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: info@skyclimber.com

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

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A

B

C

D

5"

5" 5"

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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

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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"

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30° L

30° L

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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