IBC 2006 and ASCE 7-05.xls

(1)

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)

Structural frame

0 hours

a

Exterior bearing walls

0 hours

f

0 hours

#N/A

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 R-3

Ext Wall Setback (ft)

Fire Rating

hrs

Unprotected

Protected

North

5.1

1 ¾

¾

10 a,c,e,g,h,i

25 a,c,e,g,h,i

1 South

4.5

1 ¾

¾

NP

a,c,g

15 a,c,g

1 West

10

0

0 NL (g)

a,c,e,g,h,i

NL (g)

a,c,e,g,h,i

0 East

30

0

0 NL (g)

a,d,g,i

NL (g)

a,d,g,b

0 *For special requirements for Group U occupancies see Section 406.12

Required Separation of Occupancies (T-508.3.3)*

Between

=

2 hours, NS

c, d

b

1 hours, S

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 Type of construction

8 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

7

2 ⅓

hours

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

Fire Damper

Smoke Damper

Location

Section

Nonspr Sprinkler

1

302.1.1.1 Yes (1)

Yes (1)

No

Group

R-3

SPRINKLERED

UNSPRINKLERED

C

Exit access corridors & other exitways

C

Fire Alarm and Detection Systems (907)

Occupancy

Section System Type

5

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 Type of construction V-B

Class

C(c)

Roof covering

Windows

(715.5)

(715.3)

Doors

Max area of opening in percentage of the

area of exterior wall.T-704.8

Interior wall and ceiling finish requirement by occupancy T-803.5

k

Vertical exit & exit passageways

a b

Room & enclosed space

c

Minimum roof covering classification for type of construction T-1505.1

a b

&

S-2

M

A-1

V-A

1 Smoke barriers

Incidental Uses (FB)

E, Occupant load 50

(2)

MINIMUM NUMBER OF REQUIRED PLUMBING FACILITIES PER T-2902.1

_{Water Closets}

UBC 1997

Occupancy Factor = 30

sq. ft per occupant

water closet

A

M

Total Area

=

48,000

Sq. ft

Total Occupant

= 1,600

Required water closet

##

Male:

=

8 A

Female:

=

9 A

A

Required lavatories

A

Male:

=

6 B

Female:

=

7 B

Required bath or shower

E

Total:

0 ₌

₀

E

Required drinking fountain

E

Total:

1 per 150

=

11 E

Conference rooms, dining rooms, drinking establishments,

exhibit rooms, gymnasiums, lounges, stages and similar

uses including restaurants classifies as group B

Occupancies.

1:1-25, 2:26-75, 3:76-125,

4:126-200, 5:201-300,

6:301-400, over 6:301-400, add one for

each additional 200

1:1-25, 2:26-75, 3:76-125,

4:126-200, 5:201-300,

6:301-400, over 6:301-400, add one for

each additional 150

1 for each water closet up to 4,

then 1 for each two additional

water closets

1 for each water closet up to 4,

then 1 for each two additional

water closets

(3)

MINIMUM NUMBER OF REQUIRED PLUMBING FACILITIES PER T-2902.1

IBC 2003

E

Educational facilities

Total Occupant

=

15 Required water closet

Male:

1 per 50

₌

₁

Female:

1 per 50

₌

_{Separate ficilities shall not be required}

Required lavatories

Male:

1 per 50

=

1 Female:

1 per 50

=

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

(4)

Means of Egress,

CHAPTER 10 Floor Area

Use

Area 1

5,000

240 gross

21

1 Area 2

500 35 net

15

2 0 0

0 0

Other

200 Total occupant load

36

1 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

0.15

15 5 (in)

3 (in)

Panic and fire exit hardware

Not required

Travel Distance, Table 1015.1

For Group R-2

Without sprinkler system

200 feet

With sprinkler system

250 feet

a,b

Common path of egress travel.1014.3

75 feet

125 feet, with sprinkler

Corridor fire-resistance rating, Table 1017.1

For Group R-2

Without sprinkler system

NP

hrs

With sprinkler system

½

hrs

c

When occupant load served by corridor

> 10

Building with 1 exit, Section 1019.2

Occupancy

Max story ht.

R-2

1 story

10 occupants and 75 feet travel distance

or

2 story

Occupancy

Group

Floor area per

occupant

T-1003.2.2.2

Occupant

Loads

No of

Exit

1004.2.1

Max occupants (or dwelling units) per floor and

travel distance

4 dwelling units occupants and 50 feet travel

distance

Inpatient treatment areas

I-2

Day care

I-4

(5)

Description

Required water closet

Required lavatories

Male:

Female:

Male:

Female:

Total:

Other

A-2

1 per 75 1 per 75 1 per 200 1 per 200

0

1 per 500

1 Service sink

100 ₁

₁

₀

₁

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 =

100

1

0

1 MINIMUM NUMBER OF REQUIRED PLUMBING FACILITIES PER T-2902.1

Used

Group

Required bath

or shower

Required drinking

fountain

Restaurants, banquet halls and

(6)

Description

Required water closet

Required lavatories

Male:

Female:

Male:

Female:

Total:

Other

A-2

Casino

0

1 per 500

1 Service sink

901

4

9

3

0

2

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 =

901

4

9

3

0

2 Used

Group

Required bath

or shower

Required drinking

fountain

No. of

Occupants

1:1-100, 2:101-200, 3:201-400. Over 400, add one fixture each additional 250.

3:1-50, 4:51-100, 6:101-200, 8:201-400 Over 8:201-400, add one fixture each additional 150.

1:1-200, 2:201-400, 3:401-750, Over 750, add one fixture for each additional 500

MINIMUM NUMBER OF REQUIRED PLUMBING FACILITIES PER T-2902.1

with SNBC amendments.

(7)

Lighting Application Worksheet

2006 IECC (SNBO)

PROJECT:

Name

Section 1: Allowed Lighting Power Calculation

Building Type

Allowed Watts

Auditorium

1.8 2000

14 ft

1.10 3960

Total Area =

2000

Total Allowed Watts =

3960.0

Section 2: Actual Lighting Power Calculation

LAMP TYPE

_{Fixture ID}

Lamps/ Fixture # of Fixtures

Total Watts

48" T8 25W (Super T8)

A

3

15

20

300

0

0 Incandescent 250

0 Total Actual Watts =

300 Section 3: Compliance Calculation

Total Allowed Watts =

3,960

Total Actual Watts =

300 Project Compliance =

3,660

Lighting PASSES: Design 92 % better than code

LPD

(T-505.5.2)

Floor Area ft

2

Adjust for

Heights

above the

floor

Fixture

Watt

(8)

1607.11.2 MINIMUM ROOF LOAD

300.0 SQ.FT ##

1.2-.001At Eq. 16-29 ##

= 0.90 Eq. 16-28

Rise per feet, F = 4:12 ##

1.00 Eq. 16-31 ##

= 1.00 Eq. 16-31

Eq. 16-24

= 20(0.9)(1) Interior columns

18.00 psf Exterior columns without cantilever slabs 44

1607.9 REDUCTION OF LIVE LOAD Edge columns with cantilever slabs 3

1607.9.1 General Corner columns with cantilever slabs

L = (6-24) Edge beams without cantilever slabs

40 psf T-1607.1 Interior beams

1 T-1607.9.1 Edge beams with cantilever slabs

2000.0 SQ.FT Cantilever beams

L =23.4 psf = 0.59 Two-way slabs

Members without provisions for continuous shear transfer normal to their span 1607.9.2 Alternate Live Load reduction for

40 psf ##

R = r(A-150) (16-25) 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 = (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

(7-1) ##

100 psf Figure 7-1 Is

Terrain Category = B (see Section 6.5.6)

Exposure of Roof = C (see Section 6.5.6)

Thermal Condition = D (see Section 6.5.6)

1 Table 7-4 Above the treeline in windswept mountainous areas

0.7 Table 7-2 In Alaska, in areas where trees do not exist within a 2-mile radius of the site

1.1 Table 7-3 ##

53.9 psf All structures except as indicated below

20 psf 7.3 Structures kept just above freezing and others with cold, ventilated roofs in which the thermal resistance (R-value) 1.1 between the ventilated space and the heated space exceeds 25 ft2¥hr¥¡F/Btu

53.90 psf Unheated structures

Continuously heated greenhouses with a roof having a thermal resistance (R-value) less than 2.0 ft2¥hr¥¡F/Btu (7-2)

53.90 psf ##

Slope Θ =25 Unobstructed Slippery Surfaces

1.1 All Other Surfaces

0.75 7.4.1, 7.4.2, 7.4.3 Figure 7.2a,b and c ###

40.43 psf W =15.00ft ##

Balanced and Unbalanced Snow Load for Hip and Gable Roof #

Snow Density γ = (7-3) # = 27.00 pcf # S =1/tanΘ = 2.14 Θ = 25 # =1 ft = 18.44 psf Θ > = 3.91 ft 40.43ft Θ ≤

See Figure 7.3 for Curved Roof BALANCED ###

See Figure 7.4 for Cont Beam ###

See Figure 7-6 for Sawtooth Roof 100.00ft W ≤ 20

See Figure 7-8 for Snow Drifts UNBALANCED W ≤ 20 W > 20

3.91ft 18.44psf UNBALANCED OTHER 12.13ft 40.43ft Tributary area A_t= R₁ = R2 = Lr = 20R1R2

Min Design Roof Load L_r=

L_o[0.25+15/(K_LLA_T)]1/2

Lo =

KLL =

AT =

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

L_o =

23.1(1+D/L_o)

ASCE 7.3 FLAT ROOF SNOW LOAD (slope ≤ 5o₎ Flat-roof snow load, p_f= 0.7C_eC_tI_sp_g Ground snow load, p_g =

Snow load importance factor, I_s = Snow exposure factor, C_e = Thermal factor, C_t = Flat-roof snow load, p_f=

Min p_f = Design p_f=

7.4 SLOPE ROOF SNOW LOAD (slope > 5o₎ p_s = C_sp_f Design p_f= o C_t = Slope factor Cs = p_s = .13pg + 14 ≤ 30 pcf

Height of Snow Drift h_d h_dγ/S½ 8_/ 3hdS½ ps = ps =

Cantilever beams

Vertical member

Above the treeline in windswept mountainous areas

Fully Exposed

Structures kept just above freezing and others with cold, ventilated roofs in which the thermal resistance (R-value) 1.1 between the ventilated space and the heated space exceeds 25 ft2¥hr¥¡F/Btu

(9)

IBC2006 (1613), ASCE 7-05 CHAPTER 11, 12, 13 SEISMIC DESIGN CRITERIA

175.00%g

= 1.750g

Figure 22-1 through 22-14

75.00%g

= 0.750g

Soil Site Class

Table 20-3-1, Default = D

1.000 Table 11.4-1

1.500 Table 11.4-2

= 1.750

(11.4-1)

= 1.125

(11.4-2)

= 1.167

(11.4-3)

= 0.750

(11.4-4)

Building Occupancy Categories

Table 1-1

Design Category Consideration:

with dist. between seismic resisting system >40ft

Seismic Design Category for 0.1sec

D

Table 11.6-1

Seismic Design Category for 1.0sec

D

Table 11.6-2

S1 ≥ .75g

E

Section 11.6

Since Ta < .8Ts (see below), SDC =

E

Comply with Seismic Design Category E

D2

12.8 Equivalent lateral force procedure

A. BEARING WALL SYSTEMS

Seismic Force Resisting Systems

0.02 x = 0.75

T-12.8-2

20 ft

Limited Building Height (ft) =

NP

1.400 0.750g Table 12.8-1

= 0.189

.266 Sec

Cu.Ta

= 0.265

Use T = 0.265

sec.

0.8Ts =

= 0.600

Is structure Regular & ≤ 5 stories ?

12.8.1.3 1.500g

Max Ss ≤ 1.5g

1.00 = 1.000g

(11.4-3)

Response Modification Coef. R =

2 Table-12.2-1

2 foot note g

1 Table 11.5-1

Seismic Base Shear V =

=0.583

(12.8-2)

R/I

= 1.416

(12.8-3)

N/A

(12.8-4)

0.01 (12.8-5)

= 0.188

(12.8-6)

0.583 Design base shear V =

0.583 W

Control

12.14 Simplified Seismic base shear

1.167 SDC = E

Limitations:

NP

F =

1.1 For two-story building

R = 4

V =

= 0.321 W

R

13.3 Seismic Demands on Nonstructural Components

(13.3-1)

1.167

1

3 T-13.5-1 or 13.6-1

1.0

13.1.3 z =

10 ft

h =

10 ft

0.467 Wp

= 1.867Wp

(13.3-2)

= 0.350Wp

(13.3-3)

0.467 Wp

12.11.1 Structural Walls and Their Anchorage

12.11.1 =

0.467(W)

= 467

(12.11.1)

=

0.933 Wp

(12.4.4), (12.4.5), (12.4,6), (12.4.7)

2 0.234(D)

1.75 Nonbuilding structures, Section 15

Response Modification Coef. R =

3 T-15.4-1 or T-15.4-2

1

15.4.1.1 = 0.389

0.03 (15.4-1)

= 0.200

(15.4-2)

V =

0.389 W

(15.4-5)

= 0.300 W

Response Spectral Acc. (0.2 sec) Ss =

Response Spectral Acc.( 1.0 sec) S

₁

=

_{Figure 22-1 through 22-14}

Site Coefficient F

_a

=

Site Coefficient F

_v

=

Max Considered Earthquake Acc. S

_MS

= F

_a

.S

_s

Max Considered Earthquake Acc. S

_M1

= F

_v

.S

₁

@ 5% Damped Design S

_DS

= 2/3(S

_MS

)

S

_D1

=

2/3(S

_M1

)

IRC, Seismic Design Category =

C

_t

=

Building ht. H

_n

=

C

_u

=

for S

_D1

of

Approx Fundamental period, T

_a

= C

_t

(h

_n

)

x

_{12.8-7 T}

L

=

Calculated T shall not exceed ≤

0.8(S

_D1

/S

_DS)

Response Spectral Acc.( 0.2 sec) S

_s

=

F

_a

=

@ 5% Damped Design S

_DS

=

⅔

(F

_a

.S

_s

)

Over Strength Factor



_



Importance factor I =

C

_s

W

C

_s

=

S

DS

or need not to exceed, C

_s

=

S

D1

_{For T≤ T}

L

(R/I).T

or C

_s

=

S

D1

T

L

For T > T

_L

T

2

_(R/I)

C

_s

shall not be less than =

Min C

_s

=

0.5S

₁

I/R

For S

₁

≥ 0.6g

Use C

_s

=

@ 5% Damped Design S

_DS

=

FS

_DS

(W)

F

_p

= 0.4a

p

S

DS

W

p

(1+2z/h)

S

DS

=

(R

_p

/I

_p

)

a

_p

=

R

_p

=

I

_p

=

F

_p

=

Max F

_p

=

1.6S

_DS

I

_p

W

_p

Min F

_p

=

0.3S

_DS

I

_p

W

_p

F

_p

=

F

_p

= 0.40S

DS

IW

w

12.11.2 Anchorage of Concrete or Masonry structural Walls (flexible diaphragm)

or F

_p

= 400S

DS

I

shall be ≥ 280 #/ft

F

_p

= 0.8S

_DS

I(W

_w

)

Max Seismic Load E

_M

=



Q

_E

± 0.2S

_DS

D

Where



_

=

0.2S

_DS

D =

Deflection Amplification factor C

_d

=

Importance factor I =

For flexible nonbuilding, C

_s

= S

_DS

I/R

Min C

_s

=

or C

_s

= 0.8 S

1

I/R

For rigid nonbuilding, C

_s

= 0.3 S

_DS

I

T-12.14-1 T-12.2-1 T-R301.2.2.1.1

D

II, Standard

Flexible Diaphragm

9. Ordinary reinforced masonry shear walls

0.265 Yes

(10)

ASCE 7-05 (IBC 2006) WIND: BUILDING DATA:

Basic wind speed (3 sec gust) =

90 MPH

Exposure

Roof Pitch =

4.00 :12

Mean Roof Height h =

25 ft

1.00 T-6-1

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

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

θ=

18.4 11.52C

8.50C

H =27.4

17.27A

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 k

10.1psf

4 % of least dimension or 3 ft=

3.0 ft

8.50C

9.3 psf

therefore a =

3.0 ft

49 ft

_(6-1)

All forces shown in psf

6.0ft

1.00

6.5.7

12.8 Fig 6-2

11.52C

17.27A

Height Adjustment factor λ =

1.00 Fig 6-2

PLAN VIEW

Importance factor Iw =

1.00

6.2 FIGURE 6.2, Main Wind Force System

12.80psf

MWFRS

Horizontal Loads

Vertical Loads

Load

Roof

End Zone

Interior zone

End Zone

Interior zone

Overhang

Direction

Angle Wall (A) Roof (B) Wall (C ) Roof (D)

WW (E)

LW (F) WW (G) LW (H)

Transverse

18.4

17.27 -4.92

11.52 -2.73

-15.40

-10.51

-10.70

-7.97

-21.60

-16.90

Longitudinal

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 zero

Plus and minus signs signify pressures acting toward and away from projected surfaces, respectively.

FIGURE 6-3, COMPONENT AND CLADDING

Roof effective area =

30

18.4 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.

Importance factor I

_w

=

Height Adjustment factor λ =

Example: p

_s

= λ K

_zt

Ip

_s30

K

_zt

=

horizontal load at end zone p

_s30

=

E

_OH

G

_OH

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

sq. ft,



=

X

(11)

ASCE7-05, 6.5.7 Topographic Effects

x =

50 H =

80 = H/2

320 Height above local ground z =

45 ft

Hill Shape

Direction

Exposure

B

Height of hill, H=

80 ft

##

320 ft

2-dimensional ridge

0.25 2-dimensional escarpments

0.25 3-dimentional axisym

Distance from the crest to the building, x =

50 ft

0.16

0.95

0.24

320 µ =

1.5

0.90 γ =

4

0.57 (6-3)

1.26 L

_h

=

Distance upwind of crest to where the

difference in ground elevation is half the

height of hill, L

_h

=

H/L

_n

=

calculate K

₁

by using H/L

_n

=

x/L

_h

=

Figure 6-4, K

₁

/(H/L

_h

) =

K

₁

=

calculate K

₂

, K

₃

by using L

_n

=

K

₂

= 1 - x/µL

_h

K

₂

=

K

_{3 = e}-γz/Lh

K

₃

=

K

_zt

= [1 +K

₁

K

₂

K

₃

]

2

K

_zt

=

Back to Wind load

3-dimentional axisym

Downwind of Crest

(12)

6.5.14 Design Wind Load on Solid Freestanding Walls and Solid Signs Per ASCE 7-05 F = (6-27) B =20.00 (6-15) Exposure 1.4 1.00 (6.5.7.2) s = 10.00 0.85 (6.5.4.4) 0 to s s to 2s Wind Speed V=90 Impotance factor I=0.87 (6.5.5), T-6-1 15.33 0.85 (6.5.8) 0.00 ft 1.00 ft Balance B/s= 2.00 Cf =1.40 s/h = 1.00 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 0.00 ft 1.50 ft

= 2 5.5 ft from grade

Balance, see Fig 6-20 = 0.00 ft Total h =10.00

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

0.00 ft 2.00 ft

Case C, Multiples factor (if applicable)

0.0 ft Free Standing Wall, Case B= 10.40PSF when s/h > 0.8, (1.8-s/h) = 0.80 Free Standing Wall, Case C= 11.14PSF

for Lr/s = 0.00, = 1.00 1 0.9 %openning =0.0% Reduction factor = 1.00 d = 6.77 ft Method A & B Sign h F (lbs) M (ft-lbs) 10.00 200.0 1.40 0.57 8.7 2080.2 11441.4 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 0.0 3.00ft 0.00 0.0 1.2 0.57 8.7 0.0 0.0 Total 2,080.2 11,441.4 H = 5.50 ft Method C Sign h F (lbs) M (ft-lbs) PSF

Balance, 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 0.0 0.57 8.7 0.0 0.0 0.57 8.7 0.0 0.0 0.57 8.7 0.0 0.0 0.57 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 0.0 0.00 0.0 1.2 0.57 8.7 0.0 0.0 Total 2,228.8 11,144.2 H = 5.00ft IBC 1805.7: Design Employing Lateral Load Bearing

Total Lateral Load, P = 2080.2lbs Dist from ground to point of P, H = 5.50ft *Allowable lateral soil-bearing, S = 100.00lbs/sq ft/ft

Allowable Increase = 2 x100.00 lbs/sq ft/ft Dia of footing or diagonal of sq. footing, b = 3.00ft

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 qh G Cf As qz= .00256 Kz Kzt Kd V2 I Exposure coefficient Kz = Topography factor K_zt= Directionality factor K_d = q_z= K_z

Gust Effect factor G = L1 = D1 =

Case A & B, Cf =

L₂ = D₂ =

Case C, Cf for Region

L3 = D3 =

Horizontal dim of return corner Lr =

area A_s C_f K_z q_h

area As Cf Kz qh

(13)

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 NL NL 160 NP NP NP

Seismic load effect E, 12.4

25 % Increase in Force for Connection

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

Vertical Irregular 4 4 4

Anchorage of concrete or masonry walls

Flexible

1 1 1 1.3 1.3 1.3

min

Collector element & connection, 12.10.2 Light frame

Structural Walls and Their Anchorage, 12.11.1

min 0.1Ww

Element Supporting discontinuous Wall and Frame, 12.3.3.3

Horizontal Irregular Not Permit na na na na 1b 1b

Vertical Irregular Not Permit, 12.3.3.1 na na na 5b 1b, 5a or 5b 1b, 5a or 5b Extrem Weak Stories 12.3.3.2 5b not over 2-story 5b not over 2-story 5b not over 2-story

Building Separations, 12.12.3 y y y y y y

Concrete

Seismic-force-resisting systems IBC 1908.1 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

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 Design Requirement MSJC 1.14.3 MSJC 1.14.4 MSJC 1.15.5 MSJC 1.14.6 MSJC 1.14.7 MSJC 1.14.7

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

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, AISC 341

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 2205.3 IBC 2205.3.1 IBC 2205.3.1 IBC 2205.3.1

Light frame IBC 2210.5 IBC 2210.5 IBC 2210.5 IBC 2210.5 IBC 2210.5 IBC 2210.5

Wood

General IBC 2305 IBC2305 IBC2305 IBC2305 IBC2305 IBC2305

Shear wall 2305

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

Gypsum Board & Stucco NP NP

Particleboard NP NP NP

Fiberboard 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 2305.3.11 IBC 2305.3.11 IBC 2305.3.11

MSJC = Masonry Standards Joint Committee (ACI 530.1-05/ASCE 6-05/TMS 602-05)

QE ± 0.2DDSD QE ± 0.2DDSD QE ± 0.2DDSD QE ± 0.2SDSD QE ± 0.2SDSD QE ± 0.2SDSD 0.40S_DSIW_w 0.40S_DSIW_w 0.40S_DSIW_w 0.40S_DSIW_w 0.40S_DSIW_w 0.40S_DSIW_w 400S_DSI 400S_DSI 400S_DSI 400S_DSI 400S_DSI 400S_DSI 0.8S_DSI_E(W_w) 0.8S_DSI_E(W_w) 0.8S_DSI_E(W_w) 0.8S_DSI_E(W_w) 0.8S_DSI_E(W_w) Redundancy,  Diaphragm, 12.10 max 0.4SDSIwpx 0.4SDSIwpx 0.4SDSIwpx 0.4SDSIwpx 0.4SDSIwpx 0.4SDSIwpx 0.2SDSIwpx 0.2SDSIwpx 0.2SDSIwpx 0.2SDSIwpx 0.2SDSIwpx 0.2SDSIwpx QE QE Em=QE ± 0.2SDSD Em=QE ± 0.2SDSD Em=QE ± 0.2SDSD Em=QE ± 0.2SDSD Q_E Q_E Q_E Q_E Q_E Q_E

.40I_ES_DSW_w .40I_ES_DSW_w .40I_ES_DSW_w .40IS_DSW_w .40I_ES_DSW_w .40I_ES_DSW_w

0.1W_w 0.1W_w 0.1W_w 0.1W_w 0.1W_w

E_m=Q_E ± 0.2S_DSD E_m=Q_E ± 0.2S_DSD E_m=Q_E ± 0.2S_DSD E_m=Q_E ± 0.2S_DSD E_m=Q_E ± 0.2S_DSD

Frame members not proportioned to resist forces induced by earthquake motions.

Design of discontinuous members that are part of the lateral-force-resisting system

31_/ 2:1 3 1_/ 2:1 3 1_/ 2:1 11_/ 2:1 11/2:1 11/2:1 11/2:1 31_/ 2:1 31/2:1 31/2:1 11_/ 2:1 11/2:1 11/2:1

(14)

CONCRETE SLENDER WALL PER IBC-2006, ACI 318-05,Section 14.8 Ver 4/2006

4500psi E = 12.4.2.3

60000psi = 0.23 D

Wind Load, W = 14psf Load Combination, IBC 1605.2.1

0.467 U = 1.20 D + 1.6L (16-3)

1.17g U = 1.20 D + 0.5L + 1.6W (16-4)

27ft U = 1.43 (16-5)

Parapet Height, p = 0ft U = 0.90 D + 1.6W (16-6)

Eccentric, e = 2.7in U = 0.67 (16-7)

Design width, b = 24in Concrete wt. = 150pcf

Effective thickness, t = 6in h/t = 54.0 Design, d = 3.8in n = 7.1 75.0 psf 4,066,840 psi 0.9 0.825 Dead Load, D = 200plf Live Load, L = 100plf Vertical Rebars = # 5 Spacing = 24in Horizontal rebars = # 5 Spacing = 24in

2025 lbs Load Combination For Strength Design:

(16-3) (16-4) (16-5) (16-6) (16-7)

800.0 580.0 673.3 360.0 266.7 lbs 2430.0 2430.0 2902.5 1822.5 1350.0 lbs = 3230.0 3010.0 3575.8 2182.5 1616.7 lbs

Max 24.8 ≤ 0.06f'c, OK, 14.8.2.6 = 22.4 20.9 24.8 15.2 11.2 psi

= 44.8 70.0 44.8 70.0 plf 0.310 sq.in ≤ OK (14.8.2.3) = 0.36 0.36 0.37 0.35 0.34 sq.in a = = 0.24 0.24 0.24 0.23 0.22 inch c = a/0.85 = 0.28 0.28 0.28 0.27 0.26 inch (0.003/c)d - 0.003 = 0.038 0.038 0.037 0.040 0.041

≥ 0.005 for tension conctrol OK OK OK OK OK

= 80,358 79,574 81,590 76,621 74,597 lb-in

(14-7) = 32.33 32.05 32.76 30.99 30.26

= 1,080 49,772 77,454 49,475 76,905 lb-in (14-4) = 1,683 75,038 127,236 66,184 95,122 lb-in

(14-5) = 0.19 8.39 13.92 7.66 11.27 in

Strength check 72,323 71,617 73,431 68,959 67,138 lb-in

(14-3) OK NG NG OK NG

Deflection at service load Load combination = D + L +(W or 0.7E) (16-15)

Seismic Wind 600.0 600.0 lbs 2,025.0 2,025.0 lbs 2,625.0 2,625.0 lbs w = 49.0 28 plf = 432 432 (9-9) = 72,449 72,449 lb-in > øMn, NG (14-2) = 0.45 0.45 in a = = 0.20 0.20 in c = a/0.85 = 0.24 0.24 in (14-7) = 28.15 28.15 (14-10) = 55,295 31,950 lb-in (9-8) = 432.0 432.0 (14-9) = 0.34 0.20 inch 14.8.4 = 2.16 2.16 inch

Check total reinforcement OK OK `

Vertical reinforcement = 0.0022 Horizontal reinforcement = 0.0022 Total = 0.0043

Compressive strength, f'c = QE ± 0.2SDSD

Yield strength of rebars, f_y = Q_E ±

Seismic Load Q_E= F_p= W_p Design response spectrum, SDS =

Wall unsupported height, l_c = D + 0.5L + 1.Q_E

D + 1.Q_E

Weight of the wall, Wp = Ec =

Reduction factor, β1=

Wt. of the wall @ mid height P_w = Factored load from trib Floor/Roof , P_uf = Factored weight of wall @ mid Ht, Puw =

Factored axial load, P_u = P_uf+P_uw Pu/Ag =

Factored distributed lateral load, w_u=

As = 0.6b(b.d)

A_se = (P_u+A_s.f_y)/f_y (Pu+As.fy)/(0.85.f'c.b)

ε1 =

Nominal strength, Mn = (Asefy)(d - a/2)

I_cr= n.A_se.(d-c)2_+bc3_/3 _in4 M_ua = wu.lc2/8+Puf. e

_/

2 Mu obtained by iteration of deflection ∆_u(10times) Mu = Mua + PuΔu u = (5.Mu.h2)/[.75(48.Ec.Icr)]

Mn shall not be less than Mu Mn =

Mn > Mu

Unfactored Load trib from floor/roof, P_f = P_w = P_s = P_f + P_w Ig = b.t3/12 in4 M_cr = 7.5(f'_c)1/2_.I g)/0.5.t cr = (5.Mcr.h2)/(48.Ec.Ic) A_s.f_y/(0.85.f'_c.b) Icr = n.As.(d-c)2+bc3/3 in4 M = w.lc2/8+Pf.e/2+(Ps).s Ie = (Mcr/M)3Ig + [1+(Mcr/M)3]Icr ≤ Ig in4 s = (5.M.lc2)/(48.Ec.Ie) Allowable= lc/150 Ag A_g Ag

(15)

MASONRY SLENDER WALL PER IBC-2006, MSJC-05, SECTION 3.3.5 Ver 5/2003 ###

1500psi E = 12.4.2.3 #

60000psi = 0.23 D Load Combination

Wind Load, W = 5psf Load Combination, IBC 1605.2.1 .2SDS

0.224 U = 1.20 D + 1.6L (16-3) ###

1.17g U = 1.20 D + 0.5L + 1.6W (16-4) ###

Wall unsupported height, h = 35ft U = 1.43 (16-5) ###

Parapet Height, p = 0ft U = 0.90 D + 1.6W (16-6) ###

Eccentric, e = 7.3in U = 0.67 (16-7) ###

Design width, b = 12in ###

Effective thickness, t = 7.63in h/t = 55.0 #

Design, d = 3.81in n = 27.6 #

80psf 700 For clay masonry #

0.9 MSJC 3.1.4.1 = 1,050,000 psi MSJC 1.8.2 #

Tributary Dead Load, D = 50plf 84.0psi, per T-3.1.8.2.1 #

Tributary Live Load, L = 0plf #

Vertical Rebars # 5 ###

Spacing = 24in ###

Horizontal rebars # 4

Spacing = 24in

1400 lbs Load Combination For Strength Design:

(16-3) (16-4) (16-5) (16-6) (16-7) ### 60.0 60.0 71.7 45.0 33.3 lbs 1680.0 1680.0 2006.7 1260.0 933.3 lbs (3-25) 1740.0 1740.0 2078.3 1305.0 966.7 lbs Max 22.7 ≤ 0.05 fm, OK (3-23), 3.3.5.4 19.0 19.0 22.7 14.3 10.6 psi 8.0 17.9 8.0 17.9 plf 0.155 sq.in ### = 0.18 0.18 0.19 0.18 0.17 sq.in a = (3-28) = 0.77 0.77 0.79 0.74 0.71 inch c = a/0.8 3.3.2(g) = 0.96 0.96 0.99 0.92 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

84.0 psi, per T-3.1.7.2.1 = 84 84 84 84 84psi

= 444 444 444 444 444

3.3.5.4 = 9,780 9,780 9,780 9,780 9,780 lb-in

= 0.39 0.39 0.39 0.39 0.39 in

(3-24) = 235 27,479 116,993 21,413 48,697 lb-in

= 0.01 N/A N/A N/A N/A inch

= N/A 7.22 40.32 5.02 16.19 inch

Strength check 34,047 34,047 34,970 32,850 31,911 lb-in

(3-26) OK OK NG 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

50.0 50.0 lbs ` Δs 1,400.0 1,400.0 lbs ### P = = 1,450.0 1,450.0 lbs ### = 0.18 0.18 ### a = = 0.75 0.75 in ### c = a/0.8 = 0.93 0.93 in ### = 44.20 44.20 ### = 42,540 10,126 lb-in ###

(3-30) = N/A N/A inch ###

(3-31) = 13.32 0.52 inch ###

.007(h) (3-29) = 2.94 2.94 inch ###

Check total reinforcement NG OK

Vertical reinforcement = 0.0017 Horizontal reinforcement = 0.0011 Total = 0.0028

Compressive strength, f'm = QE ± 0.2SDSD

Yield strength of rebars, fy = QE ±

Seismic Load Q_E=F_p= W_p Design response spectral, SDS =

D + 0.5L + 1.QE D + 1.Q_E

Weight of the wall, Wp = Em = f'm

Reduction factor,



=

f_r =

Wt. of the wall @ mid height Pw =

Factored load from trib Floor/Roof , Puf =

Factored weight of wall @ mid Ht, P_uw = Factored axial load, Pu = Puw+Puf

Pu/Ag =

Factored distributed lateral load, wu =

A_s =

Ase = (Pu+As.fy)/fy

(Pu+As.fy)/(0.8.f'm.b)

Nominal strength, M_n = (A_sf_y+ P_u)(d - a/2)

Icr = n.Ase.(d-c)2+bc3/3 in4 Modulus of Rupture f_r = I_g= b.t3_/12 _in4 M_u obtained by iteration of deflection ∆u (10times) Mcr = (fr.Ig)/0.5.t δ_cr = (5.M_cr.h2_)/(48.E m.Ig)

Applied ultimate strength, M_u = wu.h2/8+Puf.

e

_/

2+Pu.δu

M_u < M_cr_u = (5.M_u.h2_)/(48.E m.Ig)

Mcr < Mu < Mn,u =cr+ 5.(Mu-Mcr)h2/(48.Em.Icr)

M_n shall not be less than M_u M_n = Mn > Mu

Unfactored Load from trib floor/roof, P_f = Pw = Pf+Pw A_se = (P+A_s.f_y)/f_y _in2 Ase.fy/(0.8.f'm.b) I_cr= n.A_se.(d-c)2_+bc3_/3 in4 Ms = w.h2/8+Pf.e/2+(Pf+Pw).s Ms < Mcrs = (5.Ms.h2)/(48.Em.Ig) M_cr < M_s< M_n_s =_cr+5.(M_s-M_cr)h2_/(48.E m.Icr) Allowable= Ag A_g Ag

(16)

Wood member Design: IBC Dense #1

Design Live Load, L 20Psf DF#1 and Better

Design Dead Load, D 10Psf Deflection Limits L/360 DF#1

Load Duration 1.25 (1 for Normal, 1.25 For Roof, 1.15 For Snow Loading) DF#2

Allow soil bearing= 1000 psf L.B with 2x Ledger

Allowable load of L.B. in lbs 270 530 2x12

Size, Member Data Spacing Span Header Rafter/Floor joist Max Span Spacing(inch) 2x14

(Inch) (ft) (Inch) Size Span(ft)*Overhang Ft - Inch 3/8"dia 5/8"Dia DF#2

### 12 14 13 6 875 40 0 ##### 8 6 6 13 2x6 ## 16 12 12 3 95 41 0 #### 8 5 6 12 b ## 19.2 12 11 7 1.6 42 0 ##### 8 4 6 12 d ## 24 11 10 9 1.2 875 43 0 #### 8 3 6 12 CF # 12 18 18 2 CF 1.200 44 0 ##### 8 2 6 12 Cr ## 16 17 16 6 Cr 1.00 45 0 #### 8 1 6 11 E ## 19.2 16 15 6 Fb

## 24 14 14 5 Rafter/Floor Joist Post Spacing Fv

DF#2, Fb= 875 psi w/o Load Duration Span* Overhang 10 11 12 ft 3x6

CF= 1.3 Cr= 1.15 12.8 1.5 Int footing 240 19 20 21 Sq.In Species

For 2x6DF#2 Fb= 1309 psi Ext footing 240 14 14 15 Sq.In size

Fv= 95 psi 13.8 1.5 Int footing 254 20 21 21 Sq.In ##

E= 1.6 psi Ext footing 254 14 15 15 Sq.In DF#1

For 4x10DF#2 Fb= 875 psi 14.8 1.5 Int footing 269 20 21 22 Sq.In 2x8

CF= 1.2 Cr= 1.00 Ext footing 269 14 15 16 Sq.In b

Fv= 95 psi Patio may be supported on concrete slab, provided that the post d

E= 1.6 psi do not support D+L in excess of 750 lbs. CF

R=Repetitive member Used (not more than 24" o/c) Cr

S=Single member Used MINIMUM ROOF LIVE LOAD PER IBC 1607.11.2 E

Lag Bolts shall be min of 5" long 300.0 SQ.FT

* For header with Rafter or Joist at both side, 1.2-.001At Eq. 16-29

spacing (rafter's span) shall be double or average. = 0.90 6x8

Rise per feet, F = 5 :12 6x10

1.2-.05F Eq. 16-32 = 0.95 size Eq. 16-24 = 20(0.9)(0.95) DF#2 17.10 psf b d CF Cr E Fb Fv

RAFTER / OR FLOOR JOIST (Table 1) HEADER (Table 2)

F_b FOOTING (Table 3) Tributary area A_t= R₁ = R₂= L_r = 20R₁R₂

Min Design Roof L_r = RAFTER SPAN

PER TABLE 1

LAG BOLT, SIZE &

SPACING PER TABLE 2 HEADER, PER TABLE 2

POST SPACING PER TABLE 3 FOOTING SIZE

PER TABLE 3 HEADER, PER TABLE 2

2x6

4x10

DF#2

R=Repetitive

S=Single

2x8

DF#1

R=Repetitive

(17)

Allowable load for plate, headed and bent bar anchor bolt per ACI 530-05, Section 2.1.4.2

Diameter of angle bolt =

⅝˝

0.307 15''

10''

1,500

psi

36,000

psi

= 314.29

(2-3, 2-4)

=

6086 lbs

(2-1)

2,210 lbs

(2-2)

2210

lbs

=

1,621

(2-5)

Reduction factor =

1.00 1,621 lbs

1,326 lbs

(2-6)

1,326

lbs

Strength design for plate, headed and bent bar anchor bolt per ACI 530-05, Section 3.1.6

Diameter of angle bolt =

⅝˝

0.307 15''

10''

1,500 psi

36,000 psi

= 314.29

24,344

(3-1)

9,944

(3-2)

9,944

lbs

353.57 (3-10)

27,388

(3-8)

5,967

(3-9)

5,967

lbs

A

_b

=

_in

2

Edge distance l

_be

=

Equivalent embedment length, l

_e

=

f'

_m

=

f

_y

=

A

_p

=

πl

_e2

in

2

B

_a

= 0.2A

_b

f

_y

=

Allowable in tension, B

_a

=

B

_v

=

or B

_v

= 0.12A

_b

f

_y

=

Allowable in shear B

_v

=

A

_b

=

Edge distance l

_be

=

Equivalent embedment length, l

_b

=

f'

_m

=

f

_y

=

A

_pt

=

πl

_b2



B

_an

= .5(4A

_pt

(f

' m

)

½

) =

Or



B

_an

= 0.9A

_b

f

_y

=

Capacity in tension



B

_an

=

A

_pv

= ½(πl

_be2

_{) =}



B

_vn

= .5(4A

_pv

(f

' m

)

½

) =

Or



B

_vn

= 0.9(.6A

_b

f

_y

) =

Capacity in shear



B

_vn

=

B

_a

=0. 5 A

_p

√

f

_m

'

B

_v

=350

4

√

f

_m

'

A

_b

(18)