Correspondence Workbook; 515
LETTER OF TRANSMITTALDate
20-Sept-18Job No.
515Attention
Steve RyderRe:
TO MK Think Architects1500 Sansome Street,San Francisco, CA 94111
WE ARE SENDING YOU THE FOLLOWING: X Attached Email
Shop Drawings Prints Plans Specifications
Copy of Letter Change Order X Submittal
Copies Date No. Description
1 20-Sept-18 Window Washing Davit Arms Submittal
X For approval Approved as submitted Resubmit _____ copies for approval
For your files Approved as noted For review and comments
As requested Returned for corrections FOR BIDS DUE
REMARKS:
SignedContracts Administrator
Copy ToBarry Doherty, PM
Infrastructure Improvements
Submittal #009B - Window Washing Davit Arms
UC Hastings College of Law
1800 PITTSBURGH DRIVE, DELAWARE, OHIO 43015 TOLL FREE: 800-255-4629, DIRECT TEL: 740-203-3900, FAX: 740-203-3901
EMAIL: [email protected]
www.skyclimber.com
LETTER OF TRANSMITTAL
DATE: 9/19/2018
PROJECT: UC HASTINGS
ATTENTION TO: BARRY DOHERTY ROEBUCK CONSTRUCTION 415-255-1506 SUBMITTED BY: MATT BEIER PERMANENT INSTALLATIONS ENGINEER – SKY CLIMBER, LLC 1800 PITTSBURGH DRIVE DELAWARE, OH 43015 740-203-3925 ENCLOSED:
COPIES DWG NO. REV. DESCRIPTION 1 SCL 1.0 C ROOF EQUIPMENT LAYOUT 1 SCL 2.0 B DAVIT DETAIL 1 SCL 2.1 A DAVIT ASSEMBLY DETAILS 1 SCL 3.0 A DAVIT BASE WELD CALCULATIONS 1 N/A A DAVIT MOBILE SOCKET CALCULATIONS 1 N/A A ROOF RIGGED DAVIT ARM CALCULATIONS
SUBMITTAL STATUS: ☒ FOR APPROVAL ☐ FOR RECORD ONLY
PLEASE PROVIDE A RESPONSE TO THIS SUBMITTAL ON OR BEFORE 9/25/2018.
SRS Safety Services Inc.COMPANY
LOGOREVIEWED
BY DATE
This submittal has been reviewed for general conformance with thecontract requirements only. The subcontractor is responsible forconforming to and correlating all quantities, dimensions, fabricationa, construction methods and coordination of this work with all othertrades. This review does not relieve the subcontractor of theirresponsibilities to comply with the contract obligations andperformance specifications.
REVIEWED AS NOTED
REJECTED
REVISE AND RESUBMIT
FOR INFORMATION ONLY
✔
K.A. 1/4/201609-28-2018RS
1 KAISER PLAZA, SUITE 405, OAKLAND, CA
x
RJH 10/8/18
17013 - SU 009B
X
10/8/18 ER
Per MCA Stamp - Reviseand ResubmitPer MCA Stamp - Revise
and Resubmit
1
30° L
2 3 4 5 6 7 8 9 10 11 12 13 14
A
B
C
D
1 2 3 4 5 6 7 8 9 10 11 12 13 14
A
B
C
D
5"
5" 5"
5"
5"
5"
5"5"
D1
D2 D3 D4 D5 D6 D7 D8 D9 D10 D11 D12 D13
D19
D20
D18
D16
D15
D34
D21D23D24D25D26D27D28D29D30D31D32D33
D35
D37
D38
D14
D22
30° L 30° L 30° L 30° L 30° L 30° L 30° L 30° L 30° L 30° L 30° L 30° L
30° L
30° L
30° L
30° L
30° L
30° L
18'-6"
18'-6"
18'-6"
30° L 30° L 30° L 30° L 30° L 30° L 30° L 30° L 30° L 30° L 30° L 30° L 30° L
18'-6"
18'-6"
18'-6"
30° L
30° L
30° L
30° L
30° L
30° L
GO
LDEN
GA
TE A
VEN
UE
MC
ALL
ISTE
R S
TREE
T
65'-0" 65'-0"
D36 D17
65'-0" 65'-0"
HYDE STREET
N
C:\Users\nkaram\Pictures\SkyClimber-logo.pngC:\Users\nkaram\Pictures\SkyClimber-logo.png
30° L
1'-7
1
8
"
IMPOSED LOADS ON DAVIT BASE:
MAX MOMENT = 35,620 FT-LBS
MAX VERTICAL LOAD = 5,000 LBS
1
1
8
" THICK, 15"x15" TOP PLATE
DAVIT BASE TUBE
(8" Sch 80 PIPE)
WELD TO W30X99 BEAM
1'-7
1
8
"
DAVIT BASE TUBE
(8" Sch 80 PIPE)
WELD TO BASE PLATE
(PLATE SUPPLIED
BY OTHERS)
IMPOSED LOADS ON DAVIT BASE:
MAX MOMENT = 35,620 FT-LBS
MAX VERTICAL LOAD = 5,000 LBS
1
1
8
" THICK, 15"x15" TOP PLATE
C:\Users\nkaram\Pictures\SkyClimber-logo.pngC:\Users\nkaram\Pictures\SkyClimber-logo.png
This sheet is outdated. A revised sheet dated6-5-18 was provided as part of RFI #009. Therevised sheet should be included rather than thisoutdated version.
WELD TO BEAMS
BY OTHERS
FULL 360°
ROTATION
DOLLY WHEELS
FOR MAST
DAVIT
ROTATION
LOCK
1'-8
1
8
"
DAVIT LOADS INTO STRUCTURE:
MAX MOMENT = 35,620 FT-LBS
MAX VERTICAL LOAD = 5,000 LBS
STRUCTURAL ENGINEER TO VERIFY
THAT STRUCTURE WILL SUPPORT
REACTION LOADS SHOWN ON THIS DRAWING.
MOBILE DAVIT
SOCKET
DOLLY WHEELS
FOR MAST
1,250# WORKING LOAD
5,000# MAX ULTIMATE LOAD
7'-0" ARM REACH
1'-8
1
8
"
DAVIT LOADS INTO STRUCTURE:
MAX MOMENT = 35,620 FT-LBS
MAX VERTICAL LOAD = 5,000 LBS
STRUCTURAL ENGINEER TO VERIFY
THAT STRUCTURE WILL SUPPORT
REACTION LOADS SHOWN ON THIS DRAWING.
1,250# WORKING LOAD
5,000# MAX ULTIMATE LOAD
FULL 360°
ROTATION
DOLLY WHEELS
FOR MAST
DAVIT
ROTATION
LOCK
MOBILE DAVIT
SOCKET
DOLLY WHEELS
FOR MAST
WELD TO BEAMS
BY OTHERS
7'-0" ARM REACH
C:\Users\nkaram\Pictures\SkyClimber-logo.pngC:\Users\nkaram\Pictures\SkyClimber-logo.png
MULT = 35,620 ft-lbs = 427,440 in-lbsRULT = 5,000 lbs
tw = fillet weld size = 0.5"
sw = section modulus of weld / insw = π(do)2 / 4 = π(8.625")2 / 4 = 58.426 in2
S1 = stress on weld from momentS1 = MULT / (sw * tw * 0.707) = 20,696 psi
S2 = stress on weld from vertical loadS2 = RULT / (π * do * 0.707 * tw) = 522 psi
SMAX = (S12 + S2
2)1/2 = 20,703 psi
FU,weld = ultimate stress of weldFU,weld = 70 ksi (E70xx electrode, min.)
FA,weld = allowable stress of weldFA,weld = .6(FU,weld) = 42 ksi
SMAX < FA,weld .... OK
1'-7
1
8
"
IMPOSED LOADS ON DAVIT BASE:
MAX MOMENT = 35,620 FT-LBS
MAX VERTICAL LOAD = 5,000 LBS
1
1
8
" THICK, 15"x15" TOP PLATE
DAVIT BASE TUBE
(8" Sch 80 PIPE)
WELD TO W30X99 BEAM
= MULT
= RULT
RULT
MULT
8.625" = do
Per RFI #009, this sheet shall be eliminated. Thegraphic is inconsistent with the structural detailsrequired.
PROJECT: PI Sockets
ENGINEER: Nick Slee
DATE: 8-Jun-18
DESCRIPTION: Davit Socket Base, Mobile, 1250# Capacity
DRAWING NO: DVT-SB-MOB
SPECS: 1250 lb. Capacity
SKY CLIMBER CALCULATION PACKAGE
ASTM A500 Grade B Steeld = 10.25 (in) Davit pin spacing E = 29000 (ksi)Mmax = 520625 (in-lbs) maximum moment from davit Ftu = 60 (ksi)Tpin = 50793 (lbs) Load on pin Fty, Fcy = 46 (ksi)
K = 1 (-)
Base/Socket Pin Hole Edge Distancedpin = 1.250 (in) Diameter of pinLedge = 1.63 (in) Minimum Required Edge DistanceLc = 1.63 (in) Actual Edge Distance
Lc >= Ledge PASS
Base/Davit Pin Hole Bearing/Tearout Strengtht = 0.625 (in) Plate ThicknessRn = 91406 (lbs) Eqn. J3-6bRmax = 25396 (lbs) [Tpin/2], Pin is in double shear
Rmax < Rn PASS
Weld Strengthh = 0.5 (in)d = 12 (in)I = 203.6 (in3)τ = 15.3 (ksi)τallow = 34.6 (ksi)
τ < τallow PASS
AISC Section J2
AISC Section J3.10
Portable Socket
AISC Table J3.4
Loading Conditions
Calculations
dpin = 1.25 (in) Ftu = 70 (ksi) -A = 1.227 (in2) Fty, Fcy = 40 (ksi) -I = 0.120 (in4) Fsy = 24 (ksi) -S = 0.192 (in3)Z = 0.326 (in3)
a = 0.250 (in) Distance between support and loadd = 10.25 (in) pin spacingMmax = 520625 (in-lbs) maximum moment from davitTpin = 50793 (lbs) Resolved moment on pinMmax = 6349 (in-lbs) maximum bending moment on pinσb, max = 33.1 (ksi) bending stress on pin
Flexural Strength to YieldM1 = 13021 (in-lbs)M2 = 11505 (in-lbs)Mn = 11505 (in-lbs)
Mmax < Mn PASS
Elements- ShearV = 25396 (lbs) pin in double shearVn = 29452 (lbs) Max allowable shear load
V < Vn PASS
AISC Section G.4
Socket Pin- 1.25" Round BarSection Properties 416 Stainless Steel Properties
Loading Conditions
CalculationsAISC Section F11.1
PROJECT: PI Davits
ENGINEER: Nick Slee
DATE: 21-Apr-17
DESCRIPTION: Davit 2.0, 12' Tall, 8.5' OR
DRAWING NO: DVT-RR-8-HD-2.0
SPECS: 1250# Capacity, 8.5' Outreach, 12' Tall
SKY CLIMBER CALCULATION PACKAGE
RS/SRS: VERIFYFULLY ASSEMBLEDPORTABLE DAVITARM IS LESS THAN300 LBS.
E = 10100 (ksi) - Table A.3.4b = 4 (in) Ftu = 38 (ksi) - Table A.3.4h = 6 (in) Fty, Fcy = 35 (ksi) - Table A.3.4t = 0.25 (in) kt = 1 (-) - Table A.3.3A = 4.617 (in2) Fsy = 21 (ksi) -Ix = 22.344 (in4)Iy = 12.346 (in4)Sx,t = 7.659 (in3)
Sx,c = 7.248 (in3)
ry = 2.20 (in)
Z = 9.142 (in3)
a = 26.625 (in)L = 77.5 (in)P = 1250 (lbs)F.O.S. = 4 (-)Mmax = 133125 (in-lbs)σb, max = 17.381 (ksi)
Flexural Strength to YieldM1 = 319970 (in-lbs)M2 = 402105 (in-lbs)M3 = 380530 (in-lbs)Mnp = 319970 (in-lbs)
Mmax < Mnp PASS
Bearing Strength at BoltD = 0.75 (in) Diameter of Bolt
ADM Section J.3.6
6061-T6 Aluminum Properties
ADM Section F.2
Beam: 6" X 4" X 0.25"
Loading Conditions
Section Properties
Calculations
tw = 0.250 (in) Thickness of beamde = 3.000 (in) bolt edge distanceRn = 28500 (lbs) J.3-4 Equation- Bearing StrengthRn = 28500 (lbs) J.3-4 Equation-Edge DistancePpin = 6718 (lbs)
Ppin < Rn PASS
Elements- ShearBs = 27.2 (ksi) Table 1-1Ds = 0.141 (ksi) Table 1-1λ1 = 35b/t = 22Fs = 21 (ksi) b/t<λ1
Fso = 1.46 (ksi) Fso=Vmax/A=R2/AFso < Fs PASS
Elements- Uniform Compressionb/t = 22 (-)Bp = 45 (ksi) Table 1-1Dp = 0.3 (ksi) Table 1-1λ1 = 20.83 (-)λ2 = 32.81 (-)k1 = 0.35 (-) Table B.4.3Fc = 34.44 (ksi) λ1 < b/t < λ2
σb, max < Fc PASS
Elements- Flexural Compressionb/t = 22 (-)Bbr = 66.8 (ksi) Table 1-1Dbr = 0.666 (ksi) Table 1-1
ADM Section B.5.5.1
ADM Section G.2
ADM Section B.5.4.2
co/cc = -1 (-)m = 0.65 (-) -co=cc
λ1 = 33.03 (-)λ2 = 54.01 (-)k1 = 0.35 (-) Table B.4.3Fb = 52.5 (ksi) b/t < λ1
σb, max < Fb PASS
Lateral Torsional BucklingCb = 1.3 (-) Section F.4.1λ = 8.8 (-) Section F.4.2.3Cc = 66.0 (-) Table 1-1Mnmb = 300577 (in-lbs) λ < Cc
Mmax < Mnmb PASS
ADM Section F.4
E = 10100 (ksi) - Table A.3.4A = 8.400 (in2) Ftu = 38 (ksi) - Table A.3.4dy,bolt = 18.000 (in) mast bolt spacing Fty, Fcy = 35 (ksi) - Table A.3.4dy,pin = 10.250 (in) mast pin spacing on adapter plate kt = 1 (-) - Table A.3.3OD = 8.625 (in) Pipe ODLpipe = 66.000 (in)r = 2.940 (in)Ix,Iy = 72.500 (in4)S = 16.812 (in3)Z = 22.210 (in3)t = 0.322 (in)Rb/t = 12.9 (in)
a = 26.625 (in)L = 77.5 (in)P = 1250 (lbs)F.O.S. = 4 (-) 4:1 Required F.O.S.R = 5000 (lbs)Mmax = 520625 (in-lbs)Tbolt = 14516 (lbs) Load on adapter plate boltsTpin = 25427 (lbs) Load on davit pinsσb, max = 30.97 (ksi)
Flexural Strength to YieldM1 = 777341 (in-lbs)M2 = 882609 (in-lbs)M3 = 882609 (in-lbs)Mnp = 777341 (in-lbs)
Mast: 8" SCH 40 Pipe 6061-T6 Aluminum Properties
ADM Section F.2
Section Properties
Loading Conditions
Calculations
Mmax < Mnp PASS
Elements- Uniform CompressionRb/t = 12.9 (-)Bt = 43.2 (ksi) Table 1-1Ct = 141 (-) Table 1-1Dt = 1.558 (ksi) Table 1-1λ1 = 27.70 (-)Fc = 35 (ksi) Rb/t < λ1
σb, max < Fc PASS
Elements- Flexural CompressionRb/t = 12.9 (-)Btb = 64.8 (ksi) Table 1-1Ctb = 55.4 (-) Table 1-1Dtb = 4.46 (ksi) Table 1-1λ1 = 55.40 (-)Fb = 48.79 (ksi) Rb/t < λ1
σb, max < Fb PASS
Member Bucklingλ = 22.4 (-)Bc = 39.4 (ksi) Table 1-1Dc = 0.246 (ksi) Table 1-1λ1 = 17.89 (-)λ2 = 66.00 (-) λ2=Cc
Fc = 33.40 (ksi) λ1<λ<λ2
Pnc = 280523 (lbs)R < Pnc PASS
ADM Section E.2
ADM Section B.5.4.5
ADM Section B.5.5.4
Combined Flexure and Axial ForcesPR/PC = 0.018 (-)MR/MC = 0.670 (-) Table 1-1PR/PC + MR/MC = 0.688 (-) Table 1-1
Bearing Strength at Mast BoltD = 1 (in) Diameter of Boltt = 0.322 (in) Thickness of mast wallde = 2.125 (in) bolt edge distanceRn = 24472 (lbs) J.3-4 Equation- Bearing StrengthRn = 26002 (lbs) J.3-4 Equation-Edge DistanceTbolt = 14516 (lbs)
Tbolt < Rn PASS
Bearing Strength at Davit Pin (Adapter Plate)D = 1.25 (in) Diameter of Pint = 0.375 (in) Thickness of adapter platede = 1.875 (in) Pin edge distanceRn = 35625 (lbs) J.3-4 Equation- Bearing StrengthRn = 26719 (lbs) J.3-4 Equation-Edge DistanceTpin = 25427 (lbs)
Tpin < Rn PASS
Bolt Shear Strengthtpi = 8.00 (-) threads per inchAb = 0.61 (in^2) nominal unthreaded body area of boltFn = 70 (ksi) bolt tensile strengthFnv = 42 (ksi) bolt shear strength (60% of bolt tensile strength)
AISC Section J3.6
ADM Section H.1
PR/PC + MR/MC<1.0 PASS
ADM Section J.3.6
ADM Section J.3.6
Rn = 25441 (lbs) Eqn. J3-1Tbolt < Rn PASS
E = 29000 (ksi)b = 2 (in) Ftu = 58 (ksi)t = 0.125 (in) Fty, Fcy = 45.7 (ksi)A = 0.840 (in2) kt = 1 (-)I = 0.486 (in4)S = 0.486 (in3)r = 0.761 (in)
a = 26.625 (in)L = 77.5 (in)Lc = 72.125 (in) Length of braceP = 1250 (lbs)F.O.S. - 4 (-)R2 = 6718 (lbs)Θ = 21 (deg)P = 18745 (lbs)σc, max = 22.32 (ksi)
Bolt Hole Edge Distancedbolt = 0.75 (in) Diameter of boltLedge = 1.00 (in) Minimum Required Edge DistanceLact = 1.4375 (in) Actual Edge Distance
Ledge < Lact PASS
Bolt Hole Bearing and Tearout Strengthlc = 1.0469 (in)t = 0.125 (in) Upper Plate Thicknessdbolt = 0.75 (in) Diameter of bolt
A500 Gr B Properties
AISC Section J3.5
AISC Section J3.10
Brace: 2" X 2" X .125" TubeSection Properties
Loading Conditions
Calculations
Rn = 11385 (lbs) Eqn. J3-6bRmax = 9373 (lbs) [P/2], Bolt is in double shear
Rmax < Rn PASS
Bolt Shear Strengthtpi = 10.00 (-) threads per inchAb = 0.33 (in^2) nominal unthreaded body area of boltFn = 70 (ksi) bolt tensile strengthFnv = 42 (ksi) bolt shear strength (60% of bolt tensile strength)Rn = 14047 (lbs) Eqn. J3-1
Rmax < Rn PASS Bolt in double shear
Member BucklingKL/r = 94.8 (-)Fe = 31.833 (ksi) Table 1-1Fy/Fe = 1.4 (-) Table 1-1Fcr = 27.92 (ksi) Fy/Fe<2.25Pn = 33236 (lbs)
R < Pn PASS
Width to Thickness Ratiosb/t = 16.0 (-)λ = 35.27 (-)Fc = 46 (ksi) b/t < λ1
σc, max < Fc PASS
AISC Section E3
AISC Table B4.1a
AISC Section J3.6
E = 28000 (ksi)D = 0.750 (in) Ftu = 89.9 (ksi) -A = 0.442 (in2) Fty, Fcy = 60.2 (ksi) -
I = 0.016 (in4) -Loading Conditions= 0.041 (in3)L = 0.636 (in) E = 28000 (ksi)
Ftu = 84.1 (ksi)Fty = 42.1 (ksi)
P = 1250 (lbs)FOS = 4 (-)Mmax = 2215 (in-lbs)σc, max = 53.5 (ksi)
σc, max < Fty PASS
t = 0.5 (in)d = 0.75 (in)lc = 0.742 (in)
P = 5000 (lbs)Rn = 46802 (lbs) AISC Section J10
P < Rn PASS
Shaft: 0.75" Round Bar Bar: 316 SS (Annealed, cold drawn bar)
Plate: 0.5" plate
Plate: 316L SS (Annealed)
Section Properties
Loading Conditions/Calcs
Loading Conditions/Calcs
Section Properties
1250
Fy = 40 (ksi) Yield StrengthD = 1.250 (in) Fs = 24 (ksi) Shear Strengthdy,pin = 10.250 (in) mast pin spacing on adapter plate
a = 26.625 (in)L = 77.5 (in)P = 1250 (lbs)F.O.S. = 4 (-) 4:1 Required F.O.S.Mmax = 520625 (in-lbs)Tpin = 25427 (lbs) Load on davit pins
Pin Shear StrengthAb = 1.23 (in^2) Area of pinRn = 29452 (lbs) Eqn. J3-1
Tpin < Rn PASS
AISC Section J3.6
Davit Pin: 1.25" Round Bar 416SS PropertiesSection Properties
Loading Conditions
Calculations