STRUCTURAL CALCULATIONS FOR 07 02 3rd St. Tour Bus Station ... · 07 02 7. STRUCTURAL CALCULATIONS - TABLE OF CONTENTS A. Design Criteria ... Areas and Seismic Weight of Restroom

S T R U C T U R A L & C I V I L E N G I N E E R S

700 S. FLOWER ST. SUITE 1800, LA, CA 90071

TEL: (213) 596 - 4500 FAX: (213) 596 - 4599

Los Angeles, CA 90035

BRANDOW & JOHNSTON

PREPARED FOR

Urban-Architecture Lab1657 Alvira St. Second Floor

B&J #: S17-0284Date: 06/06/2018

Plan Check

STRUCTURAL CALCULATIONS

FOR

Restroom and Bus Stop Canopy

3rd St. Tour Bus Station

BRANDOW AND JOHNSTON, INC STRUCTURAL AND CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH

0207

7

STRUCTURAL CALCULATIONS - TABLE OF CONTENTS

A. Design Criteria

1.0 Seismic Design Parameters

2.0 Gravity & Seismic Design Loads

3.0 Wind Load

B. Restroom - Gravity Design & Lateral Design

1.0 Steel Beam Design

2.0 Bare Metal Deck Design

3.0 CMU Wall Design

4.0 CMU Wall Footing Design

C. Bus Stop Canopy - Gravity Design & Lateral Design

1.0 Steel Framing Design

2.0 Anchorage and Base Plate

3.0 Pole Footing Desing

D. Miscellaneous

1.0 Freestanding Wall And Footing

2.0 Bench Footing

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UAL 3rd St Tour Bus Station

Urban Architecture Lab

Beverly Hills, CA

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S17-0284

6/6/2018

R. Jimenez\\bnjfs01\bnj_cad$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\Table of Contents.xlsx

BRANDOW JOHNSTON

structural + civil engineers

- Restroom Building

and Seismic Coefficient - Canopy

3.0 Steel Fence

5.0 Skylight Support; Metal Stud Design

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Beverly Hills, CA

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BRANDOW JOHNSTON structural + civil engineers

A. Design Criteria

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A.1.0 Seismic Design Parameters

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A.2.0 Gravity & Seismic Design Loads- Restroom Building

LOADING CRITERIA

UNIFORMLY DISTRIBUTED LOADS:

Roof

Dead Load

1 1/12" x 16 GA Metal Deck 3.5 PSF

Wide Flange Beam (d approx 12", bf approx 6") 3

Riigid Insulation (4" average thick) 6

Roofing 1.5

MEP + Misc. 1.5

DL for Roof = 15.5 PSF

Live Load

Roof 20 PSF

Exterior Wall

8" CMU Wall (Medium Weight) 78 PSF

78 PSF

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UAL 3rd St Tour Bus Station (Restroom)


Beverly Hills, CA

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S17-0284

6/1/2018

RJ\\bnjfs01\bnj_cad$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\Structural Calculations.xlsx

BRANDOW JOHNSTON, INC structural + civil engineers Loading Criteria p1

Areas and Seismic Weight of Restroom Building

BUILDING FLOOR: Roof

DEAD LOAD TRIB HT

AREA OF Roof = 204 SF x 15.5 PSF = 3 K

11FT HT WALL LENGTH = 49 FT x 78 PSF x 5.5 FT = 21 K

9FT HT WALL LENGTH = 11 FT x 78 PSF x 4.5 FT = 4 K

TOTAL WEIGHT OF Roof = 28 K

SEISMIC WEIGHT OF BUILIDING AND BASE SHEAR

WP = 28 K

V = 6.1 K

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RJ

\\bnjfs01\bnj_cad$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\Structural Calculations.xlsx

BRANDOW JOHNSTON, INC structural + civil engineers Mass Takeoff_west bldg p1

204 sf

2016 CBC Lateral Loads

Seismic :

Cs = SDS IE / R = 0.309 W Eq. 12.8-2 ASCE 7-10 SS = 2.32

Cs MAX = SD1 IE / R T = 1.240 W Eq. 12.8-3 ASCE 7-10 S1 = 0.85

Cs MIN = 0.085 W Eq.12.8-5&6 ASCE 7-10 R = 5.0 Table 12.2-1 ASCE 7-10

ρ = 1 Sect. 12.3.4 ASCE 7-10

Where:

IE = 1.00 Table 1.5-2 ASCE 7-10

SD1 = 0.85 Eq. 11.4-3 Site Class (Soil, A-E) : D

SDS = 1.54 Eq. 11.4-4 Occupancy Category (1-4) = 2 Table 1.5-1 ASCE 7-10

FA = 1.0 Table 11.4-1 ASCE 7-10 Seismic Design Category : E Table 11.6-1&2 ASCE 7-10

FV = 1.5 Table 11.4-2 ASCE 7-10

Cs = 0.309

Period of Structure : T = Ct hn X = 0.137 sec. Design Cs = 0.216 0.7*E, (ASD)

Eq. 12.8-7 ASCE 7-10 V = ρ * Cs * W

Where: Ct = 0.02 Table 12.8-2 ASCE 7-10 V = 0.216 * W

X = 0.75 Table 12.8-2 ASCE 7-10

hn = 13.0 Avg. Bldg. Ht. (ft) Base Shear: = 6.1 kips

ρ * Base Shear: = 6.1 kips

To = 0.110 sec. Sect. 11.4.5 ASCE 7-10

Ts = 0.550 sec. Sect. 11.4.5 ASCE 7-10 Diaphragm Force Max. = 0.43 * Wpx ASD

TL = 8 sec. Fig. 22-12 ASCE 7-10 Diaphragm Force Min. = 0.22 * Wpx ASD

Eq. 12.10-1 ASCE 7-10

Level Story hx Story Story Wx Wxhxk

Wxhxk/ Fi Vi Sum Diaph. Ratio

Height (ft) Area(sf)Wt.(psf) (kip) (kip-ft) ΣW ihik

(kip) (kip) W Fpx/Wx Fpx:Fx

1 Roof 13.00 13.00 204 137 28 365 1.000 6.1 6 28 0.216 1.00

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

Sum : 28 365 1.0 6.1

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Beverly Hills, CA

Seismic Load

S17-0284

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RJ

BRANDOW & JOHNSTON, INC STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH

MIDDLE WALL TAKES 1/2*VBASE = 6.1K/2 = 3.05K

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A.3.0 Wind Load andSeismic Coefficient

- Canopy

Inverted Pendulum Type Structureper ASCE 7-10 Table 15.4-2


Beverly Hills, CA

S17-0284

06/2018

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Beverly Hills, CA

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B. Restroom - Gravity Design & Lateral Design

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Beverly Hills, CA

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B.1.0 Steel Beam Design

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KEY PLAN

1

2

3

A

B

C

W12x12 CONT

S0.0510

S0.057

S0.036

S0.048

ROOF MTL DECKPER

S0.051

ROOF MTL DECKPER

S0.051

TYP.

CMU WALLBELOW

NOTES:

1. INDICATES DIRECTION OF DECK

INDICATES EXTENT OF DECK

TYP.

BM-1

Steel Beam ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10Licensee : B&J HBK, INC.Lic. # : KW-06008805

File = \\bnjfs01\bnj_cad$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\Wall Footing.ec6

Description : Single Roof Beam

CODE REFERENCESCalculations per AISC 360-10, IBC 2015, ASCE 7-10Load Combination Set : ASCE 7-10Material Properties

Analysis Method :ksi

Bending Axis : Major Axis BendingBeam is Fully Braced against lateral-torsional bucklingLoad Resistance Factor Design Fy : Steel Yield : 36.0 ksi

Beam Bracing : E: Modulus : 29,000.0

.Service loads entered. Load Factors will be applied for calculations.Applied LoadsBeam self weight NOT internally calculated and addedLoads on all spans...

Uniform Load on ALL spans : D = 0.01550, Lr = 0.0780 ksf, Tributary Width = 5.670 ft

.Design OKDESIGN SUMMARYMaximum Bending Stress Ratio = 0.104 : 1

Load Combination +1.20D+1.60Lr

Span # where maximum occurs Span # 1Location of maximum on span 9.000ft

4.574 kMn * Phi : Allowable 79.110 k-ft Vn * Phi : Allowable

W12x22Section used for this span

Span # where maximum occursLocation of maximum on span

Span # 1

Load Combination +1.20D+1.60Lr69.077 k

Section used for this span W12x22Mu : Applied

Maximum Shear Stress Ratio = 0.066 : 1

9.000 ft

8.232 k-ft Vu : Applied

17,853 >=24014894

Ratio = 0 <180

Maximum DeflectionMax Downward Transient Deflection 0.006 in 17,853Ratio = >=240Max Upward Transient Deflection 0.006 in Ratio =Max Downward Total Deflection 0.007 in Ratio = >=180Max Upward Total Deflection 0.000 in

.Maximum Forces & Stresses for Load Combinations

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

M V max Mu -max Mu + Rm VnxMu Max Phi*Mnx Cb VuMaxMnx Phi*VnxSegment Length+1.40D

Dsgn. L = 9.00 ft 1 0.016 0.010 0.70 -1.25 1.25 87.90 79.11 1.00 1.00 0.69 69.08 69.08Dsgn. L = 9.00 ft 2 0.016 0.010 0.70 -1.25 1.25 87.90 79.11 1.00 1.00 0.69 69.08 69.08

+1.20D+0.50LrDsgn. L = 9.00 ft 1 0.042 0.027 1.86 -3.31 3.31 87.90 79.11 1.00 1.00 1.84 69.08 69.08Dsgn. L = 9.00 ft 2 0.042 0.027 1.86 -3.31 3.31 87.90 79.11 1.00 1.00 1.84 69.08 69.08

+1.20DDsgn. L = 9.00 ft 1 0.013 0.009 0.60 -1.07 1.07 87.90 79.11 1.00 1.00 0.59 69.08 69.08Dsgn. L = 9.00 ft 2 0.013 0.009 0.60 -1.07 1.07 87.90 79.11 1.00 1.00 0.59 69.08 69.08

+1.20D+1.60LrDsgn. L = 9.00 ft 1 0.104 0.066 4.63 -8.23 8.23 87.90 79.11 1.00 1.00 4.57 69.08 69.08Dsgn. L = 9.00 ft 2 0.104 0.066 4.63 -8.23 8.23 87.90 79.11 1.00 1.00 4.57 69.08 69.08

+0.90DDsgn. L = 9.00 ft 1 0.010 0.006 0.45 -0.80 0.80 87.90 79.11 1.00 1.00 0.44 69.08 69.08Dsgn. L = 9.00 ft 2 0.010 0.006 0.45 -0.80 0.80 87.90 79.11 1.00 1.00 0.44 69.08 69.08

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

Overall Maximum Deflections

+D+Lr 1 0.0073 3.816 0.0000 0.000+D+Lr 2 0.0072 5.220 0.0000 0.000

.

BM-1

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Description : Single Roof Beam

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

Overall MAXimum 1.789 1.7895.964Overall MINimum 0.178 0.1780.593D Only 0.297 0.2970.989+D+Lr 1.789 1.7895.964+D+0.750Lr 1.416 1.4164.720+0.60D 0.178 0.1780.593Lr Only 1.493 1.4934.975

.

BM-1

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Description : Single Roof Beam BM-1

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S17-0284 06/2018

R.J.


S17-0284 06/2018

R.J.


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B.2.0 Bare Metal Deck Design

Type PLB™-36 or HSB®-36 1½" Deep Roof Deck Primer Painted or Galvanized PLB-36 Deck used with PunchLok II System HSB-36 Deck used with TSWs, BPs or Screws

26 VR4 VERCO DECKING, INC. www.vercodeck.com

Dimensions

Deck Weight and Section Properties

Gage

WeightId for

DeflectionMoment

Allowable Reactions per ft of Width (lb) due to Web CripplingOne Flange Loading Two Flange Loading

Galv Painted Single Span

(in.4/ft)

Multi Span

(in.4/ft)

+Seff –SeffEnd Bearing

LengthInterior Bearing

LengthEnd Bearing

LengthInterior Bearing

Length

(psf) (psf) ( in.3/ft) (in.3/ft) 2" 3" 4" 3" 4" 2" 3" 4" 3" 4"

22 1.9 1.8 0.177 0.192 0.176 0.188 935 1076 1163 1559 1671 962 1078 1150 1935 2084

20 2.3 2.2 0.219 0.231 0.230 0.237 1301 1492 1609 2190 2340 1413 1576 1675 2744 2947

18 2.9 2.8 0.302 0.306 0.314 0.331 2181 2484 2667 3714 3950 2551 2823 2987 4713 5038

16 3.5 3.4 0.381 0.381 0.399 0.410 3265 3699 3955 5607 5938 4018 4422 4660 7168 7631

Notes:1. Section properties are based on Fy = 50,000 psi.2. Id is for deflection due to uniform loads.3. Seff (+ or -) is the effective section modulus. 4. Multiply tabulated deck values listed above by the following adjustment factors to obtain acoustical deck section properties:

Deck Type

Id for Deflection

MomentAllowable Reactions per ft of Width (lb)

One Flange Loading

Single Span

Multi Span +Seff –Seff End Bearing Interior Bearing

B - Acoustical 0.98 0.98 0.97 0.97 1.00 0.76

5. Allowable (ASD) reactions are based on web crippling, per AISI S100 Section C3.4, where Ωw = 1.70 for end bearing and 1.75 for interior bearing. Nominal reactions may be determined by multiplying the table values by Ωw. LRFD reactions may be determined by multiplying nominal reactions by Φw = 0.90 for end reactions and 0.85 for interior reactions. 6. Diaphragm values for HSB-30 Nestable are outside the scope of Verco's Evaluation Report.

www.vercodeck.com VERCO DECKING, INC. VR4 27

Type PLB™-36 or HSB®-36

Attachment Patterns to Supports

36/7/4 Attachment Pattern

The 36/7/4 pattern requires a 36/7 attachment pattern at end panel supports and a 36/4 attachment pattern at interior panel supports.

Footnotes for Allowable Uniform Load Tables

1. Stress = Allowable uniform load based on maximum allowable flexural stress in deck.2. L/360, L240 or L/180 = Uniform load which produces selected deflection in deck.3. The symbol ♦♦♦ indicates allowable uniform load based on deflection exceeds allowable uniform load based on stress.4. Nominal uniform loads governed by stress may be determined by multiplying the allowable values in the table by Ωb = 1.67. LRFD loads may be determined by multiplying nominal loads by Φb = 0.95.

36/4

36/5

36/7/4

36/7

36/9

36/14

Note: indicates location of arc spot weld, power actuated fastener, or screw as indicated in the load tables. indicates location of arc seam weld, power actuated fastener, or screw as indicated in the load tables.

@ Interior Panel Supports@ End Panel Supports


Type PLB™-36 or HSB®-36

Allowable Uniform Loads (psf)

SPANDECK GAGE CRITERIA

SPAN (ft-in.)

2'-0" 3'-0" 4'-0" 5'-0" 5'-6" 6'-0" 6'-6" 7'-0" 7'-6" 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 11'-0" 12'-0"

SIN

GL

E

22Stress 300 300 220 141 116 98 83 72 63 55 49 43 39 35 29 24

L/360 ♦♦♦ 287 121 62 47 36 28 23 18 15 13 11 9 8 6 4

L/240 ♦♦♦ ♦♦♦ 182 93 70 54 42 34 28 23 19 16 14 12 9 7

L/180 ♦♦♦ ♦♦♦ ♦♦♦ 124 93 72 56 45 37 30 25 21 18 15 12 9

20Stress 300 300 288 184 152 128 109 94 82 72 64 57 51 46 38 32

L/360 ♦♦♦ ♦♦♦ 150 77 58 44 35 28 23 19 16 13 11 10 7 6

L/240 ♦♦♦ ♦♦♦ 225 115 86 67 52 42 34 28 23 20 17 14 11 8

L/180 ♦♦♦ ♦♦♦ ♦♦♦ 153 115 89 70 56 45 37 31 26 22 19 14 11

18Stress 300 300 300 251 208 174 149 128 112 98 87 78 70 63 52 44

L/360 ♦♦♦ ♦♦♦ 207 106 79 61 48 39 31 26 22 18 15 13 10 8

L/240 ♦♦♦ ♦♦♦ ♦♦♦ 159 119 92 72 58 47 39 32 27 23 20 15 11

L/180 ♦♦♦ ♦♦♦ ♦♦♦ 212 159 122 96 77 63 52 43 36 31 26 20 15

16Stress 300 300 300 300 264 222 189 163 142 125 110 99 88 80 66 55

L/360 ♦♦♦ ♦♦♦ 261 133 100 77 61 49 40 33 27 23 19 17 13 10

L/240 ♦♦♦ ♦♦♦ ♦♦♦ 200 150 116 91 73 59 49 41 34 29 25 19 14

L/180 ♦♦♦ ♦♦♦ ♦♦♦ 267 200 154 121 97 79 65 54 46 39 33 25 19

DO

UB

LE

22Stress 300 300 235 150 124 104 89 77 67 59 52 46 42 38 31 26

L/360 ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ 122 94 74 59 48 40 33 28 24 20 15 12

L/240 ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ 49 42 35 30 23 18

L/180 ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ 30 23

20Stress 300 300 296 190 157 132 112 97 84 74 66 59 53 47 39 33

L/360 ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ 146 113 89 71 58 48 40 33 28 24 18 14

L/240 ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ 71 59 50 43 37 27 21

L/180 ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ 37 28

18Stress 300 300 300 265 219 184 157 135 118 103 92 82 73 66 55 46

L/360 ♦♦♦ ♦♦♦ ♦♦♦ 258 194 149 117 94 76 63 53 44 38 32 24 19

L/240 ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ 115 94 79 66 56 48 36 28

L/180 ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ 64 48 37

16Stress 300 300 300 300 271 228 194 167 146 128 113 101 91 82 68 57

L/360 ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ 241 186 146 117 95 78 65 55 47 40 30 23

L/240 ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ 143 118 98 83 70 60 45 35

L/180 ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ 80 60 46

TR

IPL

E

22Stress 300 300 294 188 155 131 111 96 84 73 65 58 52 47 39 33

L/360 ♦♦♦ ♦♦♦ 247 127 95 73 58 46 38 31 26 22 18 16 12 9

L/240 ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ 143 110 86 69 56 46 39 33 28 24 18 14

L/180 ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ 92 75 62 52 43 37 32 24 18

20Stress 300 300 300 237 196 165 140 121 105 93 82 73 66 59 49 41

L/360 ♦♦♦ ♦♦♦ 298 152 115 88 69 56 45 37 31 26 22 19 14 11

L/240 ♦♦♦ ♦♦♦ ♦♦♦ 229 172 132 104 83 68 56 47 39 33 29 21 17

L/180 ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ 139 111 90 74 62 52 44 38 29 22

18Stress 300 300 300 300 274 230 196 169 147 129 115 102 92 83 68 57

L/360 ♦♦♦ ♦♦♦ ♦♦♦ 202 152 117 92 74 60 49 41 35 29 25 19 15

L/240 ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ 228 175 138 110 90 74 62 52 44 38 28 22

L/180 ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ 184 147 120 99 82 69 59 50 38 29

16Stress 300 300 300 300 300 285 243 209 182 160 142 127 114 103 85 71

L/360 ♦♦♦ ♦♦♦ ♦♦♦ 251 189 145 114 92 74 61 51 43 37 31 24 18

L/240 ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ 283 218 172 137 112 92 77 65 55 47 35 27

L/180 ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ ♦♦♦ 229 183 149 123 102 86 73 63 47 36

See footnotes on page 27.

superimposed load= 12.5psf < 18psf


Type PLB™-36 36/7 Weld Pattern at Supports Sidelaps Connected with PunchLok II Tool

Allowable Diaphragm Shear Strength, q (plf) and Flexibility Factors, F ((in./lb)x106)

DECK GAGE

SIDELAP ATTACHMENT

SPAN (ft-in.)

4'-0" 5'-0" 6'-0" 7'-0" 8'-0" 9'-0" 10'-0" 11'-0" 12'-0"

22

VSC2 @ 24"q 700 693 581 594 516 535 482

F 8+28R 8.9+22R 10.4+18R 10.8+15R 12+12R 12.2+11R 13.3+9R

VSC2 @ 18"q 842 808 688 685 682 613 618

F 7.2+29R 8.1+23R 9.5+18R 10+15R 10.3+13R 11.3+11R 11.5+10R

VSC2 @ 12"q 971 914 875 847 825 808 794

F 6.6+29R 7.6+23R 8.2+19R 8.8+16R 9.2+14R 9.5+12R 9.8+11R

VSC2 @ 8"q 1193 1188 1116 1123 1074 1085 1001

F 5.8+30R 6.4+24R 7+19R 7.3+17R 7.7+14R 7.8+13R 8.2+11R

VSC2 @ 6"q 1370 1334 1309 1290 1276 1236 1001

F 5.2+30R 5.8+24R 6.3+20R 6.6+17R 6.8+15R 7+13R 7.2+12R

VSC2 @ 4"q 1617 1595 1579 1568 1559 1236 1001

F 4.5+30R 5+24R 5.4+20R 5.6+17R 5.8+15R 5.9+13R 6.1+12R

20

VSC2 @ 24"q 970 960 815 830 727 751 676 703 644

F 7.1+18R 7.6+14R 8.8+11R 9+9R 10+8R 10+7R 10.8+6R 10.7+5R 11.5+4R

VSC2 @ 18"q 1162 1116 953 949 945 850 857 863 797

F 6.3+18R 6.9+14R 8+11R 8.2+10R 8.5+8R 9.2+7R 9.3+6R 9.4+6R 10+5R

VSC2 @ 12"q 1337 1261 1208 1170 1140 1117 1098 1082 912

F 5.8+18R 6.4+14R 6.8+12R 7.2+10R 7.5+9R 7.7+8R 7.9+7R 8.1+6R 8.2+6R

VSC2 @ 8"q 1634 1627 1531 1541 1476 1491 1313 1085 912

F 5+19R 5.4+15R 5.8+12R 6+10R 6.3+9R 6.3+8R 6.5+7R 6.6+7R 6.7+6R

VSC2 @ 6"q 1866 1819 1786 1762 1743 1621 1313 1085 912

F 4.6+19R 4.9+15R 5.2+12R 5.4+11R 5.6+9R 5.7+8R 5.8+7R 5.9+7R 5.9+6R

VSC2 @ 4"q 2184 2156 2137 2122 2052 1621 1313 1085 912

F 4+19R 4.3+15R 4.5+13R 4.6+11R 4.8+9R 4.9+8R 4.9+8R 5+7R 5+6R

18

VSC2 @ 24"q 1575 1548 1315 1333 1179 1208 1092 1127 1035

F 5.3+8R 5.5+7R 6.2+5R 6.1+4R 6.8+4R 6.6+3R 7.1+3R 7+3R 7.4+2R

VSC2 @ 18"q 1872 1789 1530 1517 1507 1356 1364 1371 1266

F 4.7+9R 4.9+7R 5.5+6R 5.6+5R 5.6+4R 6.1+3R 6.1+3R 6+3R 6.4+3R

VSC2 @ 12"q 2141 2013 1924 1859 1809 1770 1738 1659 1394

F 4.2+9R 4.5+7R 4.7+6R 4.8+5R 5+4R 5.1+4R 5.1+3R 5.2+3R 5.2+3R

VSC2 @ 8"q 2596 2579 2424 2436 2331 2352 2007 1659 1394

F 3.7+9R 3.8+7R 4+6R 4+5R 4.2+5R 4.2+4R 4.3+4R 4.3+3R 4.4+3R

VSC2 @ 6"q 2954 2875 2820 2778 2747 2478 2007 1659 1394

F 3.3+9R 3.5+7R 3.6+6R 3.7+5R 3.8+5R 3.8+4R 3.9+4R 3.9+3R 3.9+3R

VSC2 @ 4"q 3446 3398 3365 3340 3136 2478 2007 1659 1394

F 2.9+9R 3.1+7R 3.2+6R 3.3+5R 3.3+5R 3.3+4R 3.4+4R 3.4+3R 3.4+3R

16

VSC2 @ 24"q 2037 2018 1717 1749 1548 1593 1445 1492 1376

F 4.6+5R 4.7+4R 5.3+3R 5.2+2R 5.7+2R 5.6+2R 6+1R 5.9+1R 6.2+1R

VSC2 @ 18"q 2434 2340 2005 1996 1989 1792 1807 1819 1682

F 4+5R 4.2+4R 4.7+3R 4.7+3R 4.7+2R 5.1+2R 5.1+2R 5.1+1R 5.4+1R

VSC2 @ 12"q 2789 2635 2529 2450 2390 2342 2304 2272 1941

F 3.6+5R 3.8+4R 4+3R 4.1+3R 4.2+2R 4.2+2R 4.3+2R 4.3+2R 4.4+2R

VSC2 @ 8"q 3381 3369 3178 3199 3069 3098 2795 2310 1941

F 3.1+5R 3.2+4R 3.4+3R 3.4+3R 3.5+3R 3.5+2R 3.6+2R 3.6+2R 3.6+2R

VSC2 @ 6"q 3833 3743 3679 3632 3596 3451 2795 2310 1941

F 2.9+5R 3+4R 3+3R 3.1+3R 3.1+3R 3.2+2R 3.2+2R 3.2+2R 3.2+2R

VSC2 @ 4"q 4436 4384 4347 4320 4300 3451 2795 2310 1941

F 2.5+5R 2.6+4R 2.7+4R 2.7+3R 2.8+3R 2.8+2R 2.8+2R 2.8+2R 2.8+2R

See footnotes on page 28.

max diaph shear = 3.05k / 11.33ft = 0.269klf < 1.593 klf

PROJECT

CLIENT

LOCATION

ITEM

SHEET NO.

PROJECT NO.

DATE

ENGINEER



Beverly Hills, CA

---

S17-0284

6/6/2018



B.3.0 CMU Wall Design

PROJECT

CLIENT

LOCATION

ITEM

SHEET NO.

PROJECT NO.

DATE

ENGINEER



Beverly Hills, CA

---

S17-0284

6/6/2018



KEY PLAN

1

2

3

A

B

C

W12x12 CONT

S0.0510

S0.057

S0.036

S0.048

ROOF MTL DECKPER

S0.051

ROOF MTL DECKPER

S0.051

TYP.

CMU WALLBELOW

NOTES:

1. INDICATES DIRECTION OF DECK

INDICATES EXTENT OF DECK

TYP.

WALL ALONG GRID 2- CHECK IN PLANE AND OUT OFPLANE SEISMIC

WALL ALONG GRID B- CHECK IN PLANE SEISMIC

NOTE:

WALLS ALONG GRID A, 1, 2, AND 3 SPANHORIZONTALLY. CHECK PROVIDED FOR WALL ALONGGRID 2 (SEE OUT OF PLANE SEISMIC - EXCEL CALC).WALL ALONG GRID C SPANS VERTICALLY. CHECKVERIFIED PER RISA.

B&J

RJ

S17-0284

8" CMU Wall

SK - 1

June 4, 2018 at 2:59 PM

Restroom CMU Wall.r3d

N1

N2

N3

N4

-.14k/ft

Y

XZ

Loads: DL - Dead LoadEnvelope Only Solution

15.5psf * 9ft /1000 = .140klf

DEAD LOAD

INCLUDE SELF WT FACTOR -1TO ACCOUNT FOR WALL WT

WALL ALONG GRID 2

B&J

RJ

S17-0284

8" CMU Wall

SK - 2

June 4, 2018 at 3:09 PM


N1

N2

N3

N4

-.18k/ft

Y

XZ

Loads: BLC 2, LLr

20psf * 9ft / 1000 = 0.18klf

ROOF LIVE LOAD WALL ALONG GRID 2

B&J

RJ

S17-0284

8" CMU Wall

SK - 3

June 4, 2018 at 5:10 PM


N1

N2

N3

N4

.386k/ft

Y

XZ

Loads: BLC 3, EQx

6.1k/(2*11.3ft)/0.7 = 0.386klf

IN PLANE FORCE WALL ALONG GRID 2

B&J

RJ

S17-0284

8" CMU Wall

SK - 4

June 5, 2018 at 1:23 PM


N1

N2

N3

N4

48.4psf

48.4psf

Y

XZ

Loads: BLC 4, EQz

0.4SDSIE = 0.4*1.552*1.0 * 78PSF = 0.621*78PSF = 48.4 PSF

OUT OF PLANE FORCE

CONTINUOUSRESTRAINT EXISTS ATTOP FOR OUT OF PLANE

11'-4"

9'-0"

Note:Max horizontal wall span = 11'-4"Max vertical wall span = 9'-0"

Check wall for out of plane using 11'-4" horizontal span

WALL ALONG GRID 2

Company : B&J June 18, 201812:33 PMDes igner : RJ

Job Number : S17-0284 Checked By:_____Model Name : 8" CMU Wall

Masonry PropertiesLabel E [ksi] G [ksi] Nu Therm (... Self Weight[k/ft 3] f'm[ks i] Flex Steel[ksi] Shear S teel[ksi]

1 G en Masonry 1350 540 .25 .6 Custom 1.5 60 60

Masonry Wall Panel ParametersLabel B lock Nom Width Block Grouting Reinforced Wall Area Method

1 Typical 8" Fully G routed Yes NCMA

Masonry Wall Panel In P lane ParametersLabel Vert Bar S ...Bars P er ... Min Bound Zone Width[in] Max Bound Zone...Horz Bar ... 1.5x Shear Inc Transfer L...

1 Typical #5 1 8 40 #5 Yes

Masonry Wall Panel Out of Plane ParametersLabel Bar S ize Bar Space MinBar Space MaxBar P lacement Cover[in] Mortar Type Cement Type Transfer Load

1 Typical #5 8" 48" Center Min Type N Portland, L im...

Bas ic Load CasesBLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distribu...Area(M... Surface(Plate/W all)

1 DL DL -1 12 LLr RLL 13 EQx EL 14 EQz EL .621

Load CombinationsDes cription Solve PDe...SR... BLC Factor BLC Factor BLC Fac...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa...

1 ASD2 D+L Y 1 1 2 13 (1.0+0.14SDS)D+0.7... Yes Y 1 1.22 3 .74 (1.0+0.105SDS)D+0.... Yes Y 1 1.16 3 .525 2 .755 (0.6-0.14SDS)D+0.7... Yes Y 1 .383 3 .767 OUT OF PLANE8 (1.0+0.14SDS)D+0.7... Yes Y 1 1.22 4 .79 (0.6-0.14SDS)D+0.7... Yes Y 1 .383 4 .71011 DEFLECTION12 EQ*Cd Y 3 3.5

Wall Panel Distributed Loads (BLC 1 : DL )Wall Label Direction S tart Magnitude[k/ft,F] End Magnitude[k/ft,F] S tart Location[ft,%] End Location[ft,%]

1 WP1(9ft) Y -.14 -.14 0 11.3

Wall Panel Distributed Loads (BLC 2 : LL r)Wall Label Direction S tart Magnitude[k/ft,F] End Magnitude[k/ft,F] S tart Location[ft,%] End Location[ft,%]

RISA-3D Version 16.0.4 Page 1 [\...\...\...\...\...\Eng\Calcs\RISA\Restroom CMU Wall_GRID A_v1.r3d]

MULTIPLY SELF WT BY 0.4SDSIE

FOR OUT OF PLANE FORCE

WALL ALONG GRID 2



Wall Panel Distributed Loads (BLC 2 : LL r) (Continued)Wall Label Direction S tart Magnitude[k/ft,F] End Magnitude[k/ft,F] S tart Location[ft,%] End Location[ft,%]

1 WP1(9ft) Y -.18 -.18 0 11.3

Wall Panel Distributed Loads (BLC 3 : EQx)Wall Label Direction S tart Magnitude[k/ft,F] End Magnitude[k/ft,F] S tart Location[ft,%] End Location[ft,%]

1 WP1(9ft) X .386 .386 0 11.3


WALL ALONG GRID 2



J oint DeflectionsLC Joint Label X [in] Y [in] Z [in] X Rotation [ra...Y Rotation [ra...Z Rotation [ra...

1 12 N1 0 0 0 0 0 02 12 N2 .013 .006 0 0 0 03 12 N3 0 0 0 0 0 04 12 N4 .013 -.006 0 0 0 0


ALL JOINT DEFLECTIONS LESS THAN .02*9FT*12 = 2.16IN

EQ_x * CD

WALL ALONG GRID 2

Company : B&J June 18, 201812:40 PMDesigner : RJ


CRITERIA

Code : ACI 530-13: ASD

Special Insp : Yes

Design Rule : Typical

Wall Area : NCMA

Transfer In? : No

Transfer Out? : No

K : 1

Use Cracked? : Yes

In Icr Factor : .5

Out Icr Factor : .5

Custom Regions : No

MATERIALS

Masonry f'm : 1.5 ksi

Masonry Em : 1350 ksi

Steel fy : 60 ksi

Steel E : 29000 ksi

Blk Material : Conc 115 pcf

Grt Weight : 140 pcf

Mortar Type : Type N

Cement Type : Portland, Lime/Mortar

GEOMETRY

Total Height : 9 ft

Total Length : 11.3 ft

Blk Nom Width : 8"

Blk Grouting : Fully Grouted

1.5 Shear Factor : Yes

R1

N1 N3

N2 N4

9 f

t

11.3 ft

REGION RESULTSUC Max UC Shear UC Max UC Shear

Region LC LCIn Plane In Plane Out Plane LC Out Plane LCR1 .1 5 .092 5 .448 8 .022 8

REINFORCEMENT RESULTSVertical Horizontal Boundary

Region Reinforcement Reinforcement ReinforcementR1 #5@48" oc ctr Not Reqd. 1-#5 ctr


FOR OUT OF PLANE, RISA CHECKS VERTICAL SPAN OF WALL.DESIGN WALL TO SPAN HORIZONTALLY WITH LSPAN = 11.3FT; SEE EXCEL CALC

WALL ALONG GRID 2


Job Number : S17-0284 Checked By:_____Model Name : 8" CMU Wall WP1 : R1 (In-Plane)

CRITERIA


Special Insp : Yes

Wall Area : NCMA

Hor Bar Size : #5

Vert Bar Size : #5

No of Ten Bars : 1

Effective Depth : 131.6 in

MATERIALS



Steel fy : 60 ksi

Steel E : 29000 ksi



Wall Dead Wt : 78 psf

GEOMETRY

Total Height : 9 ft



Grt/Bar Spacing : 48"

Blk Nom Width : 8"


ENVELOPE DIAGRAMS

Max: 12.562 at 0 ft

Min: 3.616 at 9 ft

P

k

Max: -3.053 at 4.5 ft

V

k

Max: 27.479 at 0 ft

Min: .002 at 9 ft

M

k-ft

COMBINED CHECKS

(fa + fb)/Fb : .062

fa/Fa : .037

fs/Fs : .1

AXIAL SUMMARY

fa : .012 ksi

Fa : .328 ksi

BENDING SUMMARY

fb : .038 ksi

Fb : .675 ksi

fs : 3.186 ksi

Fs : 32 ksi

SHEAR CHECKS

fv / Fv : .092

SHEAR SUMMARY

fv : .005 ksi

Fv : .05 ksi

Fvm : .05 ksi

Fv max : .087 ksi


WALL ALONG GRID 2


Job Number : S17-0284 Checked By:_____Model Name : 8" CMU Wall WP1 : R1

DESIGN DETAILS AT GOVERNING SECTION

AXIAL COMPRESSION DETAILS

Axial : 12.562 k

Location : 0 ft

Load Comb : 4

Rad gyration r : 2.19 in

h'/r : 49.315

Red Factor R : .876

BENDING DETAILS

Moment : 27.478 k-ft

Location : 0 ft

Load Comb : 5

Sect Mod S : 2.337e+04 in3

Tension St Asv : 0.3068 in2

Per of steel p : 0.0003057

k*d : 28.93 in

j : 0.93

CRACKED SECT ANALYSIS

fm = fa + fb : .042 ksi

C : 4.61 k

T : .966 k

SHEAR DETAILS

Shear : 3.053 k

Location : 8.55 ft

Load Comb : 5

Corresponding M: 27.479 k-ft

Corresponding P : .758 k

M / (V*d) : .821

Shear St Area : Not Reqd.

Shear Spacing : N/A

Peri of Bars : N/A

Gammag : 1

CROSS SECTION DETAILING

(1)#

5 e

a. cell

(1)

Tot

87.6

25

No horizontal reinforcement required

NOTE: All units are in "in."


WALL ALONG GRID 2

CMU Wall Design for Out of Plane Forces (HORIZONTAL SPAN)

L = 11.3 ft height of CMU Wall

Fp = 48.4 plf/ft out of plane seismic load

Me = Fp * L*L/8 = 773 lbs-ft/ft maximum out of plane bending moment

Ev/PDL = 0.31 vertical seismic component factor

PDL = 0 plf Dead Load

ASCE 7-10 Section 2.4.1 Load Combo 8. (0.6D + 0.7E)

P = 0.6PDL - 0.7Ev/PDL*PDL = 0 plf factored gravity load - ASD

M = 0.7ME = 541 lbs-ft/ft factored bending moment - ASD

Es = 29000000 psi steel modulus of elasticity

Fs = 32000 psi max calculated stress in reinforcement; Grade 60 rebar

f'm = 1500 psi compressive strength of masonry at the age of 28 days

Em =900f'm = 1350000 psi CMU modulus of elasticity

Fb =0.45f'm = 675 psi allowable compressive stress in masonry

n = Es/Em = 21.5 modular ratio

twall = 8.00 in nominal thickness of wall

Assuming no. 4 bars bar size

cc = 3.50 in clear cover per ASCE 5-11 Sec. 1.16.4.1

d = twall - 3/8" - cc - dbar/2 = 3.88 effective depth

P/bdFb = 0.0000

P/bd*(n/Fs) = 0.0000

Try no. 4 at 24 in. on center:

Flexure Check

d = 3.88 in effective depth

Abar = 0.20 in2 area of one rebar

As = Abar* 12/24 = 0.09817477 in2 effective cross-sectional area of reinforcement

ρ = As/bd = As/(12)d = 0.0021 reinforcement ratio

pn = 0.0454

k = sqrt( (pn-P/bdFb)2 + 2pn) - (pn-P/bdFb) = 0.259

j = 1 - k/3 = 0.914

Mb,allow = 1/2Fbjkbd2 /12 - P(d-h/2) = 14402 lb-in/ft allowable moment due to the allowable masonry stress

= 1200 lb-ft/ft


j = 1 - k/3 = 0.914

Ms,allow = FsAsjd/12 +P(h/2-kd/3) = 11122 lb-in/ft allowable moment when the cross section ...

= 927 lb-ft/ft is governed by allowable tensile stress in reinf steel

Mallow = 927 allowable bending moment

DCR = 0.583 < 1 OK demand / capacity ratio

Provide #5 bars at 48in o.c. MIN

PROJECT

CLIENT

LOCATION

ITEM

SHEET NO.

PROJECT NO.

DATE

ENGINEER



Beverly Hills, CA

CMU Freestanding Wall (OOP Seismic)

---

S17-0284

6/1/2018

RJ\\bnjfs01\bnj_cad$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\CMU Wall.xlsx

BRANDOW JOHNSTON, INC structural + civil engineers Calculation (2) p1

WALL ALONG GRID 2

24in#4

B&J

RJ

S17-0284

8" CMU Wall

SK - 1

June 18, 2018 at 10:56 AM

Restroom CMU Wall_GRID B_v1.r3d

N17

N18

N19

N20

-.242k/ft

Y

XZ

Loads: BLC 3, EQx

6.1k/(2*18ft)/0.7 = 0.242klf

WALL ALONG GRID B



CRITERIA


Special Insp : Yes

Design Rule : Typical

Wall Area : NCMA

Transfer In? : No

Transfer Out? : No

K : 1

Use Cracked? : Yes

In Icr Factor : .5

Out Icr Factor : .5

Custom Regions : No

MATERIALS



Steel fy : 60 ksi

Steel E : 29000 ksi



Mortar Type : Type N

Cement Type : Portland, Lime/Mortar

GEOMETRY

Total Height : 11 ft

Total Length : 18 ft

Blk Nom Width : 8"



R1 R2 R3

L1 L2

N17 N19

N18 N20

11

ft

18 ft

REGION RESULTSUC Max UC Shear UC Max UC Shear

Region LC LCIn Plane In Plane Out Plane LC Out Plane LC

R1 .074 5 .131 3 .357 8 .024 9R2 .072 5 .083 5 .466 8 .03 9R3 .164 5 .108 5 .356 8 .024 9

REINFORCEMENT RESULTSVertical Horizontal Boundary

Region Reinforcement Reinforcement ReinforcementR1 #5@16" oc ctr Not Reqd. 1-#5 ctr

R2 #5@16" oc ctr Not Reqd. 1-#5 ctrR3 #5@16" oc ctr Not Reqd. 1-#5 ctr

LINTEL REINFORCEMENT RESULTSFlexural Shear

Lintel Reinforcement ReinforcementL1 1-#5 Not Reqd.L2 1-#5 Not Reqd.

RISA-3D Version 16.0.4 Page 1 [\...\...\...\...\...\Eng\Calcs\RISA\Restroom CMU Wall_GRID B_v1.r3d]

WALL ALONG GRID B



CRITERIA


Special Insp : Yes

Wall Area : NCMA

Hor Bar Size : #5

Vert Bar Size : #5

No of Ten Bars : 1


MATERIALS



Steel fy : 60 ksi

Steel E : 29000 ksi




GEOMETRY

Total Height : 7.3 ft




Blk Nom Width : 8"


ENVELOPE DIAGRAMS

Max: 6.568 at 0 ft

Min: 3.73 at 7.3 ft

P

k

Max: 1.596 at 3.65 ft

V

k

Max: 3.323 at 7.3 ft

Min: -8.068 at 0 ft

M

k-ft

COMBINED CHECKS

(fa + fb)/Fb : .074

fa/Fa : .044

fs/Fs : .062

AXIAL SUMMARY

fa : .015 ksi

Fa : .344 ksi

BENDING SUMMARY

fb : .043 ksi

Fb : .675 ksi

fs : 1.984 ksi

Fs : 32 ksi

SHEAR CHECKS

fv / Fv : .131

SHEAR SUMMARY

fv : .006 ksi

Fv : .046 ksi

Fvm : .046 ksi

Fv max : .077 ksi


WALL ALONG GRID B





Axial : 6.568 k

Location : 0 ft

Load Comb : 3


h'/r : 40

Red Factor R : .918

BENDING DETAILS

Moment : 7.721 k-ft

Location : 0 ft

Load Comb : 5

Sect Mod S : 4042 in3



k*d : 18.47 in

j : 0.88


fm = fa + fb : .05 ksi

C : 3.541 k

T : .604 k

SHEAR DETAILS

Shear : 1.596 k

Location : 7.3 ft

Load Comb : 3


Corresponding P : 3.73 k

M / (V*d) : 1


Shear Spacing : N/A

Peri of Bars : N/A

Gammag : 1


(1)#

5 e

a. cell

(1)

Tot

87.6

25




WALL ALONG GRID B



CRITERIA


Special Insp : Yes

Wall Area : NCMA

Hor Bar Size : #5

Vert Bar Size : #5

No of Ten Bars : 1

Effective Depth : 20 in

MATERIALS



Steel fy : 60 ksi

Steel E : 29000 ksi




GEOMETRY


Total Length : 2 ft



Blk Nom Width : 8"


ENVELOPE DIAGRAMS

Max: 2.922 at 0 ft

Min: 1.505 at 7.3 ft

P

k

Max: .371 at 3.65 ft

V

k

Max: 1.254 at 7.3 ft

Min: -1.454 at 0 ft

M

k-ft

COMBINED CHECKS

(fa + fb)/Fb : .072

fa/Fa : .046

fs/Fs : .052

AXIAL SUMMARY

fa : .016 ksi

Fa : .344 ksi

BENDING SUMMARY

fb : .043 ksi

Fb : .675 ksi

fs : 1.666 ksi

Fs : 32 ksi

SHEAR CHECKS

fv / Fv : .083

SHEAR SUMMARY

fv : .004 ksi

Fv : .044 ksi

Fvm : .044 ksi

Fv max : .077 ksi


WALL ALONG GRID B





Axial : 2.922 k

Location : 0 ft

Load Comb : 8


h'/r : 40

Red Factor R : .918

BENDING DETAILS

Moment : 1.454 k-ft

Location : 0 ft

Load Comb : 5




k*d : 7.694 in

j : 0.87


fm = fa + fb : .048 ksi

C : 1.422 k

T : .504 k

SHEAR DETAILS

Shear : .371 k

Location : 7.3 ft

Load Comb : 5



M / (V*d) : 1


Shear Spacing : N/A

Peri of Bars : N/A

Gammag : 1


(1)#

5 e

a. cell

(1)

Tot

87.6

25




WALL ALONG GRID B



CRITERIA


Special Insp : Yes

Wall Area : NCMA

Hor Bar Size : #5

Vert Bar Size : #5

No of Ten Bars : 1


MATERIALS



Steel fy : 60 ksi

Steel E : 29000 ksi




GEOMETRY





Blk Nom Width : 8"


ENVELOPE DIAGRAMS

Max: 5.292 at 0 ft

Min: -.508 at 7.3 ft

P

k

Max: 1.258 at 3.65 ft

Min: -.256 at 3.65 ft

V

k

Max: 1.867 at 7.3 ft

Min: -7.399 at 0 ft

M

k-ft

WARNING: Program does not design masonry wall for axial tension.

COMBINED CHECKS

(fa + fb)/Fb : .081

fa/Fa : .036

fs/Fs : .164

AXIAL SUMMARY

fa : .012 ksi

Fa : .344 ksi

BENDING SUMMARY

fb : .054 ksi

Fb : .675 ksi

fs : 5.251 ksi

Fs : 32 ksi

SHEAR CHECKS

fv / Fv : .108

SHEAR SUMMARY

fv : .005 ksi

Fv : .044 ksi

Fvm : .044 ksi

Fv max : .077 ksi


WALL ALONG GRID B





Axial : 5.292 k

Location : 0 ft

Load Comb : 8


h'/r : 40

Red Factor R : .918

BENDING DETAILS

Moment : 7.399 k-ft

Location : 0 ft

Load Comb : 5




k*d : 9.573 in

j : 0.94


fm = fa + fb : .055 ksi

C : 1.994 k

T : 1.608 k

SHEAR DETAILS

Shear : 1.258 k

Location : 3.65 ft

Load Comb : 5



M / (V*d) : 1


Shear Spacing : N/A

Peri of Bars : N/A

Gammag : 1


(1)#

5 e

a. cell

(1)

Tot

87.6

25




WALL ALONG GRID B


Job Number : S17-0284 Checked By:_____Model Name : 8" CMU Wall WP7 : L1 (Lintel)

CRITERIA


Special Insp : Yes

Type of Design : ASD

Stirrup Size : #4

Flex Steel : 1-#5

MATERIALS



Steel fy : 60 ksi

Steel E : 29000 ksi

Beam Dead Wt : .104 k/ft


GEOMETRY

Dist to Top of Wall : 2.367 ft

Actual Length : 3.3 ft

Bearing Length : 8 in

Eff Length : 3.967 ft

Eff Width : 7.625 in

Eff depth : 12.5 in

Total Depth : 16 in

ENVELOPE DIAGRAMS

Max: .756 at 0 ft

Min: -.425 at 3.967 ft

V k

Max: .484 at 1.388 ft

M k-ft

SHEAR SUMMARY

Shear Chk fv/Fv : .102

fv : .008 ksi

Fv : .077 ksi

Fvm : .077 ksi

FvMax : .116 ksi

BENDING SUMMARY

Bend Chk fs/Fs : .053

Bend Chk fm/Fm : .07

fm : .035 ksi

Fm : .5 ksi

fs : 1.688 ksi

Fs : 32 ksi

DESIGN DETAILS

BENDING DETAILS

Max Moment : .484 k-ft

Location : 1.388 ft

Load Comb : 3

Mm : 6.882 k-ft

Ms : 9.173 k-ft

Steel Area As : .307 in2

Per of steel p : .003

k : .309

j : .897

SHEAR DETAILS

Max Shear : .756 k

Location : 0 ft

Load Comb : 3

M / (V*d) : 8e-8

Tie Spacing : Not Required


WALL ALONG GRID B


Job Number : S17-0284 Checked By:_____Model Name : 8" CMU Wall WP7 : L1


(1) #5

16

7.625

3.5



WALL ALONG GRID B


Job Number : S17-0284 Checked By:_____Model Name : 8" CMU Wall WP7 : L2 (Lintel)

CRITERIA


Special Insp : Yes

Type of Design : ASD

Stirrup Size : #4

Flex Steel : 1-#5

MATERIALS



Steel fy : 60 ksi

Steel E : 29000 ksi

Beam Dead Wt : .104 k/ft


GEOMETRY

Dist to Top of Wall : 2.367 ft

Actual Length : 3.3 ft

Bearing Length : 8 in

Eff Length : 3.967 ft

Eff Width : 7.625 in

Eff depth : 12.5 in

Total Depth : 16 in

ENVELOPE DIAGRAMS

Max: .67 at 0 ft

Min: -.509 at 3.967 ft

V k

Max: .439 at 2.182 ft

M k-ft

SHEAR SUMMARY

Shear Chk fv/Fv : .091

fv : .007 ksi

Fv : .077 ksi

Fvm : .077 ksi

FvMax : .116 ksi

BENDING SUMMARY

Bend Chk fs/Fs : .048

Bend Chk fm/Fm : .064

fm : .032 ksi

Fm : .5 ksi

fs : 1.532 ksi

Fs : 32 ksi

DESIGN DETAILS

BENDING DETAILS

Max Moment : .439 k-ft

Location : 2.182 ft

Load Comb : 8

Mm : 6.882 k-ft

Ms : 9.173 k-ft

Steel Area As : .307 in2

Per of steel p : .003

k : .309

j : .897

SHEAR DETAILS

Max Shear : .67 k

Location : 0 ft

Load Comb : 3

M / (V*d) : 8e-8

Tie Spacing : Not Required


WALL ALONG GRID B


Job Number : S17-0284 Checked By:_____Model Name : 8" CMU Wall WP7 : L2


(1) #5

16

7.625

3.5



WALL ALONG GRID B

PROJECT

CLIENT

LOCATION

ITEM

SHEET NO.

PROJECT NO.

DATE

ENGINEER



Beverly Hills, CA

---

S17-0284

6/6/2018



B.4.0 CMU Wall Footing Design

Wall Footing ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10Licensee : B&J HBK, INC.Lic. # : KW-06008805


Description : Wall Footing

Code ReferencesCalculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10Load Combinations Used : ASCE 7-10General InformationMaterial Properties Soil Design Values

2.0

Analysis Settings

150.0ksiNo

ksfAllowable Soil Bearing ==

3.060.0

3,122.0145.0 = 0.250

Flexure = 0.90Shear =

Values

0.00180

Soil Passive Resistance (for Sliding)

1.01.0

=Increases based on footing Width

Allow. Pressure Increase per foot of width = ksfwhen footing is wider than = ft:

=

AutoCalc Footing Weight as DL YesAdjusted Allowable Bearing Pressure ksf= 2.0

when base footing is below ft

pcf

Increase Bearing By Footing Weight= pcf

Min. Overturning Safety Factor=

: 1

Increases based on footing Depth0.750 =

Soil/Concrete Friction Coeff.Ec : Concrete Elastic Modulus

Min. Sliding Safety Factor=

=

: 1

Reference Depth below Surface ft=Allow. Pressure Increase per foot of depth ksf

=

=

=

Concrete Density

=

Min Allow % Temp Reinf.

ksif'c : Concrete 28 day strengthfy : Rebar Yield ksi

Min Steel % Bending Reinf.

Dimensions

Footing Width 2.0 ft=

Wall center offsetfrom center of footing 0 in

=

=

Wall Thickness 6.0 inFooting Thickness 16.0 in=Rebar Centerline to Edge of Concrete...

= inat Bottom of footing 3.0

Reinforcing

#

Bars along X-X Axis

Reinforcing Bar Size=

5Bar spacing

=12.00

Applied Loads

0.8416 0.180D Lr

ksf

L SP : Column LoadOB : Overburden =

kW E

M-zzV-x = k

k-ftVx applied = in above top of footing

=

H=

78PSF * 9FT +.140PLF = 842 PLF

20PSF * 9FT = 180PLF

PROJECT

CLIENT

LOCATION

ITEM

SHEET NO.

PROJECT NO.

DATE

ENGINEER



Beverly Hills, CA

---

S17-0284

6/6/2018





DESIGN SUMMARY Design N.G.

Governing Load CombinationFactor of Safety Item Applied Capacity

PASS 0.3521 Soil Bearing 0.7041 ksf 2.0 ksf +D+Lr

PASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No OverturningPASS n/a Sliding - X-X 0.0 k 0.0 k No SlidingPASS n/a Uplift 0.0 k 0.0 k No Uplift

Utilization Ratio Item Applied Capacity Governing Load Combination

FAIL As < Min Z Flexure (+X) 0.2418 k-ft 17.711 k-ft +1.40DFAIL As < Min Z Flexure (-X) 0.2418 k-ft 17.711 k-ft +1.40DPASS n/a 1-way Shear (+X) 0.0 psi 82.158 psi n/aPASS 0.0 1-way Shear (-X) 0.0 psi 0.0 psi n/a

Detailed Results

Rotation Axis &Xecc

Actual Soil Bearing Stress Actual / AllowableSoil Bearing

Gross Allowable -X +X RatioLoad Combination..., D Only 2.0 ksf 0.6141 ksf 0.6141 ksf 0.3070.0 in, +D+Lr 2.0 ksf 0.7041 ksf 0.7041 ksf 0.3520.0 in, +D+0.750Lr 2.0 ksf 0.6816 ksf 0.6816 ksf 0.3410.0 in, +0.60D 2.0 ksf 0.3685 ksf 0.3685 ksf 0.1840.0 in

Rotation Axis &Overturning Stability Units : k-ft

Load Combination... StatusOverturning Moment Resisting Moment Stability RatioFooting Has NO Overturning

Force Application AxisSliding Stability

Load Combination... StatusSliding Force Resisting Force Sliding SafetyRatioFooting Has NO Sliding

Flexure Axis & Load Combination k-ftAs Req'd

Footing FlexureTension @ Bot.Which Actual As

Statusk-ftMu

Side ? or Top ? in^2in^2 in^2Gvrn. As Phi*Mn

, +1.40D 0.2418 -X Bottom 0.3456 Min Temp % 0.31 17.711 OK, +1.40D 0.2418 +X Bottom 0.3456 Min Temp % 0.31 17.711 OK, +1.20D+0.50Lr 0.2199 -X Bottom 0.3456 Min Temp % 0.31 17.711 OK, +1.20D+0.50Lr 0.2199 +X Bottom 0.3456 Min Temp % 0.31 17.711 OK, +1.20D 0.2073 -X Bottom 0.3456 Min Temp % 0.31 17.711 OK, +1.20D 0.2073 +X Bottom 0.3456 Min Temp % 0.31 17.711 OK, +1.20D+1.60Lr 0.2478 -X Bottom 0.3456 Min Temp % 0.31 17.711 OK, +1.20D+1.60Lr 0.2478 +X Bottom 0.3456 Min Temp % 0.31 17.711 OK, +0.90D 0.1554 -X Bottom 0.3456 Min Temp % 0.31 17.711 OK, +0.90D 0.1554 +X Bottom 0.3456 Min Temp % 0.31 17.711 OKOne Way Shear Units : k

Vu @ +XLoad Combination... Vu @ -X Vu:Max Vu / Phi*VnPhi Vn Status+1.40D 0 0 0 82.158 0psipsipsipsi OK+1.20D+0.50Lr 0 0 0 82.158 0psipsipsipsi OK+1.20D 0 0 0 82.158 0psipsipsipsi OK+1.20D+1.60Lr 0 0 0 82.158 0psipsipsipsi OK+0.90D 0 0 0 82.158 0psipsipsipsi OK

This is OK. FOOTING WILL HAVE TOP REINF AS WELL.

p = (0.2IN2 + 0.31IN2) / (16"*12") = 0.0027 > 0.0018

DESIGN IS OK

PROJECT

CLIENT

LOCATION

ITEM

SHEET NO.

PROJECT NO.

DATE

ENGINEER



Beverly Hills, CA

---

S17-0284

6/6/2018





, +1.20D+0.50L+0.20S+E+1.60H 0.08887 -X Bottom 0.3456 Min Temp % 0.31 17.711 OK, +1.20D+0.50L+0.20S+E+1.60H 0.08887 +X Bottom 0.3456 Min Temp % 0.31 17.711 OK

PROJECT

CLIENT

LOCATION

ITEM

SHEET NO.

PROJECT NO.

DATE

ENGINEER



Beverly Hills, CA

---

S17-0284

6/6/2018


PROJECT

CLIENT

LOCATION

ITEM

SHEET NO.

PROJECT NO.

DATE

ENGINEER



Beverly Hills, CA

---

S17-0284

6/6/2018



B.5.0 Skylight Support;Metal Stud Design

Section : 600T250-43 (33 ksi) Single Track

Maxo = 927.2 Ft-Lb 1377.1 lbVa = I = 2.27 in^4

Loads have not been modified for strength checksLoads have not been modified for deflection calculations

Bridging Connectors - Design Method = AISI S100

Span/CantiLever

Simpson Strong-TieBridging Connector Stress Ratio

Span N/A -

Bending and Shear (Unstiffened):

Bending and Shear (Stiffened):

Web Stiffeners Required?:

5.2%

NA

No

Shear and Web Crippling Checks

Stressed @R1

Support Rx(lb) Ry(lb) Simpson Strong-Tie Connector

Connector

Interaction

Anchor

Interaction

Simpson Strong-Tie Connectors

9.06 %R1 72 0 7.38 %FCB43.5 Min(4#12-14) & (2) #12 SST X to A36 Steel

9.06 %R2 72 0 11.80 %SCB45.5(2) & (2) #12 SST X to A36 Steel

* Reference catalog for connector and anchor requirement notes as well as screw placements requirement

Flexural and Deflection Check

SpanMmaxFt-Lb

Mmax/Maxo

MposFt-Lb

Bracing(in)

Ma(Brc)Ft-Lb

Mpos/Ma(Brc)

Deflection

(in) Ratio

Span 324.0 0.349 324.0 Full 927.2 0.349 0.282 L/765

www.strongtie.comSIMPSON STRONG-TIE COMPANY INC.

Project Name: S17-0284 CFS Design

Model: Track

2012 NASPEC [AISI S100-2012]Code:

Page 1 of 1

Date: 06/29/2018

Section Designation : 600S162-33 (33 ksi) Single C Stud

INPUT PROPERTIES :

OUTPUT PROPERTIES :

Effective Section Properties, Strong Axis

Gross Section Properties of Full Section, Strong Axis

Section Properties, Weak Axis

Other Section Property Data

Torsional Properties

Warping Torsional Properties

a(in^3) Sxx(lip)(in^3) Wn(1)(in^2) Wn(2)(in^2) Wn(3)(in^2) Wn(4)(in^2) Wn(5)(in^2) Wn(6)(in^2)

www.strongtie.comSIMPSON STRONG-TIE COMPANY INC.

PROJECT

CLIENT

LOCATION

ITEM

SHEET NO.

PROJECT NO.

DATE

ENGINEER



Beverly Hills, CA

---

S17-0284

6/6/2018



C. Bus Stop Canopy - Gravity & Lateral Design

PROJECT

CLIENT

LOCATION

ITEM

SHEET NO.

PROJECT NO.

DATE

ENGINEER



Beverly Hills, CA

---

S17-0284

6/6/2018



C.1 Steel Framing Design

BJ

RJ

S17-0284

Bust Stop Canopy

Joint and Member Labels

SK - 1

June 5, 2018 at 1:47 PM

3rd street tour bus canopy_v1.r3d

N1

N2

N3

N4

N5

N6

N7

N8

N9

N10

N11

N12

N13

N14

N15

N16

N17

N18

N19

N20

N21

N22

N23

N24

N25

M1

M2

M3

M4

M5

M6

M7

M8

M9

M10

M15

M16

M17

M18

M19

M20

M21

M22

Y

XZ

Company : BJ June 5, 20181:57 PMDes igner : RJ

Job Number : S17-0284 Checked By:_____Model Name : Bust S top Canopy

Hot Rolled Steel PropertiesLabel E [ksi] G [ksi] Nu Therm (\1E ...Density[k/ft... Y ield[ks i] Ry Fu[ksi] Rt

1 A992 29000 11154 .3 .65 .49 50 1.1 65 1.12 A36 Gr.36 29000 11154 .3 .65 .49 36 1.5 58 1.23 A572 G r.50 29000 11154 .3 .65 .49 50 1.1 65 1.14 A500 G r.B RND 29000 11154 .3 .65 .527 42 1.4 58 1.35 A500 G r.B Rect 29000 11154 .3 .65 .527 46 1.4 58 1.36 A53 Gr.B 29000 11154 .3 .65 .49 35 1.6 60 1.27 A1085 29000 11154 .3 .65 .49 50 1.4 65 1.3

Hot Rolled Steel Section SetsLabel Shape Type Des ign List Material Des ign Rules A [in2] Iyy [in4] Izz [in4] J [in4]

1 HR1A W10x33 Beam None A992 Typical 9.71 36.6 171 .583

Frame / HR Column S eismic Design RuleLabel Frame Ductility Overs trength R eqd

1 OCBF Minimal Yes2 SCBF High Yes3 OMF Minimal Yes4 IMF Moderate Yes5 SMF -RB S High Yes6 SMF -Kaiser High Yes

HR Beam Seismic Des ign RuleLabel Moment C onnection Overs trength R eqd Z Factor Hinge Location[in]

1 OCBF Other/None2 SCBF Other/None Yes3 OMF BUEEP 124 IMF BFP 125 SMF -RB S RBS .685 14.6256 SMF -Kaiser KBB-B 12

J oint Coordinates and TemperaturesLabel X [ft] Y [ft] Z [ft] Temp [F] Detach From Diaphragm

1 N1 0 0 0 02 N2 7.5 0 0 03 N3 15 0 0 04 N4 22.5 0 0 05 N5 30 0 0 06 N6 0 11 0 07 N7 7.5 11 0 08 N8 15 11 0 09 N9 22.5 11 0 010 N10 30 11 0 011 N11 0 11 5.6667 012 N12 7.5 11 5.6667 013 N13 15 11 5.6667 0

RISA-3D Version 16.0.3 Page 1 [\...\...\...\...\...\Eng\Calcs\RISA\3rd street tour bus canopy_v1.r3d]



J oint Coordinates and Temperatures (Continued)Label X [ft] Y [ft] Z [ft] Temp [F] Detach From Diaphragm

14 N14 22.5 11 5.6667 015 N15 30 11 5.6667 016 N16 0 11 1.5 017 N17 7.5 11 1.5 018 N18 15 11 1.5 019 N19 22.5 11 1.5 020 N20 30 11 1.5 021 N21 0 11 5 022 N22 7.5 11 5 023 N23 15 11 5 024 N24 22.5 11 5 025 N25 30 11 5 0

Hot Rolled Steel Design ParametersLabel Shape Length[ft] Lbyy[ft] Lbzz[ft] Lcomp top[ft] Lcomp bot[ft] L-torqu... Kyy Kzz Cb Function

1 M1 W8x67 11 Lateral2 M2 W8x67 11 Lateral3 M3 W8x67 11 Lateral4 M4 W8x67 11 Lateral5 M5 W8x67 11 Lateral6 M6 W12x26 5.667 Lateral7 M7 W12x26 5.667 Lateral8 M8 W12x26 5.667 Lateral9 M9 W12x26 5.667 Lateral10 M10 W12x26 5.667 Lateral11 M15 HSS4x4x3 7.5 Lbyy Lateral12 M16 HSS4x4x3 7.5 Lbyy Lateral13 M17 HSS4x4x3 7.5 Lbyy Lateral14 M18 HSS4x4x3 7.5 Lbyy Lateral15 M19 HSS4x4x3 7.5 Lbyy Lateral16 M20 HSS4x4x3 7.5 Lbyy Lateral17 M21 HSS4x4x3 7.5 Lbyy Lateral18 M22 HSS4x4x3 7.5 Lbyy Lateral

J oint Loads and Enforced Displacements (BLC 5 : EL_x)Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s 2/f...

1 N17 L X .1322 N18 L X .1323 N19 L X .1324 N22 L X .1715 N23 L X .1716 N24 L X .1717 N16 L X .0668 N20 L X .0669 N21 L X .08610 N25 L X .086

J oint Loads and Enforced Displacements (BLC 6 : EL_z)Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s 2/f...




J oint Loads and Enforced Displacements (BLC 6 : EL_z) (Continued)Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (k*s 2/f...

1 N22 L Z .1712 N23 L Z .1713 N24 L Z .1714 N21 L Z .0865 N25 L Z .0866 N17 L Z .1327 N18 L Z .1328 N19 L Z .1329 N16 L Z .06610 N20 L Z .066

Member Area Loads (BLC 1 : DL)Joint A Joint B Joint C Joint D Direction Distribution Magnitude[psf]

1 N6 N10 N15 N11 Y A-B -9

Member Area Loads (BLC 2 : LL)Joint A Joint B Joint C Joint D Direction Distribution Magnitude[psf]

1 N6 N10 N15 N11 Y A-B -20

Member Area Loads (BLC 3 : WLdown)Joint A Joint B Joint C Joint D Direction Distribution Magnitude[psf]

1 N6 N10 N15 N11 Y A-B -45.2

Member Area Loads (BLC 4 : WLup)Joint A Joint B Joint C Joint D Direction Distribution Magnitude[psf]

1 N6 N10 N15 N11 Y A-B 47.8

Bas ic Load CasesBLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distribu...Area(M... Surface(Plate/W all)

1 DL DL -1 12 LL LL 13 WLdown OL1 14 WLup OL2 15 EL_x EL .779 106 EL_z EL .779 107 BLC 1 Transient ... None 258 BLC 2 Transient ... None 259 BLC 3 Transient ... None 2510 BLC 4 Transient ... None 25

Load CombinationsDes cription Solve PDe...SR... BLC Factor BLC Factor BLC Fac...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa...

1 DL Y 1 12 LL Y 2 13 Wup Y 4 14 Wdown Y 3 1




Load Combinations (Continued)Des cription Solve PDe...SR... BLC Factor BLC Factor BLC Fac...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa...

5 EQx Y 5 16 EQz Y 6 178 Design9 1.2D+1.6LL Yes Y 1 1.2 2 1.610 1.2DL+1.0W L+.5LL Yes Y 1 1.2 2 .5 3 111 09DL+1.0WL Yes Y 1 .9 4 112 (1.2+0.2SDS)DL+1.0... Yes Y 1 1.51 5 113 (0.9-0.2SDS)DL+1.0... Yes Y 1 .589 5 114 (1.2+0.2SDS)DL+1.0... Yes Y 1 1.51 6 115 (0.9-0.2SDS)DL+1.0... Yes Y 1 .589 6 11617 Deflection18 1.0DL+1.0LL Y 1 1 2 119 0.42W down Y 3 .4220 0.42W up Y 4 .422122 Anchorage23 (1.2+0.2SDS)DL+2.5... Y 1 1.51 5 2.524 (0.9-0.2SDS)DL+2.5... Y 1 .589 5 2.525 (1.2+0.2SDS)DL+2.5... Y 1 1.51 6 2.526 (0.9-0.2SDS)DL+2.5... Y 1 .589 6 2.52728 Footing29 (1+0.14SDS)DL+0.7... Y 1 1.22 5 .730 (0.6-0.14SDS)DL+0.... Y 1 .382 5 .731 (1+0.14SDS)DL+0.7... Y 1 1.22 6 .732 (0.6-0.14SDS)DL+0.... Y 1 .382 6 .7

Beam Deflection ChecksBe... Des ign Rule Span Defl [in] Ratio LC Defl [in] Ratio LC Defl [in] Ratio LC

No Data to Print ...

Member AISC 14th(360-10): ASD Steel Code ChecksLC Member Shape UC Max Loc[ft] Shear UC Loc[ft] Dir Pnc/om ...Pnt/om [...Mnyy/o... Mnzz/o... Cb Eqn

1 9 M1 W8x67 .022 0 .000 0 y 444.321 589.82 81.587 169.082 1.001 H1-1b2 9 M2 W8x67 .037 0 .000 0 y 444.321 589.82 81.587 169.226 1.002 H1-1b3 9 M3 W8x67 .038 0 .000 0 y 444.321 589.82 81.587 169.226 1.002 H1-1b4 9 M4 W8x67 .037 0 .000 0 y 444.321 589.82 81.587 169.226 1.002 H1-1b5 9 M5 W8x67 .022 0 .000 0 y 444.321 589.82 81.587 169.076 1.001 H1-1b6 9 M6 W12x26 .035 0 .020 0 y 186.985 229.042 20.384 92.814 2.24 H1-1b7 9 M7 W12x26 .062 0 .038 0 y 186.985 229.042 20.384 92.814 2.359 H1-1b8 9 M8 W12x26 .063 0 .038 0 y 186.985 229.042 20.384 92.814 2.323 H1-1b9 9 M9 W12x26 .062 0 .038 0 y 186.985 229.042 20.384 92.814 2.357 H1-1b10 9 M10 W12x26 .036 0 .021 0 y 186.985 229.042 20.384 92.814 2.262 H1-1b11 9 M15 HSS4x4x3 .008 3.75 .011 0 y 60.397 77.246 9.157 9.157 1.136 H1-1b12 9 M16 HSS4x4x3 .008 3.75 .011 0 y 60.397 77.246 9.157 9.157 1.136 H1-1b13 9 M17 HSS4x4x3 .008 3.75 .002 0 y 60.397 77.246 9.157 9.157 1.136 H1-1b14 9 M18 HSS4x4x3 .008 3.75 .002 0 y 60.397 77.246 9.157 9.157 1.136 H1-1b




Member AISC 14th(360-10): ASD Steel Code Checks (Continued)LC Member Shape UC Max Loc[ft] Shear UC Loc[ft] Dir Pnc/om ...Pnt/om [...Mnyy/o... Mnzz/o... Cb Eqn

15 9 M19 HSS4x4x3 .008 3.75 .002 0 y 60.397 77.246 9.157 9.157 1.136 H1-1b16 9 M20 HSS4x4x3 .008 3.75 .002 0 y 60.397 77.246 9.157 9.157 1.136 H1-1b17 9 M21 HSS4x4x3 .008 3.75 .011 7.5 y 60.397 77.246 9.157 9.157 1.136 H1-1b18 9 M22 HSS4x4x3 .008 3.75 .012 7.5 y 60.397 77.246 9.157 9.157 1.136 H1-1b19 10 M1 W8x67 .031 0 .000 0 y 444.321 589.82 81.587 169.158 1.002 H1-1b20 10 M2 W8x67 .054 0 .000 0 y 444.321 589.82 81.587 169.375 1.003 H1-1b21 10 M3 W8x67 .055 0 .000 0 y 444.321 589.82 81.587 169.375 1.003 H1-1b22 10 M4 W8x67 .054 0 .000 0 y 444.321 589.82 81.587 169.375 1.003 H1-1b23 10 M5 W8x67 .030 0 .000 0 y 444.321 589.82 81.587 169.148 1.002 H1-1b24 10 M6 W12x26 .050 0 .029 0 y 186.985 229.042 20.384 92.814 2.24 H1-1b25 10 M7 W12x26 .089 0 .056 0 y 186.985 229.042 20.384 92.814 2.367 H1-1b26 10 M8 W12x26 .091 0 .056 0 y 186.985 229.042 20.384 92.814 2.33 H1-1b27 10 M9 W12x26 .089 0 .056 0 y 186.985 229.042 20.384 92.814 2.365 H1-1b28 10 M10 W12x26 .052 0 .030 0 y 186.985 229.042 20.384 92.814 2.265 H1-1b29 10 M15 HSS4x4x3 .008 3.75 .015 0 y 60.397 77.246 9.157 9.157 1.136 H1-1b30 10 M16 HSS4x4x3 .008 3.75 .016 0 y 60.397 77.246 9.157 9.157 1.136 H1-1b31 10 M17 HSS4x4x3 .008 3.75 .003 0 y 60.397 77.246 9.157 9.157 1.136 H1-1b32 10 M18 HSS4x4x3 .008 3.75 .003 0 y 60.397 77.246 9.157 9.157 1.136 H1-1b33 10 M19 HSS4x4x3 .008 3.75 .003 0 y 60.397 77.246 9.157 9.157 1.136 H1-1b34 10 M20 HSS4x4x3 .008 3.75 .003 0 y 60.397 77.246 9.157 9.157 1.136 H1-1b35 10 M21 HSS4x4x3 .008 3.75 .016 0 y 60.397 77.246 9.157 9.157 1.136 H1-1b36 10 M22 HSS4x4x3 .008 3.75 .017 7.5 y 60.397 77.246 9.157 9.157 1.136 H1-1b37 11 M1 W8x67 .011 11 .000 0 y 444.321 589.82 81.587 168.891 1 H1-1b38 11 M2 W8x67 .023 11 .000 0 y 444.321 589.82 81.587 169.005 1.001 H1-1b39 11 M3 W8x67 .023 11 .000 0 y 444.321 589.82 81.587 169.005 1.001 H1-1b40 11 M4 W8x67 .023 11 .000 0 y 444.321 589.82 81.587 169.005 1.001 H1-1b41 11 M5 W8x67 .011 11 .000 0 y 444.321 589.82 81.587 168.885 1 H1-1b42 11 M6 W12x26 .019 0 .011 0 y 186.985 229.042 20.384 92.814 2.248 H1-1b43 11 M7 W12x26 .039 0 .026 0 y 186.985 229.042 20.384 92.814 2.418 H1-1b44 11 M8 W12x26 .040 0 .026 0 y 186.985 229.042 20.384 92.814 2.372 H1-1b45 11 M9 W12x26 .039 0 .026 0 y 186.985 229.042 20.384 92.814 2.415 H1-1b46 11 M10 W12x26 .020 0 .012 0 y 186.985 229.042 20.384 92.814 2.287 H1-1b47 11 M15 HSS4x4x3 .006 3.75 .008 7.5 y 60.397 77.246 9.157 9.157 1.136 H1-1b48 11 M16 HSS4x4x3 .006 3.75 .009 7.5 y 60.397 77.246 9.157 9.157 1.136 H1-1b49 11 M17 HSS4x4x3 .006 3.75 .002 0 y 60.397 77.246 9.157 9.157 1.136 H1-1b50 11 M18 HSS4x4x3 .006 3.75 .002 0 y 60.397 77.246 9.157 9.157 1.136 H1-1b51 11 M19 HSS4x4x3 .006 3.75 .002 0 y 60.397 77.246 9.157 9.157 1.136 H1-1b52 11 M20 HSS4x4x3 .006 3.75 .002 0 y 60.397 77.246 9.157 9.157 1.136 H1-1b53 11 M21 HSS4x4x3 .006 3.75 .009 0 y 60.397 77.246 9.157 9.157 1.136 H1-1b54 11 M22 HSS4x4x3 .006 3.75 .009 0 y 60.397 77.246 9.157 9.157 1.136 H1-1b55 12 M1 W8x67 .228 0 .153 5.5 z 444.321 589.82 81.587 169.029 1.001 H1-1b56 12 M2 W8x67 .234 0 .153 5.5 z 444.321 589.82 81.587 169.063 1.001 H1-1b57 12 M3 W8x67 .235 0 .153 5.5 z 444.321 589.82 81.587 169.072 1.001 H1-1b58 12 M4 W8x67 .234 0 .153 5.5 z 444.321 589.82 81.587 169.082 1.001 H1-1b59 12 M5 W8x67 .228 0 .153 5.5 z 444.321 589.82 81.587 168.998 1.001 H1-1b60 12 M6 W12x26 .089 0 .011 0 y 186.985 229.042 20.384 92.814 2.235 H1-1b61 12 M7 W12x26 .100 0 .018 0 y 186.985 229.042 20.384 92.814 2.317 H1-1b62 12 M8 W12x26 .101 0 .018 0 y 186.985 229.042 20.384 92.814 2.289 H1-1b63 12 M9 W12x26 .100 0 .018 0 y 186.985 229.042 20.384 92.814 2.316 H1-1b64 12 M10 W12x26 .090 0 .011 0 y 186.985 229.042 20.384 92.814 2.248 H1-1b65 12 M15 HSS4x4x3 .011 3.75 .006 0 y 60.397 77.246 9.157 9.157 1.136 H1-1b66 12 M16 HSS4x4x3 .011 3.75 .006 0 y 60.397 77.246 9.157 9.157 1.136 H1-1b





67 12 M17 HSS4x4x3 .010 3.75 .002 0 y 60.397 77.246 9.157 9.157 1.136 H1-1b68 12 M18 HSS4x4x3 .010 3.75 .003 0 y 60.397 77.246 9.157 9.157 1.136 H1-1b69 12 M19 HSS4x4x3 .010 3.828 .002 0 y 60.397 77.246 9.157 9.157 1.136 H1-1b70 12 M20 HSS4x4x3 .010 3.828 .003 0 y 60.397 77.246 9.157 9.157 1.136 H1-1b71 12 M21 HSS4x4x3 .011 3.828 .006 0 y 60.397 77.246 9.157 9.157 1.136 H1-1b72 12 M22 HSS4x4x3 .011 3.828 .006 7.5 y 60.397 77.246 9.157 9.157 1.136 H1-1b73 13 M1 W8x67 .220 0 .153 5.5 z 444.321 589.82 81.587 168.922 1 H1-1b74 13 M2 W8x67 .222 0 .153 5.5 z 444.321 589.82 81.587 168.921 1 H1-1b75 13 M3 W8x67 .223 0 .153 5.5 z 444.321 589.82 81.587 168.93 1.001 H1-1b76 13 M4 W8x67 .222 0 .153 5.5 z 444.321 589.82 81.587 168.94 1.001 H1-1b77 13 M5 W8x67 .220 0 .153 5.5 z 444.321 589.82 81.587 168.892 1 H1-1b78 13 M6 W12x26 .078 0 .005 0 z 186.985 229.042 20.384 92.814 2.235 H1-1b79 13 M7 W12x26 .082 0 .007 0 y 186.985 229.042 20.384 92.814 2.317 H1-1b80 13 M8 W12x26 .082 0 .007 0 y 186.985 229.042 20.384 92.814 2.289 H1-1b81 13 M9 W12x26 .082 0 .007 0 y 186.985 229.042 20.384 92.814 2.316 H1-1b82 13 M10 W12x26 .078 0 .005 0 z 186.985 229.042 20.384 92.814 2.249 H1-1b83 13 M15 HSS4x4x3 .004 3.672 .002 0 y 60.397 77.246 9.157 9.157 1.136 H1-1b84 13 M16 HSS4x4x3 .004 3.672 .002 0 y 60.397 77.246 9.157 9.157 1.136 H1-1b85 13 M17 HSS4x4x3 .004 3.672 .001 0 y 60.397 77.246 9.157 9.157 1.136 H1-1b86 13 M18 HSS4x4x3 .004 3.672 .001 0 y 60.397 77.246 9.157 9.157 1.136 H1-1b87 13 M19 HSS4x4x3 .004 3.828 .001 0 y 60.397 77.246 9.157 9.157 1.136 H1-1b88 13 M20 HSS4x4x3 .004 3.828 .001 0 y 60.397 77.246 9.157 9.157 1.136 H1-1b89 13 M21 HSS4x4x3 .004 3.828 .002 0 y 60.397 77.246 9.157 9.157 1.136 H1-1b90 13 M22 HSS4x4x3 .005 3.828 .002 7.5 y 60.397 77.246 9.157 9.157 1.136 H1-1b91 14 M1 W8x67 .051 0 .009 0 y 444.321 589.82 81.587 174.9 1.603 H1-1b92 14 M2 W8x67 .069 0 .011 0 y 444.321 589.82 81.587 174.9 1.546 H1-1b93 14 M3 W8x67 .069 0 .011 0 y 444.321 589.82 81.587 174.9 1.539 H1-1b94 14 M4 W8x67 .069 0 .011 0 y 444.321 589.82 81.587 174.9 1.546 H1-1b95 14 M5 W8x67 .050 0 .009 0 y 444.321 589.82 81.587 174.9 1.607 H1-1b96 14 M6 W12x26 .020 0 .011 0 y 186.985 229.042 20.384 92.814 2.198 H1-1b97 14 M7 W12x26 .030 0 .018 0 y 186.985 229.042 20.384 92.814 2.345 H1-1b98 14 M8 W12x26 .031 0 .018 0 y 186.985 229.042 20.384 92.814 2.292 H1-1b99 14 M9 W12x26 .030 0 .018 0 y 186.985 229.042 20.384 92.814 2.344 H1-1b100 14 M10 W12x26 .021 0 .011 0 y 186.985 229.042 20.384 92.814 2.211 H1-1b101 14 M15 HSS4x4x3 .015 3.75 .009 0 y 60.397 77.246 9.157 9.157 1.136 H1-1b102 14 M16 HSS4x4x3 .015 3.75 .010 0 y 60.397 77.246 9.157 9.157 1.136 H1-1b103 14 M17 HSS4x4x3 .015 3.75 .003 0 y 60.397 77.246 9.157 9.157 1.136 H1-1b104 14 M18 HSS4x4x3 .015 3.75 .003 0 y 60.397 77.246 9.157 9.157 1.136 H1-1b105 14 M19 HSS4x4x3 .015 3.75 .003 0 y 60.397 77.246 9.157 9.157 1.136 H1-1b106 14 M20 HSS4x4x3 .015 3.75 .003 0 y 60.397 77.246 9.157 9.157 1.136 H1-1b107 14 M21 HSS4x4x3 .015 3.75 .010 0 y 60.397 77.246 9.157 9.157 1.136 H1-1b108 14 M22 HSS4x4x3 .015 3.75 .010 7.5 y 60.397 77.246 9.157 9.157 1.136 H1-1b109 15 M1 W8x67 .043 0 .009 0 y 444.321 589.82 81.587 174.9 1.76 H1-1b110 15 M2 W8x67 .058 0 .011 0 y 444.321 589.82 81.587 174.9 1.703 H1-1b111 15 M3 W8x67 .058 0 .011 0 y 444.321 589.82 81.587 174.9 1.696 H1-1b112 15 M4 W8x67 .058 0 .011 0 y 444.321 589.82 81.587 174.9 1.703 H1-1b113 15 M5 W8x67 .043 0 .009 0 y 444.321 589.82 81.587 174.9 1.763 H1-1b114 15 M6 W12x26 .009 0 .004 0 y 186.985 229.042 20.384 92.814 2.146 H1-1b115 15 M7 W12x26 .012 0 .007 0 y 186.985 229.042 20.384 92.814 2.392 H1-1b116 15 M8 W12x26 .013 0 .007 0 y 186.985 229.042 20.384 92.814 2.298 H1-1b117 15 M9 W12x26 .012 0 .007 0 y 186.985 229.042 20.384 92.814 2.39 H1-1b118 15 M10 W12x26 .009 0 .004 0 y 186.985 229.042 20.384 92.814 2.159 H1-1b





119 15 M15 HSS4x4x3 .009 3.75 .006 0 z 60.397 77.246 9.157 9.157 1.136 H1-1b120 15 M16 HSS4x4x3 .009 3.75 .006 0 z 60.397 77.246 9.157 9.157 1.136 H1-1b121 15 M17 HSS4x4x3 .009 3.75 .001 0 z 60.397 77.246 9.157 9.157 1.136 H1-1b122 15 M18 HSS4x4x3 .009 3.75 .001 0 z 60.397 77.246 9.157 9.157 1.136 H1-1b123 15 M19 HSS4x4x3 .009 3.75 .001 0 z 60.397 77.246 9.157 9.157 1.136 H1-1b124 15 M20 HSS4x4x3 .009 3.75 .001 0 z 60.397 77.246 9.157 9.157 1.136 H1-1b125 15 M21 HSS4x4x3 .009 3.75 .006 7.5 z 60.397 77.246 9.157 9.157 1.136 H1-1b126 15 M22 HSS4x4x3 .009 3.75 .006 7.5 z 60.397 77.246 9.157 9.157 1.136 H1-1b




J oint DeflectionsLC Joint Label X [in] Y [in] Z [in] X Rotation [ra...Y Rotation [ra...Z Rotation [ra...

1 5 N1 0 0 0 0 0 02 5 N2 0 0 0 0 0 03 5 N3 0 0 0 0 0 04 5 N4 0 0 0 0 0 05 5 N5 0 0 0 0 0 06 5 N6 .245 0 0 0 2.396e-02 -2.673e-037 5 N7 .245 0 0 0 2.396e-02 -2.674e-038 5 N8 .245 0 0 0 2.396e-02 -2.674e-039 5 N9 .245 0 0 0 2.396e-02 -2.674e-0310 5 N10 .245 0 0 0 2.396e-02 -2.673e-0311 5 N11 1.928 0 0 0 2.504e-02 -2.673e-0312 5 N12 1.928 0 0 0 2.504e-02 -2.674e-0313 5 N13 1.928 0 0 0 2.504e-02 -2.674e-0314 5 N14 1.928 0 0 0 2.504e-02 -2.674e-0315 5 N15 1.928 0 0 0 2.504e-02 -2.673e-0316 5 N16 .682 0 0 0 2.456e-02 -2.673e-0317 5 N17 .682 0 0 0 2.456e-02 -2.674e-0318 5 N18 .682 0 0 0 2.456e-02 -2.674e-0319 5 N19 .682 0 0 0 2.456e-02 -2.674e-0320 5 N20 .682 0 0 0 2.456e-02 -2.673e-0321 5 N21 1.727 0 0 0 2.504e-02 -2.673e-0322 5 N22 1.727 0 0 0 2.504e-02 -2.674e-0323 5 N23 1.727 0 0 0 2.504e-02 -2.674e-0324 5 N24 1.727 0 0 0 2.504e-02 -2.674e-0325 5 N25 1.727 0 0 0 2.504e-02 -2.673e-03


LC 5: EQx ONLY

Relative displacement (displacement between glass supports): 1.727" - 0.682" = 1.045" ... Glass case enclosure can accommodate this deflection

PROJECT

CLIENT

LOCATION

ITEM

SHEET NO.

PROJECT NO.

DATE

ENGINEER



Beverly Hills, CA

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S17-0284

6/6/2018



C.2 Anchorage and Base Plate

PROJECT

CLIENT

LOCATION

ITEM

SHEET NO.

PROJECT NO.

DATE

ENGINEER



Beverly Hills, CA

---

S17-0284

6/6/2018



Anchorage Loading

www.hilti.us Profis Anchor 2.7.7

Input data and results must be checked for agreement with the existing conditions and for plausibility!PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan

Company:Specifier:Address:Phone I Fax:E-Mail:

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1UAL 3rd St Tour Bus St

6/6/2018

Specifier's comments:

1 Input dataAnchor type and diameter: Heavy Hex Head ASTM F 1554 GR. 55 1

Effective embedment depth: hef = 12.000 in.

Material: ASTM F 1554

Proof: Design method ACI 318-14 / CIP

Stand-off installation: without clamping (anchor); restraint level (anchor plate): 2.00; eb = 1.000 in.; t = 0.750 in.

Hilti Grout: CB-G EG, epoxy, fc,Grout = 14,939 psi

Anchor plate: lx x ly x t = 15.000 in. x 15.000 in. x 0.750 in.; (Recommended plate thickness: not calculated

Profile: W shape (AISC); (L x W x T x FT) = 9.000 in. x 8.280 in. x 0.570 in. x 0.935 in.

Base material: cracked concrete, 3000, fc' = 3,000 psi; h = 24.000 in.

Reinforcement: tension: condition A, shear: condition A; anchor reinforcement: tension, shear

edge reinforcement: none or < No. 4 barSeismic loads (cat. C, D, E, or F) Tension load: yes (17.2.3.4.3 (d))

Shear load: yes (17.2.3.5.3 (c))

Geometry [in.] & Loading [lb, in.lb]

Loading in Z direction controls designUse GR. 36 1 1/8see following anchorage calc

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2 Load case/Resulting anchor forcesLoad case: Design loads

Anchor reactions [lb]Tension force: (+Tension, -Compression)

Anchor Tension force Shear force Shear force x Shear force y1 0 1,037 978 -344

2 0 1,886 978 1,6123 10,729 1,037 -978 -3444 9,885 1,886 -978 1,612

max. concrete compressive strain: 0.22 [‰] max. concrete compressive stress: 969 [psi]resulting tension force in (x/y)=(-0.225/5.500): 20,614 [lb]resulting compression force in (x/y)=(0.854/-6.419): 19,914 [lb]

Tension

Compression

1 2

3 4

x

y

3 Tension load Load Nua [lb] Capacity f f f f Nn [lb] Utilization bbbbN = Nua/f f f f Nn Status

Steel Strength* 10,729 34,087 32 OK

Pullout Strength* 10,729 18,913 57 OK

Concrete Breakout Strength**1 N/A N/A N/A N/A

Concrete Side-Face Blowout, direction ** N/A N/A N/A N/A

* anchor having the highest loading **anchor group (anchors in tension) 1 Tension Anchor Reinforcement has been selected!

3.1 Steel Strength

Nsa = Ase,N futa ACI 318-14 Eq. (17.4.1.2)f Nsa ≥ Nua ACI 318-14 Table 17.3.1.1

Variables

Ase,N [in.2] futa [psi] 0.61 75,000

Calculations

Nsa [lb] 45,450

Results

Nsa [lb] f steel f Nsa [lb] Nua [lb] 45,450 0.750 34,087 10,729

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6/6/2018

3.2 Pullout Strength

NpN = y c,p Np ACI 318-14 Eq. (17.4.3.1)Np = 8 Abrg f'c ACI 318-14 Eq. (17.4.3.4)f NpN ≥ Nua ACI 318-14 Table 17.3.1.1

Variables

y c,p Abrg [in.2] l a f'c [psi] 1.000 1.50 1.000 3,000

Calculations

Np [lb] 36,024

Results

Npn [lb] f concrete f seismic f nonductile f Npn [lb] Nua [lb] 36,024 0.700 0.750 1.000 18,913 10,729

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6/6/2018

4 Shear load Load Vua [lb] Capacity f f f f Vn [lb] Utilization bbbbV = Vua/f f f f Vn Status


Steel failure (with lever arm)* 1,886 2,812 68 OK

Pryout Strength* 1,886 12,921 15 OK

Concrete edge failure in direction **1 N/A N/A N/A N/A

* anchor having the highest loading **anchor group (relevant anchors) 1 Shear Anchor Reinforcement has been selected!

4.1 Steel Strength

Vsa = 0.6 Ase,V futa ACI 318-14 Eq. (17.5.1.2b)f Vsteel ≥ Vua ACI 318-14 Table 17.3.1.1

Variables

Ase,V [in.2] futa [psi] 0.61 75,000

Calculations

Vsa [lb] 27,270

Results

Vsa [lb] f steel f eb f Vsa [lb] Vua [lb] 27,270 0.650 0.800 14,180 1,886

4.2 Steel failure (with lever arm)

VMs = aM · Ms

Lb bending equation for stand-off

Ms = M0s (1 - Nua

f Nsa) resultant flexural resistance of anchor

M0s = (1.2) (S) (fu,min) characteristic flexural resistance of anchor

(1 - Nua

f Nsa) reduction for tensile force acting simultaneously with a shear force on the anchor

S = p(d)3

32 elastic section modulus of anchor bolt at concrete surface

Lb = z + (n)(d0) internal lever arm adjusted for spalling of the surface concretef VM

s ≥ Vua ACI 318-14 Table 17.3.1.1

Variables

aM fu,min [psi] Nua [lb] f Nsa [lb] z [in.] n d0 [in.] 2.00 75,000 9,885 34,087 1.375 0.500 1.000

Calculations

M0s [in.lb]

(1 - Nua

f Nsa) Ms [in.lb] Lb [in.]

5,712.701 0.710 4,056.159 1.875

Results

VMs [lb] f steel f VM

s [lb] Vua [lb] 4,327 0.650 2,812 1,886

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6/6/2018

4.3 Pryout Strength

Vcp = kcp [(ANcANc0

) y ed,N y c,N y cp,N Nb] ACI 318-14 Eq. (17.5.3.1a)

f Vcp ≥ Vua ACI 318-14 Table 17.3.1.1ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANc0 = 9 h2

ef ACI 318-14 Eq. (17.4.2.1c)

y ec,N = ( 1

1 + 2 e'N

3 hef) ≤ 1.0 ACI 318-14 Eq. (17.4.2.4)

y ed,N = 0.7 + 0.3 ( ca,min1.5hef

) ≤ 1.0 ACI 318-14 Eq. (17.4.2.5b)

y cp,N = MAX(ca,mincac

, 1.5hefcac

) ≤ 1.0 ACI 318-14 Eq. (17.4.2.7b)

Nb = kc l a √f'c h1.5ef ACI 318-14 Eq. (17.4.2.2a)

Variables

kcp hef [in.] ec1,N [in.] ec2,N [in.] ca,min [in.] 2 3.667 0.000 0.000 5.500

y c,N cac [in.] kc l a f'c [psi] 1.000 - 24 1.000 3,000

Calculations

ANc [in.2] ANc0 [in.2] y ec1,N y ec2,N y ed,N y cp,N Nb [lb] 121.00 121.00 1.000 1.000 1.000 1.000 9,230

Results

Vcp [lb] f concrete f seismic f nonductile f Vcp [lb] Vua [lb] 18,459 0.700 1.000 1.000 12,921 1,886

5 Combined tension and shear loads bN bV z Utilization bN,V [%] Status

0.567 0.671 5/3 91 OK

bNV = bz N + bz

V <= 1

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6 Warnings• The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This

means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid base plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility!

• Condition A applies when supplementary reinforcement is used. The Φ factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard.

• ACI 318 does not specifically address anchor bending when a stand-off condition exists. PROFIS Anchor calculates a shear load corresponding to anchor bending when stand-off exists and includes the results as a shear Design Strength!

• Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard!

• An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-14, Chapter 17, Section 17.2.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.2.3.4.3 (b), Section 17.2.3.4.3 (c), or Section 17.2.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.2.3.5.3 (a), Section 17.2.3.5.3 (b), or Section 17.2.3.5.3 (c).

• Section 17.2.3.4.3 (b) / Section 17.2.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.2.3.4.3 (c) / Section 17.2.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non-yielding attachment. Section 17.2.3.4.3 (d) / Section 17.2.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by w0.

• The design of Anchor Reinforcement is beyond the scope of PROFIS Anchor. Refer to ACI 318-14, Section 17.4.2.9 for information about Anchor Reinforcement.


• Anchor Reinforcement has been selected as a design option, calculations should be compared with PROFIS Anchor calculations.

Fastening meets the design criteria!

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Coordinates Anchor in.

Anchor x y c-x c+x c-y c+y

1 -5.500 -5.500 5.500 16.500 5.500 16.500

2 5.500 -5.500 16.500 5.500 5.500 16.5003 -5.500 5.500 5.500 16.500 16.500 5.5004 5.500 5.500 16.500 5.500 16.500 5.500

7 Installation dataAnchor plate, steel: - Anchor type and diameter: Heavy Hex Head ASTM F 1554 GR. 55 1

Profile: W shape (AISC); 9.000 x 8.280 x 0.570 x 0.935 in. Installation torque: -Hole diameter in the fixture: df = 1.063 in. Hole diameter in the base material: - in.Plate thickness (input): 0.750 in. Hole depth in the base material: 12.000 in.Recommended plate thickness: not calculated Minimum thickness of the base material: 13.172 in.Drilling method: -Cleaning: No cleaning of the drilled hole is required

1 2

3 4

2.000 11.000 2.000

2.00

011

.000

2.00

0x

y

7.500 7.500

7.50

07.

500

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6/6/2018

8 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.

• You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular, you must arrange for the regular backup of programs and data and, if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software, you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences, such as the recovery of lost or damaged data or programs, arising from a culpable breach of duty by you.

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11710234

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Specifier's comments: 3rd Street Tour Bus Canopy

1 Input dataAnchor type and diameter: Heavy Hex Head ASTM F 1554 GR. 36 1 1/8







Profile: W shape (AISC); (L x W x T x FT) = 9.000 in. x 8.280 in. x 0.570 in. x 0.935 in.


Reinforcement: tension: condition A, shear: condition A; anchor reinforcement: tension, shear

edge reinforcement: none or < No. 4 barSeismic loads (cat. C, D, E, or F) Tension load: yes (17.2.3.4.3 (d))

Shear load: yes (17.2.3.5.3 (c))


Controls

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21710234

6/6/2018



Anchor Tension force Shear force Shear force x Shear force y1 12,206 1,934 1,666 -982

2 0 1,934 1,666 9823 12,206 1,026 -298 -9824 0 1,026 -298 982

max. concrete compressive strain: 0.22 [‰] max. concrete compressive stress: 955 [psi]resulting tension force in (x/y)=(-5.500/0.000): 24,412 [lb]resulting compression force in (x/y)=(6.266/0.000): 26,525 [lb]

Tension Compression

1 2

3 4

x

y




Concrete Breakout Strength**1 N/A N/A N/A N/A

Concrete Side-Face Blowout, direction ** N/A N/A N/A N/A

* anchor having the highest loading **anchor group (anchors in tension) 1 Tension Anchor Reinforcement has been selected!

3.1 Steel Strength


Variables

Ase,N [in.2] futa [psi] 0.76 58,000

Calculations

Nsa [lb] 44,254

Results


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31710234

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Variables


Calculations

Np [lb] 44,424

Results

Npn [lb] f concrete f seismic f nonductile f Npn [lb] Nua [lb] 44,424 0.700 0.750 1.000 23,323 12,206

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Steel failure (with lever arm)* 1,934 2,649 74 OK

Pryout Strength* 1,934 12,921 15 OK

Concrete edge failure in direction **1 N/A N/A N/A N/A

* anchor having the highest loading **anchor group (relevant anchors) 1 Shear Anchor Reinforcement has been selected!

4.1 Steel Strength


Variables

Ase,V [in.2] futa [psi] 0.76 58,000

Calculations

Vsa [lb] 26,552

Results

Vsa [lb] f steel f eb f Vsa [lb] Vua [lb] 26,552 0.650 0.800 13,807 1,934


VMs = aM · Ms


Ms = M0s (1 - Nua



(1 - Nua


S = p(d)3



s ≥ Vua ACI 318-14 Table 17.3.1.1

Variables


Calculations

M0s [in.lb]

(1 - Nua


6,244.019 0.632 3,947.771 1.938

Results


s [lb] Vua [lb] 4,075 0.650 2,649 1,934

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51710234

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4.3 Pryout Strength

Vcp = kcp [(ANcANc0

) y ed,N y c,N y cp,N Nb] ACI 318-14 Eq. (17.5.3.1a)

f Vcp ≥ Vua ACI 318-14 Table 17.3.1.1ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANc0 = 9 h2

ef ACI 318-14 Eq. (17.4.2.1c)

y ec,N = ( 1

1 + 2 e'N

3 hef) ≤ 1.0 ACI 318-14 Eq. (17.4.2.4)

y ed,N = 0.7 + 0.3 ( ca,min1.5hef

) ≤ 1.0 ACI 318-14 Eq. (17.4.2.5b)


, 1.5hefcac

) ≤ 1.0 ACI 318-14 Eq. (17.4.2.7b)


Variables



Calculations


Results

Vcp [lb] f concrete f seismic f nonductile f Vcp [lb] Vua [lb] 18,459 0.700 1.000 1.000 12,921 1,934


0.523 0.730 5/3 94 OK

bNV = bz N + bz

V <= 1

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• An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-14, Chapter 17, Section 17.2.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.2.3.4.3 (b), Section 17.2.3.4.3 (c), or Section 17.2.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.2.3.5.3 (a), Section 17.2.3.5.3 (b), or Section 17.2.3.5.3 (c).

• Section 17.2.3.4.3 (b) / Section 17.2.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.2.3.4.3 (c) / Section 17.2.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non-yielding attachment. Section 17.2.3.4.3 (d) / Section 17.2.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by w0.



• Anchor Reinforcement has been selected as a design option, calculations should be compared with PROFIS Anchor calculations.


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1 -5.500 -5.500 5.500 16.500 5.500 16.500

2 5.500 -5.500 16.500 5.500 5.500 16.5003 -5.500 5.500 5.500 16.500 16.500 5.5004 5.500 5.500 16.500 5.500 16.500 5.500

7 Installation dataAnchor plate, steel: - Anchor type and diameter: Heavy Hex Head ASTM F 1554 GR. 36 1 1/8

Profile: W shape (AISC); 9.000 x 8.280 x 0.570 x 0.935 in. Installation torque: -Hole diameter in the fixture: df = 1.188 in. Hole diameter in the base material: - in.Plate thickness (input): 0.750 in. Hole depth in the base material: 12.000 in.Recommended plate thickness: not calculated Minimum thickness of the base material: 13.250 in.Drilling method: -Cleaning: No cleaning of the drilled hole is required

1 2

3 4

2.000 11.000 2.000

2.00

011

.000

2.00

0x

y

7.500 7.500

7.50

07.

500

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Steel Base Plate ENERCALC, INC. 1983-2016, Build:6.16.12.31, Ver:6.16.12.31Licensee : B&J HBK, INC.Lic. # : KW-06008805

File = \\bnjfs01\bnj_cad$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\1710234 3rd Street Tour Bus Canopy.ec6

Description : Base Plate

Code ReferencesCalculations per AISC Design Guide # 1, IBC 2015, CBC 2016, ASCE 7-10Load Combination Set : ASCE 7-10General Information

Material PropertiesAllowable Strength Design

Concrete Support f'c 3.0 ksiAllowable Bearing Fp per J8 3.570 ksi

: ASD Safety Factor. 2.50cSteel Plate Fy = 36.0 ksi

Assumed Bearing Area :Full Bearing=

AISC Design Method

Column Properties

1'-9"

1'-9

"

1'-3"

1'-3"X

ZSteel Section : W8x67Depth

0.935 in

in in^219.79 Area

Width along "X" 21.0 inLength along "Z' 21.0 in

Support Dimensions

Column assumed welded to base plate.

Width 8.28 inFlange Thickness

Ixx in^4in^4

Web Thickness in

Plate DimensionsN : Length 15.0 inB : Width 15.0 inThickness 0.750 in

0.57Iyy

Z Z X X

Column & Plate

Applied Loads

1.707 0.7660 8.487

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

kk

P-Yk

kkkk

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

M-X

k-ftk-ftk-ftk-ftk-ftk-ft

k-ftV-Z

D : Dead Load .......L : Live .......Lr : Roof Live .........S : Snow ................W : Wind ................E : Earthquake ...............

k

H : Lateral Earth ......... k

kkkk

k

"+" Shears push plate towards +Z edge.

PROJECT

CLIENT

LOCATION

ITEM

SHEET NO.

PROJECT NO.

DATE

ENGINEER



Beverly Hills, CA

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S17-0284

6/6/2018


Steel Base Plate ENERCALC, INC. 1983-2016, Build:6.16.12.31, Ver:6.16.12.31Licensee : B&J HBK, INC.Lic. # : KW-06008805


Description : Base Plate

GOVERNING DESIGN LOAD CASE SUMMARYPlate Design Summary

Fp : Allowable :min( 0.85*f'c*sqrt(A2/A1), 1.7* f'c)*Omega

1.428 ksi

Bearing Stress OK

Tension in each Bolt ................... 3.447Allowable Bolt Tension ............... 0.000

Tension Stress Ratio 0.000

Bearing Stress Ratio

0.569

fu : Max. Plate Bearing Stress .... 1.428 ksi

Design Method Allowable Strength DesignD Only

Governing Load Case Type Axial + Moment, L/2 < Eccentricity, Tension on BoltsDesign Plate Size 1'-3" x 1'-3" x 0 -3/4"Pa : Axial Load .... 1.707 kMa : Moment ........ 8.487 k-ft

Mu : Max. Moment ..................... 1.723 k-in

Governing Load Combination

fb : Max. Bending Stress ............... 12.256 ksiFb : Allowable :

Fy / Omega 21.557 ksi

Bending Stress OKBending Stress Ratio

1.000

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

LoadingPa : Axial Load .... 1.707 k

A1 : Plate Area ......... 225.000 in^2

Bearing Stresses

A2 : Support Area ..................... 441.000 in^2sqrt( A2/A1 ) 1.400

fa : Max. Bearing Pressure ( set equal to Fp )Stress Ratio .................... 1.000

Plate Bending Stresses

Fp : Allowable ............................... 1.428 ksi

Ma : Moment ........ 8.487 k-ft 0.000 k

"A" : Bearing Length 0.803

Plate Moment from Bolt Tension ....... 1.723 k-in

1.723 k-infb : Actual ................................ 12.256 ksiMmax ..........................................

Mpl : Plate Moment 0.141 k-in

Fb : Allowable ................................ 21.557 ksiStress Ratio .................... 0.569

Eccentricity ........................ 59.663 0.000Stress Ratio ....................in

Calculate plate moment from bolt tension . . .Tension per Bolt .......................... 3.447 kTension : Allowable ....................

in

Dist. from Bolt to Col. Edge ............. 1.475 in

Calculate plate moment from bearing . . .

Effective Bolt Width for Bending ..... 5.900 in

" m " ..................... 3.225 in

Axial Load + Moment, Ecc. > L/2Load Comb. : +0.60D

LoadingPa : Axial Load .... 1.024 k

A1 : Plate Area ......... 225.000 in^2

Bearing Stresses

A2 : Support Area ..................... 441.000 in^2sqrt( A2/A1 ) 1.400

fa : Max. Bearing Pressure ( set equal to Fp )Stress Ratio .................... 1.000

Plate Bending Stresses

Fp : Allowable ............................... 1.428 ksi

Ma : Moment ........ 5.092 k-ft 0.000 k

"A" : Bearing Length 0.478

Plate Moment from Bolt Tension ....... 1.023 k-in

1.046 k-infb : Actual ................................ 7.438 ksiMmax ..........................................

Mpl : Plate Moment 0.087 k-in

Fb : Allowable ................................ 21.557 ksiStress Ratio .................... 0.345

Eccentricity ........................ 59.663 0.000Stress Ratio ....................in

Calculate plate moment from bolt tension . . .Tension per Bolt .......................... 2.047 kTension : Allowable ....................

in

Dist. from Bolt to Col. Edge ............. 1.475 in

Calculate plate moment from bearing . . .

Effective Bolt Width for Bending ..... 5.900 in

" m " ..................... 3.225 in

PROJECT

CLIENT

LOCATION

ITEM

SHEET NO.

PROJECT NO.

DATE

ENGINEER



Beverly Hills, CA

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S17-0284

6/6/2018


PROJECT

CLIENT

LOCATION

ITEM

SHEET NO.

PROJECT NO.

DATE

ENGINEER



Beverly Hills, CA

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S17-0284

6/6/2018



C.3 Pole Footing Design

PROJECT

CLIENT

LOCATION

ITEM

SHEET NO.

PROJECT NO.

DATE

ENGINEER



Beverly Hills, CA

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S17-0284

6/6/2018



Foundation Loading max moment

Pole Footing Embedded in Soil ENERCALC, INC. 1983-2016, Build:6.16.12.31, Ver:6.16.12.31Licensee : B&J HBK, INC.Lic. # : KW-06008805

File = \\bnjfs01\bnj_cad$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\NG\1710234 3rd Street Tour Bus Canopy.ec6

Description : Typ. Post Footing

Code ReferencesCalculations per IBC 2015 1807.3, CBC 2016, ASCE 7-10Load Combinations Used : ASCE 7-10General Information

Circular

5'-9"11'-0-15/16"

Footing Diameter = 2'-0"

Soil Surface Surface Lateral Restraint

Point Load24.0

100.01,500.0

Lateral Restraint at Ground Surface

Pole Footing ShapePole Footing Diameter . . . . . . . . . . . in

Allow Passive . . . . . . . . . . . . . . . . . . . . . . pcfMax Passive . . . . . . . . . . . . . . . . . . . . . . psf

Calculate Min. Depth for Allowable Pressures

+D+HGoverning Load Combination :Lateral Load 0.7660Moment 8.487 k-ft

Minimum Required Depth 5.750 ft

k

Restraint @ Ground SurfacePressure at Depth

Actual 545.50 psfAllowable 575.0 psf

Surface Retraint Force 3,902.60 lbs

Controlling Values

ft^2Footing Base Area 3.142Maximum Soil Pressure 0.5434 ksf

kkk

1.707

k

k

Applied Loads

k

Lateral Concentrated Load (k)

D : Dead Load

L : LiveLr : Roof Live

S : SnowW : WindE : EarthquakeH : Lateral EarthLoad distance above

0.7660

11.080

kkkkkkk

ft

Lateral Distributed Loads (klf)

TOP of Load above ground surface

BOTTOM of Load above ground surface

k/ftk/ftk/ftk/ftk/ftk/ftk/ft

ft

Applied Moment (kft)

k-ftk-ftk-ftk-ftk-ftk-ftk-ft

ground surface

ft

Vertical Load (k)

k

Load Combination Results

FactorSoil IncreaseForces @ Ground Surface

Load CombinationRequired

Loads - (k) Moments - (ft-k) Depth - (ft)Pressure at Depth

Allow - (psf)Actual - (psf) 545.5 0.766 8.487+D+H 5.75 1.000 575.0

apply as D; input loadis already factored

PROJECT

CLIENT

LOCATION

ITEM

SHEET NO.

PROJECT NO.

DATE

ENGINEER



Beverly Hills, CA

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S17-0284

6/6/2018


PROJECT

CLIENT

LOCATION

ITEM

SHEET NO.

PROJECT NO.

DATE

ENGINEER



Beverly Hills, CA

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S17-0284

6/6/2018



D. Miscellaneous

PROJECT

CLIENT

LOCATION

ITEM

SHEET NO.

PROJECT NO.

DATE

ENGINEER



Beverly Hills, CA

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S17-0284

6/6/2018



D.1.0 Freestanding Wall and Footing

CMU Freestanding Wall Design for Out of Plane Forces

H = 8.5 ft height of CMU Wall

Fp = 48.4 plf/ft out of plane seismic load

Me = 2097 lbs-ft/ft maximum out of plane bending moment

Ev/PDL = 0.31 vertical seismic component factor

PDL = 663 plf Dead Load

ASCE 7-10 Section 2.4.1 Load Combo 8. (0.6D + 0.7E)

P = 0.6PDL - 0.7Ev/PDL*PDL = 254 plf factored gravity load - ASD

M = 0.7ME = 1468 lbs-ft/ft factored bending moment - ASD

Es = 29000000 psi steel modulus of elasticity

Fs = 32000 psi max calculated stress in reinforcement; Grade 60 rebar

f'm = 1500 psi compressive strength of masonry at the age of 28 days

Em =900f'm = 1350000 psi CMU modulus of elasticity

Fb =0.45f'm = 675 psi allowable compressive stress in masonry

n = Es/Em = 21.5 modular ratio

twall = 8.00 in nominal thickness of wall

Assuming no. 5 bars bar size

cc = 3.50 in clear cover per ASCE 5-11 Sec. 1.16.4.1

d = twall - 3/8" - cc - dbar/2 = 3.81 effective depth

P/bdFb = 0.0082

P/bd*(n/Fs) = 0.0037

Try no. 5 at 16 in. on center:

Flexure Check

d = 3.81 in effective depth

Abar = 0.31 in2 area of one rebar

As = Abar* 12/16 = 0.230097118 in2 effective cross-sectional area of reinforcement

ρ = As/bd = As/(12)d = 0.0050 reinforcement ratio

pn = 0.1080


j = 1 - k/3 = 0.875

Mb,allow = 1/2Fbjkbd2 /12 - P(d-h/2) = 19343 lb-in/ft allowable moment due to the allowable masonry stress

= 1612 lb-ft/ft


j = 1 - k/3 = 0.876

Ms,allow = FsAsjd/12 +P(h/2-kd/3) = 25405 lb-in/ft allowable moment when the cross section ...

= 2117 lb-ft/ft is governed by allowable tensile stress in reinf steel

Mallow = 1612 allowable bending moment

DCR = 0.911 < 1 OK demand / capacity ratio

Provide #5 bars at 24in o.c. MIN

PROJECT

CLIENT

LOCATION

ITEM

SHEET NO.

PROJECT NO.

DATE

ENGINEER



Beverly Hills, CA

CMU Freestanding Wall (OOP Seismic)

---

S17-0284

6/1/2018

RJ\\bnjfs01\bnj_cad$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\CMU Wall_freestanding.xlsx

BRANDOW JOHNSTON, INC structural + civil engineers Calculation p1

16"



Description : Freestanding Wall Footing (eccentric)_v1


2.0

Analysis Settings

150.0ksiNo


3.060.0

3,122.0145.0 = 0.250


Values

0.00180

10.0


1.01.0



=



pcf



: 1




=

: 1


=

=

=

Concrete Density

=




Dimensions



=

=

Wall Thickness 8.0 inFooting Thickness 16.0 in=Rebar Centerline to Edge of Concrete...


Reinforcing

#

Bars along X-X Axis


5Bar spacing

=16.00

5'-0"4'-2"

8"

1'-0

"

6"

Z

Z

X X

# 5 bars @ 16 in o.c.

3"

X-X Section Looking to +Z

Applied Loads

0.6630D Lr

ksf


kW E

M-zzV-x = k0.04840

k-ftVx applied = in above top of footing

= 1.749 0.3490

H=





Governing Load CombinationFactor of Safety Item Applied Capacity

FAIL 1.015 Soil Bearing 2.031 ksf 2.0 ksf +0.60D+0.70E+0.60H

PASS 1.205 Overturning - Z-Z 1.479 k-ft 1.782 k-ft +0.60D+0.70E+0.60HPASS 62.312 Sliding - X-X 0.03388 k 2.111 k +0.60D+0.70E+0.60HPASS n/a Uplift 0.0 k 0.0 k No Uplift


FAIL As < Min Z Flexure (+X) 0.1158 k-ft 13.363 k-ft +1.40D+1.60HFAIL As < Min Z Flexure (-X) 1.539 k-ft 13.363 k-ft +1.40D+1.60HPASS n/a 1-way Shear (+X) 0.0 psi 82.158 psi n/aPASS 0.1049 1-way Shear (-X) 8.616 psi 82.158 psi +1.509D-E+1.60H

Detailed Results

Rotation Axis &Xecc


Gross Allowable -X +X RatioLoad Combination..., +D+H 2.0 ksf 0.0 ksf 0.6711 ksf 0.33610.706 in, +D+0.70E+H 2.0 ksf 0.0 ksf 1.293 ksf 0.64720.054 in, +D+0.5250E+H 2.0 ksf 0.0 ksf 1.050 ksf 0.52517.717 in, +0.60D+0.60H 2.0 ksf 0.0 ksf 0.4026 ksf 0.20110.706 in, +0.60D+0.70E+0.60H 2.0 ksf 0.0 ksf 2.031 ksf 1.01526.286 in


Load Combination... StatusOverturning Moment Resisting Moment Stability Ratio, +D+H 0.3490 k-ft 2.969 k-ft 8.508 OK, +D+0.70E+H 1.618 k-ft 2.969 k-ft 1.835 OK, +D+0.5250E+H 1.301 k-ft 2.969 k-ft 2.282 OK, +0.60D+0.60H 0.2094 k-ft 1.782 k-ft 8.508 OK, +0.60D+0.70E+0.60H 1.479 k-ft 1.782 k-ft 1.205 OK


Load Combination... StatusSliding Force Resisting Force Sliding SafetyRatio, +D+H 0.0 k 2.274 k No Sliding OK, +D+0.70E+H 0.03388 k 2.274 k 67.122 OK, +D+0.5250E+H 0.02541 k 2.274 k 89.496 OK, +0.60D+0.60H 0.0 k 2.111 k No Sliding OK, +0.60D+0.70E+0.60H 0.03388 k 2.111 k 62.312 OK



Statusk-ftMu


, +1.40D+1.60H 1.539 -X Bottom 0.3456 Min Temp % 0.2325 13.363 OK, +1.40D+1.60H 0.1158 +X Bottom 0.3456 Min Temp % 0.2325 13.363 OK, +1.20D+1.60H 1.252 -X Bottom 0.3456 Min Temp % 0.2325 13.363 OK, +1.20D+1.60H 0.1018 +X Bottom 0.3456 Min Temp % 0.2325 13.363 OK, +1.509D+E+1.60H 0.3432 -X Bottom 0.3456 Min Temp % 0.2325 13.363 OK, +1.509D+E+1.60H 0.2225 +X Bottom 0.3456 Min Temp % 0.2325 13.363 OK, +1.509D-E+1.60H 3.258 -X Bottom 0.3456 Min Temp % 0.2325 13.363 OK, +1.509D-E+1.60H 0.07269 +X Bottom 0.3456 Min Temp % 0.2325 13.363 OK, +0.90D+0.90H 1.027 -X Bottom 0.3456 Min Temp % 0.2325 13.363 OK, +0.90D+0.90H 0.07307 +X Bottom 0.3456 Min Temp % 0.2325 13.363 OK, +0.5912D+E+0.90H 0 -X Bottom 0.3456 Min Temp % 0.2325 13.363 OK, +0.5912D+E+0.90H 0 +X Bottom 0.3456 Min Temp % 0.2325 13.363 OK, +0.5912D-E+0.90H 2.146 -X Bottom 0.3456 Min Temp % 0.2325 13.363 OK, +0.5912D-E+0.90H 0.000656 +X Bottom 0.3456 Min Temp % 0.2325 13.363 OKOne Way Shear Units : k

Vu @ +XLoad Combination... Vu @ -X Vu:Max Vu / Phi*VnPhi Vn Status+1.40D+1.60H 7.995 0 7.995 82.158 0.09731psipsipsipsi OK

DESIGN IS OK

This is OK. FOOTING WILL HAVE TOP REINF AS WELL.

less than 2%; therefore OK




One Way Shear Units : k

Vu @ +XLoad Combination... Vu @ -X Vu:Max Vu / Phi*VnPhi Vn Status+1.20D+1.60H 6.853 0 6.853 82.158 0.08341psipsipsipsi OK+1.509D+E+1.60H 8.615 0 8.615 82.158 0.1049psipsipsipsi OK+1.509D-E+1.60H 8.616 0 8.616 82.158 0.1049psipsipsipsi OK+0.90D+0.90H 5.14 0 5.14 82.158 0.06256psipsipsipsi OK+0.5912D+E+0.90H 0 0 0 82.158 0psipsipsipsi OK+0.5912D-E+0.90H 3.376 0 3.376 82.158 0.04109psipsipsipsi OK

PROJECT

CLIENT

LOCATION

ITEM

SHEET NO.

PROJECT NO.

DATE

ENGINEER



Beverly Hills, CA

---

S17-0284

6/6/2018



D.2.0 Bench Footing

General Footing ENERCALC, INC. 1983-2016, Build:6.16.12.31, Ver:6.16.12.31Licensee : B&J HBK, INC.Lic. # : KW-06008805


Description : Bench Footing


2.0

Analysis Settings

150.0ksiNo


3.060.0

3,122.0145.0 = 0.250


Values

0.00180

2.750


1.01.0

=

Increases based on footing plan dimension

Add Pedestal Wt for Soil Pressure No:Use Pedestal wt for stability, mom & shear No:

Allowable pressure increase per foot of depth= 0.0 ksf

when max. length or width is greater than= 0.0 ft

:

=

Add Ftg Wt for Soil Pressure YesYes:Use ftg wt for stability, moments & shears

when footing base is below 0.0 ft

pcf



: 1

Increases based on footing Depth0.750=



=

: 1

Footing base depth below soil surface0.0

ft=Allow press. increase per foot of depth ksf

=

=

=

Concrete Density

=




Edge D

ist. = 3"

5'-0"

2'-0

"

Z

Z

X X

3 - # 5 Bars

3"

X-X Section Looking to +Z 8 - # 5 Bars

3"

Z-Z Section Looking to +X

#

DimensionsWidth parallel to X-X Axis 5.0 ftLength parallel to Z-Z Axis

=2.0 ft

=Pedestal dimensions...

px : parallel to X-X Axis 0.0 inpz : parallel to Z-Z Axis 0.0 inHeight =

=0.0 in

Footing Thickness=

33.0 in=

Rebar Centerline to Edge of Concrete...= inat Bottom of footing 3.0

Reinforcing

#

Bars parallel to X-X Axis


5Number of Bars

=3

Bars parallel to Z-Z Axis

Reinforcing Bar Size = 5Number of Bars = 8

Bandwidth Distribution Check (ACI 15.4.4.2)Direction Requiring Closer SeparationBars along Z-Z Axis# Bars required within zone 57.1 %# Bars required on each side of zone 42.9 %

Applied Loads

0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0

D Lr

ksf


kW E

M-zzV-x

== 0.0 k

0.200.0 0.0 0.0 0.0 0.0

V-z 0.0 k0.0 0.0 0.0 0.0 0.00.0

0.0 0.0M-xx =

0.0 k-ft= 0.0 0.00.4740 k-ft

0.00.0

0.00.0 0.0 0.0 0.0 0.0

H=

200# * 2.37ft = 474#-ft

PROJECT

CLIENT

LOCATION

ITEM

SHEET NO.

PROJECT NO.

DATE

ENGINEER



Beverly Hills, CA

---

S17-0284

6/6/2018





PASS n/a Sliding - X-X 0.0 k 0.0 k No SlidingPASS 19.164 Sliding - Z-Z 0.20 k 3.833 k D Only


Governing Load CombinationMin. Ratio Item Applied CapacityPASS 0.3504 Soil Bearing 0.7008 ksf 2.0 ksf D Only about X-X axisPASS 3.894 Overturning - X-X 1.024 k-ft 3.988 k-ft D OnlyPASS n/a Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning

PASS n/a Uplift 0.0 k 0.0 k No UpliftFAIL As < Min Z Flexure (+X) 0.0 k-ft 61.821 k-ft +1.40DFAIL As < Min Z Flexure (-X) 0.0 k-ft 61.821 k-ft +1.40DFAIL As < Min X Flexure (+Z) 0.1433 k-ft 65.875 k-ft +1.40DFAIL As < Min X Flexure (-Z) 0.1433 k-ft 65.875 k-ft +1.40DPASS n/a 1-way Shear (+X) 0.0 psi 82.158 psi n/aPASS 0.0 1-way Shear (-X) 0.0 psi 0.0 psi n/aPASS n/a 1-way Shear (+Z) 0.0 psi 82.158 psi n/aPASS n/a 1-way Shear (-Z) 0.0 psi 82.158 psi n/aPASS n/a 2-way Punching 0.01481 psi 82.158 psi +1.40D

Detailed Results

Rotation Axis & ZeccXecc Actual Soil Bearing Stress @ Location Actual / AllowSoil Bearing

(in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination...X-X, D Only 2.0 n/a0.09667 0.7008 n/a 0.3503.082n/aX-X, +0.60D 2.0 n/a0.0580 0.4205 n/a 0.2103.082n/aZ-Z, D Only 2.0 0.3988n/a n/a 0.3988 0.199n/a0.0Z-Z, +0.60D 2.0 0.2393n/a n/a 0.2393 0.120n/a0.0

Rotation Axis &Overturning Stability

Load Combination... StatusOverturning Moment Resisting Moment Stability RatioX-X, D Only 1.024 k-ft 3.988 k-ft 3.894 OKX-X, +0.60D 0.6144 k-ft 2.393 k-ft 3.894 OKZ-Z, D Only None 0.0 k-ft Infinity OKZ-Z, +0.60D None 0.0 k-ft Infinity OK

Force Application AxisSliding Stability All units k

Load Combination... StatusSliding Force Resisting Force Stability RatioX-X, D Only 0.0 k 2.131 k No Sliding OKX-X, +0.60D 0.0 k 1.733 k No Sliding OKZ-Z, D Only 0.20 k 3.833 k 19.164 OKZ-Z, +0.60D 0.120 k 3.434 k 28.617 OK

Flexure Axis & Load Combination in^2 in^2 in^2 k-ftAs Req'd

Footing FlexureTension

k-ftActual As StatusMu Side

SurfaceGvrn. As Phi*Mn

X-X, +1.40D 0.1433 +Z Bottom 0.7128 Min Temp % 0.4960 65.875 OKX-X, +1.40D 0.1433 -Z Top 0.7128 Min Temp % 0.4960 65.875 OKX-X, +1.20D 0.1228 +Z Bottom 0.7128 Min Temp % 0.4960 65.875 OKX-X, +1.20D 0.1228 -Z Top 0.7128 Min Temp % 0.4960 65.875 OKX-X, +0.90D 0.09213 +Z Bottom 0.7128 Min Temp % 0.4960 65.875 OKX-X, +0.90D 0.09213 -Z Top 0.7128 Min Temp % 0.4960 65.875 OKZ-Z, +1.40D 0.0 -X Bottom 0.7128 Min Temp % 0.4650 61.821 OKZ-Z, +1.40D 0.0 +X Bottom 0.7128 Min Temp % 0.4650 61.821 OKZ-Z, +1.20D 0.0 -X Bottom 0.7128 Min Temp % 0.4650 61.821 OKZ-Z, +1.20D 0.0 +X Bottom 0.7128 Min Temp % 0.4650 61.821 OKZ-Z, +0.90D 0.0 -X Bottom 0.7128 Min Temp % 0.4650 61.821 OKZ-Z, +0.90D 0.0 +X Bottom 0.7128 Min Temp % 0.4650 61.821 OK

OK

DESIGN IS OK

PROJECT

CLIENT

LOCATION

ITEM

SHEET NO.

PROJECT NO.

DATE

ENGINEER



Beverly Hills, CA

---

S17-0284

6/6/2018





One Way ShearVu @ +XLoad Combination... Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status

+1.40D 0.00 0.00 0.00 0.00 0.00 82.16 0.00psipsipsipsipsipsi 0.00+1.20D 0.00 0.00 0.00 0.00 0.00 82.16 0.00psipsipsipsipsipsi 0.00+0.90D 0.00 0.00 0.00 0.00 0.00 82.16 0.00psipsipsipsipsipsi 0.00

Vu / Phi*VnPunching Shear All units k

StatusVu Phi*VnLoad Combination...+1.40D 0.01 164.32 9.e-05 OKpsipsi+1.20D 0.01 164.32 9.e-05 OKpsipsi+0.90D 0.01 164.32 9.e-05 OKpsipsi

PROJECT

CLIENT

LOCATION

ITEM

SHEET NO.

PROJECT NO.

DATE

ENGINEER



Beverly Hills, CA

---

S17-0284

6/6/2018


UAL 3rd ST Tour Bus Station

S17-0284 6/2018

RJ





2.0

Analysis Settings

150.0ksiNo


3.060.0

3,122.0145.0 = 0.250


Values

0.00180

2.750


1.01.0

=

Increases based on footing plan dimension

Add Pedestal Wt for Soil Pressure No:Use Pedestal wt for stability, mom & shear No:

Allowable pressure increase per foot of depth= 0.0 ksf

when max. length or width is greater than= 0.0 ft

:

=

Add Ftg Wt for Soil Pressure YesYes:Use ftg wt for stability, moments & shears

when footing base is below 0.0 ft

pcf



: 1

Increases based on footing Depth0.750=



=

: 1

Footing base depth below soil surface0.0

ft=Allow press. increase per foot of depth ksf

=

=

=

Concrete Density

=




Edge D

ist. = 3"

5'-0"

2'-0

"

Z

Z

X X

3 - # 5 Bars

3"

X-X Section Looking to +Z 8 - # 5 Bars

3"

Z-Z Section Looking to +X

#

DimensionsWidth parallel to X-X Axis 5.0 ftLength parallel to Z-Z Axis

=2.0 ft

=Pedestal dimensions...

px : parallel to X-X Axis 0.0 inpz : parallel to Z-Z Axis 0.0 inHeight =

=0.0 in

Footing Thickness=

33.0 in=

Rebar Centerline to Edge of Concrete...= inat Bottom of footing 3.0

Reinforcing

#

Bars parallel to X-X Axis


5Number of Bars

=3.0

Bars parallel to Z-Z Axis

Reinforcing Bar Size = 5Number of Bars = 8.0

Bandwidth Distribution Check (ACI 15.4.4.2)Direction Requiring Closer SeparationBars along Z-Z Axis# Bars required within zone 57.1 %# Bars required on each side of zone 42.9 %

Applied Loads

0.0 0.0 0.0 0.0 0.0 0.0 0.00.0 0.0 0.0 0.0 0.0 0.0 0.0

D Lr

ksf


kW E

M-zzV-x

== 0.0 k

0.00.0 0.0 0.0 0.0 0.0

V-z 0.0 k0.0 0.0 0.0 0.0 0.00.0

0.0 0.0M-xx =

1.667 k-ft= 0.0 0.00.0 k-ft

0.00.0

0.00.0 0.0 0.0 0.0 0.0

H=

PROJECT

CLIENT

LOCATION

ITEM

SHEET NO.

PROJECT NO.

DATE

ENGINEER



Beverly Hills, CA

---

S17-0284

6/6/2018





PASS n/a Sliding - X-X 0.0 k 0.0 k No SlidingPASS n/a Sliding - Z-Z 0.0 k 0.0 k No Sliding


Governing Load CombinationMin. Ratio Item Applied CapacityPASS 0.2978 Soil Bearing 0.5955 ksf 2.0 ksf D Only about Z-Z axisPASS n/a Overturning - X-X 0.0 k-ft 0.0 k-ft No OverturningPASS 5.980 Overturning - Z-Z 1.667 k-ft 9.969 k-ft D Only

PASS n/a Uplift 0.0 k 0.0 k No UpliftFAIL As < Min Z Flexure (+X) 0.5833 k-ft 61.821 k-ft +1.40DFAIL As < Min Z Flexure (-X) 0.5833 k-ft 61.821 k-ft +1.40DFAIL As < Min X Flexure (+Z) 0.0 k-ft 65.875 k-ft +1.40DFAIL As < Min X Flexure (-Z) 0.0 k-ft 65.875 k-ft +1.40DPASS n/a 1-way Shear (+X) 0.0 psi 82.158 psi n/aPASS 0.0 1-way Shear (-X) 0.0 psi 0.0 psi n/aPASS n/a 1-way Shear (+Z) 0.0 psi 82.158 psi n/aPASS n/a 1-way Shear (-Z) 0.0 psi 82.158 psi n/aPASS n/a 2-way Punching 0.01481 psi 82.158 psi +1.40D

Detailed Results

Rotation Axis & ZeccXecc Actual Soil Bearing Stress @ Location Actual / AllowSoil Bearing

(in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination...X-X, D Only 2.0 n/a0.3988 0.3988 n/a 0.1990.0n/aX-X, +0.60D 2.0 n/a0.2393 0.2393 n/a 0.1200.0n/aZ-Z, D Only 2.0 0.2020n/a n/a 0.5955 0.298n/a5.017Z-Z, +0.60D 2.0 0.1212n/a n/a 0.3573 0.179n/a5.017

Rotation Axis &Overturning Stability

Load Combination... StatusOverturning Moment Resisting Moment Stability RatioX-X, D Only None 0.0 k-ft Infinity OKX-X, +0.60D None 0.0 k-ft Infinity OKZ-Z, D Only 1.667 k-ft 9.969 k-ft 5.980 OKZ-Z, +0.60D 1.0 k-ft 5.981 k-ft 5.980 OK

Force Application AxisSliding Stability All units k

Load Combination... StatusSliding Force Resisting Force Stability RatioFooting Has NO Sliding

Flexure Axis & Load Combination in^2 in^2 in^2 k-ftAs Req'd

Footing FlexureTension

k-ftActual As StatusMu Side

SurfaceGvrn. As Phi*Mn

X-X, +1.40D 0.0 +Z Bottom 0.7128 Min Temp % 0.4960 65.875 OKX-X, +1.40D 0.0 -Z Bottom 0.7128 Min Temp % 0.4960 65.875 OKX-X, +1.20D 0.0 +Z Bottom 0.7128 Min Temp % 0.4960 65.875 OKX-X, +1.20D 0.0 -Z Bottom 0.7128 Min Temp % 0.4960 65.875 OKX-X, +0.90D 0.0 +Z Bottom 0.7128 Min Temp % 0.4960 65.875 OKX-X, +0.90D 0.0 -Z Bottom 0.7128 Min Temp % 0.4960 65.875 OKZ-Z, +1.40D 0.5833 -X Top 0.7128 Min Temp % 0.4650 61.821 OKZ-Z, +1.40D 0.5833 +X Bottom 0.7128 Min Temp % 0.4650 61.821 OKZ-Z, +1.20D 0.50 -X Top 0.7128 Min Temp % 0.4650 61.821 OKZ-Z, +1.20D 0.50 +X Bottom 0.7128 Min Temp % 0.4650 61.821 OKZ-Z, +0.90D 0.3750 -X Top 0.7128 Min Temp % 0.4650 61.821 OKZ-Z, +0.90D 0.3750 +X Bottom 0.7128 Min Temp % 0.4650 61.821 OKOne Way Shear

Vu @ +XLoad Combination... Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status+1.40D 0.00 0.00 0.00 0.00 0.00 82.16 0.00psipsipsipsipsipsi 0.00+1.20D 0.00 0.00 0.00 0.00 0.00 82.16 0.00psipsipsipsipsipsi 0.00

OK

DESIGN IS OK

PROJECT

CLIENT

LOCATION

ITEM

SHEET NO.

PROJECT NO.

DATE

ENGINEER



Beverly Hills, CA

---

S17-0284

6/6/2018





+0.90D 0.00 0.00 0.00 0.00 0.00 82.16 0.00psipsipsipsipsipsi 0.00

Vu / Phi*VnPunching Shear All units k

StatusVu Phi*VnLoad Combination...+1.40D 0.01 164.32 9.e-05 OKpsipsi+1.20D 0.01 164.32 9.e-05 OKpsipsi+0.90D 0.01 164.32 9.e-05 OKpsipsi

PROJECT

CLIENT

LOCATION

ITEM

SHEET NO.

PROJECT NO.

DATE

ENGINEER



Beverly Hills, CA

---

S17-0284

6/6/2018


PROJECT

CLIENT

LOCATION

ITEM

SHEET NO.

PROJECT NO.

DATE

ENGINEER



Beverly Hills, CA

---

S17-0284

6/6/2018



D.3.0 Steel Fence

UAL 3rd ST Tour Bus Station

S17-0284 6/2018

RJ


File = \\bnjfs01\bnj_cad$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\arch (fence).ec6

Description : Fence - HSS

CODE REFERENCESCalculations per AISC 360-10, IBC 2012, ASCE 7-10Load Combination Set : ASCE 7-10Material Properties

Analysis Method :ksi

Bending Axis : Minor Axis BendingCompletely UnbracedAllowable Strength Design Fy : Steel Yield : 46.0 ksi

Beam Bracing : E: Modulus : 29,000.0

Span = 9.0 ft

HSS6x3x1/4

L(0.2)

.Service loads entered. Load Factors will be applied for calculations.Applied LoadsBeam self weight NOT internally calculated and addedLoad(s) for Span Number 1

Point Load : L = 0.20 k @ 6.50 ft, (PLL).Design OKDESIGN SUMMARY

Maximum Bending Stress Ratio = 0.128 : 1

Load Combination L Only

Span # where maximum occurs Span # 1Location of maximum on span 0.000ft

0.20 kMn / Omega : Allowable 10.123 k-ft Vn/Omega : Allowable

HSS6x3x1/4Section used for this span

Span # where maximum occursLocation of maximum on span

Span # 1

Load Combination L Only17.721 k

Section used for this span HSS6x3x1/4Ma : Applied

Maximum Shear Stress Ratio = 0.011 : 1

0.000 ft

1.300 k-ft Va : Applied

0 <180.0717

Ratio = 0 <180

Maximum DeflectionMax Downward Transient Deflection 0.000 in 0Ratio = <180.0Max Upward Transient Deflection 0.000 in Ratio =Max Downward Total Deflection 0.301 in Ratio = >=180Max Upward Total Deflection 0.000 in

.Maximum Forces & Stresses for Load Combinations

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

M V Mmax -Mmax + Rm VnyMa Max Mny/Omega Cb Va MaxMny Vny/OmegaSegment Length

Dsgn. L = 9.00 ft 1 0.000 16.91 10.12 1.00 1.00 -0.00 29.59 17.72L Only Dsgn. L = 9.00 ft 1 0.128 0.011 -1.30 1.30 16.91 10.12 1.00 1.00 0.20 29.59 17.72+0.750L Dsgn. L = 9.00 ft 1 0.096 0.008 -0.98 0.98 16.91 10.12 1.00 1.00 0.15 29.59 17.72

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

Overall Maximum Deflections

L Only 1 0.3012 9.000 0.0000 0.000.

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

Overall MAXimum 0.200Overall MINimum 0.150

L Only 0.200+0.750L 0.150

.










Brandow & JohnstonRJ

|


1S17-0284 Fence Anch

6/28/2018

Specifier's comments:

1 Input dataAnchor type and diameter: Hex Head ASTM F 1554 GR. 36 1/2







Profile: Rectangular HSS (AISC); (L x W x T) = 6.000 in. x 3.000 in. x 0.250 in.


Reinforcement: tension: condition B, shear: condition B;

edge reinforcement: none or < No. 4 bar


www.hilti.us





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6/28/2018



Anchor Tension force Shear force Shear force x Shear force y1 0 50 0 50

2 0 50 0 503 1,696 50 0 504 1,696 50 0 50

max. concrete compressive strain: 0.13 [‰] max. concrete compressive stress: 565 [psi]resulting tension force in (x/y)=(0.000/2.000): 3,391 [lb]resulting compression force in (x/y)=(0.000/-2.600): 3,391 [lb]

Tension

Compression

1 2

3 4

x

y




Concrete Breakout Strength** 3,391 7,883 44 OK

Concrete Side-Face Blowout, direction x+** 1,696 11,582 15 OK

* anchor having the highest loading **anchor group (anchors in tension)

3.1 Steel Strength


Variables

Ase,N [in.2] futa [psi] 0.14 58,000

Calculations

Nsa [lb] 8,236

Results


www.hilti.us





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6/28/2018



Variables


Calculations

Np [lb] 6,984

Results

Npn [lb] f concrete f Npn [lb] Nua [lb] 6,984 0.700 4,889 1,696

3.3 Concrete Breakout Strength

Ncbg = (ANcANc0

) y ec,N y ed,N y c,N y cp,N Nb ACI 318-14 Eq. (17.4.2.1b)

f Ncbg ≥ Nua ACI 318-14 Table 17.3.1.1ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANc0 = 9 h2

ef ACI 318-14 Eq. (17.4.2.1c)

y ec,N = ( 1

1 + 2 e'N

3 hef) ≤ 1.0 ACI 318-14 Eq. (17.4.2.4)

y ed,N = 0.7 + 0.3 ( ca,min1.5hef

) ≤ 1.0 ACI 318-14 Eq. (17.4.2.5b)


, 1.5hefcac

) ≤ 1.0 ACI 318-14 Eq. (17.4.2.7b)


Variables

hef [in.] ec1,N [in.] ec2,N [in.] ca,min [in.] y c,N 7.000 0.000 0.000 3.500 1.000

cac [in.] kc l a f'c [psi] - 24 1.000 3,000

Calculations


Results

Ncbg [lb] f concrete f Ncbg [lb] Nua [lb] 11,262 0.700 7,883 3,391

www.hilti.us





|



6/28/2018

3.4 Concrete Side-Face Blowout, direction x+

Nsb = 160 ca1 √Abrg l a √f'c ACI 318-14 Eq. (17.4.4.1)Nsbg = agroup Nsb ACI 318-14 Eq. (17.4.4.2)f Nsbg ≥ Nua ACI 318-14 Table 17.3.1.1

agroup = (1 + s6 ca1

) see ACI 318-14, Section 17.4.4.2, Eq. (17.4.4.2)

Variables

ca1 [in.] ca2 [in.] Abrg [in.2] l a f'c [psi] s [in.] 3.500 6.500 0.29 1.000 3,000 -

Calculations

agroup Nsb [lb] 1.000 16,546

Results

Nsbg [lb] f concrete f Nsbg [lb] Nua,edge [lb] 16,546 0.700 11,582 1,696

www.hilti.us





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6/28/2018


Steel Strength* 50 2,570 2 OK

Steel failure (with lever arm)* 50 311 17 OK

Pryout Strength** 200 21,580 1 OK

Concrete edge failure in direction y+** 200 2,962 7 OK

* anchor having the highest loading **anchor group (relevant anchors)

4.1 Steel Strength


Variables

Ase,V [in.2] futa [psi] 0.14 58,000

Calculations

Vsa [lb] 4,942

Results

Vsa [lb] f steel f eb f Vsa [lb] Vua [lb] 4,942 0.650 0.800 2,570 50


VMs = aM · Ms


Ms = M0s (1 - Nua



(1 - Nua


S = p(d)3



s ≥ Vua ACI 318-14 Table 17.3.1.1

Variables


Calculations

M0s [in.lb]

(1 - Nua


494.404 0.725 358.688 1.500

Results


s [lb] Vua [lb] 478 0.650 311 50

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6/28/2018

4.3 Pryout Strength

Vcpg = kcp [(ANcANc0

) y ec,N y ed,N y c,N y cp,N Nb] ACI 318-14 Eq. (17.5.3.1b)

f Vcpg ≥ Vua ACI 318-14 Table 17.3.1.1ANc see ACI 318-14, Section 17.4.2.1, Fig. R 17.4.2.1(b) ANc0 = 9 h2

ef ACI 318-14 Eq. (17.4.2.1c)

y ec,N = ( 1

1 + 2 e'N

3 hef) ≤ 1.0 ACI 318-14 Eq. (17.4.2.4)

y ed,N = 0.7 + 0.3 ( ca,min1.5hef

) ≤ 1.0 ACI 318-14 Eq. (17.4.2.5b)


, 1.5hefcac

) ≤ 1.0 ACI 318-14 Eq. (17.4.2.7b)


Variables



Calculations


Results

Vcpg [lb] f concrete f Vcpg [lb] Vua [lb] 30,829 0.700 21,580 200

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4.4 Concrete edge failure in direction y+

Vcbg = (AVcAVc0

) y ec,V y ed,V y c,V y h,V y parallel,V Vb ACI 318-14 Eq. (17.5.2.1b)

f Vcbg ≥ Vua ACI 318-14 Table 17.3.1.1AVc see ACI 318-14, Section 17.5.2.1, Fig. R 17.5.2.1(b) AVc0 = 4.5 c2

a1 ACI 318-14 Eq. (17.5.2.1c)

y ec,V = ( 1

1 + 2e'v

3ca1) ≤ 1.0 ACI 318-14 Eq. (17.5.2.5)

y ed,V = 0.7 + 0.3( ca21.5ca1

) ≤ 1.0 ACI 318-14 Eq. (17.5.2.6b)

y h,V = √1.5ca1ha

≥ 1.0 ACI 318-14 Eq. (17.5.2.8)

Vb = (7 ( leda)0.2

√da) l a √f'c c1.5a1 ACI 318-14 Eq. (17.5.2.2a)

Variables

ca1 [in.] ca2 [in.] ecV [in.] y c,V ha [in.] 6.500 3.500 0.000 1.000 30.000

le [in.] l a da [in.] f'c [psi] y parallel,V 4.000 1.000 0.500 3,000 1.000

Calculations

AVc [in.2] AVc0 [in.2] y ec,V y ed,V y h,V Vb [lb] 146.25 190.13 1.000 0.808 1.000 6,810

Results

Vcbg [lb] f concrete f Vcbg [lb] Vua [lb] 4,231 0.700 2,962 200


0.430 0.161 5/3 30 OK

bNV = bz N + bz

V <= 1







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1 -4.000 -2.000 3.500 11.500 6.500 10.500

2 4.000 -2.000 11.500 3.500 6.500 10.5003 -4.000 2.000 3.500 11.500 10.500 6.5004 4.000 2.000 11.500 3.500 10.500 6.500

7 Installation dataAnchor plate, steel: - Anchor type and diameter: Hex Head ASTM F 1554 GR. 36 1/2

Profile: Rectangular HSS (AISC); 6.000 x 3.000 x 0.250 in. Installation torque: -Hole diameter in the fixture: df = 0.563 in. Hole diameter in the base material: - in.Plate thickness (input): 0.500 in. Hole depth in the base material: 12.000 in.Recommended plate thickness: not calculated Minimum thickness of the base material: 12.844 in.Drilling method: -Cleaning: No cleaning of the drilled hole is required

1 2

3 4

1.000 8.000 1.000

1.00

04.

000

1.00

0

x

y

5.000 5.000

3.00

03.

000

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Description : Fence Footing


2.0

Analysis Settings

150.0ksiNo


3.060.0

3,122.0145.0 = 0.250


Values


1.01.0



=



pcf



: 1




=

: 1


=

=

=

Concrete Density

=




Dimensions



=

=

Wall Thickness inFooting Thickness 30.0 in=Rebar Centerline to Edge of Concrete...


Reinforcing

#

Bars along X-X Axis


5Bar spacing

=12.00

# 5 bars @ 12 in o.c.

3"

X-X Section Looking to +Z

Applied Loads

0.1670D Lr

ksf


kW E

M-zzV-x = k0.2670

k-ftVx applied = 6.50 in above top of footing

=

H=

29.23plf * 12 = 351lbs200lbs* 12ft/9ft = 267lbs



Description : Fence Footing

DESIGN SUMMARY Design OKGoverning Load CombinationFactor of Safety Item Applied Capacity

PASS 0.7170 Soil Bearing 1.434 ksf 2.0 ksf +D+S

PASS 1.652 Overturning - Z-Z 0.8121 k-ft 1.342 k-ft +D+SPASS 1.005 Sliding - X-X 0.2670 k 0.2683 k +D+SPASS n/a Uplift 0.0 k 0.0 k No Uplift


PASS 0.03488 Z Flexure (+X) 1.299 k-ft 37.241 k-ft +1.20D+1.60SPASS 0.008104 Z Flexure (-X) 0.3018 k-ft 37.241 k-ft +0.90DPASS n/a 1-way Shear (+X) 0.0 psi 82.158 psi n/aPASS 0.0 1-way Shear (-X) 0.0 psi 0.0 psi n/a

Detailed Results

Rotation Axis &Xecc


Gross Allowable -X +X RatioLoad Combination..., D Only 2.0 ksf 0.4293 ksf 0.4293 ksf 0.2150.0 in, +D+S 2.0 ksf 0.0 ksf 1.434 ksf 0.7179.080 in, +D+0.750S 2.0 ksf 0.0 ksf 1.040 ksf 0.5206.810 in, +0.60D 2.0 ksf 0.2576 ksf 0.2576 ksf 0.1290.0 in


Load Combination... StatusOverturning Moment Resisting Moment Stability Ratio, D Only None 0.0 k-ft Infinity OK, +D+S 0.8121 k-ft 1.342 k-ft 1.652 OK, +D+0.750S 0.6091 k-ft 1.342 k-ft 2.203 OK, +0.60D None 0.0 k-ft Infinity OK


Load Combination... StatusSliding Force Resisting Force Sliding SafetyRatio, D Only 0.0 k 0.2683 k No Sliding OK, +D+S 0.2670 k 0.2683 k 1.005 OK, +D+0.750S 0.2003 k 0.2683 k 1.340 OK, +0.60D 0.0 k 0.1610 k No Sliding OK



Statusk-ftMu


, +1.40D 0.4695 -X Bottom 0.0039 Min for Bending 0.31 37.241 OK, +1.40D 0.4695 +X Bottom 0.0039 Min for Bending 0.31 37.241 OK, +1.20D 0.4024 -X Bottom 0.0033 Min for Bending 0.31 37.241 OK, +1.20D 0.4024 +X Bottom 0.0033 Min for Bending 0.31 37.241 OK, +1.20D+0.50S 0.1994 -X Bottom 0.0016 Min for Bending 0.31 37.241 OK, +1.20D+0.50S 0.6054 +X Bottom 0.005 Min for Bending 0.31 37.241 OK, +1.20D+1.60S 0 -X Bottom 0 Min Temp % 0.31 37.241 OK, +1.20D+1.60S 1.299 +X Bottom 0.0107 Min for Bending 0.31 37.241 OK, +1.20D+0.20S 0.3212 -X Bottom 0.0026 Min for Bending 0.31 37.241 OK, +1.20D+0.20S 0.4836 +X Bottom 0.004 Min for Bending 0.31 37.241 OK, +0.90D 0.3018 -X Bottom 0.0025 Min for Bending 0.31 37.241 OK, +0.90D 0.3018 +X Bottom 0.0025 Min for Bending 0.31 37.241 OKOne Way Shear Units : k

Vu @ +XLoad Combination... Vu @ -X Vu:Max Vu / Phi*VnPhi Vn Status+1.40D 0 0 0 82.158 0psipsipsipsi OK+1.20D 0 0 0 82.158 0psipsipsipsi OK+1.20D+0.50S 0 0 0 82.158 0psipsipsipsi OK+1.20D+1.60S 0 0 0 82.158 0psipsipsipsi OK+1.20D+0.20S 0 0 0 82.158 0psipsipsipsi OK+0.90D 0 0 0 82.158 0psipsipsipsi OK

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