Picture 1 JOB TITLE Creech 2 - Admin Criteria
JOB NO. SHEET NO.
CALCULATED BY ACV DATE 10/7/25
CHECKED BY DATE
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Creech 2 - Admin Criteria
Michael Baker International JOB TITLE Creech 2 - Admin Criteria
100 Airside Drive
Moon Township, PA 15108 JOB NO. SHEET NO.
412.269.6300 CALCULATED BY ACV DATE 10/7/25
CHECKED BY DATE
www.struware.com
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       Code:
 International Building Code 2024
       Occupancy:
Occupancy Group = F Factory
      Risk Category & Importance Factors:
Risk Category = III
Wind Factor = 1.00
Snow Factor = 1.00
Seismic Importance factor = 1.25
      Type of Construction:
Fire Rating:
Roof = 0.0 hr
Floor = 0.0 hr
      Building Geometry:
Roof angle    (θ) 0.08 / 12 0.4 deg
Building length 50.4 ft
Least width    23.8 ft
Mean Roof Ht   (h) 24.0 ft
Parapet ht above grd 0.0 ft
Minimum parapet ht  0.0 ft
hb for Elevated bldg 0.0 ft
       Live Loads:
 
Roof 0 to 200 sf:  20 psf
200 to 600 sf:    24 - 0.02Area, but not less than 12 psf
over 600 sf:  12 psf
0 psf
Floor:
Typical Floor 50 psf
Partitions 15 psf
Corridors above first floor 80 psf
Lobbies & first floor corridors 100 psf
Michael Baker International JOB TITLE Creech 2 - Admin Criteria
100 Airside Drive
Moon Township, PA 15108 JOB NO. SHEET NO.
412.269.6300 CALCULATED BY ACV DATE 10/7/25
CHECKED BY DATE
  Wind Loads : ASCE 7- 22
Ultimate Wind Speed 105 mph
Nominal Wind Speed 81.3 mph
Risk Category  III
Exposure Category C
Enclosure Classif. Enclosed Building
Internal pressure +/-0.18
Bldg Directionality  (Kd) 0.85
Kh MWFRS<=60 0.937
Kh all other 0.937
Type of roof  Monoslope topo1
Topographic Factor   (Kzt)
Topography Flat
Hill Height            (H) 0.0 ft H< 15ft;exp C
Half Hill Length (Lh)  0.0 ft \ Kzt=1.0
Actual H/Lh              = 0.00
Use H/Lh                  = 0.00
Modified Lh              =   0.0 ft
From top of crest: x = 0.0 ft
Bldg up/down wind? downwind
H/Lh= 0.00 K1 = 0.000 topo2
x/Lh = 0.00 K2 = 0.000
z/Lh = 0.00 K3 = 1.000
At Mean Roof Ht:
Kzt = (1+K1K2K3)^2 = 1.00
Gust  Effect  Factor
h = 24.0 ft Flexible structure if natural frequency < 1 Hz   (T > 1 second).
B = 23.8 ft If building  h/B>4 then may be flexible and should be investigated.
 /z (0.6h) = 15.0 ft h/B = 1.01
G = 0.85 #REF!
Rigid Structure Flexible or Dynamically Sensitive Structure
Ä“ = 0.20 Natural Frequency  (η1) = 0.7 Hz
â„“   = 500 ft Damping ratio (β) = 0.01
zmin = 15 ft /b = 0.660
c = 0.20 /α = 0.156
gQ, gv = 3.4 Vz = 89.9
Lz = 427.1 ft N1 = 3.33
Q = 0.93 Rn = 0.066
Iz = 0.23 Rh = 0.608 η = 0.860 h = 24.0 ft
G = 0.89 use G = 0.85 RB = 0.610 η = 0.853
RL = 0.152 η = 6.046
gR  = 4.104
R  = 1.209
Gf  = 1.309
Ground Elevation Factor (Ke)
Grd level above sea level = 0 ft Ke = 1.0000
Constant =  0.00256
0.00256Ke =  0.00256
Enclosure Classification
Test for Enclosed Building:   Ao < 0.01Ag or 4 sf, whichever is smaller
Test for Open Building: All walls are at least 80% open.
Ao ≥  0.8Ag
Test for Partially Enclosed Building:    Predominately open on one side only
Input Test
Ao 500.0 sf Ao  ≥  1.1Aoi   NO
Ag 600.0 sf Ao > 4sf or 0.01Ag   YES
Aoi 1000.0 sf Aoi / Agi  ≤  0.20   YES Building is NOT
Agi 10000.0 sf Partially Enclosed
Conditions to qualify as Partially Enclosed Building.  Must satisfy all of the following:
          Ao ≥ 1.1Aoi
          Ao >   smaller of 4sf or 0.01 Ag
          Aoi / Agi ≤  0.20
Where:
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.
Test for Partially Open Building: A building that does not qualify as open, enclosed or partially enclosed.
(This type building will have same wind pressures as an enclosed building.)
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): SF
Unpartitioned internal volume  (Vi) : CF
Ri =  1.00
Michael Baker International JOB TITLE Creech 2 - Admin Criteria
100 Airside Drive
Moon Township, PA 15108 JOB NO. SHEET NO.
412.269.6300 CALCULATED BY ACV DATE 10/7/25
CHECKED BY DATE
Wind Loads - MWFRS  all h  (Except for Open Buildings)
Base pressure (qh) = 26.4 psf Kh = 0.937 GCpi = +/-0.18
(Kd qh) = 22.5 psf Bldg dim parallel to ridge = 50.4 ft G =  0.85
Roof Angle (θ) = 0.4 deg Bldg dim normal to ridge = 23.8 ft qi = qh
Roof tributary area:  h = 24.0 ft
Wind normal to ridge =(h/2)*L: 605 sf ridge ht = 24.1 ft
Wind parallel to ridge =(h/2)*L: 286 sf
Ultimate Wind Surface Pressures (psf)
Wind Normal to Ridge Wind Parallel to Ridge 
L/B = 0.47 h/L = 1.01 L/B = 2.12 h/L = 0.48
Surface Cp qhGCp w/+qiGCpi w/-qhGCpi Dist.* Cp qhGCp w/ +qiGCpi w/ -qhGCpi
Windward Wall (WW)     0.80 15.3 see table below 0.80 15.3 see table below  
Leeward Wall (LW)     -0.50 -9.6 -13.6 -5.5 -0.29 -5.6 -9.7 -1.6
Side Wall (SW)     -0.70 -13.4 -17.4 -9.3 -0.70 -13.4 -17.4 -9.3
Leeward Roof (LR)     ** Included in windward roof
Neg Windward Roof:   0 to h/2*   -1.10 -21.1 -25.1 -17.0 0 to h/2* -0.90 -17.2 -21.2 -13.1
> h/2*   -0.70 -13.4 -17.4 -9.3 h/2 to h* -0.90 -17.2 -21.2 -13.1
  h to 2h* -0.50 -9.6 -13.6 -5.5
  > 2h* -0.30 -5.7 -9.8 -1.7
Pos/min windward roof press.   -0.18 -3.4 -7.5 0.6 Min press. -0.18 -3.4 -7.5 0.6
*Horizontal distance from windward edge
**Roof angle < 10 degrees. Therefore, leeward roof is included in windward roof pressure zones.  For monoslope roofs, 
entire roof surface is either 
windward or leeward surface. 
mwfs12
Windward roof overhangs  : 15.3 psf (upward : add to qhGCp windward roof pressure)
Parapet
z Kz Kzt Kdqp (psf)
0.0 ft 0.851 1.00 0.0
Windward parapet:
0.0 psf
    (GCpn = +1.5)
Leeward parapet: 0.0 psf     (GCpn = -1.0)
Windward Wall Pressures at "z" (psf) Combined WW + LW
Windward Wall Wind Normal Wind Parallel
z Kz Kzt qzGCp w/+qiGCpi w/-qhGCpi to Ridge to Ridge mwfs11
0 to 15' 0.85 1.00 13.9 9.8 17.9 23.4 19.5
20.0 ft 0.90 1.00 14.7 10.7 18.8 24.3 20.3
h= 24.0 ft 0.94 1.00 15.3 11.2 19.3 24.8 20.9
ridge = 24.1 ft 0.94 1.00 15.3 11.3 19.3 24.8 20.9
mwfs1C
Elevated Buildings
Horizontal MWFRS wind pressures on objects below hb
h = 24.0 ft
hb = 0.0 ft
Elevated Building Geometry limitation 1
z = 6.0 ft Bldg Length = 50.4 ft
Bldg Width = 23.8 ft Area of below elements / Area of Bldg above = 9.5%
Area of elevated building above = 1,200 sf
Cross setional area of all columns below bldg = 64.0 sf Direction 1 L/B = 0.47 Max L/B = 0.500 OK
Area of enclosed areas below bldg = 50.0 sf Direction 2 L/B = 2.12 Max L/B = 0.500 OK
Total cross sectional area below bldg = 114.0 sf Meets geometry Limitation No 1 for both directions
Elevated Building Geometry limitation 2
Direction 1 Direction 2
Projected width of all columns facing direction 1 = 32.0 ft Projected width of columns direction 2 = 30.0 ft
Projected L2 width of enclosed areas below bldg = 40.0 ft Projected L1 width of enclosed areas = 42.0 ft
Total projected width below bldg (width) = 72.0 ft Total projected width below bldg (width) = 72.0 ft
Projected area ratio = 142.9% . 75% No Good Projected area ratio = 302.5% > 75% NG
Doesn't meet geometry Limitation No 2 for either direction
hb = 0, therefore building is not an elevated building
Picture 8 Picture 10
Combined MWFRS windward and leeward wind pressure on surfaces from 0 to hb  (Kd qzGCp) =
0.0
psf **
MWFRS direction 1 force at height hb (width*hb/2) =
0.0
k **
MWFRS direction 2 force at height hb (width*hb/2) =
0.0
k **
** Both directions fail at least one limitation, assume building is continous to grade w/o interruption
Vertical MWFRS wind pressures on bottom surface of the elevated building
Base pressure (Kd qz) = 0.0 psf
Ultimate Vertical MWFRS Wind Surface Pressures (psf) at horizontal bottom surface of elevated building
Wind Normal to Ridge Wind Parallel to Ridge 
L/B = 0.47 hb/L = 0.00 L/B = 2.12 hb/L = 0.00
Cp qhGCp w/+qiGCpi w/-qhGCpi Dist.* Cp qhGCp w/ +qiGCpi w/ -qhGCpi
Downward pressure:  0 to hb/2*  -0.90 0.0 0.0 0.0 0 to hb/2* -0.90 0.0 0.0 0.0
hb/2 to hb*   -0.90 0.0 0.0 0.0 hb/2 to hb* -0.90 0.0 0.0 0.0
hb to 2hb*   -0.50 0.0 0.0 0.0   hb to 2hb* -0.50 0.0 0.0 0.0
> 2hb*   -0.30 0.0 0.0 0.0   > 2hb* -0.30 0.0 0.0 0.0
Upward or min wind pressure  -0.18 0.0 0.0 0.0 Min press. -0.18 0.0 0.0 0.0
NOTE: Picture 5
ASCE 7 requires the application of full and partial loading of the wind pressures per the 4 cases below.
Wind Forces at Floors
Building dimension (parallel with ridge) = 50.4 ft e = 7.56 ft
Total Floors above grade = 2 Building dimension (normal to ridge) = 23.8 ft e = 3.57 ft
T/Fdn (dist below grade) = 2.0 ft      L is the building dimension parallel to the wind direction
Elevation Height of Wind Normal to Ridge Wind Parallel to Ridge
Above  Centroid  Applied  Story Overturning Applied  Story Overturning
Level Grade (ft) to Fdn (ft) L B Area (sf) Force (k) Shear (k) Moment ('k) Area Force (k) Shear (k) Moment ('k)
Equip,etc 66.00 68.00 wind on equip, screenwalls, etc = 2 0
Parapet 0.00 0.00 0.0 0.0
T/Ridge 0.00 0.00 0.0 0.0 0.0 0.0
Roof 35.00 37.00 23.8 50.4 0.0 0.0 2.0 62.0 0.0 0.0 0.0 0.0 Roof
2 35.00 37.00 23.8 50.4 378.0 9.9 11.9 62.0 178.5 3.9 3.9 0.0 2
1 20.00 22.00 23.8 50.4 882.0 21.4 33.3 239.8 416.5 8.5 12.4 59.2 1
GRD 2.00 905.0 307.7 GRD
FDN 0.00 971.5 332.5 FDN
Michael Baker International JOB TITLE Creech 2 - Admin Criteria
100 Airside Drive
Moon Township, PA 15108 JOB NO. SHEET NO.
412.269.6300 CALCULATED BY ACV DATE 10/7/25
CHECKED BY DATE
 Wind Loads - MWFRS  h≤60' (Low-rise Buildings) except for open buildings
Base pressure (qh) = 0.0 psf Kz = Kh = 0.937 Edge Strip    (a) = 3.0 ft
(Kd qh) = 0.0 psf End Zone   (2a) = 6.0 ft
GCpi =  +/-0.18 Zone 2 length    = 11.9 ft
 h>B - can't use low-rise method
Wind Pressure Coefficients
              CASE A CASE B
θ = 0.4 deg
Surface GCpf w/-GCpi w/+GCpi GCpf w/-GCpi w/+GCpi
1 0.40 0.58 0.22 -0.45 -0.27 -0.63
2 -0.69 -0.51 -0.87 -0.69 -0.51 -0.87
3 -0.37 -0.19 -0.55 -0.37 -0.19 -0.55
4 -0.29 -0.11 -0.47 -0.45 -0.27 -0.63
5 0.40 0.58 0.22
6 -0.29 -0.11 -0.47
1E 0.61 0.79 0.43 -0.48 -0.30 -0.66
2E -1.07 -0.89 -1.25 -1.07 -0.89 -1.25
3E -0.53 -0.35 -0.71 -0.53 -0.35 -0.71
4E -0.43 -0.25 -0.61 -0.48 -0.30 -0.66
5E 0.61 0.79 0.43
6E -0.43 -0.25 -0.61
Ultimate Wind Surface Pressures (psf)
1 0.0 0.0 0.0 0.0
2 0.0 0.0 0.0 0.0
3 0.0 0.0 0.0 0.0
4 0.0 0.0 0.0 0.0
5 0.0 0.0
6 0.0 0.0
1E 0.0 0.0 0.0 0.0
2E 0.0 0.0 0.0 0.0
3E 0.0 0.0 0.0 0.0
4E 0.0 0.0 0.0 0.0
5E 0.0 0.0
6E 0.0 0.0
Parapet
Windward parapet =  0.0 psf    (GCpn = +1.5) Windward roof 
Leeward parapet =  0.0 psf    (GCpn = -1.0) overhangs = 0.0 psf  (upward) add to 
mwfsLT3 windward roof pressure
Horizontal MWFRS Simple Diaphragm Pressures (psf)
Transverse direction (normal to L)
Interior Zone:  Wall  0.0 psf
Roof  0.0 psf  
End Zone:  Wall  0.0 psf
Roof  0.0 psf  
Longitudinal direction (parallel to L)
Interior Zone:  Wall  0.0 psf
End Zone:  Wall  0.0 psf
The code requires the MWFRS be designed for a min ultimate
force of 16 psf multiplied by the wall area plus an 8 psf force
applied to the vertical projection of the roof.
Wind Loads - h≤60' Longitudinal Direction MWFRS On Open or Partially 
  Enclosed Buildings with Transverse Frames and Pitched Roofs 
(Kd qh) = 0.0 psf  h>B - can't use low-rise method  
GCpi =  +/-0.18 Enclosed bldg, procdure doesn't apply
Roof Angle (θ) = 0.4 deg
Picture 1
B= 23.8 ft
# of frames (n) = 4
Solid are of end wall including fascia (As) = 26.0 sf
Roof ridge height = 24.1 ft
Roof eave height = 24.0 ft
Total end wall area if soild (Ae) = 572.2 sf
Longidinal Directional Force (F) = pAe
p= qh [(GCpf)windward -(GCpf)leeward] KB KS
Solidarity ratio (Φ) = 0.045
n = 4
KB = 1.562
KS = 0.678
Zones 5 & 6 area = 500 sf
5E & 6E area = 72 sf
(GCpf) windward - (GCpf) leeward] = 0.734
p = 0.0 psf
Total force to be resisted by MWFRS (F) = 0.0 kips applied at the centroid 
       of the end wall area Ae   
Note: The longidudinal force acts in combination with roof loads
calculated elsewhere for an open or partially enclosed building.
Picture 12
NOTE: Torsional loads are 25% of zones 1 - 6. 
Exception: One story buildings h<30' and 1 to 2 storybuildings framed with light-frame 
construction or with flexible diaphragms need not be designed for the torsional load case.
ASCE 7-98 & ASCE 7-10 (& later) - MWFRS wind pressure zones
mwfrslt60-02
NOTE: Torsional loads are 25% of zones 1 - 4. See code for loading diagram.
Exception: One story buildings h<30' and 1 to 2 storybuildings framed with light-frame 
construction or with flexible diaphragms need not be designed for the torsional load case.
ASCE 7-02 and ASCE 7-05 - MWFRS wind pressure zones
Michael Baker International JOB TITLE Creech 2 - Admin Criteria
100 Airside Drive
Moon Township, PA 15108 JOB NO. SHEET NO.
412.269.6300 CALCULATED BY ACV DATE 10/7/25
CHECKED BY DATE
Ultimate Wind Pressures 
Wind Loads - Components & Cladding : h ≤ 60'
Base pressure (qh) = 26.4 psf Kh = 0.937
(Kd qh) = 22.5 psf h = 24.0 ft  0.2h = 4.8 ft
Minimum parapet ht = 0.0 ft  0.6h = 14.4 ft
Roof Angle (θ) = 0.4 deg GCpi = +/-0.18         
Type of roof = Monoslope Kd qi = Kd qh = 22.5 psf      
Roof  GCp +/- Gcpi  Surface Pressure (psf) User input
Area  10 sf 100 sf 500 sf 1000 sf 10 sf 100 sf 500 sf 1000 sf 50 sf 500 sf
#REF! -1.88 -1.47 -1.18 -1.18 -42.3 -33.0 -26.5 -26.5 -35.8 -26.5
#REF! -1.08 -1.08 -0.73 -0.58 -24.3 -24.3 -16.4 -16.0 -24.3 -16.4
#REF! -2.48 -1.95 -1.58 -1.58 -55.7 -43.8 -35.5 -35.5 -47.4 -35.5
#REF! -3.38 -2.32 -1.58 -1.58 -76.0 -52.2 -35.5 -35.5 -59.3 -35.5
#REF! 0.48 0.38 0.38 0.38 16.0 16.0 16.0 16.0 16.0 16.0
#REF!
#REF! -1.70 -1.60 -1.00 -1.00 -38.2 -36.0 -22.5 -22.5 -36.6 -22.5
#REF! -2.30 -1.59 -1.10 -1.10 -51.7 -35.8 -24.7 -24.7 -40.6 -24.7
#REF! -3.20 -1.96 -1.10 -1.10 -71.9 -44.1 -24.7 -24.7 -52.5 -24.7
#REF!
Overhang pressures in the table above assume an internal pressure coefficient (Gcpi) of 0.0
Overhang soffit pressure equals adj wall pressure (which includes internal pressure of 4 psf)
Parapet
Kd qp = 0.0 psf Surface Pressure (psf) User input
Solid Parapet Pressure  10 sf 20 sf 50 sf 100 sf 200 sf 500 sf 50 sf
CASE A:         Zone 2 :  0.0 0.0 0.0 0.0 0.0 0.0 0.0
Zone 3 :  0.0 0.0 0.0 0.0 0.0 0.0 0.0
CASE B:  Interior zone :  0.0 0.0 0.0 0.0 0.0 0.0 0.0
Corner zone :  0.0 0.0 0.0 0.0 0.0 0.0 0.0
 wall a = 3.0 ft
Walls GCp +/- GCpi Surface Pressure at h User input
Area 10 sf 100 sf 200 sf 500 sf 10 sf 100 sf 200 sf 500 sf 100 sf 200 sf
Negative Zone 4 -1.17 -1.01 -0.96 -0.90 -26.3 -22.7 -21.6 -20.2 -22.7 -21.6
Negative Zone 5 -1.44 -1.12 -1.03 -0.90 -32.4 -25.2 -23.1 -20.2 -25.2 -23.1
Positive Zone 4 & 5 1.08 0.92 0.87 0.81 24.3 20.7 19.6 18.2 20.7 19.6
Note: GCp reduced by 10% due to roof angle <= 10 deg.
  
  
  
  
  
  
  
  
  
  
  
  
  
  
  
  
  
  
  
  
  
  
  
  
  
  
Bottom Horizontal Surface of Elevated Buildings
Base pressure (qh) = 0.94 h = 24.0 ft 0.2hb = 0.00
(Kd qh) = 22.5 psf hb = 0.0 ft 0.6hb = 0.00
Wall width = 5.0 ft ab = 0.00
GCp Surface Pressure (psf) User input
Area 10 sf 100 sf 500 sf 1000 sf 10 sf 100 sf 500 sf 1000 sf 50 sf 500 sf
Negative Zone 1 -1.70 -1.29 -1.00 -1.00 -42.3 -33.0 -26.5 -26.5 -35.8 -26.5
Negative Zone 1' -0.90 -0.90 -0.55 -0.40 -24.3 -24.3 -16.4 -16.0 -24.3 -16.4
Negative Zone 2 -2.30 -1.77 -1.40 -1.40 -55.7 -43.8 -35.5 -35.5 -47.4 -35.5
Negative Zone 3 -3.20 -2.14 -1.40 -1.40 -76.0 -52.2 -35.5 -35.5 -59.3 -35.5
Positive Zones 1-3  0.30 0.20 0.20 0.20 16.0 16.0 16.0 16.0 16.0 16.0
Negative Zone 4' -0.99 -0.83 -0.72 -0.72 -26.3 -22.7 -20.2 -20.2 -23.8 -20.2
Positive Zone 4'  0.90 0.74 0.63 0.63 24.3 20.7 18.2 18.2 21.8 18.2
Negative pressures are downward
Picture 3
Picture 23
Wall width
Building Bottom Plan:  h ≤ 60' and alternate design 60'<h<90'
Picture 11
Picture 16
Building Bottom Plan:  h> 60 feet
Location of C&C Wind Pressure Zones - ASCE 7-22
Picture 9
Multispan Gable & Sawtooth ≤ 10°
Roofs w/  θ ≤ 10°  Walls h ≤ 60'  & Gable θ ≤ 7 degrees & Monoslope roofs
and all walls & alt design h<90' Monoslope ≤ 3 degrees 3° < θ ≤ 10°
h > 60' h ≤ 60' & alt design h<90' h ≤ 60' & alt design h<90'
Picture 12
Picture 24
Monoslope roofs  Gable 7° < θ ≤  27° Gable 27° < θ ≤  45° Hip 7° <  θ  ≤ 45°
10° < θ ≤ 30°
h ≤ 60' & alt design h<90'
Multispan gable 10° < θ  ≤  45°
Picture 4 h ≤ 60' & alt design h<90'
Picture 7
Sawtooth 10° < θ  ≤  45° Stepped roofs  θ ≤ 3° Note: The hatched area indicates where roof positive pressures are equal to the adjacent wall positive pressure.
h ≤ 60' & alt design h<90' h ≤ 60' & alt design h<90'
Location of C&C Wind Pressure Zones - ASCE 7-16 
Picture 18
Roofs w/  θ ≤ 10°  Walls h ≤ 60'  Multispan Gable & Sawtooth ≤ 10°
and all walls & alt design h<90' and Gable θ ≤ 7 degrees & Monoslope roofs
h > 60' Monoslope ≤ 3 degrees 3° < θ ≤ 10°
h ≤ 60' & alt design h<90' h ≤ 60' & alt design h<90'
Picture 20
Picture 19
Monoslope roofs  Multispan Gable > 10°  Hip 7° <  θ  ≤ 27°
10° < θ ≤ 30° & Gable 7° < θ ≤  45°
h ≤ 60' & alt design h<90'
Sawtooth 10° < θ  ≤  45°
Picture 17 h ≤ 60' & alt design h<90'
Note: The stepped roof zones above are as shown in ASCE 7-16 . Prior editions didn't show zones, but the notes sent you to the low slope gable figure. The note in ASCE 7-16 still sends you to the low slope gable figure, but for some reason the zones shown are per editions prior to ASCE 7-16. Therefore, the above zones may be a code mistake and the correct zone locations may be per the low slope gable roof shown at the top of this page.
Note: The hatched area indicates where roof positive pressures are equal to the adjacent wall positive pressure.
Stepped roofs  θ ≤ 3°
h ≤ 60' & alt design h<90'
Location of C&C Wind Pressure Zones - ASCE 7-10 & earlier
C&C60a
Roofs w/  θ ≤ 10°  Walls h ≤ 60'  Gable & Sawtooth ≤ 10 degrees
and all walls & alt design h<90' & Gable θ ≤ 7 degrees & Monoslope roofs
h > 60' Monoslope ≤ 3 degrees 3° < θ ≤ 10°
h ≤ 60' & alt design h<90' h ≤ 60' & alt design h<90'
C&C60b
Monoslope roofs  Multispan Gable > 10°  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'
Picture 28
Stepped roofs  θ ≤ 3°
h ≤ 60' & alt design h<90'
Note: The hatched area indicates where roof positive 
pressures are equal to the adjacent wall positive pressure.
Michael Baker International JOB TITLE Creech 2 - Admin Criteria
100 Airside Drive
Moon Township, PA 15108 JOB NO. SHEET NO.
412.269.6300 CALCULATED BY ACV DATE 10/7/25
CHECKED BY DATE
 Wind Loads - Open Buildings
 Ultimate Wind Pressures 
Type of roof = Pitched Free Roofs G =  0.85
Wind Flow = Clear Roof Angle = 0.4 deg
NOTE: The code requires the MWFRS be  
 designed for a minimum pressure of 16 psf. 
   Main Wind Force Resisting System Base pressure (qh) = 26.4 psf
Kz = Kh  = 0.937 (Kd qh) = 22.5 psf
Roof pressures - Wind Normal to Ridge    Procedure not allowed h/L is greater than 1.0
Wind Flow Load Case Wind Direction Straight Connector 2
Æ” = 0 & 180 deg
Cnw Cnl
Clear Wind Flow
A
 Cn = 1.20 0.30
  p = 22.9 psf 5.7 psf
B
 Cn = -1.10 -0.10
  p = -21.0 psf -1.9 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, Æ” = 90 deg
Wind Flow
Load Case
 Horizontal Distance from Windward Edge
h =  24.0 ft
≤ h >h ≤ 2h > 2h 2h =  48.0 ft
Clear Wind Flow
A
 Cn = -0.80 -0.60 -0.30
  p = -15.3 psf -11.5 psf -5.7 psf
B
 Cn = 0.80 0.50 0.30
  p = 15.3 psf 9.6 psf 5.7 psf
Fascia Panels -Horizontal pressures
qp = 22.5 psf Windward fascia: 33.7 psf    (GCpn = +1.5)
Leeward fascia: -22.5 psf    (GCpn = -1.0)
   Components & Cladding - roof pressures    Procedure not allowed h/L is greater than 1.0
Kz = Kh  = 0.94 a = 3.0 ft
a2 =
 9.0 sf
Base pressure (qh) = 22.5 psf
4a2 =
 36.0 sf
G = 0.85
Effective Wind Area Clear Wind Flow
zone 3 zone 2 zone 1
positive negative positive negative positive negative
CN ≤ 9 sf 2.39 -3.32 1.79 -1.71 1.19 -1.11
>9, ≤ 36 sf 1.79 -1.71 1.79 -1.71 1.19 -1.11
> 36 sf 1.19 -1.11 1.19 -1.11 1.19 -1.11
Wind pressure ≤ 9 sf 45.6 psf -63.3 psf 34.3 psf -32.6 psf 22.8 psf -21.1 psf
>9, ≤ 36 sf 34.3 psf -32.6 psf 34.3 psf -32.6 psf 22.8 psf -21.1 psf
> 36 sf 22.8 psf -21.1 psf 22.8 psf -21.1 psf 22.8 psf -21.1 psf
Location of Open Building Wind Pressure Zones
openMWFRS2
MAIN WIND FORCE RESISTING SYSTEM
openCC
COMPONENTS AND CLADDING
Michael Baker International JOB TITLE Creech 2 - Admin Criteria
100 Airside Drive
Moon Township, PA 15108 JOB NO. SHEET NO.
412.269.6300 CALCULATED BY ACV DATE 10/7/25
CHECKED BY DATE
Wind Loads - Rooftop Structures & Canopies Ultimate Wind Pressures 
Building  (L) =  50.4 ft
Building  (B) =  23.8 ft
Directionality  (Kd) =  0.85
  Rooftop Structures & Equipment #1
Equipment length parallel to L =  10.0 ft
Equipment length parallel to B =  5.0 ft
Height of equipment  =  5.0 ft Base pressure (Kd qh) =  22.5 psf
Vertical wind pressure Wind normal to building B Wind normal to building L
Ar =  50.0 sf Af  =  25.0 sf Af  =  50.0 sf
GCr =  1.500 GCr =  1.90 GCr =  1.90
F = KdqhGCr Ar =  33.7 Ar (psf) F = KdqhGCr Af =  42.7 Af (psf) F = KdqhGCr Af =  42.7 Af (psf)
Fv =             1.7  kips Fh =               1.1  kips Fh =               2.1  kips
  Rooftop Structures & Equipment #2
Equipment length parallel to L =  3.0 ft
Equipment length parallel to B =  3.0 ft
Height of equipment  =  10.0 ft Base pressure (Kd qh) =  22.5 psf
Vertical wind pressure Wind normal to building B Wind normal to building L
Ar =  9.0 sf Af  =  30.0 sf Af  =  30.0 sf
GCr =  1.500 GCr =  1.90 GCr =  1.90
F = KdqhGCr Ar =  33.7 Ar (psf) F = KdqhGCr Af =  42.7 Af (psf) F = KdqhGCr Af =  42.7 Af (psf)
Fv =             0.3  kips Fh =               1.3  kips Fh =               1.3  kips
  Attached Canopies on Buildings : h ≤ 60'
Mean Roof Ht  (h )=  24.0 ft
Mean eave height (he) =  60.0 ft Base pressure (Kd qh) =  22.5 psf
Mean Canopy height (hc) =  45.0 ft
hc/he = 0.75
C&C Surface Pressure (psf) User input
Area 10 sf 20 sf 50 sf 100 sf 75 sf
Separate Individual Surfaces:   
Upper surface negative pressure  -25.8 -23.1 -19.6 -16.9 -18.0
Lower surface negative pressure  -18.0 -17.0 -15.6 -14.6 -15.0
Upper or Lower surface pos pressure  18.0 16.6 14.8 13.5 14.0
Combined Upper & Lower Surfaces (net):  
Negative pressure  -20.2 -18.5 -16.3 -14.6 -15.3
Positive pressure   20.2 18.5 16.3 14.6 15.3
Picture 2
Wind Pressures on Solar Panels 
Ultimate Wind Pressures 
Roof angle    θ = 0.4 deg
Mean Roof Ht  h = 24.0 ft
Mean parapet height above roof hpt = 0.00 ft
Panel edge to adjacent array or bldg edge d1 = 18.40 ft
Panel edge to adjacent panel edge d2 = 1.00 ft
Panel chord length Lp = 6.00 ft
Dist from roof to lowest panel edge h1 = 0.80 ft
Dist from roof to highest panel edge h2 = 0.80 ft
Panel gap (must be 0.25 inches minimum) = 0.25 in
Solar panel angle to roof surface w =
 0.0 deg
Panels parallel to roof (w £ 2 deg) all heights & roof slope
Wind pressure = Kd qh(Cp)(ƔE)(Ɣa)
Calculate panel pressure by subtracting 4.05 psf (internal pressure) from the wind roof 
pressures and then multiply by the following factors (but minimum pressure shall be 16 psf )
Adjustment Factor (gE)(ga) User Input Picture 6
Location <10 sf 20 sf 50 sf >100 sf 21 sf
Exposed Panel Uplift  1.19 1.01 0.78 0.60 1.00 gE = 1.5
Non exposed Uplift  0.79 0.67 0.52 0.40 0.67 gE = 1.0
All panels downward  0.79 0.67 0.52 0.40 0.67 gE = 1.0
A panel is exposed if d1 to the roof edge is greater than 0.5h = 12.0 ft
and either  1) d1 to the adjancent array is greater than 4 ft
or  2) d2 to the next adjacent panel is greater than 4 ft  
Panels not parallel to roof - all heights & roof slope < 7 deg
Procedure only applies if clear distance between the roof edge and the panels is at least 4 ft
Wind pressure = Kd qh(GCrn) (GCrn)=(gp)(gc)(gE)(GCrn)nom
gp = 0.900 gc = 0.960 Kd qh =      22.48  psf
"A" is the effective wind area of the solar panel being considered
Normalized wind area An = A * 1,000 / (max Lb or 15)^2 = 4.444 A
Lb = minimum of 0.4(hWL)0.5 or h or Ws =  13.9 ft
User input
Wind pressure for normalized area An A = 10 sf 1000 sf
Location  0 sf 10 sf 100 sf 500 sf 1000 sf 5000 sf An = 44 sf 4444 sf
Exposed Zones  
gE = 1.5 Zone 1 -43.7 -31.3 -18.9 -16.0 -16.0 -16.0 -23.2 -16.0
Zone 2 -58.3 -41.5 -24.8 -16.0 -16.0 -16.0 -30.7 -16.0
Zone 3 -67.0 -47.6 -28.1 -16.0 -16.0 -16.0 -35.0 -16.0
Non Exposed Zones
gE = 1.0 Zone 1 -29.1 -20.9 -16.0 -16.0 -16.0 -16.0 -16.0 -16.0
Zone 2 -38.8 -27.7 -16.5 -16.0 -16.0 -16.0 -20.5 -16.0
Zone 3 -44.7 -31.7 -18.8 -16.0 -16.0 -16.0 -23.3 -16.0
All Zones        
gE = 1.0 Zone 1 29.1 20.9 16.0 16.0 16.0 16.0 16.0 16.0
Zone 2 38.8 27.7 16.5 16.0 16.0 16.0 20.5 16.0
Zone 3 44.7 31.7 18.8 16.0 16.0 16.0 23.3 16.0
A panel is exposed if d1 to the roof edge is greater than 0.5h = Picture 8
12.0 ft
and either 1) d1 to the adjancent array is > the max of 4h2 or 4 ft = 4.0 ft
or 2) d2 to the adjancent panel is > the max of 4h2 or 4 ft   
WL = 50.4 ft
Ws = 23.8 ft
2h = 48.0 ft
Michael Baker International JOB TITLE Creech 2 - Admin Criteria
100 Airside Drive
Moon Township, PA 15108 JOB NO. SHEET NO.
412.269.6300 CALCULATED BY ACV DATE 10/7/25
CHECKED BY DATE
Wind Loads - Other Structures: ASCE 7- 22 Ultimate Wind Pressures 
Wind Factor = 1.00
Gust Effect Factor  (G) = 0.85 Ultimate Wind Speed = 105 mph
Kzt = 1.00 Exposure = C
A. Solid Freestanding Walls & Solid Signs (& open signs with less than 30% open)
s/h = 0.25 Case A & B
Dist to sign top (h) 80.0 ft B/s = 2.50 Cf   =  1.80
Height  (s) 20.0 ft Lr/s = 0.00 F = Kd qh G Cf As  = 44.0 As
Width  (B) 50.0 ft Kz  = 1.198 As = 10.0 sf
Wall Return (Lr) = 0.0 ft Kd qh = 28.7 psf F   = 440 lbs
Directionality  (Kd) 0.85
Percent of open area Open reduction    CaseC
to gross area 0.0% factor = 1.00 Horiz dist from
windward edge Cf F=KdqhGCfAs (psf)
Case C reduction factors 0 to s 2.43 59.2 As
Factor if s/h>0.8 = 1.00 s to 2s 1.60 39.1 As
Wall return factor 2s to 3s 1.15 28.1 As
for Cf at 0 to s = 1.00
B. Open Signs & Single-Plane Open Frames (openings 30% or more of gross area)
Height to centroid of Af (z)  15.0 ft Kz  = 0.851
Base pressure (Kd qz) = 20.4 psf
Width (zero if round) 0.0 ft
Diameter (zero if rect) 2.0 ft D(qz)^.5 = 9.04  F = Kdqz G Cf Af  = #REF! Af
Percent of open area Î  = 0.65 Solid Area: Af  = 10.0 sf
 to gross area   35.0% Cf  =  #REF! F   = #REF! lbs
Directionality  (Kd) 0.85
C. Walls of Chimneys, Tanks, & Similar Structures
Height to centroid of Af (z)  15.0 ft Kz  = #REF!
Cross-Section Square Base pressure (Kd qz) = #REF! psf
Directionality  (Kd) 0.90 h/D  =  15.00
Height   (h)  15.0 ft  
Width   (D) 1.0 ft
Type of Surface N/A
Square (wind along diagonal) Square (wind normal to face)
Cf  = 1.28 Cf  = 1.67
F = qz G Cf Af  = #REF! Af  F = Kdqz G Cf Af  = #REF! Af
Af  = 10.0 sf Af  = 10.0 sf
F = #REF! lbs F   = #REF! lbs
D. Trussed Towers
Height to centroid of Af (z)  15.0 ft Kz  = #REF!
Î  =  0.27 Base pressure (Kd qz) = #REF! psf
Tower Cross Section  square
Member Shape flat Diagonal wind factor = 1.2
Directionality  (Kd) 0.85 Round member factor = 1.000
Square (wind along tower diagonal) Square (wind normal to face)
Cf  = 3.24 Cf  = 2.70
 F = Kdqz G Cf Af  = #REF! Af  F = Kdqz G Cf Af  = #REF! Af
Solid Area: Af  = 10.0 sf Solid Area: Af  = 10.0 sf
F = #REF! lbs F   = #REF! lbs
Michael Baker International JOB TITLE Creech 2 - Admin Criteria
100 Airside Drive
Moon Township, PA 15108 JOB NO. SHEET NO.
412.269.6300 CALCULATED BY ACV DATE 10/7/25
CHECKED BY DATE
Snow Loads : ASCE 7- 22 Ultimate Snow Forces 
Roof slope        = 0.4 deg
Horiz. eave to ridge dist (W) = 23.8 ft
Roof length parallel to ridge (L) = 50.4 ft
Type of Roof Monoslope
Ground Snow Load Pg  = 5.0 psf
Risk Category   = III
Snow Factor = 1.0
Roof R value Rroof = 35
Thermal Factor  Ct  = 1.200
Exposure Factor Ce  = 1.10
Pf = 0.7*Ce*Ct*I*Pg            = 4.6 psf
Unobstructed Slippery Surface  no
Sloped-roof Factor   Cs  = 1.00
Balanced Snow Load  = 4.6 psf Near ground level surface balanced snow load =  5.0 psf
Rain on Snow Surcharge Angle 0.48 deg
Code Maximum Rain Surcharge 8.0 psf
Rain on Snow Surcharge            = 8.0 psf
Ps plus rain surcharge = 12.6 psf
Minimum Snow Load Pm  = 5.0 psf NOTE: Alternate spans of continuous beams  shall be loaded with half the design roof snow load so as to produce the greatest possible effect - see code for loading diagrams and exceptions for gable roofs
Uniform Roof Design Snow Load   = 12.6 psf
Winter Wind Parameter W2 = 0.35
Snow Drift 1 - Against roof projections, parapets, etc 
Up or downwind fetch lu  = 78.0 ft
Projection height  h  = 5.0 ft SNOW2
Projection width/length  lp  = 121.0 ft
Snow density  γ  = 14.7 pcf
Balanced snow height  hb  = 0.32 ft
 hd  = 1.00 ft
 hc  = 4.68 ft
hc/hb >0.2 = 14.9 Therefore, design for drift
Drift height (hd) = 1.00 ft
Drift width w  = 8.03 ft
Surcharge load:          pd = γ*hd =
14.7 psf
Balanced Snow load:          = 4.6 psf
19.3 psf
Snow Drift 2- Against roof projections, parapets, etc 
Up or downwind fetch lu  = 0.0 ft
Projection height  h  = 0.0 ft
Projection width/length  lp  = 0.0 ft Note: If bottom of projection is at least 2 feet above hb then snow drift is not required.
Snow density  γ  = 14.7 pcf
Balanced snow height  hb  = 0.32 ft
 hd  = 0.00 ft
 hc  = -0.32 ft
hc/hb <0.2 = -1.0 lp <15', drift not req'd
Drift height (hc) = 0.00 ft
Drift width w  = 0.00 ft
Surcharge load:          pd = γ*hd = 0.0 psf
Balanced Snow load:          = 4.6 psf
4.6 psf
Michael Baker International JOB TITLE Creech 2 - Admin Criteria
100 Airside Drive
Moon Township, PA 15108 JOB NO. SHEET NO.
412.269.6300 CALCULATED BY ACV DATE 10/7/25
CHECKED BY DATE
Snow Loads - from adjacent building or roof: ASCE 7- 22 Ultimate Snow Forces 
Higher Roof Lower Roof
Roof slope        = 0.4 deg 0.50 / 12 = 2.4 deg
Horiz. eave to ridge dist (W) = 11.9 ft 78.0 ft
Roof length parallel to ridge (L) = 50.4 ft 121.0 ft Winter Wind Parameter W2 = 0.35
 Projection height (roof step)  h  = 5.0 ft
Building separation   s  = 0.0 ft
 
Type of Roof Hip and gable w/ trussed systems Hip and gable w/ trussed systems
Ground Snow Load Pg  = 21.0 psf 21.0 psf
Risk Category   = III III
Snow Factor  = 1 1
Roof R value Rroof = 30 30
Thermal Factor  Ct  = 1.188 1.188
Exposure Factor Ce  = 1.0 1.0
Pf = 0.7*Ce*Ct*I*Pg            = 17.5 psf 17.5 psf
Unobstructed Slippery Surface  yes yes
Sloped-roof Factor   Cs  = 1.00 1.00
Balanced Snow Load Ps  = 17.5 psf 17.5 psf
Rain on Snow Surcharge Angle 0.24 deg 1.56 deg
Code Maximum Rain Surcharge 8.0 psf 8.0 psf
Rain on Snow Surcharge            = 0.0 psf 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. 
Ps plus rain surcharge = 17.5 psf 17.5 psf
Minimum Snow Load Pm  = 21.0 psf 21.0 psf
Uniform Roof Design Snow Load   = 21.0 psf 21.0 psf
Building Official Minimum      =
August 13, 2001
 Leeward Snow Drifts - from adjacent higher roof
Upper roof length  lu  = 123.0 ft
Snow density  É£  = 16.7 pcf
Balanced snow height  hb  = 1.04 ft
 hc  = 3.96 ft
hc/hb >0.2 = 3.8 Therefore, design for drift
Adj structure factor = 1.00
Drift height hd = 2.50 ft
Drift width w  = 9.99 ft
Surcharge load:          pd = γ*hd = 41.8 psf
Balanced Snow load:          = 17.5 psf
59.2 psf Leeward drift controls
 Windward Snow Drifts - from low roof against high roof
Lower roof length  lu  = 78.0 ft
Adj structure factor = 1.00
Drift height hd = 1.60 ft
Drift width w  = 12.78 ft
Surcharge load:          pd = γ*hd =
26.7 psf
Balanced Snow load:          = 17.5 psf Picture 1
44.2 psf
 Sliding Snow - onto lower roof
Sliding snow = 0.4 Pf W = 0.0 plf
Distributed over 15 feet = 0.0 psf
hd + hb = 1.04 ft
hd + hb < =h therefore sliding snow =
0.0 psf
Balanced snow load = 17.5 psf
Uniform snow load = 17.5 psf
 Sliding snow not required since upper roof slope is 1/4 in 12 or less
Michael Baker International JOB TITLE Creech 2 - Admin Criteria
100 Airside Drive
Moon Township, PA 15108 JOB NO. SHEET NO.
412.269.6300 CALCULATED BY ACV DATE 10/7/25
CHECKED BY DATE
 Seismic Loads: IBC 2024 Strength Level Forces   
Risk Category :  III
Importance Factor (Ie) :  1.25
Site Class : D
Ss (0.2 sec) = 0.72 g
S1 (1.0 sec) = 0.23 g
Site specific ground motion analysis performed: 
Sms = 0.790 SDS = 0.527 Design Category = D
Sm1 = 0.460 SD1 = 0.307 Design Category = D
Seismic Design Category = D
 Redundancy Coefficient ρ = 1.30
Number of Stories: 2
Structure Type: All other building systems
Horizontal Struct Irregularities: No plan Irregularity
Vertical Structural Irregularities: No vertical Irregularity
Flexible Diaphragms:  No
Building System:  Building Frame Systems
Seismic resisting system:  #REF!
System Structural Height Limit:  160 ft
Actual Structural Height (hn) = 24.0 ft
See ASCE7 Section 12.2.5 for exceptions and other system limitations
DESIGN COEFFICIENTS AND FACTORS
Response Modification Coefficient (R) = 5.5 To = 0.2(Sd1/Sds) = 0.116
 Over-Strength Factor (Ωo) = 2.5 Ts =  Sd1/Sds = 0.582
Deflection Amplification Factor (Cd) = 4 Long Period Transition Period (TL) = 6 sec
SDS = 0.527
SD1 = 0.307
Seismic Load Effect (E) =    Eh +/-Ev  =    ρ QE +/- 0.2SDS D = 1.3Qe +/- 0.105D QE = horizontal seismic force
Special Seismic Load Effect (Em) = Emh +/- Ev =  Ωo QE +/- 0.2SDS D =  2.5Qe +/- 0.105D D = dead load
ALLOWABLE STORY DRIFT
Structure Type: All other structures 
Allowable story drift Δa = 0.015hsx   where hsx is the story height below level x
PERMITTED ANALYTICAL PROCEDURES
Index Force Analysis       - Method Not Permitted (only applies to Seismic Category A)
Model & Seismic Response Analysis  -  Permitted (see code for procedure)
Equivalent Lateral-Force (ELF) Analysis  -  Permitted
Building period coef.  (CT) =
 0.020 Cu =  1.40
Approx fundamental period (Ta) =
CThnx = 
 0.217 sec    x= 0.75 Tmax = CuTa =  0.304 sec
User calculated fundamental period =  T =  0.217 sec
Method 2:  Seismic response coef. (Cs) = SdsI/R = 0.120
need not exceed Cs = Sd1 I /RT = 0.321
but not less than Cs = 0.044Sds*I = 0.029
USE Cs = 0.120
Design Base Shear V = 0.120W
Method 1:  Enter Sa =
Seismic response coef. (Cs) = SaI/R = 0.000
but not less than Cs = 0.044Sds*I = 0.029
Cs = Method not applicable
SEISMIC FORCES AT FLOORS - ELF Procedure
Total Stories = 2 Floor Dead Load = 80.0 psf Roof Snow Load = 0.0 psf
Building length L = 50.4 ft Floor LL to include = 0.0 psf Roof Equip wt = 0.0 kips
Building width W = 23.8 ft Floor Equip wt = 0.0 kips Parapet  weight = 72.0 psf
hn = 24.0 ft Partition weight = 10.0 psf Parapet height = 4.0 ft
k =  1.000 Ext Wall Weight = 72.0 psf
V =  0.120W Roof Dead Load = 20.0 psf Diaphragm shall be designed for level force Fx, 
Bottom Floor (level 1) is a slab on grade
but not less than Fpx = (S Fi / S wi) wpx, but : 
Fpx min = 0.2SDS Ie wpx =
 0.132 wpx
Seismic Forces (Including all exterior walls) Fpx max = 0.4SDS Ie wpx = 0.263 wpx
EL above Level  Cvx = V = 45.3k
Seismic Base Weight
Wx hxk
Wx hxk
 Base Shear Distribution Diaphragm Force Fpx
Level (x) hx (ft) Wx (kips) (ft-kips) S Wi hik Fx=CvxV S Fx (k) Story M S Wi (k) Fpx  Design Fpx
Roof 39.00 158 6,181 0.618 28.03 28.0 0 158 28.0 28.0
2 17.33 220 3,819 0.382 17.32 45.3 607 379 26.4 29.0
1 0.00 0 0 0.000 0.00 0.0 0 0 0.0 0.0
Base 379 1.000 45.3 786
1,393 = Base M
Diaphragm Forces excluding parallel exterior walls
Diaphragm Force Fpx Parallel to Bldg Length V=  16k Diaphragm Force Fpx Normal to Bldg Length V=  31k
Cvx = Fx=CvxV S Fx (k) S Wi (k) Fpx  Design Fpx Level (x) Cvx = Fx=CvxV S Fx (k) S Wi (k) Fpx  Design Fpx
#REF! #REF! #REF! 51 #REF! #REF! Roof #REF! #REF! #REF! 108   #REF! #REF!
#REF! #REF! #REF! 130 #REF! #REF! 2 #REF! #REF! #REF! 261   #REF! #REF!
#REF! #REF! 0.0 0 0.0 0.0 1 #REF! #REF! 0.0 0   0.0 0.0
#REF! #REF! Base #REF! #REF!
Michael Baker International JOB TITLE Creech 2 - Admin Criteria
100 Airside Drive
Moon Township, PA 15108 JOB NO. SHEET NO.
412.269.6300 CALCULATED BY ACV DATE 10/7/25
CHECKED BY DATE
Seismic Loads - cont. : Strength Level Forces    Seismic Design Category (SDC)= D
Ie = 1.25
 CONNECTIONS Sds = 0.527
Force to connect smaller portions of structure to remainder of structure
Fp = 0.133Sdswp = 0.070 wp
or  Fp = 0.05wp = 0.05 wp Use Fp = 0.07 wp wp = weight of smaller portion
Beam, girder or truss connection for resisting horizontal force parallel to member
FP = no less than 0.05 times dead plus live load vertical reaction
Anchorage of Structural Walls to elements providing lateral support
  Fp =  not less than 0.2KaIeWp Flexible diaphragm span Lf =
Enter Lf to calculate Fp for flexible diaphragm
  Fp =0.4SdskaIeWp = 0.263 Wp, but not less than 0.25Wp  (rigid diaphragm) ka= 1 Fp = 0.263 Wp
#REF! but Fp shall not be less than 5 psf
#REF! #REF! #REF! #REF! #REF! #REF!
#REF! #REF! #REF! #REF! #REF! #REF! #REF! #REF!
 MEMBER DESIGN
Bearing Walls and Shear Walls (out of plane force)
Fp = 0.4SdsIeWw = 0.263 ww
but not less than 0.10 ww Use Fp = 0.263 ww
Diaphragms
Fp = (Sum Fi / Sum Wi)Wpx + Vpx = (Sum Fi / Sum Wi)Wpx + Vpx
need not exceed 0.4 SdsIeWpx + Vpx = 0.263 Wpx + Vpx
but not less than 0.2 SdsIeWpx + Vpx = 0.132 Wpx + Vpx
ARCHITECTURAL COMPONENTS SEISMIC COEFFICIENTS  
Architectural Component :  Cantilever Elements (Unbraced or Braced to Structural Frame Below Its Center of Mass): 
Chimneys and stacks when laterally braced or supported by the structural frame
Importance Factor (Ip) :   1.0
Comp Resonance ductility factor (Car) = 2.2 h= 24.0 feet
Comp Response Modification Factor (Rpo) = 1.5 z= 20.0 feet z/h = 0.83 Hf = 3.08
 Over-Strength Factor (Ωpo) = 1.75 Ru =(1.1R/Ie/Ωo)^.5 = 1.39
Fp = 0.4SdsIpWpHfCar/Ru/Rpo = 0.685 Wp FALSE
not greater than Fp = 1.6SdsIpWp = 0.843 Wp
but not less than Fp = 0.3SdsIpWp = 0.158 Wp use Fp = 0.685 Wp
MECH AND ELEC COMPONENTS SEISMIC COEFFICIENTS   Seismic Design Category D & Ip=1.0, therefore
see ASCE7 Section 13.1.4 for exceptions
Mech or Electrical Component :  Suspended vibration isolated equipment including in-line duct devices and suspended 
 internally isolated components.
Importance Factor (Ip) :   1.0
Comp Resonance ductility factor (Car) = 2.2 h= 24.0 feet
Comp Response Modification Factor (Rpo) = 1.3 z= 20.0 feet z/h = 0.83 Hf = 3.08
 Over-Strength Factor (Ωpo) = 1.75 Ru =(1.1R/Ie/Ωo)^.5 = 1.39
Fp = 0.4SdsIpWpHfCar/Ru/Rpo = 0.790 Wp FALSE
not greater than Fp = 1.6SdsIpWp = 0.843 Wp
but not less than Fp = 0.3SdsIpWp = 0.158 Wp use Fp = 0.790 Wp
Michael Baker International JOB TITLE Creech 2 - Admin Criteria
100 Airside Drive
Moon Township, PA 15108 JOB NO. SHEET NO.
412.269.6300 CALCULATED BY ACV DATE 10/7/25
CHECKED BY DATE
Line 1
Rain Loads : ASCE 7- 22
Rain Intensity   i =  7.23 in/hr
Static Head   ds =  2.00 inches
Tributary Roof Area A =  2500 SF
Ponding Head   dp =  2.00 inches
Flow Rate  Q =  188.0 gal/min
Type of overflow device: 0 #REF!
Hydraulic Head      dh =  #REF! inches
Design Rain Load   R = 5.2(ds + dh + dp) = #REF! psf at primary drain
Picture 14
Michael Baker International JOB TITLE Creech 2 - Admin Criteria
100 Airside Drive
Moon Township, PA 15108 JOB NO. SHEET NO.
412.269.6300 CALCULATED BY ACV DATE 10/7/25
CHECKED BY DATE
Line 1
  Tornado Loads : ASCE 7- 22
Risk Category  III
Effective Plan Area   (Ae)                 50,000  SF
Tornado Speed         (VT) 120.0 mph
Ground EL Factor     (Ke) 1.00
Exposure Coeff     (KhTor) 1.00
Enclosure Classif. Enclosed Building
Internal pressure Coefficient: 
positive 0.55
negative -0.18
Directionality Factor  (KdT):
MWFRS 0.80
C&C Roof Zone 1' 1.00 Essential Facility
C&C  for all others 1.00
Rooftop equipment 1.00
Other structures, use wind Kd
qhT = .00256KhTor KeVT^2 = 36.9 psf
Tornado Gust  Effect  Factor GT
h = 24.0 ft
B = 23.8 ft
 /z (0.6h) = 15.0 ft
Ä“ =
 0.20
â„“   = 500 ft
zmin =
 15 ft
c = 0.20
gQ, gv =
 3.4
Lz =
 427.1 ft
Q = 0.93
Iz =
 0.23
GT = 0.89 >0.85 use Gt = 0.85 G = 0.85   Using default Gt
Tornado Pressure Coefficient Adjustment Factor for Vertical Winds KvT
Buildings
    Negative (uplift) pressures on Roofs
Main Wind Force Resisting System 1.10
Components and Cladding:
Roof Angle (θ) = 0.4 deg
Roof Slope ≤ 7 degrees
Zone 1 1.20
Zone 2 1.05
Zone 3 1.05
Positive (downward) pressures on Roofs 1.00
Wall Presures 1.00
All Other Cases 1.00
Other Structures
    Negative (uplift) pressures on Rooftop Structures and Equipment and 
    Rooftop Solar Panels Parallel to the Roof Surface
Main Wind Force Resisting System 1.10
Components and Cladding: 1.00
    All other cases 1.00
Michael Baker International JOB TITLE Creech 2 - Admin Criteria
100 Airside Drive
Moon Township, PA 15108 JOB NO. SHEET NO.
412.269.6300 CALCULATED BY ACV DATE 10/7/25
CHECKED BY DATE
Tornado Loads - MWFRS  all h  (Except for Open Buildings)
KdT = 0.80 Enclosed Building
Tornado Base pressure (qhT) = 36.9 psf Bldg dim parallel to ridge = 50.4 ft GCpiT = + 0.55 -0.18
Roof Angle (θ) = 0.4 deg Bldg dim normal to ridge = 23.8 ft GT =  0.85
Roof tributary area:  h = 24.0 ft qi = qhT 
Wind normal to ridge =(h/2)*L: 605 sf ridge ht = 24.1 ft
Wind parallel to ridge =(h/2)*L: 286 sf Roof Uplift KvT = 1.10
Walls & Positive Roof KvT = 1.00
Ultimate Tornado Surface Pressures (psf)
Wind Normal to Ridge Wind Parallel to Ridge 
L/B = 0.47 h/L = 1.01 L/B = 2.12 h/L = 0.48
Surface Cp +++ w/+qiGCpiT w/-qhGCpiT Dist.* Cp +++ w/ +qiGCpiT w/ -qhGCpiT
Windward Wall (WW) @ h     0.80 20.1 -0.2 26.7 0.80 20.1 -0.2 26.7
Leeward Wall (LW) @ h     -0.50 -12.5 -32.8 -5.9 -0.29 -7.4 -27.6 -0.7
Side Wall (SW) @ h     -0.70 -17.5 -37.8 -10.9 -0.70 -17.5 -37.8 -10.9
Leeward Roof (LR)     ** Included in windward roof
Neg Windward Roof:   0 to h/2*   -1.10 -30.4 -50.7 -23.8 0 to h/2* -0.90 -24.8 -45.1 -18.2
> h/2*   -0.70 -19.3 -39.6 -12.7 h/2 to h* -0.90 -24.8 -45.1 -18.2
  h to 2h* -0.50 -13.8 -34.1 -7.2
  > 2h* -0.30 -8.3 -28.5 -1.6
Pos/min windward roof press.   -0.18 -5.0 -25.2 2.1 Min press. -0.18 -5.0 -25.2 2.1
+++  is qhTKdTKvTGCp  For monoslope roofs, entire roof surface is either windward or leeward surface
*Horizontal distance from windward edge
**Roof angle < 10 degrees. Therefore, leeward roof is included in windward roof pressure zones.
Windward roof overhangs  : 20.1 psf (upward : add to +++ windward roof pressure)
Parapet
z KzTor qpT (psf)
0.0 ft 1.000 36.9
Windward parapet: 55.3 psf     (GCpn = +1.5)
Leeward parapet: -36.9 psf     (GCpn = -1.0)
Wall Pressures at "z" (psf)      Leeward Wall Combined WW + LW
    Windward Wall Normal Parallel      Side Walls Wind Normal Wind Parallel
z KzTor qzT  qKKGCp w/+qiGCpi w/-qhGCpi w/+qiGCpi w/+qhGCpi w/+qiGCpi w/-qhGCpi to Ridge to Ridge
0 to 200' 1.000 36.9 20.1 -0.2 26.7 -32.8 -27.6 -37.8 -10.9 32.6 27.4
mwfs12
mwfs11
Michael Baker International JOB TITLE Creech 2 - Admin Criteria
100 Airside Drive
Moon Township, PA 15108 JOB NO. SHEET NO.
412.269.6300 CALCULATED BY ACV DATE 10/7/25
CHECKED BY DATE
Tornado Loads - Components & Cladding : h ≤ 60'
Tornado Base pressure (qhT) = 36.9 psf Min parapet ht = 0.0 ft KvT neg zone 1 = 1.20
Essential Facility KdT   = 1.00 h = 24.0 ft KvT neg zone 2 = 1.05
Roof Zone 1' KdT   = 1.00  0.6h = 14.4 ft KvT neg zone 3 = 1.05
Roof Angle (θ) = 0.4 deg  0.2h = 4.8 ft KvT pos roof = 1.00         
Type of roof = Monoslope GCpiT = + 0.55 -0.18 KvT wall = 1.00      
Enclosed Building qi = qhT =  36.9 psf
Roof  KdT KvT (GCp) - (GCpiT)      Ultimate Surface Pressures (psf) User input
Area  10 sf 100 sf 500 sf 1000 sf 10 sf 100 sf 500 sf 1000 sf 100 sf 100 sf
Negative Zone 1 -2.59 -2.10 -1.75 -1.75 -95.5 -77.3 -64.5 -64.5 -77.3 -77.3
Negative Zone 1' -1.63 -1.63 -1.21 -1.03 -60.1 -60.1 -44.6 -38.0 -60.1 -60.1
Negative Zone 2 -2.97 -2.41 -2.02 -2.02 -109.3 -88.8 -74.5 -74.5 -88.8 -88.8
Negative Zone 3 -3.91 -2.80 -2.02 -2.02 -144.1 -103.1 -74.5 -74.5 -103.1 -103.1
Positive All Zones 0.48 0.38 0.38 0.38 17.7 16.0 16.0 16.0 16.0 16.0
Overhang Zone 1&1' -2.04 -1.92 -1.20 -1.20 -75.2 -70.8 -44.2 -44.2 -70.8 -70.8
Overhang Zone 2 -2.42 -1.67 -1.16 -1.16 -89.0 -61.7 -42.6 -42.6 -61.7 -61.7
Overhang Zone 3 -3.36 -2.06 -1.16 -1.16 -123.9 -76.0 -42.6 -42.6 -76.0 -76.0
Overhang pressures in the table above assume an internal pressure coefficient (Gcpi) of 0.0
Overhang soffit pressure equals adj wall pressure (which includes internal pressure of 20.3 psf)
Parapet
pT KdT= 36.9 psf Ultimate Surface Pressures (psf) User input
Solid Parapet Pressure  10 sf 20 sf 50 sf 100 sf 200 sf 500 sf 200 sf
CASE A:         Zone 2 :  0.0 0.0 0.0 0.0 0.0 0.0 0.0
Zone 3 :  0.0 0.0 0.0 0.0 0.0 0.0 0.0
CASE B:  Interior zone :  0.0 0.0 0.0 0.0 0.0 0.0 0.0
Corner zone :  0.0 0.0 0.0 0.0 0.0 0.0 0.0
 wall a = 3.0 ft
Walls KdT KvT GCp +/- GCpi       Ultimate Surface Pressures at h User input
Area 10 sf 100 sf 200 sf 500 sf 10 sf 100 sf 200 sf 500 sf 100 sf 500 sf
Negative Zone 4 -1.54 -1.38 -1.33 -1.27 -56.8 -50.9 -49.1 -46.8 -50.9 -46.8
Negative Zone 5 -1.81 -1.49 -1.40 -1.27 -66.7 -55.0 -51.5 -46.8 -55.0 -46.8
Positive Zone 4 & 5 1.08 0.92 0.87 0.81 39.8 34.0 32.2 29.9 34.0 29.9
Note: GCp reduced by 10% due to roof angle <= 10 deg.
  
  
  
  
  
  
  
  
  
  
  
  
  
  
  
  
  
  
  
  
  
  
  
  
  
Michael Baker International JOB TITLE Creech 2 - Admin Criteria
100 Airside Drive
Moon Township, PA 15108 JOB NO. SHEET NO.
412.269.6300 CALCULATED BY ACV DATE 10/7/25
CHECKED BY DATE
 Roof Design Loads
Items Description Multiple psf (max) psf (min)
0.0 0.0
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" x 5.0 7.5 3.5
Ceiling 1/2" gypsum board 2.2 2.0
Mech & Elec Mech. & Elec. x 3.0 6.0 0.0
Misc. Misc. x 4.0 2.0 0.0
0.0 0.0
Option Button 59 Option Button 55
Option Button 58
Actual Dead Load    
 Option Button 56
22.4
 8.7
Use this DL instead     25.0 9.0
Live Load  20.0 0.0
Snow Load  12.6 0.0
Ultimate Wind (zone 2 - 100 sf) 16.0 -43.8
ASD Loading D + Lr  45.0 -
D + 0.75(0.6W + Lr)  47.2 -
0.6*D + 0.6*W  - -20.9
LRFD Loading 1.2D + 1.6 Lr  + 0.5W  70.0 -
1.2D + 1.0W + 0.5Lr   56.0 -
0.9D + 1.0W  - -35.7
Roof Live Load Reduction Roof angle 0.08 / 12 0.4 deg
0 to 200 sf:  20.0 psf
200 to 600 sf:    24 - 0.02Area, but not less than 12 psf
over 600 sf:  12.0 psf
300 sf 18.0 psf
400 sf 16.0 psf
500 sf 14.0 psf
User Input:  450 sf 15.0 psf
Michael Baker International JOB TITLE Creech 2 - Admin Criteria
100 Airside Drive
Moon Township, PA 15108 JOB NO. SHEET NO.
412.269.6300 CALCULATED BY ACV DATE 10/7/25
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 3.5 43.8 42.0
Decking Metal Floor deck - 2", 20ga 2.0 1.5
Framing Steel floor bms/joists & girders 8.0 5.0
0.0 0.0
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
Option Button 20 Option Button 36
Actual Dead Load    Option Button 37
61.1
 50.5
Option Button 21
Use this DL instead   
 80.0 65.0
Partitions #REF! 0.0
Live Load    50.0 0.0
Total Live Load    #REF! 0.0
Total Load    #REF! 50.5
FLOOR LIVE LOAD REDUCTION  (not including partitions)
NOTE: Not allowed for assembly occupancy or LL>100psf or passenger car  garages,
except may reduce members supporting 2 or more floors & non-assembly 20%.
IBC alternate procedure
Smallest of:
L=Lo(0.25+15/√KLLAT) R= .08%(SF - 150)
Unreduced design live load:  Lo =  50 psf R= 23.1(1+D/L) = 60.1%
R= 40% member supports 1 floor
Floor member & 1 floor cols  KLL =  2 R= 60% member supports ≥2 floors
Tributary Area  AT =  300 sf R =  12.0%
Reduced live load:  L =  43.1 psf Reduced live load:  L =  44.0 psf
Columns (2 or more floors)  KLL =  4
Tributary Area  AT =  500 sf R =  28.0%
Reduced live load:  L =  29.3 psf Reduced live load:  L =  36.0 psf
Michael Baker International JOB TITLE Creech 2 - Admin Criteria
100 Airside Drive
Moon Township, PA 15108 JOB NO. SHEET NO.
412.269.6300 CALCULATED BY ACV DATE 10/7/25
CHECKED BY DATE
Wall Design Load #1
Items Description Multiple psf (max) psf (min)
0.0 0.0
Sheathing 5/8" gypsum 2.8 2.5
Framing CMU wall #REF! #REF!
veneer 4" Clay Brick 40.0 38.0
0.0 0.0
Insulation Rigid insulation, per 1" x 1.00 1.5 0.7
Mech & Elec Mech. & Elec. 1.0 0.0
Misc. Misc. 0.5 0.0
Option Button 37
Option Button 38
Actual Dead Load    
 Option Button 27 Option Button 28
#REF!
 #REF!
Use this DL instead     130.0 40.0
Wall Design Load #2
Items Description Multiple psf (max) psf (min)
0.0 0.0
0.0 0.0
0.0 0.0
0.0 0.0
0.0 0.0
0.0 0.0
0.0 0.0
0.0 0.0
Option Button 22 Option Button 25
Option Button 23
Actual Dead Load    
 0.0 0.0
Use this DL instead     65.0 Option Button 26
55.0
Michael Baker International JOB TITLE Creech 2 - Admin Criteria
100 Airside Drive
Moon Township, PA 15108 JOB NO. SHEET NO.
412.269.6300 CALCULATED BY ACV DATE 10/7/25
CHECKED BY DATE
www.struware.com
CODE  SUMMARY
Code: International Building Code 2024
Live Loads:
Roof 0 to 200 sf:  20 psf
200 to 600 sf:    24 - 0.02Area, but not less than 12 psf
over 600 sf:  12 psf
0 psf
Typical Floor 50 psf
Partitions 15 psf
Corridors above first floor 80 psf
Lobbies & first floor corridors 100 psf
Dead Loads:
Floor 80.0 psf
Roof 25.0 psf
Roof Snow Loads:
Design Uniform Roof Snow load  = 12.6 psf
Flat Roof Snow Load Pf  = 4.6 psf
Risk Category = III
Balanced Snow Load Ps  = 4.6 psf
Ground Snow Load Pg  = 5.0 psf
Importance Factor I   = 1.00
Snow Exposure Factor Ce  = 1.10
Thermal Factor  Ct  = 1.20
Sloped-roof Factor   Cs  = 1.00
Drift Surcharge load Pd  =
Width of Snow Drift w  =
Winter wind Parameter W2 =             0.35 
Earthquake Design Data:
Risk Category  = III
Importance Factor I  = 1.25
Mapped spectral response accelerations Ss  = 0.72 g
  S1  = 0.23 g
Site Class = D
Spectral Response Coef. Sds  = 0.527
Sd1  = 0.307
Seismic Design Category = D
Basic Structural System = Building Frame Systems
Seismic Resisting System = #REF!
Design Base Shear  V  = 0.120W
Seismic Response Coef. Cs  = 0.120
Response Modification Factor  R  = 5.5
Analysis Procedure = Equivalent Lateral-Force Analysis
Rain Design Data:
Rain intensity i = 7.23 in/hr
Rain Load R = #REF!
Wind Design Data:
Ultimate Design Wind Speed 105 mph
Nominal Design Wind Speed 81.33 mph
Risk Category III
Mean Roof Ht  (h) 24.0 ft
Exposure Category C
Enclosure Classif. Enclosed Building
Internal pressure Coef. +/-0.18
Directionality  (Kd) 0.85
Component and Cladding Ultimate Wind Pressures
Roof  Surface Pressure (psf)
  Area 10 sf 100 sf 500 sf 1000 sf
#REF! -42.3 -33.0 -26.5 -26.5
#REF! -24.3 -24.3 -16.4 -16.0
#REF! -55.7 -43.8 -35.5 -35.5
#REF! -76.0 -52.2 -35.5 -35.5
#REF! 16.0 16.0 16.0 16.0
#REF!
#REF! -38.2 -36.0 -22.5 -22.5
#REF! -51.7 -35.8 -24.7 -24.7
#REF! -71.9 -44.1 -24.7 -24.7
#REF!
Overhang soffit pressure equals adj wall pressure (which includes internal pressure of 4 psf)
Parapet  Solid Parapet Pressure (psf)
Area 10 sf 20 sf 50 sf 100 sf 200 sf 500 sf
CASE A:         Zone 2 :  0.0 0.0 0.0 0.0 0.0 0.0
Zone 3 :  0.0 0.0 0.0 0.0 0.0 0.0
CASE B:  Interior zone :  0.0 0.0 0.0 0.0 0.0 0.0
Corner zone :  0.0 0.0 0.0 0.0 0.0 0.0
Wall Surface Pressure (psf)
Area 10 sf 100 sf 200 sf 500 sf
Negative Zone 4 -26.3 -22.7 -21.6 -20.2
Negative Zone 5 -32.4 -25.2 -23.1 -20.2
Positive Zone 4 & 5 24.3 20.7 19.6 18.2
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Instructions
The 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, 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". For older versions, 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".
This program is an Excel workbook composed of many pages called worksheets (or sheets). The program is used by going from sheet to
sheet 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 by adding a value in the green cells located to the right.
 
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 use one of the International Building Codes editions as the basis for the state or local code. 
The version adopted can be found at https://codes.iccsafe.org/codes?category=I-codes (click on the state).
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 green column next to the  User code column. Note that if you change them in the green column 
they will override the pulldown codes. Therefore, you need to delete the values in the green column for another state code.
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Logo
    You may insert a logo on the "Title" sheet where the company name and address is located in column "D". For your company info to appear
    on all the other sheets you must delete the company info in column "D" and enter the information in column "O" of the "Title" worksheet.
Revisions
2/22/2025
ASCE 7-22 uses ultimate snow loads and minimum snow load is based on importance factor. Revised rain on snow load using these values instead of 20 psf.
2/1/2025
ASCE 7-22 uses ultimate snow loads,  per ASCE 7 revised the roof snow load for the Seismic Forces on Floors table to use 15% of the snow load when over 45 psf.
10/6/2024
On Snow worksheet fixed Drift width against roof projections.
9/23/2024
Revised ASCE 7-22 Ct tables on the Snow2 worksheet to the table in the ASCE 7-22 Guide to Snow Loads (page 29). Per the Guide the code values are wrong and the guide values will be used in a future supplement. Fixed an ASCE 7-22 error with the roof second user inputed SF for gable roof overhangs with angles between 20 and 27 degrees.
8/4/2024
Fixed Open Building coef Cnw missing from table for wind directiom 0 deg and roof angle 0. Unprotected 2 cells to right of the heading job title for users to add comments. Added ability to override Kz values on the MWFRS all h page.
6/9/2024
ASCE 7 SECTION 11.6 exception wasn't working - fixed.
5/24/2024
Added ability to revise tornado internal pressure coefficients. Snow Ct value for buildings kept below freezing for ASCE 7-10&16 
was set to 1.2 (per earlier ASCE codes), corrected to 1.3. Previous Code Search programs were correct, this was a 2024 Code Search bug.
5/12/2024
Fixed issue with Solar roof panel user input pressures using the entered "A" instead of An.
5/7/2024
Fixed issue with ASCE 7-16 & 22 zone 2&3 positive pressures for roofs with angles less than 7 degrees, tributary area over 500 sf and h<60 feet.
5/1/2024
Ce on the Snow page displayed 1.0, but was still entered as 0.97 even though it was thought to be fixed, changed to 1.
Tornado wind pressures will now display nominal wind pressures if the wind factor on the "Code" page is entered as 0.6.
3/19/2024
Fixed issue with ASCE 7-16 overhang zone 1 pressures for hip roofs with angles between 7 and 20 degrees and h/B less than 0.8.
3/8/2024
Provided for KdT to be changed.
2/11/2024
Fixed error where defaut Fa should be no less than 1.2 when default site class D is selected.
2/4/2024
Unlocked W2 cell on Snow2. Ce on the Snow page displayed 1.0, but was entered as 0.97 changed to 1.
Updated the Arch & MEP components on EQ2 sheet for ASCE 7-22 revisions.
1/24/2024
Fixed some display issues
1/10/2024
Unprotected locked cells on Snow pages for R Value
1/5/2024
Error in Hip roof angles 20 to 27 degrees formula. Results were conservative. Fixed some display issues.
1/1/2024
Added Tornado C&C page
10/14/2023
Updated to ASCE 7-22, 2024 IBC and 2023 FBC
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20
Index 15 6 7 11 17 1 17 0 0
Building Codes: Wind Basis Code: Snow Basis Code: Seismic Basis Code: Live Load Basis Code: Tornado Code: Risk Category User Code pulldown box
1 California Building Code 2022 ASCE 7- 16 5 ASCE 7-16 6 CBC 2022 10 IBC 2021 16 ASCE 7- 22 1 16 CB16 Risk Category
2 California Building Code 2022 - w/ Chapter 16A ASCE 7- 16 5 ASCE 7-16 6 CBC 2022 10 IBC 2021 16 ASCE 7- 22 1 16 CB16A Wind codes 16 Snow codes 16 Seismic codes  16 Sms Seismic 2 LL codes2  16 LL cat Tornado Codes 1
3 1 ASCE 7- 98 1 ASCE 7 -  98 ASCE 7-98 1 ASCE 7-98 ASCE 7-98 1 1= ASCE 7-98 1 ASCE 7-98 9 9 ASCE 7-22 1
4 Florida Building Code 2020 ASCE 7 -  16 5 ASCE 7-16 6 IBC 2018 10 IBC 2018 15 ASCE 7- 22 1 15 FBC 2 ASCE 7- 02 2 ASCE 7 -  02 ASCE 7-02 2 ASCE 7-02 ASCE 7-02 2 2= ASCE 7-02 2 ASCE 7-02 10 10
5 Florida Building Code 2023 ASCE 7 -  22 6 ASCE 7-22 7 IBC 2021 10 IBC 2021 16 ASCE 7- 22 1 16 FBC 3 ASCE 7- 05 3 ASCE 7 - 05 ASCE 7-05 4 ASCE 7-05 ASCE 7- 05 5 3= IBC 2000 3 ASCE 7-05 11 11
6 4 ASCE 7-10 4 ASCE 7 - 10 ASCE 7-10 5 ASCE 7-10 ASCE 7-10 8 4= IBC 2003 4 ASCE 7-10 13 13
7 International Building Code 2000 ASCE 7 -  98 1 IBC 2000 3 IBC 2000 3 IBC 2000 5 ASCE 7- 22 1 5 5 ASCE 7-16 5 ASCE 7 - 16 ASCE 7-16 6 ASCE 7-16 ASCE 7-16 10 5= ASCE 7- 05 5 ASCE 7-16 13 13
8 International Building Code 2003 ASCE 7 -  02 2 ASCE 7-02 2 IBC 2003 4 IBC 2003 6 ASCE 7- 22 1 6 6 ASCE 7-22 6 ASCE 7 - 22 ASCE 7-22 7 ASCE 7 - 22 ASCE 7-22 11 6 ASCE 7-22 13 13
9 International Building Code 2006 ASCE 7 -  05 3 ASCE 7-05 4 IBC 2006 6 IBC 2006 7 ASCE 7- 22 1 7 7 error error error error error 7 error error
10 International Building Code 2009 ASCE 7 -  05 3 ASCE 7-05 4 IBC 2009 7 IBC 2009 8 ASCE 7- 22 1 8 8 IBC 2000 1 ASCE 7 -  98 IBC 2000 3 IBC 2000 IBC 2000 3 6= IBC 2006 8 IBC 2000 5 5
11 International Building Code 2012 ASCE 7- 10 4 ASCE 7-10 5 IBC 2012 9 IBC 2012 12 ASCE 7- 22 1 12 9 IBC 2003 2 ASCE 7 -  02 IBC 2003 2 ASCE 7-02 IBC 2003 4 7= IBC 2009 9 IBC 2003 6 6
12 International Building Code 2015 ASCE 7- 10 4 ASCE 7-10 5 IBC 2015 9 IBC 2015 14 ASCE 7- 22 1 14 10 IBC 2006 3 ASCE 7 - 05 IBC 2006 4 ASCE 7-05 IBC 2006 6 8= ASCE 7- 10 10 IBC 2006 7 7
13 International Building Code 2018 ASCE 7- 16 5 ASCE 7- 16 6 IBC 2018 10 IBC 2018 15 ASCE 7- 22 1 15 Sms 2018 & 2021 IBC states Sms shall not be taken less  11 IBC 2009 3 ASCE 7 - 05 IBC 2009 4 ASCE 7-05 IBC 2009 7 9= IBC 2012 11 IBC 2009 8 8
14 International Building Code 2021 ASCE 7- 16 5 ASCE 7- 16 6 IBC 2021 10 IBC 2021 16 ASCE 7- 22 1 16 Sms than Sm1 except when determining Seismic Category 12 IBC 2012 4 ASCE 7 - 10 IBC 2012 5 ASCE 7-10 IBC 2012 9 9= IBC 2015 12 IBC 2012 12 12
15 International Building Code 2024 ASCE 7- 22 6 ASCE 7- 22 7 IBC 2024 11 IBC 2024 17 ASCE 7- 22 1 17 this is not in ASCE 7-16 which they reference. 13 IBC 2015 4 ASCE 7 - 10 IBC 2015 5 ASCE 7-10 IBC 2015 9 10= ASCE 7-16 13 IBC 2015 14 14
16 14 IBC 2018 5 ASCE 7 - 16 IBC 2018 6 ASCE 7-16 IBC 2018 10 Sms 10= IBC 2018 14 IBC 2018 15 15
17 15 IBC 2021 5 ASCE 7 - 16 IBC 2021 6 ASCE 7-16 IBC 2021 10 Sms 10= IBC 2021 15 IBC 2021 16 16
18 ASCE 7 - 98 ASCE 7 - 98 1 ASCE 7-98 1 ASCE 7-98 1 ASCE 7-98 9 ASCE 7- 22 1 9 16 IBC 2024 6 ASCE 7 - 22 IBC 2024 7 ASCE 7-22 IBC 2024 11 11= ASCE 7-22 16 IBC 2024 17 17
19 ASCE 7 - 02 ASCE 7 - 02 2 ASCE 7-02 2 ASCE 7-02 2 ASCE 7-02 10 ASCE 7- 22 1 10 error error error error error 17 error error
20 ASCE 7 - 05 ASCE 7 - 05 3 ASCE 7-05 4 ASCE 7-05 5 ASCE 7-05 11 ASCE 7- 22 1 11
21 ASCE 7 - 10 ASCE 7- 10 4 ASCE 7-10 5 ASCE 7- 10 8 ASCE 7- 10 13 ASCE 7- 22 1 13 where is this used?
22 ASCE 7 - 16 ASCE 7- 16 5 ASCE 7- 16 6 ASCE 7- 16 10 ASCE 7- 16 13 ASCE 7- 22 1 13
23 ASCE 7 - 22 ASCE 7- 22 6 ASCE 7- 22 7 ASCE 7- 22 11 ASCE 7- 22 13 ASCE 7- 22 1 13
24
25 User Code ASCE 7 - 22 6 ASCE 7-22 7 IBC 2024 11 IBC 2024 17 ASCE 7-22 1 17 UC 0
Index = Floor Corridor Other 1 Other 2 Balcony Mech Partitions Stair Roof
48 93 93 93 50 93 1 49 25
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 = userLL index
Live Loads: CBC w/16A FBC-HV IBC00 IBC03 IBC06 IBC09 ASCE98 ASCE02 ASCE05 IBC12 ASCE 10-22 IBC15 IBC18 IBC21 IBC24 User Code
1 Partitions Partitions 15 15 20 20 15 15 20 20 15 15 15 15 15 15 15 15 Go Back
2 None Partitions N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A
3 Apartments (see residential) Apartments (see residential) To change a LL value for the 
4 Access floors - Office use Access floors - Office use 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 user code, enter the value in 
5                            Computer Use Access floors - Computer Use 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 the green field.
6 Armories and drill rooms Armories and drill rooms 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150
7 Assembly areas and Theaters:
8    Assembly areas (other) Assembly areas (other) 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100
9     Fixed seating (fastened to floor) Assembly: Fixed seating (fastened to floor) 60 60 60 60 60 60 60 60 60 60 60 60 60 60 60 60
10     Movable seating Assembly: Movable seating 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100
11     Aisle, corridors and lobbies Aisle, corridors and lobbies 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100
12     Follow spot, projection & control rooms Follow spot, projection & control rooms 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50
13     Stage Floors Stage Floors 150 150 125 125 125 125 150 150 150 150 150 150 150 150 150 150
14     Platforms (assembly) Platforms (assembly) 100 100 100 100 100 100 100 100 100 100 100 100
15     Reviewing stands, grandstands & bleachers Reviewing stands, grandstands & bleachers 100 100 100 see ICC standard see ICC standard see ICC standard 100 100 100 100 100 100 100 100 100 100
16     Stadiums & arenas w/ fixed seats Stadiums & arenas w/ fixed seats 60 60 60 60 60 60 60 60
17 Balconies (1.5 times live load) Balconies (1.5 times live load) 50 75 100 100 100 50 100 100 100 50 75 50 75 75 75 75
18 60 60 60 60 60 60
19 Decks (1.5 times live load) Decks (1.5 times live load) 50 75 50 50 50 50 50 50 50 50 75 50 75 75 75 75
20
21 Catwalks Catwalks 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40
22 Cornices Cornices 60 60 60 60 60 60 60 60 60 60 60 60
23 Corridors:
24      100 psf except as otherwise indicated Corridor 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100
25
26 Dining rooms and restaurants Dining rooms and restaurants 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100
27 Dwellings (see residential) Dwellings (see residential)
28 Fire Escapes: Fire Escapes: 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100
29      On multi- or single family residential Fire escape: Multi- or single family residential  40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40
30 Garages - passenger cars only Garages - passenger cars only 40 40 50 40 40 40 50 40 40 40 40 40 40 40 40 40
31 Helipads - Helicopter takeoff wt <= 3000lbs Helipads - Helicopter takeoff wt <= 3000lbs 40 40 40
32 Helipads - Helicopter takeoff wt > 3000lbs Helipads - Helicopter takeoff wt >3000lbs 60 60 60 60 60 60 60 60 40
33 Hospitals: 60
34      Corridors above first floor Hospital corridors above first floor 80 80 80 80 80 80 80 80 80 80 80 80 80 80 80
35      Operating rooms, laboratories Operating rooms, laboratories 60 60 60 60 60 60 60 60 60 60 60 60 60 60 60 80
36      Patient rooms Hospital patient rooms 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 60
37 50 40
38 50
39 Libraries:
40      Corridors above first floor Libraries: Corridors above first floor 80 80 80 80 80 80 80 80 80 80 80 80 80 80 80
41      Reading rooms Libraries: Reading rooms 60 60 60 60 60 60 60 60 60 60 60 60 60 60 60 80
42      Stack rooms (or books & shelving at 65pcf) Stack rooms (or books & shelving at 65pcf) 150 150 150 150 150 150 150 150 150 150 150 150 150 150 150 60
43 Manufacturing: 150
44    Heavy Manufacturing: Heavy 250 250 250 250 250 250 250 250 250 250 250 250 250 250 250
45    Light Manufacturing: Light 125 125 125 125 125 125 125 125 125 125 125 125 125 125 125 250
46 Marquees Marquees 75 75 75 75 75 75 75 75 75 75 75 75 75 75 75 125
47 Office Buildings: 75
48     Offices Offices 50 50 50 50 50 50 50 50 50 50 50 50 50 50 50
49     Corridors above first floor Corridors above first floor 80 80 80 80 80 80 80 80 80 80 80 80 80 80 80 50
50     Lobbies & first floor corridors Lobbies & first floor corridors 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 80
51 Penal Institutions: 100
52    Cell blocks Penal Institutions: Cell blocks 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40
53    Corridors Penal Institutions: Corridors 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 40
54 Recreational Uses: 100
55    Bowling Alleys, poolrooms, etc. Bowling Alleys, poolrooms, etc. 75 75 75 75 75 75 75 75 75 75 75 75 75 75 75
56    Dance halls and ballrooms Dance halls and ballrooms 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 75
57    Gymnasiums - main floor & balconies Gymnasiums - main floor & balconies 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100
58    Roller skating rinks Roller skating rinks 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100
59    Ice skating rinks Ice skating rinks 250 250 250 250 250 250 100
60 100 100 100 see ICC standard see ICC standard see ICC standard 100 100 100 100 100 100 100 100 100 250
61     60 60 60 60 60 60 60 100
62 Residential: 60
63    One & two family Dwellings:
64        Attics without storage Attics without storage 10 10 10 10 10 10 10 10 10 10 10 10 10 10 10
65        Attics with storage Attics with storage 20 20 20 20 20 20 20 20 20 20 20 20 20 20 20 10
66        Habitable attics & sleeping areas Habitable attics & sleeping areas 30 30 30 30 30 30 30 30 30 30 30 30 30 30 30 20
67        All other areas except balconies & decks All other residential areas except balconies & decks 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40 30
68        Canopies, including marquees Canopies, including marquees 20 20 20 20 20 20 40
69 Hotel & Multi-family dwellings: 20
70        Private rooms & corridors serving them Private rooms & corridors serving them 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40
71        Public rooms & corridors serving them Public rooms & corridors serving them 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 40
72 100
73 Schools:
74        Classrooms Schools: Classrooms 40 40 40 40 40 40 40 40 40 40 40 40 40 40 40
75        Corridors above first floor Schools: Corridors above first floor 80 80 80 80 80 80 80 80 80 80 80 80 80 80 80 40
76        First floor corridors Schools: First floor corridors 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 80
77 Sidewalks, driveways, and yards subject to trucks Sidewalks, driveways, and yards subject to trucks 250 250 250 250 250 250 250 250 250 250 250 250 250 250 250 100
78 Stadiums and arenas: 250
79      Bleachers Stadiums and arenas bleachers 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100
80      Fixed seats (fastened to floor) Stadiums and arenas fixed seats (fastened to floor) 60 60 60 60 60 60 60 60 60 60 60 60 60 60 60 100
81 Stairs and exit ways Stairs and exit ways 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 60
82
83 Storage warehouses:
84      Light Storage warehouses: Light 125 125 125 125 125 125 125 125 125 125 125 125 125 125 125
85      Heavy Storage warehouses: Heavy 250 250 250 250 250 250 250 250 250 250 250 250 250 250 250 125
86 Storage areas above ceilings Storage areas above ceilings 20 20 250
87 Stores: Retail: 20
88      First floor, rooms Retail stores: First floor, rooms 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100
89      Upper floors Retail stores: Upper floors 75 75 75 75 75 75 75 75 75 75 75 75 75 75 75 100
90 Stores: Wholesale Stores: Wholesale 125 125 125 125 125 125 125 125 125 125 125 125 125 125 125 75
91 Walkways & elevated platforms (non exit way) Non exit walkways & elev platforms 60 60 60 60 60 60 60 60 60 60 60 60 60 60 60 125
92 Yards & terraces, pedestrian Yards & terraces, pedestrian 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 60
93 100
94 None
95 None
96 60 60 60 60 60 60 60 60 60 60
97 Roofs used for roof gardens Roofs used for roof gardens 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100
98 Roofs used for assembly Roofs used for assembly 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100 100
99 Other occupancy (select floor occupancy) 100
100 Awnings and canopys - fabric Awnings and canopys - fabric 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5
101 Awnings and canopys - non fabric Awnings and canopys - non fabric 20 20 20 20 20 20 20 20 20 20 20 20 20 20 20 5
102 20
103 None
104 None
105
106 user input user input
107 user input user input
108 user input user input
109 user input user input
110 user input user input
111 user input user input
112 user input user input
113 user input user input
114 user input user input
115 user input user input
CBC FBC-HV IBC00 IBC03 IBC06 IBC09 ASCE98 ASCE02 ASCE05 IBC12 ASCE10 IBC15 IBC18 IBC21 User Code
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21
Weights of Materials (psf) max min psf
Roofing Materials:
None None 0 0
Asphalt Shingles w/roll roofing Asphalt Shingles w/roll roofing 3 2 Roofing
Wood Shingles Wood Shingles 3 2 Roofing
Corrugated asbestos/cement Corrugated asbestos/cement 4 3.5 Roofing
Clay 2" Book Tile (w/o mortar) Clay 2" Book Tile (w/o mortar) 12 10 Roofing
Clay 3" Book Tile  (w/o mortar) Clay 3" Book Tile  (w/o mortar) 20 18 Roofing
Clay Ludowici Tile (w/o mortar) Clay Ludowici Tile (w/o mortar) 10 8 Roofing
Clay Roman Tile  (w/o mortar) Clay Roman Tile  (w/o mortar) 12 10 Roofing
Mortar for Clay Tile Mortar for Clay Tile 10 8 Roofing
Concrete tile Concrete tile 16 14 Roofing
Spanish Tile Spanish Tile 19 16 Roofing
Slate (1/4" thk) Slate (1/4" thk) 10 9 Roofing
Slate (3/8" thk) Slate (3/8" thk) 15 13 Roofing
Metal, copper, or tin sheets Metal, copper, or tin sheets 1.5 1 Roofing
5 ply felt & gravel 5 ply felt & gravel 6.5 6 Roofing
4 ply felt & gravel 4 ply felt & gravel 6 5.5 Roofing
3 ply felt & gravel 3 ply felt & gravel 5.5 5 Roofing
5 ply composite, no gravel 5 ply composite, no gravel 2.5 2 Roofing
4 ply composite, no gravel 4 ply composite, no gravel 2 1.5 Roofing
3 ply composite, no gravel 3 ply composite, no gravel 1.5 1 Roofing
Single ply Single ply 1 0.7 Roofing
Single ply - rock ballast Single ply - rock ballast 12 10 Roofing
Bituminous membrane, smooth surface Bituminous membrane, smooth surface 1.5 1.5 Roofing
Bituminous membrane, gravel covered Bituminous membrane, gravel covered 5.5 5.5 Roofing
Liquid Applied Membrane Liquid Applied Membrane 1 1 Roofing
Green Roof (w/o deck):
Extensive 4" nominal thickness Extensive 4" nominal thickness 23 13 Green Roof
Extensive 7" nominal thickness Extensive 7" nominal thickness 36 21 Green Roof
Intensive 10" nominal thickness Intensive 10" nominal thickness 58 34 Green Roof
Intensive 14" nominal thickness  Intensive 14" nominal thickness  82 51 Green Roof
Insulation:
None None 0 0
Rock Wool per 1" thk Rock Wool per 1" thk 0.2 0.2 Insulation
Glass Wool per 1" thk Glass Wool per 1" thk 0.3 0.3 Insulation
R-40 Fiberglass insul. R-40 Fiberglass insul. 1.3 1.2 Insulation
R-30 Fiberglass insul. R-30 Fiberglass insul. 0.9 0.9 Insulation
R-19 Fiberglass insul. R-19 Fiberglass insul. 0.6 0.6 Insulation
R-11 Fiberglass insul. R-11 Fiberglass insul. 0.35 0.35 Insulation
Cellular Glass roof board per inch Cellular Glass roof board per inch 0.7 0.7 Insulation
Fibrous Glass roof board per inch Fibrous Glass roof board per inch 1.1 1.1 Insulation
Fiber roof board per inch Fiber roof board per inch 1.5 1.5 Insulation
Perlite roof board per inch Perlite roof board per inch 0.8 0.8 Insulation
Polystyrene foam roof board per inch Polystyrene foam roof board per inch 0.25 0.2 Insulation
Urethane Foam w/ skin  per inch Urethane Foam w/ skin  per inch 0.5 0.5 Insulation
Rigid insulation, per 1" Rigid insulation, per 1" 1.5 0.7 Insulation
Styrofoam, per 1" thk Styrofoam, per 1" thk 0.2 0.2 Insulation
Closed cell foam (2 pcf; R=6 per inch) Closed cell foam (2 pcf; R=6 per inch) 0.192 0.15 Insulation
Open cell foam (0.5 pcf; R=3.5 per ") Open cell foam (0.5 pcf; R=3.5 per ") 0.05 0.03 Insulation
Siplast insulation & LWC 2" Siplast insulation & LWC 2" 8 4.5 Insulation
Siplast insulation & LWC 6" Siplast insulation & LWC 6" 9.3 5.3 Insulation
Siplast insulation & LWC 10" Siplast insulation & LWC 10" 10.1 5.8 Insulation
Siplast insulation & LWC 14" Siplast insulation & LWC 14" 10.8 6.3 Insulation
Decking Materials:
None None 0 0
Metal Roof deck, 1.5, 22 ga. Metal Roof deck, 1.5, 22 ga. 1.7 1.2 Decking
Metal Roof deck, 1.5, 20 ga. Metal Roof deck, 1.5, 20 ga. 2.5 2 Decking
Metal Floor deck - 2", 20ga Metal Floor deck - 2", 20ga 2 1.5 Decking
Metal Floor deck - 2", 18ga Metal Floor deck - 2", 18ga 3 2 Decking
Metal Floor deck - 3", 20ga Metal Floor deck - 3", 20ga 2.5 1.5 Decking
Metal Floor deck - 3", 18ga Metal Floor deck - 3", 18ga 3 2.5 Decking
7/16" plywood/OSB 7/16" plywood/OSB 1.6 1.4 Decking
1/2" plywood/OSB 1/2" plywood/OSB 1.8 1.5 Decking
5/8" plywood/OSB 5/8" plywood/OSB 2.2 1.8 Decking
3/4" plywood/OSB 3/4" plywood/OSB 2.7 2.3 Decking
1 1/8" plywood/OSB 1 1/8" plywood/OSB 4 3.4 Decking
2" Decking 2" Decking 5 4.3 Decking
3" Decking 3" Decking 8 7 Decking
4" Decking 4" Decking 10 9.3 Decking
Cementitious wood fiber deck Cementitious wood fiber deck 3 1.75 Decking
Topping:
None None 0 0
Concrete  regular per 1" Concrete  regular per 1" 12.5 12 Topping
Concrete lightwt per 1" Concrete lightwt per 1" 10 8.5 Topping
Deflection Concrete Deflection Concrete 12.5 2 Topping
Vermiculite concrete per 1" Vermiculite concrete per 1" 2.6 1.8 Topping
Poured gypsum per 1" Poured gypsum per 1" 8.6 5.1 Topping
Tectrum per 1" Tectrum per 1" 2 2 Topping
Insulrock per 1" Insulrock per 1" 2.7 2.5 Topping
Petrical per 1" Petrical per 1" 2.7 2.5 Topping
Sand per inch Sand per inch 10 8 Topping
Flooring:
Hardwood (Nominal 1") Hardwood (Nominal 1") 4 3 Flooring
Sheet vinyl Sheet vinyl 1.5 0.5 Flooring
Asphalt tile Asphalt tile 1 0.5 Flooring
Linoleum Linoleum 1 0.5 Flooring
Carpet & pad Carpet & pad 1 1 Flooring
Solid Flat Tile on 1" mortar base Solid Flat Tile on 1" mortar base 23 20 Flooring
3/4" Ceramic tile on 1/2" mortar  3/4" Ceramic tile on 1/2" mortar  16 14 Flooring
3/4" Ceramic tile  on 1" mortar  3/4" Ceramic tile  on 1" mortar  23 20 Flooring
3/4" Quarry tile  on 1/2" mortar  3/4" Quarry tile  on 1/2" mortar  16 14 Flooring
3/4" Quarry tile on 1" mortar  3/4" Quarry tile on 1" mortar  23 20 Flooring
Thin Set Tile Thin Set Tile 4 3 Flooring
Terrazo (1 1/2") Terrazo (1 1/2") 19 16 Flooring
Terrazo on stone concrete fill Terrazo on stone concrete fill 32 30 Flooring
Marble and mortar on stone concrete fill Marble and mortar on stone concrete fill 33 30 Flooring
2" Asphalt Block  w/ 1/2" mortar 2" Asphalt Block  w/ 1/2" mortar 30 28 Flooring
Ceilings:
None None 0 0
Suspended acoustical tile Suspended acoustical tile 1.8 1 Ceiling
Metal suspension w/ tile Metal suspension w/ tile 1.8 1.5 Ceiling
Wood suspension w/ tile Wood suspension w/ tile 2.5 2 Ceiling
1" plaster on metal lathe 1" plaster on metal lathe 8.5 6 Ceiling
1" plaster on wood lathe 1" plaster on wood lathe 10 8 Ceiling
Plaster per 1" Plaster per 1" 8 6 Ceiling
Suspended metal lath and cement plaster Suspended metal lath and cement plaster 15 13 Ceiling
Suspended metal lath and gypsum plaster Suspended metal lath and gypsum plaster 10 8 Ceiling
1/2" gypsum board 1/2" gypsum board 2.2 2 Ceiling
5/8" gypsum 5/8" gypsum 2.8 2.5 Ceiling
2 layers 5/8" gypsum 2 layers 5/8" gypsum 5.5 5 Ceiling
FRAMING:
None None 0 0
Steel roof joists & girders Steel roof joists & girders 3 2 Framing
Steel roof beams & girders Steel roof beams & girders 5 3 Framing
Steel floor bms/joists & girders Steel floor bms/joists & girders 8 5 Framing
Wood Trusses @ 24" Wood Trusses @ 24" 3 2.5 Framing
Wood 2x  @24" Wood 2x  @24" 2.5 1 Framing
Wood 2x  @16" Wood 2x  @16" 3.8 1.5 Framing
LVL @ 24" LVL @ 24" 3 2 Framing
TJI @ 24" TJI @ 24" 2 1 Framing
4" Solid precast concrete slab 4" Solid precast concrete slab 50 48 Framing
4" untopped hollow core slab 4" untopped hollow core slab 40 34 Framing
6" untopped hollow core slab 6" untopped hollow core slab 49 40 Framing
8" untopped hollow core slab 8" untopped hollow core slab 63 50 Framing
10" untopped hollow core slab 10" untopped hollow core slab 76 58 Framing
12" untopped hollow core slab 12" untopped hollow core slab 86 71 Framing
15" untopped hollow core slab 15" untopped hollow core slab 90 78 Framing
Other:
None None 0 0
Sprinklers Sprinklers 2 0 Sprinklers
Fireproofing per inch Fireproofing per inch 2 1 Fireproofing
Mech. & Elec. Mech. & Elec. 2 0 Mech & Elec
Misc. Misc. 0.5 0 Misc.
None None 0 0
Michael Baker International JOB TITLE Creech 2 - Admin Criteria
100 Airside Drive
Moon Township, PA 15108 JOB NO. SHEET NO.
412.269.6300 CALCULATED BY ACV DATE 10/7/25
CHECKED BY DATE
Line 1
Michael Baker International JOB TITLE Creech 2 - Admin Criteria
100 Airside Drive
Moon Township, PA 15108 JOB NO. SHEET NO.
412.269.6300 CALCULATED BY ACV DATE 10/7/25
CHECKED BY DATE
Line 1
Michael Baker International JOB TITLE Creech 2 - Admin Criteria
100 Airside Drive
Moon Township, PA 15108 JOB NO. SHEET NO.
412.269.6300 CALCULATED BY ACV DATE 10/7/25
CHECKED BY DATE
Line 1