NICE-PACK ALCOHOL PREP ROOM PLATFORM CALCULATIONS

Transcription

1 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

2 GALVANIZED STEEL PLATFORM CALCULATIONS: NICE-PACK ALCOHOL PREP ROOM PLATFORM CALCULATIONS PLATFORM GRATING: MIN. REQ'D LIVE LOAD = 60 psf (REF #1 - TBL ) TRY: 19-W-4 (REF #2-19 SPACE TBL ) MAX FLOOR DEFLECTION = L/240 (REF #1 - TBL ) MAXIMUM UNSUPPORTED LENGTH = 4' 3" +.5(7' 6" dia) = SECT D-D MAXIMUM DEFLECTION = 8' (12")/240 = 0.4 TRY : 1-3/4" X 3/16" INTERPOLATE DEFLECTION D = 100 X.681 / 181 = (REF #2-19 SPACE TBL ) 0.38" < 0.4" USE : 1-3/4" X 3/16" DEAD LOAD 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 ) 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 = 3427 lbs ALLOWABLE BENDING STRESS = Fa =.66 Fy (REF #4 - PP 15-6 #16 ) 7/1/2017 2

3 USE ASTM A572 GRADE 50 STEEL Fy = 50 ksi (REF #3 - pp 1-7) Fa = 33 ksi USE 2.5" X 2.5 x 1/4" 10' LONG, BOLTED 2.5' CC SPACING: (REF#3 PP2-309 #39) MAX. MOMENT = Mm = (W)(L ²) (CONS) W = TOTAL LOAD / LENGTH = = 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) < 0.39 L 2.5" X 2.5" X 1/4" OK DETERMINE STRINGER SIZE: USE C12 X 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 # ) 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 DLch = DEAD LOAD CHANNEL DLan = DEAD LOAD ANGLE DLra = DEAD LOAD RAIL TRIBUTORY AREA: LARGEST WIDTH BETWEEN CHANNELS IS 8' TRIBUTORY AREA = 30.6 sf LL = 100 psf X 30.6 sf = 3060 lbs DLgr = 30.6 sf X 12.3 PSF = lbs (REF #2-19 SPACE TBL ) DLan = 10' X 4.1 LBS/LF = 41 lbs (REF#3 PP 1-50) RAILING ASSUMPTIONS: RAIL 5' CC SPACING TOP RAIL 42" (REF # ) MID RAIL 21" (REF # ) TOTAL LENGTH OF RAIL = STANSIONS + TOP RAIL + MID RAIL = 3(42")/12" + 10' +10' = 30.5 lf 7/1/2017 3

4 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'= 300 lbs (REF#3 PP 1-40) UNIFORM DISTRIBUTED LOAD = W = (TOTAL DL)/10' + LL/10' W = ( )/10 + (3060)/10 = lbs/lf MOMENT = W L² = 385X(10)(10) = 4813 ft-lbs (REF#3 PP 2-296) 8 8 REQ'D SECTION MODULUS = Sx = MOMENT= 1.75 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) = = WIDEST CROSSECTION = 8 ft 4.25 in 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 10' WORST CASE TRIBUTORY AREA = 10' X 0.5 X 4'3" 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 = 300 lbs DEAD LOAD = = 780 lbs 7/1/2017 4

5 LIVE LOAD = TRIBUTORY ARES X 100 lbs/sf = 30.6 X 100 = 3060 lbs TOTAL LOAD = Pt = DL + LL = 780 lbs lbs = TRY SQUARE STRUCTURAL 4 X 4 X 1/ lbs 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'X " = ALLOWABLE STRESS = Fa = 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") = 38.4 lbs/in² Tr = 3" X (SQRT( 4 X ) = " < 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 = = 12" C12 X 30 "OK" 7/1/2017 5

6 STAIR THREADS: TRY 1-1/2" X 3/16" SERRATED MIN REQD LENGTH = 44" (REF # ) THREAD GRATING MAX = 49" (REF #2 - THREAD TBL ) THUS: 44" < 49" "OK" REQ'D THREAD DEPTH = 11" (REF # ) 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 # ) USE: 24" (CONSERVATIVE) MAX HEIGHTOF PLATFORM = 8'-3" TRY 19 W 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 bf = 2-1/8" (REF#3 PP 1-40) WILL ALLOW HANDRAIL ATTACHMENT CHECK C8 X 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 = 600 lbs (TOTAL LIVE LOAD) THUS: H = O SIN 60 = 8.25 SIN 60 = 10 ft 7/1/2017 6

7 DEAD LOAD = 10 X = lbs DL + LL = = MAX MOMENT= (P X L) 4 = 787 X 10 4 = 1968 ft-lbs (REF #3 PP #7) REQD SECT MODULUS = M Fa = (1968 X ) 33 = in -cu SECT MODULUS C8 X = 11 in-cu (REF #3 PP 1-41) THUS: < 11 C8 X "OK" SPLICE PLATE 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= 6.75 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 = USE: Pa FOR NET = 112 kips kips Pt =5.59 kips < 112 kips PLATE IS "OK" CHECK 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) = kips > 3.84 kips BOLTS "OK" ANCHOR BOLTS 7/1/2017 7

8 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' = = 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) = 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 = /4 = 8.75 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)[ (0.59) (92000)] = 3500(10) in-lbs = 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 X SQRT(3500 psi) = in Ld = 8Db = 8 X.75 = 6 in USE: 6" MIN J-BOLT 7/1/2017 8

9 7/1/2017 9

10 7/1/

11 7/1/

12 7/1/

13 7/1/

14 7/1/

15 7/1/

16 7/1/

17 7/1/

18 7/1/