Computation Of Loads.docx

Assumptions:

DEADLOAD For slab:Thickness = 150 mm; Unit weight of concrete = 24KN/m Descriptions ( Dormitory )

Uniform Load

Plumbing and electrical Ceramic or quarry tile (20mm) on 25mm mortar bed Ceiling

0.50KPa 1.10KPa 0.05

For stair: Descriptions ( Dormitory )

Uniform Load

Handrails

0.05KPa

For wall: Descriptions ( Dormitory )

Uniform Load

6” Concrete hollow block, full grout (exterior wall) 4” Concrete hollow block, full grout (interior wall) Plaster each face Door (wooden door) Door (PVC) Window (analok)

2.97KPa 2.84KPa 0.24KPa 0.40KPa 0.30KPa 0.38KPa

LIVELOAD: Descriptions ( RESIDENTIAL ) LL ROOM LL CR/RESTROOM LL HALLWAY/CORRIDOR LL ROOF DECK LL KITCHEN

Uniform Load 2.0KPa 2.1KPa 3.8KPa 1.9KPa 1.9KPa

Computation Computation of Deadload: For slab: 𝑊𝑠 𝑊𝑠 𝑠 Ws= 3 ; Wl = 6 [3 – (𝐿) 2] Wslab = unit weight of concrete (thickness) + Wtiles + Wplumbng and electrical = (0.15m) (24KN/m3) + 1.10KPa + 0.50KPa Wslab =5.20KPa Wslab1= Wslab2= Wslab3= Wslab4= Wslab5= Wslab6= Wslab7= Wslab8=

(5.20KPa)(1.50m)

= 2.60KN/m

3 (5.20KPa)(1.50m)

1.50m 2 ) ] 4.5m

[3 – (

6 (5.20KPa)(2.30m)

= 3.74KN/m

= 3.99KN/m

3 (5.20KPa)(2.30m)

2.30m

[3 – (2.80m) 2] = 4.64KN/m

6 (5.2𝑜KPa)(1.50m) 3 (5.20KPa)(1.50m)

= 2.60KN/m 1.50m

[3 – (2.30m) 2] = 3.34KN/

6 (5.20KPa)(4.30m)

= 7.45KN/m

3 (5.20KPa)(2.0m)

Wslab9== Wslab10= Wslab11= Wslab12= Wslab13= Wslab14= Wslab15=

= 3.47KN/m

3 (5.20KPa)(2.0m) 6 (5.20KPa)(2.0m)

2.0m

[3 – (4.30m) 2] = 4.83KN/m

[3 – (

2.0m 2

) ] = 3.89KN/m

6 (5.20KPa)(2.0m)

2.30m

3 (5.20KPa)(1.0m)

1.0m

= 3.47KN/m [3 – (3.0m) 2] = 2.5KN/m

6 (5.20KPa)(1.0m)

= 1.73KN/m

3 (5.20KPa)(2.0m)

2.0m

[3 – (2.8m) 2] =4.32KN/m

6 (5.20KPa)(2.0m) 3

= 3.47KN/m

Weight of Tank: V= 2400L Height= 2100mm Diameter=1220mm Thickness=200mm ᵞs= 77.3 KN/m3 ᵞw=9.81 KN/m3 (2.4m3 )(9.81)= 23.544 KN (0.05487m3)(77.3)= 4.242 KN =27.786KN/4.3m =6.462KN/m

FRAME A=FRAME G For second floor: Weightwall span 1= 3.45(2.9) = 10.005 kN/m For third floor: Weightwall span 1= 3.45(2.8) = 9.66 kN/m For fourth floor: Weightwall span 1= 3.45(2.7) = 9.315 kN/m For roofdeck: Weightwall span 1=Weightwall span 4 =Weightwall span 5= Weightwall span 2=Weightwall span 3 = 3.45(0.6) = 2.07 kN/m FRAME B= FRAME C=FRAME D=FRAME E=FRAME F For second floor: Weightwall span 1= 3.32(2.9) = 9.628 kN/m For third floor: Weightwall span 1= 3.32(2.8) = 9.296 kN/m For fourth floor: Weightwall span 1= 3.32(2.7) = 8.964 kN/m

For beam: WB1= unit weight of concrete (AreaB1) = (24KN/m) (0.50m x 0.30m) WB1= 3.60KN/m WB2= unit weight of concrete (AreaB2) = (24KN/m) (0.40m x 0.20m) WB2= 1.92KN/m WB3= unit weight of concrete (AreaB2) = (24KN/m) (0.40m x 0.15m) WB2= 1.44KN/m Wcantilever beam = unit weight of concrete (Areaintermedate beam) = (24KN/m) (0.40m x 0.20m) Wcantilever beam= 1.92KN/m

DEADLOAD PER FRAME: FRAME A FOR SECOND WEIGHT FOR SPAN 1=W8 +WCB1 +WWALL =15.395 Kn/m WEIGHT FOR SPAN 2=W7 +WB1 +WWALL =21.055 Kn/m WEIGHT FOR SPAN 3 =21.055 Kn/m WEIGHT FOR SPAN 4=W3 +WB1 +WWALL =17.595 Kn/m WEIGHT FOR SPAN 5=W1 +WCB1 +WWALL =4.52 Kn/m

FOR Third WEIGHT FOR SPAN 1=W8 +WCB1 +WWALL =15.05 Kn/m WEIGHT FOR SPAN 2=W7 +WB1 +WWALL =20.71 Kn/m WEIGHT FOR SPAN 3=20.71 Kn/m WEIGHT FOR SPAN 4=W3 +WB1 +WWALL+WC3 =17.25 Kn/m WEIGHT FOR SPAN 5=W1 +WCB1 +WWALL+WC1 =4.52 Kn/m

FOR fourth WEIGHT FOR SPAN 1=W8 +WCB1 +WWALL =14.705 Kn/m WEIGHT FOR SPAN 2=W7 +WB1 +WWALL =20.365 Kn/m WEIGHT FOR SPAN 3=20.365 Kn/m WEIGHT FOR SPAN 4=W3 +WB1 +WWALL =16.905 Kn/m WEIGHT FOR SPAN 5=W1 +WCB1 +WWALL =4.52 Kn/m

FOR ROOFDECK

WEIGHT FOR SPAN 1=W8 +WCB1 +WWALL =7.46 Kn/m

WEIGHT FOR SPAN 2=W7 +WB1 +WWALL =13.12 Kn/m WEIGHT FOR SPAN 3=13.12 Kn/m WEIGHT FOR SPAN 4=W3 +WB1 +WWALL =9.66 Kn/m WEIGHT FOR SPAN 5=W1 +WCB1+WWALL =6.59 Kn/m

FRAME B FOR SECOND WEIGHT FOR SPAN 1=W8 +WCB1 +WWALL =15.018 Kn/m WEIGHT FOR SPAN 2=W7 +WB1 +WWALL =20.678 Kn/m WEIGHT FOR SPAN 3=20.678 Kn/m WEIGHT FOR SPAN 4=W3 +WB1 +WWALL =17.218 Kn/m WEIGHT FOR SPAN 5=W1 +WCB1 +WWALL =4.52 Kn/m

FOR THIRD WEIGHT FOR SPAN 1=W8 +WCB1 +WWALL =14.686 Kn/m WEIGHT FOR SPAN 2=W7 +WB1 +WWALL =20.346 Kn/m WEIGHT FOR SPAN 3=20.346 Kn/m WEIGHT FOR SPAN 4=W3 +WB1 +WWALL =16.886 Kn/m WEIGHT FOR SPAN 5=W1 +WCB1 +WWALL =4.52 Kn/m

FOR Fourth WEIGHT FOR SPAN 1=W8 +WCB1 +WWALL =14.354 Kn/m WEIGHT FOR SPAN 2=W7 +WB1 +WWALL =20.014 Kn/m WEIGHT FOR SPAN 3=20.014 Kn/m WEIGHT FOR SPAN 4=W3 +WB1 +WWALL =16.554 Kn/m WEIGHT FOR SPAN 5=W1 +WCB1 +WWALL =4.52 Kn/m

FOR ROOFDECK

WEIGHT FOR SPAN 1=W8 +WCB1 +WWALL+WC8 =10.52Kn/m WEIGHT FOR SPAN 2=W7 +WB1 +WWALL+WC7 =15.55 Kn/m WEIGHT FOR SPAN 3=15.55 Kn/m WEIGHT FOR SPAN 4=W3 +WB1 +WWALL+WC3 =10.55 Kn/m WEIGHT FOR SPAN 5=W1 +WCB1+WC1 =5.39 Kn/m

FRAME C FOR SECOND WEIGHT FOR SPAN 1=W8 +WCB1 +WWALL =15.018 Kn/m WEIGHT FOR SPAN 2=W7 +WB1 +WWALL =20.678 Kn/m WEIGHT FOR SPAN 3=20.678 Kn/m WEIGHT FOR SPAN 4=W3 +WB1 +WWALL =17.218 Kn/m WEIGHT FOR SPAN 5=W1 +WCB1 +WWALL =4.52 Kn/m

FOR THIRD WEIGHT FOR SPAN 1=W8 +WCB1 +WWALL =14.686 Kn/m WEIGHT FOR SPAN 2=W7 +WB1 +WWALL =20.346 Kn/m WEIGHT FOR SPAN 3=20.346 Kn/m WEIGHT FOR SPAN 4=W3 +WB1 +WWALL =16.886 Kn/m WEIGHT FOR SPAN 5=W1 +WCB1 +WWALL =4.52 Kn/m

FOR Fourth WEIGHT FOR SPAN 1=W8 +WCB1 +WWALL =14.354 Kn/m WEIGHT FOR SPAN 2=W7 +WB1 +WWALL =20.014 Kn/m WEIGHT FOR SPAN 3=20.014 Kn/m WEIGHT FOR SPAN 4=W3 +WB1 +WWALL =16.554 Kn/m WEIGHT FOR SPAN 5=W1 +WCB1 +WWALL =4.52 Kn/m

FOR ROOFDECK

WEIGHT FOR SPAN 1=W8 +WCB1 +WWALL+WC8 =10.52Kn/m WEIGHT FOR SPAN 2=W7 +WB1 +WWALL+WC7 =15.55 Kn/m WEIGHT FOR SPAN 3=15.55 Kn/m WEIGHT FOR SPAN 4=W3 +WB1 +WWALL+WC3 =10.55 Kn/m WEIGHT FOR SPAN 5=W1 +WCB1+WC1 =5.39 Kn/m

FRAME D FOR SECOND WEIGHT FOR SPAN 1=W8 +WCB1 +WWALL =15.018 Kn/m WEIGHT FOR SPAN 2=W7 +WB1 +WWALL =20.678 Kn/m WEIGHT FOR SPAN 3=20.678 Kn/m WEIGHT FOR SPAN 4=W3 +WB1 +WWALL =17.218 Kn/m WEIGHT FOR SPAN 5=W1 +WCB1 +WWALL =4.52 Kn/m

FOR THIRD WEIGHT FOR SPAN 1=W8 +WCB1 +WWALL =14.686 Kn/m WEIGHT FOR SPAN 2=W7 +WB1 +WWALL =20.346 Kn/m WEIGHT FOR SPAN 3=20.346 Kn/m WEIGHT FOR SPAN 4=W3 +WB1 +WWALL =16.886 Kn/m WEIGHT FOR SPAN 5=W1 +WCB1 +WWALL =4.52 Kn/m

FOR Fourth WEIGHT FOR SPAN 1=W8 +WCB1 +WWALL =14.354 Kn/m WEIGHT FOR SPAN 2=W7 +WB1 +WWALL =20.014 Kn/m WEIGHT FOR SPAN 3=20.014 Kn/m WEIGHT FOR SPAN 4=W3 +WB1 +WWALL =16.554 Kn/m WEIGHT FOR SPAN 5=W1 +WCB1 +WWALL =4.52 Kn/m

FOR ROOFDECK

WEIGHT FOR SPAN 1=W8 +WCB1 +WWALL+WC8 =10.52Kn/m WEIGHT FOR SPAN 2=W7 +WB1 +WWALL+WC7 =15.55 Kn/m WEIGHT FOR SPAN 3=15.55 Kn/m WEIGHT FOR SPAN 4=W3 +WB1 +WWALL+WC3 =10.55 Kn/m WEIGHT FOR SPAN 5=W1 +WCB1+WC1 =5.39 Kn/m

FRAME E FOR SECOND WEIGHT FOR SPAN 1=W8 +WCB1 +WWALL =15.018 Kn/m WEIGHT FOR SPAN 2=W7 +WB1 +WWALL =20.678 Kn/m WEIGHT FOR SPAN 3=20.678 Kn/m WEIGHT FOR SPAN 4=W3 +WB1 +WWALL =17.218 Kn/m WEIGHT FOR SPAN 5=W1 +WCB1 +WWALL =4.52 Kn/m

FOR THIRD WEIGHT FOR SPAN 1=W8 +WCB1 +WWALL =14.686 Kn/m WEIGHT FOR SPAN 2=W7 +WB1 +WWALL =20.346 Kn/m WEIGHT FOR SPAN 3=20.346 Kn/m WEIGHT FOR SPAN 4=W3 +WB1 +WWALL =16.886 Kn/m WEIGHT FOR SPAN 5=W1 +WCB1 +WWALL =4.52 Kn/m

FOR Fourth WEIGHT FOR SPAN 1=W8 +WCB1 +WWALL =14.354 Kn/m WEIGHT FOR SPAN 2=W7 +WB1 +WWALL =20.014 Kn/m WEIGHT FOR SPAN 3=20.014 Kn/m WEIGHT FOR SPAN 4=W3 +WB1 +WWALL =16.554 Kn/m WEIGHT FOR SPAN 5=W1 +WCB1 +WWALL =4.52 Kn/m

FOR ROOFDECK

WEIGHT FOR SPAN 1=W8 +WCB1 +WWALL+WC8 =10.52Kn/m WEIGHT FOR SPAN 2=W7 +WB1 +WWALL+WC7 =15.55 Kn/m WEIGHT FOR SPAN 3=15.55 Kn/m WEIGHT FOR SPAN 4=W3 +WB1 +WWALL+WC3 =10.55 Kn/m WEIGHT FOR SPAN 5=W1 +WCB1+WC1 =5.39 Kn/m

FRAME F FOR SECOND WEIGHT FOR SPAN 1=W8 +WCB1 +WWALL =15.018 Kn/m WEIGHT FOR SPAN 2=W7 +WB1 +WWALL =20.678 Kn/m WEIGHT FOR SPAN 3=20.678 Kn/m WEIGHT FOR SPAN 4=W3 +WB1 +WWALL =17.218 Kn/m WEIGHT FOR SPAN 5=W1 +WCB1 +WWALL =4.52 Kn/m

FOR THIRD WEIGHT FOR SPAN 1=W8 +WCB1 +WWALL =14.686 Kn/m WEIGHT FOR SPAN 2=W7 +WB1 +WWALL =20.346 Kn/m WEIGHT FOR SPAN 3=20.346 Kn/m WEIGHT FOR SPAN 4=W3 +WB1 +WWALL =16.886 Kn/m WEIGHT FOR SPAN 5=W1 +WCB1 +WWALL =4.52 Kn/m

FOR Fourth WEIGHT FOR SPAN 1=W8 +WCB1 +WWALL =14.354 Kn/m WEIGHT FOR SPAN 2=W7 +WB1 +WWALL =20.014 Kn/m WEIGHT FOR SPAN 3=20.014 Kn/m WEIGHT FOR SPAN 4=W3 +WB1 +WWALL =16.554 Kn/m WEIGHT FOR SPAN 5=W1 +WCB1 +WWALL =4.52 Kn/m

FOR ROOFDECK

WEIGHT FOR SPAN 1=W8 +WCB1 +WWALL+WC8 =10.52Kn/m WEIGHT FOR SPAN 2=W7 +WB1 +WWALL+WC7 =15.55 Kn/m WEIGHT FOR SPAN 3=15.55 Kn/m WEIGHT FOR SPAN 4=W3 +WB1 +WWALL+WC3 =10.55 Kn/m WEIGHT FOR SPAN 5=W1 +WCB1+WC1 =5.39 Kn/m

FRAME G FOR SECOND WEIGHT FOR SPAN 1=W8 +WCB1 +WWALL =15.395 Kn/m WEIGHT FOR SPAN 2=W7 +WB1 +WWALL =21.055 Kn/m WEIGHT FOR SPAN 3=21.055 Kn/m WEIGHT FOR SPAN 4=W3 +WB1 +WWALL =17.595 Kn/m WEIGHT FOR SPAN 5=W1 +WCB1 +WWALL =4.52 Kn/m

FOR Third WEIGHT FOR SPAN 1=W8 +WCB1 +WWALL =15.05 Kn/m WEIGHT FOR SPAN 2=W7 +WB1 +WWALL =20.71 Kn/m WEIGHT FOR SPAN 3=20.71 Kn/m WEIGHT FOR SPAN 4=W3 +WB1 +WWALL+WC3 =17.25 Kn/m WEIGHT FOR SPAN 5=W1 +WCB1 +WWALL+WC1 =4.52 Kn/m

FOR fourth WEIGHT FOR SPAN 1=W8 +WCB1 +WWALL =14.705 Kn/m WEIGHT FOR SPAN 2=W7 +WB1 +WWALL =20.365 Kn/m WEIGHT FOR SPAN 3=20.365 Kn/m WEIGHT FOR SPAN 4=W3 +WB1 +WWALL =16.905 Kn/m WEIGHT FOR SPAN 5=W1 +WCB1 +WWALL =4.52 Kn/m

FOR ROOFDECK

WEIGHT FOR SPAN 1=W8 +WCB1 +WWALL =7.46 Kn/m WEIGHT FOR SPAN 2=W7 +WB1 +WWALL WEIGHT FOR SPAN 3=13.12 Kn/m WEIGHT FOR SPAN 4=W3 +WB1 +WWALL =9.66 Kn/m WEIGHT FOR SPAN 5=W1 +WCB1+WWALL =6.59 Kn/m

LlVELOAD:

Descriptions ( Dormitory ) LL ROOM LL CR/RESTROOM LL HALLWAY/CORRIDOR LL ROOF DECK LL KITCHEN

WLL1= WLL2= WLL3= WLL4= WLL5= WLL6= WLL7= WLL8=

Uniform Load 2.0KPa 2.1KPa 3.8KPa 1.9KPa 1.9KPa

(5.20KPa)(1.50m)

= 2.60KN/m

3 (5.20KPa)(1.50m)

1.50m

[3 – ( 4.5m ) 2] = 3.74KN/m

6 (1.9KPa)(2.30m)

= 1.46KN/m

3 (1.9KPa)(2.30m)

2.30m

[3 – (2.80m) 2] = 1.69KN/m

6 (2.1KPa)(1.50m)

= 1.05KN/m

3 (2.1KPa)(1.50m)

1.50m

[3 – (2.30m) 2] = 1.35KN/

6 (2.0KPa)(4.30m)

= 2.87KN/m

3 (3.80KPa)(2.0m)

WLL9== WLL10= WLL11= WLL12= WLL13= WLL14= WLL15=

= 2.53KN/m

3 (3.80KPa)(2.0m) 6 (3.80KPa)(2.0m)

2.0m

[3 – (4.30m) 2] = 3.53KN/m

[3 – (

2.0m 2

) ] = 2.84KN/m

6 (3.80KPa)(2.0m)

2.30m

3 (3.80KPa)(1.0m)

1.0m

= 2.53KN/m [3 – (3.0m) 2] = 1.83KN/m

6 (3.80KPa)(1.0m)

= 1.27KN/m

3 (3.80KPa)(2.0m)

2.0m

[3 – (2.8m) 2] =3.15KN/m

6 (3.80KPa)(2.0m) 3

= 2.53KN/m

LIVELOAD PER FRAME: FRAME A FOR SECOND, THIRD FOURTH FLOOR WEIGHT FOR SPAN 1=W LL8 =2.53Kn/m WEIGHT FOR SPAN 2=W LL7 =2.87Kn/m WEIGHT FOR SPAN 3=2.87Kn/m WEIGHT FOR SPAN 4=W LL3 =1.46Kn/m WEIGHT FOR SPAN 5=W LL1 =2.6Kn/m

FRAME B FOR SECOND, THIRD FOURTH FLOOR WEIGHT FOR SPAN 1=W LL8 =2.53Kn/m WEIGHT FOR SPAN 2=W LL7 =2.87Kn/m WEIGHT FOR SPAN 3=2.87Kn/m WEIGHT FOR SPAN 4=W LL3 =1.35Kn/m WEIGHT FOR SPAN 5=W LL1 =2.6Kn/m

FRAME C

FOR SECOND, THIRD FOURTH FLOOR WEIGHT FOR SPAN 1=W LL =2.53Kn/m WEIGHT FOR SPAN 2=W LL7 =2.87Kn/m WEIGHT FOR SPAN 3=2.87Kn/m WEIGHT FOR SPAN 4=W LL3 =1.46Kn/m WEIGHT FOR SPAN 5=W LL1 =2.6Kn/m

FRAME D

FOR SECOND, THIRD FOURTH FLOOR WEIGHT FOR SPAN 2=W LL7 =2.87Kn/m WEIGHT FOR SPAN 3= 2.87Kn/m WEIGHT FOR SPAN 4=W LL6 =1.35Kn/m WEIGHT FOR SPAN 5=W LL1 =2.6Kn/m

FRAME E

FOR SECOND, THIRD FOURTH FLOOR WEIGHT FOR SPAN 1=W LL15 =2.53Kn/m WEIGHT FOR SPAN 2=W LL7 =2.87Kn/m WEIGHT FOR SPAN 3=2.87Kn/m WEIGHT FOR SPAN 4=W LL3 =1.46Kn/m WEIGHT FOR SPAN 5=W1 = 2.6Kn/m

SEISMIC LOAD: FRAME A=FRAME G Weightgroundfloor=11.48(4.3)(2)+8.74(2.3) =118.83 Weightsecondfloor=Weightthirddfloor =4.58(1.5)+16.89(2.3)+19.58(4.3)(2)+14.68(2)+33.91+12.36 =289.74 kN Weightroofdeck=9.04(1.5)+10.52(2.3)(2)+15.55(4.3)(2)+13.64+25.61 =234.93 kN

Computation of seismic force applied: Type of building: RCMRF Zone 4 Weightgroundfloor=118.83 kN Weightsecondfloor=289.74 kN Weightthirddfloor=289.74kN Weightroofdeck=234.93 kN ∑W=933.24 kN hground floor= 3.20m

h2nd floor = 3.00m h3rd floor = 3.00m ∑h=9.20 m

Distance from seismic source A Table 208-1 (Importance factor, I) Table 208-2 (Soil profile type) Table 208-3 (Seismic zone factor, z) Table 208-5 (Near source factor, Na) Table 208-6 (Near source factor, Nv) Table 208-11 (Numerical coefficient, R) Table 208-7 (Seismic coefficient, Ca) Table 208-8 (Seismic coefficient, Cv) Total seismic dead loads, W Total height of the building, h T= 0.0731(∑h) ¾ = 0.0731(9.2) ¾ T= 0.3862sec Ca= 0.44Na = 0.44(1.00) Ca= 0.44 Cv= 0.64Nv = 0.64(1.00) Cv= 0.64

V=

CvIW RT

=

0.64(1)(933.24KN) 8.5(0.3862sec)

= 181.95KN

V not less than: Vminimum= 0.11(CaIW) = 0.11(0.44) (1) (933.24KN) Vminimum= 45.17KN For zone 4: 0.8z(Nv)Iw Vminimum=

R 0.8(0.40)(1.0)(1.0)(933.24KN)

= 8.5 Vminimum = 35.13KN V not exceed: 2.5CaIW Vmaximum=

R 2.5(0.44)(1)(933.24KN)

= 8.5 Vmaximum = 120.77KN

Vminimum< V
50km 1.00 SD 0.40 1.00 1.00 8.5 0.44Na 0.64Nv KN 9.20m

When: T < 0.70s, Ft= 0 0.3862< 0.70s Therefore: Ft= 0 Fx=

(Vmaximum−Ft)Wxhx ∑n 𝑖−1 Wihi

Level

Wx, KN

hx, m

Wxhx, KN-m

Fx,KN

Roof 3rd 2nd Ground

234.93 289.74 289.74 118.83

9.2 6.2 3.2 0

2161.356 1796.388 927.168 0 ∑= 4884.912

53.4353 44.4122 22.9224 0 ∑= 120.77

VERTICAL IRREGULARITY: WEIGHT(MASS) IRREGULARITY

1.5 WGROUNDFLOOR > WSECONDFLOOR 1.5(118.83kN) > 289.74 kN 178.25 kN> 289.74 kN 178.25 kN< 289.74 kN

Therefore: There is no weight irregularity exist.

FRAME B=FRAME F Weight for each floor Weightgroundfloor=16.36(4.3)(2)+12.25(2.3) =168.87 kN Weightsecondfloor=4.58(1.5)+15.93(2.3)+20.13(4.3)(2)+12.65(2)+33.91+12.36+33.91 =290.49kN Weightthirddfloor=290.49 Weightroofdeck=4.58(1.5)+12.07(2.3)(2)+16.27(4.3)(2)+9.82(2)+14.28+25.61 =234.08kN

Computation of seismic force applied: Type of building: RCMRF Zone 4

Weightgroundfloor=168.87 Weightsecondfloor=290.49 kN Weightthirddfloor=290.49kN Weightthirddfloor=234.08 kN ∑W=983.93kN ∑h=9.20 m

Distance from seismic source A Table 208-1 (Importance factor, I) Table 208-2 (Soil profile type) Table 208-3 (Seismic zone factor, z) Table 208-5 (Near source factor, Na) Table 208-6 (Near source factor, Nv) Table 208-11 (Numerical coefficient, R) Table 208-7 (Seismic coefficient, Ca) Table 208-8 (Seismic coefficient, Cv) Total seismic dead loads, W Total height of the building, h T= 0.0731(∑h) ¾ = 0.0731(9.2) ¾ T= 0.3862sec Ca= 0.44Na = 0.44(1.00) Ca= 0.44 Cv= 0.64Nv = 0.64(1.00) Cv= 0.64

V=

CvIW RT

=

0.64(1)(983.93KN) 8.5(0.3862sec)

= 191.83KN

50km 1.00 SD 0.40 1.00 1.00 8.5 0.44Na 0.64Nv KN 9.20m

V not less than: Vminimum= 0.11(CaIW) = 0.11(0.44) (1) (983.93KN) Vminimum= 47.62KN For zone 4: 0.8z(Nv)Iw Vminimum=

R 0.8(0.40)(1.0)(1)(983.93KN)

= 8.5 Vminimum = 37.04KN

V not exceed: 2.5CaIW Vmaximum= =

R 2.5(0.44)(1)(983.93KN) 8.5

Vmaximum = 127.93KN Vminimum< V
Fx=

(Vmaximum−Ft)Wxhx ∑n 𝑖−1 Wihi

Level

Wx, KN

hx, m

Wxhx, KN-m

Fx,KN

Roof 3rd 2nd Ground

234.08 290.49 290.49 168.87

9.2 6.2 3.2 0

2153.536 1801.038 929.568 0 ∑= 4884.142

56.4074 47.1745 24.3481 0 ∑= 127.93

VERTICAL IRREGULARITY: WEIGHT(MASS) IRREGULARITY

1.5 WGROUNDFLOOR > WSECONDFLOOR 1.5(168.87kN) > 290.49kN 253.31kN> 290.49kN 253.31kN< 290.49kN

Therefore: There is no weight irregularity exist.

FRAME C Weight for each floor Weightgroundfloor=16.35(4.3)(2)+12.25(2.3) =168.79 kN Weightsecondfloor= 4.58(1.5)+15.13(2.3)+20.13(4.3)(2)+5.47(2)+23.11+12.36 =261.2 kN Weightthirdfloor=261.2kN Weightroofdeck=5.17(1.5)+12.73(2.3)+16.27(4.3)(2)+6.06(2)+13.63+25.61 =217.36kN

Computation of seismic force applied: Type of building: RCMRF Zone 4 Weightgroundfloor=168.79 kN Weightsecondfloor=261.2 kN Weightthirddfloor=261.2 kN Weightroofdeck= 217.46 kN ∑W=908.65 kN ∑h=9.20 m

Distance from seismic source A Table 208-1 (Importance factor, I) Table 208-2 (Soil profile type) Table 208-3 (Seismic zone factor, z) Table 208-5 (Near source factor, Na) Table 208-6 (Near source factor, Nv) Table 208-11 (Numerical coefficient, R) Table 208-7 (Seismic coefficient, Ca) Table 208-8 (Seismic coefficient, Cv) Total seismic dead loads, W Total height of the building, h

T= 0.0731(9.2) ¾ T= 0.3862sec Ca= 0.44Na = 0.44(1.00) Ca= 0.44 Cv= 0.64Nv = 0.64(1.00) Cv= 0.64

V=

CvIW RT

=

0.64(1)(908.65KN) 8.5(0.3862sec)

= 177.15KN

50km 1.00 SD 0.40 1.00 1.00 8.5 0.44Na 0.64Nv KN 9.20m

V not less than: Vminimum= 0.11(CaIW) = 0.11(0.44) (1) (908.65KN) Vminimum= 43.98KN For zone 4: 0.8z(Nv)Iw Vminimum=

R 0.8(0.40)(1.0)(1)(908.65KN)

= 8.5 Vminimum = 34.21KN V not exceed: 2.5CaIW Vmaximum= =

R 2.5(0.44)(1)(908.65KN) 8.5

Vmaximum = 117.59KN Vminimum< V
useVmaximum = 117.59KN

When: T < 0.70s, Ft= 0 0.3862s< 0.70s Therefore: Ft= 0

Fx=

(Vmaximum−Ft)Wxhx ∑n 𝑖−1 Wihi

Level

Wx, KN

hx, m

Wxhx, KN-m

Fx,KN

Roof 3rd 2nd Ground

217.46 261.2 261.2 168.79

9.2 6.2 3.2 0

2000.632 1619.44 835.84 0 ∑= 4455.912

52.796 42.7365 22.0575 0 ∑= 117.59

VERTICAL IRREGULARITY: WEIGHT(MASS) IRREGULARITY

1.5 WGROUNDFLOOR > WSECONDFLOOR 1.5(168.79kN) > 261.2kN 253.19kN> 261.2kN 253.19kN< 261.2kN

Therefore: There is no weight irregularity exist

FRAME D Weight for each floor Weightgroundfloor=16.35(4.3)(2)+12.25(2.3) =168.79 kN Weightsecondfloor= 4.58(1.5)+15.93(2.3)+20.13(4.3)(2)+13.64 =230.27 kN Weightsecondfloor=230.27 kN Weightroofdeck=5.17(1.5)+(2.3)(12.73)+16.27(4.3)(2)+5.47(2)+13.04+11.19 =212.13 kN

Computation of seismic force applied: Type of building: RCMRF Zone 4 Weightgroundfloor=168.79 kN Weightsecondfloor= 230.27 kN Weightthirddfloor=230.27 kN Weightroofdeck=212.13k ∑W=841.46 kN ∑h=9.20 m Distance from seismic source A Table 208-1 (Importance factor, I) Table 208-2 (Soil profile type) Table 208-3 (Seismic zone factor, z) Table 208-5 (Near source factor, Na) Table 208-6 (Near source factor, Nv) Table 208-11 (Numerical coefficient, R) Table 208-7 (Seismic coefficient, Ca) Table 208-8 (Seismic coefficient, Cv) Total seismic dead loads, W Total height of the building, h T= 0.0731(∑h) ¾ = 0.0731(9.2) ¾ T= 0.3862sec Ca= 0.44Na = 0.44(1.00) Ca= 0.44 Cv= 0.64Nv = 0.64(1.00) Cv= 0.64

V=

CvIW RT

=

0.64(1)(841.46KN) 8.5(0.3862sec)

=164.05KN

50km 1.00 SD 0.40 1.00 1.00 8.5 0.44Na 0.64Nv KN 9.20m

V not less than: Vminimum= 0.11(CaIW) = 0.11(0.44) (1) (841..46KN) Vminimum= 40.73 KN For zone 4: 0.8z(Nv)Iw Vminimum=

R 0.8(0.40)(1.0)(1)(841.46KN)

= 8.5 Vminimum = 31.68 KN

V not exceed: 2.5CaIW Vmaximum= =

R 2.5(0.44)(1)(841.46KN) 8.5

Vmaximum = 108.89 KN Vminimum< V
(Vmaximum−Ft)Wxhx ∑n 𝑖−1 Wihi

Level

Wx, KN

hx, m

Wxhx, KN-m

Fx,KN

Roof 3rd 2nd Ground

212.13 230.27 230.27 168.79

9.2 6.2 3.2 0

1951.596 1427.674 736.864 0 ∑= 4116.134

51.6284 37.7683 19.4933 0 ∑= 108.89

VERTICAL IRREGULARITY: WEIGHT(MASS) IRREGULARITY

1.5 WGROUNDFLOOR > WSECONDFLOOR 1.5(168.79kN) > 230.27kN 253.19kN> 230.27kN 253.19kN< 230.27kN

Therefore: There is no weight irregularity exist

FRAME E Weight for each floor Weightgroundfloor=16.35(4.3)(2)+12.25(2.3) =168.79 Weightsecondfloor=4.58(1.5)+16.89(2.3)+20.13(4.3)(2)+5.47(2)+23.97+12.36 =265.42kN Weightthirdfloor=265.42kN Weightroofdeck=5.17(1.5)+12.73(2.3)(2)+16.27(4.3)(2)+5.47(2)+11.19+16.03 =216.3 kN

Computation of seismic force applied: Type of building: RCMRF Zone 4

Weightgroundfloor=168.79 Weightsecondfloor=265.42 Weightthirddfloor=265.42kN Weightroofdeck=216.3 kN ∑W=915.93 ∑h=9.20 m

Distance from seismic source A Table 208-1 (Importance factor, I) Table 208-2 (Soil profile type) Table 208-3 (Seismic zone factor, z) Table 208-5 (Near source factor, Na) Table 208-6 (Near source factor, Nv) Table 208-11 (Numerical coefficient, R) Table 208-7 (Seismic coefficient, Ca) Table 208-8 (Seismic coefficient, Cv) Total seismic dead loads, W Total height of the building, h T= 0.0731(∑h) ¾ = 0.0731(9.2) ¾ T= 0.3862sec Ca= 0.44Na = 0.44(1.00) Ca= 0.44 Cv= 0.64Nv = 0.64(1.00) Cv= 0.64

50km 1.00 SD 0.40 1.00 1.00 8.5 0.44Na 0.64Nv KN 9.20m

V=

CvIW RT

=

0.64(1)(915.93KN) 8.5(0.3862sec)

= 178.57KN

V not less than: Vminimum= 0.11(CaIW) = 0.11(0.44) (1) (915.93KN) Vminimum= 44.33KN For zone 4: 0.8z(Nv)Iw Vminimum=

R 0.8(0.40)(1.0)(1)(915.93KN)

= 8.5 Vminimum = 34.48KN V not exceed: 2.5CaIW Vmaximum= =

R 2.5(0.44)(1)(915.93KN) 8.5

Vmaximum = 118.53KN Vminimum< V
Fx=

(Vmaximum−Ft)Wxhx ∑n 𝑖−1 Wihi

Level

Wx, KN

hx, m

Wxhx, KN-m

Fx,KN

Roof 3rd 2nd Ground

216.3 265.42 265.42 168.79

9.2 6.2 3.2 0

1989.96 1645.604 849.344 0 ∑= 4484.908

52.5919 43.4911 22.447 0 ∑= 118.53

VERTICAL IRREGULARITY: WEIGHT(MASS) IRREGULARITY

1.5 WGROUNDFLOOR > WSECONDFLOOR 1.5(168.79kN) > 265.42kN 253.19kN> 265.42kN 253.19kN< 265.42kN

Therefore: There is no weight irregularity exis

LIVELOAD: Descriptions ( Dormitory ) LL ROOM LL CR/RESTROOM LL HALLWAY/CORRIDOR LL ROOF DECK LL KITCHEN

WLL1= WLL2= WLL3= WLL4= WLL5= WLL6= WLL7= WLL8=

(5.20KPa)(1.50m)

= 2.60KN/m

3 (5.20KPa)(1.50m)

1.50m

[3 – ( 4.5m ) 2] = 3.74KN/m

6 (1.9KPa)(2.30m)

= 1.46KN/m

3 (1.9KPa)(2.30m)

2.30m

[3 – (2.80m) 2] = 1.69KN/m

6 (2.1KPa)(1.50m)

= 1.05KN/m

3 (2.1KPa)(1.50m)

1.50m

[3 – (2.30m) 2] = 1.35KN/

6 (2.0KPa)(4.30m)

= 2.87KN/m

3 (3.80KPa)(2.0m)

WLL9== WLL10= WLL11= WLL12= WLL13= WLL14= WLL15=

= 2.53KN/m

3 (3.80KPa)(2.0m) 6 (3.80KPa)(2.0m)

2.0m

[3 – (4.30m) 2] = 3.53KN/m 2.0m

[3 – (2.30m) 2] = 2.84KN/m

6 (3.80KPa)(2.0m)

= 2.53KN/m

3 (3.80KPa)(1.0m)

1.0m

[3 – (3.0m) 2] = 1.83KN/m

6 (3.80KPa)(1.0m)

= 1.27KN/m

3 (3.80KPa)(2.0m)

2.0m

[3 – (2.8m) 2] =3.15KN/m

6 (3.80KPa)(2.0m) 3

= 2.53KN/m

LIVELOAD PER FRAME: FRAME A FOR SECOND AND THIRD FLOOR WEIGHT FOR SPAN 1=W LL8 =2.53Kn/m WEIGHT FOR SPAN 2=W LL7 =2.87Kn/m WEIGHT FOR SPAN 3=2.87Kn/m WEIGHT FOR SPAN 4=W LL3 =1.46Kn/m WEIGHT FOR SPAN 5=W LL1 =2.6Kn/m

Uniform Load 2.0KPa 2.1KPa 3.8KPa 1.9KPa 1.9KPa

FRAME B FOR SECOND AND THIRD FLOOR WEIGHT FOR SPAN 1=W LL8 =2.53Kn/m WEIGHT FOR SPAN 2=W LL7 =2.87Kn/m WEIGHT FOR SPAN 3=2.87Kn/m WEIGHT FOR SPAN 4=W LL3 =1.35Kn/m WEIGHT FOR SPAN 5=W LL1 =2.6Kn/m

FRAME C FOR SECOND AND THIRD FLOOR WEIGHT FOR SPAN 1=W LL =2.53Kn/m WEIGHT FOR SPAN 2=WLL7 =2.87Kn/m WEIGHT FOR SPAN 3=2.87Kn/m WEIGHT FOR SPAN 4=W LL3 =1.46Kn/m WEIGHT FOR SPAN 5=W LL1 =2.6Kn/m

FRAME D FOR SECOND AND THIRD FLOOR WEIGHT FOR SPAN 2=W LL7 =2.87Kn/m WEIGHT FOR SPAN 3= 2.87Kn/m WEIGHT FOR SPAN 4=W LL6 =1.35Kn/m WEIGHT FOR SPAN 5=W LL1 =2.6Kn/m

FRAME E FOR SECOND AND THIRD FLOOR WEIGHT FOR SPAN 1=W LL15 =2.53Kn/m WEIGHT FOR SPAN 2=W LL7 =2.87Kn/m WEIGHT FOR SPAN 3=2.87Kn/m WEIGHT FOR SPAN 4=W LL3 =1.46Kn/m WEIGHT FOR SPAN 5=W1 = 2.6Kn/m

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