3a3040d5-b0e7-44d7-90e3-3b6bf5c24e76 57 2 5 decimal

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StaticSpectrum 0 1.89 1.89 2.36 33 0.1 1.89 1.89 2.36 33 0.2 1.89 1.89 2.36 33 0.3 1.89 1.89 2.36 33 0.4 1.89 1.89 2.36 33 0.5 1.6 1.6 233 0.6 1.4 1.4 1.74 2.84 3 0.7 1.24 1.24 1.55 2.53 3 0.8 1.12 1.12 1.41 2.29 3 0.9 1.03 1.03 1.29 2.09 31 0.95 0.95 1.19 1.93 3 1.5 0.7 0.7 0.88 1.43 2.21 2 0.53 0.53 0.66 1.07 1.66 2.5 0.42 0.42 0.53 0.86 1.33 3 0.35 0.35 0.44 0.71 1.11 3.5 0.26 0.26 0.32 0.52 0.81 4 0.2 0.2 0.25 0.4 0.62 4.5 0.16 0.16 0.2 0.32 0.49 186 mat :

ReturnPeriodCoeff 2500 1.8 2000 1.7 1000 1.3 5001250 0.75 100 0.5 50 0.35 25 0.25 20 0.2 92 mat :

NearFaultFactor 0 1.0 1.5 1.0 2 1.12 3 1.36 4 1.6 5 1.72 62 mat :

Period μ kμ1 Period 0.4 s * ≤ μ 1 - (0.4 s * 0.7 s * / * 1 + Period 0.7 s * ≤ μ 1 - (Period 0.7 s * / * 1 + μ if if :

Period μ kμ2 Period 1 s * ≥ (μ 1.5 < (| μ 1 - (0.4 s * 0.7 s * / * 1 + μ 1 - (Period 0.4 s * 12 mat max * 1.5 + if :

Zone Period μ Fkμ Zone E ≡ Period μ kμ2 Period μ kμ1 if :

T Nmax NearFaultFactor 1 col NearFaultFactor 2 col T s / linterp :

T D P FN P 1250 yr * / ≥ 1 D 2 km * ≤ T Nmax D 20 km * ≤ 1 T Nmax 1 - (20 km * D - (18 km * / * + 1.0 if if if :

ReturnPeriod FR ReturnPeriodCoeff 1 col ReturnPeriodCoeff 2 col ReturnPeriod yr / linterp :

T Zone FCh Zone A ≡ (Zone B ≡ (| StaticSpectrum 1 col StaticSpectrum 2 col T s / linterp Zone C ≡ StaticSpectrum 1 col StaticSpectrum 3 col T s / linterp Zone D ≡ StaticSpectrum 1 col StaticSpectrum 4 col T s / linterp StaticSpectrum 1 col StaticSpectrum 5 col T s / linterp if if if :

Ian Smith Project Services Ltd. Level3, iPayroll House 93 Boulcott Street Wellington

Engineer: SD

Job No.:W140605

Calculation of Seismic Coefficient

period 0.4 s * :

zone D :

Z 0.4 :

returnperiod 500 yr * :

distfault 2 km * :

μ 1.5 :

Sp 0.7 1.3 0.3 μ * - 12 mat max : 0.85

kμ zone period μ Fkμ : 1.29

N period distfault 1 returnperiod / FN : 1

R returnperiod FR : 1

Ch period zone FCh : 2.36

Ct Ch Z * R * N * Sp kμ / * : 0.62

kNm 1000 J * :

Ian Smith Project Services Ltd. Level3, iPayroll House 93 Boulcott Street Wellington

Engineer: SD

Job No.:W140605

Transverse Analsyis

h 4.5 m * :

lb 6.8 m * :

General arrangement of frame

m1 5 m * 6.8 * m * 0.5 * kN m 2^/ * : kN 17

m1:mass of roof @ 0.5kN/sqm

m2 25 * m * 4.5 * m * 0.15 * m * 22 * kN m 3^/ * : kN 148.5

m2:mass of block wall

m m1 m2 3 / + : kN 66.5

m:effective mass

P Ct m * : kN 41.5

P: earthquake load

M P h 2 / * : kNm 93.38

M:imposed moment

Vcol P 2 / : kN 20.75

Vcol:imposed shear in col

Vfdn P h * lb / : kN 27.46

Vfdn:imposed shear in foundation beam

kNm 103^J * :

Calculates area of a bar

d area π 4 / d 2^* :

Calculates stress block parameters

fc alphabeta fc 30 MPa * ≤ a 0.85 : b 0.85 : 21 line a 0.75 0.85 0.004 fc 55 - (* - 12 mat max : b 0.65 0.85 0.008 fc 30 - (* - 12 mat max : 21 line if a b 21 mat 21 line :

Calculates ultimate axial force in kN

b d fc fy as1 as3 as2 as4 axialforce α fc alphabeta 1 el : β fc alphabeta 2 el : Pu b d * α * fc * as1 as3 + (fy α fc * - (* + : n 1 as2 length range Pu Pu as2 n el fy α fc * - (* + : for n 1 as4 length range Pu Pu as4 n el fy α fc * - (* + : for Pu 61 line :

Intregates to give force(kN) and moment(kNm)

b d fc fy c as1 as3 as2 as4 ds1 ds3 ds2 ds4 integrate α fc alphabeta 1 el : β fc alphabeta 2 el : β c * d ≤ Cc b α fc * (* β c * (* : Mc Cc d 2 / β c 2 / * - (* : 21 line Cc b α fc * (* d * : Mc Cc d 2 / * : 21 line if Es 200000 MPa * : eu 0.003 : Cs 0 N * : Ms 0 kNm * : ds1 c ≤ Cs Cs as1 c ds1 - (c / eu * Es * fy 21 mat min α fc * - (* + : Ms Ms as1 c ds1 - (c / eu * Es * fy 21 mat min α fc * - (* d 2 / ds1 - (* + : 21 line Cs Cs as1 c ds1 - (c / - (eu * Es * fy 21 mat min 0 - (* - : Ms Ms as1 c ds1 - (c / - (eu * Es * fy 21 mat min 0 - (* d 2 / ds1 - (* - : 21 line if ds3 c ≤ Cs Cs as3 c ds3 - (c / eu * Es * fy 21 mat min α fc * - (* + : Ms Ms as3 c ds3 - (c / eu * Es * fy 21 mat min α fc * - (* d 2 / ds3 - (* + : 21 line Cs Cs as3 c ds3 - (c / - (eu * Es * fy 21 mat min 0 - (* - : Ms Ms as3 c ds3 - (c / - (eu * Es * fy 21 mat min 0 - (* d 2 / ds3 - (* - : 21 line if n 1 as2 length range ds2 n el c ≤ Cs Cs as2 n el c ds2 n el - (c / eu * Es * fy 21 mat min α fc * - (* + : Ms Ms as2 n el c ds2 n el - (c / eu * Es * fy 21 mat min α fc * - (* d 2 / ds2 n el - (* + : 21 line Cs Cs as2 n el c ds2 n el - (c / - (eu * Es * fy 21 mat min 0 - (* - : Ms Ms as2 n el c ds2 n el - (c / - (eu * Es * fy 21 mat min 0 - (* d 2 / ds2 n el - (* - : 21 line if for n 1 as4 length range ds4 n el c ≤ Cs Cs as4 n el c ds4 n el - (c / eu * Es * fy 21 mat min α fc * - (* + : Ms Ms as4 n el c ds4 n el - (c / eu * Es * fy 21 mat min α fc * - (* d 2 / ds4 n el - (* + : 21 line Cs Cs as4 n el c ds4 n el - (c / - (eu * Es * fy 21 mat min 0 - (* - : Ms Ms as4 n el c ds4 n el - (c / - (eu * Es * fy 21 mat min 0 - (* d 2 / ds4 n el - (* - : 21 line if for Cs Cc + Ms Mc + 21 mat (121 line :

Main function

b d fc fy P as1 as3 as2 as4 ds1 ds3 ds2 ds4 RectCol α fc alphabeta 1 el : β fc alphabeta 1 el : Pu b d fc fy as1 as3 as2 as4 axialforce : P 0 ≥ (P Pu < (& flag 1 : cl 0 mm * : cu d : tolerance 0.001 kN * : c 0.5 cl cu + (* : flag 1 ≡ c 0.5 cl cu + (* : soln b d fc fy c as1 as3 as2 as4 ds1 ds3 ds2 ds4 integrate : Pn soln 1 el : Mn soln 2 el : Pn abs tolerance ≤ flag 0 : Pn 0 > cu c : cl c : if if 51 line while cmin c : cmax d : cl cmin : cu cmax : flag 1 : flag 1 ≡ c 0.5 cl cu + (* : soln b d fc fy c as1 as3 as2 as4 ds1 ds3 ds2 ds4 integrate : Pn soln 1 el : Mn soln 2 el : Pn P - abs tolerance ≤ flag 0 : Pn P > cu c : cl c : if if 51 line while 121 line Mn 0 : c 0 : 21 line if Mn c P 31 mat 51 line :

Ian Smith Project Services Ltd. Level3, iPayroll House 93 Boulcott Street Wellington

Engineer: SD

Job No.:W140605

Transverse Analsyis

Bending capacity of columns:

fc 30 MPa * :

fy 300 MPa * :

b 300 mm * :

d 300 mm * :

as1 218 mm * area * : mm 2^508.94

as3 218 mm * area * : mm 2^508.94

as2 0012 mat :

as4 0012 mat :

ds1 50 mm * :

ds3 250 mm * :

ds2 0012 mat mm * :

ds4 0012 mat mm * :

axialload 0 kN * :

Axial force is neglected conservatively

colresults b d fc fy axialload as1 as3 as2 as4 ds1 ds3 ds2 ds4 RectCol :

momentcapacity colresults 1 el : kNm 38.91

Shear capacity of columns:

Formula for beams is applied here because the behaviour is predominantly flexural with negligible axial load

fyt 300 MPa * :

s 225 mm * :

av 6 mm * area 2 * : mm 2^56.55

vc 0.2 N 0.5^mm / * fc sqrt * b * ds3 * : kN 82.16

vs av fyt * ds3 s / * : kN 18.85

shearcapacity 0.85 vc vs + (* : kN 85.86

PercentageNBS momentcapacity M / 100 * : 41.67

Ian Smith Project Services Ltd. Level3, iPayroll House 93 Boulcott Street Wellington

Engineer: SD

Job No.:W140605

Transverse Analsyis

Bending capacity of ground beams

fc 30 MPa * :

fy 300 MPa * :

b 300 mm * :

d 400 mm * :

as1 218 mm * area * 16 mm * area + : mm 2^710

as3 218 mm * area * 16 mm * area + : mm 2^710

as2 0012 mat :

as4 0012 mat :

ds1 50 mm * :

ds3 350 mm * :

ds2 0012 mat mm * :

ds4 0012 mat mm * :

axialload 0 kN * :

colresults b d fc fy axialload as1 as3 as2 as4 ds1 ds3 ds2 ds4 RectCol :

momentcapacity colresults 1 el : kNm 72.78

Shear capacity of ground beams

fyt 300 MPa * :

s 225 mm * :

av 6 mm * area 2 * : mm 2^56.55

vc 0.2 N 0.5^mm / * fc sqrt * b * ds3 * : kN 115.02

vs av fyt * ds3 s / * : kN 26.39

shearcapacity 0.85 vc vs + (* : kN 120.2

PercentageNBS momentcapacity M / 100 * : 77.94

hi hn FChi hi 12 m * < 1 hi 6 m * / + hi 0.2 hn * < 110 hi * hn / + 3.0 if if :

t FCtp t 0.75 s * ≤ 2 t 1.5 s * < 2 1.75 t s / - (* 0.5 if if :

Ian Smith Project Services Ltd. Level3, iPayroll House 93 Boulcott Street Wellington

Engineer: SD

Job No.:W140605

Out-of-plane analysis for transverse direction

Block walls are assumed to be unsupported at roof level

ly 6.3 m * :

lx 4.5 m * :

ly lx / 1.4

α 0.4530 :

α: moment coefficient

From Roark's handbook

Rp 1.0 :

C0 1.12 :

hn 4.5 m * :

hi hn 2 / : 2.25 m *

tp 0.5 s * :

Chi hi hn FChi : 1.38

Ctp tp FCtp : 2

Cph 0.85 :

For μ of 1.25

Cp C0 Chi * Ctp * Rp * Cph * Z * 3.6 12 mat min : 1.05

q 1 m * 0.15 * m * 22 * kN m 3^/ * Cp * : kN m / 3.46

horizontalmoment q α * ly 2^* 6 / : kNm 10.36

fcb:compressive strenghth of block

fcb 10 MPa * :

fyb:yield strength of reinf. in block wall

fyb 300 MPa * :

ash 10 mm * area : mm 2^78.54

Block wall reinforcement:

s 225 mm * :

Mnb:nominal moment capacity of block wall

a ash s / fyb 0.85 fcb * / * : mm 12.32

Mnb ash s / fyb * 75 mm * a 2 / - (* 1 * m * : kNm 7.21

PercentageNBS Mnb horizontalmoment / 100 * : 69.61

kk 37.5 mm * 11 mat :

as2

i 214 range kk i el kk i 1 - el 225 mm * + : # 21 line for

kk mm 37.5 262.5 21 mat

fc 10 MPa * :

fy 300 MPa * :

b 150 mm * :

d 3000 mm * :

as1 0 : mm 2^

as3 0 : mm 2^