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Report , P,W2c Zo -oc ..2_2s,.., 1 CP58o 503 Ave . OFFICE COPY / ECTOR E 11 G I fl E E R S Project Number:U2619.724.201 September 10,2020 Capital Design Services 2101 4th Ave.E,Suite 202 Olympia,WA 98501 ATTENTION: Bryan Underhill REFERENCE: P001263A SW Hall&Durham 16580 Southwest 85th Avenue,Tigard,OR 97224 Structural Analysis of Antenna Mount for Proposed Loading Dear Bryan, Per your request,we have reviewed the construction drawings prepared by your office for the proposed antenna and auxiliary equipment installation,which includes the removal of(6)panel antennas,(6)remote radio untis(RR11s),and(10)tower mounted amplifiers(TMAs); and the addition of(6)panel antennas,and(6)RRUs on new and existing mounts attached to the parapet walls of an existing building. Please be advised as follows: Based upon our calculations and review of the documents noted above,we conclude that the proposed antenna mount assemblies,as detailed on the construction drawings and the attached sketch SK-3,are adequate to support the loads associated with the proposed antennas and auxiliary equipment.Supporting calculations for the gravity and lateral loading on the proposed antennas,and an analysis of the capacity of the mount are attached. The recommendations above are provided based upon calculations prepared by our office and information the client provided. 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. Analysis of the existing building is not included in the scope of this project. 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 mount 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 any further questions regarding this matter,please call this office at your convenience. Very truly yours, P 0 C r U 4 VECTOR STRUCTURAL ENGINEERING.LLC \R0 PROc� c. 1- 93806PE Wells L.Holmes,S.E. Digitally Signed Project Engineer OREGON WLH/tim F<,' 70� t���A�� L Enclosures EXPIRES: 6/30/2021 09/10/2020 651 W Galena Park Blvd,Suite 101 Draper, UT 84020/ i (801)990-1775; i (801)990-1776/www vectorse.com Page 2 of 35 JOB NO.: U2619.724.201 . .VECTOR Copyright©2020 Vector Structural Engineering,LLC This Excel workbook contains proprietary information belonging to Vector E rl G 1 fl E E R S Structural Engineering,LLC,and may be neither wholly nor partially copied or reproduced without the prior written percussion of Vector Structural Engineering. LLC PROJECT: P001263A SW HALL&DURHAM Design Criteria: Code: Structural design is based on the Oregon Structural Specialty Code,2019 Edition(2018 IBC) and the TIA-222-H standard. Wind: Basic wind speed=97 mph(3-second gust)per the TIA-222-H standard Risk Category: II Wind exposure: B Topographic category: 1 Crest height: 0 ft Ice: 1.5"radial ice @ 30 mph basic wind speed(3-second gust)per the TIA-222-H standard Seismic: Component Importance Factor, 1p=1.0 Risk Category: II Mapped spectral response accelerations: Ss= 0.85g Si = 0.391g Site class: D Spectral response coefficients: Sos= 0.68g SDI = 0.498g Seismic design category: D Analysis procedure: Equivalent Lateral Force 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 TIA-222-H standard 2 All steel pipe to be per ASTM A53 GR. B(35 KSI), U.N.O. 3 All other structural steel shapes&plates shall be per ASTM A36, U.N.O. 4 All bolts for steel-to-steel connections shall be per ASTM F3125 GR.A325 U.N.O. 5 All bolted connections shall be tightened per the"turn-of-nut"method as defined by AISC. i 6 All welding shall be performed by certified welders in accordance with the latest edition of the American Welding Society(AWS)D1.1 7 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 35 JOB NO.:U2619.724.201 copyright o 2020 Vector Structural Engineeang,LLC ��/E C T O R PROJECT:P001263A SW Hal8 Durham TryaErctlwahboWeortainsdmay rymfwmwionbN nQiipleVopie SUBJECT:A Appurtenance Hal& rSystems Structural Engineering LLC,and mryWmilher wholly nor partially copied PP Mounting m reproduced without the prior written pemriesion or vector&motrs E n a I n EERS (TIA-222-H Chapter 16) Emmneemp uc. Location:Antenna Mount Wind per: TIA-222-H On a: building at 57.4 ft A.G.L. Load Combinations: ASCE 7-16 ste Appurtenances 1:1" ptp Unit Weight(bs) 142.2 83.6 Quantity 1 1 Height(Y)(In) 95.9 22 Width/Diameter(X)(in) 25.2 12 Depth(Z)(in) 9.3 7.4 Rotation from mount azimuth(a)(deg) Shape: Flat Flat Wind Force per Unit (EPA)N(ft) 21.11 2.20 (EPA)r(ft) 9.35 1.38 Factored(LRFD): (1.0W) Normal Force(KJqz*G,(EPA)N) 364.5 38.0 Tangential Force(K,'g0'Gn(EPA)r) 161.5 23.8 Seismic Force per Unit: Factored(LRFD): (1.OE) Lateral(Ibs) 174.1 102.3 Vertical(Ibs) 19.3 11.4 Dead Load,D: Weight of Structure: Ws= 128 lb (1.05 x Material Weight from RISA Model) Weight of Appurtenances: WA= 226 lb Total Weight: Wp= 354 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: B (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: Gn= 1.0 (TIA-222-H,Section 16.6) Shielding Factor: K.= 0.9 (TIA-222-H,Section 16.6) Velocity Pressure Coefficient: K.= 0.84 (TIA-222-H,Section 2.6.5.2) Topographic Factor: Kra= 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,= 0.99 (TIA-222-H,Section 2.6.8) Directionality Factor: Kd= 0.95 (TIA-222-H,Section 16.6) Velocity Pressure: 4= 19.2 (TIA-222-H,Section 2.6.11.6) Open Structure Wind Pressure: FEI= 23.0 psf (4 x CO(GO (TIA-222-H,Section 2.6.11.1) Total Factored X-Direction Wind(Appurt.&Structure): Fwx= 402 lb Total Factored Z-Direction Wind(Appurt.&Structure): Fy,,z= 185 lb S Page 4 of 35 JOB NO.:U2619.724.201 Copyright C 2a2b V.ctor Structural E gix.dng,LLB VECTOR PROJECT:P001263A SW Halt&Durham ve Excel workbook cay.lne pap..y nMmwio DNo ym to vector SUBJECT:Appurtenance Mounting Systems sro rr.•imwmwngineering<m.."e May e.n.mmr.mwy nppraly c.p.e po plot wrm.n pormission or Yoder Stn. , (TIA-222-H Chapter 16) Engrninp,LLC Seismic Load.E: (ASCE 7,Section 13.3: Seismic Demands on Non-Structural Components) Risk Category/Structure Class: II Seismic Design Category: D Importance Factor: I= 1.00 (TIA-222-H,Table 2-3) Site Class: D Mapped Spectral Response Acc.Parameter(Short Periods): Sr= 0.850 (ASCE 7,Section 11.4.1) Mapped Spectral Response Acc.Parameter(1 s Period): Si= 0.391 (ASCE 7,Section 11.4.1) Design Spectral Response Acc.Parameter(Short Periods): Sos= 0.680 (ASCE 7,Section 11.4.4) Design Spectral Response Acc.Parameter(1 s Period): Spt= 0.498 (ASCE 7,Section 11.4.4) Component Response Modification Factor: R= 2.0 (TIA-222-H,Section 16.7) Component Amplification Factor: A,= 3.0 (TIA-222-H,Sections 16.7&2.7.8.1) Overstrength Factor(req'd for anchorage to concrete): 0= 1.5 (ASCE 7 Supplement No.1,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 z/h= 1.0 (ASCE 7,Equation 13.3-1) Lateral Seismic Design Force Weight Multiplier: Fr,i„n,i NV= 1.224 (ASCE 7,Equations 13.3-1 through 13.3-3) Vertical Seismic Design Force Weight Multiplier: Fn_„p,ay/W= 0.136 (ASCE 7,Section 13.3.1: "Concurrent Vertical Force") Unfactored X-Direction Seismic Design Force: Fpx= 433 lb (ASCE 7,Equations 13.3-1 through 13.3-3) Unfactored Z-Direction Seismic Design Force: Fpz= 433 lb (ASCE 7,Equations 13.3-1 through 13.3-3) Unfactored Vertical Seismic Design Force: Fp.l= 48 lb (ASCE 7,Section 13.3.1: "Concurrent Vertical Force") Total Factored(LRFD)X-Direction Seismic Design Force: 1.0*For= 433 lb Seismic Controls Total Factored(LRFD)Z-Direction Seismic Design Force: 1.0*Fvz= 433 lb Seismic Controls Total Factored(LRFD)Vertical Seismic Design Force: 1.0*Fo.= 48 lb Ice Load,Di&Wi: (TIA-222-G,Section 2.6: Wind and Ice Loads) Does Ice Need to be Considered?:I Yes Design Ice Thickness: L= 1.5 in (TIA-222-H,Section 2.6,10) Weight of Ice: W,= 56 pcf (TIA-222-H,Section 2.6.10) Ice Thickness at Height: to= 1.59 in (TIA-222-H,Figure 2-3) Ice Importance Factor: I= 1.00 (TIA-222-H,Table 2-3) Weight of Ice on Structure: Ws= 188 lb (This value is weight of ice only) Weight of Ice on Appurt.: Wa= 476 lb Total Ice Weight. W,= 664 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): Fsr= 2.2 psf (fir x Cr a G„) Wind&Ice on Structure(Line Loads): Ice Wt. Wind Total Length Exp.Wind Member Shape: Dp(in) Ap(in) (p8) Force(pit) x(ft) Z(ft) 3"Nom.Pipe(any weight) 3.50 25.33 9.8 1.2 14.5 14.5 SBWM 11.88 67.09 26.1 2.8 0 0.875 Total Factored X-Direction Wind w/Ice: Fw,t;= 63 lb Total Factored Z-Direction Wind w/Ice: Fwe= 44 lb Live Loads.L: Maintenance Load at Mount Pipe: Lv= 500 lbs (TIA-222-H,Section 16.3)-Apply at worst-case mount pipe Maintenance Load al Center of Horizontal Beam: Li,= 250 lbs (TIA-222-H,Section 16.3)-Apply for beam supported at each end Area Load: 40 psf (ASCE 7,Table 4-1: "Catwalks for Maintenance Access") Affected Area: WA ft2 Snow Loads,S,: Design Roof Snow Load: S=I N/A Ipsf (ASCE 7.Chapter 7) I. Page 5 of 35 JOB NO.:U2619.724.201 Copyright 0 2020 Vector Structural Engineering,LLC VECTOR PROJECT:P001263A SW Hall&Durham Thies Excel nwne.ne,ICC,c0nt.yb be to Vector artially SUBJECT:Appurtenance Mounting Systems Saudis-el f ed or reproduced w LLC, prior wrelon on of Vector Structural E n G I n E ER S (TIA-222-H Chapter 16) Engineering,LLC. Summary: Vertical Loads Controlled By: "1.2 Dead+1.5 LM"Load Combo X-Direction Horizontal Loads Controlled By: Seismic Load Combos 2-Direction Horizontal Loads Controlled By: Seismic Load Combos Connection(s)to Concrete: Controlled by Seismic with Overstrength Load Combos Page 6 of 35 ZAX N2 Al 1 A1.2 R1 1 N4 k3 R12 N3 N1 Envelope Only Solution Vector Structural Engineers PO01263A SW Hall&Durham SK-1 TIM Sep 10,2020 U2619.724.201 Pipe Mount-test.r3d Page 7 of 35 zAx Envelope Only Solution Vector Structural Engineers PO01263A SW Hall&Durham SK-2 TIM Sep 10,2020 U2619.724.201 Pipe Mount-test.r3d Page 8 of 35 Y Member Material Sets zAx IA53 Gr.36 A53 Gr.B 0 n 0 "6 0 0 2 SteA7.r St, r (1)of(3)Antenna Mount Assemblies Sectors(Typical): Quantity Length(ft) Shape Mount Pipe 1 14.5 3"Std.Pipe Standoff 2 0.675 SitePro15WBM Envelope Only Solution Note:All member sizes and dimensions to be verified prior to loading configuration modification Vector Structural Engineers PO01263A SW Hall&Durham SK-3 TIM Sep 10, 2020 U2619.724.201 Pipe Mount-test.r3d Page 9 of 35 Z X -71.1 lb T -71.1 lb Y -41.8 lb T 41.8 lb Loads: BLC 1, DL Envelope Only Solution Vector Structural Engineers PO01263A SW Hall&Durham SK-4 TIM Sep 10, 2020 U2619.724.201 Pipe Mount-test.r3d Page 10 of 35 zAx :2.3 I. psf :2.3 lb Li Li Li ki psi • . Loads:BLC 3,WLX Envelope Only Solution Vector Structural Engineers PO01263A SW Hall& Durham SK-5 TIM Sep 10,2020 U2619.724.201 Pipe Mount-test.r3d Page 11 of 35 A 0 80.8 lb f i i i i i i 1 ApP 80.8 lb i 'PA i i i 11.9 lb i r11.9 lb 023 psf Loads: BLC 4,WLZ Envelope Only Solution Vector Structural Engineers PO01263A SW Hall& Durham SK-6 TIM Sep 10, 2020 U2619.724.201 Pipe Mount-test.r3d Page 12 of 35 zAx : lb : lb .2 1 .2 Loads: BLC 5,ELX Envelope Only Solution Vector Structural Engineers PO01263A SW Hall& Durham SK-7 TIM Sep 10,2020 U2619.724.201 Pipe Mount-test.r3d Page 13 of 35 (�Y X 87 lb 87 lb 51.2 lb 51.2 lb Loads: BLC 6, ELZ Envelope Only Solution Vector Structural Engineers PO01263A SW Hall&Durham SK-8 TIM Sep 10, 2020 U2619.724.201 Pipe Mount-test.r3d Page 14 of 35 Y Z A -204 lb -204 lb -26.1 1./ft 11111 -34 lb -26.1 1./ft I%-34 lb 9.8 lb/ft Loads: BLC 7, DLi Envelope Only Solution Vector Structural Engineers PO01263A SW Hall& Durham SK-9 TIM Sep 10, 2020 U2619.724.201 Pipe Mount-test.r3d Page 15 of 35 ZAX '1.1lb psf '1.1 lb 1111 6.111 16.141 414 psf - • . lb • • lb Loads: BLC 8,WLXi Envelope Only Solution Vector Structural Engineers PO01263A SW Hall& Durham SK-10 TIM Sep 10,2020 U2619.724.201 Pipe Mount-test.r3d Page 16 of 35 zAx 10.1 lb i i i i i i r10.1 lb Alo i i i 2.2 *' A� 1.8 1b —41101 Air : 2 2 1.8 lb ol 5002.2 psf Loads:BLC 9,WLZI Envelope Only Solution Vector Structural Engineers PO01263A SW Hall& Durham SK-11 TIM Sep 10, 2020 U2619.724.201 Pipe Mount-test.r3d Page 17 of 35 Company : Vec or 9/10/2020 I I 1 RISA Job NNumber U 6t19.724 201a1 Engineers Checked By: LRG „ ,..,,,„a ,.,, Model Name : PO01263A SW Hall&Durham Hot Rolled Steel Section Sets Label Shape Type Design List Material Design Rule Area[in'] lyy[in*] Izz[in'] J[in'] 1 Mount Pipe PIPE 3.0 Column Pipe A53 Gr.B Typical 2.07 2.85 2.85 5.69 2 Standoff SBWM-HD Beam Channel A36 Gr.36 Typical 3.305 2.318 63.795 0.038 Hot Rolled Steel Design Parameters Label Shape Length[it] Lcomp top[ft] Function 1 M1 Mount Pipe 14.5 Lbyy Lateral 2 M2 Standoff 0.875 Lbyy Lateral 3 M3 Standoff 0.875 Lbyy Lateral Member Primary Data Label I Node J Node Rotate(deg) Section/Shape Type Design List Material Design Rule 1 M1 N1 N2 Mount Pipe , Column Pipe A53 Gr.B Typical 2 M2 N10 N4 270 Standoff Beam Channel A36 Gr.36 Typical 3 M3 N9 N3 270 Standoff Beam Channel A36 Gr.36 Typical Hot Rolled Steel Properties Label E[ksi] G [ksi] Nu Therm. Coeff.11 e'°F-'1 Density[k/ft 1 Yield[ksi] Ry Fu[ksi] Rt 1 A992 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1 2 A36 Gr.36 29000 11154 0.3 0.65 0.49 36 1.5 58 1.2 3 A572 Gr.50 29000 11154 0.3 0.65 0.49 50 1.1 65 1.1 4A500 Gr.B RND 29000 11154 0.3 0.65 0.527 42 1.4 58 1.3 5 A500 Gr.B Rect 29000 11154 0.3 0.65 0.527 46 1.4 58 1.3 6 A53 Gr.B 29000 11154 0.3 0.65 0.49 35 1.6 60 1.2 7 A1085 29000 11154 0.3 0.65 0.49 50 1.25 65 1.15 8 A913 Gr.65 29000 11154 0.3 0.65 0.49 65 1.1 80 1.1 Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Nodal Distributed 1 DL DL -1.05 4 2 LL LL 2 3 WLX WLX 4 2 4 WLZ WLZ 4 1 5 ELX ELX 1.224 4 6 ELZ ELZ 1.224 4 7 DLi OL1 4 3 8 WLXi OL2 4 2 9 WLZi OL3 4 3 Load Combinations Description SolvePDelta BLC Factor BLC Factor BLC Factor BLC Factor 1 1.2D+ 1.OW(0 deg) Yes Y DL 1.2 WLX 1 WLZ 2 1.2D+ 1.OW(30 deg) Yes Y DL 1.2 WLX 0.866 WLZ 0.5 3 1.2D+ 1.OW(45 deg) Yes Y DL 1.2 WLX 0.707 WLZ 0.707 4 1.2D+ 1.OW(60 deg) Yes Y DL 1.2 WLX 0.5 WLZ 0.866 5 1.2D+ 1.0W(90 deg) Yes Y DL 1.2 WLX WLZ 1 6 1.2D+ 1.OW(120 deg) Yes Y DL 1.2 WLX -0.5 WLZ 0.866 7 1.2D+ 1.OW(135 deg) Yes Y DL 1.2 WLX-0.707 WLZ 0.707 8 1.2D+ 1.OW(150 deg) Yes Y DL 1.2 WLX-0.866 WLZ 0.5 9 1.2D+ 1.OW(180 deg) Yes Y DL 1.2 WLX -1 WLZ 10 1.2D+ 1.OW(210 deg) Yes Y DL 1.2 WLX-0.866 WLZ -0.5 11 1.2D+ 1.OW(225 deg) Yes Y DL 1.2 WLX-0.707 WLZ -0.707 12 1.2D+ 1.OW(240 deg) Yes Y DL 1.2 WLX -0.5 WLZ -0.866 13 1.2D+ 1.OW(270 deg) Yes Y DL 1.2 WLX WLZ -1 14 1.2D+ 1.OW(300 deg) Yes Y DL 1.2 WLX 0.5 WLZ -0.866 15 1.2D+ 1.OW(315 deg) Yes Y DL 1.2 WLX 0.707 WLZ -0.707 16 1.2D+ 1.OW(330 deg) Yes Y DL 1.2 WLX 0.866 WLZ -0.5 RISA-3D Version 18 [Pipe Mount-test.r3d] Page 1 Page 18 of 35 IICompany Vector Structural Engineers 9/10/2020 IR'SJobNuI ber U219.724201Checked By : LRG ANEMETSCHEK COMPANY Model Name : P001263A SW Hall&Durham Load Combinations(Continued) Description SolvePDelta BLC Factor BLC Factor BLC Factor BLC Factor 17 1.40 Yes Y DL 1.4 18 1.2D+ 1.5LM + 1.OWM(0 deg) Yes Y DL 1.2 OL4 1.5 WLX 0.556 WLZ 19 1.2D+ 1.5LM+ 1.0WM(30 deg) Yes Y DL 1.2 OL4 1.5 WLX 0.482 VVLZ 0.278 20 1.2D+ 1.5LM+ 1.OWM(45 deg) Yes Y DL 1.2 OL4 1.5 WLX 0.393 WLZ 0.393 21 1.2D+ 1.5LM+ 1.OWM(60 deg) Yes Y DL 1.2 OL4 1.5 WLX 0.278 VVLZ 0.482 22 1.2D+ 1.5LM+ 1.0WM(90 deg) Yes Y DL 1.2 OL4 1.5 WLX WLZ 0.556 23 1.2D+ 1.5LM+ 1.OWM(120 deg) Yes Y DL 1.2 OL4 1.5 WLX -0.278 VVLZ 0.482 24 1.2D+ 1.5LM+ 1.OWM(135 deg) Yes Y DL 1.2 OL4 1.5 WLX -0.393 WLZ 0.393 25 1.2D+1.5LM+ 1.0WM(150 deg) Yes Y DL 1.2 OL4 1.5 WLX -0.482 VVLZ 0.278 26 1.2D+ 1.5LM+ 1.OWM(180 deg) Yes Y DL 1.2 OL4 1.5 WLX -0.556 JVLZ 27 1.2D+1.5LM+ 1.OWM(210 deg) Yes Y DL 1.2 OL4 1.5 WLX -0.482 VVLZ -0.278 28 1.2D+ 1.5LM+ 1.0WM(225 deg) Yes Y DL 1.2 OL4 1.5 WLX -0.393 WLZ -0.393 29 1.2D+ 1.5LM + 1.0WM(240 deg) Yes Y DL 1.2 OL4 1.5 WLX -0.278 M2 -0.482 30 1.2D+ 1.5LM+ 1.OWM(270 deg) Yes Y DL 1.2 OL4 1.5 WLX VVLZ -0.556 31 1.2D+ 1.5LM+ 1.OWM(300 deg) Yes Y DL 1.2 OL4 1.5 WLX 0.278 VVLZ -0.482 32 1.2D+ 1.5LM+ 1.0WM(315 deq) Yes Y DL 1.2 OL4 1.5 WLX 0.393 VVLZ -0.393 33 1.2D+ 1.5LM+ 1.0WM(330 deq) Yes Y DL 1.2 OL4 1.5 WLX 0.482 VVLZ -0.278 34 1.2D+ 1.5LV Yes Y DL 1.2 OL5 1.5 35 1.2D+ 1.0Di+ 1.0Wi(0 deq) Yes Y DL 1.2 OL1 1 OL2 1 OL3 36 1.2D+ 1.0Di+ 1.0Wi(30 deg) Yes Y DL 1.2 OL1 1 OL2 0.866 OL3 0.5 37 1.2D+ 1.0Di+ 1.0Wi(45 deg) Yes Y DL 1.2 OL1 1 OL2 0.707 OL3 0.707 38 1.2D+ 1.0Di+ 1.0Wi(60 deg) Yes Y DL 1.2 OL1 1 OL2 0.5 OL3 0.866 39 1.2D+ 1.0Di+ 1.0Wi(90 deg) Yes Y DL 1.2 OL1 1 OL2 OL3 1 40 1.2D+ 1.0Di+ 1.0Wi(120 deg) Yes Y DL 1.2 OL1 1 OL2 -0.5 OL3 0.866 41 1.2D+ 1.0Di+ 1.0Wi(135 deg) Yes, Y DL 1.2 OL1 1 OL2 -0.707 OL3 0.707 42 1.2D+ 1.0Di+ 1.0Wi(150 deg) Yes Y DL 1.2 OL1 1 OL2 -0.866 OL3 0.5 43 1.20+1.0Di+ 1.0Wi(180 deg) Yes Y DL 1.2 OL1 1 OL2 -1 OL3 44 1.2D+ 1.0Di + 1.0Wi(210 deg) Yes Y DL 1.2 OL1 1 OL2 -0.866 OL3 -0.5 45 1.2D+ 1.0Di+ 1.0Wi(225 deg) Yes Y DL 1.2 OL1 1 OL2 -0.707 OL3 -0.707 46 1.2D+ 1.0Di + 1.0Wi(240 deg) Yes Y DL 1.2 OL1 1 OL2 -0.5 OL3 -0.866 47 1.2D+ 1.0Di+ 1.OWi(270 deg) Yes Y DL 1.2 OL1 1 OL2 OL3 -1 48 1.2D+ 1.0Di+ 1.0Wi(300 deg) Yes Y DL 1.2 OL1 1 OL2 0.5 OL3 -0.866 49 1.2D+ 1.ODi+1.0Wi(315 deg) Yes Y DL 1.2 OL1 1 OL2 0.707 OL3. -0.707 50 1.2D+ 1.0Di+ 1.OWi(330 deg) Yes Y DL 1.2 OL1 1 OL2 0.866 OL3 -0.5 51 0.9D+ 1.0W(0 deq) Yes Y DL 0.9 WLX 1 WLZ 52 0.9D+ 1.0W(30 deg) Yes Y DL 0.9 \NLX 0.866 WLZ 0.5 53 0.9D+ 1.0W(60 deg) Yes Y DL 0.9 WLX 0.5 WLZ 0.866 54 0.9D+ 1.OW(90 deg) Yes Y DL 0.9 WLX WLZ 1 55 0.9D+1.0W(120 deg) Yes Y DL 0.9 WLX -0.5 WLZ 0.866 56 0.9D+1.OW(150 deg) Yes Y DL 0.9 WLX-0.866 WLZ 0.5 57 0.9D+1.OW(180 deg) Yes Y DL 0.9 WLX -1 WLZ 58 0.9D+ 1.0W(210 deq) Yes Y DL 0.9 WLX-0.866 WLZ -0.5 59 0.9D+1.0W(240 deg) Yes Y DL 0.9 WLX -0.5 WLZ -0.866 60 0.9D+1.0W(270 deg) Yes Y DL 0.9 WLX WLZ -1 61 0.9D+1.OW(300 deg) Yes Y DL 0.9 WLX 0.5 WLZ -0.866 62 0.9D+1.OW(330 deg) Yes Y DL 0.9 WLX 0.866 WLZ -0.5 63 (1.2+0.2SDS)D+Ez Yes Y DL 1.336 ELZ 1 64 (1.2+0.2SDS)D-Ez Yes Y DL 1.336 ELZ -1 65 (1.2+0.2SDS)D+Ex Yes Y DL 1.336 ELX 1 66 (1.2+0.2SDS)D-Ex Yes Y DL 1.336 ELX -1 67 (0.9-0.2SDS)D+ Ez Yes Y DL 0.764 ELZ 1 68 (0.9-0.2SDS)D-Ez Yes Y DL 0.764 ELZ -1 69 (0.9-0.2SDS)D+Ex Yes Y DL 0.764 ELX 1 70 (0.9-0.2SDS)D-Ex Yes Y DL 0.764 ELX -1 71 "'Overstrength LCs-Used for Connection Checks Only"' 72 (1.2+0.2SDS)D+(?o)Ez Y DL 1.336 ELZ 2.5 73 (1.2+0.2SDS)D-(?o)Ez Y DL 1.336 ELZ -2.5 74 (1.2+0.2SDS)D+(?o)Ex Y DL 1.336 ELX 2.5 RISA-3D Version 18 [Pipe Mount-test.r3d ] Page 2 Page 19 of 35 I1:01Company : Vector Structur 9/10/2020 :23 PM ''RISA Job ig nmber U12619.724.201a1 Engineers Checked By: LRG Model Name : PO01263A SW Hall&Durham Load Combinations(Continued) Description SolvePDelta BLC Factor BLC Factor BLC Factor BLC Factor 75 (1.2+0.2SDS)D-(7o)Ex Y DL 1.336 ELX -2.5 76 (0.9-0.2SDS)D+(?o)Ez Y DL 0.764 ELZ 2.5 77 (0.9-0.2SDS)D-(?o)Ez Y DL 0.764 ELZ -2.5 78 (0.9-0.2SDS)D+(?o)Ex Y DL 0.764 ELX 2.5 79 (0.9-0.2SDS)D-(?o)Ex Y DL 0.764 ELX -2.5 80 1.0 Di Y OL1 1 Envelope Node Reactions Node Label X[lb] LC Y[lb] LC Z[lb] LC MX[lb-ft] LC MY[lb-ft] LC MZ[lb-ft] LC 1 N9 max 2564.596 1 1490.9 1 1481.499 63 0 70 1266.289 64 0 70 2 min -2134.827 57 -1122.39 57 -1481.499 64 0 1 -1266.289 63 0 1 3 N10 max 2574.323 57 1499.079 9 1906.998 64 0 70 1628.007 63 0 70 4 min -3004.092 1 -1114.846 51 -1906.998 63 0 1 -1628.007 64 0 1 5 Totals: max 439.496 9 1088.22 35 425.5 68 6 min -439.496 1 270.23 70 -425.5 67 Envelope AISC 15th(360-16): LRFD Steel Code Checks Member Shape Code CheckLoc[ft LC Shear CheckLoc[ft Dir LC phi*Pnc[lb] hi*Pnt[lb] hi*Mn y-y[lb-ft] hi*Mn z-z[lb-ft] Cb Eqn 1 M1 PIPE 3.0 0.609 2.115 1 0.132 1.964 1 21266.02 65205 5748.75 5748.75 1.754 1-lb 2 M2 SBWM-HD 0.394 0.875 9 0.068 0 z 9 88728.723107071.891 3436.745 35043.97 1 H1-lb 3 M3 SBWM-HD 0.393 0.875 1 0.068 0 z 1 88728.723107071.891 3436.745 35043.97 1 H1-lb RISA-3D Version 18 [Pipe Mount-test.r3d] Page 3 • Page 20 of 35 Code Check (Env) Z x No Cal; >1.0 .90-1.0 75-.90 .50-.75 0-.50 r m 0 ` Member Code Checks Displayed(Enveloped) Envelope Only Solution Vector Structural Engineers P001263A SW Hall& Durham SK-12 TIM Sep 10,2020 U2619.724.201 Pipe Mount-test.r3d Page 21 of 35 Member Material Sets z x A53 Gr. 36 A53 Gr.B O \ Member Shear Checks Displayed (Enveloped) Envelope Only Solution Vector Structural Engineers P001263A SW Hall&Durham SK-13 TIM Sep 10,2020 U2619.724.201 Pipe Mount-test.r3d Page 22 of 35 VECTOR JOB NO.: U2619.724.201 E n G I n E E R S PROJECT: PO01263A SW Hall& Durham SUBJECT: CALCULATIONS SERVICE LOAD DEFLECTION Location: Antenna Pipe Mount Cantilever distance: 12.5 ft Allowable deflection: 1.5 % Allowable deflection: 2.250 in (U 67 ) Wind per: ASCE-7 Load Combos: LRFD Strength Limit State Deflection: 4.369 in (from Structural Analysis) Basic Wind Speed[mph]: 97 (from ASCE 7-16 ) Strength Limit State LC Factor: 1.0 Service/Strength Ratio: 0.420 (IBC Table 1604.3, Footnote: f.) Service level deflection: 1.835 in (U 82 ) Check: 81.6% Result: Anticipated deflection is within acceptable range. Note: Node N2(RISA 3-D Model) Page 23 of 35 IIll I Hilti PROFIS Engineering 3.0.63 www.hili.com Company: Page: 1 Address: Specifier: Phone I Fax: I E-Mail: Design: P001263A SW Hall&Durham Date: 9/10/2020 Fastening point: Specifier's comments: 1 Input data !� Anchor type and diameter. Kwik Bolt TZ-SS 304 3/4(3 314) I� Item number: not available Effective embedment depth: hated=3.750 in.,h,,om=4.313 in. Material: AISI 304 Evaluation Service Report: ESR-1917 Issued I Valid: 1/1/2020 15/1/2021 Proof: Design Method ACI 318-14/Mech Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor platen: Ix x ly x t=3.000 in.x 14.500 in.x 0.500 in.;(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,4000, =4,000 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)) R- The anchor calculation is based on a rigid anchor plate assumption. Geometry[in.]&Loading[lb,In.lb] 4 o 0,34.14 6:01.111 03,1340 • x Input data and results must be checked for conformity with the existing conditions end for plausibility! PROFIS Engineering(c)2003-2020 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 1 Page 24 of 35 I■■III�TI Hilti PROFIS Engineering 3.0.63 www.hiltl.com Company: Page: 2 Address: Specifier: Phone I Fax: [ E-Mail: Design: P001263A SW Hall&Durham Date: 9/10/2020 Fastening point: 1.1 Design results Case Description Forces[lb]I Moments[in.lb] Seismic Max.Util.Anchor[%] 1 Combination 1 N=268;Vx-238;Vy=4,767; yes 86 Mx=48,840;My=0;M =0; 2 Load case/Resulting anchor forces /11 Te - • Anchor reactions[lb] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 2,386 119 2,383 2 4,140 2,386 119 2,383 max.concrete compressive strain: 0.19[%eI max.concrete compressive stress: 818[psi] resulting tension force in(x/y)=(0.000/6.000): 4,140[lb] resulting compression force in(x/y)=(0.000/-6.199):3,872[lb] Anchor forces are calculated based on the assumption of a rigid anchor plate. e 1 3 Tension load Load N,,,[lb] Capacity f N„[lb] Utilization PN=Nw4 N„ Status Steel Strength' 4,140 18,041 23 OK Pullout Strength' 4,140 5,001 83 OK Concrete Breakout Failure" 4,140 5,374 78 OK highest loaded anchor "anchor group(anchors in tension) Input data and resuhs must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003.2020 Hilti AG,FL-9494 Schaan NH Is a registered Trademark of Hilt AG,Schwan 2 Page 25 of 35 1.11`it Hilti PROFIS Engineering 3.0.63 www.hllti.com Company: Page: 3 Address: Specifier: Phone I Fax: I E-Mail: Design: P001263A SW Hall&Durham Date: 9/10/2020 Fastening point: 3.1 Steel Strength Nsa =ESR value refer to ICC-ES ESR-1917 NS8 a Nua ACI 318-14 Table 17.3.1.1 Variables Ase,N[in.2] fora[Psi] 0.24 101,500 Calculations N,a[lb] 24,055 Results Nsa[Ib] steel Ononaunile 4' Nsa[Ib] N,a[lb] 24,055 0.750 1.000 18,041 4,140 3.2 Pullout Strength N =NP.2sc X (f/2500)°•5 refer to ICC-ES ESR-1917 4 Npni a Nua ACI 318-14 Table 17.3.1.1 Variables fc[Psi] )<a Np,2500[Ib] 4,000 1.000 8,110 Calculations (fc'/2500)°.s 1.265 Results • NPR f.[Ib] 4'concrete mseismic Onondudie 4 NDa,fe[Ib] Nua(lb] 10,258 0.650 0.750 1.000 5,001 4,140 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2020 H4ti AG,FL-9494 Schram Hilti is a registered Trademark of Hilti AG,Scheer 3 Page 26 of 35 F■111`TI H[Iti PROFIS Engineering 3.0.63 www.hiki.com Company: Page: 4 Address: Specifier: Phone I Fax: [ E-Mail: Design: P001263A SW Hall&Durham Date: 9/10/2020 Fastening point: 3.3 Concrete Breakout Failure Nryg =(s) wec,N wed,N wc,N wcpN Nt, ACl 318-14 Eq.(17.4.2.1b) 4 Nag z N^^NNccOo 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) Aew =9 het ACI 318-14 Eq.(17.4.2.1c) 1 w ec,N = ( 2 eN/ 5 1.0 ACI 318-14 Eq.(17.4.2.4) 1 + 3 he w ed,N =0.7+0.3(1 5h)5 1.0 ACI 318-14 Eq.(17.4.2.5b) w w N _MAX(Cyn 1.5het)5 1.0 ACI 318-14 Eq.(17.4.2.7b) �c,c c,c / Na =kc Vfc het ACI 318-14 Eq.(17.4.2.2a) Variables he[in.] ec1,N[in.] ec N[in.] ce,min[in.] w c,N 3.750 0.000 0.000 a 1.000 cec[in.] kc k e fc[Psi] 7.000 24 1.000 4,000 Calculations ANc[in?] ANco(in'I w ecl,N wec2,N wed,N `Ircp.N IA[lb] 126.56 126.56 1.000 1.000 1.000 1.000 11,023 Results Nthia[lb] 4 concrete 4eeismic 4nonductie 4 Nth,[lb] Nw[lb] 11,023 0.650 0.750 1.000 5,374 4,140 Input data and re.sults must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c 12003-2020 HiPo AG,FL-9494 Schaan Hite is a registered Trademark of Hite AG,Schwan 4 Page 27 of 35 FIIII.I.TI Hilti PROFIS Engineering 3.0.63 www.hllti.com Company: Page: 5 Address: Specifier: Phone I Fax: [ E-Mail: Design: PO01263A SW Hall&Durham Date: 9/10/2020 Fastening point: 4 Shear load Load Vn,[lb] Capacity$ Vn[lb] Utilization av a V.I. V, Status Steel Strength' 2,386 8,379 29 OK Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength"' 4,773 30,864 16 OK Concrete edge failure in direction** N/A N/A N/A N/A .highest loaded anchor **anchor group(relevant anchors) 4.1 Steel Strength =ESR value refer to ICC-ES ESR-1917 Vsleel Z Vnn ACI 318-14 Table 17.3.1.1 Variables Aw.v[in.'] fum[pal] dV,wis 0.24 101,500 0.820 Calculations V,ap pa] 12,890 Results V,.ea lib] peel 4norwuaile * Vw,sa[lb] Vua[lb] 12,890 0.650 1.000 8,379 2,386 Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering(c)2003-2020 Hil6 AG,FL•9494 Schaan Hilti is a registered Trademark of Hitii AG,Schwan 5 • Page 28 of 35 1.11`TI Hilts PROFIS Engineering 3.0.63 www.hilti.com Company: Page: 6 Address: Specifier: Phone I Fax: I E-Mail: Design: P001263A SW Hall&Durham Date: 9/10/2020 Fastening point: 4.2 Pryout Strength Vcpg = [(AN.o `y ec,N `yed,N wc,N `IrcpN Nb , ACI 318-14 Eq.(17.5.3.1b) $ V,„„ z Vw 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) ANca =9 h2o ACI 318-14 Eq.(17.4.2.1c) 1 ecN = (1 +2eN)51.0 ACI 318-14 Eq.(17.4.2.4) 3 her edN =0.7+0.3(�ShtL)5 1.0 ACI 318-14 Eq.(17.4.2.5b) W .N =M((2 1.5h op.„ 5 1.0 ACI 318-14 Eq.(17.4.2.7b) c,e N, =k, R Vfc h;;a ACI 318-14 Eq.(17.4.2.2a) Variables lc% her lie.] ;Le[in.] ecz N[in.] c,0,0,[in.] 2 3.750 0.000 0.000 c,N cac[in.] i4 a to[Psi]_ 1.000 7.000 24 1.000 4,000 Calculations ANc[in.2] ANco[ice 2] V ect,N `I'ec2,N `I'ed,N `VcP,N Nb[Ib] 253.12 126.56 1.000 1.000 1.000 1.000 11,023 Results V.Pa[Ib] $concrete $seismic $nonductile $ Veoo[Ib] Vu,[Ib] 44,091 0.700 1.000 1.000 30,864 4,773 5 Combined tension and shear loads PN Utilization PNv[off] Status 0.828 0.285 5/3 86 OK PNv=PN+Py<=1 Input data and results must be checked for conformity with the existing conditions and for plausibility PROFIS Engineering(c)20032020 H@i AG,FL-9494 Schaan Hilti is a registered Trademark of HIS AG,Schaan 6 Page 29 of 35 MILMTI Hilti PROFIS Engineering 3.0.63 www.hilti.com Company: Page: 7 Address: Specifier: Phone I Fax: I E-Mail: Design: P001263A SW Hall&Durham Date: 9/10/2020 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.com/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)/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)/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(0n. • Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions(MPH).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)2003-2020 Hilti AG,FL-9494 Schaal Hilli is a registered Trademark of Hilti AG,Schaal 7 Page 30 of 35 1■■11`TI Hilo PROFIS Engineering 3.0.63 www.hlltl.com Company: Page: 8 Address: Specifier: • Phone I Fax: i E-Mail: Design: P001263A SW Hall&Durham Date: 9/10/2020 • Fastening point: 7 installation data Anchor type and diameter:Kwik Bolt TZ-SS 304 3/4(3 3/4) Profile:no profile Item number:not available Hole diameter in the fixture:(it=0.812 in. Installation torque:1,320 in.lb Plate thickness(input):0.500 in. Hole diameter in the base material:0.750 in. Recommended plate thickness:not calculated Hole depth in the base material:4.500 in. Drilling method:Hammer drilled Minimum thickness of the base material:8.000 in. Cleaning:Manual cleaning of the drilled hole according to instructions for use is required. Hilti KB-TZ stud anchor with 4.31252 in embedment,3/4(3 3/4),Stainless steel,installation per ESR-1917 7.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Manual blow-out pump • Torque wrench • Properly sized drill bit • Hammer y 1.501 .500 ■■ o o N N N N v x 0 N N N F " N 1.500 Coordinates Anchor[In.] 1.500 Anchor x ,y 1 -0.000 -6.000 - - - - 2 -0.000 6.000 - - - - Input data and results must be checked for conformity with the existing conditions end for plausibility) PROFIS Engineering(c)2003-2020 Hilti AG,FL-9494 Sthaan Hilt is a registered Trademark of Hilti AG,Schean 8 Page 31 of 35 ICI, I Hilti PROFIS Engineering 3.0.63 www.hiltl.com Company: Page: 9 Address: Specifier: Phone I Fax: E-Mail: Design: P001263A SW Hall&Durham Date: 9/10/2020 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 Hillis 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. Input data and results must be checked for conformity with the existing conditions end for plausibility! PROFIS Engineering(c)2003-2020 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 9 Page 32 of 35 VECTOR E n O 1 n Er R S 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,H1 AND IV BUILDINGS AND OTHER STRUCTURES RISK CATEGORY I RISK CATEGORY II RISK CATEGORY DI RISK CATEGORY IV COUNTY BASIC DESIGN WIND BASIC DESIGN WIND 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 m/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. k) The basin design wind speed for buildings and 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 m and IV. (d) The basic design wind speed for buildings and structures 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 m and IV. Approximate Site Location(Orange Marker): ALL 0., _11.4 ti 1 i L _ al 1 mr- i lite f ..ii 1•iiiwil 1 ii il I I ❑ Special wind regions FIGURE 1609.3 OREGON SPECIAL WIND REGIONSa-b (a) Sites on the periphery of the identified special wind regions shall he verified using hops;//beards.alcouncil.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. 11 Page 33 of 35 'VECTOR E r'I G I rl E E R S Oregon Ice Thickness and Ice Wind Speed Maps: STANDARD ASCE/SEI 7-16 1,. r � � �r i r �..1/ / 5" Notes: 1_Ice thicknesses on structures in exposed locations at f 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 unikety. I 25 .• 3.In the Appalachian Mountains,indcated by the shading, ice thicknesses may vary significantly over short distances. FIGURE10.4-2 Equivalent Radial Ice Thicknesses Caused by Freezing Rain with Concurrent 3-Second Gust Speeds,for a 500-Year Mean Approximate Site Recurrence Interval Location 1" ♦vJ • .5" 1 5 40 mph 1• 30 mph r I FIGURE 10.4-5 Columbia River Gorge Detail 9/4/2020 ATC Hazards by Location Page 34 of 35 LtTC Hazards by Location Search Information Coordinates: 45.402222,-122.763028 Van ouver... r•aidi 26 174 ft Elevation: 174 ft k Hillsboro° land G Beair,n Gresham Timestamp: 2020-09-04T18:35:33.974Z ® c3 Mt, Hazard Type: Seismic Nation Reference ASCE7-16 _ Document: Q GO gfe Map data©2020 Google Risk Category: II Site Class: D-default Basic Parameters Name Value Description Ss 0.85 MCER ground motion(period=0.2s) Si 0.391 MCER ground motion(period=1.0s) SMS 1.019 Site-modified spectral acceleration value SM1 *null Site-modified spectral acceleration value SDS 0.68 Numeric seismic design value at 0.2s SA 1 SD1 'null Numeric seismic design value at 1.0s SA See Section 11.4.8 •Additional 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 0.387 MCEG peak ground acceleration FPGA 1.213 Site amplification factor at PGA PGAM 0.469 Site modified peak ground acceleration TL 16 Long-period transition period (s) httpsJ/trazards.atcouncil.org/#/seismic7lat=45.402222&Ing=-122.763028&address= 1/2 9/4/2020 ATC Hazards by Location Page 35 of 35 SsRT 0.85 Probabilistic risk-targeted ground motion(0.2s) SsUH 0.96 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) SsD 1.5 Factored deterministic acceleration value(0.2s) S1 RT 0.391 Probabilistic risk-targeted ground motion(1.0s) S1 UH 0.451 Factored uniform-hazard spectral acceleration(2%probability of exceedance in 50 years) Si D 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:l/hazards.atcouncil.orgl#/seismic?Iat=45.402222&Ing=-122.7630288address= 2/2