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HomeMy WebLinkAboutX2021-2807 - Calcs2tt Lf 2, 101,7 X20D-290�+ DCI PACIFIC/�� n AIEIC WORKS V � � "R"ft 0 All for AT&T STRUCTURAL CALCULATION SITE NAME: MARGUERITE SITE NUMBER: CLU3498/CLL03498 611 HELIOTROPE AVE., CORONA DEL MAR, CA 92625 Ooc%ten 5 f REN EN21 �Q FOFCA4�`'� .A 0 Issued for Submittals 15 14 A.W. B. Y. D. D. 9/22/2021 No. Reason for Revision Total # of Last sheet By Check Approved Date sheets # Record or Revisions Architecture - Engineering - Consulting 26 Executive Park, Irvine, CA 92614 (T) 949-475-1000 DCI PACIFIC TABLE OF CONTENTS AIEIC WORKS P1 Project: Job No.: Calc. No.: Rev: MARGUERITE CLU3498/CLL03498 1 0 Subject: Discipline: Antenna Mounting ArchJCiAUStructural Design Criteria P2 Seismics Map P3 Lateral Force Analysis P4 Antenna Support Pipe, Beam, and Mounting P5-1313 Brace Unistrut P-1000 P14 Architecture - Engineering - Consulting 26 Executive Park, Irvine, CA 92614 ( 949-475-1000 DCI PACIFIC Design Criteria AIEC WORKS P2 Project: Job No.: Calc. No.: 1 Rev: MARGUERITE CLU3498/CLL03498 0 Subject: Discipline: Antenna Mounting Arch./Civil/Structural Design Criteria Scope of Desian: • Antenna Support and Mounting Design Code: 2019 CBC, ASCE 7-16 Design Reference: 1 • Steel Structure AISC - 360 2 • Metal Structure ASIS 3 • Wood Structure 2018 NDS Design Materials: 1 - Steel Angle ASTM A36, Fy = 36 ksi 2 • Steel Pipe ASTM A53, Fy=35 ksi 3 • Metal Channel Brace Unistrut P-1000 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 (E) Antenna (CCI-HPA-65F-BUU-1 13.8 Ib, max. Project wind area = 21.4" x 14.4" x 7.3" (N) Antenna (Ericssion Air6469) 103 Ib, max. Project wind area = 31" x 15.9" x 8.7" (N) TMA / DC6 36 Ib, max. Project wind area =17.23" x 16.28" x 6.33" Conclusion: Antenna support pipe mast, support beam and TMA/ DC6 brace members are sufficient Architecture - Engineering - Consulting 26 Executive Park, Irvine, CA 92614 949-475-1000 DCI PACIFIC Seismic Parameter AIEIC WORKS P3 Project: Job No.: Calc. No.: Rev: MARGUERITE CLU3498/CLL03498 0 Subject: Discipline: Antenna Mounting ArchJCivil/Structural CLU3498 611 Heliotrope Ave, Corona Del Mar, CA 92625, USA Latitude, iorigftuclet 33 b00°069, -117:8719676 Date"l 9I231P021 6;38!42 PM Design Code Reference Document ASCE?-16 Risk Category.. 16 _ She Class. D" Default (See Section 11.9.3) Type. "Value Description Ss Ian MCER.ground motion. (for 02 second period) St ' 0.48 NICEKgrouhd"motion. (for lAs period) Seas 1.623 Site -modified spectral acceleration value SNI null -See Section Yl A:8 Site-mo(fifiedspectrol acceleration value SOS 7.082" Numeric seismicdesign value atO,Z second SA ..Sgt null -see section 114.8 Numeric seismicdesign value at 1.0 second SA Type Value Description SDC null -See Section 11.4.8- Seismicdesign. categbry Fa 12 Site amplification factor at 0.2 second F, null See Section 11 AS Site ampiifcation�factor at 1.6 second PGA 0.59 NKEG peak. ground acceleration FPGA 1.2 Sitz amplification factor at PGA PGAr t 0,708 Site modified peak ground acceleration '. Ti. 8 Long7,periocl transition period in seconds SAT 1,353 Probabilistic risk -targeted ground motion. (1),2 second) SSUH 1:.48.7 Factored uniform -hazard (2%probability of exceedance in 50 years) spectral acceleration: SsD 2,624 Factored deterministic acceleration value. (0.2 second) S1 RT 0,48 Probabilistic risk -targeted; ground motion. (1,13 second) S1UH .0,52 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. S1D 0;822 Factored deterministic acceleration value,(1.Osecond) PGAd 1457 Factored deterministic acceleration value. (PeakGround Acceleration) CRS" 0191 Mapped value. of the 6sk coefficient at short peiiotis CRi 0,922 Mapped value of the risk coefficient at a period of 1 s. Architecture - Engineering - Consulting 26 Executive Park, Irvine, CA 92614 (T) 949-475-1000 DCI PACIFIC Lateral Force Analysis AIEIc WORKS P4 Project: Job No.: Calc. No.: Rev: MARGUERITE CLU3498/CLL03498 0 Subject: Discipline: Antenna Mounting Arch./Civil/Structural Desion for: Antenna (antenna Level) Seismic Load per: Mechanical and Electrical Component (ASCE 13.6) Ip (important factor) = 1 MCE short period SS= 1.353'.. MCE 1 sec. period St= 0.480', Site Class= D SDS= 1.082'.. ap (amplification factor)= 1 (ASCE Table 13.6-1) Ric (modification factor)= 2.5 (ASCE Table 13.6-1) Building height (H)= 57.4 ft Equipment anchor elev.(Z)= 48 '',ft Fp= 0.4x ap x SDS x (1+2x(Z/H)) / (Rp / Ip) x Wp (ASCE Eq. 13.3-1) = 0.46 Wp Fp,max.= 1.6 x SDS x Ip x Wp= 1.73 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 = 0.46 Wp Wind Load per Method 2 - Directional Method Design Wind Load for Rooftop Equipment Wind speed= 0 mph (inside FRP Staple Risk Catagoly II Exposure category= C Topographic factor KZt = 1.00 1= 1 qh (velocity pressure)= 0.00256 Kz Kzt Kd V2 1= 0.00 psf (ASCE Eq. 29.3-1) Kz= 1.01 (ASCE Table 29.3-1) Kd= 0.85 (ASCE Table 26.6-1) P= qz G Cf (ASCE Eq. 29.4-1) G— 1 (ASCE 6.5.8) Cf = 1.9 (ASCE Fig. 19.4-1) P= qz G Cf-- 0.00 psf Fh= 0.00 xAwind Architecture - Engineering - Consulting 26 Executive Park, Irvine, CA 92614 (T) 949-475-1000 DCI PACIFIC Antenna Support Pipe AIEIC WORKS P5 Project: 766—N o.: Calc. No.: Rev: MARGUERITE CLU34981CLL03498 1 0 Subject: Discipline: Antenna Mounting Arch./Civil/Structural bb P1 = 13.8 x3 x 0.46 = 19 Ib at 9ft P2= 13.8x3x0.46 = 19 lb at6ft P3= 103 x3 x 0.46 = 142 Ib at 3ft Existing Pipe (OK) Reaction = 890 Ib Required T= 890 Ib Required V = (13.8 x 6 + 103 x 3) = 3921b Using 112 " O A307 boli Required Pullout tension= 890.011b Required Shear= 392.0 Ib Fnt= 45 ksi (AISC Table J3.2) Fnv= 24 ksi (AISC Table J3.2) ftv= 1.23 ksi < Fnv/S2 = = 12 ,where Q = 2 (OK) F'nt= 1.3 Fnt - t2/Fnv X fry = 53.9 > Fnt using 45 ksi (AISC J3 -3b) fit= 4.54 ksi < F'nt/92= 22.5 ksi (OK) Architecture - Engineering - Consulting 26 Executive Park, Irvine, CA 92614 ( 949-475-1000 Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block' selection. DESCRIPTION: Pipe CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy: Steel Yield: 36.0 ksi Beam Bracing: Completely Unbraced E: Modulus : 29,000.0 ksi Bending Axis: Major Axis Bending Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load(s) for Span Number 2 Point Load: E=0.0190k@9.0ft, (P1) Point Load: E=0.0190k@6.Oft,(P2) Point Load : E = 0.1420 k @ 3.0 ft, (P3) L :WUN SUMMARY. 1 0.000 6' Maximum Bending Stress Ratio = 0.389: 1 Maximum Shear Stress Ratio = 0.076 : 1 Section used for this span Pipe2STD Section used for this span Pipe2STD Me: Applied 0.498 k -ft Va : Applied 0.4977 k Mn / Omega: Allowable 1.281 k -ft Vn/Omega : Allowable 6.596 k Load Combination +0+0.70E+0.60H Load Combination +D+0.70E+H0H Location of maximum on span 1.000ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection 0.000 +D+0.7501 -r+0.7501 -+H 11.02 Max Downward Transient Deflection 1.352 in Ratio = 159>=120. 0.000 Max Upward Transient Deflection -0.004 in Ratio = 2,754 >=120. +D+0.7501-+0.750S+H Max Downward Total Deflection 0.946 in Ratio = 228 >=120. 1 Max Upward Total Deflection -0.003 in Ratio = 3934 >=120. 1.00 1.00 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # TV Mmax+ Mmax- Me Max Mnx Mnx10mega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 1.00 It 1 0.000 Dsgn. L = 9.00 it 2 0.000 +D+L+H 1.28 1.00 1.00 Dsgn. L = 1.00 it 1 0.000 Dsgn. L = 9.00 it 2 0.000 +D+Lr+H 11.02 6.60 Dsgn. L = 1.00 it 1 0.000 Dsgn. L = 9.00 it 2 0.000 +D+S+H 1.28 1.00 1.00 Dsgn. L = 1.00 it 1 0.000 Dsgn. L = 9.00 it 2 0.000 +D+0.7501 -r+0.7501 -+H 11.02 6.60 Dsgn. L= 1.00 ft 1 0.000 Dsgn. L= 9.00 ft 2 0.000 +D+0.7501-+0.750S+H 1.28 1.00 1.00 Dsgn. L= 1.00 it 1 0.000 2.14 1.28 1.00 1.00 -0.00 11.02 6.60 2.14 1.28 1.00 1.00 -0.00 11.02 6.60 2.14 1.28 1.00 1.00 -0.00 11.02 6.60 2.14 1.28 1.00 1.00 -0.00 11.02 6.60 2.14 1.28 1.00 1.00 -0.00 11.02 6.60 2.14 1.28 1.00 1.00 -0.00 11.02 6.60 2.14 1.28 1.00 1.00 -0.00 11.02 6.60 2.14 1.28 1.00 1.00 -0.00 11.02 6.60 2.14 1.28 1.00 1.00 -0.00 11:02 6.60 2.14 1.28 1.00 1.00 -0.00 11.02 6.60 2.14 1.28 1.00 1.00 -0.00 11.02 6.60 Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Protect Descr: Title Block" selection. +0.601)+0.70E+H Title Block Line 6 Panted: 24 SEP 2021, 4:27PM Steed BealflFile Ipeec6 Max Stress Ratios Software cownaht PNPRCAI (`. INC 19e32ngn Rwid 159n A 17 DESCRIPTION: Pipe -0.373 0.468 +D+0.70E+0.60H -0.498 0.624 +D+0.750L+0.750S+0.5250E+H -0.373 0.468 +0.601)+0.70E+H -0.498 0.624 Load Combination -0.711 Max Stress Ratios -max Summary of Moment Values Summary of Shear Values Segment Length Span # M V M + Mmax- Me Max Mnx MnxlOmega Cb Rm Va Max Vnx VnxlOmega Dsgn. L = 9.00 ft 2 0.000 2.14 1.28 1.00 1.00 -0.00 11.02 6.66 -M.60W+H Dsgn. L = 1.00 ft 1 0.000 2.14 1.28 1.00 1.00 -0.00 11.02 6.60 Dsgn. L = 9.00 ft 2 0.000 2.14 1.28 1.00 1.00 -0.00 11.02 6.60 +)+0.750 Lf+0.750L+0.450W+H Dsgn. L = 1.00 ft 1 0.000 2.14 1.28 1.00 1.00 -0.00 11.02 6.60 Dsgn. L = 9.00 ft 2 0.000 2.14 1.28 1.00 1.00 -0.00 11.02 6.60 +D+0.750L+0.750S+0.450W+H Dsgn. L = 1.00 ft 1 0.000 2.14 1.28 1.00 1.00 -0.00 11.02 6.60 Dsgn. L = 9.00 ft 2 0.000 2.14 1.28 1.00 1.00 -0.00 11.02 6.60 ,0.60D4.60W,0.60H Dsgn. L = 1.00 ft 1 0.000 2.14 1.28 1.00 1.00 -0.00 11.02 6.60 Dsgn. L = 9.00 ft 2 0.000 2.14 1.28 1.00 1.00 -0.00 11.02 6.60 +D+0.70E+0.60H Dsgn. L= 1.00 ft 1 0.389 0.075 -0.50 0.50 2.14 1.28 1.67 1.00 0.50 11.02 6.60 Dsgn. L = 9.00 ft 2 0.389 0.019 -0.50 0.50 2.14 1.28 1.00 1.00 0.13 11.02 6.60 +D+0.750L+0.750S+0.5250E+H Dsgn. L = 1.00 ft 1 0.291 0.057 -0.37 0.37 2.14 1.28 1.67 1.00 0.37 11.02 6.60 Dsgn. L = 9.00 ft 2 0.291 0.014 -0.37 0.37 2.14 1.28 1.00 1.00 0.09 11.02 6.60 +0.60D+0.70E+H Dsgn. L = 1.00 ft 1 0.389 0.075 -0.50 0.50 2.14 1.28 1.67 1.00 0.50 11.02 6.60 Dsgn. L= 9.00 ft 2 0.389 0.019 -0.50 0.50 2.14 1.28 1.00 1.00 0.13 11.02 6.60 Vertical Reactions Support notation: Far left is#1 Values in KIPS Load Combination Support Support2 Support Overall MINimum -0.373 0.468 +D+0.70E+0.60H -0.498 0.624 +D+0.750L+0.750S+0.5250E+H -0.373 0.468 +0.601)+0.70E+H -0.498 0.624 E Only -0.711 0.891 H Only Title Block Line 1 Project Title: You can change this area Engineer: using the "Settings" menu item Project ID: and then using the "Printing & Project Descr: Title Block" seledion. Va : Applied Title Block Line 6 Printed 24 SEP 2021, 5 23P Steel BeamFI Ipeec 12.934 k SoBwammrnnaht FNFRCAIC INC 19R39n90 Ruiid I99na19 '. DESCRIPTION: Angle Beam (gravity) CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield : 36.0 ksi Beam Bracing: Completely Unbraced E: Modulus : 29,000.0 ksi Bending Axis: Major Axis Bending Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Load(s) for Span Number 1 Point Load: D=0.3920k@2.50ft, (P1) Point Load: D=0.1570k@2.50ft,(132) urbluly JUMMAKY Maximum Bending Stress t<auo = U.307 : 1 Maximum Jnear Stress Hfatio = 0.022 :1 Section used for this span L4x4xl/4 Section used for this span L4x4xl/4 Me: Applied 0.707 k -ft Va : Applied 0.2910 k Mn / Omega: Allowable 2.015 k -ft Vn/Omega : Allowable 12.934 k Load Combination +D+H Load Combination +D+H Location of maximum on span 2.500ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection 0.351 0.022 0.71 Max Downward Transient Deflection 0.000 in Ratio = 0 <240.0 Max Upward Transient Deflection 0.000 in Ratio = 0 <240.0 0.351 Max Downward Total Deflection 0.030 in Ratio= 2024 >=120. +D+S+H Max Upward Total Deflection 0.000 in Ratio = 0 <120.0 Maximum Forces & Stresses for Load Combinations 2.01 Load Combination Max Stress Ratios 1.31 1.00 Summary of Segment Length Span# MV 3.36 Mmax+ Mmax- Me Max +D+H 2.01 1.31 1.00 3.36 2.01 Dsgn. L = 5.00 ft 1 0.351 0.022 0.71 0.71 +D+L+H 1.31 1.00 3.36 2.01 1.31 1.00 Dsgn. L= 5.00ft 1 0.351 0.022 0.71 0.71 +D+Lr+H Dsgn. L= 5.00 ft 1 0.351 0.022 0.71 0.71 +D+S+H Dsgn. L = 5.00 ft 1 0.351 0.022 0.71 0.71 +D+0.750Lr+0.750L+H Dsgn. L = 5.00 ft 1 0.351 0.022 0.71 0.71 +D-0.750L-0.750S+H Dsgn. L = 5.00 ft 1 0.351 0.022 0.71 0.71 +D+0.60W+H Dsgn. L = 5.00 ft 1 0.351 0.022 0.71 0.71 +D+0.750Lr+0.750L+0.450 W+H Dsgn. L = 5.00 ft 1 0.351 0.022 0.71 0.71 ,D+0.750L-0.750S+0.450 W+H Dsgn. L = 5.00 ft 1 0.351 0.022 0.71 0.71 +0.60D+0.60W.0.60H Dsgn. L = 5.00 ft 1 0.211 0.013 0.42 0.42 Mnx Mnx/Omega Cb Rm 3.36 2.01 1.31 1.00 3.36 2.01 1.31 1.00 3.36 2.01 1.31 1.00 3.36 2.01 1.31 1.00 3.36 2.01 1.31 1.00 3.36 2.01 1.31 1.00 3.36 2.01 1.31 1.00 3.36 2.01 1.31 1.00 3.36 2.01 1.31 1.00 3.36 2.01 1.31 1.00 0.29 21.60 12.93 0.29 21.60 12.93 0.29 21.60 12.93 0.29 21.60 12.93 0.29 21.60 12.93 0.29 21.60 12.93 0.29 21.60 12.93 0.29 21.60 12.93 0.29 21.60 12.93 0.17 21.60 12.93 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: Angle Beam (gravity) Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span# MV Mmax+ Mmax- Ma Max Mnx MnxlOmega Cb Rm Va Max Vnx VnxlOmega Dsgn. L = 5.00 ft 1 0.351 0.022 0.71 0.71 3.36 2.01 1.31 1.00 0.29 21.60 12.93 +D+0.750L+0.750S+0.5250E+H +D+L+H 0.291 0.291 +D+Lr+H Dsgn. L = 5.00 ft 1 0.351 0.022 0.71 0.71 3.36 2.01 1.31 1.00 0.29 21.60 12.93 +0.601)+0.70E+H 0.291 0.291 +D+0.750L+0.750S+H 0.291 Osgn.L= 5.00ft 1 0.211 0.013 0.42 0.42 3.36 2.01 1.31 1.00 0.17 21.60 12.93 Vertical Reactions 0.291 +D+0.750L+0.750S+0.450W+H Support notation: Far Jell is#1 Values in KIPS Load Combination Support Support +D+0.70E+0.60H 0.291 Overall MINimum 0.175 0.175 +D+H 0.291 0.291 +D+L+H 0.291 0.291 +D+Lr+H 0.291 0.291 +D+S+H 0.291 0.291 +D+0.750Lr+0.750L+H 0.291 0.291 +D+0.750L+0.750S+H 0.291 0.291 +D+0.60W+H 0.291 0.291 +D+0.750Lr+0.750L+0.450W+H 0.291 0.291 +D+0.750L+0.750S+0.450W+H 0.291 0.291 +0.60D460W+0.60H 0.175 0.175 +D+0.70E+0.60H 0.291 0.291 +D+0.750L+0.750S+0.5250E+H 0.291 0.291 +0.60D+0.70E+H 0.175 0.175 D Only 0.291 0.291 H Only Title Block Line 1 You can change this area using the "Settings" menu item and then using the"Printing & Title Block" selection. Project Title: Engineer: Project ID: Project Descr: Panted: 24 SEP 2021, 5:24PM DESCRIPTION: Angle Beam (lateral) CODE REFERENCES Calculations per AISC 360-16, IBC 2018, CBC 2019, ASCE 7-16 Load Combination Set: ASCE 7-16 Material Properties Analysis Method: Allowable Strength Design Fy : Steel Yield: 36.0 ksi Beam Bracing : Completely Unbraced E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight NOT internally calculated and added Load(s) for Span Number 1 Point Load: E = 0.890 k @ 2.50 ft. (PI) Point Load: D = 0.1570, E = 0.07245 k @ 2.50 ft, (P2) DESIGN SUMMARY •' Maximum Bending Stress Ratio = 0.515: 1 Maximum Shear Stress Ratio = 0.032 : 1 Section used for this span L4x4x1/4 Section used for this span L4x4x114 Me: Applied 1.038 k -ft Va : Applied 0.4154 k Mn / Omega : Allowable 2.016 k -ft Vn/Omega : Allowable 12.934 k Load Combination +D+0.70E+0.60H Load Combination +D+0.70E+0.60H Location of maximum on span 2.500ft Location of maximum on span 2.520 ft Span # where maximum occurs Span # 1 Span # where maximum occurs Span # 1 Maximum Deflection Max Downward Transient Deflection 0.050 in Ratio = 1, 198>=240. 0.20 Max Upward Transient Deflection 0.000 in Ratio = 0 <240.0 1.32 1.00 Max Downward Total Deflection 0.043 in Ratio= 1388 >=120. +D+L+H Max Upward Total Deflection 0.000 in Ratio = 0 <120.0 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax+ Mmax- Me Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega ,D -H Dsgn.L= 5.00ft 1 0.097 0.006 0.20 0.20 3.37 2.02 1.32 1.00 0.08 21.60 12.93 +D+L+H Dsgn.L= 5.00ft 1 0.097 0.006 0.20 0.20 3.37 2.02 1.32 1.00 0.08 21.60 12.93 +D+Lr+H Dsgn. L = 5.00ft 1 0.097 0.006 0.20 0.20 3.37 2.02 1.32 1.00 0.08 21.60 12.93 +D -S -H Dsgn. L = 5.00ft 1 0.097 0.006 0.20 0.20 3.37 2.02 1.32 1.00 0.08 21.60 12.93 +D+0.750Lr+0.750L+H Dsgn. L = 5.00ft 1 0.097 0.006 0.20 0.20 3.37 2.02 1.32 1.00 0.08 21.60 12.93 +DA.750L+0.750S+H Dsgn.L= 6.00ft 1 0.097 0.006 0.20 0.20 3.37 2.02 1.32 1.00 0.08 21.60 12.93 +D+0.60W+H Dsgn. L = 5.00ft 1 0.097 0.006 0.20 0.20 3.37 2.02 1.32 1.00 0.08 21.60 12.93 +D+0.750Lr+0.750LA,450 W+H Dsgn.L= 5.00ft 1 0.097 0.006 0.20 0.20 3.37 2.02 1.32 1.00 0.08 21.60 12.93 +D+0.750L+0.750S+0.450 W+H Dsgn.L= 5.00ft 1 0.097 0.006 0.20 0.20 3.37 2.02 1.32 1.00 0.08 21.60 12.93 +0.60D+0.60W+0.60H Dsgn.L= 5.00ft 1 0.058 0.004 0.12 0.12 3.37 2.02 1.32 1.00 0.05 21.60 12.93 Title Block Line 1 You can change this area using the "Settings" menu item and then using the "Printing & Title Block" selection. Project Title: Engineer: Project ID: Project Descr: DESCRIPTION: Angle Beam (lateral) Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax+ Mmax - Me Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 5.00 ft 1 0.515 0.032 1.04 1.04 3.37 2.02 1.32 1.00 0.42 21.60 12.93 +D+0.7501+0.750S+0.5250E+H +D+L+H 0.079 0.079 +D+Lr+H Dsgn. L= 5.008 1 0.411 0.026 0.83 0.83 3.37 2.02 1.32 1.00 0.33 21.60 12.93 +0.601)+0.70E+H 0.079 0.079 +D+0.750L+0.750S+H 0.079 Dsgn. L = 5.0011 1 0.476 0.030 0.96 0.96 3.37 2.02 1.32 1.00 0.38 21.60 12.93 Vertical Reactions 0.079 +D+0.750L+0.750S+0.450W+H Support notation:Farleftis#1 Values in KIPS Load Combination Support 1 Support 2 +D+0.70E+0.60H 0.415 Overall MINimum 0.047 0.047 +D+H 0.079 0.079 +D+L+H 0.079 0.079 +D+Lr+H 0.079 0.079 +D+S+H 0.079 0.079 +D+0.7501 -r+0.7501 -+H 0.079 0.079 +D+0.750L+0.750S+H 0.079 0.079 +D+0.60W+H 0.079 0.079 +D+0.7501 -r+0.7501 -+0.450W+11 0.079 0.079 +D+0.750L+0.750S+0.450W+H 0.079 0.079 +0.60D+0.60W+0.60H 0.047 0.047 +D+0.70E+0.60H 0.415 0.415 +1)+0.7501+0.750S+0.5250E+1A 0.331 0.331 -0.60D4.70E,H 0.384 0.384 D Only 0.079 0.079 E Only 0.481 0.481 H Only DCI PACIFIC Post Base Anchorage AIEIC WORKS P13 Project: Job No.: Calc. No.: Rev: MARGUERITE CLU3498/CLL03498 1 0 Subject: Discipline: Antenna Mounting ArchJCivil/Structural Lan Screw Connection Design Design Tension T=, 290.011b Design Shear V= 480.011b Using 1/2 "B' Lag Scerw w/ '.. 6 " embedment Per 2015 NDS Table 12J or 12K, Z= 320Ib Per 2015 NDS Table 12.2A, W= 378 lb Per 2015 NDS Table 11.3.1 Z'=ZxCDxCMxCtxCgxC4 xCeg where CD 1.6 (seismic & wind loads) CM I'(<19%) Ct 1''(Ts 100°F) Cg 1 C4 1.00 (edge distance = 2 ") Ceg 0.75 Z'= 512 Ib W'= 454 Ib For Combinated Lateral and Withdrawal loads Per 2015 NDS eq. 12.4-1 Za'= 654 > Design Force (OK) Architecture - Engineering - Consulting 26 Executive Park, Irvine, CA 92614 (T) 949-475-1000 DCI PACIFIC Antenna & RRU Brace AIEIC WORKS P14 Project: Job No.: Calc. No.: Rev: MARGUERITE CLU34981CLL03498 0 Subject: Discipline: Antenna Mounting ArchJCivil/Structural P-1000 Unistrut Brace (3 TMA or DC 6I at each Unistrut) y At Y-Y axial (gravity loads) P1= 0 at1ft L L P2= 0 at3ft 6f P3= 0 at5ft My max. 0 AtX-X axial (lateral loads) P1= 35x0.46=16.1 at1ft P2= 35x0.46=16.1 at3ft P3= 35x0.46=16.1 at5ft Mx max.= 72.5 lb-ft Using Unistrut P-1000 T A=0.556 1=0.185 My allow = 5070 x 0.85 = 4309.5 Ib-in Mx allow= 5070 x 0.85 x 1.45 = 6230 Ib-in (S1 = 0.2 ,S2= 0.29 ,S2/S1= 1.446 ) My/Myallow+Mx/Mxallow= 0.20 < 1 (01� Mounting V 35x3/2 = 52.5 Ib Mounting T =16.1 x 3 / 2 = 24.2 Channel Nut Allowable Pull-Out Resistance Torque Size- Strength to Slip Ft•Lbs Channel Thread Gauge Lbs (RN) Lbs (W) (N•m) Using 1/4" Obolt P1000 W,-13 12 2,000 1,500 50 P3000 8.90 6.67 70 P5000 1,400 1,000 35 V allow = 300 Ib P5500 Ym"-14 12 6.23 4.45 50 Tallow = 600 lb 3W -16 12 1,000 800 19 4.45 3.56 25 ''/+e'- 18 12 800 500 11 (V/ V allow)A5/3 + (T / T allow) A 5/3 = 0.06 < 1(01) 3.56 2.22 15 Y<" - 20 12 600 300 6 2.67 1.33 8 Architecture - Engineering - Consulting 26 Executive Park, Irvine, CA 92614 (T) 949-475-1000