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City, State JOB NO. SHEET NO.

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CHECKED BY DATE

CS12 Ver 2012.08.24

STRUCTURAL CALCULATIONS

FOR

City, State

www.struware.com

http://www.struware.com/




CHECKED BY DATE

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

D21

For ASCE 7-10 (2012 IBC) and later, winds are ultimate winds. You can output nominal wind pressures by inputing 0.6 as the wind factor in the adjacent green box (since 0.6 is the ASD load combination factor for wind).

D33

For sloped roofs, input the rise in 12. For 7 in 12 enter only the number 7. The program will display 7/12. For 1/2" per foot enter .5 or 1/2. The program will display 0.5/12. For Arch or Dome roofs, enter the rise to span ratio multiplied by 32.

D34

Building length, but also horizontal dimension of building measured parallel to the wind direction. Depending on your structure you may need to compute wind pressures for wind from each direction by switching L & B values.

D35

Building width, but also horizontal dimension of building measured normal to the wind direction. Depending on your structure you may need to compute wind pressures for wind from each direction by switching L & B values.

D36

The average of the roof eave height and the height to the highest point on the roof surface, except that, for roof angles of less than or equal to 10 degrees, the roof height shall be the roof eave height.

D37

Height of parapet above ground surface. Enter 0 if no parapet.

D38

Height of parapet at perimeter of building above roof (not above ground). This value is used to determine if negative zone 3 roof pressures equal zone 2 pressures when parapet height is greater than or equal to 3 feet.

D43

Contact Building Official for any minimum roof loading in areas with snow loading.




CHECKED BY DATE

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 =

C9

All codes allow or require the use of ASCE 7 for wind loads. The simplified procedures for calculating wind loads in the various codes are based on ASCE 7 wind loads. ASCE 7 basically has three methods for calculating wind loads : 1 - Simplified Procedures 2 - Analytical Procedures (Directional Procedure for all heights and Envelope Procedure for low rise buildings) 3 - Wind Tunnel Procedure The simplified procedures are tabulated versions of the analytical procedures. They were created to make it easier to calculate wind loads using hand calculations, but are restrictive in their use and usually yield higher wind loading. Therefore, since this program is doing the calculating for you, it is based on the analytical procedures. For enclosed or partially enclosed buildings the Analytical Procedures can be broken into pressures for two categories (corresponding worksheet tabs are given in parenthesis): 1) Main Wind Force Resisting System a. Buildings of all heights (MWFRS all h) b. Low rise buildings - h<=60' & h<=B (MWFRS <=60) 2) Components & Cladding (C&C) a. Low rise buildings & buildings with h<=60' b. Buildings with h > 60' c. Alternate design when 60' <h < 90' For open buildings use the "Open Bldg" tab. For roof top equipment where h<= 60' use the "Equip W" tab. For signs, chimneys, tanks, trussed towers, etc. use the "Other W" tab.

C12

For ASCE 7-10 (2012 IBC) and later, winds are ultimate winds. The code provides different wind maps for each risk category. Use links to the right to find wind speeds for your project. You can convert an ultimate wind speed to a nominal wind speed by multipling the ultimate wind speed by the square root of 0.6 (since wind speed is squared to determine wind pressure). You can convert ultimate wind pressures to nominal pressures by multiplying ultimate wind pressures by 0.6 (0.6 is the ASD load combination factor for wind).

C15

Interpolation of exposure categories is permitted in transition zones between exposure categories (except ASCE7-98). See ASCE 7 procedure. Adjust Kz & Kh factors as required.

C31

Distance from top of hill to the front face of the structure.

D44

For rigid structures, the gust effect factor shall be taken as 0.85 or calculated by formula. For flexible or dynamically sensitive structures (natural frequency less than 1 Hz i.e. a fundamental period T > 1 second), the gust effect factor shall be calculated.

B45

User may want to enter h value (structure height) for special cases such as signs or raised buildings with open area beneath.

B47

User may want to enter /z value (equivalent structure height) for special cases such as signs or raised buildings with open area beneath.

K59

Height from ground to top of structure for calculating Rh.




CHECKED BY DATE

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

I111

The numerical constant of 0.00256 should be used except where sufficient weather data are available to justify a different value of this constant for a specific design application. The mass density of air will vary as a function of altitude, latitude, temperature, weather, and season. The constant 0.00256 is based on the average ambient air density at sea level. The code commentary has a table with average and extreme values of air density. The calculation below uses the average ambient air density for a given height from the code commentary table to modify the constant. However the code states: "The numerical coefficient 0.00256 shall be used except where sufficient climatic data are available to justify the selection of a different value of this factor for a design application." The air density at your project location may be higher than the altitude average air density than from the code table.

J111

The numerical constant of 0.00256 should be used except where sufficient weather data are available to justify a different value of this constant for a specific design application. The mass density of air will vary as a function of altitude, latitude, temperature, weather, and season. The constant 0.00256 is based on the average ambient air density at sea level. The code commentary has a table with average and extreme values of air density. The calculation below uses the average ambient air density for a given height from the code commentary table to modify the constant. However the code states: "The numerical coefficient 0.00256 shall be used except where sufficient climatic data are available to justify the selection of a different value of this factor for a design application." The air density at your project location may be higher than the altitude average air density than from the code table.




CHECKED BY DATE

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

I10

Go to the "Wind" worksheet to set the calculation method for G.

I11

qi typically equals qh, except for positive internal pressures of partially enclosed buildings. For partially enclosed buildings, it is evaluated at the level of the highest opening that could affect the positive internal pressure such as z=60' if non-impact resistant glazing is used in wind borne debris regions. qi may conservatively be evaluated at height h (qi = qh).

B34

The default z values in the table below can be changed by the user in the green column to the right. Values must be entered in ascending order from top to bottom of column.

B36





CHECKED BY DATE

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

A52

Pressures shown are the sum of leeward and windward horizontal wind forces on the building. You can only use these values if the structure has a diaphragm tying the leeward and windward walls together (simple diaphragm). The roof horizontal pressure is the same as the roof pressures normal to the roof added together. This can be done because the length of the sloped roof multiplied by the pressure normal to the roof surface will equal the horizontal roof height multiplied by the horizontal component of the pressure normal to the roof (in other words the hypotenuse will cancel out). The code also requires a second load case of 10 psf acting on the vertical projection of all surfaces.

E52

Pressures shown are the sum of leeward and windward horizontal wind forces on the building. You can only use these values if the structure has a diaphragm tying the leeward and windward walls together (simple diaphragm). The roof horizontal pressure is the same as the roof pressures normal to the roof added together. This can be done because the length of the sloped roof multiplied by the pressure normal to the roof surface will equal the horizontal roof height multiplied by the horizontal component of the pressure normal to the roof (in other words the hypotenuse will cancel out). The code also requires a second load case of 10 psf acting on the vertical projection of all surfaces.




CHECKED BY DATE

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




CHECKED BY DATE

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

G29

Pressure is for a solid parapet or parapet where both surfaces are connected together so that internal pressure forces cancel. Case A is the windward parapet Case B is the leeward parapet ---------------------------------------------- You can calculate each parapet surface pressure (with the internal pressure included in the pressure) by entering the elevation at the top of the parapet as the mean roof height of the building and using the following values: Case A: 1. Positive wall pressure from the wall pressure table to front face (outside wall side) of parapet. 2. Negative roof edge pressure from the roof pressure table to back face (roof side) of parapet. Case B: 1. Positive wall pressure to back of parapet. 2. Negative wall pressure to outside face of parapet.

C45


C47





CHECKED BY DATE

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'




CHECKED BY DATE

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

F11


B12

Clear wind flow denotes relatively unobstructed wind flow with blockage less than or equal to 50%. Obstructed wind flow denotes objects below roof inhibiting wind flow (> 50% blockage).




CHECKED BY DATE

Location of Wind Pressure Zones

MAIN WIND FORCE RESISTING SYSTEM

COMPONENTS AND CLADDING




CHECKED BY DATE

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




CHECKED BY DATE

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 =

E11

Importance factor for IBC 2012 & later and ASCE 7-10 & later is 1.0 For earlier codes you can use a different importance factor than your main building by entering it in the green cell to the right: Occupancy Category I - hurricane prone regions =0.77 I - non-hurricane prone = 0.87 II = 1.00 III = 1.15 IV = 1.15

E12


E13

Go to the "Wind" worksheet to calculate Kzt.

K20

ASCE7-98 & 02: Af is the projected area normal to the wind. ASCE7-05: As is the gross area of the sign.

D36

This is the distance to the centroid of Af.

D38

This is width of typical member, not width of sign.

D39

This is diameter of typical member, not diameter of sign.

K40

The area is the solid area projected normal to the wind direction (open area does not need to be included).

D47


D50

This is total height. The height at which pressure is evaluated is entered above.

D51

D = diameter or least horizontal dimension of square, hexagonal or octangular at elevation under consideration.

D52

D' = depth of protruding elements such as ribs and spoilers (in feet) for round structures only.

D62


D63

Ratio of solid area to gross area of the tower face under consideration.




CHECKED BY DATE

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'

D15

Beginning with 2005 ASCE7 & 2006 IBC codes, the type of framing system of hip or gable roofs controls the unbalanced snow load when W is 20' or less. A rafter system is defined in the code as "having simply supported prismatic members spanning from ridge to eave". For all other framing systems select "w/trussed system".

D28

This is the angle required by code. Roof slopes less than this angle require a rain surcharge to be added to the balanced snow load. The value can be changed here if required by local codes.

D29

The typical maximum rain on snow surcharge is 5 psf. However, some local codes may require a different value. You can enter the local value here.

D34

This is the uniform design snow load for the roof, but it is not used in combination with unbalanced or drift loads (Ps is used in those calculations). Some local building departments require a minimum roof snow load that may be higher than this calculated load (enter it in the green cell to the right).




CHECKED BY DATE

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

B17

Beginning with the 2005 ASCE7 & 2006 IBC codes the type of framing system of hip or gable roofs controls the unbalanced snow load when W is 20' or less. A rafter system is defined in the code as "having simply supported prismatic members spanning from ridge to eave". For all other framing systems select "w/trussed system".

D30

This is the angle required by code. Roof slopes less than this angle require a rain surcharge to be added to the balanced snow load. The value can be changed here if required by local codes.

D31

The typical maximum rain on snow surcharge is 5 psf. However, some local codes may require a different value. You can enter the local value here.

D36

This is the uniform design snow load for the roof, but it is not used in combination with unbalanced or drift loads (Ps is used in those calculations). Some local building departments require a minimum roof snow load that may be higher than this calculated load (enter it in the green cell below).

D37

If the local building department requires a minimum roof snow load for design, enter it here.

D53

Drift width is truncated by subtracting building separation distance from calculated drift width




CHECKED BY DATE

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 =

D14

Ss may be found in several ways: Code tables, the geotechnoical report for the project or by using the yellow boxes down and to the right. The upper box is a link to a program on the internet named "Java Ground Motion Parameter Calculator". The program will find Ss for a location using the zip code or the latitude & longitude of the project location. Using the latitude & longitude will be more precise, since a zip code can cover a wide area. Click on the lower box to find the latitude and longitude of the site by entering the project address. The program will let you select the code you are using.

D15

Ss may be found in several ways: Code tables, the geotechnoical report for the project or by using the yellow boxes down and to the right. The upper box is a link to a program on the internet named "Java Ground Motion Parameter Calculator". The program will find Ss for a location using the zip code or the latitude & longitude of the project location. Using the latitude & longitude will be more precise, since a zip code can cover a wide area. Click on the lower box to find the latitude and longitude of the site by entering the project address. The program will let you select the code you are using.

C27

A diaphragm is flexible for the purpose of distribution of story shear and torsional moment when the computed maximum in-plane deflection of the diaphragm itself under lateral load is more than two times the average drift of adjoining vertical elements of the lateral-force-resisting system of the associated story under equivalent tributary lateral load.

F56

If the user has calculated the actual fundamental period of the structure (T), it can be entered here. If left zero, Ta will be used for T.




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 =

H48

Average roof height of structure with respect to the base.

H49

Height to point of attachment of component with respect to the base. For items at or below the base enter 0.

H64

Average roof height of structure with respect to the base.

H65

Height to point of attachment of component with respect to the base. For items at or below the base enter 0.




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




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 =




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




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

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

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