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3u PZa 9. -c l g' CONSULTING 71 2_3 s '`'` ) v` Z`'3 "0.. L cro RIGINEERING EXCELLENCE • SHEAR WALL MODIFICATION DESIGN • • (2007 OSSC & 2006 IBC) CALCULATIONS AND DESIGN CSA JOB #10843 c `' G�tIPlF�2•;) 72308PE r • 12S'�® 1 QHT WW EXPIRES: 12 - 31 - ! o • The engineering stamp affixed hereto is valid only with the original "WET" stamp, with the signature in RED ink, and only for the specific structure at the specific location identified below. FOR TILAND SCHMIDT ARCHITECTS P.C. GONZAGA PROFESSIONAL BUILDING 7128 GONZAGA STREET TIGARD, OR 9/24/09 C Consulting Engineers has provided engineering drawings for this project which are consistent with the calculations contained I mo. herein and which specify the design parameters, relevant codes, and information required to implement the design. eT i 2895 Beavercreek Rd. • Oregon City, OR 97045 (503) 228 -3848 FAX (503) 228 -0475 • rbs N Conterminous 48 States 2003 NEHRP Seismic Design Provisions o) Latitude = 45.43 Longitude = - 122.75 Spectral Response Accelerations Ss and S1 Ss and S1 = Mapped Spectral Acceleration Values Site Class B- Fa= 1.0,Fv =1.0 Data are based on a 0.05 deg grid spacing Period Sa (sec) (g) 0.2 0.950 (Ss, Site Class B) 1.0 0.340 (S1, Site Class B) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.43 Longitude = - 122.75 Spectral Response Accelerations SMs and SM1 SMs =Fax Ss and SM1 = Fv.xS1 Site Class D - Fa = 1.12 ,Fv = 1.72 Period Sa (sec) (g) 0.2 1.064 (SMs, Site Class D) 1.0 0.585 (SM1, Site Class D) Conterminous 48 States 2003 NEHRP Seismic Design Provisions Latitude = 45.43 Longitude = - 122.75 Design Spectral Response Accelerations SDs and SD1 SDs = 2/3 x SMs and SD1 = 2/3xSM1 Site Class D - Fa = 1.12 ,Fv = 1.72 Period Sa 1 • (sec) (g) '� 0.2 0.709 (SDs, Site Class D) ri 1.0 0.390 (SD1, Site Class D) Seismic Loads (Equivalent Lateral Force Analysis ASCE7 -05) S := .709 USGS Java Ground Motion Calculator Version 5.0.6 SDI := .390 USGS Java Ground Motion Calculator Version 5.0.6 R := 6.5 (Table 12.14 -1 ASCE 7 -05) I := 1.0 (IBC Table 1604.5) Roof = 18psf Ct := .02 Floor = 15psf hn := 26 Ext. Walls = 25psf Int. Partition allowance= 10psf x := .75 Seismic Dead Load Calculations: 2nd floor: Wlroof 0 Wlroof = 0 WI floor 4760.25 WI floor = 119000 Wlextwalls 276. 11.5.25 WIextwalls = 79350 W1 := WI roof + Wlfloor + Wlextwalls W1 = 198350 H1 := 12.5 Roof: W2roof 4760.23 W2roof = 109480 W2floor 0 W2floor = 0 W2extwalls 276.8.25.25 W2extwalls = 56925 W2 W2roof + W2floor + W2extwalls W2 = 166405 H2 := 23 W: =W1 +W2 W = 364755 Period: T := Ct.(hn) T = 0.23 / Base Shear: Cs := SDS I (eq. 12.8 -2) R SD1•I Csmax :_ (eq. 12.8 -3) B/C T <T T•R Csmin := .01 (eq. 12.8 -5) Cscontroll := min(Cs,Csmax) Cscontrol := max(Csmin,Cscontroll) Cscontrol = 0.109 V := Cscontrol•W V = 39786 QE := .7.V (for allowable stress design) QE = 27850 Vertical Redistribution: k := 1.0 For T <.5sec sumwhx := Wl•Hl + W2•H2 sumwhx= 6.307 x 10 ( CV1 CV1 = 0.393 F1 := CVl.V F1 = 15641 sumwhx (w CV2 := Cv2 = 0.607 F2 := CV2•V F2 = 24145 sumwhx / � 1 Wind Loads (Analytical Method ASCE 7 -05): V3S := 94.5 3 second gust wind speed (mph) Vf := 80 fastest mile wind speed (mph) I w := 1.0 Wind importance factor (IBC 2006 Table 1604.5 & ASCE 7 -05 Table 6 -1) heave 26 Height from average elevation to eave (ft) h := 26 Height from average elevation to roof peak (ft) (heave + hpeak) hmean - 2 hmean = 26 B Exposure 00_0 Roof slope (rise /run) 12 dmin := 68.5 Least horizontal dimension (ft) Calculation of "a" (ft): a • 1 • dmin Lesser of these, but not less than: amin2 . amin min(aminl,amin2) acontrol max(amin acontrol = 6.85 ft Basic Wind Pressure Calculation: Kzt := 1.0 Kz.:= .70 Kd := 0.85 qh := 0.00256•Kzt•Kz•Kd•IW V3S2 qh = 13.6 Basic Wind Pressure Coefficients [(Low -rise) ASCE 7 -05 Section 6.5.12.2.2] GCpfi := .18 gh•GCpfi = 2.45 GCpf5 := -.45 gh•GCpf5 = -6.12 GCp1 := .40 qh -GCp1 = 5.44 GCpf6 := -.45 gh•GCpf6 = -6.12 GCpf2 := -.69 gh•GCpf2 = -9.39 GCp1E := .61 gh•GCp1E = 8.3 GCpf3 := -.37 qh-GCpf3 = -5.03 GCpf2E :_ -1.07 qh-GCpf2E = -14.55 GCp4 := -.29 qh.GCp4 = -3.94 GCpf3E := -.53 gh•GCpf3E = -7.21 GCp4E := -.43 qh-GCp4E = -5.85 Oregon City, Oregon Project 669AVA.44 &fatal Ykake ) bv14..- By b Date di 7 Location la eilLbata pc Client -r 11% t StAlttrwt—' Sheet No 511 Job No. I I • , . . . 1 , : i : •• : : . . 1 ; I : I • • -; : , ! ••■•■■1.■■ ■•■•■■. • •■■■■■•■■1 3 .■.L......■.........■.... • . 3 • . . . . ; : . . : . . . • . ......-4..........■.-............■■■.......j.....-........■..4..-.....-..-......7 . . ■. - . . . . . . • 1 • : • I . . . ; 7 . . 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I • . - . ; • . . ,_ • ; -- • __. - : • --,- --i---.- : . : I , - ;_._, __:. ........... • : •• t --- — . • . : 7t : : . . - i • • • . . • : • ! . : -- i . ••• . i -- - i . : ---: . • .• . : ••• . -• : PaaP1 of 'SW Anchor Calculations Anchor Designer for ACI 318 (Version 4.1.0.0) Job Name : Gonzaga Bldg Date/Time : 09/24/2009 9:16:04 AM 1) Input Calculation Method : ACI 318 Appendix D For Cracked Concrete Calculation Type : Analysis a) Layout Anchor : 5/8" SET -XP Number of Anchors : 1 Steel Grade: A307 GR. C Embedment Depth : 12 in Built -up Grout Pads : No p Cxt cx2 6 T-- VV2v c y2. C : M LJY N f _ 1 Mux . by1 Vuax • - -� b'x1 bx2 co 1 ANCHOR 'Visa 9S POSITIVE FOR TENSION AND NEGATNE FOR CO►MMPRESSION. + INDICATES CANTER OF TI-CE ANCHOR Anchor Layout Dimensions : c 24 in c x2 : 24 in c y1 : 24 in c y2 : 24 in b : 1 in b : 1 in b y1 : 1 in b 2 . 1in WARNING: Compressive strength will be limited to 2500 psi in calculations for concrete about:blank 09/24/2009 • Jagt'97nf8 C r $4 breakout strength in tension, adhesive strength in tension, and concrete pryout strength in shear. b) Base Material Concrete : Normal weight f'c • 3000.0 psi Cracked Concrete : Yes ti' • : 1.00 Condition : B tension and shear OF :1657.5 psi Thickness, h : 24 in Supplementary edge reinforcement : No Hole Condition : Dry Concrete Inspection : Continuous Temperature Range : 1 (Maximum 110 ° F short term and 75 ° F long term temp.) c) Factored Loads Load factor source : ACI 318 Section 9.2 N : 7393 lb V uax : 0 lb V uay • 0 lb Mux • 0 lb*ft M uy • 0 Ib *ft e : 0 in e Moderate /high seismic risk or intermediate /high design category : Yes Anchor w/ sustained tension : No Anchors only resist wind and /or seismic loads : Yes Apply entire shear load at front row for breakout : No d) Anchor Parameters From C- SAS -2009: Anchor Model = SETXP d = 0.625 in Category = 1 h ef = 12 in h min = 15.125 in c ac = 36 in c min = 1.75 in s min = 3 in Ductile = Yes 2) Tension Force on Each Individual Anchor !• Anchor #1 N uai = 7393.00 lb Sum of Anchor Tension EN = 7393.00 lb a 0.00 in about:blank 09/24/2009 lo 414 w a 0.00 in e' = 0.00 in e = 0.00 in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor #1 V uai = 0.00 lb ( = 0.00 lb , Vuai = 0.00 lb ) Sum of Anchor Shear E = 0.00 lb, EV = 0.00 lb e' = 0.00 in e' = 0.00 in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] N = nAsefuta [Eq. D -3] Number of anchors acting in tension, n = 1 N = 13110 lb (for a single anchor) [C- SAS -2009] = 0.75 [D.4.4] 4Nsa = 9832.50 lb (for a single anchor) 5) Concrete Breakout Strength of Anchor in Tension [Sec. D.5.2] N cb = ANc /ANco 'Ped,N "c,NTcp,N [Eq. D - Number of influencing edges = 0 h = 12 in A Nco = 1296.00 in [Eq. D -6] ANc = 1296.00 in Smallest edge distance, c a,min = 24.00 in `i` ed,N = 1.0000 [Eq. D -10 or D-11] Note: Cracking shall be controlled per D.5.2.6 T c,N = 1.0000 [Sec. D.5.2.6] 'cp,N = 1.0000 [Eq. D -12 or D -13] N = kc 4 f ' c h ef 1.5 = 35333.84 lb [Eq. D -7] k = 17 [Sec. D.5.2.6] N = 35333.84 lb [Eq. D -4] A = 0.65 [D.4.4] 3 Oseis = 0.75 ra (1)N = 17225.25 lb (for a single anchor) about:blank 09/24/2009 6) Adhesive Strength of Anchor in Tension [Sec. D.5.3 (AC308 Sec.3.3)] � k,cr = 718 psi [C- SAS -2009] k = 17 [C- SAS -2009] h (unadjusted) = 12 in N ao = t k,cr it d o h ef = 16917.48 lb [Eq. D -16f] � k,uncr = 2263.00 psi for use in [Eq. D -16d] S cr,Na = min[20do-J (tk,uncr/ , 3h = 15.616 in [Eq. D-16d] C cr,Na = S cr,Na /2 = 7.808 in [Eq. D -16e] N a = ANa /ANaoTed,NaWp,NaNao [Eq. D -16a] A Nao = 243.86 in [Eq. D -16c] A = 243.86 in Smallest edge distance, ca min = 24.00 in ed,Na = 1.0000 [Eq. D -16I] p,Na = 1.0000 [Sec. D.5.3.14] N = 16917.48 lb [Eq. D -16a] = 0.65 [C- SAS -2009] 4 seis = 0.75 AN = 8247.27 lb (for a single anchor) • 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] Concrete side face blowout strength is only calculated for headed anchors in tension close to an edge, c < 0.4h Not applicable in this case. 8) Steel Strength of Anchor in Shear [Sec D.6.1] V = 7865 lb (for a single anchor) V eq = Vsaay.seis [AC308 Eq. 11 -27] a y.seis = 0.71 [C- SAS -2009] V = 5584.2 lb = 0.65 [D.4.4] i, l 4 V = 3629.70 lb (for a single anchor) 9) Concrete Breakout Strength of Anchor in Shear [Sec D.6.2] Case 1: Anchor checked against total shear load In x- direction... about:blank 09/24/2009 . 120 V cbx = A vcx /A vcox ' c,VVbx [Eq. D-21] c = 16.00 in (adjusted for edges per D.6.2.4) A vcx = 1152.00 in A vcox = 1152.00 in [Eq. D -23] ed,V = 1.0000 [Eq. D -27 or D -28] W c,V = 1.0000 [Sec. D.6.2.7] V = 7(le /do)0.2 ..1 d o / f'c(ca1)1.5 [Eq. D -24] 1 =5.00 in V V = 29403.34 lb V cbx = 29403.34 lb [Eq. D-21] 4) = 0.70 4) seis = 0.75 4 ) V cbx = 15436.75 lb (for a single anchor) In y- direction... Vcby = Avcy/Avcoy'ed,VWc,VVby [Eq. D-21] c = 16.00 in (adjusted for edges per D.6.2.4) A vcy = 1152.00 in • A vcoy = 1152.00 in [Eq. D -23] W ed,V = 1.0000 [Eq. D -27 or D -28] W c,v = 1.0000 [Sec. D.6.2.7] V = 7(le /do)0.2 \J do 4 fic(Ca1)1.5 [Eq. D -24] l = 5.00 in V = 29403.34 lb V cby = 29403.34 lb [Eq. D-21] = 0.70 4 )seis = 0.75 4)Vcby = 15436.75 lb (for a single anchor) Case 2: This case does not apply to single anchor layout Case 3: Anchor checked for parallel to edge condition Check anchors at cx1 edge = A V x `f' 'll V cbx vc /A vcox ed,V c,V V bx [Eq. D -21 ] c = 16.00 in (adjusted for edges per D.6.2.4) about:blank 09/24/2009 mBeggraniaLL A vcx = 1152.00 in A vcox = 1152.00 in [Eq. D -23] `' ed,V = 1.0000 [Sec. D.6.2.1(c)] ;At = 1.0000 [Sec. D.6.2.7] Vbx = 7(le /do)0.2 ,\J d N f c(Ca1)1.5 [Eq. D -24] 1 =5.00 in V = 29403.34 lb V cbx = 29403.34 lb [Eq. D-21] V cby = 2 * Vcbx [Sec. D.6.2.1(c)] V cby = 58806.68 lb 4 = 0.70 Oseis = 0.75 Vcby = 30873.51 lb (for a single anchor) Check anchors at c edge V cby = Avcy/Avcoykred,VWc,VVby [Eq. D-21] c = 16.00 in (adjusted for edges per D.6.2.4) A vcy = 1152.00 in A vcoy = 1152.00 in [Eq. D -23] W ed,V = 1.0000 [Sec. D.6.2.1(c)] W c,v = 1.0000 [Sec. D.6.2.7] V = 7(le /do)0.2 4 do l fc(cal )1.5 [Eq. D -24] 1 =5.00 in V = 29403.34 lb V cby = 29403.34 lb [Eq. D-21] V cbx = 2 * V cby [Sec. D.6.2.1(c)] V cbx = 58806.68 lb = 0.70 Oseis = 0.75 ( `1 V cbx = 30873.51 lb (for a single anchor) Check anchors at c edge V cbx = Avcx/AvcoxTed,V1Pc,VVbx [Eq. D-21] about: blank 09/24/2009 a c = 16.00 in (adjusted for edges per D.6.2.4) A vcx = 1152.00 in A vcox = 1152.00 in [Eq. D -23] W ed,V = 1.0000 [Eq. D -27 or D -28] [Sec. D.6.2.1(c)] c,V = 1.0000 [Sec. D.6.2.7] Vbx = 7(le /do)0.2 . � d Ni f1c(ca1)1.5 [Eq. D -24] l = 5.00 in V = 29403.34 lb V cbx = 29403.34 lb [Eq. D-21] V cby = 2 * Vcbx [Sec. D.6.2.1(c)] V cby = 58806.68 lb $ =0.70 'seis = 0.75 Vcby = 30873.51 lb (for a single anchor) Check anchors at c y2 edge V cby = Avcy/Avcoy'ed,VWc,VVby [Eq. D-21] c = 16.00 in (adjusted for edges per D.6.2.4) A = 1152.00 in A vcoy = 1152.00 in [Eq. D -23] 'f` ed,V = 1.0000 [Sec. D.6.2.1(c)] W c,V = 1.0000 [Sec. D.6.2.7] V = 7(l /d do'/ flc(cal)1.5 [Eq. D -24] 1 =5.00 in V by = 29403.34 lb V cby = 29403.34 lb [Eq. D-21] V cbx = 2 * V cby [Sec. D.6.2.1(c)] V cbx = 58806.68 lb = 0.70 6 1 4 seis = 0.75 O = 30873.51 lb (for a single anchor) 10) Concrete Pryout Strength of Anchor in Shear [Sec. D.6.3] about: blank 09/24/2009 • 151 if V = min[kcpNa,kcpNcb] [Eq. D -30a] k = 2 [Sec. D.6.3.2] N = 16917.48 lb (from Section (6) of calculations) N = 35333.84 lb (from Section (5) of calculations) V = 33834.95 lb = 0.70 [D.4.4] 4seis = 0.75 V = 17763.35 lb (for a single anchor) 11) Check Demand /Capacity Ratios [Sec. D.7] Tension - Steel : 0.7519 - Breakout.: 0.4292 - Adhesive : 0.8964 - Sideface Blowout : N/A Shear - Steel : 0.0000 - Breakout (case 1) : 0.0000 - Breakout (case 2) : N/A - Breakout (case 3) : 0.0000 • - Pryout : 0.0000 V.Max(0) <= 0.2 and T.Max(0.9) <= 1.0 [Sec D.7.1] Interaction check: PASS Use 5/8" diameter A307 GR. C SET -XP anchor(s) with 12 in. embedment BRITTLE FAILURE GOVERNS: Governing anchor failure mode is brittle failure. Per 2006 IBC Section 1908.1.16, anchors shall be governed by a ductile steel element in structures assigned to Seismic Design Category C, D, E, or F. Alternatively the minimum design strength of the anchor(s) shall be at least 2.5 times the factored forces or the anchor attachment to the structure shall undergo ductile yielding at a load level less than the design strength of the anchor(s). Designer must exercise own judgement to determine if this design is suitable. about:blank 09/24/2009