Agenda packet — San Carlos City Council, May 9, 2022 (part 3 of 3)

TABLE 3: Requirements for Concrete by Exposure Class

EXPOSURE
CLASS
MAX
W/ CM
MIN F’C
(PSI)

CEMENT TYPE CALCIUM

CHLORIDE
ADMIXTURE ASTM C150 ASTM C595 ASTM C1157
S0 N/A 2500 No Type
Restriction
No Type
Restriction
No Type
Restriction No restriction
S1 0.5 4000 II†‡ IP(MS), IS(<70), (MS) MS No restriction S2 0.45 4500 V‡ IP(HS), IS(<70), (HS) HS Not permitted
S3 0.45 4500
V +
pozzolan or
slag§
IP(HS) + pozzolan or
slag or IS(<70)
(HS) + pozzolan or
slag§
HS +
pozzolan or
slag§
Not permitted
Notes: † For seawater exposure, other types of portland cements with tricalcium aluminate (C3A) contents up to 10 percent are permitted if the w/cm does not exceed 0.40. ‡ Other available types of cement such as Type III or Type I are permitted in Exposure Classes S1 or S2 if the C3A contents are less than 8 or 5 percent, respectively. § The amount of the specific source of the pozzolan or slag to be used shall not be less than the amount that has been determined by service record to improve sulfate resistance when used in concrete containing Type V cement. Alternatively, the amount of the specific source of the pozzolan or slag to be used shall not be less than the amount tested in accordance with ASTM C1012 and meeting the criteria in ACI 4.5.1.

In accordance with the criteria presented in the above tables, the soil is within the S0 sulfate exposure class. Considering a ‘Not Applicable’ sulfate exposure, there is no requirement for cement type or water -cement ratio. The structural engineer should determine the appropriate concrete compressive strength, water -cement ratio, and cement type for the proposed foundations.

FILL PLACEMENT RECOMMENDATIONS

We anticipate minor grading and utility trench backfill will be necessary for construction of the proposed field lighting system. Areas to receive fill should be excavated to a firm, non -yielding surface, scarified to a depth of 8 inches, moisture conditioned, and recompacted to provide adequate bonding with the initial lift of fill. All fill should be placed in thin lifts, with the lift thickness not to exceed 8 inches or the depth of penetration of the compaction equipment used, whichever is less.

Our field representative should be present during all excavation activities to confirm anticipated soil conditions and laboratory testing may be necessary to validate the nature of on-site fill.

The following compaction control requirements should be applied to import or recycled low-expansive soil (Plasticity Index less than 12).

 Test Procedure: ASTM D1557
 Moisture Content: Not less than optimum moisture content  Relative Compaction: At least 95 percent

APPENDIX B
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Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) 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 : Highlands Park Phase II
San Carlos, CA

PROJECT NO : 215425
363.908

DATE : 2/16/2022

ENGINEER :

JOSH RANDALL, SE No. 4506
9931 Muirlands Blvd
Irvine, CA 92618

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Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) MUSCO LIGHTING, INC.

Light Structure Pole and Foundation Standard
Calculation Index
CONTENTS:

Page Item
1-2
3-4 -Wind Analysis
5-6 -Seismic Analysis
7 8 Foundation Check
APPENDIX A ATC Hazards by Location Report
CODE REFERENCE:
2019 CBC
ACI 318-14
Building Code Requirements for Structural Concrete

AISC 360-16
Specifications for Structural Steel Buildings
LSS60-AA (W/ 4 Fixtures)
LSS60-AA (W/ 4 Fixtures)
Pole Information
Precast Base by Forterra
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Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) PROJECT Highlands Park Phase II 363.908
Structural Calculations
CLIENT MUSCO LIGHTING, INC. DW
#-Fixtures (EPA) # Fixtures (EPA)
B6
JOB NO
DATE
02/22
BY
TOP 4- LED1200 (2)
LSS60-AA LSS60-AA
B5,B6
TOP 2- LED900
1- LED1200(2.4)
50' 1- LED400(2.9)
30' 1- CREE OSQ(0.9)

15.5' 1- LED575(1.7)
A5,A6
30' 1- CREE OSQ(0.9)

15.5' 1- LED575(1.8)
1- LED900
3- LED1200(2)
B5

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Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) PROJECT Highlands Park Phase II 363.908
Structural Calculations
CLIENT MUSCO LIGHTING, INC. DW
#-Fixtures (EPA) # Fixtures (EPA)
#-Fixtures (EPA)
JOB NO
DATE
02/22
BY
TOP 3- LED900 (2.1) TOP 3- LED1500(2.8)
S3,S7 S4,S6
50' 1- LED600(1.4)
30' 1- CREE OSQ(0.9) 30' 1- CREE OSQ(0.9)
LSS60-AA
S4
ONLY

15.5' 1- LED575(1.8)
S5
30' 1- CREE OSQ(0.9)
LSS60-AA LSS60-AA
TOP 3- LED1500
1- LED900(2.6)
1- LED1500
2- LED900(2.3)
- S3
-S7

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Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) 2/16/2022 LS60AA Wind S5
POLE DESIGNATION: LS60-AA W/ 4 FIXTURES MAX. JOB NO: 363.908 MANUFACTURER: MUSCO PROJECT: Highlands Park Phase II PROJECT NO: 215425 LOCATION: San Carlos, CA

ASCE 7-16 POLE ID: S5
WIND CRITERIA 91 MPH,EXP C | P = SUPERIMPOSED WT + PO LE WT (A5, A6, B5, B6, LOAD COMB 1.2 DEAD + WIND v
^ |||A <-- <---FIXTURES, F/Af= qz*Gf*Cf = 30.73 PSF M AX (29.4-1) LED 1500 | |v| <-- <--where qz=.00256*Kz*Kzt*Kd*Ke(V) 24.16 PSF MAX (26.10-1) EPA/FIXTURE*, Af = 3.19 ft2 | ||| <-- <---
D.L./FIXTURE** = 92.8 lbs | |v| <-- ATTACHMENT NUMBER DIST. FROM PA Cf EPA Kz qz WIND,F WEIGHT,P D.L. ECE/FIXTURE*** = 20.0 lbs | ||| <-- TYPE TOP PO LE,FT SQ FT SQ FT PSF LBS LBS * EPA = EFFECTIVE PROJECTED AREA OF LIGHT FIXTURE | |v| <-- LED1500 3.0 0.5 1.0 3.19 1.138 24.12 293 278 INCLUDING CROSSARM, PER MUSCO ||| <-- LED900 1.0 0.5 2.45 1.0 2.45 1.138 24.12 75 53 ** D.L.= DEAD LOAD OF FIXTURE, & l |v| <-- 0.0 5.5 1.3 3.19 1.117 23.68 0 0 CROSSARM, PER MUSCO ||| <-- 0.0 8.0 1.3 3.19 1.106 23.45 0 0 ***D.L.= DEAD LOAD OF ECE, | |v| <-- 0.0 10.5 1.3 3.19 1.095 23.22 0 0 PER MUSCO | ||| <-- 0.0 13.0 1.3 3.19 1.083 22.97 0 0 | |v| <-- 0.0 15.5 1.3 3.19 1.071 22.71 0 0
| ||| <-- 0.0 18.0 1.3 3.19 1.058 22.44 0 0
| |v| <-- CREE OSQ 1.0 30.8 1.36 1.3 1.77 0.982 20.82 47 60 | ||| <-- LED 575 1.0 45.3 2.05 1.3 2.67 0.855 18.12 62 65 | |v| <-- ECE 6.0 49.1 5.00 1.3 6.50 0.849 18.00 149 120 v | |B <-- TOTALS = 625 576
POLE, F/Af= qz*G*Cf = 36.87 PSF MAX (6-28) (29.4-1)
where qz=.00256*Kz*Kzt*Kd*Ke(V) 24.16 PSF MAX (6-15) (26.10-1)

LOADING DIAGRAM
INPUT
-> l = 60.79 ft. (ht. from adj. grade)
-> l = 60.79 ft. (ht. from grade)
->tA = 0.12 in. (pole thk. @ top)
->dA = 4.75 in. (pole diam. @ top)
->dB = 11.88 in. (pole diam. @ btm)
->tB = 0.12 in. (pole thk. @ btm)
->Fy = 38.0 ksi (fixt mount sect. = 5.25 ft)
->Fy = 55.0 ksi (other pole sect.)
-> E = 29,000 ksi
->Kzt= 1 (Figure 26.8-1)
->Kd = 1 (Table 26.6-1)
-> Kz = 1.140 MAX-EXP C @ 60.8 FT. (Table 26.10-1)
->Ke = 1.00 (Table 26.9-1)
-> Cf = 1.00 LIGHT FIXTURE (INCLUDED IN EPA)
-> Cf = 1.200 MAX (VARIES 0.5-1.2 FOR RND POLE) (Figure 29.5-1) POLE DAMPING, beta= 0.025 Per Musco test
OUTPUT
-> POLE NATURAL FREQUENCY = 0.430 Hz 1/(2PI*(DELTA/386)^0.5) where DELTA is due to self weight Section 26.11.5 Gust-Effect Factor -> Gf= 1.27 (Section 26.11.5) (Reference Vibration Problems in Engineering by Timoshenko, 4th ED. pg.34) constant epsilon,e = 0.2 Lz = 510.1 Pole Properties: Reference 2001 AASHTO Eqn C11-3) constant l = 500 N1 = 2.492 Ia = 4.68 in4 taper = 0.140 in/ft Vz = 88.10 Rn = 0.078 Ib = 77 in4 db/da = 2.501 4.6n1h/Vz = 1.366
ra = 1.638 in rb = 4.158 in.

4.6n1B/Vz = 0.016 R = 1.211
Aa = 1.745 in2 Ab = 4.43 in2 15.4n1L/Vz = 0.052 gR = 3.983 Sa = 1.97 in3 Sb = 12.90 in3 c = 0.200
From Critical Buckling Loads of Tapered Columns, ASCE 2/62: Rh = 0.482 Iz = 0.197 n = Log (Ib/(Ia)/Log (db/da) = 3.05 RB = 0.990 Q = 0.926 P* = (Ib/Ia)/(Ib/Ia)^.333 = 6.4 RL = 0.966 G = 0.889
kl/req* (1/(P*)^.5)[kl/ra] = 368 (where k= 2.1) Gf = 1.272 AISC 360-16 Specification Table B4.1, Case 15
for Fy = 55.0 KSI 38 KSI
D/t < .45E/Fy = 237 343 (MAX) SHEAR,F= 0.890 KIPS MOMENT, M = 33.46 K-FT e= M/F = 37.58 FT AXIAL,P = 1.231 KIPS ASD Forces at groundline (for foundation design) D/t < .31E/Fy = 163 237 Noncompact SHEAR,F= 1.484 KIPS MOMENT, M = 55.76 K-FT e= M/F = 37.58 FT AXIAL,P = 1.477 KIPS Nominal Forces at groundline D/t < .07E/Fy = 37 53 Compact M < ΦMn = 82 K-FT Precast Base O.K.

D/t < .11E/Fy = 58 84 Slender element Section for Uniform Compression Pole Stress Check = 0.931 Max. < 1 Pole O.K.

Max. Deflection = 70.056 Inch <0.10H= 73 Inch AASHTO 10.4.2 S3, S4, S6, S7 Sim.)
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Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) 2/16/2022 LS60AA Wind S5
E3-4 E3-2 or E3-3 F8.1-F8.4 H1-1b H1-1a 2nd Order 1st Order C2.2a Total E7-19 DIST. OUTSIDE Cf Design comp Acting Design flex. Req'd flex. for for /1st Order Req'd shear Delta P-Delta 2nd Order ACTING DEFL FROM DIAM. THICK. 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 TOP,FT IN. t PSF eqiv. KSI KIPS KIPS K-FT K-FT FT-K O.K. KIPS IN FT-K FT-K TO DL

0 4.75 0.120 39.6 1.140 24.16 1.2 368 2.11 2.91 0.000 7.89 0.0 0 .000 0.000 N.A. 1.000 Y 0.000 70.1 0.0 0.0 1.3993 0.00 0.0003 52.79 1 4.75 0.120 39.6 1.136 24.08 1.2 368 2.11 2.91 0.337 7.89 0.2 0 .139 0.103 N.A. 1.383 Y 0.383 67.9 0.1 0.3 1.3993 0.00 0.0369 51.15 2 4.75 0.120 39.6 1.132 23.99 1.2 368 2.11 2.91 0.343 7.89 0.6 0 .142 0.163 N.A. 1.254 Y 0.397 65.7 0.1 0.7 1.3993 0.34 0.1102 49.51 3 4.75 0.120 39.6 1.128 23.91 1.2 368 2.11 2.91 0.349 7.89 1.0 0 .144 0.225 N.A. 1.227 Y 0.412 63.5 0.2 1.2 1.3993 0.69 0.1847 47.88 4 4.75 0.120 39.6 1.123 23.82 1.2 368 2.11 2.91 0.355 7.89 1.4 0 .146 0.289 N.A. 1.213 Y 0.426 61.4 0.3 1.7 1.3993 1.04 0.2605 46.26 5 4.75 0.120 39.6 1.119 23.73 1.2 368 2.11 2.91 0.361 7.89 1.8 0 .149 0.355 N.A. 1.205 Y 0.440 59.2 0.4 2.2 1.3993 1.40 0.3205 44.65 6 4.90 0.120 40.8 1.115 23.64 1.2 368 2.11 3.00 0.367 11.02 2.3 0.147 0.322 N.A. 1.199 Y 0.455 57.1 0.5 2.7 1.1574 1.76 0.361 43.06 7 5.04 0.120 42.0 1.111 23.55 1.2 368 2.11 3.09 0.374 11.62 2.7 0.145 0.355 N.A. 1.194 Y 0.470 55.1 0.5 3.3 1.1437 2.13 0.395 3 41.49 8 5.18 0.120 43.2 1.106 23.45 1.2 368 2.11 3.18 0.380 12.22 3.2 0.144 0.386 N.A. 1.189 Y 0.485 53.0 0.6 3.8 1.1308 2.51 0.423 6 39.94 9 5.32 0.120 44.3 1.102 23.36 1.2 368 2.11 3.26 0.387 12.85 3.7 0.142 0.414 N.A. 1.185 Y 0.501 51.0 0.7 4.4 1.1186 2.89 0.446 9 38.41 10 5.46 0.120 45.5 1.097 23.26 1.2 368 2.11 3.35 0.394 13.49 4. 2 0.141 0.441 N.A. 1.182 Y 0.517 49.0 0.8 5.0 1.107 3.28 0.466 36.92 11 5.60 0.120 46.7 1.093 23.17 1.2 368 2.11 3.44 0.401 14.14 4. 8 0.140 0.466 N.A. 1.178 Y 0.533 47.0 0.8 5.6 1.096 3.68 0.481 4 35.44 12 5.74 0.120 47.8 1.088 23.07 1.2 368 2.11 3.53 0.409 14.81 5. 3 0.139 0.489 N.A. 1.175 Y 0.550 45.1 0.9 6.2 1.0855 4.09 0.49 39 34.00 13 5.88 0.120 49.0 1.083 22.97 1.2 368 2.11 3.62 0.416 15.50 5. 9 0.138 0.511 N.A. 1.171 Y 0.566 43.2 1.0 6.9 1.0756 4.50 0.50 37 32.59 14 6.02 0.120 50.2 1.079 22.87 1.2 368 2.11 3.70 0.424 16.20 6. 4 0.137 0.532 N.A. 1.168 Y 0.584 41.4 1.1 7.5 1.0661 4.92 0.51 14 31.20 15 6.16 0.120 51.3 1.074 22.76 1.2 368 2.11 3.79 0.432 16.91 7. 0 0.137 0.552 N.A. 1.165 Y 0.601 39.6 1.2 8.2 1.057 5.35 0.517 3 29.85 16 6.30 0.120 52.5 1.069 22.66 1.2 368 2.11 3.88 0.440 17.64 7. 6 0.136 0.571 N.A. 1.162 Y 0.619 37.8 1.2 8.9 1.0483 5.78 0.52 16 28.52 17 6.44 0.120 53.7 1.064 22.55 0.7 368 2.11 3.97 0.448 18.39 8. 3 0.136 0.588 N.A. 1.159 Y 0.630 36.1 1.3 9.6 1.04 6.23 0.5245 27.23 18 6.58 0.120 54.8 1.058 22.44 0.7 368 2.11 4.05 0.457 19.15 8. 9 0.135 0.604 N.A. 1.157 Y 0.641 34.4 1.4 10.3 1.0321 6.68 0.5 263 25.97 19 6.72 0.120 56.0 1.053 22.33 0.7 368 2.11 4.14 0.466 19.93 9. 5 0.135 0.620 N.A. 1.154 Y 0.652 32.7 1.5 11.0 1.0245 7.14 0.5 272 24.74 20 6.86 0.120 57.2 1.048 22.21 0.7 368 2.11 4.23 0.474 20.72 10 .2 0.135 0.634 N.A. 1.151 Y 0.663 31.1 1.5 11.7 1.0172 7.61 0. 5272 23.54 21 7.00 0.120 58.3 1.042 22.10 0.7 368 2.11 4.32 0.483 21.53 10 .9 0.134 0.647 N.A. 1.149 Y 0.674 29.6 1.6 12.5 1.0101 8.09 0. 5265 22.37 22 7.14 0.120 59.5 1.037 21.98 0.7 368 2.11 4.41 0.493 22.35 11 .5 0.134 0.659 N.A. 1.147 Y 0.686 28.1 1.7 13.2 1.0034 8.58 0. 5253 21.24 23 7.28 0.120 60.7 1.031 21.86 0.7 368 2.11 4.49 0.502 23.19 12 .2 0.134 0.671 N.A. 1.145 Y 0.698 26.6 1.8 14.0 0.9969 9.08 0. 5235 20.13 24 7.42 0.120 61.8 1.025 21.74 0.7 368 2.11 4.58 0.512 24.04 12 .9 0.134 0.682 N.A. 1.142 Y 0.709 25.2 1.8 14.8 0.9907 9.58 0. 5214 19.06 25 7.56 0.120 63.0 1.019 21.61 0.7 368 2.11 4.67 0.521 24.91 13 .7 0.134 0.692 N.A. 1.140 Y 0.721 23.8 1.9 15.6 0.9847 10.10 0 .5189 18.02 26 7.70 0.120 64.2 1.013 21.48 0.7 368 2.11 4.76 0.531 25.79 14 .4 0.134 0.702 N.A. 1.138 Y 0.734 22.4 2.0 16.4 0.9789 10.62 0 .5161 17.00 27 7.84 0.120 65.3 1.007 21.35 0.7 368 2.11 4.85 0.541 26.69 15 .1 0.134 0.711 N.A. 1.136 Y 0.746 21.1 2.1 17.2 0.9733 11.16 0 .5131 16.02 28 7.98 0.120 66.5 1.001 21.22 0.7 368 2.11 4.93 0.551 27.60 15 .9 0.134 0.719 N.A. 1.134 Y 0.758 19.9 2.1 18.0 0.968 11.71 0. 5098 15.07 29 8.12 0.120 67.7 0.994 21.08 0.7 368 2.11 5.02 0.562 28.53 16 .6 0.134 0.727 N.A. 1.132 Y 0.771 18.6 2.2 18.8 0.9628 12.26 0 .5064 14.15 30 8.26 0.120 68.8 0.988 20.94 0.7 368 2.11 5.11 0.573 29.48 17 .4 0.134 0.735 N.A. 1.130 Y 0.784 17.5 2.3 19.7 0.9578 12.83 0 .5029 13.26 31 8.40 0.120 70.0 0.981 20.79 0.7 368 2.11 5.20 0.643 30.43 18 .2 0.148 0.750 N.A. 1.128 Y 0.843 16.3 2.3 20.6 0.9529 13.41 0 .5004 12.41 32 8.54 0.120 71.2 0.974 20.64 0.7 368 2.11 5.28 0.654 31.41 19 .1 0.148 0.758 N.A. 1.126 Y 0.856 15.2 2.4 21.5 0.9482 14.06 0 .4987 11.58 33 8.68 0.120 72.3 0.967 20.49 0.7 368 2.11 5.37 0.665 32.40 19 .9 0.149 0.766 N.A. 1.124 Y 0.870 14.2 2.5 22.4 0.9437 14.72 0 .4968 10.78 34 8.82 0.120 73.5 0.959 20.33 0.7 368 2.11 5.46 0.676 33.40 20 .8 0.149 0.774 N.A. 1.122 Y 0.883 13.1 2.5 23.4 0.9393 15.39 0 .4946 10.01 35 8.96 0.120 74.7 0.951 20.17 0.7 368 2.11 5.55 0.688 34.43 21 .7 0.149 0.781 N.A. 1.120 Y 0.896 12.2 2.6 24.3 0.935 16.07 0. 4923 9.27 36 9.10 0.120 75.8 0.944 20.00 0.7 368 2.11 5.64 0.700 35.46 22 .6 0.149 0.788 N.A. 1.119 Y 0.909 11.2 2.7 25.3 0.9309 16.76 0 .4929 8.56 37 9.20 0.120 76.7 0.935 19.83 0.7 368 2.11 5.70 0.711 36.22 23 .5 0.150 0.800 N.A. 1.117 Y 0.923 10.3 2.7 26.3 0.928 17.47 0. 4933 7.87 38 9.34 0.120 77.9 0.927 19.65 0.7 368 2.11 5.79 0.723 37.29 24 .5 0.150 0.806 N.A. 1.115 Y 0.936 9.5 2.8 27.3 0.924 18.18 0.4 905 7.22 39 9.48 0.120 79.0 0.918 19.47 0.7 368 2.11 5.88 0.736 38.36 25 .4 0.150 0.812 N.A. 1.113 Y 0.950 8.6 2.9 28.3 0.9202 18.91 0. 4876 6.60 40 9.62 0.120 80.2 0.909 19.28 0.7 368 2.11 5.96 0.748 39.46 26 .4 0.150 0.817 N.A. 1.111 Y 0.964 7.9 2.9 29.3 0.9165 19.66 0. 4846 6.01 41 9.76 0.120 81.4 0.900 19.08 0.7 368 2.11 6.05 0.760 40.56 27 .3 0.151 0.823 N.A. 1.109 Y 0.977 7.1 3.0 30.3 0.913 20.41 0.4 816 5.44 42 9.90 0.120 82.5 0.890 18.87 0.7 368 2.11 6.14 0.773 41.69 28 .3 0.151 0.827 N.A. 1.107 Y 0.991 6.4 3.0 31.3 0.9095 21.18 0. 4785 4.91 43 10.04 0.120 83.7 0.880 18.65 0.7 368 2.11 6.23 0.786 42.83 2 9.3 0.151 0.832 N.A. 1.105 Y 1.005 5.7 3.1 32.4 0.9061 21.96 0 .4754 4.40 44 10.18 0.120 84.9 0.869 18.43 0.7 368 2.11 6.32 0.799 43.98 3 0.3 0.152 0.837 N.A. 1.104 Y 1.019 5.1 3.1 33.5 0.9028 22.75 0 .4722 3.92 45 10.32 0.120 86.0 0.858 18.19 0.7 368 2.11 6.40 0.812 45.15 3 1.3 0.152 0.841 N.A. 1.102 Y 1.033 4.5 3.2 34.5 0.8996 23.55 0 .4691 3.47 46 10.46 0.120 87.2 0.849 18.00 0.7 368 2.11 6.49 0.891 46.33 3 2.4 0.165 0.852 N.A. 1.100 Y 1.108 4.0 3.2 35.7 0.8965 24.37 0 .4666 3.05 47 10.60 0.120 88.4 0.849 18.00 0.7 368 2.11 6.58 0.905 47.53 3 3.5 0.165 0.857 N.A. 1.098 Y 1.122 3.5 3.3 36.8 0.8935 25.27 0 .4646 2.65 48 10.74 0.120 89.5 0.849 18.00 0.7 368 2.11 6.67 0.918 48.74 3 4.7 0.165 0.862 N.A. 1.096 Y 1.136 3.0 3.3 38.0 0.8905 26.18 0 .4625 2.28 49 10.88 0.120 90.7 0.849 18.00 0.7 368 2.11 6.75 0.932 49.97 3 5.8 0.166 0.867 N.A. 1.094 Y 1.151 2.5 3.4 39.2 0.8876 27.11 0 .4604 1.94 50 11.02 0.120 91.9 0.849 18.00 0.7 368 2.11 6.84 1.066 51.22 3 7.0 0.187 0.883 N.A. 1.092 Y 1.314 2.1 3.4 40.4 0.8848 28.05 0 .4591 1.63 51 11.16 0.120 93.0 0.849 18.00 0.7 368 2.11 6.93 1.081 52.48 3 8.4 0.187 0.890 N.A. 1.090 Y 1.329 1.8 3.5 41.8 0.8821 29.12 0 .4587 1.35 52 11.30 0.120 94.2 0.849 18.00 0.7 368 2.11 7.02 1.095 53.75 3 9.7 0.187 0.897 N.A. 1.088 Y 1.344 1.4 3.5 43.2 0.8794 30.21 0 .4581 1.09 53 11.44 0.120 95.4 0.849 18.00 0.7 368 2.11 7.11 1.110 55.05 4 1.0 0.187 0.903 N.A. 1.086 Y 1.359 1.1 3.5 44.6 0.8768 31.31 0 .4574 0.86 54 11.58 0.120 96.5 0.849 18.00 0.7 368 2.11 7.19 1.125 56.35 4 2.4 0.188 0.909 N.A. 1.084 Y 1.374 0.9 3.6 46.0 0.8743 32.43 0 .4565 0.66 55 11.72 0.120 97.7 0.849 18.00 0.7 368 2.11 7.28 1.140 57.67 4 3.8 0.188 0.915 N.A. 1.082 Y 1.390 0.6 3.6 47.4 0.8718 33.56 0 .4554 0.48 56 11.86 0.120 98.9 0.849 18.00 0.7 368 2.11 7.37 1.155 59.01 4 5.2 0.188 0.921 N.A. 1.080 Y 1.406 0.4 3.6 48.8 0.8694 34.71 0 .4543 0.34 57 12.00 0.120 100.0 0.849 18.00 0.7 368 2.11 7.46 1.171 60.36 46.6 0.188 0.926 N.A. 1.078 Y 1.422 0.3 3.6 50.2 0.867 35.87 0 .4531 0.21 58 12.14 0.120 101.2 0.849 18.00 0.7 368 2.11 7.55 1.186 61.73 48.0 0.189 0.931 N.A. 1.076 Y 1.438 0.2 3.6 51.7 0.8647 37.05 0.4518 0.12 59 12.28 0.120 102.4 0.849 18.00 0.7 368 2.11 7.63 1.202 63.11 49.5 0.189 0.936 N.A. 1.074 NA 1.454 0.1 3.6 53.1 0.8624 38.24 0.4504 0.05 60 12.42 0.120 103.5 0.849 18.00 0.7 368 2.11 7.72 1.218 64.51 50.9 0.189 0.941 N.A. 1.072 NA 1.471 0.0 3.6 54.6 0.8602 39.45 0.4489 0.01 61 12.56 0.120 104.7 0.849 18.00 0.7 368 2.11 7.81 1.234 65.92 52.4 0.190 0.945 N.A. 1.070 NA 1.487 0.0 3.7 56.1 0.8581 40.68 0 0.00 Page

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BLD2022-00202

9.a.2
Packet Pg. 350
Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) 2/16/2022 LS60AA EQ S5
Reference: 2019 CBC, ASCE 7-16
INPUT:

Job Location: San Carlos, CA
Site Class C
Per Soils report

0.2 Sec MCE, Ss 2.020 g Per Soils report

1.0 Sec MCE, S 1 0.834 g Per Soils report

Site Coeff., Fa 1.200 Per Soils report

Site Coeff., Fv 1.400 Per Soils report

SMS = Fa SS 2.424 g Per Soils report

SM1 = Fv S1 1.168 g Per Soils report

SDS = 2/3SMS 1.616 g Per Soils report

SD1 = 2/3SM1 0.779 g Per Soils report
Ts =SD1/SDS 0.482 sec
Long Period transition period, T L 12.0 sec ASCE 7-16 -Figure 22-12 Risk Category II Table 1604.5
Seismic Design Category E 2019 CBC Section 1613.3.5
OUTPUT:

Light Pole Class LS60A
Fundamental Period, T 2.32 sec See structural calculations, pg 8 Seismic coeff., R 1.5 ASCE 7-16 Table 15.4-2
Overstrength Factor,
Ω 1.5 ASCE 7-16 Table 15.4-2
Importance Factor, I 1.00 ASCE 7-16 Section 15.4.1.1 & Table 1.5-2 Redundancy factor, ρ 1.0 ASCE 7-16 Section 15.6

DESIGN SEISMIC FORCE
V = C
SW ASCE 7-16 Eqn. 12.8-1
CS = SDS/(R/I) for T≤TS 1.077 g ASCE 7-16 Eqn. 12.8-2
CS max. for T≤ TL, CS = SD1/T(R/I) 0.224 g ASCE 7-16 Eqn. 12.8-3 CS min = 0.044S DSI ≥ 0.03 0.07 g ASCE 7-16 Eqn. 15.4-1 if S1≥ 0.6g, CS min = 0.8S 1/(R/I) 0.445 g ASCE 7-16 Eqn. 15.4-2 Load Combination, 1.2D+ 1.0E ASCE 7-16 Section 2.3.2 Load Comb 5 where E = Eh + Ev ASCE 7-16 Eqn. 12.4-1
and Eh = pQ
E 0.445 W ASCE 7-16 Eqn. 12.4-3
and Ev = 0.2SDSD 0.323 D ASCE 7-16 Eqn. 12.4-4
Load Combination, 1.2D + (pQe + 0.2S DSD)
Load Combination, 1.2D + (pQe + 0.2S DSD) 1.523 D + 0.445 W Total Seismic Weight, W = 1.631 kips See following page SEISMIC SHEAR, V = 0.897 kips < 1.484 kips WIND SHEAR WIND CONTROLS Page

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3 BLD2022-00202

9.a.2
Packet Pg. 351
Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) 2/16/2022 LS60AA EQ S5
Vertical Distribution of Seismic Force, F x = CvxV ASCE7-16 Eqn. 12.8-11 & Section 12.8.5 k= 1.912
Item w hx wxhx
k
wxhx
k/∑wxhx
k
Cvx*V OTM
fixtures 0.278 60.29 704 0.498 0.361 21.77
fixtures 0.053 60.29 134 0.094 0.068 4.13
0 0.000 0.000 0.00
0 0.000 0.000 0.00
Top Pole Section 0.034 57.50 79 0.056 0.040 2.32
2nd Pole Section 0.343 38.60 370 0.262 0.190 7.33
1st Pole Section 0.292 12.75 38 0.027 0.019 0.25
0 0.000 0.000 0.00
0 0.000 0.000 0.00
0 0.000 0.000 0.00
CREE OSQ 0.060 30.00 40 0.028 0.020 0.61
LED 575 0.065 15.50 12 0.009 0.006 0.10
ECE 0.120 15.00 21 0.015 0.011 0.16
1/2 Precast base above grade 0.387 7.25 17 0.012 0.009 0.06 Sum 1.631 1415 1.000 0.725 36.73
Total Dead Load at grade 2.018
SEISMIC OTM = 36.73 kip-ft < 55.76 kip-ft Wind OTM WIND CONTROLS Page

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BLD2022-00202

9.a.2
Packet Pg. 352
Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) Musco Standard Pole Base
Scope : Analysis of an annular prestressed concrete pole member based on compatible strain procedure per ACI 318-14 with an Ultimate Concrete Strain of 0.003.

Pole Type:

Input
Hollow Core Inside Diameter = Di =
Tendon Circle Diameter = Dtc =
Number of Tendons = N =
Tendon Diameter = d
t =
Nominal Tendon Area = Aps =
Tendon Yield Strength = fpy =
Concrete Compressive Strength = f'c =
Modulus of Elasticity for Steel = Es =
Initial Prestress Factor = IPF =
Prestress Loss Factor = PLF =
* Phi Factor = Φ =
Output
Prestressing Strain in Tendon = εse =
Concrete Service Stress Due to Prestress =
Cross Sectional Area = A
tot =
Gross Moment of Inerita = Ig =
Distance to the Neutral Axis from the Compressive Side = c = Concrete Compressive Force = F
c =
Area of Bonded Reinforcement =
Minimum Bonded Reinforcement Area =
Strand Development Length = L
d =
Results
Nominal Moment Capacity = Mn =
Design Moment Capacity = ΦM
n =
Cracking Load Moment = Mcr =
2B
28500.0 ksi
Cross Section Outer Diameter = Do = 11.92 in

5.63 in

9.00 in
10 0.5 in

0.153 in
Ultimate Tenion Strength = f
pu = 270 ksi
230 ksi

9.5 ksi

0.0050

0.64 0.82

0.90 16334.9798

21.7 in²
2499 psi

5.67 in
223.6 kip
OK per PCI Handbook

1.53 in²

0.04 in²
OK

41.2 in

91.2 kip*ft

82.1 kip*ft

42.5 kip*ft
Confidential : The information contained in this design is proprietary to Forterra and is being furnished for the use of the designer in connection with this particular project. The information contained herein is not to be transmitted to any other organization unless specifically authorized by Forterra. 8/23/2021
6655 Wedgwood Road, Ste 130 Maple Grove, MN 55311
forterrabp.com

Page 7 ends

BLD2022-00202

9.a.2
Packet Pg. 353
Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) 2/16/2022 Non- DSA Foundation
Mark/Type LS60-AA
Grade
INPUT

Shear, P lbs = 890
height of P above grade, h ft = 40.6
allow lateral brg pressure, s psf/ft = 400
max allow lateral brg pressure psf/ft = 4800
Pier Diameter, b ft = 2.5

OUPUT

Moment at grade, M ft-lbs = 36,128
acting lateral brg pressure, S
1 psf = 911
allow lateral brg pressure, S 1 psf = 911
A=2.34P/(S1b) = 0.91
Min req'd embedment, d ft = 6.83
=A/2{1+(1+4.36h/A)
1/2}
Add Depth to Ignore 3.00
Total Embed Required 9.83
USE 30 IN DIAMETER ---> 10'-0
Page

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BLD2022-00202

9.a.2
Packet Pg. 354
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APPENDIX A
BLD2022-00202

9.a.2
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APPENDIX A
BLD2022-00202

9.a.2
Packet Pg. 356
Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting)

City of San Carlos, Public Works Department 13387.000.015 Sports Field Lighting Improvements at Highlands Park October 25, 2021 GEOTECHNICAL RECOMMENDATIONS LETTER December 8, 2021

Page 3 ends

The site is not located within a mapped State of California Seismic Hazard Zone for liquefaction or landslides. The slopes located west and east of Stadium Field are mapped as Seismic Hazard Zones for landslides. Landslides that may occur in these areas during a seismic event may impact the proposed lighting system improvements.

2019 CBC SEISMIC DESIGN PARAMETERS

If the structural design needs to follow the provision of the 2019 California Building Code, and the design criteria set forth in the 2016 ASCE 7-16 Standard, the following seismic design parameters should be used.

Based on our review of map ped geologic conditions and our experience in the project area, we characterized the site as Site Class C in accordance with the 2019 CBC. We provide the 2019 CBC seismic design parameters in Table 1 below, which include design spectral response acceleration parameters based on the mapped Risk Targeted Maximum Considered Earthquake (MCER) spectral response acceleration parameters.

TABLE 1: 2019 CBC Seismic Design Parameters, Latitude: 37.495305° Longitude: -122.274742°

PARAMETER VALUE
Site Class C
Mapped MCER Spectral Response Acceleration at Short Periods, SS (g) 2.02 Mapped MCER Spectral Response Acceleration at 1-second Period, S1 (g) 0.834 Site Coefficient, FA 1.2
Site Coefficient, FV 1.4
MCER Spectral Response Acceleration at Short Periods, SMS (g) 2.424 MCER Spectral Response Acceleration at 1-second Period, SM1 (g) 1.168 Design Spectral Response Acceleration at Short Periods, SDS (g) 1.616 Design Spectral Response Acceleration at 1-second Period, SD1 (g) 0.779 Mapped MCE Geometric Mean (MCEG) Peak Ground Acceleration, PGA (g) 0.866 Site Coefficient, FPGA 1.2
MCEG Peak Ground Acceleration adjusted for Site Class effects, PGAM (g) 1.04

FOUNDATION DESIGN RECOMMENDATIONS

We anticipate that the proposed multi-use field lighting system will be supported on drilled piers.

The following design parameters can be incorporated in the foundation design.

 Minimum pier diameter: 6.6% (1/15th) of total pier length.  Maximum allowable skin friction: 500 p ounds per square foot. The allowable skin friction value may be increased by one -third when
considering seismic or wind loads.
 Minimum pier embedment: 8 feet
 Minimum pier spacing: 3 pier diameters, center-to-center.

APPENDIX B
BLD2022-00202

9.a.2
Packet Pg. 357
Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting)

City of San Carlos, Public Works Department 13387.000.015 Sports Field Lighting Improvements at Highlands Park October 25, 2021 GEOTECHNICAL RECOMMENDATIONS LETTER December 8, 2021

Page 4 ends

 Lateral passive resistance: 400 pounds per cubic foot (pcf) acting over two pier diameters, starting below 3 feet.
 Nearby downsloping condition: If the piers on the western side of Stadium Field are situated on or within 10 feet from the top of the
downslope, lateral passive resistance should only be
applied below the depth necessary to achieve at
least 10 horizontal feet to the slope face.

The pier reinforcement should be designed by the Structural Engineer. The foundation plans should be reviewed for conformance with the soil recommendations prior to construction.

The bottoms of pier holes should be dry, clean , and free of loose soil before reinforcing or structural steel is installed and concrete is placed. Depression at the top of the piers resulting from drilling operations or from any other cause should be backfilled to prevent ponding. Concrete collars occurring at the top of piers as a result of excessive concrete placement should be removed.

Pier drilling operations and concrete placement should be coordinated so t hat pier holes are left open a minimum amount of time. Pier holes should not be allowed to desiccate significantly before placement of concrete. We recommend that pier excavation is performed under our observation to confirm that the piers are constructed in accordance with our recommendations.

SOIL SULFATE TESTING

We tested sample collected from a depth of approximately 5 ½ feet in Boring 1 -B1 for concentration of water-soluble sulfate (SO4) in accordance with ASTM C1580. As reported in the attached laboratory test results sheet, the sample tested “Non-Detect.” The tables below present the sulfate exposure categories and classes, and concrete requirements in contact with soil based upon the exposure risk.

TABLE 2: Sulfate Exposure Categories and Classes

SULFATE

EXPOSURE CATEGORY EXPOSURE CLASS

WATER-SOLUBLE

SULFATE IN SOIL

DISSOLVED

SULFATE IN WATER
% BY WEIGHT MG/KG (PPM)
Not Applicable S0 SO4 < 0.10 SO4 < 150
Moderate S1 0.10 ≤ SO4< 0.20 150 ≤ SO4 ≤ 1,500, seawater Severe S2 0.20 ≤ SO4 ≤ 2.00 1,500 ≤ SO4 ≤ 10,000
Very Severe S3 SO4 > 2.00 SO4 > 10,000

TABLE 3: Requirements for Concrete by Exposure Class

EXPOSURE
CLASS
MAX
W/ CM
MIN F’C
(PSI)

CEMENT TYPE CALCIUM

CHLORIDE
ADMIXTURE ASTM C150 ASTM C595 ASTM C1157
S0 N/A 2500 No Type
Restriction
No Type
Restriction
No Type
Restriction No restriction
S1 0.5 4000 II†‡ IP(MS), IS(<70), (MS) MS No restriction

APPENDIX B
BLD2022-00202

9.a.2
Packet Pg. 358
Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting)

APPENDIX D

STRUCTURAL CALCULATIONS
(EQUIPMENT PAD) FOR BURTON PARK

9.a.2
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Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting)

This Page Intentionally Left Blank

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Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting)

55 Harrison Street, Suite 550, Oakland CA 94607 v.510 208 3300 f.510 208 3303 www.kpwse.com

STRUCTURAL CALCULATIONS

SPORTS FIELD LIGHTING

BURTON PARK

900 Chestnut Street
San Carlos, CA 94070

Plan Check Response
BLD2022-00201
April 4, 2022

Prepared For:

City of San Carlos
600 Elm Street
San Carlos, CA 94070

KPW No. 2102640
BLD2022-00201

9.a.2
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/100 /101 /102 □ /104 /101 /105 /101 □ /106 /107 /108 /107 /107 □ /109 /110 /110 /111 /112 /113 BLD2022-00201

9.a.2
Packet Pg. 362
Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) /0/1 /2 /3 /1 /4 /5 /6 /7 /8 /9 /10 /11 /4 /12 □ /14 /10 /15 /5 /16 /11 /14 /11 /4 /5 □ /8 /9 /10 /11 /4 /12 □ /17 /16 /18 /19 /16 /20 /0 /3 /21 /3 /22 /23 /24 /10 /4 /25 /15 /25 /11 /26 /11 /16 /14 /11 /27 □ /10 /11 /16 /28 /7 /14 /15 /10 /6 /9 /14 /9 /12 □ /6 /10 /4 /29 /5 /12 □ /30 /4 /14 /11 /4 /5 □/17 /31 /21 /3 /16 /18 /19 /16 /32 /33 /3 /21 /22 /34 /35 /36 /15 /27 /14 /4 /10 /9 /12 □ /29 /5 /11 /37 /4 /10 /30 /7 /38 /15 /39 /15 /10 /12 □ /16 /8 /9 /27 /14 /10 /15 /26 □ /15 /27 /27 /9 /26 /9 /10 /15 /14/11 /4 /5 □ /17 /3 /40 □ /8 /10 /4 /25 /15 /25 /11 /26 /11 /14 /41 □ /4 /37 /9 /42 /27 /9 /9 /12 /15 /5 /27 /9 □ /11 /5 □ /22 /31 □ /41 /9 /15 /10 /16 /18 /19 /16 /43 /2 /21 /44 /45 /46 /36 /15 /27 /14 /4 /10 /9 /12 □ /12 /9 /14 /9 /10 /30 /11 /5 /11 /16 /14 /11 /27 □ /15 /27 /27 /9 /26 /9 /10 /15 /14 /11 /4 /5 □ /47 /15 /26 /29 /9 □ /17/31 /21 /3 /16 /18 /19 /2 /20 /0 /31 /21 /23 /34 /24 /10 /4 /25 /15 /25 /11 /26 /11 /16 /14 /11 /27 □ /10 /11 /16 /28 /7 /14 /15 /10 /6 /9 /14 /9 /12 □ /6 /10 /4 /29 /5 /12 □ /30 /4 /14 /11 /4 /5 □ /17/2 /21 /31 /16 /18 /19 /2 /32 /33 /2 /21 /31 /22 /34 /36 /15 /27 /14 /4 /10 /9 /12 □ /29 /5 /11 /37 /4 /10 /30 /7 /38 /15 /39 /15 /10 /12 □ /16 /8 /9 /27 /14 /10 /15 /26 □ /15 /27 /27 /9 /26 /9 /10 /15 /14/11 /4 /5 □ /17 /3 /40 □ /8 /10 /4 /25 /15 /25 /11 /26 /11 /14 /41 □ /4 /37 /9 /42 /27 /9 /9 /12 /15 /5 /27 /9 □ /11 /5 □ /22 /31 □ /41 /9 /15 /10 /16 /18 /19 /2 /43 /31 /21 /45 /46 /23 /36 /15 /27 /14 /4 /10 /9 /12 □ /12 /9 /14 /9 /10 /30 /11 /5 /11 /16 /14 /11 /27 □ /15 /27 /27 /9 /26 /9 /10 /15 /14 /11 /4 /5 □ /47 /15 /26 /29 /9 □ /17/2 /21 /31 /16 /18 /24 /48 /49 /12 /31 /21 /44 /31 /46 /36 /15 /27 /14 /4 /10 /9 /12 □ /12 /9 /14 /9 /10 /30 /11 /5 /11 /16 /14 /11 /27 □ /15 /27 /27 /9 /26 /9 /10 /15 /14 /11 /4 /5 □ /47 /15 /26 /29 /9 □/17 /24 /48 /49 /18 /50 □ /19 /9 /9 □ /19 /9 /27 /14 /11 /4 /5 □ /2 /2 /21 /35 /21 /44 /51 /52 /53 □ /55 /53 /56 /57 /58 /59 /56 □ /60 /61 /62 /60 /63 /64 /59 /53 /62 □ /52 /53 /55 /53 □ /65 /66 □ /67 /66 /51 □ /55 /53 /68 /58 /53 /63 /59 □ /64 /61 /69 □ /56 /59 /64 /59 /53□ /70 /55 □ /58 /70 /63 /64 /58 □ /64 /71 /53 /61 /62 /71 /53 /61 /59 /56 □ /59 /70 □ /59 /52 /53 □ /72 /64 /58 /57 /53 /56 □ /70 /55 □ /64 /61 /69 □ /62 /53 /58 /60 /61 /53 /64 /59 /60/70 /61 □ /58 /60 /61 /53 /56 □ /71 /64 /62 /53 □ /62 /57 /55 /60 /61 /73 □ /59 /52 /53 □ /74 /57 /60 /58 /62 /60 /61 /73 /63 /70 /62 /53 □ /64 /62 /70 /75 /59 /60 /70 /61 □ /75 /55 /70 /63 /53 /56 /56 /76 □ /77 /56 /53 /55 /56 □ /56 /52 /70 /57 /58 /62 □ /63 /70 /61 /68 /60 /55 /71 □ /64 /61 /69 □ /70 /57 /59/75 /57 /59 □ /70 /74 /59 /64 /60 /61 /53 /62 □ /68 /55 /70 /71 □ /59 /52 /60 /56 □ /59 /70 /70 /58 □ /78 /60 /59 /52 □ /59 /52 /53 □ /58 /70 /63 /64 /58 □ /79 /57 /59 /52 /70 /55 /60 /59/69 □ /80 /64 /72 /60 /61 /73 □ /81 /57 /55 /60 /56 /62 /60 /63 /59 /60 /70 /61 □ /74 /53 /68 /70 /55 /53 /75 /55 /70 /63 /53 /53 /62 /60 /61 /73 □ /78 /60 /59 /52 □ /62 /53 /56 /60 /73 /61 /76 /82 /83 /84 /85 /86 /87 /83 /88 /89 /90
/33 /15 /39 /15 /10 /12 □ /26 /4 /15 /12 /16 □ /15 /10 /9 □ /8 /10 /4 /47 /11 /12 /9 /12 □ /25 /41 □ /14 /38 /9 □ /32 /21 /19 /21 □ /48 /9 /4 /26 /4 /6 /11 /27 /15 /26 □ /19 /29/10 /47 /9 /41 □/19 /9 /11 /16 /30 /11 /27 □ /43 /9 /16 /11 /6 /5 □ /91/9 /25 □ /19 /9 /10 /47 /11 /27 /9 /16 /21 /91/38 /11 /26 /9 □ /14 /38 /9 □ /11 /5 /37 /4 /10 /30 /15 /14 /11 /4 /5 □ /8 /10 /9 /16 /9 /5 /14 /9 /12 □ /4 /5 □ /14 /38 /11 /16 □ /92 /9 /25 /16 /11 /14 /9 □ /11 /16 □/25 /9 /26 /11 /9 /47 /9 /12 □ /14 /4 □ /25 /9 □ /27 /4 /10 /10 /9 /27 /14 /93 □ /49 /0 /94 □ /15 /5 /12 □ /11 /14 /16 □ /16 /8 /4 /5 /16 /4 /10 /16 □ /15 /5 /12 □ /27 /4/5 /14 /10 /11 /25 /29 /14 /4 /10 /16 □ /15 /16 /16 /29 /30 /9 □ /5 /4 □ /10 /9 /16 /8 /4 /5 /16 /11 /25 /11 /26 /11 /14 /41 /4 /10 □ /26 /11 /15 /25 /11 /26 /11 /14 /41 □ /37 /4 /10 □ /11 /14 /16 □ /15 /27 /27 /29 /10 /15 /27 /41 /21 □ /0 /38 /9 □ /30 /15 /14 /9 /10 /11 /15 /26 □ /8 /10 /9 /16 /9 /5 /14/9 /12 □ /11 /5 □ /14 /38 /9 □ /10 /9 /8 /4 /10 /14 □ /16 /38 /4 /29 /26 /12 □ /5 /4 /14 □ /25 /9 □ /29 /16 /9 /12 □ /4 /10 □ /10 /9 /26 /11 /9 /12 □ /29 /8 /4 /5 □/37 /4 /10 □ /15 /5 /41 □ /16 /8 /9 /27 /11 /37 /11 /27 □ /15 /8 /8 /26 /11 /27 /15 /14 /11 /4 /5 □ /92 /11 /14 /38 /4 /29 /14 /27 /4 /30 /8 /9 /14 /9 /5 /14 □ /9 /42 /15 /30 /11 /5 /15 /14 /11 /4 /5 □ /15 /5 /12 □ /47 /9 /10 /11 /37 /11 /27 /15 /14 /11 /4 /5 □ /4 /37 □ /11 /14 /16 □ /15 /27 /27 /29 /10/15 /27 /41 /93 □ /16 /29 /11 /14 /15 /25 /11 /26 /11 /14 /41 □ /15 /5 /12 □ /15 /8 /8 /26 /11 /27 /15 /25 /11 /26 /11 /14 /41 □ /25 /41 □ /9 /5 /6 /11 /5 /9 /9 /10 /16 □ /4 /10 □/4 /14 /38 /9 /10 □ /26 /11 /27 /9 /5 /16 /9 /12 □ /8 /10 /4 /37 /9 /16 /16 /11 /4 /5 /15 /26 /16 /21 □ /49 /0 /94 □ /12 /4 /9 /16 /5 /4 /14 □ /11 /5 /14 /9 /5 /12 □ /14 /38 /15 /14 □ /14 /38 /9 □ /29 /16 /9 □ /4 /37 □ /14 /38 /11 /16 □ /11 /5 /37 /4 /10 /30 /15 /14 /11 /4 /5 □ /10 /9 /8 /26 /15 /27 /9□ /14 /38 /9 □ /16 /4 /29 /5 /12 □ /95 /29 /12 /6 /30 /9 /5 /14 □ /4 /37 □ /16 /29 /27 /38 □ /27 /4 /30 /8 /9 /14 /9 /5 /14 □ /8 /10 /4 /37 /9 /16 /16 /11 /4 /5 /15 /26 /16/93 □ /38 /15 /47 /11 /5 /6 □ /9 /42 /8 /9 /10 /11 /9 /5 /27 /9 □ /15 /5 /12 □ /28 /5 /4 /92 /26 /9 /12 /6 /9 /11 /5 □ /14 /38 /9 □ /37 /11 /9 /26 /12 □ /4 /37 □ /8 /10 /15 /27 /14 /11 /27 /9 /93 □ /5 /4 /10 □ /14 /4 □ /16 /29 /25 /16 /14 /11 /14 /29 /14 /9 □ /37 /4 /10 □ /14 /38 /9□ /16 /14 /15 /5 /12 /15 /10 /12 □ /4 /37 □ /27 /15 /10 /9 □ /10 /9 /96 /29 /11 /10 /9 /12 □ /4 /37 □ /16 /29 /27 /38 □ /8 /10 /4 /37 /9 /16 /16 /11 /4 /5 /15 /26 /16 □ /11 /5□ /11 /5 /14 /9 /10 /8 /10 /9 /14 /11 /5 /6 □ /15 /5 /12 □ /15 /8 /8 /26 /41 /11 /5 /6 □ /14 /38 /9 □ /10 /9 /16 /29 /26 /14 /16 □ /4 /37 □ /14 /38 /9 /10 /9 /8 /4 /10 /14 □ /8 /10 /4 /47 /11 /12 /9 /12 □ /25 /41 □ /14 /38 /11 /16 □ /92 /9 /25 /16 /11 /14 /9 /21 □ /32 /16 /9 /10 /16 □ /4 /37 □ /14 /38 /9 □ /11 /5 /37 /4 /10/30 /15 /14 /11 /4 /5 □ /37 /10 /4 /30 □ /14 /38 /11 /16 □ /92 /9 /25 /16 /11 /14 /9 □ /15 /16 /16 /29 /30 /9 □ /15 /26 /26 □ /26 /11 /15 /25 /11 /26 /11 /14 /41 □ /15 /10 /11 /16 /11/5 /6 □ /37 /10 /4 /30 □ /16 /29 /27 /38 □ /29 /16 /9 /21 □ /32 /16 /9 □ /4 /37 □ /14 /38 /9 □ /4 /29 /14 /8 /29 /14 □ /4 /37 /14 /38 /11 /16 □ /92 /9 /25 /16 /11 /14 /9 □ /12 /4 /9 /16 □ /5 /4 /14 □ /11 /30 /8 /26 /41 □ /15 /8 /8 /10 /4 /47 /15 /26 □ /25 /41 □ /14 /38 /9 □ /6 /4 /47 /9 /10 /5 /11/5 /6 □ /25 /29 /11 /26 /12 /11 /5 /6 □ /27 /4 /12 /9 □ /25 /4 /12 /11 /9 /16 □ /10 /9 /16 /8 /4 /5 /16 /11 /25 /26 /9 □ /37 /4 /10 □ /25 /29 /11 /26 /12 /11 /5 /6 □ /27 /4/12 /9 □ /15 /8 /8 /10 /4 /47 /15 /26 □ /15 /5 /12 □ /11 /5 /14 /9 /10 /8 /10 /9 /14 /15 /14 /11 /4 /5 □ /37 /4 /10 □ /14 /38 /9 /25 /29 /11 /26 /12 /11 /5 /6 □ /16 /11 /14 /9 □ /12 /9 /16 /27 /10 /11 /25 /9 /12 □ /25 /41 □ /26 /15 /14 /11 /14 /29 /12 /9 /97 /26 /4 /5 /6 /11 /14 /29 /12 /9 □ /26 /4 /27 /15 /14/11 /4 /5 □ /11 /5 □ /14 /38 /9 □ /10 /9 /8 /4 /10 /14 /21 BLD2022-00201

9.a.2
Packet Pg. 363
Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) PROJECT Burton Park
JOB NO.

BY
BJC DATE 4/1/22
SHEET NO. OF
Equipment Anchorage Design (Per ASCE 7-16 Section 13.3) Switchgear = User Input
On grade
LRFD
Y
N
Seismic Design Force:

Note: See ASCE 7-16 Table 13.5-1 or 13.6-1 for a p, R p, Ω 0 SDS = 1.501 Short period spectral acceleration
Ip = 1.0 Importance factor
ap = 1.0 Amplification factor ASCE 7-16 T3.5-1
Rp = 2.5 Response modification factor ASCE 7-16 T3.5-1
Ω0 = 2.0 Overstrength factor ASCE 7-16 T3.5-1
z = 0.0 ft. Attachment elevation w.r.t. grade
h = 1.0 ft. Structural roof elevation w.r.t. grade
Fph,min = 0.45 W Fph = 0.45 W (0.68 kip)
Fph,max = 2.40 W Ω0Fph = 0.90 W (1.35 kip)
Fph = 0.24 W Fpv = 0.30 W (0.45 kip)
Component Description:

Wp = 1500 lbs. Operating weight
L1 = 24.0 in. Distance between anchors
L2 = 12.0 in. Distance to c.g. from T
L3 = 46.0 in. Height of c.g.

Nt = 2 # Anchors in tension
Nv = 4 # Anchors in shear
ΣM about C [using 0.9D ± E]:

MWp = -16.2 k-in.

MFpv = 5.4 k-in.

MFph = 62.1 k-in.

Shear and tension reactions per anchor: [at OMEGA level] Tanchor = 1070 lbs.

Vanchor = 338 lbs.

Canchor = 1857 lbs. [using 1.2D + E]
Note: See Hilti Analysis or Hand Calculation
Component Name :

Location of Anchorage :

LRFD or ASD? :

Use overstrength, Ω0? :

Isolators with >1/4" gap? :

Component Model Number :
55 Harrison Street
Suite 550
Oakland, CA 94607
V. 510 208-3300
F. 510 208-3303
WWW.KPWSE.COM
T C
L2
L1
L3
Wp
Fpv
Fph
ELEVATION:
0.3

1.6

0.4

⁄ 1 2
ℎ
0.2

c.g.

BLD2022-00201

9.a.2
Packet Pg. 364
Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) www.hilti.com
Hilti PROFIS Engineering 3.0.76
Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 1 Company:

Address:

Phone I Fax:

Design:

Fastening point:
|
1/2" anchor
Page:

Specifier:

E-Mail:

Date:
1 4/4/2022
Specifier's comments:
1 Input data
Anchor type and diameter: Kwik Bolt TZ2 - SS 304 1/2 (3 1/4 ) hnom3 Item number: 2210262 KB-TZ2 1/2x5 1/2 SS304
Effective embedment depth: hef,act = 3.250 in., hnom = 3.750 in.

Material: AISI 304
Evaluation Service Report: ESR-4266
Issued I Valid: 7/1/2021 | 12/1/2021
Proof: Design Method ACI 318-14 / Mech
Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.500 in.

Anchor plate
R
: lx x ly x t = 4.000 in. x 4.000 in. x 0.500 in.; (Recommended plate thickness: not calculated) Profile: no profile
Base material: cracked concrete, 3000, fc' = 3,000 psi; h = 8.000 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
Seismic 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))
R
- The anchor calculation is based on a rigid anchor plate assumption.

Geometry [in.] & Loading [lb, in.lb]
BLD2022-00201

9.a.2
Packet Pg. 365
Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) www.hilti.com
Hilti PROFIS Engineering 3.0.76
Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 2 Company:

Address:

Phone I Fax:

Design:

Fastening point:
|
1/2" anchor
Page:

Specifier:

E-Mail:

Date:
2 4/4/2022

1.1 Design results
Case Description Forces [lb] / Moments [in.lb] Seismic Max. Util. Anchor [%] 1 Combination 1 N = 1,070; Vx = -338; Vy = 0;
Mx = 0; My = 0; Mz = 0;
yes 69
BLD2022-00201

9.a.2
Packet Pg. 366
Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) www.hilti.com
Hilti PROFIS Engineering 3.0.76
Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 3 Company:

Address:

Phone I Fax:

Design:

Fastening point:
|
1/2" anchor
Page:

Specifier:

E-Mail:

Date:
3 4/4/2022
2 Proof I Utilization (Governing Cases)
Design values [lb] Utilization
Loading Proof Load Capacity bN / bV [%] Status
Tension Concrete Breakout Failure 1,070 1,630 66 / - OK Shear Concrete edge failure in direction x- 338 931 - / 37 OK Loading bN bV z Utilization bN,V [%] Status
Combined tension and shear loads 0.657 0.363 5/3 69 OK
3 Warnings
• Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria!
BLD2022-00201

9.a.2
Packet Pg. 367
Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) www.hilti.com
Hilti PROFIS Engineering 3.0.76
Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2022 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 4 Company:

Address:

Phone I Fax:

Design:

Fastening point:
|
1/2" anchor
Page:

Specifier:

E-Mail:

Date:
4 4/4/2022
4 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.

BLD2022-00201

9.a.2
Packet Pg. 368
Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) Beam on Elastic Foundation
LIC# : KW-06015353, Build:20.21.12.10 KPW STRUCTURAL ENGINEERING, INC. (c) ENERCALC INC 1983-2021 DESCRIPTION: Slab section rev1
Project File: ENERCALC Slab Design.ec6
Project Title:

Engineer:

Project ID:

Project Descr:

CODE REFERENCES
Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : ASCE 7-16
Material Properties

3.0 7.50
145.0
Elastic Modulus 3,122.02 ksi
Soil Subgrade Modulus = 75.0 psi / (inch deflection)
1 1.0Lt Wt Factorλ =
=60.0
29,000.0

40.0 29,000.0
3 Beam is supported on an elastic foundation,
2 = 0.90

0.750
f'c ksi
fy - Main Rebar ksi
Density
1/2
=
fr = f'c * 410.792
pcf
E - Main Rebar ksi
psi
=
Fy - Stirrups ksi
==
=
E - Stirrups ksi
β 0.850
==
=
Shear :

Stirrup Bar Size #
Number of Resisting Legs Per Stirrup
Phi Values Flexure :
ψ
#
φ
Load Combination :ASCE 7-16
.Cross Section & Reinforcing Details
Rectangular Section, Width = 106.0 in, Height = 8.0 in Span #1 Reinforcing....
9-#5 at 4.0 in from Bottom, from 0.0 to 3.167 ft in this span .Service loads entered. Load Factors will be applied for calculations.Applied Loads Beam self weight calculated and added to loads
Load for Span Number 1
Uniform Load : D = 0.60 k/ft, Extent = 0.50 -->> 3.0 ft, Tributary Width = 1.0 ft, (Equipment Weight) Moment : E = 2.60 k-ft, Location = 1.750 ft from left end of this span, (Equipment Weight) .Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio = 0.029: 1
Load Combination +0.90D+E
Span # where maximum occurs Span # 1
Maximum Soil Pressure = 0.290 ksf at 3.17 ft LdComb: +D+0.70E Allowable Soil Pressure = OK1.50 ksf
Location of maximum on span 1.714 ft
Mn * Phi : Allowable 46.332 k-ft
Typical SectionSection used for this span
Mu : Applied -1.358 k-ft
Maximum Deflection
Max Downward L+Lr+S Deflection 0.000 in
Max Upward L+Lr+S Deflection 0.000 in
Max Downward Total Deflection 0.027 in
Max Upward Total Deflection 0.000 in
.Shear Stirrup Requirements
Entire Beam Span Length : Vu < PhiVc/2, Req'd Vs = Not Reqd, use stirrups spaced at 0.000 in .Maximum Forces & Stresses for Load Combinations
Span #
Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress RatioSegment Length Phi*Mnxin Span
MAXimum Bending Envelope
Span # 1 1 1.751 1.23 46.33 0.03
+1.40D
Span # 1 1 1.453 0.16 46.33 0.00
BLD2022-00201

9.a.2
Packet Pg. 369
Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) Beam on Elastic Foundation
LIC# : KW-06015353, Build:20.21.12.10 KPW STRUCTURAL ENGINEERING, INC. (c) ENERCALC INC 1983-2021 DESCRIPTION: Slab section rev1
Project File: ENERCALC Slab Design.ec6
Project Title:

Engineer:

Project ID:

Project Descr:

Span #
Bending Stress Results ( k-ft )Location (ft)Load Combination Mu : Max Stress RatioSegment Length Phi*Mnxin Span
+1.20D
Span # 1 1 1.453 0.14 46.33 0.00
+0.90D
Span # 1 1 1.453 0.11 46.33 0.00
+1.20D+E
Span # 1 1 1.751 1.23 46.33 0.03
+0.90D+E
Span # 1 1 1.751 1.20 46.33 0.03
.

Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl Overall Maximum Deflections - Unfactored Loads
Span 1 1 0.0269 3.167 0.0000 0.000
.Detailed Shear Information
Load Combination
Vu (k)Span Distance 'd' Comment Phi*Vs
Req'd
d*Vu/MuMu
(ft) (k)(in) Actual Suggest(k-ft)Number (k)
Spacing (in)
Design
Phi*Vc
+1.40D 1 0.00 4.00 0.02 0.02 0.00 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 0.04 4.00 -0.05 0.05 0.00 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 0.07 4.00 -0.10 0.10 0.00 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 0.11 4.00 -0.14 0.14 0.01 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 0.15 4.00 -0.18 0.18 0.01 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 0.19 4.00 -0.22 0.22 0.02 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 0.22 4.00 -0.26 0.26 0.03 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 0.26 4.00 -0.30 0.30 0.04 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 0.30 4.00 -0.33 0.33 0.05 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 0.34 4.00 -0.36 0.36 0.06 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 0.37 4.00 -0.40 0.40 0.08 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 0.41 4.00 -0.43 0.43 0.09 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 0.45 4.00 -0.46 0.46 0.11 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 0.48 4.00 -0.48 0.48 0.13 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 0.52 4.00 -0.52 0.52 0.15 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 0.56 4.00 -0.57 0.57 0.17 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 0.60 4.00 -0.61 0.61 0.19 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 0.63 4.00 -0.65 0.65 0.21 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 0.67 4.00 -0.69 0.69 0.24 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 0.71 4.00 -0.73 0.73 0.26 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 0.75 4.00 -0.77 0.77 0.29 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 0.78 4.00 -0.81 0.81 0.32 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 0.82 4.00 -0.84 0.84 0.35 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 0.86 4.00 -0.87 0.87 0.39 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 0.89 4.00 -0.91 0.91 0.42 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 0.93 4.00 -0.94 0.94 0.45 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 0.97 4.00 -0.96 0.96 0.49 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 1.01 4.00 -0.99 0.99 0.53 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 1.04 4.00 -1.02 1.02 0.56 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 1.08 4.00 -1.04 1.04 0.60 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 1.12 4.00 -1.06 1.06 0.64 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 1.16 4.00 -1.09 1.09 0.68 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 1.19 4.00 -1.11 1.11 0.73 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 1.23 4.00 -1.12 1.12 0.77 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 1.27 4.00 -1.14 1.14 0.81 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 1.30 4.00 -1.16 1.16 0.85 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 1.34 4.00 -1.17 1.17 0.90 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 1.38 4.00 -1.18 1.18 0.94 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 1.42 4.00 -1.19 1.19 0.99 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 1.45 4.00 -1.20 1.20 1.03 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +0.90D+E 1 1.49 4.00 -1.21 1.21 1.08 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 1.53 4.00 -1.22 1.22 1.09 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 1.56 4.00 -1.22 1.22 1.14 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 1.60 4.00 -1.23 1.23 1.18 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 1.64 4.00 -1.23 1.23 1.23 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 1.68 4.00 -1.23 1.23 1.28 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 1.71 4.00 -1.24 1.24 1.32 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 1.75 4.00 -1.23 1.23 1.23 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 1.79 4.00 -1.23 1.23 1.18 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 1.83 4.00 -1.23 1.23 1.14 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 1.86 4.00 -1.22 1.22 1.09 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 1.90 4.00 -1.21 1.21 1.04 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 1.94 4.00 -1.21 1.21 1.00 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 BLD2022-00201

9.a.2
Packet Pg. 370
Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) Beam on Elastic Foundation
LIC# : KW-06015353, Build:20.21.12.10 KPW STRUCTURAL ENGINEERING, INC. (c) ENERCALC INC 1983-2021 DESCRIPTION: Slab section rev1
Project File: ENERCALC Slab Design.ec6
Project Title:

Engineer:

Project ID:

Project Descr:

Detailed Shear Information
Load Combination
Vu (k)Span Distance 'd' Comment Phi*Vs
Req'd
d*Vu/MuMu
(ft) (k)(in) Actual Suggest(k-ft)Number (k)
Spacing (in)
Design
Phi*Vc
+1.20D+E 1 1.97 4.00 -1.19 1.19 0.95 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 2.01 4.00 -1.18 1.18 0.90 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 2.05 4.00 -1.17 1.17 0.86 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 2.09 4.00 -1.15 1.15 0.81 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 2.12 4.00 -1.14 1.14 0.77 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 2.16 4.00 -1.12 1.12 0.73 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 2.20 4.00 -1.10 1.10 0.68 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 2.24 4.00 -1.08 1.08 0.64 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 2.27 4.00 -1.06 1.06 0.60 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 2.31 4.00 -1.03 1.03 0.56 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 2.35 4.00 -1.01 1.01 0.52 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 2.38 4.00 -0.98 0.98 0.48 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 2.42 4.00 -0.95 0.95 0.44 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 2.46 4.00 -0.92 0.92 0.41 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 2.50 4.00 -0.89 0.89 0.37 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 2.53 4.00 -0.86 0.86 0.34 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 2.57 4.00 -0.82 0.82 0.30 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 2.61 4.00 -0.79 0.79 0.27 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 2.65 4.00 -0.75 0.75 0.24 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 2.68 4.00 -0.71 0.71 0.21 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 2.72 4.00 -0.67 0.67 0.19 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 2.76 4.00 -0.63 0.63 0.16 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 2.79 4.00 -0.58 0.58 0.14 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 2.83 4.00 -0.54 0.54 0.11 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 2.87 4.00 -0.49 0.49 0.09 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 2.91 4.00 -0.44 0.44 0.07 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 2.94 4.00 -0.39 0.39 0.05 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 2.98 4.00 -0.34 0.34 0.04 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 3.02 4.00 -0.28 0.28 0.03 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 3.06 4.00 -0.19 0.19 0.01 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 3.09 4.00 -0.11 0.11 0.01 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 +1.20D+E 1 3.13 4.00 -0.03 0.03 0.00 1.00 38.32 Vu < PhiVc/2 Not Reqd 0.00 0.00 BLD2022-00201

9.a.2
Packet Pg. 371
Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting)

CONSTRUCTION PHOTOGRAPHS

DEPARTMENT OF PUBLIC WORKSSAN CARLOS, CALIFORNIA
C1809 - SPORTS FIELD LIGHTING BURTON & HIGHLANDS PARKS - PH2PROJ. MGR.: VATSAL PATELCHECKED BY: HUGH KINGDRAWN BY: SALAS O'BRIENPROJECT ID: C1809DATE: 04/04/2022STEVEN J. MACHIDADIRECTOR OF PUBLIC WORKSHz SCALE: AS NOTEDVt SCALE: AS NOTED Drawing No.The City of GoodLivingCITY OF SAN CARLOSCALIFORNIASPORTS FIELD LIGHTING BURTON & HIGHLANDS PARKS - PH2BURTON: 900 CHESTNUT ST, SAN CARLOS, CA 94070HIGHLANDS: 2600 MELENDY DR, SAN CARLOS, CA 94070expect a difference305 South 11th StreetSan Jose, California 95112-2218408.282.1500 | 408.297.2995 (f)salasobrien.comCalifornia | Georgia | LouisianaMontana | Texas | WashingtonSheet of 15 G-0.0COVER SHEET The City of GoodLivingCITY OF SAN CARLOSCALIFORNIASPORTS FIELD LIGHTING BURTON & HIGHLANDS PARKS - PHASE 2BURTON: 900 CHESTNUT ST, SAN CARLOS, CA 94070HIGHLANDS: 2600 MELENDY DR, SAN CARLOS, CA 94070 1 JOB COPY
BLD2022-00202

UNDERGROUND SERVICE ALERT

USA NORTH

CALL BEFORE YOU DIG
CALL 811

ALL ELECTRIAL EQUIPMENT
SHALL BE U.L. LISTED AND LABELED AND INSTALLED IN

ACCORDANCE WITH LISTING

SOILS ENGINEER SITE VISIT REQUIRED BEFORE

BUILDING DIVISION INSPECTION OF

PIERS/FOUNDATION

SPECIAL INSPECTION REQUIRED BY THE

ENGINEER OF RECORD FOR THE FOLLOWING
_________________________________________
_________________________________________
_________________________________________

SPECIAL INSPECTION
SPECIAL INSPECTION REQUIRED FOR THE FOLLOWING:
__________________________________________
__________________________________________
__________________________________________

PIER FOUNDATIONS, CONCRETE PLACEMENT, CRETEX

PRECAST, PRESTRESSED CONCRETE BASES,

STRUCTURAL STEEL

FOUNDATION REINFORCEMENT
FINAL APPROVAL REQUIRED PRIOR TO BUILDING DIVISION FINAL. ___ SAN CARLOS PLANNING DIVISION FINAL
___ SAN CARLOS PUBLIC WORKS DIVISION FINAL
___ SAN CARLOS FIRE AUTHORITY
___ SAN MATEO COUNTY HEALTH DEPARTMENT
___ BAY AREA AIR QUALITY MANAGEMENT DISTRICT
___ FINAL SPECIAL INSPECTION REPORT
___ FINAL STRUCTURAL OBSERVATION REPORT
___ FINAL SOILS ENGINEER OBSERVATION REPORT
✔
✔
✔

9.a.2
Packet Pg. 372
Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting)

DEPARTMENT OF PUBLIC WORKSSAN CARLOS, CALIFORNIA
C1809 - SPORTS FIELD LIGHTING BURTON & HIGHLANDS PARKS - PH2PROJ. MGR.: VATSAL PATELCHECKED BY: HUGH KINGDRAWN BY: SALAS O'BRIENPROJECT ID: C1809DATE: 04/04/2022STEVEN J. MACHIDADIRECTOR OF PUBLIC WORKSHz SCALE: AS NOTEDVt SCALE: AS NOTED Drawing No.The City of GoodLivingCITY OF SAN CARLOSCALIFORNIASPORTS FIELD LIGHTING BURTON & HIGHLANDS PARKS - PH2BURTON: 900 CHESTNUT ST, SAN CARLOS, CA 94070HIGHLANDS: 2600 MELENDY DR, SAN CARLOS, CA 94070expect a difference305 South 11th StreetSan Jose, California 95112-2218408.282.1500 | 408.297.2995 (f)salasobrien.comCalifornia | Georgia | LouisianaMontana | Texas | WashingtonSheet of 15 E-0.0ELECTRICAL SCHEDULES, SYMBOLS AND ABBREVIATIONS

JOB COPY
BLD2022-00202

9.a.2
Packet Pg. 373
Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) ”” ”” ”
”
“ ”

JOB COPY
BLD2022-00202

9.a.2
Packet Pg. 374
Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting)

JOB COPY
BLD2022-00202

9.a.2
Packet Pg. 375
Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) E-1.22E-1.23

JOB COPY
BLD2022-00202

9.a.2
Packet Pg. 376
Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) E-1.22E-1.23

JOB COPY
BLD2022-00202

9.a.2
Packet Pg. 377
Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) E-1.22E-1.23

JOB COPY
BLD2022-00202

9.a.2
Packet Pg. 378
Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting)

JOB COPY
BLD2022-00202

9.a.2
Packet Pg. 379
Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting) Appropriate PPE Required. Do notoperate controls or open covers withoutappropriate personal protectionequipment; Failure to comply mayresult in injury or death. Refer to NFPA70E for minimum PPE requirements.ARC FLASH ANDSHOCK HAZARDWARNING

JOB COPY
BLD2022-00202

9.a.2
Packet Pg. 380
Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting)

JOB COPY
BLD2022-00202

9.a.2
Packet Pg. 381
Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting)

JOB COPY
BLD2022-00202

9.a.2
Packet Pg. 382
Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting)

JOB COPY
BLD2022-00202

9.a.2
Packet Pg. 383
Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting)

DEPARTMENT OF PUBLIC WORKSSAN CARLOS, CALIFORNIA
C1809 - SPORTS FIELD LIGHTING BURTON & HIGHLANDS PARKS - PH2PROJ. MGR.: VATSAL PATELCHECKED BY: HUGH KINGDRAWN BY: SALAS O'BRIENPROJECT ID: C1809DATE: 04/04/2022STEVEN J. MACHIDADIRECTOR OF PUBLIC WORKSHz SCALE: AS NOTEDVt SCALE: AS NOTED Drawing No.The City of GoodLivingCITY OF SAN CARLOSCALIFORNIASPORTS FIELD LIGHTING BURTON & HIGHLANDS PARKS - PH2BURTON: 900 CHESTNUT ST, SAN CARLOS, CA 94070HIGHLANDS: 2600 MELENDY DR, SAN CARLOS, CA 94070expect a difference305 South 11th StreetSan Jose, California 95112-2218408.282.1500 | 408.297.2995 (f)salasobrien.comCalifornia | Georgia | LouisianaMontana | Texas | WashingtonSheet of 15 E-6.1ELECTRICAL VOLTAGE DROP CALCULATIONS & LOAD CALCULATIONS

JOB COPY
BLD2022-00202

9.a.2
Packet Pg. 384
Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting)

JOB COPY
BLD2022-00202

9.a.2
Packet Pg. 385
Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting)

JOB COPY
BLD2022-00202

9.a.2
Packet Pg. 386
Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting)

JOB COPY
BLD2022-00202

PIER FOUNDATIONS, CONCRETE PLACEMENT, CRETEX

PRECAST, PRESTRESSED CONCRETE BASES,

STRUCTURAL STEET

9.a.2
Packet Pg. 387
Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting)

JOB COPY
BLD2022-00202

9.a.2
Packet Pg. 388
Attachment: Plans and Specification Sports Field Lighting Phase 2 (Field Lighting)

San Carlos City CouncilMay 9, 2022

San Carlos City Council
May 9, 2022