Fire-resistance rating requirement for building elements: (T-601) Type V-B, Any materials permitted (602.5) Windows(T-715.5) Door&Shutter(T-715.3) a Structural frame 0 hours f Exterior bearing walls 0 hours 0 hours #N/A hours Interior bearing walls 0 hours 0 0 Floor construction 0 hours 0 Roof construction 0 hours Int. Non-bearing & partition NR Fire-resistance rating requirements for exterior walls based on fire separation distance. (T-602)* For Type V-B,Group R-3 Ext Wall Setback (ft)
North South West East
Max area of opening in percentage of the area of exterior wall.T-704.8
Fire Rating hrs
Windows (715.5) hrs
Doors (715.3) hrs
Unprotected
1 1 0 0
¾ ¾ 0 0
¾ ¾ 0 0
10 NP NL (g) NL (g)
5.1 4.5 10 30
Protected a,c,e,g,h,i a,c,g a,c,e,g,h,i a,d,g,i
25 15 NL (g) NL (g)
a,c,e,g,h,i a,c,g a,c,e,g,h,i a,d,g,b
*For special requirements for Group U occupancies see Section 406.12
Required Separation of Occupancies (T-508.3.3)* Between
S-2
&
M
=
2 hours, NS 1 hours, S
c, d
b
S = Buildings equipped throughout with an automatic sprinkler system installed in accordance withSection 903.3.1.1. NS = Buildings not equipped throughout with an automatic sprinkler system installed in accordance withSection 903.3.1.1.
Fire wall fire resistance rating, considered a separate building. (T-705.4 ) Occupancies Group 1 A-1 Type of construction 8 V-A Required fire resistance rating 2 hours Shaft enclosures (if required per 707.2) fire resistance rating 1 hours Opening protective fire rating for fire door and shutter assemblies (715.4) Type of Assembly Rating Minimum Opening Protection Smoke barriers 7 21 ⅓ hours The required locations for fire and smoke dampers: (716.5)
Location 1 Uses (FB) Incidental
Section
Fire Damper Nonspr Sprinkler
302.1.1.1
Yes (1)
Smoke Damper Nonspr Sprinkler
Yes (1)
No
No
Interior wall and ceiling finish requirement by occupancy T-803.5 Group R-3 SPRINKLERED UNSPRINKLERED k
Vertical exit & exit passageways a b Exit access corridors & other exitways
C C
C C
Room & enclosed space c
C
C
Fire Alarm and Detection Systems (907) Occupancy 5 E, Occupant load 50
Section System Type 907.2.3
Manual fire alarm system
Exception: Manual fire alarm boxes not required where six specific condition are met.
Group R-3, An automatic sprinkler system shall be provided where: 0
Minimum roof covering classification for type of construction T-1505.1 a b Type of construction V-B Class C(c) Roof covering
1 1 0 0
MINIMUM NUMBER OF REQUIRED PLUMBING FACILITIES PER T-2902.1
Water Closet
UBC 1997
A - Conference rooms, dining rooms, drinking establishments, exhibit rooms, gymnasiums, lounges,sq. stages andoccupant similar uses including ft per Occupancy Factor = 30 water close
A
Conference rooms, dining rooms, drinking establishments, exhibit rooms, gymnasiums, lounges, stages and similar uses including restaurants classifies as group B Occupancies. Total Area = 48,000 Sq. ft
M
Total Occupant = 1,600
Required water closet Male: 1:1-25, 2:26-75, 3:76-125,
4:126-200, 5:201-300, 6:301400, over 400, add one for each additional 200
Female: 1:1-25, 2:26-75, 3:76-125,
4:126-200, 5:201-300, 6:301400, over 400, add one for each additional 150
##
= 8 A
= 9 A A
Required lavatories Male: 1 for each water closet up to 4, = 6 then 1 for each two additional water closets
A
B
Female: 1 for each water closet up to 4, = 7 then 1 for each two additional water closets
Required bath or shower Total: 0
B E
= 0 E
Required drinking fountain Total: 1 per 150
E
= 11
E
MINIMUM NUMBER OF REQUIRED PLUMBING FACILITIES PER T-2902.1 IBC 2003 E - Educational facilities
E
Educational facilities
= 15
Total Occupant
Required water closet Male: 1 per 50
= 1
Female: 1 per 50
= Separate ficilities shall not be required
Required lavatories Male: 1 per 50 Female: 1 per 50
= 1 = Separate ficilities shall not be required
Required bath or shower Total: 0
= 0
Required drinking fountain Total: 1 per 100
= 1
Other
1 Service sink
Means of Egress, Floor Area 5,000 500
Area 1 Area 2
CHAPTER 10 Floor area per No of Occupancy occupant Occupant Exit Group T-1003.2.2.2 Loads 1004.2.1 240 gross 21 1 I-2 35 net 15 2 I-4 00 00 00 00 00 00 00 200
Use Inpatient treatment areas Day care
Other
Total occupant load No.of exits required 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 15
R-2
5 (in)
3 (in)
3 (in)
Panic and fire exit hardware
Not required
Travel Distance, Table 1015.1
For Group R-2
Without sprinkler system With sprinkler system Common path of egress travel.1014.3
200 feet 250 feet
a,b
75 feet 125 feet, with sprinkler
Corridor fire-resistance rating, Table 1017.1 Without sprinkler system With sprinkler system When occupant load served by corridor
3 (in)
For Group R-2 NP hrs ½ hrs > 10
c
Building with 1 exit, Section 1019.2 Occupancy Max story ht. Max occupants (or dwelling units) per floor and travel distance R-2 1 story 10 occupants and 75 feet travel distance or 2 story 4 dwelling units occupants and 50 feet travel distance
36 2
1
Required water closet Used Group
Description
A-2
Restaurants, banquet halls and food courts
Male:
No. of Occupants 1 per 75
100
0
0
0
1
0
0
0
0
0
0
0
0
0
0
Total Occupants =
0
0
0
0
0
0
0
0
0
0
1
0
0
0
1 per 200
0
0
Female:
1
0
0
0
1 per 200
0
0
Male:
1
0
0
0
Female:
1 per 75
0
Required lavatories
0
0
0
0
0
0
Required bath or shower
Required drinking fountain
Total:
Total:
0
1 per 500
0
1
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
100
1
1
1
1
0
1
MINIMUM NUMBER OF REQUIRED PLUMBING FACILITIES PER T-2902.1
Other
1 Service sink
0
0
0
0
Required water closet Used Group
A-2
Description
Male: 1:1-100, 2:101-200, 3:201-400. Over 400, No. of add one fixture each Occupants additional 250.
Casino
901
0
0
0
0
0
0
0
0
0
0
0
Total Occupants =
0
0
0
0
0
0
3
0
0
0
1:1-200, 2:201-400, 3:401-750, Over 750, add one fixture for each additional 500
0
0
0
Female:
3
0
0
0
1:1-200, 2:201-400, 3:401-750, Over 750, add one fixture for each additional 500
0
0
0
Male:
9
0
0
0
0
3:1-50, 4:51-100, 6:101-200, 8:201400 Over 400, add one fixture each additional 150.
0
0
0
Female:
4
0
Required lavatories
0
0
0
0
0
0
Required bath or shower
Required drinking fountain
Total:
Total:
0
1 per 500
0
2
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
901
4
9
3
3
0
2
MINIMUM NUMBER OF REQUIRED PLUMBING FACILITIES PER T-2902.1 with SNBC amendments.
Other
1 Service sink
0
0
0
0
Lighting Application Worksheet 2006 IECC (SNBO) PROJECT: Name Section 1: Allowed Lighting Power Calculation
Building Type Auditorium
LPD (T-505.5.2) 1.8
Total Area =
Floor Area ft2 2000
2000
Adjust for Heights above the floor 14 ft
Allowed Watts 1.10
3960
Total Allowed Watts =
3960.0
Section 2: Actual Lighting Power Calculation
LAMP TYPE 48" T8 25W (Super T8)
Fixture ID A
Lamps/ Fixture
# of Fixtures
3
15
Fixture Watt 20
Incandescent 250 Total Actual Watts =
Total Watts 300 0 0 0 0 0 0 0 0 0 0 300
Section 3: Compliance Calculation Total Allowed Watts = Total Actual Watts = Project Compliance = Lighting PASSES: Design 92 % better than code
3,960 300 3,660
1607.11.2 MINIMUM ROOF LOAD Tributary area At = 300.0 R1 = 1.2-.001At = 0.90 Rise per feet, F = 4 :12 R2 = 1.00 = 1.00 Lr = 20R1R2
SQ.FT
##
Eq. 16-29
## Eq. 16-28 ##
Eq. 16-31
## Eq. 16-31
Eq. 16-24
= 20(0.9)(1) Min Design Roof Load Lr = 18.00 psf 1607.9 REDUCTION OF LIVE LOAD 1607.9.1 General 1/2 L = Lo[0.25+15/(KLLAT)] Lo = 40 KLL = 1
psf
AT = 2000.0
SQ.FT
Interior columns
Exterior columns without Edge columns with cantil Corner columns with can
(6-24)
Edge beams without can
T-1607.1
Interior beams
Cantilever beams
T-1607.9.1
Edge beams with cantilev Cantilever beams
L = 23.4 psf = 0.59 Lo 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
r(A-150) 2000.0 0.08 60
## (16-25)
Horizontal member Vertical member
SQ.FT for floor 60% Max for vertical member
L = 16
psf
R = 23.1(1+D/Lo)
And
Members without provisio
Vertical member
1607.9.2 Alternate Live Load reduction for Lo = 40 psf R= A= r= R=
Two-way slabs
(16-26)
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 ASCE 7.3 FLAT ROOF SNOW LOAD (slope ≤ 5o ) Flat-roof snow load, pf = 0.7CeCtIspg (7-1) Ground snow load, pg = 100
psf
##
Figure 7-1
Is
Terrain Category = Above the treeline in windswept mountainous areas Exposure of Roof = Fully Exposed
B (see Section 6.5.6) C (see Section 6.5.6)
Thermal Condition = Structures kept just above freezing and others with cold, ventilated roofs in which D (see 6.5.6) the Section thermal resista Snow load importance factor, Is = 1 Table 7-4 Above the treeline in wind Snow exposure factor, Ce = 0.7 Table 7-2 In Alaska, in areas where Thermal factor, Ct = 1.1 Table 7-3 ## Flat-roof snow load, pf = 53.9 psf All structures except as in Min pf = 20 psf Design pf = 53.90 psf 7.4 SLOPE ROOF SNOW LOAD (slope > 5o ) ps = Cspf Design pf = 53.90 Slope Θ = 25 Ct = 1.1 Slope factor Cs = 0.75
7.3
Unheated structures Continuously heated gree (7-2)
psf o
##
hdγ/S½
= 18.44
/3hdS½
= 3.91
See Figure 7.3 for Curved Roof See Figure 7.4 for Cont Beam See Figure 7-6 for Sawtooth Roof See Figure 7-8 for Snow Drifts
Unobstructed Slippery Su
Unobstructed Slippery Surfaces
All Other Surfaces 7.4.1, 7.4.2, 7.4.3 Figure 7.2a,b and c
ps = 40.43 psf Balanced and Unbalanced Snow Load for Hip and Gable Roof Snow Density γ = .13pg + 14 ≤ 30 pcf (7-3) = 27.00 pcf S =1/tanΘ = 2.14 Height of Snow Drift hd = 1 ft 8
Structures kept just above
### W = 15.00ft
## # # # #
Θ = 25
psf
Θ> ps = 40.43ft
ft BALANCED
W ≤ 20 W > 20
ps = 100.00ft
UNBALANCED W ≤ 20
3.91ft
UNBALANCED OTHER
Θ≤ ### ###
12.13ft
40.43ft
18.44psf
IBC2006 (1613), ASCE 7-05 CHAPTER 11, 12, 13 SEISMIC DESIGN CRITERIA Response Spectral Acc. (0.2 sec) Ss = 175.00%g Response Spectral Acc.( 1.0 sec) S1 = 75.00%g Soil Site Class D
= 1.750g
Figure 22-1 through 22-14
= 0.750g
Figure 22-1 through 22-14
Table 20-3-1, Default = D
Site Coefficient Fa = 1.000 Site Coefficient Fv = 1.500
Table 11.4-1 Table 11.4-2
Max Considered Earthquake Acc. SMS = Fa.Ss
= 1.750
(11.4-1)
Max Considered Earthquake Acc. SM1 = Fv.S1
= 1.125
(11.4-2)
@ 5% Damped Design SDS = 2/3(SMS)
= 1.167
(11.4-3)
= 2/3(SM1)
= 0.750
(11.4-4)
SD1
Building Occupancy Categories II, Standard
Table 1-1
Flexible Diaphragm Design Category Consideration: Seismic Design Category for 0.1sec D Seismic Design Category for 1.0sec D E S1 ≥ .75g
Since Ta < .8Ts (see below), SDC =
with dist. between seismic resisting system >40ft
Table 11.6-1 Table 11.6-2 Section 11.6
E T-R301.2.2.1.1
IRC, Seismic Design Category = D2
Comply with Seismic Design Category E 12.8 Equivalent lateral force procedure
A. BEARING WALL SYSTEMS
T-12.2-1
Seismic Force Resisting Systems 9. Ordinary reinforced masonry shear walls Ct = 0.02 x = 0.75 T-12.8-2 Building ht. Hn = 20 ft Limited Building Height (ft) = NP Cu = 1.400 for SD1 of 0.750g Table 12.8-1 Approx Fundamental period, Ta = Ct(hn)x
12.8-7
= 0.189
Calculated T shall not exceed ≤ Cu.Ta 0.8Ts = 0.8(SD1/SDS)
TL = .266 Sec
= 0.265
Use T = 0.265 0.265
= 0.600
Is structure Regular & ≤ 5 stories ? Yes Response Spectral Acc.( 0.2 sec) Ss = 1.500g Fa = 1.00
12.8.1.3 Max Ss ≤ 1.5g
@ 5% Damped Design SDS =
⅔(Fa.Ss)
Response Modification Coef. R =
2
Table-12.2-1
2 1 CsW
foot note g Table 11.5-1
Over Strength Factor Importance factor I = Seismic Base Shear V = Cs = or need not to exceed, Cs = or Cs = Cs shall not be less than = Min Cs =
sec.
SDS R/I SD1 (R/I).T SD1TL
= 1.000g
(12.8-3)
= 1.416
For T≤ TL
N/A
For T > TL
= 0.188
For S1 ≥ 0.6g
T (R/I)
Use Cs = 0.583 Design base shear V = 0.583 W
(12.8-2)
=0.583
2
0.01 0.5S1I/R
(11.4-3)
(12.8-4) (12.8-5) (12.8-6)
Control T-12.14-1
12.14 Simplified Seismic base shear 2. Ordinary reinforced concrete shear walls @ 5% Damped Design SDS = 1.167 SDC = E F= 1.1 For two-story building FSDS(W) V= = 0.321 W R 13.3 Seismic Demands on Nonstructural Components Fp = 0.4apSDSW p(1+2z/h) (Rp/Ip) ap = 1 Ip = 1.0
Limitations: NP R= 4
Rp = 3
z = 10 ft Max Fp = 1.6SDSIpW p Min Fp = 0.3SDSIpW p
SDS = 1.167
(13.3-1)
T-13.5-1 or 13.6-1 13.1.3 Fp = 0.467 Wp
h = 10 ft = 1.867Wp
(13.3-2)
= 0.350Wp
(13.3-3)
Fp = 0.467 Wp 12.11.1 Structural Walls and Their Anchorage Fp = 0.40SDSIW w
12.11.1
= 0.467(W) 12.11.2 Anchorage of Concrete or Masonry structural Walls (flexible diaphragm) or Fp = 400SDSI shall be ≥ 280 #/ft = 467 Fp = 0.8SDSI(W w)
(12.11.1)
= 0.933 Wp Max Seismic Load EM = QE ± 0.2SDSD Where = 2 0.2SDSD = 0.234(D) Deflection Amplification factor Cd = 1.75 Nonbuilding structures, Section 15 Response Modification Coef. R = 3 Importance factor I = 1 For flexible nonbuilding, Cs = SDSI/R Min Cs = 0.03 or Cs= 0.8 S1I/R V = 0.389 W For rigid nonbuilding, Cs = 0.3 SDS I = 0.300 W
(12.4.4), (12.4.5), (12.4,6), (12.4.7)
T-15.4-1 or T-15.4-2 15.4.1.1 = 0.389 (15.4-1) = 0.200
(15.4-2) (15.4-5)
ASCE 7-05 (IBC 2006) WIND: BUILDING DATA: Basic wind speed (3 sec gust) = 90 MPH Exposure
B
Roof Pitch = Mean Roof Height h = Importance factor Iw =
4.00 :12 25 ft 1.00
T-6-1
6.4 METHOD 1- SIMPLIFIED PROCEDURE (LOW-RISE, 60 FT) Height Adjustment factor λ = 1.00 -10.70G -15.40E
-2.73D -4.92B
Fig 6-2
-7.97H -10.51F
-10.70G -15.40E
-6.80H -8.80F
θ= 18.4
11.52C 17.27A
All forces shown in psf
8.50C 12.80A
22.58333
=
29
=
TRANSVERSE ELEV. 12.80A
13.53 kips 6.77 k
10.1psf
10 % of least dimension=
2.9 ft
40 % of the eave height =
9.0 ft
4 % of least dimension or 3 ft=
3.0 ft
therefore a =
3.0 ft
9.3 psf
8.50C
49 ft All forces shown in psf
11.52C
49
LONGITUDINAL ELEV.
2a= 6.0ft
29 ft
H =27.4
Example: ps = λ KztIps30
(6-1)
Kzt =
1.00
6.5.7
horizontal load at end zone ps30 =
12.8
6.0ft
17.27A
PLAN VIEW
Height Adjustment factor λ =
1.00
Importance factor Iw =
1.00
FIGURE 6.2, Main Wind Force System
Fig 6-2 X
Fig 6-2
X
6.2
12.80psf
MWFRS Load
Roof
Horizontal Loads End Zone Interior zone
Direction
Angle 18.4 All
Wall (A) Roof (B) Wall (C ) Roof (D) 17.27 -4.92 11.52 -2.73 12.8 -6.7 8.5 -4
Transverse Longitudinal
End Zone WW (E) -15.40 -15.4
Vertical Loads Interior zone
LW (F) WW (G) LW (H) -10.51 -10.70 -7.97 -8.8 -10.7 -6.8
Overhang EOH GOH -21.60 -21.6
-16.90 -16.9
* If roof pressure under horizontal loads is less than zero, use zero Plus and minus signs signify pressures acting toward and away from projected surfaces, respectively. For the design of the longitudinal MWFRS use Ө = 0°, and locate the zone E/F, G/H boundary at the mid-length of the building
FIGURE 6-3, COMPONENT AND CLADDING sq. ft, = 18.4 Roof effective area = 30 Effective Area for wall element = 20 Sq. ft Interior Zone 1 = 9.45 -12.87 psf Wall, Interior Zone 4 = 13.90 -15.10 psf End Zone 2 = 9.45 -17.98 psf End Zone 5 = 13.90 -18.20 psf Conner Zone 3 = 9.45 -23.90 psf Roof Overhang effective area = 6 sq. ft Interior Zone 2 = -26.13 psf End Zone 3 = -36.71 psf IBC 1605.2.1(LRFD) U = 0.9D + 1.6W IBC 1605.3.1(ASD), U = 06D + W, increase in allowable shall not be used. IBC 1605.3.2(ASD), U = D + 1.3 W, allowable stress are permit to be increased.
ASCE7-05, 6.5.7 Topographic Effects x = 50
H = 80 = H/2
Lh = 320 Height above local ground z = Hill Shape Direction
45 ft 3-dimentional axisym Downwind of Crest
Exposure B Height of hill, H= Distance upwind of crest to where the difference in ground elevation is half the height of hill, Lh =
80 ft
##
320 ft
2-dimensional ridge
H/Ln =
0.25
calculate K1 by using H/Ln =
0.25
2-dimensional escarpments 3-dimentional axisym x/Lh =
0.16
0.95
K1 =
0.24
320 K2 = 1 - x/µLh
µ=
1.5
γ=
4
Distance from the crest to the building, x = Figure 6-4, K1/(H/Lh) =
50 ft
calculate K2, K3 by using Ln = K2 =
0.90
K3 = e-γz/Lh K3 = 0.57 Kzt = [1 +K1K2K3]2 Kzt =
1.26
(6-3) Back to Wind load
6.5.14 Design Wind Load on Solid Freestanding Walls and Solid Signs Per ASCE 7-05
F = qh G Cf As
(6-27)
qz= .00256 Kz Kzt Kd V2 I
(6-15)
Exposure coefficient Kz = Exposure Topography factor Kzt = 1.00
B =20.00
1.4 B (6.5.7.2)
Directionality factor Kd = 0.85 Wind Speed V= 90 Impotance factor I= 0.87 qz= 15.33 Kz
s = 10.00
(6.5.4.4)
0 to s
s to 2s
(6.5.5), T-6-1
Gust Effect factor G = 0.85
L1 = 0.00 ft
(6.5.8)
D1 = 1.00 ft
Balance Cf =1.40
B/s= 2.00 s/h = 1.00 Case A & B, Cf = 1.40
Fig 6-20
Since B/s ≥ 2 Case C must also be considered Total # of Segment with width = s =2 Balance, see Fig 6-20 = 0.00 Case C, Cf for Region
Vert. location of resultant force 5.5 ft from grade
L2 = 0.00 ft
D2 = 1.50 ft
ft
Total h =10.00
0 to s, = 2.25 s to 2s, = 1.50
L3 = 0.00 ft
Case C, Multiples factor (if applicable) Horizontal dim of return corner Lr = 0.0 ft when s/h > 0.8, (1.8-s/h) = for Lr/s = 0.00, = %openning = Reduction factor =
D3 = 2.00 ft
Free Standing Wall, Case B= 10.40PSF Free Standing Wall, Case C= 11.14PSF 1 0.9
0.80 1.00 0.0% 1.00
d = 6.77 ft Method A & B h 10.00 0.00 0.00 0.00
area As
Sign Balance, see Fig 6-20 = 0 to s, = s to 2s, =
h 10.00 10.00 10.00
area As
Pole
0.00 0.00 0.00
Sign Pole
Cf
200.0 0.0 0.0 0.0
Kz 1.40 1.2 1.2 1.2
qh 0.57 0.57 0.57 0.57
8.7 8.7 8.7 8.7 Total H=
F (lbs) 2080.2 0.0 0.0 0.0 2,080.2 5.50 ft
M (ft-lbs) 11441.4 0.0 0.0 0.0 11,441.4
F (lbs) 0.0 1337.3 891.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2,228.8 5.00ft
M (ft-lbs) 0.0 6686.5 4457.7 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 11,144.2
3.00ft
Method C Cf
Kz
0.00 100.00 100.00
1.40 2.25 1.50
0.0 0.0 0.0
1.2 1.2 1.2
qh 0.57 0.57 0.57 0.57 0.57 0.57 0.57 0.57 0.57 0.57 0.57
IBC 1805.7: Design Employing Lateral Load Bearing Total Lateral Load, P = 2080.2 lbs Dist from ground to point of P, H = 5.50 ft *Allowable lateral soil-bearing, S = 100.00 lbs/sq ft/ft Allowable Increase = 2 x 100.00 lbs/sq ft/ft Dia of footing or diagonal of sq. footing, b = 3.00 ft Constrained at ground = No S1 = 866 lbs/sq ft ≤ 15 x 100 O.K. = 2.34P/S1 b d = 0.5A[1+(1+(4.36h/A))½]
d=
6.77 ft
8.7 8.7 8.7 8.7 8.7 8.7 8.7 8.7 8.7 8.7 8.7 Total H=
PSF 13.37 8.92
Design Requirement by Category
Category A
Category B
Category C
Category D
Category E
Category F
For: 9. Ordinary reinforced masonry shear walls, see 14.4
Limit Building Height Table-12.2-1 Seismic load effect E, 12.4 25 % Increase in Force for Connection Horizontal Irregular
NL
NL
160
NP
NP
NP
QE ± 0.2DDSD
QE ± 0.2DDSD
QE ± 0.2DDSD
QE ± 0.2SDSD
QE ± 0.2SDSD
QE ± 0.2SDSD
0.40SDSIW w 400SDSI
0.40SDSIW w 400SDSI
1a,1b,2,3 or 4 4 0.40SDSIW w 400SDSI
1a,1b,2,3 or 4 4 0.40SDSIW w 400SDSI
1a,1b,2,3 or 4 4 0.40SDSIW w 400SDSI
Vertical Irregular 0.40SDSIW w 400SDSI
Anchorage of concrete or masonry walls
0.8SDSIE(W w)
0.8SDSIE(W w)
0.8SDSIE(W w)
0.8SDSIE(W w)
0.8SDSIE(W w)
1 0.4SDSIwpx
1 0.4SDSIwpx
1 0.4SDSIwpx
1.3 0.4SDSIwpx
1.3 0.4SDSIwpx
1.3 0.4SDSIwpx
0.2SDSIwpx
0.2SDSIwpx
0.2SDSIwpx
0.2SDSIwpx
0.2SDSIwpx
0.2SDSIwpx
QE
QE
Em=QE ± 0.2SDSD
Em=QE ± 0.2SDSD
QE
QE
Em=QE ± 0.2SDSD
QE .40IESDSW w 0.1W w
.40IESDSW w 0.1W w Em=QE ± 0.2SDSD
.40IESDSW w 0.1W w Em=QE ± 0.2SDSD
.40IESDSW w 0.1W w Em=QE ± 0.2SDSD
.40IESDSW w 0.1W w Em=QE ± 0.2SDSD
na na
na na
na na
y
y
y
1b 1b, 5a or 5b 5b not over 2-story y
1b 1b, 5a or 5b 5b not over 2-story y
Flexible Redundancy, Diaphragm, 12.10
max min Collector element & connection, 12.10.2 Light frame Structural Walls and Their Anchorage, 12.11.1 min Element Supporting discontinuous Wall and Frame, 12.3.3.3 Horizontal Irregular Not Permit Vertical Irregular Not Permit, 12.3.3.1 Extrem Weak Stories 12.3.3.2 Building Separations, 12.12.3 Concrete Seismic-force-resisting systems
QE
.40ISDSW w 0.1Ww Em =QE ± 0.2SDSD na 5b 5b not over 2-story y
QE
QE
IBC 1908.1.4
IBC 19081.4
IBC 1908.1.4
IBC 1908.1.4
Discontinuous members.
IBC 1908.1.12
IBC 1908.1.12
IBC 1908.1.12
IBC 1908.1.12
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.
IBC 1908.1
Em =QE ± 0.2SDSD
n/a
n/a
n/a
IBC 1910.5.2
IBC 1910.5.2
IBC 1910.5.2
MSJC 1.14.3
IBC1911.1 IBC 2106.3 MSJC 1.14.4
IBC1911.1 IBC 2106.4 MSJC 1.15.5
IBC1911.1 IBC 2106.5 MSJC 1.14.6
IBC1911.1 IBC 2106.6 MSJC 1.14.7
IBC1911.1 IBC 2106.6 MSJC 1.14.7
IBC 2106.3.1
IBC 2106.3.1
IBC 2106.3.1
IBC 2106.3.1
IBC 2106.3.1
IBC 2106.4.1
IBC 2106.4.1
IBC 2106.4.1
IBC 2106.4.1
IBC 2106.5.1
IBC 2106.5.1
IBC 2106.5.1
IBC 2205.2.2 IBC 2205.3.1 IBC 2210.5
IBC 2205.2.2 IBC 2205.3.1 IBC 2210.5
IBC 2205.2.2 IBC 2205.3.1 IBC 2210.5
IBC2305
IBC2305
Slab on Grade
Masonry Seismic Design Requirement Wall not part of the lateral-force-resisting system
Design of discontinuous members that are part of the lateral-force-resisting system 1.5 times the forces Steel, AISC 341 Structural steel Composite Light frame Wood General Shear wall 2305 Structural wood panel, h/d ratio, 2305.3.3 Gypsum Board & Stucco Particleboard Fiberboard
Shear panel connections (2305.1.4)
IBC 2205.2.1
IBC 2205.2.1
IBC 2210.5
IBC 2210.5
IBC 2205.2.1 IBC 2205.3 IBC 2210.5
IBC 2305
IBC2305
IBC2305
31/2:1
31/2:1
31/2:1
2:1
11/2:1
11/2:1
2:1 11/2:1
2:1
11/2:1
NP
NP
31/2:1
31/2:1
31/2:1
NP
NP
NP
11/2:1
11/2:1
11/2:1
NP
NP
NP
NA
NA
NA
IBC 2305.1.4
IBC 2305.1.4
IBC 2305.1.4
IBC 2305.3.11
IBC 2305.3.11
IBC 2305.3.11
Sill Plate
MSJC = Masonry Standards Joint Committee (ACI 530.1-05/ASCE 6-05/TMS 602-05)
IBC2305
CONCRETE SLENDER WALL PER IBC-2006, ACI 318-05,Section 14.8 Compressive strength, f'c =
4500 psi
Yield strength of rebars, fy =
60000 psi 14 psf 0.467 W p
Wind Load, W = Seismic Load QE = Fp = Design response spectrum, SDS =
1.17 g
Wall unsupported height, lc =
27 ft 0 ft
Parapet Height, p = Eccentric, e = Design width, b = Effective thickness, t = Design, d = Weight of the wall, W p =
2.7 24 6 3.8
in in in in
75.0 psf
Reduction factor, Dead Load, D = Live Load, L = Vertical Rebars = Spacing = Horizontal rebars = Spacing = Wt. of the wall @ mid height Pw =
0.9 200 100 #5 24 #5 24
Ver 4/2006
0.2SDSD E = QE ± Q ± = 0.23 D E Load Combination, IBC 1605.2.1
12.4.2.3
U = 1.20 D + 1.6L
(16-3)
U = 1.20 D + 0.5L + 1.6W U = 1.43 D + 0.5L + 1.QE
(16-4) (16-5) (16-6)
U = 0.90 D + 1.6W U = 0.67 D + 1.QE
(16-7)
Concrete wt. = 150 pcf h/t = 54.0 n= 7.1 Ec = 4,066,840 psi β1 = 0.825
plf plf in in
2025 lbs
Load Combination For Strength Design: (16-3) (16-4) (16-5) (16-6)
(16-7)
Factored load from trib Floor/Roof , P uf =
800.0
580.0
673.3
360.0
266.7 lbs
Factored weight of wall @ mid Ht, Puw =
2430.0
2430.0
2902.5
1822.5
1350.0 lbs
=
3230.0
3010.0
3575.8
2182.5
1616.7 lbs
=
22.4
20.9
24.8
15.2
11.2 psi
44.8
70.0
44.8
70.0 plf
Factored axial load, Pu = Puf+Puw Pu/Ag = Max Factored distributed lateral load, wu =
24.8 ≤ 0.06f'c, OK, 14.8.2.6
=
As = 0.310 sq.in Ase = (Pu+As.fy)/fy
≤ 0.6b(b.d) OK
a = (Pu+As.fy)/(0.85.f'c.b) c = a/0.85 ε1 = (0.003/c)d - 0.003 ≥ 0.005 for tension conctrol Nominal strength, Mn = (Asefy)(d - a/2) Icr = n.Ase.(d-c)2+bc3/3
Mu obtained by iteration of deflection ∆u (10times) Strength check Deflection at service load
(14-7)
/2
e
Mua = wu.lc /8+Puf. 2
(14.8.2.3)
=
0.36
0.36
0.37
0.35
0.34 sq.in
= =
0.24 0.28
0.24 0.28
0.24 0.28
0.23 0.27
0.22 inch 0.26 inch
=
0.038
0.038
0.037
0.040
OK
OK
OK
OK
=
80,358
79,574
81,590
76,621
74,597 lb-in
=
32.33
32.05
32.76
30.99
30.26 in4
0.041 OK
=
1,080
49,772
77,454
49,475
76,905 lb-in
Mu = Mua + PuΔu
(14-4)
=
1,683
75,038
127,236
66,184
95,122 lb-in
u = (5.Mu.h2)/[.75(48.Ec.Icr)]
(14-5)
= Mn =
0.19
8.39
13.92
7.66
Mn shall not be less than Mu 72,323 71,617 73,431 Mn > Mu (14-3) OK NG NG Load combination = D + L +(W or 0.7E) (16-15) Seismic Wind
68,959 OK
Unfactored Load trib from floor/roof, P f =
600.0
600.0 lbs
Pw =
2,025.0
2,025.0 lbs
Ps = Pf + P w
2,625.0 49.0
2,625.0 lbs 28 plf
w= Ig = b.t3/12 Mcr = 7.5(f'c)1/2.Ig)/0.5.t
432
=
72,449
=
0.45
0.45 in
= =
0.20 0.24
0.20 in 0.24 in
(14-7)
=
28.15
28.15 in4
(14-10)
=
55,295
(9-8)
=
432.0
31,950 lb-in ≤ Ig 432.0
(14-9)
=
0.34
0.20 inch
14.8.4
=
2.16 OK
2.16 inch OK
cr = (5.Mcr.h2)/(48.Ec.Ic) a = As.fy/(0.85.f'c.b) c = a/0.85 Icr = n.As.(d-c)2+bc3/3 2 M = w.lc /8+Pf.e/2+(Ps).s Ie = (Mcr/M)3Ig + [1+(Mcr/M)3]Icr
s = (5.M.lc2)/(48.Ec.Ie) Allowable= lc/150 Check total reinforcement Horizontal reinforcement =
0.0022 Ag 0.0022 Ag
Total =
0.0043 Ag
Vertical reinforcement =
432 in4
= (9-9)
11.27 in 67,138 lb-in NG
72,449 lb-in
> øMn, NG
(14-2)
in4
`
MASONRY SLENDER WALL PER IBC-2006, MSJC-05, SECTION 3.3.5
Ver 5/2003 ###
Compressive strength, f'm =
1500 psi
Yield strength of rebars, fy =
60000 psi 5 psf 0.224 W p
Wind Load, W = Seismic Load QE = Fp = Design response spectral, SDS =
1.17 g
Wall unsupported height, h = Parapet Height, p =
35 ft 0 ft
Eccentric, e = Design width, b = Effective thickness, t = Design, d = Weight of the wall, W p =
7.3 12 7.63 3.81
in in in in
0.2SDSD E = QE ± = QE ± 0.23 D Load Combination, IBC 1605.2.1
Reduction factor, =
(16-3)
###
(16-4)
###
(16-5) (16-6)
###
(16-7)
###
U = 0.90 D + 1.6W U = 0.67 D + 1.QE
### ###
h/t = n= Em =
55.0 27.6
# #
700 f'm
For clay masonry
#
= 1,050,000 psi MSJC 1.8.2 fr = 84.0 psi, per T-3.1.8.2.1
plf plf
# # # ###
in
###
in
1400 lbs (16-3)
Factored load from trib Floor/Roof , Puf = Factored weight of wall @ mid Ht, Puw = Factored axial load, Pu = Puw+Puf Pu/Ag = Max Factored distributed lateral load, wu =
Load Combinatio .2SDS
U = 1.20 D + 0.5L + 1.6W U = 1.43 D + 0.5L + 1.QE
0.9 MSJC 3.1.4.1 50 0 #5 24 #4 24
#
U = 1.20 D + 1.6L
80 psf
Tributary Dead Load, D = Tributary Live Load, L = Vertical Rebars Spacing = Horizontal rebars Spacing = Wt. of the wall @ mid height Pw =
12.4.2.3
(3-25)
22.7 ≤ 0.05 fm, OK
(3-23), 3.3.5.4
Load Combination For Strength Design: (16-4) (16-5) (16-6)
(16-7)
60.0
71.7
45.0
33.3 lbs
1680.0
1680.0
2006.7
1260.0
933.3 lbs
1740.0
1740.0
2078.3
1305.0
966.7 lbs
19.0
19.0
22.7
14.3
10.6 psi
8.0
17.9
8.0
17.9 plf
As =
0.155 sq.in Ase = (Pu+As.fy)/fy a = (Pu+As.fy)/(0.8.f'm.b) c = a/0.8 Nominal strength, Mn = (Asfy + Pu)(d - a/2)
###
=
0.18
0.18
0.19
0.18
0.17 sq.in
(3-28) 3.3.2(g)
= =
0.77 0.96
0.77 0.96
0.79 0.99
0.74 0.92
0.71 inch 0.89 inch
(3-27)
=
37,830
37,830
38,856
36,500
35,456 lb-in
=
44.85
44.85
45.57
43.88
43.09 in4
=
84
84
84
84
84 psi
=
444
444
444
444
444 in4
=
9,780
9,780
9,780
9,780
=
0.39
0.39
0.39
0.39
=
235
27,479
116,993
21,413
=
0.01
N/A
N/A
N/A
N/A inch
= Mn =
N/A
7.22
40.32
5.02
16.19 inch
32,850 OK
31,911 lb-in NG
Icr = n.Ase.(d-c)2+bc3/3 Modulus of Rupture fr = 84.0
psi, per T-3.1.7.2.1
Ig = b.t3/12 Mu obtained by iteration of deflection ∆u (10times)
Mcr = (fr.Ig)/0.5.t
3.3.5.4
δcr = (5.Mcr.h2)/(48.Em.Ig)
Applied ultimate strength, Mu = wu.h2/8+Puf.e/2+Pu.δu
###
60.0
(3-24)
Mu < Mcru = (5.Mu.h2)/(48.Em.Ig) Mcr < Mu < Mn,u = cr+ 5.(Mu-Mcr)h2/(48.Em.Icr)
Mn shall not be less than Mu 34,047 34,047 34,970 Mn > Mu (3-26) OK OK NG Deflection at service load Load combination = D + L + (W or 0.7E) (16-15) Seismic Wind Unfactored lateral load, w = 12.5 5.0 plf Unfactored Load from trib floor/roof, Pf = 50.0 50.0 lbs Pw = 1,400.0 1,400.0 lbs Strength check
P = Pf+Pw
9,780 lb-in 0.39 in 48,697 lb-in
`
Δs ###
=
1,450.0
1,450.0
lbs
###
=
0.18
0.18
in2
###
a = Ase.fy/(0.8.f'm.b) c = a/0.8
= =
0.75 0.93
0.75 0.93
in in
###
Icr = n.Ase.(d-c)2+bc3/3
=
44.20
44.20
in4
###
=
42,540
10,126
lb-in
###
(3-30)
=
N/A
N/A
inch
###
(3-31) (3-29)
= =
13.32 2.94 NG
0.52 2.94 OK
inch inch
###
Ase = (P+As.fy)/fy
Ms = w.h2/8+Pf.e/2+(Pf+Pw).s Ms < Mcrs = (5.Ms.h2)/(48.Em.Ig) Mcr < Ms < Mns = cr+5.(Ms-Mcr)h2/(48.Em.Icr) Allowable= .007(h) Check total reinforcement Vertical reinforcement = 0.0017 Ag Horizontal reinforcement = Total =
0.0011 Ag 0.0028 Ag
###
###
Wood member Design: IBC
Dense DF#1 a DF#1 DF#2
Design Live Load, L Design Dead Load, D Load Duration
20 Psf 10 Psf Deflection Limits L/ 360 1.25 (1 for Normal, 1.25 For Roof, 1.15 For Snow Loading) Allow soil bearing= 1000 psf L.B with 2x Ledger RAFTER / OR FLOOR JOIST (Table 1) HEADER (Table 2) Allowable load of L.B. in lbs 270 530 Size, Member Data Spacing Span Header Rafter/Floor joist Max Span Spacing(inch) (Inch) (ft) (Inch) Size Span(ft)*Overhang Ft - Inch 3/8"dia 5/8"Dia ### 2x6 ## DF#2 ## R=Repetitive ##
875 4x10
2x12 2x14 DF#2
12
14
13
6
40
0 ## ###
8
6
6
13
2x6
16
12
12
3
95 DF#2
41
0 ### #
8
5
6
12
b
19.2
12
11
7
1.6 S=Single
42
0 ## ###
8
4
6
12
d
1.2 Fb
24
11
10
9
875
43
0 ### #
8
3
6
12
CF
# 2x8
12
18
18
2
CF
1.200
44
0 ## ###
8
2
6
12
Cr
## DF#1
16
17
16
6
Cr
1.00
45
0 ### #
8
1
6
11
E
19.2
16
15
6
FOOTING (Table 3)
24
14
14
5
Rafter/Floor Joist
## R=Repetitive ## DF#2, Fb= CF= For 2x6DF#2 Fb= Fv= E=
875 psi 1.3 1309 95 1.6
w/o Load Duration
Cr= 1.15 psi psi psi
For 4x10DF#2 Fb= 875 psi CF= 1.2 Cr= 1.00 Fv= 95 psi E= 1.6 psi R=Repetitive member Used (not more than 24" o/c) S=Single member Used Lag Bolts shall be min of 5" long * For header with Rafter or Joist at both side, spacing (rafter's span) shall be double or average.
RAFTER SPAN PER TABLE 1
Span*
Fb Post Spacing
Overhang
12.8
1.5
13.8
1.5
14.8
1.5
Fv
10
11
12
ft
Int footing Ext footing Int footing Ext footing
240 240 254 254
19 14 20 14
20 14 21 15
21 15 21 15
Sq.In Sq.In Sq.In Sq.In
Int footing Ext footing
269 269
20 14
21 15
22 16
Sq.In Sq.In
3x6
Specie size ## DF#1
Patio may be supported on concrete slab, provided that the post
2x8 b d
do not support D+L in excess of 750 lbs.
CF
MINIMUM ROOF LIVE LOAD PER IBC 1607.11.2 Tributary area At = 300.0 R1 = 1.2-.001At = 0.90 Rise per feet, F = 5 :12 R2 = 1.2-.05F = 0.95 Lr = 20R1R2 = 20(0.9)(0.95) Min Design Roof Lr = 17.10
Cr E
SQ.FT Eq. 16-29 6x8 6x10
Eq. 16-32 size
Eq. 16-24 DF#2
psf b d CF
LAG BOLT, SIZE & SPACING PER TABLE 2
HEADER, PER TABLE 2
HEADER, PER TABLE 2 POST SPACING PER TABLE 3 FOOTING SIZE PER TABLE 3
Cr E Fb Fv
Allowable load for plate, headed and bent bar anchor bolt per ACI 530-05, Section 2.1.4.2 Ab = ⅝˝ Diameter of angle bolt = 0.307 in2 Edge distance lbe =
15''
Equivalent embedment length, le =
10''
f'm = fy = Ap =
B a =0 . 5 A p √ f 'm
1,500 psi 36,000 psi πle2 = 314.29
in2
(2-3, 2-4)
=
6086 lbs
(2-1)
Ba = 0.2Abfy =
2,210 lbs
(2-2)
Allowable in tension, Ba =
2210 lbs
4
B v =350 √ f m A b '
=
1,621
Reduction factor =
1.00
or Bv = 0.12Abfy =
1,326 lbs
Allowable in shear Bv =
1,326 lbs
(2-5) Bv =
1,621 lbs (2-6)
Strength design for plate, headed and bent bar anchor bolt per ACI 530-05, Section 3.1.6 Ab = ⅝˝ Diameter of angle bolt = 0.307 Edge distance lbe =
15''
Equivalent embedment length, lb =
10''
f'm = fy = Apt =
1,500 psi 36,000 psi πlb2 = 314.29
Ban = .5(4Apt(f'm)½) =
24,344
(3-1)
Or Ban = 0.9Abfy =
9,944
(3-2)
Capacity in tension Ban =
9,944 lbs
Apv = ½(πl ) =
353.57
(3-10)
Bvn = .5(4Apv(f ) ) =
27,388
(3-8)
Or Bvn = 0.9(.6Abfy) =
5,967
(3-9)
2 be
' ½ m
Capacity in shear Bvn =
5,967 lbs
The application is created by Yo Ratanapeanchai, SE. This spreadsheet is intended as an educational tool for learning and understanding of the IBC 2006 and ASCE 7-05. 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 ASCE7-05) .The application is freeware, so feel free to distribute, modify or use in anyway you see fit. Password protection is in place on some of the Worksheets and will not be given due to data integrity of the original development. Report by fax or email any errors or suggestions you may have. This will be greatly appreciated.
To verify the accuracy of the formula in each cell, just copy the entire Worksheet and paste or follow each calculation process manually. The built-in reset and print function are required for Macro to be set to Enable. See built in Help in Excel for more information.
DISCLAIMER STATEMENT: The author is not responsible and liable for the accuracy of this application and any information contained in this spreadsheet to the full extent permitted by the law.
Date
Location
30-Apr-06
All Sheets
Note
22-Jun-06
EQ
Revise cell C39, B43 to display Cs value, when T>TL Min Cs =0.01
8-Aug-06
Arch
A-2, Sprinkler
Egress
Common path of travel
7-Sep-06
CMU-Slender-wall
12-Sep-06
EQ
Pu, 0.2fm & 0.05fm Max, Min Fp
12-Dec-06
Free standing sign
Add wind load calc for sign
19-Dec-07
EQ
Revise Limitation for T-12.14-1 Revise cell C41, S1≥ 0.6g
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Last Update 12/19/2007
