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Report RECEIVED EQUILIBRIUM MAY 0 1 2013 CITY OF TIGARD BUILDING DIVISION PZo/3 - 006947/ ENGINEERS I!5to5 DA r-f—erl J-&. April 25, 2013 Q Tara Cantrell TKA 330 SE MLK Blvd, Suite 350 Portland, OR 97214 RE: Dr. Norm Auzins Tenant Improvement-- Framing for New Exterior Door 11565 SW Durham Road, Building F. Suite 100, Tigard, OR EE LLC Job No. 13036 Dear Tara: Attached please find calculation sheets CI through C23, which verify the structural adequacy of the structural wall framing required to support the new exterior door opening on the south side of the building for Dr. Auzins" tenant space at 11565 SW Durham Road, Building F, Suite 100 in Tigard. Oregon as shown on structural details SK-1 through SK-3, dated April 25, 2013. Design is based on the provisions of the 2010 Oregon Structural Specialty Code. Please call if you have any questions. Sincerely, i�F t.7" • 9.bnktv.t-k.- ,w V/\��� •4 S JoMarie Farrell, P.E. � r Associate cl' �.5 Enclosure 16325 Boones Ferry Road,Suite 202 t Lake Oswego,Oregon 97035 Phone 503.636.8388 cs= Cell 503.803.8576 Fax 503.636.2090 ' Email edq@equilibriumlIc.com Project EQUILIBRIUM By Sheet # . 1 L A-LA 2-1 h1 1.Z NE.>..., •Location .TZ. pr" %��. Date S�` I Ii SG,c Su.) DuRi-kAciA gt,, 6�� F L i2Si2J-)2...) 1 Client 5i'"r� '00 ). TIU',2 , ufZ Revised Job # '� , ;� ... Lrac' Date 13�3�•. . ENGINEERS) GENERAL STRUCTURAL NOTES: 1. Special inspection shall be provided by a certified special inspector for the following items: Continuous special inspection is required for the following items: Epoxy anchor installation for holdown anchors, sill plate anchors, slab on grade dowels, and concrete placement and verification of use of approved mix design. Compression testing is not required due to low volume of concrete per OSSC 1905.6.2. Mix design to be used shall be approved by Equilibrium and the Building official prior to the pour. Periodic special inspection is required for the following items: Concrete screw anchor installation. 2. All sequences, methods and procedures of construction shall be the responsibility of the contractor. The contractor shall take all necessary precautions to ensure and - maintain the stability and integrity of the structure through all stages of construction. This includes temporary bracing. 3. All wood shall conform to a minimum of Doug Fir No. 2 or better. 4. Contractor shall field verify all existing dimensions and elevations. 5. Concrete shall conform to a compressive strength of 3,000 psi in 28 days and shall conform to ACI 318, Chapter 5. 6. Reinforcing bars shall conform to ASTM A615 Grade 60. 7. Epoxy adhesive shall conform to Simpson SET-XP. Substitutions shall be approved by Equilibrium Engineers prior to installation. 8. Plywood sheathing shall conform to Structural I plywood. All edges shall be nailed with 10d nails at 6" o.c. at all panel edges and 12" o.c. at intermediate members. All edges shall be blocked with 2x6 blocking. 9. All nailing not shown shall be per OSSC Table 2304.9.1. ELI 0 f & Ce ,,% ,_Y 22,1 :„\ ,.....i.-,, C_ ; 1 24311 ] Project AcV�21t� i`_. I,J � EQUILIBRIUM By ,`` Sheet # Location > .1Z oPc. ►tJ J Ce- 115(,5 SI.J Dt�1z.1kA k IZ17 �Lb(svi�. Date 4 I Z5 12_o I'j J '�'�Z Client S�.NTe Ioc) , -ric. c e , Gs z. Revised 1 Job # T1 I ENGINEERS) Date I jp ' A . \ -•Mtri1.1Lr PicizTITit>l-� -c..-,..:. 1., •`r' wq-u_ SC.TN TENkM T . ry S___ .. 2c�7n-+.' :�. lie. Remo►N. ( 51:'3 lzovr �� `. 11 IS REt t"l�k F,7 ';'1-xs' 3.!l..zl f` y ze.s�/t i iz- Pcs L�2�w i r-a ex 1 f-° I RLt.a'o T1> TrtIC,14.C:.N .z. 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SvAPPOV.T.a TA,so . 2. 04w — O.4o(1,2.3'.1''' - 1.3 b Z`" igr1.,,WIT■4 L Ms -rd _L L1 23,�� I , t� STCe L_ i'c.raTS . ��y. t._1 x 1 O — O r , I'; rtvr l .t42..1 t•k4.A ,I z' ca 1-1-1L.11 NAS cot I-t►T r i ChT,,, — 1 .A3 - c,►L oR- Z.,[k hISS SIMPSO4- SGT y.P b1L see_ cJ --V.4.1 c Anchor Calculations Anchor Selector (Version 4.11.0.0) wC ND k)1— Job Name : Date/Time : 4/25/2013 9:33:43 AM 1) Input Calculation Method : ACI 318 Appendix D For Cracked Concrete Code : ACI 318-08 Calculation Type : Analysis Code Report : ICC-ES ESR-2508 a) Layout Anchor : 1/2" SET-XP Number of Anchors : 1 Steel Grade: F1554 GR. 36 Embedment Depth : 8.5 in Built-up Grout Pads : No (Ix'. cx2 G y2 Muy 3 bye PMUx Cy1 Vuax ox1 -'Y2 cY 1 ANCHOR 'Nua is POSI-IVE FOR TENSION AND WEGATNE FOR COMPRESSION. +INDICATES CENTER OF THE ANCHOR Anchor Layout Dimensions : cx1 : 6 in cx2 : 18in cy1 : 18 in Cy2 : 6in • bx1 : 1.5 in bx2 : 1.5in by1 : 1.5 in bye • 1 .5 in NOTE: Compressive strength will be limited to 2500 psi in calculations for concrete breakout strength in tension, adhesive strength in tension, and concrete pryout strength in shear. b) Base Material Concrete : Normal weight fc • 3000.0 psi Cracked Concrete : Yes v : 1.00 Condition : B tension and shear P : 1657.5 psi Thickness, ha : 12 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 Nua : 1810 lb Vuax • 0 lb V : 0lb M : 0lb*ft uay ux Muy : 0 Ib*ft e x : 0 in ey : 0in 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 ICC-ES ESR-2508 : Anchor Model = SETXP da = 0.5 in Category = 1 hef = 8.5 in hmin = 11 in cac = 25.5 in cmin = 1.75 in smin = 3 in Ductile = Yes 2) Tension Force on Each Individual Anchor Anchor#1 N ual = 1810.00 lb Sum of Anchor Tension E.Nua = 1810.00 lb ax = 0.00 in ay = 0.00 in e'Nx = 0.00 in e'Ny = 0.00 in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor #1 V ual = 0.00 lb (V ualx = 0.00 lb , V ugly = 0.00 lb ) Sum of Anchor Shear I'Vuax = 0.00 lb, >Vuay = 0.00 lb e'Ux = 0.00 in e'vy = 0.00 in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] Nsa = nA se futa [Eq. D-3] Number of anchors acting in tension, n = 1 Nsa = 8235 lb (for a single anchor) [ ICC-ES ESR-2508 ] b = 0.75 [D.4.4] Nsa = 6176.25 lb (for a single anchor) . 5) Concrete Breakout Strength of Anchor in Tension [Sec. D.5.2] Ncb = ANcIANcoljed,N Jc,NTcp,NNb [Eq. D-4] Number of influencing edges = 2 hef = 8.5 in ANco = 650.25 in2 [Eq. D-6] ANc = 351.56 in2 Smallest edge distance, ca,min = 6.00 in ed,N = 0.8412 [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] `t'cp,N = 1.0000 [Eq. D-12 or D-13] Nb = k1�ti� f ' c hefts = 21064.31 lb [Eq. D-7] kc = 17 [Sec. D.5.2.6] • Ncb = 9579.80 lb [Eq. 0-4] = 0.65 [D.4.4] ¢seis = 0.75 ■Ncb = 4670.15 lb (for a single anchor) Cie 6) Adhesive Strength of Anchor in Tension [Sec. D.5.3 (AC308 Sec.3.3)] Tk.cr = 995 psi [ ICC-ES ESR-2508 ] kcr = 17 [ ICC-ES ESR-2508 ] hef (unadjusted) = 8.5 in Nao = Tkcr'T dahef = 13285.01 lb [Eq. D-16f] Tk,uncr = 2250.00 psi for use in [Eq. D-16d] scr,Na = min[20 da'\i (Tk,uncrh1450) , 3hef] = 12.457 in [Eq. D-16d] ccr,Na = scr,Na/2 = 6.228 in [Eq. D-16e] Na = ANa/ANao ed,Na`�Jp,NaNao [Eq. D-16a] ANao = 155.17 in2 [Eq. D-16c] ANa = 149.53 in2 Smallest edge distance, ca,min = 6.00 in `' ed,Na = min[0.7+0.3ca,min/ccr,Na , 1.0] = 0.9890 [Eq. D-16m] `f'p,Na = 1.0000 [Sec. D.5.3.14] Na = 12661.44 lb [Eq. D-16a] = 0.65 [ ICC-ES ESR-2508 ] Oseis = 0.75 0Na = 6172.45 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, cal < 0.4hef. Not applicable in this case. 8) Steel Strength of Anchor in Shear [Sec D.6.1] Vsa = 4940.00 lb (for a single anchor) Veq = Vsaay.seis [AC308 Eq. 11-27] ay.seis = 0.78 [ ICC-ES ESR-2508 ] Veq = 3853.20 lb = 0.65 [D.4.4] 4 Veq = 2504.58 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... Vcbx = Avcx/AvcoxPed,V 1 c.V1Jh,V Vbx [Eq. D-21] • cal = 12.00 in (adjusted for edges per D.6.2.4) Avcx = 288.00 in2 Avcox = 648.00 in2 [Eq. D-23] `t'ed,V = 0.8000 [Eq. D-27 or D-28] `t'c,v = 1.0000 [Sec. D.6.2.7] = (1 .5cal / ha) = 1.2247 [Sec. D.6.2.8] Vbx = 70e/ da )0.2 NI da?.•\i f c(ca1)1.5 [Eq. D-24] le = 4.00 in Vbx = 17081.80 lb Vcbx = 7438.52 lb [Eq. D-21] = 0.70 Oseis = 0.75 4Vcbx = 3905.22 lb (for a single anchor) In y-direction... Vcby = Avcy/AvcoyPed,VkPc,VI1h,v Vby [Eq. D-21] cal = 6.00 in Avcy = 135.00 in2 162.00 in2 [Eq. D-23] Avcoy = `f'ed,V = 0.9000 [Eq. D-27 or D-28] Tc,V = 1.0000 [Sec. D.6.2.7] `t'h.V = tiJ (1.5cal / ha) = 1.0000 [Sec. 0.6.2.8] Vby = 70e/ da )0.2,N) dad.Nr fc(ca1)1.5 [Eq. D-24] le = 4.00 in Vby = 6039.33 lb Vcby = 4529.50 lb [Eq. D-21] = 0.70 • °seis = 0.75 oVcby = 2377.98 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 Vcbx = Avcx/Avcoxlfed,V''c,Vt1'h,V Vbx [Eq. D-21] cal = 6.00 in Avcx = 135.00 in2 Avcox = 162.00 in2 [Eq. D-23] t'ed V = 1.0000 [Sec. D.6.2.1(c)] 'Pay = 1.0000 [Sec. D.6.2.7] � 'h,v = ' (1 .5ca / ha) = 1.0000 [Sec. 0.6.2.8) Vbx = 7(1e1 da )0.2 �; day ti' fc(ca1)1.5 [Eq. D-24] le = 4.00 in Vbx = 6039.33 lb Vcbx = 5032.77 lb [Eq. D-21] Vcby = 2 * Vcbx [Sec. 0.6.2.1(c)] Vcby = 10065.54 lb • } = 0.70 Oseis = 0.75 Vcby = 5284.41 lb (for a single anchor) Check anchors at cy edge Vcby = Avcy/Avcoyf ed.0'c,V9'h,V Vby [Eq. D-21] cap = 12.00 in (adjusted for edges per D.6.2.4) Avcy = 288.00 in2 Avcay = 648.00 in2 [Eq. D-23] `'ed.V = 1.0000 [Sec. D.6.2.1(c)] `t'c,v = 1.0000 [Sec. D.6.2.7] 'h.V = `+� (1.5cal / ha) = 1.2247 [Sec. D.6.2.8] Vby = 70e/ da )0.2 f c(ca1)1.5 [Eq. D-24] le = 4.00 in Vby = 17081.80 lb • Vcby = 9298.15 lb [Eq. D-21] Vcbx = 2 * Vcby [Sec. D.6.2.1(c)] Vcbx = 18596.30 lb 4/25/2013 c� = 0.70 seis = 0.75 oVcbx = 9763.06 lb (for a single anchor) Check anchors at cx2 edge Vcbx = Avcx/Avcox`1' � ed,V h,V Vbx [Eq. D-21] cal = 12.00 in (adjusted for edges per D.6.2.4) Avcx = 288.00 in2 Avcox = 648.00 in2 [Eq. D-23] = 1.0000 [Eq. D-27 or D-28] [Sec. D.6.2.1(c)] To/ = 1.0000 [Sec. D.6.2.7] 1'h V = � (1.5cal / ha) = 1 .2247 [Sec. D.6.2.8] Vbx = 7(1e/ da )0.2.x; dal '\J fc(ca1)1.5 [Eq. D-24] le = 4.00 in Vbx = 17081.80 lb Vcbx = 9298.15 lb [Eq. D-21] Vcby = 2 * Vcbx [Sec. D.6.2.1(c)] Vcby = 18596.30 lb fi = 0.70 ¢seis = 0.75 oVcby = 9763.06 lb (for a single anchor) Check anchors at cy2 edge Vcby = Avcy/Avcoy��ed,V`1' `1J c.Vh,V Vby [Eq. D-21] cal = 6.00 in A = 135.00 in2 vcy 162.00 in2 [Eq. D-23] Avcoy = Ted,V = 1.0000 [Sec. D.6.2.1(c)] `E'c.v = 1.0000 [Sec. D.6.2.7] `Ilh.V ^ ti (1.5cal / ha) = 1.0000 [Sec. D.6.2.8] Vby = 70e1 da )0.2.\t f [Eq. D-24] c(ca1)1.5 1 e = 4.00 in Vby = 6039.33 lb 4/25/2013 Vcby = 5032.77 lb [Eq. D-211 Vcbx = 2 * Vcby [Sec. D.6.2.1(c)] • Vcbx = 10065.54 lb o = 0.70 aseis = 0.75 aVcbx = 5284.41 lb (for a single anchor) 10) Concrete Pryout Strength of Anchor in Shear [Sec. D.6.3] Vcp = min[kcpNa,kcpNcb] [Eq. D-30a] kcp = 2 [Sec. D.6.3.2] Na = 12661 .44 lb (from Section (6) of calculations) Ncb = 9579.80 lb (from Section (5) of calculations) Vcp = 19159.61 lb d = 0.70 [D.4.4] 0seis = 0.75 0/co = 10058.79 lb (for a single anchor) 11) Check Demand/Capacity Ratios [Sec. D.7] Note: Ratios have been divided by 0.4 factor for brittle failure. Tension • - Steel : 0.2931 • - Breakout : 0.9689 - Adhesive : 0.7331 - 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(0.97) <= 1.0 [Sec D.7.1] Interaction check: PASS Use 1/2" diameter F1554 GR. 36 SET-XP anchor(s) with 8.5 in. embedment 4/25/2013 t Anchor Calculations 1-}t�l wt-t C- ���• Anchor Selector(Version 4.11.0.0) CL_t7S� • cvt--\t7 Job Name: Date/Time.4/25/2013 11:38:23 AM Calculation Summary-ACI 318 Appendix D For Cracked Concrete per ACI 318-08 Anchor Anchor Steel Code Report #of Anchors Embedment Depth(in) Category 1/2"SET-XP F1554 GR.36 ICC-ES ESR-2508 1 9 Concrete Concrete Cracked fc(psi) .s v Normal weight Yes 3030.0 1.00 Condition Thickness(in) Suppl.Edge Reinforcement B tension and shear 18 No Hole Condition Inspection Temp.Range Dry Concrete Continuous 1 Anchor Layout Dimensions cx. 0x2 cy, "y2 bx1 bx2 by1 by2 (in) (n) (in) (in) (in) (in) (in) (in) 3.5 24 24 24 1.5 1.5 1.5 1.5 Factored Loads Nut(Ib) Vuax(Ib) Vaay(Ib) 'dux(1b11) Muy(Ib`ft) 1810 0 0 C 0 • ex ey Mod/high Anchor w/sustained Anchor only resists Apply entire shear (in) (in) seismic tension wind/seis loads @ front row 0 0 Yes No Yes No Individual Anchor Tension Loads N • (l ) 1810.00 e'yx(in) eNly(in) 0.00 0.00 Individual Anchor Shear Loads V ,(Ib) 0.00 e'vx(in) e'vy(in) 0.00 0.00 Tension Strengths Steel(aA=0.75) NsaCb) `t'Nsa(lb) N.:d(Ih) N :a/I'Nsaa 8235 6176.25 1810.00 0.2931 Concrete Breakout(r1)=0 65,(I'seis=0.75) Ncb(ib) 41Nc0(Ib) N-aa(Ib) Nua/`I'Nrb 11238.89 5478.96 1810.00 0.3304 • Adhesive(4a=0.65.4'se.s=0.75) Na(ib) 4 Na(lb) Nua(Ib) NL.a/(1)Na • 9541.82 4651.04 1810.00 0.3891 4/25/2013 C.-A Side-Face Blowout does not apply Shear Strengths Sleet(t =0.65,uv seis=0.78) Vea(tb) 0■Vep(lb) Vua(lb) V a/GVc,y 3853.2 ,2504.58 0.00 0.0000 Concrete Breakout(case 1)(0=0.70,`1'ses=0.75) V7ax(Ib) *Vcbx(Ib) Vuax(Ib) Vuax"Vcux 22775.73 11957.26 0.00 0.0000 Vcby(Ib) (I)Vcby(Ib) Vuay(lb) Vuay kbVcby Vua/tbVca 9704.89 5095 07 0.00 0.0000 0.0000 Concrete Breakout(case 2)does not apply to single anchor layout Concrete Breakout(case 3)(4)=0.70,cl'seis=0.75) cx1 edge Vcby(Ib) (OVcby(Ib) Vuay(lb) Vuay/1)V by 5381.38 2825.22 0.00 0.0000 cy1 edge Vcbx(Ib) Q'Vcnx(Ib) Vuax(lb) Vuax/ct'Vcbx 26097.19 13701.02 0.00 0.0000 cx2 edge Vcby(Ib) clVecy(lb) Vuay(lb) Vuay Iq,V^by 4555* 46 23914.51•0.00 0.0000 cy2 edge Vcbx(Ib) I'Vccx(Ib) Vuax(lb) V.ax Id'Vcbx V„s/4'Vc3 26097.19 13701.02 0.00 0.0000 0.0000 Pryout(1,=0.70.11'sers=0.75) • Vcp(lb) (DVcp(lb) Vuay(lb) Vuax 14'Vcp 19083.64 10016.91 0 0.0000 Vcp(Ib) (1)Vcc(D) Vuay(lb) V ay/DVcp V.a 1`1'Vcu 19083.64 10018.91 0 0.0000 0.0000 Interaction check Note:Ratios in the equation below have been divided by OA factor for brittle failure. V.Max(0)<=0.2 and T.Niax(0.97)<=1.0[Sec D.7.1] Interaction check:PASS Use 1(2"diameter F1554 GR.36 SET-XP anchor(s)with 9 in.embedment 4/25/201 . . Project EQUILIBRIUM By Sheet # pil_ A-1.A.2.4...is Location Date C..i..1 . Client E3 e Revised -- - Job # 1. ENGINEERS J Date 7 1 it-,340 1 I ....t r L.,lz It 4.. 0 ii.. 2..i I. soz.' a.io .stAk.P5u-i--k bTTLe Q.‘S PCS: x I' x ArLaA ,...,1 t3 - 5'15'.7., 11,tv.07.- Tt (i..-M2>c I +- Ap 145 t.0 ei +IP L ') :-.14,..).> .12. P 1 2...d4- .1 . ifirPLAYCY44A-.1 C. V..... . . `—* ' • 1.....„, t"-.(I.S0) ' I .2i - i 1&.=74 Top 1:-.1LA 1 G:5 -to . 1 , t..4.......E.,(..., , 1 i..- -, • ..• 24?LA 05 1.-a 'ruff ‘-z...e.". it.. X.\•4.0 Are 0.. i2 ,' rti-C%_ ':-' 2.,i 1 ... , ---1 lei4 .1'S P5F I• e.)9/Zi;;A-V plc- • 1 1 1If tc.aLre 1'4 E r sl LL,_ rA-etki 1.:..:-' SLA.03 C.A..- to..PO)Cq OCA,c,e1.- t \ V d0c3-,I 2L.74 rtf L ) \Lt... 211..q,4k 4?-Ctl- C- 0,..." t? Li frut-4 ti -....... . ie.)._ 1 \it-id-A)in -, a.CiLli --_ .....---,---4:1:— 4: i 1 f,. lie' 0 s tm.PS01--k I-a B / I V LA Pe,a-- • (./3.4" 4,ITAICAtrie 0 I G)4 Anchor Calculations "nil t..L. :.)4+k' i Anchor Selector(Version 4.11.0.0) ';"LT) 1 :1.:, a ' .I 41`;,, Job Name: Date/Time:4/25/2013 9:39:38 AM Calculation Summary-ACI 318 Appendix 0 For Cracked Concrete per ACI 318-08 Anchor Anchor Steel Cede Report #of Anchors Embedment Depth(in) Category 1/2"SET-XP H A615 GR.60 I CC-ES ESR-2508 1 4 Concrete Concrete Cracked rc(Ps') ''c,v .. Normal weight Yes 3000.0 1.00 Condition Thickness(in) Suppi.Edge Reinforcement B tension and shear 12 No Hole Condition Inspection Temp.Range Dry Concrete Continuous 1 Anchor Layout Dimensions 0x1 cx2 Cy1 Cy2 bx, bb - x1 by' Cy2 (in) (in) (in) (in) (in) (in) (in) (in) 2.25 2.25 24 24 1.5 1.5 1.5 1.5 Factored Loads Nu3(Ib) Vuax(Ib) V,,ay(Ib) M,4x(Ibit) M (Ib `ft` ■ • 0 277 0 0 0 eex ey Mod/high Anchor w/sustained Anchor only resists Apply entire shear • (in) (in) seismic tension wind/seis loads @ front row 0 0 Yes No Yes No Individual Anchor Tension Loads N ual (lb) 0.00 e'Nx(in) e'Ny(in) 0.00 0.00 Individual Anchor Shear Loads V,:at 'lb) 277.00 evx(in) e'vy(in) 0.00 0.00 Tension Strengths Steel((.1'=0.65) Nsa(ib) ONsa(lb) Nua(Ib) N ua/`1'Nsa 18000 11700.00 0.00 0 0000 Concrete Breakout(fb=0.55,4)sas=0.75) Nth(lb) ‘1)Nu5(Ib) N a(Ib) N.:a R1INcb 2071.88 1010.04 0.00 0.000C Adhesive(rh=0.65 .(h 5„„c=0.75) Na(Ib) liNa(lb) N,,1a(lb) Naa/4/Na 2131.89 1039.30 0.00 0.0000 • 4/25/2013 C'S Side-Face Blowout does not apply Shear Strengths Steel(1)=0.60,ax.S is=0.88) Vcq(ib) 4'VeC(Ib) V a(ib) V cn 5534 :5702.40 1277.00 0.0486 Concrete Breakout(case 1)(m=0.70,d)sE,,s=0.75 Vcbx(lb) OVcbx(lb) Vuax(Ib) Vuax)c''Vcax 1386.87 728.11 277.00 0 3804 Vcby(Ib) c1AVcby(Ib) Vuy(b) Vaay)ci'Vcny Vua lcDVcb 1318.45 692.19 0.00 0.0000 C.3804 Concrete Breakout(case 2)does not apply to single anchor layout Concrete Breakout(case 3)(d)=0.70,rbscis=0.75) cx1 edge Vcby(Ib) g;Vc.y(Ib) Vuay(rb) Vuay i(3Vcby 2773.74 1456.21 0.00 0 0000 cy1 edge Vcbx(lb) cpVcbx(ib) Vuax(Ib) Vuax 10Vcbx 3486.81 1830.57 277.00 0.1513 cx2 edge Vcby(lb) 4)Vcby(lb) Vuay('b) Vuay k Vcry 2773.74 1456.21 '0.00 0.0000 cy2 edge Vcbx(Io) cpVcbx(lb) Vuax(`b) Vuax)`1cVcrx Vua/CA/cu 3486.81 1830.57 277.00 0.1513 0.1513 Pryout(c1)=C.70,cicseis=0.75) Vcu(Ib) hI Vcp(''b) Vuax(ib) V ax MA/ • 4143.75 2175.47 277 0.1273 Vcp(Ib) c1)Vcp(Ib) Vay(lb) V.ay k0Vcp V-la MA/cp 4143.75 2175.47 0 0.0000 0.1273 Interaction check Note:Ratios in the equation below have been divided by 0.4 factor for brittle failure. T.Max(D)<=0.2 and V.Max(0.95)<=1.0[Sec D.7.2) interaction check?PASS Use 112"diameter A615 GR.60 SET-XP anchor(s)with 4 in.embedment 4/15001 51+'.L PLAT L. CtL Anchor Calculations Anchor Selector (Version 4.11.0.0) Job Name : Date/Time : 4/25/2013 11:49:07 AM 1) Input Calculation Method : ACI 318 Appendix D For Cracked Concrete Code : ACI 318-08 Calculation Type : Analysis Code Report : ICC-ES ESR-2713 a) Layout Anchor : 3/8" Titen HD Number of Anchors : 1 Embedment Depth : 2.5 in Built-up Grout Pads : No r..x cx 2 VI.aV Vuax ( � -- — b . • 1 ANCHOR 'N:1a:5 P+"7.S1-iVE=OR TENSION AND NEGATIVE FOR COt/FRESSIDN. INDICATES CENTER OF THE ANCHOR Anchor Layout Dimensions : cx1 : 3.5 in c x2 : 24 in cy1 : 24 in cy2 : 24 in bxi 1.5 in bx2 : 1.5 in by1 : 1.5 in by2 : 1 .5in 4/25/2013 CEO b) Base Material • Concrete : Normal weight f • 3000.0 psi Cracked Concrete : Yes c V • 1.00 • Condition : B tension and shear oFp • 1657.5 psi Thickness, ha : 4.25 in Supplementary edge reinforcement : No c) Factored Loads Load factor source : ACI 318 Section 9.2 Nua • 0 lb Vuax : 0 lb Vijay : 437 lb Mux : 0 lb*ft MuY • 0 Ib"ft ex • 0in ey • 0 in Moderate/high seismic risk or intermediate/high design category : Yes Apply entire shear load at front row for breakout : No d) Anchor Parameters From ICC-ES ESR-2713 : Anchor Model = THD37 da = 0.375 in Category = 1 hef = 1.77 in hmin = 4.25 in cac = 2.6875 in c min = 1.75 in Smin = 3 in Ductile = No 2) Tension Force on Each Individual Anchor Anchor #1 N ual = 0.00 lb Sum of Anchor Tension ZNua = 0.00 lb ax = 0.00 in a = 0.00 in e'Nx = 0.00 in e'Ny = 0.00in 3) Shear Force on Each Individual Anchor Resultant shear forces in each anchor: Anchor #1 V ual = 437.00 lb (V ua,x = 0.00 lb V ua,y = 437.00 lb ) 4125/2013 Sum of Anchor Shear 2:Vuax = 0.00 Ib, 2:Vuay = 437.00 lb e'Vx = 0.00in e'Vy = 0.00in 4) Steel Strength of Anchor in Tension [Sec. D.5.1] Nsa = nA se futa [Eq. D-3] Number of anchors acting in tension, n = 0 Nsa = 10890 lb (for a single anchor) [ ICC-ES ESR-2713 ] = 0.65 [D.4.4] q>Nsa = 7078.50 lb (for a single anchor) 5) Concrete Breakout Strength of Anchor in Tension [Sec. D.5.2] Ncb = ANc/ANco��ed,N�ijc,N`f�cp.NNb [Eq. D-4] Number of influencing edges = 0 hef = 1 .77 in ANca = 28.20 in2 [Eq. D-6] ANc = 28.20 in2 Smallest edge distance, cam:n = 3.50 in tijed N = 1.0000 [Eq. D-10 or D-11] Note: Cracking shall be controlled per 0.5.2.6 = 1.0000 [Sec. D.5.2.6] cp,N = 1.0000 [Eq. D-12 or D-13] Nb = kc1. ,/ f c hef1.5 = 2192.65 lb [Eq. D-7] kc = 17 [Sec. D.5.2.6] Ncb = 2192.65 lb [Eq. D-41 o = 0.65 [D.4.4] 6seis = 0.75 'Ncb = 1068.92 lb (for a single anchor) 6) Pullout Strength of Anchor in Tension [Sec. D.5.3] Neq = 12351b (f'„/2,500 psi)0.5 = 1352.87 lb V = 0.65 4seis = 0.75 ONeq = 659.53 lb (for a single anchor) 7) Side Face Blowout of Anchor in Tension [Sec. D.5.4] 4/25/2013 Concrete side face blowout strength is only calculated for headed anchors in tension close to • an edge, Cal < 0.4hef. Not applicable in this case. 8) Steel Strength of Anchor in Shear [Sec D.6.1] Veq = 2855.00 lb (for a single anchor) [ ICC-ES ESR-2713 ] o = 0.60 [D.4.4] o Veq = 1713.00 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... Vcbx = Avcx/Avcox4f ed.V.IJc.VL1f h.V Vbx [Eq. D-21] Cal = 16.00 in (adjusted for edges per D.6.2.4) Avcx = 204.00 in2 Avcox = 1152.00 in2 [Eq. D-231 �1Jed,V = 1.0000 [Eq. D-27 or D-28] To/ = 1.0000 [Sec. D.6.2.7] `l'h v = (1.5ca1 / ha) = 2.3764 [Sec. D.6.2.8] Vbx = 7(le/da )0.2,,; daiy.\; Vby = 70e/ da )0.2..\i dai, ' f c(ca1)1.5 [Eq. D-24] le = 1.77 in Vby = 20494.75 lb Vcby = 3674.94 lb [Eq. D-21] o = 0.70 sets = 0.75 Vcby = 1929.34 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 Vcbx = Avcx/Avcoxt+'ed,V`1ic,V`{Jh,V Vbx [Eq. D-21] cal = 3.50 in Avcx = 44.63 in2 Avcox = 55.13 in2 [Eq. D-23] Ted.v = 1.0000 [Sec. D.6.2.1(c)] `1'c.V = 1.0000 [Sec. D.6.2.7] Ph v = ti' (1.5ca1 / ha) = 1.1114 [Sec. D.6.2.8] Vbx = 70e/ da )0.2 Vc(ca1)1 5 [Eq. D-24] 1e = 1 .77 in Vbx = 2096.84 lb Vcbx = 1886.60 lb [Eq. D-21] Vcby = 2 * Vcbx [Sec. D.6.2.1(c)] Vcby = 3773.20 lb 9 = 0.70 seis = 0.75 cNcby = 1980.93 lb (for a single anchor) Check anchors at cy1 edge Vcby = Avcy/Avcoy`tied.Vtfjc.V`tlh.V Vby [Eq. D-21] cal = 16.00 in (adjusted for edges per D.6.2.4) Avcy = 116.88 in2 Avcoy = 1152.00 in2 [Eq. D-23] 4/2>/2013 C.' -1 41ed,V — 1.0000 [Sec. D.6.2.1(c)] Tc.v = 1.0000 [Sec. D,6.2.7] 4Jh,V = (1.5cai / ha) = 2.3764 [Sec. D.6.2.8] Voy = 70e/da )0.2.\; dai � fc(ca,)1.5 [Eq. D-24] le = 1.77 in Voy = 20494.75 lb Vcby = 4941.09 lb [Eq. D-21] Vcbx = 2 * Vcby [Sec. D.6.2.1(c)] Vcbx = 9882.18 lb = 0.70 �seis = 0.75 oVcbx = 5188.15 lb (for a single anchor) Check anchors at cx2 edge Vcbx = Avcx/AvcoxlI'ed.Vt('c.V'('h.V Vbx [Eq• D-21] ca. = 16.00 in (adjusted for edges per D.6.2.4) Avcx = 204.00 in2 Avcox = 1152.00 in2 [Eq. D-23] T ed V = 1.0000 [Eq. D-27 or 0-28] [Sec. 0.6.2.1(c)] l(f c V = 1.0000 [Sec. 0.6.2.7] Th V = ti' (1.5cal / ha) = 2.3764 [Sec. D.6.2.8] Vbx = 7(1e' da )0.2 f,c(cai)1.5 [Eq. D-24] le = 1.77 in Vbx = 20494.75 lb Vcbx = 8624.45 lb [Eq. D-21] Vcby = 2 * Vcbx [Sec. D.6.2.1(c)] Vcby - 17248.90 lb u = 0.70 °seis = 0.75 "Vcby = 9055.67 lb (for a single anchor) • Check anchors at cy2 edge V = Avcy/A ��vcoyed v`ff c.V4t'h.V V [Eq. D-21] 4/25/201 3 cal = 16.00 in (adjusted for edges per D.6.2.4) Avcy = 116.88 in2 • Avcoy = 1152.00 in2 [Eq. D-23] `1'ed,V = 1.0000 [Sec. 0.6.2.1(c)] Tb v = 1.0000 [Sec. 0.6.2.7] `1'r v = (1 .5ca£ / ha) = 2.3764 [Sec. D.6.2.8] Vby = 7(le/ da )0.2,.j da? \ f c(cal)1.5 [Eq. D-24] le = 1.77 in Vby = 20494.75 lb Vcby = 4941.09 lb [Eq. D-21] Vcbx = 2 * Vcby [Sec. 0.6.2.1(c)] Vcbx = 9882.18 lb o = 0.70 seis = 0.75 4Vcbx = 5188.15 lb (for a single anchor) 10) Concrete Pryout Strength of Anchor in Shear [Sec. D.6.3] Vcp = kcpNcb [Eq. D-29] kcp = 1 [Sec. D.6.3.1] Ncb = 2192.65 lb (from Section (5) of calculations) V = 2192.65 lb cp o = 0.70 [D.4.4) Qseis = 0.75 oVcp = 1151.14 lb (for a single anchor) 11) Check Demand/Capacity Ratios [Sec. 0.7] Note: Ratios have been divided by 0.4 factor for brittle failure. Tension - Steel : 0.0000 - Breakout : 0.0000 - Pullout : 0.0000 - Sideface Blowout : N/A Shear - Steel : 0.6378 - Breakout (case 1) : 0.5663 - Breakout (case 2) : N/A 4/25/2013 - Breakout (case 3) : 0.5515 - Pryout : 0.9491 T.Max(0) <= 0.2 and V.Max(0.95) <= 1.0 [Sec D.7.2] • Interaction check: PASS Use 3/8" diameter Titen HD anchor(s) with 2.5 in. embedment 4/25/2013