Structural_IFC_Combined Calc Package.pdf

US Forest Services Revitalization of Catalina Headquarters

Detailed Design –Structural Fuel Transfer Canopy Design Development Calculations

Submitted: August 2019 June 2020

Calculations

Structural

Table of Contents

1. Site Location

2. Applicable Codes

3. Wind Loads

4. Seismic Loads

5. RAM Gravity Design

• Beam Gravity Design Summary

• Example Beam Gravity Design

• Example Gravity Column Design

6. RAM Lateral Design

• Lateral Frame Identification

• Code Check Criteria

• Building Story Shear

• Frame Story Shear

• Standard Provisions

• Member Code Check

• HSS Moment Connection

• Member Code Check

7. Diaphragm Design

8. RAM Foundation Design

• Reaction Report

• Spread Footing Design Summary

• Spread Footing Individual Design

9. Base Plate and Pier Design

• Lateral Base Plate Thickness Design

• Lateral Anchor Bolt Design

STRUCTURAL CALCULATION

PACKAGE

FOR

US FOREST SERVICE

REVITALIZATION OF CATALINA

HEADQUARTERS

FUEL TRANSFER CANOPY

BY

T.Y. LIN INTERNATIONAL

4400 LEEDS AVENUE, SUITE 250

NORTH CHARLESTON,

SC 29405

I hereby certify that this plan, specification, or report was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under the laws of the State of South Carolina.

Registration # Date

35451 June 22, 2020

Matthew Perry, PE

Site Location

SITE LOCATION MAP

REVITALIZATION OF CATALINA HEADQUARTERS

LOCATION MAP

VICINITY MAP

Applicable Codes

DESIGN CODES AND STANDARDS

IBC 2016

ASCE7-10

ACI 318-14

AISC 360-10

US Forest Service

Revitalization of Catalina Headquarters – Detailed Design

August 2019

Catalina Headquarters - Fuel Transfer Canopy

June 2020

Dead and Live Loads

DEAD AND LIVE LOADING

ROOF LIVE LOADS: 20 PSF (REDUCIBLE)

LIVE LOADS:

LIVE LOADS APPLIED TO FLOORS AND ROOF WILL BE PER TABLE 1607.1 OF THE IBC.

CLASSROOMS 40 PSF

FIRST FLOOR CORRIDORS 100 PSF

2ND/3RD FLOOR COORIDORS 80 PSF

LABS/MANUFACTURING 125 PSF

DINNING AREAS 100 PSF

STORAGE (LIGHT) 125 PSF

STAIRS AND EXITS 100 PSF

ELEVATED PLATFORMS 100 PSF

Catalina Headquarters – Fuel Transfer Canopy

Wind Loads

WIND LOADING ASSUMPTIONS

The wind loading created internally by Ram Structural Systems (RSS) assumes that the exterior of the building model has full height walls. The program then applies an internally calculated wind pressure to the full height of the assumed walls. Given that the canopies have no walls a customized wind loading work around was needed. Wind loads were first broken into components.

The vertical loads were placed as a surface load on the canopy roof while horizontal components were calculated and placed as nodal loads at the top of the columns.

Furthermore, RSS does not allow for area wind loads to be defined manually. Wind area load, live area load, and roof area load had to be combined into a single load within RSS. A ratio for the wind and live loads were then determined to create an adjustment factor to use for each force’s load combination coefficients.

Due to this unique situation a separate RSS file was created to account for wind uplift forces. These uplift forces were treated similarly to the previously described wind loads and combinations.

Investigating the results has shown that the uplift conditions did not govern in the member or foundation designs.

Catalina Headquarters – Fuel Transfer Canopy

ASCE 7 Hazards Report Address:

No Address at This Location

Standard: ASCE/SEI 7-16

Risk Category: I

Soil Class: D - Stiff Soil

Elevation: 657.2 ft (National Geodetic Vertical Datum of 1929 (NGVD 29))

Latitude:

Longitude:

18.338499

-65.761006

Wind

Results:

Data Source:

Date Accessed:

Wind Speed: 154 Vmph

10-year MRI 72 Vmph

25-year MRI 97 Vmph

50-year MRI 128 Vmph

100-year MRI 138 Vmph

ASCE/SEI 7-16, Fig. 26.5-1A and Figs. CC.2-1–CC.2-4

Mon Jul 01 2019

Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-16 Standard. Wind speeds correspond to approximately a 15% probability of exceedance in 50 years (annual exceedance probability = 0.00333, MRI = 300 years).

Site is in a hurricane prone region as defined in ASCE/SEI 7-16 Section 26.2. Glazed openings need not be protected against wind-borne debris.

Mountainous terrain, gorges, ocean promontories, and special wind regions should be examined for unusual wind conditions.

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Roof Wind Loading

Canopy Dimension: Width, Wcanopy = 44.5 ft

Length, Lcanopy = 38.5 ft

Slope of Canopy: Slope = 0.5 /12 in/in

Percent Slope = 4.17 % θ = 2.39 degrees

Projected Uplift Load (Low Side): Wup_Project = -44.1 psf

Vertical Component: Wup_vert = Wup_proj*cos(θ) = -44.06 psf

Horizontal Component: Wup_horz = Wup_proj*sin(θ) = -1.84 psf

Projected Uplift Load (High Side): Wup_Project = -58.8 psf

Vertical Component: Wup_vert = Wup_proj*cos(θ) = -58.75 psf

Horizontal Component: Wup_horz = Wup_proj*sin(θ) = -2.45 psf

Projected Downward Load (Low Side): Wdwn_Project = 24.5 psf

Vertical Component: Wdwn_vert = Wdwn_proj*cos(θ) = 24.48 psf

Horizontal Component: Wdwn_horz = Wdwn_proj*sin(θ) = 1.02 psf

Projected Downward Load (High Side): Wdwn_Project = 39.2 psf

Vertical Component: Wdwn_vert = Wdwn_proj*cos(θ) = 39.17 psf

Horizontal Component: Wdwn_horz = Wdwn_proj*sin(θ) = 1.63 psf

Wind Load on sign/Fascia

Sign/Fascia depth: dfascia = 2 ft

Horizontal Wind Pressure: Whorz = 35 psf

Wind Pressure: Wfascia_dwn = Whorz *dfascia = 70.00 plf

Col Location Wind Direction

Trib

Width (ft)

Trib

Length (ft)

Trib

Area (ft

Wind

Pressure

(psf)

Roof Wind

Horz

Load (k)

Sign Wind

Horz Load (k)

Total Horz

Load (k)

B.C-1.C & B.C-2.C Down 21 10.25 215.25 1.63 0.35 N/A 0.35

A.C-1.C & A.C-2.C Down 21 10.25 215.25 1.63 0.35 N/A 0.35

B.C-1.C & B.C-2.C Down 21 10.25 215.25 1.02 0.22 1.47 1.69

A.C-1.C & A.C-2.C Down 21 10.25 215.25 1.02 0.22 1.47 1.69

B.C-1.C & B.C-2.C Uplift 21 10.25 215.25 -2.45 -0.53 N/A -0.53

A.C-1.C & A.C-2.C Uplift 21 10.25 215.25 -2.45 -0.53 N/A -0.53

B.C-1.C & B.C-2.C Uplift 21 10.25 215.25 -1.84 -0.40 1.47 1.87

A.C-1.C & A.C-2.C Uplift 21 10.25 215.25 -1.84 -0.40 1.47 1.87

High Side

Low Side

High Side

Low Side

Horizontal Nodal Loads at Top of Columns

Nodal Loads

RAM Frame 16.00.00.28

DataBase: Catalina Canopy -4 Cols_Uplift 08/07/19 14:26:32

Building Code: IBC

NODAL LOAD CASES:

Label Type

Wind Y Wind RAMUSERNODAL_W

NODAL LOAD DEFINITION:

Label Fx Fy Fz Mxx Myy Mzz kips kips kips kip-ft kip-ft kip-ft

Wind Y 0.00 2.00 0.00 0.00 0.00 0.00

APPLIED NODAL LOADS:

Load Case: Wind Y RAMUSERNODAL_W

Level: Roof

Nodal Load Node X Y Z ft ft ft

Wind Y 2 0.000 42.500 22.750

Wind Y 4 40.000 42.500 22.750

Seismic Loads

SS : 0.966

S1 : 0.373

Fa : 1.114

Fv : N/A

SMS : 1.075

SM1 : N/A

SDS : 0.717

SD1 : N/A

TL : 12

PGA : 0.395

PGA M : 0.476

FPGA : 1.205

Ie : 1

Cv : 1.283

Seismic

Site Soil Class:

Results:

Data Accessed:

Date Source:

D - Stiff Soil

USGS Seismic Design Maps

Ground motion hazard analysis may be required. See ASCE/SEI 7-16 Section 11.4.8.

Mon Jul 01 2019

Page 2 of 3https://asce7hazardtool.online/ Mon Jul 01 2019 https://doi.org/10.5066/F7NK3C76

Criteria, Mass and Exposure Data

DataBase: Catalina Canopy -4 Cols_Uplift 08/01/19 13:12:20

CRITERIA:

Rigid End Zones: Ignore Effects

Member Force Output: At Face of Joint

P-Delta: Yes Scale Factor: 1.00

Ground Level: Base

Mesh Criteria :

Max. Distance Between Nodes on Mesh Line (ft) : 4.00

Merge Node Tolerance (in) : 0.0100

Geometry Tolerance (in) : 0.0050

Walls Out-of-plane Stiffness Not Included in Analysis.

Sign considered for Dynamic Load Case Results.

Rigid Links Included at Fixed Beam-to-Wall Locations

Eigenvalue Analysis : Eigen Vectors (Subspace Iteration)

DIAPHRAGM DATA:

Story Diaph # Diaph Type

Roof 1 Rigid

Disconnect Internal Nodes of Beams: Yes

Disconnect Nodes outside Slab Boundary: Yes

STORY MASS DATA:

Includes Self Mass of:

Beams

Columns (Half mass of columns above and below)

Walls (Half mass of walls above and below)

Slabs/Deck

Calculated Values:

Story Diaph # Weight Mass MMI Xm Ym EccX EccY kips k-s2/ft ft-k-s2 ft ft ft ft

Roof 1 35.40 1.10 461 20.00 21.15 2.17 2.29

Story Diaph # Combine

Roof 1 None

WIND EXPOSURE DATA:

Calculated Values:

Story Diaph # Building Extents (ft) Expose Parapet

Min X Max X Min Y Max Y ft

Roof 1 -1.67 41.67 -1.67 44.17 Full 0.00

STORY GRAVITY LOADS DATA:

Includes Weight of:

Beams

Columns

Walls

Slabs/Deck

Criteria, Mass and Exposure Data

DataBase: Catalina Canopy -4 Cols_Uplift 08/01/19 13:12:20

Live Load Reduction (Calculated)

Reducible : 0.00 %

Storage : 0.00 %

Roof : 0.00 %

Calculated Values:

Story Diaph # Dead Xc Yc Live Xc Yc kips ft ft kips ft ft

Roof 1 28.71 20.00 21.12 -109.24 20.00 21.25

Story Diaph # Roof Xc Yc Combine kips ft ft

Roof 1 0.00 0.00 0.00 None

Page 2/2

Loads and Applied Forces

DataBase: Catalina Canopy -4 Cols_Uplift 08/01/19 13:12:20

LOAD CASE: Seismic

Seismic ASCE 7-16 Equivalent Lateral Force

Site Class: D Importance Factor: 1.00 Ss: 0.966 g S1: 0.373 g TL: 8.00 s

Fa: 1.114 Fv: 1.927 SDs: 0.717 g SD1: 0.479 g

Risk Category: II Seismic Design Category: D

Provisions for: Force

Ground Level: Base

Dir Eccent R Ta Equation Building Period-T

X + And - 3.5 Std,Ct=0.030,x=0.75 Calculated

Y + And - 3.5 Std,Ct=0.030,x=0.75 Calculated

Dir Ta Cu T T - used Cs Eq12.8-2 Cs - used k

X 0.313 1.400 0.378 0.378 0.205 0.205 1.000

Dir Ta Cu T T - used Cs Eq12.8-2 Cs - used k

Y 0.313 1.400 0.397 0.397 0.205 0.205 1.000

Exception 2 per Section 11.4.8 is applied for site class D with S1 > 0.2

Total Building Weight (kips) = 35.40

APPLIED DIAPHRAGM FORCES

Type: EQ_ASCE716_X_+E_F

Level Diaph.# Ht Fx Fy X Y ft kips kips ft ft

Roof 1 22.75 7.25 0.00 20.00 23.44

APPLIED STORY FORCES

Type: EQ_ASCE716_X_+E_F

Level Ht Fx Fy ft kips kips

Roof 22.75 7.25 0.00

7.25 0.00

APPLIED DIAPHRAGM FORCES

Type: EQ_ASCE716_X_-E_F

Level Diaph.# Ht Fx Fy X Y ft kips kips ft ft

Roof 1 22.75 7.25 0.00 20.00 18.85

Loads and Applied Forces

DataBase: Catalina Canopy -4 Cols_Uplift 08/01/19 13:12:20

APPLIED STORY FORCES

Type: EQ_ASCE716_X_-E_F

Level Ht Fx Fy ft kips kips

Roof 22.75 7.25 0.00

7.25 0.00

APPLIED DIAPHRAGM FORCES

Type: EQ_ASCE716_Y_+E_F

Level Diaph.# Ht Fx Fy X Y ft kips kips ft ft

Roof 1 22.75 0.00 7.25 22.17 21.15

APPLIED STORY FORCES

Type: EQ_ASCE716_Y_+E_F

Level Ht Fx Fy ft kips kips

Roof 22.75 0.00 7.25

0.00 7.25

APPLIED DIAPHRAGM FORCES

Type: EQ_ASCE716_Y_-E_F

Level Diaph.# Ht Fx Fy X Y ft kips kips ft ft

Roof 1 22.75 0.00 7.25 17.83 21.15

APPLIED STORY FORCES

Type: EQ_ASCE716_Y_-E_F

Level Ht Fx Fy ft kips kips

Roof 22.75 0.00 7.25

0.00 7.25

RAM Gravity Design

Floor Map

RAM Steel 16.00.00.28

DataBase: Catalina Canopy -4 Cols_Uplift 08/01/19 13:12:20

Building Code: IBC Steel Code: AISC 360-16 LRFD

Floor Type: Canopy Roof Beam Numbers

1.C 2.C

C.C

A.C

Beam Summary

DataBase: Catalina Canopy -4 Cols_Uplift 08/01/19 13:12:20

Building Code: IBC Steel Code: AISC 360-16 LRFD

STEEL BEAM DESIGN SUMMARY:

Floor Type: Canopy Roof

Bm # Length +Mu -Mu ΦMn Fy Beam Size Studs ft kip-ft kip-ft kip-ft ksi

17 42.50 26.4 -176.1 233.4 50.0 W21X50

18 42.50 26.4 -176.1 233.4 50.0 W21X50

19 42.50 26.4 -176.1 233.4 50.0 W21X50

20 10.00 0.2 0.0 18.1 50.0 W8X10

21 10.00 0.2 0.0 18.1 50.0 W8X10

22 10.00 0.2 0.0 18.1 50.0 W8X10

23 10.00 0.2 0.0 18.1 50.0 W8X10

30 10.00 0.2 0.0 18.1 50.0 W8X10

31 10.00 0.2 0.0 18.1 50.0 W8X10

32 10.00 0.2 0.0 18.1 50.0 W8X10

33 10.00 0.2 0.0 18.1 50.0 W8X10

* after Size denotes beam failed stress/capacity criteria.

# after Size denotes beam failed deflection criteria.

u after Size denotes this size has been assigned by the User.

Gravity Beam Design

DataBase: Catalina Canopy -4 Cols_Uplift 08/01/19 13:12:20

Building Code: IBC Steel Code: AISC 360-16 LRFD

Floor Type: Canopy Roof Beam Number = 18

SPAN INFORMATION (ft): I-End (20.00,0.00) J-End (20.00,42.50)

Beam Size (Optimum) = W21X50 Fy = 50.0 ksi

Total Beam Length (ft) = 42.50

Mp (kip-ft) = 458.33

POINT LOADS (kips):

Dist DL RedLL Red% NonRLL StorLL Red% RoofLL Red% PartL

14.167 0.05

14.167 0.05

28.333 0.05

28.333 0.05

LINE LOADS (k/ft):

Load Dist DL LL Red% Type PartL

1 0.000 0.027 0.000 --- NonR 0.000

42.500 0.027 0.000 0.000

2 0.000 0.000 -0.550 --- NonR 0.000

42.500 0.000 -0.550 0.000

3 0.000 0.050 0.000 --- NonR 0.000

42.500 0.050 0.000 0.000

SHEAR (Ultimate): Max Vu (1.2DL+1.6LL) = 16.61 kips 1.00Vn = 237.12 kips

MOMENTS (Ultimate):

Span Cond LoadCombo Mu @ Lb Cb Phi Phi*Mn kip-ft ft ft kip-ft

Center Max + 1.4DL 26.4 21.3 0.0 1.00 0.90 412.50

Max - 1.2DL+1.6LL -176.1 21.3 14.2 1.01 0.90 233.39

Controlling 1.2DL+1.6LL -176.1 21.3 14.2 1.01 0.90 233.39

REACTIONS (kips):

Left Right

DL reaction 1.74 1.74

Max -LL reaction -11.69 -11.69

Max +total reaction (factored) 2.44 2.44

Max -total reaction -16.61 -16.61

DEFLECTIONS:

Dead load (in) at 21.25 ft = -0.215 L/D = 2372

Live load (in) at 21.25 ft = 1.415 L/D = 360

Net Total load (in) at 21.25 ft = 1.200 L/D = 425

Gravity Column Design

DataBase: Catalina Canopy -4 Cols_Uplift 08/07/19 14:14:07

Building Code: IBC Steel Code: AISC360-16 LRFD

Story level Roof, Column Line 1.C-C.C, Column # 1

Fy (ksi) = 50.00 Column Size = HSS12X12X1/2

Orientation (deg.) = 90.0

INPUT DESIGN PARAMETERS:

X-Axis Y-Axis

Lu (ft) 22.75 22.75

K 1 1

Braced Against Joint Translation Yes Yes

Column Eccentricity (in) Top 8.50 8.50

Bottom 0.00 0.00

CONTROLLING AXIAL COLUMN LOADS - Skip-Load Case 18:

Dead Live Roof

Axial (kip) 7.06 -27.16 0.00

DEMAND CAPACITY RATIO: (1.2DL + 1.6LL + 0.5RF)

Pu (kip) = -34.98 0.90Pnx (kip) = 940.50 Pu/0.90Pnx = 0.037

0.90Pny (kip) = 940.50 Pu/0.90Pny = 0.037

0.90Pn (kip) = 940.50 Pu/0.90Pn = 0.037

CONTROLLING COMBINED COLUMN LOADS - Skip-Load Case 18:

Dead Live Roof

Axial (kip) 7.06 -27.16 0.00

Moments Top Mx (kip-ft) 0.97 -5.52 0.00

My (kip-ft) 2.88 -13.72 0.00

Bot Mx (kip-ft) 0.00 0.00 0.00

My (kip-ft) 0.00 0.00 0.00

Single curvature about X-Axis

Single curvature about Y-Axis

CALCULATED PARAMETERS: (1.2DL + 1.6LL + 0.5RF)

Pu (kip) = -34.98 0.90*Pn (kip) = 940.50

Mux (kip-ft) = -7.66 0.90*Mnx (kip-ft) = 336.00

Muy (kip-ft) = -18.49 0.90*Mny (kip-ft) = 336.00

Rm = 1.00

Cbx = 1.68 Cby = 1.68

Cmx = 0.60 Cmy = 0.60

Pex (kip) = 1755.05 Pey (kip) = 1755.05

B1x = 1.00 B1y = 1.00

INTERACTION EQUATION

Pu/0.90*Pn = 0.037

Eq H1-1b: 0.019 + 0.023 + 0.055 = 0.096

RAM Lateral Design

STEEL/CONCRETE LOAD COMBINATIONS

VERT SURFACE LOAD RESULTSCONVERSIONS

Live Roof Load (Lr) 12 psf INPUT ASCE 7-10 1.40 D

Misc Live Load (LLmisc) 4 psf INPUT RAM 1.40 D 1.4DCASE

Vert. Wind Load 39 psf INPUT ASCE 7-10 1.20 D + 1.60 L

RAM 1.20 D + 0.46 Lp 1.2D+0.463768115942029LpCASE

ASCE 7-10 1.20 D + 1.60 LR + 0.50 W + 1.00 W1

TOTAL LIVE (LLtotal) 55 PSF RAM 1.20 D + 0.46 Lp + 0.36 Lp + 1.00 W1 1.2D+0.463768115942029Lp+0.355072463768116Lp+1W1CASE

ASCE 7-10 1.20 D + 1.60 LR - 0.50 W - 1.00 W1

BASIC LOAD CASE RAM 1.20 D + 0.46 Lp - 0.36 Lp - 1.00 W1 1.2D+0.463768115942029Lp-0.355072463768116Lp-1W1COEFF FOR RAM CASE

D = 1 D ASCE 7-10 1.20 D + 1.00 W + 0.50 L + 1.00 W1

L = 0.290 Lp RAM 1.20 D + 0.71 Lp + 0.14 Lp + 1.00 W1 1.2D+0.710144927536232Lp+0.144927536231884Lp+1W1CASE

W = 0.710 Lp ASCE 7-10 1.20 D + 1.00 W + 0.50 L - 1.00 W1

E_# = 1 E RAM 1.20 D + 0.71 Lp + 0.14 Lp - 1.00 W1 1.2D+0.710144927536232Lp+0.144927536231884Lp-1W1CASE

ASCE 7-10 1.20 D + 1.00 E1 + 1.40 L

RAM 1.20 D + 1.00 E1 + 0.41 Lp 1.2D+1E1+0.405797101449275LpCASE

ASCE 7-10 1.20 D + 1.00 E1 - 1.40 L

RAM 1.20 D + 1.00 E1 - 0.41 Lp 1.2D+1E1-0.405797101449275LpCASE

ASCE 7-10 1.20 D + 1.00 E2 + 1.40 L

RAM 1.20 D + 1.00 E2 + 0.41 Lp 1.2D+1E2+0.405797101449275Lp

NODAL LATERAL LOAD

CASE

BASIC LOAD CASE ASCE 7-10 1.20 D + 1.00 E2 - 1.40 L

W1 = 1 W1 RAM 1.20 D + 1.00 E2 - 0.41 Lp 1.2D+1E2-0.405797101449275Lp

COEFF FOR RAM

CASE

ASCE 7-10 1.20 D + 1.00 E3 + 1.40 L

RAM 1.20 D + 1.00 E3 + 0.41 Lp 1.2D+1E3+0.405797101449275LpCASE

ASCE 7-10 1.20 D + 1.00 E3 - 1.40 L

RAM 1.20 D + 1.00 E3 - 0.41 Lp 1.2D+1E3-0.405797101449275LpCASE

ASCE 7-10 1.20 D + 1.00 E3 + 1.40 L

RAM 1.20 D + 1.00 E4 + 0.41 Lp 1.2D+1E4+0.405797101449275LpCASE

ASCE 7-10 1.20 D + 1.00 E3 + 1.40 L

RAM 1.20 D + 1.00 E4 + 0.41 Lp 1.2D+1E4+0.405797101449275LpCASE

ASCE 7-10 0.90 D + 1.00 W + 1.00 W1

RAM 0.90 D + 0.71 Lp + 1.00 W1 0.9D+0.710144927536232Lp+1W1CASE

ASCE 7-10 0.90 D + 1.00 W - 1.00 W1

RAM 0.90 D + 0.71 Lp - 1.00 W1 0.9D+0.710144927536232Lp-1W1CASE

ASCE 7-10 0.90 D + 1.00 E1

RAM 0.90 D + 1.00 E1 0.9D+1E1CASE

ASCE 7-10 0.90 D - 1.00 E1

RAM 0.90 D - 1.00 E1 0.9D-1E1CASE

ASCE 7-10 0.90 D + 1.00 E2

RAM 0.90 D + 1.00 E2 0.9D+1E2CASE

ASCE 7-10 0.90 D - 1.00 E2

RAM 0.90 D - 1.00 E2 0.9D-1E2CASE

ASCE 7-10 0.90 D + 1.00 E3

RAM 0.90 D + 1.00 E3 0.9D+1E3CASE

ASCE 7-10 0.90 D + 1.00 E3

RAM 0.90 D - 1.00 E3 0.9D-1E3CASE

ASCE 7-10 0.90 D + 1.00 E4

RAM 0.90 D + 1.00 E4 0.9D+1E4CASE

ASCE 7-10 0.90 D - 1.00 E4

RAM 0.90 D - 1.00 E4 0.9D-1E4CASE

L = (Lr+LLmisc/LLtotal) * Lp

W = (Vert/LLtotal) * Lp

Vert Wind Load + Lr=LLtotal

STEEL/CONCRETE LOAD COMBINATIONS

RESULTSCONVERSIONSVERT SURFACE LOAD

Live Roof Load (Lr) 0 psf INPUT ASCE 7-10 1.40 D

Misc Live Load (LLmisc) 4 psf INPUT RAM 1.40 D 1.4DCASE

Vert. Wind Load -59 psf INPUT ASCE 7-10 1.20 D + 1.60 L

RAM 1.20 D + -0.12 Ln 1.2D+-0.11689497716895LnCASE

ASCE 7-10 1.20 D + 1.60 LR + 0.50 W + 1.00 W1

TOTAL LIVE (LLtotal) -55 PSF RAM 1.20 D + -0.12 Ln + 0.54 Ln + 1.00 W1 1.2D+-0.11689497716895Ln+0.536529680365297Ln+1W1CASE

ASCE 7-10 1.20 D + 1.60 LR - 0.50 W - 1.00 W1

BASIC LOAD CASE RAM 1.20 D + -0.12 Ln - 0.54 Ln - 1.00 W1 1.2D+-0.11689497716895Ln-0.536529680365297Ln-1W1CASE

COEFF FOR RAM

D = 1 D ASCE 7-10 1.20 D + 1.00 W + 0.50 L + 1.00 W1

L = -0.0730594 Lp RAM 1.20 D + 1.07 Ln + -0.04 Ln + 1.00 W1 1.2D+1.07305936073059Ln+-0.0365296803652968Ln+1W1CASE

W = 1.07305936 Lp ASCE 7-10 1.20 D + 1.00 W + 0.50 L - 1.00 W1

E_# = 1 E RAM 1.20 D + 1.07 Ln + -0.04 Ln - 1.00 W1 1.2D+1.07305936073059Ln+-0.0365296803652968Ln-1W1CASE

ASCE 7-10 1.20 D + 1.00 E1 + 1.40 L

RAM 1.20 D + 1.00 E1 + -0.10 Ln 1.2D+1E1+-0.102283105022831LnCASE

ASCE 7-10 1.20 D + 1.00 E1 - 1.40 L

RAM 1.20 D + 1.00 E1 - -0.10 Ln 1.2D+1E1--0.102283105022831LnCASE

ASCE 7-10 1.20 D + 1.00 E2 + 1.40 L

RAM 1.20 D + 1.00 E2 + -0.10 Ln 1.2D+1E2+-0.102283105022831LnCASE

5NODAL LATERAL LOAD

BASIC LOAD CASE ASCE 7-10 1.20 D + 1.00 E2 - 1.40 L

W1 = 1 W1 RAM 1.20 D + 1.00 E2 - -0.10 Ln 1.2D+1E2--0.102283105022831LnCASE

5COEFF FOR RAM

ASCE 7-10 1.20 D + 1.00 E3 + 1.40 L

RAM 1.20 D + 1.00 E3 + -0.10 Ln 1.2D+1E3+-0.102283105022831LnCASE

ASCE 7-10 1.20 D + 1.00 E3 - 1.40 L

RAM 1.20 D + 1.00 E3 - -0.10 Ln 1.2D+1E3--0.102283105022831LnCASE

ASCE 7-10 1.20 D + 1.00 E3 + 1.40 L

RAM 1.20 D + 1.00 E4 + -0.10 Ln 1.2D+1E4+-0.102283105022831LnCASE

ASCE 7-10 1.20 D + 1.00 E3 + 1.40 L

RAM 1.20 D + 1.00 E4 + -0.10 Ln 1.2D+1E4+-0.102283105022831LnCASE

ASCE 7-10 0.90 D + 1.00 W + 1.00 W1

RAM 0.90 D + 1.07 Ln + 1.00 W1 0.9D+1.07305936073059Ln+1W1CASE

ASCE 7-10 0.90 D + 1.00 W - 1.00 W1

RAM 0.90 D + 1.07 Ln - 1.00 W1 0.9D+1.07305936073059Ln-1W1CASE

ASCE 7-10 0.90 D + 1.00 E1

RAM 0.90 D + 1.00 E1 0.9D+1E1CASE

ASCE 7-10 0.90 D - 1.00 E1

RAM 0.90 D - 1.00 E1 0.9D-1E1CASE

ASCE 7-10 0.90 D + 1.00 E2

RAM 0.90 D + 1.00 E2 0.9D+1E2CASE

ASCE 7-10 0.90 D - 1.00 E2

RAM 0.90 D - 1.00 E2 0.9D-1E2CASE

ASCE 7-10 0.90 D + 1.00 E3

RAM 0.90 D + 1.00 E3 0.9D+1E3CASE

ASCE 7-10 0.90 D + 1.00 E3

RAM 0.90 D - 1.00 E3 0.9D-1E3CASE

ASCE 7-10 0.90 D + 1.00 E4

RAM 0.90 D + 1.00 E4 0.9D+1E4CASE

ASCE 7-10 0.90 D - 1.00 E4

RAM 0.90 D - 1.00 E4 0.9D-1E4CASE

L = (Lr+LLmisc/LLtotal) * Lp

W = (Vert/LLtotal) * Lp

Vert Wind Load + Lr=LLtotal

RAM RAMFrameAnalysis.RFAn.1 DataBase: Catalina Canopy -4 Cols_Uplift 08/07/2019 14:16:35

RAM RAMFrameAnalysis.RFAn.1 DataBase: Catalina Canopy -4 Cols_Uplift 08/07/2019 14:17:42

Building Story Shears

DataBase: Catalina Canopy -4 Cols_Uplift 08/07/19 14:18:55

CRITERIA:

Rigid End Zones: Ignore Effects

Member Force Output: At Face of Joint

P-Delta: Yes Scale Factor: 1.00

Ground Level: Base

Mesh Criteria :

Max. Distance Between Nodes on Mesh Line (ft) : 4.00

Merge Node Tolerance (in) : 0.0100

Geometry Tolerance (in) : 0.0050

Walls Out-of-plane Stiffness Not Included in Analysis.

Sign considered for Dynamic Load Case Results.

Rigid Links Included at Fixed Beam-to-Wall Locations

Eigenvalue Analysis : Eigen Vectors (Subspace Iteration)

Load Case: D DeadLoad RAMUSER

Level Diaph. # Shear-X Shear-Y kips kips

Roof 1 -0.00 -0.00

Summary - Total Story Shears

Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips

Roof -0.00 -0.00 -0.00 -0.00

Load Case: Lp PosLiveLoad RAMUSER

Level Diaph. # Shear-X Shear-Y kips kips

Roof 1 0.00 0.00

Summary - Total Story Shears

Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips

Roof 0.00 0.00 0.00 0.00

Load Case: Ln NegLiveLoad RAMUSER

Level Diaph. # Shear-X Shear-Y kips kips

Roof 1 -0.00 0.00

Summary - Total Story Shears

Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips

Roof -0.00 -0.00 0.00 0.00

DataBase: Catalina Canopy -4 Cols_Uplift 08/07/19 14:18:55

Load Case: W1 Wind Y RAMUSERNODAL_W

Level Diaph. # Shear-X Shear-Y kips kips

Roof 1 0.00 4.02

Summary - Total Story Shears

Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips

Roof 0.00 0.00 4.02 4.02

Load Case: E1 Seismic EQ_ASCE716_X_+E_F

Level Diaph. # Shear-X Shear-Y kips kips

Roof 1 7.29 0.00

Summary - Total Story Shears

Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips

Roof 7.29 7.29 0.00 0.00

Load Case: E2 Seismic EQ_ASCE716_X_-E_F

Level Diaph. # Shear-X Shear-Y kips kips

Roof 1 7.29 0.00

Summary - Total Story Shears

Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips

Roof 7.29 7.29 0.00 0.00

Load Case: E3 Seismic EQ_ASCE716_Y_+E_F

Level Diaph. # Shear-X Shear-Y kips kips

Roof 1 0.00 7.29

Summary - Total Story Shears

Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips

Roof 0.00 0.00 7.29 7.29

Load Case: E4 Seismic EQ_ASCE716_Y_-E_F

Level Diaph. # Shear-X Shear-Y kips kips

Roof 1 -0.00 7.29

Page 2/3

DataBase: Catalina Canopy -4 Cols_Uplift 08/07/19 14:18:55

Summary - Total Story Shears

Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips

Roof -0.00 -0.00 7.29 7.29

Page 3/3

Frame Story Shears

DataBase: Catalina Canopy -4 Cols_Uplift 08/07/19 14:18:55

CRITERIA:

Rigid End Zones: Ignore Effects

Member Force Output: At Face of Joint

P-Delta: Yes Scale Factor: 1.00

Ground Level: Base

Mesh Criteria :

Max. Distance Between Nodes on Mesh Line (ft) : 4.00

Merge Node Tolerance (in) : 0.0100

Geometry Tolerance (in) : 0.0050

Walls Out-of-plane Stiffness Not Included in Analysis.

Sign considered for Dynamic Load Case Results.

Rigid Links Included at Fixed Beam-to-Wall Locations

Eigenvalue Analysis : Eigen Vectors (Subspace Iteration)

Frame #1

Load Case: D DeadLoad RAMUSER

Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips

Roof -0.96 -0.96 -0.45 -0.45

Load Case: Lp PosLiveLoad RAMUSER

Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips

Roof 0.00 0.00 0.00 0.00

Load Case: Ln NegLiveLoad RAMUSER

Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips

Roof 4.83 4.83 2.16 2.16

Load Case: W1 Wind Y RAMUSERNODAL_W

Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips

Roof 0.00 0.00 1.01 1.01

Load Case: E1 Seismic EQ_ASCE716_X_+E_F

Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips

Roof 1.72 1.72 0.09 0.09

Load Case: E2 Seismic EQ_ASCE716_X_-E_F

Level Shear-X Change-X Shear-Y Change-Y

DataBase: Catalina Canopy -4 Cols_Uplift 08/07/19 14:18:55 kips kips kips kips

Roof 1.93 1.93 -0.09 -0.09

Load Case: E3 Seismic EQ_ASCE716_Y_+E_F

Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips

Roof 0.10 0.10 1.74 1.74

Load Case: E4 Seismic EQ_ASCE716_Y_-E_F

Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips

Roof -0.10 -0.10 1.91 1.91

Frame #2

Load Case: D DeadLoad RAMUSER

Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips

Roof -0.94 -0.94 0.45 0.45

Load Case: Lp PosLiveLoad RAMUSER

Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips

Roof 0.00 0.00 0.00 0.00

Load Case: Ln NegLiveLoad RAMUSER

Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips

Roof 4.83 4.83 -2.16 -2.16

Load Case: W1 Wind Y RAMUSERNODAL_W

Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips

Roof 0.00 0.00 1.01 1.01

Load Case: E1 Seismic EQ_ASCE716_X_+E_F

Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips

Roof 1.92 1.92 0.09 0.09

Load Case: E2 Seismic EQ_ASCE716_X_-E_F

Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips

Page 2/5

DataBase: Catalina Canopy -4 Cols_Uplift 08/07/19 14:18:55

Roof 1.71 1.71 -0.09 -0.09

Load Case: E3 Seismic EQ_ASCE716_Y_+E_F

Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips

Roof -0.10 -0.10 1.74 1.74

Load Case: E4 Seismic EQ_ASCE716_Y_-E_F

Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips

Roof 0.10 0.10 1.91 1.91

Frame #3

Load Case: D DeadLoad RAMUSER

Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips

Roof 0.94 0.94 0.45 0.45

Load Case: Lp PosLiveLoad RAMUSER

Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips

Roof 0.00 0.00 0.00 0.00

Load Case: Ln NegLiveLoad RAMUSER

Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips

Roof -4.83 -4.83 -2.16 -2.16

Load Case: W1 Wind Y RAMUSERNODAL_W

Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips

Roof 0.00 0.00 1.01 1.01

Load Case: E1 Seismic EQ_ASCE716_X_+E_F

Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips

Roof 1.92 1.92 -0.09 -0.09

Load Case: E2 Seismic EQ_ASCE716_X_-E_F

Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips

Roof 1.71 1.71 0.09 0.09

Page 3/5

DataBase: Catalina Canopy -4 Cols_Uplift 08/07/19 14:18:55

Load Case: E3 Seismic EQ_ASCE716_Y_+E_F

Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips

Roof -0.10 -0.10 1.91 1.91

Load Case: E4 Seismic EQ_ASCE716_Y_-E_F

Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips

Roof 0.10 0.10 1.74 1.74

Frame #4

Load Case: D DeadLoad RAMUSER

Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips

Roof 0.96 0.96 -0.45 -0.45

Load Case: Lp PosLiveLoad RAMUSER

Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips

Roof 0.00 0.00 0.00 0.00

Load Case: Ln NegLiveLoad RAMUSER

Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips

Roof -4.83 -4.83 2.16 2.16

Load Case: W1 Wind Y RAMUSERNODAL_W

Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips

Roof 0.00 0.00 1.01 1.01

Load Case: E1 Seismic EQ_ASCE716_X_+E_F

Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips

Roof 1.72 1.72 -0.09 -0.09

Load Case: E2 Seismic EQ_ASCE716_X_-E_F

Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips

Roof 1.93 1.93 0.09 0.09

Page 4/5

DataBase: Catalina Canopy -4 Cols_Uplift 08/07/19 14:18:55

Load Case: E3 Seismic EQ_ASCE716_Y_+E_F

Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips

Roof 0.10 0.10 1.91 1.91

Load Case: E4 Seismic EQ_ASCE716_Y_-E_F

Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips

Roof -0.10 -0.10 1.74 1.74

Page 5/5

Steel Code Check Criteria

DataBase: Catalina Canopy -4 Cols_Uplift 08/07/19 14:18:55

Building Code: IBC Steel Code: AISC360-16 LRFD

MEMBER CODE CHECK CRITERIA - GLOBAL:

B1 and B2 Criteria

B1 Factor Not Applied

B2 Factor Not Applied

K-Factor: Columns Beams Braces

Kx: 1.000 1.000 1.000

Ky: 1.000 1.000 1.000

Compression Flange Bracing:

Columns:

Deck Braces Column

Knee Brace Does Not Brace Column

Max Angle for which Beam Braces Column: 60.00 deg

Beams / Horiz Braces:

Top Flange Not Continuously Braced

Bottom Flange Not Continuously Braced

Do Not Consider Point of Inflection as Brace Point

Column Design Moments:

Percent of Gravity Load Moments to include in design of steel columns:

Dead Load: 100.00 %

Live Load: 100.00 %

Roof Load: 100.00 %

Axial Slenderness Limits

Check KL/r exceeds 200 for Compression Members

Check L/r exceeds 300 for Tension Members (excludes rods)

MEMBER CODE CHECK CRITERIA - ASSIGNED

Frame #1:

DataBase: Catalina Canopy -4 Cols_Uplift 08/07/19 14:18:55

Building Code: IBC Steel Code: AISC360-16 LRFD

Level: Roof

Steel Column:

# K-Factor Flange Bracing Unbraced Length

Kx Ky Major Minor Lx Ly Lby

1 1.00 1.00 Global Global Global Global Global

Steel Beam:

# K-Factor Flange Bracing Unbraced Length RBS

Kx Ky Major Minor Lx Ly Lby

15 1.00 1.00 Global Global Global Global Global N

Frame #2:

Level: Roof

Steel Column:

# K-Factor Flange Bracing Unbraced Length

Kx Ky Major Minor Lx Ly Lby

3 1.00 1.00 Global Global Global Global Global

Steel Beam:

# K-Factor Flange Bracing Unbraced Length RBS

Kx Ky Major Minor Lx Ly Lby

7 1.00 1.00 Global Global Global Global Global N

Frame #3:

Level: Roof

Steel Column:

# K-Factor Flange Bracing Unbraced Length

Kx Ky Major Minor Lx Ly Lby

6 1.00 1.00 Global Global Global Global Global

Steel Beam:

# K-Factor Flange Bracing Unbraced Length RBS

Kx Ky Major Minor Lx Ly Lby

16 1.00 1.00 Global Global Global Global Global N

Frame #4:

Page 2/4

DataBase: Catalina Canopy -4 Cols_Uplift 08/07/19 14:18:55

Building Code: IBC Steel Code: AISC360-16 LRFD

Level: Roof

Steel Column:

# K-Factor Flange Bracing Unbraced Length

Kx Ky Major Minor Lx Ly Lby

4 1.00 1.00 Global Global Global Global Global

Steel Beam:

# K-Factor Flange Bracing Unbraced Length RBS

Kx Ky Major Minor Lx Ly Lby

5 1.00 1.00 Global Global Global Global Global N

JOINT CODE CHECK CRITERIA

Material Properties

Web plate Fy (ksi): 36.00

Stiffner plate Fy (ksi): 36.00

Geometry

Maximum angle between a beam and column to assume the beam frames into column flange: 45.0

One diagonal stiffener designed if the difference in beam depths at a joint is less than (in):

4.00

Design Force

Use actual beam forces

Consider axial load in beam

Optimization

Stiffners

Optimize each stiffner at joint

Minimum Thickness: Per Code

Minimum Width: Max Beam Flange Width at Joint

Thickness Increment (in): 0.125

Width Increment (in): 0.125

Clip (cope) dimension (in): 0.750

Web Plates

Maximum Thickness: Same as Column Web

Page 3/4

DataBase: Catalina Canopy -4 Cols_Uplift 08/07/19 14:18:55

Building Code: IBC Steel Code: AISC360-16 LRFD

Minimum Thickness (in): 0.250

Thickness Increment (in): 0.125

CJP groove weld plate to column.

No web plate plug weld.

Page 4/4

Code Check Summary

DataBase: Catalina Canopy -4 Cols_Uplift 08/07/19 14:18:55

Building Code: IBC Steel Code: AISC360-16 LRFD

CRITERIA:

Rigid End Zones: Ignore Effects

Member Force Output: At Face of Joint

P-Delta: Yes Scale Factor: 1.00

Ground Level: Base

Mesh Criteria :

Max. Distance Between Nodes on Mesh Line (ft) : 4.00

Merge Node Tolerance (in) : 0.0100

Geometry Tolerance (in) : 0.0050

Walls Out-of-plane Stiffness Not Included in Analysis.

Sign considered for Dynamic Load Case Results.

Rigid Links Included at Fixed Beam-to-Wall Locations

Eigenvalue Analysis : Eigen Vectors (Subspace Iteration)

LOAD CASE DEFINITIONS:

D DeadLoad RAMUSER

Ln NegLiveLoad RAMUSER

W1 Wind Y RAMUSERNODAL_W

E1 Seismic EQ_ASCE716_X_+E_F

E2 Seismic EQ_ASCE716_X_-E_F

E3 Seismic EQ_ASCE716_Y_+E_F

E4 Seismic EQ_ASCE716_Y_-E_F

LOAD COMBINATIONS: User Specified

1 * 1.4D

2 * 1.2D-0.130612244897959Ln

3 * 1.2D-0.130612244897959Ln+0.540816326530612Ln+1W1

4 * 1.2D-0.130612244897959Ln-0.540816326530612Ln-1W1

5 * 1.2D+1.08163265306122Ln-0.0408163265306122Ln+1W1

6 * 1.2D+1.08163265306122Ln-0.0408163265306122Ln-1W1

7 * 1.2D+1E1-0.114285714285714Ln

8 * 1.2D+1E1+0.114285714285714Ln

9 * 1.2D+1E2-0.114285714285714Ln

10 * 1.2D+1E2+0.114285714285714Ln

11 * 1.2D+1E3-0.114285714285714Ln

12 * 1.2D+1E3+0.114285714285714Ln

13 * 1.2D+1E4-0.114285714285714Ln

14 * 1.2D+1E4-0.114285714285714Ln

15 * 0.9D+1.08163265306122Ln+1W1

16 * 0.9D+1.08163265306122Ln-1W1

17 * 0.9D+1E1

18 * 0.9D-1E1

19 * 0.9D+1E2

20 * 0.9D-1E2

21 * 0.9D+1E3

22 * 0.9D-1E3

Code Check Summary

DataBase: Catalina Canopy -4 Cols_Uplift 08/07/19 14:18:55

Building Code: IBC Steel Code: AISC360-16 LRFD

23 * 0.9D+1E4

* = Load combination currently selected to use

Frame #1:

Level: Roof

Col. Pu Mux Muy Vux Vuy LC Interact. Fy Size

# kip kip-ft kip-ft kip kip ksi

1 27.46 37.89 -62.56 -3.00 4.39 4 0.32 H1-1b 50 HSS12X12X1/2

Beam Pu Mux Muy Vux Vuy LC Interact. Fy Size

# kip kip-ft kip-ft kip kip ksi

15 0.00 46.28 0.00 7.47 -0.00 4 0.13 H1-1b 50 W21X55

Frame #2:

Level: Roof

Col. Pu Mux Muy Vux Vuy LC Interact. Fy Size

# kip kip-ft kip-ft kip kip ksi

3 -23.37 37.04 62.30 -0.93 -4.37 16 0.31 H1-1b 50 HSS12X12X1/2

Beam Pu Mux Muy Vux Vuy LC Interact. Fy Size

# kip kip-ft kip-ft kip kip ksi

7 0.00 -162.41 0.00 -17.70 -0.00 15 0.24 H1-1b 50 W24X68

Frame #3:

Level: Roof

Col. Pu Mux Muy Vux Vuy LC Interact. Fy Size

# kip kip-ft kip-ft kip kip ksi

6 -23.37 37.04 -62.30 -0.93 4.37 16 0.31 H1-1b 50 HSS12X12X1/2

Beam Pu Mux Muy Vux Vuy LC Interact. Fy Size

# kip kip-ft kip-ft kip kip ksi

16 0.00 46.28 0.00 7.47 -0.00 4 0.13 H1-1b 50 W21X55

Frame #4:

Level: Roof

Col. Pu Mux Muy Vux Vuy LC Interact. Fy Size

# kip kip-ft kip-ft kip kip ksi

4 27.46 37.89 62.56 -3.00 -4.39 4 0.32 H1-1b 50 HSS12X12X1/2

Beam Pu Mux Muy Vux Vuy LC Interact. Fy Size

# kip kip-ft kip-ft kip kip ksi

5 0.00 -161.85 0.00 -17.81 -0.00 15 0.24 H1-1b 50 W24X68

Member Code Check

DataBase: Catalina Canopy -4 Cols_Uplift 08/07/19 14:18:55

Building Code: IBC Steel Code: AISC360-16 LRFD

BEAM INFORMATION:

Story Level = Roof Frame Number = 2 Beam Number = 7

Fy (ksi) = 50.00

Beam Size = W24X68

INPUT DESIGN PARAMETERS:

X-Axis Y-Axis

Lu for Axial (ft) 40.00 10.00

Lu for Bending (ft) 40.00 10.00

K 1.00 1.00

Top Flange Continuously Braced No

Bottom Flange Continuously Braced No

CONTROLLING BEAM SEGMENT FORCES - SHEAR

Load Combination: 1.2D-0.130612244897959Ln-0.540816326530612Ln-1W1

Segment distance (ft) i - end 30.00 j - end 40.00

SHEAR CHECK:

Vux (kip) = -17.70 1.00Vnx (kip) = 295.07 Vux/1.00Vnx = 0.060

Vuy (kip) = -0.00 0.90Vny (kip) = 283.36 Vuy/0.90Vny = 0.000

CONTROLLING BEAM SEGMENT FORCES - AXIAL

Load Combination: 1.4D

Segment distance (ft) i - end 0.00 j - end 10.00

AXIAL CHECK:

Pu (kip) = 0.00 0.90Pnx (kip) = 904.50 Pu/0.90Pnx = 0.000

0.90Pny (kip) = 904.50 Pu/0.90Pny = 0.000

0.90Pn (kip) = 904.50 Pu/0.90Pn = 0.000

CONTROLLING BEAM SEGMENT FORCES - FLEXURE

Load Combination: 0.9D+1.08163265306122Ln+1W1

Segment distance (ft) i - end 10.00 j - end 20.00

CALCULATED PARAMETERS:

Pu (kip) = 0.00 0.90Pn (kip) = 904.50

Mux (kip-ft) = -162.41 0.90Mnx (kip-ft) = 663.75

Muy(kip-ft) = 0.00 0.90Mny (kip-ft) = 91.88

Cbx = 1.16

INTERACTION EQUATION:

Pu/0.90*Pn=0.000

Mrx/Mcx = 0.245

Seismic Provisions Member Code Check Summary

RAM Structural System 16.00.00.28

DataBase: Catalina Canopy -4 Cols_Uplift 08/07/19 14:18:55

Building Code: IBC Steel Code: AISC341-16 - LRFD

Criteria

Cd/Ie = 4.0

BRBF and SCBF - Required Column Strength based on Larger of Strength and Capacity Limited Seismic

Forces.

Frame #1:

Story:Roof Column: 1 Type: Intermediate Moment Resisting Frame

Size:HSS12X12X1/2 Fy (ksi): 50.00

D1.4a Required Strength --- OK

D2.5b Column Splices - Required Strength

E2.5a Basic Requirements (D1.1 Moderately Ductile) --- OK

E2.6g Column Splices

Story:Roof Beam: 15 Type: Intermediate Moment Resisting Frame

Size:W21X55 Fy (ksi): 50.00

E2.4a Lateral Bracing of Beams (D1.1 Moderately Ductile) --- OK

E2.5a Basic Requirements (D1.1 Moderately Ductile) --- OK

E2.6b Beam-to-Column Connection Requirements

DataBase: Catalina Canopy -4 Cols_Uplift 08/07/19 14:18:55

Building Code: IBC Steel Code: AISC341-16 - LRFD

Frame #2:

Story:Roof Column: 3 Type: Intermediate Moment Resisting Frame

Size:HSS12X12X1/2 Fy (ksi): 50.00

D1.4a Required Strength --- OK

D2.5b Column Splices - Required Strength

E2.5a Basic Requirements (D1.1 Moderately Ductile) --- OK

E2.6g Column Splices

Story:Roof Beam: 7 Type: Intermediate Moment Resisting Frame

Size:W24X68 Fy (ksi): 50.00

E2.4a Lateral Bracing of Beams (D1.1 Moderately Ductile) --- OK

E2.5a Basic Requirements (D1.1 Moderately Ductile) --- OK

Page 2/4

DataBase: Catalina Canopy -4 Cols_Uplift 08/07/19 14:18:55

Building Code: IBC Steel Code: AISC341-16 - LRFD

Frame #3:

Story:Roof Column: 6 Type: Intermediate Moment Resisting Frame

Size:HSS12X12X1/2 Fy (ksi): 50.00

D1.4a Required Strength --- OK

D2.5b Column Splices - Required Strength

E2.5a Basic Requirements (D1.1 Moderately Ductile) --- OK

E2.6g Column Splices

Story:Roof Beam: 16 Type: Intermediate Moment Resisting Frame

Size:W21X55 Fy (ksi): 50.00

E2.4a Lateral Bracing of Beams (D1.1 Moderately Ductile) --- OK

E2.5a Basic Requirements (D1.1 Moderately Ductile) --- OK

Page 3/4

DataBase: Catalina Canopy -4 Cols_Uplift 08/07/19 14:18:55

Building Code: IBC Steel Code: AISC341-16 - LRFD

Frame #4:

Story:Roof Column: 4 Type: Intermediate Moment Resisting Frame

Size:HSS12X12X1/2 Fy (ksi): 50.00

D1.4a Required Strength --- OK

D2.5b Column Splices - Required Strength

E2.5a Basic Requirements (D1.1 Moderately Ductile) --- OK

E2.6g Column Splices

Story:Roof Beam: 5 Type: Intermediate Moment Resisting Frame

Size:W24X68 Fy (ksi): 50.00

E2.4a Lateral Bracing of Beams (D1.1 Moderately Ductile) --- OK

E2.5a Basic Requirements (D1.1 Moderately Ductile) --- OK

Page 4/4

Member Code Check

DataBase: Catalina Canopy -4 Cols_Uplift 08/07/19 14:18:55

Building Code: IBC

Beam Parameters

Story: Roof Frame No: 2 Member No: 7

Fy (ksi): 50.00 Size: W24X68

Frame Type: Intermediate Moment Resisting Frame

E2.4a Stability Bracing of Beams (D1.2a Moderately Ductile) --- OK

Max Lu (in) = 120.00 Lu Limit = 187.49 OK

Lateral Bracing Requirements along Beam

Required strength of lateral brace along beam = 8.42 kip

Required stiffness of bracing (A-6-8) = 5615.40 kip / Lb

Lateral Bracing Requirements at Plastic Hinge

Required strength of lateral brace at hinge = 25.27 kip

Required stiffness of bracing (A-6-8) = 5615.40 kip / Lb

Cd = 1.0 assumed for eqns (A-6-7/8)

Lb = distance between braces (in)

The brace closest to the point of inflection should be designed for two times these values (Cd=2)

E2.5a Basic Requirements (D1.1 Moderately Ductile) --- OK

Flange b/tf = 7.67 Limit = 9.18 OK

Web h/tw = 51.86 Limit = 90.93 OK

E2.6b Beam-to-Column Connection Requirements

Beam-to-column connection must be capable of sustaining a 0.02 radian interstory drift ratio.

All beam-to-column joints to demonstrate conformance with E2.6b(1) as indicated in E2.6b(2)

Concentrated Force Distributed Transversely at Center of the HSS Width Rectangular HSS Column

Shape HSS12X12X1/2

E = 29000 ksi

Fy = 46 ksi

Fu = 58 ksi

Ag = 20.9 in.

Sx= 76.2 in.

Sy = 76.2 in.

(about axis perp. To plane of conx)

Bx = 12 in.

By = 12 in.

t = 0.465 in.

S = 76.2 in.

B = 12 in. (width of HSS at face of conx, measured perp. to plane of plate in conx)

H = 12 in. (width of HSS NOT at face of conx, measured parallel to plane of plate in conx)

Column Demand Pr = 17.5 kips (acting parallel to axis of HSS)

Mr = 678 in. x kips (acting about axis perpendicular to plane of connection)

Connecting Plate

Fy = 46 ksi

Bp = 9 in. (width of plate attached to HSS) tp = 0.01 in. (thickness of plate attached to HSS)

N = 24 in. (bearing length of the load, measured parallel to the axis of the HSS)

Pr = 28.25 kips (acting perpendicular to axis of HSS)

Vr =

Local Yielding

Beta, Bp/B 0.75

B/t 25.80645161

Applicable? 1 φ = 0.95 φRn = 3.933 kips (K1-2)

RESULT = NO GOOD!

Shear Yielding (Punching)

B-2t 11.07 in.

Check Limit State? 0

Bep = 3.4875 in.

φ = 0.95 φRn = 85.2851385 kips (K1-3)

RESULT = No Check Req'd

Sidewall Local Yielding

Applicable? 1 k = 0.6975 in.

φ = 1 φRn = 1175.91525 kips (K1-4)

RESULT =

Sidewall Local Crippling

U = 0.21162953

Qf = 1 (K2-10) φ = 0.75 φRn = 2334.321818 kips (K1-5)

RESULT =

Sidewall Local Buckling (in cross-connections) (forces pass through HSS) φ = 0.75 φRn = 394.2108754 kips (K1-6)

RESULT =

Weld Size (θ=90)

Le = 9 in. (K1-7 w/ modification) (one-sided weld)

Le = 18 (K1-7) (two-sided weld) φ = 0.75

Fexx = 70 ksi groove weld thickness = 0.039858907 in.

base metal fillet weld, Dmin = 0.751649638 (two-sided weld)

U p d a te

T h e se

C e ll s

W h e n

S a p

C a n g s

Diaphragm Design

Company: T.Y. Lin International

Phone | Fax:

e-Mail:

Project Number:

Project Title: USFS Catalina_Canopy

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Date: 8/7/2019

PROFIS DF Diaphragm 2.7.0

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Project Details

T.Y. Lin InternationalCompany:

Contact:

Address:

/ Phone / Fax:

Comments:

e-Mail:

USFS Catalina_CanopyProject Title:

Project Number:

Structural Plan Sheet Number:

Contract Number:

RCSChecked by:

MTPPrepared by:

8/7/2019Date:

Design Settings

LRFDDesign Method:

WindRelevant Loads:

Resistance Factors:

= 0.70

= 0.50

= 0.80

= 0.70

= 0.50

= 0.50 = 0.50 e-Mail:

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Area A

38.50 ftLength L:

44.50 ftWidth B:

X - DirectionZone Orientation:

3 in.Sidelap Connector Spacing from:

36 in.Sidelap Connector Spacing to:

3 in.Sidelap Connector Spacing incr.:

BeamsSupport Construction:

10.00 ftJoist / Beam Spacing:

0.2500 in.Joist / Beam Thickness:

3" N-Deck - Deep Rib or

3DR

Deck Panel:

NestablePanel Type:

24.000 in.Panel Width:

Panel Moment of Inertia (16 ga):

Panel Moment of Inertia (18 ga):

Panel Moment of Inertia (20 ga):

Panel Moment of Inertia (22 ga):

Lateral Load Uplift Load

45 ksi / 33 ksi

Steel Roof DeckDeck Type:

e-Mail:

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Zone A - 1

10 ftLength L:

120 plfDiaphragm Shear Q: 56 psfNet Uplift T:

20 ga (0.0358 in.)Deck Thickness:

Hilti X-HSN 24Frame Fastener:

Hilti #8 Drill ScrewSidelap Connector:

36 in.Sidelap Connector Spacing:

24/4Pattern:

318 plfDesign Shear: 126 psfDesign Uplift:

30.8 kip/in.Shear Stiffness G': 32.4 micro-in./lbFlexibility Factor F:

Design OK

Required Input Loads

Proposed Diaphragm System

Proposed System Diaphragm Shear and Stiffness/Flexibility

Design Checks

Design Shear

Design Uplift

Shear & Tension Interaction:

e-Mail:

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Design Shear / Stiffness Calculation for Zone A - 1

Frame Fastener Strength: Reference:

SDI DDM, Third Edition t = 0.0358 in.

= 1.795 kip = 1795 lb

Sidelap Connector Strength:

SDI DDM, Third Edition dt = 0.164 in.= 0.0358 in.

= 0.673 kip = 673 lb

Shear Strength Calculation:

= 0.375

SDI DDM, Third Edition (Eq. 2.2-2)

= 1.333

= 2

= 1.333

= 3 * 10.00 ft * 12 / 36.00 in. = 10.000 l = 3 * 10.00 ft = 30.00 ft

= 917 plf e-Mail:

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Design Shear / Stiffness Calculation for Zone A - 1

Reference:

SDI DDM, Third Edition (Eq. 2.2-4)

A

D

= 1

= 3.000 in.

= 10.00 ft

= 3 * 10.00 ft * 12 / 36.00 in. = 10.000

W = 24.000 in.

= 0.5556

= 0.5556 l = 0.700

B = 8.195

= 454 plf

SDI DDM, Third Edition (Eq. 2.2-5)

N

= 482 plf e-Mail:

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Design Shear Strength:

Reference:

= 454 plf

= 454 plf * 0.70 = 318 plf

Design Shear / Stiffness Calculation for Zone A - 1

Check for Buckling:

SDI DDM, Third Edition (Eq. 2.3-3)

I

= 10.00 ft t = 0.0358 in.

d / s = 8.000 in. / 13.296 in.

= 1830 plf * 0.80 = 1464 plf

Governing:

Frame Fastener Flexibility:

SDI DDM, Third Edition t = 0.0358 in.

= 0.0066 in./kip e-Mail:

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Design Shear / Stiffness Calculation for Zone A - 1

Sidelap Connector Flexibility: Reference:

SDI DDM, Third Edition t = 0.0358 in.

= 0.0159 in./kip

Shear Stiffness / Flexibility Factor Calculation:

SDI DDM, Third Edition (Eq. 3.3-3)

SDI DDM, Third Edition, Simplified Equation (Appendix IV)

E = 29500 ksi t = 0.0358 in.

W = 24.000 in.

K1 s / d = 13.296 in. / 8.000 in. = 1.662

D = 5839.78 in.

G' = 30.8 kip/in.

F = 32.4 micro-in./lb l = 3 * 10.00 ft = 30.00 ft = 360.00 in.

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Design Uplift Calculation for Zone A - 1

Nominal Uplift Resistance: Reference:

Roof Deck Construction Handbook

= 10.00 ft

C = 2.00 ft

K = 3.00

Hilti 2014 PTG Supplement, Section

1.2.3 and 1.3.3

= 1680 lb

= 252 psf

Shear - Uplift Interaction Check:

SDI DDM, Third Edition, section 4.10

Design Uplift Resistance:

= 252 psf * 0.50 = 126 psf >= T = 56 psf e-Mail:

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Zone A - 2

19 ftLength L:

120 plfDiaphragm Shear Q: 56 psfNet Uplift T:

20 ga (0.0358 in.)Deck Thickness:

Hilti X-HSN 24Frame Fastener:

Hilti #8 Drill ScrewSidelap Connector:

36 in.Sidelap Connector Spacing:

24/4Pattern:

318 plfDesign Shear: 126 psfDesign Uplift:

30.8 kip/in.Shear Stiffness G': 32.4 micro-in./lbFlexibility Factor F:

Design OK

Required Input Loads

Proposed Diaphragm System

Proposed System Diaphragm Shear and Stiffness/Flexibility

Design Checks

Design Shear e-Mail:

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Design Shear / Stiffness Calculation for Zone A - 2

Frame Fastener Strength: Reference:

SDI DDM, Third Edition t = 0.0358 in.

= 1.795 kip = 1795 lb

Sidelap Connector Strength:

SDI DDM, Third Edition dt = 0.164 in.= 0.0358 in.

= 0.673 kip = 673 lb

Shear Strength Calculation:

= 0.375

SDI DDM, Third Edition (Eq. 2.2-2)

= 1.333

= 2

= 1.333

= 3 * 10.00 ft * 12 / 36.00 in. = 10.000 e-Mail:

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Design Shear / Stiffness Calculation for Zone A - 2

Reference:

SDI DDM, Third Edition (Eq. 2.2-4)

A

D

= 1

= 3.000 in.

= 10.00 ft

= 3 * 10.00 ft * 12 / 36.00 in. = 10.000

W = 24.000 in.

= 0.5556

= 0.5556 l = 0.700

B = 8.195

= 454 plf

SDI DDM, Third Edition (Eq. 2.2-5) e-Mail:

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Design Shear Strength:

Reference:

= 454 plf

= 454 plf * 0.70 = 318 plf

Design Shear / Stiffness Calculation for Zone A - 2

Check for Buckling:

SDI DDM, Third Edition (Eq. 2.3-3)

I

= 10.00 ft t = 0.0358 in.

d / s = 8.000 in. / 13.296 in.

= 1830 plf * 0.80 = 1464 plf

Governing:

Frame Fastener Flexibility:

SDI DDM, Third Edition e-Mail:

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Design Shear / Stiffness Calculation for Zone A - 2

Sidelap Connector Flexibility: Reference:

SDI DDM, Third Edition t = 0.0358 in.

= 0.0159 in./kip

Shear Stiffness / Flexibility Factor Calculation:

SDI DDM, Third Edition (Eq. 3.3-3)

SDI DDM, Third Edition, Simplified Equation (Appendix IV)

E = 29500 ksi t = 0.0358 in.

W = 24.000 in.

K1 s / d = 13.296 in. / 8.000 in. = 1.662

D = 5839.78 in.

G' = 30.8 kip/in.

e-Mail:

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Design Uplift Calculation for Zone A - 2

Nominal Uplift Resistance: Reference:

Roof Deck Construction Handbook

= 10.00 ft

C = 2.00 ft

K = 3.00

Hilti 2014 PTG Supplement, Section

1.2.3 and 1.3.3

= 1680 lb

= 252 psf

Shear - Uplift Interaction Check:

SDI DDM, Third Edition, section 4.10 e-Mail:

Project Number:

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Zone A - 3

10 ftLength L:

120 plfDiaphragm Shear Q: 56 psfNet Uplift T:

20 ga (0.0358 in.)Deck Thickness:

Hilti X-HSN 24Frame Fastener:

Hilti #8 Drill ScrewSidelap Connector:

36 in.Sidelap Connector Spacing:

24/4Pattern:

318 plfDesign Shear: 126 psfDesign Uplift:

30.8 kip/in.Shear Stiffness G': 32.4 micro-in./lbFlexibility Factor F:

Design OK

Required Input Loads

Proposed Diaphragm System

Proposed System Diaphragm Shear and Stiffness/Flexibility

Design Checks

Design Shear e-Mail:

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Design Shear / Stiffness Calculation for Zone A - 3

Frame Fastener Strength: Reference:

SDI DDM, Third Edition t = 0.0358 in.

= 1.795 kip = 1795 lb

Sidelap Connector Strength:

SDI DDM, Third Edition dt = 0.164 in.= 0.0358 in.

= 0.673 kip = 673 lb

Shear Strength Calculation:

= 0.375

SDI DDM, Third Edition (Eq. 2.2-2)

= 1.333

= 2

= 1.333

= 3 * 10.00 ft * 12 / 36.00 in. = 10.000 e-Mail:

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Design Shear / Stiffness Calculation for Zone A - 3

Reference:

SDI DDM, Third Edition (Eq. 2.2-4)

A

D

= 1

= 3.000 in.

= 10.00 ft

= 3 * 10.00 ft * 12 / 36.00 in. = 10.000

W = 24.000 in.

= 0.5556

= 0.5556 l = 0.700

B = 8.195

= 454 plf

SDI DDM, Third Edition (Eq. 2.2-5) e-Mail:

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Design Shear Strength:

Reference:

= 454 plf

= 454 plf * 0.70 = 318 plf

Design Shear / Stiffness Calculation for Zone A - 3

Check for Buckling:

SDI DDM, Third Edition (Eq. 2.3-3)

I

= 10.00 ft t = 0.0358 in.

d / s = 8.000 in. / 13.296 in.

= 1830 plf * 0.80 = 1464 plf

Governing:

Frame Fastener Flexibility:

SDI DDM, Third Edition e-Mail:

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Design Shear / Stiffness Calculation for Zone A - 3

Sidelap Connector Flexibility: Reference:

SDI DDM, Third Edition t = 0.0358 in.

= 0.0159 in./kip

Shear Stiffness / Flexibility Factor Calculation:

SDI DDM, Third Edition (Eq. 3.3-3)

SDI DDM, Third Edition, Simplified Equation (Appendix IV)

E = 29500 ksi t = 0.0358 in.

W = 24.000 in.

K1 s / d = 13.296 in. / 8.000 in. = 1.662

D = 5839.78 in.

G' = 30.8 kip/in.

e-Mail:

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Design Uplift Calculation for Zone A - 3

Nominal Uplift Resistance: Reference:

Roof Deck Construction Handbook

= 10.00 ft

C = 2.00 ft

K = 3.00

Hilti 2014 PTG Supplement, Section

1.2.3 and 1.3.3

= 1680 lb

= 252 psf

Shear - Uplift Interaction Check:

SDI DDM, Third Edition, section 4.10 e-Mail:

Project Number:

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Date: 8/7/2019

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Remarks; Your Cooperation Duties

• Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles, formulas and security regulations in accordance with Hilti's technical directions and operating, mounting and assembly instructions, etc., that must be strictly complied with by the user. All figures contained therein are average figures, and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore, you bear the sole responsibility for the absence of errors, the completeness and the relevance of the data to be put in by you. Moreover, you bear sole responsibility for having the results of the calculation checked and cleared by an expert, particularly with regard to compliance with applicable norms and permits, prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors, the correctness and the relevance of the results or suitability for a specific application.