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Report
6a4)`0/2 (e4 lG 1.0 n •7�1 e;e��;e�rc�t aad Pcst`�:r<n�g S»eel f#a lr?s€�il��iS'i vCra.rrv� SPec. E C TORD F&nforcing Stomal&Prostressir�g Steel Torsdon8 E n G 1 1-t E E R 5 0 Structural Visiding Project Number: U1194-242-171 High-Strsnght Rotting June 2,2017 0 Structural Masonry Centerline Solutions 0 Reinforced Gypsum Concrete 3322 South Bay Road NE Olympia,WA 98506 ® insalatin Concrete Fill ATTENTION: Bryan Underhill [� Spray rtt�i;Sx =ca E=iti? 4erials REFERENCE: POR Tigers HS Fein kl F' rs ara�i Caissons 16580 SW 85th Ave.,Portland,OR 9 22 cho(crat3 Structural Review of Proposed Anten a Yfiltanation Dear Bryan, ❑ Special Cradi. g Ex:^{;c:raga and Filling 0 Smck«C =v' A, `<a ^, Per your request,we have reviewed the construction draw gs repared by your office for the proposed eeuui m modifications,which include the removal of(9)existing p ne taiffa> t's;mrd"tlie nista o -- new panel antennas,(15)new RRU's and(3)new surge • • • p of a' p • - - • � • - � `'�tiioiints on tie rooftop of an existing building,divided into three sectors. We have also reviewed previous construction drawings of the antenna mounts prepared by your office and an accompanying structural analysis prepared by our office(Project Number: U1194-010-131,Site name:POR Tigers HS,stamped 01/24/14)and site photographs of the existing antenna mount assembly configuration.Please be advised as follows: Based upon our calculations and review of the documents noted above,we conclude that the existing antenna mounts,as detailed in the mapping documents and the attached sketch SK-3,are adequate to support the loads associated with the proposed antennas. Supporting calculations for the gravity and lateral loading on the proposed antennas and mount,and an analysis of the mount components to support the proposed loading configuration are attached. The recommendations above are provided based upon calculations prepared by our office and information the client provided.Verification of the existing parapet and overall building to support the proposed loading is not included in the scope of this project A representative from Vector has not visited the site. The analysis and conclusions described above are limited to the members included in this report only and are based on the assumption that the structure was properly designed and constructed,and has been properly maintained per the TIA standard and manufacturer's specifications. Analysis of the capacity of the existing building and foundation are not included in the scope of this analysis. Vector Structural Engineering makes no claim as to the correctness of the original design or the current condition of the structure,which is assumed to be in good condition,free of damage or deterioration. The contractor shall verify the suitability of the existing mounts and the condition of the existing structure and shall notify Vector immediately should any damage,deterioration or discrepancies between the as-built condition of the existing structure and the assumed condition described in this report and on the construction drawings be found. We hope this meets your needs. If you have matter,please call this office at your convenience. Very truly yours, ,v.r7 VECTOR STRUCTURAL ENGINEERING `f p",901 N4. > 781;(,-IDE f Roger T.Alworth,S.E. 06/02/17 Principal OREGON RTA/fcgCz,44Y 16 °�,� Enclosures ccaa AL 441/4) I EXPIRES 12/31/2017 651 W.Galena Park Blvd.,Suite 101/Draper, UT 84020/T(801)990-1775/www.vectorse.com Page 2 of 34 JOB NO.: U1194-242-171 Ec-roR E n s i n E E R s PROJECT: POR TIGERS HS Design Criteria: Code: Structural design is based on the Oregon Structural Specialty Code,2014 Edition (2012 IBC) Wind: Basic wind speed= 120 mph(3-second gust)per the ASCE 7-10 standard Risk category/Structure class: II Wind exposure: C Topographic category: 1 Crest height: 0 ft Ice: 1.5"radial ice @ 40 mph basic wind speed(3-second gust)per the TIA-222-G standard Seismic: Seismic loads are based on the Oregon Structural Specialty Code, 2014 Edition(2012 IBC)and the TIA-222-G stan Seismic importance factor, I= 1 Risk category/Structure class: II Mapped spectral response accelerations: Ss= 0.959g Si = 0.418g Site class: D Spectral response coefficients: Sips= 0.714g 5D1 = 0.441g Seismic design category: D Basic seismic-force-resisting-system: Cantilever Element: Braced below its center of mass 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-LRFD, 3rd Edition per the TIA-222-G standard 2 All steel pipe to be per ASTM A53 GR. B(35 KSI), U.N.O. 3 All steel rectangular tubes(HSS)to be per ASTM A500 GR. B (46 KSI), U.N.O. 4 All other structural steel shapes&plates shall be per ASTM A36, U.N.O. 5 All bolts for steel-to-steel connections shall be per ASTM F3125 GR.A325 U.N.O. 6 All bolted connections shall be tightened per the"turn-of-nut"method as defined by AISC. 7 All welding shall be performed by certified welders in accordance with the latest edition of the American Welding Society(AWS) D1.1 8 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. Page 3 of 34 enDez. JOB -PROJECT:NO.: PORU1194-242TigersHS1716 sure F2 FS SUBJECT: ANTENNA MOUNT LOADS Label: Typ.(1)sector Wind per: TIA-222-G On a: Building at 60 ft AGL Load Combinations: ASCE 7-10 ip J .�Q` �QWf/ Point Loads (> G � �' \ Unit Weight(lbs) 24 14 5 80 58 75 51 Quantity 0 1 1 2 2 1 2 2 Height(Y-DIR)(in) 94.6 20.8 3.5 95.76 20.4 27.6 19.7 Width/Diameter(X-DIR)(in) 11.2 11.1 7.5 13.8 18.5 13.5 17 Depth(Z-DIR)[Blank if Round](in) 5.1 10.4 2.6 8.2 7.5 10.8 7.2 XY Plane Projected Area(ft2) 7.36 1.60 0.18 9.18 2.62 2.59 2.33 YZ Plane Projected Area(ft2) 3.35 1.50 0.06 5.45 1.06 2.07 0.99 Wind Force per Unit: X-DIR Design Wind Pressure(psf) 77.8 64.5 64.5 75.1 64.5 64.5 64.5 Z-DIR Design Wind Pressure(psf) 95.9 64.5 64.5 83.6 65.0 64.6 65.0 Unfactored: X-DIR Wind Load(lbs) 573 103 12 689 169 167 150 Z-DIR Wind Load(lbs) 321 97 4 456 69 134 64 Factored:(1.0W) X-DIR Wind Load(lbs) 573 103 12 689 169 167 150 Z-DIR Wind Load(lbs) 321 97 4 456 69 134 64 Seismic Force per Unit: Unfactored: - Lateral(lbs) 20.6 12.0 4.3 68.5 49.7 64.2 43.7 Vertical(lbs) 3.4 2.0 0.7 11.4 8.3 10.7 7.3 Factored(1.0E): Lateral(lbs) 20.6 12.0 4.3 68.5 49.7 64.2 43.7 Vertical(lbs) 3.4 2.0 0.7 11.4 8.3 10.7 7.3 a Line Loads QS�e 4ej`� +o��ti 2"Std. 3"Std. 2"Std. Shape Pipe Pipe Pipe Length(ft) 8 10.5 5.5 Quantity 3 2 4 Orientation(Axis) Y Y X Weight(plf) 3.653 7.576 3.653 • Total Weight(lbs) 88 159 80 Wind Force: X-DIR Design Wind Pressure(psf) 37.6 34.9 37.6 Z-DIR Design Wind Pressure(psf) 37.6 34.9 37.6 Unfactored: X-DIR Wind Load(plf) 7.4 10.2 7.4 Z-DIR Wind Load(plf) 7.4 10.2 7.4 X-DIR Wind Load(lbs) (delete value 59.6 106.9 1.5 Z-DIR Wind Load(lbs) if shielded) 59.6 106.9 40.9 Factored(1.0W) X-DIR Wind Load(lbs) 59.6 106.9 1.5 Z-DIR Wind Load(lbs) 59.6 106.9 40.9 Seismic Force: Unfactored: Lateral(plf) 9.4 13.0 12.5 - Vertical(plf) 1.6 2.2 2.1 Factored(1.0E): Lateral(plf) 9.4 13.0 12.5 Vertical(plf) 1.6 2.2 2.1 Page 4 of 34 a C?.a 1 JOB NO.: U1194-242-171 . 'Nf PROJECT: POR Tigers HS r en O i r-I E E R S SUBJECT: ANTENNA MOUNT LOADS (ANTENNA MOUNT LOADS CONT'D) Dead Load, D: Total Weight of Components: Wp= 845 lb Wind Load,W: Unfactored Wind Force: Vx= 3279 lb Factored: 1.0 *Vx= 3279 lb Wind Controls Vz= 2359 lb 1.0 *Vz= 2359 lb Wind Controls Seismic Load, E: Consider Seismic: Yes Occupancy Category: II Fa= 1.1 R= 2.5 Fp,min/W= 0.214 Seismic Design Category: D Fv= 1.6 aP= 2.5 Fp,max/W= 1.142 1p= 1.00 SMs= 1.071 z(ft)= 1.0 Site Class: D SM1= 0.661 h(ft)= 1.0 Fp,lateral/W= 0.857 Ss= 0.959 SDs= 0.714 z/h= 1.0 Si = 0.418 SDI= 0.441 Fp,vertical/W= 0.143 Unfactored Seismic Force: Fp,trans= 724 lb Factored: 1.0*Fax= 724 lb Fp,bng= 724 lb 1.0*Fp z= 724 lb Fp,vert= 121 lb 1.0*Fp,,,= 121 lb t Page 5 of 34 �E C 1 0 JOB NO.: U1194-242-171 PROJECT: POR Tigers HS E rl 8 I rl E : R : 8UjECTiA-22 -GDesignlincPresure BT: 2 sLabel: Typ.(1) ctorBasic wind speed,V: 120 mph Impoce factor,I: 1.00Basic wind speed with Ice,V: 40 mph Expore category: CIce Thickness,tics: 1.5 in Topogric category: 1Structure Type: Type 5 Height of crest above surroung terrain,H: 0 ftHeight of Structure: 60 Gust EffFactor,Gh: 1.35Q- `QvQZ` Ygy �J. i: ' ' Appurtenance(Point Loads) k.0 G� `a1)•CG �,O 1,;�� �,Q- �\Q: �,tj. Appurtenance Elev.(ft): 60 60 60 60 60 60 60 Member Shape: Flat Flat Flat Flat Flat Flat Flat K2: 1.14 1.14 1.14 1.14 1.14 1.14 1.14 Krt: 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Kd: 0.95 0.95 0.95 0.95 0.95 0.95 0.95 No Ice Condition: Width/Diameter(X-DIR)(ft) 0.93 0.93 0.63 1.15 1.54 1.13 1.42 Height(Y-DIR)(ft) 7.88 1.73 0.29 7.98 1.70 2.30 1.64 Depth(Z-DIR)[Blank if Round](ft) 0.43 0.87 0.22 0.68 0.63 0.90 0.60 qZ(psf)=0.00256K�KZiK.V2l 39.8 39.8 39.8 39.8 39.8 39.8 39.8 X-DIR Appurt.Design Press.(psf): 77.8 64.5 64.5 75.1 64.5 64.5 64.5 Velocity Coefficient,C 119.4 118.3 80.0 147.12 197.23 143.92 181.24 Force Coefficient,Ca: 1.45 1.20 1.20 1.40 1.20 1.20 1.20 Aspect Ratio: 8.4 1.9 2.1 6.9 1.1 2.0 1.2 Z-DIR Appurt.Design Press.(psf): 95.9 64.5 64.5 83.6 65.0 64.6 65.0 Velocity Coefficient,C 54.4 110.9 27.7 87.4 80.0 115.1 76.8 Force Coefficient,Ca: 1.78 1.20 1.20 1.56 1.21 1.20 1.21 Aspect Ratio: 18.5 2.0 1.3 11.7 2.7 2.6 2.7 e e �Qe Appurtenances(Line Loads) QS`� Jed �,o�� 2"Std. 3"Std. 2"Std. Shape: Pipe Pipe Pipe Appurtenance Elev.(ft): 60 60 60 Member Shape: Round Round Round K2: 1.14 1.14 1.14 K2�: 1.00 1.00 1.00 Kd: 0.95 0.95 0.95 No Ice Condition: X-DIR Dimension(ft) 0.20 0.29 5.50 Y-DIR Dimension(ft) 8.00 10.50 0.20 Z-DIR Dimension(ft) 0.20 0.29 0.20 qZ(psf)=0.00256K2K21K.Vel 39.8 39.8 39.8 X-DIR Appurt.Design Press.(psf): 37.6 34.9 37.6 Velocity Coefficient,C 25.3 37.3 703.6 Force Coefficient,Ca: 0.70 0.65 0.70 Aspect Ratio: 1.0 1.0 1.0 Z-DIR Appurt.Design Press.(psf): 37.6 34.9 37.6 Velocity Coefficient,C Force Coefficient,Ca: Aspect Ratio: Page 6 of 34 \/E C TO RJOB NO.: U1194-242-171 PROJECT:POR Tigers HS E 11 O I r1 E E R S SUBJECT:ANTENNA MOUNT LOADS with ICE Label: Typ.(1)sector with ICE Point Loads \)A o4 e 4CG ��1 4e ��s cp 'e 9e� `�1Q` Y7 Weight with Ice(lbs) 24 14 5 80 58 75 51 Quantity 1 1 2 2 1 2 2 TIA-222-G Wind Pressure: Height w/Ice(ft) 8.13 1.98 0.54 8.23 1.95 2.55 1.89 X-DIR Width/Diameter w/Ice(ft) 1.18 1.18 0.88 1.40 1.79 1.38 1.67 Z-DIR Width w/Ice(ft) 0.68 1.12 0.47 0.93 0.88 1.15 0.85 qi(psf)=0.00256K,KnKdV2I 4.4 4.4 4.4 4.4 4.4 4.4 4.4 X-DIR Appurt.Design Press.(psf): 8.3 7.2 7.2 8.1 7.2 7.2 7.2 Velocity Coefficient,C 151.4 150.3 111.9 179.1 229.2 175.9 213.2 Force Coefficient,Ca: 1.39 1.20 1.20 1.35 1.20 1.20 1.20 Aspect Ratio: 6.9 1.7 1.6 5.9 1.1 1.9 1.1 Z-DIR Appurt.Design Press.(psf): 9.4 7.2 7.2 8.7 7.2 7.2 7.2 Velocity Coefficient,C 50.5 50.1 37.3 59.7 76.4 58.6 71.1 Force Coefficient,Ca: 1.57 1.20 1.20 1.46 1.20 1.20 1.20 Aspect Ratio: 12.0 1.8 1.2 8.8 2.2 2.2 2.2 Wind Force: Unfactored: X-DIR Wind Load(lbs) 80 17 3 93 25 25 23 Z-DIR Wind Load(lbs) 51 16 2 67 12 21 12 Factored:(0.6W) X-DIR Wind Load(lbs) 48 10 2 56 15 15 14 Z-DIR Wind Load(lbs) 31 10 1 40 7 13 7 A'tia a �a •f•J / / / / / / Line Loads 1. 're'¢ ,y yQRe 'V 12" Weight with Ice(plf) 4 8 4 Weight with Ice(lbs) 30.1 81.4 1.6 TIA-222-G Wind Pressure: Height w/Ice(ft) 8.25 10.75 0.45 X-DIR Width/Diameter w/Ice(ft) 0.45 0.54 5.75 Z-DIR Width w/Ice(ft) q:(psf)=0.00256KzKnKdV2l 4.4 4.4 4.4 X-DIR Appurt.Design Press.(psf): 6.3 6.5 5.6 Velocity Coefficient,C 57.3 69.3 735.6 Force Coefficient,Ca: 1.05 1.09 0.93 Aspect Ratio: 18.4 19.8 12.8 Z-DIR Appurt.Design Press.(psf): 6.3 6.5 5.6 Velocity Coefficient,C Force Coefficient,Ca: Aspect Ratio: Wind Force: Unfactored: X-DIR Wind Load(plf) 2.9 3.6 2.6 Z-DIR Wind Load(plf) 2.9 3.6 2.6 X-DIR Wind Load(lbs) 23.2 37.7 14.3 Z-DIR Wind Load(lbs) 23.2 37.7 14.3 Factored:(0.6W) X-DIR Wind Load(lbs) 13.9 22.6 8.6 Z-DIR Wind Load(lbs) 13.9 22.6 8.6 Dead Load,D: Ice Thickness: t,,,= 0.00 in Total Weight with Ice Wp=I 631 Ilb Wind Load,W: Unfactored Wind Force: Vx= 485 lb Factored: 0.6 *Vx= 291 lb Vz= 357 lb 0.6 *Vz= 214 lb Page 7 of 34 Y sfif Z X `'111111111F 4 I 11 _111 i 414 I 40 4 ALPHA 4 If- BETA & GAMMA Vector Structural Engineeri... 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Br ar *XfaAy a ,oh, Cl‘ a) > E a) co c a N N <a U E as ac E ) Z \O y • • ami S > S a) E To S � S Alpha: quantity Length(ft) Shape Antenna Pipe: 3 6 2"Std.Pipe Vertical Pipe: 3 10.5 3"Std.Pipe S 1 S n Horizontal Pipe: 4 5 2"Std.Pipe ��� Brace: 4 3.5 2"Std.Pipe Standoff 12 1 L4x4x1/4" Standoff Conn.bolts: 12 - 5/8"Dia. S 1 Beta&Gamma: quantity Length(ft) Shape Antenna Pipe: 2 6 2"Std.Pipe Vertical Pipe: 3 10.5 3"Std.Pipe Horizontal Pipe: 2 6 2"Std.Pipe Standoff 12 1 L4x4x1/4" - Standoff Conn.bolts: 12 - 5/8"Dia. Vector Structural Engineeri... SK- 3 FCG Antenna Mount June 1, 2017 at 4:39 PM U1194-242-171 POR Tiger... Antenna Mount LRFD ASCE 7-10.r... Page 10 of 34 Y /� - '•' Z x • • • PIPE 2.0 oii eV PI P20 1 0 0 111 N d N W a • wt a. CLa PPE 2.0 o r z. PIP.�.0 Q t 0 d W o F20 Ai w6I a a 0 ri WI PV p) E p o w a , a • • Q��2 0 Qv1 o ci Li, • _d 12 • P • M W •L • 2 Q- ;- Q- 2 2" Qv '_ Qv 2-- Pv t- ` Vector Structural Engineeri... 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Antenna Mount LRFDASCE 7-10.r... Page 15 of 34 Y _ tO Z x 46.41b • 46.41b 40.1 Ib :lb/ft 3.4641b/ft h. 3.4641b/f81.R.���.tl 81b/ftlb/ft 81b/ft 6.81b ** 8Ib/ft 46.41...:ct'b/ft • 46.4Ib �`l��R 'RWVA'�R 4Z..4dAlb/f81. w��sa�� �'``.41C I • t 8Ib/ft ��- i� 8Ib/ . • 25.1 Ib 251b 51b 33.51 25.1Ib 25.1Ib 16.7 251b -4. 25.11b 16.7 • Loads:BLC 5,WLX w/ICE Vector Structural Engineeri... SK- 9 FCG Antenna Mount June 1, 2017 at 4:43 PM U1194-242-171 POR Tiger... Antenna Mount LRFD ASCE 7-10.r... Page 16 of 34 Y Z x 33.51b 25.71b 21./ft i / y 2 X64.„ �'� =' A,lb/ft 0Pardop-dop. r" ,f "Wororea-e7 41,/ 81b/ft 3.61b � s. 81b/ft 'At // 21./ft LL/ /ft /ft N.;— 33.51b 46.4Ib _�. '�'! ' • G/ 81b/ft = 'r�yyyil� �� /�/� i "*4. di Uir 40, r •.5ib 0 0 410. 0 �2.2Ib iiF: 07 s. �• 111bb .91b ,1 lb 44, 0 e.21b , PI e ►� 0 y ri�1. ,..4.11 lb •.91b 00 Loads:BLC 6,WLZ w/ICE Vector Structural Engineeri.,. SK- 10 FCG Antenna Mount June 1, 2017 at 4:44 PM U1194-242-171 POR Tiger... Antenna Mount LRFDASCE 7-10.r... Page 17 of 34 Y Code Check (Env) 1•; No Calc Z X >1.0 90-1.0 .75-.90 50-.75 0.-.50 .12 '•� 0 o 0 0 ^ • - • •7) RR 67 ^ v .4 _ o 51( � V 3a y o ,h U Member Code Checks Displayed(Enveloped) Results for LC 1,1.4DL Vector Structural Engineeri... SK- 11 FCG Antenna Mount June 1, 2017 at 4:44 PM U1194-242-171 POR Tiger... Antenna Mount LRFD ASCE 7-10.r... Page 18 of 34 Y Shear Check (Env) '•�. No 1.0Calc , > 2 x .90-1.0 .75-.90 50-.75 0.-.50 • • • .'k3 /, 4o� v 0 o v O, O .. • • •7) 74 M • soO i O V a o •73 • 0 A 0 A Member Shear Checks Displayed(Enveloped) Results for LC 1,1.4DL Vector Structural Engineeri... SK- 12 FCG Antenna Mount June 1, 2017 at 4:44 PM U1194-242-171 POR Tiger... Antenna Mount LRFD ASCE 7-10.r... Page 19 of 34 Company : Vector Structural Engineering June 1,2017 'I Designer FCG 4:44 PM RISAJob Number : U1194-242-171 POR Tigers HS Checked By: BDV Model Name Antenna Mount Hot Rolled Steel Section Sets Label Shape Type Design List Material Design R... A[int] lyy[in4] lzz[in4] J[in4] 1 Antenna Pipe PIPE 2.0 Beam Pipe A53 Gr. B Typical 1.02 .627 .627 1.25 2 Standoff PL 12X1/4 Beam RECT A36 Gr.36 Typical 3 .016 36 .062 3 Vertical Pipe PIPE 3.0 Beam Pipe A53 Gr. B Typical 2.07 2.85 2.85 5.69 4 Horizontal Pipe PIPE_2.0 Beam Pipe A53 Gr. B Typical 1.02 .627 .627 1.25 5 Brace PIPE_2.0 Beam Pipe A53 Gr. B Typical 1.02 .627 .627 1.25 Hot Rolled Steel Design Parameters Label Shape Length[ft] Lbyy[ft] Lbzz[ft] Lcomp top[ft_Lcomp bot[ft_ L-torque[ft] Kyy Kzz Cb Functi... 1 M1 Vertical Pipe 10.5 Lbyy Lateral 2 M2 Standoff .5 Lbyy Lateral 3 M3 Standoff .5 Lbyy Lateral 4 M9 Antenna Pi.., 5 Lbyy Lateral 5 M12 Antenna Pi.. 5 Lbyy Lateral 6 M13 Vertical Pipe 10.5 Lbyy Lateral 7 M14 Standoff .5 Lbyy Lateral 8 M15 Standoff .5 Lbyy Lateral 9 M16 Horizontal... 5.5 Lbyy Lateral 10 M17 Horizontal... 5.5 Lbyy', Lateral 11 M15A Vertical Pipe 10.5 Lbyy Lateral 12 M16A Standoff .5 Lbyy Lateral 13 M17A Standoff .5 Lbyy Lateral 14 M24 Vertical Pipe 10.5 Lbyy Lateral 15 M25 Standoff .5 Lbyy Lateral 16 M26 Standoff .5 Lbyy Lateral 17 M27 Horizontal... 5 Lbyy Lateral 18 M28 Horizontal 5 Lbyy Lateral 19 M29 Horizontal... 4.5 Lbyy Lateral 20 M30 Horizontal...` 4.5 Lbyy Lateral 21 M25A Antenna Pi.. 5 Lbyy Lateral 22 M26A Antenna Pi.. 5 Lbyy Lateral. 23 M27A Antenna Pi.. 5 Lbyy Lateral 24 M28A Brace 3.464 Lbyy Lateral 25 M29A Brace 2 Lbyy Lateral 26 M30A Brace 3.464 Lbyy Lateral 27 M31 Brace 2 Lbyy Lateral 28 M32 Vertical Pipe 10.5 Lbyy Lateral 29 M33 Standoff .5 Lbyy Lateral 30 M34 Standoff .5 Lbyy Lateral 31 M35 Vertical Pipe 10.5 Lbyy Lateral 32 M36 Standoff .5 "'Lbyy Lateral 33 M37 Standoff .5 Lbyy Lateral Joint Coordinates and Temperatures Label X[ft] Y[ft] Z[ft] Temp[F] Detach From Diap... 1 N1 0 10.5 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 10 0 0 8 N8 0 6 0 0 9 N13 -1.833 10 0 0 RISA-3D Version 15.0.2 [\...\...\...\...\...\...\ENG\Antenna Mount LRFD ASCE 7-10.r3d] Page 1 Page 20 of 34 IIICompany : Vector Structural Engineering June 1,2017 Designer : FCG 4:44 PM RISAJob Number : U1194-242-171 POR Tigers HS Checked By: BDV Model Name : Antenna Mount - Joint Coordinates and Temperatures (Continued) Label X fftl Y fftl Z fftl Temp fFl Detach From Diap... 10 N14 -1.833 6 0 0 11 N15 -1.833 10 .5 0 12 N16 -1.833 6 .5 0 13 N17 -1.833 10.5 .5 0 14 N18 -1.833 5.5 .5 0 15 N19 -3.666 10 0 0 16 N20 -3.666 6 0 0 17 N21 -3.666 10 .5 0 18 N22 -3.666 6 .5 0 19 N23 -3.666 10.5 .5 0 20 N24 -3.666 5.5 .5 0 21 N25 -5.5 10.5 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 10 0 0 28 N32 -5.5 6 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 A2 -1.833 10.125 .5 0 36 Al -3.666 10.125 .5 0 37 A4 -1.833 6.25 .5 0 38 A3 -3.666 6.25 .5 0 39 N39 -.5 10.5 -8 0 40 N40 -.5 0 -8 0 41 N41 -.5 .5 -8 0 42 N42 -.5 1.833 -8 0 43 N43 -.5 .5 -8.5 0 44 N44 -.5 1.833 -8.5 0 45 N45 -.5 10 -8 0 46 N46 -.5 6 -8 0 47 N59 -5.5 10.5 -8 0 48 N60 -5.5 0 -8 0 49 N61 -5.5 .5 -8 0 50 N62 -5,5 1.833 -8 0 51 N63 -5.5 .5 -8.5 0 52 N64 -5.5 1.833 -8.5 0 53 N65 -5.5 10 -8 0 54 N66 -5.5 6 -8 0 55 SP2 -.5 1 -8 0 56 RRU6 -5.5 1 -8 0 57 RRU9 -.5 2 -8 0 58 RRU7 -5.5 2 -8 0 59 RRU10 -.5 2.25 -8 0 60 RRU8 -5.5 2.25 -8 0 61 N77 -6.625 10 -6.051443 0 62 N78 -6.625 6 -6.051443 0 63 N79 -4.375 10 -9.948557 0 64 N80 '" -4.375 6 9.948557 0 65 N65A -4.5 10 -9.732051 0 66 N66A -4.5 6 -9.732051 0 RISA-3D Version 15.0.2 [\...\...\...\...\...\...\ENG\Antenna Mount LRFD ASCE 7-10.r3d] Page 2 Page 21 of 34 Company : Vector Structural Engineering June 1,2017 I Designer FCG 4:44 PM ''�'SA Model Job umber Name : Antenna Mount U1194-242-171 POR Tigers HS Checked By: BDV Joint Coordinates and Temperatures (Continued) Label X[ft] Y fftl Z[ftl Temp fF1 Detach From Diap... 67 N67A -6.5 10 -6.267949 0 68 N68A -6.5 6 -6.267949 0 69 N69A -5.625 10 -7.783494 0 70 N70A -5.625 6 -7.783494 0 71 A6 -5.625 10.5 -7.783494 0 72 A7 -4.5 10.5 -9.732051 0 73 A5 -6.5 10.5 -6.267949 0 74 A10 -4.5 5.5 -9.732051 0 75 A8 -6.5 5.5 -6.267949 0 76 A9 -5.625 5.5 -7.783494 . 0 77 D1 -6.5 8 -6.267949 0 78 N78A -3.5 10 -8 0 79 N79A -3.5 6 -8 0 80 N80A -3.5 10.5 -8 0 81 N81 -3.5 0 -8 0 82 N82 -3.5 5 -8 0 83 N83 -3.5 1.833 -8 0 84 N84 -3.5 .5 -8.5 0 85 N85 -3.5 1.833 -8.5 0 86 N86 -2.75 10.5 0 0 87 N87 -2.75 0 0 0 88 N88 -2.75 .5 0 0 89 N89 -2.75 1.8330 0 90 N90 -2.75 .5 -.5 0 - 91 N91 -2.75 1.833 -.5 0 92 N92 -2.75 10 0 0 93 N93 -2.75 6 0 0 Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distributed Area(Me... Surface(... 1 DL (Dead) DL -1.08 23 2 WLX WLX 18 10 3 WLZ WLZ 23 12 4 DL w/ICE OL1 23 21 5 WLX w/ICE OL2 19 14 6 WLZ w/ICE OL3 23 16 Load Combinations Description Sol...PDelta SR...B... Fa... B... Fa... B... Fa... B... Fa... B... Fa... B... Fa... B... Fa... B... Fa... B... Fa... B... Fa... 1 1.4DL Yes Y DL 1.4 2 1.2DL+ 1.0Wx Yes Y DL 1.2 W... 1 3 1.2DL- 1.0Wx Yes Y DL 1.2 W... -1 4 ; 1.2DL+ 1.01Nz Yes Y ' DL 1.2 W... 1, 5 1.2DL- 1.0Wz Yes Y DL 1.2 W... -1 6 1.2DL+diag(1.0Wx ..Yes Y DL'1.2 W-• .7 W.:. .7 7 1.2DL+diag(1.0'x...Yes Y DL 1.2 W... .7 W.. -.7 8 1.2DL+diag(-1.0'x..Yes Y DL 1.2 W... -.7 W- -.7 g 1.2DL+diag(-1.0'x..Yes Y DL 1.2 W... -.7 W... .7 10 0.9DL+ 1.0Wx Yes Y DL .9 W... 1 11 0.9DL- 1.0Wx Yes YDL .9 W... -1 12 0.9DL+ 1.0Wz Yes Y DL .9 W.-• 1 13 0.9DL- 1.0Wz Yes Y DL .9 W..- -1 14 0.9DL+diag(1.OWx...Yes Y DL ,9 W... 7_.W...",7 15 0.9DL+diag(1.0Wx...Yes Y DL .9 W... .7 W... -.7 RISA-3D Version 15.0.2 [\...\...\...\...\...\...\ENG\Antenna Mount LRFD ASCE 7-10.r3d] Page 3 Page 22 of 34 IIICompany : Vector Structural Engineering June 1,2017 Designer : FCG 4:44 PM RISAJob Number : U1194-242-171 Mel Name : An enna Mount POR Tigers HS Checked By: BDV - Load Combinations (Continued) Description Sol...PDelta SR...B... Fa... B... Fa... B... Fa... B... Fa... B... Fa... B... Fa... B... Fa... B... Fa... B... Fa... B... Fa... 16 0.9DL+diag(-1.0Wx..Yes Y DL .9 W... -.7 W.. -.7 17 0.9DL+diag(-1.0Wx..Yes Y DL .9 W... -.7 W... .7 18 19 1.4DL w/ICE Yes Y 4 1.4 20 1.2DL w/ICE+1.0W...Yes Y 4 1.2 5 1 21 1.2DL w/ICE-1.0Wx..Yes Y 4 1.2 5 -1 22 1.2DL w/ICE+1.0W...Yes Y 4 1.2 6 1 23 1.2DL w/ICE-1.0Wz..Yes Y 4 1.2 6 -1 24 1.2DL w/ICE+diag(...Yes Y 4 1.2 5 .7 6 .7 25 1.2DL w/ICE+diag(...Yes Y 4 1.2 5 .7 6 -.7 26 1.2DL w/ICE+diag(-...Yes Y 4 1.2 5 -.7 6 -.7 27 1.2DL w/ICE+diag(-...Yes Y 4 1.2 5 -.7 6 .7 28 0.9DL w/ICE+1.OWx...Yes Y 4 .9 5 1 29 0.9DL w/ICE-1.OWx..Yes Y 4 .9 5 -1 30 0.9DL w/ICE+1.OWz...Yes Y 4 .9 6 1 31 0.9DL w/ICE-1.OWz...Yes Y 4 .9 6 -1 32 0.9DL w/ICE+diag(...Yes Y 4 .9 5 .7 6 .7 33 0.9DL w/ICE+diag(...Yes Y 4 .9 5 .7 6 -.7 34 0.9DL w/ICE+diag(-...Yes Y 4 .9 5 -.7 6 -.7 35 0.9DL w/ICE+diag(-...Yes Y 4 .9 5 -.7 6 .7 Envelope Joint Reactions Joint X[Ib] LC Y[Ib] LC Z[lb] LC MX[lb-ftl LC MY[lb-ft] LC MZ[Ib-ft] LC 1 N5 max 796.8 10 506.053 2 2629.148 4 0 1 381.962 10 0 1 2 min -803.384 3 -235.212 11 -2379.705 13 0 1 -385.188. 3 0 1 3 N6 max 1495.966 3 521.311 2 3228.275 13 0 1 768.673 3 0 1 4 min .1485.728 10 -244.691 11 -3480.856 4 0 1 -765.679 2 0 1 5 N29 max 757.454 10 528.814 3 2662.018 4 0 1 362.382 10 0 1 6 min -766.924 3 -217.657 10 -2383.39 13 0 1 366.977; 3 0 1 7 N30 max 1523.225 3 545.083 3 3204.027 13 0 1 784.117 3 0 1 8 min -1516.853 10. -227.292 10 -3485.551 4 0 1 779.635 10 0 1 9 N43 max 1555.68 10 744.571 2 1796.914 4 0 1 750.738 10 0 1 10 min-1627.646..3 -548.095 11 -1654.782 13 0 1 -785.418 3 0 1 11 N44 max 2633.12 3 774.542 2 2261.939 13 0 1 1275.808 3 0 1 12 min -2528.911. 10 534.42 11 -2403 ' 4 0 1 -1221.954 10 0 1 13 N63 max 1545.802 10 926.529 3 3204.247 4 0 1 745.257 10 0 1 14 min -1597.775 3 -477.615 10 -2874.166 13 0 1 -770.708 3 0 1 15 N64 max 2657.823 3 972.627 3 3986.47 13 0 1 1347.751 8 0 1 16 min 2635.758 10 -467.152 10 -4316.666 4 0 1 -1316.086 14 0 1 17 N84 max 1693.748 10 241.32 6 2463.378 4 0 1 819.402 10 0 1 18 min -1751.495 3 62.449 16 2249.822 13 0 1 -847.437 3 0 1 19 N85 max 2568 3 242.211 7 2762.262 13 0 1 1239.228 8 0 1 20 min -2512.588 10 65.367 ' 17 -2976.773 4 0 1 1197.41 14 0 1 21 N90 max 879.944 10 220.816 4 2927.983 4 0 1 422.57 10 0 1 22 min -887.444 3 57.487 13 -2675.248 13 0 1 -426.233 3 0 1 23 N91 max 1351.862 3 235.195 5 3348.57 13 0 1 747.303 3 0 1 24 min -1344.919 `10 56.148 12 -3595.271 4 0 1 -744.268 10 0 - 1 25 Totals: max 4795.329 3 2512.353 1 4574.428 13 26 min -4795.329 10 1592.741 32 -4574.428 4 RISA-3D Version 15.0.2 [\...\...\...\...\...\...\ENG\Antenna Mount LRFD ASCE 7-10.r3d] Page 4 9 abed [PCa'01.-L 3OSd ad2n 3unoA euualuy\ N3\"'\*"\"'\""\"•\"Al Z'0'91, uo!Saan aE-vSIel C CO-8LEZ'Z 171. £0-0L 1.6.1. 17 Z0-a9£L'Z 17 Z178' 14 900' 01. 861.. xew 171,N 61. 01. £0-951717"Z- 91. £0-eLL'z- £I, zo-aC9Lz- CI- £I-'Z- Z 1.90'- C 176£1- ulna 81. 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Auedwo0 7£!o£Z abed Page 24 of 34 Companyber : Vector Structural Engineering June 1,2017 '' Designer FCG 4:44 PM '�'SA ModeluName Antenna Mount POR Tigers HS Checked By: BDV - Envelope Joint Displacements (Continued) Joint X finl LC Y finl LC Z finl LC X Rotatio... LC Y Rotatio... LC Z Rotation fradl LC 20 min -.201 3 -.063 2 -.821 13 -2.641e-02 13 -2.039e-03 8 -2.206e-03 10 21 N15 max .396 10 .143 13 2.192 4 2.852e-02 4 2.598e-03 6 2.5e-03 3 22 min -.404 3 -.207 4 -2.13 13 -2.753e-02 13 -2.77e-03 16 -2.445e-03 10 23 N16 max .206 10 .143 13 .842 4 2.736e-02 4 1.917e-03 14 2.237e-03 3 24 min -.209 3 -.206 4 -.821 13 -2.641e-02 13 -2.039e-03 8 -2.206e-03 10 25 N17 max .411 10 .143 13 2.363 4 2.855e-02 4 2.598e-03 6 2.519e-03 3 26 min -.419 3 -.207 4 -2.296 13 -2.755e-02 13 -2.77e-03 16 -2.464e-03 10 27 N18 max .192 10 .143 13 .678 4 2.736e-02 4 1.917e-03 14 2.235e-03 3 28 min -.195 3 -.206 4 -.663 13 -2.641e-02 13 -2.039e-03 8 -2.204e-03 10 29 N19 max .386 10 .002 10 2.192 4 2.852e-02 4 2.771e-03 15 2.577e-03 3 30 min -.394 3 -.063 3 -2.13 13 -2.753e-02 13 -2.598e-03 9 -2.388e-03 10 31 N20 max .198 10 .003 10 .842 4 2.736e-02 4 2.043e-03 7 2.348e-03 3 32 min -.201 3 -.064 3 -.821 13 -2.641e-02 13 -1.912e-03 17 -2.123e-03 10 33 N21 max .396 10 .142 13 2.192 4 2.852e-02 4 2.771e-03 15 2.577e-03 3 34 min -.404 3 -.208 4 -2.13 13 -2.753e-02 13 -2.598e-03 9 -2.388e-03 10 35 N22 max .206 10 .142 13 .842 4 2.736e-02 4 2.043e-03 7 2.348e-03 3 36 min -.209 3 -.208 4 -.821 13 -2.641e-02 13 -1.912e-03 17 -2.123e-03 10 37 N23 max .41 10 .142 13 2.363 4 2.854e-02 4 2.771e-03 15 2.596e-03 3 38 min -.42 3 -.208 4 -2.296 13 -2.755e-02 13 -2.598e-03 9 2.407e-03 10 39 N24 max .193 10 .142 13 .678 4 2.736e-02 4 2.043e-03 7 2.347e-03 3 40 min -.194 3 -.208 4 -,663 13 -2.641e-02 13 -1.912e-03 17 -2.121e-03 10 41 N25 max .405 10 .046 10 2.284 4 2.901e-02 4 3.716e-03 13 3.221e-03 3 42 min -.414 3 -.108 3 2.219 13 -2.814e-02 13 -3.792e-03 4 3.115e-03 10 43 N26 max .002 10 .045 10 .008 12 1.383e-03 5 1.511e-05 3 4.096e-04 10 - 44 min -.002 3 -.107 3 -.008 5 -1.309e-03 12 -1.492e-05 10 -4.147e-04 3 45 N27 max 0 3 .045 10 0 13 1.382e-03 5 1.511e-05 3 4.091e-04 10 46 min 0 10 -.107 s 3 0`' 4 -1.309e-03 12 -1.492e-05 10 4.142e-04 3 47 N28 max 0 10 .045 10 0 4 3.563e-03 4 4.019e-05 15 1.22e-03 3 48 min 0 3 `-.107 3 0 13 -3.402e-03 13 -3.963e-05<9 -1.206e-03 10 49 N29 max 0 3 0 10 0 13 2.663e-02 3 0 3 4.091e-04 10 50 min 0 10 ' 0 3 0 4 -1.104e-02 10 0 10 4.142e-04 3 51 N30 max 0 10 0 10 0 4 2.677e-02 3 0 10 1.22e-03 3 52 min" 0 3 0 3 0 13 -1.121e-02 10 0 3 -1.206e-03 10 53 N31 max .386 10 .046 10 2.11 4 2.901e-02 4 3.716e-03 13 3.22e-03 3 54 min -.394 3 -.108 3 -2.05 13 -2.814e-02 13 -3.792e-03 4 3.114e-03 10 55 N32 max .198 10 .045 10 .786 4 2.449e-02 4 2.501e-03 5 4.295e-03 3 56 min .201, 3 -.108 3 .764 13 -2.381e-02 13 -2.506e-03 4 4.212e-03 10 57 SP1 max .003 3 .048 11 .008 13 6.848e-04 13 8.723e-06 4 2.04e-04 10 58 min -.003 10 -.102 2 -:008 4 7.063e-04 4 8.648e-06 13 2.056e-04 3 59 RRU1 max .003 3 .045 10 .008 13 6.862e-04 13 8.769e-06 7 1.997e-04 10 60 min -.003 10 -.107 3 -.008 4 -7.085e-04 4 -8.673e-06 4 -2.022e-04 3 61 RRU3 max .003 10 .048 11 .009 4 4.785e-03 4 1.22e-04 4 1.637e-03 3 62 min -:003 3 -.103 2 -.008 ' 13 -4.611e-03 13 -1.216e-04 13 1.625e-03 10 63 RRU2 max .003 10 .045 10 .009 4 4.795e-03 4 1.216e-04 13 1.632e-03 3 64 min -.003 3 -.107 3 .008 13 -4.61e-03 13 -1.221e-04 4 1.614e-03 10 65 RRU5 max .009 10 .048 11 .026 4 6.556e-03 4 2.711e-04 4 2.197e-03 3 66 min -.009 3 -.103 2 .025 13 -6.346e-03 13 -2.703e-04 13 2.18e-03 10 67 RRU4 max .009 10 .045 10 .026 4 6.564e-03 4 2.703e-04 5 2.195e-03 3 68 min -.009 3 -.107 3 -.025 13 -6.345e-03 13 -2.71e-04 4 -2.17e-03 10 69 A2 max .4 10 .143 13 2.235 4 2.855e-02 4 2.598e-03 6 2.518e-03 3 70 min -.408 3 -.207 4 =2.172 13 -2.755e-02 13 -2.77e-03 16 2.463e-03 10 71 Al max .399 10 .142 13 2.235 4 2.854e-02 4 2.771e-03 15 2.595e-03 3 72 min -.408 3 -.208 4 2.172 13 -2.755e-02 13 -2.598e-03 9 -2.406e-03 10 73 A4 max .214 10 .143 13 .925 4 2.757e-02 4 1.959e-03 6 2.917e-03 3 74 min .217'` 3 -.206 4 -:901 13 2.667e-02 13 -2.084e-03 8 2.863e-03 10 75 A3 max .213 10 .142 13 .925 4 2.757e-02 4 2.088e-03 7 2.998e-03 3 76 min -.217 3 -.208 4 -.901 13 -2.667e-02 13 -1.954e-03 17 -2.803e-03 10 RISA-3D Version 15.0.2 [\...\...\...\...\...\...\ENG\Antenna Mount LRFD ASCE 7-10.r3d] Page 6 Page 25 of 34 Company : Vector Structural Engineering June 1,2017 ''I R' ® U11 Designer : 4:44 PM ke SA Job Number : U1194-242-171 POR Tigers HS Checked By: BDV Model Name : Antenna Mount - Envelope Joint Displacements (Continued) Joint X[in] LC Y[in] LC Z[in] LC X Rotatio... LC Y Rotatio... LC Z Rotation[rad] LC 77 N39 max .869 10 .111 11 1.731 4 2.321e-02 4 7.053e-03 4 8.137e-03 3 78 min -.939 3 -.154 2 -1.748 5 -2.349e-02 5 -7.127e-03 5 -7.302e-03 10 79 N40 max .004 10 .109 11 .005 12 9.692e-04 5 3.263e-05 3 8.204e-04 10 80 min -.005 3 -.152 2 -.006 5 -8.924e-04 12 -3.119e-05 10 -8.573e-04 3 81 N41 max 0 3 .109 11 0 13 9.687e-04 5 3.263e-05 3 8.2e-04 10 82 min 0 10 -.152 2 0 4 -8.919e-04 12 -3.119e-05 10 -8.569e-04 3 83 N42 max 0 10 .109 11 0 4 2.441e-03 4 5.764e-05 14 2.393e-03 3 84 min 0 3 -.152 2 0 13 -2.396e-03 13 -6.084e-05 8 -2.291e-03 10 85 N43 max 0 3 0 11 0 13 3.779e-02 2 0 3 8.2e-04 10 86 min 0 10 0 2 0 4 -2.71e-02 11 0 10 8.569e-04 3 87 N44 max 0 10 0 11 0 4 3.787e-02 2 0 10 2.393e-03 3 88 min 0 3 0 2 0 13 -2.715e-02 11 0 3 -2.291e-03 10 89 N45 max .825 10 .111 11 1.592 4 2.321e-02 4 7.053e-03 4 8.137e-03 3 90 min -.89 3 -.154 2 -1.607 5 -2.349e-02 5 -7.127e-03 5 -7.302e-03 10 91 N46 max .391 10 .11 11 .562 4 1.827e-02 4 3.751e-03 4 9.672e-03 3 92 min -.413 3 -.153 2 -.566 5 -1.845e-02 5 -3.771e-03 5 -8.947e-03 10 93 N59 max .876 10 .097 10 2.315 4 2.683e-02 12 8.805e-03 12 9.442e-03 3 94 min -.948 3 -.193 3 -2.337 5 -2.725e-02 5 -8.836e-03 5 -8.402e-03 10 95 N60 max .004 10 .095 10 .009 12 1.713e-03 5 3.2e-05 3 8.198e-04 10 96 min -.005 3 -.19 3 -.01 5 -1.549e-03 12 -3.093e-05 10 -8.481e-04 3 97 N61 max 0 3 .095 10 0 13 1.713e-03 5 3.2e-05 3 8.193e-04 10 98 min 0 10 -.19 3 0 4 -1.548e-03 12 -3.093e-05 10 8.477e-04 3 99 N62 max 0 10 .095 10 0 4 4.242e-03 4 7.356e-05 14 2.394e-03 3 100 min 0 3 -.19 3 0 13 -4.128e-03 13 -7.547e-05 8 -2.321e-03 10 _ 101 N63 max 0 3 0 10 0 13 4.727e-02 3 0 3 8.193e-04 10 102 min 0 , 10 0 3 0, 4 -2.366e-02 10 0 10 -8.477e-04 3 - 103 N64 max 0 10 0 10 0 4 4.738e-02 3 0 14 2.394e-03 3 104 min 0 3 0 3 0 13 -2.371e-02 10 0 8 -2.321e-03 10 105 N65 max .826 10 .097 10 2.154 4 2.683e-02 12 8.805e-03 12 9.442e-03 3 106 min -.891 3 -.193 3 -2.174 5 -2.725e-02 5 -8.836e-03 5 8.402e-03 10 107 N66 max .391 10 .096 10 .874 4 2.544e-02 4 6.017e-03 4 9.593e-03 3 108 min -.414 : 3 -.192 3 -.878 5 -2.572e-02 5 -6.035e-03'5 -8.726e-03 10 109 SP2 max .006 3 .109 11 .006 5 4.826e-04 5 1.31e-05 4 3.931e-04 10 110 min- -.005 10 ' -.152 2 -.006 12 -4.838e-04 4 1.287e-05 13 -4.107e-04 3 111 RRU6 max 005 3 .095 10 .01 5 8.345e-04 5 2.108e-05 4 3.954e-04 10 112 min -.005 10 ;` -.19 3 -.01 12 -8.413e-04 4 -2.077e-05 13 -4.093e-04 3 113 RRU9 max .006 10 .109 11 .006 4 3.289e-03 4 1.807e-04 12 3.193e-03 3 114 min -.007 3 -.152 2 .006 5 -3.254e-03 5 -1.834e-04 5 3.057e-03 10 115 RRU7 max .006 10 .095 10 .011 4 5.697e-03 4 2.919e-04 12 3.2e-03 3 116 min -.007 3 -.19 3 -.01 13 -5.594e-03 13 -2.938e-04 5 -3,101e-03 10 117 RRU10 max .017 10 .109 11 .018 4 4.512e-03 4 4.037e-04 4 4.302e-03 3 118 min -.018 3 -.152 2 -.018 5 -4.492e-03 5 -4.076e-04 5 4.118e-03 10 119 RRU8 max .017 10 .095 10 .031 4 7.767e-03 4 6.497e-04 4 4.317e-03 3 120 min -.018 3 -.19 3 -.03 13 -7684e-03 5 -6.526e-04 5 4.178e-03 10 121 N77 max .82 10 .576 13 2.279 4 2.754e-02 4 9.249e-03 12 1.111e-02 3 122 min -.887 3 -.689 4 -2.299 5 -2.759e-02 5 -9.286e-03 5 9.955e-03 10 123 N78 max .386 10 .575 13 .963 4 2.636e-02 4 6.948e-03 4 8.754e-03 3 124 min -.409 3 -.688 4 -.967 5 -2.635e-02 5 -6.968e-03 5 -7.701e-03 10 125 N79 max .835 10 .565 12 2.029 4 2.632e-02 12 9.199e-03 12 1.065e-02 3 126 min -.898 3 -.672 5 -2.048 5 2.708e-02 5 9.24e-03 5 9.918e-03 10 127 N80 max .4 10 .562 12 .787 4 2.501e-02 12 6.879e-03 4 8.35e-03 3 128 min -.422 3 -.669 5 -.791 5 -2574e-02 5 =6.891e-03 5 7.715e-03 10 129 N65A max .834 10 .496 12 2.043 4 2.632e-02 12 9.199e-03 12 1.065e-02 3 130 min -.897 3 -.602 5 -2.062 5 -2.708e-02 5 -9.24e-03 5 9.918e-03 - 10 131 N66A max .399 10 .495 12 .797 4 2.501e-02 12 6.879e-03 4 8.351e-03 3 132 min -.42 3 -.602 5 -.801 5 -2.574e-02 5,-6.891e-03 5 7.715e-03 10 133 N67A max .82 10 .514 15 2.265 4 2.754e-02 4 9.249e-03 12 1.111e-02 3 RISA-3D Version 15.0.2 [\...\...\...\...\...\...\ENG\Antenna Mount LRFD ASCE 7-10.r3d] Page 7 Page 26 of 34 Company : Vector Structural Engineering June 1,2017 ''1 R ISA Designer : FCG 4:44 PM ModeluNamer : Ant nna Mount POR Tigers HS Checked By: BDV Envelope Joint Displacements (Continued) Joint X fin] LC Y fin] LC Z finl LC X Rotatio... LC Y Rotatio... LC Z Rotation fradl LC 134 min -.887 3 -.626 9 -2.285 5 -2.759e-02 5 -9.286e-03 5 -9.955e-03 10 135 N68A max .387 10 .514 15 .952 4 2.636e-02 4 6.948e-03 4 8.754e-03 3 136 . min -.41 3 -.625 9 -.956 5 -2.635e-02 5 -6.968e-03 5 -7.701e-03 10 137 N69A max .826 10 .117 15 2.167 4 2.7e-02 4 8.934e-03 12 1.008e-02 3 138 min -.891 3 -.212 9 -2.187 5 -2.726e-02 5 -8.965e-03 5 -8.98e-03 10 139 N70A max .391 10 .117 15 .883 4 2.585e-02 4 6.268e-03 4 9.334e-03 3 140 min -.413 3 -.212 9 -.887 5 -2.596e-02 5 -6.289e-03 5 -8.381e-03 10 141 A6 max .882 10 .117 15 2.33 4 2.729e-02 4 8.934e-03 12 1.051e-02 3 142 min -.954 3 -.212 9 -2.352 5 -2.754e-02 5 -8.965e-03 5 -9.407e-03 10 143 A7 max .895 10 .496 12 2.201 4 2.66e-02 12 9.199e-03 12 1.108e-02 3 144 min -.963 3 -.602 5 -2.226 5 -2.737e-02 5 -9.24e-03 5 -1.034e-02 10 145 A5 max .882 10 .514 15 2.431 4 2.774e-02 4 9.249e-03 12 1.147e-02 3 146 min -.956 3 -.626 9 -2.452 5 -2.779e-02 5 -9.286e-03 5 -1.031e-02 10 147 A10 max .354 10 .495 12 .649 4 2.473e-02 12 6.879e-03 4 7.924e-03 3 148 min -.372 3 -.602 5 -.648 5 -2.546e-02 5 -6.891e-03 5 -7.289e-03 10 149 A8 max .342 10 .514 15 .795 4 2.616e-02 4 6.948e-03 4 8.399e-03 3 150 min -.359 3 -.625 9 -.799 5 .`2.615e-02 5 -6.968e-03 5 7.346e-03 10 151 A9 max .343 10 .117 15 .729 4 2.557e-02 4 6.268e-03 4 8.907e-03 3 152 min -.36 3 -.212 9 .733 5 -2.568e-02 5 6.289e-03 5 -7.954e-03: 10 153 D1 max .59 10 .514 15 1.602 4 2.756e-02 12 8.097e-03 4 9.963e-03 3 154 min -.634 3 -.626 9 1.614 5 -2.803e-02 5 -8.127e-03 5 -9.138e-03 10 155 N78A max .826 10 -.017 16 1.931 4 2.646e-02 12 8.767e-03 12 7.818e-03 3 156 min -.891 3 -:046 6 1`.95 5 -2.684e-02 5 -8.823e-03 5 -6.862e-03 10 157 N79A max .391 10 -.017 16 .72 4 2.245e-02 4 5.291e-03 4 8.988e-03 3 158 min -.414 3 -.046 6 -.724 5 -2.268e-02 5 -5.303e-03 5 8.152e-03 10 159 N80A max .867 10 -.017 16 2.09 4 2.646e-02 12 8.767e-03 12 7.818e-03 3 - 160 min -.938 3 -.046 6 -2.111 5 -2.684e-02 5 -8.823e-03 5 6.862e-03 10 161 N81 max .005 10 -.017 16 .007 12 1.312e-03 5 3.531e-05 3 8.851e-04 10 162 min -.005 3 .045- 6 -.008 5 -1.204e-03 12 -3.413e-05 10 9.155e-04 3 163 N82 max 0 3 -.017 16 0 13 1.312e-03 5 3.531e-05 3 8.846e-04 10 164 min_ 0 10 -.045 6 0 4 -1.204e-03 12 -3.413e-05 10 9.15e-04 3 165 N83 max 0 10 -.017 16 0 4 3.248e-03 4 6.586e-05 14 2.496e-03 3 166 min 0 3 -.045 6 0 13 -3.173e-03 13 -6.82e-05 8` '` 2.415e-03 10 167 N84 max 0 3 0 16 0 13 1.174e-02 6 0 3 8.846e-04 10 168 min 0 ' 10 0 6; 0 4 3.715e-03 16 0 10 9.15e-04 3 169 N85 max 0 10 0 17 0 4 1.089e-02 2 0 14 2.496e-03 3 170 min 0 3 0 7 0 13 4.534e-03 11 0 8 2.415e-03. 10 171 N86 max .404 10 -.019 13 2.377 4 2.904e-02 4 1.413e-03 10 3.192e-03 3 172 min -.413 3 -.039 1 2.31 13 -2.81e-02 13 -1.412e-03 11 -3.071e-03 10 173 N87 max .003 10 -.019 13 .008 12 1.528e-03 5 1.762e-05 3 4.607e-04 10 174 min -.003' 3 -.038 4 .009 5 -1.458e-03 12 -1.746e-05 10 -4.647e-04 3 175 N88 max 0 3 -.019 13 0 13 1.527e-03 5 1.762e-05 3 4.603e-04 10 176 min 0 10. -.038 " 4 0 4 -1.458e-03 12 -1.746e=05 10 4.642e-04 3 177 N89 max 0 10 -.019 13 0 4 3.894e-03 4 3.518e-05 10 1.275e-03 3 178 " min 0 3 -.039 4 0 13 -3.75e-03 13 -3.529e-05 3 1.265e-03 10 179 N90 max 0 3 0 13 0 13 1.034e-02 4 0 3 4.603e-04 10 180 min , 0 10. 0 4 0 4 3.879e-03 13 0 10 -4.642e-04 3 181 N91 max 0 10 0 12 0 4 9.506e-03 1 0 10 1.275e-03 3 182 min 0 3 , 0 5 0 13 5.679e-03 12 0 3 1.265e-03' 10 183 N92 max .386 10 -.019 13 2.203 4 2.904e-02 4 1.413e-03 10 3.191e-03 3 _ 184 min -.394 3 -.039 1 =2.141 13 2.81e-02 13 -1.412e-03 11 -3.071e-03 10 185 N93 max .198 10 -.019 13 .849 4 2.597e-02 4 8.787e-04 10 3.985e-03 3 186 min -.201 3 -.039 4 -.828 13 -2.524e-02 13`-8.764e-04 11 3.879e-03 10 RISA-3D Version 15.0.2 [\...\...\...\...\...\...\ENG\Antenna Mount LRFD ASCE 7-10.r3d] Page 8 Page 27 of 34 JOB NO.: 01194-242-171 'VECTt�R E it G I rI E E R S PROJECT: SUBJECT: CALCULATIONS DESIGN APPROACH LRFD BOLTED TENSION CONNECTION Location: Antenna mount angle connection bolts Bolt Diameter: 0.625 in Number of Bolts: 1 Bolt Capacity: 20709 lbs (AISC Equation J3-1) Tension Load: 2000 lbs Check Bolt: 9.7% Result: Select(1) 0.625 in. dia.ASTM A325 bolt. Note: ` BOLTED SHEAR CONNECTION Location: Antenna mount angle connection bolts Bolt Grade: ASTM A325 Bolt Diameter: 0.625 in Number of Bolts: 1 Double Shear? No Bolt Capacity: 12425 lbs (AISC Equation J3-1) Shear Load: 8162 lbs Check Bolt: 65.7% Result: Select(1) 0.625 in. dia.ASTM A325 bolt. Note: i Page 28 of 34 JOB NO.: U1194-242-171 IP VECTOR E rl B I I'l E E R S PROJECT: SUBJECT: CALCULATIONS SERVICE LOAD DEFLECTION Location: Antenna Mast Pipe Cantilever distance: 10.5 ft Allowable deflection: 1.5 % Allowable deflection: 1.890 in Ultimate (1.0W) deflection: 2.50 in Service/Ultimate Ratio: 0.61 (IBC 2012 Table 1604.3 note F) Service level deflection: 1.513 in Check Member: 80.0% Result: Selected member is adequate. Note: Node A5 in RISA 3D Model 1 _ IlLllrl www.hilti.us Profis Anchor 2.7.2 Company: Page: Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: Date: 6/1/2017 E-Mail: Specifier comments: 1 Input data 4 '1 MILTI Anchor type and diameter: HIT-HY 200+HAS 5/8 r+,•;;' Effective embedment depth: het,ops=,z-.-1025+ .125 in.(hef,i;mit=6.500 in.) """' "°�°° Material: 5.8 Evaluation Service Report: ESR-3187 Issued I Valid: 11/1/2016 13/1/2018 Proof: Design method ACI 318-08/Chem Stand off installation: eb=0.000 in.(no stand-off);t=0.250 in. Anchor plate: IX x 1,x t=4.000 in.x 12.000 in.x 0.250 in.;(Recommended plate thickness: not calculated Profile: no profile Base material: untracked concrete,2500,f�=2500 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 Geometry[in.]811- 1 Loading[lb,in.lb] Z V t• V O 675 X75 p 1�8.5°�- r a a «u * 1....;;,:,,,,..,,,,,i,,,,4:5---'.1 3 ,, II‘ ,,,-;7"-,',,•"...'0.-.,,,,er,..„,...,:.•..... r i u °r, I _ ii --■ tel www.hilti.us Profis Anchor 2.7.2 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 6/1/2017 E-Mail: 2 Proof I Utilization (Governing Cases) Design values[Ib] Utilization Loading Proof Load Capacity 13N i ijv[%] Status Tension Concrete Breakout Strength 3347 4581 74/- OK Shear Concrete edge failure in direction y+ 1870 4891 -/39 OK Loading i;N Dv c Utilization 13N,v[%] Status Combined tension and shear loads 0.731 0.382 5/3 80 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 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. 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. www.hilti.us Profis Anchor 2.7.2 Company: Page: 1 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: Date: 6/1/2017 E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: Kwik Bolt TZ-SS 316 5/8(3 1/8) „AB 'i" Effective embedment depth: hef=3.125 in., h„on,=3.563 in. Material: AISI 316 Evaluation Service Report: ESR-1917 Issued I Valid: 6/1/2016 15/1/2017 Proof: Design method ACI 318/AC193 Stand-off installation: eb=0.000 in.(no stand-off);t=0.250 in. Anchor plate: 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,2500,fb'=2500 psi;h=8.000 in. 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 Geometry[in.]&Loading[Ib,in.lb] z 635 BS 635 0 J W t+YA S • • • 3 � eX i , ' M I L lllllr www.hilti.us Profis Anchor 2.7.2 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos. No.: Phone I Fax: I Date: 6/1/2017 E-Mail: 2 Proof I Utilization (Governing Cases) Design values[Ib] Utilization Loading Proof Load Capacity ON/13v[%] Status Tension Concrete Breakout Strength 3381 4473 76/- OK Shear Concrete edge failure in direction y+ 1870 4891 -/39 OK Loading Pv C Utilization p.mv[%] Status Combined tension and shear loads 0.756 0.382 5/3 83 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 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. 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. Page 33 of 34 STRUCTURAL DESIGN OREGON C I I I 1 1 � I � 1 f: �COUPE'A �I , I I I i I.?;;Njit::::*.litsaivii inn 1 , , I..•,.:6••e.::0;.•:.•:. ,,f,...:::141......x 1 1 miluvot gi . 1 I Baan' .ur� ae 1 *Elam I 1 _ 1 _ I a MEa1 I 'WM ,., :a } �.• � I � I�a I � _F � j 44• _ i 1 1 1 l ' # • "'rim u I I `i F ' 1 1 , I h t I �. 1 �. � i 1 1 KORPEY 1 E I 1 1 1 _ —ter I .11 1 1 I ...'p.:::. .' :::::4:::.: ::.:.:W... ::::::::?....0...W.W11.:::::''''': 1 I 4. 1 + 1 _ ____ -- ..;...,,i,::::...... . ir.. .4 1. .. &,, ::::::::J 1 .:T ±-- I 4 1 yr _ 8 1 I i • I I I I 1 — 1 r - >o sy A I I CI i� H >E - I. All areas with full exposure to ocean winds shall be designed 135 mph areas. 2. Areas in Hood River and Multnomah Counties with full exposure to Columbia River Gorge winds shall be designed 135 mph areas. 135 mph 120 mph 1111 110 mph Forst I niiie per how=0.44 m/s. RGURE 1609A ULTIMATE DESIGN WIND SPEED, VV.,FOR RISK CATEGORY II BUILDINGS AND OTHER STRUCTURES 362 2014 OREGON STRUCTURAL SPECIALTY CODE 6/1/2017 , Design Maps Summary Report Page 34 of 34 MUM Design Maps Summary Report User-Specified Input - Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.39983°N, 122.76289°W Site Soil Classification Site Class D - "Stiff Soil" Risk Category I/II/III 4'',':•'' ..,,.• , „:„ „. 10 xv' I„. ,. ,„ , „, „„.,., ,. . , . , , ,, '` ..,, ,,,.„,,,, ,,„„..„„ ,..,,„:„,,,,, -4,„ ,,,,,,,,,, ,.,.. 4 , ,:le+ ,,,,,,-- %, \. -17,,, -- • ....„,,,v..-,, , ., - ,,,, ,,r. ,... , .044, 9'9 „,,,,„ , = J ': . '1't 0,ji *ta: P . -- ; ,. . ,44 ` + I 4 • §"f.rk a ' ,''; ° (I ., ria Et.. ... �,�-�r USGS-Provided Output - Ss = 0.959 g SMS = 1.071 g SDS = 0.714 g _ Si = 0.418 g SMS = 0.662 g SDS = 0.441 g For information on how the SS and S1 values above have been calculated from probabilistic (risk-targeted) and deterministic ground motions in the direction of maximum horizontal response, please return to the application and select the"2009 NEHRP”building code reference document. MCER Resplse Spectrum 0eskgrt Res se Spectrum LW an a n1 aai 0.1)6 a;. aL9 'o au 6 °, nes l v aea to aa32 it n33 a.2.4. am aIG all nag am am am am ata a3Q SW i.ra 1.2a LW LW LW 2°7 a°a GM aw am am LW LM Lon LW LM 2aa Peric .T(sec) Pod.T(sec) _ Although this information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool is not a substitute for technical subject-matter knowledge. https://earthquake.usgs.gov/cn2/designmaps/us/sum m ary.php?tem plate=minimal&latitude=45.399833&longitude=-122.762889&siteclass=3&riskcategory=0&ed... 1/1