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BLD2021-0102+Structural_Calculations+1.26.2021_12.13.50_PM+2010357smartlink Mr. John Evans Smartlink, LLC 11410 Northeast 122nd Way Kirkland, WA 98034 (415) 265-8200 Date: December 22, 2020 Subject: Rooftop Structural Analysis Report AT&T Designation: Site USID: 20533-A Site FA: 10092667 Site Name: PUGET DRIVE Turf Vendor Number: SN61 I� MORRISON HERSHFIELD Morrison Hershfield 1455 Lincoln Parkway, Suite 500 Atlanta, GA 30346 (770) 379-8500 Site Address: 1414 9th Avenue North, Edmonds, Snohomish County, WA 98020 Site Coordinates: Latitude: 47' 49' 18.29" N, Longitude: 122' 21' 57.86" W Tower Description: 46.3± ft — Building w/ Screen Wall Mount Description: Antenna Pipe Mount Morrison Hershfield Project Number: SML-055 / 2000479 Dear Mr. Evans, Morrison Hershfield is pleased to submit this "Rooftop Structural Analysis Report" to determine the structural integrity of existing antenna mounting system for the existing and proposed antenna and equipment on the above -mentioned supporting structure. This analysis has been performed in accordance with the 2015 International Building Code based upon an ultimate 3-second gust wind speed of 110 mph. Applicable Standard references and design criteria are listed in Section 2 - Analysis Criteria. Our analysis demonstrates that the existing and proposed mounts and building structure ARE in conformance with the requirements of the above noted standards under the effects of loading described. Summary of Results Mount Components 40.4% Sufficient *Building Structure (Gravity) <5% Sufficient **Building Structure (Lateral) <10% Sufficient *2015 IEBC Section 1103.2, Exception 1 **2015 IEBC Section 1103.3, Exception 2 We at Morrison Hershfield appreciate the opportunity of providing our continuing professional services to you and Smartlink, LLC. If you have any questions or need further assistance on this or any other projects, please give us a call. Respectfully submitted by: Morrison Hershfield G. Lance Cooke, P.E. (WA License No. 42237) Senior Engineer Morrison Hershfield Rooftop Structural Analysis Report Project Number. SML-055 / 2000479 December 22, 2020 Page 2 1.0 INTRODUCTION This is a 46.3± ft building with screen wall constructed of structural steel & masonry. Existing and proposed antennas and equipment are to be installed at a mount elevation of 43.2 ft & 42.4 ft in sector A & B, mounted to the existing chimney walls and at a mount elevation of 43.2 ft in sector C inside the screen wall. 2.0 ANALYSIS CRITERIA The following design parameters have been used in our analysis: Design Standard: 2015 International Building Code ASCE 7-10, Minimum Design Loads for Building and Other Structures AISC 325-15, Manual of Steel Construction ACI 318-14, Building Code Requirements for Structural Concrete Design Wind Speed: 110 mph (Ultimate 3-sec gust) with no radial ice Risk Category: II Exposure Category: C Topographic Factor, Kt: 1.0 Seismic Ss: 1.278 Seismic Si: 0.501 The structural analysis was based on the following documentation: Table 1 — Documentation Document Description Source Structural Calculations Cornerstone Engineering, Inc., Client j Proect No: 09-69015, dated 04/20/2009 Structural Calculations Morrison Hershfield, MH j Proect No: 8100200.00, dated 06/14/2011 As -Built Construction Drawings Camp+ Associates, Client Job No. SN61, dated 02/16/2016 Mount Analysis Report Morrison Hershfield, j MH Proect No. GED-356R1 / 7170287, dated 08/31/2017 Design Review Form Smartlink, LLC, Client Site ID: SN61, dated 12/09/2020 RF Data Sheet AT&T, Client RFDS Name: STTLWASN61, dated 12/04/2020 m0 Rooftop Structural Analysis Report Project Number. SML-055 / 2000479 December 22, 2020 Page 3 3.0 ANALYSIS LOADING The existing and proposed antennas, transmission lines and other equipment considered in this analysis were provided by the client and are noted in Table 2. Table 2 — Antenna Loads Mount C.L ft Antenna C.L ft Antenna Description Location Note PROPOSED 43.2 (Sector A & C) 42.4 (Sector B) 43.2 (Sector A & C) 42.4 (Sector B) (2) Cellmax CMA-UBTMLBMLBHH/6516/16/21/21 Panel 1300/2200 1 (1) Kathrein 800372965 Panel 20° (3) Nokia AIRSCALE RRH 4T4R B5 160W RRH - (3) Kathrein 78211288 Combiner (3) Site Pro 1 #SP250 Wall Mount EXISTING 43.2 (Sector & A &C) (Sector B) 43.2 (Sector A&C) 42.4 (Sector B) (3) Kathrein 80010864 Panel 200/1300/2200 2 (3) Lucent B25 RRH4X30-4R RRH - (3) Lucent B66A RRH4X45-4R RRH (3) Nokia Flexi RRH 4T4R B14 160W FRBI RRH (3) Lucent RRH2X40W-07-L RRH (3) Lucent RRH4X25-WCS-4R RRH (6) Kathrein 78211287 Combiner (3) Raycap FC12-PC6-10E J-Box (9) Raycap DC2-48-60-0-9E J-Box (3) Kathrein 80010991 Panel 20°/130°/220° 3 Note: Any discrepancies in loading from this listing should be brought to Morrison Hershfield's attention; results of this assessment cannot be used if the loading is different. 1. Proposed antennas and equipment. 2. Existing antennas and equipment to remain. 3. Existing antenna and equipment to be removed and have not been considered in this analysis. m0 Rooftop Structural Analysis Report Project Number: SML-055 / 2000479 December 22, 2020 Page 4 4.0 ANALYSIS PROCEDURE RISA-3D (version 18.0.1), a commercially available analysis software package, was used to create a three- dimensional model of the antenna mounting system and calculate member stresses for various loading cases. Wind and seismic loading on equipment for various loading cases were determined in accordance with ASCE 7-10. Select output from the analysis is included in the report. 5.0 ASSUMPTIONS 1) The building, foundation, and antenna supporting mounts were constructed according to applicable code. 2) The building and antenna supporting mounting system have been maintained according to construction document and manufacturer's specifications. 3) The building and its components, including antenna supporting mounts have not been compromised. 4) The analysis of the existing building and its foundation is outside of the scope of this report and has not been performed. 5) The analysis will be required to be revised if the existing conditions in the field differ from those shown in the above -referenced documents or assumed in this analysis. No allowance was made for any damaged, missing, or rusted members. 6) Steel grades have been assumed as follows, unless noted otherwise: Channel, Solid Round, Angle, Plate ASTM A36 (GR 36) HSS (Rectangular) ASTM 500 (GR B-46) HSS (Round) ASTM 500 (GR B-42) Pipe ASTM A53 (GR 35) Connection Bolts ASTM A325 U-Bolts ASTM A307 Unistrut — P1000 ASTM A570 (GR 33) 7) The existing connection details are taken from the structural calculations completed by Cornerstone Engineering, Inc., Project No: 09-69015, dated 04/20/2009, and the mount geometry details are assumed based on photos, dated 02/11/2016, and is considered to be correct. 8) The existing and proposed loading for AT&T are taken from their RF Data Sheet, RFDS Name: STTLWASN61, dated 12/04/2020, and from the design review form by Smartlink, LLC, Site ID: SN61, dated 12/09/2020, and is considered to be correct. This analysis may be affected if any assumptions are not valid or have been made in error. Morrison Hershfield should be notified to determine the effect on the structural integrity of the antenna mounting system. m• Rooftop Structural Analysis Report Project Number: SML-055 / 2000479 December 22, 2020 Page 5 6.0 SUMMARY OF RESULTS The following tables summarize the location and utilized percentage of available capacity for each component of the mount. With consideration to the appropriate safety factors, 100% represents the full capacity of the component. Percentages below 100% indicate available capacity and conformance of the component. Percentages between 100% and 105% indicate an acceptable capacity. Percentages above 105% indicate an overstressed situation requiring structural modification to ensure conformance with the applicable codes and standards. Based on our analysis results, the existing and proposed mounts ARE within capacity to support the loads under the current loading scenario. Table 3 — Component Stresses vs. Capacity (Antenna Pipe Mount) Notes Component Critical Mount % Capacity Pass / Fail Member Centerline (ft) 1 Mast Pipe M7 43.2 20.2 Pass 1 Connection Check - 43.2 40.4 Pass Structure Rating (max from all components) = 40.4% Notes: 1) See additional documentation in "Additional Calculations" for calculations supporting the % capacity consumed. 7.0 RECOMMENDATIONS The existing and proposed mounts and building have sufficient capacity to support the proposed loading configuration. No modifications are required at this time. ATTACHMENTS: Mount Analysis Input & Output, Building Analysis Input & Output, Additional Calculations, Mount Assembly Drawings and RF Data Sheet m• MOUNT ANALYSIS IPUT & OUTPUT Morrison Hershfield Rooftop Structural Analysis Report Project Number: SML-055 / 2000479 December 22, 2020 Page 7 ALPHA, BETA & GAMMA LOADING SECTORS AL.k Alpha Gamma Beta m• Rooftop Structural Analysis Report Project Number: SML-055 / 2000479 December 22, 2020 Page 8 WIND LOAD CALCULATIONS ON APPURTENANCES Code: I International Building Code 2015 Occupancy: 0 ccu pan cy Grou p = B Business 99, Risk Category & ImpiDrtance Factors: Risk Categary Category II : All bldgs and other structures except those listed in Categories I, III, & IV Wind Loads - Other Structures: ASCE 7- 10 Ultimate 'Wind Pressures V�ind Factor = 1.00 Gust Effect Factor (G) = 0.85 Ultimate Wind Speed= 110 mph Kzt ' 1.00 Exposure = C 1. AT&T Proposed (1) Cellmax CMA-UBTMLBMLBHH/6516/16/21/21 Panel; (72.4"x27.2"x7.7", Wt. = 85.0 Ibs), Total (2) Front A. Solid Freestanding Walls & Solid Signs (& open signs With less than 30% open) sJh = 0.1- Case A & D Gist to sign tap (h) 43.2 ft BJs = 0.38 C, = 1.95 Height (s) &C ft LrJs = 0.00 F = qz G Cf As = 43,9 As Width (D) 2.3 ft Kz = 1.061 As = 1'.- sf Wall Return (Lr) qz= 27.9 psf F = 001 Ibs Directionality (Kd) 0.85 1 ASCE7 Load Combinations Use( Side A. Solid Freestanding Nulls & Solid Signs (& open signs With less than 30% cpen� sJh= 0.1Li CaseA&G Gist to sign top (h) 43.2 ft BJs = 0.11 C. = 1.90 Height (s) 6.0 ft LrJs = 0.00 F = qz G Cf As = 45,0 As Width CR) 0.6 ft Kz = 1.061 As = '. ? s f Wall Return (Lr) = qz = 27.9 psf F = 174 Ibs Directionality (Kd) 0.85 ASCE7 Load Combinations Use( 2. AT&T Proposed (1) Kathrein 800372965 Panel; (78.7"x14.9"x6.5", Wt. = 79.0 Ibs), Total (1) Front A. Solid Freestandina Malls & Solid Signs ii& or)en signs with less than 30% men Dist to sign tap (h) Height (s) W dth (5) Wall Return (Lr) _ Directionality (Kd) sih = 0.15 4a.2 ft Bis = 0.19 6.6 ft Lr1s = 0.00 1.2 ft Kz = 1.061 z = 27.9 psf 0.85 ASCE7 Load Combinations Use( v Case A& D C. = 1.86 F=qzG CfAs = 44.0 As As 8.1 sf F = 359 Ibs m0 Rooftop Structural Analysis Report Project Number. SML-055 / 2000479 December 22, 2020 Page 9 Side A. Solid Freestanding Walls & Solid Signs (& open signs With less than 30% open) sfh = 0.15 Case A & B Dist to sign tap (h) 43.2 ft Bfs = 0.08 C. = 1.92 Height (s) 6.6 ft Lrfs = 0.00 F = vz C Cf As = 45.5 As Withh (B) 0.5 ft Kz = 1.061 As 3.6 sf Wall Return (Lr) CIZ = 27.9 psf F = 162 Ibs Cirectionality (Kd.. 0.85 1 ASCE7 Load Combinations Usec 3. AT&T Existing (1) Kathrein 80010864 Panel; (55.2"x14.8"x6.7", Wt. = 55.1 Ibs), Total (3) Front A. Solid Freestanding Walls & Solid Signs (& open signs With less than 30% openX sA= 0.11 Case A&B Dist tD sign tap (h) 4k.2 ft Bfs = 0.2 CC, = 1.35 Height (s) 4.6 ft Lrfs = 0.00 F = qZ G Cf As = 43.9 As Width (B) 1.2 ft Kz = 1.061 As = 5.7 sf Wall Return (Lr) qz = 27.9 psf F = 249 Ibs Directionality (Kd) 0-851 ASCE7 Load Combinations Use(,v Side A. Solid Freestanding Walls & Solid Signs (& open signs With less than 30% open sfh= 0.11 Case A&B Dist to sign top (h) 4k'�.2 ft Bfs = 0.12 C. = 1.99 Height (s) 4.6 ft Lrfs = 0.00 F = qz u Cf As = 44.8 As Width (B) 0.6 ft Kz = 1.061 A4 = 2.µ sf Wall Return (Lr) _ = 27.9 psf F = 115 Ibs Directionality (Kd.. 0.85 ASCE7 Load Combinations Usec 4. AT&T Proposed (1) Nokia AIRSCALE RRH 4T4R B5 160W RRH; (13.3"x11.6"x6.5", Wt. = 36.8 Ibs), Total (3) Front A. Solid Freestanding Malls & Solid Signs (& open signs With less than 30% open sfh = 0.03 Case A & B Dist to sign to-p (h) 43.2 ft Bfs = 0.87 C. = 1.91 Height (s) 1.1 ft Lrfs = 0.00 F = qz - Cf As = 43.0 As Width (B) 1.0 ft Kz = 1.061 As 1.1 4f Wall Return (Lr) CIZ = 27.9 psf F = 46 Ibs Dlrecctlo n ality (Kd) 0.85 ASCE7 Load Combinations Use( -v Side A. Solid Freestandina Malls & Solid Signs M cnen signs with less th-an 30% ooeni Dist tD sign tap (h) Height (s) Width (B) Wall Return (Lr) _ Directionality (Kd) -qh = G.aa 43.2 ft Bfs = 0.49 1.1 ft Lrfs = 0.00 0.5 ft Kz = 1.061 z = 27.9 psf 0.85 ASCE7 Load Combinations Usec Case A & B C, = 1.85 F = qz G Cf As = 43.9 As As = 0.6 sf F = 26 Ibs m0 Rooftop Structural Analysis Report Project Number: SML-055 / 2000479 December 22, 2020 Page 10 5. AT&T Existing (1) Lucent B25 RRH4X30-4R RRH; (21.4"x12.0"x7.2", Wt. = 51.0 Ibs), Total (3) Front A. Solid Freestanding Walls & Solid Signs (& open signs With less than 30% op"n� sih = 0.0- Case A & B Gist to- sigq top (h) 43.2 ft Bis = O. E� C, = 1.3- Height (s) 1.9 ft Lris = 0.00 F = qz G Cf As = 43.8 As Width (B) 1.0 ft Kz = 1.061 As = 1. � sf Wall Return (Lr) q z = 27.9 psf F = 7tt Ibs Directionality (Kd) O.OE ASCE7 Load Combinations Use( -1 Side A. Solid Freestanding Walls & Solid Signs (& open signs With less than 30% op"n� sih = 0.04 Case A & B Gist to sign top (h) 43.2 ft Bis = 0.34 C. = 1.3E Height (s) 1.8 ft Lris = 0.00 F = qz G Cf As = 43.9 As 1,Vidth (B) 0.6 ft Kz = 1.061 As = 1.1 sf IoVa II Retu rn (Lr) = qz = 27.9 psf F = 47 Ibs Directionality (Kd) G.85 FASCE7 Load Combinations Use( -I 6. AT&T Existing (1) Lucent B66A RRH4X45-4R RRH; (25.8"x11.8"x7.2", Wt. = 56.8 Ibs), Total (3) Front A. Solid Freestandina Walls & Solid Signs M ooen signs with less than 30% ooen sih = 0.0E Case A & B Dist to sign tap (h f -'.2 ft Bis = 0.-� C. = 1.8E Height (s) 2.2 ft Lris = 0.00 F = qz G Cf As = 43.9 As Width (B) 1.0 ft Kz = 1.M1 As 2.1 sf Wall Return (Lrf Ctz = 27.9 psf F = 93 Ibs Directionality (Kd) G-135 LASCE7 Load Combinations Used Side A. Solid Freestanding Walls & Solid Signs (& open signs With less than 30% op"n� sih = 0.0E Case A & B Dist to sign top (h) 43.2 ft Bis = 0.29 C. = 1. SE Height (s) 2.2 ft Lris = 0.00 F = qz G Cf As = 43.9 As Width (B f 0.6 ft Kz = 1.0 1 As 1." sf Wall Return (Lr) = qz = 27.9 psf F = 57 lbs Directionality (Kd) 9.$5 ASCE7 Load Combinations Used 7. AT&T Existing (1) Nokia Flexi RRH 4T4R B14 160W FRBI RRH; (23.0"x13.0"x7.9", Wt. = 55.1 Ibs), Total (3) Front A. Solid Freestanding Walls & Solid Signs (& open signs with less than 30% op"n� Dist to sign top (hf Height (s) Width (B f Wall Return (Lr) = Directionality (Kd f sih = 0.04 13.2 ft Bis = O.E7 1.9 ft Lris = 0.00 1.1 ft Kz = 1.061 z = 27.9 psf ASCE7 Load Combinations Used Case A & B C. = 1.3- F = qz G Cf As = 43.8 As As = 2.1 sf F = 51 ICs Rooftop Structural Analysis Report Project Number. SML-055 / 2000479 December 22, 2020 Page 11 Side A. Solid Freestanding Walls & Solid Signs (& open signs With less than 30% open sJh = 0.04 Case.A a B Dist to sign top (h) 43.2 ft Ells = 0.34 Height (s) 1.19 ft Lrls = 0.09 F = qz f = 43.0 As Width (B) 0.7 ft Kz = 1.061 As = =f Wall Return (Lr) qz = 27.9 psf F = It Blrectlonality (Kd' 0.85 ASCE7 Load Combinations Use( - 8. AT&T Existing (1) Lucent RRH2X40W-07-11- RRH; (19.3"x10.6"x9.7", Wt. = 52.4 Ibs), Total (3) Front A. Solid Freestanding Walls & Solid Signs (& open signs with less than 30% open Soh = C.4-i Case A & B Dist tk sign tap (h) 43.2 ft Bls = C. = G = 1.35 Height (s) 1.6 ft Lrls = 0.00 F = qz G Cf As = 43.8 As tiiltidth (B) 0.-D ft Kz = 1.061 As = 1.4 sf Wall Return (Lr) qz = 27.9 psf F = 62 Ibis Directionality (Kd) 0.85 1 ASCE7 Load Combinations Use( - Side A. Solid Freestanding Nulls & Solid Signs (& open signs with less than 301� open) sdh = 0.04 Case A & B Dist to sign top (h) 43.2 ft Bfs = 0.50 C. = 1.85 Height (s) 1.6 ft Lrls = 0.00 F = qz G CfAs = 43.9 As Width (B) 0.8 ft Kz = 1.061 As = 1.3 sf Wall Return (Lr) qz = 27.9 psf F = 57 Ibs Directionality (Kd:- 0.35 ASCE7 Load Combinations Use( 9. AT&T Existing (1) Lucent RRH4X25-WCS-4R RRH; (34.7"x13.2"x11.3", Wt. = 91.0 Ibs), Total (3) Front A. Solid Freestanding Walls & Solid Signs (& open signs With less than 30°4 open sih = " "' Case A & B Dist to sign tap (h) 43.2 ft Bfs = 0.38 G = 135 Height (s) 2.9 ft Lrls = 0.09 F = qz U -,'f As = 43.9 As Width (5) 1.1 ft Kz = 1.061 As = 3.2 sf Wall Return (Lr) ciz = 27.9 psf F = 140 Ibis Directionality (Kd) 4.85 ASCE7 Load Combinations Use( -v Side A. Solid Freestanding Walls & Solid Signs (& open signs With less than 30% open) Dist to sign tap (h) Height (s) Width (B) Nall Return (Lr) _ Directionality (Kd) srh = 0.07 43.2 ft Bds = 0.33 2.9 ft Lrfs = 0.90 0.9 ft Kz = 1.061 CIZ _ 27.9 psf 0.$5 ASCE7 Load Combinations Use( � Case A & B G = 1.35 F = qz G Cf As = 43.9 As As = 2.7 sf F = 129 Ibis m0 Rooftop Structural Analysis Report Project Number: SML-055 / 2000479 December 22, 2020 Page 12 10. AT&T Proposed (1) Kathrein 78211288 Combiner; (6.7"x6.0"x6.6", Wt. = 11.0 Ibs), Total (3) Front A. Solid Freestanding Walls & Solid Signs (& open signs with less than 30% opgn] sih = 0.01 Case A & B Dist to sign top (h) 43.2 ft Bis = 0.90 C. = 1.31 Height (s) 0.6 ft Lris = 0.00 F = qz G Cf As = 43.0 As Width (B) 0.5 ft Kz = 1.061 As = 0.3 sf Wall Return (Lr) = gz = 27.9 psf F = 12 Ibs Directionality (Kd) 935 [ASCE7 Load Combinations Usec- I Side A. Solid Freestanding Walls & Solid Signs (& open signs with less than 30% open) sth = 0.01 Case A & B Gist to sign tap (h) 43.2 ft Bfs = 0.99 C. = 1.90 Height (s) 0.6 ft Lris= 0.00 F = gz G Cf As = 42.8 As 'Nidth (8) 0.6 ft Kz = 1.061 As = u.' sf '-Nall Return (Lr) qz= 27.E psf F = 1 a Ibs Directionality (Kd) 0.85 ASCE7 Load Combinations Use( v 11. AT&T Existing (1) Kathrein 78211287 Combiner; (6.7"x6.0"x3.2", Wt. = 5.5 Ibs), Total (6) Front A. Solid Freestanding Walls & Solid Signs (& open signs with less than 30% open) sih = 0.01 Case A & B Dist to sign top (h) 43.2 ft Bis = 0.90 C, = 1.91 Height (s) 0.6 ft Lrls = 0.00 F = gz G Cf As = 43.0 As Width (B) 0.5 ft Kz = 1.061 As 3 u.' sf Wall Return (Lr} = qz = 27.9 psf F = 12 Ibs Directionality, (Kd) 0.35 [ASCE7 Load Combinations Use( Side A. Solid Freestanding Walls & Solid Signs (& open signs with less than 30% open) sft 0.01 Case A & B Gist to sign tap (h) 43.2 ft Bfs= 0.-18 G = 1.8F Height (s) 0.6 ft Lris= 0.00 F = qz G Cf As = 43.9 As VOCIth (B) 0.3 ft Ka = 1.061 As = -1 sf )Nall Return (Lr) qz= 27.9 psf F = 7 Ibs Directionality (Kd) 0.85 1 ASCE7 Load Combinations Use( - 12. AT&T Existing (1) Raycap FC12-PC6-10E J-Box; (15.5"x16.2"x6.6", Wt. = 20.4 Ibs), Total (3) Front A. Solid Freestanding Walls & Solid Signs (& open signs with less than 30% op"n� Dist to sign top (h; Height (s) Width (B) Wall Return (Lr) _ Directionality (Kd) slh = 0.05 ='.2 ft Bis = 1.05 1.a ft Lris = 0.00 1.4 ft Kz = 1.061 ctz = 27.9 psf 9-85 ASCE7 Load Combinations Use( -w Case A & B CJ = 1.90 F=gz -CfAs = 42.7As As = 1.7 sf F = 75 Ibs Rooftop Structural Analysis Report Project Number: SML-055 / 2000479 December 22, 2020 Page 13 Side A. Solid Freestanding Malls & Solid Signs (& open signs with less than 30% open) s1h = 0.0 3 Case A & B Dist to sign tap (h) 43.2 ft B/s = 0.43 G = 1.95 Height (a) 1.3 ft Lr/s = 0.00 F = qz G Cf As = 43.9 As Width (B) 0.6 ft Kz = 1.061 As = U.' sf Nall Return (Lri = qz = 27.9 psf F = 31 Ihs Directionality (Kd) OAKS EASCE7 Load Combinations Use( 13. AT&T Existing (1) Raycap DC2-48-60-0-9E J-Box; (10.8"x10.4"x6.3", Wt. = 16.0 Ibs), Total (9) Front A. Solid Freestanding Nulls & Solid Signs (& open signs with less than 30% open) sih = 0.02 Case A & B Dist to sign top (h) 443.2 ft B/s = 0.96 G = 1.90 Height (s) 0.9 ft Lr/s = 0.00 F = qz G Cf As = 42.8 As Width (By 0.9 ft Kz = 1.061 As = C.3 sf Wall Return (Lr) = qz = 27.9 psf F = 33 Ihs Directionality (Kd) O.KS ASCE7 Load Combinations Use( Side A. Solid Freestanding Walls & Solid Signs (& open signs with less than 30% open) sth = 0.02 Case A & B Dist to sign tap (h) 443.2 ft B;fs= 0. G = 1.94 Height (s) 0.9 ft Lrfs = 0.00 F = qz G Cf As = 43.7 As Width (B) 0.5 ft Kz = 1.061 As = u.` sf Nall Return (Lr) CIZ = 27.9 psf F = 21 Ihs Directionality (Kd) O.KS 1 ASCE7Load Combinations Use( - I WIND LOAD CALCULATIONS ON MOUNT MEMBERS 1. P2.0 STD Mast Pipe WF = (30.9)*(2.375/12) = 6.1 Ibs/ft B. Open Sions & Lattice Frameworks (openings 30% or more of gross areal Height to centroid afAf (a}' 4a.2 f. Kz = 1.061 Base pressure (qz) = 27.9 psf 'Xidth (zero if round) -0.0 ft Diameter (zero if recc 0.2 ft D(gz)".E = 1.0E Percent of open area I = 0.1 to grass area 90.0% G = 1.3 Directionality (Kd) 0.95 ASCE7 Load Combinations Used F=q, G G1%, = 30.9 Af Solid Area: A sf F = 0 Ibs m0 Rooftop Structural Analysis Report Project Number: SML-055 / 2000479 December 22, 2020 Page 14 SEISMIC LOAD CALCULATIONS ON APPURTENANCES Code: International Building Code 2015 Occupancy: Occupancy Group = Business Risk Category & Importance Factors: Risk Category Category II: All bldgs and other structures except those listed in Categories I, III, & IV Seismic Loads: IBC 2015 Strength Level Forces Risk Category : II Importance Factor (I) : 1.00 Site Class'. D class a Ss (0.2 sec) = 127.00 S1 (1.0 sec) = ` c.1 ; '.': Fa = 1.000 Sms = 1.273 S_---- = ME2 Design Category = D Fir = 1.E00 Sm1 = 0.7E2 S_., = 0.E01 Design Category = D MECH AND ELEC COMPONENTS SEISMIC COEFFICIENTS l.lech or Electrical Component : Other mechanical or electrical components. -I Importance Factor (Ip} : Ip = 1.5 Life safety component required to function after an earthquake (e.g. fire protection sprinklers T Component Amplification Factor (ad = 1 h= 46.3 feet J Camp Response Modification Factor (Rk) = 1.5 z =q �µ.3 feet z1h = 1.00 Fp = 0.4a,SdslpWp(1+2zlhYRp = 1.022 Wp not greater than Fp = 1.15SclslpWp = 2.0,45 Wp but not less than Fp = 0.3Sclslpft = MZ3 Wp use Fp = 1.022 Vdp 1. AT&T Proposed (1) Cellmax CMA-UBTMLBMLBHH/6516/16/21/21 Panel; (72.4"x27.2"x7X', Wt. = 85.0 Ibs), Total (2) Seismic Load, FP = 1.022 WP = 1.022 x 85.0 = 86.9 Ibs 2. AT&T Proposed (1) Kathrein 800372965 Panel; (78X'x14.9"x6.5", Wt. = 79.0 Ibs), Total (1) Seismic Load, FP = 1.022 WP = 1.022 x 79.0 = 80.7 Ibs 3. AT&T Existing (1) Kathrein 80010864 Panel; (55.2"x14.8"x6X', Wt. = 55.1 Ibs), Total (3) Seismic Load, FP = 1.022 WP = 1.022 x 55.1 = 56.3 Ibs 4. AT&T Proposed (1) Nokia AIRSCALE RRH 4T4R B5 160W RRH; (13.3"x11.6"x6.5", Wt. = 36.8 Ibs), Total (3) Seismic Load, FP = 1.022 WP = 1.022 x 36.8 = 37.6 Ibs m0 Rooftop Structural Analysis Report Project Number: SML-055 / 2000479 December 22, 2020 Page 15 5. AT&T Existing (1) Lucent B25 RRH4X30-4R RRH; (21.4"x12.0"x7.2", Wt. = 51.0 Ibs), Total (3) Seismic Load, FP = 1.022 WP = 1.022 x 51.0 = 52.1 Ibs 6. AT&T Existing (1) Lucent B66A RRH4X45-4R RRH; (25.8"x11.8"x7.2", Wt. = 56.8 Ibs), Total (3) Seismic Load, FP = 1.022 WP = 1.022 x 56.8 = 58.0 Ibs 7. AT&T Existing (1) Nokia Flexi RRH 4T4R B14 160W FRBI RRH; (23.0"x13.0"x7.9", Wt. = 55.1 Ibs), Total (3) Seismic Load, FP = 1.022 WP = 1.022 x 55.1 = 56.3 Ibs 8. AT&T Existing (1) Lucent RRH2X40W-07-L RRH; (19.3"x10.6"x9.7", Wt. = 52.4 Ibs), Total (3) Seismic Load, FP = 1.022 WP = 1.022 x 52.4 = 53.6 Ibs 9. AT&T Existing (1) Lucent RRH4X25-WCS-4R RRH; (34.7"x13.2"x11.3", Wt. = 91.0 Ibs), Total (3) Seismic Load, FP = 1.022 WP = 1.022 x 91.0 = 93.0 Ibs 10. AT&T Proposed (1) Kathrein 78211288 Combiner; (6.7"x6.0"x6.6", Wt. = 11.0 Ibs), Total (3) Seismic Load, FP = 1.022 WP = 1.022 x 11.0 = 11.2 Ibs 11. AT&T Existing (1) Kathrein 78211287 Combiner; (6.7"x6.0"x3.2", Wt. = 5.5 Ibs), Total (6) Seismic Load, FP = 1.022 WP = 1.022 x 5.5 = 5.6 Ibs 12. AT&T Existing (1) Raycap FC12-PC6-10E J-Box; (15.5"x16.2"x6.6", Wt. = 20.4 Ibs), Total (3) Seismic Load, FP = 1.022 WP = 1.022 x 20.4 = 20.8 Ibs 13. AT&T Existing (1) Raycap DC2-48-60-0-9E J-Box; (10.8"x10.4"x6.3", Wt. = 16.0 Ibs), Total (9) Seismic Load, FP = 1.022 WP = 1.022 x 16.0 = 16.4 Ibs m• Y ZAX Beta Sector Envelope Only Solution Morrison Hershfield VG SML-055 / 2000479 Existing Mast pipes mounted using unsitruts in Position 2 in Alpha & Beta sectors are now moved to brick chimney using SP250 mounting system and connected using HY-200 20533-A/ PUGET DRIVE Alpha Sector SK-1 Dec 21, 2020 Antenna Pipe Mounts.r3d Y N14 z x N N1 N19 3 �75 jlrpf- 9 rN N4 N55 ?6 �0 N2 N39 N 17 N20 N60 8 LJ 43 �6 �5 �3 N8 N13 N38 0 �8 N42 N59 87 N48 Envelope Only Solution N' l Morrison Hershfield 20533-A/ PUGET DRIVE SK-2 VG Dec 21, 2020 SML-055 / 2000479 Antenna Pipe Mounts.r3d Y Z � X Z S � ?S a w 2 3 �9 1 �r2 err Co �rO Co �24 Envelope Only =olution Morrison Hershfield 20533-A/ PUGET DRIVE SK-3 VG Dec 21, 2020 SML-055 / 2000479 Antenna Pipe Mounts.r3d Y Z � X Im N O 0 Im � N � � O m N m o IN O m I � N O m m m I � N m O m � IN m p IN O Envelope Only Solution Morrison Hershfield 20533-A/ PUGET DRIVE SK-4 VG Dec 21, 2020 SML-055 / 2000479 Antenna Pipe Mounts.r3d Y z x -42.5 Ib -2 .5 lb IX -22 lb -42.5 lb IF -42.51b -27.5lb IF -2 .5lb -22 lb IF -42 5 lb -27.5 lb IF Loads: BLC 1, DL Envelope Only Solution Morrison Hershfield 20533-A/ PUGET DRIVE SK-5 VG Dec 21, 2020 SML-055 / 2000479 Antenna Pipe Mounts.r3d Y -6.1 Iblft z�x -6.1 Iblft 87lb 11b1ft 5m.5 1b -5.1lb/ft -6.1 Iblft lb -6.1 Ib/ft -87 lb 1 Ib/ft -57.5lb U-51211.5lb -6.1 IbIft -300.5 lb RA lb 57.5 lb -87 lb Loads: BLC 2, WIND X Envelope Only Solution Morrison Hershfield 20533-A/ PUGET DRIVE SK-6 VG Dec 21, 2020 SML-055 / 2000479 Antenna Pipe Mounts.r3d Y -6.1 Iblft z�x -6.1 Iblft 87lb 6. Iblft 1 lb -6.1 Iblft o o -6.1 Ib/ft o lb -6.1 Iblft 00.5lb 6. Ib/ft o 125lb 1 lb 6.1 Iblft 87 lb lb 125 lb IX 00.5 lb Loads: BLC 3, WIND Z Envelope Only Solution Morrison Hershfield 20533-A/ PUGET DRIVE SK-7 VG Dec 21, 2020 SML-055 / 2000479 Antenna Pipe Mounts.r3d Y Z�X 4.5b -28_ lb IX -5.6 lb 4 .5 -28.2 lb -28. lb -4 .5 lb -5.6 lb -282 lb .5 I Loads: BLC 4, SESIMIC X Envelope Only Solution Morrison Hershfield 20533-A/ PUGET DRIVE SK-9 VG Dec 21, 2020 SML-055 / 2000479 Antenna Pipe Mounts.r3d Y Z�X -43.5 -28IX -5. -43.5 I -28. -28. -43.5 I IX X -5_ -28 _ -43.5 I Loads: BLC 5. SEISMIC Z Envelope Only Solution Morrison Hershfield 20533-A/ PUGET DRIVE SK-10 VG Dec 21, 2020 SML-055 / 2000479 Antenna Pipe Mounts.r3d Company Morrison Hershfield 12/21/2020 1RISA Designer : VG hPM Job Number Checked SML-055 / 2000479 Checkee d By: SWS '], � I �„ �; _,[, ,r Model Name : 20533-A / PUGET DRIVE Model Settings Solution Members Number of Reported Sections 5 Number of Internal Sections 100 Member Area Load Mesh Size in2 144 Consider Shear Deformation Yes Consider Torsional Warping Yes Wall Panels Approximate Mesh Size in 12 Transfer Forces Between Intersecting Wood Walls Yes Increase Wood Wall Nailing Capacity for Wind Loads Yes Include P-Delta for Walls Yes Optimize Masonry and Wood Walls Yes Maximum Number of Iterations 3 Processor Core Utilization Single No Multiple (Optimum) Yes I Maximum No Axis Vertical Global Axis Global Axis corresponding to vertical direction Y Convert Existing Data Yes Default Member Orientation Default Global Plane for z-axis Xz Plate Axis Plate Local Axis Orientation Nodal Codes Hot Rolled Steel AISC 15th 360-16 : LRFD Stiffness Adjustment Yes Iterative Notional Annex None Connections None Cold Formed Steel None Stiffness Adjustment Yes Iterative Wood None Temperature < 100F Concrete None Masonry None Aluminum None Structure Type Building Stiffness Adjustment Yes Iterative Stainless None Stiffness Adjustment Yes Iterative Concrete Compression Stress Block Rectangular Stress Block Analyze using Cracked Sections Yes Leave room for horizontal rebar splices 2*d barspacing) No List forces which were ignored for design in the Detail Report Yes Rebar Column Min Steel 1 RISA-3D Version 19 [Antenna Pipe Mounts.r3d ] Page 1 Company Morrison Hershfield 12/21/2020 1RISA Designer : VG hPM Job Number Checked SML-055 / 2000479 Checkee d By: SWS a M . I c:��.��r, �� Model Name : 20533-A / PUGET DRIVE Model Settings (Continued) Column Max Steel 8 Rebar Material Spec ASTM A615 I Warn if beam -column framing arrangement is not understood No Number of Shear Regions 14 Reaion 2 & 3 SDacina Increase Increment (in) 14 Seismic RISA-3D Seismic Load Options Code ASCE 7-10 Risk Category I or II Drift Cat Other Base Elevation ft Include the weight of the structure in base shear calcs Yes Site Parameters S, 0.501 SD, 0.501 SDS 0.852 TL sec 6 Structure Characteristics T Z sec T X sec C,X 0.02 C,Ex . Z 0.75 C,Ex . X 0.75 RZ 3 RX 3 Olz 2 O2 x 2 CIZ 4 C,x 4 Z 1 X 1 RISA-3D Version 19 [Antenna Pipe Mounts.r3d ] Page 2 Company Morrison Hershfield 12/21/2020 11RISA6 Checked Designer VG hPM Job Number SML-055 / 2000479 Checkee d By: SWS ANEMETSCHEK COMPANY Model Name : 20533-A /PUGET DRIVE Hot Rolled Steel Properties Label E ksi G ksi Nu Therm. Coeff. ley°F-' Density k/ft3 Yield ksi Ry Fu ksi Rt 1 A53 Gr.B 29000 11154 0.3 0.65 1 0.49 1 35 1.6 1 60 1 1.2 Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rule Area [in 2] I [in']Izz [in']J in4 1 Mast Pipe PIPE 2.0 Column Pipe A53 Gr.6 Typical 1.02 0.627 0.627 1.25 Hot Rolled Steel Design Parameters I ahPl Shane I Pnnth rinl I rmmn ton rinl Function 1 M1 Mast Pie 48 Lbyy Lateral 2 M2 Mast Pie 72 Lbyy Lateral 3 M3 Mast Pie 96 Lbyy Lateral 4 M4 Mast Pie 48 Lbyy Lateral 5 M5 Mast Pie 48 Lbyy Lateral 6 M6 Mast Pie 72 Lbyy Lateral 7 M7 Mast Pie 96 Lbyy Lateral 8 M8 Mast Pie 48 Lbyy Lateral Node Boundary Conditions NnrlP I ahPl X rlh/inl Y rlh/inl 7 rlh/inl 1 N25 Reaction Reaction Reaction 2 N26 Reaction Reaction Reaction 3 N27 Reaction Reaction Reaction 4 N28 Reaction Reaction Reaction 5 N29 Reaction Reaction Reaction 6 N30 Reaction Reaction Reaction 7 N31 Reaction Reaction Reaction 8 N32 Reaction Reaction Reaction 9 N33 Reaction Reaction Reaction 10 N34 Reaction Reaction Reaction 11 N35 Reaction Reaction Reaction 12 N36 Reaction Reaction Reaction 13 N40 Reaction Reaction Reaction 14 N46 Reaction Reaction Reaction 15 N52 Reaction Reaction Reaction 16 N63 Reaction Reaction Reaction 17 N65 Reaction Reaction Reaction 18 N66 Reaction Reaction Reaction 19 N67 Reaction Reaction Reaction 20 N68 Reaction Reaction Reaction 21 N69 Reaction Reaction Reaction 22 N70 Reaction Reaction Reaction 23 N71 Reaction Reaction Reaction 24 N72 Reaction Reaction Reaction Basic Load Cases BLC Descrintion Cateoory Y Gravity Point Distributed 1 DL DL -1 12 2 WIND X WLX 10 8 3 WIND Z WLZ 12 8 4 SESIMIC X ELX 12 5 SEISMIC Z ELZ 12 Load Combinations Solve PDelta BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor 2 1 IBC 16-2 (a) I Yes I Y I DL 1 1.2 I LL 1 1.6 I LLS I 1.6 RISA-31D Version 19 [Antenna Pipe Mounts.r3d ] Page 3 Company Morrison Hershfield 12/21/2020 11RISA6 Checked Designer VG hPM Job Number SML-055 / 2000479 Checkee d By: SWS ANEMETSCHEK COMPANY Model Name : 20533-A /PUGET DRIVE Load Combinations (Continued) Dt-scrintinn Snlvp PDt-Itn RI C Factnr RI C Factnr RI C Factnr RI C Factnr RI C Factnr 3 IBC 16-3 b a Yes Y DL 1.2 WLX 0.5 4 IBC 16-3 b b Yes Y DL 1.2 WLZ 0.5 5 IBC 16-3 b c Yes Y DL 1.2 WLX -0.5 6 IBC 16-3 b d Yes Y DL 1.2 WLZ -0.5 7 IBC 16-4 a a Yes Y DL 1.2 WLX 1 LL 0.5 ILLS 1 8 IBC 16-4 a b Yes Y DL 1.2 WLZ 1 LL 0.5 ILLS 1 9 IBC 16-4 a c Yes Y DL 1.2 WLX -1 LL 0.5 ILLS 1 10 IBC 16-4 a d Yes Y DL 1.2 WLZ -1 LL 0.5 ILLS 1 11 IBC 16-6 a Yes Y DL 0.9 WLX 1 12 IBC 16-6 b Yes Y DL 0.9 WLZ 1 13 IBC 16-6 c Yes Y DL 0.9 WLX -1 14 IBC 16-6 d Yes Y DL 0.9 WLZ -1 15 IBC 16-5 a Yes Y DL 1.2 Sds*DL 0.2 ELX 1 LL 0.5 ILLS 1 16 IBC 16-5 b Yes Y DL 1.2 Sds*DL 0.2 ELZ 1 LL 0.5 ILLS 1 17 IBC 16-5 c Yes Y DL 1.2 Sds*DL 0.2 ELX -1 LL 0.5 ILLS 1 18 IBC 16-5 d Yes Y DL 1.2 Sc1s*DL 0.2 ELZ -1 LL 0.5 ILLS 1 19 IBC 16-7 a Yes Y DL 0.9 Sds*D -0.2 ELX 1 20 IBC 16-7 b Yes Y DL 0.9 Sds*D -0.2 ELZ 1 21 IBC 16-7 c Yes Y DL 0.9 Sds*D -0.2 ELX -1 22 IBC 16-7 d Yes Y DL 0.9 Sds*D -0.2 ELZ -1 23 IBC 16-5 os-a Yes Y DL 1.2 Sds*DL 0.2 Om*ELX 1 LL 0.5 ILLS 1 24 IBC 16-5 os-b Yes Y DL 1.2 Sds*DL 0.2 Om*ELZ 1 LL 0.5 ILLS 1 25 IBC 16-5 os-c Yes Y DL 1.2 Sds*DL 0.2 Om*EL -1 LL 0.5 ILLS 1 26 IBC 16-5 os-d Yes Y DL 1.2 Sc1s*DL 0.2 Om*ELZ -1 LL 0.5 ILLS 1 27 IBC 16-7 os-a Yes Y DL 0.9 Sds*D -0.2 Om*ELX 1 28 IBC 16-7 os-b Yes Y DL 0.9 Sds*D -0.2 Om*ELZ 1 29 IBC 16-7 os-c Yes Y DL 0.9 Sds*D -0.2 Om*EL -1 30 IBC 16-7 os-d Yes Y DL 0.9 Sds*D -0.2 Om*ELZ -1 31 IBC 16-5 a Yes Y DL 1.2 Sds*DL 0.2 ELX 1 LL 0.5 ILLS 1 32 IBC 16-5 b Yes Y DL 1.2 Sds*DL 0.2 ELZ 1 LL 0.5 ILLS 1 33 IBC 16-5 c Yes Y DL 1.2 Sds*DL 0.2 ELX -1 LL 0.5 ILLS 1 34 IBC 16-5 d Yes Y DL 1.2 Sc1s*DL 0.2 ELZ -1 LL 0.5 ILLS 1 35 IBC 16-7 a Yes Y DL 0.9 Sds*D -0.2 ELX 1 36 IBC 16-7 b Yes Y DL 0.9 Sds*D -0.2 ELZ 1 37 IBC 16-7 c Yes Y DL 0.9 Sds*D -0.2 ELX -1 38 IBC 16-7 d Yes Y DL 0.9 Sds*D -0.2 ELZ -1 Envelope Node Reactions NndB I ahel X rlhl LC Y flhl LC 7 FIN r C MX rk-in] I C MY rk-inl L C M7 rk-in] I C 1 N25 max 88.424 7 276.265 9 133.374 13 0 38 0 38 0 38 2 min -18.424 9 -221.174 11 -158.43 7 0 1 0 1 0 1 3 N26 max 69.581 11 55.663 7 248.325 9 0 38 0 38 0 38 4 min -69.581 13 -16.586 13 -223.293 11 0 1 0 1 0 1 5 N27 max 56.335 7 434.512 9 108.958 13 0 38 0 38 0 38 6 min -56.335 9 -375.242 11 -117.622 7 0 1 0 1 0 1 7 N28 max 161.815 11 764.062 7 328.58 9 0 38 0 38 0 38 8 min -161.815 13 -704.923 13 -319.916 11 0 1 0 1 0 1 9 N29 max 6.863 7 21.305 9 11.707 13 0 38 0 38 0 38 10 min -6.863 9 -3.147 11 -16.416 7 0 1 0 1 0 1 11 N30 max 11.337 11 21.883 7 25.366 9 0 38 0 38 0 38 12 min -11.337 13 -2.364 13 -20.657 11 0 1 0 1 0 1 13 N31 max 18.424 7 276.265 7 133.374 11 0 38 0 38 0 38 14 min -18.424 9 -221.174 13 -158.43 9 0 1 0 1 0 1 15 N32 max 69.581 11 55.663 9 248.325 7 0 38 0 38 0 38 16 min -69.581 13 -16.586 11 -223.293 13 0 1 0 1 0 1 17 N33 max 56.335 7 434.512 7 108.958 11 0 38 0 38 0 38 18 min -56.335 9 -375.242 13 -117.622 9 0 1 0 1 0 1 19 N34 max 161.815 11 764.062 9 328.58 7 0 38 0 38 0 38 RISA-31D Version 19 [Antenna Pipe Mounts.r3d ] Page 4 Company Morrison Hershfield 12/21/2020 11RISA6 Checked Designer VG hPM Job Number SML-055 / 2000479 Checkee d By: SWS ANEMETSCHEK COMPANY Model Name : 20533-A /PUGET DRIVE Envelope Node Reactions (Continued) Nndt- I ahPI X rlhl I C Y flhl I C 7 FIN I (; MX fk-inl I C MY fk-inl I C M7 rk-inl I C 20 min -161.815 13 -704.923 11 -319.916 13 0 1 0 1 0 1 21 N35 max 6.863 7 21.305 7 11.707 11 0 38 0 38 0 38 22 min -6.863 9 -3.147 13 -16.416 9 0 1 0 1 0 1 23 N36 max 11.337 11 21.883 9 25.366 7 0 38 0 38 0 38 24 min -11.337 13 -2.364 11 -20.657 13 0 1 0 1 0 1 25 N40 max 69.581 11 55.663 7 248.325 9 0 38 0 38 0 38 26 min -69.581 13 -16.586 13 -223.293 11 0 1 0 1 0 1 27 N46 max 18.424 7 276.265 7 133.374 11 0 38 0 38 0 38 28 min -18.424 9 -221.174 13 -158.43 9 0 1 0 1 0 1 29 N52 max 11.337 11 21.883 9 25.366 7 0 38 0 38 0 38 30 min -11.337 13 -2.364 11 -20.657 13 0 1 0 1 0 1 31 N63 max 6.863 7 21.305 9 11.707 13 0 38 0 38 0 38 32 min -6.863 9 -3.147 11 -16.416 7 0 1 0 1 0 1 33 N65 max 18.424 7 276.265 9 133.374 13 0 38 0 38 0 38 34 min -18.424 9 -221.174 11 -158.43 7 0 1 0 1 0 1 35 N66 max 56.335 7 498.512 8 178.576 12 0 38 0 38 0 38 36 min -56.335 9 -439.154 14 -187.227 10 0 1 0 1 0 1 37 N67 max 55.065 11 498.385 10 147.556 8 0 38 0 38 0 38 38 min -55.065 13 -439.278 12 -138.917 14 0 1 0 1 0 1 39 N68 max 11.337 11 21.883 7 25.366 9 0 38 0 38 0 38 40 min -11.337 13 -2.364 13 -20.657 11 0 1 0 1 0 1 41 N69 max 69.581 11 55.663 9 248.325 7 0 38 0 38 0 38 42 min -69.581 13 -16.586 11 -223.293 13 0 1 0 1 0 1 43 N70 max 56.335 7 498.512 8 178.576 12 0 38 0 38 0 38 44 min -56.335 9 -439.154 14 -187.227 10 0 1 0 1 0 1 45 N71 max 55.065 11 498.385 10 147.556 8 0 38 0 38 0 38 46 min -55.065 13 -439.278 12 -138.917 14 0 1 0 1 0 1 47 N72 max 6.863 7 21.305 7 11.707 11 0 38 0 38 0 38 48 min -6.863 9 -3.147 13 -16.416 9 0 1 0 1 0 1 49 Totals: max 1083.9 11 667.403 1 1595.4 12 50 min -1083.9 13 347.812 22 -1595.4 10 Envelope AISC 15TH (360-16): LRFD Member Steel Code Checks MPmhPr Shane Cndp ChPcki ncfinl I C Shaar ChPcki ncfinll C:nhi*Pnr flhlnhi*Pnt flhlnhi*Mn v-v fk-inlnhi*Mn 7-7 fk-inl Ch Fnn 1 M 1 PIPE 2.0 0.055 36 12 0.029 41 9 26521.424 32130 22.459 22.459 1 H 1-1 b 2 M2 PIPE 2.0 0.139 36 10 0.015 36 1420866.733 32130 22.459 22.459 1 H1-1b 3 M3 PIPE 2.0 0.102 71 9 0.032 71 1314916.096 32130 22.459 22.459 2.072H1-lb 4 M4 PIPE 2.0 0.006 39 8 0.003 39 1026521.424 32130 22.459 22.459 1 H1-1b 5 M5 PIPE 2.0 0.055 36 12 0.029 41 9 26521.424 32130 22.459 22.459 1 H1-1b 6 M6 PIPE 2.0 0.139 36 10 0.015 36 1420866.733 32130 22.459 22.459 1 H1-1b 7 M7 PIPE 2.0 0.202 30 14 0.033 30 1014916.096 32130 22.459 22.459 1 H1-1b 8 M8 PIPE 2.0 0.006 39 8 0.003 39 1026521.424 32130 22.459 22.459 1 H1-1b RISA-31D Version 19 [Antenna Pipe Mounts.r3d ] Page 5 Y Code Check (Env) z x No Calc > 1.0 .90-1.0 _ .75-.90 .50-.75 0.-.50 0 0 0 0 0 0 0 0 0 rn 0 0 0 N O O A Member Code Checks Displayed (Enveloped) Envelope Only Solution Morrison Hershfield 20533-A/ PUGET DRIVE SK-11 VG Dec 21, 2020 SML-055 / 2000479 Antenna Pipe Mounts.r3d Y Shear Check (Env) z x No Calc > 1.0 .90-1.0 _ .75-.90 .50-.75 = 0.-.50 0 0 w 0 0 0 0 0 0 W O O O W O O O O O O W O Member Shear Checks Displayed (Enveloped) Envelope Only Solution Morrison Hershfield 20533-A/ PUGET DRIVE SK-12 VG Dec 21, 2020 SML-055 / 2000479 Antenna Pipe Mounts.r3d Rooftop Structural Analysis Report Project Number: SML-055 / 2000479 December 22, 2020 Page 16 BOLT CONNECTION CHECK LC I Node Label X Ibs Y Ibs Z Ibs MX [kip —in MY [kip —in MZ [kip-inj [kip—in Shear Tension 1.0 DL + 0.14 Sds`DL + 0.7 Om"ELX N31 6.243 164.459 56.665 0 0 0 164.6 0.0 0.6 DL - 0.14 Sds`DL + 0.7 Om`ELX N26 33.245 33.149 -108.515 0 0 0 46.9 -108.5 existing are (2) 1/2" dia. Hilti HIT threaded rod w/ Hilti HY20 anchoring system w/ 3" embedment used for connecting the pipe mounts. HIT HY 20 Allowable Loads for Threaded HIT- I Inserts in Hollow Concrete Block, Lightweight Concrete Block, Brick with Holes, Clay Tile'-2 Hff Short 2" (51 mmp Embedment HIT Standard 3.3M" (86mm) Embedment? LM or NIIW Hallow Conar sts Block Brick with Hales Clay Tllc Anchor Type Anchof �r arn In (mm) Tendon Shear Tension Shear Tendon Shear lb (kM lb (kM Ib {kN) lb (kN} lb (kl* Ib (kN) No. 14 Screw 240 510 300 530 85 150 (6.4) (1-1) -3j (1.3) (2.4) ;0-4j (0-7) 5J16 400 780 585 750 1T5 220 HIT •Ilnsert (7.9) (1-13) p-5i (2.6) (3.3) {0-8) (1-0) Anchor 318 400 1425 1160 1380 185 435 (9.5) (1-8) {6."si (5-2) (6.1) {0-8) (1-9) 11.2 400 1800 1160 1635 185 500 (12-7) {1-B} 1:8-01 (5-2) (7.3) p-s3 (2-2)— I Based on using a safety factor of 6 for tension anci 4 for shear- 2 Due to wide strength variatlons encounkcred in masonry, these values should be considered as g ulide values- 3 #14 screw Installed at 2" emt�ed mcnt in brick with holes and clay tl Ia. Allowable Shear = 1635 Ibs Allowable Tension = 1160 Ibs Shear Capacity = 164.6/1635 = 10.1% [OK!] Tension Capacity = 108.5/1160 = 9.4% [OK!] IV 0 Rooftop Structural Analysis Report Project Number. SML-055 / 2000479 December 22, 2020 Page 17 gih"l k Ib6 Y hrl Z � M7t ki -in MY ki in MZ ki -in Tension 1.0 DL + 0.14 5ds'DL + (.7 Om'ELX N27 05 •212.158 •65.51#3 i; Q l 214.3 •Fi5. } 1.0 01L+ 0.14 9deDL +0.70m'ELX N93 10.45 275.2$5 5�.M C. is 1 277.0 0-D Assuming the proposed are (2) 1/2" dia. Hilti HIT A307 threaded rod w/ Hilti HIT-HY 200 anchoring system w/ 4.5" embedment used for connecting the pipe mounts. Table 101 - H I I t I H17-HY 200 allowable adhesive I)ond Ioads for threadeed rods and relnforoing bars In the top of grout -filled concrete masonry walls'.2.2.4.E.` Shear load lb ftN)l Load parallel to Load perpendicular Nominal anchor Effective Edge Minimum =rd diameter or rebar embedment distance distance Tension edgeof masonry taedge of ma onry+ size in- (mm) in. ( FW1, in- (mm) lb 0" wall wall 1 3/4 685 T75 285 4 At2 (44) {3.4) (3-4) (1.3) 1/2" (114) 4 880 1,156 480 (102) P-9) (5.1) (2-1) 1 3J4 830 890 315 5 -5/B (44) 8 (3.7) (4-0) (1.4) 5/8 (143) (203) 4 980 1,315 625 (102) (4-4) (5-8) (2.8) 4-1/2 770 605 235 T4 (1 14) 1 314 r44j (3.4) (2-7) 0 M 5 -5r'8 795 720 295 T5 (143) Ci.5) (3.2) (1-a) Table 102 - HIM HIT•HY 200 allowable tension and shear values for threaded rods based) on steel strengthIAO Tension I QM) Shear lb (MN Anchor ISO 896 ASTM ASTM ISo S98 ASTM ASTM diameter clays ASTM ASTM A193 F593 GW class ASTM ASTM A193 F-593 CW in- 58 A36 A307 E17 (315/30.4) HIT-V(-R) 5.8 A36 A307 B7 (316/304) HIT-(7(-R) 2,640 2,115 2,185 4,555 3,645 3,430 1,360 1,090 1,125 2,345 1,675 1,770 Wa (11.7) (9-4) (9-7) (20.3) (162) (1 5.3) (6-0) (4.8) (5-0) (10.4) i8.3) (7.9) 4,700 3,755 3,885 8,100 6,480 6,100 2,420 1,935 2,000 4,170 3,335 3,145 1/2 (20.9) (16.7) (17-3) (36.0) (28.8) (27.1) (10A (8.6) (8-9) (18,5) (14.8) (14-0) 7,340 5,870 6,075 12,655 10,125 9,535 3,780 3r025 3,130 6,520 5,215 4,915 5f8 (32.6) (26.1) (27A) (56-3) (45.0) (42.4) (16-3) (13-5) (13.9) (29-0) (232) (21-9) 10,570 8,455 8,75o 18,225 12,390 13,735 5,445 4,355 4,505 %390 6X5 7,075 3/4 (47.0) (37-6) € o-% (61-1) (55.1) (61.1) (242) (19-4) (20-0) (41-8) (28-4) (31-5) Allowable Shear = 685 Ibs Allowable Tension = 775 Ibs Shear Capacity = 277/685 = 40.4% [OK!] Tension Capacity = 65.5/775 = 8.5% [OK!] MA 94 BUILDING ANALYSIS INPUT & OUTPUT Morrison Hershfield Rooftop Structural Analysis Report Project Number: SML-055 / 2000479 December 21, 2020 Page 19 BUILDING ELEVATION ro nr�r nu. mwxa r�orKi. � a V ro%Y IXr Diu ov 1a1�36'4r .� * 1el (q auP/Pw[c •WX ML �xMlp/.tlNR [aw�i1 attM[ Mfn cou,'R o WWm ak lfx wt rorW `'. ¢:11- �eam�s�wu�e %rmmsf "J, i`�r'w`xsc1°"ian`v rnw' YCTM Y —I�.rsi vw¢.en[xx� f xrtx m i. Rooftop Structural Analysis Report Project Number: SML-055 / 2000479 December 21, 2020 Page 20 GRAVITY LOAD CONSIDERATION (BUILDING): The proposed equipment load is less than 400-Ib. By inspection, the lightweight antenna gravity loads are adequately supported by the existing building. The increase in gravity loads does not affect the demand capacity ratio of the building. By inspection, the equipment swap does not increase any additional gravity load on the building. Therefore, gravity loads are adequately supported by the existing building and gravity loads are not increased by more than 5%. The existing and proposed loads are insignificant when compared to the heavy existing building components supporting them. Therefore, the existing structural supporting elements and foundations are deemed adequate in accordance with section 1103.2 exception 1. LATERAL LOAD CONSIDERATION (BUILDING): WIND LOAD CALCULATIONS (BUILDING): Code: International Building Code 2015 Occupancy: Occupancy Group = B Business Risk Category & Importance Factors: Risk Categ a ry Category II : All bldgs and other structures except those listed in Categories I, III, & IV Wind Loads - Other Structures: ASCE 7- 10 '-,' ind Factor = 1.00 Gust Effect Factor (G) ' 0.8E Ultimate Wind Speed= 110 mph Kzt = 1.00 Exposure = C Ultimate Wind Pressures m0 Rooftop Structural Analysis Report Project Number. SML-055 / 2000479 December 21, 2020 Page 21 Wind Loads - MVVFR3 h--cw aAmrisa s,il&ngs) t f� a buil&ngs Ka = Kh Cease 1) = 1.03 Base pressure Cqh) 28.3 Psf G Cpi = -0.1 �_ Wind Pressure Coefficients Edge Strip (a) = 4.8 ft End Zone (2a) = 9.6 ft Zone 2 lengrth = 24.0 ft CA SE A CASE B = 0 deg Surface GC f wl-GC i w?+GC i GC f wl-GC i w1+GC i 1 GAG Q.58 9.22 -9.45 -Q.27 2 -0.69 -0. 51 -13.37 -0.69 -0. 51 -0. #' 3 -9.37 -0.19 -4.55 -9.37 -4.19 -4.55 4 -0.29 -0.11 -13.47 -0.45 -(1.27 -0.63 5 9.49 0.58 0.22 6 -9.29 -0.11 -4.47 1 E 0.61 4.79 0. ; 3 -0.43 -0. 30 -4.66 2E -1.47 -9.39 -1.2E -1.47 -0.89 -1.25 3E -0.53 -0.35 -0.71 -9.53 -0.35 -4.71 4E -9.43 -9.25 -0.t�1 13.43 -0.30 -G.66 5E -13.61 0.79 0.43 6E -13.43 -0.25 -4.61 Ultimate Wind Surface Pressures (psf) 1 16.4 6.2 -7.7 -1 7.9 2 -14.5 -24.7 -14.5 -24.7 3 -5.4 -15.6 -5.4 -15.6 4 -3.1 -13.3 -7.7 -17.9 5 16.4 6.2 6 -3.1 -13.3 1 E 22.4 12.2 -9.5 -13.7 2E -25.2 -35.4 -25.2 -35.4 3E -9.9 -20.1 -9.9 -24.1 4E -7.1 -17.3 -3.5 -13.7 5E 22.4 12.2 6E -7.1 -17.3 Parapet 'r'dnd-,%,ard parapet = 0.0 psf CGCpn = +1.5) Leeward parapet = 0.0 psf CGCpn =-1.0) Horizontal MWFRS Simale Diaahraam Pressures tosf Transverse direction (normal to Lj Interior Zone: Wall 19.6 psf Roof -9.1 psf ** End Zone: Wall 29.5 psf Roof -15.3 psf ** Longitudinal direction (parall-lto L) Interior Zone: Nall 19.6 psf End Zone: Wall 29.5 psf ** NOTE: Total horiz farce shall not be less than that determined by neglecting raaf farces (except far MWFRS moment frames). The code requires the MWFRS be designed for a min ultimate farce Df 16 psf multiplied by the wall area plus an 3 psf force applied tatheverticaIprojection of thereof. Windward roof Dverhangs= 19.3 psf (upward) addtD windward roof pressure OVEF NU M WPfl;wJ%FpR04P LHQ44�kFL RDI F JJ L J L J l l I 1 4EF17_JtiL � gJi TRANSVERSE ELEVATION vr��mw,wsanc.� tn� JI 11 1 J L i l l MEkSIGx4 LOHGT,CVV WAT- ELE VA UCfK I� Rooftop Structural Analysis Report Project Number: SML-055 / 2000479 December 21, 2020 Page 22 Wind Forces on Building Structure Wind force on End Zone = 2x4.8 ft x 46.6 ft x 29.5 psf = 13197.1 lbs. Wind force on Interior Zone = 175.4 ft x 46.6 ft x 19.6 psf = 160203.3 lbs. Wind Force Antenna Mount = 3500 lbs Total Wind Force (Building) = 176900.4 lbs. Lateral Wind Load Cmmnarisnns- = 13.2 kips = 160.2 kips = 3.5 kips (approx.) = 176.9 kips Loading Original Additional Total Net Increase Remark [Lbs.] [Lbs.] [Lbs.] !/.] Lateral (Shear) 173400.4 3500 176900.4 1.9 OK The total additional lateral loading is at less than 10% of the original design loads on the building lateral force resisting system. In accordance with the section 1103.3 of the 2015 International Existing Building code, a full analysis of the existing building is not required. SEISMIC ANALYSIS Seismic Loads: IBC 2015 Risk Category : II Importance Factor (I) : 1.44 Site Cla ss : C Class D Ss (0.2 sec) = 12 7. 90 % S1 (1.0 sec) = E0.10 °leg Fa = 1.000 Sms = 1.279 Fv = 1 =rr Sm1 = 0.752 DESIGN COEFFICIENTS AND FACTORS Response Modification Coefficient (R) = 3 Over -Strength Factor (!2o'y = 3 Deflection Amplification Factor (Cd} = 3 S,= = 0.952 S:-1 = 0.501 Seismic Load Effect (E) = Eh +1-Ev = p a= +1- 0.2Sa= D Special Seismic Load Effect (Emy = Emh +1- Ev = Qo a= +1- 0.2Sa= D PERMITTED ANALYTICAL PROCEDURES Simplified Analysis - Use Equivalent Lateral Force Analysis Equivalent La#eral-Force Analy, - Permitted Building period coef. (C-:, = 0.020 Approx fundamental period C-a; = CTh User calculated fundamental period C-; = Long Period-ransitionPeriod C-L.. = ASCE7map= Seismic response coef. (Cs; = S_._VR = need not exceed Cs = ShcIIRT= but not less than Cs = 0.044Sdsl = USE Cs = J = 0.3E2 S_1 = 0.E01 Strength Level Forces Design Category = D Design Category = D = 1.3ae +1- 0.170C Qe = horizontal seismic force = 3ae+1- 0.170C C = dead load Equivalent Lateral -Force Analysis Cu = 1.4 0.35E sec x= 0.7E -max = Cu-a = 0.497 sec Use - = 0.3EE 0.294 0.470 0.037 0.2 3-' Design Base Shear V = 0.23z'l � m• Rooftop Structural Analysis Report Project Number: SML-055 / 2000479 December 21, 2020 Page 23 Total Building Weight, W = = 355200 Ibs (approximately) Design Base Shear, V = 0.284 W = 0.284*355200 = 100877 Ibs MECH AND ELEO COMPONENTS SEISMIC COEFFICIENTS Mech or Electrical Component : Other mechanical or electrical components. IV Importance Factor (Ip) : 1p = 1.5 Life safety component required to function after an earthquake (e.g. fire protection sprinklers IV Component amplification Factor (ad = 1 h=` 46.a feet Comp Response Modification Factor (Rp) = 1.5 z ` ��.? feet zfh = 1.00 Fp = 0.4a,SdslWNp(1+2zlhYRp = 1.022 Wp not greater than Fp = 1.6Sdslpb'dp = 2.045 VVp but not less than Fp = 0.EiSds1plo7p = MzEi V1tp Weight of the tower & equipment, Wp Seismic Force, Fp = 1.022*Wp = 1.022*3000 Lateral Seismic Lnad Cmmnarisnns' use Fp = 1.022 'Np = 3000 Ibs (approximately) = 3066 Ibs Loading Original Additional Total Net Increase Remark [Lbs.] [Lbs.] [Lbs.] 1/] Lateral (Shear) 100877 3066 103943 2.9 OK The total additional lateral loading is at less than 10% of the original design loads on the building lateral force resisting system. In accordance with the section 1103.3 of the 2015 International Existing Building code, a full analysis of the existing building is not required.. m0 MOUNT ASSEMBLY DRAWINGS Morrison Hershfield 2 3 X2 4 X2 5 X2 MOLTING PIPE ORDERED SEPARATELY I� �I PARTS LIST PART NO. PART DESCRIPTION LENGTH UNIT WT. NET WT. X-S250 WALL MOUNT BRACKET 6.46 12.91 X-UB1212 1/2" X 2-1/2" X 4.1/2" X 2" U-BOLT (HDG.) 0.63 1.25 G12FW 1/2" HDG USS FLATWASHER 0.03 0.14 G12LW 1/2" HDG LOCKWASHER 0.01 0.06 G12NUT 1/2" HDG HEAVY 2H HEX NUT 0.07 0.29 TOTAL WT. # 13.84 TOLERANCE NOTES DESCRIPTION Locations: TOLERANCES ON DIMENSIONS, UNLESS OTHERWISE NOTED ARE: CANTILEVER Engineering New York, NV Atlanta, GA SAWED, SHEARED AND GAS CUT EDGES(± 0.030J WALL �j(�J Support Team: Los Angeles, CA DRILLED AND GAS CUT HOLES (±0.030) - NO CONING OF HOLES MOUNT 1-888-753-7446 Plymouth, IN Salem, OR LASER CUT EDGES AND HOLES ±a 010" - NO CONING OF HOLES ( ) AvalmonSY�M Dallas, TX BENDS ARE! 1/2 DEGREE ALL OTHER MACHINING (±0.030 f CPD NO. DRAWN BY ENG. APPROVAL PART NO. ALL OTHER ASSEMBLY(± 0.060) CEK 10/7/2010 SP250 02 PROPRIETRRYNOre: ,WINGUSAGE CHECKED BY 1 DWG. NO. -n CUSTOMER BMC 10/7/2010 SP250 ADDITIONAL CALCULATIONS Morrison Hershfield SCE AMERICAN SOCIETY OF CIVIL ENGINEERS Address: No Address at This Location Wind ASCE 7 Hazards Report Standard: ASCE/SEI 7-10 Elevation: 102.03 ft (NAVD 88) Risk Category: II Latitude: 47.821748 Soil Class: D - Stiff Soil Longitude:-122.366071 IIIII 'll Z.d � II�V- II, F' I f E •:III •.I I _I�a ._—. iSh line I•IiI• � .....,.il }I F�Ik Results: Wind Speed: 110 Vmph 10-year MRI 72 Vmph 25-year MRI 79 Vmph 50-year MRI 85 Vmph 100-year MRI 91 Vmph Data Source: ASCE/SEI 7-10, Fig. 26.5-1A and Figs. CC-1—CC-4, incorporating errata of March 12, 2014 Date Accessed: Sat Dec 19 2020 Value provided is 3-second gust wind speeds at 33 ft above ground for Exposure C Category, based on linear interpolation between contours. Wind speeds are interpolated in accordance with the 7-10 Standard. Wind speeds correspond to approximately a 7% probability of exceedance in 50 years (annual exceedance probability = 0.00143, MRI = 700 years). Site is not in a hurricane -prone region as defined in ASCE/SEI 7-10 Section 26.2. Mountainous terrain, gorges, ocean promontories, and special wind regions should be examined for unusual wind conditions. https://asce7hazardtool.onIine/ Page 1 of 3 Sat Dec 19 2020 -ASCE® AMERICAN SOCIETY OF CIVIL ENGINEERS Seismic Site Soil Class: D - Stiff Soil Results: Ss : 1.278 SDs 0.852 S, 0.501 SDI 0.501 Fa 1 TL 6 Fv 1.5 PGA: 0.52 SMs 1.278 PGA M : 0.52 SM, 0.752 FPCA 1 le : 1 Seismic Design Category D 14 MCER Response Spectrum 09 Design Response Spectrum 1-2 i 0_7 1-0 0.• • i Ofi (H 0.5 0-B 0.4 0.3 0.4 0.2 0-2 0.1 fl i)_[:::_ 0 2 3 - - 6 7 0 - - Sa (g) vs T(s) Sa (g) vs T(s) Data Accessed: Sat Dec 19 2020 Date Source: USGS Seismic Design Maps based on ASCE/SEI 7-10, incorporating Supplement 1 and errata of March 31, 2013, and ASCE/SEI 7-10 Table 1.5-2. Additional data for site -specific ground motion procedures in accordance with ASCE/SEI 7-10 Ch. 21 are available from USGS. https://asce7hazardtool.online/ Page 2 of 3 Sat Dec 19 2020 -ASCE® AMERICAN SOCIUY OF CIVIL ENGINEERS Ice Results: Ice Thickness: Concurrent Temperature Gust Speed: Data Source: Date Accessed: 0.25 in. 25 F 30 mph Standard ASCE/SEI 7-10, Figs. 10-2 through 10-8 Sat Dec 19 2020 Ice thicknesses on structures in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. Values provided are equivalent radial ice thicknesses due to freezing rain with concurrent 3-second gust speeds, for a 50-year mean recurrence interval, and temperatures concurrent with ice thicknesses due to freezing rain. Thicknesses for ice accretions caused by other sources shall be obtained from local meteorological studies. Ice thicknesses in exposed locations at elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. The ASCE 7 Hazard Tool is provided for your convenience, for informational purposes only, and is provided "as is" and without warranties of any kind. The location data included herein has been obtained from information developed, produced, and maintained by third party providers; or has been extrapolated from maps incorporated in the ASCE 7 standard. While ASCE has made every effort to use data obtained from reliable sources or methodologies, ASCE does not make any representations or warranties as to the accuracy, completeness, reliability, currency, or quality of any data provided herein. Any third -party links provided by this Tool should not be construed as an endorsement, affiliation, relationship, or sponsorship of such third -party content by or from ASCE. ASCE does not intend, nor should anyone interpret, the results provided by this Tool to replace the sound judgment of a competent professional, having knowledge and experience in the appropriate field(s) of practice, nor to substitute for the standard of care required of such professionals in interpreting and applying the contents of this Tool or the ASCE 7 standard. In using this Tool, you expressly assume all risks associated with your use. Under no circumstances shall ASCE or its officers, directors, employees, members, affiliates, or agents be liable to you or any other person for any direct, indirect, special, incidental, or consequential damages arising from or related to your use of, or reliance on, the Tool or any information obtained therein. To the fullest extent permitted by law, you agree to release and hold harmless ASCE from any and all liability of any nature arising out of or resulting from any use of data provided by the ASCE 7 Hazard Tool. https://asce7hazardtool.online/ Page 3 of 3 Sat Dec 19 2020 DESIGN REVIEW FORM Morrison Hershfield A B C O F F G H I T 1 K L I M I N O P 1 S rn<3 rt ( 111 1#. Design Review 3 PACE Jt Parent/Child FA g ORACLE PTN g Site Number Site Name POE Static Spectrum RRH Type 4 MRWOR046539 Parent 10092667 3801AOT6F5 SN61 Puget Drive Active 850 mhz 5G AirScale RRH 4T4R B5 5 6 7 8 9 10 11 12 Scoping call notes: (for reference only and not to be used for entitlement or design) v3 (12/04/2020): Alpha & Beta: Swap out 17/19 antenna with 6' 8-port cellmax antenna for 5G. Gamma: Swap out 17/19 antenna with 6' 12-port slim Kathrein antenna for 5G. Diplex L7 & 5G 850. Make sure that there is at least 3' separation between antennas. Need two 472949A (UNI SFP 7 for Nokia Radios) per MB radio if not yet installed. Swap out existing BBU SFP Type from 5 to 7. V02:06/24/20:5G NR Radio Final RFDS. Note :- HORIZONTAL SEPARATION from ANOTHER ANTENNA to be 3 FT & FIN RRH needs to have 2ft of clearance from antennas and other RRHs.Make sure to place/move all RRH behind the Antennas. 14 Construction Manager: Alex Hinton Land Use Specialist: 15 Leasing Specialist: Project Manager: IJohn Evans 16 17 Project Summary 18 Installing 850 mhz 5G to Existing (3) Sector AT&T Rofftop Site. Removing (3) Kathrein 80010864 Antennas in Position (2) Alpha, Beta, Gamma. Installing (2) Cellmax CMA-UBTMLBMLBHH-6516-16-21-21 Antennas in Position (2) Alpha, Beta Sectors. Installing (1) Kathrein 800372965 Antenna in Gamma Sector within existing FRP Shroud. Relocating Antenna Posiiton (2) on Alpha Sector to South side of existign Chimney Stack to prevent Skewing. New Mounting methed required for proposed antennas in Alpha, Beta Sectors. Installing (3) 78211288 Kathrein Diplexers for 700/850 on proposed antennas. Installing (3) AirScale RRH 4T4R B5 160W AHCA RRH's (1) Per Sector mounted on rooftop. Removing Existing 24V Power Plant Cabinet. Installing (1) (N) Netsure 512 -48V Outdoor Power Cabinet. Reinstalling Breakers for All existing equipment. Removing Existing Battery Cabinet With (20) Marathon M12V155FT Batteries. Installing (1) (N) Outdoor-48V Battery Cabinet With (16) M12V180 batteries. Installing (3) 25 AMP Breakers for (N) B5 RRH's. Installing (1) 5G upgrade kit in existing FLX16 Cabinet. Installing (1) Thermal HEX door on existign FLX16 Purcell cabinet. Per the DC Trunk Calculator Dated 11/18/2020 no upconverters are needed. Installing (1) DC12-48-60-0-25E Outdoor Raycap at equipment pad for Proposed B5 RRH's. Migrate Existing DC Cabling from DC2/DC12RM unit to (N) DC12 Outdoor Unit. 20 Tower Type: Rooftop Existing Mount type: Stand off No Red Center: 43.2' - 42.4' Tower Notes: 21 Equipment Type: Indoor Proposed Mount type: TBD Bird on Site: Tip Height: Relocating Alpha Sector Pos. (2) Mount to South Side Of Chimney Stack. Find New Anchor Bolt Solution for Proposed Antennas Mounted To Chimney 22 Site type: Colo Mount Swap: No FAA Height: 23 Number of Sectors: 3 Mount MOD: Yes Previous SA: 24 Tower Owner: Manlift/Crane & Size: No Previous MA: 25 26 CIVIL SOW: Removing Existing 24V Power Plant Cabinet. Installing (1) (N) Netsure 512 -48V Outdoor Power Cabinet. Reinstalling Breakers for All existing equipment. Removing Existing Battery Cabinet With (20) Marathon M12V155FT Batteries. Installing (1) (N) Outdoor-48V Battery Cabinet With (16) M12V180 batteries. Installing (3) 25 AMP Breakers for (N) B5 RRH's. Installing (1) 5G upgrade kit in existing FLX16 Cabinet. Installing (1) Thermal HEX door on existign FLX16 Purcell cabinet. Per the DC Trunk Calculator Dated 11/18/2020 no upconverters are needed. Installing (1) DC12-48-60-0-25E Outdoor Raycap at equipment pad for Proposed B5 RRH's. Migrate Existing DC Cabling from DC2/DC12RM unit to (N) DC12 Outdoor Unit. 27 28 RF SOW: Installing 850 mhz 5G to Existing (3) Sector AT&T Roffop Site. Removing (3) Kathrein 80010864 Antennas in Position (2) Alpha, Beta, Gamma. Installing (2) Cellmax CMA-UBTMLBMLBHH-6516-16-21- 21 Antennas in Position (2) Alpha, Beta Sectors. Installing (1) Kathrein 800372965 Antenna in Gamma Sector within existing FRP Shroud. Relocating Antenna Posiiton (2) on Alpha Sector to South side of existign Chimney Stack to prevent Skewing. New Mounting methed required for proposed antennas in Alpha, Beta Sectors. Installing (3) 78211288 Kathrein Diplexers for 700/850 on proposed antennas. Installing (3) AirScale RRH 4T4R B5 160W AHCA RRH's (1) Per Sector mounted on rooftop. 29 30 Tower or Mount MOD Required: (include responsible party) Relocate Antenna mounts in Position (2) Alpha, Beta Sectors. They are currently mounted to Uni-Strut which is no longer AT&T approved. Create Anchor Bolt solution into existing Brick Chimney. 31 32 Existing Antennas Proposed Antennas Final Antennas 33 Type City Sectors Type City I Sectors Type City Sectors 34 80010991 3 ABS CMA-UBTMLBMLBHH-6516-16-21-21 2 A B CMA-UBTMLBMLBHH-6516-16-21-21 2 A B C 35 80010864 3 ABC 800372965 1 C 800372965 1 A B 36 180010864 3 A B C 37 38 39 Existing Diplexers Proposed Diplexers Final Diplexers 40 Type I City Sectors Type City Sectors Type I City Sectors 41 782 11287 6 ABC 782 11288 3 ABC 782 11287 6 A B C 42 78211288 3 A B C 43 44 45 46 47 Existing TMAs Proposed TMAs Final TMAs 48 Type City Sectors Type City I Sectors Type City Sectors 49 50 51 52 53 54 55 1 1 Existing RRHs Proposed RRHs Final RRHs 56 1 Type Qty Location Type Qty I Location Type City Location 57 Flexi RRH 4T4R B14160W 3 Tower AirScale RRH 4T4R B5 3 Tower Flexi RRH 4T4R B14160W 3 Tower 58 RRH2X40W_7L 3 Tower RRH2X40W 7L 3 Tower 59 B25 RRH4X30-4R 3 Tower B25 RRH4X30-4R 3 Tower 60 B66A RRH4X45-4R 3 Tower B66A RRH4X45-4R 3 Tower 61 RRH4x25-WCS-4R 3 Tower RRH4x25-WCS-4R 3 Tower 62 lAirScale RRH 4T4R B5 3 Tower B C D E F I G 1 11 1 I J K L I M I N 1 0 P 63 64 Existing Combiners Proposed Combiners Final Combiners 65 Type City Sectors Type Qty Sectors Type city Sectors 66 67 68 Existing Filters Proposed Filters Final Filters 69 Type Qty Sectors Type City Sectors Type city Sectors 70 71 72 Existing Coax Proposed Coax Final Coax 73 Type City Type City Type City 74 N/A N/A 75 76 Existing RET Cables Proposed RET Cables Final RET Cables 77 Type City Type City Type Qt y 78 ATCB-BOl-050 3 ATCB-BOl-050 3 79 80 Existing Fiber Trunks Proposed Fiber Trunks Final Fiber Trunks RI Type Qty Type City Type City 82 RFFT-24SM-001-50M 3 RFFT-245M-001-SOM 3 83 84 Existing Power Trunks Proposed Power Trunks Final Power Trunks 85 Type Qty Type Qty Type Qty 86 P W RT-608-5 6 P W RT-608-5 6 87 88 Existing DC/Fiber Distribution Rooftops & Watertanks Proposed DC/Fiber Distribution Rooftops & Watertanks Final DC/Fiber Distribution Rooftops & Watertanks 89 Type Qty Type City Type City 90 FC12-PC6-10E 3 FC12-PC6-10E 3 91 DC2-48-60-0-9E 9 DC2-48-60-0-9E 9 92 Existing Equipment Level Surge Proposed Equipment Level Surge Final Equipment Level Surge 93 Type Ty Type Qty Type City 94 DC6-48-60-RM(1st Generation) 1 DC12-48-60-0-25E 1 DC12-48-60-0-25E 1 95 DC12-48-60-RM 1 DC12-48-60-RM 1 96 Existing Antenna Level Surge Proposed Antenna Level Surge Final Antenna Level Surge 97 Type City Type City Type City 98 99 100 101 POWER SOW: Removing Existing 24V Power Plant Cabinet. Installing (1) (N) Netsure 512 -48V Outdoor Power Cabinet. Reinstalling Breakers for All existing equipment. Removing Existing Battery Cabinet With (20) Marathon M12V155FT Batteries. Installing (1) (N) Outdoor-48V Battery Cabinet With (16) M12V180 batteries. Installing (3) 25 AMP Breakers for (N) BS RRH's. Installing (1) SG upgrade kit in existing FLX16 Cabinet. Installing (1) Thermal HEX door on existign FLX16 Purcell cabinet. Per the DC Trunk Calculator Dated 11/18/2020 no upconverters are needed.lnstalling (1) DC12-48-60-0-25E Outdoor Raycap at equipment pad for Proposed B5 RRH's. Migrate Existing DC Cabling from DC2/DC12RM unit to (N) DC12 Outdoor Unit. 102 Existing Power Plant Proposed Power Plant Final Power Plant 103 Type Voltage Type Voltage Type Voltage 104 24v TE43 24 NetSure 512 48 NetSure 512 48 105 106 Existing Rectifier Proposed Rectifier Final Rectifier 107 Type City Typei City Type City 108 Cordex 24v/3.lkw 5 48v/2.0kw 10 48v/2.O1,w 10 109 110 Existing Converter Proposed Converter Final Converter III Type City Type City Type City 112 Cordex CXDF 24-48/2kw 5 48v/1.5kw 2 48v/1.5kw 2 113 114 Existing Battery String Proposed Battery String Final Battery String 115 Type City BBU4 Y inet Type City BBU Cabinet City Type Oty BBU Cabinet City 116 M155 10 1 M12V180 4 1 M12V180 4 1 117 ESTIMATED BATTERY RESERVE TIME: 118 Existing Generator Proposed Generator Final Generator TType City Type City Type City 120 N/A N/A N/A 21 122 All aspects of the project(s) covered within this document both Parent Childs must be installed per ATT standards. 123