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Page 2 of 58 JOB NO.: U2619.920.211 VECyright li1/ 21 Vector al ering,LLC TOR This Excel workbook contains proprietary Information belonging to Vector E rl O I r� E E R $ Structural Engineering,LW,and may be neither wholly nor partially copied or reproduced without the prior written pennisslon of Vector Structural Engineering, LLC. PROJECT: POR TIGERS HS 2021 -CD Design Criteria: Code: Structural design is based on the Oregon Structural Specialty Code,2019 Edition(2018 IBC) and the ASCE 7-16 standard. Wind: Basic wind speed=97 mph(3-second gust)per the ASCE 7-16 standard Risk Category:II Wind exposure: C Ice: 1.5"radial ice @ 30 mph basic wind speed(3-second gust)per the ASCE 7 standard Seismic: Component Importance Factor, Ip=1.0 Risk Category: II Mapped spectral response accelerations: Ss= 0.848g Si = 0.38g Site class: D Spectral response coefficients: Sos= 0.678g SDI = 0.486g Seismic design category: D Basic seismic-force-resisting-system: Cantilever Element: Communications equipment General Notes: 1 The contractor shall verify dimensions,conditions and elevations before starting work. The engineer shall be notified immediately if any discrepancies are found. 2 The typical notes and details shall apply in all cases unless specifically detailed elsewhere. Where no detail is shown,the construction shall be as shown for other similar work and as required by the building code. 3 These calculations are limited to the structural members shown in these calculations only. 4 The contractor shall be responsible for compliance with local construction safety orders. Approval of shop drawings by the architect or structural engineer shall not be construed as accepting this responsibility. 5 All structural framing members shall be adequately shored and braced during erection and until full lateral and vertical support is provided by adjoining members. Structural Steel: 1 All structural steel code checks based on the AISC, 15th Edition per the ASCE 7 standard 2 All steel pipe to be per ASTM A53 GR. B(35 KSI), U.N.O. 3 All steel round tubes(HSS)to be per ASTM A500 GR.B(42 KSI), U.N.O. 4 All steel rectangular tubes(HSS)to be per ASTM A500 GR. B(46 KSI), U.N.O. 5 All steel wide flange shapes to be per ASTM A992(50 KSI), U.N.O. 6 All other structural steel shapes&plates shall be per ASTM A36, U.N.O. 7 All bolts for steel-to-steel connections shall be per ASTM F3125 GR.A325 U.N.O. 8 All bolted connections shall be tightened per the"turn-of-nut"method as defined by AISC. 9 All welding shall be performed by certified welders in accordance with the latest edition of the American Welding Society(AWS)D1.1 10 All steel surfaces shall be galvanized in accordance with ASTM A123 and ASTM F2329 standards,thoroughly coated with a zinc-rich primer,or otherwise protected as noted on the structural drawings. I I Page 3 of 58 • JOB NO.:U2619.920.211 Copyright 0 2021 Vector Structural Engineering.LLC "�^ PROJECT:POR HS 2021-CD This Structural workbook contains proprietaryelm,w onbororgrODm Vector v v SUBJECT:A u Tigersce MountingSystems sm�uw.t Er ae.nnD.u-c.enan„y be helm,wnwy ra.nartery roaea PP Ys ornyreducea without the prior prism permission of vector swauml E n c I n E E R s (TIA-222-H Chapter 16) Enpine,rmD,ua Location:Rooftop Antennas Wind per: ASCE 7 On a: building at 64 ft A.G.L. Load Combinations: ASCE 7-16 dP s0?P ?0 P OG. Appurtenances ♦fC.*4' 95G?4' 009 a4' ryI,'L ry0e _�q �'C9 P$¢ 1 t Unit Weight(Ibs) 81.6 93.9 38.2 56 56 70 10.4 32 Quantity 2 4 1 2 2 2 2 2 Height(Y)(in) 30.4 95.7 94.6 27.6 27.6 18 6.4 29.5 Width/Diameter(X)(in) 15.9 13.8 8 12.5 12.5 13.2 6.9 16.5 Depth(Z)(in) 6.1 8.2 5.9 7.4 7.4 9.4 4.8 12.6 Rotation from mount azimuth(a)(deg) Shape: Flat Hat Hat Flat Flat Flat Flat Flat Wind Force per Unit: (EPA)N(ft2) 4.03 12.81 8.20 2.88 2.88 1.98 0.37 4.06 (EPA)T(ft2) 2.15 8.48 6.59 1.78 1.78 1.41 0.26 3.10 Factored(LRFD): (1.0W) Normal Force(K,"q,"Gh"(EPA)N) 95.6 304.0 194.6 68.2 68.2 47.0 8.7 96.2 Tangential Force(K,'(1,"Gh"(EPA)r) 50.9 201.2 158.4 42.2 42.2 33.5 6.1 73.5 Seismic Force per Unit: Factored(LRFD): (1.OE) Lateral(Ibs) 26.6 30.6 12.4 18.2 18.2 22.8 3.4 10.4 Vertical(IbS) 11.1 12.7 5.2 7.6 7.6 9.5 1.4 4.3 Dead Load,D: Weight of Structure: Ws= 845 lb (1.05 x Material Weight from RISA Model) Weight of Appurtenances: WA= 1026 lb Total Weight: Wp= 1871 lb Wind Load,W: (TIA-222-H,Section 2.6: Wind and Ice Loads) Basic Wind Speed: V= 97 mph (ASCE 7 Online Hazard Tool Lookup-ASCE 7-16) Exposure Category: C (TIA-222-H,Section 2.6.5.1.2) Topographic Category: 1 (TIA-222-H,Section 2.6.6) Height of Crest Above Surrounding Terrain: H= 0 ft (TIA-222-H,Section 2.6.6) Gust Effect Factor: Gh= 1.0 (TIA-222-H,Section 16.6) Shielding Factor: K,= 0.9 (TIA-222-H,Section 16.6) Velocity Pressure Coefficient: I(,= 1.15 (TIA-222-H,Section 2.6.5.2) Topographic Factor: Ka= 1.00 (TIA-222-H,Section 2.6.6.2.1) Rooftop Wind Speed-Up Factor: K,= 1.00 (TIA-222-H,Section 2.6.7) Ground Elevation Factor: K,= 1.00 (TIA-222-H,Section 2.6.8) Directionality Factor: Kd= 0.95 (TIA-222-H,Section 16,6) Velocity Pressure: rlz= 26.4 (TIA-222-H,Section 2.6.11.6) Open Structure Wind Pressure: Fe== 31.6 psi (q,x CF x Gh) (TIA-222-H,Section 2.6.11.1) Wind on Structure(Line Loads): Wind Total Length Exp.wind Member Shape: D,'(in) Force(Pr) X(ft) Z(ft) 3"Nom.Pipe(any weight) 3.50 9.2 92 92 2"Nom.Pipe(any weight) 2.38 6.3 20 20 •D"=Largest Out-to-Out dimension of member(TIP.222-G,Figure 2-2) Total Factored X-Direction Wind(Appurt.&Structure): Fwx= 3153 lb Wind Controls Total Factored 2-Direction Wind(Appurt.&Structure): Fwz= 2432 lb Wind Controls Page 4 of 58 VECTOR JOB NO.:U2619 1 Copyright02021 Vadmaybmor oturalEngineenng,LLC PROJECT:POR Tigers HS 2021-CD ma Excel workbook ordains',monetary iMormarron belonging to Veolor SROJECT:Appurtenance MountingSystems StrucW2l Engineering LW and may be neither wholly norparte&copied ys or reproduced the prior wmten permission or vector ShuchWal E n G I n E E R $ (TIA-222-H Chapter 16) Engineering.LW Seismic Load,E: (ASCE 7,Section 13.3: Seismic Demands on Non-Structural Components) Risk Category/Structure Class: II Seismic Design Category: D Component Importance Factor: Ip= 1.00 (ASCE 7,Section 13.1.3) Site Class: D Mapped Spectral Response Acc.Parameter(Short Periods): Sp= 0.848 (ASCE 7,Section 11.4.1) Mapped Spectral Response Acc.Parameter(1 s Period): St= 0.380 (ASCE 7,Section 11.4.1) Design Spectral Response Acc.Parameter(Short Periods): Sus= 0.678 (ASCE 7,Section 11.4.4) Design Spectral Response Acc.Parameter(1 s Period): So,= 0.486 (ASCE 7,Section 11.4.4) Component Response Modification Factor: Rp= 2.5 (ASCE 7,Table 13.6-1: Communication Equipment) Component Amplification Factor: ap= 1.0 (ASCE 7,Table 13.6-1: Communication Equipment) Overstrength Factor(req'd for anchorage to concrete): Do= 2.0 (ASCE 7,Table 13.6-1: "Communication Equipment") Component Attachment Height(Above Base of Structure): z= 1.0 ft Average Height of Top of Structure(Above Base): h= 1.0 ft zJh= 1.0 (ASCE 7,Equation 13.3.1) Lateral Seismic Design Force Weight Multiplier: Fp,„h,pl/W= 0.326 (ASCE 7,Equations 13.3-1 through 13.3-3) Vertical Seismic Design Force Weight Multiplier: Fp,,„ /W= 0.136 (ASCE 7,Section 13.3.1: "Concurrent Vertical Force") Unfactored X-Direction Seismic Design Force: Fp,x= 609 lb (ASCE 7,Equations 13.3-1 through 13.3-3) Unfactored Z-Direction Seismic Design Force: Faz= 609 lb (ASCE 7,Equations 13.3-1 through 13,3-3) Unfactored Vertical Seismic Design Force: Fox= 254 lb (ASCE 7,Section 13.3.1: "Concurrent Vertical Force') Total Factored(LRFD)X-Direction Seismic Design Force: 1.0*Fpx= 609 lb Total Factored(LRFD)Z-Direction Seismic Design Force: 1.0*Fpz= 609 lb Total Factored(LRFD)Vertical Seismic Design Force: 1.0*Fp,r= 254 lb Ice Load.Di&Wi: (TIA-222-G,Section 2.6: Wind and Ice Loads) Does Ice Need to be Considered?: Yes Design Ice Thickness: I,= 1.5 in (TIA-222-H,Section 2.6.10) Weight of Ice: W,= 56 pct (TIA-222-H,Section 2.6.10) Ice Thickness at Height: tp= 1.60 in (TIA-222-G,Figure 2-1) Ip= 1.00 (TIA-222-G,Table 2-3) Weight of Ice on Structure: W,e= -1760 lb (This value is weight of ice only) Weight of Ice on Appurt.: WA= 2260 lb Total Ice Weight: W,= 500 lb (from RISA) Basic wind speed with Ice: V=I 30 Imph (TIA-222-H,Section 2.6.10) Open Structure Wind Pressure(with Ice): FsT= 3.0 psf (q,,x CF x Gh) Wind&Ice on Structure(Line Loads): Ice Wt. Wind Total Length Exp.Wind Member Shape: De(in) At(Inc) (pi) Force(Oft X(ft) Z(ft) 3"Nom.Pipe(any weight) 3.50 25.69 10.0 1.7 92 92 2"Nom.Pipe(any weight) 2.38 20.03 7.8 1.4 20 20 Total Factored X-Direction Wind w/Ice: Fwx,= 454 lb Total Factored Z-Direction Wind w/ice: Fwz,= 381 lb e Page 5 of 58 JOB NO.:U2619.920.211 copyright o 2021 Vector structural Engineering.LLC VECTOR PROJECT:POR Tigers HS 2021-CD StruExcctural nginseworkb h,d.C.o dmay eyom.,wholly anlmylny m vep SUBJECT:A urtenance S tams Or Stro,tore!Erigu»arinp,lLC entl may rre npe,enen,of rwrperGeXy copied PP Mounting 1`a or'reprcduwd without the prior wreten permiseron or Vector Structural E f1 G I fl E E R S (TIA-222-H Chapter 16) Enginemng,LLC. Live Loads.L: Maintenance Load at Mount Pipe: Lk,= N/A lbs (TIA-222-H.Section 16.3)-Apply at worst-case mount pipe Maintenance Load at Center of Horizontal Beam: Lv= N/A lbs (TIA-222-H,Section 16.3)-Apply for beam supported at each end Area Load: N/A psf Affected Area: N/A ft2 Snow Loads,S.: Design Roof Snow Load: S.- N/A 'psi (ASCE 7,Chapter 7) Summary' Vertical Loads Controlled By: "1.2 Dead+1.0 Ice Weight"Load Combo X-Direction Horizontal Loads Controlled By: Wind Load Combos Z-Direction Horizontal Loads Controlled By: Wind Load Combos Connection(s)to Concrete: Controlled by Wind Load Combos 1 Page 6 of 58 Y /� Z X 41 104 , . -:Aii 111 ' .3 93A '1.3 N67 p,2 '�� .44 114A '1.4 aap r• \ ' • �147 2 4t1.� .• 5 A2.7 53 %25 '2.2 ro 3.2 g ".:' • 6 N )r._ 3v 14.2 -- • > �d L. '.09 IR1.1v �11 w • , nn Csl 7 AZ.B 54 W' 41 41 08 71R3.1 2 105 P'�_;8 o � .r71 33 94 .• 0A ®N18 ;, 8 eN68 9 2 9A ",+..2 A IlV86A � r ,, Oa3 91 �148 1V26 9 �390 eN87 y 142 Envelope Only Solution Vector Structural Engineeri. . SK- 1 LIC Antenna Mount Feb 25, 2021 at 10:02 AM U2619-920-211 POR Tiger. . Antenna Mount LRFD ASCE 7-10.r... Pa e7of58 Y 11110 '•0 4144411114:„...„,, IIII6 — Z X I ro 00 (-"L\ P ‹[._..1,... l i 1 :4 ‹p il , <b Q I I ' I 52> Envelope Only Solution Vector Structural Engineeri. . SK-2 LIC Antenna Mount Feb 25, 2021 at 10:02 AM U2619-920-211 POR Tiger. . Antenna Mount LRFD ASCE 7-10.r... Page 8 of 58 Y Section Sets Antenna Pipe .44 Standoff /, IN Vertical Pipe J4)1. Horizontal Pipe Z X e (N) Dual Antenna Mount (N)Antenna tenna mount Plate RIGID N e la,.. (4rJgaten Yer�0o��,t R `•'tai; e�t �looa _ to Q. .n �t a late • 0 ��l IA, > ti ate a a w ,- c cl. Q Lt.:§3t a., /)2. o of aa) U NJa > nPvie�a`�lOtA�ateo" tia> @S •. , < `� S > 4 Li.." 4 S< 'a ao'� do`s U 4ao� > do$ 5 4 S aor` ao`1/4 s� s's- dp Envelope Only Solution Vector Structural Engineeri. . SK-3 LIC Antenna Mount Feb 25, 2021 at 10:03 AM U2619-920-211 POR Tiger. . Antenna Mount LRFD ASCE 7-10.r... a I Page 9 of 58 Y Z /• X 6 � ,G A �,\ 0 0 4 o ' p o y W c a W o d W o E- A),. ri ';A/.! a 29 Wa u �, i.R " Cr W - EL- o QV a. ri -- d W Q\. o �,�\A a A ri )0, A/• . W Q� `Al` a o �O 1�1\N 'f`1\N w , Q EC o *1\� �N\A W 0. -Ask 0, 'it *.\1d a -1-'\\A' i 0,. .r Q\. : *\\t'' I./..N\tt QA, "411.. QA, „r ,11N c'e .r Envelope Only Solution Vector Structural Engineeri. . SK-4 LIC Antenna Mount Feb 25, 2021 at 10:03 AM U2619-920-211 POR Tiger. . Antenna Mount LRFD ASCE 7-10.r... Page 10 of 58 410. • ,e, Z X t N 1 n ll•= n _ /> 44 „ ►w .r .41 Envelope Only Solution Vector Structural Engineeri. . SK- 13 LIC Antenna Mount Feb 25, 2021 at 10:06 AM U2619-920-211 POR Tiger. . Antenna Mount LRFD ASCE 7-10.r... Paee11of58 Y �� -471b Z X -47Ib :Alt -40.81b -471b -40.81. -471. -561• lb 321b 561r� b 11111 1 ii* 4 .e0 ' 0.81b 561. '71b -10.41. -561,0 19. tr321b ik - 0.01 c W 71b ~•0.81. -- >-19. • :: .rAlin ,IL • .211\ ,l a 2 U .r Loads: BLC 1, DL Envelope Only Solution Vector Structural Engineeri. . SK-5 LIC Antenna Mount Feb 25, 2021 at 10:07 AM U2619-920-211 POR Tiger. . Antenna Mount LRFD ASCE 7-10.r... Page 12 of 58 Y /.► /. 1521b 31.5psf Z X 31. 31.5ps1k„ `-w 31.5psf 47.SIb kik 31.5psf \ 31.5ps 1521b 1521b ...14, 5psf 31. 31.5ps 47.81b 3h 14 44144- 11,4 N ' ';68.21b i. c� 5psf .6.444 04 .5psf 61 , `'� .5ps kt, 31.5ps 4 .r. .r 6 :4w5psf 152Ib �;� 8.71b Zlb • Aft 3`i%i' �i! :k ; 'I'll 31.::: ::I -4411,4 5psf4 ;A* �5ps � ,'A 1114, % ' ` 8.7Ibkilli 'p.'`�', 1 31.5ps 31.5ps :: c . 11 ` �� - 31.5ps'►w`31.5ps►R 31.5ps FrR 31.5ps O. .5ps 4'� 31.5ps .5ps 31.5ps►R !!� �1 LI011 31.5ps Fr`31.5ps►,`r 4414 31.5ps tti er Loads: BLC 2, WLX Envelope Only Solution Vector Structural Engineers... SK-6 LIC Antenna Mount Feb 25, 2021 at 10:07 AM U2619-920-211 POR Tiger... Antenna Mount LRFD ASCE 7-10.r... A Page 13 of 58 Y 1011 °11.0 100.61b 31.5psf Z X pl.!! 1.5psf 100.61b 31.5 :II 25. 31.5psf / 1.5psf �jI0.6lbb 31.5ps b5 f , , p 1.5psf 100.61b rt 25. 315psf 73.51b -I►��a ►kif;''cg•*z 109fIJpsf �' 31.5psf i1&7-0":0P•0p`0t4..6e ry 1.•OO"4. rA ;0Orr Ac1.5psf , a4 OW 33.5Ib , j,, b 1.5psf -'► 4%- .40 40.61b 6.1Ib : . 31.5: r .51b og � w4. tj 0s2rw 4j; 3i.5Psf 7" ''ti: api.61b .5psf r� 4 0 �� N' .5psf i� �` ,i.��l�, 33.51b 10P1 4 .5 1•.- •iot ro 6.1Ib �c .5 sf . ,'/ 78a p ' c .5 '�'' ,ram'' . o i"-►f 5psf 5psf POrg ord poc .5psf AC .5psf Pirdd 'OW �. .5psf .5psf Pa; Oe 0c .5psf ooc .5psf r!` .5psf jc .5psf .. ', .5psf Loads: BLC 3, WLZ Envelope Only Solution Vector Structural Engineeri. . SK-7 LIC Antenna Mount Feb 25, 2021 at 10:07 AM U2619-920-211 POR Tiger. . Antenna Mount LRFD ASCE 7-10.r... • Page 14 of 58 Y -135.61b -71b/ft ,O. -71b/ 1 -131P', z x .411 411104', -71b/ft 10 `'°., -54.41 -71b/ft -135.61b -71b/ , -1 �...��-7lbU 31 -71b/ I -13 1P' .91b 54.41Ill ill -84.11', 71b ;'V 6, -71b/ft 411i11►1FP/ -71b/ft .40 ,, ,e�no, �' -71b/ i -7lb/` '°ti i 1111 h.-71' 31.91b 1'�lr �',. 84.11 � li �� y.. 'ft71b/ft 71• .`1114," 3 -7Ib/ti • ir:4.11 14 , -71b/f 70.31b 4 le t - b/ft V !. in ������" 18.81: -7Ib/ V -7Ib/ 1. :0,, 4,4/i u Gt `Al v 4 ,- •ft , b/ft v V 71b/' A -71b/`e VI ,G 11 -71b/k-' -7lb/ti A:. v 11 IJ` '474" ' -71b/+ • f" -71b/` Ak r'` f Loads: BLC 4, Di Envelope Only Solution Vector Structural Engineeri. . SK-8 LIC Antenna Mount Feb 25, 2021 at 10:07 AM U2619-920-211 POR Tiger. . Antenna Mount LRFD ASCE 7-10.r... Page 15 of 58 Y Z • X 17.91b 3psf 3ps 1(4 3psf 6.11b 140, 4,1 3psf \ 3ps, 17.91b ,��,,..... 3psf :, 3ps 6.11b 17.91b 'R114� �� VPIthg �Rt 9.21b `. `" �,1 3psf wW 3psf t;w 3ps 3ps .; ' �u� ,4+3psf 17.9lb bib 1.81b lb 014 te' VE-314 3ps'►�Elil��a 3psf �+ ' I*, - t SI kip % k" 3ps0' -- 3ps'� • ,`4% yy 3ps P,.6. % � k, 1.81b 3ps ��, :: `•�4:� rL1111 3psw 3•`-': 3psR 3ps �, _- 3ps .F. 3ps"` 3pslIk, 3psCPI R 3ps.ikil 3ps b. 3ps 0.111111044. 3ps►, 3ps or r Loads: BLC 5, WLXi Envelope Only Solution Vector Structural Engineeri. . SK-9 LIC Antenna Mount Feb 25, 2021 at 10:08 AM U2619-920-211 POR Tiger. . Antenna Mount LRFD ASCE 7-10.r... Page 16 of 58 Y 12.9Ib Z X 3psf psf 12.91b 0 43psf 3.7 3psf 00 1•001psf ".9lb "� 3psf 33n�.'.c � psf /12.91b 3.7 �K.r i2 �lb 40144!4 j. 3psf 9.81b ��� � O. r►'4 , a - 12.Rif 'M"' 3psf ,.- Kpsf cf ,.-� FP 5.11b �J►�. 71b 3psf Et!L4jg?b5lb Iiiif ��,� �� 5.11bPI. I. ;sf 40 ���,-., Pl. 1.5Ib 1010 4004.sf j ;sf 01 a0' 41 � sf ii:: � ,sf P F f �t of ,10.16 sf .sfFIO 40 of �K of iiifi li PIO .sf Loads: BLC 6, WLZi Envelope Only Solution Vector Structural Engineeri. . SK- 10 LIC Antenna Mount Feb 25, 2021 at 10:08 AM U2619-920-211 POR Tiger. . Antenna Mount LRFD ASCE 7-10.r... , Pa.e 17 of 58 Y Z ,• X 15.31b 13.31b 15.31b 13.31b 18.21b 15.31b �, , • 18. _ 14 0 1)+2 kill' : • 414 • 13.31 3.41b • 15.31b 11111111111 21 ..11-. EZ)2114. 1 .110,... ., ,... 22 ika . , 13.31 __ 3.41b _ li► .40,- • .r " 9 • • • Loads: BLC 7, ELX Envelope Only Solution Vector Structural Engineers... SK- 11 LIC Antenna Mount Feb 25, 2021 at 10:08 AM U2619-920-211 POR Tiger. . Antenna Mount LRFD ASCE 7-10.r... • Page 18 of 58 Y Z ,• X 15.31b �, 15.31b n 1 '.31b IIIlo.' 31b 15.31b 10.41b , 14401f, t ., 15.31b 1407.31b 2.81b 13.31b 111 3.41b It.I '02"E4tb . , =- 0 .r ° 4 0 ., , U r Loads: BLC 8, ELZ Envelope Only Solution Vector Structural Engineeri. . SK- 12 LIC Antenna Mount Feb 25, 2021 at 10:08 AM U2619-920-211 POR Tiger. . Antenna Mount LRFD ASCE 7-10.r... Page 19 of 58 Y Code Check (Env) /► No Calc 1•� > 1.0 Z X .90-1.0 .75-.90 .50-.75 t 0.-.50 �y 111 iel. icuuI . s NrM ii • M 1 M r r M r r Ik ,b r r '.r .r Member Code Checks Displayed (Enveloped) Envelope Only Solution Vector Structural Engineers. . SK- 13 LIC Antenna Mount Feb 25, 2021 at 10:08 AM U2619-920-211 POR Tiger. . Antenna Mount LRFD ASCE 7-10.r... Page 20 of 58 Y Shear Check (Env) No Calc ,. > 1.0 Z X .90-1.0 75-.90 .50-.75 0.-.50 ,> 3 3> /I oo Ln 0 4. 1Dt '> r �3 ,3 , r .r x- ,3 Al ,3 Ails ,2 r Member Shear Checks Displayed (Enveloped) Envelope Only Solution Vector Structural Engineers. . SK- 14 LIC Antenna Mount Feb 25, 2021 at 10:08 AM U2619-920-211 POR Tiger. . Antenna Mount LRFD ASCE 7-10.r... ' Page 21 of 58 I Company : Vector Structural Engineering Feb 25,2021 IIRISA Job Nu Designermber :: LIC 10:08AM U2619-920-211 POR Tigers HS(2021) Checked By:LRG A NEMETSCHEK COMPANY Model Name : Antenna Mount Hot Rolled Steel Section Sets Label Shape Type Design List Material Design R., Alin21 Ivy fin41 lzz fin41 J fin4] 1 Antenna Pipe PIPE 2.0 Beam Pipe A53 Gr. B Tvpica 1.02 .627 .627 1.25 2 Standoff PL 12X1/4 Beam RECT A36 Gr.36 Tvpica 3 .016 36 .062 3 Vertical Pipe PIPE 3.0 Beam Pipe A53 Gr. B Tvpica 2.07 2.85 2.85 5.69 4 Horizontal Pipe PIPE 2.0 Beam Pipe A53 Gr. B Tvpica 1.02 .627 .627 1.25 5 Brace PIPE 2.0 Beam Pipe A53 Gr. B Tvpica 1.02 .627 .627 1.25 6 (N)Dual Antenna Mount C5"x2"x3/16" Beam Channel A36 Gr.36 Typica 1.617 , .583 5.891 .018 7 (N)Antenna mount Plate 5x1/2" Beam None A36 Gr.36 Typica 2.5 .052 5.208 .195 Hot Rolled Steel Design Parameters Label Shape Length[ft] Lbyvlftl Lbzz['] Lcomp topffti_Lcomp bot[ft1 L-torau. . yy Kzz Cb Function 1 M1 Vertical Pipe 11.5 Lbvv Lateral 2 M2 Standoff .5 , Lbyy Lateral 3 M3 Standoff .5 Lbvv Lateral 4 Mg Antenna Pipe 5 Lbvv Lateral 5 M12 Antenna Pipe 5 Lbvv Lateral 6 M13 Vertical Pipe 11.5 Lbyy Lateral 7 M14 Standoff .5 Lbvv Lateral 8 M15 Standoff .5 Lbyy Lateral 9 M16 Horizontal P._ 5.5 Lbvv Lateral 10 M17 Horizontal P._ 5,5 Lbyy . Lateral 11 M35 Vertical Pipe 11.5 Lbvv Lateral 12 M36 Standoff .5 Lbyy Lateral 13 M37 Standoff .5 Lbvv Lateral 14 M18 Vertical Pipe 11.5 Lbyy Lateral 15 M19 Standoff .5 Lbvv Lateral 16 M20 Standoff .5 Lbyy Lateral 17 M23 Antenna Pipe 5 Lbvv Lateral 18 M26 Antenna Pipe 5 Lbyy Lateral 19 M27 Vertical Pipe 11.5 Lbvv Lateral 20 M28 Standoff .5 Lbvy Lateral 21 M29 Standoff .5 Lbvy Lateral 22 M30 Horizontal P.- 5.5 Lbyy Lateral 23 M31 Horizontal P.. 5.5 Lbyy Lateral 24 M32 Vertical Pipe 11.5 Lbvy Lateral 25 M33 Standoff .5 Lbvv Lateral 26 M34 Standoff .5 Lbvy Lateral 27 M35A Vertical Pipe 11,5 Lbvv Lateral 28 M36A Standoff .5 Lbyy _ Lateral 29 M37A Standoff .5 Lbvv Lateral 30 M38 Vertical Pipe 11.5 Lbvy Lateral 31 M39 Standoff .5 Lbvv Lateral 32 M40 , Standoff .5 Lbvv Lateral 33 M41 (N)Dual An.. 1 Lbvv Lateral 34 M42 (N)Dual An... 1 Lbyy Lateral 35 M43 (N)Dual An.. 1.p08 Lbvv Lateral 36 M44 (N)Dual An.. 1 Lbvy . Lateral 37 M45 (N)Antenna.. 2 Lbvv Lateral 38 M46 (N)Antenna.. 2 Lbyy Lateral 39 M47 (N)Antenna.. 2 Lbvv Lateral 40 M48 (N)Antenna.. 2 Lbvv Lateral RISA-3D Version 17.0.4 [1...1...1...\...1...\...\ENG\Antenna Mount LRFD ASCE 7-10.r3d] Page 1 Page 22 of 58 I Company : Vector Structural Engineering Feb 25,2021 RISA Designer : LIC 10:08AM Job Number : U2619-920-211 POR Tigers HS(2021) Checked By:LRG ANEMETSCHEK COMPANY Model Name : Antenna Mount Joint Coordinates and Temperatures Label _ XIft] Y(ftt Z[ft] Temp[F] Detach From Diao... 1 _ N1 0 11.5 0 0 2 N2 0 0 0 0 3 N3 0 .5 0 0 4 N4 0 1.833 0 0 5 N5 0 .5 -.5 0 6 N6 0 1.833 -.5 0 7 N7 0 11 0 0 8 N8 0 7 0 0 9 N13 -1.833 11 0 0 10 N14 -1.833 7 0 0 11 N15 -1.833 11 .5 0 12 N16 -1.833 7 .5 0 13 N17 -1.833 11.5 .5 0 14 N18 -1.833 6.5 .5 0 15 N19 -3.666 11 0 0 16 N20 -3.666 7 0 0 17 N21 -3.666 11 .5 0 18 N22 -3.666 7 .5 0 19 N23 -3.666 11.5 .5 0 20 N24 -3.666 6.5 .5 0 21 N25 -5.5 11.5 0 0 22 N26 -5.5 0 0 0 23 N27 -5.5 .5 0 0 24 N28 -5,5 1.833 0 0 25 N29 -5.5 .5 -.5 0 26 N30 -5.5 1.833 -.5 0 27 N31 -5.5 11 0 0 28 , N32 -5.5 7 0 0 29 SP1 0 1 0 0 30 RRU1 -5.5 1 0 0 31 RRU3 0 2 0 0 32 RRU2 -5.5 2 0 0 33 RRU5 0 2.25 0 0 34 RRU4 -5.5 2.25 0 0 35 A3.1 -1.833 11.125 .5 0 36 A1,1 -3.666 11.125 .5 0 37 A3.2 -1.833 7.25 .5 0 38 A1.2 -3.666 7,25 .5 0 39 N86 -2.75 11.5 0 0 40 N87 -2.75 0 0 0 41 N88 -2.75 .5 0 0 42 N89 -2.75 1.833 0 0 43 N90 -2.75 .5 -.5 0 44 N91 -2.75 1.833 -.5 0 45 N92 -2.75 11 0 0 46 N93 -2.75 7 0 0 47 N47 0 11.5 -8 0 48 N48 0 0 -8 0 49 N49 0 .5 -8 0 50 , N50 0 1.833 -8 0 51 N51 0 .5 -8.5 0 52 N52 0 1.833 -8.5 0 53 N53 0 11 -8 0 54 N54 0 7 -8 0 55 N55 -1.833 11 -8 0 56 N56 -1.833 7 -8 0 RISA-3D Version 17.0.4 [\...1...1...1...\...\...1ENG1Antenna Mount LRFD ASCE 7-10.r3d] Page 2 Page 23 of 58 I I IRISA Company : Vector Structural Engineering Feb 25,2021 Designer LIC 10:08 AM Job Number U2619-920-211 PDR Tigers HS(2021) Checked By:LRG ANEMETSCMEK COMPANY Model Name : Antenna Mount Joint Coordinates and Temperatures (Continued) Label X fftl Y[tt] Z ffll Temp EF] Detach From Diap... 57 . N57 -1.833 11 -7.5 0 58 N58 -1.833 7 -7.5 0 59 N59 -1.833 11.5 -7.5 0 60 N60 -1.833 6.5 -7.5 0 61 N61 -3.666 11 -8 0 62 N62 -3.666 7 -8 0 63 N63 -3.666 11 -7.5 0 64 N64 -3.666 7 -7.5 0 65 N65 -3.666 11.5 -7.5 0 66 N66 -3.666 6.5 -7.5 0 67 N67 -5.5 11.5 -8 0 68 N68 -5.5 0 -8 0 69 N69 -5.5 .5 -8 0 70 N70 -5.5 1.833 -8 0 71 N71 -5.5 .5 -8.5 0 72 N72 -5.5 1.833 -8.5 0 73 N73 -5.5 11 -8 0 74 N74 -5,5 7 -8 0 75 N75 0 1 -8 0 76 N76 -5.5 1 -8 0 77 N77 0 2 -8 0 78 N78 -5.5 2 -8 0 79 N79 0 2.25 -8 0 80 N80 -5.5 2.25 -8 0 81 N81 -1.833 11.125 -7.5 0 82 N82 -3.666 11.125 -7.5 0 83 N83 -1.833 7.25 -7.5 0 84 N84 -3.666 7.25 -7.5 0 85 N85 -2.75 11.5 -8 0 86 N86A -2.75 0 -8 0 87 N87A -2.75 .5 -8 0 88 N88A -2.75 1,833 -8 0 89 N89A -2.75 .5 -8.5 0 90 N90A -2.75 1.833 -8.5 0 91 N91A -2.75 11 -8 0 92 N92A -2.75 7 -8 0 93 N93A 0 11.5 -16 0 94 N94 0 0 -16 0 95 N95 0 .5 -16 0 96 N96 0 1.833 -16 0 97 N97 0 .5 -16.5 0 98 N98 0 1.833 -16.5 0 99 A1.3 0 11 -16 0 100 N121 0 1 -16 0 101 N123 0 2 -16 0 102 N125 0 2.25 -16 0 103 N104 -4 11.5 -16 0 104 N105 -4 0 -16 0 105 N106 -4 .5 -16 0 106 N107 -4 1,833 -16 0 107 N108 -4 .5 -16.5 0 108 N109 -4 1.833 -16.5 0 109 N111 -4 11 -16 0 110 N112 -4 1 -16 0 111 N113 -4 2 -16 0 112 N114 -4 2.25 -16 0 113 A1.4 0 9 -16 0 RISA-3D Version 17.0.4 [1...\...1...\...1...\...\ENG'Antenna Mount LRFD ASCE 7-10.r3d] Page 3 Page 24 of 58 RISAI11 Company Vector Structural Engineering Feb 2021 Designer : LIC Feb10: 25,M Job Number U2619 920-211 POR Tigers HS(2021) Checked By:LRG A NEMETSCMEK COMPANY Model Name : Antenna Mount Joint Coordinates and Temperatures(Continued) Label X Iftl Y fftl Z fftl Temp IF] Detach From Diao... 114 N114 -4 7 -16 0 115 N115 , -1.833 11.125 -6.5 0 116 N116 -1.833 7.25 -6.5 0 117 N117 -4 11 -15 0 118 N118 -4 7 -15 0 119 A2.5 -2.833 11.125 -6.5 0 120 A2.6 -2.833 7.25 -6.5 0 121 A2.1 -5 11 -15 0 122 A2.2 -5 7 -15 0 123 A2.7 -,833 11,125 -6.5 0 124 A2.8 -.833 7.25 -6.5 0 125 A2.3 -3 11 -15 0 126 A2,4 -3 7 -15 0 127 R2.1 -3.666 9 .5 0 128 R3.1 -1.833 9 .5 0 129 R4.1 0 8.625 0 0 130 R1,1 -5.5 8.625 0 0 131 R1.2 -5.5 8.625 -8 0 132 R4.2 0 8.625 -8 0 133 R2.2 -3.666 9 -7.5 0 134 R3.2 -1.833 9 -7.5 0 135 N135 -4.125 11 0 0 136 S1.1 -1.375 11 0 0 137 S1.2 -1,375 11 -8 0 Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distribut... Area(Member) Surface.,. 1 DL DL -1.05 24 2 WLX WLX 24 47 3 WLZ WLZ 24 47 4 Di OL1 24 47 5 WLXi OL2 24 47 6 WLZi OL3 24 47 7 ELX ELX 1.221 24 ELZ ELZ 1.221 24 Load Combinations Description S... PDelta S...)3,,.Fa...B...Fa.., BLC Fa...B...Fa...B..Fa...6...Fa...B...Fa...B.. Fa...B...Fa...18..,Fa.., 1 1.2D+ 1.0W(0 deo) Yes Y DL 1.2 W. 1 WLZ 2 1.2D+ 1.0W(30 deg)Yes Y DL 1.2 W...866 WLZ .5 3 1.2D + 1.0W(45 dea)Yes Y DL 1.2 W....707 WLZ.707 4 1.2D + 1.OW(60 deg'Yes Y DL 1.2 w.. .5 WLZ.866 5 1.2D+ 1.0W(90 deal Yes Y DL 1.2 W.. WLZ 1 6 1.2D+1.OW(120 deg) Yes Y DL 1.2 w.. -,5 WLZ.866 7 1.2D+1.0W(135 deg) Yes Y DL 1.2 W•-.7...WLZ.707 8 1.2D+1.0W(150 deg) Yes Y DL 1.2 W•.-•8...WLZ .5 9 1.2D+ 1.OW(180 deg) Yes Y DL 1.2 W. -1 WLZ 10 1.2D+1.0W(210 deg) Yes V DL 1.2 w..-.8•••WLZ -,5 11 1.2D+1.0W(225 deg) Yes Y DL 1.2 W.-.7..•WLZ-.7... 12 1.2D+1.OW(240 deg) Yes Y DL 1.2 W.., -.5 WLZ-.8•.• 13 1.2D+ 1.0W(270 deg) Yes Y DL 1.2 W.. WLZ -1 14 1.2D+ 1.OW(300 deg) Yes Y DL 1.2 W. .5 WLZ-.8... 15 1.2D+ 1.0W(315 deg) Yes Y DL 1.2 W.•.707WLZ-•7..• 16 1.2D+ 1.OW(330 deg) Yes Y DL 1.2 W.866 WLZ -.5 RISA-3D Version 17.0.4 [1...\...\...\...\...\...\ENG1Antenna Mount LRFD ASCE 7-10.r3d] Page 4 Page 25 of 58 R'SA10:08 AM I ICompany : Vector Structural Engineering Feb 25,2021 IJob iNtuber U619 920 211 PORTigers HS(2021) Checked By:LRG A NEMETSCMEK COMPANY Model Name : Antenna Mount Load Combinations(Continued) Descriotion S... PDelta S...B...Fa...B...Fa... BLC Fa...B...Fa...B...Fa...B...Fa.,.B...Fa...B...Fa...B...Fa...B...Fa... 17 1.2D+1.0Di+1.0Wi(O...Yes Y DL 1.2 0.. 1 OL2 1 0... 18 1.2D+1.0Di+1.0Wi(30..Yes Y DL1.20... 1 0L2 .8660... ,5 19 1.2D+1.00i+1.0Wi(45..Yes Y DL 1.2 0... 1 OL2 .707 0....707 20 1.2D+1.0Di+1.0Wi(60..Yes Y DL 1.2 0... 1 OL2 .5 0....866 21 1.2D+1.0Di+1.0Wi(90..Yes Y DL 1.2 0... 1 OL2 0.-• 1 22 1.2D+ 1.0Di+1.O M(12..Yes y DL 1.2 0... 1 OL2 -.5 0.. .866 23 1.2D+ 1.0Di+1.0Wi(13..Yes Y DL 1.2 0... 1 OL2 -.7...O.. .707 24 1.2D+ 1.0Di+1.OWi(15..Yes Y DL 1.2 0... 1 OL2 -.8.,.0... .5 25 1.2D+ 1.0Di+ 1.0Wi(18..Yes Y DL 1.2 0... 1 OL2 -1 0... 26 1.2D+1.0Di+ 1.0Wi(21..Yes Y DL 1.2 0... 1 OL2 -.8...0... -.5 27 1.2D+ 1.0Di+1.0Wi(22..Yes Y DL 1.2 0... 1 OL2 -.7...0...-.7... 28 1.2D+1.0Di+1.OWi(24..Yes Y DL1.2 0... 1 OL2 -.5 0..,-.8... 29 1.2D+1.0Di+1.0Wi(27..Yes Y DL 1.2 0... 1 OL2 0... -1 30 1.2D+1.0Di+1.0Wi(30..Yes Y DL1.2 0•.. 1 OL2 .5 0...-.8... 31 ,1.2D+ 1.0Di+1.0Wi(31..Yes Y DL 1.2 0... 1 OL2 .707 0...-.7... 32 1.2D+1.0Di+1.OWi(33..Yes Y DL 1.2 0... 1 OL2 .866 0... -.5 , 33 (1.2+0.2SDS)D+Ez Yes Y DL 1.3..E... 1 34 (1.2+0.2SDS)D-Ez Yes Y DL 1.3..E... -1 35 (1.2+0.2SDS)D+Ex Yes Y DL1.3..E... 1 36 (1.2+0.2SDS)D-Ex Yes y DL1.3..E... -1 37 (0.9-0.2SDS)D+Ez Yes Y DL.764 E... 1 38 (0,9-0.2SDS)D- Ez Yes Y DL.764 E... -1 39 (0.9-0.2SDS)D+Ex Yes Y DL.764 E... 1 40 (0.9-0.2SDS)D-Ex Yes Y DL.764 E... -1 , 41 *"Overstrength LCs-U.. 42 (1.2+0.2SDS)D+(?o)EzYes Y DL 1.3..0... 1 43 (1.2+0.2SDS)D-(?o)EzYes Y DL1.3..0... -1 44 (1.2+0.2SDS)D+(?o)EzYes Y DL 1.3..0... 1 45 (1.2+0.2SDS)D-(?o)ExYes Y DL1.3..0... -1 46 (0.9-0.2SDS)D+(?o)EzYes V DL.764 0... 1 47 (0.9-0.2SDS)D-(?o)Ez Yes Y DL.764 0... -1 48 (0.9-0.2SDS)D+(?o)Ex Yes y DL•764 0... 1 49 (0.9-0.2SDS)D-(?o)Ex Yes y DL.764 0... -1 Envelope Joint Reactions Joint X[lb] LC Y[lb] LC Z[lb] LC MX[lb-ft] LC MY[lb-ft] LC MZ[Ib-ft] LC 1 N108 max 3692.369 1 537.104 21 3142.252, 5 0 40 1775.091 1 0 40 2 min -3692.369 9 106.659 38 -2449.873 13 0 1 -1775.091 9 0 1 3 N109 max 4417.182 9 538.003 29 3010.43 13 0 40 2750.54 9 0 40 4 min -4417.182 1 101,959 37 -3702.808 5 , 0 1 -2750.54 1 0 1 5 N52 max 1315.992 9 603.959 1 2210.206 14 0 40 0 40 0 40 6 min -1343.657 1 293.952 , 9 -2714.643 6 0 1 0 1 0 1 7 N51 max 935.833 1 579.398 1 2206.988 5 , 0 40 0 40 0 40 8 min -912.713 9 -222.998 9 -1689.069 14 0 1 . 0 1 0 1 9 N89A max 985.409 1 462.314 21 2155.32 5 0 40 0 40 0 40 10 min -980.67 9 99.729 38 -1651.617 13 0 1 0 1 0 1 11 N90A max 1436.064 9 463.749 29 2072.844 13 0 40 0 40 0 40 12 min -1433.199 1 97.531 37 -2555.105 5 0 1 0 1 0 1 13 N71 max 982.766 1 548.047 9 1757.872 5 0 40 0 40 0 40 14 min -973,009 9 -249,486 1 -1319.225 12 0 1 0 1 0 1 15 N72 ,max 1402.455 9 571.768 . 9 1688.674 12 0 40 0 40 0 40 16 min -1415.271 1 -312.354 1 -2124.91 4 0 1 0 1 0 1 17 N91 max 1057.998 9 372.721 29 1553.133 13 0 40 0 40 0 40 18 , min -1053.482 1 82.934 37 -1853.869 5 0 1 0 1 0 1 19 N90 max 712.303 1 368.907 21 1547.29 5 0 40 0 40 0 40 RISA-3D Version 17.0.4 [1...\...\...1...\...\...\ENG\Antenna Mount LRFD ASCE 7-10.r3d1 Page 5 Page 26 of 58 I Company : Vector Structural Engineering 25,2021 IIRISA Designer : LIC FebFeb25,M Job Number U2619 920-211 POR Tigers HS(2021) Checked By:LRG A NEMEISCHEK COMPANY Model Name : Antenna Mount Envelope Joint Reactions(Continued) Joint X flbl LC Y flbl LC Z flbl LC MX flb-ftl LC MY llb-ftl LC MZ lib-ftl LC 20 min -717.896 9 83.116 38 -1239.605 13 0 1 0 1 0 1 21 N6 max 992.017 9 431.326 1 1491.852 13 0 40 0 40 0 40 22 min -992.401 1 -189.955 9 -1762.962 5 0 1 0 1 0 1 23 N5 max 680.871 1 415.254 1 1473.464 5 0 40 0 40 0 40 24 min -682.176 9 -164.878 9 -1205.705 13 0 1 0 1 0 1 25 N29 max 674.64 1 435.612 9 1394.452 5 0 40 0 40 0 40 26 . min -687,697 9 . -143.201 1 -1093.396 13 0 1 0 1 0 1 27 N30 max 997.537 9 452.025 9 1346.44 13 0 40 0 40 0 40 28 min -981.714 1 -167.67 1 -1651.086 5 0 1 0 1 0 1 29 N98 max 1105.055 9 207.35 29 706.89 13 0 40 538.905 9 0 40 30 min -1105.055 1 55.904 37 -861.768 5 0 1 -538.905 1 0 1 31 N97 max 903.142 1 205.051 21 705.112 5 0 40 438.117 1 0 40 32 min -903.142 9 55.397 38 -550.234 13 0 1 -438.117 9 0 1 33 Totals: max 3174.627 9 5810.622 29 2671.657 13 34 min -3174.627 1 1559.255 37 -2671.601 5 Envelope AISC 15th(360-16): LRFD Steel Code Checks Member Shape Code Check Loc['] LC Shear... Loc[ftLDir LC phi*Pnc[l..phi`Pnt flblphi`Mn v-..,phi*Mn z-..Cb Eqn 1 M1 PIPE 3.0 .329 9.641 6 .115 ,9.758 8 32123.494 65205 5748.75 5748.75 2- H1-lb 2 M2 PL 12X1/4 .445 0 1 .026 .5 v 1 67551.643 97200 506.25 24300 1... Hi-lb 3 M3 PL 12X1/4 .422 0 1 .018 0 v 9 67551.643 97200 506.25 24300 1... H1-1b 4 M9 PIPE 2.0 .157 4.495 1 .046 4.495 1 ,23808.54 32130 1871.625 1871.625 2... H1-1b 5 M12 PIPE 2.0 .159 4.495 9 .041 4.495 9 23808.54 32130 1871.625 1871.625 2... Hl-lb 6 . M13 PIPE 3.0 .309 .9,641 4 .112 9.758 2 32123.494 65205 5748.75,5748.75,2... H1-lb 7 M14 PL 12X1/4 .466 0 9 . .026 .5 y 9 67551.643 97200 506.25 24300 1... H1-lb 8 M15 PL 12X1/4 .442 0 9 .018 0 ,y 9 67551.643 97200 506,25 24300 1... HI-lb 9 M16 PIPE 2.0 .145 5.5 1 .057 2.722 1522356.067 32130 1871.625 1871.625 1... 111-lb 10 M17 PIPE_2.0 ,303 0 9 .105 2.778 8 22356.067 32130 1871.625 1871.625 2... H1-lb 11 M35 PIPE 3.0 .338 9.641 5 .115 9.758 2 32123.494 65205 5748.75 5748.75 2... H1-lb 12 M36 PL 12X1/4 .363 0 28 .027 ,5 y 9,67551.643 97200 506.25 24300 1... H1-lb 13 M37 PL 12X1/4 .370 0 22 .018 0 y 9 67551.643 97200 506.25 24300 1... H1-lb 14 M18 PIPE 3.0 . .529 9.641 6 .173 9.758 8,32123.494 65205 5748.75 5748.752... H1-lb 15 M19 PL 12X1/4 .636 0 1 .035 .5 v 1 67551.643 97200 506.25 24300 1.- H1-1b 16 M20 PL 12X1/4 .585 0 1 .024 . 0 y 1 67551.643 97200 506.25 24300 1... H1-lb 17 M23 PIPE 2.0 .320 4.495 1 .290 4.495 9 23808.54 32130 1871.625 1871.625 2... H3-6 18 M26 PIPE 2.0 .221 4,495 9 .084 4.495 8 23808.54 32130 1871.625 1871.625 2... Hi-lb 19 M27 PIPE 3.0 .437 9.641 4 .167 9.758 2 32123.494 65205 5748.75 5748.75 2..• 111-lb 20 M28 PL 12X1/4 .603 0 9 .036 .5 .y 9 67551.643 97200 506.25 24300 1.- H1-lb 21 M29 PL 12X1/4 .556 0 9 .025 0 v 1 67551.643 97200 , 506.25 24300 1... HI-lb 22 M30 PIPE 2.0 .260 3.667 2 .135 2.778 2522356.067 32130 1871.625 1871.625 2... Hi-lb 23 M31 PIPE 2.0 .452 5.5 1 .251 2.778 2422356.067 32130 1871.625 1871.625 2... HI-lb 24 M32 PIPE 3,0 .474 9.641 5 .163 9.758 2 32123.494 65205 5748,75 5748.75 2... H1-lb 25 M33 PL 12X1/4 .451 0 28 .037 .5 v 9 67551.643 97200 506.25 24300 1... H1-lb 26 M34 PL 12X1/4. .473 0 ,20 .025 0 y 1 67551.643 97200 506.25 24300 1... H1-lb 27 M35A PIPE 3,0 .214 9.641 9 .050 9.758 9 32123.494 65205 5748.75 5748.751... Hi-lb 28 M36A PL 12X1/4 .200 . 0 29 .028 .5 y 9 67551.643 97200 506.25 18276.21 1 H1-lb 29 M37A PL 12X1/4 .201 0 21 .023 0 y 9 67551.643 97200 506.25 18276.21 1 H1-1b 30 M38 PIPE 3.0 .863 9.641 9 .204 9.758 9 32123.494 65205 5748,75,5748,75 1- HI-lb 31 M39 PL 12X1/4 .518 0 30 .114 .5 v 9 67551.643 97200 506.25 24300 1... H1-lb 32 , M40 PL 12X1/4 .562 0 21 ,095 0 y 9 67551.643 97200 506.25 18276.21 1 Hi-lb 33 M41 C5"x2"x3116" .256 0 25 .030 0 z 2950986.48252396.891 1694.445 7579.907 1... H1-lb 34 M42 C5"x2"x3/16" .256 , 0 25 .030 0 z 2950986.48252396.891 1694.445 7579.9071... H1-lb 35 M43 C5"x2"x3/16" .258 0 24 .030 0 z 21 50965.64 52396.891 1694.445 7579.907 1... H1-lb 36 M44 C5"x2"x3/16" ,256 0 25 .030 0 z 2950986.48252396.891 1694.445 7579.907 1... Hi-lb 37 M45 5x1/2" .133 1.01 13 .006 1.01 y 2820427.412 81000 843.75 8437.5 1... H1-lb RISA-3D Version 17.0.4 [\...\...1...1...1...\...\ENG\Antenna Mount LRFD ASCE 7-10.r3d] Page 6 Page 27 of 58 Company : Vector Structural Engineering 25,2021 I'IRIS Designer : LIC FebFeb25,M Job Number U2619-920-211 POR Tigers HS(2021) Checked By:LRG A NEMETSCHEK COMPANY Model Name : Antenna Mount Envelope AISC 95th(360-16): LRFD Steel Code Checks(Continued) Member Shape Code Check Locfftl LC Shear.. Locfftl Dir LC phi*Pnc fl..phi*Pnt flb ohi*Mn v-..phi*Mn z-..Cbb Eon 38 M46 5x1/2" .133 1.01 13 .006 , 1.01 y 2820427.412 81000 843.75 8437.5 ,1... H1-1b 39 M47 5x1/2" .133 1.01 13 .006 .99 v 2920427.412 81000 843.75 8437.5 1... H1-1b 40 M48 5x1/2" .133 .99 13 .006 1.01 y 2920427.412 81000 843.75- 8437.5 1... H1-1b Envelope Joint Displacements Joint X Lint LC Y tint LC Z fin] LC X Rotation.. LC Y Rotation.. LC Z Rotation[...LC 1 N 1 max .44 1 .036 9 1.52 5 1.732e-2 5 4.329e-3, 1 2.71e-3 9 2 min -.452 9 -.085 1 -1.38 13 -1.556e-2 13 -4.308e-3 10,-2.404e-3 1 3 N2 max .028 1 .035 9 .004 6 7.742e-4 14 4.681e-3 1 2.651e-5 9 4 . min -.028 10 -.084 1 -.005 14 -7.377e-4 6 -4.642e-3 10 -2.713e-5 1 5 N3 max .028 1 .035 9 0 13 7.738e-4 14 4.681e-3 1 2.692e-5 9 6 min -.028 10 -.084 1 0 5 -7.374e-4 6 -4.642e-3 10 -2.755e-5 1 7 N4 max .035 1 .035 9 0 5 1.937e-3 5 5.71e-3 1 1.368e-3 9 8 min -.034 9 -.084 1 0 13 -1.742e-3 13, -5.6e-3 9 -1.366e-3 1 9 N5 max 0 40 0 40 0 40.2.082e-2 1 4.666e-3 1 2.692e-5 9 10 min 0 1 0 1 0 1 -8,615e-3 9 ,-4.629e-3 10 -2.755e-5 1 11 N6 max 0 40 0 40 0 40 2.112e-2 1 5.732e-3 1 1.368e-3 9 12 min 0 1 0 1 0 1 -8.981e-3 9 -5.621e-3 9 -1.366e-3 1 13 N7 max .426 1 .036 9 1.416 5 1.732e-2 5 4.329e-3 1 2.71e-3 9 14 min -,435 9 -.085 1 -1.287 13 -1.556e-2 13 -4,308e-3 10 2.403e-3 1 15 N8 max .271 1 .036 9 .613 5 1.536e-2 5 3.902e-3 2 3.785e-3 9 16 min -.275 9 -.085 1 -.562 13 -1.394e-2 13 -3.989e-3 10 -3.582e-3 1 17 N13 max .426 1 -.008 9 1.435 5 1.687e-2 5 4.433e-3 1 2.173e-3 9 18 min, -.435 9 -.078 17 -1.301 13 -1.494e-2 13 -4,309e-3 9 -1.918e-3 1 19 N14 max .272 1 -.006 9 .633 5 1.648e-2 5 3.078e-3 1 2.007e-3 9 20 min -.275 9 -.077 17 -.581 13 -1.454e-2 13 -3.038e-3, 9 -1.711e-3 1 21 N15 max. .452 1 .061 13 1.435 5 1.687e-2 5 4.433e-3 1 2.173e-3 9 22 min -.461 9 -.134 5 -1.301 13 -1.494e-2 13 -4.309e-3 9 -1.918e-3 1 23 N16 max .29 1 .061 13 .633 5 1.648e-2 5 3.078e-3 1 2.007e-3 9 24 min -.294 9 -.134 5 -.581 13 -1.454e-2 13 -3.038e-3 9 -1.711e-3 1 25 N17 max .464 1 .061 13 1.536 5 1.687e-2 5 4.433e-3 1 2.182e-3 9 26 , min -.474 9 -.134 5 , -1.391 13 -1.494e-2 13 -4.309e-3 9 -1.927e-3 1 27 N18 max .28 1 .061 13 .534 5 1.648e-2 5 3.078e-3 1 2.006e-3 9 28 min -.282 9 -,134 5 -.494 13 -1.454e-2 13 -3,038e-3, 9 -1.71e-3 1 29 N19 max .425 1 -.009 1 1.411 5 1.668e-2 5 4.702e-3 16 1.996e-3 9 30 min -.435 9 -.077 25 -1,275 13 -1.462e-2 13 -4.508e-3 8 -2.041e-3 1 31 N20 max .272 1 -.008 1 .619 5 1.625e-2 5 3,214e-3 16 1.829e-3 9 32 min -.275 9 -.078 25 -.567 13 -1.429e-2 13 -3.079e-3 8 -1.842e-3 1 33 N21 max .451 1 .058 13 1.411 5 1.668e-2 5 4.702e-3 16 1.996e-3 9 34 min -.461 9 -.135 5 -1.275 13 -1.462e-2 13 -4.508e-3 8 -2.041e-3 1 35 N22 max .289 1 .058 13 .619 5 1.625e-2 5 3.214e-3 16 1.829e-3 9 36 min -.293 9 -.134 5 -.567 13 -1.429e-2 13 -3.079e-3 8 1.842e-3 1 37 N23 max .463 1 .058 13 1,511 5 1.668e-2 5 4.702e-3 16 2.001e-3 9 38 min -.473 9 -.135 , 5 -1.363 13 -1.463e-2 13 -4.508e-3 8 -2.046e-3 1 39 N24 max .278 1 .058 13 .521 5 1.625e-2 5 3.214e-3 16 1.828e-3 9 40 , min -.282 9 -.134 5 -.481 13 -1.429e-2 13 -3.079e-3 8 -1.841e-3 1 41 N25 ,max .441 1 .031 1 1.455 5 1.674e-2 5 4.842e-3 16 2.493e-3 9 42 min -.45 9 -.09 9 -1.312 13 -1.493e-2, 13 -4.755e-3 8 -2.504e-3 1 43 N26 max .03 16 .031 1 .004 4 7.347e-4 12 5.004e-3 16 2.733e-5 9 44 min -.029 8 -.088 9 -.004 12 -6.862e-4 4 ,-4.879e-3 8 -2.614e-5 1 45 N27 max .03 16 .031 1 0 13 7.343e-4 12 5.004e-3, 16 2.775e-5 9 46 min -.029 8 -.088 9 0 5 -6,858e-4 4 -4.879e-3 $ -2.655e-5 1 47 N28 max .035 16 .031 1 0 5 1.814e-3 5 5.866e-3 16 1.379e-3 9 48 min -.035 8 , -.088 9 0 13 -1.604e-3 13 -5.754e-3 8 ,-1.353e-3 1 49 N29 max 0 40 0 40 0 40 2.185e-2 9 4.991e-3 16 2.775e-5 9 RISA-3D Version 17.0.4 11...\...1...1...\...1...1ENG1Antenna Mount LRFD ASCE 7-10.r3d] Page 7 Page 28 of 58 Company : Vector Structural Engineering 25,2021 IIIRISA signer : LIC FebFeb25,M Job Number U2619 920 211 POR Tigers HS(2021) Checked By:LRG A NEMETSCMEN COMPANY Model Name : Antenna Mount Envelope Joint Displacements (Continued) Joint X finl LC Y lint LC Z fin? LC X Rotation... LC Y Rotation.,. LC .Z Rotation f...LC 50 min 0 1 0 1 0 1 -7.524e-3 1 -4.867e-3 8 -2.655e-5 1 51 N30 max 0 40 0 40 0 40 2.215e-2 9 5.884e-3 16 1.379e-3 9 52 min 0 1 0 1 0 1 -7,884e-3 1 -5,772e-3 8 -1.353e-3 1 53 N31 max, .426 1 .031 1 1.355 5 1.674e-2 5 4.842e-3 16 2.493e-3 9 54 min -.435 9 -,09 9 -1.222 13 -1.493e-2 13 _-4.755e-3 8 -2.504e-3 1 55 N32 max .271 1 .031 1 .58 5 1.475e-2 5 4.35e-3 16 3.741e-3 9 56 min -.275 9 -.089 9 -,528 13 -1.331e-2 13 -4.221e-3 8 -3.732e-3 1 57 SP1 max .028 1 .035 9 .004 14 3.55e-4 13 5.067e-3 1 2.156e-4 9 58 . min -.028 10 -.084 1 -.005 5 -3.863e-4 5 -4.969e-3 10 -2.159e-4, 1 59 RRU1 max .03 16 , .031 1 .004 12 3.279e-4 13 5.327e-3 16 2.18e-4 9 60 min -.029 8 -.088 9 -.004 5 -3.608e-4 5 -5,207e-3 8 -2.132e-4 1 61 RRU3 max .038 1 ,035 9 .005 5 2.605e-3 5 5.651e-3 1 1.695e-3 9 62 min -.037 9 -.084 1 -.004 13 -2.368e-3 13 -5.542e-3 9 .-1.692e-3 1 63 RRU2 max .038 16 .031 1 .004 5 2.437e-3 5 5.817e-3 16 1.709e-3 9 64 min -.037 8 , -.088 9 -.004 13 -2.184e-3 13 -5.704e-3 8 -1.677e-3 1 65 RRU5 max .044 1 .035 9 .014 5 3.575e-3 5 5.563e-3 1 2.153e-3 9 66 min -.043 9 -.084 1 -.013 13 -3.275e-3 13 -5.454e-3 9 -2.148e-3 1 67 RRU4 max .043 16 .031 1 .013 5 3.343e-3 5 5.744e-3 16 2.17e-3 9 68 min -.043 9 -.088 9 , -.012 13 -3.026e-3 13 -5.63e-3 8 -2.129e-3 1 69 A3.1 max .455 1 .061 13 1.46 5 1.687e-2 5 4.433e-3 1 2.181e-3 9 70 min -.464 9 -.134 5 -1.324 13 -1,494e-2 13 -4,309e-3 9 -1.926e-3 1 71 A1.1 max .454 1 .058 13 1.436 5 1.668e-2 5 4.702e-3 16 2.e-3 9 72 min -.464 9 -.135 5 -1.297 13 -1.463e-2 13 -4.508e-3 8 -2.046e-3 1 73 A3.2 max ,296 1 .061 13 .683 5 1.659e-2 5 3.162e-3 1 2.595e-3 9 74 min -.301 , 9 -.134 5 -.625 13 -1.473e-2. 13 -3,117e-3 9 -2.357e-3 1 75 A1.2 max .296 1 .058 13 .668 5 1.636e-2 5 3.307e-3 16 2.49e-3 9 76 min -.3 9 -.134 5 -.61 13 -1.449e-2 13 -3.168e-3 8 -2.451e-3 1 77 N86 max .44 1 -.019 38 1.529 5 1.699e-2 5 4.243e-3 16 2.606e-3 9 78 min -.451 9 -.075 21 -1.383 13 -1.512e-2 13 -4.086e-3, 9 -2.487e-3 1 79 N87 max .026 1 -.018 38 .004 5 7.741e-4 13 4.326e-3 1 2.885e-5 9 80 min -.025 , 9 -,074 21 -.005 13 -7.192e-4 5 -4.295e-3 9 -2.862e-5 1 81 N88 max .026 . 1 -.018 38 0 13 7,737e-4 13 4.326e-3 1 2.927e-5 9 82 min -.026 9 -.074 21 0 5 -7.188e-4 5 -4.295e-3 9 -2.904e-5 1 83 N89 max .033 1 -.018 38 0 5 2.013e-3 5 5.402e-3 1 1.439e-3 9 84 min -.033 9 -.074 21 0 13 -1.813e-3 13 -5.38e-3 9 -1.428e-3 1 85 N90 max 0 40 0 40 0 40 1.845e-2 21 4.31e-3 1 2.927e-5 9 86 min 0 1 0 1 0 1 4.358e-3, 38 -4.28e-3 9 -2,904e-5 1 87 N91 max 0 40 0 40 0 40 1.826e-2 29 5.425e-3 1 1.439e-3 9 88 min 0 1 0 1 0 1 4.889e-3 37 -5.403e-3 9 -1.428e-3 1 89 N92 max .425 1 -.019 38 1.427 5 1.699e-2 5 4.243e-3 16 2.605e-3 9 90 min -.435 9 -.075 21 -1.292 13 -1.512e-2 13 -4.086e-3 9 -2,486e-3 1 91 N93 max .272 1 -.018 38 ,629 5 1.563e-2 5 3.405e-3 1 3.436e-3 9 92 min -.275 9 -.075 21 -.577 13 -1.409e-2 13 -3.389e-3 9 -3.311e-3 1 93 N47 max .644 1 .051 , 9 2.259 5 2.563e-2 5 1.156e-2 1 3.544e-3 9 94 min -.628 9 -.119 1 -1.825 13 -2.003e-2 13 -1.172e-2 9 -3.527e-3 1 95 N48 max .064 1 .05 9 .007 6 1.171e-3 14 1.073e-2 1 3.318e-5 10 96 min -.066 9 -.117 1 -.007 14 -1.2e-3 6 -1.101e-2 9 -4.204e-5. 16 97 N49 max .064 1 .05 9 0 14 1.171e-3 14 1.073e-2 1 3.354e-5 10 98 min -.066 9 -.117 1 0 5 -1.2e-3 6 -1.101e-2 9 -4.24e-5 16 99 N50 max .073 1 .05 9 0 6 . 3.024e-3 , 6 1.215e-2 1 1.82e-3 9 100 min -.075 9 -.117 1 0 14 -2.584e-3 14 -1,237e-2 9 -1.873e-3 1 101 N51 max 0 40 0 40 0 40 2.897e-2 1 1.071e-2 1 3.354e-5 10 102 min 0 1 0 1 0 1 -1.209e-2 9 -1.099e-2 9 -4.24e-5 16 103 N52 max 0 . 40 0 40 0 40 2.967e-2 1 1.218e-2 1 1.82e-3 9 104 min 0 1 0 1 0 1 -1.302e-2 9 -1.24e-2 9 -1.873e-3 1 105 N53 max .623 1 .051 9 2.106 5 2,563e-2 5 1.156e-2 1 3.544e-3 9 106 min -.606 9 -.119 1 -1.705 13 -2.003e-2 13 -1.172e-2 9 -3.527e-3 1 RISA-3D Version 17.0.4 [\...\...\...1...1...\...\ENG\Antenna Mount LRFD ASCE 7-10.r3d1 Page 8 Page 29 of 58 I11 RISA Company : Vector Structural Engineering Feb 25,2021 Designer LIC U26 10:08 AM Job Number 19-920-211 POR Tigers HS(2021) Checked By:LRG A NEMETSCHEK COMPANY Model Name : Antenna Mount Envelope Joint Displacements(Continued) Joint X fin] LC Y fin1 LC Z[in] LC X Rotation ... LC Y Rotation... LC Z Rotation L...LC 107 N54 max .401 1 .05 9 .926 6 2.283e-2, 5 9.735e-3, 1 5.019e-3 9 108 min -.396 9 -.119 1 -,783 14 -1.842e-2 13 -1.004e-2 9 -5,03e-3 1 109 N55 max .623 1 -.008 9 2.088 5 2.518e-2 5 1.344e-2 1 2.99e-3 9 110 min -.606 9 -.104 17 -1.692 13 -1.86e-2 13 -1.408e-2, 9 -2.991e-3 1 111 N56 max .401 1 -.006 9 .919 5 2,45e-2 5 9.316e-3. 1 2.716e-3 9 112 min -.397 9 -.106 17 -.773 13 -1.824e-2 13 -9.597e-3. 9 -2.791e-3 1 113 N57 max .703 1 .075 13 2.088 5 2.518e-2 5 1.344e-2 1 2.99e-3 9 114 min -.691 9 -.194 5 -1.692 13 -1.86e-2 13 -1.408e-2 9 -2.991e-3 1 115 N58 max .457 1 .075 13 .919 5 2.45e-2 5 9.316e-3 1 2.716e-3 9 116 min -,454 , 9 -.193 5 -.773 13 -1.824e-2 13 -9.597e-3 9 -2.791e-3 1 117 N59 max .721 1 .075 13 2.239 5 2.518e-2 5 1.344e-2 1 2.992e-3 9 118 min -.709 9 -.194 5 -1.803 13 -1,86e-2 13 -1.408e-2 9 -2.992e-3 1 119 N60 max .441 1 .075 13 .772 5 2.45e-2 5 9.316e-3 1 2.715e-3 9 120 min -.438 9 -.193 5 -,663 13 -1.824e-2 13 -9.597e-3 9 -2.789e-3 1 121 N61 max .622 1 -.003 1 1.99 5 2.374e-2 5 1.07e-2 16 2.587e-3 9 122 min, -.606 9 -.089 25, -1.612 13 -1.857e-2 13 -1.142e-2 8 -3,108e-3 1 123 N62 max .401 1 -.001 1 .86 5 2.292e-2 5 7.054e-3 16 2.326e-3 9 124 min, -.396 9 -.092 25 -.718 13 -1.812e-2 13 -7.103e-3 8 -2.747e-3 1 125 , N63 max .677 1 .079 13 1.99 5 2.374e-2 5 1.07e-2 16 2.587e-3 9 126 min -.668 9 -.18 5 -1.612 13 -1.857e-2 13 -1.142e-2 8 -3.108e-3 1 127 N64 max .437 1 .079 13 .86 5 2.292e-2 5 7.054e-3 16 2.326e-3 9 128 min -.435 9 -.18 5 -.718 13 -1.812e-2 13 -7.103e-3 8 -2.747e-3 1 129 N65 max .696 1 .079 13 2.133 5 2.374e-2 5 1.07e-2 16 2.588e-3 9 130 min -.684 9 -.18 5 -1,724 13,-1.857e-2 13 -1.142e-2. 8 -3.109e-3 1 131 N66 max .421 1 .079 13 .723 5 2.292e-2 5 7.054e-3 16 2.325e-3 9 132 min -.421 9 , -.18 5 , -.61 13 -1.812e-2 13 -7.103e-3 8 -2.746e-3 1 133 N67 max .644 1 .056 1 1.99 5 2.357e-2 5 9.627e-3 16 3.258e-3 9 134 min -.626 9 -.113 9 -1.609 13 -1.871e-2 13 -1.034e-2 8 -3.606e-3 1 135 N68 max .054 16 .054 1 .006 4 9.525e-4 12 9.082e-3 16 4.231e-5 9 136 min -.056 8 -.111 9 -.006 12 -9.84e-4 4 -9.437e-3 8 -3.866e-5 1 137 N69 ,max .054 16 .054 1 0 12 9.522e-4 12 9.082e-3 16 4.273e-5 9 138 min_ -.056 8 -.111 9 0 5 -9.837e-4 4 -9.437e-3. 8 -3.907e-5 1 139 N70 max .062 16 . .055 1 0 4 2.442e-3 4 1.034e-2 16 1.946e-3 9 140 min -,064 8 -.111 9 0 12 -2.057e-3 12 -1.067e-2 8 -1.962e-3 1 141 N71 max 0 40 0 40 0 40 2.743e-2 9 9.064e-3 16 4.273e-5 9 142 min 0 1 0 1 0 1 -1.332e-2 1 -9.419e-3 8 -3.907e-5 1 143 N72 max 0 40 0 40 0 40 2.805e-2 9 1.036e-2 16 1.946e-3 9 144 min 0 1 0 1 0 1 -1.414e-2 1 -1.069e-2 8 -1.962e-3 1 145 N73 max .622 1 .056 1 1.848 5 2.357e-2 5 9.627e-3 16 3.258e-3 9 146 min -.606 9 -.113 9 -1.496 13 -1.871e-2 13 -1.034e-2 8 -3.605e-3 1 147 N74 max .401 1 .055 1 .784 4 2.015e-2 5 8.212e-3 16 5.037e-3 9 148 min -.396 9 -.112 9 -.658 12 -1.632e-2 13 -6.539e-3 8 -5.374e-3 1 149 N75 max .064 1 .05 9 .007 14 5.326e-4 14 1.126e-2 1 2.85e-4 9 150. min -.066 9 -.117 1 -.007 6 -6.104e-4 6 -1.152e-2 9 -2.992e-4 1 151 N76 max .055 16 ,054 1 .005 12 4.258e-4 12. 9.553e-3 16 3.106e-4 9 152 min -.057 8 -.111 9 -.006 4 -4.945e-4 4 -9.898e-3 8 ,-3.096e-4 1 153 N77 max .078 1 .05 9 .007 6 4.09e-3 6 1.207e-2 1 2.257e-3 9 154 min -.079 9 -.117 1 -.006 14 -3.531e-3 14 -1.23e-2 9 -2.32e-3 1 155 N78 max .066 16 .055 1 .006 4 3.309e-3 4 1.027e-2 16 2.411e-3 9 156 min -.068 8 -.111 9 -.005 12 -2.817e-3 12 -1.06e-2 8 -2.431e-3 1 157 N79 max .086 1 .05 9 .022 6 5.628e-3 6 1.195e-2 1 2.867e-3 9 158 min -.087 9 -.117 1 -.019 14 -4.89e-3 14 -1.219e-2 9 -2.945e-3 1 159, N80 max .073 16 .055 1 .018 4 4.565e-3 4 1.017e-2 16 3.059e-3 9 160 min -.075 8 -.111 9 -.015 12 -3.915e-3 12 -1.049e-2 8 -3.088e-3 1 161 N81 max .708 1 . .075 13 2.126 5 2.518e-2 5 1.344e-2 1 2.991e-3 9 162 min -.695 9 -.194 5 . -1.72 13 -1.86e-2 13 -1.408e-2 9 -2.991e-3 1 163 N82 max .682 1 .079 13 2.026 5 2.374e-2 5 1.07e-2 16 2.588e-3 9 RISA-3D Version 17.0.4 [1...\...\...\...\...\...\ENG\Antenna Mount LRFD ASCE 7-10.r3d] Page 9 • Page 30 of 58 I Company : Vector Structural Engineering Feb 25,2021 MIRISA Designer : LIC Checked By: Job Number : U2619-920-211 POR Tigers HS(2021) Checked By:LRG A NEMFTSCHEK COMPANY Model Name : Antenna Mount Envelope Joint Displacements (Continued) Joint X fin] LC Y tint LC Z finl LC X Rotation ... LC Y Rotation... LC Z Rotation 1...LC 164 min -.672 9 -.18 5 -1.64 13,-1.857e-2 13 -1.142e-2 8 ,-3.109e-3 1 165 N83 max .467 1 .075 13 .993 5 2.474e-2 5 1.032e-2 1 3.596e-3 9 166 min -.464 9 -.193 5 -,828 13.-1.837e-2 13 -1.062e-2 9 -3.72e-3 1 167 N84 ,max .447 1 .079 13 .93 5 2.311e-2 5 7.281e-3 16 3.27e-3 9 168 min -.443 9 -.18 5 -.773 13 -1.831e-2 13 -7.373e-3 8 -3.579e-3 1 169 N85 max .645 1 -.022 38 2.195 5 2.464e-2 5 1.118e-2 16 3.311e-3 9 170 min -.626 . 9 -.094 21 -1.773 13 -1.91e-2 13 -1.162e-2 8 -3.676e-3 1 171 N86A max .058 16 -.022 38 .006 5 1.014e-3 13 9.729e-3 16 4.115e-5 9 172 min -.059 9 -.093 21 . -.006 13 -1.022e-3 5 -9.844e-3 9 -4.016e-5 1 173 N87A max .058 16 -.022 38 0 13 1.014e-3 13 9.729e-3 16 ,4.157e-5 , 9 174 min -.059 9 -.093 21 0 5 -1,021e-3 5 -9.844e-3 9 -4.058e-5 1 175 N88A max .066 16 -.022 38 0 5 2.821e-3 5 1.102e-2 16 1.96e-3 9 176 , min, -.068 9 -.093 21 0 13 -2,396e-3 13 -1.133e-2 9 -1.968e-3 1 177 N89A max 0 40 0 40 0 40 2.334e-2 21 9.71e-3 16 4.157e-5 9 178 . min 0 1 0 1 0 1 5.212e-3 38 -9,823e-3 9 -4.058e-5 1 179 N90A max 0 40 0 40 0 40 2.289e-2 27 1.104e-2 16 1.96e-3 9 180 min 0 1 0 1 0 1 5.814e-3 37 -1.136e-2 9 -1.968e-3 1 181 N91A max .623 1 -.022 38 2.047 5 2.464e-2 5 1.118e-2 16 3.311e-3 9 182 min -.606 9 -.094 21 -1,659 13 -1.91e-2 13 -1.162e-2 8 -3,676e-3 1 183, N92A max .401 1 -.022 38 .895 5 2.246e-2 5 8.754e-3 16 4.525e-3 9 184 min -.396 9 -.094 21 -.751 13 -1.802e-2 13 -8.765e-3 8 -4.827e-3 1 185 N93A max 1.001 1 -.012 38 .682 5 7.737e-3 5 2.264e-5 1 1.144e-2 9 186 min -1.001 9 -.041 21 -.675 13 -7.672e-3 13 -2.264e-5 9 -1,144e-2 1 187, N94 max .003 1 -.012 38 .002 5 3.714e-4 13 1.83e-5 9 4.787e-4 1 188 min -.003 9 . -.04 , 21 -.002 13 -3.074e-4 5 -1.83e-5 1 -4.787e-4 9 189 N95 max 0 9 -.012 38 0 13 3.71e-4 13 1.83e-5 9 4.783e-4 1 190 min 0 1 -.04 21 0 5 -3.07e-4 5 -1.83e-5 1 -4.783e-4 9 191 N96 max. 0 1 -.012 38 0 5 9.017e-4 5 2.264e-5 1 1.29e-3 9 192 min 0 9 -.041 21 0 13 -8.374e-4 13 -2.264e-5 9 -1.29e-3 1 193 N97 max 0 40 0 40 0 40 1.011 e-2 21 0 40 4.783e-4 1 194 min 0 1 0 1 0 1 2.91e-3 38 0 1 -4.783e-4, 9 195 N98 max 0 40 0 40 0 40 1.007e-2 29 0 40 1.29e-3 9 196 min 0 1 0 1 0 1 3.287e-3 37 0 1 -1,29e-3 1 197 A1.3 .max .933 1 -.012 38 .636 5 7.737e-3 5 2.264e-5 1 1.144e-2 9 198 min -.933 9 -,041 21 -.629 , 13 -7.672e-3 13 -2.264e-5 9 -1.144e-2 1 199 N121 max .003 9 -.012 38 .002 13 1.719e-4 13 2.943e-6 9 2.294e-4 1 200 min -.003 1 -.04 21 -.002 5 -1.78e-4 . 5 -2.943e-6 1 -2.294e-4 9 201 N123 max .003 1 -.012 38 .002 5 1.208e-3 5 2.264e-5 1 1.728e-3 9 202 min -,003 9 -.041 21 -.002 13 -1,143e-3 13,-2.264e-5 9 -1.728e-3 1 203 N125 max .01 1 -.012 38 .007 5 1.65e-3 , 5 2.264e-5 1 2.363e-3 9 204 , min -.01 9 -.041 21 -.006 13 -1.585e-3 13 -2.264e-5 9 -2.363e-3 1 205 N104 max 4.037 1 -.024 38 3.36 5 3.923e-2 5 1.011e-2 1 4.627e-2 9 206 min -4.037 9 -.111 21 -2.707 13 -3.033e-2 13 -1.011 a-2 9 -4.627e-2 1 207 N105 max, .011 1 -.023 38 .009 5 1.447e-3 13 7.344e-5 9 1.93e-3 1 208 min -,011 9 -.109 21 -.008 13 -1.539e-3, 5 -7.344e-5 1 -1.93e-3 9 209 N106 ,max .001 9 -.023 38 0 13 1.446e-3 13 7.344e-5 9 1.93e-3 1 210 min -.001 1 -.109 21 0 5 -1.538e-3 5 -7.344e-5 1 -1.93e-3 9 211 N107 max .001 1 -.023 38 0 5 4.157e-3 5 1.419e-4 1 5.236e-3 9 212 min. -.001 9 -.109 21 0 13 -3.492e-3 13 -1.419e-4 9 -5.236e-3 1 213 N108 max 0 40 0 40 0 40 2.741e-2 21 0 40 1.93e-3 1 214 min 0 1 0 1 0 1 5.559e-3 38 0 1 -1.93e-3 9 215 N109 max 0 40 0 40 0 40 2.658e-2 29 0 40 5,236e-3 9 216 min 0 1 0 1 0 1 6.173e-3 37 0 1 -5.236e-3 1 217 N111 max 3.759 1 -.024 38 3.125 5 3.923e-2 5 1.011e-2 1 4.627e-2 9 218 min -3.759 9 -.111 21 -2.525 13 -3.032e-2 13 -1.011e-2 9 -4.627e-2 1 219 N112 max .012 9 -.023 38 .009 13 7.1e-4 13 7.338e-6 1 9.213e-4 1 220 min -.012 1 -.109 21 -.01 5 -8.317e-4 5 -7.338e-6 9 -9.213e-4 9 RISA-3D Version 17.0.4 [1...1...1...1...1...1...1ENG\Antenna Mount LRFD ASCE 7-10.r3d] Page 10 Page 31 of 58 I Company : Vector Structural Engineering Feb 25,2021 'IRIS • Designer : LIC 10:08AM Job Number : U2619-920-211 POR Tigers HS(2021) Checked By:LRG ANEME Model Name : Antenna Mount Envelope Joint Displacements (Continued) Joint X lint LC Y finl LC Z[in] LC X Rotation.. LC Y Rotation... LC Z Rotation L..LC 221 N113 max .014 1 -.023 38 .01 5 5.599e-3 5 3.743e-4 1 7.01e-3 9 222 min -.014 9 -.109 21 -.009 13 -4.74e-3 13 -3.743e-4 9 -7.01 a-3 1 223 N114 max .039 1 -.023 38 .03 5 7.697e-3 . 5 7.222e-4 1 9.586e-3 9 224 min -.039 9 -.109 21 -.026 13 -6.547e-3 13 -7.222e-4 9 -9.586e-3 1 225 A1.4 max .66 1 -.012 38 .452 5 7.572e-3 5 2.264e-5 1 1.118e-2 9 226 min -.66 9 -.041 21 -.446 . 13 -7.507e-3 13 -2.264e-5 9 -1.118e-2 1 227 N114A max 1.629 1 -.023 38 1.336 5 3,374e-2 5 7.332e-3 1 4.045e-2 9 228 min -1.629 9 -.11 21 -1.11 13 -2.711e-2 13 -7.332e-3 9 -4.045e-2. 1 229 N115 max_ .871 1 .294 13 2.127 5 2.603e-2 5 1.361e-2 1 3.01e-3 9 230 min, -.866 9 -.503 . 5 -1.719 13 -1,804e-2, 13 -1.424e-2 9 -3.011e-3 1 231 N116 max. .593 1 .29 13 .993 5 2.544e-2 5 1.048e-2 1 3.596e-3 9 232 min -.593 9 -.496 5 , -.828 13 -1.766e-2 13 -1.078e-2 9 -3.72e-3 1 233 N117 max 3.882 1 .324 13 3.125 5 3.991e-2 5 1.028e-2 1 4.627e-2 9 234 min -3.882 . 9 -.524 5 -2.525 13 -2.963e-2 13 -1.028e-2 9 -4,627e-2 1 235 N118 max 1.719 1 .286 13 1.337 5 3.443e-2 5 7.493e-3 1 4.045e-2 9 236 min -1.719 9 -.458 5 -1.11 13 -2.642e-2 13 -7.493e-3 9 -4.045e-2 1 237 A2.5 max .871 1 .295 13 2.145 5 2.603e-2 5 1.373e-2 1 3.046e-3 9 238 min -.866 9 -.505 5 -1.744 13 -1.804e-2 13 -1.444e-2 10 -2.975e-3 1 239 A2.6 max .593 1 .29 13 1.027 5 2.544e-2 5 1.148e-2 2 3.632e-3 9 240 min -.593 9 -.495 5 -.865 13 -1.766e-2 13 -1.193e-2 10 -3.685e-3, 1 241 A2.1 max 3.882 1 .591 15 3.175 5 3.991e-2 5 1.21e-2 2 4.63e-2 9 242 min -3.882 9 , -.795 8 -2.575 13 -2.963e-2 13 -1,195e-2 10 -4.624e-2 1 243 A2.2 max 1.719 1 .519 15 1.387 5 . 3.443e-2 5 9.764e-3 3 4.048e-2 9 244 min -1.719 , 9 -.694 8 -1.16 13 -2.642e-2, 13 -9.675e-3 11 -4,042e-2 1 245 A2.7 max .871 1 .292 13 2.209 5 2.603e-2 5 1.622e-2 16 2.975e-3 9 246 min -.866 9 -,502 5 -1.795 13 -1,804e-2 13 .-1,655e-2 8 -3.046e-3 1 247 A2.8 max .593 1 .289 13 1.06 5 2.544e-2 5 1.288e-2 16 3.561e-3 9 248 min -.593 9 -.498 5 -.892 13 -1.766e-2 13 -1.303e-2, 8 -3.755e-3. 1 249 A2.3 max 3.882 1 .591 11 3.175 5 3.991e-2 5 1.195e-2 16 4.624e-2 9 250 min -3.882 9 -.795 2 -2.575 13 -2.963e-2 13 -1.21e-2 8 -4,63e-2 1 251 A2.4 max 1.719 1 .519 11 1.387 5 3.443e-2 5 9.675e-3 15 4.042e-2 9 252 min -1.719 9 -.694 2 -1.16 13 -2.642e-2 13 -9.764e-3, 7 -4.048e-2 1 253 R2.1 max .372 1 .058 13 1.015 5 1.65e-2 5 3.958e-3 16 4.25e-3 9 254 min -.379 9 -.134 5 -.922 13 -1,49e-2 13 -3.793e-3 8 -4.045e-3 1 255 R3.1 max .373 1 .061 13 1.034 5 1.672e-2 5 3.755e-3 1 4.159e-3 9 256 min -.379 9 -.134 5 -.941 13 -1.511e-2 13 -3.673e-3 9 -4.12e-3 1 257 R4.1 max .341 1 .036 9 .927 5 1.671e-2 5 4.064e-3 1 3.481e-3 9 258 min -.347 9 -.085 1 -.846 13 -1.509e-2 13 -4.119e-3 10 -3.414e-3 1 259 R1.1 max .342 1 .031 1 .883 5 1.612e-2 5 4,55e-3 16 3.555e-3 9 260 min -.348 9 -.089 9 . -.8 13 -1.447e-2 13 -4.438e-3, 8 -3.38e-3 1 261 R1.2 max .502 1 .055 1 1.187 5 2.242e-2 5 8.787e-3 16 4.651e-3 9 262 min -.492 9 -.112 9 -.976 12 -1.795e-2 13 -9.272e-3. 8 -4.85e-3 1 263 R4.2 max .499 1 .051 9 1.383 5 2.473e-2 5 1.048e-2 1 4.563e-3 9 264 min -.49 9 -.119 1 -1.135 13 -1.966e-2 13 -1.072e-2 9 ,-4.897e-3 1 265 R2.2 max .558 1 .079 13 1.423 5 2.364e-2 5 8.875e-3 16 6.026e-3 9 266. min -.553 9 -.18 5 -1.165 13 -1.877e-2 13 -9,262e-3 8 -5.991e-3 1 267 R3.2 max .582 1 .075 13 1.504 5 2.404e-2 5 1.178e-2 1 5.909e-3 9 268 min -.574 9 -,194 . 5 -1.231 13 -1.955e-2 13 -1,223e-2 9 -6.177e-3 1 269 N135 max .426 1 .001 1 1.398 5 1.669e-2 5 4.943e-3 16 1.369e-3 9 270 min -.435 9 -.076 25 -1.264 13 -1.47e-2 13 -4.811e-3 8 -1.678e-3 1 271 S1.1 max .426 1 .003 9 1.434 5 1.698e-2 5 4.554e-3 1 1.805e-3 9 272 min -.435 9 -,077 17 -1.301 13 -1,509e-2 13 -4.364e-3 9 -1,255e-3 1 273 S1.2 max .623 1 .007 9 2.1 5 2.529e-2 5 1.33e-2 1 2.456e-3 9 274 min -.606 9 -.104 17 -1.701 13 -1.895e-2 13 -1,368e-2 9 -1.954e-3 1 RISA-3D Version 17.0.4 [1...1...\...\,..1.,.1...\ENG\Antenna Mount LRFD ASCE 7-10.r3d] Page 11 10.1111SZTIRM Page 32 of 58 Hilti PROFIS Engineering 3.0.67 OPTION: HIT-HY 200 MAX EPDXY GROUTED THREADED ROD W/3 1/4" MIN. EMBED. TYP OF (2) PER www.hllu.com CONNECTION, (4)TOTAL PER MOUNT(VERIFY) Company: Page: 1 Address: Specifier: aweidner Phone I Fax: I E-Mail: Design: Antenna&RRH Mounting-Epoxy Anchors Date: 2/25/2021 Fastening point: Specifiers comments: 1 Input data Anchor type and diameter: HIT-HY 200+HAS-E 518 Item number: 2081381 HAS 5.8 5/8"x6"(element)/2022793 HIT-HY 200-R(adhesive) Effective embedment depth: howl=3.125 in.(hema=6.500 in.) Material: 5.8 Evaluation Service Report: ESR-3187 Issued I Valid: 4/1/2020 I 3/1/2022 Proof: Design Method ACI 318-08 I Chem Stand-off installation: ea=0.000 in.(no stand-off);t=0.250 in. Anchor platen: Ix x ly x t=4.000 in.x 12.000 in.x 0.250 in.;(Recommended plate thickness:not calculated) Profile: no profile Base material: uncracked concrete,6000,f:=6,000 psi;h=8.000 In.,Temp.short/long:32/32°F Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) no Application also possible with HVU2+HAS 518 under the selected boundary conditions. More Information in section Alternative fastening data of this report. - The anchor calculation is based on a rigid anchor plate assumption. Geometry[in.]&Loading[lb,ft.lb] 44 Design loads 4 a Sustained loads �xs N ti, • 6 318.687 X Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 Hilti AG,FL-9494 Selman Hilti is a registered Trademark of HIM AG,Schean 1 M11`T1 Page 33 of 58 Hilti PROFIS Engineering 3.0.67 www.hilti.com Company: Page: 2 Address: Specifier: aweidner Phone I Fax: I E-Mail: Design: Antenna&RRH Mounting-Epoxy Anchors Date: 2/25/2021 Fastening point: 1.1 Design results Case Description Forces[Ib]/Moments Rib] Seismic Max.Util.Anchor 1%] 1 Load case:Design loads N=2,243;Vx=270;Vy=2,310; no 44 Mx=1,316.887;My=0.000;Mz=0.000; Nsaa=0;M5.am=0.000;My sas=0.000; 2 Load case/Resulting anchor forces Ay 82 Anchor reactions[Ib] Ten ion Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 134 1,163 135 1,155 2 2,864 1,163 135 1,155 11,,x max.concrete compressive strain: 0.07[%a] max.concrete compressive stress: 284[psi] resulting tension force in(x/y)=(0.000/3.869): 2,998[lb] resulting compression force in(x/y)=(0.000/-5.556):756[Ib] 01 Anchor forces are calculated based on the assumption of a rigid anchor plate. (;) Compression 3 Tension load Load NYe[Ib] Capacity 9 Na[Ib] Utilization AN=NJ, Na Status Steel Strength* 2,864 10,650 27 OK Bond Strength** 2,998 6,960 44 OK Sustained Tension Load Bond Strength* NIA N/A N/A N/A Concrete Breakout Failure** 2,998 6,973 44 OK *highest loaded anchor **anchor group(anchors in tension) Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 Hllti AG,FL-9494 Schwan Hilti is a registered Trademark of Hilti AG,Schwan 2 Page 34 of 58 Hilti PROFIS Engineering 3.0.67 www.hlftl.com Company: Page: 3 Address: Specifier: aweidner Phone I Fax: I E-Mail: Design: Antenna&RRH Mounting-Epoxy Anchors Date: 2/25/2021 Fastening point: 3.1 Steel Strength Naa =ESR value refer to ICC-ES ESR-3187 Nsa>Nua ACI 318-08 Eq.(D-1) Variables Aso[in.2] tie[Psi] 0.23 72,500 Calculations Nae lib] 16,385 Results Nsa[lb] steel • Nsa[ibl Nua[lb] 16,385 0.650 10,650 2,864 Input data and results must be checked for conformity with the existing conditions and for plausibdityl PROFIS Engineering(c)2003-2021 Hilti AG,FLb494 Schaan HIM Is a registered Trademark of Hilti AG,Schwan 3 104111LFIri , Page 35 of 58 Hilti PROFIS Engineering 3.0.67 www.hilti.com Company: Page: 4 Address: Specifier: aweidner Phone I Fax: I E-Mail: Design: Antenna&RRH Mounting-Epoxy Anchors Date: 2/25/2021 Fastening point: 3.2 Bond Strength AN Nag = ( :) W ec1,Na Wee2.Ne Wed,Na Wcp.Na Nba ACl 318-11 Eq.(D-19) 4) N., >N.. ACI 318-11 Table D.4.1.1 AN. =see ACI 318-11,Part D.5.6.1,Fig.RD.5.5.1(b) AN.. =(2 ONa)2 ACI 318-11 Eq.(D-20) cNa =10 d. 1100 ACI 318-11 Eq.(D-21) 1 Wec.Na = (1 + eN) <1.0 ACI 318-11 Eq.(D-23) co. W ed,Na =0.7+0.3 (cs) <1.0 ACI 318-11 Eq.(D-25) W cp Na =MAX knin ) 1.0 ACI 318-11 Eq.(D-27) ca< cac Nb. =X a'TKc's'da' het ACI 318-11 Eq.(D-22) Variables T Kc.encr[Psi] da[in.] he[in.] ca.min[in.] «overhead Tk.c[psi] 2,423 0.625 3.125 6.750 1.000 2,423 ec1.N[in.] ec2.N[in.] cac[in.] 4. 0.000 3.869 5.066 1.000 Calculations ON [in.] AN.[in.2] Niel[in.2] W ed,Na 9.234 379.16 341.09 0.919 W ec1,Ne Wec2.Na Wcp.Na Nb.[Ib] 1.000 0.705 1.000 14,868 Results Nan[Ib] 4)bore 0 N.g[Ib] N,,.[lb] 10,707 0.650 6,960 2,998 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c(2003-2021 Hilti AG,FL-9494 Schaan Hilo is a registered Trademark of Hilk AG,Schaan 4 ii,1101ri, Page 36 of 58 Hilti PROFIS Engineering 3.0.67 www.hilti.com Company: Page: 5 Address: Specifier: aweidner Phone I Fax: I E-Mail: Design: Antenna&RRH Mounting-Epoxy Anchors Date: 2/25/2021 Fastening point: 3.3 Concrete Breakout Failure Nag =( Ncoc) W ec,N Wed,N Wo,N Wcp,N Nb ACI 318-08 Eq.(D-5) ^ 0 Nobg>Nei AC!318-08 Eq.(D-1) Ate see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) ANcg =9 het ACI 318-08 Eq.(D-6) 1 W e5N = (1+2 e) 5 1.0 ACI 318-08 Eq.(D-9) 3 hot W ed N =0.7+0.3(c- min) <1.0 ACI 318-08 Eq.(D-11) 1.5hef W w,N =MAX(cma 1.5he}) <1.0 ACI 318-08 Eq.(D-13) ���cec cac Nb =kc A. Vfc h;: ACI 318-08 Eq.(D-7) Variables hm[in.] em N[in.] ec2.N[in.] ;min[in.] W c.N 3.125 0.000 3.869 6.750 1.000 cm[in.] kc k fc[Psi] 5.066 24 1 6,000 Calculations ANc[in?] ANa[In 2] W ect,N Wec2.N Wed,N Wcp,N Nb[Ib] 167.58 87.89 1.000 0.548 1.000 1.000 10,270 Results Nag[lb] *conwete 4 Ncbg[Ib] Nue[Ib] 10,727 0.650 6,973 2,998 Input data and results must be checked for Conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 HIS AG,FL-9494 Schaan Hilt is a registered Trademark of HMI AG,Schaan 5 1■1111..T1 Page 37 of 58 Hilti PROFIS Engineering 3.0.67 www.hilti.com Company: Page: 6 Address: Specifier: aweidner Phone I Fax: [ E-Mail: Design: Antenna&RRH Mounting-Epoxy Anchors Date: 2/25/2021 Fastening point: 4 Shear load Load Vu,[Ib] Capacity 4 V„[lb] Utilization 13v=V„,14 V„ Status Steel Strength* 1,163 5,898 20 OK Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength(Bond Strength controls)** 2,326 21,271 11 OK Concrete edge failure in direction y+*" 2,326 7,578 31 OK "highest loaded anchor **anchor group(relevant anchors) 4.1 Steel Strength V. =ESR value refer to ICC-ES ESR-3187 $ Vaea>V ACI 318-08 Eq.(D-2) Variables Aw,v[in.2] fw,[psi] ay.eeie 0.23 72,500 0.700 Calculations Vsa[lb] 9,830 Results Vu[lb] $Steel $ V„[lb] V„,[lb] 9,830 0.600 5,898 1,163 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 Hilti AG,FL-9494 Schwan Hilti is a registered Trademark of Hilti AG,Schaan 6 1.1,111j1111.1' Page 38 of 58 Hilti PROFIS Engineering 3.0.67 www,hitti,com Company: Page: 7 Address: Specifier: aweidner Phone I Fax: I E-Mail: Design: Antenna&RRH Mounting-Epoxy Anchors Date: 2/25/2021 Fastening point: 4.2 Pryout Strength(Bond Strength controls) VcP. N'k [(A a) W ecf,Na Wac2,Na Wed,Na Wcp,Ne Nee , ACI 318-11 Eq.(D-41) Nan + Vag z Vaa ACI 318-11 Table(0.4.1.1) AN, see ACI 318-11,Part D.5.5.1,Fig.RD.5.5.1(b) n `Wad =[2;402 ACI 318-11 Eq.(D-20) cpa =10 da 1,140 ACI 318-11 Eq.(D-21) 1 WeaN. = \1 + e) <1.0 ACI 318-11 Eq.(D-23) C'Na W ed.Na =0.7+0.3(ctn) <1.0 ACI 318-11 Eq.(D-25) Cac W w,Na =MAX Cr 1.0 ACI 318-11 Eq.(D-27) lac � lac Nba =X a'.c k,c'it'da'hat ACI 318-11 Eq.(D-22) Variables "cp «overhead T k,c,una[Psi] da[in.] hat[In.] ;,min[in.] 2 1.000 2,423 0.625 3.125 6.750 s kc[psi) ect.N]in.] ec2,N[in.] cac[in.) X a 2,423 0.000 0.000 5.066 1.000 Calculations cNa[in.] AN.[in,2) Amo lin-2) W ed.Ne 9.234 379.16 341.09 0.919 W wipe Wec2,Na Wcp,Ne Nba[lb) 1.000 1.000 1.000 14,868 Results Vcpe[Ib] 4'concrete 11S Vcpa[lb] Vua[lb] 30,387 0.700 21,271 2,326 Input data end results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 Hilti AG,FL-$484 Schwan Hilti is a registered Trademark of Hilt AG,Schaan 7 1111111,��, Page 39 of 58 Hilti PROFIS Engineering 3.0.67 www.hllti.com Company: Page: 8 Address: Specifier: aweidner Phone I Fax: I E-Mail: Design: Antenna&RRH Mounting-Epoxy Anchors Date: 2/25/2021 Fastening point: 4.3 Concrete edge failure in direction y+ Av Vobg = (Avg) W ae,v Wed,v Wc,v NJ Wvareuel,v Vb ACI 318-08 Eq.(D-22) 0 Vcbg >Vea ACI 318-08 Eq.(0-2) Ava see ACI 318-08,Part D.6.2.1,Fig.RD.6.2.1(b) Avao =4.5 c;t ACI 318-08 Eq.(D-23) 1 1 W aqv = ( 1+ 2ev) 51.0 ACI 318-08 Eq.(D-26) Scat tL ) <1.0 ACI 318-08 Eq.(D-28} ty ed,v =0.7+0.3(1 1.5ca, 'r h,v = V h >_1.0 ACI 318-08 Eq.(D-29) a 0.2 �� Vb = (7(d) i) A Yfa ces ACI 318-08 Eq.(D-24) a Variables cat[in.] cat[in.] eav[in.) W e,v ha[in.] 6.750 8.000 0.000 1.400 8.000 Ie[in.] X da[in.] fo[Psi) W parallel,/ 3.125 1.000 0.625 6,000 1.000 Calculations Ave rin.21 Avoo[in 2] W ee,v Wed.v Wh.v Vb[lb] 145.00 205.03 1.000 0.937 1.125 10,372 Results Vcbo[lb] 0 concrete 9 Vabg[lb] Vua[lb] 10,826 0.700 7,578 2,326 5 Combined tension and shear loads ON 13v 5 Utilization 6N v[%] Status 0.431 0.307 5/3 39 OK arav=PN+Pv<=1 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 Hsi AG,FL-9494 Schwan Hilt is a registered Trademark of Hilll AG,Schwan 8 Page 40 of 58 Hilti PROFIS Engineering 3.0.67 www.hiiti.com Company: Page: 9 Address: Specifier: aweidner Phone I Fax: I E-Mail: Design: Antenna&RRH Mounting-Epoxy Anchors Date: 2/25/2021 Fastening point: 6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations(AS 5216:2018,ETAG 001/Annex C, EOTA TR029 etc.).This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered-the anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the design loading.PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above.The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility) • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member.Condition B applies where such supplementary reinforcement is not provided,or where pullout or pryout strength governs. • Design Strengths of adhesive anchor systems are influenced by the cleaning method.Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and installation instructions. • The present version of the software does not account for special design provisions for overhead applications.Refer to related approval(e.g. section 4.1.1 of the ICC-ESR 2322)for details. • For additional information about ACI 318 strength design provisions,please go to https://submittals.us.hilti.comlPROFISAnchorDesignGuide/ Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility) PROFIS Engineering(c)2003-2021 HiIG AG,FL-9494 Schwan Hiki is a registered Trademark of Hilt AG,Schaan 9 Page 41 of 58 N1`T� Hilti PROFIS Engineering 3.0.67 www.hiltl.com Company: Page: 10 Address: Specifier: aweidner Phone I Fax: I E-Mail: Design: Antenna&RRH Mounting-Epoxy Anchors Date: 2/25/2021 Fastening point: 7 Installation data Anchor type and diameter:HIT-HY 200+HAS-E 5/8 Profile:no profile Item number:2081381 HAS 5.8 5/8"x6"(element)/ 2022793 HIT-HY 200-R(adhesive) Hole diameter In the fixture:df=0.687 in. Installation torque:60.000 ft.lb Plate thickness(input):0.250 in. Hole diameter in the base material:0.750 in. Recommended plate thickness:not calculated Hole depth in the base material:3.125 in. Drilling method:Hammer drilled Minimum thickness of the base material:4.625 in. Cleaning:Compressed air cleaning of the drilled hole according to instructions for use is required 5/8 Hilti HAS Carbon steel threaded rod with Hilti HIT-HY 200 Safe Set System 7.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Compressed air with required accessories • Dispenser including cassette and mixer • Properly sized drill bit to blow from the bottom of the hole • Torque wrench • Proper diameter wire brush y 2.000 2.000 1'1� x 0 0 0 .i� 2.000 2.000 Coordinates Anchor[in.] Anchor x y c-, ,r 1 -0.000 -4.250 8.000 11.000 6.750 15.250 2 -0.000 4.250 8.000 11.000 15.250 6.750 Input data and resits must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 Hilo AG,FL-9494 Schwan Hilti is a registered Trademark of Hid AG,Schaan 10 11141116811111.111 Page 42 of 58 Hilti PROFIS Engineering 3.0.67 www.hilti.com Company: Page: 13 Address: Specifier: aweidner Phone I Fax: i E-Mail: Design: Antenna&RRH Mounting-Epoxy Anchors Date: 2/25/2021 Fastening point: 9 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. HINT will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 Hitd AG,FL-9494 Schaan Hilt is a registered Trademark of Hilt'AG,Schaan 13 MULTI Page 43 of 58 Hilti PROFIS Engineering 3.0.67 www.hilti.com Company: Page: 11 Address: Specifier: aweidner Phone I Fax: I E-Mail: Design: Antenna&RRH Mounting-Epoxy Anchors Date: 2/25/2021 Fastening point: 8 Alternative fastening 8.1 Alternative fastening data Anchor type and diameter: HVU2+HAS 618 Item number: 385428 HAS 5.8 5/8"x8"(element)/not available L. (capsule) Effective embedment depth: hecact=5.000 in.,h.=5.000 in. Material: 5.8 Evaluation Service Report: ESR-4372 Issued I Valid: 6/1/2020 I 6/1/2021 Proof: Design Method ACI 318-08/Chem Stand-off installation: eb=0.000 in.(no stand-off);t=0.250 in. Anchor platen: Ix x ly x t=4.000 in.x 12.000 in,x 0.250 in.:(Recommended plate thickness:not calculated) Profile: no profile Base material: uncracked concrete,6000,f =6,000 psi;h=8.000 in.,Temp.short/long:32/32°F Installation: hammer drilled hole,Installation condition:Dry,Installation direction:vertical downward Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) no Max. Utilization with HVU2 + HAS 5/8: 40 % Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 Hide AG,FL-9494 Schoen Hilti is a registered Trademark of Hilt;AG,Schaan 11 �,�T, Page 44 of 58 Hilti PROFIS Engineering 3.0.67 www.hilti.com Company: Page: 12 Address: Specifier: aweidner Phone I Fax: E-Mail: Design: Antenna&RRH Mounting-Epoxy Anchors Date: 2/25/2021 Fastening point: 8.2 Installation data Anchor type and diameter:HVU2+HAS 5/8 Profile:no profile Item number:385428 HAS 5.8 5/8"x8"(element)/not available (capsule) Hole diameter in the fixture:df=0.687 in. Installation torque:60.000 fl.lb Plate thickness(input):0.250 in. Hole diameter in the base material:0.687 in. Recommended plate thickness:not calculated Hole depth in the base material:5.000 in. Drilling method:Hammer drilled Minimum thickness of the base material:6.375 in. Cleaning:Compressed air cleaning of the drilled hole according to instructions for use Is required 5/8 Hilti HAS Carbon steel threaded rod with Hilti HVU2 8.2.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Compressed air with required accessories • HVA square drive shafts • Properly sized drill bit to blow from the bottom of the hole • Torque wrench • Proper diameter wire brush Input data and results must be checked for conformity with the existing conditions end for plausibility! PROFIS Engineering(c)20032021 Hil i AG,FL-9494 Schwan Hilli is a registered Trademark of Hiki AG,Schaan 12 OPTION: 5/8"0 HILTI KWIK BOLT-TZ EXPANSION 1.4,��, ANCHOR W/3 1/4" MIN. EMBED. YP OF (2) PER Page 45 of 58 CONNECTION, (4)TOTAL PER MOUNT (VERIFY) Hilti PROFIS Engineering 3.0.67 www.hilti.com Company: Page: Address: Specifier: aweidner Phone I Fax: I E-Mail: Design: Antenna&RRH Mounting-KWIK BOLT-TZ Date: 2/25/2021 Fastening point: Specifler's comments: 1 Input data Anchor type and diameter: Kwik Bok TZ-SS 316 6f8(31/6) I� Item number: not available Effective embedment depth: h8}8a=3.125 in.,Non,=3.563 in. Material: AISI 316 Evaluation Service Report: ESR-1917 Issued I Valid: 1/1/2020 5/1/2021 Proof: Design Method ACI 318-14/Mech Stand-off installation: eti=0.000 in.(no stand-off);t=0.250 in. Anchor platen: Ix x ly x t=4.000 in.x 12.000 in.x 0.250 in.;(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,6000,fx.=6,000 psi;h=8.000 in. Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(17.2.3.4.3(d)) Shear load:yes(17.2.3.5.3(c)) Note:the Kwik Bolt TZ-SS 316 anchor is in the process of phase-out. Application also possible with Kwik Bolt TZ2-SS 316 under the selected boundary conditions. - The anchor calculation is based on a rigid anchor plate assumption. Geometry(in.]&Loading[lb,ft.lb] 3 a1a.a2a \ Y ` X Input date and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 Hilti AG,FL-0494 Schean Hilti is a registered Trademark of Hilt AG,Schaan 1 t II,6:1rI Page 46 of 58 Hilti PROFIS Engineering 3.0.67 www.hilti.com Company: Page: 2 Address: Specifier: aweidner Phone I Fax: I E-Mail: Design: Antenna&RRH Mounting-KWIK BOLT-TZ Date: 2/25/2021 Fastening point: 1.1 Design results Case Description Forces[lb]/Moments[ft.lb] Seismic Max.Util.Anchor[%] 1 Load case:Design loads N=2,243;V, =270;Vy=2,305; yes 96 M,k=1,334.324;My=0.000;M,=0.000; 2 Load case/Resulting anchor forces Anchor reactions[lb] �� Tension force:(+Tension,-Compression) Ten. Anchor Tension force Shear force Shear force x Shear force y 1 181 1,160 135 1,152 2 2,875 1,160 135 1,152 _lo max.concrete compressive strain: 0.08[%o] max.concrete compressive stress: 346[psi] resulting tension force in(x/y)=(0.000/3.745): 3,057[lb] resulting compression force in(x/y)=(0.000/-5.608):814[ib] 01 Anchor forces are calculated based on the assumption of a rigid anchor plate. 0 Compression 3 Tension load Load Nu,[lb] Capacity 9 Na[lb] Utilization MN:Na,/4 N, Status Steel Strength* 2,875 13,410 22 OK Pullout Strength* N/A N/A N/A N/A Concrete Breakout Failure** 3,057 3,758 82 OK *highest loaded anchor "anchor group(anchors in tension) Input date and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 Hill AG,FL-9494 Schaan Hilti is a registered Trademark of Hilt)AG,Schaan 2 104,11.711" , Page 47 of 58 Hilti PROFIS Engineering 3.0.67 www.hilti.com Company: Page: 3 Address: Phone I Fax: Specifier: aweidner I E-M-Mail:il: Design: Antenna&RRH Mounting-KWIK BOLT-TZ Date: 2/25/2021 Fastening point: 3.1 Steel Strength N5e =ESR value refer to ICC-ES ESR-1917 4 NSe Z Nue ACI 318-14 Table 17.3.1.1 Variables Ase..a[i n.2] fut.[PSI] 0.16 115,000 Calculations N9.[lb] 17,880 Results Nse[lb] 4 steel 4nondudiie 4 N8e[lb] Nue[lb] 17,880 0.750 1.000 13,410 2,875 Input data and results must be checked for conformity With the existing conditions and for plausibility) PROFIS Engineering(c)2003.2021 Hilti AG,FL9494 Schaan Hilti is a registered Trademark of HIS AG,Schaan 3 Page 48 of 58 Hilti PROFIS Engineering 3.0.67 www.hllti.com Company; Page: 4 Address: Specifier: aweidner Phone I Fax: I E-Mail: Design: Antenna&RRH Mounting-KWIK BOLT-TZ Date: 2/25/2021 Fastening point: 3.2 Concrete Breakout Failure Nobs =(AN) W ec,N Ved,N wc,N Wep,N Nb ACI 318-14 Eq.(17.4.2.1b) N >Nue ACI 318-14 Table 17.3.1.1 AN, see ACI 318-14,Section 17.4.2.1,Fig.R 17.4.2.1(b) Ar4ed =9 her ACI 318-14 Eq.(17.4.2.1c) 1 ec,N = \ 1+2 eN) <1.0 ACI 318-14 Eq.(17.4.2.4) ` 3he W ed,N =0.7+0.3(cB-1.5 1het 0 AC< . ACI 318-14 Eq.(17.4.2.5b) W ep,N =MAX(Ce�min 1.5het) <1.0 ACI 318-14 Eq.(17.4.2.7b) com�ae ' c0E Nb =kc b° .Nfc h; ACI 318-14 Eq.(17.4.2.2a) Variables her[in.] e0,N[in.] e 3 N[in.] 0a,min[in.] W c,N 3.125 0.000 3.745 6.750 1.000 c,c[in.] ke 1r a fe[Psi] 7.000 17 1.000 6,000 Calculations ANc[in.21 ANco[in2] W x1,N Wee2,N Wed.N WcpN Nb[Ib] 167.58 87.89 1.000 0.556 1.000 1.000 7,274 Results Nth.[lb] concrete Sselenee $nonductile • Nmo[Ib] Nua[Ib] 7,710 0.650 0.750 1.000 3,758 3,057 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 Hilt AG,FL-9494 Schwan Hilt!is a registered Trademark of Hilt AG,Schwan 4 I II I Page 49 of 58 Hilti PROFIS Engineering 3.0.67 www.hllti.com Company: Page: 5 Address: Specifier: aweidner Phone I Fax: I E-Mail: Design: Antenna&RRH Mounting-KWIK BOLT-TZ Date: 2/25/2021 Fastening point: 4 Shear load Load V.fib] Capacity+ V„(Ib] Utilization Pv=V /O V„ Status Steel Strength" 1,160 6,078 20 OK Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength" 2,321 19,418 12 OK Concrete edge failure in direction y+"" 2,321 5,413 43 OK .highest loaded anchor "anchor group(relevant anchors) 4.1 Steel Strength V,aaQ =ESR value refer to ICC-ES ESR-1917 $ V,tom Z Vua ACI 318-14 Table 17.3.1.1 Variables Nem[in.2] f„ta[psi] aV,seia 0.16 115,000 0.947 Calculations Vsa,eq[lb] 9,350 Results Vsa.es[lb] $steel $nonduaas $ Vsa,ec[ib] Vua lib] 9,350 0.650 1.000 6,078 1,160 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 Hilt!AG,FL-9494 Schaan HIP is a registered Trademark of Hilti AG,Schaan 5 , I I Page 50 of 58 Hilti PROFIS Engineering 3.0.67 www.hiitl.com Company: Page: 6 Address: Specifier: aweidner Phone I Fax: I E-Mail: Design: Antenna&RRH Mounting-KWIK BOLT-TZ Date: 2/25/2021 Fastening point: 4.2 Pryout Strength AN Vcpg -tcp (ANt) Wsoil Wed,N Wo.N Wcp.N Nb ] ACI 318-14 Eq.(17.5.3.1b) $ Vaaa >Va. ACI 318-14 Table 17.3.1.1 ANc see ACI 318-14,Section 17.4.2.1,Fig.R 17.4.2.1(b) ANco =9 hef ACI 318-14 Eq.(17.4.2.1c) 1 W,K,N = \1 +2 eN/ <1.0 ACI 318-14 Eq.(17.4.2.4) 3he `V edN =0.7+0.3 (y5hf) <1.0 ACI 318-14 Eq.(17.4.2.5b) W W N =M (ca�min 1h,f) <1.0 ACI 318-14 Eq.(17.4.2.7b) s�ec lac Nb =kp X, 1-11;f5 AC1318-14 Eq.(17.4.2.2a) Variables kcp he fn.] ec1.N[in.] ecz.N[in.] ;min[in.] 2 3.125 0.000 0.000 6.750 W c.N Oac[in.] kc .1 a 1c[Psi] 1.000 7.000 17 1.000 6,000 Calculations ANc[in?] ANc0[in 2] W ecl,N Wec2,N 'I'ed,N WcP.N Nb[lb] 167.58 87.89 1.000 1.000 1.000 1.000 7,274 Results Vcpg[Ib] 4)concrete 4/seismic 4)iwnductke 0 Vcpc[Ib] Va,[Ib] 27,740 0.700 1.000 1.000 19,418 2,321 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 Hilti AG,FL-9494 Schaan Flub is a registered Trademark of Hilt AG,School 6 10411611191 Page 51 of 58 Hilti PROFIS Engineering 3.0.67 www.hilti.com Company: Page: 7 Address: Specifier: aweidner Phone I Fax: I E-Mail: Design: Antenna&RRH Mounting-KWIK BOLT-TZ Date: 2/25/2021 Fastening point: 4.3 Concrete edge failure in direction y+ Vobg = (Av ) w ea,v wed,v wc,v Wh,V WparaDel,V Vb ACI 318-14 Eq.(17.5.2.1b) Avcoi Vag >V,a, ACI 318-14 Table 17.3.1.1 AVc see ACI 318-14,Section 17.5.2.1,Fig.R 17.5.2.1(b) Awo =4.5 c2a, ACI 318-14 Eq.(17.5.2.1c) 1 W ec.v = 1+ 2ev <-1.0 ACI 318-14 Eq.(17.5.2.5) 3cai w adv =0.7+0.3(15ca,) <1.0 ACI 318-14 Eq.(17.5.2.6b) Ili by = a 1.5ca1 �1.0 ACI 318-14 Eq.(17.5.2.8) h �GG Vb — (7( )o.a �) l a Vto ca'15 ACI 318-14 Eq.(17.5.2.2a) a Variables Cal[in.] caz[in.] eev[in.] W c,v ha[in.] 6.750 8.000 0.000 1.000 8.000 la[in.] a da fin.] 1.[Psi] W parallel,V 3.125 1.000 0.625 8,000 1.000 Calculations Ave[in.s] Avao[In.2] w ae.v wea,v WV VI,[lb] 145.00 205.03 1.000 0.937 1.125 10,372 Results Va„[lb] 1)Concrete +aeismin 4)nonduale 4) VcCo[lb] Vaa[lb] 7,733 0.700 1.000 1.000 5,413 2,321 5 Combined tension and shear loads ON SV 5 Utilization iN V[%] Status 0.813 0.429 5/3 96 OK INv=RH+Dv<=1 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 HOS AG,FL-9494 Schaan Hilt is a registered Trademark of Hilti AG,Schaan 7 Page 52 of 58 Hilti PROFIS Engineering 3.0.67 www.hihi.com Company: Page: 8 Address: Specifier: aweidner Phone I Fax: I E-Mail: Design: Antenna&RRH Mounting-KWIK BOLT-TZ Date: 2/25/2021 Fastening point: 6 Warnings • The anchor design methods in PROFIS Engineering require rigid anchor plates per current regulations(AS 5216:2018,ETAG 001/Annex C, EOTA TR029 etc.).This means load re-distribution on the anchors due to elastic deformations of the anchor plate are not considered-the anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the design loading.PROFIS Engineering calculates the minimum required anchor plate thickness with CBFEM to limit the stress of the anchor plate based on the assumptions explained above.The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Engineering. Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies where the potential concrete failure surfaces are crossed by supplementary reinforcement proportioned to tie the potential concrete failure prism into the structural member.Condition B applies where such supplementary reinforcement is not provided,or where pullout or pryout strength governs. • Refer to the manufacturer's product literature for cleaning and installation instructions. • For additional information about ACI 318 strength design provisions,please go to https://submittals.us.hilti.corn/PROFISAnchorDesignGuide/ • An anchor design approach for structures assigned to Seismic Design Category C,D, E or F is given in ACI 318-14,Chapter 17,Section 17.2.3.4.3(a)that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure.If this is NOT the case,the connection design(tension)shall satisfy the provisions of Section 17.2.3.4.3(b),Section 17.2.3.4.3(c),or Section 17.2.3.4.3(d).The connection design(shear)shall satisfy the provisions of Section 17.2.3.5.3(a),Section 17.2.3.5.3(b),or Section 17.2.3.5.3(c). • Section 17.2.3.4.3(b)I Section 17.2.3.5.3(a)require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.Section 17.2.3.4.3(c)I Section 17.2.3.5.3 (b)waive the ductility requirements and require the anchors to be designed for the maximum tension/shear that can be transmitted to the anchors by a non-yielding attachment.Section 17.2.3.4.3(d)/Section 17.2.3.5.3(c)waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension/shear obtained from design load combinations that include E,with E increased by N. • Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions(MPII).Reference ACI 318-14,Section 17.8.1. Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 Hilti AG,FL-9494 Schaan Hilti Is a registered Trademark of Hilt)AG,Schaan 8 11.41'��, Page 53 of 58 Hilti PROFIS Engineering 3.0.67 www.hilti.com Company: Page: 9 Address: Specifier: aweidner Phone I Fax: I E-Mail: Design: Antenna&RRH Mounting-KWIK BOLT-TZ Date: 2/25/2021 Fastening point: 7 Installation data Anchor type and diameter:Kwik Bolt TZ-SS 316 5/8(3 1/8) Profile:no profile Item number:not available Hole diameter in the fixture:dr=0.687 in. Installation torque:60.000 ft.lb Plate thickness(input):0.250 in. Hole diameter in the base material:0.625 in. Recommended plate thickness:not calculated Hole depth in the base material:3,750 in. Drilling method:Hammer drilled Minimum thickness of the base material:5.000 in. Cleaning:Manual cleaning of the drilled hole according to instructions for use is required. Hilti KB-TZ stud anchor with 3.56262 in embedment,5/8(3 1/8),Stainless steel,installation per ESR-1917 7.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Manual blow-out pump • Torque controlled cordless impact tool • Properly sized drill bit • Torque wrench • Hammer y 2,000 2.000 11 cd 0 0 In od x 0 0 0 ro . A 2.000 2.000 Coordinates Anchor[in.] Anchor xcy c,y 1 -0.000 -4.250 8.000 11.000 6.750 15.250 2 -0.000 4.250 8.000 11.000 15.250 6.750 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 Hilti AG,FL-9494 Schoen Hilti is a registered Trademark of Hilti AG,Schaan 9 11114,16rre, Page 54 of 58 Hilti PROFIS Engineering 3.0.67 www.hilti.com Company: Page: 10 Address: Specifier: aweidner Phone I Fax: I E-Mail: Design: Antenna&RRH Mounting-KWIK BOLT-TZ Date: 2/25/2021 Fastening point: 8 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hiiti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilt Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2021 Hilti AG,FL-9494 Schaan Hilt is a registered Trademark of Him AG,Schean 10 Page 55 of 58 VECTOR E n G 1 fl EEIRS Basic design wind speed for the Oregon 2019 Structural Specialty Code. The basic design wind speed,V,in mph,for the determination of the wind loads shall be determined by Table 1609.3. TABLE 1609.3 BASIC DESIGN WIND SPEED, V,FOR RISK CATEGORY I,II,III AND IV BUILDINGS AND OTHER STRUCTURES RISK CATEGORY I RISK CATEGORY D RISK CATEGORY III RISK CATEGORY IV COUNTY BASIC DESIGN WIND BASIC DESIGN WEND BASIC DESIGN WIND BASIC DESIGN WIND SPEED(MPH) SPEED(MPH) SPEED(MPH) SPEED(MPH) Washington 91 97 103 107 For SI:I mile per hour=0.45 rn/s. (a) Refer to Figure 1609.3 for mapped special wind regions. (b) The basic design wind speed for buildings and structures in this region with full exposure(wind exposure category D)to ocean winds shall be 125 mph for Risk Category I,135 mph for Risk Category II,and 145 mph for Risk Categories III and IV. (c) The basic design wind speed for buildings end structures in this region with full exposure(wind exposure category D)to Columbia River Gorge winds shall be 125 mph for Risk Category I,135 mph for Risk Category II,and 145 mph for Risk Categories B1 and IV. (d) The basic design wind speed for buildings and sanctums in this region with full exposure(wind exposure category D)to Columbia River Gorge winds shall be 115 mph for Risk Category I,120 mph for Risk Category II,and 130 mph for Risk Categories III and IV. Approximate Site Location(Orange iarker): COw1Wl 45 r- o scc •r R wAICO PAC-- atgrx� %NW ila JZFFEPSON UJIE 'I SOMAS COOS Special wind regions FIGURE 1609.3 OREGON SPECIAL WIND REGIONS&b (a) Sites on the periphery of the identified special wind regions shell be verified using https://harards.atcouncil.org. (b) Basic design wind speeds shall be obtained from table 1609.3;see notes b,c and d for buildings and structures with full exposure(wind exposure category D)to ocean or Columbia River Gorge winds. 1 ' Page 56 of 58 )WECTDR E r1 G I rl E E R S Oregon Ice Thickness and Ice Wind Speed Maps: STANDARD ASCE/SEI 7-16 ,, / 1" 1" f �` / II Notes: ` -6 / • 1.Ice thicknesses on structures in exposed locations at Jf / elevations higher than the surrounding terrain and in valleys and gorges may exceed the mapped values. 2.In the mountain west,indicated by the shading,ice thicknesses may exceed the mapped values in the foothills and passes.However,at elevations above 5,000 It,freezing rain is unlikely. ( ry 5n 3.In the Appalachian Mountains,indicated by the shading, 11 L ice thicknesses may vary significanty over short distances. ti 11/4111111111 FIGURE10.4-2 Equivalent Radial Ice Thicknesses Caused by Freezing Rain with Concurrent 3-Second Gust Speeds,for a 500-Year Mean Recurrence Interval �- ----‘,‘+ r f f r f Approximate Site r Location —\\s r r r r r I _ r j \ �1 11 ----/- r• r 5,. 1 5" r r 40 mph f t- 30 mph f f 1 r f r FIGURE 10.4-5 Columbia River Gorge Detail 2/18/2021 ATC Hazards by Location OTCHazards by Location Page 57 of 58 Search Information Address: 16580 SW 85th Ave,Tigard, OR 97224, USA 163 ft Coordinates: 45.4002991,-122.7645217 Elevation: 163 ft Clean Water ervices Durham Wastewater... Timestamp: 2021-02-18723:37:33.3282 9 Hazard Type: Seismic Reference ASCE7-16 Go 'gle Map data 62021 Google Document: Risk Category: II Site Class: D-default Basic Parameters Name Value Description Ss 0.848 MCER ground motion(period=0.2s) Si 0.39 MCER ground motion(period=1.0s) SMS 1.018 Site-modified spectral acceleration value SM1 *null Site-modified spectral acceleration value SDS 0.679 Numeric seismic design value at 0.2s SA SD1 *null Numeric seismic design value at 1.0s SA *See Section 11.4.8 vAdditional Information Name Value Description SDC *null Seismic design category Fa 1.2 Site amplification factor at 0.2s Fv *null Site amplification factor at 1.0s CRS 0.885 Coefficient of risk(0.2s) CR1 0.866 Coefficient of risk(1.0s) PGA 0.386 MCEG peak ground acceleration FPGA 1.214 Site amplification factor at PGA PGAM 0.469 Site modified peak ground acceleration https://hazards.atcouncil.org/#/seismic?Iat=45.4002991&Ing=-122.7645217&address=16580 SW 85th Ave%2C Tigard%2C OR 97224%2C USA 1/2 1 2/18/2021 ATC Hazards by Location TL 16 Long-period transition period(s) Page 58 of 58 SsRT 0.848 Probabilistic risk-targeted ground motion(0.2s) SsUH 0.958 Factored uniform-hazard spectral acceleration (2%probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value(0.2s) S1RT 0.39 Probabilistic risk-targeted ground motion (1.0s) S1UH 0.451 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) S1D 0.6 Factored deterministic acceleration value(1.0s) PGAd 0.5 Factored deterministic acceleration value(PGA) *See Section 11.4.8 The results indicated here DO NOT reflect any state or local amendments to the values or any delineation lines made during the building code adoption process. Users should confirm any output obtained from this tool with the local Authority Having Jurisdiction before proceeding with design. Disclaimer Hazard loads are provided by the U.S. Geological Survey Seismic Design Web Services. While the information presented on this website is believed to be correct,ATC and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in the report should not be used or relied upon for any specific application without competent examination and verification of its accuracy,suitability and applicability by engineers or other licensed professionals.ATC does not intend that the use of this information replace the sound judgment of such competent professionals,having experience and knowledge in the field of practice,nor to substitute for the standard of care required of such professionals in interpreting and applying the results of the report provided by this website. Users of the information from this website assume all liability arising from such use. Use of the output of this website does not imply approval by the governing building code bodies responsible for building code approval and interpretation for the building site described by latitude/longitude location in the report. https://hazards.atcouncil.org/#/seismic?lat=45.4002991&Ing=-122.7645217&address=16580 SW 85th Ave%2C Tigard%2C OR 97224%2C USA 2/2