HomeMy WebLinkAbout121 Alice St - 2022 - AT&T Cell Site Modification
Rev.1 Plan Check 19 18 A.W./ S.G. B.Y. D.D. 3/8/2023
Rev.0 Issued for Submittals 7 6 A.W./ S.G. B.Y. D.D. 08/05/22
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
SITE NAME : ARCADIA PRESBY
SITE NUMBER : SV0053
LTE C-BAND/AIR(6419)/BBU RECONFIG PROJECTS
MOUNTING ANALYSIS
for
AT&T
121 ALICE STREET, ARCADIA, CA 91006
P1
Project:Job No.:Calc. No.: Rev:
ARCADIA PRESBY SV0053 DCI- 1
Subject: Discipline:Equipment Support & Anchorage Check Arch./Civil/Structural
Design Criteria P2
Seismics Map P3
Equipment
Lateral Force Analysis P4
Existing Antenna Support and Anchorage Analysis P5~P18
Architecture - Engineering - Consulting
26 Executive Park Suite 170, Irvine, CA 92614 (T) 949-475-1000
TABLE OF CONTENTS
P2
Project:Job No.:Calc. No.: Rev:
ARCADIA PRESBY SV0053 DCI- 1
Subject: Discipline:Equipment Support & Anchorage Check Arch./Civil/Structural
Design Criteria
Scope of Design:
Antenna and RRU Support and Anchorage Analysis
Impacted Structure Analysis
Design Code:
2019 CBC, ASCE 7-16
Design Reference:
1 • Steel Structure AISC-360
2 • Wood Structure NDS 2018
3 • As built by RUSSNET USA, Inc.Dated 06/20/2005
Design Materials:
1 • Supporting Pipe ASTM A53, Fy=35 ksi
2 • Steel Angle ASTM A36, Fy = 36 ksi
3 • M. Bolt ASTM A307
4 • Lag Screw NDS 2018
5 • Steel HSS ASTM A500, Grade B, Fy = 46 ksi
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 Equipment (ASCE 29.5.1)
Wind speed= 110 mph
Risk Category II
Exposure category= C
Equipment Weight Projected Area Tangential Area
(N) Antenna, 6 total 64.5 lb. max. 5.3 ft2 3.2 ft2
(E) Antenna, 3 total 80 lb. max. 6 ft2 5 ft2
(N) RRU's, 3 total 72 lb. max. 2.6 ft2 1.1 ft2
(N) TMA Combiner, 6 total 30 lb. 0.56 ft2 0.42 ft2
(E) Antenna (by others), 8 total 120 lb. max. 7 ft2 6 ft2
(E) RRU's (by others), 3 total 72 lb. max. 2.6 ft2 1.1 ft2
Conclusion
1. Existing antenna support pipe and anchorage are sufficient for the induced loads.
2. Existing impacted structure is sufficient.
Architecture - Engineering - Consulting
26 Executive Park Suite 170, Irvine, CA 92614 (T) 949-475-1000
Design Criteria
P3
Project:Job No.:Calc. No.: Rev:
ARCADIA PRESBY SV0053 DCI- 1
Subject: Discipline:Equipment Support & Anchorage Check Arch./Civil/Structural
Architecture - Engineering - Consulting
26 Executive Park Suite 170, Irvine, CA 92614 (T) 949-475-1000
Seismic Parameter
P4
Project:Job No.:Calc. No.: Rev:
ARCADIA PRESBY SV0053 DCI- 1
Subject: Discipline:Equipment Support & Anchorage Check Arch./Civil/Structural
Design for :Antenna
Seismic Load per: Mechanical and Electrical Component (ASCE 13.6)
Ip (important factor) = 1
MCE short period SS=1.927
MCE 1 sec. period S1=0.673
Site Class= D
SDS= 1.542
ap (amplification factor)= 1 (ASCE Table 13.6-1)
Rp (modification factor)= 2.5 (ASCE Table 13.6-1)
Building height (H)= 75 ft
Equipment anchor elev.(Z)= 62 ft
Fp= 0.4x ap x SDS x (1+2x(Z/H)) / (Rp / Ip) x Wp (ASCE Eq. 13.3-1)
= 0.65 Wp
Fp,max.= 1.6 x SDS x Ip x Wp= 2.47 Wp (ASCE Eq. 13.3-2)
Fp,min.= 0.3 x SDS x Ip x Wp= 0.46 Wp (ASCE Eq. 13.3-3)
Using Lateral Force Eh = 0.65 Wp
Wind Load per Method 2 - Analysis Procedure (ASCE 30.11)
Design Wind Load for freestand panel (ASCE 29.5.1)
Wind speed= 110 mph
Risk Catagoly II
Exposure category= C
Topographic factor KZt = 1 (ASCE 26.8.2)
qh (velocity pressure)= 0.00256 Kz Kzt Kd V² I= 28.7 psf (ASCE Eq. 29.3-1)
Kz= 1.09 (ASCE Table 29.3-1)
Kd= 0.85 (ASCE Table 26.6-1)
P= qz G Cf =39 (ASCE Eq. 29.5-2)
G = 0.85 (ASCE 26.9)
Cf = 1.6 (ASCE Fig. 29.4-1)
Fh= 39 psf
Architecture - Engineering - Consulting
26 Executive Park Suite 170, Irvine, CA 92614 (T) 949-475-1000
Lateral Force Analysis
P5
Project:Job No.:Calc. No.: Rev:
ARCADIA PRESBY SV0053 DCI- 1
Subject: Discipline:Equipment Support & Anchorage Check Arch./Civil/Structural
New antenna pipe mounted on existing tower wall
Existing 2 std pipe
For pipe 2 std Fy= 35 ksi
S= 1.01 r= 0.952 K= 1 L= 4 ft Z= 1.37
D= 97 lb
E= 63 lb W = 133 lb Governs (exposed to wind ? Yes )
Use ASD Load condition D+0.6W
Kl/r= 50.4
P/W =33.3 kips
M/W =2.39 k-ft
8/9 x (P/ (Pn) + M/(Mn) )= 0.116 < 1 (OK)
Pmax.= 97 lb
M1= Pe + Fp L/2 =304.7 lb-ft
where e = 18.00 " (antenna offset from pipe)
Use 3/8 " A307 bolt
Required Pullout tension = 32 lb Required Shear = 49 lb
Fnt= 45 ksi (AISC Table J3.2)
Fnv= 27 ksi (AISC Table J3.2)
frv=0.27 ksi <Fnv/W = =13.5 ,where W =2 (OK)
F'nt=1.3 Fnt - W/Fnv X frv = 57.6 > Fnt using 45 ksi (AISC J3-3b)
frt=0.29 ksi <F'nt/W =22.5 ksi (OK)
The existing pipe mast and proposed anchorage to existing pipe is sufficient.
Pipe to Wall connection with lag screw connection per as built condition by Russnet USA Inc. datted 06/20/2005:
See next page for connection check:
Alternative check with connection to CMU or concrete wall per as built condition;
(2) 1/2" diameter Hilti KB II:
Vall = 2400 lb > Vreq. = 49 lb OK
Tall = 760 lb > Treq. = 32 lb OK
The proposed pipe to wall connection is sufficient.
Architecture - Engineering - Consulting
26 Executive Park Suite 170, Irvine, CA 92614 (T) 949-475-1000
Support Member Analysis
P6
Project:Job No.:Calc. No.: Rev:
ARCADIA PRESBY SV0053 DCI- 1
Subject: Discipline:Equipment Support & Anchorage Check Arch./Civil/Structural
Lag Screw Connection Design (ASD)
Design Tension T=31.7 lb
Design Shear V=48.5 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=33 deg
Za'= 424.0 >F= (T²+V²)^½ =58 (OK)
Anchorage Check
P7
Project:Job No.:Calc. No.: Rev:
ARCADIA PRESBY SV0053 DCI- 1
Subject: Discipline:Equipment Support & Anchorage Check Arch./Civil/Structural
Antenna Support beam HSS4x4x1/4 at top and bottom (worst case):
Seismic Load = 81 lb
Wind Load = 283 lb Governs (exposed to wind? Yes ) P1 P2 P2 P4
Weight = 123 lb
Gravity; Wind:
P1y = 68 lb P1x = 104 lb (1 ant + 1 RRU)
P2y = 40 lb P2x = 117 lb (1 ant)
P3y = 49 lb P3x = 66 lb (1 ant)1.0 ft 4.0 ft 1.0 ft
P4y = 32 lb P4x = 104 lb (1 ant)total: 5.0 ft
(not right to scale)
From Enercal:
R1y = 160 lb R2y = 160 lb (gravity)
R1x = 283 lb R2x = 283 lb (lateral)
My applied =178 lb-ft My allow = 10765 lb-ft
Mx applied =170 lb-ft Mx allow = 10765 lb-ft
My / My allow + Mx / Mx allow =0.03 < 1 OK
Existing steel tube HSS 4x4x1/4 beam (T&B) are sufficient.
Architecture - Engineering - Consulting
26 Executive Park Suite 170, Irvine, CA 92614 (T) 949-475-1000
Support Member Check
c c
Steel Beam
DCI PACIFICLic. # : KW-06007253
DESCRIPTION:4x4 Tube BM (gravity
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Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
File: tower tube.ec6
Project Title:Engineer:Project ID:
Printed: 8 MAR 2023, 1:20PM
Project Descr:
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Analysis Method :ksi
Bending Axis :Major Axis Bending
Completely UnbracedAllowable Strength Design Fy : Steel Yield :46.0 ksiBeam Bracing :E: Modulus :29,000.0
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Beam self weight calculated and added to loading
Load(s) for Span Number 1
Point Load : D = 0.1230 k @ 1.0 ft, (P1)
Point Load : D = 0.1230 k @ 5.0 ft, (P2)
.Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio =0.017: 1
Load Combination +D+H
Span # where maximum occurs Span # 1Location of maximum on span 2.990ft
0.1595 k
Mn / Omega : Allowable 10.765 k-ft Vn/Omega : Allowable
HSS4x4x1/4Section used for this span
Span # where maximum occursLocation of maximum on span Span # 1
Load Combination +D+H
25.423 k
Section used for this span HSS4x4x1/4
Ma : Applied
Maximum Shear Stress Ratio =0.006 : 1
0.000 ft
0.178 k-ft Va : Applied
0 <36012689Ratio =0 <180
Maximum DeflectionMax Downward Transient Deflection 0.000 in 0Ratio =<360Max Upward Transient Deflection 0.000 in Ratio =
Max Downward Total Deflection 0.006 in Ratio =>=180Max Upward Total Deflection 0.000 in
.Maximum Forces & Stresses for Load Combinations
Span #
Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios
M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length
+D+H
Dsgn. L = 6.00 ft 1 0.017 0.006 0.18 0.18 17.98 10.77 1.04 1.00 0.16 42.46 25.42
+D+L+H
Dsgn. L = 6.00 ft 1 0.017 0.006 0.18 0.18 17.98 10.77 1.04 1.00 0.16 42.46 25.42
+D+Lr+H
Dsgn. L = 6.00 ft 1 0.017 0.006 0.18 0.18 17.98 10.77 1.04 1.00 0.16 42.46 25.42
+D+S+H
Dsgn. L = 6.00 ft 1 0.017 0.006 0.18 0.18 17.98 10.77 1.04 1.00 0.16 42.46 25.42
+D+0.750Lr+0.750L+H
Dsgn. L = 6.00 ft 1 0.017 0.006 0.18 0.18 17.98 10.77 1.04 1.00 0.16 42.46 25.42
+D+0.750L+0.750S+H
Dsgn. L = 6.00 ft 1 0.017 0.006 0.18 0.18 17.98 10.77 1.04 1.00 0.16 42.46 25.42
+D+0.60W+H
Dsgn. L = 6.00 ft 1 0.017 0.006 0.18 0.18 17.98 10.77 1.04 1.00 0.16 42.46 25.42
+D+0.750Lr+0.750L+0.450W+H
Dsgn. L = 6.00 ft 1 0.017 0.006 0.18 0.18 17.98 10.77 1.04 1.00 0.16 42.46 25.42
+D+0.750L+0.750S+0.450W+H
Dsgn. L = 6.00 ft 1 0.017 0.006 0.18 0.18 17.98 10.77 1.04 1.00 0.16 42.46 25.42
+0.60D+0.60W+0.60H
Dsgn. L = 6.00 ft 1 0.010 0.004 0.11 0.11 17.98 10.77 1.04 1.00 0.10 42.46 25.42
Steel Beam
DCI PACIFICLic. # : KW-06007253
DESCRIPTION:4x4 Tube BM (gravity
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File: tower tube.ec6
Project Title:Engineer:Project ID:
Printed: 8 MAR 2023, 1:20PM
Project Descr:
Span #
Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios
M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length
+D+0.70E+0.60HDsgn. L = 6.00 ft 1 0.017 0.006 0.18 0.18 17.98 10.77 1.04 1.00 0.16 42.46 25.42+D+0.750L+0.750S+0.5250E+HDsgn. L = 6.00 ft 1 0.017 0.006 0.18 0.18 17.98 10.77 1.04 1.00 0.16 42.46 25.42+0.60D+0.70E+HDsgn. L = 6.00 ft 1 0.010 0.004 0.11 0.11 17.98 10.77 1.04 1.00 0.10 42.46 25.42.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
D Only 1 0.0057 3.010 0.0000 0.000
Location in SpanSpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl
Maximum Deflections for Load Combinations
+D+H 1 0.0057 3.010 0.0000 0.000
+D+L+H 1 0.0057 3.010 0.0000 0.000
+D+Lr+H 1 0.0057 3.010 0.0000 0.000
+D+S+H 1 0.0057 3.010 0.0000 0.000
+D+0.750Lr+0.750L+H 1 0.0057 3.010 0.0000 0.000
+D+0.750L+0.750S+H 1 0.0057 3.010 0.0000 0.000
+D+0.60W+H 1 0.0057 3.010 0.0000 0.000
+D+0.750Lr+0.750L+0.450W+H 1 0.0057 3.010 0.0000 0.000
+D+0.750L+0.750S+0.450W+H 1 0.0057 3.010 0.0000 0.000
+0.60D+0.60W+0.60H 1 0.0034 3.010 0.0000 0.000
+D+0.70E+0.60H 1 0.0057 3.010 0.0000 0.000
+D+0.750L+0.750S+0.5250E+H 1 0.0057 3.010 0.0000 0.000
+0.60D+0.70E+H 1 0.0034 3.010 0.0000 0.000
D Only 1 0.0057 3.010 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 0.160 0.160
Overall MINimum 0.096 0.096
+D+H 0.160 0.160
+D+L+H 0.160 0.160
+D+Lr+H 0.160 0.160
+D+S+H 0.160 0.160
+D+0.750Lr+0.750L+H 0.160 0.160
+D+0.750L+0.750S+H 0.160 0.160
+D+0.60W+H 0.160 0.160
+D+0.750Lr+0.750L+0.450W+H 0.160 0.160
+D+0.750L+0.750S+0.450W+H 0.160 0.160
+0.60D+0.60W+0.60H 0.096 0.096
+D+0.70E+0.60H 0.160 0.160
+D+0.750L+0.750S+0.5250E+H 0.160 0.160
+0.60D+0.70E+H 0.096 0.096
D Only 0.160 0.160
H Only
Steel Beam
DCI PACIFICLic. # : KW-06007253
DESCRIPTION:4x4 Tube BM (lateral)
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File: tower tube.ec6
Project Title:Engineer:Project ID:
Printed: 8 MAR 2023, 1:21PM
Project Descr:
CODE REFERENCES
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combination Set : ASCE 7-16
Material Properties
Analysis Method :ksi
Bending Axis :Major Axis Bending
Completely UnbracedAllowable Strength Design Fy : Steel Yield :46.0 ksiBeam Bracing :E: Modulus :29,000.0
.Service loads entered. Load Factors will be applied for calculations.Applied Loads
Beam self weight NOT internally calculated and added
Load(s) for Span Number 1
Point Load : W = 0.2830, E = 0.0810 k @ 1.0 ft, (P1)
Point Load : W = 0.2830, E = 0.0810 k @ 5.0 ft, (P2)
.Design OKDESIGN SUMMARY
Maximum Bending Stress Ratio =0.016: 1
Load Combination +D+0.60W+H
Span # where maximum occurs Span # 1Location of maximum on span 2.107ft
0.1698 k
Mn / Omega : Allowable 10.765 k-ft Vn/Omega : Allowable
HSS4x4x1/4Section used for this span
Span # where maximum occursLocation of maximum on span Span # 1
Load Combination +D+0.60W+H
25.423 k
Section used for this span HSS4x4x1/4
Ma : Applied
Maximum Shear Stress Ratio =0.007 : 1
0.000 ft
0.170 k-ft Va : Applied
0 <36012735Ratio =0 <180
Maximum DeflectionMax Downward Transient Deflection 0.009 in 7,641Ratio =>=360Max Upward Transient Deflection 0.000 in Ratio =
Max Downward Total Deflection 0.006 in Ratio =>=180Max Upward Total Deflection 0.000 in
.Maximum Forces & Stresses for Load Combinations
Span #
Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios
M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length
+D+H
Dsgn. L = 6.00 ft 1 0.000 17.98 10.77 1.00 1.00 -0.00 42.46 25.42
+D+L+H
Dsgn. L = 6.00 ft 1 0.000 17.98 10.77 1.00 1.00 -0.00 42.46 25.42
+D+Lr+H
Dsgn. L = 6.00 ft 1 0.000 17.98 10.77 1.00 1.00 -0.00 42.46 25.42
+D+S+H
Dsgn. L = 6.00 ft 1 0.000 17.98 10.77 1.00 1.00 -0.00 42.46 25.42
+D+0.750Lr+0.750L+H
Dsgn. L = 6.00 ft 1 0.000 17.98 10.77 1.00 1.00 -0.00 42.46 25.42
+D+0.750L+0.750S+H
Dsgn. L = 6.00 ft 1 0.000 17.98 10.77 1.00 1.00 -0.00 42.46 25.42
+D+0.60W+H
Dsgn. L = 6.00 ft 1 0.016 0.007 0.17 0.17 17.98 10.77 1.00 1.00 0.17 42.46 25.42
+D+0.750Lr+0.750L+0.450W+H
Dsgn. L = 6.00 ft 1 0.012 0.005 0.13 0.13 17.98 10.77 1.00 1.00 0.13 42.46 25.42
+D+0.750L+0.750S+0.450W+H
Dsgn. L = 6.00 ft 1 0.012 0.005 0.13 0.13 17.98 10.77 1.00 1.00 0.13 42.46 25.42
+0.60D+0.60W+0.60H
Dsgn. L = 6.00 ft 1 0.016 0.007 0.17 0.17 17.98 10.77 1.00 1.00 0.17 42.46 25.42
Steel Beam
DCI PACIFICLic. # : KW-06007253
DESCRIPTION:4x4 Tube BM (lateral)
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File: tower tube.ec6
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Printed: 8 MAR 2023, 1:21PM
Project Descr:
Span #
Summary of Moment ValuesLoad Combination Summary of Shear ValuesMax Stress Ratios
M V Mmax -Mmax +Rm VnxMa Max Mnx/Omega Cb Va MaxMnx Vnx/OmegaSegment Length
+D+0.70E+0.60HDsgn. L = 6.00 ft 1 0.005 0.002 0.06 0.06 17.98 10.77 1.00 1.00 0.06 42.46 25.42+D+0.750L+0.750S+0.5250E+HDsgn. L = 6.00 ft 1 0.004 0.002 0.04 0.04 17.98 10.77 1.00 1.00 0.04 42.46 25.42+0.60D+0.70E+HDsgn. L = 6.00 ft 1 0.005 0.002 0.06 0.06 17.98 10.77 1.00 1.00 0.06 42.46 25.42.
Location in SpanLoad CombinationMax. "-" Defl Location in SpanLoad Combination Span Max. "+" Defl
Overall Maximum Deflections
W Only 1 0.0094 3.010 0.0000 0.000
Location in SpanSpanMax. Downward Defl Location in SpanLoad Combination Span Max. Upward Defl
Maximum Deflections for Load Combinations
+D+0.60W+H 1 0.0057 3.010 0.0000 0.000
+D+0.750Lr+0.750L+0.450W+H 1 0.0042 3.010 0.0000 0.000
+D+0.750L+0.750S+0.450W+H 1 0.0042 3.010 0.0000 0.000
+0.60D+0.60W+0.60H 1 0.0057 3.010 0.0000 0.000
+D+0.70E+0.60H 1 0.0019 3.010 0.0000 0.000
+D+0.750L+0.750S+0.5250E+H 1 0.0014 3.010 0.0000 0.000
+0.60D+0.70E+H 1 0.0019 3.010 0.0000 0.000
W Only 1 0.0094 3.010 0.0000 0.000
E Only 1 0.0027 3.010 0.0000 0.000
.
Load Combination Support 1 Support 2
Vertical Reactions Support notation : Far left is #1 Values in KIPS
Overall MAXimum 0.283 0.283
Overall MINimum 0.043 0.043
+D+0.60W+H 0.170 0.170
+D+0.750Lr+0.750L+0.450W+H 0.127 0.127
+D+0.750L+0.750S+0.450W+H 0.127 0.127
+0.60D+0.60W+0.60H 0.170 0.170
+D+0.70E+0.60H 0.057 0.057
+D+0.750L+0.750S+0.5250E+H 0.043 0.043
+0.60D+0.70E+H 0.057 0.057
W Only 0.283 0.283
E Only 0.081 0.081
H Only
P12
Project:Job No.:Calc. No.: Rev:
ARCADIA PRESBY SV0053 DCI- 1
Subject: Discipline:Equipment Support & Anchorage Check Arch./Civil/Structural
Antenna Support tube post HSS10x4x1/4 at each corner (worst case):
Seismic Load = 346 lb
Wind Load = 525 lb Governs (exposed to wind? Yes ) P1 P2 P3 P4
Weight = 529 lb (4 ant. + 2 RRU + DC6) W
Gravity: Wind: Seismic:
P1y = 128 lb P1x = 241 lb 84 lb (2 ant + 1 RRU)
P2y = 128 lb P2x = 241 lb 84 lb (2 ant + 1 RRU)
P3y = 136 lb P3x = 254 lb 89 lb (2 ant + 1 RRU) 4.0 ft 4.0 ft 4.0 ft 4.0 ft
P4y = 136 lb P4x = 254 lb 89 lb (2 ant + 1 RRU) total: 16.0 ft
(not right to scale)
R1y = 194 lb R2y = 112 lb (gravity)
R1x = 178 lb R2x = 67 lb (lateral)
From Enercal:
My applied =6002 lb-ft My allow = 22954 lb-ft, min.
Mx applied =594 lb-ft Mx allow = 25423 lb-ft, min.
My / My allow + Mx / Mx allow =0.28 < 1 OK
Existing steel tube HSS10x4x1/4 post is sufficient.
Comparison of additional load to eixisting:
Gravity change: 153 lb
Wind change:13 lb at 4 ft & 8 ft
Seismic change:50 lb at 4 ft & 8 ft
By comparison, the combination of axial & bending due to additional load is about 2% of the allowable capacity,
and the additional shear is less than 0.3% of the allowable capacity. Therefore, the existing impacted structure
is adequate for the proposed scope of work.
Architecture - Engineering - Consulting
26 Executive Park, Irvine, CA 92614 (T) 949-475-1000
Support Member Check
Steel Column
DCI PACIFICLic. # : KW-06007253
DESCRIPTION:10x4 tube vert (fully load analysis)
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Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
File: tower tube.ec6
Project Title:Engineer:Project ID:
Printed: 8 MAR 2023, 1:51PM
Project Descr:
.Code References
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : ASCE 7-16
General Information
Steel Stress Grade
Top Free, Bottom FixedAnalysis Method :
16.0Overall Column Height
ft
Top & Bottom FixityAllowable Strength
Fy : Steel Yield
ksi29,000.0
ksi
Steel Section Name :HSS10x4x1/4
46.0
ft
E : Elastic Bending Modulus Y-Y (depth) axis :
X-X (width) axis :
Fully braced against buckling ABOUT Y-Y Axis
Fully braced against buckling ABOUT X-X Axis
Brace condition for deflection (buckling) along columns :
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 358.226 lbs * Dead Load Factor
AXIAL LOADS . . .
P1: Axial Load at 4.0 ft, D = 0.1280 k
P2: Axial Load at 8.0 ft, D = 0.1280 k
P3: Axial Load at 12.0 ft, D = 0.1360 k
P4: Axial Load at 16.0 ft, D = 0.1360 k
BENDING LOADS . . .
P1: Lat. Point Load at 4.0 ft creating My-y, W = 0.2410, E = 0.0840 k
P2: Lat. Point Load at 8.0 ft creating My-y, W = 0.2410, E = 0.0840 k
P3: Lat. Point Load at 12.0 ft creating My-y, W = 0.2540, E = 0.0890 k
P4: Lat. Point Load at 16.0 ft creating My-y, W = 0.2540, E = 0.0890 k
.DESIGN SUMMARY
PASS Max. Axial+Bending Stress Ratio =0.2641
Location of max.above base 0.0 ft
0.8862 k
169.952 k
0.0 k-ft
Load Combination +D+0.60W+H
Load Combination +D+0.60W+H
22.954 k-ft
Bending & Shear Check Results
PASS Maximum Shear Stress Ratio =
0.5940 k
0.02337 : 1
Location of max.above base 0.0 ftAt maximum location values are . . .
: 1
At maximum location values are . . .
k
43.613 k-ft
-6.002 k-ft
Pa : Axial
Pn / Omega : Allowable
Ma-x : Applied
Mn-x / Omega : Allowable
Ma-y : Applied
Mn-y / Omega : Allowable
Va : AppliedVn / Omega : Allowable
Maximum Load Reactions . .
(see tab for all)
Top along X-X 0.0 k
Bottom along X-X 0.990 k
Top along Y-Y 0.0 k
Bottom along Y-Y 0.0 k
Maximum Load Deflections . . .
Along Y-Y 0.0 in at 0.0ft above basefor load combination :
Along X-X 2.337 in at 16.0ft above base
for load combination :W Only
25.423
.
Maximum Axial + Bending Stress Ratios Maximum Shear RatiosLoad Combination Stress Ratio Location Stress Ratio Status LocationStatus
Load Combination Results
Cbx Cby KxLx/Rx KyLy/Ry
+D+H PASS PASS0.00 0.000 0.00 ftft0.005 1.00 1.00 0.00 0.00
+D+L+H PASS PASS0.00 0.000 0.00 ftft0.005 1.00 1.00 0.00 0.00+D+Lr+H PASS PASS0.00 0.000 0.00 ftft0.005 1.00 1.00 0.00 0.00+D+S+H PASS PASS0.00 0.000 0.00 ftft0.005 1.00 1.00 0.00 0.00
+D+0.750Lr+0.750L+H PASS PASS0.00 0.000 0.00 ftft0.005 1.00 1.00 0.00 0.00
+D+0.750L+0.750S+H PASS PASS0.00 0.000 0.00 ftft0.005 1.00 1.00 0.00 0.00+D+0.60W+H PASS PASS0.00 0.023 0.00 ftft0.264 1.00 1.00 0.00 0.00
+D+0.750Lr+0.750L+0.450W+H PASS PASS0.00 0.018 0.00 ftft0.199 1.00 1.00 0.00 0.00
+D+0.750L+0.750S+0.450W+H PASS PASS0.00 0.018 0.00 ftft0.199 1.00 1.00 0.00 0.00
+0.60D+0.60W+0.60H PASS PASS0.00 0.023 0.00 ftft0.263 1.00 1.00 0.00 0.00
Steel Column
DCI PACIFICLic. # : KW-06007253
DESCRIPTION:10x4 tube vert (fully load analysis)
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
File: tower tube.ec6
Project Title:Engineer:Project ID:
Printed: 8 MAR 2023, 1:51PM
Project Descr:
Maximum Axial + Bending Stress Ratios Maximum Shear RatiosLoad Combination Stress Ratio Location Stress Ratio Status LocationStatus
Load Combination Results
Cbx Cby KxLx/Rx KyLy/Ry
+D+0.70E+0.60H PASS PASS0.00 0.010 0.00 ftft0.109 1.00 1.00 0.00 0.00
+D+0.750L+0.750S+0.5250E+H PASS PASS0.00 0.007 0.00 ftft0.083 1.00 1.00 0.00 0.00+0.60D+0.70E+H PASS PASS0.00 0.010 0.00 ftft0.108 1.00 1.00 0.00 0.00
.
k k-ft
Note: Only non-zero reactions are listed.
Load Combination
X-X Axis Reaction Y-Y Axis ReactionAxial Reaction
@ Base @ Top@ Base @ Base @ Top
Maximum Reactions
@ Base @ Base@ Top @ Top
Mx - End Moments My - End Moments
+D+H 0.886
+D+L+H 0.886
+D+Lr+H 0.886
+D+S+H 0.886
+D+0.750Lr+0.750L+H 0.886
+D+0.750L+0.750S+H 0.886
+D+0.60W+H 0.886 -0.594 -6.002
+D+0.750Lr+0.750L+0.450W+H 0.886 -0.446 -4.502
+D+0.750L+0.750S+0.450W+H 0.886 -0.446 -4.502
+0.60D+0.60W+0.60H 0.532 -0.594 -6.002
+D+0.70E+0.60H 0.886 -0.242 -2.450
+D+0.750L+0.750S+0.5250E+H 0.886 -0.182 -1.838
+0.60D+0.70E+H 0.532 -0.242 -2.450
D Only 0.886
Lr Only
L Only
S Only
W Only -0.990 -10.004
E Only -0.346 -3.500
H Only
k k-ft
Item
X-X Axis Reaction Y-Y Axis ReactionAxial Reaction
@ Base @ Top@ Base @ Base @ Top
Extreme Reactions
Extreme Value @ Base @ Base@ Top @ Top
Mx - End Moments My - End Moments
MaximumAxial @ Base 0.886
Minimum"
MaximumReaction, X-X Axis Base 0.886
Minimum"-0.990 -10.004
MaximumReaction, Y-Y Axis Base 0.886
Minimum"0.886
MaximumReaction, X-X Axis Top 0.886
Minimum"0.886
MaximumReaction, Y-Y Axis Top 0.886
Minimum"-0.346 -3.500
MaximumMoment, X-X Axis Base 0.886
Minimum"0.886
MaximumMoment, Y-Y Axis Base 0.886
Minimum"-0.990 -10.004
MaximumMoment, X-X Axis Top 0.886
Minimum"0.886
MaximumMoment, Y-Y Axis Top 0.886
Minimum"0.886
.Maximum Deflections for Load Combinations
Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance
+D+H 0.0000 0.000 0.000 ftftinin0.000
+D+L+H 0.0000 0.000 0.000 ftftinin0.000
+D+Lr+H 0.0000 0.000 0.000 ftftinin0.000
+D+S+H 0.0000 0.000 0.000 ftftinin0.000
+D+0.750Lr+0.750L+H 0.0000 0.000 0.000 ftftinin0.000
+D+0.750L+0.750S+H 0.0000 0.000 0.000 ftftinin0.000
+D+0.60W+H 1.4020 0.000 0.000 ftftinin16.000
Steel Column
DCI PACIFICLic. # : KW-06007253
DESCRIPTION:10x4 tube vert (fully load analysis)
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
File: tower tube.ec6
Project Title:Engineer:Project ID:
Printed: 8 MAR 2023, 1:51PM
Project Descr:
Maximum Deflections for Load Combinations
Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance
+D+0.750Lr+0.750L+0.450W+H 1.0515 0.000 0.000 ftftinin16.000
+D+0.750L+0.750S+0.450W+H 1.0515 0.000 0.000 ftftinin16.000
+0.60D+0.60W+0.60H 1.4020 0.000 0.000 ftftinin16.000
+D+0.70E+0.60H 0.5726 0.000 0.000 ftftinin16.000
+D+0.750L+0.750S+0.5250E+H 0.4294 0.000 0.000 ftftinin16.000
+0.60D+0.70E+H 0.5726 0.000 0.000 ftftinin16.000
D Only 0.0000 0.000 0.000 ftftinin0.000
Lr Only 0.0000 0.000 0.000 ftftinin0.000
L Only 0.0000 0.000 0.000 ftftinin0.000
S Only 0.0000 0.000 0.000 ftftinin0.000
W Only 2.3367 0.000 0.000 ftftinin16.000
E Only 0.8179 0.000 0.000 ftftinin16.000
H Only 0.0000 0.000 0.000 ftftinin0.000
.Steel Section Properties :HSS10x4x1/4
R xx =
1.700
in
Depth =10.000 in
R yy =
3.480
in
Zy =10.000 in^3
J =47.400 in^4
Width =4.000 in
Wall Thick
=
0.250 in Zx =19.000 in^3
Area
=
6.170 in^2
Weight =22.389 plf
I xx =74.70 in^4
S xx =14.90 in^3 Cw =17.10 in^6Design Thick =0.233 in
I yy =17.700 in^4 C =17.100 in^3
S yy =8.870 in^3
Ycg =0.000 in
Sketches
Steel Column
DCI PACIFICLic. # : KW-06007253
DESCRIPTION:10x4 tube vert (additional loads analysis)
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
File: tower tube.ec6
Project Title:Engineer:Project ID:
Printed: 8 MAR 2023, 1:59PM
Project Descr:
.Code References
Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16
Load Combinations Used : ASCE 7-16
General Information
Steel Stress Grade
Top Free, Bottom FixedAnalysis Method :
16.0Overall Column Height
ft
Top & Bottom FixityAllowable Strength
Fy : Steel Yield
ksi29,000.0
ksi
Steel Section Name :HSS10x4x1/4
46.0
ft
E : Elastic Bending Modulus Y-Y (depth) axis :
X-X (width) axis :
Fully braced against buckling ABOUT Y-Y Axis
Fully braced against buckling ABOUT X-X Axis
Brace condition for deflection (buckling) along columns :
.Applied Loads Service loads entered. Load Factors will be applied for calculations.
Column self weight included : 358.226 lbs * Dead Load Factor
AXIAL LOADS . . .
P1: Axial Load at 4.0 ft, D = 0.07650 k
P2: Axial Load at 8.0 ft, D = 0.07650 k
BENDING LOADS . . .
P1: Lat. Point Load at 4.0 ft creating My-y, W = 0.0130, E = 0.050 k
P2: Lat. Point Load at 8.0 ft creating My-y, W = 0.0130, E = 0.050 k
.DESIGN SUMMARY
PASS Max. Axial+Bending Stress Ratio =0.01980
Location of max.above base 0.0 ft
0.5112 k
169.952 k
0.0 k-ft
Load Combination +D+0.70E+0.60H
Load Combination +D+0.70E+0.60H
22.954 k-ft
Bending & Shear Check Results
PASS Maximum Shear Stress Ratio =
0.070 k
0.002753 : 1
Location of max.above base 0.0 ftAt maximum location values are . . .
: 1
At maximum location values are . . .
k
43.613 k-ft
-0.420 k-ft
Pa : Axial
Pn / Omega : Allowable
Ma-x : Applied
Mn-x / Omega : Allowable
Ma-y : Applied
Mn-y / Omega : Allowable
Va : AppliedVn / Omega : Allowable
Maximum Load Reactions . .
(see tab for all)
Top along X-X 0.0 kBottom along X-X 0.10 k
Top along Y-Y 0.0 kBottom along Y-Y 0.0 k
Maximum Load Deflections . . .
Along Y-Y 0.0 in at 0.0ft above basefor load combination :
Along X-X 0.09121 in at 16.0ft above base
for load combination :E Only
25.423
.
Maximum Axial + Bending Stress Ratios Maximum Shear Ratios
Load Combination Stress Ratio Location Stress Ratio Status LocationStatus
Load Combination Results
Cbx Cby KxLx/Rx KyLy/Ry
+D+H PASS PASS0.00 0.000 0.00 ftft0.003 1.00 1.00 0.00 0.00
+D+L+H PASS PASS0.00 0.000 0.00 ftft0.003 1.00 1.00 0.00 0.00
+D+Lr+H PASS PASS0.00 0.000 0.00 ftft0.003 1.00 1.00 0.00 0.00+D+S+H PASS PASS0.00 0.000 0.00 ftft0.003 1.00 1.00 0.00 0.00+D+0.750Lr+0.750L+H PASS PASS0.00 0.000 0.00 ftft0.003 1.00 1.00 0.00 0.00
+D+0.750L+0.750S+H PASS PASS0.00 0.000 0.00 ftft0.003 1.00 1.00 0.00 0.00
+D+0.60W+H PASS PASS0.00 0.001 0.00 ftft0.006 1.00 1.00 0.00 0.00+D+0.750Lr+0.750L+0.450W+H PASS PASS0.00 0.000 0.00 ftft0.005 1.00 1.00 0.00 0.00
+D+0.750L+0.750S+0.450W+H PASS PASS0.00 0.000 0.00 ftft0.005 1.00 1.00 0.00 0.00
+0.60D+0.60W+0.60H PASS PASS0.00 0.001 0.00 ftft0.005 1.00 1.00 0.00 0.00+D+0.70E+0.60H PASS PASS0.00 0.003 0.00 ftft0.020 1.00 1.00 0.00 0.00+D+0.750L+0.750S+0.5250E+H PASS PASS0.00 0.002 0.00 ftft0.015 1.00 1.00 0.00 0.00
+0.60D+0.70E+H PASS PASS0.00 0.003 0.00 ftft0.019 1.00 1.00 0.00 0.00
.
Steel Column
DCI PACIFICLic. # : KW-06007253
DESCRIPTION:10x4 tube vert (additional loads analysis)
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
File: tower tube.ec6
Project Title:Engineer:Project ID:
Printed: 8 MAR 2023, 1:59PM
Project Descr:
k k-ft
Note: Only non-zero reactions are listed.
Load Combination
X-X Axis Reaction Y-Y Axis ReactionAxial Reaction
@ Base @ Top@ Base @ Base @ Top
Maximum Reactions
@ Base @ Base@ Top @ Top
Mx - End Moments My - End Moments
+D+H 0.511
+D+L+H 0.511
+D+Lr+H 0.511
+D+S+H 0.511
+D+0.750Lr+0.750L+H 0.511
+D+0.750L+0.750S+H 0.511
+D+0.60W+H 0.511 -0.016 -0.094
+D+0.750Lr+0.750L+0.450W+H 0.511 -0.012 -0.070
+D+0.750L+0.750S+0.450W+H 0.511 -0.012 -0.070
+0.60D+0.60W+0.60H 0.307 -0.016 -0.094
+D+0.70E+0.60H 0.511 -0.070 -0.420
+D+0.750L+0.750S+0.5250E+H 0.511 -0.053 -0.315
+0.60D+0.70E+H 0.307 -0.070 -0.420
D Only 0.511
Lr Only
L Only
S Only
W Only -0.026 -0.156
E Only -0.100 -0.600
H Only
k k-ft
Item
X-X Axis Reaction Y-Y Axis ReactionAxial Reaction
@ Base @ Top@ Base @ Base @ Top
Extreme Reactions
Extreme Value @ Base @ Base@ Top @ Top
Mx - End Moments My - End Moments
MaximumAxial @ Base 0.511
Minimum"
MaximumReaction, X-X Axis Base 0.511
Minimum"-0.100 -0.600
MaximumReaction, Y-Y Axis Base 0.511
Minimum"0.511
MaximumReaction, X-X Axis Top 0.511
Minimum"0.511
MaximumReaction, Y-Y Axis Top 0.511
Minimum"-0.100 -0.600
MaximumMoment, X-X Axis Base 0.511
Minimum"0.511
MaximumMoment, Y-Y Axis Base 0.511
Minimum"-0.100 -0.600
MaximumMoment, X-X Axis Top 0.511
Minimum"0.511
MaximumMoment, Y-Y Axis Top 0.511
Minimum"0.511
.Maximum Deflections for Load Combinations
Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance
+D+H 0.0000 0.000 0.000 ftftinin0.000
+D+L+H 0.0000 0.000 0.000 ftftinin0.000
+D+Lr+H 0.0000 0.000 0.000 ftftinin0.000
+D+S+H 0.0000 0.000 0.000 ftftinin0.000
+D+0.750Lr+0.750L+H 0.0000 0.000 0.000 ftftinin0.000
+D+0.750L+0.750S+H 0.0000 0.000 0.000 ftftinin0.000
+D+0.60W+H 0.0142 0.000 0.000 ftftinin16.000
+D+0.750Lr+0.750L+0.450W+H 0.0107 0.000 0.000 ftftinin16.000
+D+0.750L+0.750S+0.450W+H 0.0107 0.000 0.000 ftftinin16.000
+0.60D+0.60W+0.60H 0.0142 0.000 0.000 ftftinin16.000
+D+0.70E+0.60H 0.0638 0.000 0.000 ftftinin16.000
+D+0.750L+0.750S+0.5250E+H 0.0479 0.000 0.000 ftftinin16.000
+0.60D+0.70E+H 0.0638 0.000 0.000 ftftinin16.000
D Only 0.0000 0.000 0.000 ftftinin0.000
Steel Column
DCI PACIFICLic. # : KW-06007253
DESCRIPTION:10x4 tube vert (additional loads analysis)
Title Block Line 1
You can change this area
using the "Settings" menu item
and then using the "Printing &
Title Block" selection.
Title Block Line 6
Software copyright ENERCALC, INC. 1983-2020, Build:12.20.8.24
File: tower tube.ec6
Project Title:Engineer:Project ID:
Printed: 8 MAR 2023, 1:59PM
Project Descr:
Maximum Deflections for Load Combinations
Max. X-X Deflection Max. Y-Y Deflection DistanceLoad Combination Distance
Lr Only 0.0000 0.000 0.000 ftftinin0.000
L Only 0.0000 0.000 0.000 ftftinin0.000
S Only 0.0000 0.000 0.000 ftftinin0.000
W Only 0.0237 0.000 0.000 ftftinin16.000
E Only 0.0912 0.000 0.000 ftftinin16.000
H Only 0.0000 0.000 0.000 ftftinin0.000
.Steel Section Properties :HSS10x4x1/4
R xx =
1.700
in
Depth =10.000 in
R yy =
3.480
in
Zy =10.000 in^3
J =47.400 in^4
Width =4.000 in
Wall Thick
=
0.250 in Zx =19.000 in^3
Area
=
6.170 in^2
Weight =22.389 plf
I xx =74.70 in^4
S xx =14.90 in^3 Cw =17.10 in^6Design Thick =0.233 in
I yy =17.700 in^4 C =17.100 in^3
S yy =8.870 in^3
Ycg =0.000 in
Sketches