15-0695 Schweitzer SW-552 (WA) CALCS.pdf
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Main Wind Force Resisting System Loads (ASCE 7-10)
Schweitzer SW-552
CategoryIISee Table 1.5-1: Risk Category of Buildings and Other Structures.
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ExposureCSee § 26.7.3: Exposure Categories, General.
Velocity150 mphSee Figure 26.5A thru 26.5C: Basic Wind Speed (3 second Gust)
O
h.wind8.00 ftWindward wall height
h.lee8.00 ftLeeward wall height
h
W.building10.5 ftWidth of the building
L.building20 ftLength of the building
H.building9.75 ftHeight of the building (to the ridge). Enter 0 if unknown.
Roof Rise3Roof pitch (per foot)
14.04 degRoof Angle
Kd0.85Wind directionality factor. 0.85 when using load combinations, 1.0 otherwise.
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3
K0.00
3a2a
1
K0.00
2
a
K0.00
See Figure 26.8-1: Multipliers for Obtaining Topographical Factor Kzt
3
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Kzt1Topographic factor
h8.875 ftMean roof height
n8.45Natural frequency
a
FlexibilityRigidBuilding flexibility
1
212
h
9.5Terrain factor
z900 ftTerrain factor
a
g
4
5
O
5
Velocity Pressure Exposure Coefficient
4
K(z)0.849at windward eave
a
5
a
a
5
3
Velocity Pressure (27.3.2)
a
3
q41.56 psfGableType of Roof - Gable or Hip?
z
Partially Enclosed if the building meets both of the following conditions:
1. Total area of openings in one wall exceeds area of openings in the balance of the building by more than 10%.
2 Total area of openings in one wall exceeds 4 sq. ft. or 1% of area of that wall and the total area of openings in the balance of the building does not exceed 20%
of the area in the balance of the building.
ZoneOpening AreaGross AreaAgiAoiCondition 1Condition 2Condition 3Condition 4Type:
Windward sidewall0 sq ft160.0 sq ft556.4 sq ft0 sq ft0.000.000.000.00Enclosed
Windward endwall0 sq ft93.2 sq ft623.2 sq ft0 sq ft0.000.000.000.00Enclosed
Leeward sidewall0 sq ft160.0 sq ft556.4 sq ft0 sq ft0.000.000.000.00Enclosed
Leeward endwall0 sq ft93.2 sq ft623.2 sq ft0 sq ft0.000.000.000.00Enclosed
Roof0 sq ft210.0 sq ft506.4 sq ft0 sq ft0.000.000.000.00Enclosed
Enclosed
Gust Factor - (26.9)
G =0.85
External Pressure Coefficients
C0.8See 27.4.4 Roof OverhangsInternal Pressures:
po
0.8Windward wall (Use with qz) Fig. 27.4-1Negative:-7.48 psf
-0.500Leeward wall (wind normal to ridge) (Use with qh)L/B = 0.53Positive:7.48 psf
Cp
-0.319Leeward wall (wind parallel to ridge) (Use with qh)L/B = 1.90
-0.7Sidewalls (Use with qh) Fig. 27.4-1
Pos. WindwardNeg. WindwardLeeward
Roof Pressures Wind Perpendicular to Ridge w/
Roof Pressure Coefficients (Fig 27.4-1) Normal to
-0.180-0.958-0.582
Ridge when Theta >= 10degrees >= 10 deg
w/ Negative Internal1.12 psf
0 to h/2h/2 to hh to 2h> 2h-41.33 psfw/ Positive Internal
Roof Pressure Coefficients (Fig 27.4-1) Normal to *WORST CASE LOADING
-1.18-0.76-0.64-0.58
Ridge when Theta < 10 deg.
Roof Pressure Coefficients (Fig 27.4-1)
-0.90-0.90-0.50-0.30
PARALLEL to Ridge
Roof Pressures: Wind
Wall Pressures:Roof Pressures: Wind Parallel to w/ Negativew/ Positive Internal
Windward 35.74 psf20.78 psfridge for all roof slopes:Perpendicular to ridge for < 10
Leeward (wind normal)-16.00 psf-25.14 psfLocationw/ Positive Internaldeg:
Leeward (wind parallel)-16.00 psf-18.75 psf0 to h/2-39.28 psfLocationw/ Positive Internal
Side Wall-17.25 psf-32.21 psfh/2 to h-39.28 psf0 to h/20.00 psf
h to 2h-25.14 psfh/2 to h0.00 psf
Additional Overhang Pressure:28.26 psfOver 2h-18.08 psfh to 2h0.00 psf
Over 2h0.00 psf
Wind Speed:150 mphRoof Slope:3.00 : 12
COMPONENTS
Mean Roo
f
& CLADDING
Height:
Exposure:C8.88 ft
Effective Area
Zone10.0 sq ft100.0 sq ft500.0 sq ft
1-38.21 psf19.98 psf-34.05 psf11.67 psf-34.05 psf11.67 psf
2-71.45 psf19.98 psf-50.67 psf11.67 psf-50.67 psf11.67 psfHigher pressures at the ridge line only applies to roof pitches > 7
2oh-91.44 psf--91.44 psf--91.44 psf-degrees
3-108.86 psf19.98 psf-83.92 psf11.67 psf-83.92 psf11.67 psf
3oh-153.78 psf--103.90 psf--103.90 psf-
4-46.52 psf40.76 psf-38.21 psf33.70 psf-34.05 psf28.29 psf
5-58.99 psf40.76 psf-46.52 psf33.70 psf-34.05 psf28.29 psf
a:3.00 ft
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ASCE 7-10 SNOW LOAD CALCULATION
CategoryIISee ASCE Table 1.5-1: Risk Category of Buildings and Other Structures.
ExposureCSee § 26.7.3: Exposure Categories, General.
Pg250 psfSee ASCE Figure 7-1: Ground Snow Load
W.building10.5 ftLength of the building
L.building20 ftWidth of the building
H.building9.75 ftHeight of the building (to the ridge). Enter 0 if unknown.
Roof Rise (per foot)3Roof pitch
14.04 degRoof Angle
ASCE Table 7-3 - Thermal Condition:
C
t
All structures except as indicated below:1.0
Structures kept just above freezing and others with cold, ventilated roofs in which the thermal resistance (R-value)
between the ventilated space and the heated space exceeds 25*h (deg*sq ft/BTU).1.1
Unheated and open air structures1.2
Structures intentionally kept below freezing1.3
Continuously heated greenhouses with a roof having a thermal resistance value (R-value) less than 2.0*h (deg*sq
ft/BTU).0.85
C1.2(Choose from table above)
t
Is1ASCE Table 1.5-2
SurfaceUnobstructedASCE § 7-4
Roof typeGable
Hor. Eave to Ridge Distance
- windward5.25 ft
Roof ExposurePartially exposedASCE Table 7-2
C1ASCE Table 7-2
e
Cs1Slope Factor from Figure 7-2
Low Sloped?:YesASCE § 7-4
P210.00 psfFlat Roof Snow Load
f
P210.00 psfSloped Roof Snow Load
s
Use unbalanced?YesASCE § 7.6.1
P0.00 psfASCE § 7.6.1
windward
P250.00 psfASCE § 7.6.1
leeward1
P250.00 psfASCE § 7.6.1
leeward2
Distance from Ridge to Edge
of P loading5.3 ftASCE Figure 7-5
leeward1
30.00 pcfSnow densityEq. 7.7-1 of ASCE 7
S4Run per rise of 1ASCE § 7.1
h10.19 ftHeight of drifting snow on leeward side
d
h7.00 ftHeight of balanced snow
b
Snow Load on Gable Structure
30
25
20
Snow depth
STRUCTURE
15
Balanced Snow
Unblanced Snow
10
5
0
0510152025
Structure Cross Section
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Seismic Loads (ASCE 7-10)
Schweitzer SW-552
CategoryIISee ASCE Table 1.5-1: Risk Category of Buildings and Other Structures.
Ss1.67 gMax. Earthquake Ground Motion of 0.2 sec Spectral Response AccelerationASCE Figure 22-1
S0.75 gMax. Earthquake Ground Motion of 1.0 sec Spectral Response AccelerationASCE Figure 22-2
1
Site ClassDSite classification (Use D if unknown unless jurisdiction, or geotechnical data determines Site Class E or F.)ASCE 20.1
T16.0 secLong Period Transition Period ASCE Figure 22-12
L
Seismic Force
Resisting SystemA.5Intermediate precast shear walls
ASCE Table 12.2-1
R4.00Response Modification Factor
2.5System Over strength Factor
0
C0.02Approximate period parameterASCE Table 12.8-2
t
x0.75Approximate period parameterASCE Table 12.8-2
hn9.08 ftHeight in feet from base to highest level of structure
Value 1*Value 2*
F1Interpolated Value ASCE Table 11.4-111*=Used for interpolation
a
F1.5Interpolated Value ASCE Table 11.4-21.51.5
v
Sms = Fa * S1.669 gAdjusted MCE Spectral Response Acceleration at short periodsASCE 11.4-1
S
S = F * S1.122 gAdjusted MCE Spectral Response Acceleration at 1 sec periodASCE 11.4-2
m1v1
(MCE = Maximum considered earthquake)
S = 2/3 Sm1.113 gDesign Spectral Acceleration ParametersASCE 11.4-3
DSs
S = 2/3 Sm0.748 gDesign Spectral Acceleration ParametersASCE 11.4-4
D11
I1Importance Factor ASCE Table 1.5-2
E
Seismic Design CategoryD
Based on SD
Table 11.6-1
DS
Based on SD
Table 11.6-2
D1
Geotechnical Investigation Report Required?Yes per ASCE 11.8.2 and 11.8.3, IBC 1803
EQUIVALENT LATERAL FORCE PROCEDURE
x
T = C* hn0.10 secApproximate fundamental periodASCE 12.8-7
at
T0.10 secFundamental period of the structure (can be taken as Ta per ASCE 12.8.2)
C = S/(R/I)0.278ASCE 12.8-2
sDS
C0.094ASCE 12.8-5 & 12.8-6
s.min
C1.787ASCE 12.8-3 & 12.8-4
s.max
C0.278
s
k1.000ASCE 12.8.3
W63.35 kip
Shear with snow load
V = C * W17.62 kipASCE 12.8-1
s
Overturning Moment with snow load
M =157.9 k-ft
o
Shear without snow load
V = C * W14.70 kip
s
Overturning Moment without snow load
M =115.4 k-ft
o
WITH SNOW LOAD
12.8-1212.8-11;11.712.10-1
P(flat roof V (Story
F
fx
px (diaphragm
k
LevelStory Heightsnow load)shear)
h or hww*hCFM
ixiiivxxxforce)
Roof8.88 ft9.08 ft210 psf39.09 kip355.0 k-ft0.98617.37 kip17.37 kip0.0 k-ft17.37 kip
Walls0.00 ft0.00 ft
Floor0.21 ft0.21 ft24.26 kip5.1 k-ft0.0140.25 kip17.62 kip154.2 k-ft6.75 kip
Base0 ft0.00 ftW=63.35 kip360.1 k-ftM =157.9 k-ft
o
WITHOUT SNOW LOAD
12.8-1212.8-11;11.712.10-1
P(flat roof V (Story
F
fx
px (diaphragm
k
snow load)shear)
LevelStory Heighth or hww*hCFM
ixiiivxxxforce)
Roof8.88 ft9.08 ft0 psf28.58 kip259.6 k-ft0.72112.70 kip12.70 kip0.0 k-ft12.70 kip
Walls0.00 ft0.00 ft
Floor0.21 ft0.21 ft24.26 kip5.1 k-ft0.0140.25 kip12.95 kip112.7 k-ft5.95 kip
Base0 ft0.00 ftW=52.84 kip264.6 k-ftM =115.4 k-ft
o
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Center of Mass & Rigidity
Schweitzer SW-552
XY
Upper Left = 0,0Lower Right143252
X RelativeY RelativeDist to CoRxDist to CoRyShear Force
Wall
StiffnessStiffnesslbsplfdx (IN)dy(IN)
W10.00%21.33% 2,319 236 11.501164.582
W249.39%0.00% 5,370 269 61.00046.582
W30.00%20.10% 2,186 222 0.22971.418
W449.39%0.00% 5,370 269 61.00046.582
W50.00%58.57% 6,369 648 0.00035.418
W61.22%0.00% 133 50 0.00053.418
Snow/Live
Left EdgeTop EdgeRight EdgeBottom EdgeLiveLiveCenter of Gravity
(psf)
SlabThicknessWeightXYXYXYw snoww/o snow
R14.577550071.525221035.8126.0130107755
R24.5775571.50143252210107.3126.0130107755
F15111908.56134.524640071.5126.0111900
Totals2613572.0120.4
WgtWgtwgtwgt
Torsional Eccentricity
(w snow)(w/o snow)(w snow)(w/o snow)
exey
0.5440.98 63,346 52,835 roof 39,088 28,578
Center of Gravityfloor 24,258
XY
72.0120.4
Center of Rigidty
XY
71.579.4
Wall Overturning Checks Using Weight of Adjacent Walls
Force Transferred by Connections Between Walls
Anchorage RequiredToward Lower RightToward Upper Left
Overturning status
to Resist OverturningAnchor ResistanceAnchor Resistance
using just connection
From Design MomentMomentMoment
to adjacent walls
Wall(kip-ft)check(kip-ft)check(kip-ft)
12.13None Required
W143.53OK43.53OK
-15.99None Required
W2157.95OK132.34OK
12.03None Required
W335.47OK35.47OK
-15.99None Required
W4157.95OK132.34OK
62.27None Required
W562.58OK62.58OK
0.33None Required
W619.37OK11.81OK
Overturning resistance considers only the weight of the wall, the weight of the roof supported by the wall, and connection to adjacent walls. Roof weight
supported by other walls has not been considered. Connection to adjacent walls is taken as the connection capacity, not to exceed that portion of the adjacent
wall weight that can be reasonably attributed to the connection.
Wall Overturning Checks Using Base Anchors Only
Must investigate ONLY if connection to adjacent walls is insufficient
Combined
Toward Lower RightToward Upper Left
DesignRequired Tension
Loading
Anchor ResistanceAnchor Resistance
MomentCapacity per
Unity
MomentMoment
(kip-ft)Base Anchor (lb)
Wall(kip-ft)check(kip-ft)checkCheck
(1427)
W112.1346.31OK58.14OKOK
(2967)
W2-15.9989.74OK89.74OKOK
(1554)
W312.0343.75OK42.06OKOK
(2967)
W4-15.9989.74OK89.74OKOK
(16)
W562.2752.33Try Both52.33Try BothTry Both
(4303)
W60.337.24OK7.24OKOK
Wall Overturning Checks Using Base Anchors and Connection to Adjacent Walls
Must investigate ONLY if both base anchor alone and adjacent walls alone are insufficient
Base Anchor Base AnchorAvailable OverturningOverturning
ShearTensionResistance (kip-ft)Unity Check of
RequiredAvailableFrom Base AnchorsBase Anchors
Wall(% Capacity)(% Capacity)Lower RightUpper LeftLower RightUpper Left
W114.4%100.0%89.85101.68OKOK
W223.8%96.2%238.16213.53OKOK
W318.2%100.0%79.2277.53OKOK
W423.8%96.2%238.16213.53OKOK
W536.8%83.2%95.6295.62OKOK
W63.3%100.0%26.6219.05OKOK
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0.00 ki
p
10 f
t
0.00 ki
p
2.71 ki
Bs
p
5.382 f
t
TWO-WAY SLAB
2.71 ki
Bs
wB
p
Ls
wL
ONE-WAY SLAB
wB
h
Ls
dt
steel bottomSECTION PROPERTIES
steel to
p
wb
rd
db
0.00 ki
0.00 ki
p
p
ct
cb
10 f10 f
ACI 10.2.7.3
ACI 9.5.2.3ACI 9.5.2.3
0.00 ki
tt
0.00 ki
p
p
1.71 ki0.58 ki
pp
5.382 f
5.382 f
t
t
providedprovidedprovided
1.71 ki0.58 ki
pp
{walls that support one or more roof panels in the short direction}
{walls that support one or more roof panels in the long direction}
{qty of overhangs in Bs direction}
{qty of overhangs in ls direction}
ASCE7-05 eq CC1b
ACI eq. 9-3
{from seismic analysis}
(typically 12 inches)
(if centered enter 0)
ACI 10.3.3ACI 7.12.2ACI 10.5.1
ACI 8.5.1
ACI 14.0
temp
trialtrial
min
d
t
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Bs
TWO-WAY SLAB
Bs
wB
Ls
wL
ONE-WAY SLAB
wB
h
Ls
dt
steel bottomSECTION PROPERTIES
steel to
p
wb
rd
db
ct
cb
ACI 10.2.7.3
ACI 9.5.2.3ACI 9.5.2.3
com
p
providedprovidedprovided
TensionTension
0.550.550.550.55
{walls that support one or more roof panels in the short direction}
{walls that support one or more roof panels in the long direction}
{qty of overhangs in Bs direction}
{qty of overhangs in ls direction}
{from seismic analysis}
(typically 12 inches)
(if centered enter 0)
ACI 8.5.1
ACI 14.0
d
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Schweitzer SW-552
ID:ACI's Alternate Design of Slender Walls
ACI 14.8
DESIGN OF WALL MARKED
W1
Assumptions from this methodology:
Wall panel shall be simply supported, axially loaded, and subject to out-of-plane uniform lateral loading where maximum
ACI 14.8.2.1
moments and deflections occur at mid-height of the wall.
NotesThe cross section is constant over the height of the wall panel.
ACI 14.8.2.2
The wall cross sections shall be tension controlled.
ACI 14.8.2.3
Phi*Mn >= Mcr
ACI 14.8.2.4
Concentrated gravity loads are distributed over the wall length
ACI 14.8.2.5
The vertical stress Pu/Ag at mid-height shall not exceed 0.06*f'c
ACI 14.8.2.6
Material Properties
f`c5000 psiGeometric Properties
Steel ReinforcementPlain WWF >= W1.2-A185
X Corridinate12.5
Fy wire mesh65000 psi
Y Corridinate244
Fy rebar60000 pcf
Direction of WallX
Lightweight?No
Center of gravity X83.001
Concrete density150 pcf
O.K.Center of gravity Y244.000
E (Steel)29000000 psiWall Weight
2918.000 lbs.
E (Concrete)4290000 psiCentral wall?Yes
ACI 8.5.1
n (modular ratio)6.76Yes
Wall that supports 2 roof panels?
0 ft
lop (length of opening on wall)
Shear ParametersH (height of wall)103.37 in
Phi.v0.85Lh (length of wall)9.833 ft
ACI 9.3.2.3
Vc3.123 kipTwo-way slab
Analyisis will be performed as :
ACI 11.3.1.1 & 11.2.1.2
Phi*Vc2.654 kipb (section width)12 in
ACI 11.1.1
h (section thickness)4 in
Minimum Wall Reinforcement Requirementsct (cover top)2 in
roe.min.vert0.0012cb (cover bottom)2 in
ACI 14.3.2
roe.min.hor0.0020.319 in
rd (assumed reinf. diameter)
ACI 14.3.3
Max Vertical spacing18 indt (effective depth top)1.84 in
ACI 14.3.5
Max Horizontal spacing18 in1.84 in
db (effective depth bottom)
ACI 14.3.5
0.278
Cs (% of DL used for Seismic)
LoadingEccentricity - Axial Load1 in
Axial Design Loads (pressure from roof)Lateral Design Loads (pressure on wall)Is wall SplitNo
D (Dead load) + Ww ( Wall weight)110.94 psfDead Load (DL.lat)0 psf
S (Snow Load)250 psfSnow Load (SL.lat)0 psf
L (Live Load)0 psfLive Load (LL.lat)0 psfWire Mesh
Lr (Live Roof Load)30 psfLive Roof Load (LLr.lat)0 psfWire SizeW8
W (Wind Load)108.86 psfWind Load (WL.lat)58.99 psfspacing4 in
E (Earthquake Load)16.95 psfEarthquake Load (EL.lat)13.91 psfMesh Area0.24 in^2
= As
Factored Axially Applied LoadsFactored Laterally Applied Loads
Factored Loading per ACIACI eq. 9-3Factored Loading per ACI
ACI eq. 9-4
Factored Pressure on Roof Wr560.21394.38 psf
Factored Pressure on Wall Ww
Axial Pressure on SectionLateral Pressure on Section
PuB2.15 kip0.03 klf
Lw = W*(L^4 / L^4 + H^4)
0.06 klf
Hw = W*(H^4 / H^4 + L^4)
Assumption check
Pu/Ag44.792 psiUnfactored Laterally Applied Loads
0.06*f`c300 psi58.99 psf
Unfactored Pressure on Wall uWw
O.K.
Check ACI 14.8.2.6
Lateral Pressure on Section
Unfactored Axially Applied Loads0.02 klf
Lw = W*(L^4 / L^4 + H^4)
Unfactored Pressure on Roof uWr330.0825 psf0.04 klf
Hw = W*(H^4 / H^4 + L^4)
Axial Pressure on Section
PB1.35 kip
ShearDeflection
ACI 14.8.4
Factored Loading per ACIACI eq. 9-3Service Loads
Vu = wuB*(Bw-2db) / 20.09Axial1.35 kip
Phi*Vc/21.33Lateral0.02 klf
Check Shear ACI 11.5.5.1O.K.Allowed service deflection0.69 in
Msa2.901 kip-in
M2.917 kip-in
Ds0.012 in
Check deflectionO.K.
Allowable CapacityFlexure
Ig = (b*h^3)/1264 in^4Assumption check
Ag = (b*h)48 in^2SpanHwLw
Yt = h/22net Tensile Strain0.0110.011
fr (rupture modulus)530.330 psiCheck ACI 14.8.2.3
TensionTension
Mcr16.971 kip-inMua0.650 kip-ft
Beta_10.8
Trial Ast req'd0.073 in^2ACI eq. (14-6)
BMu0.790 kip-ft0.360 kip-ft
7.403686795
kd
0.583 in
I.crACI 9.3.2
3.35 in^4
efb 0.90.9
0.003
c
e1.960 kip-ft1.960 kip-ft
fMn trial = AsFy(dt - a/2)
0.005
s
a0.000 kip-ft0.000 kip-ft
0.32469 psiDM =Mpos - M
cAs Add'l req'd0.00 in^20.00 in^2
0.406 in
AseAdditional reinf req`d0.00 in^20.00 in^2
0.27 in^2
IcrdeflectionAdd'l bar size:33
4.21 in^4
Ieqty req`d00
64.00 in^4
deltaor spacing of:00
150
r(maximum tensile reinforcement)0.02250.000 kip-ft0.000 kip-ft
t
As add'l =
r(min. temperature reinforcement)0.0017
temp
r(minimum tensile reinforcement)0.0033Ast = As + As add'l0.24 in^20.24 in^2
min
r(trial reinforcement ratio bottom)0.00331.961 kip-ft1.961 kip-ft
fMn = AsFy(db - a/2)
trial
0.0110O.K.O.K.
(reinforcement ratio provided)
provided
CheckMn > Mu
% allowed40.29%18.36%
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Entire WallDoor 1
REINFORCEMENT AT OPENINGS
LoadingMaterial Properties
Pu (factorized load from roof)0.56 klfdb (effective depth bottom)1.84 in
Ww (weight of panel per sq ft)0.05 ksfa (block of strain)0.32469 psi
a=As * fy / (0.85 * f`c *b)
Factorized Moment
H height above (-) Weight of Pw total factorized wu total Mu
OpeningHorizontal LocationVertical LocationL length of opening
openingOpening (LBS)panel loadfactorized load(wu*L^2)/12
Door 11.83 ft0 ft3.84 ft1.76 ft1316.000.09 klf0.65 klf0.8 kip-ft
Flexure
Check
Mn =
OpeningAs req'dBar sizeqty req'd:
b
Mn > Mu
AsFy(db - a/2)
Door 1
0.90.009 in^2No. 319.67 kip-ftO.K.
CONNECTIONS
Full Resistance Value
Overturning
Base AnchorsBase AnchorsWall-Wall ConnectionLateral
QuantityMaximumMaximumShearMoment +Moment -Moment +Moment -
in ShearR - DistanceL - Distancekipkip - ftkip - ftkip - ftkip - ft
411311328.37246.3158.1443.5343.53
Base Anchors
Total Tension
DistTension (kip)ShearL - DistMoment +Moment -
12.622
5 in 3.886.05 113 in0.072 kip*ft36.574 kip*ft
Base Anchor 1
19 in 2.438.14 99 in0.646 kip*ft17.542 kip*ft
Base Anchor 2
71 in 2.438.14 47 in9.022 kip*ft3.954 kip*ft
Base Anchor 3
113 in 3.886.05 5 in36.574 kip*ft0.072 kip*ft
Base Anchor 4
Wall Connections
CapacityCountering Dead
% of
Overturning Moment
QuantityDistAllowable
Adjoining
L - Dist
of eachLoad from wall to Resistance(kip-ft)
of Anchors Wall(inches)Force
Up LeftLow Right
use
AnchorAdjoining Wall
31.4768.51742.50%W2 0118.0004.4270.00043.534
Wall Connection 1
31.4768.51742.50%W4 1180.0004.42743.5340.000
Wall Connection 2
Wall Shear Checks
Shear Connections at BaseWall Shear Capacity
Required Shear Capacity (lb) per
DesignCapacityReserveDesignResistanceReserve
Base Connector
Force(lb)(lb)Capacity(PLF)(PLF)checkCapacity
40872837224285 2367415OK1022(24285)OK
RIGIDITY
CALCULATED VALUES36%Final
2.206554309
PierLengthHeightFixed Top?Useable?Stiffness (k)Deflection
Label(inches)(inches)(Y/N)(Y/N)(1000 kip / IN)(in / 1000 kip)
Entire Wall118103.37YY6.0600.165
A'11882.25YY8.2310.121
Door 1
A21.9682.25YY0.3143.189
B49.9682.25YY2.1270.470
Combine Logic
First SegmentSecond SegmentRe-NameCombine/SubtractMethodCombined
Entire WallA'A'a-Deflection0.044
Door 1
ABAB+Stiffness2.441
A'aABFinal+Deflection0.453
CXT, Inc. (Precast Div.)
9
Page of
Schweitzer SW-552 (WA)
21
Date:
04/16/15
Schweitzer SW-552
ID:ACI's Alternate Design of Slender Walls
ACI 14.8
DESIGN OF WALL MARKED
W2
Assumptions from this methodology:
Wall panel shall be simply supported, axially loaded, and subject to out-of-plane uniform lateral loading where maximum
ACI 14.8.2.1
moments and deflections occur at mid-height of the wall.
NotesThe cross section is constant over the height of the wall panel.
ACI 14.8.2.2
The wall cross sections shall be tension controlled.
ACI 14.8.2.3
Phi*Mn >= Mcr
ACI 14.8.2.4
Concentrated gravity loads are distributed over the wall length
ACI 14.8.2.5
The vertical stress Pu/Ag at mid-height shall not exceed 0.06*f'c
ACI 14.8.2.6
Material Properties
f`c5000 psiGeometric Properties
Steel ReinforcementPlain WWF >= W1.2-A185
X Corridinate10.5
Fy wire mesh65000 psi
Y Corridinate6
Fy rebar60000 pcf
Direction of WallY
Lightweight?No
Center of gravity X10.500
Concrete density150 pcf
O.K.Center of gravity Y126.000
E (Steel)29000000 psiWall Weight
7905.000 lbs.
E (Concrete)4290000 psiCentral wall?Yes
ACI 8.5.1
n (modular ratio)6.76No
Wall that supports 2 roof panels?
0 ft
lop (length of opening on wall)
Shear ParametersH (height of wall)96 in
Phi.v0.85Lh (length of wall)20.000 ft
ACI 9.3.2.3
Vc3.123 kipOne-way slab
Analyisis will be performed as :
ACI 11.3.1.1 & 11.2.1.2
Phi*Vc2.654 kipb (section width)12 in
ACI 11.1.1
h (section thickness)4 in
Minimum Wall Reinforcement Requirementsct (cover top)2 in
roe.min.vert0.0012cb (cover bottom)2 in
ACI 14.3.2
roe.min.hor0.0020.319 in
rd (assumed reinf. diameter)
ACI 14.3.3
Max Vertical spacing18 indt (effective depth top)1.84 in
ACI 14.3.5
Max Horizontal spacing18 in1.84 in
db (effective depth bottom)
ACI 14.3.5
0.278
Cs (% of DL used for Seismic)
LoadingEccentricity - Axial Load1 in
Axial Design Loads (pressure from roof)Lateral Design Loads (pressure on wall)Is wall SplitNo
D (Dead load) + Ww ( Wall weight)110.94 psfDead Load (DL.lat)0 psf
S (Snow Load)250 psfSnow Load (SL.lat)0 psf
L (Live Load)0 psfLive Load (LL.lat)0 psfWire Mesh
Lr (Live Roof Load)30 psfLive Roof Load (LLr.lat)0 psfWire SizeW8
W (Wind Load)108.86 psfWind Load (WL.lat)58.99 psfspacing4 in
E (Earthquake Load)16.95 psfEarthquake Load (EL.lat)13.91 psfMesh Area0.24 in^2
= As
Factored Axially Applied LoadsFactored Laterally Applied Loads
Factored Loading per ACIACI eq. 9-3Factored Loading per ACI
ACI eq. 9-4
Factored Pressure on Roof Wr560.21394.38 psf
Factored Pressure on Wall Ww
Axial Pressure on SectionLateral Pressure on Section
PuB2.22 kip0 klf
Lw = W*(L^4 / H^4 + L^4)
0.09 klf
Hw = W*(L^4 / H^4 + L^4)
Assumption check
Pu/Ag46.250 psiUnfactored Laterally Applied Loads
0.06*f`c300 psi58.99 psf
Unfactored Pressure on Wall uWw
O.K.
Check ACI 14.8.2.6
Lateral Pressure on Section
Unfactored Axially Applied Loads0 klf
Lw = W*(L^4 / H^4 + L^4)
Unfactored Pressure on Roof uWr330.0825 psf0.06 klf
Hw = W*(L^4 / H^4 + L^4)
Axial Pressure on Section
PB1.42 kip
ShearDeflection
ACI 14.8.4
Factored Loading per ACIACI eq. 9-3Service Loads
Vu = wuB*(Bw-2db) / 20Axial1.42 kip
Phi*Vc/21.33Lateral0 klf
Check Shear ACI 11.5.5.1O.K.Allowed service deflection0.64 in
Msa0.710 kip-in
M0.714 kip-in
Ds0.002 in
Check deflectionO.K.
Allowable CapacityFlexure
Ig = (b*h^3)/1264 in^4Assumption check
Ag = (b*h)48 in^2SpanHwLw
Yt = h/22net Tensile Strain0.0110.011
fr (rupture modulus)530.330 psiCheck ACI 14.8.2.3
TensionTension
Mcr16.971 kip-inMua0.813 kip-ft
Beta_10.8
Trial Ast req'd0.073 in^2ACI eq. (14-6)
BMu0.960 kip-ft0.000 kip-ft
7.403686795
kd
0.583 in
I.crACI 9.3.2
3.35 in^4
efb 0.90.9
0.003
c
e1.960 kip-ft1.960 kip-ft
fMn trial = AsFy(dt - a/2)
0.005
s
a0.000 kip-ft0.000 kip-ft
0.32469 psiDM =Mpos - M
cAs Add'l req'd0.00 in^20.00 in^2
0.406 in
AseAdditional reinf req`d0.00 in^20.00 in^2
0.27 in^2
IcrdeflectionAdd'l bar size:33
4.21 in^4
Ieqty req`d00
64.00 in^4
deltaor spacing of:00
150
r(maximum tensile reinforcement)0.02250.000 kip-ft0.000 kip-ft
t
As add'l =
r(min. temperature reinforcement)0.0017
temp
r(minimum tensile reinforcement)0.0033Ast = As + As add'l0.24 in^20.24 in^2
min
r(trial reinforcement ratio bottom)0.00331.961 kip-ft1.961 kip-ft
fMn = AsFy(db - a/2)
trial
0.0110O.K.O.K.
(reinforcement ratio provided)
provided
CheckMn > Mu
% allowed48.95%0.00%
CXT, Inc. (Precast Div.)
10
Page of
Schweitzer SW-552 (WA)
21
Date:
04/16/15
Entire WallVent 1
Vent 2
REINFORCEMENT AT OPENINGS
LoadingMaterial Properties
Pu (factorized load from roof)0.56 klfdb (effective depth bottom)1.84 in
Ww (weight of panel per sq ft)0.05 ksfa (block of strain)0.32469 psi
a=As * fy / (0.85 * f`c *b)
Factorized Moment
H height above (-) Weight of Pw total factorized wu total Mu
OpeningHorizontal LocationVertical LocationL length of opening
openingOpening (LBS)panel loadfactorized load(wu*L^2)/12
Vent 11.5 ft1 ft1 ft6 ft50.000.3 klf0.86 klf0.07 kip-ft
Vent 217.5 ft1 ft1 ft6 ft50.000.3 klf0.86 klf0.07 kip-ft
Flexure
Check
Mn =
OpeningAs req'dBar sizeqty req'd:
b
Mn > Mu
AsFy(db - a/2)
Vent 1
0.90 in^2No. 300 kip-ftO.K.
Vent 2
0.90 in^2No. 300 kip-ftO.K.
CONNECTIONS
Full Resistance Value
Overturning
Base AnchorsBase AnchorsWall-Wall ConnectionLateral
QuantityMaximumMaximumShearMoment +Moment -Moment +Moment -
in ShearR - DistanceL - Distancekipkip - ftkip - ftkip - ftkip - ft
522822840.69589.7489.74157.95132.34
Base Anchors
Total Tension
DistTension (kip)ShearL - DistMoment +Moment -
12.135
12 in 2.438.14 228 in0.128 kip*ft46.113 kip*ft
Base Anchor 1
66 in 2.438.14 174 in3.864 kip*ft26.857 kip*ft
Base Anchor 2
120 in 2.438.14 120 in12.774 kip*ft12.774 kip*ft
Base Anchor 3
174 in 2.438.14 66 in26.857 kip*ft3.864 kip*ft
Base Anchor 4
228 in 2.438.14 12 in46.113 kip*ft0.128 kip*ft
Base Anchor 5
Wall Connections
CapacityCountering Dead
% of
Overturning Moment
QuantityDistAllowable
Adjoining
L - Dist
of eachLoad from wall to Resistance(kip-ft)
of Anchors Wall(inches)Force
Up LeftLow Right
use
AnchorAdjoining Wall
32.4223.03525.00%W3 2238.0003.0350.50660.189
Wall Connection 1
32.4224.21425.00%W5 38202.0004.21413.34570.940
Wall Connection 2
32.4227.77050.00%W1 2382.0007.266144.1011.211
Wall Connection 3
Wall Shear Checks
Shear Connections at BaseWall Shear Capacity
Required Shear Capacity (lb) per
DesignCapacityReserveDesignResistanceReserve
Base Connector
Force(lb)(lb)Capacity(PLF)(PLF)checkCapacity
97044069530991 26920061OK1941(30991)OK
RIGIDITY
CALCULATED VALUES99%Final
15.58709708
PierLengthHeightFixed Top?Useable?Stiffness (k)Deflection
Label(inches)(inches)(Y/N)(Y/N)(1000 kip / IN)(in / 1000 kip)
Entire Wall24096YY15.8230.063
A'24012YY133.2220.008
Vent 1
A1812YY8.7100.115
B21012YY116.5400.009
B'24012YY133.2220.008
Vent 2
C21012YY116.5400.009
D1812YY8.7100.115
Combine Logic
First SegmentSecond SegmentRe-NameCombine/SubtractMethodCombined
Entire WallA'A'a-Deflection0.056
Vent 1
ABAB+Stiffness125.249
A'aABA'b+Deflection0.064
A'bB'B'a-Deflection0.056
Vent 2
CDCD+Stiffness125.249
B'aCDFinal+Deflection0.064
CXT, Inc. (Precast Div.)
11
Page of
Schweitzer SW-552 (WA)
21
Date:
04/16/15
Schweitzer SW-552
ID:ACI's Alternate Design of Slender Walls
ACI 14.8
DESIGN OF WALL MARKED
W3
Assumptions from this methodology:
Wall panel shall be simply supported, axially loaded, and subject to out-of-plane uniform lateral loading where maximum
ACI 14.8.2.1
moments and deflections occur at mid-height of the wall.
NotesThe cross section is constant over the height of the wall panel.
ACI 14.8.2.2
The wall cross sections shall be tension controlled.
ACI 14.8.2.3
Phi*Mn >= Mcr
ACI 14.8.2.4
Concentrated gravity loads are distributed over the wall length
ACI 14.8.2.5
The vertical stress Pu/Ag at mid-height shall not exceed 0.06*f'c
ACI 14.8.2.6
Material Properties
f`c5000 psiGeometric Properties
Steel ReinforcementPlain WWF >= W1.2-A185
X Corridinate12.5
Fy wire mesh65000 psi
Y Corridinate8
Fy rebar60000 pcf
Direction of WallX
Lightweight?No
Center of gravity X71.729
Concrete density150 pcf
O.K.Center of gravity Y8.000
E (Steel)29000000 psiWall Weight
1944.000 lbs.
E (Concrete)4290000 psiCentral wall?Yes
ACI 8.5.1
n (modular ratio)6.76Yes
Wall that supports 2 roof panels?
0 ft
lop (length of opening on wall)
Shear ParametersH (height of wall)103.37 in
Phi.v0.85Lh (length of wall)9.833 ft
ACI 9.3.2.3
Vc3.123 kipTwo-way slab
Analyisis will be performed as :
ACI 11.3.1.1 & 11.2.1.2
Phi*Vc2.654 kipb (section width)12 in
ACI 11.1.1
h (section thickness)4 in
Minimum Wall Reinforcement Requirementsct (cover top)2 in
roe.min.vert0.0012cb (cover bottom)2 in
ACI 14.3.2
roe.min.hor0.0020.319 in
rd (assumed reinf. diameter)
ACI 14.3.3
Max Vertical spacing18 indt (effective depth top)1.84 in
ACI 14.3.5
Max Horizontal spacing18 in1.84 in
db (effective depth bottom)
ACI 14.3.5
0.278
Cs (% of DL used for Seismic)
LoadingEccentricity - Axial Load1 in
Axial Design Loads (pressure from roof)Lateral Design Loads (pressure on wall)Is wall SplitNo
D (Dead load) + Ww ( Wall weight)110.94 psfDead Load (DL.lat)0 psf
S (Snow Load)250 psfSnow Load (SL.lat)0 psf
L (Live Load)0 psfLive Load (LL.lat)0 psfWire Mesh
Lr (Live Roof Load)30 psfLive Roof Load (LLr.lat)0 psfWire SizeW8
W (Wind Load)108.86 psfWind Load (WL.lat)58.99 psfspacing4 in
E (Earthquake Load)16.95 psfEarthquake Load (EL.lat)13.91 psfMesh Area0.24 in^2
= As
Factored Axially Applied LoadsFactored Laterally Applied Loads
Factored Loading per ACIACI eq. 9-3Factored Loading per ACI
ACI eq. 9-4
Factored Pressure on Roof Wr560.21394.38 psf
Factored Pressure on Wall Ww
Axial Pressure on SectionLateral Pressure on Section
PuB2.08 kip0.03 klf
Lw = W*(L^4 / L^4 + H^4)
0.06 klf
Hw = W*(H^4 / H^4 + L^4)
Assumption check
Pu/Ag43.333 psiUnfactored Laterally Applied Loads
0.06*f`c300 psi58.99 psf
Unfactored Pressure on Wall uWw
O.K.
Check ACI 14.8.2.6
Lateral Pressure on Section
Unfactored Axially Applied Loads0.02 klf
Lw = W*(L^4 / L^4 + H^4)
Unfactored Pressure on Roof uWr330.0825 psf0.04 klf
Hw = W*(H^4 / H^4 + L^4)
Axial Pressure on Section
PB1.28 kip
ShearDeflection
ACI 14.8.4
Factored Loading per ACIACI eq. 9-3Service Loads
Vu = wuB*(Bw-2db) / 20.09Axial1.28 kip
Phi*Vc/21.33Lateral0.02 klf
Check Shear ACI 11.5.5.1O.K.Allowed service deflection0.69 in
Msa2.866 kip-in
M2.881 kip-in
Ds0.012 in
Check deflectionO.K.
Allowable CapacityFlexure
Ig = (b*h^3)/1264 in^4Assumption check
Ag = (b*h)48 in^2SpanHwLw
Yt = h/22net Tensile Strain0.0110.011
fr (rupture modulus)530.330 psiCheck ACI 14.8.2.3
TensionTension
Mcr16.971 kip-inMua0.647 kip-ft
Beta_10.8
Trial Ast req'd0.073 in^2ACI eq. (14-6)
BMu0.780 kip-ft0.360 kip-ft
7.403686795
kd
0.583 in
I.crACI 9.3.2
3.35 in^4
efb 0.90.9
0.003
c
e1.960 kip-ft1.960 kip-ft
fMn trial = AsFy(dt - a/2)
0.005
s
a0.000 kip-ft0.000 kip-ft
0.32469 psiDM =Mpos - M
cAs Add'l req'd0.00 in^20.00 in^2
0.406 in
AseAdditional reinf req`d0.00 in^20.00 in^2
0.27 in^2
IcrdeflectionAdd'l bar size:33
4.21 in^4
Ieqty req`d00
64.00 in^4
deltaor spacing of:00
150
r(maximum tensile reinforcement)0.02250.000 kip-ft0.000 kip-ft
t
As add'l =
r(min. temperature reinforcement)0.0017
temp
r(minimum tensile reinforcement)0.0033Ast = As + As add'l0.24 in^20.24 in^2
min
r(trial reinforcement ratio bottom)0.00331.961 kip-ft1.961 kip-ft
fMn = AsFy(db - a/2)
trial
0.0110O.K.O.K.
(reinforcement ratio provided)
provided
CheckMn > Mu
% allowed39.78%18.36%
CXT, Inc. (Precast Div.)
12
Page of
Schweitzer SW-552 (WA)
21
Date:
04/16/15
Entire WallDoor 1
Door 2
REINFORCEMENT AT OPENINGS
LoadingMaterial Properties
Pu (factorized load from roof)0.56 klfdb (effective depth bottom)1.84 in
Ww (weight of panel per sq ft)0.05 ksfa (block of strain)0.32469 psi
a=As * fy / (0.85 * f`c *b)
Factorized Moment
H height above (-) Weight of Pw total factorized wu total Mu
OpeningHorizontal LocationVertical LocationL length of opening
openingOpening (LBS)panel loadfactorized load(wu*L^2)/12
Door 10.99 ft0 ft3.34 ft1.76 ft1144.650.09 klf0.65 klf0.6 kip-ft
Door 25.49 ft0 ft3.34 ft1.76 ft1144.650.09 klf0.65 klf0.6 kip-ft
Flexure
Check
Mn =
OpeningAs req'dBar sizeqty req'd:
b
Mn > Mu
AsFy(db - a/2)
Door 1
0.90.007 in^2No. 319.67 kip-ftO.K.
Door 2
0.90.007 in^2No. 319.67 kip-ftO.K.
CONNECTIONS
Full Resistance Value
Overturning
Base AnchorsBase AnchorsWall-Wall ConnectionLateral
QuantityMaximumMaximumShearMoment +Moment -Moment +Moment -
in ShearR - DistanceL - Distancekipkip - ftkip - ftkip - ftkip - ft
311311320.23343.7542.0635.4735.47
Base Anchors
Total Tension
DistTension (kip)ShearL - DistMoment +Moment -
10.195
5 in 3.886.05 113 in0.072 kip*ft36.574 kip*ft
Base Anchor 1
63 in 2.438.14 55 in7.104 kip*ft5.414 kip*ft
Base Anchor 2
113 in 3.886.05 5 in36.574 kip*ft0.072 kip*ft
Base Anchor 3
Wall Connections
CapacityCountering Dead
% of
Overturning Moment
QuantityDistAllowable
Adjoining
L - Dist
of eachLoad from wall to Resistance(kip-ft)
of Anchors Wall(inches)Force
Up LeftLow Right
use
AnchorAdjoining Wall
31.4761.6708.33%W2 0118.0001.6700.00016.422
Wall Connection 1
32.4223.87450.00%W6 5959.0003.87419.04519.045
Wall Connection 2
31.4761.6708.33%W4 1180.0001.67016.4220.000
Wall Connection 3
Wall Shear Checks
Shear Connections at BaseWall Shear Capacity
Required Shear Capacity (lb) per
DesignCapacityReserveDesignResistanceReserve
Base Connector
Force(lb)(lb)Capacity(PLF)(PLF)checkCapacity
36842023316549 2226989OK1228(16549)OK
RIGIDITY
CALCULATED VALUES34%Final
2.079656943
PierLengthHeightFixed Top?Useable?Stiffness (k)Deflection
Label(inches)(inches)(Y/N)(Y/N)(1000 kip / IN)(in / 1000 kip)
Entire Wall118103.37YY6.0600.165
A'11882.25YY8.2310.121
Door 1
A11.8882.25YY0.05717.632
B66.0482.25YY3.5280.283
B'11882.25YY8.2310.121
Door 2
C65.8882.25YY3.5140.285
D12.0482.25YY0.05916.965
Combine Logic
First SegmentSecond SegmentRe-NameCombine/SubtractMethodCombined
Entire WallA'A'a-Deflection0.044
Door 1
ABAB+Stiffness3.585
A'aABA'b+Deflection0.322
A'bB'B'a-Deflection0.201
Door 2
CDCD+Stiffness3.573
B'aCDFinal+Deflection0.481
CXT, Inc. (Precast Div.)
13
Page of
Schweitzer SW-552 (WA)
21
Date:
04/16/15
Schweitzer SW-552
ID:ACI's Alternate Design of Slender Walls
ACI 14.8
DESIGN OF WALL MARKED
W4
Assumptions from this methodology:
Wall panel shall be simply supported, axially loaded, and subject to out-of-plane uniform lateral loading where maximum
ACI 14.8.2.1
moments and deflections occur at mid-height of the wall.
NotesThe cross section is constant over the height of the wall panel.
ACI 14.8.2.2
The wall cross sections shall be tension controlled.
ACI 14.8.2.3
Phi*Mn >= Mcr
ACI 14.8.2.4
Concentrated gravity loads are distributed over the wall length
ACI 14.8.2.5
The vertical stress Pu/Ag at mid-height shall not exceed 0.06*f'c
ACI 14.8.2.6
Material Properties
f`c5000 psiGeometric Properties
Steel ReinforcementPlain WWF >= W1.2-A185
X Corridinate132.5
Fy wire mesh65000 psi
Y Corridinate6
Fy rebar60000 pcf
Direction of WallY
Lightweight?No
Center of gravity X132.500
Concrete density150 pcf
O.K.Center of gravity Y126.000
E (Steel)29000000 psiWall Weight
7905.000 lbs.
E (Concrete)4290000 psiCentral wall?Yes
ACI 8.5.1
n (modular ratio)6.76No
Wall that supports 2 roof panels?
0 ft
lop (length of opening on wall)
Shear ParametersH (height of wall)96 in
Phi.v0.85Lh (length of wall)20.000 ft
ACI 9.3.2.3
Vc3.123 kipOne-way slab
Analyisis will be performed as :
ACI 11.3.1.1 & 11.2.1.2
Phi*Vc2.654 kipb (section width)12 in
ACI 11.1.1
h (section thickness)4 in
Minimum Wall Reinforcement Requirementsct (cover top)2 in
roe.min.vert0.0012cb (cover bottom)2 in
ACI 14.3.2
roe.min.hor0.0020.319 in
rd (assumed reinf. diameter)
ACI 14.3.3
Max Vertical spacing18 indt (effective depth top)1.84 in
ACI 14.3.5
Max Horizontal spacing18 in1.84 in
db (effective depth bottom)
ACI 14.3.5
0.278
Cs (% of DL used for Seismic)
LoadingEccentricity - Axial Load1 in
Axial Design Loads (pressure from roof)Lateral Design Loads (pressure on wall)Is wall SplitNo
D (Dead load) + Ww ( Wall weight)110.94 psfDead Load (DL.lat)0 psf
S (Snow Load)250 psfSnow Load (SL.lat)0 psf
L (Live Load)0 psfLive Load (LL.lat)0 psfWire Mesh
Lr (Live Roof Load)30 psfLive Roof Load (LLr.lat)0 psfWire SizeW8
W (Wind Load)108.86 psfWind Load (WL.lat)58.99 psfspacing4 in
E (Earthquake Load)16.95 psfEarthquake Load (EL.lat)13.91 psfMesh Area0.24 in^2
= As
Factored Axially Applied LoadsFactored Laterally Applied Loads
Factored Loading per ACIACI eq. 9-3Factored Loading per ACI
ACI eq. 9-4
Factored Pressure on Roof Wr560.21394.38 psf
Factored Pressure on Wall Ww
Axial Pressure on SectionLateral Pressure on Section
PuB2.22 kip0 klf
Lw = W*(L^4 / H^4 + L^4)
0.09 klf
Hw = W*(L^4 / H^4 + L^4)
Assumption check
Pu/Ag46.250 psiUnfactored Laterally Applied Loads
0.06*f`c300 psi58.99 psf
Unfactored Pressure on Wall uWw
O.K.
Check ACI 14.8.2.6
Lateral Pressure on Section
Unfactored Axially Applied Loads0 klf
Lw = W*(L^4 / H^4 + L^4)
Unfactored Pressure on Roof uWr330.0825 psf0.06 klf
Hw = W*(L^4 / H^4 + L^4)
Axial Pressure on Section
PB1.42 kip
ShearDeflection
ACI 14.8.4
Factored Loading per ACIACI eq. 9-3Service Loads
Vu = wuB*(Bw-2db) / 20Axial1.42 kip
Phi*Vc/21.33Lateral0 klf
Check Shear ACI 11.5.5.1O.K.Allowed service deflection0.64 in
Msa0.710 kip-in
M0.714 kip-in
Ds0.002 in
Check deflectionO.K.
Allowable CapacityFlexure
Ig = (b*h^3)/1264 in^4Assumption check
Ag = (b*h)48 in^2SpanHwLw
Yt = h/22net Tensile Strain0.0110.011
fr (rupture modulus)530.330 psiCheck ACI 14.8.2.3
TensionTension
Mcr16.971 kip-inMua0.813 kip-ft
Beta_10.8
Trial Ast req'd0.073 in^2ACI eq. (14-6)
BMu0.960 kip-ft0.000 kip-ft
7.403686795
kd
0.583 in
I.crACI 9.3.2
3.35 in^4
efb 0.90.9
0.003
c
e1.960 kip-ft1.960 kip-ft
fMn trial = AsFy(dt - a/2)
0.005
s
a0.000 kip-ft0.000 kip-ft
0.32469 psiDM =Mpos - M
cAs Add'l req'd0.00 in^20.00 in^2
0.406 in
AseAdditional reinf req`d0.00 in^20.00 in^2
0.27 in^2
IcrdeflectionAdd'l bar size:33
4.21 in^4
Ieqty req`d00
64.00 in^4
deltaor spacing of:00
150
r(maximum tensile reinforcement)0.02250.000 kip-ft0.000 kip-ft
t
As add'l =
r(min. temperature reinforcement)0.0017
temp
r(minimum tensile reinforcement)0.0033Ast = As + As add'l0.24 in^20.24 in^2
min
r(trial reinforcement ratio bottom)0.00331.961 kip-ft1.961 kip-ft
fMn = AsFy(db - a/2)
trial
0.0110O.K.O.K.
(reinforcement ratio provided)
provided
CheckMn > Mu
% allowed48.95%0.00%
CXT, Inc. (Precast Div.)
14
Page of
Schweitzer SW-552 (WA)
21
Date:
04/16/15
Entire WallVent 1
Vent 2
REINFORCEMENT AT OPENINGS
LoadingMaterial Properties
Pu (factorized load from roof)0.56 klfdb (effective depth bottom)1.84 in
Ww (weight of panel per sq ft)0.05 ksfa (block of strain)0.32469 psi
a=As * fy / (0.85 * f`c *b)
Factorized Moment
H height above (-) Weight of Pw total factorized wu total Mu
OpeningHorizontal LocationVertical LocationL length of opening
openingOpening (LBS)panel loadfactorized load(wu*L^2)/12
Vent 11.5 ft1 ft1 ft6 ft50.000.3 klf0.86 klf0.07 kip-ft
Vent 217.5 ft1 ft1 ft6 ft50.000.3 klf0.86 klf0.07 kip-ft
Flexure
Check
Mn =
OpeningAs req'dBar sizeqty req'd:
b
Mn > Mu
AsFy(db - a/2)
Vent 1
0.90 in^2No. 300 kip-ftO.K.
Vent 2
0.90 in^2No. 300 kip-ftO.K.
CONNECTIONS
Full Resistance Value
Overturning
Base AnchorsBase AnchorsWall-Wall ConnectionLateral
QuantityMaximumMaximumShearMoment +Moment -Moment +Moment -
in ShearR - DistanceL - Distancekipkip - ftkip - ftkip - ftkip - ft
522822840.69589.7489.74157.95132.34
Base Anchors
Total Tension
DistTension (kip)ShearL - DistMoment +Moment -
12.135
12 in 2.438.14 228 in0.128 kip*ft46.113 kip*ft
Base Anchor 1
66 in 2.438.14 174 in3.864 kip*ft26.857 kip*ft
Base Anchor 2
120 in 2.438.14 120 in12.774 kip*ft12.774 kip*ft
Base Anchor 3
174 in 2.438.14 66 in26.857 kip*ft3.864 kip*ft
Base Anchor 4
228 in 2.438.14 12 in46.113 kip*ft0.128 kip*ft
Base Anchor 5
Wall Connections
CapacityCountering Dead
% of
Overturning Moment
QuantityDistAllowable
Adjoining
L - Dist
of eachLoad from wall to Resistance(kip-ft)
of Anchors Wall(inches)Force
Up LeftLow Right
use
AnchorAdjoining Wall
32.4223.03525.00%W3 2238.0003.0350.50660.189
Wall Connection 1
32.4224.21425.00%W5 38202.0004.21413.34570.940
Wall Connection 2
32.4227.77050.00%W1 2382.0007.266144.1011.211
Wall Connection 3
Wall Shear Checks
Shear Connections at BaseWall Shear Capacity
Required Shear Capacity (lb) per
DesignCapacityReserveDesignResistanceReserve
Base Connector
Force(lb)(lb)Capacity(PLF)(PLF)checkCapacity
97044069530991 26920061OK1941(30991)OK
RIGIDITY
CALCULATED VALUES99%Final
15.58709708
PierLengthHeightFixed Top?Useable?Stiffness (k)Deflection
Label(inches)(inches)(Y/N)(Y/N)(1000 kip / IN)(in / 1000 kip)
Entire Wall24096YY15.8230.063
A'24012YY133.2220.008
Vent 1
A1812YY8.7100.115
B21012YY116.5400.009
B'24012YY133.2220.008
Vent 2
C21012YY116.5400.009
D1812YY8.7100.115
Combine Logic
First SegmentSecond SegmentRe-NameCombine/SubtractMethodCombined
Entire WallA'A'a-Deflection0.056
Vent 1
ABAB+Stiffness125.249
A'aABA'b+Deflection0.064
A'bB'B'a-Deflection0.056
Vent 2
CDCD+Stiffness125.249
B'aCDFinal+Deflection0.064
CXT, Inc. (Precast Div.)
15
Page of
Schweitzer SW-552 (WA)
21
Date:
04/16/15
Schweitzer SW-552
ID:ACI's Alternate Design of Slender Walls
ACI 14.8
DESIGN OF WALL MARKED
W5
Assumptions from this methodology:
Wall panel shall be simply supported, axially loaded, and subject to out-of-plane uniform lateral loading where maximum
ACI 14.8.2.1
moments and deflections occur at mid-height of the wall.
NotesThe cross section is constant over the height of the wall panel.
ACI 14.8.2.2
The wall cross sections shall be tension controlled.
ACI 14.8.2.3
Phi*Mn >= Mcr
ACI 14.8.2.4
Concentrated gravity loads are distributed over the wall length
ACI 14.8.2.5
The vertical stress Pu/Ag at mid-height shall not exceed 0.06*f'c
ACI 14.8.2.6
Material Properties
f`c5000 psiGeometric Properties
Steel ReinforcementPlain WWF >= W1.2-A185
X Corridinate12.5
Fy wire mesh65000 psi
Y Corridinate44
Fy rebar60000 pcf
Direction of WallX
Lightweight?No
Center of gravity X71.500
Concrete density150 pcf
O.K.Center of gravity Y44.000
E (Steel)29000000 psiWall Weight
4235.000 lbs.
E (Concrete)4290000 psiCentral wall?Yes
ACI 8.5.1
n (modular ratio)6.76Yes
Wall that supports 2 roof panels?
0 ft
lop (length of opening on wall)
Shear ParametersH (height of wall)103.37 in
Phi.v0.85Lh (length of wall)9.833 ft
ACI 9.3.2.3
Vc3.123 kipTwo-way slab
Analyisis will be performed as :
ACI 11.3.1.1 & 11.2.1.2
Phi*Vc2.654 kipb (section width)12 in
ACI 11.1.1
h (section thickness)4 in
Minimum Wall Reinforcement Requirementsct (cover top)2 in
roe.min.vert0.0012cb (cover bottom)2 in
ACI 14.3.2
roe.min.hor0.0020.319 in
rd (assumed reinf. diameter)
ACI 14.3.3
Max Vertical spacing18 indt (effective depth top)1.84 in
ACI 14.3.5
Max Horizontal spacing18 in1.84 in
db (effective depth bottom)
ACI 14.3.5
0.278
Cs (% of DL used for Seismic)
LoadingEccentricity - Axial Load1 in
Axial Design Loads (pressure from roof)Lateral Design Loads (pressure on wall)Is wall SplitNo
D (Dead load) + Ww ( Wall weight)110.94 psfDead Load (DL.lat)0 psf
S (Snow Load)250 psfSnow Load (SL.lat)0 psf
L (Live Load)0 psfLive Load (LL.lat)0 psfWire Mesh
Lr (Live Roof Load)30 psfLive Roof Load (LLr.lat)0 psfWire SizeW8
W (Wind Load)108.86 psfWind Load (WL.lat)58.99 psfspacing4 in
E (Earthquake Load)16.95 psfEarthquake Load (EL.lat)13.91 psfMesh Area0.24 in^2
= As
Factored Axially Applied LoadsFactored Laterally Applied Loads
Factored Loading per ACIACI eq. 9-3Factored Loading per ACI
ACI eq. 9-4
Factored Pressure on Roof Wr560.21394.38 psf
Factored Pressure on Wall Ww
Axial Pressure on SectionLateral Pressure on Section
PuB2.24 kip0.03 klf
Lw = W*(L^4 / L^4 + H^4)
0.06 klf
Hw = W*(H^4 / H^4 + L^4)
Assumption check
Pu/Ag46.667 psiUnfactored Laterally Applied Loads
0.06*f`c300 psi58.99 psf
Unfactored Pressure on Wall uWw
O.K.
Check ACI 14.8.2.6
Lateral Pressure on Section
Unfactored Axially Applied Loads0.02 klf
Lw = W*(L^4 / L^4 + H^4)
Unfactored Pressure on Roof uWr330.0825 psf0.04 klf
Hw = W*(H^4 / H^4 + L^4)
Axial Pressure on Section
PB1.45 kip
ShearDeflection
ACI 14.8.4
Factored Loading per ACIACI eq. 9-3Service Loads
Vu = wuB*(Bw-2db) / 20.09Axial1.45 kip
Phi*Vc/21.33Lateral0.02 klf
Check Shear ACI 11.5.5.1O.K.Allowed service deflection0.69 in
Msa2.951 kip-in
M2.969 kip-in
Ds0.012 in
Check deflectionO.K.
Allowable CapacityFlexure
Ig = (b*h^3)/1264 in^4Assumption check
Ag = (b*h)48 in^2SpanHwLw
Yt = h/22net Tensile Strain0.0110.011
fr (rupture modulus)530.330 psiCheck ACI 14.8.2.3
TensionTension
Mcr16.971 kip-inMua0.653 kip-ft
Beta_10.8
Trial Ast req'd0.073 in^2ACI eq. (14-6)
BMu0.800 kip-ft0.360 kip-ft
7.403686795
kd
0.583 in
I.crACI 9.3.2
3.35 in^4
efb 0.90.9
0.003
c
e1.960 kip-ft1.960 kip-ft
fMn trial = AsFy(dt - a/2)
0.005
s
a0.000 kip-ft0.000 kip-ft
0.32469 psiDM =Mpos - M
cAs Add'l req'd0.00 in^20.00 in^2
0.406 in
AseAdditional reinf req`d0.00 in^20.00 in^2
0.27 in^2
IcrdeflectionAdd'l bar size:33
4.21 in^4
Ieqty req`d00
64.00 in^4
deltaor spacing of:00
150
r(maximum tensile reinforcement)0.02250.000 kip-ft0.000 kip-ft
t
As add'l =
r(min. temperature reinforcement)0.0017
temp
r(minimum tensile reinforcement)0.0033Ast = As + As add'l0.24 in^20.24 in^2
min
r(trial reinforcement ratio bottom)0.00331.961 kip-ft1.961 kip-ft
fMn = AsFy(db - a/2)
trial
0.0110O.K.O.K.
(reinforcement ratio provided)
provided
CheckMn > Mu
% allowed40.80%18.36%
CXT, Inc. (Precast Div.)
16
Page of
Schweitzer SW-552 (WA)
21
Date:
04/16/15
Entire Wall
REINFORCEMENT AT OPENINGS
LoadingMaterial Properties
Pu (factorized load from roof)0.56 klfdb (effective depth bottom)1.84 in
Ww (weight of panel per sq ft)0.05 ksfa (block of strain)0.32469 psi
a=As * fy / (0.85 * f`c *b)
Factorized Moment
H height above (-) Weight of Pw total factorized wu total Mu
OpeningHorizontal LocationVertical LocationL length of opening
openingOpening (LBS)panel loadfactorized load(wu*L^2)/12
Flexure
Check
Mn =
OpeningAs req'dBar sizeqty req'd:
b
Mn > Mu
AsFy(db - a/2)
CONNECTIONS
Full Resistance Value
Overturning
Base AnchorsBase AnchorsWall-Wall ConnectionLateral
QuantityMaximumMaximumShearMoment +Moment -Moment +Moment -
in ShearR - DistanceL - Distancekipkip - ftkip - ftkip - ftkip - ft
411311328.37252.3352.3362.5862.58
Base Anchors
Total Tension
DistTension (kip)ShearL - DistMoment +Moment -
12.622
5 in 3.886.05 113 in0.072 kip*ft36.574 kip*ft
Base Anchor 1
29 in 2.438.14 89 in1.505 kip*ft14.177 kip*ft
Base Anchor 2
89 in 2.438.14 29 in14.177 kip*ft1.505 kip*ft
Base Anchor 3
113 in 3.886.05 5 in36.574 kip*ft0.072 kip*ft
Base Anchor 4
Wall Connections
CapacityCountering Dead
% of
Overturning Moment
QuantityDistAllowable
Adjoining
L - Dist
of eachLoad from wall to Resistance(kip-ft)
of Anchors Wall(inches)Force
Up LeftLow Right
use
AnchorAdjoining Wall
31.4769.85349.17%W2 0118.0004.4270.00043.534
Wall Connection 1
32.4223.87450.00%W6 5959.0003.87419.04519.045
Wall Connection 2
31.4769.85349.17%W4 1180.0004.42743.5340.000
Wall Connection 3
Wall Shear Checks
Shear Connections at BaseWall Shear Capacity
Required Shear Capacity (lb) per
DesignCapacityReserveDesignResistanceReserve
Base Connector
Force(lb)(lb)Capacity(PLF)(PLF)checkCapacity
104362837217936 64820365OK2609(17936)OK
RIGIDITY
CALCULATED VALUES100%Final
6.060034501
PierLengthHeightFixed Top?Useable?Stiffness (k)Deflection
Label(inches)(inches)(Y/N)(Y/N)(1000 kip / IN)(in / 1000 kip)
Entire Wall118103.37YY6.0600.165
Combine Logic
First SegmentSecond SegmentRe-NameCombine/SubtractMethodCombined
Entire Wall0Final6.060
CXT, Inc. (Precast Div.)
17
Page of
Schweitzer SW-552 (WA)
21
Date:
04/16/15
Schweitzer SW-552
ID:ACI's Alternate Design of Slender Walls
ACI 14.8
DESIGN OF WALL MARKED
W6
Assumptions from this methodology:
Wall panel shall be simply supported, axially loaded, and subject to out-of-plane uniform lateral loading where maximum
ACI 14.8.2.1
moments and deflections occur at mid-height of the wall.
NotesThe cross section is constant over the height of the wall panel.
ACI 14.8.2.2
The wall cross sections shall be tension controlled.
ACI 14.8.2.3
Phi*Mn >= Mcr
ACI 14.8.2.4
Concentrated gravity loads are distributed over the wall length
ACI 14.8.2.5
The vertical stress Pu/Ag at mid-height shall not exceed 0.06*f'c
ACI 14.8.2.6
Material Properties
f`c5000 psiGeometric Properties
Steel ReinforcementPlain WWF >= W1.2-A185
X Corridinate71.5
Fy wire mesh65000 psi
Y Corridinate10
Fy rebar60000 pcf
Direction of WallY
Lightweight?No
Center of gravity X71.500
Concrete density150 pcf
O.K.Center of gravity Y26.000
E (Steel)29000000 psiWall Weight
1228.000 lbs.
E (Concrete)4290000 psiCentral wall?Yes
ACI 8.5.1
n (modular ratio)6.76Yes
Wall that supports 2 roof panels?
0 ft
lop (length of opening on wall)
Shear ParametersH (height of wall)110.74 in
Phi.v0.85Lh (length of wall)2.667 ft
ACI 9.3.2.3
Vc3.123 kipOne-way slab
Analyisis will be performed as :
ACI 11.3.1.1 & 11.2.1.2
Phi*Vc2.654 kipb (section width)12 in
ACI 11.1.1
h (section thickness)4 in
Minimum Wall Reinforcement Requirementsct (cover top)2 in
roe.min.vert0.0012cb (cover bottom)2 in
ACI 14.3.2
roe.min.hor0.0020.319 in
rd (assumed reinf. diameter)
ACI 14.3.3
Max Vertical spacing18 indt (effective depth top)1.84 in
ACI 14.3.5
Max Horizontal spacing18 in1.84 in
db (effective depth bottom)
ACI 14.3.5
0.278
Cs (% of DL used for Seismic)
LoadingEccentricity - Axial Load1 in
Axial Design Loads (pressure from roof)Lateral Design Loads (pressure on wall)Is wall SplitNo
D (Dead load) + Ww ( Wall weight)110.94 psfDead Load (DL.lat)0 psf
S (Snow Load)250 psfSnow Load (SL.lat)0 psf
L (Live Load)0 psfLive Load (LL.lat)0 psfWire Mesh
Lr (Live Roof Load)30 psfLive Roof Load (LLr.lat)0 psfWire SizeW8
W (Wind Load)108.86 psfWind Load (WL.lat)58.99 psfspacing4 in
E (Earthquake Load)16.95 psfEarthquake Load (EL.lat)13.91 psfMesh Area0.24 in^2
= As
Factored Axially Applied LoadsFactored Laterally Applied Loads
Factored Loading per ACIACI eq. 9-3Factored Loading per ACI
ACI eq. 9-4
Factored Pressure on Roof Wr560.21394.38 psf
Factored Pressure on Wall Ww
Axial Pressure on SectionLateral Pressure on Section
PuB2.26 kip0.09 klf
Lw = W*(L^4 / L^4 + H^4)
0 klf
Hw = W*(H^4 / H^4 + L^4)
Assumption check
Pu/Ag47.083 psiUnfactored Laterally Applied Loads
0.06*f`c300 psi58.99 psf
Unfactored Pressure on Wall uWw
O.K.
Check ACI 14.8.2.6
Lateral Pressure on Section
Unfactored Axially Applied Loads0.06 klf
Lw = W*(L^4 / L^4 + H^4)
Unfactored Pressure on Roof uWr330.0825 psf0 klf
Hw = W*(H^4 / H^4 + L^4)
Axial Pressure on Section
PB1.47 kip
ShearDeflection
ACI 14.8.4
Factored Loading per ACIACI eq. 9-3Service Loads
Vu = wuB*(Bw-2db) / 2-0.05Axial1.47 kip
Phi*Vc/21.33Lateral0.06 klf
Check Shear ACI 11.5.5.1O.K.Allowed service deflection0.74 in
Msa8.400 kip-in
M8.457 kip-in
Ds0.039 in
Check deflectionO.K.
Allowable CapacityFlexure
Ig = (b*h^3)/1264 in^4Assumption check
Ag = (b*h)48 in^2SpanHwLw
Yt = h/22net Tensile Strain0.0110.011
fr (rupture modulus)530.330 psiCheck ACI 14.8.2.3
TensionTension
Mcr16.971 kip-inMua0.094 kip-ft
Beta_10.8
Trial Ast req'd0.073 in^2ACI eq. (14-6)
BMu0.120 kip-ft0.080 kip-ft
7.403686795
kd
0.583 in
I.crACI 9.3.2
3.35 in^4
efb 0.90.9
0.003
c
e1.960 kip-ft1.960 kip-ft
fMn trial = AsFy(dt - a/2)
0.005
s
a0.000 kip-ft0.000 kip-ft
0.32469 psiDM =Mpos - M
cAs Add'l req'd0.00 in^20.00 in^2
0.406 in
AseAdditional reinf req`d0.00 in^20.00 in^2
0.27 in^2
IcrdeflectionAdd'l bar size:33
4.21 in^4
Ieqty req`d00
64.00 in^4
deltaor spacing of:00
150
r(maximum tensile reinforcement)0.02250.000 kip-ft0.000 kip-ft
t
As add'l =
r(min. temperature reinforcement)0.0017
temp
r(minimum tensile reinforcement)0.0033Ast = As + As add'l0.24 in^20.24 in^2
min
r(trial reinforcement ratio bottom)0.00331.961 kip-ft1.961 kip-ft
fMn = AsFy(db - a/2)
trial
0.0110O.K.O.K.
(reinforcement ratio provided)
provided
CheckMn > Mu
% allowed6.12%4.08%
CXT, Inc. (Precast Div.)
18
Page of
Schweitzer SW-552 (WA)
21
Date:
04/16/15
Entire Wall
REINFORCEMENT AT OPENINGS
LoadingMaterial Properties
Pu (factorized load from roof)0.56 klfdb (effective depth bottom)1.84 in
Ww (weight of panel per sq ft)0.05 ksfa (block of strain)0.32469 psi
a=As * fy / (0.85 * f`c *b)
Factorized Moment
H height above (-) Weight of Pw total factorized wu total Mu
OpeningHorizontal LocationVertical LocationL length of opening
openingOpening (LBS)panel loadfactorized load(wu*L^2)/12
Flexure
Check
Mn =
OpeningAs req'dBar sizeqty req'd:
b
Mn > Mu
AsFy(db - a/2)
CONNECTIONS
Full Resistance Value
Overturning
Base AnchorsBase AnchorsWall-Wall ConnectionLateral
QuantityMaximumMaximumShearMoment +Moment -Moment +Moment -
in ShearR - DistanceL - Distancekipkip - ftkip - ftkip - ftkip - ft
2242413.8877.247.2419.3711.81
Base Anchors
Total Tension
DistTension (kip)ShearL - DistMoment +Moment -
6.519
8 in 3.266.94 24 in0.724 kip*ft6.519 kip*ft
Base Anchor 1
24 in 3.266.94 8 in6.519 kip*ft0.724 kip*ft
Base Anchor 2
Wall Connections
CapacityCountering Dead
% of
Overturning Moment
QuantityDistAllowable
Adjoining
L - Dist
of eachLoad from wall to Resistance(kip-ft)
of Anchors Wall(inches)Force
Up LeftLow Right
use
AnchorAdjoining Wall
31.4766.07050.00%W3 032.0004.4270.00011.806
Wall Connection 1
32.4228.42950.00%W5 320.0007.26619.3750.000
Wall Connection 2
Wall Shear Checks
Shear Connections at BaseWall Shear Capacity
Required Shear Capacity (lb) per
DesignCapacityReserveDesignResistanceReserve
Base Connector
Force(lb)(lb)Capacity(PLF)(PLF)checkCapacity
4561388713432 5020365OK228(13432)OK
RIGIDITY
CALCULATED VALUES100%Final
0.385906228
PierLengthHeightFixed Top?Useable?Stiffness (k)Deflection
Label(inches)(inches)(Y/N)(Y/N)(1000 kip / IN)(in / 1000 kip)
Entire Wall32110.74YY0.3862.591
Combine Logic
First SegmentSecond SegmentRe-NameCombine/SubtractMethodCombined
Entire Wall0Final0.386
CXT, Inc. (Precast Div.)
19
Page of
Schweitzer SW-552 (WA)
21
Date:
04/16/15
0.40
2.86 f
t
0.40 ki
Bs
p
-WAY SLA
0.21 ki
B
wB
p
3.50
Ls
0.21 ki
ON
E
p
h
Bs
d
SECTION PROPERTIES
TWO-WAY SLA
steel botto
t
B steel to
m
wB
p
Ls
wb
wL
rd
db
ct
cb
0.70 ki
0.46 ki
p
p
2.86 f2.86 f
tt
0.70 ki
0.46 ki
p
p
0.39 ki0.25 ki
pp
3.500 f
3.500 f
t
t
providedprovidedprovidedprovided
0.39 ki0.25 ki
pp
temptrialtrial
min
t
d
CXT, Inc. (Precast Div.)
20
Page of
Schweitzer SW-552 (WA)
21
Date:
04/16/15
Bs
-WAY SLA
B
wB
Ls
ON
E
h
Bs
d
SECTION PROPERTIES
TWO-WAY SLA
steel botto
t
B steel to
m
wB
p
Ls
wb
wL
rd
db
ct
cb
comp
providedprovidedprovidedprovided
d
CXT, Inc. (Precast Div.)
21
Page of
Schweitzer SW-552 (WA)
21
Date:
04/16/15
Schweitzer SW-552
ID:
Geometric propertiesLoading
Wv (weight of vault)**
Bs (width of roof panel)11.92 ft0 lb
Wtr(roof panel weight)
Ls (Length of roof panel)21.00 ft15510 lb
Ww (total walls panel weight)
Ar Area of Roof250.25 ft^226135 lb
Fw (floor panel weight)
H (height of building)9.75 ft11190 lb
We (estimated weight of building)
Lb (length of building)20 ft52835 lb
Wev (estimated weight of building w/ vault)
Wb (width of building)10.5 ft52835 lb
PSFr (roof snow load)
Ab(Area of building)210 ft^2210 psf
PSFf (Floor Live Load)
Nv (quantity of vaults)0400 psf
Pmax(Maximum allowable pressure)
Avl (Area of Vault Lips)0.00 ft^21500 psf
Fupmw(MWFRS Uplift Force)
Av (Area of Vault)0.00 ft^239.53 psf
WLlat(MWFRS lateral wind pressure)
Vh (Vault height)0 ft51.74 psf
w(specific weight of water)
Cab (Closed Area of building)199.94 ft^262.4 pcf
Hw(depth of floodwater)**Weight of vault is not considered in sliding resistance1 ft
FS (factor of safety required)
(sliding factor)0.401.00
CHECK SLIDING RESISTANCE
.7*Vseismic (from seismic analysis with snow)
12334.4 lb
Shear.7*Vseismic (from seismic analysis without snow)
10287.9 lb
Vwind = WLlat * max(Wb,Lb)*H
10089.8 lb
* Load adjustment per IBC 1605.3 load combinations.
Sliding Resistance with SnowPslide = u*(.6*We+.75*PSFr*Ar)28446.15 lbPslide =
Fsreqd
FSwind = Pslide / VwindFSwind =2.81.0O.K.
Factor of Safety
FSseismic = Pslide / VseismicFseismic =2.31.0O.K.
Sliding Resistance with No SnowPslide = u*.6*We12680.4 lbPslide =
Fsreqd
FSwind = Pslide / VwindFswind =1.31.0O.K.
Factor of Safety
FSseismic = Pslide / VseismicFseismic =1.21.0O.K.
CHECK OVERTURNING RESISTANCE
.7*Otseismic (from seismic analysis with snow)110.501 kip-ft
Shear
.7*Otseismic (from seismic analysis without snow)80.798 kip-ft
Otwind = (WLlat*Lb*H^2 / 2) + (Fupmw*Lb*Wb^2 / 2)92.773 kip-ft
* Load adjustment per IBC 1605.3 load combinations.
Overturning Resistance with
Otrsnow = (.6*We+.75*PSFr*Ar)*(Wb/2)174.492 kip-ftOtrsnow =
Snow
Fsreqd
FSwind = Otrsnow / OtwindFSwind =1.881.0O.K.
Factor of Safety
FSseismic = Otrsnow / VseismicFseismic =1.581.0O.K.
Overturning Resistance with No
Otr = .6*We*Wb/2166.430 kip-ftOtr
Snow
Fsreqd
FSwind = Otr / VwindFswind =1.791.0O.K.
Factor of Safety
FSseismic = Otr / VseismicFseismic =2.061.0O.K.
CHECK BEARING PRESSURE CONDITION
Net PressurePnet = (Wev + PSFr*Ar + PSFf*Af) / Ab901.85 psf
AllowablePmax > PnetO.K.1500 psf 901.85 psf
By observation, if the building is placed on a properly prepared well drained granular sub-base, the design is sufficient for
lateral and vertical loads.
CHECK BUOYANCY FORCE CONDITION
Buoyant ForceFb = w*Av*Hw+w*Cab*(Hw-Vh)Fb =12476.53 lb
Factor of SafetyFSb = We / FbFSb =4.231.00O.K.
The weight of the building exceeds the buoyant force due to hydrostatic pressure acting on the horizontal surface
of the vault, therefore, the design is sufficient against buoyancy.
Floor Design Information:
1) The referenced building is made of flood damage resistant 5000 psi reinforced concrete.
2) The vault system, if existing, is designed to minimize infiltration into system and can be considered water tight
to a height of 17"
3) Flood Ventilation is available at threshold level and flood ventilation exceeding 1" per sq. ft. of floor area is provided
no more than 12" A.F.F.