GM Tool to assist in the finding of herbs during Rolemaster Game play. These charts target Rolemaster First Edition but can be used for other editions.
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CALCULATION BILBOARD 4x8
Loading : Envelope Condition : By wind condition (LF=1) : Moment Overturning Wind Moment Overturning Eq Wind Shear at Base Earthquake Shear at Base Compress load Dead Load
Calculation
: Dead Weight
= = = = =
7474.9094 0 3.10 0.00 15.48
=
15.48
kgm kgm Kip Kip Kip
Kip
= = = = =
747490.94 kg kgcm 0 kgcm = 1404 kg. 0.00 kg. = 7020.03 kg.
=
7020.03
kg.
: Pile cap dimension : BXL = Thk =
W eight = Load per pi le cap
1500 3000
X
28125.00 kg
SP =
7020.0 7020.03 3 kg
= =
M =
=
2500 ) mm
mm
(1.5x2.5 x3) x 2500 =
Moment Overturning
Total weight
(
Vol conc =
11.25 m3
0 kgm
28,125.00
+
7,020.03
+
=
35,145.03 kg
Check on Combination friction piling condition by leveling class condition.
- 1.
( 0 -3) m
=====>
C
=
0.793333333
kg/cm2
- 2.
( 3 -6) m
=====>
C
=
0.62
kg/cm2
i cumference of concrete pile D.40 = p. x4 0 =
125.663706 125.663706 cm
Capacity Capacity of Pile againts the loading P friction =
Oxlxc 5 = 125.66 125.66370 3706 6 x (0.45 (0.4567x 67x0+1 0+1.29 .2925x 25x300 300)) = 5 = 4674.69 kg kg
Pend bear =
qc x A 3
=====>
= 80 x 1256.64 3 = 16755.16 k g Total l oading capacity of Pile end Bearing Capacity of Pi le Against upl ift
=
=
qc
=
A
=
40
kg/cm2
p./4 x 40
2
.
1256.64
=
cm2
0.00
+
16,755.16
=
16,755.16 kg
0.00
+
4,674.69
=
4,674.69 kg
L B
= =
1.5 m 2.5 m
B
L Actual Load Against Compression load of Concrete Pile = L = B =
2.5 1.5
m m
16755.16
kg
'>
35145.03 3
=
11715.01 kg kg
La= 3
P1
3m
L
M
C
P2
0.25 m Lh
10.225992
E
P3
0.25
Ld = 1
D F
11.07815768N
H
11.93032365
m
P4
0.25 0.25 m
G
P5
12.78248963
Y
Lp = 3
K O 0
Lz
13.634656
Z
La = Lp = L d = 1/3 x
3m 3m 1m
L p = Ld + L
4m
Passive Pressure Design Calculation OK = 13.6346556 t/m2 CD = ( lp x x3 ) B = 10.225992 EF = ( lp x x3.25 ) B = 11.078158 GH = ( lp x g x3.5 ) B = 11.930324 IY = ( lp x x3.75 ) B = 12.78249
t/m2 t/m2 t/m2 t/m2
Passive Pressure Design Calculation
g =
1.6 t/m3 o
f = H =
10 . 1404 kg 2
l p =
tg (45 +f /2) = 0
0
tg2(45 +10 /2) =
B = Lh = ( lp x g x Lh ) B =
1.5 L a + Ld = 13.6346556
1.42027663 t/m2
CD = EL =
10.2259917 t/m2 ¾ x EF = 8.308618259
t/m2
GM =
½ x GH =
5.965161827
t/m2
IN =
¼ x IY =
3.195622407
t/m2
P1 P2 P3 P4 P5
m 4m t/m2
= ½ x 3 x 10.23 = 15.33898755 = ½ x 0.25 x ( 10.23 + 8.31 ) = = ½ x 0.25 x ( 8.31 + 5.97 ) = ½ x 0.25 x ( 5.97 + 3.2 ) = = = ½ x 0.25 x 3.2 = 0.399452801
Z = P1+P2+P3+P4+P5 =
ton 2.3168262 ton 1.7842225 ton 1.145098 ton ton
20.98458714 ton
H x Lh = Z x 2 x Lz 5616 Lz Maximum moment
=
= Z x Lz
= 41969.174 x Lz 0.1338125 m
=
2808 kgm
P allow compression = Vol Of Conc pile cap =
11.25
16,755.16 kg
>
Pact =
m3
1406.25 kg
Reinforcement
=
Excavation
=
19.20 m3
Sand bedding
=
0.62 m3
Lean Concrete Backfill Soil Disposal
= = =
0.31 m3 7.95 m3 10.58 m3
2.5 1.5
0.3 1.5
3 2.7
Bore Pile 3
dia40cm
11715.010 kg
>
OK.
Bore Pile Reinforce Calculation M = V = N =
:
2808.0 Kgm 16,755 Kg
eo =
Mu = Nu
16.75902 cm
eo / ht
=
C2 e1
2
=
C1.C2 (lk/100ht) .ht =
eo' =
1/30xht
e2 = e tot =
0.15x30
=
1.00 cm
=
4.500 cm
Nu
=
25,133
2
=
=
35.5556 180
q.p/4.ht2. 4.576780664
Column Reinforce Calculation M = V = N =
=
0.1975 q =
2ko. s bk = 9.15 cm2 s au* cm2 Dia 16 ~ 6 Dia 16 :
Mu = Nu
106.47974 cm
eo / ht C2
2
=
C1.C2 (lk/100ht) .ht
eo' =
1/30xht
0.15x200
e tot =
eo+e1+eo'+e2 =
sou' =
Nu b . ht
sou' = 2.ko.s bk
=
0.532398679
=
7.7
0.2772 cm
=
8.33 cm
=
30.000 cm 145.0903 cm
=
10,530 37,500
0.2808 180
eu / ht =
=
=
0.281 kg/cm2
0.0016 q =
0.06
0.806 2ko.s bk =
A = q.b.ht. A' =
0.2
7474.9 Kgm 7,020 Kg
eo =
e2 =
35.556 kg/cm2
0.956
A =
e1
0.05
707
eu / ht =
A =
7.7
28.6757 cm
p/4 . ht . sou' 2.ko.s bk
=
6.4167 cm
eo+e1+eo'+e2 =
sou' =
0.55863385
1/4 A =
sau* 36.421 cm2
145.68 cm2 ~
16 Dia 19
Four Faces formati on 18.21043165
`
Module =
333 283
a
Number of Anchor
=
189 66
=
0.8
12
pts
m
2
=
0.066 .x 2
2
=
0.189 .x 2
2
=
0.283 .x 2
2
=
0.333 .x 2
l1
=
0.066 m
l1 .
l2
=
0.189 m
l1 .
l3
=
0.283 m
l1 .
l4
=
0.333 m
l1 .
2
Sl . K l2
=
6753.546 x 0.333 2 x 0.46211
2
0.008712
2
0.071442
2
0.160178
2
0.221778
= =
0.46211 2288.85 kg
Controle Anchor Bolt : Tension at base member = Round section of anchor bolt
2288.85
kg
(According by Wind Condition)
=
p/4xd
Strength of bolt against tensile =
2.
2
=
0.785714286 d .
P/F =
2288.85
<
s all stress =
1800 kg/c
2
0.785714286 d . d
>/=
1.272154697 c m
take 16 x dia 30 mm
Design Length of anchor bolt P tens against uplift
