Attachment_No__7_JOTR_250023_Entrance_Station_100_CD_Structural_Calcs_220121.pdf

Bluestone Engineering, Inc. 1990 N. California Blvd., 8th Floor Tel 925.932.7053 www.bluestoneeng.com Walnut Creek, CA 94596

JOSHUA TREE NATIONAL PARK WEST ENTRANCE STATION

Final Design

Structural Calculations

January 3, 2022

Item Page

Calculations

Table of Contents 1

Layout 2

Building Loads 7

Shear Wall Design 12

Kiosk Cant. Columns 19

Canopy Column Design 20

Diaphragm Design 23

Vertical Framing Design 25

Foundations 30

Anchorage 35

Equipment Pad 40

Enercalc Output 43

JOSHUA TREE NATIONAL PARK

STRUCTURAL CALCULATIONS

TABLE OF CONTENTS

2 Index

BLUESTONE ENGINEERING, INC.

Bluestone Engineering, Inc. Job 20023.1 Sht.

Walnut Creek, California Date 12/16/21 By TMS

Layout

Shade Canopies

Layout

Service Building

Layout

Kiosk #1

Layout

Kiosk #2

Layout

Kiosk #3 (Kiosk #4 Similar)

Loading

Self Weight

Shade Canopy

20 Ga Metal Deck 3.1 psf

HSS Rafters 3.44 psf

HSS Beams 2.60 psf

HSS Columns 0.88 psf

PV Panels 4.00 psf

Total Self Wt 14.0 psf Use 14.00 psf

Roof Live Load 20.00 psf

Kiosk and Comfort Stations

Conventional Wood Framed Building w/ Plywood Roof and Walls

Use Self Wt 15.00 psf at Roof

12.00 psf at Walls

Wind Load

Shade Canopy Use Chapter 29: Other Structures

Risk Category II

Basic Wind Speed 100 MPH

Directionality Factor, kd 0.85

Exposure D

Topographic Factor, kzt 1.0

Ground Elevation Factor, ke 0.9 for elevation = 3000'

Gust Factor 0.85

Velocity Pressure Coeff, kz 1.03 (h=15')

Velocity Pressure , qz 20.1715 psf

Force Coefficient, Cf 1.95

Horizontal Force, Fh 33.43 psf

(GCr) for Rooftop structures 1.0

Vertical Force, Fv 20.17 psf

Loading

Wind Load

Buildings Use Chapter 28 Part 2

Comfort Station

Use Wind Pressures for design:

Wall Pressure 21.0 psf

Horz. Roof Pressure 11.0 psf

Vert Roof Pressure 25.3 psf

Eave Pressure 35.5 psf

Loading

Seismic Loading

Loading

Shade Canopy

Seismic Coefficients:

SS 1.701 SMS 1.701

S1 0.6 SM1 1.53

FA 1.0 SDS 1.134

FV 1.7 SD1 1.020

Roof Height, hn 18.0 feet

Table 12.8-2 Coeff., Ct 0.02

Table 12.8-2 Coeff., x 0.75 ==> Tn = 0.175 seconds

Redundancy Factor, R 1.25 Cantilever Column System

Importance Factor, Ie 1.0

Seismic Coeff., CS 0.907 <== Controls

CS max 4.669

CS min 0.24

Seismic Base Shear, V 0.907 *W (Strength Design)

Kiosk and Comfort Stations

Roof Height, hn 10.0 feet

Table 12.8-2 Coeff., Ct 0.02

Table 12.8-2 Coeff., x 0.75 ==> Tn = 0.112 seconds

Redundancy Factor, R 6.50 Wood Shear Walls

Importance Factor, Ie 1.0

Seismic Coeff., CS 0.174 <== Controls

CS max 1.395

CS min 0.0462

Seismic Base Shear, V 0.174 *W (Strength Design)

Note: for Cantilever Columns in Buildings, use 0.907W

Loading

Seismic Loading for Equipment

Seismic Coefficients for Non-Structural Components:

Pump Skid: ap = 1.0

Rp = 1.5

Ip = 1.0

Height above grade, Z = 0.0

Fp = 0.3024 *Wp

Fp max = 1.8144 *Wp

Fp min = 0.3402 *Wp <== controls

Solar Panels

Solar Panel Weight 2.3 psf

Unistrut Support Bracket Weight 1.7 psf

Total 4.0 psf

Shear Walls

Service Building

Aroof 909.40 ft

Abldg 562.13 ft

LPerimWall 96.67 ft

HWallAve 10.00 ft

Roof Wt 15.00 psf

Wall Wt 12.00 psf

Seismic Loading:

Cs 0.174

Wind Loading:

Roof 11 psf

Walls 21 psf

N-S Loading:

Ldiaph 45.67 ft

Lbldg 28.83 ft

Hroof 3.67 ft

E-W Loading:

Ldiaph 19.92 ft

Lbldg 19.50 ft

Hroof 1.00 ft

Dist. Seis Load, plf Dist. Wind Load, plf

Roof Walls Roof Walls

N-S 119.17 51.76 40.33 105.00

E-W 51.97 35.01 21.00 105.00

Wall

# (Grid) Tribroof, ft Tribwall, ft E W

1 (Gr E) 9.96 9.75 1691.38 1425.40

2 (Gr F) 9.96 9.75 1691.38 1425.40

3 (Gr 5) 27.25 14.50 1923.81 2094.75

4 (Gr 8) 18.42 14.50 1464.73 1909.25

Reactions, lb

Shear Walls

Kiosk #1

Aroof 245.46 ft

Abldg 160.61 ft

LPerimWall 53.13 ft

HWallAve 10.00 ft

Roof Wt 15.00 psf

Wall Wt 12.00 psf

Seismic Loading:

Cswall 0.174

CsCantCol 0.907

Wind Loading:

Roof 11 psf

Walls 21 psf

N-S Loading:

Ldiaph 9.75 ft

Lbldg 9.33 ft

Hroof 1.00 ft

E-W Loading:

Ldiaph 25.21 ft

Lbldg 17.21 ft

Hroof 2.17 ft

Dist. Seis Load, plf Dist. Wind Load, plf

Roof Walls Roof Walls

N-Swalls 25.41 32.23 21.00 105.00

N-SCantCol 132.47 168.00 21.00 105.00

E-W 65.71 59.43 23.83 105.00

Wall

# (Grid) Tribroof, ft Tribwall, ft E W

5 (A.2) 12.58 8.58 3108.90 1165.50

6 (A.8) 12.75 8.58 600.65 1169.00

7 (1) 4.67 4.67 583.97 601.22

8 (1+) 4.67 4.67 583.97 601.22

Shear Walls

Kiosk #2

Aroof 201.55 ft

Abldg 134.88 ft

LPerimWall 52.83 ft

HWallAve 10.00 ft

Roof Wt 15.00 psf

Wall Wt 12.00 psf

Seismic Loading:

Cswall 0.174

CsCantCol 0.907

Wind Loading:

Roof 11 psf

Walls 21 psf

N-S Loading:

Ldiaph 7.33 ft

Lbldg 6.92 ft

Hroof 1.00 ft

E-W Loading:

Ldiaph 27.58 ft

Lbldg 19.50 ft

Hroof 2.33 ft

Dist. Seis Load, plf Dist. Wind Load, plf

Roof Walls Roof Walls

N-Swalls 19.07 28.28 21.00 105.00

N-SCantCol 99.41 147.44 21.00 105.00

E-W 71.73 79.74 25.67 105.00

Wall

# (Grid) Tribroof, ft Tribwall, ft E W

9 (B-) 13.75 9.75 2804.41 1312.50

10 (B+) 13.83 9.75 539.59 1314.25

11 (2) 3.46 3.46 523.85 451.89

12 (2+) 3.46 3.46 523.85 451.89

Shear Walls

Kiosk #3/#4

Aroof 201.55 ft

Abldg 134.88 ft

LPerimWall 52.83 ft

HWallAve 10.00 ft

Roof Wt 15.00 psf

Wall Wt 12.00 psf

Seismic Loading:

Cswall 0.174

CsCantCol 0.907

Wind Loading:

Roof 11 psf

Walls 21 psf

N-S Loading:

Ldiaph 7.33 ft

Lbldg 6.92 ft

Hroof 1.00 ft

E-W Loading:

Ldiaph 27.58 ft

Lbldg 19.50 ft

Hroof 2.33 ft

Dist. Seis Load, plf Dist. Wind Load, plf

Roof Walls Roof Walls

N-Swalls 19.07 28.29 21.00 105.00

N-SCantCol 99.41 147.45 21.00 105.00

E-W 71.73 79.75 25.67 105.00

Wall

# (Grid) Tribroof, ft Tribwall, ft E W

13 (C-) 13.75 9.75 538.02 1312.50

14 (C.6) 13.83 9.75 2812.78 1314.25

15 (1+) 3.46 3.46 523.87 451.89

16 (1++) 3.46 3.46 523.87 451.89

Shear Walls

Summary of Wall Loading

Wall

# (Gr) Length (ft) Height (ft) DL E W

1 (E) 16.33 10.42 140 1691 1425

2 (F) 14.83 10.42 140 1691 1425

3 (5) 19.50 12.42 283 1924 2095

4 (8) 16.17 9.17 238 1465 1909

5 (A.2) 9.33 3.33 167 3109 1166 Cant. Column + Short Shear Wall

6 (A.8) 3.25 10.75 256 601 1169 Simpson Strong Wall

7 (1) 8.58 10.17 137 584 601

8 (1+) 8.58 10.08 136 584 601

9 (B-) 6.92 3.33 176 2804 1313 Cant. Column + Short Shear Wall

10 (B+) 2.67 10.67 264 540 1314 Simpson Strong Wall

11 (2) 10.92 10.33 139 524 452

12 (2+) 8.25 10.25 138 524 452

13 (C-) 2.83 9.00 244 538 1313 Simpson Strong Wall

14 (C.6) 6.92 3.33 176 2813 1314 Cant. Column + Short Shear Wall

15 (1+) 10.92 9.42 128 524 452

16 (1++) 7.25 9.42 128 524 452

Bluestone Engineering, Inc. Job Sht.

Walnut Creek, California Date By T. Swenson

PLYWOOD SHEAR WALLS

1.134 (LRFD Stress Design) ρ = 1.0

Seismic Loading

Sheathing:

15/32 CD Exp I

ASD

Forces

Wall

ID

Shear

Len (ft)

HD Len

(ft)

Ht.

(ft)

Force

(lbs) h/b

Ratio

Shear

(plf)

Spacing of Common

Nails (in)

DL

(plf)

EQ or

Wind

Mr

(ft-k)

Mot

(ft-k)

Comp

(kips)

Uplift

(kips)

HD

Reqd

1 16.33 15.83 10.4 1,691 0.64 104 10d @ 6 - one side 140 EQ 8.2 17.6 1.7 0.4 HDU2

2 14.83 14.33 10.4 1,691 0.70 114 10d @ 6 - one side 140 EQ 6.8 17.6 1.7 0.5 HDU2

3 19.50 19.00 12.4 1,924 0.64 99 10d @ 6 - one side 283 EQ 23.7 23.9 3.2 0.0 N/A

4 16.17 15.67 9.2 1,465 0.57 91 10d @ 6 - one side 238 EQ 13.7 13.4 2.2 0.0 N/A

5 9.33 8.83 3.3 3,109 0.36 333 10d @ 6 - one side 167 EQ 3.2 10.4 1.5 0.6 HSS

6 3.25 2.75 10.8 601 3.31 306 10d @ 6 - one side 256 EQ 0.6 6.5 2.0 1.5 HTT4

7 8.58 8.08 10.2 584 1.18 68 10d @ 6 - one side 137 EQ 2.2 5.9 1.0 0.3 HDU2

8 8.58 8.08 10.1 584 1.17 68 10d @ 6 - one side 136 EQ 2.2 5.9 1.0 0.3 HDU2

9 6.92 6.42 3.3 2,804 0.48 405 10d @ 6 - one side 176 EQ 1.9 9.3 1.6 0.8 HSS

10 2.67 2.17 10.7 540 4.00 NG NG-Use Strong Wall 264 EQ 0.4 5.8 2.2 1.7 WSW

11 10.92 10.42 10.3 524 0.95 48 10d @ 6 - one side 139 EQ 3.7 5.4 1.0 0.1 HDU2

12 8.25 7.75 10.3 524 1.24 63 10d @ 6 - one side 138 EQ 2.1 5.4 1.0 0.3 HDU2

13 2.83 2.33 9.0 538 3.18 302 10d @ 6 - one side 244 EQ 0.4 4.8 1.8 1.3 WSW

14 6.92 6.42 3.3 2,813 0.48 407 10d @ 6 - one side 176 EQ 1.9 9.4 1.6 0.8 HSS

15 10.92 10.42 9.4 524 0.86 48 10d @ 6 - one side 128 EQ 3.4 4.9 0.9 0.1 HDU2

16 7.25 6.75 9.4 524 1.30 72 10d @ 6 - one side 128 EQ 1.5 4.9 0.9 0.4 HDU2

Holdowns

HD Anchor Capacity

HDU2 5/8 3,075 lbs

HTT4 5/8 4,445 lbs

Strongwalls

WSW Wall # Shear Capacity Anchor W de

WSW18x10 6 1,590 lbs 7/8 19 7.0

WSW24x10 10 3,295 lbs 7/8 13 6.0

WSW24x9 13 3,670 lbs 7/8 13 6.0

20023.10

12/16/2021

SDS =

Shear walls at level

Bluestone Engineering, Inc. Job Sht.

Walnut Creek, California Date By T. Swenson

Wind Loading

Sheathing:

15/32 CD Exp I

ASD

Forces

Wall

ID

Shear

Len (ft)

HD Len

(ft)

Ht.

(ft)

Force

(lbs) h/b

Ratio

Shear

(plf)

Spacing of Common

Nails (in)

DL

(plf)

EQ or

Wind

Mr

(ft-k)

Mot

(ft-k)

Comp

(kips)

Uplift

(lbs)

HD

Reqd

1 16.33 15.83 10 1425 0.64 87 10d @ 6 - one side 140 W 11.2 14.8 1.0 0.2 N/A

2 14.83 14.33 10 1425 0.70 96 10d @ 6 - one side 140 W 9.2 14.8 1.0 0.3 HDU2

3 19.5 19.00 12 2095 0.64 107 10d @ 6 - one side 282.7 W 32.3 26.0 1.7 -0.2 N/A

4 16.17 15.67 9.2 1909 0.57 118 10d @ 6 - one side 238 W 18.7 17.5 1.3 -0.1 N/A

5 9.3333 8.83 3.3 1166 0.36 125 10d @ 6 - one side 166.8 W 4.4 3.9 0.5 0.0 HSS

6 3.25 2.75 11 1169 3.31 595 10d @ 4 - one side 255.8 W 0.8 12.6 3.3 3.0 HTT4

7 8.5833 8.08 10 601 1.18 70 10d @ 6 - one side 137 W 3.0 6.1 0.7 0.3 HDU2

8 8.5833 8.08 10 601 1.17 70 10d @ 6 - one side 136 W 3.0 6.1 0.7 0.3 HDU2

9 6.9167 6.42 3.3 1313 0.48 190 10d @ 6 - one side 176.2 W 2.5 4.4 0.6 0.2 HSS

10 2.6667 2.17 11 1314 4.00 NG NG-Use Strong Wall 264.2 W 0.6 14.0 4.6 4.3 WSW

11 10.917 10.42 10 452 0.95 41 10d @ 6 - one side 139 W 5.0 4.7 0.5 0.0 HDU2

12 8.25 7.75 10 452 1.24 55 10d @ 6 - one side 138 W 2.8 4.6 0.6 0.2 HDU2

13 2.8333 2.33 9 1313 3.18 736 10d @ 4 - one side 244.2 W 0.6 11.8 3.6 3.4 WSW

14 6.9167 6.42 3.3 1314 0.48 190 10d @ 6 - one side 176.2 W 2.5 4.4 0.6 0.2 HSS

15 10.917 10.42 9.4 452 0.86 41 10d @ 6 - one side 128 W 4.6 4.3 0.5 0.0 HDU2

16 7.25 6.75 9.4 452 1.30 62 10d @ 6 - one side 128 W 2.0 4.3 0.6 0.2 HDU2

12/16/2021

20023.10 Page 18

Cantilever Columns at Kiosks

Cantilever Columns - Seismic

Seismic Demand, E 3109 lbf

Number of Columns 2

Shear per column = 1554.5 lbf

Cantilever length of Column 5.6667 ft

Moment at Steel Beam = 8808.83 lb-ft (LRFD)

6166.18 lb-ft (ASD)

HSS 4x4x1/4 Properties

S = 3.90 in

I = 7.80 in

Fy = 42.00 ksi ==> Fb = 25.2 ksi

E = 29000.00 ksi

Bending Stress, fb = 18.97 ksi < 25.2 ksi OK

Elastic Deflection = 0.72 in

Cd = 1.25 ==> δx = 0.9004 in

Shear Wall Defl., ∆m 0.45 in Total Defl = 1.35 in

Allowable Deflection = 2.16 in

OK

Walnut Creek, California Date 1/3/22 By TMS

Cantilever Columns at Canopy

Cantilever Columns - Lateral Seismic Design Controls

Width 48 ft

Length 52 ft

Canopy Weight 14.0 psf ==> W = 34.94 kips

Base Shear Coeff. 0.907 ==> Vb = 31.69 kips

Trial Column Size: HSS 10x8x5/8

Area, A 18.70 in

Inertia, Ix 252.52 in

Inertia, Iy 178.05 in

Modulus, Sx 50.50 in

Modulus, Sy 44.51 in

Radius of gyration, rx 3.68 in Radius of gyration, ry 3.07 in

Column deflections per kip for ENERCALC Diaphragm Model Shear from Model

Col H(ft) dX dY V_X V_Y

1 15.09 0.2702691 0.3833101 6.738 6.106 kips

2 16.75 0.369635 0.5242361 4.917 4.414 kips

3 14.84 0.2570576 0.3645728 6.138 6.407 kips

4 16.5 0.35333 0.5011115 4.469 4.616 kips

5 14.59 0.2442838 0.3464562 6.952 6.759 kips

6 16.26 0.3381352 0.4795613 5.019 4.818 kips

15.6717 average height

Walnut Creek, California Date 01/03/22 By TMS

Cantilever Columns at Canopy

Column Design See Enercalc for distribution of forces

Loading Summary:

V (kips) M(kip-ft) ∆(in) V (kips) M(kip-ft) ∆(in)

Col

1 6.74 101.68 1.82 6.11 92.14 2.34

2 4.92 82.36 1.82 4.41 73.93 2.31

3 6.14 91.09 1.58 6.41 95.08 2.34

4 4.47 73.74 1.58 4.62 76.16 2.31

5 6.95 101.43 1.70 6.76 98.61 2.34

6 5.02 81.61 1.70 4.82 78.34 2.31

Design Properties:

Steel Yield Strength, Fy 46.00 ksi

Modulus, E 29000.00 ksi

Slenderness Factor, K 2.00

Amplification, Cd 1.25

Axial Capacity

Col Cc KL/r Fa (ksi) fa (ksi) fa/Fa

1 111.554 118.04 10.72 0.31 0.03

2 111.554 131.03 8.70 0.31 0.04

3 111.554 116.09 11.08 0.31 0.03

4 111.554 129.07 8.96 0.31 0.03

5 111.554 114.13 11.46 0.31 0.03

6 111.554 127.20 9.23 0.31 0.03

Flexural Capacity (w/Compact Section)

Col Fb (ksi) fb (ksi) fb/Fb Fb (ksi) fb (ksi) fb/Fb

1 30.360 16.911 0.557 30.360 17.388 0.573

2 30.360 13.698 0.451 30.360 13.952 0.460

3 30.360 15.150 0.499 30.360 17.943 0.591

4 30.360 12.264 0.404 30.360 14.373 0.473

5 30.360 16.870 0.556 30.360 18.610 0.613

6 30.360 13.573 0.447 30.360 14.784 0.487

X-Direction Y-Direction

X-Direction Y-Direction

Cantilever Columns at Canopy

Combined axial + bending stress

Col X-Dir Y-Dir

1 0.586 0.602

2 0.487 0.495 Max Stress ratio: 0.640 OK

3 0.527 0.619

4 0.439 0.508

5 0.583 0.640

6 0.481 0.521

Deflections

Allowable

Col ∆x (in) ∆y (in) δm (in) δa (in) Check

1 1.82 2.34 2.926 3.761 OK

2 1.82 2.31 2.892 3.761 OK

3 1.58 2.34 2.920 3.761 OK

4 1.58 2.31 2.891 3.761 OK

5 1.70 2.34 2.927 3.761 OK

6 1.70 2.31 2.888 3.761 OK

Separation at Kiosk

Kiosk Deflection, δm 0.55 in

Kiosk Roof Height 11.5 ft

Canopy Defl. At Kiosk Ht 2.148 in

Reqd Separation 2.22 in

Diaphragms

Buildings

Diaph Load Diaph

Wall Length (ft) (lb) Shear

1 27 1691 62.64

2 27 1691 62.64

3 14.25 2095 147.00

4 14.25 1909 133.98 Controlling Shear = 406.67 plf

5 9.33 3109 333.10

6 9.33 1169 125.25 Plywood thickness = 15/32

7 17.17 601 35.02 Blocked ? no

8 17.17 601 35.02 Nailing 10d

9 6.92 2804 405.46 Spacing, EN 6 in

10 6.92 1314 190.01

11 19.50 524 26.86 Nominal Capacity 510 plf

12 19.50 524 26.86 φ factor 0.8

13 6.92 1313 189.76

14 6.92 2813 406.67 φ Vn 408 plf

15 19.50 524 26.87 OK

16 19.50 524 26.87

Canopy

Vb = 31.69 kips

Min. Diaph Length = 48 ft

Diaph Shear Demand = 330.15 plf (LRFD)

231.10 plf (ASD)

Capacity of 20 Ga Metal Deck 239 plf OK with BP connections at 6" O.C.

Diaphragms

Check for Flexible/Rigid diaphragm

G' 46 kip/in

Span 24 ft

∆diaph 1.44691 in 2*∆diaph 2.894 in

Support Deflection 2.9 in > 2.894 in

Rigid Diaph

Vertical Loading

Building Framing

Support Building Roof Joists, J1:

Size: 2x8 Dead Load: 15 psf

Spacing: 2'-0" Live Load: 20 psf

Material: DF #1 Wind Load: 25 psf

Span: 10'-6" Wind Load (OH): 0 psf

Overhang: 0 Snow Load: 0 psf

See Enercalc for design

Support Building Roof Joists, J2:

Size: 2x8 Dead Load: 15 psf

Spacing: 2'-0" Live Load: 20 psf

Material: DF #1 Wind Load: 25 psf

Span: 9'-8" Wind Load (OH): 35.5 psf

Overhang: 4'-8" Snow Load: 0 psf

See Enercalc for design

Support Building Roof Beams, BM1:

Size: 6x14 Dead Load: 15 psf

Trib Width: 9.75 ft Live Load: 20 psf

Material: DF #1 Wind Load: 25 psf

Span: 18'-10" Wind Load (OH): 0 psf

Overhang: 0 Snow Load: 0 psf

See Enercalc for design

Support Building Porch Joists, PJ1:

Size: 6x4x1/4 Dead Load: 15 psf

Trib Width: 4'-0" Live Load: 20 psf

Material: A500 Gr B Wind Load: 25 psf

Span: 19'-0" Wind Load (OH): 0 psf

Overhang: 0 Snow Load: 0 psf

See Enercalc for design

Vertical Loading

Comfort Station Porch Beams, PBM1:

Size: 6x4x1/4 Dead Load: 15 psf

Trib Width: 9.96 Live Load: 20 psf

Material: A500 Gr B Wind Load: 25 psf

Span: 9'-2" Wind Load (OH): 35.5 psf

Overhang: 3'-7" Snow Load: 0 psf

See Enercalc for design

Kiosk Roof Joists, KJ1:

Size: 2x8 Dead Load: 15 psf

Spacing: 2'-0" Live Load: 20 psf

Material: DF #1 Wind Load: 25 psf

Span: 9'-6" Wind Load (OH): 35.5 psf

Overhang: 4'-4" Snow Load: 0 psf

See Enercalc for design

Kiosk Roof Beams, KBM1:

Size: 4x8 Dead Load: 15 psf

Trib Width: 8.50 ft Live Load: 20 psf

Material: DF #1 Wind Load: 25 psf

Span: 8'-2" Wind Load (OH): 0 psf

Overhang: 0 Snow Load: 0 psf

See Enercalc for design

ALL Headers, HDR1:

Size: 6x8 flat Dead Load: 15 psf

Trib Width: 8.75 ft Live Load: 20 psf

Material: DF #1 Wind Load: 25 psf

Span: 8'-0" Wind Load (OH): 0 psf

Overhang: 0 Snow Load: 0 psf

Vertical Loading

Canopy Framing

Canopy Rafters:

Size: 8x6x5/16 Dead Load: 14 psf

Trib Width: 8'-0" Live Load: 20 psf

Material: A500 Gr B Wind Load: 20.2 psf

Span: 24'-5" Wind Load (OH): 20.2 psf

Overhang: 2'-0" Snow Load: 0 psf

See Enercalc for design

Canopy Beams:

Size: 12x8x3/8 Dead Load: 14 psf

Trib Width: 24.00 ft Live Load: 20 psf

Material: A500 Gr B Wind Load: 20.2 psf

Span: 28'-10" Wind Load (OH): 20.2 psf

Overhang: 11'-2"/8'-0" Snow Load: 0 psf

Vertical Loading

Metal Decking

HSN3-32 Acoustical Metal Deck by Verco

Dead Load on decking 4 psf (PV panels)

Live Load on decking 26 psf, Note: same as wind load

30 psf

Span Conditions: 2 or more spans

Typ Span Length 8 ft

Cant. Span Length 4 ft

Deck Properties:

Fy 50 ksi

Gage 20

Weight 2.4 psf

Sneg 0.471 in /ft

I 0.833 in /ft

Vertical Loading

Metal Decking

Allowable uniform load 143 psf OK

Check Cantilever Condition (Add 300 lb point load (2' trib) at roof edge - Conservative)

Distributed Load 32.4 psf

Point Load 300 lbs

Bending Moment 859.2 lb-ft/ft

OK

fb 21.89 ksi < Fb 30 ksi

Deflection 0.3031 in

L/240 Limit 0.4 in OK

Use 16 gauge x 3" deep HSN3 Perf metal deck

Foundations

Typical Bearing/Shear Wall Foundations

Max Roof Trib Width: 8.915 ft

Max Wall Height: 12.42 ft

Dead Load: 15 psf roof

12 psf walls

Live Load: 20 psf roof

Wind Load: 35.5 psf roof overhang

Load to footing: Load factor

DL 282.77 plf 1

Lr 178.30 plf 0.75

W 316.48 plf 0.45

Factored Design Load 558.91 plf

Bearing Capacity

Footing Width 1.5 ft

Footing Depth below grade 2 ft

Bearing Capacity = 4690 psf

Demand = 373 psf OK

Overturning at wall ends:

Compression Demand 6.1 kips

1016.67 psf OK

Grade Beam ok for uplift by inspection

Foundations

Canopy Footings

Footing Length 8.5 ft Cover 0.75 ft

Footing Width 8.5 ft

Footing Depth 3.25 ft Footing Weight 35.22 kips

Cover Weight 6.50 kips

Loading: Trib Roof Area 609.6 sf

Load

Dead Load 14 psf 8.53 kips

Roof Live Load 20 psf 12.2 kips

Wind 20.2 psf 12.3 kips

Seismic Shear 6.759 kips

Seismic Moment 98.61 kip-ft

Controlling Load Combination: 0.6D +/- 0.7E(Ωo) Ωo 1.25

Vert Load 30.155 kips

Moment 86.287 kip-ft

Shear 5.914 kips

Foundations

For seismic load case, allow eccentricity of resultant to be outside the kern. Check bearing pressure for this condition.

Resultant eccentricity, e 3.499 ft

Length of bearing. l' 2.254 ft

Maximum bearing stress 3.149 ksf

Allowable bearing stress 11.157 ksf OK

Check Sliding

Passive Resistance 6.768 kips

Shear Resistance 10.727 kips OK

17.495 kips > 5.914 kips

Foundations

Footing Flexural Reinforcement

Controlling Load Combination: 0.9D +/- 1.0E

Vert Load 45.233 kips

Moment 123.267 kip-ft

Shear 6.759 kips

Bar Size 6 diam 0.75 in area 0.44 in

Num Bars 8 As 3.534 in

Cover 3 in d 35.63 in

Concrete Strength, f'c 4 ksi

Steel Strength, fy 60 ksi

Strength Reduction factor, φ 0.9

OK

φMn 561.73 kip-ft > 145.23 kip-ft

Minimum S&T Reinforcement 6.54 in ==> 7.5 bars T&B

(Each Face)

Curbs at Bearing Walls

Curb Width 7.25 in

Max. Curb Height 14.00 in (above F.G.)

Lateral Earth Pressure 40.00 pcf

Surcharge Pressure 80.00 psf

Foundations

Active Surcharge

Flexural Demand on stem 10.586 54.444 lb-ft/ft

Total 65.031 lb-ft/ft

0.78 kip-in

Reinforcement Size #4 bar diameter 0.5 in

Spacing 12 in

Depth 3.625 in

Concrete Strength 4 ksi

Area of Steel 0.20 in /ft

OK

Capacity, φMn 36.90 kip-in > 0.78 kip-in

Use #4 bars at 12" O.C. in stem

Anchorage

Canopy Column Base Plate Note: Seismic Load Controls

Column Loads/Demands to Base Plate:

Dead Load 8.534 kips

LC1 LC2

X-Dir Y-Dir

Seismic Shear 6.95 6.76 kips

Seismic Moment 101.676 98.61 kip-ft

Load Combination: 0.9D + E(Ωo)

Load Case 1

X-Dir

Anchorage

Canopy Column Base Plate

Anchorage

Canopy Column Base Plate

Load Case 2

Y-Dir

Anchorage

Anchorage

Column to Base Plate Connection

Mu 127.10 kip-ft

Vu 8.69 kips

Pu 7.68 kips

Fillet Weld Size 0.375 in Effective Shear width 0.265 in

Column Dimension 10 in

Weld Strength 70 ksi

Shear on effective Area φfw 8.353 kip/in

Tension Demand 148.67 kips lweld >= 17.800 in

Shear Demand 8.69 kips lweld >= 1.040 in

Stiffener plate length 6 in (2) plates each side of column

Total weld length for tension 34 in > 17.800 in OK

Total weld length for shear 20 in > 1.040 in OK

Equipment Pad

Booster Pump at (E) Comfort Station

Model QFMV2-1LH by Flowtherm

Skid Mounted

Operating Weight 690 lb

Mounting Per Manuf. 5/8" dia holes for 1/2" dia A.B.

Trans Spacing = 26 in

Long Spacing = 36 in

Num of Bolts = 4

Heigth of C.G. 36 in

Seismic Demands:

Seismic Coeff. 0.34 *Wp ==> Fp = 234.6 lb

Shear on A.B. 58.65 lb/anchor

Uplift on A.B. 162.42 lb/anchor

Equipment Pad

Booster Pump at (E) Comfort Station

Equipment Pad

Booster Pump at (E) Comfort Station

Wood Beam LIC# : KW-06015314, Build:20.21.10.4 Bluestone Engineering (c) ENERCALC INC 1983-2021

DESCRIPTION: Joist J1

Project File: EC.ec6

Project Title: Joshua Tree National Park Engineer: T. Swenson Project ID: 20023.10 Project Descr: West Entrance Station

CODE REFERENCES

Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16

Material Properties

Beam Bracing : Beam is Fully Braced against lateral-torsional buckling Repetitive Member Stress Increase

Allowable Stress Design

Douglas Fir-Larch No.1

1,000.0 1,000.0 1,500.0

625.0

1,700.0 620.0

180.0

675.0 31.210

Analysis Method :

Eminbend - xx ksi Wood Species :

Wood Grade :

Fb + psi psi

Fv psi

Fb -

Ft psi

Fc - Prll psi psiFc - Perp

E : Modulus of Elasticity Ebend- xx ksi

Density pcf

Load Combination : ASCE 7-16

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

Uniform Load : D = 0.0150, Lr = 0.020, W = 0.0250 ksf, Tributary Width = 2.0 ft

.DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.426: 1

Load Combination +D+Lr

Span # where maximum occurs Span # 1 Location of maximum on span 5.250ft

45.14 psi=

2,070.00psi

2x8Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1=

Load Combination +D+Lr

225.00 psi==

Section used for this span 2x8 Maximum Shear Stress Ratio 0.201 : 1

0.000 ft=

880.95psi

Maximum Deflection

0 <360

Ratio = 0 <180

Max Downward Transient Deflection 0.170 in 741Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.280 in Ratio = >=180 Max Upward Total Deflection 0 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable

Span: 1 : W Only n/a Span: 1 : +D+0.750Lr+0.450W n/a

.Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C i CLC CCCF/V mr td Shear ValuesMax Stress Ratios

M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00

1.00Length = 10.50 ft 1 0.253 0.119 0.90 1.200 1.15 1.00 1.00 0.41 377.55 1490.40 0.14 162.001.00 19.35 1.00+D+Lr 1.200 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.426 0.201 1.25 1.200 1.15 1.00 1.00 0.96 880.95 2070.00 0.33 225.001.00 45.14 1.00+D+0.750Lr 1.200 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.365 0.172 1.25 1.200 1.15 1.00 1.00 0.83 755.10 2070.00 0.28 225.001.00 38.69 1.00+D+0.60W 1.200 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.285 0.134 1.60 1.200 1.15 1.00 1.00 0.83 755.10 2649.60 0.28 288.001.00 38.69 1.00+D+0.750Lr+0.450W 1.200 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.392 0.185 1.60 1.200 1.15 1.00 1.00 1.14 1,038.26 2649.60 0.39 288.001.00 53.20 1.00+D+0.450W 1.200 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.249 0.118 1.60 1.200 1.15 1.00 1.00 0.72 660.71 2649.60 0.25 288.001.00 33.85 1.00+0.60D+0.60W 1.200 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.228 0.107 1.60 1.200 1.15 1.00 1.00 0.66 604.08 2649.60 0.22 288.001.00 30.95

DESCRIPTION: Joist J1

Project File: EC.ec6

Project Title: Joshua Tree National Park Engineer: T. Swenson Project ID: 20023.10 Project Descr: West Entrance Station

Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C i CLC CCCF/V mr td Shear ValuesMax Stress Ratios

M CV fbM fvF'b V F'vSegment Length 1.00+0.60D 1.200 1.15 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 10.50 ft 1 0.085 0.040 1.60 1.200 1.15 1.00 1.00 0.25 226.53 2649.60 0.08 288.001.00 11.61

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

+D+0.750Lr+0.450W 1 0.2803 5.288 0.0000 0.000

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

Overall MAXimum 0.433 0.433 Overall MINimum 0.263 0.263 D Only 0.158 0.158 +D+Lr 0.368 0.368 +D+0.750Lr 0.315 0.315 +D+0.60W 0.315 0.315 +D+0.750Lr+0.450W 0.433 0.433 +D+0.450W 0.276 0.276 +0.60D+0.60W 0.252 0.252 +0.60D 0.095 0.095 Lr Only 0.210 0.210 W Only 0.263 0.263

DESCRIPTION: Joist J2

Project File: EC.ec6

Project Title: Joshua Tree National Park Engineer: T. Swenson Project ID: 20023.10 Project Descr: West Entrance Station

CODE REFERENCES

Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16

Material Properties

Beam Bracing : Beam is Fully Braced against lateral-torsional buckling

Allowable Stress Design

Douglas Fir-Larch No.1

675 31.21

Analysis Method :

Eminbend - xx ksi Wood Species :

Wood Grade :

Fb + psi psi

Fv psi

Fb -

Ft psi

Fc - Prll psi psiFc - Perp

E : Modulus of Elasticity Ebend- xx ksi

Density pcf

Load Combination : ASCE 7-16

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

Load for Span Number 1

Uniform Load : D = 0.0150, Lr = 0.020, W = 0.0250 ksf, Extent = 0.0 -->> 9.670 ft, Tributary Width = 2.0 ft Load for Span Number 2

Uniform Load : D = 0.0150, Lr = 0.020, W = 0.03550 ksf, Extent = 0.0 -->> 4.670 ft, Tributary Width = 2.0 ft .DESIGN SUMMARY Design OK

Maximum Bending Stress Ratio 0.397: 1

Load Combination+D+0.750Lr+0.750L+0.450W+H, LL Comb Run (*L)

Span # where maximum occurs Span # 1 Location of maximum on span 9.670ft

51.83 psi=

2,304.00psi

2x8Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1=

Load Combination +D+Lr+H, LL Comb Run (LL)

225.00 psi==

Section used for this span 2x8 Maximum Shear Stress Ratio 0.230 : 1

9.076 ft=

915.63psi

Maximum Deflection

746 >=360

Ratio = 934 >=180

Max Downward Transient Deflection 0.191 in 586Ratio = >=360 Max Upward Transient Deflection -0.150 in Ratio = Max Downward Total Deflection 0.241 in Ratio = >=180 Max Upward Total Deflection -0.120 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable

Span: 2 : Lr Only, LL Comb Run (*L) Span: 2 : Lr Only, LL Comb Run (L*) Span: 2 : +D+0.750Lr+0.750L+0.450W+H, LL Comb Run Span: 2 : +D+Lr+H, LL Comb Run (L*)

.Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C i CLC CCCF/V mr td Shear ValuesMax Stress Ratios

M CV fbM fvF'b V F'vSegment Length +D+H 0.00 0.00 0.000.00

1.00Length = 9.670 ft 1 0.231 0.137 0.90 1.200 1.00 1.00 1.00 0.33 298.74 1296.00 0.16 162.001.00 22.21 1.00Length = 4.670 ft 2 0.231 0.137 0.90 1.200 1.00 1.00 1.00 0.33 298.74 1296.00 0.12 162.001.00 22.21 1.00+D+L+H, LL Comb Run (*L) 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.670 ft 1 0.207 0.123 1.00 1.200 1.00 1.00 1.00 0.33 298.74 1440.00 0.16 180.001.00 22.21 1.00Length = 4.670 ft 2 0.207 0.123 1.00 1.200 1.00 1.00 1.00 0.33 298.74 1440.00 0.12 180.001.00 22.21 1.00+D+L+H, LL Comb Run (L*) 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.670 ft 1 0.207 0.123 1.00 1.200 1.00 1.00 1.00 0.33 298.74 1440.00 0.16 180.001.00 22.21 1.00Length = 4.670 ft 2 0.207 0.123 1.00 1.200 1.00 1.00 1.00 0.33 298.74 1440.00 0.12 180.001.00 22.21 1.00+D+L+H, LL Comb Run (LL) 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.670 ft 1 0.207 0.123 1.00 1.200 1.00 1.00 1.00 0.33 298.74 1440.00 0.16 180.001.00 22.21

DESCRIPTION: Joist J2

Project File: EC.ec6

Project Title: Joshua Tree National Park Engineer: T. Swenson Project ID: 20023.10 Project Descr: West Entrance Station

Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C i CLC CCCF/V mr td Shear ValuesMax Stress Ratios

M CV fbM fvF'b V F'vSegment Length 1.00Length = 4.670 ft 2 0.207 0.123 1.00 1.200 1.00 1.00 1.00 0.33 298.74 1440.00 0.12 180.001.00 22.21 1.00+D+Lr+H, LL Comb Run (*L) 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.670 ft 1 0.387 0.175 1.25 1.200 1.00 1.00 1.00 0.76 697.05 1800.00 0.28 225.001.00 39.30 1.00Length = 4.670 ft 2 0.387 0.175 1.25 1.200 1.00 1.00 1.00 0.76 697.05 1800.00 0.28 225.001.00 39.30 1.00+D+Lr+H, LL Comb Run (L*) 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.670 ft 1 0.336 0.203 1.25 1.200 1.00 1.00 1.00 0.66 605.26 1800.00 0.33 225.001.00 45.61 1.00Length = 4.670 ft 2 0.166 0.203 1.25 1.200 1.00 1.00 1.00 0.33 298.74 1800.00 0.12 225.001.00 45.61 1.00+D+Lr+H, LL Comb Run (LL) 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.670 ft 1 0.387 0.230 1.25 1.200 1.00 1.00 1.00 0.76 697.05 1800.00 0.38 225.001.00 51.83 1.00Length = 4.670 ft 2 0.387 0.230 1.25 1.200 1.00 1.00 1.00 0.76 697.05 1800.00 0.28 225.001.00 51.83 1.00+D+S+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.670 ft 1 0.180 0.107 1.15 1.200 1.00 1.00 1.00 0.33 298.74 1656.00 0.16 207.001.00 22.21 1.00Length = 4.670 ft 2 0.180 0.107 1.15 1.200 1.00 1.00 1.00 0.33 298.74 1656.00 0.12 207.001.00 22.21 1.00+D+0.750Lr+0.750L+H, LL Comb Run (* 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.670 ft 1 0.332 0.150 1.25 1.200 1.00 1.00 1.00 0.65 597.48 1800.00 0.24 225.001.00 33.68 1.00Length = 4.670 ft 2 0.332 0.150 1.25 1.200 1.00 1.00 1.00 0.65 597.48 1800.00 0.24 225.001.00 33.68 1.00+D+0.750Lr+0.750L+H, LL Comb Run (L 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.670 ft 1 0.278 0.177 1.25 1.200 1.00 1.00 1.00 0.55 499.78 1800.00 0.29 225.001.00 39.76 1.00Length = 4.670 ft 2 0.166 0.177 1.25 1.200 1.00 1.00 1.00 0.33 298.74 1800.00 0.12 225.001.00 39.76 1.00+D+0.750Lr+0.750L+H, LL Comb Run (L 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.670 ft 1 0.332 0.197 1.25 1.200 1.00 1.00 1.00 0.65 597.48 1800.00 0.32 225.001.00 44.43 1.00Length = 4.670 ft 2 0.332 0.197 1.25 1.200 1.00 1.00 1.00 0.65 597.48 1800.00 0.24 225.001.00 44.43 1.00+D+0.750L+0.750S+H, LL Comb Run (*L 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.670 ft 1 0.180 0.107 1.15 1.200 1.00 1.00 1.00 0.33 298.74 1656.00 0.16 207.001.00 22.21 1.00Length = 4.670 ft 2 0.180 0.107 1.15 1.200 1.00 1.00 1.00 0.33 298.74 1656.00 0.12 207.001.00 22.21 1.00+D+0.750L+0.750S+H, LL Comb Run (L* 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.670 ft 1 0.180 0.107 1.15 1.200 1.00 1.00 1.00 0.33 298.74 1656.00 0.16 207.001.00 22.21 1.00Length = 4.670 ft 2 0.180 0.107 1.15 1.200 1.00 1.00 1.00 0.33 298.74 1656.00 0.12 207.001.00 22.21 1.00+D+0.750L+0.750S+H, LL Comb Run (LL 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.670 ft 1 0.180 0.107 1.15 1.200 1.00 1.00 1.00 0.33 298.74 1656.00 0.16 207.001.00 22.21 1.00Length = 4.670 ft 2 0.180 0.107 1.15 1.200 1.00 1.00 1.00 0.33 298.74 1656.00 0.12 207.001.00 22.21 1.00+D+0.60W+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.670 ft 1 0.314 0.161 1.60 1.200 1.00 1.00 1.00 0.79 722.95 2304.00 0.34 288.001.00 46.39 1.00Length = 4.670 ft 2 0.314 0.161 1.60 1.200 1.00 1.00 1.00 0.79 722.95 2304.00 0.30 288.001.00 46.39 1.00+D+0.750Lr+0.750L+0.450W+H, LL Comb 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.670 ft 1 0.397 0.179 1.60 1.200 1.00 1.00 1.00 1.00 915.63 2304.00 0.37 288.001.00 51.62 1.00Length = 4.670 ft 2 0.397 0.179 1.60 1.200 1.00 1.00 1.00 1.00 915.63 2304.00 0.37 288.001.00 51.62 1.00+D+0.750Lr+0.750L+0.450W+H, LL Comb 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.670 ft 1 0.268 0.201 1.60 1.200 1.00 1.00 1.00 0.68 616.89 2304.00 0.42 288.001.00 57.89 1.00Length = 4.670 ft 2 0.268 0.201 1.60 1.200 1.00 1.00 1.00 0.68 616.89 2304.00 0.25 288.001.00 57.89 1.00+D+0.750Lr+0.750L+0.450W+H, LL Comb 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.670 ft 1 0.397 0.217 1.60 1.200 1.00 1.00 1.00 1.00 915.63 2304.00 0.45 288.001.00 62.56 1.00Length = 4.670 ft 2 0.397 0.217 1.60 1.200 1.00 1.00 1.00 1.00 915.63 2304.00 0.37 288.001.00 62.56 1.00+D+0.750L+0.750S+0.450W+H, LL Comb 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.670 ft 1 0.268 0.140 1.60 1.200 1.00 1.00 1.00 0.68 616.89 2304.00 0.29 288.001.00 40.34 1.00Length = 4.670 ft 2 0.268 0.140 1.60 1.200 1.00 1.00 1.00 0.68 616.89 2304.00 0.25 288.001.00 40.34 1.00+D+0.750L+0.750S+0.450W+H, LL Comb 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.670 ft 1 0.268 0.140 1.60 1.200 1.00 1.00 1.00 0.68 616.89 2304.00 0.29 288.001.00 40.34 1.00Length = 4.670 ft 2 0.268 0.140 1.60 1.200 1.00 1.00 1.00 0.68 616.89 2304.00 0.25 288.001.00 40.34 1.00+D+0.750L+0.750S+0.450W+H, LL Comb 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.670 ft 1 0.268 0.140 1.60 1.200 1.00 1.00 1.00 0.68 616.89 2304.00 0.29 288.001.00 40.34 1.00Length = 4.670 ft 2 0.268 0.140 1.60 1.200 1.00 1.00 1.00 0.68 616.89 2304.00 0.25 288.001.00 40.34 1.00+0.60D+0.60W+0.60H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.670 ft 1 0.262 0.130 1.60 1.200 1.00 1.00 1.00 0.66 603.45 2304.00 0.27 288.001.00 37.50 1.00Length = 4.670 ft 2 0.262 0.130 1.60 1.200 1.00 1.00 1.00 0.66 603.45 2304.00 0.25 288.001.00 37.50 1.00+D+0.70E+0.60H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.670 ft 1 0.130 0.077 1.60 1.200 1.00 1.00 1.00 0.33 298.74 2304.00 0.16 288.001.00 22.21 1.00Length = 4.670 ft 2 0.130 0.077 1.60 1.200 1.00 1.00 1.00 0.33 298.74 2304.00 0.12 288.001.00 22.21 1.00+D+0.750L+0.750S+0.5250E+H, LL Comb 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00

DESCRIPTION: Joist J2

Project File: EC.ec6

Project Title: Joshua Tree National Park Engineer: T. Swenson Project ID: 20023.10 Project Descr: West Entrance Station

Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C i CLC CCCF/V mr td Shear ValuesMax Stress Ratios

M CV fbM fvF'b V F'vSegment Length 1.00Length = 9.670 ft 1 0.130 0.077 1.60 1.200 1.00 1.00 1.00 0.33 298.74 2304.00 0.16 288.001.00 22.21 1.00Length = 4.670 ft 2 0.130 0.077 1.60 1.200 1.00 1.00 1.00 0.33 298.74 2304.00 0.12 288.001.00 22.21 1.00+D+0.750L+0.750S+0.5250E+H, LL Comb 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.670 ft 1 0.130 0.077 1.60 1.200 1.00 1.00 1.00 0.33 298.74 2304.00 0.16 288.001.00 22.21 1.00Length = 4.670 ft 2 0.130 0.077 1.60 1.200 1.00 1.00 1.00 0.33 298.74 2304.00 0.12 288.001.00 22.21 1.00+D+0.750L+0.750S+0.5250E+H, LL Comb 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.670 ft 1 0.130 0.077 1.60 1.200 1.00 1.00 1.00 0.33 298.74 2304.00 0.16 288.001.00 22.21 1.00Length = 4.670 ft 2 0.130 0.077 1.60 1.200 1.00 1.00 1.00 0.33 298.74 2304.00 0.12 288.001.00 22.21 1.00+0.60D+0.70E+H 1.200 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 9.670 ft 1 0.078 0.046 1.60 1.200 1.00 1.00 1.00 0.20 179.24 2304.00 0.10 288.001.00 13.33 1.00Length = 4.670 ft 2 0.078 0.046 1.60 1.200 1.00 1.00 1.00 0.20 179.24 2304.00 0.07 288.001.00 13.33

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

+D+Lr+H, LL Comb Run (L*) 1 0.1308 4.646 0.0000 0.000 +D+Lr+H, LL Comb Run (L*)+D+0.750Lr+0.750L+0.450W+H, LL C2 0.2412 4.670 -0.0168 0.522

Load Combination Support 1 Support 2 Support 3 Vertical Reactions Support notation : Far left is #1 Values in KIPS

Overall MAXimum 0.329 0.932 Overall MINimum 0.162 0.653 +D+H 0.111 0.319 +D+L+H, LL Comb Run (*L) 0.111 0.319 +D+L+H, LL Comb Run (L*) 0.111 0.319 +D+L+H, LL Comb Run (LL) 0.111 0.319 +D+Lr+H, LL Comb Run (*L) 0.066 0.551 +D+Lr+H, LL Comb Run (L*) 0.305 0.512 +D+Lr+H, LL Comb Run (LL) 0.260 0.744 +D+S+H 0.111 0.319 +D+0.750Lr+0.750L+H, LL Comb Run (* 0.077 0.493 +D+0.750Lr+0.750L+H, LL Comb Run (L 0.256 0.464 +D+0.750Lr+0.750L+H, LL Comb Run (L 0.222 0.638 +D+0.750L+0.750S+H, LL Comb Run (*L 0.111 0.319 +D+0.750L+0.750S+H, LL Comb Run (L* 0.111 0.319 +D+0.750L+0.750S+H, LL Comb Run (LL 0.111 0.319 +D+0.60W+H 0.208 0.711 +D+0.750Lr+0.750L+0.450W+H, LL Comb 0.150 0.787 +D+0.750Lr+0.750L+0.450W+H, LL Comb 0.329 0.758 +D+0.750Lr+0.750L+0.450W+H, LL Comb 0.295 0.932 +D+0.750L+0.750S+0.450W+H, LL Comb 0.184 0.613 +D+0.750L+0.750S+0.450W+H, LL Comb 0.184 0.613 +D+0.750L+0.750S+0.450W+H, LL Comb 0.184 0.613 +0.60D+0.60W+0.60H 0.164 0.583 +D+0.70E+0.60H 0.111 0.319 +D+0.750L+0.750S+0.5250E+H, LL Comb 0.111 0.319 +D+0.750L+0.750S+0.5250E+H, LL Comb 0.111 0.319 +D+0.750L+0.750S+0.5250E+H, LL Comb 0.111 0.319 +0.60D+0.70E+H 0.067 0.191 D Only 0.111 0.319 Lr Only, LL Comb Run (*L) -0.045 0.232 Lr Only, LL Comb Run (L*) 0.193 0.193 Lr Only, LL Comb Run (LL) 0.148 0.425 W Only 0.162 0.653 H Only

DESCRIPTION: BM1

Project File: EC.ec6

Project Title: Joshua Tree National Park Engineer: T. Swenson Project ID: 20023.10 Project Descr: West Entrance Station

CODE REFERENCES

Calculations per NDS 2018, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set : ASCE 7-16

Material Properties

Beam Bracing : Beam is Fully Braced against lateral-torsional buckling

Allowable Stress Design

Douglas Fir-Larch (North) No.1

1,300.0 1,300.0

925.0 625.0

1,600.0 580.0

170.0

675.0 30.590

Analysis Method :

Eminbend - xx ksi Wood Species :

Wood Grade :

Fb + psi psi

Fv psi

Fb -

Ft psi

Fc - Prll psi psiFc - Perp

E : Modulus of Elasticity Ebend- xx ksi

Density pcf

Load Combination : ASCE 7-16

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

Uniform Load : D = 0.0150, Lr = 0.020, W = 0.0250 ksf, Tributary Width = 9.750 ft

.DESIGN SUMMARY Design OK Maximum Bending Stress Ratio 0.677: 1

Load Combination +D+Lr

Span # where maximum occurs Span # 1 Location of maximum on span 9.415ft

57.33 psi=

1,603.87psi

6x14Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1=

Load Combination +D+Lr

212.50 psi==

Section used for this span 6x14 Maximum Shear Stress Ratio 0.270 : 1

0.000 ft=

1,086.39psi

Maximum Deflection

0 <360

Ratio = 0 <180

Max Downward Transient Deflection 0.384 in 587Ratio = >=360 Max Upward Transient Deflection 0 in Ratio = Max Downward Total Deflection 0.634 in Ratio = >=180 Max Upward Total Deflection 0 in fb: Actual Fb: Allowable fv: Actual Fv: Allowable

Span: 1 : W Only n/a Span: 1 : +D+0.750Lr+0.450W n/a

.Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C i CLC CCCF/V mr td Shear ValuesMax Stress Ratios

M CV fbM fvF'b V F'vSegment Length D Only 0.00 0.00 0.000.00

1.00Length = 18.830 ft 1 0.403 0.161 0.90 0.987 1.00 1.00 1.00 6.48 465.60 1154.79 1.22 153.001.00 24.57 1.00+D+Lr 0.987 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 18.830 ft 1 0.677 0.270 1.25 0.987 1.00 1.00 1.00 15.12 1,086.39 1603.87 2.84 212.501.00 57.33 1.00+D+0.750Lr 0.987 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 18.830 ft 1 0.581 0.231 1.25 0.987 1.00 1.00 1.00 12.96 931.19 1603.87 2.43 212.501.00 49.14 1.00+D+0.60W 0.987 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 18.830 ft 1 0.454 0.181 1.60 0.987 1.00 1.00 1.00 12.96 931.19 2052.96 2.43 272.001.00 49.14 1.00+D+0.750Lr+0.450W 0.987 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 18.830 ft 1 0.624 0.248 1.60 0.987 1.00 1.00 1.00 17.83 1,280.39 2052.96 3.34 272.001.00 67.56 1.00+D+0.450W 0.987 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 18.830 ft 1 0.397 0.158 1.60 0.987 1.00 1.00 1.00 11.34 814.79 2052.96 2.13 272.001.00 42.99 1.00+0.60D+0.60W 0.987 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 18.830 ft 1 0.363 0.145 1.60 0.987 1.00 1.00 1.00 10.37 744.95 2052.96 1.95 272.001.00 39.31

DESCRIPTION: BM1

Project File: EC.ec6

Project Title: Joshua Tree National Park Engineer: T. Swenson Project ID: 20023.10 Project Descr: West Entrance Station

Maximum Forces & Stresses for Load Combinations

Span # Moment ValuesLoad Combination

C i CLC CCCF/V mr td Shear ValuesMax Stress Ratios

M CV fbM fvF'b V F'vSegment Length 1.00+0.60D 0.987 1.00 1.00 1.00 0.00 0.00 0.001.00 0.00 1.00Length = 18.830 ft 1 0.136 0.054 1.60 0.987 1.00 1.00 1.00 3.89 279.36 2052.96 0.73 272.001.00 14.74

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

+D+0.750Lr+0.450W 1 0.6342 9.484 0.0000 0.000

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

Overall MAXimum 3.787 3.787 Overall MINimum 2.295 2.295 D Only 1.377 1.377 +D+Lr 3.213 3.213 +D+0.750Lr 2.754 2.754 +D+0.60W 2.754 2.754 +D+0.750Lr+0.450W 3.787 3.787 +D+0.450W 2.410 2.410 +0.60D+0.60W 2.203 2.203 +0.60D 0.826 0.826 Lr Only 1.836 1.836 W Only 2.295 2.295

Steel Beam

DESCRIPTION: PJ1

Project File: EC.ec6

Project Title: Joshua Tree National Park Engineer: T. Swenson Project ID: 20023.10 Project Descr: West Entrance Station

CODE REFERENCES

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

Material Properties Analysis Method :

ksi Bending Axis : Major Axis Bending

Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield : 46.0 ksi

Beam Bracing : E: Modulus : 29,000.0

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

Uniform Load : D = 0.0150, Lr = 0.020, W = 0.0250 ksf, Tributary Width = 4.0 ft

.Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.380 : 1

Load Combination +D+0.750Lr+0.450W

Span # where maximum occurs Span # 1 Location of maximum on span 9.500ft

1.568 k Mn / Omega : Allowable 19.580 k-ft Vn/Omega : Allowable

HSS6x4x1/4Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1

Load Combination +D+0.750Lr+0.450W

40.826 k

Section used for this span HSS6x4x1/4 Ma : Applied

Maximum Shear Stress Ratio = 0.038 : 1

0.000 ft

7.446 k-ft Va : Applied

0 <360

Ratio = 0 <180

Maximum Deflection Max Downward Transient Deflection 0.485 in 469Ratio = >=360 Max Upward Transient Deflection 0.000 in Ratio = Max Downward Total Deflection 0.802 in Ratio = >=180 Max Upward Total Deflection 0.000 in

Span: 1 : W Only Span: 1 : +D+0.750Lr+0.450W

.Maximum Forces & Stresses for Load Combinations

Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios

M V Mmax -Mmax + Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length D Only

Dsgn. L = 19.00 ft 1 0.138 0.014 2.71 2.71 32.70 19.58 1.00 1.00 0.57 68.18 40.83 +D+Lr

Dsgn. L = 19.00 ft 1 0.323 0.033 6.32 6.32 32.70 19.58 1.00 1.00 1.33 68.18 40.83 +D+0.750Lr

Dsgn. L = 19.00 ft 1 0.277 0.028 5.42 5.42 32.70 19.58 1.00 1.00 1.14 68.18 40.83 +D+0.60W

Dsgn. L = 19.00 ft 1 0.277 0.028 5.42 5.42 32.70 19.58 1.00 1.00 1.14 68.18 40.83 +D+0.750Lr+0.450W

Dsgn. L = 19.00 ft 1 0.380 0.038 7.45 7.45 32.70 19.58 1.00 1.00 1.57 68.18 40.83 +D+0.450W

Dsgn. L = 19.00 ft 1 0.242 0.024 4.74 4.74 32.70 19.58 1.00 1.00 1.00 68.18 40.83 +0.60D+0.60W

Dsgn. L = 19.00 ft 1 0.221 0.022 4.33 4.33 32.70 19.58 1.00 1.00 0.91 68.18 40.83 +0.60D

Dsgn. L = 19.00 ft 1 0.083 0.008 1.62 1.62 32.70 19.58 1.00 1.00 0.34 68.18 40.83

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

+D+0.750Lr+0.450W 1 0.8019 9.554 0.0000 0.000

DESCRIPTION: PJ1

Project File: EC.ec6

Project Title: Joshua Tree National Park Engineer: T. Swenson Project ID: 20023.10 Project Descr: West Entrance Station

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

Overall MAXimum 1.568 1.568 Overall MINimum -0.342 -0.342 D Only 0.570 0.570 +D+Lr 1.330 1.330 +D+0.750Lr 1.140 1.140 +D+0.60W 1.140 1.140 +D+0.750Lr+0.450W 1.568 1.568 +D+0.450W 0.998 0.998 +0.60D+0.60W 0.912 0.912 +0.60D 0.342 0.342 Lr Only 0.760 0.760 W Only 0.950 0.950

DESCRIPTION: PBM1

Project File: EC.ec6

Project Title: Joshua Tree National Park Engineer: T. Swenson Project ID: 20023.10 Project Descr: West Entrance Station

CODE REFERENCES

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

Material Properties Analysis Method :

ksi Bending Axis : Major Axis Bending

Beam is Fully Braced against lateral-torsional buckling Allowable Strength Design Fy : Steel Yield : 46.0 ksi

Beam Bracing : E: Modulus : 29,000.0

.Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight NOT internally calculated and added Load for Span Number 1

Uniform Load : D = 0.0150, Lr = 0.020, W = 0.0250 ksf, Tributary Width = 10.0 ft

Load for Span Number 2 Uniform Load : D = 0.0150, Lr = 0.020, W = 0.03550 ksf, Tributary Width = 10.0 ft

.Design OKDESIGN SUMMARY Maximum Bending Stress Ratio = 0.173 : 1

Load Combination+D+0.750Lr+0.750L+0.450W+H, LL Comb Run (L*)

Span # where maximum occurs Span # 1 Location of maximum on span 4.048ft

2.234 k Mn / Omega : Allowable 19.580 k-ft Vn/Omega : Allowable

HSS6x4x1/4Section used for this span

Span # where maximum occurs Location of maximum on span

Span # 1

Load Combination+D+0.750Lr+0.750L+0.450W+H, LL Comb Run (LL)

40.826 k

Section used for this span HSS6x4x1/4 Ma : Applied

Maximum Shear Stress Ratio = 0.055 : 1

9.200 ft

3.384 k-ft Va : Applied

1,297 >=360

Ratio = 1148 >=180

Maximum Deflection Max Downward Transient Deflection 0.056 in 1,569Ratio = >=360 Max Upward Transient Deflection -0.068 in Ratio = Max Downward Total Deflection 0.079 in Ratio = >=180 Max Upward Total Deflection -0.077 in

Span: 2 : Lr Only, LL Comb Run (L*) Span: 2 : Lr Only, LL Comb Run (*L) Span: 2 : +D+0.750Lr+0.750L+0.450W+H, LL Comb Run Span: 2 : +D+Lr+H, LL Comb Run (L*)

.Maximum Forces & Stresses for Load Combinations

Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios

M V Mmax -Mmax + Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length +D+H

Dsgn. L = 9.20 ft 1 0.057 0.020 1.12 -1.01 1.12 32.70 19.58 1.00 1.00 0.80 68.18 40.83 Dsgn. L = 3.67 ft 2 0.052 0.013 -1.01 1.01 32.70 19.58 1.00 1.00 0.55 68.18 40.83

+D+L+H, LL Comb Run (*L) Dsgn. L = 9.20 ft 1 0.057 0.020 1.12 -1.01 1.12 32.70 19.58 1.00 1.00 0.80 68.18 40.83 Dsgn. L = 3.67 ft 2 0.052 0.013 -1.01 1.01 32.70 19.58 1.00 1.00 0.55 68.18 40.83

+D+L+H, LL Comb Run (L*) Dsgn. L = 9.20 ft 1 0.057 0.020 1.12 -1.01 1.12 32.70 19.58 1.00 1.00 0.80 68.18 40.83 Dsgn. L = 3.67 ft 2 0.052 0.013 -1.01 1.01 32.70 19.58 1.00 1.00 0.55 68.18 40.83

+D+L+H, LL Comb Run (LL) Dsgn. L = 9.20 ft 1 0.057 0.020 1.12 -1.01 1.12 32.70 19.58 1.00 1.00 0.80 68.18 40.83 Dsgn. L = 3.67 ft 2 0.052 0.013 -1.01 1.01 32.70 19.58 1.00 1.00 0.55 68.18 40.83

+D+Lr+H, LL Comb Run (*L) Dsgn. L = 9.20 ft 1 0.120 0.031 0.63 -2.36 2.36 32.70 19.58 1.00 1.00 1.28 68.18 40.83 Dsgn. L = 3.67 ft 2 0.120 0.031 -2.36 2.36 32.70 19.58 1.00 1.00 1.28 68.18 40.83

+D+Lr+H, LL Comb Run (L*) Dsgn. L = 9.20 ft 1 0.164 0.042 3.22 -1.01 3.22 32.70 19.58 1.00 1.00 1.72 68.18 40.83 Dsgn. L = 3.67 ft 2 0.052 0.013 -1.01 1.01 32.70 19.58 1.00 1.00 0.55 68.18 40.83

DESCRIPTION: PBM1

Project File: EC.ec6

Project Title: Joshua Tree National Park Engineer: T. Swenson Project ID: 20023.10 Project Descr: West Entrance Station

Maximum Forces & Stresses for Load Combinations

Span # Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios

M V Mmax -Mmax + Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length +D+Lr+H, LL Comb Run (LL)

Dsgn. L = 9.20 ft 1 0.134 0.046 2.62 -2.36 2.62 32.70 19.58 1.00 1.00 1.87 68.18 40.83 Dsgn. L = 3.67 ft 2 0.120 0.031 -2.36 2.36 32.70 19.58 1.00 1.00 1.28 68.18 40.83

+D+S+H Dsgn. L = 9.20 ft 1 0.057 0.020 1.12 -1.01 1.12 32.70 19.58 1.00 1.00 0.80 68.18 40.83 Dsgn. L = 3.67 ft 2 0.052 0.013 -1.01 1.01 32.70 19.58 1.00 1.00 0.55 68.18 40.83

+D+0.750Lr+0.750L+H, LL Comb Run (* Dsgn. L = 9.20 ft 1 0.103 0.027 0.74 -2.02 2.02 32.70 19.58 1.00 1.00 1.10 68.18 40.83 Dsgn. L = 3.67 ft 2 0.103 0.027 -2.02 2.02 32.70 19.58 1.00 1.00 1.10 68.18 40.83

+D+0.750Lr+0.750L+H, LL Comb Run (L Dsgn. L = 9.20 ft 1 0.137 0.036 2.69 -1.01 2.69 32.70 19.58 1.00 1.00 1.49 68.18 40.83 Dsgn. L = 3.67 ft 2 0.052 0.013 -1.01 1.01 32.70 19.58 1.00 1.00 0.55 68.18 40.83

+D+0.750Lr+0.750L+H, LL Comb Run (L Dsgn. L = 9.20 ft 1 0.115 0.039 2.24 -2.02 2.24 32.70 19.58 1.00 1.00 1.60 68.18 40.83 Dsgn. L = 3.67 ft 2 0.103 0.027 -2.02 2.02 32.70 19.58 1.00 1.00 1.10 68.18 40.83

+D+0.750L+0.750S+H, LL Comb Run (*L Dsgn. L = 9.20 ft 1 0.057 0.020 1.12 -1.01 1.12 32.70 19.58 1.00 1.00 0.80 68.18 40.83 Dsgn. L = 3.67 ft 2 0.052 0.013 -1.01 1.01 32.70 19.58 1.00 1.00 0.55 68.18 40.83

+D+0.750L+0.750S+H, LL Comb Run (L* Dsgn. L = 9.20 ft 1 0.057 0.020 1.12 -1.01 1.12 32.70 19.58 1.00 1.00 0.80 68.18 40.83 Dsgn. L = 3.67 ft 2 0.052 0.013 -1.01 1.01 32.70 19.58 1.00 1.00 0.55 68.18 40.83

+D+0.750L+0.750S+H, LL Comb Run (LL Dsgn. L = 9.20 ft 1 0.057 0.020 1.12 -1.01 1.12 32.70 19.58 1.00 1.00 0.80 68.18 40.83 Dsgn. L = 3.67 ft 2 0.052 0.013 -1.01 1.01 32.70 19.58 1.00 1.00 0.55 68.18 40.83

+D+0.60W+H Dsgn. L = 9.20 ft 1 0.125 0.040 2.07 -2.44 2.44 32.70 19.58 1.00 1.00 1.65 68.18 40.83 Dsgn. L = 3.67 ft 2 0.125 0.033 -2.44 2.44 32.70 19.58 1.00 1.00 1.33 68.18 40.83

+D+0.750Lr+0.750L+0.450W+H, LL Comb Dsgn. L = 9.20 ft 1 0.158 0.041 1.44 -3.10 3.10 32.70 19.58 1.00 1.00 1.69 68.18 40.83 Dsgn. L = 3.67 ft 2 0.158 0.041 -3.10 3.10 32.70 19.58 1.00 1.00 1.69 68.18 40.83

+D+0.750Lr+0.750L+0.450W+H, LL Comb Dsgn. L = 9.20 ft 1 0.173 0.052 3.38 -2.09 3.38 32.70 19.58 1.00 1.00 2.12 68.18 40.83 Dsgn. L = 3.67 ft 2 0.107 0.028 -2.09 2.09 32.70 19.58 1.00 1.00 1.14 68.18 40.83

+D+0.750Lr+0.750L+0.450W+H, LL Comb Dsgn. L = 9.20 ft 1 0.158 0.055 2.95 -3.10 3.10 32.70 19.58 1.00 1.00 2.23 68.18 40.83 Dsgn. L = 3.67 ft 2 0.158 0.041 -3.10 3.10 32.70 19.58 1.00 1.00 1.69 68.18 40.83

+D+0.750L+0.750S+0.450W+H, LL Comb Dsgn. L = 9.20 ft 1 0.107 0.035 1.83 -2.09 2.09 32.70 19.58 1.00 1.00 1.43 68.18 40.83 Dsgn. L = 3.67 ft 2 0.107 0.028 -2.09 2.09 32.70 19.58 1.00 1.00 1.14 68.18 40.83

+D+0.750L+0.750S+0.450W+H, LL Comb Dsgn. L = 9.20 ft 1 0.107 0.035 1.83 -2.09 2.09 32.70 19.58 1.00 1.00 1.43 68.18 40.83 Dsgn. L = 3.67 ft 2 0.107 0.028 -2.09 2.09 32.70 19.58 1.00 1.00 1.14 68.18 40.83

+D+0.750L+0.750S+0.450W+H, LL Comb Dsgn. L = 9.20 ft 1 0.107 0.035 1.83 -2.09 2.09 32.70 19.58 1.00 1.00 1.43 68.18 40.83 Dsgn. L = 3.67 ft 2 0.107 0.028 -2.09 2.09 32.70 19.58 1.00 1.00 1.14 68.18 40.83

+0.60D+0.60W+0.60H Dsgn. L = 9.20 ft 1 0.104 0.032 1.62 -2.04 2.04 32.70 19.58 1.00 1.00 1.33 68.18 40.83 Dsgn. L = 3.67 ft 2 0.104 0.027 -2.04 2.04 32.70 19.58 1.00 1.00 1.11 68.18 40.83

+D+0.70E+0.60H Dsgn. L = 9.20 ft 1 0.057 0.020 1.12 -1.01 1.12 32.70 19.58 1.00 1.00 0.80 68.18 40.83 Dsgn. L = 3.67 ft 2 0.052 0.013 -1.01 1.01 32.70 19.58 1.00 1.00 0.55 68.18 40.83

+D+0.750L+0.750S+0.5250E+H, LL Comb Dsgn. L = 9.20 ft 1 0.057 0.020 1.12 -1.01 1.12 32.70 19.58 1.00 1.00 0.80 68.18 40.83 Dsgn. L = 3.67 ft 2 0.052 0.013 -1.01 1.01 32.70 19.58 1.00 1.00 0.55 68.18 40.83

+D+0.750L+0.750S+0.5250E+H, LL Comb Dsgn. L = 9.20 ft 1 0.057 0.020 1.12 -1.01 1.12 32.70 19.58 1.00 1.00 0.80 68.18 40.83 Dsgn. L = 3.67 ft 2 0.052 0.013 -1.01 1.01 32.70 19.58 1.00 1.00 0.55 68.18 40.83

+D+0.750L+0.750S+0.5250E+H, LL Comb Dsgn. L = 9.20 ft 1 0.057 0.020 1.12 -1.01 1.12 32.70 19.58 1.00 1.00 0.80 68.18 40.83 Dsgn. L = 3.67 ft 2 0.052 0.013 -1.01 1.01 32.70 19.58 1.00 1.00 0.55 68.18 40.83

+0.60D+0.70E+H Dsgn. L = 9.20 ft 1 0.034 0.012 0.67 -0.61 0.67 32.70 19.58 1.00 1.00 0.48 68.18 40.83 Dsgn. L = 3.67 ft 2 0.031 0.008 -0.61 0.61 32.70 19.58 1.00 1.00 0.33 68.18 40.83

DESCRIPTION: PBM1

Project File: EC.ec6

Project Title:…