MUSCO LIGHTING, INC. Light Structure Pole and Foundation … · 2019-03-18 · 2/22/2019 Index MUSCO LIGHTING, INC. Light Structure Pole and Foundation Standard Calculation Index

MUSCO LIGHTING, INC.

Light Structure Pole and Foundation Standard

This confidential report is provided exclusively for the use of engineering approval.

The technical information provided herein is the confidential property of Musco Lighting,

Inc., and reproduction of this report or use of this information for anything other than its

limited, intended purpose as to this project, without the written permission of Musco

Lighting, Inc., is prohibited.

ITEM : Structural Calculations

Pole Foundation Standard

PROJECT : Pittsburg High School

Football &Soccer field

Pittsburg, CA

PROJECT NO : 151589

363.206

DATE : 2/22/2019

ENGINEER :

JOSH RANDALL, SE No. 4506

9931 Muirlands Blvd

Irvine, Ca 92618

DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE TO REVIEW THE STRUCTURAL CALCULATIONS AND MUSCO

LIGHTING DRAWINGS AND PROVIDE STATEMENT OF GENERAL CONFORMANCE PRIOR TO SUBMITTAL TO DSA

2/22/2019 Index

MUSCO LIGHTING, INC.

Light Structure Pole and Foundation Standard

Calculation Index

CONTENTS:

Page Item

1-3 LSS90-C (w/17 Fixtures Max) -Wind Analysis

4-5 LSS90-C (w/17 Fixtures Max) -Seismic Analysis

6-7 Precast Base by Cretex

8 Foundation Check

9 Fixture Aiming Angles and PA's and EPA's10-29 Electrical Equipments anchorage calcs

CODE REFERENCE:

State of California Code of Regulations Title 24, Part 1, 2: 2016 Edition

2015 IBC

AC1 318-14

Building Code Requirements for Structural Concrete

AISC 360-10

Specifications for Structural Steel Buildings

12/28/2018 LS90-C wind POLE DESIGNATION: LS90-C W/ 17 FIXTURES JOB NO: 363.206 MANUFACTURER: MUSCO PROJECT: Pittsburg High School PROJECT NO: 151589 LOCATION: Pittsburg, CA

ASCE 7-10 POLE ID: F4 WIND CRITERIA 110 MPH,EXP C | P = SUPERIMPOSED WT + POLE WT F1, F2, F3 SIM.LOAD COMB 1.2 DEAD + 1.0 WIND v ^ |||a <-- <--FIXTURES, F/Af= qz*Gf*Cf = 43.42 PSF MA X (6-28)

LED 1150 | |v| <-- <--where qz=.00256*Kz*Kzt*Kd(V) 2 = 36.55 PSF MAX (6-15)

EPA/FIXTURE*, Af = 3.8 ft2 | ||| <-- <--- D.L./FIXTURE** = 103.2 lbs | |v| <-- ATTACHMENT NUMBER DIST. FROM PA Cf EPA Kz qz WIND,F WEIGHT,P

D.L./ECE*** = 20.0 lbs | ||| <-- TYPE TOP POLE,FT SQ FT SQ FT PSF LBS LBS* EPA = EFFECTIVE PROJECTED AREA OF LIGHT FIXTURE | |v| <-- LED1150 6.0 0.5 1.0 3.82 1.241 36.51 995 619 INCLUDING CROSSARM, PER MUSCO ||| <-- LED1150 5.0 3.0 1.0 3.82 1.233 36.30 824 516** D.L.= DEAD LOAD OF FIXTURE, & l |v| <-- LED1150 6.0 0.5 2.79 1.3 3.62 1.241 36.51 943 619 CROSSARM, PER MUSCO ||| <-- 0.0 8.0 1.0 3.82 1.218 35.85 0 0***D.L.= DEAD LOAD OF ECE, | |v| <-- 0.0 10.5 1.0 3.82 1.211 35.63 0 0 PER MUSCO | ||| <-- 0.0 13.0 1.0 3.82 1.203 35.39 0 0 | |v| <-- LED400 1.0 11.5 1.60 1.3 2.08 1.208 35.53 88 71

| ||| <-- WIRE ACCESS 2.0 63.5 1.10 1.3 1.42 0.968 28.49 96 42| |v| <-- SEC.CAMERA 2.0 65.5 0.62 1.3 0.81 0.953 28.05 54 47| ||| <-- LED575 2.0 76.5 1.74 1.3 2.27 0.849 24.98 134 109| |v| <-- ECE 20.0 77.5 19.00 1.3 24.70 0.849 24.98 733 400v | |b <-- TOTALS = 3867 2423

POLE, F/Af= qz*Gf*Cf = 30.39 PSF MAX (6-28)

where qz=.00256*Kz*Kzt*Kd(V) 2 = 36.55 PSF MAX (6-15) LOADING DIAGRAM

INPUT -> l = 91.48 ft. (max. ht. from any grade) -> l = 91.48 ft. (ht. from grade at base of pole) 89.8 0 ft.(nom. ht from grade)->tA = 0.179 in. (pole thk. @ top) ->dA = 12.56 in. (pole diam. @ top)

->dB = 24.05 in. (pole diam. @ btm)

->tB = 0.313 in. (pole thk. @ btm)

->Fy = 55.0 ksi (fixt mount sect. = 24.329 ft)

->Fy = 55.0 ksi (other pole sect.)

-> E = 29,000 ksi

->Kzt= 1 (Figure 26.8-1)

->Kd = 0.95 (Table 26.6-1)

-> Kz = 1.242 MAX-EXP C @ 91.5 FT. (Table 29.3-1)

-> Cf = 1.00 LIGHT FIXTURE (INCLUDED IN EPA)

-> Cf = 0.700 MAX (VARIES 0.5-1.2 FOR RND POLE) (Figure 29.5-1)

POLE DAMPING, beta= 0.03 Per Musco test

OUTPUT-> POLE NATURAL FREQUENCY = 0.457 Hz 1/(2PI*(DELTA/386)^0.5) where DELTA is due to self weight Section 26.9.5 Gust-Effect Factor-> Gf= 1.19 (Section 26.9.5) (Reference Vibration Problems in Engineering by Timoshenko, 4th ED. pg.34) constant epsilon,e = 0.2 Lz = 553.6

Pole Properties: constant l = 500 N1 = 2.230

Ia = 133.44 in4 taper = 0.140 in/ft Vz = 113.40 Rn = 0.084

Ib = 1644 in4 db/da = 1.915 4.6n1h/Vz = 1.695

ra = 4.378 in rb = 8.392 in. 4.6n1B/Vz = 0.028 R = 1.059

Aa = 6.962 in2 Ab = 23.34 in2 15.4n1L/Vz = 0.095 gR = 3.998

Sa = 21.25 in3 Sb = 136.70 in3 c = 0.200

From Critical Buckling Loads of Tapered Columns, ASCE 2/62: Rh = 0.422 Iz = 0.184

n = Log (Ib/(Ia)/Log (dB/dA) = 3.87 RB = 0.981 Q = 0.911

P* = (Ib/Ia)/(Ib/Ia)^.333 = 5.3 RL = 0.940 G = 0.883

kl/req* (1/(P*)^.5)[kl/ra] = 228 (where k= 2.1) Gf = 1.188

AISC 360-05 Specification Table B4.1, Case 15

for Fy = 55.0 KSI 55 KSI D/t < .45E/Fy = 237 237 (MAX) SHEAR,F= 4.437 KIPS MOMENT, M = 268.90 K-FT e= M/F = 60.61 FT AXIAL,P = 7.064 KIPS ASD Forces at groundline (for foundation design)

D/t < .31E/Fy = 163 163 Noncompact SHEAR,F= 7.395 KIPS MOMENT, M = 448.17 K-FT e= M/F = 60.61 FT AXIAL,P = 8.477 KIPS Nominal Forces at groundline

D/t < .07E/Fy = 37 37 Compact M < ΦMn = 523 K-FT Precast Base O.K.

D/t < .11E/Fy = 58 58 Slender element Section for Unif orm Compression Pole Stress Check = 0.739 Max. < 1 Pole O.K. Max. Deflection = 64.934 Inch <0.15H= 165 Inch AASHTO 10.4.2

Page

1

12/28/2018 LS90-C wind Distance Outside E3-4 E3-2 or E3-3 F8.1-F8.4 H1-1b H1-1a 2nd Order 1st Order C2.2a Total E7-19from top Diameter Pole Cf Design comp Acting Design flex. Req'd flex. for for /1st Order Req'd shear Delta P-Delta 2nd Order ACTING DEFLof Pole of Pole,D thick,t D/t Kz qz Pole kl/r Fe strength, Pn unfactored, Pr strength, Mn strength, Mr Pr/Pc Pr/Pc <0.2 Pr/Pc ≥ 0.2 Moment CSR strength,, F Moment Moment Q MOM DUE M/I DUE TO DL

FT IN IN PSF eqiv. KIPS KIPS K-FT K-FT FT-K O.K. KIPS IN FT -K FT-K TO DL IN

0 12.56 0.179 70.2 1.242 36.55 0.7 228 5.51 30.26 0.000 101.48 0.0 0.000 0.000 N.A. 1.000 Y 0.000 64.9 0.0 0.0 0.9522 0.00 4E -05 46.85

1 12.70 0.179 70.9 1.239 36.47 0.7 228 5.51 30.60 1.262 103.64 1.0 0.050 0.036 N.A. 1.165 Y 1.970 63.6 0.2 1.1 0.9491 0.01 0. 0046 45.95

2 12.84 0.179 71.7 1.236 36.38 0.7 228 5.51 30.94 1.287 105.84 3.0 0.050 0.056 N.A. 1.110 Y 2.002 62.4 0.3 3.3 0.946 1.29 0.0 133 45.05

3 12.98 0.179 72.5 1.233 36.30 0.7 228 5.51 31.28 1.827 108.05 5.4 0.070 0.090 N.A. 1.104 Y 2.858 61.1 0.6 6.0 0.943 2.59 0.0 233 44.16

4 13.12 0.179 73.3 1.230 36.21 0.7 228 5.51 31.62 1.852 110.29 8.3 0.070 0.117 N.A. 1.097 Y 2.891 59.8 0.8 9.1 0.94 4.42 0.03 45 43.26

5 13.26 0.179 74.1 1.228 36.12 0.7 228 5.51 31.97 1.878 112.54 11.2 0.070 0.144 N.A. 1.093 Y 2.924 58.5 1.0 12.2 0.9371 6.29 0.0452 42.37

6 13.40 0.179 74.9 1.224 36.03 0.7 228 5.51 32.31 1.903 114.83 14.1 0.071 0.170 N.A. 1.091 Y 2.957 57.2 1.3 15.4 0.9343 8.18 0.0553 41.48

7 13.54 0.179 75.6 1.221 35.94 0.7 228 5.51 32.65 1.929 117.13 17.1 0.071 0.194 N.A. 1.089 Y 2.991 56.0 1.5 18.6 0.9315 10.1 0 0.0649 40.60

8 13.68 0.179 76.4 1.218 35.85 0.7 228 5.51 32.99 1.955 119.46 20.1 0.071 0.219 N.A. 1.088 Y 3.025 54.7 1.8 21.9 0.9288 12.0 4 0.074 39.71

9 13.82 0.179 77.2 1.215 35.76 0.7 228 5.51 33.34 1.982 121.81 23.1 0.071 0.242 N.A. 1.087 Y 3.059 53.5 2.0 25.2 0.9262 14.0 1 0.0827 38.83

10 13.96 0.179 78.0 1.212 35.67 0.7 228 5.51 33.68 2.008 124.1 8 26.2 0.072 0.265 N.A. 1.087 Y 3.093 52.2 2.3 28.5 0.9236 16. 00 0.091 37.96

11 14.10 0.179 78.8 1.209 35.58 0.7 228 5.51 34.02 2.035 126.5 8 29.3 0.072 0.288 N.A. 1.086 Y 3.128 51.0 2.5 31.9 0.921 18.0 2 0.0989 37.09

12 14.24 0.179 79.6 1.206 35.49 0.7 228 5.51 34.36 2.133 128.9 9 32.5 0.074 0.311 N.A. 1.086 Y 3.250 49.7 2.8 35.3 0.9185 20. 07 0.1065 36.22

13 14.38 0.179 80.3 1.203 35.39 0.7 228 5.51 34.70 2.161 131.4 3 35.8 0.075 0.333 N.A. 1.085 Y 3.286 48.5 3.1 38.8 0.9161 22. 22 0.114 35.37

14 14.52 0.179 81.1 1.199 35.30 0.7 228 5.51 35.05 2.188 133.9 0 39.1 0.075 0.354 N.A. 1.085 Y 3.321 47.3 3.3 42.4 0.9137 24. 39 0.1211 34.51

15 14.66 0.179 81.9 1.196 35.20 0.7 228 5.51 35.39 2.216 136.3 8 42.4 0.075 0.375 N.A. 1.084 Y 3.356 46.1 3.6 46.0 0.9113 26. 59 0.1279 33.67

16 14.80 0.179 82.7 1.193 35.10 0.7 228 5.51 35.73 2.245 138.8 9 45.8 0.075 0.395 N.A. 1.084 Y 3.392 44.9 3.9 49.7 0.909 28.8 2 0.1343 32.83

17 14.94 0.179 83.5 1.189 35.00 0.7 228 5.51 36.07 2.273 141.4 2 49.2 0.076 0.415 N.A. 1.084 Y 3.428 43.7 4.1 53.3 0.9067 31. 08 0.1405 32.00

18 15.08 0.179 84.2 1.186 34.90 0.7 228 5.51 36.41 2.302 143.9 8 52.7 0.076 0.434 N.A. 1.083 Y 3.465 42.6 4.4 57.0 0.9045 33. 37 0.1463 31.18

19 15.22 0.179 85.0 1.183 34.80 0.7 228 5.51 36.76 2.331 146.5 6 56.1 0.076 0.453 N.A. 1.083 Y 3.501 41.4 4.7 60.8 0.9023 35. 69 0.1519 30.37

20 15.36 0.179 85.8 1.179 34.70 0.7 228 5.51 37.10 2.360 149.1 6 59.7 0.076 0.471 N.A. 1.082 Y 3.538 40.3 4.9 64.6 0.9002 38. 03 0.1572 29.57

21 15.50 0.179 86.6 1.176 34.60 0.7 228 5.51 37.44 2.390 151.7 8 63.2 0.077 0.489 N.A. 1.082 Y 3.575 39.2 5.2 68.4 0.8981 40. 41 0.1623 28.77

22 15.64 0.179 87.4 1.172 34.50 0.7 228 5.51 37.78 2.420 154.4 2 66.8 0.077 0.506 N.A. 1.082 Y 3.612 38.1 5.5 72.3 0.896 42.8 1 0.1671 27.99

23 15.78 0.179 88.2 1.169 34.39 0.7 228 5.51 38.12 2.450 157.0 9 70.4 0.077 0.523 N.A. 1.081 Y 3.650 37.0 5.7 76.2 0.8939 45. 25 0.1718 27.21

24 15.92 0.179 88.9 1.165 34.28 0.7 228 5.51 38.47 2.489 159.7 8 74.1 0.078 0.540 N.A. 1.081 Y 3.687 35.9 6.0 80.1 0.8919 47. 71 0.1605 26.45

25 15.62 0.239 65.4 1.161 34.18 0.7 228 5.51 50.20 2.529 211.0 6 77.8 0.060 0.429 N.A. 1.080 Y 3.725 34.8 6.3 84.1 0.9732 50. 22 0.1486 25.69

26 15.76 0.239 66.0 1.158 34.07 0.7 228 5.51 50.65 2.569 214.6 8 81.6 0.061 0.441 N.A. 1.080 Y 3.762 33.8 6.5 88.1 0.9705 52. 77 0.1518 24.95

27 15.90 0.239 66.5 1.154 33.96 0.7 228 5.51 51.11 2.609 218.3 2 85.3 0.061 0.453 N.A. 1.080 Y 3.799 32.8 6.8 92.1 0.9678 55. 36 0.155 24.21

28 16.04 0.239 67.1 1.150 33.85 0.7 228 5.51 51.57 2.650 221.9 9 89.2 0.062 0.464 N.A. 1.079 Y 3.836 31.7 7.1 96.2 0.9652 57. 99 0.158 23.49

29 16.18 0.239 67.7 1.146 33.73 0.7 228 5.51 52.02 2.691 225.6 9 93.0 0.062 0.476 N.A. 1.079 Y 3.874 30.7 7.3 100.4 0.9626 60 .66 0.1608 22.77

30 16.32 0.239 68.3 1.142 33.62 0.7 228 5.51 52.48 2.732 229.4 2 96.9 0.062 0.487 N.A. 1.078 Y 3.912 29.8 7.6 104.5 0.96 63.3 7 0.1636 22.06

31 16.46 0.239 68.9 1.138 33.50 0.7 228 5.51 52.94 2.774 233.1 9 100.8 0.063 0.498 N.A. 1.078 Y 3.950 28.8 7.9 108.7 0.9575 6 6.12 0.1662 21.36

32 16.60 0.239 69.5 1.134 33.38 0.7 228 5.51 53.39 2.816 236.9 8 104.8 0.063 0.508 N.A. 1.078 Y 3.988 27.8 8.1 113.0 0.9551 6 8.92 0.1688 20.67

33 16.74 0.239 70.1 1.130 33.27 0.7 228 5.51 53.85 2.859 240.8 0 108.8 0.064 0.519 N.A. 1.077 Y 4.027 26.9 8.4 117.2 0.9527 7 1.76 0.1712 19.99

34 16.88 0.239 70.6 1.126 33.15 0.7 228 5.51 54.31 2.902 244.6 6 112.9 0.064 0.529 N.A. 1.077 Y 4.065 26.0 8.7 121.5 0.9503 7 4.64 0.1736 19.32

35 17.02 0.239 71.2 1.122 33.02 0.7 228 5.51 54.76 2.945 248.5 4 116.9 0.065 0.539 N.A. 1.077 Y 4.104 25.0 9.0 125.9 0.948 77 .56 0.1759 18.66

36 17.16 0.239 71.8 1.118 32.90 0.7 228 5.51 55.22 2.989 252.4 6 121.1 0.065 0.549 N.A. 1.076 Y 4.143 24.1 9.2 130.3 0.9457 8 0.53 0.178 18.01

37 17.30 0.239 72.4 1.114 32.77 0.7 228 5.51 55.68 3.033 256.4 0 125.2 0.065 0.558 N.A. 1.076 Y 4.182 23.3 9.5 134.7 0.9434 8 3.54 0.1801 17.38

38 17.44 0.239 73.0 1.109 32.65 0.7 228 5.51 56.13 3.077 260.3 8 129.4 0.066 0.567 N.A. 1.075 Y 4.221 22.4 9.8 139.2 0.9412 8 6.59 0.1821 16.75

39 17.58 0.239 73.6 1.105 32.52 0.7 228 5.51 56.59 3.122 264.3 8 133.7 0.066 0.577 N.A. 1.075 Y 4.261 21.6 10.0 143.7 0.939 8 9.69 0.1841 16.13

40 17.72 0.239 74.2 1.101 32.39 0.7 228 5.51 57.05 3.167 268.4 2 138.0 0.067 0.586 N.A. 1.075 Y 4.301 20.7 10.3 148.2 0.9369 92.83 0.1859 15.53

41 17.86 0.239 74.7 1.096 32.25 0.7 228 5.51 57.50 3.212 272.4 9 142.3 0.067 0.594 N.A. 1.074 Y 4.340 19.9 10.5 152.8 0.9347 96.02 0.1877 14.93

42 18.00 0.239 75.3 1.091 32.12 0.7 228 5.51 57.96 3.258 276.5 8 146.6 0.067 0.603 N.A. 1.074 Y 4.380 19.1 10.8 157.4 0.9327 99.26 0.1895 14.35

43 18.14 0.239 75.9 1.087 31.98 0.7 228 5.51 58.42 3.304 280.7 1 151.0 0.068 0.611 N.A. 1.073 Y 4.420 18.3 11.1 162.1 0.9306 102.54 0.1911 13.78

44 18.28 0.239 76.5 1.082 31.84 0.7 228 5.51 58.88 3.350 284.8 7 155.5 0.068 0.620 N.A. 1.073 Y 4.460 17.6 11.3 166.8 0.9286 105.87 0.1928 13.22

45 18.42 0.239 77.1 1.077 31.70 0.7 228 5.51 59.33 3.397 289.0 6 160.0 0.069 0.628 N.A. 1.072 Y 4.501 16.8 11.6 171.5 0.9266 109.24 0.1943 12.67

46 18.56 0.239 77.7 1.072 31.55 0.7 228 5.51 59.79 3.444 293.2 7 164.5 0.069 0.636 N.A. 1.072 Y 4.541 16.1 11.8 176.3 0.9246 112.66 0.1958 12.13

47 18.70 0.239 78.3 1.067 31.40 0.7 228 5.51 60.25 3.492 297.5 2 169.0 0.070 0.644 N.A. 1.071 Y 4.582 15.4 12.1 181.1 0.9227 116.13 0.1972 11.60

48 18.84 0.239 78.8 1.062 31.25 0.7 228 5.51 60.70 3.540 301.8 0 173.6 0.070 0.651 N.A. 1.071 Y 4.622 14.7 12.3 186.0 0.9208 119.64 0.1986 11.09

49 18.98 0.239 79.4 1.057 31.10 0.7 228 5.51 61.16 3.588 306.1 1 178.3 0.070 0.659 N.A. 1.070 Y 4.663 14.0 12.6 190.9 0.9189 123.21 0.2 10.59

50 19.12 0.239 80.0 1.052 30.95 0.7 228 5.51 61.62 3.637 310.4 5 183.0 0.071 0.666 N.A. 1.070 Y 4.704 13.3 12.8 195.8 0.9171 126.82 0.2013 10.09

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12/28/2018 LS90-C wind51 19.26 0.239 80.6 1.046 30.79 0.7 228 5.51 62.07 3.686 314.8 2 187.7 0.071 0.673 N.A. 1.070 Y 4.745 12.7 13.0 200.7 0.9153 130.48 0.2025 9.62

52 19.40 0.239 81.2 1.041 30.63 0.7 228 5.51 62.53 3.735 319.2 2 192.5 0.072 0.680 N.A. 1.069 Y 4.786 12.0 13.3 205.7 0.9135 134.19 0.2037 9.15

53 19.54 0.239 81.8 1.035 30.46 0.7 228 5.51 62.99 3.785 323.6 5 197.3 0.072 0.687 N.A. 1.069 Y 4.827 11.4 13.5 210.8 0.9117 137.95 0.2049 8.69

54 19.68 0.239 82.4 1.029 30.29 0.7 228 5.51 63.44 3.835 328.1 1 202.1 0.073 0.694 N.A. 1.068 Y 4.868 10.8 13.7 215.9 0.91 14 1.76 0.206 8.25

55 19.82 0.239 82.9 1.024 30.12 0.7 228 5.51 63.90 3.885 332.6 1 207.0 0.073 0.701 N.A. 1.067 Y 4.909 10.3 14.0 221.0 0.9082 145.62 0.2071 7.82

56 19.96 0.239 83.5 1.018 29.94 0.7 228 5.51 64.36 3.936 337.1 3 211.9 0.073 0.707 N.A. 1.067 Y 4.951 9.7 14.2 226.1 0.9065 1 49.53 0.2081 7.40

57 20.10 0.239 84.1 1.011 29.76 0.7 228 5.51 64.81 3.987 341.6 8 216.9 0.074 0.714 N.A. 1.066 Y 4.992 9.2 14.4 231.3 0.9049 1 53.49 0.2091 7.00

58 20.24 0.239 84.7 1.005 29.58 0.7 228 5.51 65.27 4.038 346.2 6 221.9 0.074 0.720 N.A. 1.066 Y 5.033 8.6 14.6 236.5 0.9032 1 57.50 0.2101 6.60

59 20.38 0.239 85.3 0.999 29.39 0.7 228 5.51 65.73 4.090 350.8 8 227.0 0.075 0.726 N.A. 1.065 Y 5.075 8.1 14.8 241.8 0.9016 1 61.57 0.211 6.22

60 20.52 0.239 85.9 0.992 29.20 0.7 228 5.51 66.18 4.142 355.5 2 232.1 0.075 0.733 N.A. 1.065 Y 5.116 7.6 15.0 247.1 0.9 165. 68 0.2119 5.86

61 20.66 0.239 86.5 0.986 29.00 0.7 228 5.51 66.64 4.209 360.1 9 237.2 0.076 0.739 N.A. 1.064 Y 5.158 7.2 15.2 252.4 0.8984 1 69.85 0.1957 5.50

62 20.24 0.313 64.7 0.979 28.80 0.7 228 5.51 85.15 4.276 464.3 9 242.4 0.060 0.585 N.A. 1.064 Y 5.198 6.7 15.4 257.8 0.9765 1 74.09 0.1793 5.16

63 20.38 0.313 65.1 0.972 28.59 0.7 228 5.51 85.74 4.344 470.5 1 247.6 0.061 0.590 N.A. 1.063 Y 5.239 6.3 15.6 263.2 0.9744 1 78.40 0.1799 4.82

64 20.52 0.313 65.6 0.964 28.38 0.7 228 5.51 86.34 4.454 476.6 8 252.9 0.062 0.595 N.A. 1.062 Y 5.375 5.8 15.8 268.7 0.9723 1 82.78 0.1805 4.50

65 20.66 0.313 66.0 0.957 28.16 0.7 228 5.51 86.94 4.523 482.8 8 258.3 0.062 0.599 N.A. 1.062 Y 5.415 5.4 16.0 274.3 0.9702 1 87.27 0.1812 4.19

66 20.80 0.313 66.5 0.949 27.93 0.7 228 5.51 87.54 4.639 489.1 2 263.8 0.064 0.604 N.A. 1.061 Y 5.509 5.0 16.2 279.9 0.9682 1 91.83 0.1818 3.89

67 20.94 0.313 66.9 0.941 27.69 0.7 228 5.51 88.14 4.708 495.4 1 269.3 0.064 0.609 N.A. 1.061 Y 5.549 4.7 16.3 285.6 0.9662 1 96.50 0.1825 3.60

68 21.08 0.313 67.3 0.933 27.45 0.7 228 5.51 88.74 4.778 501.7 3 274.9 0.065 0.613 N.A. 1.060 Y 5.589 4.3 16.5 291.4 0.9642 2 01.24 0.1831 3.32

69 21.22 0.313 67.8 0.924 27.20 0.7 228 5.51 89.33 4.849 508.0 9 280.5 0.065 0.617 N.A. 1.060 Y 5.629 3.9 16.7 297.2 0.9622 2 06.06 0.1837 3.06

70 21.36 0.313 68.2 0.916 26.94 0.7 228 5.51 89.93 4.920 514.5 0 286.1 0.066 0.622 N.A. 1.059 Y 5.669 3.6 16.9 303.0 0.9603 2 10.94 0.1844 2.80

71 21.50 0.313 68.7 0.906 26.67 0.7 228 5.51 90.53 4.991 520.9 4 291.8 0.066 0.626 N.A. 1.058 Y 5.708 3.3 17.0 308.8 0.9584 2 15.90 0.185 2.55

72 21.64 0.313 69.1 0.897 26.39 0.7 228 5.51 91.13 5.063 527.4 2 297.5 0.067 0.630 N.A. 1.058 Y 5.748 3.0 17.2 314.7 0.9565 2 20.92 0.1856 2.32

73 21.78 0.313 69.6 0.887 26.10 0.7 228 5.51 91.73 5.135 533.9 4 303.3 0.067 0.634 N.A. 1.057 Y 5.787 2.7 17.3 320.6 0.9546 2 26.02 0.1862 2.10

74 21.92 0.313 70.0 0.877 25.80 0.7 228 5.51 92.33 5.208 540.5 1 309.1 0.068 0.638 N.A. 1.056 Y 5.826 2.4 17.5 326.6 0.9528 2 31.19 0.1867 1.88

75 22.06 0.313 70.5 0.866 25.48 0.7 228 5.51 92.92 5.281 547.1 1 315.0 0.068 0.642 N.A. 1.056 Y 5.865 2.2 17.6 332.6 0.951 23 6.44 0.1873 1.68

76 22.20 0.313 70.9 0.855 25.15 0.7 228 5.51 93.52 5.355 553.7 5 320.8 0.069 0.646 N.A. 1.055 Y 5.904 1.9 17.7 338.6 0.9492 2 41.75 0.1879 1.49

77 22.34 0.313 71.4 0.849 24.98 0.7 228 5.51 94.12 5.538 560.4 3 326.8 0.071 0.650 N.A. 1.055 Y 6.077 1.7 17.9 344.7 0.9474 2 47.14 0.1884 1.31

78 22.48 0.313 71.8 0.849 24.98 0.7 228 5.51 94.72 6.013 567.1 5 333.3 0.076 0.657 N.A. 1.054 Y 6.848 1.5 18.0 351.3 0.9457 2 52.72 0.1892 1.15

79 22.62 0.313 72.3 0.849 24.98 0.7 228 5.51 95.32 6.088 573.9 1 340.2 0.077 0.663 N.A. 1.053 Y 6.887 1.3 18.1 358.3 0.9439 2 58.77 0.1901 0.99

80 22.76 0.313 72.7 0.849 24.98 0.7 228 5.51 95.91 6.163 580.7 1 347.1 0.077 0.668 N.A. 1.053 Y 6.927 1.1 18.2 365.3 0.9422 2 64.89 0.191 0.84

81 22.90 0.313 73.2 0.849 24.98 0.7 228 5.51 96.51 6.239 587.5 5 354.0 0.078 0.673 N.A. 1.052 Y 6.966 0.9 18.3 372.4 0.9405 2 71.10 0.1918 0.71

82 23.04 0.313 73.6 0.849 24.98 0.7 228 5.51 97.11 6.316 594.4 3 361.0 0.078 0.677 N.A. 1.051 Y 7.006 0.7 18.4 379.4 0.9389 2 77.37 0.1926 0.59

83 23.18 0.313 74.1 0.849 24.98 0.7 228 5.51 97.71 6.393 601.3 5 368.0 0.079 0.682 N.A. 1.050 Y 7.046 0.6 18.5 386.6 0.9372 2 83.73 0.1934 0.48

84 23.32 0.313 74.5 0.849 24.98 0.7 228 5.51 98.31 6.470 608.3 1 375.1 0.079 0.687 N.A. 1.050 Y 7.086 0.5 18.6 393.7 0.9356 2 90.16 0.1942 0.38

85 23.46 0.313 74.9 0.849 24.98 0.7 228 5.51 98.91 6.548 615.3 1 382.2 0.079 0.691 N.A. 1.049 Y 7.127 0.4 18.7 400.9 0.934 29 6.67 0.195 0.29

86 23.60 0.313 75.4 0.849 24.98 0.7 228 5.51 99.50 6.626 622.3 5 389.3 0.080 0.696 N.A. 1.048 Y 7.167 0.3 18.7 408.1 0.9324 3 03.25 0.1957 0.21

87 23.74 0.313 75.8 0.849 24.98 0.7 228 5.51 100.10 6.705 629. 43 396.5 0.080 0.700 N.A. 1.047 Y 7.208 0.2 18.8 415.3 0.9308 309.92 0.1965 0.15

88 23.88 0.313 76.3 0.849 24.98 0.7 228 5.51 100.70 6.785 636. 55 403.8 0.081 0.704 N.A. 1.047 Y 7.250 0.1 18.8 422.6 0.9293 316.67 0.1972 0.09

89 24.02 0.313 76.7 0.849 24.98 0.7 228 5.51 101.30 6.864 643. 71 411.0 0.081 0.709 N.A. 1.046 Y 7.291 0.1 18.9 429.9 0.9278 323.49 0.1979 0.05

90 24.16 0.313 77.2 0.849 24.98 0.7 228 5.51 101.90 6.945 650. 90 418.3 0.082 0.713 N.A. 1.045 Y 7.333 0.0 18.9 437.3 0.9263 330.39 0.1985 0.02

91 24.30 0.313 77.6 0.849 24.98 0.7 228 5.51 102.50 7.025 658. 14 425.7 0.082 0.717 N.A. 1.044 Y 7.375 0.0 18.9 444.6 0.9248 337.38 0.1992 0.01

92 24.44 0.313 78.1 0.849 24.98 0.7 228 5.51 103.09 7.107 665. 42 433.1 0.083 0.721 N.A. 1.044 Y 7.417 0.0 18.9 452.0 0.9233 344.44 0 0.00

Page

3

KNA

STRUCTURAL ENGINEERS

Seismic Loading

Reference: 2016 CBC, ASCE 7-10

INPUT:

Job Location: Pittsburg, CA

Site Class D Per Soil Report

0.2 Sec MCE, Ss 1.523 g Per Soil Report

1.0 Sec MCE, S1 0.600 g Per Soil Report

Site Coeff., Fa 1.000 Per Soil Report

Site Coeff., Fv 1.500 Per Soil Report

SMS = Fa SS 1.523 g Eqn. 16A-37

SM1 = Fv S1 0.900 g Eqn. 16A-38

SDS = 2/3SMS 1.016 g Eqn. 16A-39

SD1 = 2/3SM1 0.600 g Eqn. 16A-40

Ts =SD1/SDS 0.591 sec

Long Period transition period, TL 8.0 sec ASCE 7-10 -Figure 22-12

Risk Category II Table 1604A.5

Seismic Design Category D 2016 CBC Section 1613A.3.5

OUTPUT:

Light Pole Class LS90-C

Fundamental Period, T 2.19 sec See structural calculations, pg 1

Seismic coeff., R 1.5 ASCE 7-10 Table 15.4-2

Overstrength Factor, Ω 1.5 ASCE 7-10 Table 15.4-2

Importance Factor, I 1.00 ASCE 7-10 Section 15.4.1.1 & Table 1.5-2

Redundancy factor, ρ 1.0 ASCE 7-10 Section 15.6

DESIGN SEISMIC FORCE

V = CSW ASCE 7-10 Eqn. 12.8-1

CS = SDS/(R/I) for T≤TS 0.677 g ASCE 7-10 Eqn. 12.8-2

CS max. for T≤ TL, CS = SD1/T(R/I) 0.183 g ASCE 7-10 Eqn. 12.8-3

CS min = 0.044SDSI ≥ 0.03 0.04 g ASCE 7-10 Eqn. 15.4-1

if S1≥ 0.6g, CS min = 0.8S1/(R/I) 0.320 g ASCE 7-10 Eqn. 15.4-2

Load Combination, 1.2D+ 1.0E ASCE 7-10 Section 2.3.2 Load Comb 5

where E = Eh + Ev ASCE 7-10 Eqn. 12.4-1

and Eh = pQE 0.320 W ASCE 7-10 Eqn. 12.4-3

and Ev = 0.2SDSD 0.203 D ASCE 7-10 Eqn. 12.4-4

Load Combination, 1.2D + (pQe + 0.2SDSD)

Load Combination, 1.2D + (pQe + 0.2SDSD) 1.403 D + 0.320 W

Total Seismic Weight, W = 9.056 kips See following page

SEISMIC SHEAR, V = 3.424 kips < 7.395 kips WIND SHEAR WIND CONTROLS

SEISMIC SHEAR WITH O.F. , ΩV = 5.136 kips < 7.395 kips WIND SHEAR WIND CONTROLS

12/28/2018 Page

4

KNA


Seismic Loading

Vertical Distribution of Seismic Force, Fx = CvxV ASCE7-10 Eqn. 12.8-11 & Section 12.8.5

k= 1.844

Item w hx wxhxk

wxhxk/∑wxhx

kCvx*V OTM

fixtures 0.619 91 2541 0.197 0.572 52.07

fixtures 0.516 88.5 2012 0.156 0.453 40.09

fixtures 0.619 91 2541 0.197 0.572 52.07

0 83.5 0 0.000 0.000 0.00

0 81 0 0.000 0.000 0.00

Top Pole Section 0.671 79.3 2137 0.166 0.481 38.16

2nd Pole Section 1.937 50.50 2684 0.209 0.604 30.52

1st Pole Section 2.382 18.50 518 0.040 0.117 2.16

LED400 0.071 80.00 230 0.018 0.052 4.14

WIRE ACCESS 0.042 28.00 20 0.002 0.004 0.12

SEC.CAMERA 0.047 26.00 19 0.001 0.004 0.11

LED575 0.109 15.00 16 0.001 0.004 0.05

ECE 0.400 14.00 52 0.004 0.012 0.16

1/2 Precast base above grade 1.643 7.83 101 0.008 0.023 0.18

Sum 9.056 12870 1.000 2.898 219.83

Total Dead Load at grade 10.699

SEISMIC OTM = 219.83 kip-ft < 448.17 kip-ft Wind OTM WIND CONTROLS

SEISMIC OTM WITH O.F. ,ΩM = 329.75 kip-ft < 448.17 kip-ft Wind OTM WIND CONTROLS

12/28/2018 Page

5

6

7

DESIGN OF EMBEDDED POLE FOOTING-

NONCONSTRAINED

2016 CBC Section 1807A.7.3.2.1

KNA


Mark/Type LS90-C LS90-C

WIND (EQ) SEISMIC

Precast Base, Design Moment capacity= øMn (K-Ft) = 523 523

Precast Base, Wind ASD Moment capacity= øMn(0.6) = 314

Precast Base, Seismic ASD Moment capacity= øMn(0.7) = 366

INPUT

ASD Shear, P lbs = 4,437 2,397

height of P above grade, h ft = 60.61 64.21

allow lateral brg pressure, s psf/ft = 350 350

max allow lateral brg pressure psf/ft = 4200 4200

P/C Base Diameter, b* ft = 3.96 3.96

* 2 x Pier Diameter

OUPUT

ASD Moment at grade, M ft-lbs = 268,905 153,883

Mallow, P/C Base ft-kips = 314 366

Mmax/Mallow - P/C Base = 0.857 0.420

IF Mallow>Mmax, P/C Base is O.K. O.K. O.K.

Depth to begin passive pressure, dp ft = 2.00 2.00

Eff. height of P above grade, h +dp 62.61 66.21

Moment at begin passive pressure, M ft-lbs = 277,779 -

Mallow, P/C Base ft-kips = 314 -

Mmax/Mallow - P/C Base = 0.885 -

IF Mallow>Mmax, P/C Base is O.K. O.K. -

ASD Shear, ΩP ( with Overstrength for Seismic) lbs = - 3,595

height of P above grade, h (w/ EQ Overstrength) ft = - 64.21

Moment at grade, M (w/ EQ Overstrength) ft-lbs = - 230,825Moment at begin passive pressure, M (w/ EQ

Overstrength) - 238,015

Mallow, P/C Base ft-kips = - 366

Mmax/Mallow = - 0.650IF Mallow>Mmax, Reinf. Base is O.K. for EQ

Overstrength - O.K.

Reinf Pier

Effective Reinf Pier diameter* 3.96 3.96

Mallow, Reinf Pier Base ft-kips = 493 576

Mmax/Mallow = 0.563 0.413IF Mallow>Mmax, Reinf. Base is O.K. for EQ

Overstrength O.K. O.K.

Precast Base -or- Reinforced Pier PRECAST BASE PRECAST BASE

Effective Base/Pier diameter* 3.96 3.96

* 2 x Pier Diameter

acting lateral brg pressure, S1 psf = 1,421 1,166

allow lateral brg pressure, S1 psf = 1,421 1,166

A=2.34P/(S1b) - ASD = 1.85 1.22

Min req'd embedment, d ft = 12.18 9.99

=A/21+[1+4.36(h+dp)/A]1/2

Depth to begin passive pressure ft = 2.00 2.00

Total embed req'd ft = 14.18 11.99

STANDARD EMBED DEPTH ft = 20 20

Total embed req'd/Standard embed = 0.709 0.600

IF Total embed req'd<Standard embed, O.K. O.K. O.K.

Precast Base -or- Reinforced Pier PRECAST BASE PRECAST BASE

Shear= 0 @ d=2P/sb)0.5

+depth neglected ft = 4.53 -

Mmax= M+Pd-sbd3/6 ft-kips = 285.3 -

Mallow ft-kips = 313.8 -

Mmax/Mallow = 0.909 -

IF Mallow>Mmax, base is O.K. O.K. -

Shear= 0 @ d=2P/sb)0.5

+depth neglected ft = - 4.28

Mmax= M+Pd-sbd3/6 ft-kips = - 243.5

Mallow ft-kips = - 366.1

Mmax/Mallow = - 0.665

IF Mallow>Mmax, base is O.K. - O.K.Base b

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Page

8

LED TLC 1150 EPA REPORT

Design IDPole

ID

Fixture

ID

Fixture

EPAFixture Type

Visor

Angle

Horizontal

Angle

Vertical

AnglePA Avg PA

Cf=1.0

(Drag Factor)EPA Used

151589F F1 #37 2.8 TLC-LED-1150 87 49.8 20.58 2.65 2.89 1.00 2.9

151589F F1 #38 2.8 TLC-LED-1150 90 31 27.36 2.98

151589F F1 #39 2.8 TLC-LED-1150 90 15.2 27.43 2.89

151589F F1 #40 2.8 TLC-LED-1150 90 8.6 27.86 2.89

151589F F1 #41 2.8 TLC-LED-1150 90 28.1 25.8 2.92

151589F F1 #42 2.8 TLC-LED-1150 90 38.8 26.7 2.93

151589F F1 #43 2.8 TLC-LED-1150 90 40.8 33.98 3.25

151589F F1 #44 2.8 TLC-LED-1150 90 23.7 25.85 2.91

151589F F1 #45 2.8 TLC-LED-1150 90 2.9 27.49 2.62

151589F F1 #46 2.8 TLC-LED-1150 90 17.6 26.03 2.89

151589F F1 #47 2.8 TLC-LED-1150 90 48.4 30.45 2.90

151589F F2 #52 2.7 TLC-LED-1150 90 38.8 26.7 2.93 2.89 1.00 2.9

151589F F2 #53 2.7 TLC-LED-1150 90 28.1 25.8 2.92

151589F F2 #54 2.7 TLC-LED-1150 90 8.6 27.86 2.89

151589F F2 #55 2.7 TLC-LED-1150 90 15.2 27.43 2.89

151589F F2 #56 2.7 TLC-LED-1150 90 31 27.36 2.98

151589F F2 #57 2.7 TLC-LED-1150 87 49.8 20.58 2.65

151589F F2 #58 2.7 TLC-LED-1150 90 48.4 30.45 2.90

151589F F2 #59 2.7 TLC-LED-1150 90 17.6 26.03 2.89

151589F F2 #60 2.7 TLC-LED-1150 90 2.9 27.49 2.62

151589F F2 #61 2.7 TLC-LED-1150 90 23.7 25.85 2.91

151589F F2 #62 2.7 TLC-LED-1150 90 40.8 33.98 3.25

151589F F3 #1 2.6 TLC-LED-1150 87 49.8 20.58 2.65 2.89 1.00 2.9

151589F F3 #2 2.6 TLC-LED-1150 90 31 27.36 2.98

151589F F3 #3 2.6 TLC-LED-1150 90 15.2 27.43 2.89

151589F F3 #4 2.6 TLC-LED-1150 90 8.6 27.86 2.89

151589F F3 #5 2.6 TLC-LED-1150 90 28.1 25.8 2.92

151589F F3 #6 2.6 TLC-LED-1150 90 38.8 26.7 2.93

151589F F3 #7 2.6 TLC-LED-1150 90 40.8 33.98 3.25

151589F F3 #8 2.6 TLC-LED-1150 90 23.7 25.85 2.91

151589F F3 #9 2.6 TLC-LED-1150 90 2.9 27.49 2.62

151589F F3 #10 2.6 TLC-LED-1150 90 17.6 26.03 2.89

151589F F3 #11 2.6 TLC-LED-1150 90 48.4 30.45 2.90

151589F F4 #17 2.7 TLC-LED-1150 90 38.8 26.7 2.93 2.89 1.00 2.9

151589F F4 #18 2.7 TLC-LED-1150 90 28.1 25.8 2.92

151589F F4 #19 2.7 TLC-LED-1150 90 8.6 27.86 2.89

151589F F4 #20 2.7 TLC-LED-1150 90 15.2 27.43 2.89

151589F F4 #21 2.7 TLC-LED-1150 90 31 27.36 2.98

151589F F4 #22 2.7 TLC-LED-1150 87 49.8 20.58 2.65

151589F F4 #23 2.7 TLC-LED-1150 90 48.4 30.45 2.90

151589F F4 #24 2.7 TLC-LED-1150 90 17.6 26.03 2.89

151589F F4 #25 2.7 TLC-LED-1150 90 2.9 27.49 2.62

151589F F4 #26 2.7 TLC-LED-1150 90 23.7 25.85 2.91

151589F F4 #27 2.7 TLC-LED-1150 90 40.8 33.98 3.25

151589F F4 #28 2.7 TLC-LED-1150 87 76.2 20.49 2.00 2.41 1.00 2.4

151589F F4 #29 2.7 TLC-LED-1150 87 51.2 19.04 2.57

151589F F4 #30 2.7 TLC-LED-1150 90 23.4 20.86 2.69

151589F F4 #31 2.7 TLC-LED-1150 90 11.6 21.72 2.57

151589F F4 #32 2.7 TLC-LED-1150 90 40.7 20.02 2.66

151589F F4 #33 2.7 TLC-LED-1150 90 72.9 21.3 1.97

9

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www.hilti.com

Hilti PROFIS Engineering 3.0.39

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

Company:Address:Phone I Fax:Design:Fastening point:

| Concrete - Feb 22, 2019

Page:Specifier:E-Mail:Date:

1

2/22/2019

Specifier's comments:

1 Input data

Anchor type and diameter: Kwik Bolt TZ - SS 304 1/2 (3 1/4)

Item number: not available

Effective embedment depth: hef,act = 3.250 in., hnom = 3.625 in.

Material: AISI 304

Evaluation Service Report: ESR-1917

Issued I Valid: 4/1/2018 | 5/1/2019

Proof: Design Method ACI 318-14 / Mech.

Stand-off installation:

Profile: no profile

Base material: cracked concrete, 4000, fc' = 4,000 psi; h = 16.000 in.

Installation: hammer drilled hole, Installation condition: Dry

Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present

edge reinforcement: none or < No. 4 bar

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

18

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2

2/22/2019

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 661 507 -507 0

max. concrete compressive strain: - [‰]max. concrete compressive stress: - [psi]resulting tension force in (x/y)=(0.000/0.000): 0 [lb]resulting compression force in (x/y)=(0.000/0.000): 0 [lb]

3 Tension load

Load Nua [lb] Capacity f Nn [lb] Utilization bN = Nua/f Nn Status Steel Strength* 661 8,665 8 OK

Pullout Strength* N/A N/A N/A N/A

Concrete Breakout Failure** 661 4,095 17 OK

* highest loaded anchor **anchor group (anchors in tension)

3.1 Steel Strength

Nsa = ESR value refer to ICC-ES ESR-1917f Nsa ≥ Nua ACI 318-14 Table 17.3.1.1

Variables

Ase,N [in.2] futa [psi]0.10 115,000

Calculations

Nsa [lb]11,554

Results

Nsa [lb] f steel f Nsa [lb] Nua [lb]11,554 0.750 8,665 661

19

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3

2/22/2019

3.2 Concrete Breakout Failure

Ncb = (ANcANc0

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

f Ncb ≥ 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 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

, 1.5hef

cac) ≤ 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.] ca,min [in.] y c,N cac [in.] kc l a f'c [psi]3.250 6.000 1.000 6.000 17 1.000 4,000

Calculations

ANc [in.2] ANc0 [in.2] y ed,N y cp,N Nb [lb]95.06 95.06 1.000 1.000 6,299

Results

Ncb [lb] f concrete f Ncb [lb] Nua [lb]6,299 0.650 4,095 661

20

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4

2/22/2019

4 Shear load

Load Vua [lb] Capacity f Vn [lb] Utilization bV = Vua/f Vn Status Steel Strength* 507 4,472 12 OK

Steel failure (with lever arm)* N/A N/A N/A N/A

Pryout Strength** 507 8,819 6 OK

Concrete edge failure in direction x-** 507 3,512 15 OK

* highest loaded anchor **anchor group (relevant anchors)

4.1 Steel Strength

Vsa = ESR value refer to ICC-ES ESR-1917f Vsteel ≥ Vua ACI 318-14 Table 17.3.1.1

Variables

Ase,V [in.2] futa [psi]0.10 115,000

Calculations

Vsa [lb]6,880

Results

Vsa [lb] f steel f Vsa [lb] Vua [lb]6,880 0.650 4,472 507

21

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2/22/2019

4.2 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 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

, 1.5hef

cac) ≤ 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.] ca,min [in.] y c,N

2 3.250 6.000 1.000

cac [in.] kc l a f'c [psi]6.000 17 1.000 4,000

Calculations

ANc [in.2] ANc0 [in.2] y ed,N y cp,N Nb [lb]95.06 95.06 1.000 1.000 6,299

Results

Vcp [lb] f concrete f Vcp [lb] Vua [lb]12,599 0.700 8,819 507

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2/22/2019

4.3 Concrete edge failure in direction x-

Vcb = (AVcAVc0

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

f Vcb ≥ 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 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.] y c,V ha [in.] le [in.]6.000 6.000 1.000 16.000 3.250

l a da [in.] f'c [psi] y parallel,V

1.000 0.500 4,000 1.000

Calculations

AVc [in.2] AVc0 [in.2] y ed,V y h,V Vb [lb]135.00 162.00 0.900 1.000 6,690

Results

Vcb [lb] f concrete f Vcb [lb] Vua [lb]5,017 0.700 3,512 507

5 Combined tension and shear loads

bN bV z Utilization bN,V [%] Status0.161 0.144 5/3 9 OK

bNV = bz N + bz

V <= 1

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6 Warnings• The anchor design methods in PROFIS Engineering 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 Engineering 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 anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility!

• Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member. Condition B applies where such supplementary reinforcement is not provided, or where pullout or pryout strength governs.

• Refer to the manufacturer's product literature for cleaning and installation instructions.

• For additional information about ACI 318 strength design provisions, please go to https://submittals.us.hilti.com/PROFISAnchorDesignGuide/

• Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-14, Section 17.8.1.

Fastening meets the design criteria!

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7 Installation data Anchor type and diameter: Kwik Bolt TZ - SS 304 1/2 (3 1/4)

Profile: - Item number: not availableHole diameter in the fixture: - Installation torque: 480 in.lbPlate thickness (input): - Hole diameter in the base material: 0.500 in.

Hole depth in the base material: 4.000 in.Drilling method: Hammer drilled Minimum thickness of the base material: 8.000 in.Cleaning: Manual cleaning of the drilled hole according to instructions for use is required.

Hilti KB-TZ stud anchor with 3.625 in embedment, 1/2 (3 1/4), Agito.Hilti.Profis3.SpecificationText.StainlessSteel, installation per ESR-1917

7.1 Recommended accessories

Drilling Cleaning Setting• Suitable Rotary Hammer• Properly sized drill bit

• Manual blow-out pump • Torque controlled cordless impact tool• Torque wrench• Hammer

Coordinates Anchor in.

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

1 0.000 0.000 6.000 24.000 6.000 24.000

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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.

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Documents

MUSCO LIGHTING, INC. Light Structure Pole and Foundation … · 2019-03-18 · 2/22/2019 Index MUSCO LIGHTING, INC. Light Structure Pole and Foundation Standard Calculation Index