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CS12 Ver 2012.08.24
STRUCTURAL CALCULATIONS
FOR
City, State
www.struware.com
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www.struware.com
Code Search
Code: ASCE 7 - 05
Occupancy:
Occupancy Group = B Business
Occupancy Category & Importance Factors:
Occupancy Category = II
Wind factor = 1.00Snow factor = 1.00
Seismic factor = 1.00
Type of Construction:
Fire Rating:Roof = 0.0 hrFloor = 0.0 hr
Building Geometry:Roof angle (θ) 6.00 / 12 26.6 degBuilding length (L) 50.0 ftLeast width (B) 30.0 ftMean Roof Ht (h) 30.0 ftParapet ht above grd 0.0 ftMinimum parapet ht 0.0 ft
Live Loads:
Roof 0 to 200 sf: 18 psf200 to 600 sf: 21.6 - 0.018Area, but not less than 12 psf
over 600 sf: 12 psf
Floor:
Typical Floor 50 psf
Partitions 15 psf
Corridors above first floor 80 psf
Lobbies & first floor corridors 100 psf
Balconies (exterior) 100 psf
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Wind Loads : ASCE 7 - 05
Importance Factor 1.00Basic Wind Speed 90 mphDirectionality (Kd) 0.85
Exposure Category CEnclosure Classif. Enclosed BuildingInternal pressure +/-0.18Kh case 1 0.982Kh case 2 0.982
Type of roof Gable
Topographic Factor (Kzt)Topography FlatHill Height (H) 80.0 ftHalf Hill Length (Lh) 100.0 ftActual H/Lh = 0.80Use H/Lh = 0.50Modified Lh = 160.0 ftFrom top of crest: x = 50.0 ftBldg up/down wind? downwind
H/Lh= 0.50 0.000
x/Lh = 0.31 0.792
z/Lh = 0.19 1.000At Mean Roof Ht:
1.00
Gust Effect Factor Flexible structure if natural frequency < 1 Hz (T > 1 second).
h = 30.0 ft However, if building h/B < 4 then probably rigid structure (rule of thumb).
B = 30.0 ft h/B = 1.00 Rigid structure /z (0.6h) = 18.0 ft
G = 0.85 Using rigid structure default
Rigid Structure Flexible or Dynamically Sensitive Structureē = 0.20 0.0 Hzℓ = 500 ft Damping ratio (β) = 0
15 ft /b = 0.65c = 0.20 /α = 0.15
3.4 Vz = 78.2442.9 ft 0.00
Q = 0.92 0.000
0.22 28.282 η = 0.000 h = 30.0 ft
G = 0.88 use G = 0.85 28.282 η = 0.000
28.282 η = 0.0000.000
R = 0.000G = 0.000
K1 =
K2 =
K3 =
Kzt = (1+K1K2K3)^2 =
Natural Frequency (η1) =
zmin =
gQ, gv =Lz = N1 =
Rn =Iz = Rh =
RB =RL =gR =
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Enclosure Classification
Test for Open Building: All walls are at least 80% open.Ao ≥ 0.8Ag
Test for Partially Enclosed Building:Input Test
Ao 0.0 sf Ao ≥ 1.1Aoi YESAg 0.0 sf Ao > 4' or 0.01Ag NOAoi 0.0 sf Aoi / Agi ≤ 0.20 NO Building is NOTAgi 0.0 sf Partially Enclosed
Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao ≥ 1.1Aoi Ao > smaller of 4' or 0.01 Ag Aoi / Agi ≤ 0.20Where:Ao = the total area of openings in a wall that receives positive external pressure.Ag = the gross area of that wall in which Ao is identified.Aoi = the sum of the areas of openings in the building envelope (walls and roof) not including Ao.Agi = the sum of the gross surface areas of the building envelope (walls and roof) not including Ag.
Reduction Factor for large volume partially enclosed buildings (Ri) :If the partially enclosed building contains a single room that is unpartitioned , the internal pressure coefficient may be multiplied by the reduction factor Ri.
Total area of all wall & roof openings (Aog): 0 sfUnpartitioned internal volume (Vi) : 0 cf
Ri = 1.00
Altitude adjustment to constant 0.00256 (caution - see code) :
Altitude = 0 feet Average Air Density = 0.0765Constant = 0.00256
Test for Enclosed Building: A building that does not qualify as open or partially enclosed.
lbm/ft3
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Wind Loads - MWFRS all h (Enclosed/partially enclosed only)Kh (case 2) = 0.98 h = 30.0 ft GCpi = +/-0.18
17.3 psf ridge ht = 33.8 ft G = 0.85Roof Angle (θ) = 26.6 deg L = 50.0 ft qi = qh
Roof tributary area - (h/2)*L: 750 sf B = 30.0 ft(h/2)*B: 450 sf
Wind Surface Pressures (psf)Wind Normal to Ridge Wind Parallel to Ridge
B/L = 0.60 h/L = 1.00 L/B = 1.67 h/L = 0.60
Surface Cp Dist.* CpWindward Wall (WW) 0.80 11.8 see table below 0.80 11.8 see table below
Leeward Wall (LW) -0.50 -7.4 -10.5 -4.2 -0.37 -5.4 -8.5 -2.3Side Wall (SW) -0.70 -10.3 -13.4 -7.2 -0.70 -10.3 -13.4 -7.2
Leeward Roof (LR) -0.60 -8.8 -11.9 -5.7 Included in windward roofWindward Roof neg press. -0.44 -6.4 -9.6 -3.3 0 to h/2* -0.95 -13.9 -17.0 -10.8Windward Roof pos press. 0.06 0.9 -2.2 4.0 h/2 to h* -0.86 -12.7 -15.8 -9.5
h to 2h* -0.54 -7.9 -11.1 -4.8
*Horizontal distance from windward edge
Windward Wall Pressures at "z" (psf) Combined WW + LW
Windward Wall Normal Parallel
z Kz Kzt to Ridge to Ridge
0 to 15' 0.85 1.00 10.2 7.1 13.3 17.5 15.620.0 ft 0.90 1.00 10.8 7.7 13.9 18.2 16.225.0 ft 0.95 1.00 11.3 8.2 14.4 18.7 16.7
h= 30.0 ft 0.98 1.00 11.8 8.7 14.9 19.1 17.2ridge = 33.8 ft 1.01 1.00 12.1 9.0 15.2 19.4 17.5
NOTE:See figure in ASCE7 for the application of full and partial loading of the above wind pressures. There are 4 different loading cases.
Parapet
z Kz Kzt qp (psf)0.0 ft 0.85 1.00 0.0
Windward parapet: 0.0 psf (GCpn = +1.5)Leeward parapet: 0.0 psf (GCpn = -1.0)
Windward roof overhangs ( add to windward roof pressure) : 11.8 psf (upward)
Base pressure (qh) =
qhGCp w/+qiGCpi w/-qhGCpi qhGCp w/ +qiGCpi w/ -qhGCpi
qzGCp w/+qiGCpi w/-qhGCpi
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Kz = Kh (case 1) = 0.98 Edge Strip (a) = 3.0 ftBase pressure (qh) = 17.3 psf End Zone (2a) = 6.0 ft
GCpi = +/-0.18 Zone 2 length = 15.0 ft
Wind Pressure Coefficients Transverse Direction Longitudinal Direction
Perpendicular θ = 26.6 deg Parallel θ = 0.0 Surface GCpf w/-GCpi w/+GCpi GCpf w/-Gcpi w/+GCpi
1 0.55 0.73 0.37 0.40 0.58 0.222 -0.10 0.08 -0.28 -0.69 -0.51 -0.873 -0.45 -0.27 -0.63 -0.37 -0.19 -0.554 -0.39 -0.21 -0.57 -0.29 -0.11 -0.475 -0.45 -0.27 -0.63 -0.45 -0.27 -0.636 -0.45 -0.27 -0.63 -0.45 -0.27 -0.63
1E 0.73 0.91 0.55 0.61 0.79 0.432E -0.19 -0.01 -0.37 -1.07 -0.89 -1.253E -0.58 -0.40 -0.76 -0.53 -0.35 -0.714E -0.53 -0.35 -0.71 -0.43 -0.25 -0.61
Wind Surface Pressures (psf)1 12.6 6.4 10.0 3.82 1.4 -4.8 -8.8 -15.13 -4.6 -10.9 -3.3 -9.54 -3.6 -9.9 -1.9 -8.15 -4.7 -10.9 -4.7 -10.96 -4.7 -10.9 -4.7 -10.9
1E 15.7 9.5 13.7 7.42E -0.2 -6.4 -15.4 -21.63E -7.0 -13.2 -6.1 -12.34E -6.1 -12.4 -4.3 -10.6
ParapetWindward parapet = 0.0 psf (GCpn = +1.5) Windward roof
Leeward parapet = 0.0 psf (GCpn = -1.0) overhangs = 11.8 psf (upward) add to
windward roof pressureHorizontal MWFRS Simple Diaphragm Pressures (psf)
Transverse direction (normal to L)Interior Zone: Wall 16.3 psf
Roof 6.0 psf End Zone: Wall 21.9 psf
Roof 6.8 psf
Longitudinal direction (parallel to L)Interior Zone: Wall 11.9 psf
End Zone: Wall 18.0 psf
Wind Loads - MWFRS h£60' (Low-rise Buildings) Enclosed/partially enclosed only
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Location of MWFRS Wind Pressure Zones
NOTE: Torsional loads are 25% of zones 1 - 6. See code for loading diagram.
ASCE 7 -99 and ASCE 7-10 (& later)
NOTE: Torsional loads are 25% of zones 1 - 4. See code for loading diagram.
ASCE 7 -02 and ASCE 7-05
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Wind Loads - Components & Cladding : h <= 60' Kh (case 1) = 0.98 h = 30.0 ft
Base pressure (qh) = 17.3 psf a = 3.0 ftMinimum parapet ht = 0.0 ft GCpi = +/-0.18
Roof Angle (θ) = 26.6 deg Type of roof = Gable
Roof GCp +/- GCpi Surface Pressure (psf) User inputArea 10 sf 50 sf 100 sf 10 sf 50 sf 100 sf 75 sf 500 sf
Negative Zone 1 -1.08 -1.01 -0.98 -18.7 -17.5 -17.0 -17.2 -17.0Negative Zone 2 -1.88 -1.53 -1.38 -32.5 -26.5 -23.9 -25.0 -23.9Negative Zone 3 -2.78 -2.36 -2.18 -48.1 -40.9 -37.7 -39.0 -37.7
Positive All Zones 0.68 0.54 0.48 11.8 10.0 10.0 10.0 10.0
Overhang Zone 2 -2.20 -2.20 -2.20 -38.1 -38.1 -38.1 -38.1 -38.1Overhang Zone 3 -3.70 -2.86 -2.50 -64.1 -49.5 -43.3 -45.9 -43.3
Overhang pressures in the table above assume an internal pressure coefficient (Gcpi) of 0.0
Parapetqp = 0.0 psf Surface Pressure (psf) User input
Solid Parapet Pressure 10 sf 100 sf 500 sf 40 sfCASE A = pressure towards building (pos) CASE A : Interior zone: 0.0 0.0 0.0 0.0CASE B = pressure away from bldg (neg) Corner zone: 0.0 0.0 0.0 0.0
CASE B : Interior zone: 0.0 0.0 0.0 0.0Corner zone: 0.0 0.0 0.0 0.0
Walls GCp +/- GCpi Surface Pressure (psf) User inputArea 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 50 sf 200 sf
Negative Zone 4 -1.28 -1.10 -0.98 -22.2 -19.1 -17.0 -20.0 -18.2Negative Zone 5 -1.58 -1.23 -0.98 -27.4 -21.2 -17.0 -23.1 -19.4
Positive Zone 4 & 5 1.18 1.00 0.88 20.4 17.4 15.2 18.3 16.5
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Location of C&C Wind Pressure Zones
Roofs w/ θ ≤ 10° Walls h ≤ 60' Gable, Sawtooth andand all walls & alt design h<90' Multispan Gable θ ≤ 7 degrees & Monoslope roofsh > 60' Monoslope ≤ 3 degrees 3° < θ ≤ 10°
h ≤ 60' & alt design h<90' h ≤ 60' & alt design h<90'
Monoslope roofs Multispan Gable & Hip 7° < θ ≤ 27°10° < θ ≤ 30° Gable 7° < θ ≤ 45°
h ≤ 60' & alt design h<90'
Sawtooth 10° < θ ≤ 45°h ≤ 60' & alt design h<90'
Stepped roofs θ ≤ 3°h ≤ 60' & alt design h<90'
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Wind Loads - Open Buildings: 0.25 ≤ h/L ≤ 1.0
Type of roof = Monoslope Free Roofs G = 0.85Wind Flow = Clear Roof Angle = 26.6 deg
NOTE: The code requires the MWFRS be Main Wind Force Resisting System designed for a minimum pressure of 10 psf.
Kz = Kh (case 2) = 0.98 Base pressure (qh) = 17.3 psf
Roof pressures - Wind Normal to RidgeWind Direction Wind Direction
Ɣ = 0 deg γ = 180 degCnw Cnl Cnw Cnl
ACn = -1.66 -1.71 1.92 1.96 p = -24.5 psf -25.1 psf 28.2 psf 28.9 psf
BCn = -2.45 -0.41 2.42 0.86 p = -36.1 psf -6.0 psf 35.6 psf 12.7 psf
NOTE: 1). Cnw and Cnl denote combined pressures from top and bottom roof surfaces.2). Cnw is pressure on windward half of roof. Cnl is pressure on leeward half of roof.3). Positive pressures act toward the roof. Negative pressures act away from the roof.
Roof pressures - Wind Parallel to Ridge, Ɣ = 90 deg
h = 30.0 ft≤ h >h ≤ 2h > 2h 2h = 60.0 ft
ACn = -0.80 -0.60 -0.30 p = -11.8 psf -8.8 psf -4.4 psf
BCn = 0.80 0.50 0.30 p = 11.8 psf 7.4 psf 4.4 psf
Fascia Panels -Horizontal pressures Fascia pressures not applicable - roof angle exceeds 5 degrees.qp = 0.0 psf Windward fascia: 0.0 psf (GCpn = +1.5)
Leeward fascia: 0.0 psf (GCpn = -1.0)
Components & Cladding - roof pressuresKz = Kh (case 1) = 0.98 a = 3.0 ft 9.0 sf
Base pressure (qh) = 17.3 psf 36.0 sfG = 0.85
Effective Wind AreaClear Wind Flow
zone 3 zone 2 zone 1positive negative positive negative positive negative
≤ 9 sf 4.83 -4.73 3.63 -3.59 2.42 -2.36>9, ≤ 36 sf 3.63 -3.59 3.63 -3.59 2.42 -2.36
> 36 sf 2.42 -2.36 2.42 -2.36 2.42 -2.36
≤ 9 sf 71.1 psf -69.5 psf 53.3 psf -52.9 psf 35.6 psf -34.8 psf
>9, ≤ 36 sf 53.3 psf -52.9 psf 53.3 psf -52.9 psf 35.6 psf -34.8 psf
> 36 sf 35.6 psf -34.8 psf 35.6 psf -34.8 psf 35.6 psf -34.8 psf
Wind Flow
Load Case
Clear Wind Flow
Wind Flow
Load Case
Horizontal Distance from Windward Edge
Clear Wind Flow
a2 =4a2 =
CN
Wind pressure
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Location of Wind Pressure Zones
MAIN WIND FORCE RESISTING SYSTEM
COMPONENTS AND CLADDING
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Wind Loads - Rooftop Structures & Equipment
Building (L) = 50.0 ftBuilding (B) = 30.0 ft
Directionality (Kd) = 0.90Gust Effect Factor (G) = 0.85
Rooftop Structures & Equipment #1
Equipment length parallel to L = 15.0 ftEquipment length parallel to B = 10.0 ft
Height of equipment = 10.0 ft Base pressure (qz) = 18.3 psfDist from mean roof height to centroid of Equip = ft
Wind normal to building B Wind normal to building L
Cf = 1.30 Cf = 1.30Af = 100.0 sf Af = 150.0 sf
Adjustment Factor = 1.89 Adjustment Factor = 1.90
F = qzGCf Af = 38.3 Af (psf) F = qzGCf Af = 38.5 Af (psf)
F = 3.8 kips F = 5.8 kips
Rooftop Structures & Equipment #2
Equipment length parallel to L = 15.0 ftEquipment length parallel to B = 10.0 ft
Height of equipment = 10.0 ft Base pressure (qz) = 18.3 psfDist from mean roof height to centroid of Equip = ft
Wind normal to building B Wind normal to building L
Cf = 1.30 Cf = 1.30Af = 100.0 sf Af = 150.0 sf
Adjustment Factor = 1.89 Adjustment Factor = 1.90
F = qzGCf Af = 38.3 Af (psf) F = qzGCf Af = 38.5 Af (psf)
F = 3.8 kips F = 5.8 kips
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Wind Loads - Other Structures: ASCE 7 - 05
Importance Factor = 1.00Gust Effect Factor (G) = 0.85 Wind Speed = 90 mph
Kzt = 1.00 Exposure = C
A. Solid Freestanding Walls & Solid Signs (& open signs with less than 30% open)
s/h = 1.00 Case A & B
Dist to sign top (h) 8.0 ft B/s = 25.00 1.30
Height (s) 8.0 ft Lr/s = 0.00 F = qz G Cf As = 16.5 AsWidth (B) 200.0 ft Kz = 0.849 As = 10.0 sfWall Return (Lr) = qz = 15.0 psf F = 165 lbsDirectionality (Kd) 0.85
Percent of open area Open reduction CaseCto gross area 0.0% factor = 1.00 Horiz dist from
windward edge Cf F=qzGCfAs (psf)Case C reduction factors 0 to s 3.29 41.8 As
Factor if s/h>0.8 = 0.80 s to 2s 2.07 26.3 AsWall return factor 2s to 3s 1.59 20.2 As
for Cf at 0 to s = 1.00 3s to 4s 1.31 16.6 As4s to 5s 1.23 15.6 As
5s to 10s 0.78 10.0 As>10s 0.44 10.0 As
B. Open Signs & Lattice Frameworks (openings 30% or more of gross area)
Height to centroid of Af (z) 15.0 ft Kz = 0.849Base pressure (qz) = 15.0 psf
Width (zero if round) 0.0 ft
Diameter (zero if rect) 2.0 ft D(qz)^.5 = 7.74 14.0 AfPercent of open area Î = 0.65 10.0 sf
to gross area 35.0% 1.1 F = 140 lbsDirectionality (Kd) 0.85
C. Chimneys, Tanks, Rooftop Equipment (h>60') & Similar Structures
Height to centroid of Af (z) 15.0 ft Kz = 0.849
Cross-Section Square Base pressure (qz) = 15.8 psfDirectionality (Kd) 0.90 h/D = 15.00Height (h) 15.0 ftWidth (D) 1.0 ftType of Surface N/A
Square (wind along diagonal) Square (wind normal to face)Cf = 1.28 1.67
F = qz G Cf Af = 17.2 Af 22.4 Af
Af = sf 10.0 sfF = 0 lbs F = 224 lbs
D. Trussed Towers
Height to centroid of Af (z) 15.0 ft Kz = 0.849
Î = 0.27 Base pressure (qz) = 17.6 psf
Tower Cross Section square
Member Shape flat Diagonal wind factor = 1.2Directionality (Kd) 1.00 Round member factor = 1.000
Square (wind along tower diagonal) Square (wind normal to face)Cf = 3.24 2.70
F = qz G Cf Af = 48.5 Af 40.4 Af
Solid Area: Af = 10.0 sf 10.0 sfF = 485 lbs F = 404 lbs
Cf =
F = qz G Cf Af =Solid Area: Af =
Cf =
Cf =
F = qz G Cf Af =
Af =
Cf =
F = qz G Cf Af =
Solid Area: Af =
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Snow Loads : ASCE 7-05
Roof slope = 26.6 degHoriz. eave to ridge dist (W) = 15.0 ft
Roof length parallel to ridge (L) = 50.0 ft
Type of Roof Hip and gable w/ trussed systemsGround Snow Load Pg = 0.0 psfOccupancy Category = IIImportance Factor I = 1.0Thermal Factor Ct = 1.00Exposure Factor Ce = 1.0
Pf = 0.7*Ce*Ct*I*Pg = 0.0 psfUnobstructed Slippery Surface (per Section 7.4) yesSloped-roof Factor Cs = 0.67Balanced Snow Load Ps = 0.0 psf
Rain on Snow Surcharge Angle 0.30 degCode Maximum Rain Surcharge 5.0 psfRain on Snow Surcharge = 0.0 psfPs plus rain surcharge = 0.0 psfMinimum Snow Load Pfmin = 0.0 psf
NOTE: Alternate spans of continuous beams Uniform Roof Design Snow Load = 0.0 psf and other areas shall be loaded with half the
design roof snow load so as to produce the greatest possible effect - see code.
Unbalanced Snow Loads - for Hip & Gable roofs onlyRequired if slope is between 70.00 deg
and larger of 2.38 degrees or 70/W + 0.5 = 5.17 deg Unbalanced snow loads must be appliedWindward snow load = 0.0 psf = 0.3Ps
Leeward snow load from ridge to 2.78' = 7.3 psf = hdγ / √S + Ps Leeward snow load from 2.78' to the eave = 0.0 psf = Ps
Upwind fetch lu = 220.0 ftProjection height h = 5.2 ftSnow density g = 14.0 pcfBalanced snow height hb = 0.00 ft
hc = 5.20 ft#DIV/0! #DIV/0! #DIV/0!
Drift height hd = #DIV/0!Drift width w = #DIV/0!Surcharge load: pd = γ*hd = #DIV/0!Balanced Snow load: = 0.0 psf
#DIV/0!
Upwind fetch lu = 220.0 ftProjection height h = 5.2 ftSnow density g = 14.0 pcfBalanced snow height hb = 0.00 ft
hc = 5.20 ft#DIV/0! #DIV/0! #DIV/0!
Drift height hd = #DIV/0!Drift width w = #DIV/0!Surcharge load: pd = γ*hd = #DIV/0!Balanced Snow load: = 0.0 psf
#DIV/0!
Windward Snow Drifts 1 - Against walls, parapets, etc more than 15' long
Windward Snow Drifts 2 - Against walls, parapets, etc > 15'
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Snow Loads - from adjacent building or roof: ASCE 7-05
Higher Roof Lower RoofRoof slope = 26.6 deg 0.25 / 12 = 1.2 deg
Horiz. eave to ridge dist (W) = 15.0 ft 170.0 ftRoof length parallel to ridge (L) = 50.0 ft 200.0 ft Projection height (roof step) h = 4.0 ft
Building separation s = 0.0 ft
Type of Roof Hip and gable w/ trussed systems Monoslope
Ground Snow Load Pg = 0.0 psf 0.0 psf
Occupancy Category = II II
Importance Factor I = 1.0 1.0
Thermal Factor Ct = 1.00 1.00
Exposure Factor Ce = 1.0 1.0
Pf = 0.7*Ce*Ct*I*Pg = 0.0 psf 0.0 psfUnobstructed Slippery
Surface (per Section 7.4) = no noSloped-roof Factor Cs = 1.00 1.00Balanced Snow Load Ps = 0.0 psf 0.0 psf
Rain on Snow Surcharge Angle 0.30 deg 3.40 degCode Maximum Rain Surcharge 5.0 psf 5.0 psfRain on Snow Surcharge = 0.0 psf 0.0 psfPs plus rain surcharge = 0.0 psf 0.0 psfMinimum Snow Load Pfmin = 0.0 psf 0.0 psf
Uniform Roof Design Snow Load = 0.0 psf 0.0 psfBuilding Official Minimum =
Upper roof length lu = 100.0 ftSnow density g = 14.0 pcfBalanced snow height hb = 0.00 ft
hc = 4.00 ft#DIV/0! #DIV/0! #DIV/0!
Adjacent structure factor = 1.00Drift height hd = #DIV/0!
Drift width w = #DIV/0!Surcharge load: pd = γ*hd = #DIV/0!Balanced Snow load: = 0.0 psf
#DIV/0!
Lower roof length lu = 170.0 ftAdjacent structure factor = #DIV/0!Drift height hd = #DIV/0!Drift width w = #DIV/0!Surcharge load: pd = γ*hd = #DIV/0!Balanced Snow load: = 0.0 psf
#DIV/0!
Sliding Snow - onto lower roofSliding snow = 0.4 Pf W = 0.0 plfDistributed over 15 feet = 0.0 psf
hd + hb = 0.00 fthd + hb < =h therefore sliding snow = 0.0 psf
Balanced snow load = 0.0 psfUniform snow load within 15' of higher roof = 0.0 psf
NOTE: Alternate spans of continuous beams and other areas shall be loaded with half the design roof snow load so as to produce the greatest possible effect - see code.
Leeward Snow Drifts - from adjacent higher roof
Windward Snow Drifts - from low roof against high roof
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Seismic Loads: ASCE 7-05
Occupancy Category : II
Importance Factor (I) : 1.00
Site Class : D
Ss (0.2 sec) = 160.00 %gS1 (1.0 sec) = 50.00 %g
Fa = 1.000 Sms = 1.600 1.067 Design Category = D
Fv = 1.500 Sm1 = 0.750 0.500 Design Category = D
Seismic Design Category = D
Number of Stories: 6
Structure Type: Not applicable
Horizontal Struct Irregularities: No plan Irregularity
Vertical Structural Irregularities: No vertical Irregularity
Flexible Diaphragms: No
Building System: Bearing Wall Systems
Seismic resisting system: Ordinary reinforced concrete shear walls
System Structural Height Limit: System not permitted for this seismic design categoryActual Structural Height (hn) = 30.0 ft
See ASCE7 Section 12.2.5 for exceptions and other system limitations
DESIGN COEFFICIENTS AND FACTORS
Response Modification Coefficient (R) = 4 Over-Strength Factor (Ωo) = 2.5
Deflection Amplification Factor (Cd) = 41.0670.500
ρ = redundancy coefficientSeismic Load Effect (E) = = ρ 0.213D
Special Seismic Load Effect (Em) = = 2.5 0.213D D = dead load
PERMITTED ANALYTICAL PROCEDURES
Simplified Analysis - Use Equivalent Lateral Force Analysis
Equivalent Lateral-Force Analysis - Permitted0.020 Cu = 1.40
Approx fundamental period (Ta) = 0.256 sec x= 0.75 Tmax = CuTa = 0.359User calculated fundamental period (T) = 0 sec Use T = 0.256
Long Period Transition Period (TL) = ASCE7 map = errorSeismic response coef. (Cs) = 0.267
need not exceed Cs = Sd1 I TL/RT^2 = 0.000but not less than Cs = 0.044SdsI = 0.047
USE Cs = 0.047Design Base Shear V = error, you need to enter TL (see link to right)
Model & Seismic Response Analysis - Permitted (see code for procedure)
ALLOWABLE STORY DRIFT
Structure Type: All other structures
Allowable story drift = 0.020hsx where hsx is the story height below level x
SDS =
SD1 =
SDS =SD1 =
ρ QE +/- 0.2SDS D QE +/- QE = horizontal seismic force Ωo QE +/- 0.2SDS D QE +/-
Building period coef. (CT) =
CThnx =
SDSI/R =
Company JOB TITLE Address
City, State JOB NO. SHEET NO.
Phone CALCULATED BY DATE
CHECKED BY DATE
Seismic Loads - cont. : Seismic Design Category (SDC)= DI = 1.00
CONNECTIONS Sds = 1.067
Force to connect smaller portions of structure to remainder of structure
0.142
0.05 Use Fp = 0.14
Beam, girder or truss connection for resisting horizontal force parallel to member
Anchorage of Structural Walls to elements providing lateral support
Fp = 0.10Ww = 0.10 Ww or Fp =0.8SdsIWw = 0.853 Ww (for flexible diaphragm) Fp = 0.853 Ww Fp =0.4SdsIWw = 0.427 Ww (for rigid diaphragm) Fp = 0.427 Ww
but Fp shall not be less than 427 plf = 400SdsIe MEMBER DESIGN
Bearing Walls and Shear Walls (out of plane force)
Fp = 0.4SdsIWw = 0.427
but not less than 0.10 Use Fp = 0.43
Diaphragms
Fp = (Sum Fi / Sum Wi)Wpx + Vpx = (Sum Fi / Sum Wi)Wpx + Vpxneed not exceed 0.4 SdsIWpx + Vpx = 0.427 Wpx + Vpxbut not less than 0.2 SdsIWpx + Vpx = 0.213 Wpx + Vpx
ARCHITECTURAL COMPONENTS SEISMIC COEFFICIENTS
Architectural Component : Interior Nonstructural Walls and Partitions: Plain (unreinforced) masonry walls
Importance Factor (Ip) : 1.0
1 h= 30.0 feet
1.5 z= 50.0 feet z/h = 1.00
0.853 Wpnot greater than Fp = 1.6SdsIpWp = 1.707 Wp
but not less than Fp = 0.3SdsIpWp = 0.320 Wp use Fp = 0.853 Wp
MECH AND ELEC COMPONENTS SEISMIC COEFFICIENTS
Mech or Electrical Component : Elevator and escalator components.
Importance Factor (Ip) : 1.5
1 h= 30.0 feet
2.5 z= 50.0 feet z/h = 1.00
0.768 Wpnot greater than Fp = 1.6SdsIpWp = 2.560 Wp
but not less than Fp = 0.3SdsIpWp = 0.480 Wp use Fp = 0.768 Wp
Fp = 0.133Sdswp = wp
or Fp = 0.05wp = wp wp wp = weight of smaller portion
FP = no less than 0.05 times dead plus live load vertical reaction
ww
ww ww
Component Amplification Factor (ap) =
Comp Response Modification Factor (Rp) =
Fp = 0.4apSdsIpWp(1+2z/h)/Rp =
Component Amplification Factor (ap) =
Comp Response Modification Factor (Rp) =
Fp = 0.4apSdsIpWp(1+2z/h)/Rp =
Company JOB TITLE Address
City, State JOB NO. SHEET NO.
Phone CALCULATED BY DATE
CHECKED BY DATE
Roof Design Loads
Items Description Multiple psf (max) psf (min)
Roofing 3 ply felt & gravel 5.5 5.0
Decking Metal Roof deck, 1.5, 22 ga. 1.7 1.2
Framing Steel roof joists & girders 3.0 2.0
Insulation Rigid insulation, per 1" 1.5 0.7
Ceiling Suspended acoustical tile 1.8 1.0
Mech & Elec Mech. & Elec. 2.0 0.0
Misc. Misc. 0.5 0.0
0.0 0.0
Actual Dead Load 16.0 9.9
Use this DL instead 20.0 9.0
Live Load 18.0 0.0
Snow Load 0.0 0.0
Wind (zone 2 - 100sf) 10.0 -23.9ASD Loading D + Lr 38.0 -
D + 0.75(W + Lr) 41.0 -0.6*D + W - -18.5
LRFD Loading 1.2D + 1.6 Lr + 0.8W 60.8 -1.2D + 1.6W + 0.5Lr 49.0 -
0.9D + 1.6W - -30.1
Roof Live Load Reduction Roof angle 6.00 / 12 26.6 deg
0 to 200 sf: 18.0 psf200 to 600 sf: 21.6 - 0.018Area, but not less than 12 psf
over 600 sf: 12.0 psf
300 sf 16.2 psf400 sf 14.4 psf500 sf 12.6 psf
User Input: 450 sf 13.5 psf
Company JOB TITLE Address
City, State JOB NO. SHEET NO.
Phone CALCULATED BY DATE
CHECKED BY DATE
Floor Design Loads
Items Description Multiple psf (max) psf (min)
Flooring Carpet & pad 1.0 1.0
Topping Concrete regular per 1" x 4.5 56.3 54.0
Decking Metal Floor deck - 2", 20ga 2.0 1.5
Framing Steel floor bms/joists & girders 8.0 5.0
Topping Deflection Concrete 12.5 2.0
Ceiling Suspended acoustical tile 1.8 1.0
Sprinklers Sprinklers 2.0 0.0
Mech & Elec Mech. & Elec. 2.0 0.0
Misc. Misc. 0.5 0.0
Actual Dead Load 86.1 64.5
Use this DL instead 100.0 65.0
Partitions 15.0 0.0
Live Load 50.0 0.0
Total Live Load 65.0 0.0
Total Load 165.0 65.0
FLOOR LIVE LOAD REDUCTION (not including partitions)
NOTE: Not allowed for assembly occupancy or LL>100psf or passenger car
garages, except may reduce columns 20% if 2 or more floors & non-assembly IBC alternate procedureSmallest of:
R= .08%(SF - 150)Unreduced design live load: Lo = 50 psf R= 23.1(1+D/L) = 69.3%
R= 40% beams; 60% columns
2
300 sf R = 12.0%Reduced live load: L = 43.1 psf Reduced live load: L = 44.0 psf
4
500 sf R = 28.0%Reduced live load: L = 29.3 psf Reduced live load: L = 36.0 psf
L=Lo(0.25+15/√KLLAT)
Floor member KLL =
Tributary Area AT =
Columns (2 or more floors) KLL =
Tributary Area AT =
Company JOB TITLE Address
City, State JOB NO. SHEET NO.
Phone CALCULATED BY DATE
CHECKED BY DATE
www.struware.com
CODE SUMMARY
Code: ASCE 7 - 05
Live Loads:
Roof 0 to 200 sf: 18 psf200 to 600 sf: 21.6 - 0.018Area, but not less than 12 psf
over 600 sf: 12 psf
Typical Floor 50 psfPartitions 15 psfCorridors above first floor 80 psfLobbies & first floor corridors 100 psfBalconies (exterior) 100 psf
Dead Loads:
Floor 100.0 psfRoof 20.0 psf
Wind Design Data:
Basic Wind Speed 90 mphImportance Factor 1.00Occupancy Category IIMean Roof Ht (h) 30.0 ftExposure Category CEnclosure Classif. Enclosed BuildingInternal pressure Coef. +/-0.18Directionality (Kd) 0.85
Roof Snow Loads:
Design Uniform Roof Snow load = 0.0 psfFlat Roof Snow Load Pf = 0.0 psfBalanced Snow Load Ps = 0.0 psfGround Snow Load Pg = 0.0 psfImportance Factor I = 1.00Snow Exposure Factor Ce = 1.00Thermal Factor Ct = 1.00Sloped-roof Factor Cs = 0.67
Earthquake Design Data:
Occupancy Category = IIImportance Factor I = 1.00Mapped spectral response accelerati Ss = 160.00 %g
S1 = 50.00 %gSite Class = DSpectral Response Coef. Sds = 1.067
Sd1 = 0.500Seismic Design Category = DBasic Structural System = Bearing Wall SystemsSeismic Resisting System = Ordinary reinforced concrete shear wallsDesign Base Shear V = 0.047WSeismic Response Coef. Cs = 0.047Response Modification Factor R = 4
Analysis Procedure = Equivalent Lateral-Force Analysis
Company JOB TITLE Address
City, State JOB NO. SHEET NO.
Phone CALCULATED BY DATE
CHECKED BY DATE
www.struware.com
CODE SUMMARY- continued
Component and cladding wind pressures
Roof Surface Pressure (psf) Area 10 sf 50 sf 100 sf
Negative Zone 1 -18.7 -17.5 -17.0Negative Zone 2 -32.5 -26.5 -23.9Negative Zone 3 -48.1 -40.9 -37.7
Positive All Zones 11.8 10.0 10.0
Overhang Zone 2 -38.1 -38.1 -38.1Overhang Zone 3 -64.1 -49.5 -43.3
Parapet Solid Parapet Pressure (psf)Area 10 sf 100 sf 500 sf
CASE A: Interior zone 0.0 0.0 0.0Corner zone 0.0 0.0 0.0
CASE B: Interior zone 0.0 0.0 0.0Corner zone 0.0 0.0 0.0
Wall Surface Pressure (psf)Area 10 sf 100 sf 500 sf
Negative Zone 4 -22.2 -19.1 -17.0Negative Zone 5 -27.4 -21.2 -17.0
Positive Zone 4 & 5 20.4 17.4 15.2
InstructionsThe manual for this program is the building code you are using. All definitions and interpretations should be in accordance with
the building code being used. Some instructions are given in a comment box when you place the cursor on a cell with a red flag. In order to see the comment box you must make sure this feature is turned on. If it is not, choose "tools" from the pulldown menu (Excel 2003 or older) , then select "options", pick the "view" tab, and then under "comments" select"comment indicator only". For Excel 2007 and later select the "file" ribbon button (round upper left button in Excel 2007),select "options", select "advanced" from the left menu, then under "display" select "indicators only, and comments on hover".
This program is an Excel workbook composed of many pages called worksheets (or sheets). The program is used by going from sheet tosheet using the sheet tabs at the bottom of the screen. Typically, you would start a project on the left hand tab ("Title" sheet)and go along the tabs at the bottom to the right. You do not need to use all sheets, but you must fill in the "Code" sheet in order to use the other sheets. For example, if you are only interested in wind loading on a trussed tower (the "Other Wind" tab) you can skip the other sheets, but you need to fill in the relevant input items on the "Code" and "Wind" sheets
Generally, white spaces with red letters require input. However, some cells (green lettering) are calculated by the program, but can be changed by the user.
You can add your own building code by changing the code name and entering the basis codes for live, wind, snow & seismic loads.All states and some U.S. territories now use one of the International Building Codes as the basis for the state or local code. The version adopted can be found at http://www.iccsafe.org/gr/Pages/adoptions.aspx (click on state adoptions).If a particular state code modifies the live loads from it's basis code, you will need to go to the "tables" worksheet and change these in the column under the User code. Note that if you change them on the "tables" worksheet they will be permanently changed and will override the pulldown codes. Therefore, backup before you do this.
Logo You may insert a logo on the "Title" sheet where the company name and address is located in column "C". For your company info to appear on all the other sheets you must delete the company info in column "C" and enter the information in column "N" of the "Title" worksheet.
Revisions
08-24-2012 Fixed bug on "Roof" worksheet - Zone 2 poitive pressure displayed incorrectly when there was more than one positive zone and for "all h" 500 SF pressure displayed instead of 100 SF. Fixed minor display issues. Added Kd =1 for rooftop equiment.
7-10-2012 Fixed bug on "MWFRS<60" worksheet. Case A zones 5 & 6 pressures were displayed for ASCE 7-10 winds when they should only display for ASCE 7-02 & 05.
5-17-2012 Fixed bug on "C&C" worksheet. Alternate procedure for buildings between 60' and 90' high was selectable when h > width. It can no longer be selected when h > width. Fixed Kd bug on "Equip W" worksheet - ASCE 7-05 winds were multiplied by Kd twice (only affected CS12 version).
04-06-2012 Revised "Roof" worksheet to output ultimate wind loads when the wind factor is set to 0.6, since load combinations are based on ultimate wind pressures. Added box discussing ASCE 7-10 wind loads on the "Code" worksheet (when a code using ASCE 7-10 wind is selected).
03-25-2012 Revised "Equip W" to include 2010 FBC High Velocity Zone revisions to ASCE 7-10. Revised "Other W" worksheet to allow output of nominal pressures for ASCE 7-10 winds.
03-10-2012 Fixed roof LL bug for FBC High Velocity Zone.
02-18-2012 Revised "Equip W" to include 2010 Florida Building Code Revisions to ASCE 7-10.
01-24-2012 Added comment to wind factor explaining how nominal wind pressures (instead of ultimate) can be outputted for ASCE 7-10 winds. Added comment to C&C parapet table explaining how wind loads on each parapet surface can be calculated. Added 2010 FBC to code pulldown. Fixed update link.
12-19-2011 Added additional pulldown for roof dead loads on "Roof" worksheet. Renamed some ranges for compatibility with Excel 2010.
11-02-2011 & 12-19-2011 Fixed display of some cells. Added additional pulldown for roof dead loads on "Roof" worksheet. Renamed some ranges for compatibility with Excel 2010.
October 2011 Revised for 2012 IBC and ASCE 7-10.
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Weights
Page 23
Weights of Materials (psf) max min psfRoofing Materials:None 0 0Asphalt Shingles w/roll roofing 3 2 RoofingWood Shingles 3 2 RoofingClay Tile 14 8 RoofingClay Tile w/ mortar 19 16 RoofingConcrete tile 16 14 RoofingSpanish Tile 19 16 RoofingSlate (1/4" thk) 10 9 RoofingSlate (3/8" thk) 15 13 RoofingMetal, copper, or tin sheets 1.5 1 Roofing5 ply felt & gravel 6.5 6 Roofing3 ply felt & gravel 5.5 5 Roofing5 ply composite, no gravel 2.5 2 Roofing3 ply composite, no gravel 1.5 1 RoofingSingle ply 1 1 RoofingSingle ply - rock ballast 12 10 RoofingSiplast/zonolite roof, deck & conc 7 5.7 Roofing
Insulation:None 0 0Rock Wool per 1" thk 0.2 0.2 InsulationGlass Wool per 1" thk 0.3 0.3 InsulationR-30 Fiberglass insul. 0.9 0.9 InsulationR-19 Fiberglass insul. 0.6 0.6 InsulationR-11 Fiberglass insul. 0.35 0.35 InsulationRigid insulation, per 1" 1.5 0.7 InsulationStyrofoam, per 1" thk 0.2 0.2 InsulationZonolite insulation per 1" 0.15 0.01 Insulation
Decking Materials:None 0 0Metal Roof deck, 1.5, 22 ga. 1.7 1.2 DeckingMetal Roof deck, 1.5, 20 ga. 2.5 2 DeckingMetal Floor deck - 2", 20ga 2 1.5 DeckingMetal Floor deck - 2", 18ga 3 2 DeckingMetal Floor deck - 3", 20ga 2.5 1.5 DeckingMetal Floor deck - 3", 18ga 3 2.5 Decking7/16" plywood/OSB 1.6 1.4 Decking1/2" plywood/OSB 1.8 1.5 Decking5/8" plywood/OSB 2.2 1.8 Decking3/4" plywood/OSB 2.7 2.3 Decking1 1/8" plywood/OSB 4.1 3.4 DeckingCementitious wood fiber deck 3 1.75 Decking
Topping/flooring:None 0 0
Weights
Page 24
Concrete regular per 1" 12.5 12 ToppingConcrete lightwt per 1" 10 8.5 ToppingDeflection Concrete 12.5 2 ToppingVermiculite concrete per 1" 2.5 1.8 ToppingPoured gypsum per 1" 6.5 6 ToppingHardwood (Nominal 1") 2 2 FlooringSheet vinyl 1.5 0.5 FlooringCarpet & pad 1 1 FlooringCeramic tile (3/4") 10 8 FlooringThin Set Tile 4 3 FlooringTerrazo (1 1/2") 19 16 Flooring
Ceilings:None 0 0Suspended acoustical tile 1.8 1 CeilingWood suspension w/ tile 2.5 1.5 Ceiling1/2" gypsum board 2.2 2 Ceiling5/8" gypsum 2.8 2.5 CeilingPlaster per 1" 8 6 Ceiling1" plaster on metal lathe 8.5 6 Ceiling1" plaster on wood lathe 10 8 Ceiling
FRAMING:None 0 0Steel roof joists & girders 3 2 FramingSteel roof beams & girders 5 3 FramingSteel floor bms/joists & girders 8 5 FramingWood Trusses @ 24" 3 2.5 FramingWood 2x @24" 2.5 1.5 FramingLVL @ 24" 3 2 FramingTJI @ 24" 2 1 Framing4" Solid precast concrete slab 50 48 Framing4" untopped hollow core slab 40 34 Framing6" untopped hollow core slab 49 40 Framing8" untopped hollow core slab 63 50 Framing10" untopped hollow core slab 76 58 Framing12" untopped hollow core slab 86 71 Framing15" untopped hollow core slab 90 78 Framing
Other:None 0 0Sprinklers 2 0 SprinklersMech. & Elec. 2 0 Mech & Elec
Misc. 0.5 0 Misc.None 0 0
Weights
Page 25
Company JOB TITLE Address
City, State JOB NO. SHEET NO.
Phone CALCULATED BY
CHECKED BY
SHEET NO.
DATE
DATE
Company JOB TITLE Address
City, State JOB NO. SHEET NO.
Phone CALCULATED BY
CHECKED BY
SHEET NO.
DATE
DATE
Company JOB TITLE Address
City, State JOB NO. SHEET NO.
Phone CALCULATED BY
CHECKED BY
SHEET NO.
DATE
DATE
Company JOB TITLE Address
City, State JOB NO. SHEET NO.
Phone CALCULATED BY
CHECKED BY
SHEET NO.
DATE
DATE
Company JOB TITLE Address
City, State JOB NO. SHEET NO.
Phone CALCULATED BY
CHECKED BY
SHEET NO.
DATE
DATE