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Plans ,. VETOR RECEIVED ,.)11) E rl to t 1'; E E R S Project Number: U1194-332-171 AUG 3 0 2017 August 4,2017 CITY OF TIGARD BUILDING DIVISION Centerline Solutions 6623 NE 78th Court, Suite B1 Portland,OR 97218 ATTENTION: Bryan Underhill REFERENCE: POR Tigard 10260 SW Greenburg Rd,Tigard,OR 97223 Structural Review of Proposed Telecommunications Facility Modifications Dear Bryan, Per your request,we have reviewed the construction drawings prepared by your office for the proposed equipment modifications which include the removal of(6)panel antennas,(3)RRUs,(6)diplexers,and(3)surge protector and the addition of(6)proposed panel antennas,(18)RRUs,and(3)surge protectors attached to the existing building. In addition,we have reviewed site photographs of the existing equipment provided by your office. Please be advised as follows: Based upon our calculations and review of the documents noted above,we conclude that the antenna mounts attached to the existing building,as shown in the construction drawings and the attached sketch SK-3,are adequate to support the loads associated with the proposed equipment. Supporting calculations for the gravity and lateral loading on the proposed and existing equipment,and for the capacity of the ' existing mounts and their connections to the existing walls are attached. In addition,the proposed gravity and lateral loading associated with the proposed modifications are minor when compared to the loading associated with the overall structure and will not significantly affect the existing building. 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 based on the assumption that the structure was properly designed and constructed. Vector Structural Engineers 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 notify Vector Structural Engineers immediately should any damage,deterioration or discrepancies between the as-built condition ofpthe �` existing structure and the assumed condition described in this report and on the const ' Ot�G1 i3i We hope this meets your needs. If you have any further questions regaltigl k Rc I ICOMMIANCS your convenience. ,.--" 40ipproireilt Very truly yours, / tyo 1 I VECTOR STRUCTURAL ENGINEERING �/'7 1,.'r Permit i 1•► • k •` P (Wm* .2-5 c ' - .' 6, ,,,, e,C okG I NEE.- ‘5> • W. -.r- Date: ir 78187PE P .41i '4,7 '' OAK Roger T.Alworth,S.E. -� ' Principle OREGON RTA/egg ,,gyp .� COPY F Enclosures 1AI a ��� OFFICE C®i `1`�"08/03/2017 I BORES 12/31/2017 I 651 W Galena Park Blvd,Suite 101 Draper, UT 84020 (801)990-1775 (801)990-1776/www.vectorse,com Page 2 of 21 }V4. JOB NO.: U1194-332-171 ),VECTO R l 9 ta' e t k E- it R PROJECT: POR TIGARD Design Criteria: Code: Structural design is based on the Oregon Structural Specialty Code,2014 Edition(2012 IBC) Wind: Basic wind speed= 110 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: 1.25"radial ice @ 30 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= 0.978g Si = 0.425g Site class: D Spectral response coefficients: Sps= 0.723g SD1 = 0.446g Seismic design category: D 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 round tubes(HSS)to be per ASTM A500 GR. B(42 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 21 JOB NO.:U1194-332-171 - PROJECT: POR Tigard ri i 1-1 _ Ifs -0 SUBJECT:ANTENNA MOUNT LOADS Location:Antennas,RRUs and COVP Wind per: TIA-222-G On a: Building at 151 ft A.G.L. Load Combinations: ASCE 7-10 ei �y Appurtenances /4/ c'G� \�. ,yry �. G;y� Q• �tol' Unit Weight(lbs) 28 94 51 56 58 32 40 Quantity() 1 2 2 2 2 1 1 Height(Y-DIR)(in) 50.5 95.7 19.7 27.6 20.4 19.2 48 Width/Diameter(in) 12.5 13.8 17 12.5 18.5 10.3 36 Depth(in) 7.1 8.2 7.2 7.4 7.5 15.7 10 Appurtenance Elev.(ft) 151 151 151 151 151 151 151 Rotation from mount azimuth(0)(deg) 0 0 0 0 0 0 0 Ka(shielding factor) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Shape: Flat Flat Flat Flat Flat Flat Flat Dimensions without Ice: Width/Diameter(X-DIR)(ft) 1.04 1.15 1.42 1.04 1.54 0.86 3.00 Height(Y-DIR)(ft) 4.21 7.98 1.64 2.30 1.70 1.60 4.00 Depth(Z-DIR)[Blank if Round](ft) 0.59 0.68 0.60 0.62 0.63 1.31 0.83 Wind Force per Unit: qz(psf)=0.00256KZK,KdV21 40.6 40.6 40.6 40.6 40.6 40.6 40.6 (EPA)N(ft) 5.56 12.81 2.79 2.88 3.15 1.65 14.40 (EPA)T(ft) 3.50 8.48 1.19 1.78 1.29 2.51 4.34 (EPA)A X-Dir(ft2) 5.56 12.81 2.79 2.88 3.15 1.65 14.40 (EPA)A Z-Dir(ft2) 3.50 8.48 1.19 1.78 1.29 2.51 4.34 Factored:(1.0W) FA X-DIR(lbs) 192 442 96 99 109 57 497 FA Z-DIR(lbs) 121 293 41 61 44 87 150 Seismic Force per Unit: Factored(1.0E): Lateral(lbs) 24.3 81.5 44.2 48.6 50.3 27.8 34.7 Vertical(lbs) 4.0 13.6 7.4 8.1 8.4 4.6 5.8 Dimensions with Ice: Ice Thickness at Height[t�](in) 2.91 2.91 2.91 2.91 2.91 2.91 2.91 Width/Diameter(X-DIR)(ft) 1.53 1.64 1.90 1.53 2.03 1.34 3.49 Height(Y-DIR)(ft) 4.69 8.46 2.13 2.79 2.19 2.09 4.49 Depth(Z-DIR)[Blank if Round](ft) 1.08 1.17 1.09 1.10 1.11 1.79 1.32 Appurtenance Surface Area(ft') 15.0 30.8 8.3 8.9 9.3 9.2 35.7 Iced Appurt.Surface Area(53) 27.7 51.3 16.8 18.0 18.2 17.9 52.3 Weight per Unit with Ice: Weight of Ice(lbs) 290 557 171 183 187 184 597 Weight of Appurt.+Ice(lbs) 318 651 222 239 245 216 637 Wind Force with Ice per Unit: qz(psf)=0.00256K,KztKdV21 3.0 3.0 3.0 3.0 3.0 3.0 3.0 (EPA)N(ft2) 8.78 18.24 4.85 5.10 5.31 3.36 18.76 (EPA)T(52) 6.48 13.92 2.77 3.69 2.91 4.49 7.33 (EPA)A X-Dir(ft2) 8.78 18.24 4.85 5.10 5.31 3.36 18.76 (EPA)A Z-Dir(52) 6.48 13.92 2.77 3.69 2.91 4.49 7.33 Unfactored: FA X-DIR(lbs) 23 47 12 13 14 9 48 FA Z-DIR(lbs) 17 36 7 9 7 12 19 Factored:(0.6W) FA X-DIR(lbs) 14 28 7 8 8 5 29 FA Z-DIR(lbs) 10 21 4 6 4 7 11 Page 4 of 21 "D R JOB NO.:U1194-332-171 PROJECT:POR Tigard i r a . ri e e R 8 SUBJECT:ANTENNA MOUNT LOADS Dead Load.D(1.0 Dead]: Weight of Structure: Ws= 216 lb (1.08 x Material Weight from RISA Model) Weight of Appurtenances: WA= 618 lb Total Weight: WP= 834 lb Wind Load,W 11.0 Windl: Basic wind speed,V: 110 mph Importance factor,I: 1.00 Height of Structure: 151.0 Exposure category: C Gust Effect Factor,Gh: 0.85 Topographic category: 1 Structure Type: Type 5 Height of crest above surrounding terrain,H: 0 ft Use Open Structure Wind Pressure?: No Open Structure Wind Pressure: Fsr= 48.7 psf (qz x CF) Total Factored X-DIR Wind(Appurt.&Structure): Fwx= 2239 lb (Appurt.Only) Wind Controls Total Factored Z-DIR Wind(Appurt.&Structure): Fwz= 1237 lb (Appurt.Only) Wind Controls Seismic Load,E:j1.0 Seismicl: Consider Seismic:I Yes Occupancy Category: II Ss= 0.978 SMs= 1.084 R= 2.5 z(ft)= 1.0 Fp,ee,i/W= 0.868 Seismic Design Category: D S = 0.425 SMi= 0.669 aP= 2.5 h(ft)= 1.0 Importance Factor: 1.00 Fa= 1.1 Sos= 0.723 z/h= 1.0 FP,,,e,saai/W= 0.145 Site Class: D F,= 1.6 Sol= 0.446 Unfactored Seismic Force:FP,va„s= 724 lb Factored: 1.0*Fp)(= 724 lb FP.ang= 724 lb 1.0*F51= 724 lb FP,Rrt= 121 lb 1.0*F55= 121 lb Ice Load(1.2 D+1.0 Di+1.0 Wil: Consider Ice:I Yes 1 Basic wind speed with Ice,V: 30 mph Weight of Ice: WP= 3267 lb Design Ice Thickness,t: 1.25 in Open Structure Wind Pressure(with Ice): Fsr= 3.6 psf (qz x CF) Total Factored X-DIR Wind(Appurt.&Structure): Fwx= 151 lb (Appurt.Only) Total Factored Z-DIR Wind(Appurt.&Structure): Fwz= 100 lb (Appurt.Only) Paso 5of21 Y • - 2 X F_ F i C 1 ,--i 1,2 1 il 1 5.::,-- Vector Structural Engineers... SK- 1 EGG Antenna Mount Aug 3, 2017 at 2:08 PM U1194-332-171 POR Tigarc, Wall mount.r3d Pa.e6of21 Y /IP' z x krl2N21A - '6ltfd4 A k,e A =?''•288 N70 -- 4S_ Ni i 22 w"N22A ;N " 9 N1 ANT2.1 IN61 Nob N59 A`iT1.1 N71 0°13N55 N62 N58 k r. , 26B 8A •; OA co • 015gR34 2 ANT2.2 N2*32 N34 ' r 8 N70A m co gANT1.2 030'6 A 22B N60 _!• 1426A N73 let r§,4)p� �71 _. ;ICY N56A N2•s 24B N24 N59A“14: i. ANT2.3 N69A •N69 ANT1.3 N4 •N60A - Vector Structural Engineers.,. SK-2 EGG Antenna Mount Aug 3, 2017 at 2:08 PM U1194-332-171 POR Tigard Wall mount.r3d Pa.e7of21 Section Sets Antenna Mount 46. Bolt ao CWMM-HD Z X Channel Horizontal Pipe .: W ch0/7/? e 2w" • 0 2 #CW4HD U`% o • c a) ca 2 c Q - , — ot�ti°rte , (1)of (3)Antenna Sectors: Quantity Length(ft) Shape Antenna Mount: 3 9 2"Std.Pipe Boit: 12 - 5/8'A dia. CWMM-HD 2 3"x3"x j4"Angle Channel: 2 0.375 2.5"x11.525° Horizontal Pipe: 2 3 3"Std.Pipe - Vector Structural Engineers.,. l SK- 3 EGG Antenna Mount Aug 3, 2017 at 2:08 PM U1194-332-171 POR Tigard Wall mount.r3d Page 8 of 21 Y • 140 Z X -31.33lb *-31.23lb • P *-31.331b T -31.3 e V Loads: BLC 1, Dead - Vector Structural Engineeri. . SK-4 EGG Antenna Mount Aug 3, 2017 at 2:08 PM U1194-332-171 POR Tigarc Wall mount.r3d Page 9 of 21 Y Z X 11. 147 51b 147.51b 12.21b/ 711 1 147.5 b 147.5ib 12.21b/ 17 5 - 4101 1 75b Loads: BLC 2, WLX(Wind X) Vector Structural Engineeri.a. SK- 5 EGG Antenna Mount Aug 3, 2017 at 2:09 PM U1194-332-171 POR Tigard Wall mount.r3d Page g«2 ¥ 4► ►t z x \ . \ }i $@@a _ 97.61b _/ ]&« ,- : ,' 6lb x' ZWIiirt ' - .,. ; lb / ? � � : . ->\ i . .. ' . y 9 3b �. ibt r 77 . . . \,=d<§, V t: .-400. � ) 6b } } . . . . . . . . ¥ . . . . .. . . . . \ - - r, « ,� de « . . . , ® k-4i z £ ■f = %@b Vj . . \ /b/ © - r - ..lbAatongin* c-- . int -- Loads: BLC 3, WLZ (Wind Z) Vector Structural Engineeri... ' SK- B EGG Antenna Mount Aug 3, 2017 at 2:09 PM U1194-332-171 POR agar Wall mount.r3d ----- Pagt1 1 of 21 Y IV Z X -185.8Ib * t-185.81b • T T 18581b *-185.8Ib T T J5 ? . - .. T . T . Loads: BLC 4, Dead Ice - Vector Structural Engineeri.�. SK- 7 EGG Antenna Mount Aug 3, 2017 at 2:09 PM U1194-332-171 POR Tigarci Wall mount.r3d _Page 12 of 21 Y 411 Z X 15.61b • A 15 • � .9lb/ft 15.6 15.6Ib ,it);"t 15 �1 m Loads: BLC 5, WLX Ice (Wind X) - Vector Structural Engineeri. . SK-8 EGG Antenna Mount Aug 3, 2017 at 2:09 PM U1194-332-171 POR Tigarcl Wall mount.r3d Page 13 of 21 Y ilb ii Z x is - ; .71b/ft 11.91b ---.i., -,50t .71b/ft ail b V - -,. � i"` -- ;l ail L/. ' -- 11.91b •/ft S Ib , i �� -- r V l ' 11.9Ib '-1.;..,, .,F- %. • Mb f t, Loads: BLC 6, WLZ Ice (Wind Z) Vector Structural Engineeri. . SK- 9 1 EGG Antenna Mount Aug 3, 2017 at 2:09 PM U1194-332-171 POR Tigard Wall mount.r3d Page 14 of 21 Y Code Check (Env) ': No l; >1.0Ca ZX .90-1.0 • 75-.90 .50-.75 0:.50 Matti • s • 1 39 o' CO 4 • • • Member Code Checks Displayed (Enveloped) Results for LC 2, 1AD Vector Structural Engineeri. . SK- 10 EGG Antenna Mount Aug 3, 2017 at 2:09 PM U1194-332-171 POR Tigard Wall mount.r3d Page 15 of 21 Company : Vector Structural Engineering Aug 3,2017 IRISAJob Designer : EGG 2:09 PM Job Number U1194-332-171 POR Tigard Checked By: LRG Model Name : Antenna Mount Joint Coordinates and Temperatures Label X[ft] Y[ft] Z[ft] Temp[F] Detach From Diap... 1 N4 .83 -9 0 0 2 N1 .83 0 0 0 3 N19A -1.414214 -.5 1.414214 0 4 N2OB -1.414214 -8.5 1.414214 0 5 N21A -1.414214 -.5 -1.414214 0 6 N22B -1.414214 -8.5 -1.414214 0 7 N24A -1.117229 -.5 -1.117229 0 8 N26A -1_1.17229 -8.5 -1.117229 0 9 N28 -0.643467 -.5 -0.643467 0 10 N30 -0.643467 -8.5 -0.643467 0 11 N22 -1.117229 -.5 1.117229 0 12 N24B -1.117229 -8.5 1.117229 0 13 N22A -0.643467 -.5 0.643467 0 14 N24 -0.643467 -8.5 0.643467 0 15 N25 0 -.5 0 0 16 N26 0 -8.5 0 0 17 N25B -1.414214 -4.5 1.414214 0 18 N26B -1.414214 -4.5 -1.414214 0 19 N28A -1.117229 -4.5 -1.117229 0 20 N30A -0.643467 -4.5 -0.643467 0 21 N32 -1.117229 -4.5 1.117229 0 22 N34 -0.643467 4.5 0.643467 0 23 N35 0 -4.5 0 0 24 N55 .83 -1.5 0 0 25 N58 .83 -1.5 1.5 0 26 N59 .83 1.5. -1.5 0 27 N56A .83 -7.5 0 0 28 N59A .83 -7.5 1.5 0 29 N60 .83 -7.5 -1.5 0 30 N60A .83 -9 1 0 31 N61 .83 0 1 0 32 N62 .83 -1.5 1 0 33 N64 .83 -7.5 1 0 34 ANT1.1 .83 -.5 1 0 35 ANT1.3 .83 -8.5 1 0 36 ANT1.2 .83 -4.5 1 0 37 N69 .83 -9 -1 0 38 N70 .83 0 -1 0 39 N71 .83 -1.5 -1 0 40 N73 .83 -7.5 -1 0 41 ANT2.1 .83 -.5 -1 0 42 ANT2.3 .83 -8.5 -1 0 43 ANT2.2 .83 -4.5 -1 0 44 N68 .83 -.5 0 0 45 N69A .83 -8.5 0 0 46 N70A .83 -4.5 0 0 47 N59B -1.294005 -8.5 0.940452 0 48 N6OB -1.294005 -.5 0.940452 0 49 N62A -0.820244 -.5 0.46669 0 50 N63 -0.820244 -8.5 0.46669 0 51 N64A -1.294005 -4.5 0.940452 0 52 N65 -0.820244 -4.5 0.46669 0 53 N59C -0.820244 -8.5 -0.46669 0 54 N60C -1.294005 -.5 -0.940452 0 55 N61A -1.294005 -8.5 -0.940452 i 0 56 N62B -0.820244 -.5 -0.46669 0 RISA-3D Version 15.0.2 [\...\...\...\...\...\...\ENG\Wall mount.r3d] Page 1 Page 16 of 21 Company : Vector Structural Engineering Aug 3,2017 III RISA DesJob u : EGG 2:09 PM Job Number 01194-332-171 POR Tigard Checked By: LRG Model Name : Antenna Mount Joint Coordinates and Temperatures (Continued) Label X[ft] Y[ft] Z[ft] Temp[F] Detach From Diap... 57 N64B -1.294005 -4.5 -0.940452 0 58 N65A -0.820244 -4.5 -0.46669 0 Hot Rolled Steel Section Sets Label Shape Type Design List Material Design R... A[in2] lyv[in4] Izz[in4] J[in4] 1 Antenna Mount PIPE 2.0 Column Pipe A53 Gr. B Typical 1.02 .627 .627 1.25 2 Bolt 5/8"dia bolt. Beam BAR A36 Gr.36 Typical .218 .004 .004 .008 3 CWMM-HD L3x3x4 Beam BAR A36 Gr.36 Typical 1.44 1.23 1.23 .031 4 Channel C2.5x11 Beam BAR A36 Gr.36 Typical 3.047 1.362 52.91 .035 5 Horizontal Pipe PIPE_2.5 Beam BAR A53 Gr. B Typical 1.61 1.45 1.45 2.89 Member Primary Data Label I Joint J Joint K Joint Rotate(deo) Section/Shape Type Design List Material Design Rules 1 M1 N1 N4 Antenna Mount Column Pipe A53 Gr. B Topica 2 M10 N19A N25 90 CWMM-HD Beam BAR A36 Gr.36 Typica 3 M11 N25 N21A 90 CWMM-HD Beam BAR A36 Gr.36 Topica 4 M12 N2OB N26 90 CWMM-HD ' Beam BAR A36 Gr.36 Topica 5 M13 N26 N22B 90 CWMM-HD Beam BAR A36 Gr.36 Topica 6 M18 N25B N35 90 CWMM-HD Beam BAR A36 Gr.36 TvPica 7 M19 N35 N26B 90 CWMM-HD _ Beam BAR A36 Gr.36 Typica 8 M35 N59 N58 Horizontal Pipe Beam BAR A53 Gr. B Typica 9 M35A N60 N59A Horizontal Pipe Beam BAR A53 Gr. B Typica 10 M33B N61 N60A Antenna Mount Column Pipe A53 Gr. B Typica 11 M36 N70 N69 Antenna Mount Column Pipe A53 Gr. B Typica - 12 M27 N26 N69A 270 Channel Beam BAR A36 Gr.36 Typica 13 M28 N35 N70A 270 Channel Beam BAR A36 Gr.36 Typica 14 M29 N25 N68 270 Channel Beam BAR A36 Gr.36 Typica 15 M21 N22 N6OB Bolt Beam BAR A36 Gr.36 Typica 16 M22 N22A N62A Bolt Beam BAR A36 Gr.36 Typica 17 M23 N64A N32 Bolt Beam BAR A36 Gr.36 Typica 18 M24 N65 N34 Bolt Beam BAR A36 Gr.36 Typica 19 M25 N59B N24B Bolt Beam BAR A36 Gr.36 Typica 20 M26 N63 N24 Bolt Beam BAR A36 Gr.36 Typica 21 M21A N28 N62B Bolt Beam BAR A36 Gr.36 Typica 22 M22A N60C N24A Bolt Beam BAR A36 Gr.36 Typica 23 M23A N65A N30A Bolt Beam BAR A36 Gr.36 Typica 24 M24A N64B N28A Bolt Beam BAR A36 Gr.36 Typica 25 M25A N59C N30 Bolt Beam BAR A36 Gr.36 Typica 26 M26A N61A N26A Bolt Beam BAR A36 Gr.36 Typica Basic Load Cases BLC Description Category X Gray...Y Gray...Z Gray... Joint Point Distrib...Area(M..Surfac... 1 Dead DL -1.08 6 2 WLX(Wind X) WLX 6 2 3 WLZ(Wind Z) WLZ 6 12 4 Dead Ice OL1 6 - 5 WLX Ice(Wind X) OL2 I 6 2 6 WLZ Ice(Wind Z) OL3 6 I 12 I l RISA-3D Version 15.0.2 [\...\...\...\...\...\...\ENG\Wall mount.r3d] Page 2 Page 17 of 21 Company : Vector Structural Engineering Aug 3,2017 III RISA DesJob Nu : EGG 2:09 PM Job Number U1194-332-171 POR Tigard Checked By: LRG Model Name : Antenna Mount Load Combinations Description S... P...S... B... Fa... B... Fa... B... Fa... B... Fa... B... Fa... B... Fa... B... Fa... B... Fa... B...Fa...B...Fa... 1 ASCE 7-10 LRFD Load Corn... 2 1.4D Yes DL 1.4 3 1.2D+1.0W(X) Yes Y DL 1.2 W.. 1 I 4 1.2D+1.0W(Z) Yes Y DL 1.2 W.-• 1 5 1.2D-1.0W(X) Yes Y DL 1.2 W.. -1 6 12D-1.0W(Z) 'Yes Y DL 1.2 W.. -1 7 1.2DL+diag(1.0Wx+1.0Wz)Yes Y DL 1.2 W.. .707 W....707 8 1.2DL+diag(1.0Wx-1.OWz)Yes Y DL 1.2 W....707 W.. .707 9 1.2DL+diag(-1.0Wx-1.0Wz)Yes Y DL 1.2 W..-.707W- 107 10 1.2DL+diag(-1.0Wx+1.0Wz)Yes Y DL 1.2 W..-.707W....707 11 0.9D+1.0W(X) Yes Y DL .9 W.- 1 i 12 0.9D+1.0W(Z) Yes Y DL .9 W.-- 1 13 0.9D-1.0W(X) Yes Y DL .9 W.. -1 14 0.9D-1.0W(Z) Yes Y DL .9 W. -1 15 0.9DL+diag(1.0Wx+1.OWz)Yes Y DL .9 W.. .707 W....707 16 0.9DL+diag(1.0Wx-1.OWz) Yes Y DL .9 W.. .707 W.. .707 17 0.9DL+diag(-1.0Wx-1.0Wz)Yes Y DL .9 W..-.707W..,-.707 18 0.9DL+diag(-1.OWx+1.0Wz)Yes Y DL .9 W..-.707W....707 19 1.2D+1.0Di+1.0Wi(X) Yes Y DL 1.2 0... 1 0... 1 20 1_2D+1.0Di+1.0Wi(Z) Yes Y DL 1.2 0... 1 0... 1 , 21 1.2D+1.0Di-1.0Wi(X) 'Yes Y DL 1.2 0... 1 0.-- -1 22 1.2D+1.0Di-1.0Wi(Z), Yes Y DL 1.2 0... 1 0... -1 23 1.2D+1.0Di+diag(1.0Wi(X)+1..Yes Y DL 1.2 0... 1 0... .707 0... .707 24 1.2D+1.ODi+diag(1.0Wi(X)-1...Yes Y DL 1.2 0... 1 0....707 0...-.707 25 1.2D+1.0Di-diag(-1.OWi(X)-1...Yes Y DL 1.2 0... 1 0...-.7070...-.707 26 1.2D+1.0Di-diag(-1_OWi(X)+Les Y DL 1.2 0... 1__0...-.7070....707 Envelope AISC 13th(360-05): LRFD Steel Code Checks Member Shape Code Check Loc...L..Shea...Loc...... L..phi*Pn..phi*Pn...phi*M...phi*M... ... Eon 1 11,11 PIPE_2.0 .391 8.45521 .049 7.545 5 12143....32130 1871.6...1371.6...1...H1-lb 2 M10 L3x3x4 .116 2 24 .266 1.091 z 24 42699...46656 1688.1..3755.7..2...H2-1 3 M11 L3x3x4 .116 0 23 .266 .909 z 2342699....46656 1688.1..3755.7..2...H2-1 4 M12 L3x3x4 .104 2 10 .272 1.091 z 2642699...466561688.1..3755.7..2 .H2-1 5 M13 L3x3x4 .104 0 9 .272 .909 z 2542699.. 46656 1688.1_3755.7_21.H2-1 6 M18 L3x3x4 .148 2 24 .364 1.091 z 2642699....46656 1688.1..3755.7..3 H2-1 7 M19 L3x3x4 .148 0 23 .364 .909 z 2542699....46656 1688.1..3755.7..2...H2-1 8 M35 PIPE_2.5 .087 1.51520 .039 1.515 2147114-5071513596.253596.25 1...1-11-1b 9 M35A P1PE_2.5 .087 1.51522 .039 1.515 1947114....507153596.253596.251...H1-lb 10 M3313 PIPE_2.0 .077 1.4555 .015 .545 512143....321301871.6.1871.6...1...H1-lb 11 M36 PIPE_2.0 .077 1.4555 .015 .545 512143.....321301871.6...1871.6...1...H1-1b 12 M27 C2.5x11 .272 .83 21 .026 0 z 2681904...98718..2636.1..30493....1 H1-lb 13 M28 C2.5x11 .391 .83 26 .035 0 z 2081904...98718...2636.1..30493....1...H1-lb 14 M29 C2.5x11 .273 .83 19 .026 0 z 2481904....98718...2636.1..30493....1 H1-1b 15 M21 5/8"dia b.. .018 0 17 .063 .25 6 6883.1...7063.2 65.579 65.579 1..H1-1b" 16 M22 5/8"dia b.. .031 0 3 .097 .25 246883.1._7063.2 65.579 65.579 1..H1-1b" 17 M23 5/8"dia b.. .011 0 14 .037 .25 6 6883.1._7063.2 65.579 65.579 1..H1-1b* 18 M24 5/8"dia b.. .012 0 15 .110 0 226883.1._7063.2 65.579 65.579 1..H1-1b" 19 M25 5/8"dia b.. .024 0 6 .057 0 4 6883.1...7063.2 65.579 65.579 1..H1-1b" 20 M26 5/8"dia b.. .022 0 15 .093 0 266883.1._7063.2 65.579 65.579 1..H1-1b" 21 M21A 5/8"dia b.. .031 0 3 .097 .25 236883.1._7063.265.579 65.579 1..H1-1b" 22 M22A 5/8"dia b.. .018 0 18 .063 0 4 6883.1._7063.2 65.579 65.579 1.111-lb" - 23 M23A 5/8"dia b.. .012 0 16 .110 0 206883.1._7063.2 65.579 65.579 1..H1-1b" 24 M24A 5/8"dia b.. .011 0 12 .037 .25 4 6883.1._7063.2 65.579 65.579 1..H1-1b' 25 M25A 5/8"dia b.. .022 0 16 .093 0 256883.1...7063.2 65.579 65.579 1..H1-1b' RISA-3D Version 15.0.2 [\...\...\...\...\...\...\ENG\Wall mount.r3d] Page 3 Page 18 of 21 Company : Vector Structural Engineering Aug 3,2017 I'I RISi Job Nu : EGG 2:09 PM Job Number U1194-332-171 POR Tigard Checked By:LRG Model Name : Antenna Mount Envelope AISC 13th(360-05): LRFD Steel Code Checks (Continued) Member Shape Code Check Loc...L..Shea...Loc...... L..ohi"Pn...phi"Pn...phi"M... phi"M... ... Eon 26 M26A 5/8"dia b.. .024 0 4 .057 0 6 6883.1 7063.2 65.579 65.579 1..H1-11)* Envelope Joint Reactions Joint X[lb] LC Y Db] LC Z[Ib] LC MX[lb-ft] LC MY[lb-ft] LC MZ[lb-ft] LC 1 N6OB max 213.073 12 10.989 16 114.575 3 0 2 20.386 12 0 2 2 min -224.01 6 -52.376 26 -75.753 13 0 2 -24.907 6 0 2 3 N62A max 168.998 18 294.951 19 168.753 17 0 2 19.814 18 0 2 4 min -231.823 8 41.906 13 -172.861 7 0 2 -24.787 8 0 2 5 N63 max 222.267 5 286.352 21 225.457 9 0 2 22.083 4 0 2 6 min -145.594 11 41.913 11 -166.298 15 0 2 -20.56514 0 2 7 N64A max 135.944 12 4.368 12 54.315 24 0 2 12.505 12 0 2 8 min -135.898 14 -13.863 22 -26.925 18 0 2 -14.644 6 0 2 9 N65 max 90.239 10 342.723 20 120.345 6 0 2 12.068 12 0 2 10 min -89.926 8 75.506 18 -91.773 12 0 2 -14.483 6 0 2 11 N59B max 232.99 12 22.34 18 57.453 11 0 2 22.61 4 0 2 12 min -237.71 6 -50.174 24 - -77.955 5 0 2 -21.13514 0 2 13 N60C max 213.073 14 10.989 15 75.753 13 0 2 24.907 4 0 2 14 min -224.01 4 -52.376 25 -114.575 3 0 2 -20.386 14 0 2 15 N61A max 232.99 14 22.34 17 77.955 5 0 2 21.135 12 0 2 16 min -237.71 4 -50.174 23 -57.453 11 0 2 -22.61 6 0 2 17 N62B max 168.998 17 294.951 19 172.861 8 0 2 24.787 7 0 2 18 min -231.823 7 41.906 13 -168.753 18 0 2 -19.81417 0 2 - 19 N64B max 135.944 14 4.368 14 26.925 17 0 2 14.644 4 0 2 20 min -135.898 12 -13.863 20 -54.315 23 0 2 -12.505 14 0 2 21 N65A max 90.239 9 342.723 22 91.773 14 0 2 14.483 4 0 2 22 min -89.926 7 75:506 17 -120.345 4 0 2 -12.068 14 0 2 23 N59C max 222.267 5 286.352 21 166.298 16 0 2 20.565 12 0 2 24 min -145.594 11 41.913 11 -225.457 10 0 2 -22.083 6 0 2 25 Totals: max 958.2 5 1616.974 19 1016.349 6 26 min -958.2 3 376.631 15 -1016.349 12 RISA-3D Version 15.0.2 [\...\...\...\...\...\...\ENG\Wall mount.r3d] Page 4 Page 19 of 21 JOB NO.: U1194-332-171 .VEC OR In 3 c 6R PROJECT: POR Tigard SUBJECT: CALCULATIONS DESIGN APPROACH LRFD BOLTED TENSION CONNECTION Location: Worst Case Bolt Grade: ASTM A325 Bolt Diameter: 0.625 in Number of Bolts: 1 Bolt Capacity: 20709 lbs (AISC Equation J3-1) Tension Load: 233 lbs Check Bolt: 1.1% Result: Select(1) 0.625 in. dia.ASTM A325 bolt. Note: Node 61A BOLTED SHEAR CONNECTION Location: Worst Case 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: 81 lbs Check Bolt: 0.7% Result: Select(1) 0.625 in. dia.ASTM A325 bolt. Note: Node 61A Page 20 of 21 1', `3`7-r+',a""•c ""T-\""r'M"�714'taa ! -z a .,;« ` " v` Z >T'r ry k >t s e� �'[, t r a .rte ,� t r. rr Applied Technology Council W/NDSPEEDBYLOCATION ASCE 7 Windspeed ASCE 7 Ground Snow Load Related Resources Sponsors About ATC Contact Search Results The CM 0 3V1 L^,cuW S2 ..-...- Query Date:Tue Aug 01 2017 Latitude:45.4449 Longitude:-122.7737 Thirsty Lion ASCE 7-10 Windspeeds Pub and Grill_Q Q Red Lobster (3-sec peak gust in mph*): Risk Category I: 100 Gustav s Pub&G., Q Risk Category II: 110 n Risk Category III-IV: 115 S;»r Oak St MRI**10-Year:72 gar Mgt.Storage < Dc MRI**25-Year:79 MRI**50-Year:85 MRI**100-Year:91 ASCE 7-05 Windspeed: -j4si 85(3-sec peak gust in mph) D ASCE 7-93 Windspeed: Goggle" ?4ap dltiArralSeogle 77(fastest mile in mph) *Miles per hour **Mean Recurrence Interval Users should consult with local building officials to determine if there are community-specific wind speed requirements that govern. =Print your results WINDSPEED WEBSITE DISCLAIMER 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 windspeed 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 windspeed 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 windspeed load report. Sponsored by the ATC Endowment Fund•Applied Technology Council•201 Redwood Shores Parkway,Suite 240•Redwood City,California 94065•(650)595-1542 Page 21 of 21 --'re-IJSGS gig Design Maps Summary Report User-Specified Input Building Code Reference Document ASCE 7-10 Standard „.,ir-i,.:n ur,ze,--1:5G5 riilard data avadaoie in 2008', Site Coordinates 45.4449°N, 122.7737°W Site Soil Classification Site Class D - "Stiff Soil” Risk Category 1/II/III *Hill SbOr0 '''''' '''.*****'...*** ,,,,, 4 • Gres Beaverton 4 A` If .• • /.' ',..,...1‘ 10 '- ***$.* Ti(I a r ,,,• e. ..,,, • Lake Oswego 1, .,. ay. '...,..,. ,, 0 6.- Sherwood t , be\l".......- ---,- 9,-...._........ -,.... USGS-Provided Output Ss = 0.978 g SMS = 1.084 g s.5 = 0.723 g S, = 0.425 g SMS = 0.669 g S. = 0.446 g For information on how the SS and Si 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. SAC :-.rise Soec.t,Jrn Dus74- ';',.:•_:::::;15e, Svect,..rn --„ , •..„ ._., ....,. For PGA ,T„ CRs, and Cp, values, please view the detailed report,