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,561P2021- DO i 8 '' MACI< ENZI E . 9010 w'S (MK DESIGN DRIVEN I CLIENT FOCUSED FtOCT()AID , _• ; �� \G I NEL' •� w 53,087 4 ' GO c%I 9 ,• 2a� v I MC EXPIRES: 12/31/22 STRUCTURAL CALCULATIONS To City of Tigard Project One Embassy Center 9020 SW Washington Square Rd, Tigard, OR 97223 Submitted December 3,2021 Project Number 2190290.14 MACKENZIE Since 1960 RiverEast Center 11515 SW Water Avenue,Suite 100,Portland,OR 97214 III PO Box 14310,Portland,OR 972931 T 503.224.9560 I www.mcknze.com M M . TABLE OF CONTENTS 01 Gravity and Lateral Loading Criteria 01.001 — 01.004 Gravity Loading 01.001 02 Framing 02.001 — 02.008 Sizing Members 02.001 Existing Slab 02.005 09 Miscellaneous 09.001 — 09.07 Weld Calculation 09.001 Anchor Design 09.002 ,\OCTU/yA 6 w 53,087 o'" o� sti , yo� MO EXP ES: 12/31/22 Tigard, OR 97223 M M . STRUCTURAL SYSTEMS NARRATIVE The scope of the project involves evaluating two existing davit arms and providing two new davit arms and their anchorage to support a new sign that will be designed by others. The capacity of the existing roof slab was evaluated for the addition of the new sign loading using the 2019 Oregon Structural Specialty Code. The following calculations are for the One Embassy Center in Tigard, OR. The building is comprised of five story cast-in-place concrete 1-way slab and beam system. The lateral system consists of concrete shearwalls. 53,087 0 �‹, ,ON°° sy 08, Z° (<:' r D. ACC)C�' EXPIRES: 12/31/22 Tigard, OR 97223 1 • t Center M AC 1< E NZ I E ■ 15155SEWataAve.-P.O.BOX 14310 Portland,OR 97293 DESIGN DRIVEN I CLIENT FOCUSED TEL(503)224-9560-FAX(503)228-1285 LOADING PROJECT NAME:One Embassy Center Sign PROJECT NO.:2190290.14 DESIGNER:LJD DATE:09/08/21 Unit Definitions ROOF DEAD LOAD (BUILD-UP ROCROOF MEMBRANE:4PLY GRAVEL SURFACE+2" ROOFING R:= 21 psf R CEILING CE:= 2.5•psf (ACOUSTIC TILE CEILING) CONCRETE ROOF TILE D:= 1.2•psf (WALKING PATH(ASSUMED 10%OF ROOF AREA) LIGHTS L:= 1•psf MECH M:= 1.5•psf SPRINK ,:= 1.0•psf MISC MISC:= 2•psf 45"x16"BEAM WT BMWt:= 26•psf (45"x16"BEAM @ 18'-0"O.C.-SLAB WEIGHT) 6"CONC SLAB Swt:= 75•psf (6"RCSLAB) DLrf := R+ CE+ D+ L+ M + S+ MISC + BMA+ S wt DLrf = 131.2-psf R+ CE+ D+ L+ M + S+ MISC+ Swt DLslab_super DLslab_super= 105.2 psf ROOF LIVE LOAD LLrf := 25•psf from snow load 01.001 MACI< ENZIE RiverEast Center I PO Box 14310 I Portland,OR 97293 15155E Water Ave,Suite 100 I Portland,OR 97214 DESIGN DRIVEN I CLIENT FOCUSED T 503.224.9560 I FAX 503.228.1285 I www.mcknze.com Snow Loading and Flat Roof Drifts PROJECT NAME:One Embassy Centre Sign PROJECT NO.:2190290.14 DESIGNER:LJD DATE:09/08/2021 E Unit Definitions Reference:2012 IBC/ASCE 7-16 with modifications for the 2014 Oregon Structural Specialty Code(OSSC) through the"Snow Load Analysis for regon,4th Ed,2013"Note:for higher elevations check 1971"SnoN Load Analysis for Oregon"use the greater ground snow of the two. Basic Input Input Output Verify Lat:= "45.4547464" Latitude of the site(ref.Google Earth/Maps if necessary) Long:= "-122.7812969"Longitude of the site(ref.Google Earth/Maps if necessary) E1evs:= 267.51 ft Elevation of the site(ref.Google Earth if necessary) pmodel := l0psf Snow load provided by snow load maps(http://snowload.seao.org/lookup.html) Elevm:= 203ft Model elevation assumed by the snow load maps Adjelev 4 psf 1 OOft Snow load adjustment for elevation,see"Map Usage Notes"for your location P'g:= 1 pmodel if Elevs< Elevm remodel + Adjelev•(Elevs— Elevm)] otherwise Basic ground snow load for use p'g= 12.58 psf pg:= max(p'g 20psf) pg=20•psf F. := "C" Terrain(exposure)category as defined in ASCE 7-16,Ch.26.7 Ce:= 0.9 Snow exposure factor as defined in ASCE 7-16,Table 7.3-1 Ct:= 1.0 Thermal factor as defined in ASCE 7-16,Table 7.3-2 &:_ "II" Occupancy category Is:= 0.8 if C ="I" Importance FactorASCE 7-16,Table 1.5-1 1.0 if C ="II" 1.1 if C ="III" Is= 1 1.2 if C = "IV" Amin := Is•pg if pg<_20•psf Is•(20psf) if pg>20 Required minimum design roof snow load"Snow min=20 psf Load Analysis for Oregon",for ALL ROOFS psf 01.002 Calculated flat roof snow load p'f:= 0.7•Ce•Ct•Is•pg ASCE 7-16,Eq.7.3-1 p'r = 12.6.psf Pf P'f if P'f >Amin Flat roof snow load,accounting for minimums p f=20•psf pmin otherwise Rain-on-snow surcharge load Always"YES"unless it can be otherwise demonstrated Surcharge:= "YES" prs 5•psf if Surcharge ="YES" "Snow Load Analysis for Oregon", prs=5.0.psf 0•psf if Surcharge ="NO„ forALL ROOFS Note The rain-on-snow surcharge load applies only to the balanced load case and need not actually be used in combination with drift,sliding,unbalanced or partial loads. It is included in the bads calculated below on the assumption the designer will want to consider only a single conservative load case for structures framed with simple spans. Basic design snow load pbas Pf+ prs Pbas=25.0•psf Required minimum design roof snow load Pr:= Pmin if Pmin>pbas pr=25.0•psf pbas otherwise Density of snow -y:= min 30pcf, 0.13•pg+ 14.0•pcf ASCE 7-16,Eq.7.7-1 1 = 16.6•pcf ft I Height of calculated minimum snow load Pf hb _ I ASCE 7-16,7.7.1 hb = 1.20•ft Calculated sloped roof snow load-IF APPLICABLE Cs:= 1.0 ASCE 7-16, Figure 7-2 Ps Cs•pf ASCE 7-16, Eq.7.4-1 ps=2O.psf 01.003 f ......._.. �'y (Pit FiVI4fICO CANS% SI(nfJ i w1Nb loROI ' UDIMO 10CWI 4 (CDOpi NA ( Met' '4.-!f, CN 3•1. 1 AsiltiMn PP otv.1 ! FxpuuGC ... I ' i _putt LI4T 1] 3 I-- 1.0 j - 9k(IL wiNb IrCtb v - 11. *it'll (Art PAO/0} --r1 fo GpP►11c frctmR . vrt :, 0 • - PI Q£GP or A t IN rrtz,Me K,t :U K' c Pink VE0 s 1 G0 ) - (40.0.10 c1.t)4TIo ► cA MK te. -f a (.tt,cv -7n .TI t I 4 IWO N) - VRO Iflj PrIllUft (A6ffuLc}T . K. = bin, ( -43 f tt►wrutt g) • =0•Jo11,4 (OM. 41-0)(046)(1•0) (44 1- V‘,, z' I1,25 PiP E444c 1111E WINO AttCA '' A.' 2%1 (04 f G•IS %3y,11- SF ' 35 ff (4..fkrteA .1iOft mu ) G(,,r co - los R -I./{ GCri =O 7 . i..-is .;o.q8) # I r - I6.9Iv,r — 11- aF I i I , ' -1, c6cr - 6cr:1 - r .2,r [I.31) (r =-A,to Pir = PI Psr twPh^th) arcp i 1 /I i.._ . _ . � r 1 �/ 4_- WG__ 9 , I , . ..__ t_s b A. 31<.14 4 c.13 4 1y J E iI :44 PSF)(3SSt) F - g� 0 II, L i _ _._.__. __. _.. _ _ By l3P Portland,OR M A C IC E N Z I E . Date503.224 9560 Vancouver,WA1111 ARCHITECTURE • INTERIORS • STRUCTURAL 3ob>! t.1gO2 to.ft{ 360 695 7879 ENGINEERING •CIVIL ENGINEERING • LAND Seattle,WA USE PLANNING •TRANSPORTATION PLANNING Sht ___I of www.mcknze.com 206.7499993 LANDSCAPE ARCHITECTURE t2021Mdckenzie AU nght reserved 01.004 ONE L MORIN or P4114E 41 ti 0 i IuEli DAu 11 Aon DtiIi,a titaitivtiNE, APt'Vle D f10R41J fOt elqlqo UN MLMetig4 43II i 4 4 r -... 14° I t 11 on 43 17' b'g�'l SIGN LOAD=1100 L8 Q•yyyy l r } �T 1401 r'�"�'� �r Orly Y� ` /„EM16ER cI ,--,, o,31,k plk //'/ h %o.tU (1,29 3,2! nt - 2,(1 H-f( +•4`1k----) r°.s- y kturi6Eit St . L., c1 > 4MPr =0 � t �} . . loin =o 'P �4O3,�?tC' t -s. , _, y (J ... -9.(-6).441.34.10s1) 4- 2,41 pi z 444.4.145') 4 7*" _ II k Pt = Q31(4-k'K) 7-44 s 1 i p}1 v(1 ktrh u'/ t.ALc. ft,Ittti o.j1t � 4 - - A 4, , . 0..ot I i , . . . , . 1-zef/I P-rt ft . . . , . , Ogy —a y T T y 1 i a2 r . tYi By ._1e11? Portland,OR M A C I< E N Z I E . Date 503 224 9560 Vancouver,WA 360 695 7879 ARCHITECTURE ' INTERIORS ' STRUCTURAL 2 I�p Zq o,111 11 ENGINEERING ' CIVIL ENGINEERING ' LAND Seattle,WA USE PLANNING ' TRANSPORTATION PLANNING Joba Sht __..-._1' of._- Y_ www.mcknze.com 206 7499993 LANDSCAPE ARCHITECTURE t2021 Mackenzie AO rights reserved 02.001 on►E E gq:ssy CtTTRe s14l4 f .• w DAY II Aam ors (6N (L140) .111ING Mf. /e 2t Mfl)1 cIt OM lfLFo . I-2P +I..w t wNtrr c(E 4ayyk '.:ba ii, tic 441e,s0 ��5,= o ? b 0--R(1)*awl(1-sts)+2 4- -9,(31w,4/44-110 2,4? z•b1S' n L' ft pi' I•q . . R�'2H► k i tk ,......4V/// K o•'1't sell. r—ft INaV1CN1 I f,EFLt1-110I LifeZk 1Oc au fr ON, s T ri 4. S� le OM,,,„ t v. (114ba: ;01 4 Mt M. ley y 14' p.oby= Mt` . o•ob•42(OM'It) :Air.I2 C 400(0 1 1.,1. G d,w«r s49o0 (a 1 ) i I Tx I)CA • °°4' - 0%02oz St*+s t tELk I 1 4„- 0,1r r) 11'v�•vi 1-,,,= 7t.g 1.10� : Si•JAI -• & = 1 .0 7 A.r- z"c w _ Rrt-4a()rvi = 2(6)(0•=`�) A OCR, 0� .T. 0. of '1.'ll�` 3'U iw *.g 408 1h IF. H S fixb .y ok I M4.wretit C z __.__--4, q•ar Tv, Nu 3. 3' y 1 f A. p, L,Z•`lk I I , Z-qI - 1.1., 4 s . 44, ,. IX. P Dc.� = f = d,oz; �. I.. I}st 3 z 3 x y ok sy 1�b NI Portland,OR M A C i< E N Z I E . 503 224 9560 Vancouver,WA ARCHITECTURE • INTERIORS • STRUCTURAL Job,< -s.19o:�O1 ly 360 695 7879 ENGINEERING •• CIVIL ENGINEERING • LAND Date Seattle,WA USE PLANNING • TRANSPORTATION PLANNING Mt. 3 of www.mcknze.com 206749 9993 LANDSCAPE ARCHITECTURE 02021 Mackenzie AR rights reserved 02.002 Oat C V.!9 ssy cc/4 WE 41Gti I xvt i t C M E?Y1 ela d c w4T. , MEfi6cK cl --,,—t- _ TMJ fold ;tr oroO>1 A 0c1(,l,al otS c►kcV V 44, rt,cS el ari`` -- /,I - q= iks 9U ;n s 3 (07 FT 4. 0.W.. VI Z i14 -1.3.7c rtf 0, v =• Lelt o 1111144 I4.014•3] trey a WI (3") [Alt(' lin c 3 tj 42-1) s ,Aso •43(3L-‘) a1= 1ett = c,41 4 s i.Yq (39')` 004%4.110 _.. .,. G(,1900 (0•1%) I : Z0.6 1 1 t p t is - z cc =O.13 r gov,10•1s M : o,ic4 (3.1.•) = 2 (.1 k.M 0AlNVL ,13 ;Y 2r. - 0.1As. �1t aav' 1l.a. 2, OCa: 94111 1! -0.04 St��E c Kk tht s 0•t4 I' , u►: aI.FS Av+G.L r NI 27.i< ` 1.10 k=-_ = 59 - (.rasi.c. 0.>M I a 2(0(°.2. 3) oAt tso)ii j) : 2• SS ;l $ o,D7S 01.10(.2 o.oc: - - ' O 1 t • ///r/ `:. WI 6 tb a y or_ O4v4 --? '—I0.ir4 { i ! y By iA-D Portland,OR M A C I< E N Z I E e Date 503 224 9560 Vancouver,WAIII ARCHITECTURE • INTERIORS •STRUCTURAL Job.* )IgOZq��1a 360 695 7879 ENGINEERING • CIVIL ENGINEERING • LAND Seattle,WA USE PLANNING •TRANSPORTATION PLANNING sm.__`' of w ww.mcknze corn 206 749 9993 LANDSCAPE ARCHITECTURE 4,2021 Mackenzie An nghts reserved 02.003 bwe e, 1 MSj coime JI6N NEU (*vll Rom ow1cfJ 1) WmIP4 tvito. Fv¢c.ES CL(ADA ) 1 WI D LoA) r z: , 1, 44 • . 2 �Mh •p I "; 0,gu(Mt) { (1) asp:thy--, f, `� rt. O,YL1 (1 t) I 5/04,9 loA1p 2 2S' 4 1' i ti* IL' 10\4/. a .7 i / CS1wC Lai;) ' r,tI.) rO T d a415 Z-t c s ATI 4. (MMZN17 OUP) 4, OM +vi 1 ND lobo Te f‘ - 0 • 0r0.4M(I.4) .4031 (:26-) •f, (i) =D 14. f1: 014(1.0 4 0.41(S.7s) s ( ‘44 K u t o teir--) r. Pi — 1 7u' r 4.: , 1My •p 1,' * : ••w (Pi) . b.qq(c.15) -P,O): 14 I f, _ oxy (I.$.) 4 o. tom), 4 y IA — 2 1.c3 e ac• o S' --/ f, it By 1'71, IVII Portland,OR M A C I< E N Z I E , Date 503224 9560 Vancouver,WA ARCHITECTURE • INTERIORS • STRUCTURAL Z(°�JZgV•�"'1 360 695 7879 ENGINEERING •• CIVIL ENGINEERING ••LAND II Seattle,WA USE PLANNING •TRANSPORTATION PLANNING Jobi Sht...__. f of www.mcknze.corn 206 7499993 LANDSCAPE ARCHITECTURE c 2021 Mackenzie All"Oft r.z«wd02.004 .• t Center mACKENziE ■ 1515S SWaterAve.-P.O.BOX 14310 Portland,OR 97293 DESIGN DRIVEN I CLIENT FOCUSED TEL(503)224-9560-FAX(503)228-1285 ONE-WAYSLAB CAPACITY PROJECT NAME:One Embassy Centre Sign PROJECT NO.:2190290.14 DESIGNER:LJD DATE:09/09/2021 0 Unit Definitions ❑► Reference:ACI 318-19-All references unless noted otherwise GENERAL Conc Strength fc:= 4•ksi Reinf Yield 60•ksi Slab Ht ht:= 6•in Clear cover := 3•in (ACI 318-14 TABLE 20.6.1.3.1) 4 bw:= 3.ft (3'LOADING) X:= 1.0 (NORMAL WEIGHT CONC.) d5 := 0.625•in (#5 BAR) d5 d:= ht—c —— =4.937•in 2 bw (#5 @ 18"O.0 BOT As_neg• _ + 0.31in2' + (0.31•in2•2) =2.17•in2 #5 @ 24"0.0 TOP& (0.31in2.-12 18 j 1 ft #5 @24"TOP CVER BEAMS _ - 2#5 T&B @ EDGE OF SLAB) b A — 0.31in2. 12 w + (0.31•in2.2) = 1.24•in2 s_pos ' 18 1 ft (#5 @ 18"O.0 BOT - - 2#5 T&B . EDGE OF SLAB) CHECK SLAB CAPACITY w/NEW LOADS V.0 increased from Member C1 increasing in length vu:= 7.5k - from 4'-6" to 5'-10 1/2" oc:= (o.75.2.x fe.psi•bw•d) = 16.863•k DCR u —0.445 V Luc �Mn�os 0.9As_pos•fy d— As�os'fy =25.855•k•ft 85 f b IC ( w)•2_ Vu=9.2K; DCR=0.54 , As neg.fy �Mn_neg 0.9Asneg fy d— 85fc_(b =43.021•k•ft w 02.005 Mu_pos=21.4k*ft; DCR=0.83 -,,,.„, Minos 17.6k•ft (OUTPUT FROM RISA) DORM pos:= Minos =0.681 4)Mn_pos Mu_neg 23'5•k•ft (OUTPUT FROM RISA) DCR _ Mu neg =0 546 M neg 'M n_neg CHECK SLAB CAPACITY w/ EXISTING LOADS Mu_neg=29.7k*ft; Vu ext• 5.4k (OUTPUT FROM RISA) DCR=0.69 (0Vc_ext (0.75 2 Jfc•psi•b� d) = 16.863 k DCR Vu ext =0.32 V_ext Vc ext (I)Mn_pos_ext 0.9As_pos'fy d— As�os'fy =25.855 k ft .85•fe•(bw)•2 �M := 0.9A d— As_neg'fy =43.021.k.ft n_neg_exts_neg'fy' 85•fc•(bw)•2 Mu_pos ext Mu_pos_ext 13k ft (OUTPUT FROM RISA) DCRM_pos_ext =0.503 Mn_pos_ext Mu_neg_ext 16k•ft (OUTPUT FROM RISA) DCR Mu neg_ext =0.372 M_neg_ext — Mn_neg_ext 02006 • Beam: Ml Shape: W8X10 Material: A992 Length: 53.8 ft I Joint: N1 A k J Joint: N11 LC 3: 1.2D+1.6SL+0.5WL (New) Code Check: 6.427 (bending) Report Based On 97 Sections 6.628 at 17.933 ft fa — ksi V k -7.507 at 17.373 ft 36.127 at 17.933 ft 23.504 at 17.933 ft M k-ft fc ksi -17.629 at 8.406 ft 0.034 at 19.054 ft ft ksi D in WYVT IFT -36.127at17.933ft -1.154at7.846ft AISC 15th (360-16):ASD Code Check Direct Analysis Method Max Bending Check 6.427 Max Shear Check 0.280 Max Dell Ratio L/185 Location 17.933 ft Location 17.373 ft Location 7.846 ft Equation H1-lb Span 1 Bending Flange Non-Compact Compression Flange Non-Slender Bending Web Compact Compression Web Slender Ae=2.96 in2 Out Plane In Plane Fy 50 ksi Lb 53.8 ft 53.8 ft Pnc/om 0.754 k Lc/r 768.31 200.14 Pnt/om 88.623 k Mn/om 3.657 k-ft L Comp Flange 53.8 ft Vn/om 26.826 k Tau_b 1 Cb 2.744 02.007 • Beam: M1 Shape: W8X10 Material: A992 Length: 53.8 ft I Joint: N1 A k J Joint: N11 LC 1: 1.2D+1.6SL (Ext) Code Check: 4.435 (bending) Report Based On 97 Sections 5.386 at 35.867 ft sNN.. ,,NN fa — ksi V k -5.147 at 17.373 ft 24.493 at 35.867 ft 15.936 at 35.867 ft M 1 k-ft fc ksi 12.981 at 46.515 ft 0.043 at 34.185 ft ft ksi p — in -24.493 at 35.867 ft -0.888 at 45.954 ft AISC 15th (360-16): ASD Code Check Direct Analysis Method Max Bending Check 4.435 Max Shear Check 0.201 Max Defl Ratio L/243 Location 35.867 ft Location 35.867 ft Location 45.954 ft Equation H1-lb Span 3 Bending Flange Non-Compact Compression Flange Non-Slender Bending Web Compact Compression Web Slender Ae=2.96 in2 Out Plane In Plane Fy 50 ksi Lb 53.8 ft 53.8 ft Pnc/om 0.754 k Lc/r 768.31 200.14 Pnt/om 88.623 k Mn/om 3.593 k-ft L Comp Flange 53.8 ft Vn/om 26.826 k Tau_b 1 Cb 2.696 02.008 Doc EW1P>rissj (tNTZC 41(00 . i .. NtW tA„rt Fq.rn oc,s160 W1.C) 41;SIGN G FOX C%tEl wi:t•o 4 : Pi.►Ii 4. 4 'j `- 1. -u Ntto Jai : b . r.. L jai # I A A+k4f Levy l.yi• �" . 1 T dam_ : _____� I) , ,, 3-lb' (4) 1 C� 11 04y% 4. 3.►,iu 4r 1 , O mil$ }ASS ,,,, ,..14 p et. . 1311 Di. 1.31:(3)(4-qu'i(sl 4..5��.3 1:1::-1,„ =1 atsu OR% z go. K , © Nil kr(•+,1 /a„. oil oL 1,„ ''..j : 1,312.(31r;')(_) a _ 4. ef., : 1•;Ni o/L , A.! � : 1.;41 i31(412.) ,ffr„ : 1S,1 lc. 2 KS Grew ti 6 Y 1/6/0% I.;0II o1 K 1•402I3)Ill•b1s4i(z) , 11/1( ^ r 4Di}s k x . By.� Portland,OR M A C I< E N Z I E e oats Job# 503 224 9560 Vancouver,WAII ARCHITECTURE • INTERIORS • STRUCTURAL 360 695 7819 ENGINEERING •• CIVIL ENGINEERING •• LAND Seattle,WA USE PLANNING • TRANSPORTATION PLANNING she__CO of www.mcknze.com 206 749 9993 LANDSCAPE ARCHITECTURE 3d2021Mackenzie Alt►rghtsreserved 09.001 • SIMPSON Anchor Designer TM Company: Date: 9/27/2021 Engineer: Page: 1/5 Software Project: Strong-Tie Version 3.0.7947.0 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):6.00 State:Cracked Anchor Information: Compressive strength,fc(psi):4000 Anchor type:Bonded anchor Wc,v: 1.0 Material: F1554 Grade 36 Reinforcement condition: B tension,B shear Diameter(inch):0.750 Supplemental reinforcement:Not applicable Effective Embedment depth,he(inch):3.750 Reinforcement provided at corners:No Code report: ICC-ES ESR-4057 Ignore concrete breakout in tension:No Anchor category:- Ignore concrete breakout in shear:No Anchor ductility:Yes Hole condition:Dry concrete hmin(inch):5.50 Inspection:Periodic cac(inch):7.64 Temperature range,Short/Long: 176/110°F C.(inch): 1.75 Ignore 6do requirement:Not applicable S..(inch):3.00 Build-up grout pad:No Base Plate Length x Width x Thickness(inch):10.00 x 10.00 x 0.75 Recommended Anchor Anchor Name:SET-3G-SET-3G w/3/4"0 F1554 Gr.36 Code Report: ICC-ES ESR-4057 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 09.002 "' Company: SIMPSON Anchor DesignerT Date: 9/27/2021 Engineer: Page: 2/5 Stro Tie Software Project: _ Version 3.0.7947.0 Address: Phone: E-mail: Load and Geometry Load factor source:ACI 318 Section 5.3 Load combination:not set Seismic design:No Anchors subjected to sustained tension:No Apply entire shear load at front row:No Anchors only resisting wind and/or seismic loads:Yes Strength level loads: N.[Ib]: 1830 V.[lb]:0 Vuay[Ib]:0 M.[ft-lb]:0 Muy[ft-lb]:0 M.[ft-lb]:0 <Figure 1> Z 1830 Ito 0 ft-lb ant f'� d w D y33 { 0 $ f 1 „PS1 S :7 ] S thiryfN��ilolilf r t rl t x''s j V 1 s x [ t i3£ i1 '� s ii 3 rta ; ' Os `iss �4 t 't: �, as }r. a s € I zt3s$ � t,s, s �? t y fQ �1" »�� t ° tvs f #i t :f ]i 01 ` }�i *hip ° "` i a 14' t� 'iiottlifort401.11,111V1,-;1100,Uthiiii, 011 tit.:„."44111#011'' Nitritroillitir4:1-,,',,s; f i. Ilill s a r ;, sT;,a' f ' �, s if a r s s. svi sr• s '' I gs j . i tf ,�` a t f.# 0 ft-lb :, illlj/ i D 1 , „,_, . j4, t1S � �� t4= + }i,1 T$t,43�,i a at d r y 3 y a =tt t ' �?� att ' a I a , al, � Htdo t l'.,',r,r-,,;1::',,i,,4:,t,,,, ,,,I,ilititoiv ' :-: , ',I ,,, i of,, Al ' fl y, '.. t Y 't�. 4,f i } O lb t t: � i i:11 sr` *h, X `: O lb iVe 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 09.003 SIMPSON Anchor Designer TM Company: Date: 9/27/2021 Engineer: Page: 3/5 Strong-TieSoftware Project: Version 3.0.7947.0 Address: Phone: E-mail: <Figure 2> 8.50 1.50 1.50 8 11 0 0 0 to In co CO 0 0 .: to 0 0 L 5.00 8 10.00 1 22.50 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. 5956 W.Las Positas Boulevard Pleasanton,CA 94588 Phone:925.560.9000 Fax:925.847.3871 www.strongtie.com 09.004 • SIMPSON Anchor Designer TM Company: Date: 9/27/2021 Engineer: Page: 4/5 Software Strong-TieProject: Version 3.0.7947.0 Address: e Phone: E-mail: 3.Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, N.(Ib) V.(lb) Vuay(Ib) J(Vuax)2+(Vuay)2(lb) 1 457.5 0.0 0.0 0.0 2 457.5 0.0 0.0 0.0 3 457.5 0.0 0.0 0.0 4 457.5 0.0 0.0 0.0 Sum 1830.0 0.0 0.0 0.0 Maximum concrete compression strain(%o):0.00 <Figure 3> Maximum concrete compression stress(psi):0 Resultant tension force(Ib): 1830 0 1 0 2 Resultant compression force(Ib):0 Eccentricity of resultant tension forces in x-axis,e'Nx(inch):0.00 Eccentricity of resultant tension forces in y-axis,e'Ny(inch):0.00 Y XV 04 03 4.Steel Strength of Anchor in Tension(Sec.17.4.1) Nsa(lb) 0 gNsa(Ib) 19370 0.75 14528 5.Concrete Breakout Strength of Anchor in Tension(Sec.17.4.2) Nb=kcAaJf chefs`'(Eq. 17.4.2.2a) kc ,1a Pc(psi) he(in) Nb(lb) 17.0 1.00 4000 3.750 7808 gNcbg=0(ANc/ANco)Wec,N fed,NTc,N Pcp,NNb(Sec. 17.3.1 &Eq. 17.4.2.1 b) ANc(in2) ANco(in2) Ca,”.(in) Vec,N Ted,N Wc,N Tcp,N Nb(Ib) rb ONcbg(Ib) 333.06 126.56 22.50 1.000 1.000 1.00 1.000 7808 0.65 13355 6.Adhesive Strength of Anchor in Tension(Sec.17.4.5) Tk,cr= Tk,crfshort-termKsat(f c/2,5001n Tk,cr(psi) fshort-term Ksat f'c(psi) n Tk,cr(psi) 1087 1.00 1.00 4000 0.24 1217 Nba=A a zcr7tdahef(Eq. 17.4.5.2) 2 a icr(psi) da(in) hof(in) Nba(Ib) 1.00 1217 0.75 3.750 10751 Nag=0(ANa/ANaO)rec,NaTed,NaWcp,NaNba(Sec. 17.3.1 &Eq. 17.4.5.1 b) ANa(in2) ANaO(in2) CNa(in) Ca,min(in) rec,Na !ed,Na 'cp,Na Nba(lb) 0 0Nag(Ib) 661.45 350.39 9.36 22.50 1.000 1.000 1.000 10751 0.65 13192 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 09.005 1 SIMPSON Anchor Designer TM Company: Date: 9/27/2021 Engineer: Page: 5/5 Software Strong-TieProject: Version 3.0.7947.0 Address: Phone: E-mail: 11.Results 11.Interaction of Tensile and Shear Forces ISec.D.7)? Tension Factored Load,N.(Ib) Design Strength,aN (Ib) Ratio Status Steel 458 14528 0.03 Pass Concrete breakout 1830 13355 0.14 Pass Adhesive 1830 13192 0.14 Pass(Governs) SET-3G w/3/4"fD F1554 Gr.36 with hef=3.750 inch meets the selected design criteria. 12.Warnings -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 09.006