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Report (62) *CENTERLINE }C1 ?; 3'd 16360 Table Mountain Pkwy, Golden, CO 80403 / 303.993.3293 May 12, 2015 RECEIVED JUN 1 2015 Mr. Jeff Colantino CITY OF TIGARD Cascadia PM BUILDING DIVISION RE: T-Mobile L700Project P001263A "SW HALL& DURHAM" 16580 SW. 85th Ave. Tigard, OR 97224 Mount Structural Analysis Dear Mr. Colantino: Centerline Solutions performed a structural review of the existing antenna mounts at the above referenced site. The existing pipe mounts are adequate to safely support the new T-Mobile L700 Antennas and RRUs. Please contact us with any questions. Sincerely, CI'T'Y OP TIGARD o REQ PROFE, � REVIEWED FOR CODE COMPLtANCB NF�9 t � ✓) 72352 C4 OREGON s: Addrna I VaLo 9� /1212 � V y. ...�...�+.. EH 74C JAN'��� Suite#i _ MAY 12 2015 By: Date; `[ Khristopher Scott,PE ATT: Calculations OFFICE COPY *CENTERLINE TIONS 16360 Table Mountain Pkwy, Golden, CO 80403 / 303.993.3293 Mount Analysis• References: Standards-TIA-222-G CODES-IBC 2012, 2014 Oregon Structural Specialty Code ASCE?-10 Design Loads: Wind Load Factor: W-1.6 TIA 2.3.2 Live Load Factor: L-1.0 TIA 2.3.2 *The 2010 OSSC references a Wind 3-sec gust: V-95 mph V(3-sec)of 95mph. The 2014 Elevation (mount centerline): z=52.5 ft OSSC references a V(ult) of Structure Class: Class-"1I" 120mph. In this scenario, the design wind speed of 95mph Exposure: Exp="C" V(3-sec) is more conservative Topographic Category: Topo-"1" TIA 2.6.6.2 due to the associated wind Crest Height(in ft): H=0 load factors. Topographic Factor, Kzt: Kot=1 Wind Direction Factor, Kd: kd-.85 TIA Table 2-2 Importance Factor, I: 1=1 Velocity Pressure Coefficient, Kz: kz=1.105 TIA 2.6.5.2 Gust Effect Factor: G=—.85 TIA 2.6.7 Shielding Factor: S-0.0 Appurtenance Details: Appurt 1: h,:=96 in Antenna: SBNH-1D65C w,:=11.6 in Al =7.1 in Profile,:='" Profile Round or Flat(r/f) wt,:=49.6 1bf Ai:=max(h,-wl,h,-dj)=7.733 ft2 Appurt 2: h.2:=15.75 in RRU: FRLB W2=15.75 in d2:=5.9 in Profile2:="fl' Profile Round or Flat(r/f) wt2:=59.5 1bf A2:=max(h2-wl,h2-dl)=1.723 ft2 Appurt 3: h3-7.7 in TMA: Typ W3—=6.3 in d3-3.1 in Profiles-"fl' Profile Round or Flat(r/f) wt3:=11 1bf A3:=max(h3-w;s,h3-d„)=0.337 ft2 *CENTERLINE sITO> 16360 Table Mountain Pkwy, Golden, CO 80403 /303.993.3293 (Member Properties(pipe): Total Length: 1pip,,-174 in=14.5 ft Outer Diameter: ODp;pe=-3.5 in Calculations:(Wind Pressure, P) Velocity Pressure: q,:=0.00256-k,•K�,•k,•Vz -I•psf=21-702 ps f Appurt 1 Pressure: P,:=q.-G-C,=29.835 psf Appurt 2 Pressure: P2:=q.-G-C2=23.162 psf Appurt 3 Pressure: P. :=q,-G•CZ=22.136 psf Pipe Mount Pressure: Pp:=q,-G-Cpip,=22.136 psf Appurtenance Forces; F Appurt 1 Force: F,:=A,•P,=230.723 lbf Appurt 2 Force: F2:=A2-P2=39.901 Of Appurt 3 Force: F3:=A3-P3=7.457 ibf Pipe Mount Force: Fp:=1pipe•ODpipe•Pp=93.616 lbf Summed Forces: Ftr t:=F,+F2+F3+Fp=0.372 kip Factored Appurtenance Forces. F Appurt 1 Force: WF,:=W-A,-P,=369.156 lbf Appurt 2 Force: WF2:=W•A2•P2=63.841 lb f Appurt 3 Force: WF3:=S-W-A3•1.3=0 lbf Pipe Mount Force: WFp:=W-1pipe•ODpipe•Pp=149.786 lbf Summed Forces: WF,at:=WF,+WF2+6YF;,+TVFp=0.583 kip Risa Output: Max X Reaction (shear): Rte:=0 kip Max Y Reaction (shear): Rp:=1.653 kip Max Z Reaction (tensile): R,:=2.724 kip Max Moment X: M.:=0 kip•f t Max Moment Y: Mv:=0 kip•f t Max Moment Z: M-:=0 kip-ft Plate and Bolt Properties: Bolt Diameter: Diab,,It:=0.5 in Number of Brackets: nbrack:=2 Bracket Vertical Spacing: db.,,,k.18 in (distance from c/c of brackets) Anchor Number per bracket: n,,,,=2 Anchor Horizontal Spacing: d,l,,, =3 in (distance from centerline of pipe) Standoff distance: dx,=12 in CENTERLINE eD jT!ON' 16360 Table Mountain Pkwy, Golden, CO 80403 /303.993.3293 Bolts Check: Bolt Load (tension): Tloadj j,:= _(1.362.103) lbf Bolt Load (shear): Sloadwj:= R'' =413.25 lbf naru*nbrack Conservative check for 1/2" Kwik Bolt TZ expansion anchors in concrete and a 3-1/4" embedment length allowable loads per hilti as specified in previous SA by Cornerstone Engineering, dated 03/09/2004. Sleevet,,,,j,,,,:=3.925 kip > Tloadb,,lt=1.362 kip Sleeve,),,,,.:=10.785 kip > Sloadb,,11=0.413 kip (( Sloadbnac 12 ( TloadbolL 1 j "OKI',u ' =ct Gheck�,�,:—if + <1.0, NG' OK" ��Sleeve�t,�u, �Sleevet n o„) Final Notes J Recommendations: The existing pipe mounts are adequate to safely support the proposed antennas in alpha, beta, and gamma sectors. The FRLB RRUs are to be relocated to behind the screen wall so as to be shielded from wind loads and match existing conditions.The antenna's RAD center elevation has been lowered to make tip heights match that of the existing antennas per the construction I drawings. Assumptions: No mount mapping was provided to Centerline Solutions at the time of analysis. Mount dimensions and bolt sizes were conservatively assumed based off of previous documentation and photos taken at the site. If any discrepancies are found, please notify Centerline Solutions for further analysis. Disclaimer: Centerline Solutions performed this structural analysis of the mounting frame at which the antennas and RRUs attach. No existing structural inspection or monitoring of the existing structure was performed by Centerline Solutions.The structural integrity of the structure supporting the antenna mount frame, any additional mounting bracket and/or additional support structure to which the mount is attached is assumed to be adequate. These structures are assumed to be constructed and designed in accordance with all applicable codes and standards. 3.3.5 KWIK Bolt TZ Expansion Anchor Table 2-Hilo KWIK Bolt TZ carbon steel design strength with concrete/pullout failure In uncracked concrete'JA4 Tension-�Nq Shear-ov. Nominal Effective Nominal anchor embed. embed. f'o-2500 psi f',-3000 psi f'.-41700 psi f'q-6000 psi f'a-2500 psi f'--3000 psi f'--4000 psi f',-6000 psi diameter in.(mm) in.(mm) It(M) Ib(kN) Ib W" ib ikN) ib(W) Ib(M) Ib(W) Ib(M) 3/8 2 2-5/16 1,635 1,790 2,070 2,535 2,375 2,605 3,005 3,680 (51) (59) (7.3) (8.0) (9.2) (11.3) (10.6) (11.6) (13.4) (16.4) 2 2-3/8 2,205 2,415 2,790 3,420 2,375 2,605 3,005 3,680 1/2 (51) (60) (9.8) (10.7) (12.4) (15.2) (10.6) (11.6) (13.4) (16.4) 3-1/4 3.5/8 3,585 3,925 4,535 5,555 9,845 10,785 12,450 15,250 (83) (91) (15.9) 17.5 (20.2) (24.7) (43.8) (48.0) (55 4) (67.8) 3-1/8 3-9/16 4,310 4,720 5,450 6,675 9,280 10,165 11,740 14,380 5/8 (79) (91) (19.2) (21.0) (24.2) (29.7) (41.3) (45.2) (52.2) (64.0) 4 4-7/16 5,945 6,510 7,520 9,210 13,440 14,725 17,000 20,820 (102) (113) (26.4) (29.0) (33.5) (41.0) (59.8) (65.5) (75.6) (92.6) 3-3/4 4-5/16 5,380 5,895 6,810 8,340 12,200 13,365 15,430 18,900 3/4 (95) (110) (23.9) (26.2) {30.3) (37.1) (54.3) (59.5) (68.6) (84-1) 4-3/4 5-9/16 8,940 7,605 8,780 10,755 17,390 19,050 22,000 26.945 (121) (142) (30.9) (33.8) (39.1) (47,8) (77.4) (84.7) Table 3-HIM KWIK Boit TZ carbon steel design strength with concrete j pullout failure in cracked concrete'�2A''a Tension-Q)N- Shear-¢V- Nominal Effective Nominal anchor embed, embed, f',=2500 psi f'�=3000 psi f'�=4000 psi f'.-6000 psi '�=2500 psi f'.=3000 psi f'c-4000 psi pa=60000 diameter in.(mm) in.(mm) Ib(kN) lb(kN) Ib(kN) Ib rkN) Ib(M) Ib(kN) Ib W I Ib(kN) 3/8 2 2-5/16 1,475 1,615 1,865 2,285 1,685 1,845 2,130 2,605 (51) (59) (6.6) (7.2) (8.3) (10.2) (7.5) (8.2) (9.5) (11.6) 2 2-3/8 1,565 1,710 1,975 2,420 1,685 1,845 2,130 2,605 1/2 (51) (60) (7.0) (7.6) (8.8) (10.8) (7.5) (8.2) (9.5) (11.6) 3-1/4 3-5/8 3,195 3,500 4,040 4,950 6,970 7,640 8,820 10,800 (83) (91) (14.2)• (15.6) {18.0} (22.0) (31.0) (34.0) (39.2) (48.0) 3-1/8 3-9/16 3,050 3,345 3,860 4,730 6,575 7,200 8,315 10,185 5/8 (19) (91) (13.6) (14.9) (17.2) (21.0) (29.2) (32.0) (37.0) (45.3) 4 4-7/16 4,420 4,840 5,590 6,845 9,520 10,430 12,040 14,750 (102) (113) (19.7) (21.5) (24.9) (30.4) (42.3) (46.4) (53.6) (65.6) 3-3/4 4-5/16 4,010 4,395 5,075 6,215 8,640 9,465 10,930 13,390 3/4 (95) (110) (?7.8) (19.5) (22.6) (27.6) (38.4) (42.1) (48.6) (59.6) 4-3/4 5-9/16 5,720 6,265 7,235 8,860 12,320 13,495 15,585 19,085 (121) (142) (25.4) (27.9) (32.2) (39.4) (54.8) (60.0) (69.3) (84.9) 1 See section 3.1.7.3 to convert design strength value to ASD value. 2 Linear interpolation between embedment depths and concrete compressive strengths is not permitted. 3 Apply spacing,edge distance,and concrete thickness factors in tables 6 to 11 as necessary. Comate to the steel values in table 4. The lesser of the values is to be used for the design. 4 Tabular values are for normal weight concrete only.For lightweight concre*.e multiply design strength by A.as follows: for sand-lightweight,A.=0.68;for all-lightweight,Aa =0.60 5 Tabular values are for static loads only.For seismic loads,multiply cracked concrete tabular values by a.=0.75- See section 3.1.7.4 for addMonal information on seismic applications. S 214 Hilo,Inc.(usi 1-800-879-8000(www w.h8d.com I an aspahol 1.800-879-5000 I HiM(Canada)Corp.1-000-363-4458 1 wwwAftea I Anchor Fastening Technical Gude 2014 I I i i i Centerline Solutions SK- 1 Jacob Leavengood _ SW HALL& DURHAM 'May 12, 2015 at 9:02 AM - --------___------ P001 263A SW HALL&DURHAM ...) Page 1 Company Centerline Solutions May 12,2015 F Designer Jacob Leavengood Job Number Checked By. T E C 8 N O L 0 6 1 E S Model Name SW HALL&DURHAM Envelope Joint Reactions Joint X lkI _LC Y Lk LC Z[k] LC MX[k=ftj— LC-7 MY [k ftl LC MZ jk ft LC 1 N6 max 0 1 _126 3 2.724 1 0 1 0 1 0 1 i� _ _min_ _0 --1 43_— 1_._.125 5 --- _2._ _._ 125.5 -- - Q--_ 1 _0 ..1.._ ..__0..__. 3 N5 max 0 1 1.653 1 -.125 5 0 1 0 1 0 1 4 min 0 1 .093 5 -2.228 1 0 1 0 1 0 1 5 Totals: max 0 1 .25 3 .496 1 �6 miDJ—Q--Ll .188 ! 2 —_0_ 5 u Envelope Member Section Stresses Member_Sec A�dalj..L, X Shearjksi] -z Shear[ksi L.. -Topjksi].....L„ ..y Botjksi] L z Top[kslL..:._._z-6otjksill LC- 1, x_. M1 1 max 0 11 0 1 0 5 0 1 : 0 1 0 11 0 1 2—--- min 0 1 - 0 -- 1 I— 0 - 1 0 1 0-1-11-0 3 i 2 max.108!3' -0 "1' .472 1 ! 0 !1 � 0 '1 ! 0 15 18.73 - 1 4 min .0_81 2 C 1 0 151 0 ' 0 1 -18.731]�0 5 5 3 max .09513 0 1 .351 '1 1 0 1 0 1 0 5' 8.512 1 6 min .071 2 0 1 i 0 .51 0 1 0 1 -8.512 1 0 5_ 7 4 max .082 13 0 1 .177 ill 0 1 ; 0 1 —0 _ .5 2.171 i 1 8 mini .062 2 0 — 151 0 1 0 111 -2.171 i1 I 0 5 9 5 max .06913 0 1 .004 1 0 1 0 1 0 1 0 1 11 ' M2 1max 0 15 0 1 0 1 = 0 Ii 0 ill 0 Ii0 1 12 min 1 0 Ill0 1! 0 1 0 1 0 1 0 1 0 =1 13 2 max 0 15' 0 1 'I 0 1 0 1 ' 0 :1 ; 0 1 0 1 14 min, 0 111 0 1 0 1 0 1 0 1 01 0 1 15 3 max 0 15 0 1 0 11 , 0 1 ` 0 1 ' 0 1 0 1 16 min' 0 1 0 Ill 0 1 0 1 0 1 0 1 0 1� 17 4 max 0 15 0 1 0 1 0 1 1 0 1 0 flF 0 1 1 8-L-- min 0 1 0 1 0 1 0 1 0 1 0 1 0 1 19 5max 0 15: 0 1 0 1 0 1 0 11 0 11 0 1 20 min 0 1 0 11 0 1 0 1 0 1 0 Ill 0 1 21 M3 1 max 0 it 0 1 ' 0 1 0 1 0 1 0 1 0 1 22 min 0 5 0 1 4 1 0 1 0 0 1 0 1 - — _1 23 2 max 0 1 0 1 0 1 0 1 0 1 0 .11 0 1 1 24 ]min 1 0. 51 0 11 0 1 0 1 0 1 0 1 0 1 25 3 max 0 ill 0 1 0 1 0 1 0 1 0 1 0 1 26 min 1 0 151 0 1. 0 1 0 1 0 1 0 .1 0 1 27 14 max 0 1 0 1 0 1 0 11 0 1 0 1 0 1 1 j 28 Imin 1 0 151 0 1' 0 1 0 1 0 1 0 1 0 1 29 5 max 0 1 0 1 0 1 0 1 0 1 0 1 0 1 1 -30 _....._.... min p 5 0 III 0 1 0 1 0 1 0 1 0 1 a...-- — ._...------------ -- Envelope A/SC 14th(360-10):LRFD Steel Code Checks ,MemberA�Sf eCode Check Log LC Shear—Loi Dir .LC phi'Pncjkj ii'PntLk]phi*MnY..phi`Mn... Cb Eqn- 1 M1......: Hss3a0oxo 216 1 .520.. 2 083 1 .1101.521 1 28.304 67.382�_ 5 913 e 5.913 .1.. 1 H1-... . ....... --.... RISA-3D Version 13.0.0 [S:\...\...\...\...1...1...\...\..\...\...\...1P001263A SW HALL& DURHAM - 12.5' Pipe.r3d] 2