B08_Attachment_05_CACO_227735_CD_FINAL_Design_Structural_Calculations_0001.pdf

F:\P2012\0636\A18\Structural\Calculations\PDF Package\Gate Structure\1 - Structures Calculation Cover Page_20230505.Docx

Project: Mill Creek Water Control Structure and Drainage Improvements – Gate

Structure Design

Proj. # 20120636.A27

By: EMC

Version Description Prepared By/Date Reviewer/Date

2 Structural Calculations EMC 5/5/23 JCT 5/5/23

1 Structural Calculations EMC 11/21/22 JCT 12/19/22

Purpose: To design the reinforced concrete gate structure, and determine pile group loadings.

Assumptions:

1. Catwalk loadings are based on a live load of 40 PSF in accordance with ASCE 7-16 for maintenance walkways, and a conservative dead load approximation of 40 psf.

2. The 1% wave loading was provided by Woods Hole Group as a line load of 817.6 lb/ft,

7.2 feet from the bottom of the sheet pile.

3. The normal water surface elevation and max surge (100-year coastal event) was provided by Woods Hole Group.

4. Concrete design was performed in accordance with ACI 318-19 utilizing the LRFD methodology, with loadings based on ASCE 7-16.

5. Load combinations are based on those provided in ASCE 7-16, with the hydraulic loadings considered under the “Flood” load case.

6. Design life is 50 years.

7. The unit weight of water is 64 pcf to account for salt water.

8. All elevations are in reference to NAVD 88.

Provided:

1. Gate structure loading diagram

References:

1. McNichols Grating Design Diagrams

2. ASCE 7-16

3. ACI 318-19

4. AISC Steel Construction Manual15th Edition

Calculations:

1. Pile group loading calculations

2. Concrete structure load effect calculations

3. Concrete beam designs

4. Concrete column designs and outputs

5. Seismic Design Parameters

6. Walkway Calculations

Summary:

• See calculations herein for required reinforcing, and load summaries.

EMC 11/21/22 JCT 12/19/22 20120636.A22

Gate Structure Load Calculations

Calculate all loads acting on the gate panel structure due to self weight dead loads, catwalk live loadings, and hydraulic loads. These loads will be taken about the bottom center of the pile cap, and be converted into overall pile group loads (horizontal, vertical and moment) to be used for pile group calculations.

Since there is a sheet pile connection at either end of the structure which prevents deflection of the sheeting, there will be some additional loads at the structure ends. These will be considered hydraulic or "flood" loadings.

Loading Diagram

General Inputs

≔L 33 ft length of concrete structure

≔Lext 5 ft length of sheet pile loading to be transferred

≔γw 64 pcf unit weight, water

≔γc 150 pcf unit weight, concrete

Gate Structure Load Calculations

Elevation Inputs

≔ELwalk 9.5 ft walkway, top of concrete

≔ELtop 3.84 ft top gate opening

≔ELbot -3.16 ft bottom gate opening, top of concrete

≔ELcap -6.16 ft bottom of pile cap

≔ELf1 8.7 ft hydraulic level, downstream (F1)

≔ELf2 3.9 ft hydraulic level, upstream (F2)

Dead Load Calculations

≔tconc 3 ft concrete cap thickness

≔Hcap =-ELwalk ELtop 5.66 ft

≔Wcap =⋅⎛⎝ ⋅⋅tconc Hcap L⎞⎠ γc 84.051 kip ≔xcap 0 ft

≔Lmid 8 ft total thickness of concrete "legs" on sides and between frames

≔Hframe =-ELtop ELbot 7 ft

≔Wframe =⋅⎛⎝ ⋅⋅tconc Lmid Hframe ⎞⎠ γc 25.2 kip ≔xframe 0 ft

≔bfoot 8 ft width of pile cap

≔tfoot =-ELbot ELcap 3 ft

≔Wfoot =⋅⎛⎝ ⋅⋅bfoot tfoot L⎞⎠ γc 118.8 kip ≔xfoot 0 ft

≔Wwalkway 10 kip ≔xwalkway 2.5 ft

(total walkway weight, see attached calculation)

≔Wgate 10 kip ≔xgate 0 ft 3

(total gate weight, see attached calculation)

≔PD =++++Wcap Wframe Wfoot Wwalkway Wgate 248.051 kip

≔MD ++++⋅Wcap xcap ⋅Wframe xframe ⋅Wfoot xfoot ⋅Wwalkway xwalkway ⋅Wgate xgate =MD 25 ⋅kip ft

Live Load Calculations

≔Lwalkway =⋅0.24 klf L 7.92 kip

=xwalkway 2.5 ft

≔PL =Lwalkway 8 kip

≔ML =⋅Lwalkway xwalkway 20 ⋅ft kip

Hydraulic (Flood) Load Calculations

≔H1 =-ELf1 ELcap 14.86 ft Height of downstream hydrostatic loading

≔H2 =-ELf2 ELcap 10.06 ft Height of upstream hydrostatic loading

≔F1 =⋅⋅⋅0.5 γw H1 2 ⎛⎝ +L ⋅2 Lext⎞⎠ 303.848 kip ≔y1 =――

H1

4.953 ft

≔F2 =⋅⋅⋅-0.5 γw H2 2 ⎛⎝ +L ⋅2 Lext⎞⎠ -139.256 kip ≔y2 =――

H2

3.353 ft

≔FW =⋅0.82 klf ⎛⎝ +L ⋅2 Lext⎞⎠ 35.26 kip Wave loading s

≔ELW =⋅(( +-2 7.2)) ft 5.2 ft ≔yW =-ELW ELcap 11.36 ft

≔HF =++F1 F2 FW 200 kip

≔MF =++⋅F1 y1 ⋅F2 y2 ⋅FW yW 1439 ⋅ft kip

Load Summary

Vertical: Dead: =PD 248 kip

Live: =PL 8 kip

Lateral: Flood: =HF 200 kip

Moment: Dead: =MD 25 ⋅kip ft

Live: =ML 20 ⋅kip ft

Flood: =MF 1439 ⋅kip ft

Factored Load Summary I

≔γD 1.2 ≔γL 1.6 ≔γF 1.2

Vertical: ≔Pfac =+⋅PD γD ⋅PL γL 310 kip

Lateral: ≔Hfac =⋅HF γF 240 kip

Moment: ≔Mfac =++⋅MD γD ⋅ML γL ⋅MF γF 1788 ⋅ft kip

Factored Load Summary II

≔γD 1.4 ≔γL 0 ≔γF 1.4

Vertical: ≔Pfac =+⋅PD γD ⋅PL γL 347 kip

Lateral: ≔Hfac =⋅HF γF 280 kip

Moment: ≔Mfac =++⋅MD γD ⋅ML γL ⋅MF γF 2049 ⋅ft kip

JOB

SHEET NO. 1 OF 1

CALCULATED BY JCT DATE 12/12/22

CHECKED BY EMC DATE 12/12/2022

SUBJECT Concrete Beam Design

CONCRETE BEAM DESIGN

Design Element: Gate Panel Footings

Force Effects

Max Pile Load = 80 kips (factored)

Pile to Column Face = 1.25 ft

Moment = 100 kip*ft

Shear = 80 kips

This spreadsheet provides the flexure and shear resistances for a concrete beam (or all in per ft format) in accordance with AASHTO

LRFD (9th Edition, 2020).

CALCULATED BY JCT DATE 12/12/22

CHECKED BY EMC DATE 12/12/2022

SUBJECT Concrete Beam Design

CONCRETE BEAM DESIGN

Design Element: Gate Panel Footings

Beam Dimensions & Reinforcing

Fy = 60 ksi Beam Height = 30 in.

f'c = 5 ksi Beam Width = 63 in. Set to 12 in. if "per foot" cover = 3 in.

Main Reinforcing

Nu = 0 kip Design Axial Force bar # = 7 Mu = 100 kip*ft db = 0.875 in. Bar diameter Vu = 80 kip s = 12 Bar Spacing n,bars = # Flexure Bars, override

As = 3.15 in2

Shear Reinforcing n, legs = # of legs transverse reinf.

bar # =

Av = #N/A in2 s = in. Spacing

Moment Capacity Calculations Shear Capacity Calculations d = 26.56 in. b,w = 63 in.

B1 = 0.8 B = 2.0

Lmbda = 1.0 c = 189.00 in. d = 26.56 in.

a = 0.71 in. ф = 0.75

Mn = 4953.6 kip - in V,c = 236.7 kip phi = 0.9 As Req'd? No

Mr = 4458.2 kip in

= 371.5 kip ft Av,min = 0.000 in2

Av,prov. = #N/A in2

Vs,prov. = #N/A kip фVn,prov. = #N/A kip

Reinforcing Requirements фVn > Vu ? #N/A bar # = 6

Min. Req. As: # bars = 6

1/3 Greater than As,req? yes ACI 9.6.1.3 Layers = 2

As,min= Need Not Be Satisfied in2 ACI 9.6.1.2

As = 5.28 in2 Min reinforcing (T&S):

As > 0.220 in2/ft AASHTO 5.10.6-1 As >= 3.402 in2 ACI 24.4.3.2

This spreadsheet provides the flexure and shear resistances for a concrete beam (or all in per ft format) in accordance with AASHTO

LRFD (9th Edition, 2020).

Conservatively using lesser long. Steel for

T&S check

Concrete Column LIC# : KW-06015527, Build:20.23.05.01 FUSS & O'NEILL INC (c) ENERCALC INC 1983-2023

DESCRIPTION: Interior Column

Project File: Mill Creek.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

.Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021

ASTM A615 Bars Used

4.0 ksi fy - Main Rebar 60.0 ksi

Density = 150.0 pcf

E - Main Rebar 29,000.0 ksi

0.850 ksi

Min. Reinf. 1.0 % =Max. Reinf. 8.0 %

10.0

Allow. Reinforcing Limits

3,122.0E = Overall Column Height ft=

General Information f'c : Concrete 28 day strength End Fixity Top Free, Bottom Fixed=

Y-Y (depth) axis :

X-X (width) axis :

Fully braced against buckling ABOUT X-X Axis

Unbraced Length for buckling ABOUT Y-Y Axis = 10.0 ft, K = 1.0

Brace condition for deflection (buckling) along columns :

30.0in high x 12.0in Wide, Column Edge to Rebar Edge Cover = 2.50in

Column Reinforcing :

Column Dimensions :

4 - #8 bars @ corners,, 2 - #5 bars left & right between corner bars

Column Cross Section

.Applied Loads Entered loads are factored per load combinations specified by user.

Column self weight included : 3,750.0 lbs * Dead Load Factor

AXIAL LOADS . . .

Total Factored Load: Axial Load at 10.0 ft above base, D = 16.0 k

BENDING LOADS . . .

Total Factored Load: Moment acting about X-X axisat 1.0 ft, D = 170.0 k-ft

.DESIGN SUMMARY

Maximum Stress Ratio = Location of max.above base 9.933 ft

Pu = 19.750 k * Pn = 35.609k

Mu-x = 171.959 k-ft

Load Combination D Only

0.0 k-ft

General Section Information . .

: 10.602 Ratio = (Pu^2+Mu^2)^.5 / (PhiPn^2+PhiMn^2)^.5

* Mn-x = 288.524 k-ft

* Mn-y =Mu-y = 0.0 k-ft

Maximum SERVICE Load Reactions .

Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Top along X-X 0.0 k Bottom along X-X 0.0 k

Maximum SERVICE Load Deflections . .

Along Y-Y -0.03215 in at 10.0 ft above base for load combination : D Only

Along X-X 0.0in at 0.0 ft

Column Capacities . .

above base0.0 degMu Angle = for load combination :k-ft

Pn & Mn values located at Pu-Mu vector intersection with capacity curve Mu at Angle =

0.850 k-ft285.514Mn at Angle =171.959

1.222 % Rebar % Ok

0.90

360.0 in^2

4.40 in^2 k1,473.04

Pn, max : Usable Compressive Axial Capacity

Pnmax : Nominal Max. Compressive Axial Capacity k

: % Reinforcing

Pnmin : Nominal Min. Tension Axial Capacity

765.98 k

Pn, min : Usable Tension Axial Capacity k

Concrete Area

0.80

Reinforcing Area

.Governing Load Combination Results

Load Combination Dist. from Axial Load k k-ftMomentGoverning Factored Bending Analysis

Utilization base ftY-Y Pu * Pn x * Mux MuAlpha (deg)x yX-X Mn Ratioy * Muy

D Only 19.759.93 35.61 171.96 285.51 0.6020.000 171.961.012

DESCRIPTION: Interior Column

Project File: Mill Creek.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

k k-ft Note: Only non-zero reactions are listed.

Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction

@ Base @ Top @ Base@ Base @ Top

Maximum Reactions

@ Base @ Base@ Top @ Top Mx - End Moments My - End Moments

D Only 19.750 -170.000 +0.60D 11.850 -102.000

Note: Only non-zero reactions are listed.

Load Combination Moment About X-X Axis Moment About Y-Y Axis

@ Base @ Top@ Base @ Top

Maximum Moment Reactions

D Only k-ft k-ft-170.000 +0.60D k-ft k-ft-102.000

.Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance

D Only 0.0000 -0.032 10.000 ftft inin 0.000 +0.60D 0.0000 -0.019 9.933 ftft inin 0.000

.Sketches

.Interaction Diagrams

DESCRIPTION: Interior Column

Project File: Mill Creek.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

DESCRIPTION: Exterior Column

Project File: Mill Creek.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

.Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021

ASTM A615 Bars Used

4.0 ksi fy - Main Rebar 60.0 ksi

Density = 150.0 pcf

E - Main Rebar 29,000.0 ksi

0.850 ksi

Min. Reinf. 1.0 % =Max. Reinf. 8.0 %

10.0

Allow. Reinforcing Limits

3,122.0E = Overall Column Height ft=

General Information f'c : Concrete 28 day strength End Fixity Top Free, Bottom Fixed=

Y-Y (depth) axis :

X-X (width) axis :

Fully braced against buckling ABOUT X-X Axis

Unbraced Length for buckling ABOUT Y-Y Axis = 10.0 ft, K = 1.0

Brace condition for deflection (buckling) along columns :

30.0in high x 24.0in Wide, Column Edge to Rebar Edge Cover = 2.50in

Column Reinforcing :

Column Dimensions :

4 - #8 bars @ corners,, 2 - #7 bars top & bottom between corner bars, 2

- #6 bars left & right between corner

Column Cross Section

.Applied Loads Entered loads are factored per load combinations specified by user.

Column self weight included : 7,500.0 lbs * Dead Load Factor

AXIAL LOADS . . .

Note: DL represents total factored load: Axial Load at 10.0 ft above base, D = 34.0 k

BENDING LOADS . . .

Factored Total Load: Moment acting about X-X axisat 2.250 ft, D = 340.0 k-ft

.DESIGN SUMMARY

Maximum Stress Ratio = Location of max.above base 9.933 ft

Pu = 41.50 k * Pn = 64.150 k

Mu-x = 340.0 k-ft

Load Combination D Only

0.0 k-ft

General Section Information . .

: 10.698 Ratio = (Pu^2+Mu^2)^.5 / (PhiPn^2+PhiMn^2)^.5

* Mn-x = 492.750 k-ft

* Mn-y =Mu-y = 0.0 k-ft

Maximum SERVICE Load Reactions .

Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k Top along X-X 0.0 k Bottom along X-X 0.0 k

Maximum SERVICE Load Deflections . .

Along Y-Y -0.06929 in at 10.0 ft above base for load combination : D Only

Along X-X 0.0in at 0.0 ft

Column Capacities . .

above base0.0 degMu Angle = for load combination :k-ft

Pn & Mn values located at Pu-Mu vector intersection with capacity curve Mu at Angle =

0.850 k-ft486.783Mn at Angle =340.0

1.017 % Rebar % Ok

0.90

720.0 in^2

7.320 in^2 k2,862.31

Pn, max : Usable Compressive Axial Capacity

Pnmax : Nominal Max. Compressive Axial Capacity k

: % Reinforcing

Pnmin : Nominal Min. Tension Axial Capacity 1,488.40 k

Pn, min : Usable Tension Axial Capacity k

Concrete Area

0.80

Reinforcing Area

.Governing Load Combination Results

Load Combination Dist. from Axial Load k k-ftMomentGoverning Factored Bending Analysis

Utilization base ftY-Y Pu * Pn x * Mux MuAlpha (deg)x yX-X Mn Ratioy * Muy

D Only 41.509.93 64.15 340.00 486.78 0.6980.000Actual 340.001.000

DESCRIPTION: Exterior Column

Project File: Mill Creek.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

k k-ft Note: Only non-zero reactions are listed.

Load Combination X-X Axis Reaction Y-Y Axis Reaction Axial Reaction

@ Base @ Top @ Base@ Base @ Top

Maximum Reactions

@ Base @ Base@ Top @ Top Mx - End Moments My - End Moments

D Only 41.500 -340.000 +0.60D 24.900 -204.000

Note: Only non-zero reactions are listed.

Load Combination Moment About X-X Axis Moment About Y-Y Axis

@ Base @ Top@ Base @ Top

Maximum Moment Reactions

D Only k-ft k-ft-340.000 +0.60D k-ft k-ft-204.000

.Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance

D Only 0.0000 -0.069 10.000 ftft inin 0.000 +0.60D 0.0000 -0.041 9.933 ftft inin 0.000

.Sketches

.Interaction Diagrams

DESCRIPTION: Exterior Column

Project File: Mill Creek.ec6

Project Title:

Engineer:

Project ID:

CALCULATED BY EMC DATE 5/3/2023

CHECKED BY JCT DATE 5/4/2023

SUBJECT Concrete Beam Design

CONCRETE BEAM DESIGN

Design Element: Gate Structure

Beam Dimensions & Reinforcing

Fy = 60 ksi Beam Height = 69 in.

f'c = 5 ksi Beam Width = 30 in. Set to 12 in. if "per foot" cover = 2.5 in.

Main Reinforcing Nu = 41 kip Design Axial Force bar # = 5 Mu = kip*ft Design Moment db = 0.625 in. Bar diameter Vu = kip Design Shear Force s = Bar Spacing n,bars = 3 # Flexure Bars, override

As = 0.93 in2

Shear Reinforcing n, legs = 2 # of legs transverse reinf.

bar # = 5

Av = 0.62 in2 s = 10.0 in. Spacing

Moment Capacity Calculations Shear Capacity Calculations d = 66.19 in. b,w = 30 in.

B1 = 0.8 B = 2.0

Lmbda = 1.0 c = 55.80 in. d = 66.19 in.

a = 0.44 in. ф = 0.75

Mn = 3681.1 kip - in V,c = 280.8 kip phi = 0.9 As Req'd? No

Mr = 3312.9 kip in

Mr = 276.1 kip ft Av,min = 0.265 in2

Av,prov. = 0.62 in2

Mr > Mu ? Good Vs,prov. = 246 kip фVn,prov. = 395 kip

Reinforcing Requirements фVn > Vu ? Good

Min. Req. As: T&S Reinforcing Bars:

1/3 Greater than As,req? yes ACI 9.6.1.3 bar # = 5

As,min= Need Not Be Satisfied ACI 9.6.1.2 # bar = 20

As = 6.2 in2 Min reinforcing (T&S): T&S Reinforcing (Shear)

As > 0.227 in2/ft AASHTO 5.10.6-1 As >= 0.648 in2 / ft

As >= 3.726 in2 ACI 24.4.3.2 Shear Reinf. = 0.74 in2 / ft

This spreadsheet provides the flexure and shear resistances for a concrete beam (or all in per ft format) in accordance with ACI 318-

19).

CALCULATED BY EMC DATE 5/3/2023

CHECKED BY JCT DATE 5/4/2023

SUBJECT Concrete Beam Design

CONCRETE BEAM DESIGN

Design Element: Column - Shear

Beam Dimensions & Reinforcing

Fy = 60 ksi Beam Height = 30 in.

f'c = 5 ksi Beam Width = 24 in. Set to 12 in. if "per foot" cover = 2.5 in.

Main Reinforcing Nu = 41 kip Design Axial Force bar # = 8 Mu = kip*ft Design Moment db = 1 in. Bar diameter Vu = 58 kip Design Shear Force s = Bar Spacing n,bars = 2 # Flexure Bars, override

As = 1.58 in2

Shear Reinforcing n, legs = 2 # of legs transverse reinf.

bar # = 4

Av = 0.4 in2 s = 12.0 in. Spacing

Moment Capacity Calculations Shear Capacity Calculations d = 27.00 in. b,w = 24 in.

B1 = 0.8 B = 2.0

Lmbda = 1.0 c = 94.80 in. d = 27.00 in.

a = 0.93 in. ф = 0.75

Mn = 2515.5 kip - in V,c = 91.6 kip phi = 0.9 As Req'd? Yes

Mr = 2264.0 kip in

Mr = 188.7 kip ft Av,min = 0.255 in2

Av,prov. = 0.40 in2

Mr > Mu ? Good Vs,prov. = 54 kip фVn,prov. = 109 kip

Reinforcing Requirements фVn > Vu ? Good

Min. Req. As: T&S Reinforcing Bars:

1/3 Greater than As,req? yes ACI 9.6.1.3 bar # =

As,min= Need Not Be Satisfied ACI 9.6.1.2 # bar =

As = #N/A in2 Min reinforcing (T&S): T&S Reinforcing (Shear)

As > 0.144 in2/ft AASHTO 5.10.6-1 As >= 0.5184 in2 / ft

As >= 1.296 in2 ACI 24.4.3.2 Shear Reinf. = 0.40 in2 / ft

This spreadsheet provides the flexure and shear resistances for a concrete beam (or all in per ft format) in accordance with ACI 318-

CALCULATED BY EMC DATE 5/3/2023

CHECKED BY JCT DATE 5/4/2023

SUBJECT Concrete Beam Design

CONCRETE BEAM DESIGN

Design Element: Column - Shear

Beam Dimensions & Reinforcing

Fy = 60 ksi Beam Height = 30 in.

f'c = 5 ksi Beam Width = 12 in. Set to 12 in. if "per foot" cover = 2.5 in.

Main Reinforcing Nu = 41 kip Design Axial Force bar # = 8 Mu = kip*ft Design Moment db = 1 in. Bar diameter Vu = 29 kip Design Shear Force s = Bar Spacing n,bars = 2 # Flexure Bars, override

As = 1.58 in2

Shear Reinforcing n, legs = 2 # of legs transverse reinf.

bar # = 4

Av = 0.4 in2 s = 12.0 in. Spacing

Moment Capacity Calculations Shear Capacity Calculations d = 27.00 in. b,w = 12 in.

B1 = 0.8 B = 2.0

Lmbda = 1.0 c = 94.80 in. d = 27.00 in.

a = 1.86 in. ф = 0.75

Mn = 2471.5 kip - in V,c = 45.8 kip phi = 0.9 As Req'd? Yes

Mr = 2224.3 kip in

Mr = 185.4 kip ft Av,min = 0.127 in2

Av,prov. = 0.40 in2

Mr > Mu ? Good Vs,prov. = 54 kip фVn,prov. = 75 kip

Reinforcing Requirements фVn > Vu ? Good

Min. Req. As: T&S Reinforcing Bars:

1/3 Greater than As,req? yes ACI 9.6.1.3 bar # =

As,min= Need Not Be Satisfied ACI 9.6.1.2 # bar =

As = #N/A in2 Min reinforcing (T&S): T&S Reinforcing (Shear)

As > 0.093 in2/ft AASHTO 5.10.6-1 As >= 0.2592 in2 / ft

As >= 0.648 in2 ACI 24.4.3.2 Shear Reinf. = 0.40 in2 / ft

This spreadsheet provides the flexure and shear resistances for a concrete beam (or all in per ft format) in accordance with ACI 318-

JCT 5/8/23

JCT 5/8/23EMC 1/5/23

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EMC 11/10/22 JCT 12/20/22 20120636.A18

Double Angle - Flexure and Shear Calculations

Calculate the flexural/tension and shear resistances of a double angle in flexure, per AISC Steel Construction Manual, 15th Edition.

Double Angle Properties:

Angle Size: L4x3x5/16

Yield Strength: ≔Fy 36 ksi

Modulus of Elasticity: ≔E 29000 ksi

Unbraced Length: ≔Lb 6 ft

Single Angle Properties: Double Angle Properties:

≔Ag1 2.09 in2 ≔Ag =⋅2 Ag1 4.18 in2 Angle Area

≔J1 0.0676 in4 ≔J =⋅2 J1 0.135 in4 Torsional Constant

≔Ix1 3.36 in4 ≔Ix =⋅2 Ix1 6.72 in4

≔Iy1 1.62 in4 ≔Iy =⋅2 Iy1 3.24 in4

≔Sx1 1.22 in3 ≔Sx =⋅2 Sx1 2.44 in3

≔Sy1 0.721 in3 ≔Sy =⋅2 Sy1 1.442 in3

≔Zx1 2.19 in3 ≔Zx =⋅2 Zx1 4.38 in3

≔ry 1.16 in

≔rx 1.29 in

≔d 4 in Depth of Leg in Tension

≔b 3 in Width of Leg in Compression

≔t 0.3125 in Thickness of Leg in Compression

≔Pu 9 kip Factored axial tensile load

≔Mu ⋅3.4 kip ft Factored moment load

Double Angle - Flexure and Shear Calculations (Cont'd)

1. Flexure - - Double Angle Yielding

(a) For double web legs in tension (simple supported):

≔My =⋅Fy Sx 87.84 ⋅kip in

≔Mp =if else

≤⋅Fy Zx ⋅1.6 My ‖ ⋅Fy Zx

‖ ⋅1.6 My

140.544 ⋅kip in

2. Flexure - - Lateral-Torsional Buckling

(a) For double web legs in tension (simple supported):

≔Lp =⋅⋅1.76 ry E

Fy

4.829 ft

≔Lr =⋅⋅⋅1.95 E

Fy

‾‾‾‾⋅Iy J

Sx

+⋅⋅2.36

Fy

E

⋅d Sx J

1 39.082 ft

≔B =⋅⋅2.3 d

Lb

Iy

J 0.626

≔Mcr =⋅⋅――― ⋅1.95 E

Lb

‾‾‾‾⋅Iy J ⎝ +B ‾‾‾‾‾+1 B2 ⎞

⎠ 938.313 ⋅kip in

≔Mn.ltb =if else if else if

≤Lb Lp ‖Mp

≤<Lp Lb Lr

-Mp ⋅⎛⎝ -Mp My⎞⎠

-Lb Lp

-Lr Lp

>Lb Lr ‖Mcr

138.742 ⋅kip in

Double Angle - Flexure and Shear Calculations (Cont'd)

3. Flexure - - Flange Local Buckling

Confirm that the angle leg in compression is compact, and flange local buckling need not be checked.

≔CompactCheck =if else if else if b t ⋅0.54

E

Fy ‖ “Compact”

≤<⋅0.54 E

Fy b t ⋅0.91

E

Fy ‖ “Noncompact” b t 0.91

E

Fy ‖ “Slender”

“Compact”

4. Axial - - Tensile Strength

Since the critical design section will be at the midspan of the double angles (away from any bolted connections), use tensile yielding for the gross section for overall moment capacity. Net section rupture will be checked as part of connection designs.

≔Pn =⋅Fy Ag 150.48 kip

Resistance Summary

≔ϕf 1.00 Resistance factor for flexure

≔ϕy 0.95 Resistance factor for gross section yielding

≔Pr =⋅Pn ϕy 142.956 kip

≔Mn =Mn.ltb 11.562 ⋅kip ft

≔Mr =⋅Mn ϕf 11.562 ⋅kip ft

Double Angle - Flexure and Shear Calculations (Cont'd)

5. Design Check

Check the double angle design for combined tension-flexure in accordance with

AISC H1-1.

≔CombinedCheck =if else if

Pu

Pr 0.2 if else

Pu

⋅2 Pr Mu

Mr 1.0

‖ “OK”

‖ “NG”

Pu

Pr 0.2 if else

Pu

Pr

Mu

Mr 1.0

‖ “OK”

‖ “NG”

“OK”

Pu

Pr 0.063

Mu

Mr 0.294

Double Angle - Flexure and Shear Calculations (Cont'd)

3. Shear

Check shear strength, by calculating the strength of a single angle leg and multiplying by two (AISC G3).

≔h d ≔tw t ≔kv 5.34 (G2.1 - No transverse stiffeners)

≔Cv2 =if else if else if h tw ⋅1.10

⋅kv ― E

Fy ‖ 1.0

≤⋅1.10

<⋅kv ― E

Fy h tw 1.37

⋅kv ― E

Fy

⋅1.10

⋅kv ― E

Fy h tw

<1.37

⋅kv ― E

Fy h tw

⋅⋅1.51 kv E h tw

Fy

≔Vn1 =⋅⋅⋅⋅0.6 Fy h t Cv2 27 kip

≔Vn =⋅2 Vn1 54 kip

EMC 11/15/22 JCT 5/8/23 20120636.A18

Angle - Compression Calculations

Calculate the compression resistance of a single angle. Calculation is for the capacity of the compression member of the walkway brace.

Angle Properties:

Angle Size: L4x3x5/16

Yield Strength: ≔Fy 36 ksi

Modulus of Elasticity: ≔E 29000 ksi

Unbraced Length: ≔L 9 ft (Max)

Single Angle Properties:

≔Ag 2.09 in2 Angle Area

≔J 0.0731 in4 Torsional Constant

≔Ix 3.36 in4

≔Iy 1.62 in4

≔Sx 1.22 in3

≔Sy 0.721 in3

≔Zx 2.19 in3

≔rx 1.27 in

≔ry 0.88 in

≔d 4 in Depth of Leg (Vertical, Connected)

≔b 3 in Width of Leg (Horizontal)

≔t 0.3125 in Thickness of Legs

≔Pu 12.2 kip Factored axial compression load

Angle - Compression Calculations

1. Compression-Only Applicability Check (E5)

≔ra =ry 0.88 in Radius of gyration about axis parallel to connected leg (ry if long leg connected, rx if short leg)

≔K 1.0 Effective length factor, pinned-pinned

Calculate Lc/r ratio, confirm less than 200 to analyze as compression only.

≔Lc.r =if else if

L ra

+72 ⋅0.75 ― L ra

L ra

+32 ⋅1.25 ― L ra

185.409

≔Check =if else

≤Lc.r 200 ‖ “OK - Neglect Eccentricity”

‖ “Must Consider Flexure”

“OK - Neglect Eccentricity”

2. Slender Element Check (B4)

≔b =max (( ,b d)) 4 in

≔CompactCheck =if else if else if b t ⋅0.54

E

Fy ‖ “Compact”

≤<⋅0.54 E

Fy b t ⋅0.91

E

Fy ‖ “Noncompact” b t 0.91

E

Fy ‖ “Slender”

“Compact”

Angle - Compression Calculations

3. Flexural Buckling (E3)

This section only applies to angles with non-slender elements. If the check above results in a slender element, refer to Section E7.

≔Lc =⋅K L 9 ft ≔r =min ⎛⎝ ,rx ry⎞⎠ 0.88 in =― Lc r 122.727

Determine critical stress:

≔Fe =――― π

2 E

Lc r

19.003 ksi

≔Fcr =if else if

Lc r ⋅4.71

E

Fy

⎜⎝0.658

Fy

Fe

⎟⎠ Fy

Lc r ⋅4.71

E

Fy ‖ ⋅0.877 Fe

16.291 ksi

≔Pn =⋅Fcr Ag 34.047 kip

Resistance Summary

≔ϕc 0.90 Resistance factor for compression

≔Pr =⋅Pn ϕc 30.643 kip

≔DesignCheck =if else

≤Pu Pr

‖ “OK”

‖ “NG”

“OK”

EMC 4/18/23 20120636.A22

Lateral Bracing Load Calculations

Calculate lateral resistance to be provided by angle diagonals installed from outer post of walkway to steel sheeting. Per ASCE, since there is no substantial wind or earthquake loading on the structure, the minimum lateral loading to be applied is

0.01 x dead load. However, conservatively increase this to 0.1 x dead load.

Therefore, the dead load reactions calculated in the brace analysis will be used, doubled to account for total walkway dead loading (sheeting neglected in this lateral bracing analysis, conservatively).

≔DCrxn 1.2 kip dead load per post

≔No_Bays =―

3 bays per lateral brace

≔Lat_Force =⋅⋅DCrxn 0.10 No_Bays 0.36 kip

≔Comp_Force =―――― Lat_Force sin ((45))

0.423 kip

For a compression force of only .423 kip, use an L3x3x1/4 angle, spaced every 3 bays.

EMC 11/15/22 JCT 05/08/23 20120636.A18

Angle - Compression Calculations

Calculate the compression resistance of a single angle. Calculation is for the capacity of the lateral bracing member.

Angle Properties:

Angle Size: L3x3x1/4

Yield Strength: ≔Fy 36 ksi

Modulus of Elasticity: ≔E 29000 ksi

Unbraced Length: ≔L 10 ft (Max)

Single Angle Properties:

≔Ag 1.44 in2 Angle Area

≔J 0.0313 in4 Torsional Constant

≔Ix 1.23 in4

≔Iy 1.23 in4

≔Sx 0.569 in3

≔Sy 0.569 in3

≔Zx 1.02 in3

≔rx 0.836 in

≔ry 0.836 in

≔d 3 in Depth of Leg (Vertical, Connected)

≔b 3 in Width of Leg (Horizontal)

≔t 0.25 in Thickness of Legs

≔Pu 0.423 kip Factored axial compression load

Angle - Compression Calculations

1. Compression-Only Applicability Check (E5)

≔ra =ry 0.836 in Radius of gyration about axis parallel to connected leg (ry if long leg connected, rx if short leg)

≔K 1.0 Effective length factor, pinned-pinned

Calculate Lc/r ratio, confirm less than 200 to analyze as compression only.

≔Lc.r =if else if

L ra

+72 ⋅0.75 ― L ra

L ra

+32 ⋅1.25 ― L ra

211.426

≔Check =if else

≤Lc.r 200 ‖ “OK - Neglect Eccentricity”

‖ “Must Consider Flexure”

“Must Consider Flexure”

2. Slender Element Check (B4)

≔b =max (( ,b d)) 3 in

≔CompactCheck =if else if else if b t ⋅0.54

E

Fy ‖ “Compact”

≤<⋅0.54 E

Fy b t ⋅0.91

E

Fy ‖ “Noncompact” b t 0.91

E

Fy ‖ “Slender”

“Compact”

Angle - Compression Calculations

3. Flexural Buckling (E3)

This section only applies to angles with non-slender elements. If the check above results in a slender element, refer to Section E7.

≔Lc =⋅K L 10 ft ≔r =min ⎛⎝ ,rx ry⎞⎠ 0.836 in =― Lc r 143.541

Determine critical stress:

≔Fe =――― π

2 E

Lc r

13.891 ksi

≔Fcr =if else if

Lc r ⋅4.71

E

Fy

⎜⎝0.658

Fy

Fe

⎟⎠ Fy

Lc r ⋅4.71

E

Fy ‖ ⋅0.877 Fe

12.183 ksi

≔Pn =⋅Fcr Ag 17.543 kip

Resistance Summary

≔ϕc 0.90 Resistance factor for compression

≔Pr =⋅Pn ϕc 15.789 kip

≔DesignCheck =if else

≤Pu Pr

‖ “OK”

‖ “NG”

“OK”

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DESCRIPTION: Railing Design

Project File: Mill Creek.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

CODE REFERENCES

Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : IBC 2021

Material Properties Analysis Method :

ksi Bending Axis : Major Axis Bending

Completely Unbraced Load Resistance Factor Design Fy : Steel Yield : 36.0 ksi

Beam Bracing : E: Modulus : 29,000.0

Vertical Leg Up

.Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added

Uniform Load : L = 0.050 k/ft, Tributary Width = 1.0 ft, (Rail Live Load)

.Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.667 : 1

Load Combination +1.60L

Span # where maximum occurs Span # 1

0.320 k Mn * Phi : Allowable 0.959 k-ft Vn * Phi : Allowable

L2x2x5/16Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1

Load Combination +1.60L

12.169 k

Section used for this span L2x2x5/16 Mu : Applied

Maximum Shear Stress Ratio = 0.026 : 1

0.000 ft

0.640 k-ft Vu : Applied

0 <360

Ratio = 0 <180

Maximum Deflection Max Downward Transient Deflection 0.000 in 0Ratio = <360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.386 in Ratio = >=180 Max Upward Total Deflection 0.000 in

Span: 1 : L Only

.Maximum Forces & Stresses for Load Combinations

Span # Summary of Moment Values Summary of Shear ValuesLoad Combination Max Stress Ratios

M V max Mu -max Mu + Rm VnxMu Max Phi*Mnx Cb VuMaxMnx Phi*VnxSegment Length

Dsgn. L = 8.00 ft 1 0.000 1.05 0.94 1.00 1.00 -0.00 13.52 12.17 +1.60L

Dsgn. L = 8.00 ft 1 0.667 0.026 0.64 0.64 1.07 0.96 1.14 1.00 0.32 13.52 12.17 +0.50L

Dsgn. L = 8.00 ft 1 0.209 0.008 0.20 0.20 1.07 0.96 1.14 1.00 0.10 13.52 12.17

Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections

L Only 1 0.3856 4.023 0.0000 0.000

Load Combination Support 1 Support 2 Vertical Reactions Support notation : Far left is #1 Values in KIPS

Max Upward from all Load Conditions 0.200 0.200 Max Upward from Load Combinations 0.150 0.150 Max Upward from Load Cases 0.200 0.200 L Only 0.200 0.200 +0.750L 0.150 0.150

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EMC 5/5/23 20120636.A27

1 1

Concrete Anchor Design

The bolted connections at Detail "A" to the sheet piling are replaced at the gate structure with embedded anchor rods (see detail below). These anchor rods need to not only have enough capacity for the applied loads, but to ensure concrete failure does not occur before a tensile (ductile) failure in a steel component.

In this case, we will ensure that concrete failure doesn't occur prior to the 5/8" Grade 36 anchor rod.

Tension capacity of a single steel anchor:

≔AseN 0.226 in

≔fya 36 ksi

≔futa =⋅1.9 fya 68.4 ksi

≔Nsa =⋅AseN futa 15.458 kip

≔Ndes =⋅1.2 Nsa 18.55 kip Design strength of anchor per ACI D.3.3.4.3

Due to minimal concrete breakout capacity, provide resistance from additional anchor-specific reinforcing across the breakout lines. By inspection, the pullout strength of the anchor is satisfactory with the use of a 2"x2" anchor plate.

≔Fyst 60 ksi ≔ϕ 0.75

≔Ast_i 0.2 in 2 Area of Single Reinforcing Bar (#4)

≔nlegs 4 Number of Reinforcing Legs Crossing Breakout Plane

≔Ast =⋅nlegs Ast_i 0.8 in

≔Nst =⋅⋅ϕ Fyst Ast 36 kip

Therefore, provide (2) #4 U-bars on either side of each anchor.

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&th: o+ R'," -qoolb rb' p4" ?,,t1 F'P* x t,u l-,: 3,gH p,t+

K^ = {oo fb < t,u

L*' LLto t,b

S{on,, exir I

Eir tn*#r".1 fg."o *,'ll c,.,ee I o*+ parne,g$

, @ ba$c, ia5,'q ft \J fr { LL (it^"nr."zr-J

--)lQoot6

€orcnz a-e.'h tWol6v q0o15 tf!^ fu-ln ?.H j t

T l0 u fR J

Srr.s aclt\G.J in W\aV aatS i v

8*+

RISA Connection version 13.0.2 05.05.2023

Global Parameters - Description:

Global Parameters - Solution:

Project Explorer Summary:

Defaults SampleProject Title Company Designer Job Number Notes

AISC 15th (360-16): LRFDDesign Method Center of RotationBolt Group Analysis Method ElasticWeld Analysis Method YesConsider Bolt Hole Deformation?

YesCheck Rotational Ductility?

YesCheck Weld Filler Metal Matching?

NoFull Shear Eccentricity Considered?

NoPanel-Zone Shear Deformation Considered?

YesCheck Weld Base Material Thickness?

NoReduce Available Bolt Strength by Prying Effects Factor Q?

Connection 1 PASS(UC-1.0)

Connection 1: 3D View Report Single Column Base Plate Connection

Top view

Connection 1: 2D Views Report Single Column Base Plate Connection continued on next page...

Side view

Connection 1: 2D Views Report (continued):

continued on next page...

Left view

Connection 1: 2D Views Report (continued):

Material Properties:

HSS6X6X2_A10

A53 Gr.B Fy = 35.00 ksi Fu = 60.00 ksiColumn

P0.50x10.00x10 .00

A36 Fy = 36.00 ksi Fu = 58.00 ksiBase Plate

Input Data:

Axial 2.74 kips Axial load on the column Strong Axis Shear 0.64 kips Shear load on the column that causes strong axis bending Weak Axis Shear 0.43 kips Shear load on the column that causes weak axis bending Strong Axis Moment 3.84 kips-ft Column moment about the strong axis Weak Axis Moment 3.84 kips-ft Column moment about the weak axis

Note: Unless specified, all code references are from AISC 360-16

Limit State Required Available Unity Check Result Geometry Restrictions PASS

Load Distribution (Strong Axis) n/a

Load Distribution (Weak Axis) n/a

Concrete Bearing 1.00 PASS

Lateral Slip 0.59 PASS

Plate Flexural Yielding(Compression)(Strong Axis)

0.12 kips-ft/in 0.17 kips-ft/in 0.70 PASS

Plate Flexural Yielding(Compression)(Weak Axis)

0.12 kips-ft/in 0.17 kips-ft/in 0.70 PASS

Plate Flexural Yielding(Tension)(Strong Axis) 0.14 kips-ft 0.30 kips-ft 0.46 PASS

Plate Flexural Yielding(Tension)(Weak Axis) 0.14 kips-ft 0.30 kips-ft 0.46 PASS

Anchor Bolt Tension (Strong Axis) N/A

Anchor Bolt Tension (Weak Axis) N/A

Column Weld Limitations PASS

Column Flange Weld Strength 1.40 kips/in 3.37 kips/in 0.41 PASS

Column Web Weld Strength 1.40 kips/in 3.37 kips/in 0.41 PASS

Connection 1: LRFD Results Report Single Column Base Plate Connection

LRFD

HSS6X6X2_A1085Column Material

Name A53 Gr.B Material name Fy 35.00 ksi Minimum yield stress of material Fu 60.00 ksi Minimum tensile stress of material E 29000.00 ksi Modulus of elasticity

Member Properties d 6.00 in Depth b 6.00 in Width a 2.93 in2 Area tdes 0.12 in Wall Thickness

P0.50x10.00x10.00Base Plate Material

Name A36 Material name Fy 36.00 ksi Minimum yield stress of material Fu 58.00 ksi Minimum tensile stress of material E 29000.00 ksi Modulus of elasticity

Member Properties L 10.00 in Length W 10.00 in Width t 0.50 in Thickness μ 0.55 Static Friction Coefficient

Hole Hole type Oversized Dx 0.81 in Hole width Dy 0.81 in Hole height R 2 Number of rows of holes C 2 Number of holes per row Rs 7.50 in Row Spacing Cs 7.50 in Column Spacing

C14.50x14.50x12.00Concrete Support Member Properties

L 14.50 in Length W 14.50 in Width f'c 4.00 ksi Compressive Strength

Connection 1: Members Report Single Column Base Plate Connection

5/8" F1554 Gr.36Anchor Bolts Anchor Properties

Type F1554 Gr.36 d 0.62 in Diameter

Strength Fu 58.00 ksi Anchor strength

E70Column Weld Weld Properties

Type Single Fillet Fillet Size 0.19 in

Connection 1: Components Report Single Column Base Plate Connection

Connection Connection 1Connection Title Single Column Base Plate ConnectionConnection Type

Connection Category FourBolt Layout NoPlate Washers

Loading (LRFD)

2.740 kipsAxial

0.640 kipsStrong Axis Shear

0.427 kipsWeak Axis Shear

3.840 kips-ftStrong Axis Moment

3.840 kips-ftWeak Axis Moment

Components HSS6X6X2_A1085Column Section A53 Gr.BMaterial P0.50x10.00x10.00Base Plate A36Material

10.000 inLength

10.000 inWidth

0.500 inThickness

0.550 CoeffStatic Friction Coefficient

OVSHole Type C14.50x14.50x12.00Concrete Support

14.500 inLength

14.500 inWidth

Thickness

4.000 ksiCompressive Strength (f'c) 5/8" F1554 Gr.36-NAnchor Bolts F1554 Gr.36-NMaterial 5/8"Diameter, in.

7.500 inBolt Spacing y

7.500 inBolt Spacing z E70Column Weld FilletType

3.000 SixteenthsFillet Size

Assembly

1.250 inEdge Distance y

1.250 inEdge Distance z

Connection 1: Connection Properties Report Single Column Base Plate Connection

Steel Column LIC# : KW-06015527, Build:20.22.8.17 FUSS & O'NEILL INC (c) ENERCALC INC 1983-2022

DESCRIPTION: WT6x13 10' Column

Project File: Walkway railing.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

.Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2018

General Information

Steel Stress Grade Top Free, Bottom FixedAnalysis Method :

10.0Overall Column Height Top & Bottom FixityLoad Resistance Factor

Fy : Steel Yield ksi29,000.0 ksi

Steel Section Name : WT6x13

50.0 ft

E : Elastic Bending Modulus Y-Y (depth) axis :

X-X (width) axis :

Fully braced against buckling ABOUT Y-Y Axis

Fully braced against buckling ABOUT X-X Axis

Brace condition for deflection (buckling) along columns :

.Applied Loads Service loads entered. Load Factors will be applied for calculations.

Column self weight included : 130.0 lbs * Dead Load Factor

AXIAL LOADS . . .

Axial Load at 6.0 ft, D = 1.0, L = 0.960 k

BENDING LOADS . . .

Lat. Point Load at 10.0 ft creating My-y, L = 0.40 k

.DESIGN SUMMARY

PASS Max. Axial+Bending Stress Ratio = 0.009203

Location of max.above base 0.0 ft

1.582 k

171.90 k

0.0 k-ft

Load Combination +1.40D

Load Combination +1.20D+1.60L

0.0 k-ft

Bending & Shear Check Results

PASS Maximum Shear Stress Ratio =

0.640 k

0.02024 : 1

Location of max.above base 0.0 ft At maximum location values are . . .

: 1

At maximum location values are . . .

k

Pu

0.9 * Pn Mu-x

Vu : Applied Vn * Phi : Allowable

0.9 * Mn-x :

0.9 * Mn-y :

Mu-y

7.217 k-ft

0.0 k-ft

Maximum Load Reactions . .

Top along X-X 0.0 k Bottom along X-X 0.40 k Top along Y-Y 0.0 k Bottom along Y-Y 0.0 k

Maximum Load Deflections . . .

Along Y-Y 0.0 in at 0.0ft above base for load combination :

Along X-X 0.9128 in at 10.0ft above base for load combination :+D+L

31.619

Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Location Stress Ratio Status LocationStatus

Load Combination Results

Cbx Cby KxLx/Ry KyLy/Rx

+1.40D PASS PASS0.00 0.000 0.00 ftft0.009 1.00 1.00 0.00 0.00 +1.20D+1.60L PASS PASS0.00 0.020 0.00 ftft0.008 1.00 1.00 0.00 0.00 +1.20D+0.50L PASS PASS0.00 0.006 0.00 ftft0.005 1.00 1.00 0.00 0.00 +1.20D PASS PASS0.00 0.000 0.00 ftft0.008 1.00 1.00 0.00 0.00 +0.90D PASS PASS0.00 0.000 0.00 ftft0.006 1.00 1.00 0.00 0.00 k k-ft Note: Only non-zero reactions are listed.

Load Combination X-X Axis Reaction Y-Y Axis ReactionAxial Reaction

@ Base @ Top@ Base @ Base @ Top

Maximum Reactions

@ Base @ Base@ Top @ Top Mx - End Moments My - End Moments

D Only 1.130 +D+L 2.090 -0.400 -4.000 +D+0.750L 1.850 -0.300 -3.000 +0.60D 0.678 L Only 0.960 -0.400 -4.000

DESCRIPTION: WT6x13 10' Column

Project File: Walkway railing.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

k k-ft Item

X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top

Extreme Reactions

Extreme Value @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments

MaximumAxial @ Base 2.090 -0.400 -4.000 Minimum" 0.678 MaximumReaction, X-X Axis Base 1.130 Minimum" 2.090 -0.400 -4.000 MaximumReaction, Y-Y Axis Base 1.130 Minimum" 1.130 MaximumReaction, X-X Axis Top 1.130 Minimum" 1.130 MaximumReaction, Y-Y Axis Top 1.130 Minimum" 0.960 -0.400 -4.000 MaximumMoment, X-X Axis Base 1.130 Minimum" 1.130 MaximumMoment, Y-Y Axis Base 1.130 Minimum" 2.090 -0.400 -4.000 MaximumMoment, X-X Axis Top 1.130 Minimum" 1.130 MaximumMoment, Y-Y Axis Top 1.130 Minimum" 1.130

.Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance

D Only 0.0000 0.000 0.000 ftft inin 0.000 +D+L 0.9128 0.000 0.000 ftft inin 10.000 +D+0.750L 0.6846 0.000 0.000 ftft inin 10.000 +0.60D 0.0000 0.000 0.000 ftft inin 0.000 L Only 0.9036 0.000 0.000 ftft inin 9.933

.Steel Section Properties : WT6x13

R xx =

1.510 in

Depth = 6.110 in

R yy =

1.750 in Zy = 4.080 in^3

Kdesign = 0.680 in

J = 0.150 in^4

Flange Width = 6.490 in Flange Thick

0.380 in Zx = 4.200 in^3

Area

3.820 in^2 Weight = 13.000 plf

I xx = 11.70 in^4 S xx = 2.40 in^3 Cw = 0.17 in^6

Ro = 2.540 in Web Thick = 0.230 in

H = 0.827 in I yy = 8.660 in^4 S yy = 2.670 in^3

Qs = 0.000Ycg = 1.250 in

Yp = 0.295 in

DESCRIPTION: WT6x13 10' Column

Project File: Walkway railing.ec6

Project Title:

Engineer:

Project ID:

Sketches

DESCRIPTION: WT6x13 4.5' Post

Project File: Walkway railing.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

.Code References Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2018

General Information

Steel Stress Grade Top Free, Bottom FixedAnalysis Method :

4.5Overall Column Height Top & Bottom FixityLoad Resistance Factor

Fy : Steel Yield ksi29,000.0 ksi

Steel Section Name : WT6x13

36.0 ft

E : Elastic Bending Modulus Y-Y (depth) axis :

X-X (width) axis :

Fully braced against buckling ABOUT Y-Y Axis

Fully braced against buckling ABOUT X-X Axis

Brace condition for deflection (buckling) along columns :

.Applied Loads Service loads entered. Load Factors will be applied for calculations.

Column self weight included : 58.50 lbs * Dead Load Factor

AXIAL LOADS . . .

Axial Load at 4.50 ft, D = 1.0, L = 0.960 k

BENDING LOADS . . .

Lat. Point Load at 4.0 ft creating Mx-x, L = 0.40 k

.DESIGN SUMMARY

PASS Max. Axial+Bending Stress Ratio = 0.4593

Location of max.above base 0.0 ft

2.806 k

123.768 k

-2.560 k-ft

Load Combination +1.20D+1.60L

Load Combination 0.0

0.0 k-ft

Bending & Shear Check Results

PASS Maximum Shear Stress Ratio =

0.0 k

0.0 : 1

Location of max.above base 0.0 ft At maximum location values are . . .

: 1

At maximum location values are . . .

k

Pu

0.9 * Pn Mu-x

Vu : Applied Vn * Phi : Allowable

0.9 * Mn-x :

0.9 * Mn-y :

Mu-y

5.715 k-ft

0.0 k-ft

Maximum Load Reactions . .

Top along X-X 0.0 k Bottom along X-X 0.0 k Top along Y-Y 0.0 k Bottom along Y-Y 0.40 k

Maximum Load Deflections . . .

Along Y-Y 0.05136 in at 4.50ft above base for load combination :+D+L

Along X-X 0.0 in at 0.0ft above base for load combination :

0.0

Maximum Axial + Bending Stress Ratios Maximum Shear Ratios Load Combination Stress Ratio Location Stress Ratio Status LocationStatus

Load Combination Results

Cbx Cby KxLx/Ry KyLy/Rx

+1.40D PASS PASS0.00 0.000 0.00 ftft0.012 1.00 1.00 0.00 0.00 +1.20D+1.60L PASS PASS0.00 0.000 0.00 ftft0.459 1.00 1.00 0.00 0.00 +1.20D+0.50L PASS PASS0.00 0.000 0.00 ftft0.147 1.00 1.00 0.00 0.00 +1.20D PASS PASS0.00 0.000 0.00 ftft0.010 1.00 1.00 0.00 0.00 +0.90D PASS PASS0.00 0.000 0.00 ftft0.008 1.00 1.00 0.00 0.00 k k-ft Note: Only non-zero reactions are listed.

Load Combination X-X Axis Reaction Y-Y Axis ReactionAxial Reaction

@ Base @ Top@ Base @ Base @ Top

Maximum Reactions

@ Base @ Base@ Top @ Top Mx - End Moments My - End Moments

D Only 1.059 +D+L 2.019 0.400 -1.600 +D+0.750L 1.779 0.300 -1.200 +0.60D 0.635 L Only 0.960 0.400 -1.600

DESCRIPTION: WT6x13 4.5' Post

Project File: Walkway railing.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

k k-ft Item

X-X Axis Reaction Y-Y Axis ReactionAxial Reaction @ Base @ Top@ Base @ Base @ Top

Extreme Reactions

Extreme Value @ Base @ Base@ Top @ Top Mx - End Moments My - End Moments

MaximumAxial @ Base 2.019 0.400 -1.600 Minimum" 0.635 MaximumReaction, X-X Axis Base 1.059 Minimum" 1.059 MaximumReaction, Y-Y Axis Base 2.019 0.400 -1.600 Minimum" 1.059 MaximumReaction, X-X Axis Top 1.059 Minimum" 1.059 MaximumReaction, Y-Y Axis Top 1.059 Minimum" 1.059 MaximumMoment, X-X Axis Base 1.059 Minimum" 2.019 0.400-1.600 -1.600 MaximumMoment, Y-Y Axis Base 1.059 Minimum" 1.059 MaximumMoment, X-X Axis Top 1.059 Minimum" 1.059 MaximumMoment, Y-Y Axis Top 1.059 Minimum" 1.059

.Maximum Deflections for Load Combinations Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance

D Only 0.0000 0.000 0.000 ftft inin 0.000 +D+L 0.0000 0.051 4.500 ftft inin 0.000 +D+0.750L 0.0000 0.039 4.500 ftft inin 0.000 +0.60D 0.0000 0.000 0.000 ftft inin 0.000 L Only 0.0000 0.051 4.470 ftft inin 0.000

.Steel Section Properties : WT6x13

R xx =

1.510 in

Depth = 6.110 in

R yy =

1.750 in Zy = 4.080 in^3

Kdesign = 0.680 in

J = 0.150 in^4

Flange Width = 6.490 in Flange Thick

0.380 in Zx = 4.200 in^3

Area

3.820 in^2 Weight = 13.000 plf

I xx = 11.70 in^4 S xx = 2.40 in^3 Cw = 0.17 in^6

Ro = 2.540 in Web Thick = 0.230 in

H = 0.827 in I yy = 8.660 in^4 S yy = 2.670 in^3

Qs = 0.000Ycg = 1.250 in

Yp = 0.295 in

DESCRIPTION: WT6x13 4.5' Post

Project File: Walkway railing.ec6

Project Title:

Engineer:

Project ID:

Sketches

Steel Base Plate

DESCRIPTION: Column Plate

Project File: Walkway railing.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

Code References Calculations per AISC Design Guide # 1, IBC 2018, CBC 2019, ASCE 7-16, AISC 360-16 Load Combination Set : IBC 2018

General Information Material Properties

Load Resistance Factor Design

Concrete Support f'c 4.0 ksi Nominal Bearing Fp per J8 4.930 ksi

: LRFD Resistance Factorc 0.65 Steel Plate Fy = 36 ksi

Assumed Bearing Area :Full Bearing

AISC Design Method

Column Properties Steel Section : HSS6x6x1/8 Depth

0.116 in in in^22.76 Area

Width along "X" 14.50 in Length along "Z' 14.50 in

Support Dimensions

Column assumed welded to base plate.

Width 6 in Flange Thickness

Ixx 15.5 in^4

15.5 in^4

Web Thickness in

Plate Dimensions N : Length 10.0 in B : Width 10.0 in Thickness 2.0 in

Iyy

Column & Plate

Applied Loads

2.740 0.0 0.0 0.0 0.0 0.0 0.0

0.640 0.0 0.0 0.0 0.0 0.0 0.0

3.840 0.0 0.0 0.0 0.0 0.0 0.0

" P " = Gravity load, "+" sign is downward.

k k

P-Y k k k k k

"+" Moments create higher soil pressure at +Z edge.

M-X k-ft k-ft k-ft k-ft k-ft k-ft k-ft

V-Z D : Dead Load L : Live Lr : Roof Live S : Snow W : Wind E : Earthquake k

H : Lateral Earth k k k k k k

"+" Shears push plate towards +Z edge.

Anchor Bolts 5/8"

20.70 12.40

Anchor Bolt or Rod Description

Number of Bolts in each Row k

Number of Bolt Rows

Max of Tension or Pullout Capacity Shear Capacity......................................... k

1.250 inEdge distance : bolt to plate

Steel Base Plate

DESCRIPTION: Column Plate

Project File: Walkway railing.ec6

Project Title:

Engineer:

Project ID:

Project Descr:

GOVERNING DESIGN LOAD CASE SUMMARY

Plate Design Summary

Fp : Allowable :

0.85*f'c/Omega

3.205 ksi

Bearing Stress OK

Tension in each Bolt ................... 1.901 Allowable Bolt Tension ............... 20.700

Tension Stress Ratio 0.092

Tension Stress OK

Bearing Stress Ratio

0.075 fu : Max. Plate Bearing Stress .... 3.205 ksi

Design Method Load Resistance Factor Design D Only

Governing Load Case TypeAxial + Moment, L/2 < Eccentricity, Tension on Bolts

Design Plate Size 10" x 10" x 2" Pu : Axial ......... 2.740 k Mu : Moment ........ 3.840 k-ft

Mu : Max. Moment ..................... 1.612 k-in

Governing Load Combination fb : Max. Bending Stress ............... 2.418 ksi Fb : Allowable :

Fy * Phi

32.400 ksi

Bending Stress OK Bending Stress Ratio

1.000

Governing STRESS RATIO1.0

Axial Load + Moment, Ecc. > L/2Load Comb. : D Only

Loading Pu : Axial .......