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Type V-B, Any materials permitted (602.5) Windows(T-715.5) Door&Shutter(T-715.3)Structural frame 0 hours a

Exterior bearing walls 0 hours f 0 hours #N/A hoursInterior bearing walls 0 hours

Floor construction 0 hoursRoof construction 0 hours

Int. Non-bearing & partition NR

For Type V-B,Group R-3

Ext Wall Setback (ft) Fire RatingWindows(715.5)

Doors(715.3)

hrs hrs hrs Unprotected Protected North 5.1 1 10 a,c,e,g,h,i 25 a,c,e,g,h,i 1South 4.5 1 NP a,c,g 15 a,c,g 1West 10 0 0 0 NL (g) a,c,e,g,h,i NL (g) a,c,e,g,h,iEast 30 0 0 0 NL (g) a,d,g,i NL (g) a,d,g,b

*For special requirements for Group U occupancies see Section 406.12

Between = hours, NS c, d b

1 hours, SS = 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.

Occupancies Group 1Type of construction 8

Required fire resistance rating 2 hours

fire resistance rating 1 hours

Type of Assembly Rating Minimum Opening Protection

7 2 hours

Location Section Nonspr Sprinkler Nonspr Sprinkler 1 302.1.1.1 Yes (1) Yes (1) No No

Group R-3

Occupancy Section5 907.2.3

Exception:

Group R-3, An automatic sprinkler system shall be provided where:

Type of construction V-B Class C(c) Roof covering

C

C

C

Exit access corridors & other exitways

Room & enclosed space c

Fire-resistance rating requirements for exterior walls based on fire separation distance. (T-602)*

The required locations for fire and smoke dampers: (716.5)

CVertical exit & exit passageways a b

SPRINKLERED

Smoke Damper

Max area of opening in percentage of thearea of exterior wall.T-704.8

Required Separation of Occupancies (T-508.3.3)*

2

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

C

Shaft enclosures (if required per 707.2)

Fire wall fire resistance rating, considered a separate building. (T-705.4 )

Opening protective fire rating for fire door and shutter assemblies (715.4)

Fire Damper

Interior wall and ceiling finish requirement by occupancy T-803.5 k

UNSPRINKLERED

Fire Alarm and Detection Systems (907)System TypeManual fire alarm system

Manual fire alarm boxes not required where six specific condition are met.

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

C

&

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CHAPTER 10

Floor Area UseOccupancy

GroupOccupant

Loads

No ofExit

1004.2.1Area 1 5,000 240 gross 21 1Area 2 500 35 net 15 2

Other 200

Total occupant load 36 12

Occupant OccupancyLoad Group Stair way Other Egress Stair way

0.3 0.2 0.2

15 5 (in) 3 (in) 3 (in)

Not required

For Group R-2

Without sprinkler system 200 feetWith sprinkler system 250 feet a,b

75 feet125 feet, with sprinkler

For Group R-2

Without sprinkler system NP hrsWith sprinkler system hrs c

When occupant load served by corridor > 10

Occupancy Max story ht.

R-2 1 storyor 2 story

Travel Distance, Table 1015.1

10 occupants and 75 feet travel distance4 dwelling units occupants and 50 feet travel

Common path of egress travel.1014.3

Max occupants (or dwelling units) per floor andtravel distance

Building with 1 exit, Section 1019.2

Corridor fire-resistance rating, Table 1017.1

Means of Egress,

Panic and fire exit hardware

Floor area peroccupant

T-1003.2.2.2

Egress width (Inches) per occupant served, Table 1005.1Without sprinkler system With sprinkler system

No.of exits required

Other Egress0.15

3 (in)

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Tributary area A t = SQ.FTR 1 = Eq. 16-29

=Rise per feet, F = 4 :12

R2 = Eq. 16-31=

Lr = Eq. 16-24

=Min Design Roof Load L r = psf

1607.9 REDUCTION OF LIVE LOAD

L = Lo[0.25+15/(K LL AT)]1/2 (6-24)

Lo = psf T-1607.1KLL = T-1607.9.1 AT = SQ.FT

L = psf = 0.59 Lo

Lo = psf

R = r(A-150) (16-25) A = SQ.FTr = for floor

R = 60% Max for vertical member

L = psf

And R = 23.1(1+D/L o) (16-26)

Dead load D = psf R = 60% Max for vertical member L = psf

Min Design Live Load L = psf

Flat-roof snow load, p f = 0.7C e C tIspg (7-1)Ground snow load, p g = 100 psf Figure 7-1

Exposure of Roof =Thermal Condition =

Snow load importance factor, I s = 1 Table 7-4Snow exposure factor, C e = 0.7 Table 7-2

Thermal factor, C t = 1.1 Table 7-3Flat-roof snow load, p f = 53.9 psf

Min p f = 20 psf 7.3Design p f = 53.90 psf

p s = C sp f (7-2)Design p f = 53.90 psf

Slope = 25 o

C t = 1.1

Slope factor C s = 0.75 7.4.1, 7.4.2, 7.4.3 Figure 7.2a,b and cp s = 40.43 psf W = 15.00ft

Balanced and Unbalanced Snow Load for Hip and Gable Roof Snow Density = .13p g + 14 30 pcf (7-3)

= 27.00 pcf S =1/tan = 2.14 = 25

Height of Snow Drift h d = 1 fthd/S

= 18.44 psf 8/3hdS

= 3.91 ft p s = 40.43ftSee Figure 7.3 for Curved Roof BALANCEDSee Figure 7.4 for Cont BeamSee Figure 7-6 for Sawtooth Roof p s = 100.00ftSee Figure 7-8 for Snow Drifts UNBALANCED W 20

3.91ft 18.44

7.4 SLOPE ROOF SNOW LOAD (slope > 5 o )

1607.9.1 General

1607.9.2 Alternate Live Load reduction for

1607.11.2 MINIMUM ROOF LOAD

ASCE 7.3 FLAT ROOF SNOW LOAD (slope 5 o )

1.0020R 1R2

20(0.9)(1)18.00

300.01.2-.001At0.90

1.00

L shall not be less than 0.50 L o for members supporting one floor and L shall not be less than 0.40 L o formembers supporting two or more floors

4012000.023.4

Terrain Category =

40

75.060.016.0

2000.00.0860

16

16.0

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IBC2006 (1613), ASCE 7-05 CHAPTER 11, 12, 13 SEISMIC DESIGN CRITERIAResponse Spectral Acc. (0.2 sec) S s = 175.00%g = 1.750g Figure 22-1 through 22-14

Response Spectral Acc.( 1.0 sec) S 1 = 75.00%g = 0.750g Figure 22-1 through 22-14

Soil Site Class Table 20-3-1, Default = D

Site Coefficient F a = 1.000 Table 11.4-1Site Coefficient F v = 1.500 Table 11.4-2

Max Considered Earthquake Acc. S MS = F a .S s = 1.750 (11.4-1)Max Considered Earthquake Acc. S M1 = F v.S 1 = 1.125 (11.4-2)

@ 5% Damped Design S DS = 2/3(S MS) = 1.167 (11.4-3)

S D1 = 2/3(S M1) = 0.750 (11.4-4)Building Occupancy Categories Table 1-1

Design Category Consideration: with dist. between seismic resisting system >40ftSeismic Design Category for 0.1sec D Table 11.6-1Seismic Design Category for 1.0sec D Table 11.6-2

S1 .75g E Section 11.6Since Ta < .8Ts (see below), SDC = E

Comply with Seismic Design Category E IRC, Seismic Design Category = D2

12.8 Equivalent lateral force procedure

Seismic Force Resisting Systems

C t = 0.02 x = 0.75 T-12.8-2Building ht. H n = 20 ft Limited Building Height (ft) = NP

C u = 1.400 for S D1 of 0.750g Table 12.8-1 Approx Fundamental period, T a = C t(hn)

x = 0.189 12.8-7 T L = .266 Sec

Calculated T shall not exceed Cu.Ta = 0.265 Use T = 0.265 sec.0.8Ts = 0.8(S D1/S DS) = 0.600

Is structure Regular & 5 stories ? 12.8.1.3Response Spectral Acc.( 0.2 sec) S s = 1.500g Max Ss 1.5g

F a = 1.00

@ 5% Damped Design S DS = (F a .S s ) = 1.000g (11.4-3)

Response Modification Coef. R = 2 Table-12.2-1

Over Strength Factor Wo = 2 foot note gImportance factor I = 1 Table 11.5-1

Seismic Base Shear V = C s W S DS (12.8-2)R/IS D1 (12.8-3)

(R/I).TS D1TL (12.8-4)T (R/I)

C s shall not be less than = 0.01 (12.8-5)Min C s = 0.5S 1I/R = 0.188 For S 1 0.6g (12.8-6)Use C s = 0.583

Design base shear V = 0.583 W Control

12.14 Simplified Seismic base shear @ 5% Damped Design S DS = 1.167 SDC = E Limitations: NP

F = 1.1 R = 4V = FS DS (W) = 0.321 W

R

Fp = 0.4a pS DS W p(1+2z/h) (13.3-1) S DS = 1.167(R p/Ip)

a p = 1 R p = 3 T-13.5-1 or 13.6-1Ip = 1.0 13.1.3

z = 10 ft h = 10 ft Fp = 0.467 WpMax F p = 1.6S DS IpW p = 1.867Wp (13.3-2)Min F p = 0.3S DS IpW p = 0.350Wp (13.3-3)

Fp = 0.467 Wp

A. BEARING WALL SYSTEMS

C s = =0.583

For T T L

For T > T LN/A

= 1.416

13.3 Seismic Demands on Nonstructural Components

For two-story building

or need not to exceed, C s =

or C s =

T-12

T-1

T-R301.2.2.1.1

http://eqhazmaps.usgs.gov/http://eqhazmaps.usgs.gov/http://www.mapquest.com/maps/http://www.mapquest.com/maps/http://eqhazmaps.usgs.gov/http://eqhazmaps.usgs.gov/http://eqhazmaps.usgs.gov/

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ASCE 7-05 (IBC 2006) WIND: BUILDING DATA:Basic wind speed (3 sec gust) = 90 MPH

Exposure

Roof Pitch = 4.00 :12Mean Roof Height h = 25 ftImportance factor I w = 1.00 T-6-1

Height Adjustment factor = 1.00 Fig 6-2

-10.70G -7.97H -10.70G -6.80H-15.40E -10.51F -15.40E -8.80F

-2.73D-4.92B = 18.4

11.52C 8.50C H =27.417.27A All forces shown in psf 22.58333 12.80A

29 49

TRANSVERSE ELEV. LONGITUDINAL ELEV.

12.80A 2a= 6.0ft 10 % of least dimension= 2.9 ft

13.53 kips 40 % of the eave height = 9.0 ft

29 ft 6.77 k10.1psf

4 % of least dimension or 3 ft= 3.0 ft

8.50C9.3 psf

therefore a = 3.0 ft49 ft Example: p s = KztIps30 (6-1)

All forces shown in psf 6.0ft Kzt = 1.00 6.5.7

horizontal load at end zone p s30 = 12.8 Fig 6-211.52C 17.27A Height Adjustment factor = 1.00 Fig 6-2

PLAN VIEW Importance factor Iw = 1.00 6.2

FIGURE 6.2, Main Wind Force System 12.80psf

Roof Angle Wall (A) Roof (B) Wall (C ) Roof (D) W W (E) LW (F) W W (G) LW (H) EOH GOH

Transverse 18.4 17.27 -4.92 11.52 -2.73 -15.40 -10.51 -10.70 -7.97 -21.60 -16.90Longitudinal All 12.8 -6.7 8.5 -4 -15.4 -8.8 -10.7 -6.8 -21.6 -16.9* If roof pressure under horizontal loads is less than zero, use zeroPlus and minus signs signify pressures acting toward and away from projected surfaces, respectively.

For the design of the longitudinal MWFRS use = 0, and locate the zone E/F, G/H boundary at the mid-length of the building

Roof effective area = 30 sq. ft, q= 18.4 Effective Area for wall element = 20 Sq. ftInterior 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. ftInterior 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.

MWFRS

FIGURE 6-3, COMPONENT AND CLADDING

6.4 METHOD 1- SIMPLIFIED PROCEDURE (LOW-RISE, 60 FT)

End Zone Interior zoneLoadDirection

Horizontal Loads Vertical LoadsEnd Zone Interior zone Overhang

= =

X

X

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x = 50

H = 80

= H/2

Lh = 320Height above local ground z = 45 ft

Hill Shape

Direction

Exposure BHeight of hill, H= 80 ft

Distance upwind of crest to where thedifference in ground elevation is half the

height of hill, L h = 320 ftH/Ln = 0.25

calculate K 1 by using H/L n = 0.25

Distance from the crest to the building, x = 50 ft x/Lh = 0.16Figure 6-4, K 1/(H/Lh) = 0.95 K1 = 0.24

calculate K 2, K3 by using L n = 320

K2 = 1 - x/L h = 1.5K2 = 0.90

K3 = e-z/L h

= 4K3 = 0.57Kzt = [1 +K 1K2K3]

2 (6-3)Kzt = 1.26

ASCE7-05, 6.5.7 Topographic Effects

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6.5.14 Design Wind Load on Solid Freestanding Walls and Solid Signs Per ASCE 7-05

F = qh G C f A s (6-27) B =20.00q z= .00256 K z Kzt Kd V I (6-15)

Exposure coefficient K z = Exposure 1.4Topography factor K zt = 1.00 (6.5.7.2)

Directionality factor K d = 0.85 (6.5.4.4) 0 to s s to 2sWind Speed V= 90

Impotance factor I= 0.87 (6.5.5), T-6-1q z= 15.33 Kz

Gust Effect factor G = 0.85 (6.5.8) L1 = 0.00 ft D1 =

B/s= 2.00s/h = 1.00

Case A & B, C f = 1.40 Fig 6-20

Since B/s 2 Case C must also be considered

Total # of Segment with width = s Vert. location of resultant force L2 = 0.00 ft D2 == 2 5.5 ft from grade

Balance, see Fig 6-20 = 0.00 ftCase C, C f for Region

0 to s, = 2.25 s to 2s, = 1.50

L3 = 0.00 ft D3 =

Case C, Multiples factor (if applicable)Horizontal dim of return corner L r = 0.0 ft

when s/h > 0.8, (1.8-s/h) = 0.80 Free Standing Wall, Case C=for Lr/s = 0.00, = 1.00 1 0.9

%openning = 0.0%Reduction factor = 1.00

Method A & BSign h area A s C f Kz qh F (lbs) M (ft-lbs)

10.00 200.0 1.40 0.57 8.7 2080.2 11441.4Pole 0.00 0.0 1.2 0.57 8.7 0.0 0.0

0.00 0.0 1.2 0.57 8.7 0.0 0.0 3.00ft0.00 0.0 1.2 0.57 8.7 0.0 0.0Total 2,080.2 11,441.4

H = 5.50 ftMethod C

Sign h area A s C f Kz qh F (lbs) M (ft-lbs) PSFBalance, see Fig 6-20 = 10.00 0.00 1.40 0.57 8.7 0.0 0.0

0 to s, = 10.00 100.00 2.25 0.57 8.7 1337.3 6686.5 13.37 s to 2s, = 10.00 100.00 1.50 0.57 8.7 891.5 4457.7 8.92

0.57 8.7 0.0 0.00.57 8.7 0.0 0.00.57 8.7 0.0 0.00.57 8.7 0.0 0.00.57 8.7 0.0 0.0

Pole 0.00 0.0 1.2 0.57 8.7 0.0 0.0

0.00 0.0 1.2 0.57 8.7 0.0 0.00.00 0.0 1.2 0.57 8.7 0.0 0.0

Total 2,228.8 11,144.2H = 5.00ft

IBC 1805.7: Design Employing Lateral Load Bearing

Total Lateral Load, P = 2080.2 lbsDist 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/ftDia of footing or diagonal of sq. footing, b = 3.00 ft

Constrained at ground = NoS1 = 866 lbs/sq ft 15 x 100 O.K.

= 2.34P/S1 bd = 0.5A[1+(1+(4.36h/A))]d = 6.77 ft

s = 10.00

10.40PSFFree Standing Wall, Case B=11.14PSF

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Design Requirement by Category Category A Category B Category C Categor

Limit Building Height Table-12.2-1 NL NL 160 NPSeismic load effect E, 12.4 QE 0.2D DSD Q E 0.2D DSD Q E 0.2D DSD r QE 0.2S DSD25 % Increase in Force for Connection

Horizontal Irregular 1a,1b,2,3 or 4Vertical Irregular

Anchorage of concrete or masonry walls 0.40S DSIWw 0.40S DS IWw 0.40S DSIWw 0.40S DSIWw400S DSI 400S DS I 400S DSI 400S DSI

Flexible 0.8S DSIE(W w) 0.8S DS IE(W w) 0.8S DSIE(W w)Redundancy, 1 1 1 1.3Diaphragm, 12.10 max 0.4S DSIwpx 0.4S DSIwpx 0.4S DS Iwpx 0.4S DSIwpx

min 0.2S DSIwpx 0.2S DSIwpx 0.2S DS Iwpx 0.2S DSIwpxCollector element & connection, 12.10.2

QE QE Em=WQE 0.2S DSD E m =WQE 0.2S DSD

Light frame QE QE r QE r QEStructural Walls and TheirAnchorage, 12.11.1 .40I ES DSW w .40I ES DSW w .40I ES DSW w

min 0.1W w 0.1W w 0.1W wElement Supporting discontinuous Em=WQE 0.2S DSD E m=WQE 0.2S DSD E m =WQE 0.2S DSDWall and Frame, 12.3.3.3Horizontal Irregular Not Permit na na naVertical Irregular Not Permit, 12.3.3.1 na na na 5bExtrem Weak Stories 12.3.3.2 5b not over 2-storyBuilding Separations, 12.12.3 y y y yConcreteSeismic-force-resisting systems IBC 1908.1 IBC 1908.1.4

Discontinuous members. IBC 1908.1.12

Plain IBC 1910.4.4Frame members not proportioned to resist forcesinduced by earthquake motions. n/a n/a n/a

Slab on Grade IBC1911.1 IBC1911.1Masonry IBC 2106.3 IBC 2106.4 Seismic Design Requirement MSJC 1.14.3 MSJC 1.14.4 MSJC 1.15.5 MSJC 1.14.6

Wall not part of the lateral-force-resisting system IBC 2106.3.1 IBC 2106.3.1 IB

Design of discontinuous members that are part ofthe lateral-force-resisting system IBC 2106.4.1

1.5 times the forces

Steel, AISC 341Structural steel IBC 2205.2.1 IBC 2205.2.1 IBC 2205.2.1Composite IBC 2205.3Light frame IBC 2210.5 IBC 2210.5 IBC 2210.5WoodGeneral IBC 2305 IBC2305 IBC2305 IBC2305Shear wall 2305

Structural wood panel, h/d ratio, 2305.3.3 31/2:1 31/2:1 3

1/2:1Gypsum Board & Stucco 11/2:1 1

1/2:1 11/2:1

Particleboard 31/2:1 31/2:1 3

1/2:1Fiberboard 11/2:1 1

1/2:1 11/2:1

Shear panel connections (2305.1.4) NA NA NA IBC 2305.1.4Sill PlateMSJC = Masonry Standards Joint Committee (ACI 530.1-05/ASCE 6-05/TMS 602-05)

NPNP

IBC 2305.3.11

11/2:1

IBC 2106.4.1

IBC 2106.5.1

IBC 2205.2.2IBC 2205.3.1IBC 2210.5

2:1

IBC 1908.1.12

IBC 1910.4.4

IBC 1910.5.2

IBC1911.1IBC 2106.5

IBC 2106.3.1

IBC 19081.4

na

Category D

.40IS DSW w0.1Ww

For: 9. Ordinary reinforced masonry shear walls, see 14

4

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CONCRETE SLENDER WALL PER IBC-2006, ACI 318-05,Section 14.8

Compressive strength, f' c = 4500 psi E = Q E 0.2S DS D 12.4.2.3Yield strength of rebars, f y = 60000 psi = Q E 0.23 D

Wind Load, W = 14 psf Load Combination, IBC 1605.2.1Seismic Load Q E = F p = 0.467 Wp U = 1.20 D + 1.6L (16-3)

Design response spectrum, S DS = 1.17 g U = 1.20 D + 0.5L + 1.6W (16-4)Wall unsupported height, l c = 27 ft U = 1.43 D + 0.5L + 1.Q E (16-5)

Parapet Height, p = 0 ft U = 0.90 D + 1.6W (16-6)Eccentric, e = 2.7 in U = 0.67 D + 1.Q E (16-7)

Design width, b = 24 in Concrete wt. = 150 pcf Effective thickness, t = 6 in h/t = 54.0

Design, d = 3.8 in n = 7.1Weight of the wall, W p = 75.0 psf Ec =

Reduction factor, f = 0.9 1 = 0.825Dead Load, D = 200 plf

Live Load, L = 100 plf Vertical Rebars = # 5

Spacing = 24 inHorizontal rebars = # 5

Spacing = 24 inWt. of the wall @ mid height P w = 2025 lbs Load Combination For Strength Design:

(16-3) (16-4) (16-5) (16-Factored load from trib Floor/Roof , P uf = 800.0 580.0 673.3 360Factored weight of wall @ mid Ht, P uw = 2430.0 2430.0 2902.5 1822.5

Factored axial load, P u = P uf +P uw = 3230.0 3010.0 3575.8 2182.5

Max P u/Ag = 24.8 0.06f'c, OK, 14.8.2.6 = 22.4 20.9 24.8 15Factored distributed lateral load, w u = = 44.8 70.0 4

As = 0.310 sq.in 0.6 r b(b.d) OK (14.8.2.3)

A se = (P u+As .f y)/f y = 0.36 0.36 0.37 0. a = (P u+As .f y)/(0.85.f' c.b) = 0.24 0.24 0.24 0. c = a/0.85 = 0.28 0.28 0.28 0.27

1 = (0.003/c)d - 0.003 = 0.038 0.038 0.037 0.040

0.005 for tension conctrol OK OK OKNominal strength, M n = (A se f y)(d - a/2) = 80,358 79,574 81,590 76,621

Icr = n.A se .(d-c)2+bc 3/3 (14-7) = 32.33 32.05 32.76 30.99

Mua = wu.lc2/8+P uf.

e /2 = 1,080 49,772 77,454 49,47Mu = Mua + P u u (14-4) = 1,683 75,038 127,236 66,184

Du = (5.M u.h2)/[.75(48.E c.Icr )] (14-5) = 0.19 8.39 13.92 7.6

Strength check f Mn shall not be less than M u f Mn = 72,323 71,617 73,431 68,959f Mn > Mu (14-3) OK NG NG

Deflection at service load Load combination = (16-15)Seismic Wind

Unfactored Load trib from floor/roof, P f = 600.0 600.0 lbs

P w = 2,025.0 2,025.0 lbsP s = P f + P w 2,625.0 2,625.0 lbsw = 49.0 28 plf

Ig = b.t3/12 = 432 432 in

4

Mcr = 7.5(f' c)1/2 .Ig)/0.5.t (9-9) = 72,449 72,449 lb-in > Mn,

Dcr = (5.M cr .h2)/(48.E c.Ic) = 0.45 0.45 in

a = A s.f y/(0.85.f' c.b) = 0.20 0.20 inc = a/0.85 = 0.24 0.24 in

Icr = n.A s.(d-c)2+bc 3/3 (14-7) = 28.15 28.15 in

4

M = w.l c2/8+P f .e/2+(P s).Ds (14-10) = 55,295 31,950 lb-in

Ie = (M cr /M)3Ig + [1+(M cr /M)

3]Icr (9-8) = 432.0 432.0 Ig in

Ds = (5.M.l c2)/(48.E c.Ie) (14-9) = 0.34 0.20 inch

Allowable , D = lc/150 14.8.4 = 2.16 2.16 inchCheck total reinforcement OK OK

Vertical reinforcement = 0.0022 Ag

Mu obtained by iteration ofdeflection u (10times)

D + L +(W or 0.7E)

4,066,840 psi

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MASONRY SLENDER WALL PER IBC-2006, MSJC-05, SECTION 3.3.5

Compressive strength, f' m = 1500 psi E = Q E 0.2S DS D 12.4.2.3Yield strength of rebars, f y = 60000 psi = Q E 0.23 D

Wind Load, W = 5 psf Load Combination, IBC 1605.2.1

Seismic Load Q E = Fp = 0.224 W p U = 1.20 D + 1.6L (16-3)Design response spectral, S DS = 1.17 g U = 1.20 D + 0.5L + 1.6W (16-4)

Wall unsupported height, h = 35 ft U = 1.43 D + 0.5L + 1.Q E (16-5)Parapet Height, p = 0 ft U = 0.90 D + 1.6W (16-6)

Eccentric, e = 7.3 in U = 0.67 D + 1.Q E (16-7)Design width, b = 12 in

Effective thickness, t = 7.63 in h/t = 55.0Design, d = 3.81 in n = 27.6

Weight of the wall, W p = 80 psf Em = 700 f'm For clay masonry

Reduction factor, f = 0.9 MSJC 3.1.4.1 = MSJC 1.8.2Tributary Dead Load, D = 50 plf f r = 84.0 psi, per T-3.1.8.2.1

Tributary Live Load, L = 0 plf Vertical Rebars # 5

Spacing = 24 inHorizontal rebars # 4

Spacing = 24 inWt. of the wall @ mid height P w = 1400 lbs Load Combination For Strength Desig

(16-3) (16-4) (16-5)Factored load from trib Floor/Roof , P uf = 60.0 60.0 71.7Factored weight of wall @ mid Ht, P uw = 1680.0 1680.0 2006.7 1

Factored axial load, P u = P uw +P uf (3-25) 1740.0 1740.0 2078.3 1Max P u/Ag = 22.7 0.05 fm, OK (3-23), 3.3.5.4 19.0 19.0 22.7

Factored distributed lateral load, w u = 8.0 17.9

A s = 0.155 sq.in A se = (P u+As .f y)/f y = 0.18 0.18 0.19

a = (P u+As .f y)/(0.8.f' m .b) (3-28) = 0.77 0.77 0.79 c = a/0.8 3.3.2(g) = 0.96 0.96 0.99

Nominal strength, M n = (A sf y + P u)(d - a/2) (3-27) = 37,830 37,830 38,856 36

Icr = n.A se .(d-c)2+bc 3/3 = 44.85 44.85 45.57

Modulus of Rupture f r = 84.0 psi, per T-3.1.7.2.1 = 84 84 84

Ig = b.t3/12 = 444 444 444

Mcr = (f r .Ig)/0.5.t 3.3.5.4 = 9,780 9,780 9,780

cr = (5.M cr .h2)/(48.E m .Ig) = 0.39 0.39 0.39

Applied ultimate strength, M u = wu.h2/8+P uf.

e /2+P u . u (3-24) = 235 27,479 116,993 2Mu < M cr , du = (5.M u.h

2)/(48.E m .Ig) = 0.01 N/A N/A

Mcr < Mu < Mn , du = dcr + 5.(M u-Mcr )h2/(48.E m .Icr ) = N/A 7.22 40.32

Strength check f Mn shall not be less than M u f Mn = 34,047 34,047 34,970 3f 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, P f = 50.0 50.0 lbs

P w = 1,400.0 1,400.0 lbsP = P f +P w = 1,450.0 1,450.0 lbs

A se = (P+A s .f y)/f y = 0.18 0.18 in2

a = A se .f y/(0.8.f' m .b) = 0.75 0.75 inc = a/0.8 = 0.93 0.93 in

Icr = n.A se .(d-c)2+bc 3/3 = 44.20 44.20 in

4

Ms = w.h /8+P f .e/2+(P f +P w).ds = 42,540 10,126 lb-inMs < M cr , ds = (5.M s .h

2)/(48.E m .Ig) (3-30) = N/A N/A inch

Mcr < M s < Mn , ds = dcr +5.(M s-Mcr )h2

/(48.E m .Icr ) (3-31) = 13.32 0.52 inch Allowable , D = .007(h) (3-29) = 2.94 2.94 inch

Check total reinforcement NG OK

Mu obtained by iteration ofdeflection u (10times)

1,050,000 psi

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Allowable load for plate, headed and bent bar anchor bolt per ACI 530-05, Section 2.1.4.2Diameter of angle bolt = Ab = 0.307 in

2

Edge distance l be = 15''

Equivalent embedment length, l e = 10''

f'm = 1,500 psi

f y = 36,000 psi

Ap = le2 = 314.29 in

(2-3, 2-4)

= 6086 lbs (2-1)

Ba = 0.2A bf y = 2,210 lbs (2-2)

Allowable in tension, B a = 2210 lbs

= 1,621 (2-5)

Reduction factor = 1.00 Bv = 1,621 lbs

or B v = 0.12A bf y = 1,326 lbs (2-6) Allowable in shear B v = 1,326 lbs

Strength design for plate, headed and bent bar anchor bolt per ACI 530-05, Section 3.1.6Diameter of angle bolt = Ab = 0.307

Edge distance l be = 15''Equivalent embedment length, l b = 10''

f'm = 1,500 psif y = 36,000 psi

Apt = lb2 = 314.29

f Ban = .5(4A pt(f 'm)

) = 24,344 (3-1)Or f Ban = 0.9A bf y = 9,944 (3-2)

Capacity in tension f Ban = 9,944 lbs Apv = ( lbe

2) = 353.57 (3-10)f Bvn = .5(4A pv (f

'm)

) = 27,388 (3-8)Or f Bvn = 0.9(.6A bf y) = 5,967 (3-9)

Capacity in shear f Bvn = 5,967 lbs

'mpa f A5.0B =

4b

'mv Af 350B =

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Date Location Note30-Apr-06 All Sheets

22-Jun-06 EQ

Revise cell C39, B43 to display C s value,when T>T LMin Cs =0.01

8-Aug-06 Arch A-2, Sprinkler

Egress Common path of travel

7-Sep-06 CMU-Slender-wall Pu, 0.2fm & 0.05fm

12-Sep-06 EQ Max, Min F p12-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 Update12/19/2007