nice-pack alcohol prep room platform · pdf filecharacteristics but for their availability,...

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


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


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


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


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


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


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


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


7/1/2017 9


7/1/2017 10


7/1/2017 11


7/1/2017 12


7/1/2017 13


7/1/2017 14


7/1/2017 15


7/1/2017 16


7/1/2017 17


7/1/2017 18

nice-pack alcohol prep room platform · pdf filecharacteristics but for their availability,...

Documents