structural calculations for 07 02 3rd st. tour bus station ... · 07 02 7. structural calculations...
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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
PROJECT
CLIENT
LOCATION
ITEM
SHEET NO.
PROJECT NO.
DATE
ENGINEER
UAL 3rd St Tour Bus Station
Urban Architecture Lab
Beverly Hills, CA
---
S17-0284
6/6/2018
R. Jimenez\\bnjfs01\bnj_cad$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\Table of Contents.xlsx
BRANDOW JOHNSTON
structural + civil engineers
- Restroom Building
and Seismic Coefficient - Canopy
3.0 Steel Fence
5.0 Skylight Support; Metal Stud Design
PROJECT
CLIENT
LOCATION
ITEM
SHEET NO.
PROJECT NO.
DATE
ENGINEER
UAL 3rd St Tour Bus Station
Urban Architecture Lab
Beverly Hills, CA
---
S17-0284
6/6/2018
R. Jimenez\\bnjfs01\bnj_cad$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\Table of Contents.xlsx
BRANDOW JOHNSTON structural + civil engineers
A. Design Criteria
PROJECT
CLIENT
LOCATION
ITEM
SHEET NO.
PROJECT NO.
DATE
ENGINEER
UAL 3rd St Tour Bus Station
Urban Architecture Lab
Beverly Hills, CA
---
S17-0284
6/6/2018
R. Jimenez\\bnjfs01\bnj_cad$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\Table of Contents.xlsx
BRANDOW JOHNSTON structural + civil engineers
A.1.0 Seismic Design Parameters
PROJECT
CLIENT
LOCATION
ITEM
SHEET NO.
PROJECT NO.
DATE
ENGINEER
UAL 3rd St Tour Bus Station
Urban Architecture Lab
Beverly Hills, CA
---
S17-0284
6/6/2018
R. Jimenez\\bnjfs01\bnj_cad$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\Table of Contents.xlsx
BRANDOW JOHNSTON structural + civil engineers
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
PROJECT
CLIENT
LOCATION
ITEM
SHEET NO.
PROJECT NO.
DATE
ENGINEER
UAL 3rd St Tour Bus Station (Restroom)
Urban Architecture Lab
Beverly Hills, CA
---
---
S17-0284
6/1/2018
RJ\\bnjfs01\bnj_cad$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\Structural Calculations.xlsx
BRANDOW JOHNSTON, INC structural + civil engineers Loading Criteria p1
Areas and Seismic Weight of Restroom Building
BUILDING FLOOR: Roof
DEAD LOAD TRIB HT
AREA OF Roof = 204 SF x 15.5 PSF = 3 K
11FT HT WALL LENGTH = 49 FT x 78 PSF x 5.5 FT = 21 K
9FT HT WALL LENGTH = 11 FT x 78 PSF x 4.5 FT = 4 K
TOTAL WEIGHT OF Roof = 28 K
SEISMIC WEIGHT OF BUILIDING AND BASE SHEAR
WP = 28 K
V = 6.1 K
PROJECT
CLIENT
LOCATION
ITEM
SHEET NO.
PROJECT NO.
DATE
ENGINEER
UAL 3rd St Tour Bus Station (Restroom)
Urban Architecture Lab
Beverly Hills, CA
---
---
S17-0284
6/1/2018
RJ
\\bnjfs01\bnj_cad$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\Structural Calculations.xlsx
BRANDOW JOHNSTON, INC structural + civil engineers 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
PROJECT
CLIENT
LOCATION
ITEM
UAL 3rd St Tour Bus Station (Restroom)
Urban Architecture Lab
Beverly Hills, CA
Seismic Load
S17-0284
SHEET #
ENGINEER
DATE
JOB #
6/2018
RJ
BRANDOW & JOHNSTON, INC STRUCTURAL & CIVIL ENGINEERS | LOS ANGELES NEWPORT BEACH
MIDDLE WALL TAKES 1/2*VBASE = 6.1K/2 = 3.05K
PROJECT
CLIENT
LOCATION
ITEM
SHEET NO.
PROJECT NO.
DATE
ENGINEER
UAL 3rd St Tour Bus Station
Urban Architecture Lab
Beverly Hills, CA
---
S17-0284
6/6/2018
R. Jimenez\\bnjfs01\bnj_cad$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\Table of Contents.xlsx
BRANDOW JOHNSTON structural + civil engineers
A.3.0 Wind Load andSeismic Coefficient
- Canopy
Inverted Pendulum Type Structureper ASCE 7-10 Table 15.4-2
Urban Architecture Lab
Beverly Hills, CA
S17-0284
06/2018
PROJECT
CLIENT
LOCATION
ITEM
SHEET NO.
PROJECT NO.
DATE
ENGINEER
UAL 3rd St Tour Bus Station
Urban Architecture Lab
Beverly Hills, CA
---
S17-0284
6/6/2018
R. Jimenez\\bnjfs01\bnj_cad$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\Table of Contents.xlsx
BRANDOW JOHNSTON structural + civil engineers
B. Restroom - Gravity Design & Lateral Design
PROJECT
CLIENT
LOCATION
ITEM
SHEET NO.
PROJECT NO.
DATE
ENGINEER
UAL 3rd St Tour Bus Station
Urban Architecture Lab
Beverly Hills, CA
---
S17-0284
6/6/2018
R. Jimenez\\bnjfs01\bnj_cad$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\Table of Contents.xlsx
BRANDOW JOHNSTON structural + civil engineers
B.1.0 Steel Beam Design
PROJECT
CLIENT
LOCATION
ITEM
SHEET NO.
PROJECT NO.
DATE
ENGINEER
UAL 3rd St Tour Bus Station
Urban Architecture Lab
Beverly Hills, CA
---
S17-0284
6/6/2018
R. Jimenez\\bnjfs01\bnj_cad$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\Table of Contents.xlsx
BRANDOW JOHNSTON structural + civil engineers
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
PROJECT
CLIENT
LOCATION
ITEM
SHEET NO.
PROJECT NO.
DATE
ENGINEER
UAL 3rd St Tour Bus Station
Urban Architecture Lab
Beverly Hills, CA
---
S17-0284
6/6/2018
R. Jimenez\\bnjfs01\bnj_cad$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\Table of Contents.xlsx
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$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\Wall Footing.ec6
Description : Single Roof Beam
Load Combination Support 1 Support 2 Support 3Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 1.789 1.7895.964Overall MINimum 0.178 0.1780.593D Only 0.297 0.2970.989+D+Lr 1.789 1.7895.964+D+0.750Lr 1.416 1.4164.720+0.60D 0.178 0.1780.593Lr Only 1.493 1.4934.975
.
BM-1
PROJECT
CLIENT
LOCATION
ITEM
SHEET NO.
PROJECT NO.
DATE
ENGINEER
UAL 3rd St Tour Bus Station
Urban Architecture Lab
Beverly Hills, CA
---
S17-0284
6/6/2018
R. Jimenez\\bnjfs01\bnj_cad$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\Table of Contents.xlsx
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$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\Wall Footing.ec6
Description : Single Roof Beam BM-1
PROJECT
CLIENT
LOCATION
ITEM
SHEET NO.
PROJECT NO.
DATE
ENGINEER
UAL 3rd St Tour Bus Station
Urban Architecture Lab
Beverly Hills, CA
---
S17-0284
6/6/2018
R. Jimenez\\bnjfs01\bnj_cad$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\Table of Contents.xlsx
S17-0284 06/2018
R.J.
3rd St. Tour Bus Station
S17-0284 06/2018
R.J.
3rd St. Tour Bus Station
PROJECT
CLIENT
LOCATION
ITEM
SHEET NO.
PROJECT NO.
DATE
ENGINEER
UAL 3rd St Tour Bus Station
Urban Architecture Lab
Beverly Hills, CA
---
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
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
www.vercodeck.com VERCO DECKING, INC. VR4 29
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
www.vercodeck.com VERCO DECKING, INC. VR4 33
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
UAL 3rd St Tour Bus Station
Urban Architecture Lab
Beverly Hills, CA
---
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
B.3.0 CMU Wall Design
PROJECT
CLIENT
LOCATION
ITEM
SHEET NO.
PROJECT NO.
DATE
ENGINEER
UAL 3rd St Tour Bus Station
Urban Architecture Lab
Beverly Hills, CA
---
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
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
Restroom CMU Wall.r3d
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
Restroom CMU Wall.r3d
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
Restroom CMU Wall.r3d
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
Company : B&J June 18, 201812:33 PMDes igner : RJ
Job Number : S17-0284 Checked By:_____Model Name : 8" CMU Wall
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
RISA-3D Version 16.0.4 Page 2 [\...\...\...\...\...\Eng\Calcs\RISA\Restroom CMU Wall_GRID A_v1.r3d]
WALL ALONG GRID 2
Company : B&J June 18, 201812:35 PMDes igner : RJ
Job Number : S17-0284 Checked By:_____Model Name : 8" CMU Wall
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
RISA-3D Version 16.0.4 Page 1 [\...\...\...\...\...\Eng\Calcs\RISA\Restroom CMU Wall_GRID A_v1.r3d]
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
Job Number : S17-0284 Checked By:_____Model Name : 8" CMU Wall
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
RISA-3D Version 16.0.4 Page 1 [\...\...\...\...\...\Eng\Calcs\RISA\Restroom CMU Wall_GRID A_v1.r3d]
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
Company : B&J June 18, 201812:48 PMDesigner : RJ
Job Number : S17-0284 Checked By:_____Model Name : 8" CMU Wall WP1 : R1 (In-Plane)
CRITERIA
Code : ACI 530-13: ASD
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
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
Wall Dead Wt : 78 psf
GEOMETRY
Total Height : 9 ft
Total Length : 11.3 ft
Blk Grouting : Fully Grouted
Grt/Bar Spacing : 48"
Blk Nom Width : 8"
1.5 Shear Factor : Yes
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
RISA-3D Version 16.0.4 Page 1 [\...\...\...\...\...\Eng\Calcs\RISA\Restroom CMU Wall_GRID A_v1.r3d]
WALL ALONG GRID 2
Company : B&J June 18, 201812:48 PMDesigner : RJ
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."
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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
k = sqrt( (pn-P/bdFb)2 + 2pn) - (pn-P/bdFb) = 0.259
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
UAL 3rd St Tour Bus Station (Restroom)
Urban Architecture Lab
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
Company : B&J June 18, 20181:27 PMDesigner : RJ
Job Number : S17-0284 Checked By:_____Model Name : 8" CMU Wall
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 : 11 ft
Total Length : 18 ft
Blk Nom Width : 8"
Blk Grouting : Fully Grouted
1.5 Shear Factor : Yes
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
Company : B&J June 18, 20181:28 PMDesigner : RJ
Job Number : S17-0284 Checked By:_____Model Name : 8" CMU Wall WP7 : R1 (In-Plane)
CRITERIA
Code : ACI 530-13: ASD
Special Insp : Yes
Wall Area : NCMA
Hor Bar Size : #5
Vert Bar Size : #5
No of Ten Bars : 1
Effective Depth : 52.4 in
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
Wall Dead Wt : 78 psf
GEOMETRY
Total Height : 7.3 ft
Total Length : 4.7 ft
Blk Grouting : Fully Grouted
Grt/Bar Spacing : 16"
Blk Nom Width : 8"
1.5 Shear Factor : Yes
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
RISA-3D Version 16.0.4 Page 1 [\...\...\...\...\...\Eng\Calcs\RISA\Restroom CMU Wall_GRID B_v1.r3d]
WALL ALONG GRID B
Company : B&J June 18, 20181:28 PMDesigner : RJ
Job Number : S17-0284 Checked By:_____Model Name : 8" CMU Wall WP7 : R1
DESIGN DETAILS AT GOVERNING SECTION
AXIAL COMPRESSION DETAILS
Axial : 6.568 k
Location : 0 ft
Load Comb : 3
Rad gyration r : 2.19 in
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
Tension St Asv : 0.3068 in2
Per of steel p : 0.0007679
k*d : 18.47 in
j : 0.88
CRACKED SECT ANALYSIS
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 M: 8.068 k-ft
Corresponding P : 3.73 k
M / (V*d) : 1
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."
RISA-3D Version 16.0.4 Page 2 [\...\...\...\...\...\Eng\Calcs\RISA\Restroom CMU Wall_GRID B_v1.r3d]
WALL ALONG GRID B
Company : B&J June 18, 20181:28 PMDesigner : RJ
Job Number : S17-0284 Checked By:_____Model Name : 8" CMU Wall WP7 : R2 (In-Plane)
CRITERIA
Code : ACI 530-13: ASD
Special Insp : Yes
Wall Area : NCMA
Hor Bar Size : #5
Vert Bar Size : #5
No of Ten Bars : 1
Effective Depth : 20 in
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
Wall Dead Wt : 78 psf
GEOMETRY
Total Height : 7.3 ft
Total Length : 2 ft
Blk Grouting : Fully Grouted
Grt/Bar Spacing : 16"
Blk Nom Width : 8"
1.5 Shear Factor : Yes
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
RISA-3D Version 16.0.4 Page 1 [\...\...\...\...\...\Eng\Calcs\RISA\Restroom CMU Wall_GRID B_v1.r3d]
WALL ALONG GRID B
Company : B&J June 18, 20181:28 PMDesigner : RJ
Job Number : S17-0284 Checked By:_____Model Name : 8" CMU Wall WP7 : R2
DESIGN DETAILS AT GOVERNING SECTION
AXIAL COMPRESSION DETAILS
Axial : 2.922 k
Location : 0 ft
Load Comb : 8
Rad gyration r : 2.19 in
h'/r : 40
Red Factor R : .918
BENDING DETAILS
Moment : 1.454 k-ft
Location : 0 ft
Load Comb : 5
Sect Mod S : 732 in3
Tension St Asv : 0.3068 in2
Per of steel p : 0.002012
k*d : 7.694 in
j : 0.87
CRACKED SECT ANALYSIS
fm = fa + fb : .048 ksi
C : 1.422 k
T : .504 k
SHEAR DETAILS
Shear : .371 k
Location : 7.3 ft
Load Comb : 5
Corresponding M: 1.453 k-ft
Corresponding P : .473 k
M / (V*d) : 1
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."
RISA-3D Version 16.0.4 Page 2 [\...\...\...\...\...\Eng\Calcs\RISA\Restroom CMU Wall_GRID B_v1.r3d]
WALL ALONG GRID B
Company : B&J June 18, 20181:28 PMDesigner : RJ
Job Number : S17-0284 Checked By:_____Model Name : 8" CMU Wall WP7 : R3 (In-Plane)
CRITERIA
Code : ACI 530-13: ASD
Special Insp : Yes
Wall Area : NCMA
Hor Bar Size : #5
Vert Bar Size : #5
No of Ten Bars : 1
Effective Depth : 52.4 in
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
Wall Dead Wt : 78 psf
GEOMETRY
Total Height : 7.3 ft
Total Length : 4.7 ft
Blk Grouting : Fully Grouted
Grt/Bar Spacing : 16"
Blk Nom Width : 8"
1.5 Shear Factor : Yes
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
RISA-3D Version 16.0.4 Page 1 [\...\...\...\...\...\Eng\Calcs\RISA\Restroom CMU Wall_GRID B_v1.r3d]
WALL ALONG GRID B
Company : B&J June 18, 20181:28 PMDesigner : RJ
Job Number : S17-0284 Checked By:_____Model Name : 8" CMU Wall WP7 : R3
DESIGN DETAILS AT GOVERNING SECTION
AXIAL COMPRESSION DETAILS
Axial : 5.292 k
Location : 0 ft
Load Comb : 8
Rad gyration r : 2.19 in
h'/r : 40
Red Factor R : .918
BENDING DETAILS
Moment : 7.399 k-ft
Location : 0 ft
Load Comb : 5
Sect Mod S : 4042 in3
Tension St Asv : 0.3068 in2
Per of steel p : 0.0007679
k*d : 9.573 in
j : 0.94
CRACKED SECT ANALYSIS
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
Corresponding M: 7.399 k-ft
Corresponding P : .007 k
M / (V*d) : 1
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."
RISA-3D Version 16.0.4 Page 2 [\...\...\...\...\...\Eng\Calcs\RISA\Restroom CMU Wall_GRID B_v1.r3d]
WALL ALONG GRID B
Company : B&J June 18, 20181:29 PMDesigner : RJ
Job Number : S17-0284 Checked By:_____Model Name : 8" CMU Wall WP7 : L1 (Lintel)
CRITERIA
Code : ACI 530-13: ASD
Special Insp : Yes
Type of Design : ASD
Stirrup Size : #4
Flex Steel : 1-#5
MATERIALS
Masonry f'm : 1.5 ksi
Masonry Em : 1350 ksi
Steel fy : 60 ksi
Steel E : 29000 ksi
Beam Dead Wt : .104 k/ft
Wall Dead Wt : 78 psf
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
RISA-3D Version 16.0.4 Page 1 [\...\...\...\...\...\Eng\Calcs\RISA\Restroom CMU Wall_GRID B_v1.r3d]
WALL ALONG GRID B
Company : B&J June 18, 20181:29 PMDesigner : RJ
Job Number : S17-0284 Checked By:_____Model Name : 8" CMU Wall WP7 : L1
CROSS SECTION DETAILING
(1) #5
16
7.625
3.5
NOTE: All units are in "in."
RISA-3D Version 16.0.4 Page 2 [\...\...\...\...\...\Eng\Calcs\RISA\Restroom CMU Wall_GRID B_v1.r3d]
WALL ALONG GRID B
Company : B&J June 18, 20181:29 PMDesigner : RJ
Job Number : S17-0284 Checked By:_____Model Name : 8" CMU Wall WP7 : L2 (Lintel)
CRITERIA
Code : ACI 530-13: ASD
Special Insp : Yes
Type of Design : ASD
Stirrup Size : #4
Flex Steel : 1-#5
MATERIALS
Masonry f'm : 1.5 ksi
Masonry Em : 1350 ksi
Steel fy : 60 ksi
Steel E : 29000 ksi
Beam Dead Wt : .104 k/ft
Wall Dead Wt : 78 psf
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
RISA-3D Version 16.0.4 Page 1 [\...\...\...\...\...\Eng\Calcs\RISA\Restroom CMU Wall_GRID B_v1.r3d]
WALL ALONG GRID B
Company : B&J June 18, 20181:29 PMDesigner : RJ
Job Number : S17-0284 Checked By:_____Model Name : 8" CMU Wall WP7 : L2
CROSS SECTION DETAILING
(1) #5
16
7.625
3.5
NOTE: All units are in "in."
RISA-3D Version 16.0.4 Page 2 [\...\...\...\...\...\Eng\Calcs\RISA\Restroom CMU Wall_GRID B_v1.r3d]
WALL ALONG GRID B
PROJECT
CLIENT
LOCATION
ITEM
SHEET NO.
PROJECT NO.
DATE
ENGINEER
UAL 3rd St Tour Bus Station
Urban Architecture Lab
Beverly Hills, CA
---
S17-0284
6/6/2018
R. Jimenez\\bnjfs01\bnj_cad$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\Table of Contents.xlsx
BRANDOW JOHNSTON structural + civil engineers
B.4.0 CMU Wall Footing Design
Wall Footing ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10Licensee : B&J HBK, INC.Lic. # : KW-06008805
File = \\bnjfs01\bnj_cad$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\Wall Footing.ec6
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
UAL 3rd St Tour Bus Station
Urban Architecture Lab
Beverly Hills, CA
---
S17-0284
6/6/2018
R. Jimenez\\bnjfs01\bnj_cad$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\Table of Contents.xlsx
Wall Footing ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10Licensee : B&J HBK, INC.Lic. # : KW-06008805
File = \\bnjfs01\bnj_cad$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\Wall Footing.ec6
Description : Wall Footing
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
UAL 3rd St Tour Bus Station
Urban Architecture Lab
Beverly Hills, CA
---
S17-0284
6/6/2018
R. Jimenez\\bnjfs01\bnj_cad$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\Table of Contents.xlsx
Wall Footing ENERCALC, INC. 1983-2017, Build:10.17.12.10, Ver:10.17.12.10Licensee : B&J HBK, INC.Lic. # : KW-06008805
File = \\bnjfs01\bnj_cad$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\Wall Footing.ec6
Description : Wall Footing
, +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
UAL 3rd St Tour Bus Station
Urban Architecture Lab
Beverly Hills, CA
---
S17-0284
6/6/2018
R. Jimenez\\bnjfs01\bnj_cad$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\Table of Contents.xlsx
PROJECT
CLIENT
LOCATION
ITEM
SHEET NO.
PROJECT NO.
DATE
ENGINEER
UAL 3rd St Tour Bus Station
Urban Architecture Lab
Beverly Hills, CA
---
S17-0284
6/6/2018
R. Jimenez\\bnjfs01\bnj_cad$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\Table of Contents.xlsx
BRANDOW JOHNSTON structural + civil engineers
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
UAL 3rd St Tour Bus Station
Urban Architecture Lab
Beverly Hills, CA
---
S17-0284
6/6/2018
R. Jimenez\\bnjfs01\bnj_cad$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\Table of Contents.xlsx
BRANDOW JOHNSTON structural + civil engineers
C. Bus Stop Canopy - Gravity & Lateral Design
PROJECT
CLIENT
LOCATION
ITEM
SHEET NO.
PROJECT NO.
DATE
ENGINEER
UAL 3rd St Tour Bus Station
Urban Architecture Lab
Beverly Hills, CA
---
S17-0284
6/6/2018
R. Jimenez\\bnjfs01\bnj_cad$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\Table of Contents.xlsx
BRANDOW JOHNSTON structural + civil engineers
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
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Company : BJ June 5, 20181:57 PMDes igner : RJ
Job Number : S17-0284 Checked By:_____Model Name : Bust S top Canopy
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...
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Company : BJ June 5, 20181:57 PMDes igner : RJ
Job Number : S17-0284 Checked By:_____Model Name : Bust S top Canopy
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
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Company : BJ June 5, 20181:57 PMDes igner : RJ
Job Number : S17-0284 Checked By:_____Model Name : Bust S top Canopy
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
RISA-3D Version 16.0.3 Page 4 [\...\...\...\...\...\Eng\Calcs\RISA\3rd street tour bus canopy_v1.r3d]
Company : BJ June 5, 20181:57 PMDes igner : RJ
Job Number : S17-0284 Checked By:_____Model Name : Bust S top Canopy
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
RISA-3D Version 16.0.3 Page 5 [\...\...\...\...\...\Eng\Calcs\RISA\3rd street tour bus canopy_v1.r3d]
Company : BJ June 5, 20181:57 PMDes igner : RJ
Job Number : S17-0284 Checked By:_____Model Name : Bust S top Canopy
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
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
RISA-3D Version 16.0.3 Page 6 [\...\...\...\...\...\Eng\Calcs\RISA\3rd street tour bus canopy_v1.r3d]
Company : BJ June 5, 20181:57 PMDes igner : RJ
Job Number : S17-0284 Checked By:_____Model Name : Bust S top Canopy
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
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
RISA-3D Version 16.0.3 Page 7 [\...\...\...\...\...\Eng\Calcs\RISA\3rd street tour bus canopy_v1.r3d]
Company : BJ June 5, 20182:05 PMDes igner : RJ
Job Number : S17-0284 Checked By:_____Model Name : Bust S top Canopy
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
RISA-3D Version 16.0.3 Page 1 [\...\...\...\...\...\Eng\Calcs\RISA\3rd street tour bus canopy_v1.r3d]
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
UAL 3rd St Tour Bus Station
Urban Architecture Lab
Beverly Hills, CA
---
S17-0284
6/6/2018
R. Jimenez\\bnjfs01\bnj_cad$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\Table of Contents.xlsx
BRANDOW JOHNSTON structural + civil engineers
C.2 Anchorage and Base Plate
PROJECT
CLIENT
LOCATION
ITEM
SHEET NO.
PROJECT NO.
DATE
ENGINEER
UAL 3rd St Tour Bus Station
Urban Architecture Lab
Beverly Hills, CA
---
S17-0284
6/6/2018
R. Jimenez\\bnjfs01\bnj_cad$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\Table of Contents.xlsx
BRANDOW JOHNSTON structural + civil engineers
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
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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
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:
B&JRJ
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2UAL 3rd St Tour Bus St
6/6/2018
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
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
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3UAL 3rd St Tour Bus St
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
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:
B&JRJ
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4UAL 3rd St Tour Bus St
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 Strength* 1,886 14,180 14 OK
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
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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5UAL 3rd St Tour Bus St
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
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:
B&JRJ
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6UAL 3rd St Tour Bus St
6/6/2018
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.
• The design of Anchor Reinforcement is beyond the scope of PROFIS Anchor. Refer to ACI 318-14, Section 17.5.2.9 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!
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:
B&JRJ
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Page:Project:Sub-Project I Pos. No.:Date:
7UAL 3rd St Tour Bus St
6/6/2018
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
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:
B&JRJ
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8UAL 3rd St Tour Bus St
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.
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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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
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]
Controls
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
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21710234
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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 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
3 Tension load Load Nua [lb] Capacity f f f f Nn [lb] Utilization bbbbN = Nua/f f f f Nn Status
Steel Strength* 12,206 33,190 37 OK
Pullout Strength* 12,206 23,323 53 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] 0.76 58,000
Calculations
Nsa [lb] 44,254
Results
Nsa [lb] f steel f Nsa [lb] Nua [lb] 44,254 0.750 33,190 12,206
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
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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 1.85 1.000 3,000
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
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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41710234
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4 Shear load Load Vua [lb] Capacity f f f f Vn [lb] Utilization bbbbV = Vua/f f f f Vn Status
Steel Strength* 1,934 13,807 15 OK
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
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] 0.76 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
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 58,000 12,206 33,190 1.375 0.500 1.125
Calculations
M0s [in.lb]
(1 - Nua
f Nsa) Ms [in.lb] Lb [in.]
6,244.019 0.632 3,947.771 1.938
Results
VMs [lb] f steel f VM
s [lb] Vua [lb] 4,075 0.650 2,649 1,934
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
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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)
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 1,934
5 Combined tension and shear loads bN bV z Utilization bN,V [%] Status
0.523 0.730 5/3 94 OK
bNV = bz N + bz
V <= 1
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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61710234
6/6/2018
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.
• The design of Anchor Reinforcement is beyond the scope of PROFIS Anchor. Refer to ACI 318-14, Section 17.5.2.9 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!
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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Page:Project:Sub-Project I Pos. No.:Date:
71710234
6/6/2018
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. 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
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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Page:Project:Sub-Project I Pos. No.:Date:
81710234
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.
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$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\1710234 3rd Street Tour Bus Canopy.ec6
Description : Base Plate
Code ReferencesCalculations per AISC Design Guide # 1, IBC 2015, CBC 2016, ASCE 7-10Load Combination Set : ASCE 7-10General Information
Material PropertiesAllowable Strength Design
Concrete Support f'c 3.0 ksiAllowable Bearing Fp per J8 3.570 ksi
: ASD Safety Factor. 2.50cSteel Plate Fy = 36.0 ksi
Assumed Bearing Area :Full Bearing=
AISC Design Method
Column Properties
1'-9"
1'-9
"
1'-3"
1'-3"X
ZSteel Section : W8x67Depth
0.935 in
in in^219.79 Area
Width along "X" 21.0 inLength along "Z' 21.0 in
Support Dimensions
Column assumed welded to base plate.
Width 8.28 inFlange Thickness
Ixx in^4in^4
Web Thickness in
Plate DimensionsN : Length 15.0 inB : Width 15.0 inThickness 0.750 in
0.57Iyy
Z Z X X
Column & Plate
Applied Loads
1.707 0.7660 8.487
" P " = Gravity load, "+" sign is downward.
kk
P-Yk
kkkk
"+" Moments create higher soil pressure at +Z edge.
M-X
k-ftk-ftk-ftk-ftk-ftk-ft
k-ftV-Z
D : Dead Load .......L : Live .......Lr : Roof Live .........S : Snow ................W : Wind ................E : Earthquake ...............
k
H : Lateral Earth ......... k
kkkk
k
"+" Shears push plate towards +Z edge.
PROJECT
CLIENT
LOCATION
ITEM
SHEET NO.
PROJECT NO.
DATE
ENGINEER
UAL 3rd St Tour Bus Station
Urban Architecture Lab
Beverly Hills, CA
---
S17-0284
6/6/2018
R. Jimenez\\bnjfs01\bnj_cad$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\Table of Contents.xlsx
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
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
UAL 3rd St Tour Bus Station
Urban Architecture Lab
Beverly Hills, CA
---
S17-0284
6/6/2018
R. Jimenez\\bnjfs01\bnj_cad$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\Table of Contents.xlsx
PROJECT
CLIENT
LOCATION
ITEM
SHEET NO.
PROJECT NO.
DATE
ENGINEER
UAL 3rd St Tour Bus Station
Urban Architecture Lab
Beverly Hills, CA
---
S17-0284
6/6/2018
R. Jimenez\\bnjfs01\bnj_cad$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\Table of Contents.xlsx
BRANDOW JOHNSTON structural + civil engineers
C.3 Pole Footing Design
PROJECT
CLIENT
LOCATION
ITEM
SHEET NO.
PROJECT NO.
DATE
ENGINEER
UAL 3rd St Tour Bus Station
Urban Architecture Lab
Beverly Hills, CA
---
S17-0284
6/6/2018
R. Jimenez\\bnjfs01\bnj_cad$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\Table of Contents.xlsx
BRANDOW JOHNSTON structural + civil engineers
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$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\NG\1710234 3rd Street Tour Bus Canopy.ec6
Description : Typ. Post Footing
Code ReferencesCalculations per IBC 2015 1807.3, CBC 2016, ASCE 7-10Load Combinations Used : ASCE 7-10General Information
Circular
5'-9"11'-0-15/16"
Footing Diameter = 2'-0"
Soil Surface Surface Lateral Restraint
Point Load24.0
100.01,500.0
Lateral Restraint at Ground Surface
Pole Footing ShapePole Footing Diameter . . . . . . . . . . . in
Allow Passive . . . . . . . . . . . . . . . . . . . . . . pcfMax Passive . . . . . . . . . . . . . . . . . . . . . . psf
Calculate Min. Depth for Allowable Pressures
+D+HGoverning Load Combination :Lateral Load 0.7660Moment 8.487 k-ft
Minimum Required Depth 5.750 ft
k
Restraint @ Ground SurfacePressure at Depth
Actual 545.50 psfAllowable 575.0 psf
Surface Retraint Force 3,902.60 lbs
Controlling Values
ft^2Footing Base Area 3.142Maximum Soil Pressure 0.5434 ksf
kkk
1.707
k
k
Applied Loads
k
Lateral Concentrated Load (k)
D : Dead Load
L : LiveLr : Roof Live
S : SnowW : WindE : EarthquakeH : Lateral EarthLoad distance above
0.7660
11.080
kkkkkkk
ft
Lateral Distributed Loads (klf)
TOP of Load above ground surface
BOTTOM of Load above ground surface
k/ftk/ftk/ftk/ftk/ftk/ftk/ft
ft
Applied Moment (kft)
k-ftk-ftk-ftk-ftk-ftk-ftk-ft
ground surface
ft
Vertical Load (k)
k
Load Combination Results
FactorSoil IncreaseForces @ Ground Surface
Load CombinationRequired
Loads - (k) Moments - (ft-k) Depth - (ft)Pressure at Depth
Allow - (psf)Actual - (psf) 545.5 0.766 8.487+D+H 5.75 1.000 575.0
apply as D; input loadis already factored
PROJECT
CLIENT
LOCATION
ITEM
SHEET NO.
PROJECT NO.
DATE
ENGINEER
UAL 3rd St Tour Bus Station
Urban Architecture Lab
Beverly Hills, CA
---
S17-0284
6/6/2018
R. Jimenez\\bnjfs01\bnj_cad$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\Table of Contents.xlsx
PROJECT
CLIENT
LOCATION
ITEM
SHEET NO.
PROJECT NO.
DATE
ENGINEER
UAL 3rd St Tour Bus Station
Urban Architecture Lab
Beverly Hills, CA
---
S17-0284
6/6/2018
R. Jimenez\\bnjfs01\bnj_cad$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\Table of Contents.xlsx
BRANDOW JOHNSTON structural + civil engineers
D. Miscellaneous
PROJECT
CLIENT
LOCATION
ITEM
SHEET NO.
PROJECT NO.
DATE
ENGINEER
UAL 3rd St Tour Bus Station
Urban Architecture Lab
Beverly Hills, CA
---
S17-0284
6/6/2018
R. Jimenez\\bnjfs01\bnj_cad$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\Table of Contents.xlsx
BRANDOW JOHNSTON structural + civil engineers
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
k = sqrt( (pn-P/bdFb)2 + 2pn) - (pn-P/bdFb) = 0.376
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
k = sqrt( (pn-P/bdFb)2 + 2pn) - (pn-P/bdFb) = 0.372
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
UAL 3rd St Tour Bus Station (Restroom)
Urban Architecture Lab
Beverly Hills, CA
CMU Freestanding Wall (OOP Seismic)
---
S17-0284
6/1/2018
RJ\\bnjfs01\bnj_cad$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\CMU Wall_freestanding.xlsx
BRANDOW JOHNSTON, INC structural + civil engineers Calculation p1
16"
Wall Footing ENERCALC, INC. 1983-2016, Build:6.16.12.31, Ver:6.16.12.31Licensee : B&J HBK, INC.Lic. # : KW-06008805
File = \\bnjfs01\bnj_cad$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\Wall Footing.ec6
Description : Freestanding Wall Footing (eccentric)_v1
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
10.0
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 5.0 ft=
Wall center offsetfrom center of footing 20 in
=
=
Wall Thickness 8.0 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
=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
L SP : Column LoadOB : Overburden =
kW E
M-zzV-x = k0.04840
k-ftVx applied = in above top of footing
= 1.749 0.3490
H=
Wall Footing 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\Wall Footing.ec6
Description : Freestanding Wall Footing (eccentric)_v1
DESIGN SUMMARY Design N.G.
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
Utilization Ratio Item Applied Capacity Governing Load Combination
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
Actual Soil Bearing Stress Actual / AllowableSoil Bearing
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
Rotation Axis &Overturning Stability Units : k-ft
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
Force Application AxisSliding Stability
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
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+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
Wall Footing 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\Wall Footing.ec6
Description : Freestanding Wall Footing (eccentric)_v1
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
UAL 3rd St Tour Bus Station
Urban Architecture Lab
Beverly Hills, CA
---
S17-0284
6/6/2018
R. Jimenez\\bnjfs01\bnj_cad$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\Table of Contents.xlsx
BRANDOW JOHNSTON structural + civil engineers
D.2.0 Bench Footing
General Footing ENERCALC, INC. 1983-2016, Build:6.16.12.31, Ver:6.16.12.31Licensee : B&J HBK, INC.Lic. # : KW-06008805
File = \\bnjfs01\bnj_cad$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\1710234 3rd Street Tour Bus Canopy.ec6
Description : Bench 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
2.750
Soil Passive Resistance (for Sliding)
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
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
Footing base depth below soil surface0.0
ft=Allow press. 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.
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
Reinforcing Bar Size=
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
L SP : Column LoadOB : Overburden =
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
UAL 3rd St Tour Bus Station
Urban Architecture Lab
Beverly Hills, CA
---
S17-0284
6/6/2018
R. Jimenez\\bnjfs01\bnj_cad$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\Table of Contents.xlsx
General Footing ENERCALC, INC. 1983-2016, Build:6.16.12.31, Ver:6.16.12.31Licensee : B&J HBK, INC.Lic. # : KW-06008805
File = \\bnjfs01\bnj_cad$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\1710234 3rd Street Tour Bus Canopy.ec6
Description : Bench Footing
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
DESIGN SUMMARY Design N.G.
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
UAL 3rd St Tour Bus Station
Urban Architecture Lab
Beverly Hills, CA
---
S17-0284
6/6/2018
R. Jimenez\\bnjfs01\bnj_cad$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\Table of Contents.xlsx
General Footing ENERCALC, INC. 1983-2016, Build:6.16.12.31, Ver:6.16.12.31Licensee : B&J HBK, INC.Lic. # : KW-06008805
File = \\bnjfs01\bnj_cad$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\1710234 3rd Street Tour Bus Canopy.ec6
Description : Bench Footing
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
UAL 3rd St Tour Bus Station
Urban Architecture Lab
Beverly Hills, CA
---
S17-0284
6/6/2018
R. Jimenez\\bnjfs01\bnj_cad$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\Table of Contents.xlsx
UAL 3rd ST Tour Bus Station
S17-0284 6/2018
RJ
General Footing ENERCALC, INC. 1983-2016, Build:6.16.12.31, Ver:6.16.12.31Licensee : B&J HBK, INC.Lic. # : KW-06008805
File = \\bnjfs01\bnj_cad$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\1710234 3rd Street Tour Bus Canopy.ec6
Description : Bench 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
2.750
Soil Passive Resistance (for Sliding)
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
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
Footing base depth below soil surface0.0
ft=Allow press. 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.
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
Reinforcing Bar Size=
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
L SP : Column LoadOB : Overburden =
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
UAL 3rd St Tour Bus Station
Urban Architecture Lab
Beverly Hills, CA
---
S17-0284
6/6/2018
R. Jimenez\\bnjfs01\bnj_cad$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\Table of Contents.xlsx
General Footing ENERCALC, INC. 1983-2016, Build:6.16.12.31, Ver:6.16.12.31Licensee : B&J HBK, INC.Lic. # : KW-06008805
File = \\bnjfs01\bnj_cad$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\1710234 3rd Street Tour Bus Canopy.ec6
Description : Bench Footing
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
DESIGN SUMMARY Design N.G.
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
UAL 3rd St Tour Bus Station
Urban Architecture Lab
Beverly Hills, CA
---
S17-0284
6/6/2018
R. Jimenez\\bnjfs01\bnj_cad$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\Table of Contents.xlsx
General Footing ENERCALC, INC. 1983-2016, Build:6.16.12.31, Ver:6.16.12.31Licensee : B&J HBK, INC.Lic. # : KW-06008805
File = \\bnjfs01\bnj_cad$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\1710234 3rd Street Tour Bus Canopy.ec6
Description : Bench Footing
+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
UAL 3rd St Tour Bus Station
Urban Architecture Lab
Beverly Hills, CA
---
S17-0284
6/6/2018
R. Jimenez\\bnjfs01\bnj_cad$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\Table of Contents.xlsx
PROJECT
CLIENT
LOCATION
ITEM
SHEET NO.
PROJECT NO.
DATE
ENGINEER
UAL 3rd St Tour Bus Station
Urban Architecture Lab
Beverly Hills, CA
---
S17-0284
6/6/2018
R. Jimenez\\bnjfs01\bnj_cad$\17\1710234 3rd Street Tour Bus Canopy\Eng\Calcs\Table of Contents.xlsx
BRANDOW JOHNSTON structural + civil engineers
D.3.0 Steel Fence
UAL 3rd ST Tour Bus Station
S17-0284 6/2018
RJ
Steel Beam 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\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
.
Steel Beam 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\arch (fence).ec6
Description : Fence - HSS
Steel Beam 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\arch (fence).ec6
Description : Fence - HSS
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:
Brandow & JohnstonRJ
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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
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 = 0.500 in.
Hilti Grout: CB-G EG, epoxy, fc,Grout = 14,939 psi
Anchor plate: lx x ly x t = 10.000 in. x 6.000 in. x 0.500 in.; (Recommended plate thickness: not calculated
Profile: Rectangular HSS (AISC); (L x W x T) = 6.000 in. x 3.000 in. x 0.250 in.
Base material: cracked concrete, 3000, fc' = 3,000 psi; h = 30.000 in.
Reinforcement: tension: condition B, shear: condition B;
edge reinforcement: none or < No. 4 bar
Geometry [in.] & Loading [lb, in.lb]
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
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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 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
3 Tension load Load Nua [lb] Capacity f f f f Nn [lb] Utilization bbbbN = Nua/f f f f Nn Status
Steel Strength* 1,696 6,177 28 OK
Pullout Strength* 1,696 4,889 35 OK
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
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] 0.14 58,000
Calculations
Nsa [lb] 8,236
Results
Nsa [lb] f steel f Nsa [lb] Nua [lb] 8,236 0.750 6,177 1,696
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
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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 0.29 1.000 3,000
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)
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
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
ANc [in.2] ANc0 [in.2] y ec1,N y ec2,N y ed,N y cp,N Nb [lb] 255.00 441.00 1.000 1.000 0.800 1.000 24,346
Results
Ncbg [lb] f concrete f Ncbg [lb] Nua [lb] 11,262 0.700 7,883 3,391
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
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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 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
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4 Shear load Load Vua [lb] Capacity f f f f Vn [lb] Utilization bbbbV = Vua/f f f f Vn Status
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
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] 0.14 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
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 58,000 1,696 6,177 1.250 0.500 0.500
Calculations
M0s [in.lb]
(1 - Nua
f Nsa) Ms [in.lb] Lb [in.]
494.404 0.725 358.688 1.500
Results
VMs [lb] f steel f VM
s [lb] Vua [lb] 478 0.650 311 50
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
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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)
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 4.333 0.000 0.000 3.500
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] 255.00 169.00 1.000 1.000 0.862 1.000 11,858
Results
Vcpg [lb] f concrete f Vcpg [lb] Vua [lb] 30,829 0.700 21,580 200
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
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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
5 Combined tension and shear loads bN bV z Utilization bN,V [%] Status
0.430 0.161 5/3 30 OK
bNV = bz N + bz
V <= 1
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!
Fastening meets the design criteria!
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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8S17-0284 Fence Anch
6/28/2018
Coordinates Anchor in.
Anchor x y c-x c+x c-y c+y
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
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
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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.
Wall Footing 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\arch (fence).ec6
Description : Fence Footing
Code ReferencesCalculations per ACI 318-11, IBC 2012, CBC 2013, 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
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 2.50 ft=
Wall center offsetfrom center of footing 0 in
=
=
Wall Thickness inFooting Thickness 30.0 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
# 5 bars @ 12 in o.c.
3"
X-X Section Looking to +Z
Applied Loads
0.1670D Lr
ksf
L SP : Column LoadOB : Overburden =
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
Wall Footing 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\arch (fence).ec6
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
Utilization Ratio Item Applied Capacity Governing Load Combination
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
Actual Soil Bearing Stress Actual / AllowableSoil Bearing
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
Rotation Axis &Overturning Stability Units : k-ft
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
Force Application AxisSliding Stability
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
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 0.4695 -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