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r nFFICE COPY nW D Y Structural •Civil Engineers RECENE.0 STRUCTURAL CALCULATIONS MAY 11 2020 FOR GIT Y OF TMARD BUILDING O VISION DAS 217 o.grPZO -DO/22 11950 SW GARDEN PL TIGARD, OR 97223 APRIL 30, 2020 c e,GINE,� 9 l Z. 5 645PE r x 4414 Ci c0 L7 09,7 Ze, �'A. WPv EAPlRE9: 06/30/00 DESIGN PARAMETERS: ASCE 7-16,OSCC 2019 GRAVITY LOADS DEAD LOAD 8 psf LATERAL INTERIOR LATERAL 5 psf SEISMIC MAPPED RESPONSE SDs=0.672 SITE CLASS D IMPORTANCE IE= 1.00 CONTENTS: STRUCTURAL CALCULATIONS CI to C35 STRUCTURAL NOTES AND PLAN S20 STRUCTURAL DETAILS S30 • 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com nW D Y Structural • Civil Engineers Job Name: DAS 217 Job No: 20054 Sheet No: C' Client: LRS Date: April 2020 By: BT Main Floor Plan Note: -Partial Plan -For Reference Only • 14¢2 1 potl7 l i r_ / • (N)btcs C.a-�1Y�D1 r S°la: �iE STEFL wrka.. TYPtfAt-. ` � Fa-W*1S Tp�+s►+r � t \'R n it2 44 14-7-FKirr vo ��oM tti ti �CN�STEFC� ge+4t'1 (N) Nss Cowwi u 6443 SW Beaverton-Hillsdale Hwy,suite 210• Portland,OR 97221 •ph. 503.203.8111 •fx: 503.203.8122 •www.wdyi.com nW D Y Structural • Civil Engineers Job Name: DAS 217 Job No: 20054 Sheet No: CZ Client: LRS Date: April 2020 By: BT STE�C R�EAn� C v4T rJfj ft55u0y7TY06 CGztx.u� 9 i I LI L'pFIC SCPrL 6,00x 4 = Z° II FoLtAilt' PaeTi 's,ul �c a ilk f I I 1 4 I LAl-TROL; 1FrER-zoo Srs-r (..o . Os . 269 FP.= o.`I ctP Sas la..�P • E l- 2(2/ti ECG 13.3 I t?C 16 RP TP 0.p - Ar+.7 fAgtrtTcNs (rec. I3_s_1 Ase.5 7-Cc.) bs° 0-66.3 — 41-1 M(4PS Q = b - oThE2 wP.U-s hW" 1)(427ITTOHs: (" 1 li<LE tj) lr = 1.0 CON$Ee IAIlvF 3l92(dre) # a_s6Ts-f 4Ssf '= Tt.orgiole t..91TOF aov.k— Jl-n=2.0 ; Ps F . _ use S P> c-ar+ 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph: 503 203 8111 •fx: 503.203.8122•www.wdyi.com 4/7/2020 U.S.Seismic Design Maps es OSH PD DAS 217 11950 SW Garden PI, Tigard, OR 97223, USA Latitude,Longitude:45.433656,-122.7620946 JOANN Fabrics , p Dollar Tree 9 and Crafts -- \A o Enterprise Rent-A-Car9 �} „'l 'r",... G� 99w Diva en Studio s` �s, rNe` Bank of America (with dG R' Fido's The World's yog Drive thru services) Skyhook Ninja Fitness9 i First Dog Taphouse! °�� Woodcraft of Portland park 2179 9d Go gle ~�,S Map data©2020 Date 4/7/2020,2:38:54 PM Design Code Reference Document ASCE7-16 Risk Category II Site Class D-Stiff Soil Type Value Description i SS 0.864 MCER ground motion.(for 0.2 second period) - St 0.395 MCER ground motion.(for 1.0s period) SMs 0.997 Site-modified spectral acceleration value SMI null-See Section 11.4.8 Site-modified spectral acceleration value , SOS 95 Numeric seismic design value at 0.2 second SA SOI null-See Section 11.4.8 Numeric seismic design value at 1.0 second SA Type Value Description SOC null-See Section 11.4.8 Seismic design category Fa 1.t55 Site amplification factor at 0.2 second F. null-See Section 11.4.8 Site amplification factor at 1.0 second PGA 0.393 MCEG peak ground acceleration Fp.A 1.207 Site amplification factor at PGA PGAM 0.474 Site modified peak ground acceleration Ti. 16 Long-period transition period in seconds I, SsRT 0.864 Probabilistic tisk-targeted ground motion.(0.2 second) SsUH 0.974 Factored uniform-hazard(2%probability of excesdance In 50 years)spectral acceleration SaD 1.5 Factored deterministic acceleration value.(0.2 second) S1RT 0.395 Probabilistic risk-targeted ground motion.(1.0 second) SiUH 0.455 Factored uniform-hazard(2%probability of excoedanco in 50 years)spectral acceleration. S10 0.8 Factored deterministic acceleration value.(1.0 second) PGAd 0.5 Factored deterministic acceleration value.(Peak Ground Acceleration) Cps 0.887 Mapped value of the risk coefficient at short periods CR1 0.867 Mapped value of the risk coefficient at a period of 1 a • htlps:!/seismicmaps.org 1/2 4/7/2020 U.S.Seismic Design Maps DISCLAIMER While the information presented on this website Is believed to be correct,§EAOC/OSHPD and its sponsors and contributors assume no responsibility or liability for its accuracy.The material presented in this web application should not be used or relied upon for any specific application without competent examination end verification of its accuracy.suitability and applicability by engineers or other licensed professionals.SEAOC/ OSHPD do 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 seismic data 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 search results of this website. https:llseismicmaps.org 2/2 1771 W D Y Structural • Civil Engineers limod Job Name: DAS 217 Job No: 20054 Sheet No: CS' Client: LRS Date: April 2020 By: BT 5 - RtArvk pA-sraw LoRp Ceis>` #4 f -- W 4t c. HAtF o prt4 Tx_ y Pwev L_ . SnoNt1 (AXIS ?> Nh J i v > - SPsF hr ' Vz`° PG- _ ta.,,-4f {g'-y. i2') - '000 16 Mrx = lb.� K-�+ (sa CC ) Z.gAec fir 6,L0e, a}.e. (7`i P F`rr+rirr) Mnx =15o.1 ( °` ) . JL / LoA-D cAsel it z_- i.,,m-.(_. urns/ (braof£D) d V / y � ..PT_-ikAt_ 1..vPr] �, a r4{ A �t y i�-.rg /I D 1-©" ^-�-(„ i4lt.. yr- gi o„� s b„ /' tom?!0" A. . gpA(z'Ncc jrt ..5"o`° 0,e..__ s 3 wloxNQ LPX 8,9`/ Lpy = 4.97 f C-V ) z B.9-7- (2,;_-'_11? ) t s'. 23e C Vo" filist 'G l _ P fin -tthP = y J z/ (E 2 I ,, /tr e l' '`.Ear-i f-e%,_ - P (.54 1'' i ao.3)' k"F4 > o. '/ . ; ok I-61 6 = j(..."L`f = 5-(5"/9 //7 yRf-iz)ti 1 0. 0I I' L - 9' iz �6Y3 = o%. eT 3311 Fz 391.1 (a9xro4Fqg3.4:A1) (' ii- k-r 1 F:rikirat LOfs7XN(Z VvIrx: L. "'Yy Zf.o C'Eq . HI -la , Ark 13r'P.e,. lo_4 A. p y�`4') - 0.0�+ O= 6-3- 4I, o :.-Ok „PI xN^cy� IS�.�O'rr �Ku i« 0% w/OX Nti BEAM 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 • ph: 503.203.8111 •fx: 503.203.8122•www.wdyi.com Gravity Beam Design Cb RAM SBeam v5.01 DAS 217 RAM 04/08/20 16:38:42 - STEEL CODE: AISC 360-05 ASD SPAN INFORMATION (ft): I-End 7.00,0.0.0) J-End (24.00,0.00) Minimum Width specified=9.00 i Beam Size (Optimum) `" Fy = 50.0 ksi Total Beam Length(ft) = 24.1 ` Mp (kip-ft) = 251.67 Top flange not braced by decking. USER DEFINED FLANGE BRACE POINTS: Dist (ft) Top Bottom 8.00 Yes No 16.00 Yes No POINT LOADS (kips): Flange Bracing Dist(ft) DL LL Top Bottom 12.000 0.80 0.00 No No LINE LOADS (k/ft): Load Dist (ft) DL LL 1 0.000 0.049 0.000 24.000 0.049 0.000 2 0.000 0.067 0.000 12.000 0.067 0.000 SHEAR: Max Va (DL+LL) = 1.59 kips Vn/1.50 =68.00 kips MOMENTS: Span Cond LoadCombo Ma @ Lb Cb S2 Mn/S2 ki.-ft ft ft kip-ft Center Max + DL 12.0 8.0 1.05 1.67 150.7Q ' Controlling DL 10.7 12.0 8.0 1.05 1.67 150.70 REACTIONS (kips): Left Right DL reaction 1.59 1.19 Max +total reaction 1.59 1.19 DEFLECTIONS: Dead load (in) at 11.76 ft = -0.128 L/D = 2242 Live load (in) at 11.76 ft = -0.000 Net Total load (in) at 11.76 ft = -0.128 L/D = 2242 riw D Y Structural • Civil Engineers Job Name: DAS 217 Job No: 20054 Sheet No: el. Client: LRS Date: April 2020 By: BT SItEC bEs..raiv BM t)t_ 1-19plf air fAQ777Jc C71 " f9-c 'l a41 'si 9)i l( o �F- A5sumE Ir40-0700 ro E t`a 1.'7 ri4L= 5-6e r /4001 + arc sipF. l\l0 {R cfLFFC LOD, ()sr Nss 4horx � L`c+tvsnn 53000'6• s) 0k- z — L 2 H T - t tad jzr�(—Fa{y dvEnt c tintL �P l GfrrE�r�l_ Dan> tOI 1PEP,r\n pi.. t -'98 ' RleaT.T04 t)L 8 ps 1 ( ��i� 8aa" P12,74c 13 gg 11> TaY Hss LIXfk%9 �\ Pr = 13sg.1b lJ, b 611 16 16 13__. g— '+- 147 go'), b..0311 + 0.3 os f 0.389 _ L I.o pry I6,so7'b s43on-�fi 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph: 503.203.8111 •fx: 503 203 8122 •www.wdyi.com nW D Y Structural • Civil Engineers Job Name: DAS 217 Job No: 20054 Sheet No: Cg Client: LRS Date: April 2020 By: BT 11/ r — —f I t 1 al'A WIr-n.1 PjOIT Cry E', = 1.'1 Fct - F i_ s, _ 1•1 (1-I�,00,irf' ) — 2 0 6so,A,P9 21Uj1l \ _ G- rs' — 7s rs S -,-/cbi' ( (�X/z" `/7'"/ `loz�`: 4 Rn° GI,1'Ck't'i; (9 R/y(/2))z) t 4/5-, 35-6 1b > 2t o 1I- A,, S7Fri_ 12.,0Ti($'1.1 (E,lY tt l„ 1 I" [Li .rt; ) y„ f --a�P Fp - 1b7-1a 6sf }�.Jlo- 2_D) Lit' L (CoNr,rnQi. s ) ( S"eSF / 1,, L - — o 1" N P usE a) _sT Pso1`1 3/$" 7Exl Ni) �,/ zr2 " r.W ) - _-) (Cour;Ti . til) 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland, OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com Ass Cot-I^H ;1PisE Pt_ ANc 06,E , C9 - • SIMPSON Anchor Designer1M Company: WDY Inc. Date: 4/7/2020 Engineer: BT Page: 1/5 Strong-Tie Software Project: DAS 217 Version 2.6.6682.2 Address: Phone: E-mail: 1.Project information Customer company: Project description: Customer contact name: Location: - Customer e-mail: Fastening description: Comment: 2. Inout Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete: Normal-weight Units: Imperial units Concrete thickness,h(inch):4.00 State:Cracked Anchor Information: Compressive strength,fc(psi):2500 Anchor type:Concrete screw PPc,v: 1.0 Material:Carbon Steel Reinforcement condition: B tension,B shear Diameter(inch):0.375 Supplemental reinforcement:Not applicable Nominal Embedment depth(inch):2.500 Reinforcement provided at corners:No Effective Embedment depth,her(inch): 1.770 Ignore concrete breakout in tension:No Code report: ICC-ES ESR-2713 Ignore concrete breakout in shear:No Anchor category: 1 Ignore Edo requirement:Not applicable Anchor ductility:No Build-up grout pad:No hmie(inch):4.00 c.c(inch):2.69 Base Plate Cmm(inch):1.75 Length x Width x Thickness(inch):8.00 x 4.00 x 0.50 Smm(Inch):3.00 Recommended Anchor _ Anchor Name:Titan HD®-3/8"0 Titen HD,hnom:2.5"(64mm) 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:925.560.9000 Fax:925.847.3871 www.strongtie.com Co SIMPSON Anchor DesignerT"" Company: WDY Inc. Date: 4/7/2020 Engineer: BT Page: 2/5 Strong-TieSoftware Strong Project: DAS 217 Version 2.6.6682.2 Address: e Phone: E-mail: Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination:not set Seismic design:Yes Anchors subjected to sustained tension:Not applicable Ductility section for tension:17.2.3.4.3(d)is satisfied Ductility section for shear: 17.2.3.5.3(c)is satisfied Ro factor:not set Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads:Yes Strength level loads: Nu.[lb]:0 Vu.,[lb]: 171 Vary[lb]: 0 Mu,[fl-lb]:0 Muy[ft-Ib]:0 Mu:[ft-lb]:0 <Figure 1> Zo lb „__46.,.. 0 lb _ 0 ft-lb 1711. P O 0 ft-lb lq; 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 www.strongtie.com eeti SIMPSON Anchor Designer TM Company: WDY Inc. Date: 4/7/2020 Engineer: BT Page: 3/5 Strong-Tie Software Project: DAS 217 Version 2.6.6682.2 Address: Phone: E-mail: <Figure 2> fV O 0 N ti 12.00 12.00 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.strongtle.com e CM SIMPSON Anchor Designer TM Company: WDY Inc. Date: 4/7/2020 Software Engineer: BT Page: 4/5 Strong-Tie Version 2.6.6682.2 Project: DAS 217 ® Address: Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.(Ib) Vaax(Ib) Vary(Ib) J(Vee.)2+(Vaa02(Ib) 1 0.0 85.5 0.0 85.5 2 0.0 85.5 0.0 85.5 Sum 0.0 171.0 0.0 171.0 Maximum concrete compression strain(%a):0.00 <Figure 3> Maximum concrete compression stress(psi):0 o2 Resultant tension force(Pb):0 Resultant compression force(Pb):0 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 Y Eccentricity of resultant shear forces in x-axis,e'v.(inch):0.00 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 X Cr1 8.Steel Strenqth of Anchor in Shear(Sec.17.5.11 V,.(Ib) 07e0 0 00,000Vsa (Ib) 2855 1.0 0.60 1713 9.Concrete Breakout Strength of Anchor in Shear(Sec.17.5.21 Shear perpendicular to edge in x-direction: Vox=min17(le/da)0'24de1.aJPcOarl'5; 9Abgfcceo'51(Eq. 17.5.2.2a&Eq. 17.5.2.2b) le(in) chi(in) A. Pc(psi) co(in) Vbx(Ib) 1.77 0.375 1.00 2500 8.00 6615 ¢Vcbx=.0(Avc/Avrn)VerXVKV'Y4vVbz(Sec. 17.3.1 &Eq. 17.5.2.1a) Av.(in2) Avg.(in2) Y'ae,v Vc,v 'Yh,v Vex(Ib) 0 0Vcbx(Pb) 96.00 288.00 1.000 1.000 1.732 6615 0.70 2673 Shear parallel to edge in x-direction: Vb..=min17(1a/da)0.24dada4Peca,15;92e4Paca/1.51(Eq. 17.5.2.2a&Eq. 17.5.2.2b) le(in) da(in) .1, Po(psi) co(in) Vey(Pb) 1.77 0.375 1.00 2500 8.00 6615 OVcbgx=(f(2)(Avc/Avco)Y'ec,vY'ee,v'P.,vVii.vVey(Sec. 17.3.1, 17.5.2.1(c)&Eq. 17.5.2.1b) Ave,(in2) Av..(inz) Fec,v Y'ed,v 'c,V rYh,v Vby(Ib) 0 0mg.(Ib) 120.00 288.00 1.000 1.000 1.000 1.732 6615 0.70 6683 10.Concrete Prvout Strength of Anchor in Shear(Sec. 17.5.3) 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 Posilas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925,847.3871 www.strongtie.com cry SIMPSON Anchor Designer TM Company: WDY Inc. Date: 4/7/2020 Engineer: BT Page: 5/5 Strong-Tie Software Project: DAS 217 Version 2.6.6682.2 Address: Phone: E-mail: OVEw=OkcAbg=0kcp(ANd ANcn)rY 01 Sued,N 5vc,N 5vcp,NNn(Sec. 17.3.1 &Eq.17.5.3.1 b) kcp Aft(in2) Ante.(in2) Iec,N red,N V4N Vicp,N ND(Ib) td ¢V (Ib) 1.0 56.39 28.20 1.000 1.000 1.000 1.000 2002 0.70 2802 11.Results 11.Interaction of Tensile and Shear Forces(Sec. D.7)? Shear Factored Load,V,,.,(Ib) Design Strength,eV.(Ib) Ratio Status Steel 86 1713 0.05 Pass T Concrete breakout x+ 171 2673 0.06 Pass(Governs) Concrete breakout y- 171 6683 0.03 Pass(Governs) Pryout 171 2802 0.06 Pass 318"D Titen HD, hnom:2.5"(64mm) meets the selected design criteria. 12.Warnings -Per designer input,ductility requirements for tension have been determined to be satisfied—designer to verify. -Per designer input,ductility requirements for shear have been determined to be satisfied—designer to verify. -Designer must exercise own judgement to determine if this design is suitable. -Refer to manufacturers 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.stronglie.com 0 W D Y Structural • Civil Engineers Job Name: DAS 217 Job No: 20054 Sheet No: 04 Client: LRS Date: April 2020 By: BT • LAFF.4 . &2ANE P -M • _ /�a«l G/3rFFve > - , C4 rEf2nA c >- (.-fs{(i to f 9' 't1`-- Vc C= 3-4 y ib 2.2 31. l -4-406 J I -2 z=2.23 C(mpw.:•S6 UN JL • Pr _ Jt 9 74Hn. - vi ✓2L t yrFt t l(7 } - .?f?, ..:c:.q.r _ P (RUPTUF)/ - a3,i 14 > TO- •'ot, JII .2sE Law a'/z '/4 F QC. COIJNEL cart 11a ti4X;F VSE. (3 ) Sz-u`C..oN SD5a5 212, Sexco,3 - 30,aoa).*1A6,,lb > aotb 014_ _. x -4 'fX I6( ) - D i x' 33`IIO [1-1 L 'i ) / C2)STI1 s 143i = Rge; (,),) 090,1b ,6 1: = 05, (9,) 57^'Pf`N /1-,'W eta;ps �/ 0) `25rnnVSoN 9 4 - 31(y1b(1�,t3150? >33�{M e 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph: 503.203.8111 •fx: 503203.8122•www.wdyi.com nW D Y Structural • Civil Engineers Job Name: DAS 217 Job No: 20054 Sheet No: C�S Client: LRS Date: April 2020 By: BT SPere / ' DE,vr I 1X FEam Y9(/( ; ' - /i '' gyp- ---_ pL Y,vearrxr-6),,( s 0y): # I✓IPO0. _ rr7 r • J . 1 a}7b1y % .e Trrlav�C 'zrs.T 1:A/ /�fZL F v-3 C= ` ge6 f ,L2 L3x2%ax %y P., 1.1710f6 > (14-)0P0PFSSfGV z- L 3x d'h_x ly P •'ylai>..rvl7 S 2ck�l` > 1N 1 YZE4 br/d<, o/e 3 )(it Li Ph (12Oetkt- _(N5 I 7 11216 " 72' E r—YG 05E" Lax z'/zn `f` BfieleE k "O 1 ac ?v Coo t Li"00 {�EµJ Co.l„^;G7:t tsar r IqB ' 1.41.. `KG '.(3> SI: P<.o.�l SS7525212 Sec24..,f, AuGItk a.�u i5ai6(/ z 1$ gg4'6 ('fJfl hll C7 Y9b1 L `\r, 5 ,� 1.1 NJt,Nr1oc...e w/(C)o-IySx3 ��yws 1135te >gg511. !k prrfi 148a w/(3)41x'tSe 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com nW D Y Structural • Civil Engineers Job Name: DAS 217 Job No: 20054 Sheet No: C 6 Client: LRS Dale: April 2020 By: BT Re H.& O i>i , rV a4' L0,1 fOK N br-17- C7Frav57 a f:. .° 'sf ,.. '.. 811 r s 4 fS 9 tncu TVE. weN _ = SC 2X a'f Ia1 . 455ci 1/ce _ a ys, 3SYfr d„n 3;y a.:f_., .;�6 r.Xo.ay"' tJ E O..Ay" (1)1109SI62 0 (43 ,"! (JuJ ` -13 1n(z) k9-1.24'14_'1 7 .38�";n JQ V pKe� = 11.34-rl�(Z) `a�$•f ll� ) cy.016' 5l rer.e., co c�r7: to :353�Ht.�4.W"" 6443 SW Beaverton-Hillsdale Hwy, suite 210• Portland, OR 97221 •ph: 503.203.8111 •fx: 503.203.8122•www.wdyi.com DW D Y Structural • Civil Engineers Job Name: DAS 217 Job No: 20054 Sheet No: el+ Client: LRS Date: April 2020 By: BT a41-1-0(46 (�o� faC it____.--ItP-rie..rew-, lo 81?x Mivt ......e,..„,,,Ey. P v viAt� C�IR2ED wxNca•i/G 4 ii LAL LPIEML nn ,) (> 3'-0" L.4TEP-ok n.1t=iar, 144E - g z F.(313,y4X9)7 c. ''306. �` /12 \ I 3-G5 K-4 g (i�J VRta = [fit. (38.34.149'\ t 15`IIb a Z. Trees = 5 t.JL 1 ` 5(3g_3 IV1-7/3' •' )' Le' 3-1IL34't y600-- 0.14" 5fvE4 .31`1( gi_5?<1041,4='%r`. .) (a) s6aTf5D -'i3 K:„ Mracwa - (2) 3, Lam-!' t 41.Q 3 co ` /34.44vJ - 109416 (2) . a0 (b `> is .- _. .. .. .. 4tbucJ - 0.'1N 'n`1 CO 1 O.Qa$'°-' ' 0.7`1$'•� T-:oe LAE (2) Jyat)st6a v Srvb et' M. 3C., 7`f5 - 43 Bcx gr bF, (2,)1ycit=s2- s-st, 6443 SW Beaverton-Hillsdale Hwy,suite 210• Portland,OR 97221 •ph:503.203.8111 •fx: 503.203.8122•www.wdyi.com nW D Y Structural • Civil Engineers Job Name: DAS 217 Job No: 20054 Sheet No: C11$ Client: LRS Date: April 2020 By: BT (-4 E ,4L 131(24(c-£ Pr..614Al: 7 La,rinL - tsyli' _.. ._.11 maw _ . . LeTiz44.- X( I , 1�-6s416y I-414/1)4y1t!, �1i1! l Th-r�aa4 a.t v.e k Pi, = SKY AMA- 0.'I 33,4 °-062 ;41) 1-7 /ik'. >9ion- TENsacry 6. Asa 251b3-13__ /2/-Y°E_ 6v, eE:. ehr 'C--fr,-.4 mow, ,-'I 1 1 / -- 1 .. -k — /'3 rr 5',"Mpg p•O J 1 �r9Bs� e 414, Isy lb t18.66 r>, (1.575.5'1 .. YJ - ivCDo..Ct& =(lays;)) J„_L.) I.o,-.r.`>- LJ,hi v> te. % ry -16-'-2'._ ---N. tsFlig., Ai+(1'-E- o PuRCS.-i 15-q . 37IL ./- sp,Abo1q Ow.,„ FMo1C-1 0 ' S35'b z 335�., 7 771. --a__ _ - 175E 0 SbS.aS2.IJl SPREW it' u(teE -(b._A?�tIG1xl� eoN? 7Ond...- (3)aG-b* s..016 -idH 41611E --cc, KOoFtiat = 1 Yi4 leyrs. vsE5rr^P,;o, 3, L'r.tP uJ A ' r) - .FI Fp71¢Q1 -TI-A6te- c 2. =c0i(.— Slurs 11/2" (.5-C7 1>FF(.4.e totit -r(7- 1c 665a) ` 3"/'`t > 1541" .404 ov_ (a)ssa1.)... Sri,,, 7(I,2 .',7 41)0. .. 7 ts„.1F,' -: 561r,.) °K_ 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com nW D Y Structural • Civil Engineers Job Name: DAS 217 Job No: 20054 Sheet No: alai Client: LRS Date: April 2020 By: BT • a4% c 01(• ,- _0n(4_ v f P16 4. I Fn C1 I ei r J1' Y.r,toa._, x 1.19" 60 i TAB. 4.,/ 5-p54' (,ento/4c 351E754,2. -3-. $rut9 -.L�� » (4E l I ) jrzfaSi V2•-•;)j-r 1.;4+ 14 ,..>-a I:o Via, I f ,l f:.:. 4--43n A. .RR,4Ccn t1(11� aatr y C v —t?• '�4---Rice 4---Riced R / ._. 0)- l istr Ve>4 i 9Sr" tV F / 1 \ 5ia'"' N'�¢}.c, S7a `_ .(IZ1l000 1 6,xl . f .'-iZ) I_�1 r d`' \ 7Eat ('�*'<, P � (L i i ��34-c> = I5`1tb�t`z� 16-6,41 4M2I.ry r kel: A Lt3 <21—�rerts; 7-`° A` x PAL, 14°r aft-MRIA.. . -- iurwla v✓`bu vitr...e."I /o44..Q..� e, Cp2iPt.TN4 0)1..G. 7 slcz—`13 22. -;' Li toa26 1, r,,I'l ' 6771, r - :_. - i — . J (.0 s(42 S1b2 --.611 FitL fr Sion 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland, OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com r/ W D Y Structural • Civil Engineers Job Name: DAS 217 Job No: 20054 Sheet No: C20 Client: LRS Date: April 2020 By: BT a11'-(-08(-1I, Box HD"., yua.,ktr 5Tvti SQ4p4( N1M-ra,4ett''3 Ve FC-r5 X '/H' t a( 1 hEtt>mua 'tz aerr w/*10 TFr[ 1L� �7P ra4 --'.tc71+ t� N.« .; Cur"r2=. 7 NFS>EO Sns7 DErtrFTxa,1 irA64. c?�1� Fxy (tb � ) ' a3�'t' > 9d'' • rtr c��x; a�'rtr 6014 � C e,2 211, 5 J tc-Oo16..7..1�/a. .A r( L 5 ruu._ N'T STD FlRr481-1a oeiru' r. L.R ._ .S416 VS (I S?_nn1).04 \/W 0 'TTTfed I'IP 2 '/4" fje<h.c 'Pf}v/M {-{torA ICLA.4,14,2 S'1 • C21..62.5) 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx: 503.203.8122•www.wdyi.com Fes- fir si tifitgogsviE Cap , SIMPSON Anchor Designer T Company: WDY Inc. Date: 4/27/2020 "' Engineer: BT Page: 1/5 Strong-Tie Software Project: DAS 217 Version 2.6.6682.2 Address: is Phone: E-mail: 1.Proiect information Customer company: Project description: Customer contact name: Location: - Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete:Normal-weight Units:Imperial units Concrete thickness,h(inch):4.00 State:Cracked Anchor Information: Compressive strength,fc(psi):2500 Anchor type:Concrete screw 4 k.v: 1.0 Material:Carbon Steel Reinforcement condition:B tension,B shear Diameter(inch):0.250 Supplemental reinforcement:Not applicable Nominal Embedment depth(inch):2.500 Reinforcement provided at corners:No Effective Embedment depth,hef(inch): 1.940 Ignore concrete breakout in tension:No Code report:ICC-ES ESR-2713 Ignore concrete breakout in shear.No Anchor category: 1 Ignore Edo requirement:Not applicable Anchor ductility:No Build-up grout pad:No hmm(inch):3.50 cec(inch):6.00 Cmm(inch): 1.50 Srnin(inch): 1.50 Recommended Anchor - Anchor Name:Titen HD®-1/4"0 Titen HD,hnom:2.5"(64mm) Code Report: ICC-ES ESR-2713 xt 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 czZ- SIMPSON Anchor Designer TM Company: WDY Inc. Date: 4/27/2020 Software Engineer: BT Page: 2/5 Strong-Tie Project: DAS 217 Version 2.6.6682.2 el) Phone: E-mail: Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination:not set Seismic design:Yes Anchors subjected to sustained tension:Not applicable Ductility section for tension: 17.2.3.4.3(d)is satisfied Ductility section for shear:17.2.3.5.3(c)is satisfied Do factor: not set Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:Yes Strength level loads: N.[Ib]:0 V..x(lb]: 154 V..Y[Ib]:0 <Figure 1> 0 lb 154 lb 4 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 C#11$ SIMPSON Anchor Designer TM Company: WDY Inc. Date: 4/27/2020 Software Engineer: BT Page: 3/5 Strong-Tie Project: DAS 217 g Version 2.6.6682.2 Address: Phone: E-mail: <Figure 2> • 24.00 24.00 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:925.847.3871 www.strongtie.com c%4 SIMPSON Anchor Designer TM Company: WDY Inc. Date: 4/27/2020 Software Strong-Tie Engineer: BT Page: 4/5 Project: DAS 217 Version 2.6.6682.2 Address: Phone: E-mail: 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.(Ib) V.(Ib) Vuay(Ib) NI(Vaax)2+(V.y)2(Ib) 1 0.0 154.0 0.0 154.0 Sum 0.0 154.0 0.0 154.0 Maximum concrete compression strain(%a):0.00 Maximum concrete compression stress(psi):0 Resultant tension force(Ib):0 Resultant compression force(Ib):0 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 Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 8.Steel Strength of Anchor in Shear(Sec. 17.5.11 Vae(Ib) ¢yo„r {6 ¢0 lVaa(Ib) 1695 1.0 0.60 1017 9.Concrete Breakout Strength of Anchor in Shear(Sec.17.5.2) Shear perpendicular to edge in x-direction: Vax=mini7(1e/da)02'(da.1allPaca,1 5; 9Aa4f'coa1151(Eq. 17.5.2.2a&Eq. 17.5.2.2b) le(in) da(in) .ta f c(psi) ca,(in) Vex(Ib) 1.94 0.250 1.00 2500 16.00 16873 iV a. (Avc/Ava)Wed,V KVYi,VVex(Sec. 17.3.1 &Eq. 17.5.2.1a) Avc(in2) Av.(in2) Yyed,v Yyav 'Ye,v Vo.(Ib) d >tVaa.(Ib) 192.00 1152.00 1.000 1.000 2.449 16873 0.70 4822 Shear parallel to edge in x-direction: Vey=minI7(!e/ds)°24da2e4r 9Aa4fccay1.5I(Eq. 17.5.2.2a&Eq. 17.5.2.26) le(in) da(in) ,1a t'a(psi) co(in) Vey(lb) 1.94 0.250 1.00 2500 16.00 16873 OV cex=.0(2)(Ava/Avaa)Ped,V5vc.vY'n,vVay(Sec. 17.3.1,17.5.2.1(c)&Eq. 17.5.2.1a) Ava(in2) Ave.(in2) Y'od,v nit `Yh,v Voy(lb) 0V s (Ib) 192.00 1152.00 1.000 1.000 2.449 16873 0.70 9644 10.Concrete Prvout Strength of Anchor in Shear(Sec. 17.5.31 rdVap=glkcpNa=¢kap(ANe/ANa)Ped,ryWc,,vq'op,NNa(Sec. 17.3.1 &Eq. 17.5.3.1a) 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:925.560.900D Fax:925.847.3871 www.strongtie.com CST SIMPSON Anchor Designer TM Company: WDY Inc. Date: 4/27/2020 Engineer: BT Page: 5/5 Strong-Tie Software Project DAS 217 Version 2.6.6682.2 Address: Phone: E-mail: kcp As (in2) ANco(in2) Ped,N Yc,N 'Pcp,N Alb(Ib) 01/4ro(lb) 1.0 33.87 33.87 1.000 1.000 1.000 2297 0.70 1608 11.Results 11.Interaction of Tensile and Shear Forces(Sec. D.7)? Shear Factored Load,V.(Ib) Design Strength,0V"(Ib) Ratio Status Steel 154 1017 0.15 Pass(Governs) T Concrete breakout x+ 154 4822 0.03 Pass II Concrete breakout y- 154 9644 0.02 Pass Pryout 154 1608 0.10 Pass 1/4"0 Titen HD,hnom:2.5"(64mm)meets the selected design criteria. 12.Warnings -Per designer input,ductility requirements for tension have been determined to be satisfied—designer to verify. -Per designer input,ductility requirements for shear have been determined to 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.stronglie.com QW D Y Structural • Civil Engineers Job Name: DAS 217 Job No: 20054 Sheet No: Ca4 Client: LRS Date: April 2020 By: BT l H" HEart G . (rDR 2 } tw D�=99sC tfe p = 7" X �gr yu vhRre (Licei )(is'-0) t `3 o I 000 t yr2t_ = wt = yKf=l4 1,2 -4`' 1 t41tb z rRra - w s (45;dt/iz)6e.3-lz.)4 t 1 -.G ,w SsvEd mS�e � rar 4- 0-Z ') STD r)t-SrP,N (2) 1 ,162a - s t, raisR-Gl v'.,t `7i\ 7 '41 1G .04c, z- IS.f,;"4 Oz. ,..h...,-.u.._.,. d l ,S'(;..r1:k.',. d. T.ri at3 `' '' CoNS.Ef-'v. Pl + qry r�e o, -�.tt-°er,- Ti.Y't, r.�, use F%s,a- 43 ,ox 6443 SW Beaverton-Hillsdale Hwy,suite 210 • Portland,OR 97221 •ph: 503.203.8111 •fx: 503.203.8122•www.wdyi.com nW D Y Structural • Civil Engineers Job Name: DAS 217 Job No: 20054 Sheet No: C3. Client: LRS Date: April 2020 By: BT • l o' 3" F3ax t Ad o. fi 7R 3 if11btu l0 3 g . 1 la7a 45elf ("iv'3") �y 1 Trcuct ' S wt Xis'-s' •iz ) 9 t t. S15' ' 36'1 4 36q(R7'ck"6r5;1/O. 2r") S7�u 1 5f;N �`1,t cn,✓ = (2) ed.19" .,' t 16.3S'< ' > 1.09 ` • f3FN`.r/l, __ Vnvu v CI) 638 b Id�b y31!` — 3 • Sltrr " eve 4-0-o-k) t.si 9 S';'`1 ` 3,o9 61"s' `�' I S� t"�f _. .. • OF CTL'cx! <Pt- VSr Cz _ropes ;Tubs u5r Viz)O01;' -33 idt-rESAL ,)-NrcT4,14 . L rMs.4c l.. rEcet . S-rs f z =IR" x 5'.tz`S � 772ActC bEate;Ai '39 fJ{ s-(zs')z late' IZ } i 41-4' 2,,.S4. ., 1.5'114 �. Vpo.Ao,✓ tog K'L 7 Ire)U> VQfcs, CIb,1\7' zw• • O,91U i y > 0.1;44 S 3`1 t' 9 0 1 Yy 3q7"15-D-337 4CJF. 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com • QW D Y Structural • Civil Engineers Job Name: DAS 217 Job No: 20054 Sheet No: e' Client: LRS Date: April 2020 By: BT B=o. Rcef Pojy Luau-. tygsrAN 041*, l k n z) Ck'CieC`tiN T t T.0. WSMa".J STRNf tWrJ4 be- iz l -4. 4 :.LAT.EtAL t.oAP c- 'F (3�o'%g. 4 5`:Io"/axy# ) tei'l16 31_O`. c.ArEt+ t CLnhCR 63•S7E0 ,�r_o./2. 1. 4/_t7 M/ZY t/')(er5 / t ib I 400 dit r24a14 g9 USE 1411arq _ e1 &6.;r`-4 (iz 01014rs_ a <*,N -refraef _ YEA 1 2.s16 �ST7Nti (-)E relo r 5 CvNs ✓47s✓6 4/atio 3_-iz -O_Ic aYo 3' iz ®. �5 ti E6 (21rv46," o- ,5- L- 372x s72{x.'�w - LLA O:D3E - o°.8(,g xs a c )/3G 000rc' o .y Fy 1-9 L = I-R(./9xtoc 5,)..` Fe 1.9_E_Cd . = I-1_(dr9xio(t Yl.o) _31, r',3S.4-v5. L6d I �� My"' SX -( 31, 4 l' O.sb4In3 ) f 19)1Lle';..' 2o414 _ln 6443 SW Beaverton-Hillsdale Hwy, suite 210•Portland,OR 97221 •ph: 503.203.8111 •fx: 503 203.8122•www.wdyi.com QW D Y Structural • Civil Engineers Job Name: DAS 217 Job No: 20054 Sheet No: Caq Client: LRS Date: April 2020 By: BT ?V_±`/ r t k4c.c /1% C4/4 V pa<c� O.G K, �� ° P.Co Fj �E ('✓ =ac 4.„,,,,„1- ( 4 ',(,),2c"}('-a) 16,2,lb g9±L . c2L' tisr L31rzx3'H x ,`tit ! A,LE 17% _ay 1 ettoorl(-r[ «Y�! AimNaQAG,E RP wars USE 5+12' G_tik x lzu top(7 X 73 ° PitE /}L -/(`1) Z2witscttr iLf 1? TS{ +'` lit) „i./ a'f2" FMBEp USt.. 3 ., n 3"_ x '/4 "_t1t4 5na r /.0,4 AT to i• .€�. .±0,T2M1[ !--"--5"yar,reff-Lo-ti . uFlS k-c4V_ ' r"ci: (.4.a1 1121 IL �5°ld"/a k 372) to-o" 41 RER wl,z = (77,I +1 y i - y M y_k6cL-t+ ,Z D c<.; u, )� 3-2y-c , o s: `-c \in 1A—,L _ 2.1 Pc4 (i ) s( YN 216 ... va.�r,,.> ��a��lh rH4.21e -40k_.'. Aria) IeeQ ` .AWL- S(7. .1 err/12 X.Y'./2)4 0-off..±i.,4 _ A[ta,e 3c-1 in,{ tJSE 347 T 2c-33 Car?F ri"e'E R tt:V r 6443 SW Beaverton-Hillsdale Hwy,suite 210•Portland,OR 97221 •ph:503.203.8111 •fx:503.203.8122•www.wdyi.com ...powwow 'RASE Pc. Aslethgeolferc • cso SIMPSON Anchor Designer TM Company: WDY Inc. Date: 4/28/2020 Software Engineer: BT Page: 1/6 Strong-Tie Project: DAS217 Version 2.6.6682.2 Address: Phone: E-mail: 1.Proiect Information Customer company: Project description: Customer contact name: Location: Customer e-mail: Fastening description: Comment: 2.Input Data&Anchor Parameters General Base Material Design method:ACI 318-14 Concrete:Normal-weight Units:Imperial units Concrete thickness, h(inch):4.00 State:Cracked Anchor Information: Compressive strength,f o(psi):2500 Anchor type:Concrete screw Woo: 1.0 Material:Carbon Steel Reinforcement condition:B tension,B shear Diameter(inch):0.250 Supplemental reinforcement:Not applicable Nominal Embedment depth(inch):2.500 Reinforcement provided at corners:No Effective Embedment depth, he(inch):1.940 Ignore concrete breakout in tension:No Code report:ICC-ES ESR-2713 Ignore concrete breakout in shear:No Anchor category: 1 Ignore 6do requirement:Not applicable Anchor ductility: No Build-up grout pad: No hmin(inch):3.50 ceo(inch):6.00 Base Plate Cmm(inch): 1.50 Length x Width x Thickness(inch): 10.00 x 3.50 x 0.38 Smin(inch):1.50 Recommended Anchor • Anchor Name:Titen HD®-1/4"0 Titen HD,hnom:2.5"(64mm) 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:925.560.9000 Fax:925.847.3871 www.strongtie.com SIMPSON Anchor Designer TM Company: WDY Inc. Date: 4/28/2020 Engineer. BT Page: 2/6 Strong-Tie Software Project: DAS217 g Version 2.6.6682.2 Address: Phone: E-mail: Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination:not set Seismic design:Yes Anchors subjected to sustained tension:Not applicable Ductility section for tension:17.2.3.4.3(d)is satisfied Ductility section for shear:17.2.3.5.3(c)is satisfied Da factor:not set Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:Yes Strength level loads: N.a[lb]:0 Vex[lb]:0 V„y[lb]:89 M.[ft-lb]:267 Mi,y[ft-lb]:0 Min[ft-lb]:0 <Figure 1> D lb i ic`ii• 89 lb D ft-lb 0 lb p 267 it-lb411; 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 Company: WDY Inc. Date: 4/28/2020 SIMPSON Anchor DesignerT" Engineer: BT Page: 3/6 Strong-Tie Software Project DAS217 Version 2.6.6682.2 Address: Phone: E-mail: <Figure 2> s s r N.00 Z4.00 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 C33 SIMPSON Anchor DesignerTM Company: WDY Inc. Date: 4/28/2020_ Software Engineer: BT Page: 4/6 Strong-Tie Project: DAS217 g Version 2.6.6682.2 Address: Phone: E-mail: 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear�1 load combined, Nua(Ib) Vuax(Ib) Vuey(Ib) Y(Veax)'+(Vuey)'(Ib) . 1 81.1 0.0 22.3 22.3 2 640.1 0.0 22.3 22.3 3 640.1 0.0 22.3 22.3 4 81.1 0.0 22.3 22.3 Sum 1442.4 0.0 89.0 89.0 Maximum concrete compression strain(Too):0.11 <Figure 3> , Maximum concrete compression stress(psi):464 -o 1 02 Resultant tension force(Ib):1442 Resultant compression force(Ib): 1442 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.68 11 Eccentricity of resultant shear forces in x-axis,e'vx(inch):0.00 IN- Eccentricity of resultant shear forces in y-axis,e'vy(inch):0.00 1 x o4 o3 4.Steel Strength of Anchor in Tension(Sec. 17,4.11 N:a(Ib) 0 ON.(Ib) 5195 0.65 3377 5.Concrete Breakout Strength of Anchor in Tension(Sec. 17.4.21 Nb=ko ia^)fohar1 5(Eq. 17.4.2.2a) ;Cc .1e fc(psi) her(in) Nb(Ib) 17.0 1.00 2500 1.940 2297 0.75{6Ncby=0.75¢(ANc/ANcv)-ec,N-ed,N-c,N-cp,NNb(Sec. 17.3.1 &Eq. 17.4.2.1 b) ANe(in') ANco(in2) ca,min(in) 'Yec,N q'ed,N WaN Wcp,N Nb(Ib) 0 0.750Ncb9(Ib) 88.11 33.87 24.00 0.811 1.000 1.00 1.000 2297 0.65 2362 6.Pullout Strength of Anchor in Tension(Sec.17.4.31 0.750N,, =0.750Kp2 Np(fc/2,500)e(Sec. 17.3.1,Eq. 17.4.3.1 &Code Report) y,p 22 Np(Ib) Pc(psi) n 0 0.750Npn(Ib) 1.0 1.00 1905 2500 0.50 0.65 929 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 94568 Phone:925.560.9000 Fax 925.847.3871 www.stronglie.com CS9 SIMPSON Anchor Designer TM Company: WDY Inc. Date: 4/28/2020 Software Engineer: BT Page: 5/6 Strong-Tie Project: DAS217 Version 2.6.6682.2 r0 Address: Phone: E-mail: 8.Steel Strength of Anchor in Shear(Sec. 17.5.11 1/00(Ib) 00,out 0 rbgouiQt/sa(Ib) 1695 1.0 0.60 1017 9.Concrete Breakout Strenath of Anchor in Shear(Sec.17.5.2) Shear perpendicular to edge in y-direction: Vby=minl7(le/da)b'2116A0.4fecai75;9Aa11fccar'5I(Eq. 17.5.2.2a&Eq. 17.5.2.2b) la(in) di,(in) Ae fe(psi) co(in) Vby(Ib) 1.94 0.250 1.00 2500 16.00 16873 t4Vcbgy= (Avg/Avco)`l'aa,VVed,vy'o,v`!'h,VVby(Sec. 17.3.1 &Eq. 17.5.2.1b) Avc(in2) Avco(in2) Woo,v y'eav 9 .v y'h,v Vey(Ib) .l. OVcbgy(Ib) 224.00 1152.00 1.000 1.000 1.000 2.449 16873 0.70 5625 Shear parallel to edge in y-direction: Vbx=minI7(le/dar24daAallfecal75;9A84focar''5I(Eq. 17.5.2.2a&Eq. 17.5.2.2b) /e(in) de(in) Aa fc(psi) ca,(in) Vbx(Ib) 1.94 0.250 1.00 2500 16.00 16873 0V0S23,=fa(2)(Avc/Aver)Tee,V Ted,VWc,VYxh,VVbx(Sec. 17.3.1, 17.5.2.1(c)&Eq. 17.5.2.1b) Avc(Inz) Aveo(in2) Y'ac,v 'fed,v Svc,v Ph,v Vbx(Ib) 0 0Vcbgy(Ib) 199.00 1152.00 1.000 1.000 1.000 2.449 16873 0.70 9995 10.Concrete Pryout Strenath of Anchor in Shear(Sec.17.5.3) (dVcpg=gkcpNcbg=Okcp(ANc/ANco)Tec,N na,,N nNTcp,NNb(Sec. 17.3.1 &Eq. 17.5.3.1 b) kcp ANc(in2) ANcc(in2) 51/e0,N y'ed,N 'f'qN yvp,N Nb(Ib) d 0Vopg(lb) 1.0 88.11 33.87 1.000 1.000 1.000 1.000 2297 0.70 4182 11.Results )nteraction of Tensile and Shear Forces(Sec.17.6.) Tension Factored Load,N.(Ib) Design Strength,0N0(Ib) Ratio Status Steel 640 3377 0.19 Pass Concrete breakout 1442 2362 0.61 Pass Pullout 640 929 0.69 Pass(Governs) Shear Factored Load,V.(Ib) Design Strength,eV.,(lb) Ratio Status Steel 22 1017 0.02 Pass(Governs) T Concrete breakout y+ 89 5625 0.02 Pass II Concrete breakout x- 45 9995 0.00 Pass Pryout 89 4182 0.02 Pass Interaction check Naa/.NN Vaa/(bVn Combined Ratio Permissible Status Sec. 17.6..1 0.69 0.00 68.9% 1.0 Pass 1/4"0 Titen HD,hnom:2.5"(64mm)meets the selected design criteria. 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 www.stronglie.com SIMPSON Anchor DesignerTM Company: WDY Inc. Date: 4/28/2020 Engineer: BT Page: 6/6 StrongTie Software Project: DAS217 Version 2.6.6682.2 Address: Phone: E-mail: 12.Warnings -Per designer input,ductility requirements for tension have been determined to be satisfied—designer to verify. -Per designer input,ductility requirements for shear have been determined to 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