete Rebar SetMin % Steel for ColumnMax % Steel for Column

44Exact Integration.65RectangularYesNoYesNoREBAR_SET_ASTMA61518

RISA�3D Version 10.0.1 Page 1 [C:\...\...\...\...\...\...\...\...\truss at the CANOPY STRCUTURE.r3d]

12/05/12 of 77



Global, Continued

Seismic CodeSeismic Base Elevation (ft)Add Base Weight?Ct ZCt XT Z (sec)T X (sec)R ZR XCt Exp. ZCt Exp. XSD1SDSS1TL (sec)Risk Cat

ASCE 7�10Not EnteredYes.02.02Not EnteredNot Entered33.75.751115I or II

Seismic Detailing CodeOm ZOm XRho ZRho X

ASCE 7�051111

Horizontal Project Grid Locations

Label Distance [ft] Increment [ft]

No Data to Print ...

Vertical Project Grid Locations

Label Distance [ft] Increment [ft]No Data to Print ...

Wood Material Properties

Label Species Grade Cm Emod Nu Therm (\1... Dens[k/ft^3]

1 DF/SPine Com Species Group I DF,SP No.1 1 .3 .3 .0352 HF/Spruce Fir Com Species Group II HF,SPF No.1 1 .3 .3 .0353 DF Douglas Fir�Larch No.1 1 .3 .3 .0354 SP Southern Pine No.1 1 .3 .3 .0355 HF Hem�Fir No.1 1 .3 .3 .0356 SPF Spruce�Pine�fir No.1 1 .3 .3 .0357 24F�1.8E DF Bala... 24F�1.8E_DF_BAL na 1 .3 .3 .0358 24F�1.8E DF Unb... 24F�1.8E_DF_UNBAL na 1 .3 .3 .0359 24F�1.8E SP Bala... 24F�1.8E_SP_BAL na 1 .3 .3 .03510 24F�1.8E SP Unb... 24F�1.8E_SP_UNBAL na 1 .3 .3 .03511 LVL�PRL Comme... LVL_PRL_1.5E_2250F na 1 .3 .3 .03512 LVL�PRL Comme... LVL_PRL_2.0E_2900F na 1 .3 .3 .035

Custom Wood Properties

Label Fb [ksi] Ft [ksi] Fv [ksi] Fc [ksi] E [ksi] SCL

1 LVL_PRL_1.5E_22... 2.25 1.5 .22 1.95 1500 Yes2 LVL_PRL_2.0E_29... 2.9 1.9 .285 2.75 2000 Yes3 LVL_Microllam_1.9... 2.6 1.555 .285 2.51 1900 Yes4 PSL_Parallam_2.0... 2.9 2.025 .29 2.9 2000 Yes5 PSL_Parallam_1.8E 2.4 1.755 .18 2.5 1800 Yes


12/05/12 of 77



Custom Wood Properties (Continued)

Label Fb [ksi] Ft [ksi] Fv [ksi] Fc [ksi] E [ksi] SCL

6 LSL_TimberStrand... 2.325 1.07 .31 2.05 1550 Yes7 LSL_TimberStrand... 1.7 1.075 .4 1.4 1300 Yes

Wood Section Sets

Label Shape Type Design List Material Design Ru... A [in2] Iyy [in4] Izz [in4] J [in4]

1 WOOD1 2X6 Beam Rectangular DF/SPine Typical 8.25 1.547 20.797 5.125

Design Size and Code Check Parameters

Label Max Depth[in] Min Depth[in] Max Width[in] Min Width[in] Max Bending Chk Max Shear Chk

1 Typical 1 1

Wood Wall Panel Parameters

Label Top Plate Sill Plate Studs Min Stud Sp... Max Stud Sp...Green Lumb... Header Size Header Matl

1 Typical 2�2X6 2X6 2X6 16 16 6x8 Same as Wall

Additional Wood Wall Panel Parameters

Label Schedule Min. Panel...Max. Pane...Double Sid...Max. Nail ... Min. Nail S...HD Chords HD Chord ... Hold Down

1 Typical IBC06�09 Pane... .375 .75 Optimum 6�in. 2�in. 2�2X6 Same as ... SIMP HDA Dat...

Joint Coordinates and Temperatures

Label X [ft] Y [ft] Z [ft] Temp [F] Detach From Diap...

1 N1 0 0 0 02 N2 7.0005 2.3335 0 03 N3 14.001 0 0 04 N5 3.50025 1.16675 0 05 N6 7.0005 0 0 06 N8 10.50075 1.16675 0 0

Joint Boundary Conditions

Joint Label X [k/in] Y [k/in] Z [k/in] X Rot.[k�ft/rad] Y Rot.[k�ft/rad] Z Rot.[k�ft/rad] Footing

1 N1 Reaction Reaction Reaction2 N3 Reaction Reaction Reaction3 N5 Reaction4 N2 Reaction5 N8 Reaction

Member Primary Data

Label I Joint J Joint K Joint Rotate(deg) Section/Shape Type Design List Material Design Rules

1 M1 N1 N2 6X6 HBrace Rectangular DF/SPine Typical2 M2 N2 N3 6X6 HBrace Rectangular DF/SPine Typical3 M3 N3 N1 6X8 HBrace Rectangular DF/SPine Typical4 M5 N5 N6 6X6 Beam Rectangular DF/SPine Typical5 M6 N6 N2 6X6 Beam Rectangular DF/SPine Typical6 M8 N8 N6 6X6 Beam Rectangular DF/SPine Typical


12/05/12 of 77



Wood Design Parameters

Label Shape Length[ft] le2[ft] le1[ft] le�bend to... le�bend bo... Kyy Kzz CV Cr y sway z sway

1 M1 6X6 7.3792 M2 6X6 7.3793 M3 6X8 14.0014 M5 6X6 3.695 M6 6X6 2.3336 M8 6X6 3.69

Joint Loads and Enforced Displacements

Joint Label L,D,M Direction Magnitude[(k,k�ft), (in,rad), (k*s^2/ft...No Data to Print ...

Member Point Loads

Member Label Direction Magnitude[k,k�ft] Location[ft,%]No Data to Print ...

Wall Panel Point Loads

Wall Label Direction Magnitude[k,k�ft] Location[ft,%]No Data to Print ...

Member Distributed Loads (BLC 1 : dl)

Member Label Direction Start Magnitude[k/ft,F] End Magnitude[k/ft,F] Start Location[ft,%] End Location[ft,%]

1 M1 Y �.35 �.35 0 02 M2 Y �.35 �.35 0 0

Member Distributed Loads (BLC 2 : ll-roof)


1 M1 Y �.16 �.16 0 02 M2 Y �.16 �.16 0 0

Member Distributed Loads (BLC 4 : WIND UPLIFT)


1 M1 y .204 .204 0 02 M2 y .204 .204 0 0

Wall Panel Distributed Loads

Wall Label Direction Start Magnitude[k/ft,F] End Magnitude[k/ft,F] Start Location[ft,%] End Location[ft,%]No Data to Print ...

Member Area Loads

Joint A Joint B Joint C Joint D Direction Distribution Magnitude[ksf]

No Data to Print ...

Plate Surface Loads

Plate Label Direction Magnitude[ksf,F]No Data to Print ...


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Wall Panel Surface Loads

Wall Panel Label Direction Top Magnitude[ksf,F]Bottom Magnitude[... Start Location[ft] Height[ft]No Data to Print ...

Basic Load Cases

BLC Description Category X Gra...Y Gra...Z Gra... Joint Point Distri... Area(...Surfa...

1 dl DL 22 ll�roof RLL 23 eq EL4 WIND UPLIFT WL 2

Moving Loads

Tag Pattern Increme...Both ... 1st Joint 2nd Joint 3rd Joint 4th Joint 5th Joint 6th Joint 7th Joint 8th Joint 9th Joint 10th JointNo Data to Print ...

Load Combinations

Description Solve P... S... BLC Fa... BLC Fa... BLC Fa... B... Fa... B... Fa... B... Fa... B... Fa... B... Fa...

1 IBC 16�8 Yes DL 12 IBC 16�9 Yes DL 1 LL 1 LLS 13 IBC 16�10 (a) Yes DL 1 RLL 14 IBC 16�10 (b) Yes DL 15 IBC 16�11 (a) Yes DL 1 LL .75 LLS .75 RLL .756 IBC 16�12 (a) Yes DL 1 WL 17 IBC 16�13 (a) Yes DL 1 WL .75 LL .75 LLS .75 RLL .758 IBC 16�13 (c) Yes DL 1 WL .75 LL .75 LLS .759 IBC 16�14 Yes DL .6 WL 110 IBC 16�12 (b) (a) Yes DL 1 Sds*DL .14 EL .711 IBC 16�12 (b) (b) Yes DL 1 Sds*DL .14 EL �.712 IBC 16�13 (b) (a) Yes DL 1 Sds*DL .105 EL .525 LL .75 LLS .75 RLL .7513 IBC 16�13 (b) (b) Yes DL 1 Sds*DL .105 EL �.525 LL .75 LLS .75 RLL .7514 IBC 16�13 (d) (a) Yes DL 1 Sds*DL .105 EL .525 LL .75 LLS .7515 IBC 16�13 (d) (b) Yes DL 1 Sds*DL .105 EL �.525 LL .75 LLS .7516 IBC 16�15 (a) Yes DL .6 Sds*DL �.14 EL .717 IBC 16�15 (b) Yes DL .6 Sds*DL �.14 EL �.718 IBC 16�12 (b) (a) Yes DL 1 Sds*DL .14 EL .719 IBC 16�12 (b) (b) Yes DL 1 Sds*DL .14 EL �.720 IBC 16�13 (b) (a) Yes DL 1 Sds*DL .105 EL .525 LL .75 LLS .75 RLL .7521 IBC 16�13 (b) (b) Yes DL 1 Sds*DL .105 EL �.525 LL .75 LLS .75 RLL .7522 IBC 16�13 (d) (a) Yes DL 1 Sds*DL .105 EL .525 LL .75 LLS .7523 IBC 16�13 (d) (b) Yes DL 1 Sds*DL .105 EL �.525 LL .75 LLS .75

Load Combination Design

Description ASIF CD ABIF Service Hot Rolled Cold For... Wood Concrete Masonry Footings Aluminum Connecti...

1 IBC 16�8 .9 Yes Yes Yes Yes Yes Yes Yes Yes Yes2 IBC 16�9 Yes Yes Yes Yes Yes Yes Yes Yes Yes3 IBC 16�10 (a) 1.25 Yes Yes Yes Yes Yes Yes Yes Yes Yes4 IBC 16�10 (b) 1.15 Yes Yes Yes Yes Yes Yes Yes Yes Yes5 IBC 16�11 (a) 1.25 Yes Yes Yes Yes Yes Yes Yes Yes Yes6 IBC 16�12 (a) 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes7 IBC 16�13 (a) 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes8 IBC 16�13 (c) 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes9 IBC 16�14 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes10 IBC 16�12 (... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes


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Load Combination Design (Continued)

Description ASIF CD ABIF Service Hot Rolled Cold For... Wood Concrete Masonry Footings Aluminum Connecti...

11 IBC 16�12 (... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes12 IBC 16�13 (... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes13 IBC 16�13 (... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes14 IBC 16�13 (... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes15 IBC 16�13 (... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes16 IBC 16�15 (a) 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes17 IBC 16�15 (b) 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes18 IBC 16�12 (... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes19 IBC 16�12 (... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes20 IBC 16�13 (... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes21 IBC 16�13 (... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes22 IBC 16�13 (... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes23 IBC 16�13 (... 1.6 Yes Yes Yes Yes Yes Yes Yes Yes Yes

Spectra Scaling Factor

Scaling Factor Z: Scaling Factor X:1 1

Dynamics Input

Number of ModesLoad Combination NumberAcceleration of GravityConvergence Tolerance

01 � IBC 16�8 32.2 (ft/sec^2)0.0001

Envelope Joint Reactions

Joint X [k] LC Y [k] LC Z [k] LC MX [k�ft] LC MY [k�ft] LC MZ [k�ft] LC

1 N1 max 8.347 3 3.763 3 0 1 0 1 0 1 0 12 min .377 9 .122 9 0 1 0 1 0 1 0 13 N3 max �.377 9 3.763 3 0 1 0 1 0 1 0 14 min �8.347 3 .122 9 0 1 0 1 0 1 0 15 N5 max 0 1 0 1 0 1 0 1 0 1 0 16 min 0 1 0 1 0 1 0 1 0 1 0 17 N2 max 0 1 0 1 0 1 0 1 0 1 0 18 min 0 1 0 1 0 1 0 1 0 1 0 19 N8 max 0 1 0 1 0 1 0 1 0 1 0 110 min 0 1 0 1 0 1 0 1 0 1 0 111 Totals: max 0 1 7.527 3 0 112 min 0 10 .243 9 0 1

Envelope Joint Reactions - Overstrength

Joint X [k] LC Y [k] LC Z [k] LC MX [k�ft] LC MY [k�ft] LC MZ [k�ft] LCNo Data to Print ...

Envelope Joint Displacements

Joint X [in] LC Y [in] LC Z [in] LC X Rotation ... LC Y Rotation ... LC Z Rotation [... LC

1 N1 max 0 9 0 9 0 1 0 1 0 1 �1.728e�5 92 min 0 3 0 3 0 1 0 1 0 1 �1.265e�3 33 N2 max 0 10 �.001 9 0 1 0 1 0 1 0 54 min 0 5 �.046 3 0 1 0 1 0 1 0 105 N3 max 0 3 0 9 0 1 0 1 0 1 1.265e�3 36 min 0 9 0 3 0 1 0 1 0 1 1.728e�5 97 N5 max .005 3 0 9 0 1 0 1 0 1 �9.596e�6 98 min 0 9 �.041 3 0 1 0 1 0 1 �3.606e�4 3


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Envelope Joint Displacements (Continued)

Joint X [in] LC Y [in] LC Z [in] LC X Rotation ... LC Y Rotation ... LC Z Rotation [... LC

9 N6 max 0 3 �.001 9 0 1 0 1 0 1 0 1210 min 0 9 �.047 3 0 1 0 1 0 1 0 611 N8 max 0 9 0 9 0 1 0 1 0 1 3.606e�4 312 min �.005 3 �.041 3 0 1 0 1 0 1 9.596e�6 9

Envelope Drift Report

Story Joint X�Drift [in] LC Ht [%] Joint Y�Drift [in] LC Ht [%] Joint Z�Drift [in] LC Ht [%]No Data to Print ...

Envelope Member Section Forces

Member Sec Axial[k] LC y Shear[k] LC z Shear[k] LC Torque[k�ft] LC y�y Momen... LC z�z Momen... LC

1 M1 1 max 9.12 3 .964 3 0 1 0 1 0 1 .485 32 min .395 9 �.005 9 0 1 0 1 0 1 0 93 2 max 8.822 3 .071 3 0 1 0 1 0 1 .001 94 min .273 9 .003 9 0 1 0 1 0 1 �.469 35 3 max 8.525 3 .214 6 0 1 0 1 0 1 .33 36 min .182 9 �.821 3 0 1 0 1 0 1 �.013 97 4 max 6.07 3 0 9 0 1 0 1 0 1 0 98 min .059 9 �.077 3 0 1 0 1 0 1 �.352 39 5 max 5.773 3 .008 9 0 1 0 1 0 1 .613 310 min �.063 9 �.969 3 0 1 0 1 0 1 �.006 911 M2 1 max 5.773 3 .969 3 0 1 0 1 0 1 .613 312 min �.063 9 �.008 9 0 1 0 1 0 1 �.006 913 2 max 6.07 3 .077 3 0 1 0 1 0 1 0 914 min .059 9 0 9 0 1 0 1 0 1 �.352 315 3 max 8.525 3 .821 3 0 1 0 1 0 1 .33 316 min .182 9 �.214 6 0 1 0 1 0 1 �.013 917 4 max 8.822 3 �.003 9 0 1 0 1 0 1 .001 918 min .273 9 �.071 3 0 1 0 1 0 1 �.469 319 5 max 9.12 3 .005 9 0 1 0 1 0 1 .485 320 min .395 9 �.964 3 0 1 0 1 0 1 0 921 M3 1 max 0 1 .002 9 0 1 0 1 0 1 0 922 min 0 1 �.035 3 0 1 0 1 0 1 �.485 323 2 max 0 1 .002 9 0 1 0 1 0 1 �.005 924 min 0 1 �.035 3 0 1 0 1 0 1 �.364 325 3 max 0 1 .034 12 0 1 0 1 0 1 �.011 926 min 0 1 �.035 3 0 1 0 1 0 1 �.242 327 4 max 0 1 .035 3 0 1 0 1 0 1 �.005 928 min 0 1 �.002 9 0 1 0 1 0 1 �.364 329 5 max 0 1 .035 3 0 1 0 1 0 1 0 930 min 0 1 �.002 9 0 1 0 1 0 1 �.485 331 M5 1 max 2.708 3 �.001 9 0 1 0 1 0 1 �.004 932 min �.038 9 �.016 3 0 1 0 1 0 1 �.107 333 2 max 2.708 3 �.001 9 0 1 0 1 0 1 �.003 934 min �.038 9 �.016 3 0 1 0 1 0 1 �.092 335 3 max 2.708 3 �.001 9 0 1 0 1 0 1 �.002 936 min �.038 9 �.016 3 0 1 0 1 0 1 �.078 337 4 max 2.708 3 �.001 9 0 1 0 1 0 1 �.001 938 min �.038 9 �.016 3 0 1 0 1 0 1 �.063 339 5 max 2.708 3 �.001 9 0 1 0 1 0 1 0 940 min �.038 9 �.016 3 0 1 0 1 0 1 �.049 341 M6 1 max .025 9 0 1 0 1 0 1 0 1 0 142 min �1.812 3 0 1 0 1 0 1 0 1 0 143 2 max .025 9 0 1 0 1 0 1 0 1 0 144 min �1.812 3 0 1 0 1 0 1 0 1 0 1


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Envelope Member Section Forces (Continued)

Member Sec Axial[k] LC y Shear[k] LC z Shear[k] LC Torque[k�ft] LC y�y Momen... LC z�z Momen... LC

45 3 max .025 9 0 1 0 1 0 1 0 1 0 146 min �1.812 3 0 1 0 1 0 1 0 1 0 147 4 max .025 9 0 1 0 1 0 1 0 1 0 148 min �1.812 3 0 1 0 1 0 1 0 1 0 149 5 max .025 9 0 1 0 1 0 1 0 1 0 150 min �1.812 3 0 1 0 1 0 1 0 1 0 151 M8 1 max 2.708 3 �.001 9 0 1 0 1 0 1 �.004 952 min �.038 9 �.016 3 0 1 0 1 0 1 �.107 353 2 max 2.708 3 �.001 9 0 1 0 1 0 1 �.003 954 min �.038 9 �.016 3 0 1 0 1 0 1 �.092 355 3 max 2.708 3 �.001 9 0 1 0 1 0 1 �.002 956 min �.038 9 �.016 3 0 1 0 1 0 1 �.078 357 4 max 2.708 3 �.001 9 0 1 0 1 0 1 �.001 958 min �.038 9 �.016 3 0 1 0 1 0 1 �.063 359 5 max 2.708 3 �.001 9 0 1 0 1 0 1 0 960 min �.038 9 �.016 3 0 1 0 1 0 1 �.049 3

Envelope Member Section Stresses

Member Sec Axial[ksi] LC y Shea...LC z Shea...LC y�Top[k...LC y�Bot[k...LC z�Top[k...LC z�Bot[k...LC

1 M1 1 max .301 3 .048 3 0 1 0 9 .21 3 0 1 0 12 min .013 9 0 9 0 1 �.21 3 0 9 0 1 0 13 2 max .292 3 .004 3 0 1 .203 3 0 9 0 1 0 14 min .009 9 0 9 0 1 0 9 �.203 3 0 1 0 15 3 max .282 3 .011 6 0 1 .006 9 .143 3 0 1 0 16 min .006 9 �.041 3 0 1 �.143 3 �.006 9 0 1 0 17 4 max .201 3 0 9 0 1 .152 3 0 9 0 1 0 18 min .002 9 �.004 3 0 1 0 9 �.152 3 0 1 0 19 5 max .191 3 0 9 0 1 .002 9 .265 3 0 1 0 110 min �.002 9 �.048 3 0 1 �.265 3 �.002 9 0 1 0 111 M2 1 max .191 3 .048 3 0 1 .002 9 .265 3 0 1 0 112 min �.002 9 0 9 0 1 �.265 3 �.002 9 0 1 0 113 2 max .201 3 .004 3 0 1 .152 3 0 9 0 1 0 114 min .002 9 0 9 0 1 0 9 �.152 3 0 1 0 115 3 max .282 3 .041 3 0 1 .006 9 .143 3 0 1 0 116 min .006 9 �.011 6 0 1 �.143 3 �.006 9 0 1 0 117 4 max .292 3 0 9 0 1 .203 3 0 9 0 1 0 118 min .009 9 �.004 3 0 1 0 9 �.203 3 0 1 0 119 5 max .301 3 0 9 0 1 0 9 .21 3 0 1 0 120 min .013 9 �.048 3 0 1 �.21 3 0 9 0 1 0 121 M3 1 max 0 1 0 9 0 1 .113 3 0 9 0 1 0 122 min 0 1 �.001 3 0 1 0 9 �.113 3 0 1 0 123 2 max 0 1 0 9 0 1 .085 3 �.001 9 0 1 0 124 min 0 1 �.001 3 0 1 .001 9 �.085 3 0 1 0 125 3 max 0 1 .001 12 0 1 .056 3 �.002 9 0 1 0 126 min 0 1 �.001 3 0 1 .002 9 �.056 3 0 1 0 127 4 max 0 1 .001 3 0 1 .085 3 �.001 9 0 1 0 128 min 0 1 0 9 0 1 .001 9 �.085 3 0 1 0 129 5 max 0 1 .001 3 0 1 .113 3 0 9 0 1 0 130 min 0 1 0 9 0 1 0 9 �.113 3 0 1 0 131 M5 1 max .09 3 0 9 0 1 .046 3 �.002 9 0 1 0 132 min �.001 9 0 3 0 1 .002 9 �.046 3 0 1 0 133 2 max .09 3 0 9 0 1 .04 3 �.001 9 0 1 0 134 min �.001 9 0 3 0 1 .001 9 �.04 3 0 1 0 135 3 max .09 3 0 9 0 1 .034 3 0 9 0 1 0 136 min �.001 9 0 3 0 1 0 9 �.034 3 0 1 0 137 4 max .09 3 0 9 0 1 .027 3 0 9 0 1 0 1


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Envelope Member Section Stresses (Continued)

Member Sec Axial[ksi] LC y Shea...LC z Shea...LC y�Top[k...LC y�Bot[k...LC z�Top[k...LC z�Bot[k...LC

38 min �.001 9 0 3 0 1 0 9 �.027 3 0 1 0 139 5 max .09 3 0 9 0 1 .021 3 0 9 0 1 0 140 min �.001 9 0 3 0 1 0 9 �.021 3 0 1 0 141 M6 1 max 0 9 0 1 0 1 0 1 0 1 0 1 0 142 min �.06 3 0 1 0 1 0 1 0 1 0 1 0 143 2 max 0 9 0 1 0 1 0 1 0 1 0 1 0 144 min �.06 3 0 1 0 1 0 1 0 1 0 1 0 145 3 max 0 9 0 1 0 1 0 1 0 1 0 1 0 146 min �.06 3 0 1 0 1 0 1 0 1 0 1 0 147 4 max 0 9 0 1 0 1 0 1 0 1 0 1 0 148 min �.06 3 0 1 0 1 0 1 0 1 0 1 0 149 5 max 0 9 0 1 0 1 0 1 0 1 0 1 0 150 min �.06 3 0 1 0 1 0 1 0 1 0 1 0 151 M8 1 max .09 3 0 9 0 1 .046 3 �.002 9 0 1 0 152 min �.001 9 0 3 0 1 .002 9 �.046 3 0 1 0 153 2 max .09 3 0 9 0 1 .04 3 �.001 9 0 1 0 154 min �.001 9 0 3 0 1 .001 9 �.04 3 0 1 0 155 3 max .09 3 0 9 0 1 .034 3 0 9 0 1 0 156 min �.001 9 0 3 0 1 0 9 �.034 3 0 1 0 157 4 max .09 3 0 9 0 1 .027 3 0 9 0 1 0 158 min �.001 9 0 3 0 1 0 9 �.027 3 0 1 0 159 5 max .09 3 0 9 0 1 .021 3 0 9 0 1 0 160 min �.001 9 0 3 0 1 0 9 �.021 3 0 1 0 1

Envelope Member Section Torsion

Member Sec Torque[k�ft] LC Torsion Sh... LC y�y Warp S... LC z�z Warp S... LC z�Top War... LC z�Bot War... LC

1 M1 1 max 0 1 0 1 NC NC NC NC2 min 0 1 0 1 NC NC NC NC3 2 max 0 1 0 1 NC NC NC NC4 min 0 1 0 1 NC NC NC NC5 3 max 0 1 0 1 NC NC NC NC6 min 0 1 0 1 NC NC NC NC7 4 max 0 1 0 1 NC NC NC NC8 min 0 1 0 1 NC NC NC NC9 5 max 0 1 0 1 NC NC NC NC10 min 0 1 0 1 NC NC NC NC11 M2 1 max 0 1 0 1 NC NC NC NC12 min 0 1 0 1 NC NC NC NC13 2 max 0 1 0 1 NC NC NC NC14 min 0 1 0 1 NC NC NC NC15 3 max 0 1 0 1 NC NC NC NC16 min 0 1 0 1 NC NC NC NC17 4 max 0 1 0 1 NC NC NC NC18 min 0 1 0 1 NC NC NC NC19 5 max 0 1 0 1 NC NC NC NC20 min 0 1 0 1 NC NC NC NC21 M3 1 max 0 1 0 1 NC NC NC NC22 min 0 1 0 1 NC NC NC NC23 2 max 0 1 0 1 NC NC NC NC24 min 0 1 0 1 NC NC NC NC25 3 max 0 1 0 1 NC NC NC NC26 min 0 1 0 1 NC NC NC NC27 4 max 0 1 0 1 NC NC NC NC28 min 0 1 0 1 NC NC NC NC29 5 max 0 1 0 1 NC NC NC NC30 min 0 1 0 1 NC NC NC NC


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Envelope Member Section Torsion (Continued)

Member Sec Torque[k�ft] LC Torsion Sh... LC y�y Warp S... LC z�z Warp S... LC z�Top War... LC z�Bot War... LC

31 M5 1 max 0 1 0 1 NC NC NC NC32 min 0 1 0 1 NC NC NC NC33 2 max 0 1 0 1 NC NC NC NC34 min 0 1 0 1 NC NC NC NC35 3 max 0 1 0 1 NC NC NC NC36 min 0 1 0 1 NC NC NC NC37 4 max 0 1 0 1 NC NC NC NC38 min 0 1 0 1 NC NC NC NC39 5 max 0 1 0 1 NC NC NC NC40 min 0 1 0 1 NC NC NC NC41 M6 1 max 0 1 0 1 NC NC NC NC42 min 0 1 0 1 NC NC NC NC43 2 max 0 1 0 1 NC NC NC NC44 min 0 1 0 1 NC NC NC NC45 3 max 0 1 0 1 NC NC NC NC46 min 0 1 0 1 NC NC NC NC47 4 max 0 1 0 1 NC NC NC NC48 min 0 1 0 1 NC NC NC NC49 5 max 0 1 0 1 NC NC NC NC50 min 0 1 0 1 NC NC NC NC51 M8 1 max 0 1 0 1 NC NC NC NC52 min 0 1 0 1 NC NC NC NC53 2 max 0 1 0 1 NC NC NC NC54 min 0 1 0 1 NC NC NC NC55 3 max 0 1 0 1 NC NC NC NC56 min 0 1 0 1 NC NC NC NC57 4 max 0 1 0 1 NC NC NC NC58 min 0 1 0 1 NC NC NC NC59 5 max 0 1 0 1 NC NC NC NC60 min 0 1 0 1 NC NC NC NC

Envelope Member Section Deflections

Member Sec x [in] LC y [in] LC z [in] LC x Rotate [rad] LC (n) L/y Ratio LC (n) L/z Ratio LC

1 M1 1 max 0 1 0 1 0 1 0 1 NC 1 NC 12 min 0 1 0 1 0 1 0 1 NC 1 NC 13 2 max 0 9 0 9 0 1 0 1 NC 9 NC 14 min �.004 3 �.029 3 0 1 0 1 4925.5 3 NC 15 3 max 0 9 0 9 0 1 0 1 NC 9 NC 16 min �.009 3 �.041 3 0 1 0 1 4687.034 3 NC 17 4 max 0 9 0 9 0 1 0 1 NC 9 NC 18 min �.012 3 �.048 3 0 1 0 1 5915.456 3 NC 19 5 max 0 9 0 9 0 1 0 1 NC 9 NC 110 min �.015 3 �.044 3 0 1 0 1 NC 3 NC 111 M2 1 max .015 3 0 9 0 1 0 1 NC 9 NC 112 min 0 9 �.044 3 0 1 0 1 NC 3 NC 113 2 max .012 3 0 9 0 1 0 1 NC 9 NC 114 min 0 9 �.048 3 0 1 0 1 5915.456 3 NC 115 3 max .009 3 0 9 0 1 0 1 NC 9 NC 116 min 0 9 �.041 3 0 1 0 1 4687.034 3 NC 117 4 max .004 3 0 9 0 1 0 1 NC 9 NC 118 min 0 9 �.029 3 0 1 0 1 4925.5 3 NC 119 5 max 0 1 0 1 0 1 0 1 NC 1 NC 120 min 0 1 0 1 0 1 0 1 NC 1 NC 121 M3 1 max 0 1 0 1 0 1 0 1 NC 1 NC 122 min 0 1 0 1 0 1 0 1 NC 1 NC 123 2 max 0 1 0 9 0 1 0 1 NC 9 NC 1


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Envelope Member Section Deflections (Continued)

Member Sec x [in] LC y [in] LC z [in] LC x Rotate [rad] LC (n) L/y Ratio LC (n) L/z Ratio LC

24 min 0 1 �.037 3 0 1 0 1 4563.529 3 NC 125 3 max 0 1 �.001 9 0 1 0 1 NC 9 NC 126 min 0 1 �.047 3 0 1 0 1 3569.4 3 NC 127 4 max 0 1 0 9 0 1 0 1 NC 9 NC 128 min 0 1 �.037 3 0 1 0 1 4563.529 3 NC 129 5 max 0 1 0 1 0 1 0 1 NC 1 NC 130 min 0 1 0 1 0 1 0 1 NC 1 NC 131 M5 1 max .018 3 0 9 0 1 0 1 NC 9 NC 132 min 0 9 �.038 3 0 1 0 1 NC 3 NC 133 2 max .017 3 0 9 0 1 0 1 NC 9 NC 134 min 0 9 �.041 3 0 1 0 1 NC 3 NC 135 3 max .016 3 0 9 0 1 0 1 NC 9 NC 136 min 0 9 �.043 3 0 1 0 1 NC 3 NC 137 4 max .016 3 0 9 0 1 0 1 NC 9 NC 138 min 0 9 �.044 3 0 1 0 1 NC 3 NC 139 5 max .015 3 0 9 0 1 0 1 NC 9 NC 140 min 0 9 �.045 3 0 1 0 1 NC 3 NC 141 M6 1 max �.001 9 0 1 0 1 0 1 NC 1 NC 142 min �.047 3 0 1 0 1 0 1 NC 1 NC 143 2 max �.001 9 0 1 0 1 0 1 NC 1 NC 144 min �.047 3 0 1 0 1 0 1 NC 1 NC 145 3 max �.001 9 0 1 0 1 0 1 NC 1 NC 146 min �.047 3 0 1 0 1 0 1 NC 1 NC 147 4 max �.001 9 0 1 0 1 0 1 NC 1 NC 148 min �.046 3 0 1 0 1 0 1 NC 1 NC 149 5 max �.001 9 0 1 0 1 0 1 NC 1 NC 150 min �.046 3 0 1 0 1 0 1 NC 1 NC 151 M8 1 max .018 3 0 9 0 1 0 1 NC 9 NC 152 min 0 9 �.038 3 0 1 0 1 NC 3 NC 153 2 max .017 3 0 9 0 1 0 1 NC 9 NC 154 min 0 9 �.041 3 0 1 0 1 NC 3 NC 155 3 max .016 3 0 9 0 1 0 1 NC 9 NC 156 min 0 9 �.043 3 0 1 0 1 NC 3 NC 157 4 max .016 3 0 9 0 1 0 1 NC 9 NC 158 min 0 9 �.044 3 0 1 0 1 NC 3 NC 159 5 max .015 3 0 9 0 1 0 1 NC 9 NC 160 min 0 9 �.045 3 0 1 0 1 NC 3 NC 1

Member Suggested Shapes

Section Set/Member Current Shape Suggested Shape Controlling Member Use Suggested?

1 M1 6X6 4X6 Yes2 M2 6X6 4X6 Yes3 M3 6X8 2X6 Yes4 M5 6X6 3X3 Yes5 M6 6X6 2X2 Yes6 M8 6X6 3X3 Yes

Envelope Wood Code Checks

Member Shape Code C... Loc[ft] LC Shear C... Loc[ft] Dir LC Fc' [ksi] Ft' [ksi] Fb1' [ksi] Fb2' [ksi] Fv' [ksi] Eqn

1 M1 6X6 .350 0 3 .233 7.379 y 3 .862 1.031 1.5 1.5 .206 3.6.32 M2 6X6 .350 7.379 3 .233 0 y 3 .862 1.031 1.5 1.5 .206 3.6.33 M3 6X8 .076 14.001 3 .006 0 y 3 .424 1.031 1.492 1.5 .206 3.9�34 M5 6X6 .090 0 3 .004 0 y 3 .998 1.031 1.5 1.5 .206 3.6.35 M6 6X6 .058 0 3 .000 0 z 1 1.019 1.031 1.5 1.5 .206 3.9�16 M8 6X6 .090 0 3 .004 0 y 3 .998 1.031 1.5 1.5 .206 3.6.3


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Wood Wall Panel Axial Code Checks (AF&PA NDS-05/08: ASD)

Wall Panel Region Stud Size Stud Spaci... Axial Check Gov LC Chord Size Chord Axial Ch... Gov LCNo Data to Print ...

Wood Wall Panel Header Code Checks (AF&PA NDS-05/08: ASD)

Wall Panel Header Label Design Rule Size Bend UC Shear UC Gov LCNo Data to Print ...

Warning Log

MessageNo Data to Print ...


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