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Permit (5) Calculation Sheet Index: S. No. Description Page 1 Oregon Snow Load 1-1 2 USGS Seismic Design Criteria 2-2 3 Horizontal Girt for new glazing system 3-5 4 Check E W14 roof beam supporting Girt 6-7 5 Sill design for new glazing 8-15 6 Angle support for new skylight 16-16 7 Angle support at roof for new girt 17-17 Oregon Snow Loading The design ground snow of any location in the state of Oregon may be determined by entering the latitude and longitude of your site into the boxes below. The tool provides the design ground snow load (pg in ASCE7*) forues can also be viewed on the online map. Users are strongly recommended to review the te.Map ourThe Notes9n ground snow load val- Ground snow loads are very sensitive to geographic location, and particularly sensitive to elevation. it is recommended that the lati- tude and longitude values be entered with a precision of 0.001 (about 105 yards). *ASCE Standard(ASCE/SEI 7-10)Minimum Design Loads for Buildings and Other Structures published by the American Society of Civil Engineers. Latitude - Longitude Lookup Results Latitude: 45.4502551 Longitude: -122.7813094 Snow Load: 10.0 psf Modeled Elevation: 203 ft Site Elevation versus Modeled Grid Elevation Site elevation refers to the elevation (above sea level, in feet) of the location for which the snow load is required. The modeled grid elevation is the average elevation of the 4 km (about 2-1/2 miles) tively flat terrain, the two elevations will likely be the same or very similar. In sloped or mountainous terrain, the two elevations grid cell that was used in the snow load modeling. In rela-may be quite different. • The design ground snow load may be underreported for some locations where the site elevation is higher than the modeled grid i elevation. Consult the Map Usage Notes if your site elevation is more than 100 ft. above the modeled grid elevation shown, or if your site is at or near the top of a hill. Oregon Design Ground Snow Load Look Up Results It is important that the user of this tool understand the principals and limitations of the modeling used to create it. Ground snow i loads can vary dramatically over short distances due to changes in precipitation and elevation. It is critical to use good engineer- ; ing judgment when Interpreting and using the results reported by this tool. The user is recommended to review the online map, to gain a better understanding of the variations and range of magnitudes of the ground snow loads in the vicinity of the site location. In remote regions at high elevation, reliable snow data was not available during the creation of the map. A site-specific case study is required to determine the design ground snow load in these areas. The ground snow load values on the map are based on ex- trapolation, and are not recommended for design. See the Map Usage Notes for the regions that require a site-specific case study. It is recommended that the local building official having jurisdiction at the site be consulted for minimum design ground snow or roof snow loads. The reported design ground snow loads must be adjusted as required by Chapter 7 of ASCE7* for site exposure, roof slope, roof configuration, etc. Only the properly adjusted loads can be used to design roof structural elements. • Oregon requires a minimum roof snow load of 20 psf(pm in ASCE7*) for all roofs, plus a 5 psf rain-on-snow surcharge for many roof types, resulting in a 25 psf minimum roof design load for most roofs. See the Map Usage Notes or Snow Load Analysis for Oregon, Part II for further Information. *ASCE Standard(ASCE/SEI 7-10)Minimum Design Loads for Buildings and Other Structures published by the American Society of Civil Engineers. ©Copyright 2010-2013 seao.org All rights reserved. 7/21/22,2:36 PM U.S.Seismic Design Maps sstA OSH PD Washington Square TI 9585 SW Washington Square Rd, Portland, OR 97223, USA Latitude, Longitude: 45.4502551, -122.7813094 JCPenney a Summit Dr 9 Washington Square Mall Guitar Center,' , a ct Washington Square Shane Co 9 'Pi, Vans a co 'Cascado Nordstrom Ye. Goggle `° Crescent Grove Cemetery Map data©2022 Date 7/21/2022,2:36:05 PM Design Code Reference Document ASCE7-16 • Risk Category Site Class II D-Default(See Section 11.4.3) Type Value Description _ SS 0.865 MCER ground motion.(for 0.2 second period) Si 0.397 MCER ground motion.(for 1.0s period) SMS 1.038 Site-modified spectral acceleration value SMi null-See Section 11 A.8 Site-modified spectral acceleration value SOS 0.692 Numeric seismic design value at 0.2 second SA Sol null-See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description SDC null-See Section 11.4.8 Seismic design category Fa 1.2 Site amplification factor at 0.2 second ' Fv null-See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.394 MCEG peek ground acceleration FPGA 1.206 Site amplification factor at PGA PGAM 0.475 Site modified peak ground acceleration Ti. 16 Long-period transition period in seconds SsRT 0.865 Probabilistic risk-targeted ground motion.(0.2 second) SsUH 0.976 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration SsD 1.5 Factored deterministic acceleration value.(0.2 second) S1RT 0.397 Probabilistic risk-targeted ground motion.(1.0 second) St UH 0.458 Factored uniform-hazard(2%probability of exceedance in 50 years)spectral acceleration. S1D 0.6 Factored deterministic acceleration value.(1.0 second) PGAd 0.5 Factored deterministic acceleration value.(Peak Ground Acceleration) CRS 0,886 Mapped value of the risk coefficient at short periods hdps://seismicmaps.org 1/3 ARC Engineering Project: WSQ Office Cell Calcs. By: Location: State Hwy 217 at Greenburg Road, Washington Co Oregon Chkd By: GSB Date: 7/19/2022 Job. No. 22051 de Sion hdr, ,T7 ( ,r7- 11 ( 7d,' 54- -- (7,\ (.1 to 4 I 111? /1 r: 4 ( /„„ \ (A ,A ry \ •'s rC ( H e6t ty' S S 4 '‹ c/rIC qi 3-7 / Beam: M1 — Shape: HSS10X6X6 .409 at 16 ft I Material: A500 Gr.B Rect Length: 32 ft 059 at 25.333 ft I Joint: N1 J Joint: N2 Dz ✓"^+. --•_ Envelope in Code Check: 0.172 (LC 16) Dy - - _ llik in Report Based On 97 Sections 88at32ft 1.334 at 15.667 ft I A k Vy k Vz k e -.88at0ft -1.38 at 16 ft 7.04at16ft 4.404at16ft k.ft MYAIkft Mz k-ft -2.49 at 26 ft 3.083 at 16 ft 2.565 at 16 ft i fa ksi f(y) ksi f(z) ksi -3.083 at 16 ft -2.565 at 16 ft A/SC 15th(36O-16):ASD Code Check Direct Analysis Method Max Bending Check 0.172 (LC kW Shear Check 0.024 z LC 1 Location 16 ft Location ( ) ( L]ax Defl Ratio 9 ft 16 ft L Equation H1-lb ocation ft Span 1 Bending Flange Compact Compression Flange Non-Slender Bending Web Compact Compression Web Non-Slender Fy 46 ksi Y-Y z-z g Pnc/om 62.995 k Lb 32 ft 32 ft Pnt/om 286.467 k Lc/r 157.527 105.8 Mny/om 54.401 k-ft Mnz/om 77.585 k-ft L Comp Flange 32 ft L-torque 32 ft Vnlom Y 103.28 k Taub 1 Vnz/om 57.137 k Tau_b 52.202 k-ft Cb 1.136 ARC Engineering Project: WSQ Office Cell Calcs. By: Location: State Hwy 217 at Greenburg Road, Washington Co Oregon Chkd By: GSB Date: 7/20/2022 Job. No. 22051 I , ( — _ - _.... - _ ........_-....\. \ 1 1 L -.A-----4— rHi ----' , frIbil)// I' C((?(,(--. a C 0) , i Cd1=fMl taUck C/ II -r- , _ -----/---r- ( i ....; .. ARC Engineering Project: WSQ Office Cell Calcs. By: Location: State Hwy 217 at Greenburg Road, Washington Co. Oregon Chkd By: GSB Date: 7/21/2022 Job. No. 22051 ( ( Beam: M5 Shape: Strengthened W14x22 Material: A992 Dy in Length: 31.5 ft I Joint: N10 J Joint: N11 Dz -- in Envelope Code Check: 0.659 (LC 11) Report Based On 97 Sections 1.154 at 15.75 ft 6.45 at 0 ft A k Vy _.__... k Vz -� k -6.45 at 31.5 ft Mz k-ft T k-ft My k-ft -62.603 at 15.75 ft 22.992 at 15.75 ft fa ksi f(y) ksi f{z) ksi -11.842 at 15.75 ft AISC 15th(360-16):ASD Code Check Direct Analysis Method Max Bending Check 0.659 (LC Mqx Shear Check 0.109 (y)(LC 'Max Defl Ratio L/327 Location 15.75 ft Location 31.5 ft Location an 15.75 ft Equation H1-lb S P 1 Bending Flange Compact Compression Flange Non-Slender Bending Web Non-Compact Compression Web Slender Ae=10.06. in2 Fy 50 ksi y-y z-z Pnc/om 50.271si k Lb 31.5 ft 31.5 ft Pnt/om 301.442 k Lc/r 249.377 54.591 Mny/om 22.569 k-ft L Comp Flange 4 ft Mnz/om 95.012 k-ft L-torque 31.5 ft Vny/om 59.187 k Taub 1 Vnz/om 127.545 k Cb 1 ARC Engineering Project: WSQ Office Cell Calcs. By: Location: State Hwy 217 at Greenburg Road, Washington Co. Oregon Chkd By: GSB Date: 7/19/2022 Job. No. 22051 Pa, lb/c 4 , L-1 Cf 4)< /Lc— it 3z,r, r / 2 L 3 ‹ /.71 e (a) /4 ; rc.S. rtC-\,/ y e Zc (Pr y6;-• r((X Li 2?() 610/6 2,-)ts,21 I- /.1 „ ,„„? 16 _ 6 ,-/- ; ARC Engineering Project: WSQ Office Cell Calcs. By: Location: State Hwy 217 at Greenburg Road, Washington Co. Oregon Chkd By: GSB Date: 7/19/2022 Job. No. 22051 ,„, /P ,. 4 + , /7 - 1,--/ ;:,`"" ( id 0 ''....) /71 11 . 11 f ! , 1 1 '- t" 7-7-31 67 Q417' Tr7(1' I ------'1N ; I I N I ), V , i1 I 7i. / ,.„ .....___ --,ye 1 11 If 1 i ‘,L) f 0 i It- $ -11- i I H 1,-- 1 Z,--r-19 ) i -I/ '1 - s/,-?Cs()) `. // () i - r ,i, (;) ',',,,-1,-,1 v F.'s if - ,,, ‘-,..1i a'. ,,,, i1 r---- d r i ../ 5 )/ -- ----2"--- — Ir / •'(+. C_ "- //(,-, / ARC Engineering Project: WSQ Office Cell Calcs. By: Location: State Hwy 217 at Greenburg Road, Washington Co Oregon Chkd By: GSB Date: 7/19/2022 Job. No. 22051 //,) 1.17 r 17 —//r/ 1, ) )..,5 A • tdo 3 /37 55 s-rod s 7 T 1/(4 0-4 fre' ./3.) I I 02)1 e procr /16 (f' SIMPSON Anchor Designer TM Company: Date: 7/19/2022 Sfabu Tie Software Engineer: I Page: J 1/5 Version 3.0.7947.0 Project: Address: Phone: E-mail. 1.Project information Customer company: Customer contact name: Project description: Customer e-mail: Location: Comment: Fastening description: 2.Input Data&Anchor Parameters General Design method:ACl 318-14 Base Material Units:Imperial units Concrete:Normal-weight Concrete thickness,h(inch):5.75 • Anchor Information: State:Uncracked Anchor type: Concrete screw Compressive strength,f (psi):2500 Material:Carbon Steel W<,v 1.4 Diameter(inch):0.375 Reinforcement condition:B tension,B shear Nominal Embedment depth(inch):3.250 Supplemental reinforcement:No Ign Effective Embedment depth,ha(inch):2.400 Ignore core concree crete breakout t provided corners:No Code report:ICC-ES ESR-2713 in tension:oNo Anchor category: 1 Ignore concrete breakout in shear:No Anchor ductility:No Ignore 6do requirement:Not applicable hmin(inch):5.00 Build-up grout pad: No c"a(inch):3.63 Cram(inch):1.75 Base Plate Smm(inch):3.00 Length x Width x Thickness(inch):8.00 x 5.00 x 0.25 Recommended Anchor Anchor Name:Titan HDi-3/8"0 Titen HD,hnom:3.25"(83mm) Code Report:ICC-ES ESR-2713 Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone;925.580.9000 Fax:925.847.3871 wxw.strongtie.com SIMPSON Anchor Designer TM Company: Date: 7/19/2022 Staron Tie Software Engineer: Page: I2/5 Version 3.0.7947.0 Project: Address: Phone: E-mail: Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination:U=0.9D+1.0E Seismic design:Yes Anchors subjected to sustained tension:Not applicable Ductility section for tension:17.2.3.4.2 not applicable Ductility section for shear: 17.2.3.5.2 not applicable no factor:2.5 Apply entire shear load al front row:No Anchors only resisting wind and/or seismic loads:Yes Service level loads: D E Sfrenath level loads N.[lb]: -100 0 -90 Vil%[lb]: 0 0 0 Vay[lb]: 0 220 550 Mx[ft-lb]: 0 295 738 My[ft-lb]: 0 0 0 M:[ft-lb]: 0 0 0 <Figure 1> 90 lb 0 ft-lb 3, ' O ft-lb 738 ft-Ib 550 lb 0'Ib Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong.Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor Designer"' Company: I Date: 17l1sr2o22 Software Engineer: Page: 3!5 Strong-Tie Version 3.0.7947.0 • ® Address: Phone: E-mail: <Figure 2> 4.00 4.00 1.00 1.00 8 ' .i f +j t:w I, O O O O b O C` b 06 0 Cl ��S � c 0 2.50, 5.00 8 5.00 co Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5958 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3971 www.strongtie.com t"r`;' SIMPSON Anchor DesignerTM Company: Date: 7/19/2022 Software Engineer: j Page: 14/5 • Strong-Tie Version 3.0.7947.0 Project: ® Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, N.. Ib Shear load y, Shear load combined, O V..,(Ib) V..y(Ib) 4(V..,)2+(V..y)'(Ib) 1 0.0 0.0 137.5 137.5 137.5 2 1204.5 0.0 137.5 3 0.0 0.0 137,5 4 1204.5 0.0 137.5 137.5 Sum 137.5 2408.9 0.0 550.0 550.0 Maximum concrete compression strain(%.):0.12 <Figure 3> Maximum concrete compression stress(psi):517 Resultant tension force(Ib):2409 03 04 Resultant compression force(Ib):2499 Eccentricity of resultant tension forces in x-axis,e'N,(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Eccentricity of resultant shear forces in x-axis,e'v,(inch):0.00 Y Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 N. XV 01 02 4.Steel Strength of Anchor in Tension(Sec.17.4.1) N..(Ib) 0 ON..(Ib) 10890 0.65 7079 5.Concrete Breakout Strength of Anchor in Tension(Sec.17.4.2) N5=k.A.4fchar1'5(Eq. 17.4.2.2a) k. A. f e(psi) her(in) Ne(Ib) 24.0 1.00 2500 2.400 4462 0.75q�Nmg=0.750(AN./ANm)'Pa.NY'aa,Nq�NYWo.,NN"(Sec. 17.3.1 &Eq.17,4.2.1b) AN.(in2) ANso(in2) C..min(in) Weedy 'Yeah Ve,N KAN Ni (Ib) 95.04 51.84 8.00 1.000 1.000 1.00 1.000 4462 0.65 3988 Nroy(Ib) 6.Pullout Strength of Anchor in Tension(Sec.17.4.31 0.750Np,=0.750,,,P4.Np(f./2,500)s(Sec. 17.3.1,Eq. 17,4.3.1 &Code Report) WC,P A Ale(Ib) f'.(psi) n 1.0 1.00 4468 2500 0.50 0.65 2178 Np.(Ib) • Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.sirongtie.com SIMPSON Anchor Designer TM Company: i Date: 17/19/2022 Software Engineer: Page: 5/5 • Strong-Tie Version 3.0.7947.0 Project: ® Address: Phone: E-mail: 8.Steel Strength of Anchor in Shear(Sec.17.5.11 V.,(Pb) Osow $ ¢gr°wbV.e(Pb) 2855 1.0 0.60 1713 10.Concrete Prvout Strength of Anchor in Shear(Sec.17.5.3) 0V0pe=0k,FNc°g=¢kcp(Avc/AN.0)wee,NY%e,N'Pot Wp,NNb(Sec. 17.3.1 &Eq. 17.5.3.1b) kcp Asc(in2) AA..(in2) Y',c,N TWA y'e,N 1.0 134.64 51.84 1.000 1.000 1.000 1.000 4462) 0.70 8112(Pb) 11.Results Interaction of Tensile and Shear Forces(Sec.17.6.1 Tension Factored Load,N°e(lb) Design Strength,eN°(Pb) Ratio Steel 1204 7079 Statusass 0 Concrete breakout 2409 .10 Pass 3988 0.60 Pass(Governs) Pullout 1204 2178 0.55 Pass Shear Factored Load,Vu,(Pb) Design Strength,eV,.(Pb) Ratio Steel 138 1713 Status Steel 550 0.08 Pass(Governs) 8112 0.07 Pass Interaction check N.../ON. Vee/0V° Combined Ratio Permissible Sec. 17.6..1 0.60 Status 0.00 60.4% 1.0 Pass 3(8"G Titen HD,hnom:3.25"(83mm)meets the selected design criteria. 12.Warnings -Per designer input,the tensile component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same load combination.Therefore the ductility requirements of ACI 318 17.2.3.4.2 for tension need not be satisfied—designer to verify. -Per designer input,the shear component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination.Therefore the ductility requirements of ACI 318 17.2.3.5.2 for shear need not be satisfied—designer to verify. -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances,the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone.925.560.9000 Fax:925.847.3871 www.strongtie.com TO M3 Beam: 3 Shape: LL4x4x4x6 • Material: A36 Gr.36 Dy in Length: 7 ft I Joint: N6 J Joint: N7 Da in Envelope Code Check: 0.055 (LC 10) Report Based On 97 Sections -.021 at 3.5 ft .186 at Oft A k Vy k Vz k -.186 at 7 ft Mz k-ft • T k-ft My k-ft -.325 at 3.5 ft .703 at 3.5 ft fa f(y) ksi ksi f(z) ksi -1.901 at 3.5 ft AISC 15th(36O-16): ASD Code Check Direct Analysis Method Max Bending Check 0.055 (LC Mx Shear Check 0.007(y) (LC 1 iox Defl Ratio L/4073 Location 3.5 ft Location 0 ft Equation H1-lb Location 3.5 ft Span 1 Bending Flange Non-Compact Compression Flange Slender Bending Web Non-Compact Compression Web Slender Ae=3.792 in2 Fy 36ksi yy z-z ft Pnc/om 55.593 k Lc L 4/r 43.95 695 67.375 Pnt/om 83.21 k 375 Mny/om 9.263 k-ft Mnz/om 5.906 k-ft L Comp Flange 7 ft Vny/om 25.868 k L-torque 25.868 k Taur u_b 1 7 ft 1 Cb 1 f Beam: M4 Shape: LL5x5x5x6 Material: A36 Gr.36 Dy in Length: 7 ft I Joint: N8 J Joint: N9 Dz in Envelope Code Check: 0.165 (LC 10) Report Based On 97 Sections 04 at 3.135 ft 2.927atOft A k Vz k VY k -.499 at 7 ft Mz k-ft T k-ft My k-ft -1.931 at .729 ft 2.099 at.729 ft fa f(y) ksi ksi f(z) ksi -5.676 at.729 ft AISC 15th(360-16):ASD Code Check Direct Analysis Method Max Bending Check 0.165 (LC f6i4x Shear Check 0.072 (y)(LC 1 '1:x Defl Ratio L/2083 Location .729 ft Location 0 ft Location Equation H1-lb 3.135 ft Span 1 Bending Flange Non-Compact Compression Flange Slender Bending Web Non-Compact Compression Web Slender Ae=6.004 in2 Fy 36 ksi y-y z-z Pnc/om 89.62 k L a ft 5 ft Lc/r 36.233 53.923 Pnt/om 132.359 k Mny/om 17.647 k-ft L Comp Flange 7 ft Mnz/om 11.733 k-ft L-torque 7 ft • Vny/om 40.419 k Taub 1 Vnz/om 40.419 k Cb 1