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REVIEWED BLD2021-0871+Structural calcs6.29.2021_2.57.54_PM+2275257 (2)RECEIVED Jun 23 2021 CITY OF EDMONDS DEVELOPMENT SERVICES DEPARTMENT BLD2021-0871 Structural Calculations for the Sound Transit Sounder PIMS Project Edmonds Station 211 Railroad Ave Edmonds, WA 98020 MLA Project No. 2019.116.4 Prepared for WSP USA Inc. 999 3rd Ave, Suite 3200 Seattle, WA 98104 WSP Project No. 160404 April 5, 2021 4`��� MLA Engineering, LLC 1424 Fourth Ave, Suite 415 Seattle, Washington 98101 206.264.2727 206.264.4835 Fax REVIEWED BY CITY OF EDMONDS 1 of 27 MLA ENGINEERING 1424 Fourth Avenue, Suite 415 Seattle, WA 98101 206-264-2727 JOB ST PIMS JOB NO. 2019.116.4 SHEET NO. OF CALC BY is DATE 2.11.2021 CHECKED BY DATE Project Description — Sound Transit PIMS A series of new Variable Message Signs (VMS) to replace existing signs or installed at new locations. Mounting locations vary: mounted on new light poles, existing shade structures or existing buildings. Governing codes: International Building Code (IBC) 2018 Minimum design loads for buildings and other structures, ASCE 7-16 Design Criteria The design loads for the building are as follows: Dead Loads 100 lb single sided VMS 30 lb single sided bracket 200 lb double sided VMS 50 lb double sided bracket Live Loads 300 lb concentrated load where sign is less than 10' above ground Risk Category — II per IBC Table 1604.5 Wind Loads Wind speed Vult = 97 mph Risk Category II Exposure Category C Seismic Loads Mapped values determined from ATC hazard website tool Ss 1.286 S 1 0.453 TL 6 Site class E le 1.0 2 of 27 JOB J% / /ILLS ?011.116.!/ MLA Engineering, LLC (206) 264-2727 NE-w VM5 WF16rfi Iry 16s /f,¢ pokBLE f fzlfckEr = ro ibs �iNGZE C„ +cKE'r 3d 1b5 Asti` 7- l6 Ct, 27 Soup fRkE mq.I ho �d ©,gS C-xr 3 K� = 9.67 o.m5- /•03 L - 17- pfg 17,7 tsf 2l.5-P�4 (W-) A+ = 5-2o'X 4" 4- i.s x T.6' _ 91piZ F = Z-71 # yoy ' yi6 t 19M 1 L L O/0 5 GN .45CF 7 rt, 13 R f5k C-4T�G•/sr = �� SHEET NO OF CALCULATED BY � C 1 DATE I -Zd -1 / CHECKED BY SCALE DATE ►o" 9 ' I i�it S 1?Wt t sA D 5 O N y l GNT P m1-k 5 A-ScE 7 c In I S R►Slk car_ = li v 4 - 7- 3 of 27 D PRODUCT207 Data Display Ltd Display Maintenance Manual EXISTING VMS TO BE REPLACED Figure 1.1 — Sounder GE Platform Display View. Doc Ref. DDJ09818002-Rev 8 15-Oct-20 Page 1.2 4 of 27 Data Display Ltd 1.4. Specifications CHARACTERISTIC Display Features Model Display Type Number of Lines Characters per Line Display Panel Type LED Colour LED per Pixel Pixel Pitch Communication VALUE PID-022005-UBA LED Passenger Display 2 22 DL305 and DL306 Ultra -bright Amber 1 7.62mm, (0.3 inches) COMMs RS485 Electrical Mains Power Supply Single Phase110V AC Fuse Value 8 Amp Power Consumption 310 Watts Housing Dimensions (LxHxD 61 in x 15.7in x 12.5in Weigh 56 Kg Enclosur Single Sided Access Housing Material 2mm Aluminium Housing Colour Black Lens 5mm Clear Pol carbonate Lexan Environmental Conditions Temperature Range -200C to 600C Humiditv Ranae 5% to 95% without condensation Table 1.1 — Display Specifications. Display Maintenance Manual DOUBLE SIDED WEIGHT ASSUMED SAME, 123# Doc Ref. DDJ09818002-Rev B 15-Oct-20 Page 1.7 5 of 27 Data Display Ltd 4.2. Mounting the Display Display Maintenance Manual The Display is mounted using two vertical bracket assemblies. Each assembly has a mounting bracket at either end. The bottom bracket has four holes that accept the 4 off bracket bolts, spring washers and sliding nuts. MOUNTING POSTS Item Number Document Titte Material OuarRiy Number 9 03125 SPRING 916" SPLIT LOIK WASHERpar Stainless Steel, 4 WASHERpar 304 8 SUOIND NUT 318"-18 UK SUOINO TUT St Bev 6-9um 4 YELLOW Zn RATE 7 BR/LKET BOLT 416-18 UNE x T' SNAKE TNISS Stainless Steel, 4 TIPROOF MIEHINE SREW 304 6 0500 SPRI ND 1/2' SPLIT IaK WASHERpar Stainless Steel, 2 WASHERpar 304 5 1/2' -13 UK 112" -13 UK HE Stainless Steel, 2 NUT 304 4 P1WT BOLT 112-13 UNE x 3112" PIN HE)( Stainless Steel, 2 SOIKET 17PROOF BUTT HO 304 MAE HINE SCREW 3 TOP M03NTIN0 TOPM03NTIN6 BRCIT 1 BRACKET 2 HANOI Ni STRUT FRN6INBSTMT Steel/6-9um 1 YELLOW Zn PATE 1 BOTTOM BOTTOM MDINTIN6 BRACKET 1 M03NTIN0 BRACKET EXPLODED SINGLE STRUT VIEW Doc Ref. DDJ09818002-Rev 8 15-Oct-20 Page 4.2 6 of 27 Data Display Ltd Display Maintenance Manual Place the four sliding nuts inside the mounting rail, two on either side as shown below. Place the bottom bracket on the top and slide towards the center of the Display as shown by the red arrows below. Align the bracket assemblies with the holes on the customer furnished structure. Attach the bottom bracket to the sliding nuts from the top with bracket bolts and spring washers. Assemble the remainder of the bracket assembly. Attach to customer furnished structure Attach to customer furnished structure Place the four nut plates in the correct rail shown in green. Figure 4.1 — Mounting Locations. Doc Ref. DDJ09818002-Rev 8 15-Oct-20 Page 4.3 7 of 27 Back to Back Display Configuration Back to Back systems are created with two individual displays. Both the 42" and 46" are configured in this manner. CBS� 8 of 27 G42000XX 42" (1040 x 260 mm) LED 1920 x 480 px 0.53 mm (H) x 0.53 mm (V) 1200 cd/m2 (Typ) 4000:1 178° (H)178° (V) 16.7 Million colours (Max) N/D 300 W (Max) 110 - 240 VAC, 0 - 60 Hz of input voltage N/D Remote screen Monitoring for Screen Activity, performance, internal Temperature, fan perfor- mance 1106.3 x 436 x 250.9 mm 45 Kg N/D Optically bonded 6mm harden glass N/A Satin black -20°C to +40°C (direct sunlight) -400C to +40°C (with the addition of internal heating strap) N/D 4 air flow temperature monitoring sensors, an internal display sensor, an internal enclosure sensor, twio air circulation sensors MTBF 50000 hours N/D N/D IP54 Please contact GDS for available details CE, UL Please contact GDS for available details 172 4015 172 168 . 68 GDS - www.gds.com I Design and specifications subject to change without notice. All trademarks are property of their respective companies. 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SRMRCATICN PAINT SPECS ProtsdAfteadsBanpart The pat hast0 be slipped Wh" nmdoibr painting Rim RTcgiTv CTare gorBD Thidaess E08a Cdos Akm Ntd Back SadeSN351F Boss - Type POAder Rrish RneTa&m Weight - 301b -ri mo MW mo MFA Item Code Fbv Me (Catty G Niter 1 WW1844 00 42'SMtBadcetwthPdes 1 mrrie0ta SwdTrmsit Ge— S 8rOe5idecJhrad� ""�" See BOMtable °A� SeeTade ��� smaF onr= R.YEfNl.ffii R:v rcvonre CL5-Pl& 1:10 29Jan2019 PM029(i2 00 H pnsaaa sb=r 1-1 armre+ gotlrieler 1/1 RIE WA£ GCS-P.mx A2El@�PM0M-CO.dn �Cpipi9Jea'ls�ed(� Prdf��pvLboddWMa6n�abv�mxmlbtl Q6-1la�arMAaie�eePWNC(a3Wm6ro'teap3lvdfltl�JWwYW Q6MMWa� 7 R I I VI GI 2/5/2021 L1TC Hazards by Location ATC Hazards by Location Search Information Address: 211 Railroad Ave, Edmonds, WA 98020, USA Coordinates: 47.8111305,-122.3841639 Elevation: 12 ft Timestamp: 2021-02-05T16:41:30.360Z Hazard Type: Wind THE BOV OF EDMOt erCY Edmonds Kingston pc, 12 ft :kett's ing North Edmonds Dayton St w n D Edmonds Go gle Marsh N AAnrinn S ASCE 7-16 ASCE 7-10 ASCE 7-05 MRI 10-Year 67 mph MRI 10-Year 72 mph ASCE 7-05 Wind Speed MR125-Year 73 mph MRI25-Year 79 mph MRI50-Year 78 mph MRI50-Year 85 mph MRI 100-Year 83 mph MRI 100-Year 91 mph Risk Category I 92 mph Risk Category I 100 mph Risk Category II 97 mph Risk Category II 110 mph Risk Category III 104 mph Risk Category III -IV 115 mph Risk Category IV 108 mph Map data ©2021 85 mph 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 interpolated from data provided in ASCE 7 and rounded up to the nearest whole integer. Per ASCE 7, islands and coastal areas outside the last contour should use the last wind speed contour of the coastal area — in some cases, this website will extrapolate past the last wind speed contour and therefore, provide a wind speed that is slightly higher. NOTE: For queries near wind-borne debris region boundaries, the resulting determination is sensitive to rounding which may affect whether or not it is considered to be within a wind-borne debris region. Mountainous terrain, gorges, ocean promontories, and special wind regions shall be examined for unusual wind conditions 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. 12 of 27 https://hazards.atcouncil.org/#/wind?lat=47.8111305&ing=-122.3841639&address=2l l Railroad Ave%2C Edmonds%2C WA 98020%2C USA 1/1 Company Address City, State Phone Wind Loads: ASCE 7- 16 Ultimate Wind Speed 98 mph Nominal Wind Speed 75.9 mph Risk Category II Exposure Category C Enclosure Classif. Enclosed Building Internal pressure +/-0.18 Directionality (Kd) 0.85 Kh case 1 0.937 Kh case 2 0.937 Type of roof Gable Topographic Factor (Kzt) Topography Flat Hill Height (H) 80.0 ft Half Hill Length (Lh) 100.0 ft Actual H/Lh = 0.80 Use H/Lh = 0.50 Modified Lh = 160.0 ft From top of crest: x = 50.0 ft Bldg up/down wind? downwind H/Lh= 0.50 K, = 0.000 x/Lh = 0.31 K2 = 0.792 z/Lh = 0.15 K3 = 1.000 At Mean Roof Ht: Kzt = (1+KjK2K3)12 = 1.00 Gust Effect Factor In = 24.0 ft use 24.0 B = 0.5 ft /z (0.6h) = 15.0 ft Rigid Structure e = 0.20 f = 500 ft Zmin = 15 ft c = 0.20 9Q, 9V = 3.4 LZ = 427.1 ft Q = 0.95 IZ = 0.23 G= 0.90 use G=0.85 JOB TITLE JOB NO. SHEET NO. CALCULATED BY DATE CHECKED BY DATE I V(z) Speedup x(upwind)- x(downwind) HI2 H Lh Hl2 [ V(z) z Speed-up V(z) x(Upwind) x(downwind) use 1.00 If H/21 H 2D RIDGE or 3D AXISYMMETRICAL HILL Flexible structure if natural frequency < 1 Hz (T > 1 second). If building h/B>4 then may be flexible and should be investigated. h/B = 48.00 May be flexible structure G = 1.43 Using flexible structure formula Flexible or Dynamically Sensitive Structure 34 icy (n,) = 1.2 Hz Damping ratio (p) = 0.01 /b = 0.65 /a = 0.15 Vz = 82.8 N , = 5.99 Rn = 0.045 Rh = 0.447 n = 1.547 RB = 0.979 n = 0.032 RL = 0.932 n = 0.108 gR = 4.225 R = 1.384 Gf = 1.433 In = 24.0 ft 13 of 27 Company JOB TITLE Address City, State JOB NO. SHEET NO. Phone CALCULATED BY DATE CHECKED BY DATE Wind Loads - Other Structures: ASCE 7- 16 Ultimate Wind Pressures Wind Factor = 1.00 Gust Effect Factor (G) = 1.43 Ultimate Wind Speed = 98 mph Kzt = 1.00 Exposure = C A. Solid Freestanding Walls & Solid Signs (& open signs with less than 30% open) s/h = 0.19 Case A & B Dist to sign top (h) 8.0 ft B/s = 2.40 Cf = 1.80 Height (s) 1.5 ft Lr/s = 0.00 F = qz G Cf As = 45.8 As Width (B) 3.6 ft Kz = 0.849 As = 7.9 sf Wall Return (Lr) = qz = 17.7 psf IF = 362 Ibs Directionality (Kd) 0.85 Percent of open area Open reduction CaseC to gross area 0.0% factor = 1.00 Horiz dist from windward edge Cf F=gzGCfAs (psf) Case C reduction factors 0 to s 2.39 60.8 As Factor if s/h>0.8 = 1.00 s to 2s 1.58 40.2 As Wall return factor 2s to 3s 1.15 29.2 As for Cfat0tos= 1.00 F = (60.8+40.2)/2*8ft2 = 404 Ib 14 of 27 2/25/2021 ATCHazards by Location ATC Hazards by Location Search Information THE BOWL OF EDMONDS Address: 211 Railroad Ave, Edmonds, WA 98020, USA -Kingston Fery Kingsto ft :kett's Coordinates: 47.8111305,-122.3841639 ng ston Ferry Edmonds Edm �12 r ing North Elevation: 12 ft\ Edmonds Timestamp: 2021-02-25T17:39:51.290Z Dayton St w Hazard Type: Seismic n D Y Edmonds N Reference Document: ASCE7-16 Go gle Marsh nAa ii s R,Map data ©2021 Risk Category: II Site Class: E Basic Parameters Name Value Description Ss 1.286 MCER ground motion (period=0.2s) S1 0.453 MCER ground motion (period=1.0s) SM8 null Site -modified spectral acceleration value SM1 null Site -modified spectral acceleration value SDg ** null Numeric seismic design value at 0.2s SA SD1 null Numeric seismic design value at 1.0s SA See Section 11.4.8 "* See Section 11.4.8 -Additional Information Name Value Description SDC null Seismic design category Fa null Site amplification factor at 0.2s F, null Site amplification factor at 1.0s CRs 0.911 Coefficient of risk (0.2s) CR1 0.896 Coefficient of risk (1.0s) PGA 0.547 MCER peak ground acceleration FPGA 1.153 Site amplification factor at PGA PGAM 0.631 Site modified peak ground acceleration TL 6 Long -period transition period (s) SsRT 1.286 Probabilistic risk -targeted ground motion (0.2s) SsUH 1.412 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) SsD 2.102 Factored deterministic acceleration value (0.2s) S1 RT 0.453 Probabilistic risk -targeted ground motion (1.0s) S1 UH 0.505 Factored uniform -hazard spectral acceleration (2% probability of exceedance in 50 years) S1 D 0.849 Factored deterministic acceleration value (1.0s) PGAd 0.743 Factored deterministic acceleration value (PGA) * See Section 11.4.8 ** See Section 11.4.8 15 of 27 https://hazards.atcouncil.org/#/seismic?lat=47.8111305&ing=-122.3841639&address=211 Railroad Ave%2C Edmonds%2C WA 98020%2C USA 1/2 Company Address City, State Phone JOB TITLE PIMS Edmonds JOB NO. SHEET NO. CALCULATED BY DATE CHECKED BY DATE Seismic Loads: IBC 2018 Strength Level Forces Risk Category : 11 Importance Factor (1) : 1.00 Site Class: E Ss (0.2 sec) = 128.60 %g S1 (1.0 sec) = 45.30 %g A site specific ground motion analysis is required for seismically isolated structures or with damping systems Fa = 1.200 Sms = 1.543 1 Sys = 1.029 Design Category = D Fv = 0.000 use 1.85 Sm1 = 0.838 SM = 0.559 Design Category = D ASCE7 11.4.8 exception 1 applied and Fa taken equal to site class Seismic Design Category = D 16 of 27 Non Buildings Ch_15 MLA ENGINEERING Subject: light pole Job Number: Date: 15-Oct-2020 Job: PIMS Edmonds By: JES Section: Checked By: Page/of: ASCE 7-16 Base Shear for Non -Building Structures not similar to Buildings, Chapter 15 INPUT DATA Short Period Response Acceleration Ss = 1.286 Spectral Response Acceleration @ 1 sec S, = 0.453 Soil Class SC = E Building Risk Category II Response Modification Factor R = 2 Total Non -Building Weight W = 0.700 kips Building System Coefficient Ct = 0.02 Total Non -Building Height h = 24 feet Overstrength factor Oo = 2 Deflection amplification factor Cd = 2 Long perior transition period TL = 6 CALCULATE BASE SHEAR Seismic Design Category based on SDs SDC = D Seismic Design Category based on Sol SDC = D Controlling Seismic Design Category D Occupancy Importance Factor I = 1.00 x coefficient for determining building period x = 0.75 Approx. Fundamental Period of Vibration = Ct * h x Ta = 0.217 sec. Fnrce nictrihutinn Fxnnnent k = 1 000 From ATC hazard Website From ATC hazard Website (A through F) See Table 20.3-1 (I, II or III) See Table 1.5-1 or 1.5-2 Table 15.4-1 or 2 See Section 15.3 Table 12.8-2 Table 11.6-1 Table 11.6-2 Table 1.5-2 Table 12.8-2 Eqn 12.8-7 Saofinn 19.R_3 Table 11.4-1 SS <= SS = Ss = Ss = Ss = SS>= 0.25 0.50 0.75 1.00 1.25 1.50 Soil Class E 2.4 1.7 1.3 Fa - - - - - #VALUE! Site Coefficient for SS Fa = #VALUE! User override Fa = 1.2 Table 11.4-2 S, <= S, = 1 S, = 1 S, = 1 S, = S, >= 0.1 0.2 0.3 0.4 0.5 0.6 Soil Class E 4.2 * F - 1 - #VALUE! Site Coefficient for S, F = #VALUE! User override F = 1.847 Modified Short Period Acceleration = Fa*SS SMs = 1.543 Eqn 11.4-1 Modified 1 sec. Period Acceleration = F *S1 SM, = 0.837 Eqn 11.4-2 Design Short Period Acceleration = 2/3*SMs SDs = 1.029 Eqn 11.4-3 Design 1 sec. Period Acceleration = 2/3*SM, SD1 = 0.558 Eqn 11.4-4 Ts = SD1/SDs T. = 0.54 sec. 11.4.6 To = 0.2Ts To = 0.11 sec. 11.4.6 Seismic Response Coefficient = SDs/(R/1) CS = 0.514 <==Controls Eqn 12.8-2 Maximum Seismic Response Coefficient = So,/(R/I)/T CS = 1.286 Eqn 12.8-3,4 Minimum Seismic Response Coefficient = 0.044*SDs*I Cs = 0.045 Eqn 12.8-5 (15.4-1) Minimum Seismic Response Coefficient = 0.8*S,*I/R Cs = 0.181 N/A Eqn 12.8-6 (15.4-2) Base Shear = CS*W V = 0.360 kips Eqn 12.8-1 0.514 G ASCE 7-16 Base Shear_ch 15 non-building.xlsx 17 of 27 NEW LIGHT POLE LOADING MENT OR iE PER CML DRILL & EPDXY NEW ANCHOR RODS LRFD loads for anchor design WIND LOADS pressure ht to area ft2 LRFD) G Cf centroid load OTM sign+arm Pole light fixtures 7.64 1771 1 43 200 1200 3865 4638.2 10.50 177 1.43 1.20 9.00 318.9 2870.3 3.00 177 1.43 2.00 18.00 151 9 2733.6 0.00 000 0.00 0.00 00 0.0 SEISMIC LOADS wt (Ibs) ht (ft) Cs sign+arm Pole light fixtures Totals 8573 equivalent height 11 95 LRFD load factor load 10242 lb-ft 350.00 12.00 0 514 1.00 1 1799 21588 200.00 9.00 0.514 1.00 1 102.8 925.2 70.00 18.00 0.514 1.00 1 36.0 647.E 0.00 000 000 0.00 1 0.0 0.0 620.0 Totals 318.7 3732lb-ft equivalent height 11.71 18 of 27 Hilti PROMS Engineering 3.0.68 www.hilti.com Company: Page: 1 Address: Specifier: Phone I Fax: E-Mail: Design: 2019.116.4 PIMS_PIMS_Edmonds Date: 3/23/2021 Fastening point: Specifier's comments: new light pole with attached arm and VMS 1 Input data Anchor type and diameter: HIT -RE 500 V3 + HAS-E 137 HDG 7/8 , Item number: 403902 HAS-E B 7/8"x12" (element) / 2123401 HIT -RE 500 V3 (adhesive) Effective embedment depth: hef,act = 8.000 in. (hef,l;mit = in.) Material: ASTM A 193 Grade B7 Evaluation Service Report: ESR-3814 Issued I Valid: 1/1/2021 1/1/2023 Proof: Design Method ACI 318-14 / Chem Stand-off installation: without clamping (anchor); restraint level (anchor plate): 2.00; eb = 1.181 in.; t = 0.500 in. Hilti Grout: CB-G EG, epoxy, fc,Grout = 14,939 psi Anchor plate : Ix x ly x t = 12.000 in. x 12.000 in. x 0.500 in.; (Recommended plate thickness: not calculated) Profile: Steel pipe, PIPE5STD; (L x W x T) = 5.560 in. x 5.560 in. x 0.258 in. Base material: cracked concrete, 4000, fc' = 4,000 psi; h = 12.000 in., Temp. short/long: 32/100 °F Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: > 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 (a)) Application also possible with HVU2 + HAS 67 HDG 718 under the selected boundary conditions. More information in section Alternative fastening data of this report. R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, ft.lb] Design loads 5 Sustained loads Z f x Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 19of271 Hilti PROFIS Engineering 3.0.68 www.hilti.com Company: Address: Phone I Fax: Design: Fastening point: I 2019.116A PIMS_PIMS_Edmonds 1.1 Unfactored loads Sustained Load factor load factor f1 or fz D (Dead) 1.000 F (Fluid) 1.000 - T (Temperature) 1.000 - L (Live) 1.000 0.500 H (Lateral) 1.000 - Lr (Roof live) 1.000 - S (Snow) 1.000 0.200 R (Rain) - - W (Wind) - E(Earthquake) - 1.2 Design results Case Description 1 Load case: Design loads Page: 2 Specifier: E-Mail: Date: 3/23/2021 V. [lb] Vy [lb] N [lb] Mx [ft.lb] My [ft.Ib] Mz [ft.lb] - - -620 - - - 857 10,242.000 - 638 - - 7,464.000 Forces [lb] / Moments [ft.lb] Seismic Max. Util. Anchor [%] N = -744; V. = 638; Vy = 0; yes 56 Mx = 0.000; My = 7,464.000; MZ = 0.000; Nsus = -558; Mx,sus = 0.000; My sus = 0.000; Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 20 of 27 2 Hilti PROMS Engineering 3.0.68 www.hilti.com Company: Page: 3 Address: Specifier: Phone I Fax: E-Mail: Design: 2019.116.4 PIMS_PIMS_Edmonds Date: 3/23/2021 Fastening point: 2 Proof I Utilization (Governing Cases) Loading Proof Design values [lb] Utilization Load Capacity PN / [;v N Status Tension Concrete Breakout Failure 12,580 16,308 78 / - OK Shear Steel failure (with lever arm) 214 3,947 - / 6 OK Loading PN Pv t Utilization ON,V N Status Combined tension and shear loads 0.771 0.054 5/3 66 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 21 of 27 3 Hilti PROMS Engineering 3.0.68 www.hilti.com Company: Page: 4 Address: Specifier: Phone I Fax: E-Mail: Design: 2019.116.4 PIMS_PIMS_Edmonds Date: 3/23/2021 Fastening point: 4 Alternative fastening 4.1 Alternative fastening data Anchor type and diameter: HVU2 + HAS B7 HDG 7/8 Item number: 68661 HAS-E B 7/8"x10" (element) / not available (capsule) Effective embedment depth: hef,act = 6.625 in., hnpm = 6.625 in. Material: ASTM A 193 Grade B7 Evaluation Service Report: ESR-4372 Issued I Valid: 6/1/2020 1 6/1/2021 Proof: Design Method ACI 318-14 / Chem Stand-off installation: without clamping (anchor); restraint level (anchor plate): 2.00; eb = 1.181 in.; t = 0.500 in. Hilti Grout: CB-G EG, epoxy, fc,Grout = 14,939 psi Anchor plate : Ix x Iy x t = 12.000 in. x 12.000 in. x 0.500 in.; (Recommended plate thickness: not calculated) Profile: Steel pipe, PIPE5STD; (L x W x T) = 5.560 in. x 5.560 in. x 0.258 in. Base material: cracked concrete, 4000, fc' = 4,000 psi; h = 12.000 in., Temp. short/long: 32/100 °F Installation: hammer drilled hole, Installation condition: Dry, Installation direction: vertical downward Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: > 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 (a)) Max. Utilization with HVU2 + HAS 137 HDG 7/8: 97 % Fastening meets the design criteria! Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 22 of 27 4 Hilti PROMS Engineering 3.0.68 www.hilti.com Company: Page: Address: Specifier: Phone I Fax: E-Mail: Design: 2019.116.4 PIMS_PIMS_Edmonds Date: 3/23/2021 Fastening point: 5 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. Input data and results must be checked for conformity with the existing conditions and for plausibility! PROFIS Engineering ( c ) 2003-2021 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan 23 of 27 5 MLA Engineering, LLC (206) 264-2727 JOB ---- SHEET NO. CALCULATED BY_ CHECKED BY_ SCALE VMS f-', j2/}cK E T ('aw^v 7-v S tiPM PR IIVO 5Tft-0t RE D4 LL Fx = 1.2 /3 0012-) 4- 1, 6 /3001a, = y 2 o Mr L Fy = y64 # z = Z-33 m F : 133 x 611 = 1, 399 # - VMS apAe"r y x w F t b 4 1/9" F/ L-I- r: r wF�> SEF- ATTAePI- b 5PRRAb Ei WEL'> a d I< 3 y /1,6AFe-Vv1/ 1/9" FILIET AJ/A) +PP�R H5s (MME 233 xis'' +I-314 = 5,sg2 k h Z`I.I Ic��'h tlk !. OWEk- Flss oK p y 1NsFC-c7-101v OF_ DATE DATE 24 of 27 JOB PJM 1 MLA Engineering, LLC SHEET NO. OF (206) 264-2727 CALCULATED BY DATE CHECKED BY DATE SCALE , MIS "AFAR 1 /v T MR 0 !', W- G2-x 3610/z -4 `6tfL X 1S"/z'f 18b 4 zL197 = 2�277 �r�r A 307 '�y"� I301-T s#F,#k Fhv = 77 kSi A6 = 0•191 Iv,- 0 'P, �, ; (0,75')(2-7)(.1�6j P5®/cr l etl Pr'4,P?N6; TGRR Dal' 8 5 , , d 3 25 of 27 ; 0 PRODUCT 207 Project: Engineer: PIMS Date: 2/5/21 weldGroup 2016.1 subject: WELD A: 1.5ft long HSS2x2 top weld to Checker: supporting structure Date: ECCENTRICALLY LOADED WELD GROUP ANALYSIS (AISC 14th EDITION) Design method: LRFD This spreadsheet computes available strength of eccentrically loaded weld Measurement Units: US group under combined action of the in Fillet weld size, w = 0.125 in faying plane forces and of the forces Electrode nominal strength, Fexx = 70 ksi normal to the weld group. The forces in Adjusted for higher -strength electrode, (�,Fexx = 70 ksi the weld elements are calculated using Weld available shear strength per unit length Instantaneous Center of Rotation Method per AISC Steel Design Manual, 14th (LRFD) cpRn = 0.75(0.6)cp1Fexx(0.707w) = 2.784 kip/in Weld Group Geometry Weld Node 1 Node 2 Length Ns X1 (in) I Y1 (in) X2 (in) Y2 (in) in 1 1 1 -1 1 2 .................................................................................... 2 1 1 1 -1 2 4................._1................_1.................._1.....................1 2 -1.5 -1 -0.5 0 0.5 1 1.5 PZ Z Weld Group Properties Total Length = 8 in Center of Gravity (C.G.) Instantaneous Center (I.C. oment Ix = 5.333 in'/in Inertia ly = 5.333 in'/in Xc = 0.00 in Yc = 0.00 in Xic = 1.3243 in Yic = -0.02 in eld A_HSS 2x2 to supt.xlsb Page 1 of 2 26 of 27 Project: Engineer: PIMS Date: 2/5/21 WeldGroup 2016.1 subject: WELD A: 1.5ft long HSS2x2 top weld to Checker: supporting structure Date: ECCENTRICALLY LOADED WELD GROUP ANALYSIS (AISC 14th EDITION) In -plane Load Vectors Origin Angle Value X (in) Y (in) p (deg) P (kip) 0 0 -90 0.233 In -plane Moment Mz = kip -in Analysis Out -of -Plane Loads I Status Solved ! Pz = 0.42 kip (+ for tension) Mx = 5.592 kip -in (+ for top fibers in tension) My = kip -in (+ for left fibers in tension) In -Plane Force Resultants Px = 2 PCosp = 0.00 kip Py = I Psinp = -0.23 kip Resultant force Po = v(Pxl+Pyl) = 0.23 kip Po = atan(Px/Py) = -90.00 deg MC.c,=2 P[(X-Xc)sinp-(Y-Yc)cosp]+Mz = 0 kip -in Eccentricity e = MC.G./Po = 0.00 in Origin of Xp = Xc+e*sinpo = 0.00 in Resultant Po Yp = Yc-e*cospo = 0.00 in Analysis Results 1. Shear Capacity under in -plane loads only itaneous Center of Rotation Method (IC) (pRn = 25.89 kip >_ 0.23 OK Elastic Method (pRn = 22.27 kip >_ 0.23 OK 2. Demand/Capacity check under combined in -plane and out -of -plane loads (IC method only) Consider out of plane ensile and Compressive Stresse reistance magnifier for out -of -plane forces, kn = 1 1 (up to 1.5 can be justified since the forces act normal to the we In -plane Shear I Out -of --Diane Shear Coordinates of Force Capacity Demand/ Force Capacity Demand Index of Critical Weld per unit per unit Capacity per unit per unit / Total weld Element length length Ratio length length Capacity o Ratio element X Y Vxy (pVn xy/(pV Vz (pVn Vz/(pVn [(VxyNn)Z In in (kip/in (kip/in (kip/in (kip/in T(v`1v11)- aximum In -Plane Shear 0.95 1 0.04 4.18 0.009 1.10 2.78 0.396 0.396 Max/Min Normal Force 0.95 1 0.04 4.18 0.009 1.10 2.78 0.396 0.396 Maximum Total Shear 0.95 1 0.04 4.18 0.009 1.10 2.78 0.396 0.396 aximum Vu/(pVn Ratio 0.95 1 T 0.04 4.18 0.009 1.10 2.78 0.396 0.396 Comment: M 11111[1=63 A The capacity of welded connection subjected to in -plane and out -of -plane forces is not defined in the steel manual. This calculations use square interaction approach (equivalent to geometrical sum of forces). The resistance of unit weld weld to in -plane forces is found using IC method. The resistance of uniti weld to out -of -plane forces equals to (kn)(�Rn. eld A_HSS 2x2 to supt.xlsb Page 2 of 2 27 of 27