Fire-resistance rating requirement for building elements: (T-601)

Type V-B, Any materials permitted (602.5) Windows(715.4.8) Door&Shutter(715.3)

Structural frame 0 hours a
Exterior bearing walls 0 hours f 0 hours 0 hours
Interior bearing walls 0 hours 0
Floor construction 0 hours 0
Roof construction 0 hours 0
Int. Non-bearing & partition NR
Fire-resistance rating requirements for exterior walls based on fire separation distance. (T-602)*
For Type V-B,Group A-1
Fire Windows Doors Max area of opening in percentage of the
Ext Wall Setback (ft) Rating (715.4.8) (715.3) area of exterior wall.T-704.8
hrs hrs hrs Unprotected Protected
Front 60 0 0 0 NL (g) NL (g)
Back 30 0 0 0 NL (g) c,f,g NL (g) c,f
Left 20 0 0 0 NL (g) c,f,g NL (g) c,f
Right 10 0 0 0 NL (g) b,d,f,g NL (g) b,d,f
*Group R-3 and Group U when used as accessory to Group R-3,as applicable in Section 101.2
shall not be required to have a fire-resistance rating where fire separation distance is 3 feet or more
Required Separation of Occupancies (T-302.3.2)*
Between A-1 & A-1 = hours a a
*See Exception 1 to section 302.3.2 for reductions permitted.
*See Table 302.1.1 for incidental use areas.
*See 302.3.1 for nonseparated uses
Fire wall fire resistance rating, considered a separate building. (T-705.4 )
Occupancies Group U 26
Type of construction V-B9
Required fire resistance rating 2 hours
Shaft enclosures (if required per 707.2)
fire resistance rating 2 hours
Opening protective fire rating for fire door and shutter assemblies (715.3)
Type of Assembly Rating Minimum Opening Protection
Fire Wall 1 32 1½ hours
The required locations for fire and smoke dampers: (716.5)
Fire Damper Smoke Damper
Location Section Nonspr Sprinkler Nonspr Sprinkler
Corridor9(FP) 716.5.4 Yes (3) No Yes (5) Yes (5)
Interior wall and ceiling finish requirement by occupancy T-803.5 k

Group A-1 SPRINKLERED UNSPRINKLERED

Vertical exit & exit passageways a b B A
Exit access corridors & other exitways B A(d)
Room & enclosed space c C B(e)
Fire Alarm and Detection Systems (907)
Occupancy Section System Type
16R-2, > 16 units
R, Group 907.2.9 Fire alarm system

Exception: Manual fire alarm system not required in low-height buildings with 1-hour separation of unit. Separate fire alarm system
not required in sprinkler buildings with local alarm notification.

Group A-1, An automatic sprinkler system shall be provided where:

The fire area > 12,000 square feet or the fire area has an occupant load of ≥300 .or the fire area is located on a floor other than the level
of exit discharge or the fire area contains a multitheater complex. (903.2.1.1)

Minimum roof covering classification for type of construction T-1505.1 a b

Type of construction V-B Class C(c) Roof covering
Means of Egress, CHAPTER 10
Floor area per No of
Occupancy occupant Occupant Exit
Floor Area Use Group T-1003.2.2.2 Loads 1004.2.1
Area 1 5,000 Courtrooms—other than fixed seating areas A-2 40 net 125 2
00
00
00
00
00
00
00
00
Other 200
Total occupant load 125 2
No.of exits required 2

Egress width (Inches) per occupant served, Table 1005.1

Occupant Occupancy Without sprinkler system With sprinkler system
Load Group Stair way Other Egress Stair way Other Egress
0.3 0.2 0.2 0.15

125 I-1 38 (in) 25 (in) 25 (in) 19 (in)

Panic and fire exit hardware Not required

Travel Distance, Table 1015.1 For Group I-1

Without sprinkler system 200 feet
With sprinkler system 250 feet a,b
Common path of egress travel.1013.3 75 feet
0

Corridor fire-resistance rating, Table 1016.1 For Group I-1

Without sprinkler system NP hrs
With sprinkler system 1 hrs b,c
When occupant load served by corridor ALL
Building with 1 exit, Section 1008.2
Occupancy Max story ht. Max occupants (or dwelling units) per floor and
travel distance
I-1 1 story 10 occupants and 75 feet travel distance
MINIMUM NUMBER OF REQUIRED PLUMBING FACILITIES PER T-2902.1 Water Closet
UBC 1997
A - Conference rooms, dining rooms, drinking establishments, exhibitOccupancy
rooms, gymnasiums,
Factorlounges,
= 30 stages and similar
sq. uses including
ft per restaurants
occupant waterclassifie
closet
A Conference rooms, dining rooms, drinking establishments,
exhibit rooms, gymnasiums, lounges, stages and similar
uses including restaurants classifies as group B M
Occupancies.
Total Area = 0 Sq. ft
Total Occupant = 0
Required water closet ###
Male: 1:1-25, 2:26-75, 3:76-125, = 1
4:126-200, 5:201-300, 6:301-
400, over 400, add one for
each additional 200
A
Female: 1:1-25, 2:26-75, 3:76-125, = 1
4:126-200, 5:201-300, 6:301-
400, over 400, add one for
each additional 150
A
Separate ficilities shall not be required A
Required lavatories A
Male: 1 for each water closet up to 4, = 1
then 1 for each two additional
water closets B
Female: 1 for each water closet up to 4, = 1
then 1 for each two additional
water closets
B

Required bath or shower E

Total: 0 = 0

Required drinking fountain E

Total: = E
MINIMUM NUMBER OF REQUIRED PLUMBING FACILITIES PER T-2902.1
IBC 2003
E - Educational facilities

E Educational facilities

Total Occupant = 125

Required water closet

Male: 1 per 50 = 2

Female: 1 per 50 = 2

Required lavatories
Male: 1 per 50 = 2
Female: 1 per 50 = 2
Required bath or shower
Total: 0 = 0

Required drinking fountain

Total: 1 per 100 = 2

Other 1 Service sink

 Required bath Required drinking
Required water closet Required lavatories or shower fountain
Used
Group Description Male: Female: Male: Female: Total: Total: Other

E Educational facilities No. of

Occupants 1 per 50 1 per 50 1 per 50 1 per 50 0 1 per 100

125 2 2 2 2 0 2 1 Service sink

No. of 1 Service sink

R-2 Apartment house dwelling 1 per dwelling per dwelling
units 1 per dwelling unit 0 1 per dwelling unit 0 unit 0 unit, 1 clothes
washer per 20
200 200 0 200 0 200 0 unit

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

0 0
0 0 0 0 0 0 0

0 0 0 0 0 0 0

Total Occupants = 125 202 2 202 2 200 2

1607.11.2 MINIMUM ROOF LOAD
Tributary area At = 1200.0 SQ.FT ###
R1 = 0.60 Eq. 16-27 ###
= 0.60 Eq. 16-25
Rise per feet, F = 5 :12 ###
R2 = 1.2-.05F Eq. 16-29 ###
= 0.95 Eq. 16-28
Lr = 20R1R2 Eq. 16-24
= 20(0.6)(0.95) Interior columns
Min Design Roof Load Lr = 12.00 psf Exterior columns without can
1607.9 REDUCTION OF LIVE LOAD Edge columns with cantilever
1607.9.1 General Corner columns with cantilev
L = Lo[0.25+15/(KLLAT)]
1/2
(6-21) Edge beams without cantileve
Lo = 40 psf T-1607.1 Interior beams
KLL = 3 Edge columns with cantilever slabs 3 Edge beams with cantilever sl
AT = 2000.0 SQ.FT Cantilever beams
L = 17.7 psf = 0.44 Lo Two-way slabs
L shall not be less than 0.50Lo for members supporting one floor and L shall not be less than 0.40Lo for members
supporting two or more floors Members without provisions
1607.9.2 Alternate Live Load reduction for Vertical member
Lo = 40 psf ###
R= r(A-150) (16-22) Horizontal member
A= 2000.0 SQ.FT Vertical member
r= 0.08 for floor
R= 60 60% Max for vertical member
L = 16 psf
And R = 23.1(1+D/Lo) (16-23)
Dead load D = 75.0 psf
R = 60.0 60% Max for vertical member
L = 16.0 psf
Min Design Live Load L = 16.0 psf
1608.3 FLAT ROOF SNOW LOAD (slope ≤ 5o )
Flat-roof snow load, pf = 0.7CeCtIspg Eq. 7-1 ###
Ground snow load, pg = 100 psf Figure 1608.2 A (see Section 1609.4)
Terrain Category = B (see Section 1609.4) B (see Section 1609.4)
Exposure of Roof = Fully Exposed C (see Section 1609.4)
Thermal Condition = All structures except as indicated below D (see Section 1609.4)
Snow load importance factor, Is = 1 Table 1604.5 Above the treeline in win
Snow exposure factor, Ce = 0.9 Table 1608.3.1 In Alaska, in areas wher
Thermal factor, Ct = 1.0 Table 1608.3.2 ###
Flat-roof snow load, pf = 63 psf All structures except as
Min pf = 20 psf Structures kept just abov
Design pf = 63.00
psf Unheated structures
1608.4 SLOPE ROOF SNOW LOAD (slope > 5o ) Continuously heated gre
p s = C sp f Eq. 7-2
Design pf = 63.00 psf ###
Slope Θ = 6 o
Unobstructed Slippery Surfaces
Ct = 1.0
Slope factor Cs = 0.98 7.4.1, 7.4.2, 7.4.3 Figure 7.2a,b and c ###
ps = 62.03 psf W = 10.00 ###
Balanced and Unbalanced Snow Load for Hip and Gable Roof ###
Snow Density γ = .13pg + 14 ≤ 30 pcf Eq (7-4) ###
= 27.00 pcf he = 2.00
L/W = 2.00 Θ= 6 ###
β= 0.66 Eq. (7-3)
Θ≤ 275βpf/γW = 42.61 L= 20.0 Θ>
ps = 62.03 psf Θ≤
See Figure 7.3 for Curved Roof BALANCED ###
See Figure 7.4 for Cont Beam ###
See Figure 7-6 for Sawtooth Roof =1.5ps/Ce for Θ > 5 ps = 103.38 psf W ≤ 20
See Figure 7-8 for Snow Drifts UNBALANCED W ≤ 20 W > 20

18.90 psf 275βpf/γW

UNBALANCED W > 20 N/A Θ >275βpf/γW
Θ ≤275βpf/γW Θ ≤275βpf/γW
84.00 psf 138.00 psf
IBC2003, EARTHQUAKE LOADS (Sec. 1615)
Soil Site Class D Table 1615.1.1 ( Default=D)
Response Spectral Acc. (0.2 sec) Ss = 65.00%g = 0.650g Figure 1615(1)
Response Spectral Acc.( 1.0 sec) S1 = 22.00%g = 0.220g Figure 1615(2)
Site Coefficient Fa = 1.280 Table 1615.1.2(1)
Site Coefficient Fv = 1.960 Table 1615.1.2(2)
Max Considered Earthquake Acc. SMS = Fa.Ss = 0.832 Eq. 16-38
Max Considered Earthquake Acc. SM1 = Fv.S1 = 0.431 Eq. 16-39
@ 5% Damped Design SDS = 2/3(SMS) = 0.555 Eq. 16-40
SD1 = 2/3(SM1) = 0.287 Eq. 16-41
Building Categories IV, Essential = Seismic Use Group III Table 1604.5&Sec.1616.2
Design Category Consideration: Flexible Diaphragm
Seismic Design Category for 0.1sec D Table 1616.3(1)
Seismic Design Category for 1.0sec D Table 1616.3(2)
S1 < .75g NA Note a, T-1616.3(1),(2)
Since Ta < .8Ts (see below), SDC = D Control (exception of Section 1616.3 does not apply)
Comply with Seismic Design Category D per ASCE-7, 9.5.2.2.4, 9.5.2.4.2, 9.5.2.6.4,
Equivalent lateral force procedure BEARING WALL SYSTEMS
Basic Seismic Force Systems T-9.5.2.2 Ordinary steel concentrically braced frames
Ct = 0.02 x = 0.75 T-9.5.5.3.2
Building ht. Hn = 25 ft Limited Building Height (ft) = 35
Cu = 1.413 for SD1 of 0.287g Table 9.5.5.3.1
Approx Fundamental period, Ta = Ct(hn)x = 0.224 sec. , Eq. 9.5.5.3.2-1
Calculated T shall not exceed ≤ Cu.Ta = 0.316 Use T = Ta = 0.224 sec.
0.8Ts = 0.8(SD1/SDS) = 0.415 Control (exception of Section 1616.3 does not apply)
Is structure Regular & ≤ 5 stories ? Yes ASCE 9.5.5.2.1
Response Spectral Acc.( 0.2 sec) Ss = 0.650g Fa = 1.28
Response Spectral Acc.( 1.0 sec) S1 = 0.220g Fv = 1.960
@ 5% Damped Design SDS = ⅔(Fa.Ss) = 0.555 Eq. 16-40
SD1= ⅔(Fv.S1) = 0.287 Eq. 16-41
Response Modification Coef. R = 4 ASCE7, T-9.5.2.2
Over Strength Factor W o = 2 foot note g
Importance factor IE = 1.5 Table 1604.5
Seismic Base Shear V = CsW Eq. 9.5.5.2-1
SDS Eq. 9.5.5.2.1-1
Cs =
R/IE
= 0.208
SD1 Eq. 9.5.5.2.1-2
or need not to exceed, Cs = = 0.482
(R/IE).T
Min Cs = .044SDS.IE = 0.037 Eq.9.5..5.2.1-3
Use Cs = 0.208
Design base shear V = 0.208(W) Control
Simplified Seismic base shear, 1617.5
V= 1.2SDS(W) Eq. (16-56) 0.167
=0.167
R
= 0.167(W)
Seismic force for Architectural, Mech and Elec components per 9.6
0.4apSDSWp(1+2z/h) Eq. 9.6.1.3-1
fp =
(Rp/Ip)
SDS = 0.555
ap = 2.5 Rp = 2.5 Table 9.6.2.2
z = 10 h = 10
Ip = 1
fp = 0.666Wp
Bearing wall, Shear wall and anchorage Category B,C,D,E,F
fp = 0.40IESDSWw 9.5.2.6.2.8 0.333
= 0.333(W)
or = 400SDSIE = 332.80 lbs per linear ft of wall
Anchorage of Concrete or Masonry Walls (flexible diaphragm) Category C,D,E,F
Fp = 0.8SDSIE(Ww) Eq. 9.5.2.6.3.2
= 0.666(W)
Max Seismic Load EM = WQE +/- 0.2SDSD Eq. 9.5.2.7-1, 9.5.2.7-2
Where W o = 2
0.2SDSD = 0.111(D)
Deflection Amplification factor Cd = 3.5 Eq. 9.5.5.7.1
Nonbuilding structures, Section 9.14.4
Response Modification Coef. R = 3 Table 9.14.5.1.1
Importance factor I = 1 Table 9.14.5.1.2
For flexible nonbuilding, Cs = SDSI/R = 0.185
Min Cs = .14 SDS I = 0.078 Eq. 9.14.5.1-1
or Cs= 0.8 S1I/R = 0.059 Eq. 9.14.5.1-2
V = 0.185(W)
For rigid nonbuilding, Cs = 0.3 SDS I Eq 9.14.5.2
= 0.166
V = 0.166W
Design Requirement by Category Category A Category B Category C Category D Category E Category F
For: Ordinary steel concentrically braced frames, see 2211, AISC part I or III Section 14

Limit Building Height ASCE 7, T-9.5.2.2 NL NL NL 35 35 NP

Seismic load effect E, Section 1617.1 QE ± 0.2DDSD E= r QE ± 0.2DDSD

= r QE ± 0.111(D)

Base Shear 1614 IBC 1616.4.1 IBC 1617.4 IBC 1617.4 IBC 1617.4 IBC 1617.4 IBC 1617.4
CsW CsW CsW CsW CsW
0.01 W 0.208W 0.208(W) 0.208(W) 0.208(W) 0.208(W)
Design and Detailing requirement ASCE 9.5.2.6.1 ASCE 9.5.2.6.2 ASCE 9.5.2.6.3 ASCE 9.5.2.6.4 ASCE 9.5.2.6.5 ASCE 9.5.2.6.5
Connection ASCE 9.5.2.6.1.1 ASCE 9.5.2.6.1.1 ASCE 9.5.2.6.1.1 ASCE 9.5.2.6.1.1 ASCE 9.5.2.6.1.1 ASCE 9.5.2.6.1.1
.133SDSWp .133SDSWp .133SDSWp .133SDSWp .133SDSWp .133SDSWp
.133SDSWp or 0.05Wp 0.074 0.074 0.074 0.266 0.074 0.074
Anchorage of concrete or masonry walls 9.5.2.6.1.2 9.5.2.6.2.8 9.5.2.6.3.2 9.5.2.6.3.2 9.5.2.6.3.2 9.5.2.6.3.2
.133SDSWp .40IESDSWw 0.8SDSIE(Ww) 0.8SDSIE(Ww) 0.8SDSIE(Ww) 0.8SDSIE(Ww)
Flexible or .05Wp 0.333(W) 0.666(W) 0.666(W) 0.666(W) 0.666(W)
Rigid or 400SDSI 0.666Wp 0.666Wp 0.666Wp 0.666Wp
Redundancy, r 1 1 1 ASCE 9.5.2.4 ASCE 9.5.2.4 ASCE 9.5.2.4

Diaphragm .2IESDSWp + Vpx .2IESDSWp + Vpx ASCE 9.5.2.6.4.4 ASCE 9.5.2.6.4.4 ASCE 9.5.2.6.4.4
Eq. 9.5.2.6.2.7 0.17Wp + Vpx
Collector, element & connection 9.5.2.6.2.6 9.5.2.6.3.1 9.5.2.6.4.1 9.5.2.6.3.1 9.5.2.6.3.1
E Em=W QE ± 0.2SDSD Em =WQE ± 0.2SDSD Em=WQE ± 0.2SDSD Em=WQE ± 0.2SDSD
=2 QE ± 0.111(D)
Light frame E E E E E
Bearing wall & Shear wall .40IESDSWw .40IESDSWw .40IESDSWw .40IESDSWw .40IESDSWw
0.333 0.333 0.333 0.333 0.333
concrete and masonry walls anchor 333 lbs/ft
Element Supporting discontinuous Em=WQE ± 0.2SDSD Em=WQE ± 0.2SDSD Em =WQE ± 0.2SDSD Em=WQE ± 0.2SDSD Em=WQE ± 0.2SDSD
Wall and Frame =2 QE ± 0.111(D)
Plan and Vertical Irregular n/a n/a n/a 9.5.2.6.4.2 9.5.2.6.5.1 9.5.2.6.5.1
Not permit Type 1b or 5 Type 1b or 5
Building Separations na n/a n/a n/a n/a n/a

Architectural Component n/a 0.666Wp 0.666Wp 0.666Wp 0.666Wp 0.666Wp

Mech & Electrical Component
ASCE 9.6.1.3 ASCE 9.6.1.3 ASCE 9.6.1.3 ASCE 9.6.1.3 ASCE 9.6.1.3
Concrete IBC 1910.3 IBC 1910.4 IBC 1910.5 IBC 1910.5 IBC 1910.5
Seismic-force-resisting systems IBC 1910.3.1 IBC 1910.4.1 IBC 1910.5.1 IBC 1910.5.1 IBC 1910.5.1
Discontinuous members. IBC 1910.4.2 IBC 1910.4.2 IBC 1910.4.2 IBC 1910.4.2
Plain IBC 1910.4.4 IBC 1910.4.4 IBC 1910.4.4 IBC 1910.4.4
Frame members not proportioned to resist forces
induced by earthquake motions. n/a n/a n/a IBC 1910.5.2 IBC 1910.5.2 IBC 1910.5.2
Slab on Grade IBC1911.1 IBC1911.1 IBC1911.1 IBC1911.1 IBC1911.1
Masonry IBC 2106.3 IBC 2106.4 IBC 2106.5 IBC 2106.6 IBC 2106.6
Seismic-force-resisting systems MSJC 1.13.3 MSJC 1.13.4 MSJC 1.13.5 MSJC 1.13.6 MSJC 1.13.7 MSJC 1.13.7
Anchorage of masonry walls. IBC 2106.2 IBC 2106.2.1 IBC 2106.2.1 IBC 2106.2.1 IBC 2106.2.1 IBC 2106.2.1

Wall not part of the lateral-force-resisting system IBC 2106.3.1 IBC 2106.3.1 IBC 2106.3.1 IBC 2106.3.1 IBC 2106.3.1
Design of discontinuous members that are part
of the lateral-force-resisting system IBC 2106.4.1 IBC 2106.4.1 IBC 2106.4.1 IBC 2106.4.1
1.5 times the forces IBC 2106.5.1 IBC 2106.5.1 IBC 2106.5.1
Steel
Structural steel IBC 2205.2.1 IBC 2205.2.1 IBC 2205.2.1 IBC 2205.2.2 IBC 2205.2.2 IBC 2205.2.2
Composite IBC 2212.1.2 IBC 2212.1.2 IBC 2212.1.2
Light frame IBC 2211.1 IBC 2211.1 IBC 2211.1 IBC 2211.4 IBC 2211.4 IBC 2211.4
Wood
General IBC 2305 IBC2305 IBC2305 IBC2305 IBC2305 IBC2305
Shear wall 2305
Structural wood panel, h/d ratio, 2305.3.3 31/2:1 31/2:1 31/2:1 2:1 2:1 2:1
Gypsum Board & Stucco 11/2:1 11/2:1 11/2:1 11/2:1 NP NP
Particleboard 31/2:1 31/2:1 31/2:1 NP NP NP
Fiberboard 11/2:1 11/2:1 11/2:1 NP NP NP
Shear panel connections (2305.1.4) NA NA NA IBC 2305.1.4 IBC 2305.1.4 IBC 2305.1.4
Sill Plate IBC 2305.3.10 IBC 2305.3.10 IBC 2305.3.10
MSJC = Masonry Standards Joint Committee (ACI 530.1-02/ASCE 6-02/TMS 602-02)
2) ASCE 7-02, SECTION 6.5 ANALYTICAL PROCEDURE METHOD 2
6.5.12 Design Wind Loads on Enclosed and Partially Enclosed Buildings. (all Heights) ###
MWFRS Velocity pressure qz = .00256 Kz Kzt Kd V2 Iw Eq. 6-15 ###
Exposure B Roof Height h = 15 feet ###
Exposure coefficient Kz = Section 6.5.6.6, is obtained from Table 6-3, Case 2 for MWFRS ###
Topography factor Kzt = 1.00 Section 6.5.7.2, Figure 6-2
Directionality factor Kd = 0.85 Table 6-4
Wind Speed V = 90 mph
Importance factor Iw = 1.00 Table 1604.5 T-6-7
qz = 17.63 Kz psf Open Building
Internal Pressure Coefficient (GCpi) = ± 0.18 Figure 6-5 for Enclosed Building Partially Enclosed
Gust effect factor G = 0.85 Section 6.5.8.1 Enclosed Building
Pressures for MWFRS p = qGCp - qi (GCpi) Eq. 6-17 Figure 6-3
Wall and Roof External pressure Coefficients Cp from figure 6-6 or 6-8 ###
Wind Normal to ridge (┴ to 25) L/B = 2.00 h/L = 15/50 = 0.30 θ= 0.0 ###
Windward wall Cp = 0.8 Windward roof Cp = ###
Leeward wall Cp = -0.30 for L/B = 2.00 Leeward roof Cp = ###
Side wall Cp = -0.7 or Roof Cp = -0.90 -0.90 -0.50 -0.30
Wind parallel to ridge (┴ to 50) L/B = 0.50 ###
Windward wall Cp = 0.8 h/L = 15/25 = 0.60
Leeward wall Cp = -0.50 for L/B = 0.50 Roof Cp = -0.98 -0.94
Side wall Cp = -0.7 for dist 7.50 15.00 ###
for h/L < .5
for h/L > 1.0
-7.7, -7.7
-8.4 -8.1 ###
###
###
= 0.0 ###
###
qi ± 1.82 ###
GCpi = ± 0.18 ###
qi(GCpi) = ± 10.13(0.18)
= ± 1.82
All forces shown in psf All forces shown in psf
9.47 @ 0 to15 ft 11.19 @ 0 to 15 ft

= 50 = 25
p = qGCp - qi (GCpi) Eq. 6-15
where q = qz for windward
q = qh for leeward wall, side wall and roof @15 ft
qi = qh for enclosed building @15 ft

Roof Ht, h = 15 ft Normal to Ridge ┴ to 25 Parallel to ridge ┴ to 50

Height Kh qh Cp qhGCp Cp qhGCp z
Leeward wall all 0.57 10.13 -0.30 -2.58 -0.50 -4.31 LW
Side wall all 0.57 10.13 -0.7 -6.03 -0.70 -6.03
Roof ww Or -0.90 -7.7 fr 0 to 7.5 -0.98 -8.44 fr 0 to 7.5
Lw -0.90 -7.7 fr >7.5 -0.94 -8.09 fr >7.5
-0.50 -4.31 fr 15- fr 15- -7.7, -7.7
-0.30 -2.58 fr fr B
C
Wind normal to ridge Wind parallel to ridge D
z, Ht. (ft) Kz qz Cp p =qzGCp WW+LW Cp p =qzGCp WW+LW Z
Windward wall 0 to 15 0.57 10.13 0.8 6.89 9.47 0.80 6.89 11.19 ###
15.0 0.57 10.13 0.8 6.89 9.47 0.80 6.89 11.19
ASCE7-02, 6.5.7 Topographic Effects
x = 250

H = 50

= H/2

Lh = 600
Height above local ground z = 15 ft
Hill Shape 3-dimentional axisym

Direction Downwind of Crest

Exposure B
Height of hill, H= 50 ft < 60, Topographic Effects shall not be included###
Distance upwind of crest to where the
difference in ground elevation is half the
height of hill, Lh = 600 ft 2-dimensional ridge
H/Ln = 0.08 < 0.2, Topographic Effects shall not
2-dimensional
be included escarpments
calculate K1 by using H/Ln = 0.08 3-dimentional axisym
Distance from the crest to the building, x = 250 ft x/Lh = 0.42
from ASCE-7-02, Figure 6-4, K1/(H/Lh) = 0.95 K1 = 0.08
calculate K2, K3 by using Ln = 600
K2 = 1 - x/µLh µ= 1.5
K2 = 0.72
K3 = e-γz/Lh γ= 4
K3 = 0.90
Kzt = [1 +K1K2K3]2 Eq. 6-3
Kzt = 1.11 Back to Wind load
The application is created by Yo Ratanapeanchai, SE. This spreadsheet is intended as an
educational tool for the learning and understanding of the IBC 2003. It will perform both Fire Life
Safety (chapter 3, 5, 6, 7, 8, 9, 10, 15 and 29) and Structural (Snow, Wind and Earthquake Load,
Chapter 16 and ASCE7-02) . Requires Microsoft Excel 2000 or later. The application is freeware, so
feel free to distribute or modify.

DISCLAIM STATEMENT: The author disclaim any and all responsibility and liability for the accuracy
of and application of the information contained in this spreadsheet to the full extent permitted by the
law.
Date Location Note
1-Aug-03 All sheets IBC 2003 and ASCE7-02
23-Mar-04 Sheet EQ revise cell B42, to report a corrected base shear.
Input option for flexible or rigid diaphragm at cell B12 per Section 1616.3
26-Mar-04 Sheet Wind Add windload for open structure
1-Apr-04 Sheet L,Lr,S Add entire sheet
27-Jul-04 Sheet EQ Revise T-1604.5, Seismic use Group (Change from 2000)
T-9.5.2.2, for OCBF

ratany@yahoo.com
ratany@co.clark.nv.us
 Revision 3

ected base shear.

diaphragm at cell B12 per Section 1616.3

Group (Change from 2000)