HomeMy WebLinkAbout5111 3%4 W Edinger Ave #WCC01 - Plan5111 3/4 W Edinger Ave #WCC01 - Cell Site Address
Bldg #101123027
APPROVALS:
PLNG - C. Santana
BLDG - J. Lo
PUBLIC WORKS - Y. Soto
5111 3%4 W Edinger Ave
#WCC014/30/2025
5111 3%4 W Edinger Ave
#WCC014/30/2025
5111 3%4 W Edinger Ave
#WCC014/30/2025
5111 3%4 W Edinger Ave
#WCC014/30/2025
5111 3%4 W Edinger Ave
#WCC014/30/2025
5111 3%4 W Edinger Ave
#WCC014/30/2025
5111 3%4 W Edinger Ave
#WCC014/30/2025
5111 3%4 W Edinger Ave
#WCC014/30/2025
5111 3%4 W Edinger Ave
#WCC014/30/2025
5111 3%4 W Edinger Ave
#WCC014/30/2025
5111 3%4 W Edinger Ave
#WCC014/30/2025
1 Revision for Code Updated 11 10 B. Y. D. D.12/06/2023
0 Issued for Submittals 11 10 B. Y. D. D. 6/22/2022
No.Reason for Revision Total # of Last sheet By Check Approved Date
sheets #
Record or Revisions
Architecture - Engineering - Consulting
26 Executive Park Suite 170, Irvine, CA 92614 (T) 949-475-1000
STRUCTURAL CALCULATION
for
AT&T
5111 WEST EDINGER AVE., SANTA ANA, CA 92704
SITE NAME : MCFADDEN AVE. / EUCLID AVE.
SITE NUMBER: CLU3406 / CLL03406
5111 3%4 W Edinger Ave
#WCC014/30/2025
P1
Project:Job No.:Calc. No.: Rev:
MCFADDEN AVE. / EUCLID AVE.CLU3406 / CLL03406 DCI- 1
Subject: Discipline:
Equipment anchorage support analysis Arch./Civil/Structural
Design Criteria P2
Seismic Map P3
Equipment
Lateral Force Analysis P4
Antenna Support and Connection Design Analysis P5~P7
Equipment P15
Lateral Force Analysis P8
Cabinet Anchorage Check P9~P10
Architecture - Engineering - Consulting
26 Executive Park Suite 170, Irvine, CA 92614 (T) 949-475-1000
TABLE OF CONTENTS 5111 3%4 W Edinger Ave
#WCC014/30/2025
P2
Project:Job No.:Calc. No.: Rev:
MCFADDEN AVE. / EUCLID AVE.CLU3406 / CLL03406 DCI- 1
Subject: Discipline:
Equipment anchorage support analysis Arch./Civil/Structural
Design Criteria
Scope of Design:
Antenna and RRU Support and Anchroage Check
Cabinet Anchorage Check
Design Code:
2022 CBC, ASCE 7-16
Design Reference:
1 • Lag Screw (wood)NDS 2018
2 • Steel Structure AISC 360
3 • Concrete f'c= 2,500 psi
4 • As Built by Infinigy Engineering Job # 496-008 Dated 08-20-18
Existing Materials:
1 • Steel pipe AISC 360
2 • M bolt A307
3 • Anchorage (wood)NDS 2018
4 • Anchor Bolt (Concrete)Hilti KB-TZ2, ICC-ESR-4266
5 • As built by DCI Pacific, Inc.Dated 09/30/2021
6 • Hilti KB-TZ Bolt ICC-ESR 1917
Design Loads:
Seismic Load for Mechanical and Electrical Component (ASCE 13.6)
Design Seismic Load for Communication Equipment
ap (amplification factor)= 1
Rp (modification factor)= 2.5
Wind Load per Method 2 - Analysis Procedure (ASCE 30.11)
Design Wind Load for Rooftop Antenna & Equipment (ASCE 29.5.1)
Wind speed= 95 mph
Risk Category II
Exposure category= C
Equipment Weight Weight Projected Area Tangential Area
(N) Antenna, 1 total 75 lb. max. 8 ft2 3.2 ft2
(N) Antenna, 3 total 75 lb. max. 8 ft2 3.2 ft2
(N) Antenna, 2 total 84 lb. max. 3 ft2 1.9 ft2
(E) Antenna, 2 total 85 lb. 8.2 ft2 2.8 ft2
(E) Rack w/ new batteries, 1 total 2800 lb 12.5 ft2 10 ft2
(E) DC-2, 6 total 25 lb. 1.0 ft2 0.6 ft2
Conclusion:
1. Existing antena support and anchorage are sufficient.
2. Existing RRU support and anchorage are sufficient.
3. The existing cabinet base anchorage is sufficient.
Architecture - Engineering - Consulting
26 Executive Park Suite 170, Irvine, CA 92614 (T) 949-475-1000
Design Criteria 5111 3%4 W Edinger Ave
#WCC014/30/2025
P3
Project:Job No.:Calc. No.: Rev:
MCFADDEN AVE. / EUCLID AVE.CLU3406 / CLL03406 DCI- 1
Subject: Discipline:
Equipment anchorage support analysis Arch./Civil/Structural
Architecture - Engineering - Consulting
26 Executive Park Suite 170, Irvine, CA 92614 (T) 949-475-1000
Seismic Parameter 5111 3%4 W Edinger Ave
#WCC014/30/2025
P4
Project:Job No.:Calc. No.: Rev:
MCFADDEN AVE. / EUCLID AVE.CLU3406 / CLL03406 DCI- 1
Subject: Discipline:
Equipment anchorage support analysis Arch./Civil/Structural
Design for :Roof Level Equipment
Seismic Load per: Mechanical and Electrical Component (ASCE 13.6)
Ip (important factor) = 1
MCE short period SS=1.333
MCE 1 sec. period S1=0.476
Site Class= D
SDS= 1.066
ap (amplification factor)= 1 (ASCE Table 13.6-1)
Rp (modification factor)= 2.5 (ASCE Table 13.6-1)
Building height (H)= 32 ft
Equipment anchor elev.(Z)= 29 ft
Fp= 0.4x ap x SDS x (1+2x(Z/H)) / (Rp / Ip) x Wp (ASCE Eq. 13.3-1)
= 0.48 Wp
Fp,max.= 1.6 x SDS x Ip x Wp= 1.71 Wp (ASCE Eq. 13.3-2)
Fp,min.= 0.3 x SDS x Ip x Wp= 0.32 Wp (ASCE Eq. 13.3-3)
Using Lateral Force Eh = 0.48 Wp
Wind Load per Method 2 - Analysis Procedure
Design Wind Load for Rooftop equipment
Wind speed= 95 mph
Risk Catagoly II
Exposure category= C
Topographic factor KZt = 1.00
I= 1
qh (velocity pressure)= 0.00256 Kz Kzt Kd V² I= 19.15 psf (ASCE Eq. 29.3-1)
Kz= 0.98 (ASCE Table 29.3-1)
Kd= 0.85 (ASCE Table 26.6-1)
P= qz G Cf (ASCE Eq. 29.4-1)
G = 0.85 (ASCE 26.5.8)
Cf = 1.6 (ASCE Fig. 29.4-1)
P= qz G Cf= 26.05 psf
Fh= 26.05 x Awind
Architecture - Engineering - Consulting
26 Executive Park Suite 170, Irvine, CA 92614 (T) 949-475-1000
Lateral Force Analysis 5111 3%4 W Edinger Ave
#WCC014/30/2025
P5
Project:Job No.:Calc. No.: Rev:
MCFADDEN AVE. / EUCLID AVE.CLU3406 / CLL03406 DCI- 1
Subject:Discipline:
Equipment anchorage support analysis Arch./Civil/Structural
Antenna pipe mounted on existing wall (worst case):
Existing 2 std pipe
For pipe 2 std Fy= 35 ksi
S= 0.53 r= 0.791 K= 1 L= 6 ft Z= 0.713
D= 84 lb
E= 40 lb W = 209 lb Governs (equipment projected to wind? Yes )
Use ASD Load condition D+0.6W
Kl/r= 91
P/W =25.3 kips
M/W =3.83 k-ft
8/9 x (P/ (Pn) + M/(Mn) )= 0.066 <1 (OK)
Pmax.= 84 lb
M1= 0.6W / 2 x 6'/2 + Pe = 272 lb-ft
e = 12 in (antenna offset from support)
Use ASD Load condition D+0.6W
Antenna to pipe connection:
Use 1/2 " Ø A307 bolt min. (1) at top & (1) at bottom
Required Pullout tension = 63 lb Required Shear = 42 lb
Fnt= 45 ksi (AISC Table J3.2)
Fnv= 27 ksi (AISC Table J3.2)
frv=0.13 ksi <Fnv/Ω = =13.5 ,where Ω =2 (OK)
F'nt= 1.3 Fnt - Ω/Fnv X frv = 58.1 > Fnt using 45 ksi (AISC J3-3b)
frt=0.39 ksi <F'nt/Ω =22.5 ksi (OK)
Existing antenna pipe support and anchorage is sufficient.
See next page for pipe to wall connection with (2) 1/2" diameter lag screws with 3" embedment at top and bottom.
Architecture - Engineering - Consulting
26 Executive Park Suite 170, Irvine, CA 92614 (T) 949-475-1000
Antenna Support Check 5111 3%4 W Edinger Ave
#WCC014/30/2025
P6
Project:Job No.:Calc. No.: Rev:
MCFADDEN AVE. / EUCLID AVE.CLU3406 / CLL03406 DCI- 1
Subject: Discipline:
Equipment anchorage support analysis Arch./Civil/Structural
Lag Screw Connection Design (ASD)
Design Tension T=62.8 lb
Design Shear V=42.0 lb
Using 1/2 " Lag Scerw w/3 " embedment
Per 2018 NDS Table 12J or 12K, Z= 320 lb
Per 2018 NDS Eq. 12.2-1, W= 378 lb (Eq. 12.2-1)
Per 2018 NDS Table 11.3.1
Z'=Z x CD x CM x Ct x Cg x CD x Ceg x Cdi x Ctm
where CD 1.6 (NDS 11.3.2)
CM 1 (<19%) (NDS 11.3.3)
Ct 1 (T°F)(NDS 11.3.4)
Cg 0.99 (Table 11.3.6)
CD 0.88 (edge distance = 1.75 ") (NDS 12.5.1)
Ceg 0.75 (NDS 12.5.2)
Cdi = 1 (NDS 12.5.3)
Ctn = 1 (NDS 12.5.4)
Z'= 333 lb
W'= Wx CM² x Ct x Ceg x Ctn
W'= 393.4 lb
For Combinated Lateral and Withdrawal loads
Per 2018 NDS eq. 12.4-1
a=56 deg
Za'= 659.9 >F= (T²+V²)^½ =75.5 (OK)
Architecture - Engineering - Consulting
26 Executive Park Suite 170, Irvine, CA 92614 (T) 949-475-1000
Seismic Parameter 5111 3%4 W Edinger Ave
#WCC014/30/2025
P7
Project:Job No.:Calc. No.: Rev:
MCFADDEN AVE. / EUCLID AVE.CLU3406 / CLL03406 DCI- 1
Subject: Discipline:
Equipment anchorage support analysis Arch./Civil/Structural
RRU mounted to existing support frame:
Seismic Load = 35 lb
Wind Load = 69 lb Governs (exposed to wind = Yes )
Weight = 72 lb
RRU to Unistrut anchorage with 3/8"Ø Unistrut bolt:
Allowable pull out = 1000 lb > 21 lb OK (Per ASD 1.0D+0.6W)
Allowable shear = 800 lb > 36 lb OK (Per ASD 1.0D+0.6W)
3 ft Unistrut beam check:
R1x = 34 lb R2x = 34 lb (due to lateral)
R1y = 17 lb R2y = 36 lb (due to gravity)
Max. moment at beam = 52 lb-ft (due to lateral)
Max. moment at beam = 26 lb-ft (due to gravity)
Per load combination D+0.6W
My (at major axial) = 36 lb-ft= 433.0 lb-in
Mx (at minor axial) = 26 lb-ft= 310.8 lb-in
My allow = 5070 x 1 = 5070 lb-in
Mx allow= 5070 x 0.85 x 0.69 = 2981 lb-in
(S1 = 0.2 ,S2= 0.292 ,S1/S2= 0.6918 )
(My / My allow + Mx / Mx allow) = 0.19 < 1 OK
Existing Unistut support beams at RRU are OK.
Architecture - Engineering - Consulting
26 Executive Park Suite 170, Irvine, CA 92614 (T) 949-475-1000
RRU Anchorage Check 5111 3%4 W Edinger Ave
#WCC014/30/2025
P8
Project:Job No.:Calc. No.: Rev:
MCFADDEN AVE. / EUCLID AVE.CLU3406 / CLL03406 DCI- 1
Subject: Discipline:
Equipment anchorage support analysis Arch./Civil/Structural
Design for :Roof Level Equipment
Seismic Load per: Mechanical and Electrical Component (ASCE 13.6)
Ip (important factor) = 1
MCE short period SS=1.333
MCE 1 sec. period S1=0.476
Site Class= D
SDS= 1.066
ap (amplification factor)= 1 (ASCE Table 13.6-1)
Rp (modification factor)= 2.5 (ASCE Table 13.6-1)
Building height (H)= 32 ft
Equipment anchor elev.(Z)= 0 ft
Fp= 0.4x ap x SDS x (1+2x(Z/H)) / (Rp / Ip) x Wp (ASCE Eq. 13.3-1)
= 0.17 Wp
Fp,max.= 1.6 x SDS x Ip x Wp= 1.71 Wp (ASCE Eq. 13.3-2)
Fp,min.= 0.3 x SDS x Ip x Wp= 0.32 Wp (ASCE Eq. 13.3-3)
Using Lateral Force Eh = 0.32 Wp
Wind Load per Method 2 - Analysis Procedure
Design Wind Load for Rooftop equipment
Wind speed= 95 mph
Risk Catagoly II
Exposure category= C
Topographic factor KZt = 1.00
I= 1
qh (velocity pressure)= 0.00256 Kz Kzt Kd V² I= 16.67 psf (ASCE Eq. 29.3-1)
Kz= 0.85 (ASCE Table 29.3-1)
Kd= 0.85 (ASCE Table 26.6-1)
P= qz G Cf (ASCE Eq. 29.4-1)
G = 0.85 (ASCE 26.5.8)
Cf = 1.6 (ASCE Fig. 29.4-1)
P= qz G Cf= 22.67 psf
Fh= 22.67 x Awind
Architecture - Engineering - Consulting
26 Executive Park Suite 170, Irvine, CA 92614 (T) 949-475-1000
Lateral Force Analysis 5111 3%4 W Edinger Ave
#WCC014/30/2025
P9
Project:Job No.:Calc. No.: Rev:
MCFADDEN AVE. / EUCLID AVE.CLU3406 / CLL03406 DCI- 1
Subject: Discipline:
Equipment anchorage support analysis Arch./Civil/Structural
Equipment: Cabinet
Equipment weight= 2800 lb
Lateral Loads
Seismic load:
Eh= 0.32 Wp= 895 lb 1
Wind load:
Wind project area = 12.5 ft²
Wind load= 0.0 psf (equipment projected to wind? No )
W= 0 lb
W < E (seismic control)
Fp= 895 lb
Load Condition : 0.9D+ 1.0E
Gravity center to base h= 2.9 ft
Bolt row = 2 total bolt number = 4 bolt space (S)=1.3 ft
Overturn moment=Fp x h x Ω =5223 lb-ft Ω =2
Resistant moment = Weight x S/2= 1680 lb-ft
Uplift force at ea. bolt= 886 lb
Shear force at ea. bolt= 224 lb
Use min. (4) 1/2"Ø Hilti KB-TZ2 bolt with 3" embed.
N allow = 2069 lb >N req. = 886 lb OK
V allow = 2440 lb >V req. = 224 lb OK
(N req. / N allow + V req. / V allow ) = 0.52 < 1.2 OK
The existing cabinet base anchorage is sufficient.
Proposed anchorage of base per detail is sufficient.
The proposed cabinet is minor, and thus no retrofit is required for the existing impacted structure.
Requried Pullout Tension = 0 lb. Required Shear = 627 lb.
Fnt = 45 ksi (AISC Table J3.2)
Fnv = 27 ksi (AISC Table J3.2)
frv = #DIV/0! ksi ####Fnv/W = =13.5 ,where W =2 ####
F'nt = 1.3 Fnt - W/Fnv X frv = #########Fnt using ####ksi (AISC J3-3b)
frt = #DIV/0! ksi ####F'nt/W =#####ksi ####
Proposed L4x4x1/4 beam under cabinet with 1/2" Ø A307 at both ends are sufficient.
Architecture - Engineering - Consulting
26 Executive Park Suite 170, Irvine, CA 92614 (T) 949-475-1000
Equipment Anchorage 5111 3%4 W Edinger Ave
#WCC014/30/2025
P10
Project:Job No.:Calc. No.: Rev:
MCFADDEN AVE. / EUCLID AVE.CLU3406 / CLL03406 DCI- 1
Subject:Discipline:
Equipment anchorage support analysis Arch./Civil/Structural
Anchorage Design
Design: Hilti KB-TZ2 1/2" w/3.25 "embedmentpost installed number of bolt= 1
bolt diameter 0.5 in
Bolt space= 32 "
Ca= 8 "
CHECK ANCHOR TENSILE STRENGTH ACI318, 17.4.1.2
Φ Ns= Φ Ase futa =8465 lb
Φ =0.75 ACI318, 17.3.4
Ase =0.099 in² ICC-ESR-4266
futa =114000 psi ICC-ESR-4266
CHECK CONCRETE BREAKOUT STRENGTH IN TENSION ACI318, 17.4.2.1
Φ Ncb= Φ (ANC/ANCO) x Ψed,N x Ψc,N x Ψcp,N x Nb=3237 lb ACI318, Eq. 17.4.2.1a
Ψed,N= 1.00 (Ca min > Cac = 6.75") ACI318, Eq. 17-11
ΨC,N= 1.00 ACI318, 17.4.2.6
Ψcp,N= 1.00 (Ca,min >= Ca) ACI318, 17.4.2.6
Φ =0.65 ACI 318, 17.3.4
ANCO=95.06 (9 hef^2) ACI318. Eq. 17.4.2.1c
ANC=95.06
Nb= 4980 (Kc= 17 f'c= 2500 ) ACI318, Eq. 17.4.2.2b
Nb= Kc x (f'c)^.5 (hef)^1.5
CHECK PULLOUT STRENGTH IN TENSION ACI318, 17.4.3.1
Φ NPN= Φ Ψc,p x Np=2759 ACI318, Eq. 17.4.3.1
Np= 4245 ICC-ESR-4266
Φ =0.65 ACI318, 17.3.4
Ψc,p= 1.00 ICC-ESR-1917
CHECK SIDE-FACE BLOWOUT STRENGTH ACI318, 17.4.4.1
Cmin > 0.4 hef [Satisfactory]
Ф N allow = 2069 lb where Ф =0.75
CHECK ANCHOR SHEAR STRENGTH ACI318, 17.5.1.2
Φ Vs =5424 lb
Φ =0.65 ACI318, 17.3.5
Vs=8345 (using Vsa per ICC-ESR-4266) ACI318, Eq. 17.5.1.2
CHECK CONCRETE BREAKOUT STRENGTH IN SHEAR ACI318, 17.5.2.1
Φ Vcb= Φ (AVC/AVCO) x Ψed,V x Ψc,V x Vb=3254 lb ACI318, Eq. 17.5.2.1a
Ψed,V= 1.00 (Ca,min > 1.5hef= 4 7/8 ) ACI318, Eq. 17.4.2.5a
ΨC,V= 1.20 ACI318, 17.5.2.7
Φ =0.70 ACI318, 17.3.4
AVCO=96.00 (Ca x 2 x t) t= 6 " ACI318, Eq. 17.5.2.1c
AVC=96.00
Vb= 3873 (for d0=0.500 , le= 3 1/4 ACI318, Eq. 17.5.2.2a
f'c= 2500 )
CHECK PRYOUT STRENGTH IN SHEAR ACI318, 17.5.3.1
Φ VCP= Φ kcp x Ncb=4208 lb ACI318, Eq. 17.5.3.1a
kcp= 2.00
Φ =0.65
Ф V allow =2440 lb where Ф =0.75
Anchor Bolt Strength 5111 3%4 W Edinger Ave
#WCC014/30/2025
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5111 3%4 W Edinger Ave
#WCC014/30/2025
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5111 3%4 W Edinger Ave
#WCC014/30/2025