Upload
doanminh
View
233
Download
1
Embed Size (px)
Citation preview
NICE-PACK ALCOHOL PREP ROOM PLATFORM CALCULATIONS
DESIGN STATEMENT
THIS GALVANISED STEEL PLATFORM IS ANALYSED USING THE ALLOWABLE STRESS DESIGN METHOD TO DETERMINE
MATERIAL STRENGTH. MEMBER SIZES AND FASTENERS ARE CHOSEN NOT SO MUCH FOR THEIR STRENGTH
CHARACTERISTICS BUT FOR THEIR AVAILABILITY, DIMENSIONAL PROPERTIES, AND CONSTRUCTIBILITY.
7/1/2017 1
NICE-PACK ALCOHOL PREP ROOM PLATFORM CALCULATIONS
GALVANIZED STEEL PLATFORM CALCULATIONS:
PLATFORM GRATING:
MIN. REQ'D LIVE LOAD = 60 psf (REF #1 - TBL 1607.1)
TRY: 19-W-4 (REF #2 - 19 SPACE TBL )
MAX FLOOR DEFLECTION = L/240 (REF #1 - TBL 1604.3)
MAXIMUM UNSUPPORTED LENGTH = 4' 3" + .5(7' 6" dia) = 8' @ SECT D-D
MAXIMUM DEFLECTION = 8' (12")/240 =
TRY : 19-W-4 @ 1-3/4" X 3/16"
INTERPOLATE DEFLECTION D = 100 X .681 / 181 = (REF #2 - 19 SPACE TBL )
0.38" < 0.4" USE : 19-W-4 @ 1-3/4" X 3/16"
DEAD LOAD 19-W-4 @ 1-3/4" X 3/16" = 12.3 psf (REF #2 - 19 SPACE TBL )
GRATING DESIGN LOAD:
DESIGN LOAD = D + H + F + L + T (REF #1 - EQ 16.9)
H = F = T = 0 (NOT APPLICABLE LOADS)
DEAD LOAD = D = 12.3 psf (REF #2 - 19 SPACE TBL )
MIN. LIVE LOAD = L = 60 psf (REF #1 - TBL 1607.1) USE 100 psf (CONSERVATIVE)
DESIGN LOAD = psf (FOR GRATE SYSTEM)
DETERMINE STRINGER AND SUPPORT ANGLE SIZES
TRIBUTORY AREA FOR ANGLES = 10 X (.5 X 4'3")+.5(3'9")5'
= sf
TOTAL LOAD = 30.6 sf X 112 psf = lbs
ALLOWABLE BENDING STRESS = Fa =.66 Fy (REF #4 - PP 15-6 #16 )
112.3
3427
0.4
0.376
30.63
7/1/2017 2
NICE-PACK ALCOHOL PREP ROOM PLATFORM CALCULATIONS
USE ASTM A572 GRADE 50 STEEL
Fy = 50 ksi (REF #3 - pp 1-7) 33 ksi
USE 2.5" X 2.5 x 1/4" ANGLE @ 10' LONG, BOLTED 2.5' CC SPACING:
(REF#3 PP2-309 #39) MAX. MOMENT = Mm = 0.1071 (W)(L ²) (CONS)
W = TOTAL LOAD / LENGTH = 3427 ÷ 10 = lbs/lf
L = 2.5' MAX MOMENT = 92 ft-lbs
REQ'D Sx = Mm/Fa = IN³ (REF #4 - PP 15-5 EQ 15.5 )
Sx L 2.5" X 2.5" X 1/4" = .39 in³ (REF#3 PP 1-49) 0.0028 < 0.39 L 2.5" X 2.5" X 1/4" OK
DETERMINE STRINGER SIZE:
USE C12 X 30 @ 10' CC SUPPORT DEPTH OF GRATE = 1-3/4"
DEPTH OF ANGLE = 2-1/2"
MIN RIALING OD = 1-1/2" USE DIA OF RAILING = 1-1/4"(ASSUMED CONSETVITAVE) (REF #1 - 1012.3 )
RAILING OD = 1.66" (REF#3 PP. 1.93) 1.25" < 1.66" OD OK
TOTAL DEAD LOAD = DL = DLgr + DLan + DLch + DLra
DLgr = DEAD LOAD GRATE DLan = DEAD LOAD ANGLE
DLch = DEAD LOAD CHANNEL DLra = DEAD LOAD RAIL
TRIBUTORY AREA:
LARGEST WIDTH BETWEEN CHANNELS IS 8' TRIBUTORY AREA = 30.6 sf
LL = 100 psf X 30.6 sf = lbs DLgr = 30.6 sf X 12.3 PSF = lbs
(REF #2 - 19 SPACE TBL )
DLan = 10' X 4.1 LBS/LF = lbs (REF#3 PP 1-50)
RAILING ASSUMPTIONS: RAIL STANSIONS @ 5' CC SPACING
TOP RAIL HEIGHT @ 42" (REF #1 - 1013.2 )
MID RAIL HEIGHT @ 21" (REF #1 - 1013.3 )
TOTAL LENGTH OF RAIL = STANSIONS + TOP RAIL + MID RAIL = 3(42")/12" + 10' +10' = lf
376.7
41
Fa =
3060
30.5
342.7
0.002788
7/1/2017 3
NICE-PACK ALCOHOL PREP ROOM PLATFORM CALCULATIONS
DLra = 30.5' X 2.27 lbs/lf = 69 lbs (REF#3 PP 1-93)
USE C 12 X 30 : NOTE: USE DEEP SECTION TO ACCOMMODATE DEPTH OF ALL CONNECTIONS
DLch = 30 lb/lf X 10'= lbs (REF#3 PP 1-40)
UNIFORM DISTRIBUTED LOAD = W = (TOTAL DL)/10' + LL/10'
W = (300 + 69 + 41 + 377)/10 + (3060)/10 = lbs/lf
MOMENT = W L² = 385X(10)(10) = ft-lbs (REF#3 PP 2-296)
8
REQ'D SECTION MODULUS = Sx = MOMENT= in³ (REF #4 - PP 15-5 EQ 15.5 )
Fa
Sx FOR C12 X 30 = 27 in³ >1.75 in³ "OK"
REMAINING DEPTH OF CHANNEL = 12 - (TOE+ GRATE + ANGLE) = 12 - 3.5 + 1.75+2.5 = in
WIDEST CROSSECTION = 8 ft
COLUMN DESIGN
MAXIMUM HEIGHT OF PLATFORM = 10'-8"
COLUMN LENGTH = MAX HEIGHT - GRATE - SUPPORT ANGLE
= L = 10'-8" - 1-3/4" - 2.5" = ft
MAX SPACING BETW COLUMNS @ 10'
WORST CASE TRIBUTORY AREA = 10' X 0.5 X 4'3" + 0.5 X 3'9" X 5' = sf
P = DEAD LOAD + LIVE LOAD
DEAD LOAD = DL = DLgr + Dlag + DL gr + DLc
DLgr=30.6 sf X 12.3 lbs/sf = lbs (REF #2 - 19 SPACE TBL )
Dlag = (SPACING) X ANGLE WEIGHT = 10' X 4.1 plf = 41 lbs
DLra = RAIL LENGTH X 2.27 plf = 30.5 lf X 2.27 = 69 lbs (REF#3 PP 1-93)
DLc = COLUMN SPACING X 30 lbs/lf (C12X30)
= 10' X 30 lbs/lf = lbs
DEAD LOAD = 376 + 41 +69 + 300 = lbs
300
780
376.4
8
1.75
4813
300
384.7
4.25
10.31
30.63
7/1/2017 4
NICE-PACK ALCOHOL PREP ROOM PLATFORM CALCULATIONS
LIVE LOAD = TRIBUTORY ARES X 100 lbs/sf = 30.6 X 100 = lbs
TOTAL LOAD = Pt = DL + LL = 780 lbs + 3060 lbs = lbs
TRY SQUARE STRUCTURAL TUBING @ 4 X 4 X 1/2
AREA = 6.36 sq-in RADIUS OF GYRATION = r = 1.39 in (REF#3 PP 1-96)
K = 1 (REF#4 TBL 12.3) COLUMN LENGTH = L = 10.3'
ACTUALL STRESS = fa = P/A = 3840 lbs / 6.36 sq-in = psi (REF#4 EQ 15.46)
KL/R = 1 X 10.3'X12 ÷ 1.39" = ALLOWABLE STRESS = Fa = 14.24 ksi (REF#3 PP 3-17)
fa / Fa ≤ 0.15 (REF#4 PP 15-22) =0.604 kips/14.24 kips =
ADEQUACY OF DESIGN = fa/Fa + fbx/Fbx + fby/Fby ≤ 1.0 (REF#4 EQ 15.47)
fbx = fby = 0 THUS 0.04 < 1.0 "OK"
DETERMINE BASE PLATE: USE 10" X 10" x1/2" PLATE TUBE STEEL = 4" X 4" X 1/2"
M = N = 0.5 (10 "-4") = 3 in (REF#4 FIG 15.20) M = N = 3" (REF#4 FIG 15.20)
REQ'D THICKNESS = Tr = M X SQRT((4)ft/fy) (REF#4 EQ 15.40)
COLUMN TOTAL LOAD = Pt = 3840 lbs fpt = COLUMN LOAD ÷ AREA PLATE (REF#4 EQ 15.39)
fpt = 3840 ÷ ( 10" X 10") = lbs/in²
Tr = 3" X (SQRT( 4 X 38.4 ÷ 50000) =
0.17" < 0.50" THUS 1/2" BASE PLATE IS "OK"
STAIR DESIGN:
A² = B² + C² THUS C = SQRT (A² + B²) = SQRT (11² + 7²) = 13"
Φ = ARCSIN (7/13) = USE: 33˚
H = 3.5 ÷ SIN (33˚) = in H + 11" = 17.43"
USE: TOTAL DEPTH OF THREAD = 3"
COS(33˚) = J/3" J = 3 X COS 33˚ = 2.5"
SIN (33˚) = I ÷ 17.43" THUS I = 17.43" X SIN (33˚) = in USE: 9.5"
REQ'D CHANNEL DEPTH = Rd = 2.5 + 9.5 = 12" C12 X 30 "OK"
38.4
32.68
6.426
9.493
88.92
0.042
3060
3840
603.8
0.166
7/1/2017 5
NICE-PACK ALCOHOL PREP ROOM PLATFORM CALCULATIONS
STAIR THREADS: TRY 19-W-4 @ 1-1/2" X 3/16" SERRATED
MIN REQD LENGTH = 44" (REF #1 - 1009.1 )
THREAD GRATING MAX = 49" (REF #2 - THREAD TBL ) THUS: 44" < 49" "OK"
REQ'D THREAD DEPTH = 11" (REF #1 - 1009.3)
MAX DEPTH = 11" (REF #2 - THREAD TBL ) THUS: 11" = 11" "OK"
SHIP LADDER DESIGN: MAX ELELAVATION CHANGE = 8'-3"
ASSUME MAX ANGLE TO FLOOR = 60˚ = Φ SIN Φ = O ÷ H THUS: H = O ÷ SIN Φ O= 8.25'
H = 8.25' ÷ SIN (60) = in
COS Φ = A ÷ H THUS: A = COS Φ (H) = COS (60˚) (9.53)
A = ft
MIN LADDER WIDTH = 22 in (REF #1 - 1015.6.1 ) USE: 24" (CONSERVATIVE)
MAX HEIGHTOF PLATFORM = 8'-3"
TRY 19 W THREAD @ 6-1/4 DEPTH 10 EA
THREAD DEAPTH = TAN (Φ) = O/A THUS: A = O/TAN Φ = THREAD DEPTH
O = 6.25 X TAN (60˚) = in USE: 11"
USE: C8 X 18.75 bf = 2-1/8" (REF#3 PP 1-40) WILL ALLOW HANDRAIL ATTACHMENT
CHECK C8 X 18.75 STRINGER:
H = SQRT ( A ²+ O²) = 6.25² + 11² =
MAX STAIRWAY HEIGHT = 8'-3"
NUMBER OF RIZERS = (8.25' X 12") ÷ 11" = 9 EA
ACTUALL NUMBER OF RIZERS = No OF RISERS - PLATFORM = 9 - 1 = 8 EA
NUMBER OF POINT LOADS = 8 WEIGHT OF POINT LOADS = 300 lbs (REF #1 PP 280 NOTE F)
NUMBER OF SUPPORT POINTS = 4 (REF #2 GRATE TBL)
R₁ = R₂ = (8 X 300) ÷ 4 = lbs (TOTAL LIVE LOAD)
THUS: H = O ÷ SIN 60˚ = 8.25 ÷ SIN 60˚ = 10 ft
12.65
600
10.83
9.526
4.765
7/1/2017 6
NICE-PACK ALCOHOL PREP ROOM PLATFORM CALCULATIONS
DEAD LOAD = 10 X 18.75 = lbs
DL + LL = 600 + 187.5 =
MAX MOMENT= (P X L) ÷ 4 = 787 X 10 ÷ 4 = ft-lbs (REF #3 PP 2-299 #7)
REQD SECT MODULUS = M ÷ Fa = (1968 X 12 ÷ 1000) ÷ 33 = in -cu
SECT MODULUS C8 X 18.75 = 11 in-cu (REF #3 PP 1-41)
THUS: 0.716 < 11 C8 X 18.75 "OK"
SPLICE PLATE DETAIL @ COLUMNS:
THICKNESS = T = 9-3/4 " Tw = 1/2" (REF#3 PP 1-40)
TRY: 8-1/2" X 11" X 1/2" PLATE REMAINING DEPTH OF CHANNEL = 4"
TRY 5/8" Φ A325 BOLTS DIA HOLE = 5/8" + 1/16 = 11/16
At = bn (tpl) (REF#4 EQ 15.43) THUS: bn = 8.5" X 4(11/16")
tpl = 1/2" = 0.5" bn= in
An = 6.75" X 0.5" = sq-in ALLOWABLE STRESS = Ft = 0.6Fy OR 0.5 Fu (REF#4 PP 15-2)
Ft = 0.60 X 50 ksi = 30 ksi OR Ft = 0.5 X 65 ksi = 33 ksi
Ag = 9.5 X 0.5 = 5 sq-in Pg - BASED ON GROSS AREA = 4.75X 30.0 = kips
Pg - BASED ON NET AREA = 3.38X 33.0 = kips
USE: Pa FOR NET = 112 kips
Pt =5.59 kips < 112 kips PLATE IS "OK"
CHECK BOLTS: @ CONNECTIONS TRY 5/8" Φ A325 BOLTS Pt = 3.84 kips
USE SLIP CRITICAL CONNECTION WITH LONG SLOTTED HOLES (CONSIRVATIVE)
Pa = 3.68 kips/bolt (REF#3 PP 4-5) # OF BOLTS PER CONNECTION = 4 EA
ACTUALL P = 4(3.68) = 14.72 kips > 3.84 kips BOLTS "OK"
ANCHOR BOLTS
142.5
111.5
6.75
3.375
187.5
787.5
1968
0.716
7/1/2017 7
NICE-PACK ALCOHOL PREP ROOM PLATFORM CALCULATIONS
APPLY COLUMN LOAD IN HORIZONTAL DIRECTION TO CREATE MAX MOMENT AND SHEAR FOR A CANTELIVER
SECTION (CONSERVATIVE)
Pt COLUMN = 3.84 kips = R = V = SHEAR
(REF#3 PP 2-121)
MAX MOMENT = Pt X LENGTH OF COLUMN = 3840 X 10.3' =
= 39.6 kip-ft
TRY 3/4" Φ A325 BOLTS Pt = 3.84 kips
USE SLIP CRITICAL CONNECTION WITH LONG SLOTTED HOLES (CONSIRVATIVE)
Pa = 5.30 kips/bolt (REF#3 PP 4-5) # OF BOLTS PER CONNECTION = 4 EA
ACTUALL P = 4(5.30) = 21.20 kips > 3.84 kips BOLTS "OK" FOR SHEAR
DETERMINE TENSION: MOMENT WILL CAUSE 2 BOLTS TO BE IN TENSION AND CONCRETE COMPRESSION
d = LENGTH - EDGE DISTANCE = 10 - 1 1/4 = in
b = WIDTH = 10" Ast = 2(.4418) = .8836 in²
Fy = 92 KSI (REF#3 PP 4-4) F'c = 3500 psi
NOMINAL MOMENT = Mn = Ast(Fy)[d - (0.59)Ast(Fy)]
(REF#4 EQ 14.25) F'c(b)
Mn = .8836(92000)[8.75 - (0.59) 0.8836(92000)] = in-lbs
3500(10)
= 50 kip-ft > 39.6 kip-ft BOLTS OK FOR TENSION
DEVELOPMENT LENGTH = 1200(Db)Fy (REF#4 EQ 14.4)
(60000)SQRT(F'c)
Ld = 1200(3/4")92000 psi
60000 X SQRT(3500 psi)
= in
Ld = 8Db = 8 X .75 = 6 in
USE: 6" MIN J-BOLT
599901.6
2.333
39552
8.75
7/1/2017 8