Lateral Forces and Frames (Advanced Structures)

Quiz 2: Lateral Forces and Frames Elementary School Los Angeles, California

High Seismic Zone

Advanced Structures | Prof. Daniel Faoro | Fall 2023 | Matthew Malski & Kaung Kyaw

Project Summary Building Type: Elementary School Location: Los Angeles, California, 90012 Primary Structural System: Mass Timber Our team was tasked with option A: the high seismic zone of Los Angeles California. Because of this, mass timber was selected as the structural system. A timber based structural system as several benefits when combating seismic forces. Timber is somewhat ductile and able to dissipate energy. It also allows the flexibility to move, enhanced when using eccentric bracing. The grid of the system was planned to best fit the given architectural plans for the elementary school. 15’ by 22’-6” bays fit nicely into the plan, limiting the encroachment of columns: most columns end up in walls. These dimensions also work well for the span of glulam beams. Mass timber also has an aesthetic appeal if left exposed. Glulam-steel trusses are used span the gym roof due to the lower self-weight and higher strength. Eccentric bracing is utilized at the corner bays at every level of the building.

Advanced Structures Fall 2023 Quiz 2

Matthew Malski Kaung Kyaw

Elementary School Los Angeles, California High Seismic Zone

Project Summary

https://www.naturallywood.com/project/university-of-british-columbiaearth-sciences-building/

Beams Glulam beams were used for the typical horizontal member.

They were sized utilizing the table from The Architect's Studio Companion. The beams run in the major span of 22’-6”. With this span, beam depth was estimated to be 15”.

Advanced Structures Fall 2023 Quiz 2

Matthew Malski Kaung Kyaw

Decking Mass timber decking was utilized for the decking. While this would most likely take the form of dowel laminated timber panels, the wood decking chart in The Architect's Studio Companion was used for preliminary sizing. The decking runs in the minor span of 15’. Using this span, decking depth was estimated at 6” for floor decking. 4” could be utilized for roof decking due to lighter loads.

Elementary School Los Angeles, California High Seismic Zone

Member Sizing

Typ. Columns Glulam columns were utilized for the typical vertical member.

Because no glulam column sizing table exists in The Architect's Studio Companion, the wood column table was used. Glulam was considered the strong woods category. The total tributary area was estimated at 1518.75’ for all levels supported by the typical column (including the mezzanine). Using this number, a 10” x 10” column would suffice. Rectangular sections appear more commonly for glulam columns, so a 10” x 12” section was used.

Roof Columns Due to the extra load of columns carrying the roof trusses, a double column section was used. This section is connected at various intervals by wood chocks, which allow the beams to connect to the column, while restraining it from buckling.

Because this column spans all floors of the building, it was considered as a tall column. It was sized using the tall wood column table from The Architect's Studio Companion. The tallest unbraced height of the column is 15’ and the total tributary area (including the roof) is estimated at 1350 SF. A 14” x 14” column fits this requirement, giving a cross-sectional area of 196 square inches. This was split between two 8.75” x 12” columns (210 square inches).

Advanced Structures Fall 2023 Quiz 2

Matthew Malski Kaung Kyaw

Elementary School Los Angeles, California High Seismic Zone

Member Sizing

Roof Trusses The trusses that support the roof over the gym are glulam-steel composite trusses. A glulam beam forms the top chord, taking most of the compressive forces. Steel rods form the bottom chord, taking most of the tension forces. HSS tubes form the vertical webs, due to the possible compressive forces present.

HSS tubes are also used at the rends of the bottom chord to allow for a rigid connection to the double columns. A Pratt format was used for the diagonals since, in this configuration, the diagonals would be in tension. Steel rods then can be used for the diagonals.

The composite construction of the truss was chosen to reduce the dead weight of the truss and decrease its depth. Both the heavy timber truss table and the steel truss table from The Architect's Studio Companion were used for estimated sizing.

The span is 90’ for the roof. Both charts for the parallel chord truss suggested a 8’ deep truss. This posed a problem for head clearance on the balcony, however, so 7’ was used for the depth.

To make up for this loss in depth, a deeper glulam top chord was used, with larger steel sections.

Advanced Structures Fall 2023 Quiz 2

Matthew Malski Kaung Kyaw

Elementary School Los Angeles, California High Seismic Zone

Member Sizing

The Kendeda Building is an example utilizing glulam-steel trusses https://millerhull.com/2019/the-kendeda-building-for-innovative-sustainable-design-glows-with-glulam/

Advanced Structures 1

2

3

4

5

90' - 0"

22' - 6"

22' - 6"

Fall 2023 Quiz 2

22' - 6"

22' - 6"

15' - 0"

A

Matthew Malski Kaung Kyaw

15' - 0"

B

15' - 0"

C

15' - 0"

E

120' - 0"

15' - 0"

D

F

Elementary School Los Angeles, California

15' - 0"

High Seismic Zone

15' - 0"

G

15' - 0"

H

First Floor Architectural

I

A001

Advanced Structures 1

2

3

4

5

90' - 0"

22' - 6"

22' - 6"

Fall 2023 Quiz 2

22' - 6"

22' - 6"

15' - 0"

A

Matthew Malski Kaung Kyaw

15' - 0"

B

15' - 0"

C

15' - 0"

E

120' - 0"

15' - 0"

D

F

Elementary School Los Angeles, California

15' - 0"

High Seismic Zone

15' - 0"

G

15' - 0"

H

Second Floor Architectural

I

A002

Advanced Structures 1

2

3

4

5

90' - 0"

22' - 6"

22' - 6"

Fall 2023 Quiz 2

22' - 6"

22' - 6"

15' - 0"

A

Matthew Malski Kaung Kyaw

15' - 0"

B

15' - 0"

C

15' - 0"

E

120' - 0"

15' - 0"

D

F

Elementary School Los Angeles, California

15' - 0"

High Seismic Zone

15' - 0"

G

15' - 0"

H

Third Floor Architectural

I

A003

Advanced Structures 1

2

3

4

5

90' - 0"

22' - 6"

22' - 6"

Fall 2023 Quiz 2

22' - 6"

22' - 6"

15' - 0"

A

Matthew Malski Kaung Kyaw

15' - 0"

B

15' - 0"

C

15' - 0"

E

120' - 0"

15' - 0"

D

F

Elementary School Los Angeles, California

15' - 0"

High Seismic Zone

15' - 0"

G

15' - 0"

H

Mezzanine Architectural

I

A004

Advanced Structures 1

2

3

4

5

Fall 2023

90' - 0"

22' - 6"

15' - 0"

A

22' - 6"

Quiz 2 22' - 6"

22' - 6"

10.75” x 12” Glulam Column Typ.

Matthew Malski Kaung Kyaw

15' - 0"

B

15' - 0"

C

Double 8.75” x 12” Glulam Column for Roof Trusses

Strip Footings for Columns

F 15' - 0"

Elementary School Los Angeles, California

15' - 0"

E

120' - 0"

15' - 0"

D

Pad Footings for Columns

High Seismic Zone

15' - 0"

G

15' - 0"

H

Concrete Foundation wall with Column Pilasters

First Floor Structural

I

S001

Advanced Structures 1

2

3

4

5

90' - 0"

22' - 6"

15' - 0"

A

22' - 6"

22' - 6"

8.75” x 12” Glulam Beams for Stair & Elevator Framing

Fall 2023 Quiz 2

22' - 6"

10.75” x 12” Glulam Column Typ.

Matthew Malski Kaung Kyaw

15' - 0"

B

15' - 0"

C

Double 8.75” x 12” Glulam Column for Roof Trusses

8.75” x 15” Glulam Beams Typ.

15' - 0"

E

120' - 0"

15' - 0"

D

F

Elementary School Los Angeles, California

15' - 0"

High Seismic Zone

15' - 0"

G

15' - 0"

H

6” Mass Timber Decking Typ.

8.75” x 12” Glulam Eccentric Cross Bracing

Second Floor Structural

I

S002

Advanced Structures 1

2

3

4

5

90' - 0"

22' - 6"

15' - 0"

A

22' - 6"

22' - 6"

8.75” x 12” Glulam Beams for Stair & Elevator Framing

Fall 2023 Quiz 2

22' - 6"

10.75” x 12” Glulam Column Typ.

Matthew Malski Kaung Kyaw

15' - 0"

B

15' - 0"

C

Double 8.75” x 12” Glulam Column for Roof Trusses

8.75” x 15” Glulam Beams Typ.

15' - 0"

E

120' - 0"

15' - 0"

D

F

Elementary School Los Angeles, California

15' - 0"

High Seismic Zone

15' - 0"

G

15' - 0"

H

6” Mass Timber Decking Typ.

8.75” x 12” Glulam Eccentric Cross Bracing

Third Floor Structural

I

S003

Advanced Structures 1

2

3

4

5

90' - 0"

22' - 6"

15' - 0"

A

22' - 6"

22' - 6"

8.75” x 12” Glulam Beams for Stair & Elevator Framing

Fall 2023 Quiz 2

22' - 6"

10.75” x 12” Glulam Column Typ.

Matthew Malski Kaung Kyaw

15' - 0"

B

15' - 0"

C

Double 8.75” x 12” Glulam Column for Roof Trusses

8.75” x 15” Glulam Beams Typ.

15' - 0"

E

120' - 0"

15' - 0"

D

F

Elementary School Los Angeles, California

15' - 0"

High Seismic Zone

15' - 0"

G

15' - 0"

H

6” Mass Timber Decking Typ.

8.75” x 12” Glulam Eccentric Cross Bracing

Fourth Floor Structural

I

S004

Advanced Structures 1

2

3

4

5

90' - 0"

22' - 6"

15' - 0"

A

22' - 6"

22' - 6"

8.75” x 12” Glulam Beams for Stair & Elevator Framing

Fall 2023 Quiz 2

22' - 6"

10.75” x 12” Glulam Column Typ.

Matthew Malski Kaung Kyaw

15' - 0"

B

15' - 0"

C

Double 8.75” x 12” Glulam Column for Roof Trusses

8.75” x 15” Glulam Beams Typ.

15' - 0"

E

120' - 0"

15' - 0"

D

15' - 0"

F

15' - 0"

G

15' - 0"

H

8.75” x 12” Glulam Mezzanine Bracing

Elementary School Los Angeles, California High Seismic Zone

6” Mass Timber Decking Typ.

8.75” x 12” Glulam Eccentric Cross Bracing

Mezzanine Structural

I

S005

Advanced Structures 1

2

3

4

5

90' - 0"

22' - 6"

15' - 0"

A

15' - 0"

B

22' - 6"

22' - 6"

Glulam-Steel Composite Truss: 8.75” x 24” Glulam Top Chord, HSS Round Tubes for vertical members, Steel Rods for Diagonals and Bottom Chord

Quiz 2

Matthew Malski Kaung Kyaw

Double 8.75” x 12” Glulam Column for Roof Trusses

15' - 0"

C

22' - 6"

Fall 2023

8.75” x 15” Glulam Beams Typ.

15' - 0"

E

120' - 0"

15' - 0"

D

F

Elementary School Los Angeles, California

15' - 0"

High Seismic Zone

15' - 0"

G

15' - 0"

H

6” Mass Timber Decking Typ.

Roof Structural

I

S006

Glulam-Steel Composite Truss: 8.75” x 24” Glulam Top Chord, HSS Round Tubes for vertical members, Steel Rods for Diagonals and Bottom Chord 8.75” x 15” Glulam Beams Typ.

A

B

C

D

E

F

G

H

Double 8.75” x 12” Glulam Column for Roof Trusses

I

Advanced Structures Fall 2023 Quiz 2

Matthew Malski Kaung Kyaw

120' - 0" 15' - 0"

15' - 0"

15' - 0"

15' - 0"

15' - 0"

15' - 0"

15' - 0"

15' - 0"

15' - 0"

Roof 57' - 0"

10' - 0"

Mezzanine 42' - 0"

10' - 0"

Level 4 32' - 0"

10' - 0"

Level 3 22' - 0"

Elementary School Los Angeles, California

12' - 0"

Level 2 12' - 0"

High Seismic Zone Level 1 0' - 0"

10.75” x 12” Glulam Column Typ. 8.75” x 12” Glulam Eccentric Cross Bracing

6” Mass Timber Decking Typ.

Longitudinal Section Structural

S007

Glulam-Steel Composite Truss: 8.75” x 24” Glulam Top Chord, HSS Round Tubes for vertical members, Steel Rods for Diagonals and Bottom Chord 8.75” x 15” Glulam Beams Typ.

5

4

3

2

Double 8.75” x 12” Glulam Column for Roof Trusses

1

Advanced Structures Fall 2023 Quiz 2

Matthew Malski Kaung Kyaw

90' - 0" 22' - 6"

22' - 6"

22' - 6"

22' - 6"

15' - 0"

Roof 57' - 0"

10' - 0"

Mezzanine 42' - 0"

Elementary School

10' - 0"

Level 4 32' - 0"

Level 3 22' - 0" 10' - 0"

Los Angeles, California

Level 2 12' - 0" 12' - 0"

8.75” x 12” Glulam Mezzanine Bracing

High Seismic Zone Level 1 0' - 0"

6” Mass Timber Decking Typ.

10.75” x 12” Glulam Column Typ.

Transverse Section Structural

S008

Advanced Structures Fall 2023 Quiz 2

8.75” x 15” Glulam Beams Typ.

8.75” x 12” Glulam Eccentric Cross Bracing

Matthew Malski Kaung Kyaw

Elementary School Los Angeles, California High Seismic Zone

Double 8.75” x 12” Glulam Column for Roof Trusses

10.75” x 12” Glulam Column Typ.

6” Mass Timber Decking Typ.

3D View Structural

S009

Advanced Structures Fall 2023 Quiz 2

Level 1 0' - 0"

Matthew Malski Kaung Kyaw

10.75” x 12” Glulam Interior Column Footing Extension Iso. Column Footing

2

Elementary School

Section 6 1/2" = 1'-0"

Los Angeles, California High Seismic Zone

Level 2 12' - 0" Floor Plate Mezzanine Structural

Beam Connection 10.75” x 12” Glulam Column Typ.

Section 5 1 1/2" = 1'-0"

S010

Size of Member and Dimensions Lateral Load Resistance R = 1.5 (table Ss value = 0.625 FA = ?

Advanced Structures Fall 2023 Quiz 2

Matthew Malski

Ss=0.50 is Fa=1.2 and Ss=0.75 is Fa=1.1 so the average of the two for Ss=0.625 is Fa=1.15 Soil Class = C I = 1.25 (risk category III)

Kaung Kyaw

Elementary School

S1 = 0.45 S1= 0.4 is Fv= 1.4 and S1=0.5 is Fv=1.3 therefore, when S1=0.45, Fv=1.35.

Fv V = Cs x W Cs = SDSR/Ie SDS = 2/3 SMS

Los Angeles, California High Seismic Zone

First Floor Structural

S011

Advanced Structures

SMS = Fa(Ss) SMS = 1.15(0.625) SMS = 0.71875 SDS = ⅔ SMS SDS = ⅔ (0.71875) SDS = 0.474375 (Larger than SD1)

Fall 2023 Quiz 2

SM1 = Fv(S1) SM1 = 1.35(0.45) SM1 = 0.6075 SD1 = ⅔ SM1 SD1 = ⅔ (0.6075) SD1 = 0.40095

Matthew Malski Kaung Kyaw

Building Period: Ta = Ct(hn)x Ct = 0.02 X = 0.75 h = 57 ft (building height) T = 0.02(57)0.75 T = 0.41489 sec Cs = Cs =

𝑆𝐷𝑆 /𝐼 𝑒

0.474375

1.5/1.25 Cs = 0.3953 But not exceed the following: 𝑆𝐷 Cs (max) = 𝑇 𝑅 𝐼𝑒 Cs (max) =

0.40095

0.41489(1.5/1.25)

Cs (max) = 0.80533

Cs min lower limit: Cs (min) = 0.044(SDS)(Ie) Cs (min) = 0.044(0.474375)(1.25) Cs (min) = 0.026091 Cs (min) < Cs Base Value < Cs (max) 0.026091 < 0.3953 < 0.80533 OK Use Cs = 0.3953 Loads: Area of floors and roof: 90x120 =10800 SF Area of mezzanine: Total hole: 10800 (78.75 x 105) = 2531.25 SF Floors 2,3,4 Dead Load: 50 psf x 10800 SF = 540000 # or 540 kips Mezzanine Dead Load: 50 psf x 2531.25 SF = 126562.5 # or 126.56 kips Roof Dead Load: 30 psf x 10800 SF = 324000 # or 324 kips Total Dead load: 540 + 540 + 540 + 126.56 + 324 = 2070.56 kips Base Shear V = Cs*W V = 0.3953(2070.56) V = 818.49

Elementary School Los Angeles, California High Seismic Zone

Second Floor Structural

S012

Advanced Structures

Base Shear Distribution:

Fall 2023

Level

Wx

Hx

(Wx)(Hx)

Cvx

Fx

Vx (kips)

Roof

324

57

18468

0.3175

259.87

259.87

4

666.56*

32

21329.92

0.3668

300.22

560.09

3

540

22

11880

0.2043

167.22

727.31

Matthew Malski

2

540

12

6480

0.1114

91.18

818.49

Kaung Kyaw

Sum

2070.56

58157.92

~1.0

~818.49

Quiz 2

*For base shear distribution, mezzanine loading and shear transferred to level 4 Vx is diaphragm shear distribution

259.87 kips

Distribution of Base Shear Section

Elementary School

15’ 10’

300.22 kips 167.22 kips 91.18 kips

10’ 10’ 12’

Drift Calculations Mass Timber decking is rigid diaphragm.

Diaphragm loads transferred to bracing:

P (bracing) = P (diaphragm)/Number of braces: Roof: 259.87/4 = 64.97 kips 4: 560.09/4 = 140.02 kips 3: 727.31/4 = 181.83 kips 2: 818.49/4 = 204.62 kips (2 braces per side at 2 sides)

Los Angeles, California High Seismic Zone

E = 1410 ksi (Douglas Fir)

h= 15 ft

L= 22.5 ft

Use ft for wood instead of fb ft = 1300 psi or 1.3 ksi Tan (θ) = h/L = tan-1(15/22.5) = 33.69 degrees Cos (θ) = 0.83’ Cos^2 (θ) = 9/13 = 0.69’ Δ = ft L/[E cos2(θ)] =

(1.3)(22.5′ 𝑥 ) = 0.36” 1410 (9/13)

Third Floor Structural

S013

Advanced Structures

Level

H of bay

L of bay

Ft

𝛳 = tan-1(H/L) Δ = ft L/[E cos2(θ)]

Fall 2023

Roof

15’

22.5’

1.3 Ksi

33.69°

0.36”

Quiz 2

4

10

22.5’

1.3 Ksi

23.96°

0.30”

3

10

22.5’

1.3 Ksi

23.96°

0.30”

2

12

22.5’

1.3 Ksi

28.07°

0.32”

Matthew Malski

1.28”

Kaung Kyaw

Sum

Eccentric bracing: add 15% 1.28” x 1.15 = 1.472” Seismic drift max 2.5% of total building height 0.025 x 57’ = 1.425’ or 17.1” Δ allowable = 17.1” > 1.472” OK

P=64.97K

P=64.97K 15’

10’ P=140.02K

P=140.02K 10’

P=181.83K

Check P/A Try 8.75” x 12” A = 8.75” x 12” = 105 in2 Roof: P/A = 64.97/105 = 0.62 ksi < 1.3 ksi OK 4: P/A = 140.02/105 = 1.33 > 1.3 ksi NOT OK 3: P/A = 181.83/105 = 1.73 > 1.3 ksi NOT OK 2: P/A = 204.62/105 =1.95 ksi > 1.3 ksi NOT OK

P=181.83K 10’

P=204.62K

P=204.62K

Elementary School

12’

22.5’

22.5’

22.5’

22.5’

Los Angeles, California High Seismic Zone

Need larger section areas: 4: Area needed = 140.02/1.3 = 107.71 in2 Use 10.75” x 10.5” Area provided: 112.88 in2 P/A = 140.02/112.88 = 1.24 ksi < 1.3 ksi OK 3: Area needed = 181.83/1.3 = 139.87 in2 Use 10.75” x 13.5” Area provided: 145.125 in2 P/A = 181.83/145.125 = 1.25 ksi < 1.3 ksi OK 2: Area needed = 204.62/1.3 = 157.4 in2 Use 10.75” x 15” Area provided: 161.25 in2 P/A = 204.62/161.25 = 1.27 ksi < 1.3 ksi OK

Fourth Floor Structural

S014

Advanced Structures

Input Data [?]

Occupancy Category =

III

Importance Factor, I =

1.25

ASCE 7-05 Table 11.5-1, page 116

Soil Site Class =

C

IBC 2006 Table 1613.5.2, page 303

Location Zip Code =

90012

Spectral Accel., SS =

0.625

ASCE 7-05 Figures 22-1 to 22-14

Spectral Accel., S1 =

0.45

ASCE 7-05 Figures 22-2 to 22-14

Long. Trans. Period, TL =

8

sec. ASCE 7 Fig's. 22-15 to 22-20

Matthew Malski

Structure Height, hn =

12

ft.

Kaung Kyaw

Total Seismic Weight, W =

540

kips ASCE 7-05 Section 12.7.2

Actual Calc. Period, Tc =

0.41489

sec. from independent analysis

Seismic Resist. System =

G7

Cant. col. systems detailed as timber frames (ASCE 7-05, Table 12.2-1)

IBC 2006, Table 1604.5, page 281

Fall 2023 Quiz 2

Elementary School Los Angeles, California High Seismic Zone

Software Inputs Floor 2

Advanced Structures

Result Data Site Coefficients: Fa =

1.150

IBC 2006 Table 1613.5.3(1), page 304

Fv =

1.350

IBC 2006 Table 1613.5.3(2), page 304

SMS =

0.719

SMS = Fa*SS, IBC 2006 Eqn. 16-37, page 303

SM1 =

0.608

SM1 = Fv*S1, IBC 2006 Eqn. 16-38, page 303

Fall 2023 Quiz 2

Maximum Spectral Response Accelerations for Short and 1-Second Periods:

Matthew Malski

Design Spectral Response Accelerations for Short and 1-Second Periods : SDS =

0.479

SDS = 2*SMS/3, IBC 2006 Eqn. 16-39, page 304

SD1 =

0.405

SD1 = 2*SM1/3, IBC 2006 Eqn. 16-40, page 304

Kaung Kyaw

Seismic Design Category: Category(for SDS) =

C

IBC 2006 Table 1613.5.6(1), page 306

Category(for SD1) =

D

IBC 2006 Table 1613.5.6(2), page 306

Use Category =

D

Most critical of either category case above controls

Fundamental Period: Period Coefficient, CT =

0.020

ASCE 7-05 Table 12.8-2, page 129

Period Exponent, x =

0.75

ASCE 7-05 Table 12.8-2, page 129

Approx. Period, Ta =

0.129

sec., Ta = CT*hn^(x), ASCE 7-05 Section 12.8.2.1, Eqn. 12.8-7

Upper Limit Coef., Cu =

1.400

ASCE 7-05 Table 12.8-1, page 129

Period max., T(max) =

0.181

sec., T(max) = Cu*Ta, ASCE 7-05 Section 12.8.2, page 129

Fundamental Period, T =

0.181

sec., T = Ta <= Cu*Ta, ASCE 7-05 Section 12.8.2, page 129

Response Mod. Coef., R =

1.5

ASCE 7-05 Table 12.2-1, pages 120-122

Overstrength Factor, Wo =

1.5

ASCE 7-05 Table 12.2-1, pages 120-122

Defl. Amplif. Factor, Cd =

1.5

ASCE 7-05 Table 12.2-1, pages 120-122

CS =

0.399

CS = SDS/(R/I), ASCE 7-05 Section 12.8.1.1, Eqn. 12.8-2

CS(max) =

1.870

For T<=TL, CS(max) = SD1/(T*(R/I)), ASCE 7-05 Eqn. 12.8-3

CS(min) =

0.026

CS(min) = 0.044*SDS*I >= 0.01, ASCE 7-05 Eqn. 12.8-5 (Suppl. 2)

Use: CS =

0.399

CS(min) <= CS <= CS(max)

215.63

kips, V = CS*W, ASCE 7-05 Section 12.8.1, Eqn. 12.8-1

Elementary School Los Angeles, California High Seismic Zone

Ice Load Based on Perimeter of Member:

Seismic Base Shear: V=

Software Results Floor 2

Advanced Structures

Input Data [?]

Occupancy Category =

III

Importance Factor, I =

1.25

ASCE 7-05 Table 11.5-1, page 116

Soil Site Class =

C

IBC 2006 Table 1613.5.2, page 303

Location Zip Code =

90012

Spectral Accel., SS =

0.625

ASCE 7-05 Figures 22-1 to 22-14

Spectral Accel., S1 =

0.45

ASCE 7-05 Figures 22-2 to 22-14

Long. Trans. Period, TL =

8

sec. ASCE 7 Fig's. 22-15 to 22-20

Matthew Malski

Structure Height, hn =

10

ft.

Kaung Kyaw

Total Seismic Weight, W =

540

kips ASCE 7-05 Section 12.7.2

Actual Calc. Period, Tc =

0.41489

sec. from independent analysis

Seismic Resist. System =

G7

Cant. col. systems detailed as timber frames (ASCE 7-05, Table 12.2-1)

IBC 2006, Table 1604.5, page 281

Fall 2023 Quiz 2

Elementary School Los Angeles, California High Seismic Zone

Software Inputs Floor 3

Advanced Structures

Result Data Site Coefficients: Fa =

1.150

IBC 2006 Table 1613.5.3(1), page 304

Fv =

1.350

IBC 2006 Table 1613.5.3(2), page 304

SMS =

0.719

SMS = Fa*SS, IBC 2006 Eqn. 16-37, page 303

SM1 =

0.608

SM1 = Fv*S1, IBC 2006 Eqn. 16-38, page 303

Fall 2023 Quiz 2

Maximum Spectral Response Accelerations for Short and 1-Second Periods:

Matthew Malski

Design Spectral Response Accelerations for Short and 1-Second Periods : SDS =

0.479

SDS = 2*SMS/3, IBC 2006 Eqn. 16-39, page 304

SD1 =

0.405

SD1 = 2*SM1/3, IBC 2006 Eqn. 16-40, page 304

Kaung Kyaw

Seismic Design Category: Category(for SDS) =

C

IBC 2006 Table 1613.5.6(1), page 306

Category(for SD1) =

D

IBC 2006 Table 1613.5.6(2), page 306

Use Category =

D

Most critical of either category case above controls

Fundamental Period: Period Coefficient, CT =

0.020

ASCE 7-05 Table 12.8-2, page 129

Period Exponent, x =

0.75

ASCE 7-05 Table 12.8-2, page 129

Approx. Period, Ta =

0.112

sec., Ta = CT*hn^(x), ASCE 7-05 Section 12.8.2.1, Eqn. 12.8-7

Upper Limit Coef., Cu =

1.400

ASCE 7-05 Table 12.8-1, page 129

Period max., T(max) =

0.157

sec., T(max) = Cu*Ta, ASCE 7-05 Section 12.8.2, page 129

Fundamental Period, T =

0.157

sec., T = Ta <= Cu*Ta, ASCE 7-05 Section 12.8.2, page 129

Response Mod. Coef., R =

1.5

ASCE 7-05 Table 12.2-1, pages 120-122

Overstrength Factor, Wo =

1.5

ASCE 7-05 Table 12.2-1, pages 120-122

Defl. Amplif. Factor, Cd =

1.5

ASCE 7-05 Table 12.2-1, pages 120-122

CS =

0.399

CS = SDS/(R/I), ASCE 7-05 Section 12.8.1.1, Eqn. 12.8-2

CS(max) =

2.143

For T<=TL, CS(max) = SD1/(T*(R/I)), ASCE 7-05 Eqn. 12.8-3

CS(min) =

0.026

CS(min) = 0.044*SDS*I >= 0.01, ASCE 7-05 Eqn. 12.8-5 (Suppl. 2)

Use: CS =

0.399

CS(min) <= CS <= CS(max)

215.63

kips, V = CS*W, ASCE 7-05 Section 12.8.1, Eqn. 12.8-1

Elementary School Los Angeles, California High Seismic Zone

Ice Load Based on Perimeter of Member:

Seismic Base Shear: V=

Software Results Floor 3

Advanced Structures

Input Data [?]

Occupancy Category =

III

Importance Factor, I =

1.25

ASCE 7-05 Table 11.5-1, page 116

Soil Site Class =

C

IBC 2006 Table 1613.5.2, page 303

Location Zip Code =

90012

Spectral Accel., SS =

0.625

ASCE 7-05 Figures 22-1 to 22-14

Spectral Accel., S1 =

0.45

ASCE 7-05 Figures 22-2 to 22-14

Long. Trans. Period, TL =

8

sec. ASCE 7 Fig's. 22-15 to 22-20

Matthew Malski

Structure Height, hn =

10

ft.

Kaung Kyaw

Total Seismic Weight, W =

666.56

kips ASCE 7-05 Section 12.7.2

Actual Calc. Period, Tc =

0.41489

sec. from independent analysis

Seismic Resist. System =

G7

Cant. col. systems detailed as timber frames (ASCE 7-05, Table 12.2-1)

IBC 2006, Table 1604.5, page 281

Fall 2023 Quiz 2

Elementary School Los Angeles, California High Seismic Zone

Software Inputs Floor 4

Advanced Structures

Result Data Site Coefficients: Fa =

1.150

IBC 2006 Table 1613.5.3(1), page 304

Fv =

1.350

IBC 2006 Table 1613.5.3(2), page 304

SMS =

0.719

SMS = Fa*SS, IBC 2006 Eqn. 16-37, page 303

SM1 =

0.608

SM1 = Fv*S1, IBC 2006 Eqn. 16-38, page 303

Fall 2023 Quiz 2

Maximum Spectral Response Accelerations for Short and 1-Second Periods:

Matthew Malski

Design Spectral Response Accelerations for Short and 1-Second Periods : SDS =

0.479

SDS = 2*SMS/3, IBC 2006 Eqn. 16-39, page 304

SD1 =

0.405

SD1 = 2*SM1/3, IBC 2006 Eqn. 16-40, page 304

Kaung Kyaw

Seismic Design Category: Category(for SDS) =

C

IBC 2006 Table 1613.5.6(1), page 306

Category(for SD1) =

D

IBC 2006 Table 1613.5.6(2), page 306

Use Category =

D

Most critical of either category case above controls

Fundamental Period: Period Coefficient, CT =

0.020

ASCE 7-05 Table 12.8-2, page 129

Period Exponent, x =

0.75

ASCE 7-05 Table 12.8-2, page 129

Approx. Period, Ta =

0.112

sec., Ta = CT*hn^(x), ASCE 7-05 Section 12.8.2.1, Eqn. 12.8-7

Upper Limit Coef., Cu =

1.400

ASCE 7-05 Table 12.8-1, page 129

Period max., T(max) =

0.157

sec., T(max) = Cu*Ta, ASCE 7-05 Section 12.8.2, page 129

Fundamental Period, T =

0.157

sec., T = Ta <= Cu*Ta, ASCE 7-05 Section 12.8.2, page 129

Response Mod. Coef., R =

1.5

ASCE 7-05 Table 12.2-1, pages 120-122

Overstrength Factor, Wo =

1.5

ASCE 7-05 Table 12.2-1, pages 120-122

Defl. Amplif. Factor, Cd =

1.5

ASCE 7-05 Table 12.2-1, pages 120-122

CS =

0.399

CS = SDS/(R/I), ASCE 7-05 Section 12.8.1.1, Eqn. 12.8-2

CS(max) =

2.143

For T<=TL, CS(max) = SD1/(T*(R/I)), ASCE 7-05 Eqn. 12.8-3

CS(min) =

0.026

CS(min) = 0.044*SDS*I >= 0.01, ASCE 7-05 Eqn. 12.8-5 (Suppl. 2)

Use: CS =

0.399

CS(min) <= CS <= CS(max)

266.16

kips, V = CS*W, ASCE 7-05 Section 12.8.1, Eqn. 12.8-1

Elementary School Los Angeles, California High Seismic Zone

Ice Load Based on Perimeter of Member:

Seismic Base Shear: V=

Software Results Floor 4

Advanced Structures

Input Data [?]

Occupancy Category =

III

Importance Factor, I =

1.25

ASCE 7-05 Table 11.5-1, page 116

Soil Site Class =

C

IBC 2006 Table 1613.5.2, page 303

Location Zip Code =

90012

Spectral Accel., SS =

0.625

ASCE 7-05 Figures 22-1 to 22-14

Spectral Accel., S1 =

0.45

ASCE 7-05 Figures 22-2 to 22-14

Long. Trans. Period, TL =

8

sec. ASCE 7 Fig's. 22-15 to 22-20

Matthew Malski

Structure Height, hn =

15

ft.

Kaung Kyaw

Total Seismic Weight, W =

324

kips ASCE 7-05 Section 12.7.2

Actual Calc. Period, Tc =

0.41489

sec. from independent analysis

Seismic Resist. System =

G7

Cant. col. systems detailed as timber frames (ASCE 7-05, Table 12.2-1)

IBC 2006, Table 1604.5, page 281

Fall 2023 Quiz 2

Elementary School Los Angeles, California High Seismic Zone

Software Inputs Roof

Advanced Structures

Result Data Site Coefficients: Fa =

1.150

IBC 2006 Table 1613.5.3(1), page 304

Fv =

1.350

IBC 2006 Table 1613.5.3(2), page 304

SMS =

0.719

SMS = Fa*SS, IBC 2006 Eqn. 16-37, page 303

SM1 =

0.608

SM1 = Fv*S1, IBC 2006 Eqn. 16-38, page 303

Fall 2023 Quiz 2

Maximum Spectral Response Accelerations for Short and 1-Second Periods:

Matthew Malski

Design Spectral Response Accelerations for Short and 1-Second Periods : SDS =

0.479

SDS = 2*SMS/3, IBC 2006 Eqn. 16-39, page 304

SD1 =

0.405

SD1 = 2*SM1/3, IBC 2006 Eqn. 16-40, page 304

Kaung Kyaw

Seismic Design Category: Category(for SDS) =

C

IBC 2006 Table 1613.5.6(1), page 306

Category(for SD1) =

D

IBC 2006 Table 1613.5.6(2), page 306

Use Category =

D

Most critical of either category case above controls

Fundamental Period: Period Coefficient, CT =

0.020

ASCE 7-05 Table 12.8-2, page 129

Period Exponent, x =

0.75

ASCE 7-05 Table 12.8-2, page 129

Approx. Period, Ta =

0.152

sec., Ta = CT*hn^(x), ASCE 7-05 Section 12.8.2.1, Eqn. 12.8-7

Upper Limit Coef., Cu =

1.400

ASCE 7-05 Table 12.8-1, page 129

Period max., T(max) =

0.213

sec., T(max) = Cu*Ta, ASCE 7-05 Section 12.8.2, page 129

Fundamental Period, T =

0.213

sec., T = Ta <= Cu*Ta, ASCE 7-05 Section 12.8.2, page 129

Response Mod. Coef., R =

1.5

ASCE 7-05 Table 12.2-1, pages 120-122

Overstrength Factor, Wo =

1.5

ASCE 7-05 Table 12.2-1, pages 120-122

Defl. Amplif. Factor, Cd =

1.5

ASCE 7-05 Table 12.2-1, pages 120-122

CS =

0.399

CS = SDS/(R/I), ASCE 7-05 Section 12.8.1.1, Eqn. 12.8-2

CS(max) =

1.581

For T<=TL, CS(max) = SD1/(T*(R/I)), ASCE 7-05 Eqn. 12.8-3

CS(min) =

0.026

CS(min) = 0.044*SDS*I >= 0.01, ASCE 7-05 Eqn. 12.8-5 (Suppl. 2)

Use: CS =

0.399

CS(min) <= CS <= CS(max)

129.38

kips, V = CS*W, ASCE 7-05 Section 12.8.1, Eqn. 12.8-1

Elementary School Los Angeles, California High Seismic Zone

Ice Load Based on Perimeter of Member:

Seismic Base Shear: V=

Software Results Roof

Advanced Structures

Input Data [?]

Occupancy Category =

III

Importance Factor, I =

1.25

ASCE 7-05 Table 11.5-1, page 116

Soil Site Class =

C

IBC 2006 Table 1613.5.2, page 303

Location Zip Code =

90012

Spectral Accel., SS =

0.625

ASCE 7-05 Figures 22-1 to 22-14

Spectral Accel., S1 =

0.45

ASCE 7-05 Figures 22-2 to 22-14

Long. Trans. Period, TL =

8

sec. ASCE 7 Fig's. 22-15 to 22-20

Matthew Malski

Structure Height, hn =

57

ft.

Kaung Kyaw

Total Seismic Weight, W =

2070.56

kips ASCE 7-05 Section 12.7.2

Actual Calc. Period, Tc =

0.41489

sec. from independent analysis

Seismic Resist. System =

G7

Cant. col. systems detailed as timber frames (ASCE 7-05, Table 12.2-1)

IBC 2006, Table 1604.5, page 281

Fall 2023 Quiz 2

Elementary School Los Angeles, California High Seismic Zone

Software Inputs Total

Advanced Structures

Result Data Site Coefficients: Fa =

1.150

IBC 2006 Table 1613.5.3(1), page 304

Fv =

1.350

IBC 2006 Table 1613.5.3(2), page 304

SMS =

0.719

SMS = Fa*SS, IBC 2006 Eqn. 16-37, page 303

SM1 =

0.608

SM1 = Fv*S1, IBC 2006 Eqn. 16-38, page 303

Fall 2023 Quiz 2

Maximum Spectral Response Accelerations for Short and 1-Second Periods:

Matthew Malski

Design Spectral Response Accelerations for Short and 1-Second Periods : SDS =

0.479

SDS = 2*SMS/3, IBC 2006 Eqn. 16-39, page 304

SD1 =

0.405

SD1 = 2*SM1/3, IBC 2006 Eqn. 16-40, page 304

Kaung Kyaw

Seismic Design Category: Category(for SDS) =

C

IBC 2006 Table 1613.5.6(1), page 306

Category(for SD1) =

D

IBC 2006 Table 1613.5.6(2), page 306

Use Category =

D

Most critical of either category case above controls

Fundamental Period: Period Coefficient, CT =

0.020

ASCE 7-05 Table 12.8-2, page 129

Period Exponent, x =

0.75

ASCE 7-05 Table 12.8-2, page 129

Approx. Period, Ta =

0.415

sec., Ta = CT*hn^(x), ASCE 7-05 Section 12.8.2.1, Eqn. 12.8-7

Upper Limit Coef., Cu =

1.400

ASCE 7-05 Table 12.8-1, page 129

Period max., T(max) =

0.581

sec., T(max) = Cu*Ta, ASCE 7-05 Section 12.8.2, page 129

Fundamental Period, T =

0.415

sec., T = Ta <= Cu*Ta, ASCE 7-05 Section 12.8.2, page 129

Response Mod. Coef., R =

1.5

ASCE 7-05 Table 12.2-1, pages 120-122

Overstrength Factor, Wo =

1.5

ASCE 7-05 Table 12.2-1, pages 120-122

Defl. Amplif. Factor, Cd =

1.5

ASCE 7-05 Table 12.2-1, pages 120-122

CS =

0.399

CS = SDS/(R/I), ASCE 7-05 Section 12.8.1.1, Eqn. 12.8-2

CS(max) =

0.813

For T<=TL, CS(max) = SD1/(T*(R/I)), ASCE 7-05 Eqn. 12.8-3

CS(min) =

0.026

CS(min) = 0.044*SDS*I >= 0.01, ASCE 7-05 Eqn. 12.8-5 (Suppl. 2)

Use: CS =

0.399

CS(min) <= CS <= CS(max)

826.79

kips, V = CS*W, ASCE 7-05 Section 12.8.1, Eqn. 12.8-1

Elementary School Los Angeles, California High Seismic Zone

Ice Load Based on Perimeter of Member:

Seismic Base Shear: V=

Software Results Total