Loading...
Specifications CORBIN Structural Calculations For Biamp Systems Tool Anchorage yPROFS CY OFFICE COPY 'I G 0293 fj OREG Nq Rr ES B \.O 'EXPIRES: /2/3/Ac, Prepared by: Charles Loving, P.E. Project number: 16049 For: Biamp, Tigard, Oregon Date: April 11, 2016 Total 203 pages excluding cover CORBIN CONSULTING ENGINEERS,INC. 1905 NW 169th Place Suite 121, Beaverton,OR 97006 Tel: 503/645-0176 Fax:503/645-0415 -Ty etc.AI_ ‘2"-Lutr.r rzA c-fc..... irvs t PP e:, 2.:2Sti illiCtc. : . 1 VV 47: IfIl /k Few y , > i i V s 14,, 1 , .., )4, 6 - 4 GI, , 144-71-----4- A 0 c A''i Fr' re,• Viet Ci -.1.— Vt4-(1.. ))2_1 2- Ale-12b — ie.q -o2s00L-10 z„ -,1,1-i ib 1 po_rt a.. -z_.... (4) 12-" gr.-.----- [i : COR31Ic CONSULTIK E)GIYEERS, Fc. 169th1905 NW ace, Suite Beaverton, Oregon 97006 TITLE PA Lt. CI DATE CORBIN Tel. 503/645-0176 Fax. 503/645-0415 PPRROOJJEECCTT NO: i, F-Apvt P REV ORIGINATOR /60g 5 Page I t,r- pi Ariotie% 4211rD 6 fiAlp CHK .) I CCorbin Consulting Engineers, Inc. Project# 16049 Page _of_ 1905 NW 169th Place, Suite 121 Project BiAmp Tigard Rev: Beaverton, Oregon 97006 Title Standard Pallet Rack(4 shelf) Date : 3/31/2016 CORBIN Tel: 503/645-0176 Fax:503/645.0415 Originator Chad CHK: Steel Storage Rack per ASCE 7-05/10 § 15.5.3 1-Second Spectral Response Srn 0.446 Short-Period Spectral Response S„s 0.721 Penoa 1.):;per Lma C-3ef igent C, 1 4 `)ortanc9 i 1.0 Ponod ! umt lc; 1 Ppricd Coefficient C 0 02 4er.od Exponent x 0 75 Apo ox P9nod rd 0.61 'Distribution Exponent k 1 06 Response Factor R 4.00 Overstrength Factor SZo 2.00. Seismic Coefficient CS 0.18 Level Vertical Distribution -Condition a C w as sil a W -w Ili y.;�./ It Pd € X,`1V l s U ::..Sr: Level 1 50 2250 9 1558 15877 0.044 49.5 446 99 892 Level2 50 2250 29 1558 54668 0.152 170.6 4947 341 9894 Level3 50 2250 49 1558 95158 0.264784 296.9 14549 594 29099 Level4 50 2250 96 1558 193678 0.53892 604.3 58017 1209 116034 Level 5___. _ 0 — 0 _ 0 _ 0 0 Total —- _ 6230 359381—_ _ Y 1121 4 77959 2243 155919 Vertical Distribution -Condition b )ems co w h' • f { �s"":-"r 4 •DOM w Level 1 50 2250 9 50 510 0.002 0.8 7 2 14 Level2 50 2250 29 50 1755 0.006 2.7 77 5 154 Level 3 50 2250 49 50 3055 0.010486 4.6 227 9 453 Level4 50 2250 96 2300 286009 0.98174 432.9 41563 866 83126 Level 5 0 0 0 0 0 0 0.0 0 0 0 Total 2450 291328 _. — 441.0 41874 882 83747 Corbin Consulting Engineers, Inc. Project No: 16049 Page _of_ 1905 NW 169th Place, Suite 121 Project BiAmp Tigard Rev: Beaverton, Oregon 97006 Title Standard Rack Date: 3/31/2016 CORBIN Tel: 503/645-0176 Fax: 503/645.0415 Originator Chad CHK: Concrete Anchor pP per StrengthACI 318-11 Appendix D & IBC 2012 9 Capacity Check Applied Forces Tension N,,;, 3173 lb Force Love' Overstrength Shear `'✓,,, 1121 lb H Induces Seismic !-Cve t'ead/ sta:ned Seism c Design Category D Moderate or -i;gn Se';s-,licity Capacity Comparison. Tension 0 56 1 0 OK Shear 0.17 := 1 0 OK Interaction 0.74 1.2 OK Properties Anchor Anchor Type Post-installed Torque-controlled Steel Failure Type Ductile Built-up grout pad No Anchor Diameter da 0.500 in Anchor threads per inch nt 13 Anchor yield strength fya 84,800 psi Anchor ultimate strength futa 106,000 psi Anchor effective section ASe 0.101 in` Per Mfg Info Bearing area of anchor head Abrg 0 in` Applies to headed bolts only Distance from shaft to end of hook e,, 0 in Applies to hooked bolts only Groupc;A i A3 f X Number of Rows 2 'k— I 1 Number of Anchors per Row 2 a low_or Number of Anchors n 4 �_7` - 1 Spacing Between Anchors in a Row si 3.5 in - 'f I �l ,�1 „ SHEAR Spacing Between Rows of Anchors s2 5.5 in 1 Eccentricity of Tension Load e'N 0 in '% r © a Eccentricity of Shear Load e'v 0 in Geometry Edge Distances ca, 12 in Min Ca,min 12 in Ca2 12 in Max Ca,max 0 in ca3 12 in Critical Cac 13 in Ca4 12 in Actual Effective Embedment hef 3.25 in Limiting h'ef 3.25 in Anchor Category 1 Low sensitivity to installation and high reliability Installation Condition B No supplementary reinforcement Concrete Thickness ha 6 in Concrete Type Normal Weight Concrete Strength fc 3,000 psi Concrete Mod Factor A. 1.00 Cracked concrete region Yes Anchor Mod Factor Xa 1.00 CCorbin Consulting Engineers, Inc. Project No: 16049 Page _of 1905 NW 169th Place, Suite 121 Project BiAmp Tigard Rev: Beaverton, Oregon 97006 Title Standard Rack Date: 3/31/2016 CORBIN Tel: 503/645-0176 Fax: 503/645.0415 Originator Chad CHK: Concrete Anchor Strength per ACI 318-11 Appendix D & IBC 2012 Tension Steel (0.5.1) Steel strength in Tension Nsa 42824 Ib D-2 Reduction Factor 0 75 Factored Strength e0144sa 32118 lb Concrete Breakout(D.5.2) Anchor Reinfor;.ermont Provided No Max proj conc failure area ANro 95.0525 in' C-5 Act. proj. conc. failure area ANc 202.0625 in` Factor for eccentricity `i'_;,N 1.0 D-8 Factor for edge effect `I'ed,N 1.00 D-9, D-10 Factor for no cracking `I1c.N 1.0 D.5.2.6 Factor for splitting 4'cp,N 1.0 D-11, D-12 Anchor type coefficient kc 17 Basic concrete breakout strength Nb 5456 lb D-6, D-7 Nominal concrete breakout strength Ncbg 11596 lb D-4 Reduction Factor 0.65 Factored Strength olcbg 5653 lb Multiplied by 0.75 for seismicity Pullout(D.5.3) Nominal pullout strength: Tested Np N/A Calculated Np N/A Factor for no cracking Pc,P 1.0 D.5.3.6 Basic pullout strength Npn N/A D-13 Reduction Factor 0.65 Factored Strength 4NPn N/A Concrete Side-Face Blowout(D.5.4) Applies to CIP Headed Anchors only Nominal side-face blowout strength Nsbg N/A D-17 Reduction Factor 4) 0.65 Factored Strength 4Nsbg N/A Bond(D.5.5) Bond Strength: Uncracked Tuner 260 psi Cracked to 160 psi Critical edge distance cNa 2.4 in D-21 Max proj. conc. failure area ANao 24 in` D-20 Act. proj. conc. failure area ANa 87 in` Factor for eccentricity `lec.Na 1.00 D-23 Factor for edge effect Ped,Na 1.00 D-24, D-25 Factor for splitting `Ycp Na 1.00 D-26, D-27 Lightweight concrete factor Xa 1.00 Basic strength Nba 817 lb 0-22 Nominal strength Nag N/A Reduction Factor 0.45 Dry Per ICC report Factored Strength (1)Nag N/A Lowest Tensile Design Strength (1)Nn 5653 lb CCorbin Consulting Engineers, Inc. Project No: 16049 Page _of 1905 NW 169th Place, Suite 121 Project BiAmp Tigard Rev: Beaverton, Oregon 97006 Title Standard Rack Date: 3/31/2016 CORBIN Tel: 503/645-0176 Fax: 503/645.0415 Originator Chad CHK: Concrete Anchor Strength per ACI 318-11 Appendix D & IBC 2012 Shear Steel (D.6.1) Steel strength in shear V,-, 2.5694 !b E-2.53 D-29 Reduction =actor ,, C.65 r actof ed f t'enc th )V,, 15701 lb Concrete Breakout(D.6.2) anchor Reinforcement Provided No Shear load direction Parallel to Edge Effective edge distance c',, 8 ;n 0.62.4 Max proj conc. failure area Avco 28e in' D-23 Act. proj. conc. failure area Av;: 177 in` Factor for eccentricity Pec,v 1.0 D-36 Factor for edge effect 4 ed,V 1 D-37,D-38 Factor for no cracking `f'c,v 1.0 D.6.2.7 Factor for shallow member `I'h,v 1.41 D-39 Load bearing length Re 1 in D.6.2.2 Basic concrete breakout strength Vb 7047 lb Nominal concrete breakout strength Vcbg 12249 lb Reduction Factor p 0.70 Factored Strength twcby 6431 lb Multiplied by 0.75 for seismicity Concrete Pryout(D.6.3) Coefficient kep 2.0 Nominal concrete pryout strength VcP9 23192 lb D-41 Reduction Factor o 0.70 Factored Strength OVcP9 12176 lb Multiplied by 0.75 for seismicity Lowest Shear Design Strength 44 6431 lb ESR-1917 I Most Widely Accepted and Trusted Page 8 of 14 TABLE 3-DESIGN INFORMATION,CARBON STEEL KB-TZ DESIGN INFORMATION Symbol Units Nominal anchor diameter a le I /2 /s /4 in. 0.375 �._._0-.5' I 0.625 0.75 Anchor OA. da(do) i (15.9) I 19 1 (mm) 9.5) (12.7 ) �_ ) 1 I in. 2 i 2 I 3'1) 31', I 4 i 3 1'r:. ;ecnve mu).embecment' . h., I I I i nrr) I (5 ) (51'; I _.1331. 79) 1a?) I (s 5) (721) I ivtin 1 I 5 4 1 n 8 o ; 1 1 o I 3 9 emr r n;ckrfss' m, i i ' 1 , fl,....2,i 1 (12/1 L. i1C 157) 52'1 ;2(3.3) ;2 i ; ( 52) 1 (2.;:3) '152 i .2231 ! 203) 5 'i; 1---7' I o' ( 5 i F +;: 3 4 I .,7T' engr 3 sta' e _K i J ( , 1..14 1 l: (2'.i.4; i','":;3'; �c23r �� I y1, •5z, �r �5, i � � , E-- t-2 3-.)- a 14; I ;/ ( i50 : " I /32( i831 i i /1, JS) , vLy ,-t. u52.distanc .-_.- -_-�- - e }. . - - _�_-- i------ --- ---- -�-{ 1 I ,r.. 5 I :, I5V, Si,' I ., o 1 1r i_ 3 ik 1 c,s ..-_ -- -- I nL �r+) _÷._.1 r- (127; -�- 34) i L_ (14e) tI (156) ( 49)- t<t ;; y' (_5)_1 -1 . 1 2( - 23', --t 2'/5 - I 3'1, 1 3 c 4 m) I ;4) 72) SO) I (89) I (76) ('27} X02) Min.anchor spacing -- {I 5 -r-- -- - 3 In. -- .3 4'16 3'12 4-14 4'14 i 9'/2 7314 ford (mm) (92) (105) (89) (121) (108) I (241) (137) in. 2'/, 2'/8 4 33/4 43/4 - 4/2 53/4 Min.hole depth in concrete ha (mm) (67) (67) (102) (98) (121) I (117) (146) Ib/in2 100,000 84,800 84,800 I 84,800 Min.specified yield strength fy2 I (N/mm) (690) (585) (585) I (585) Ib/in2 125,000 106,000 106,000 i106,000 Min.specified utt.strength f,,, (N/mm2) (862) (731) (731) I (731) In2 0.052 0.101 0.162 0.237 Effective tensile stress area A.N (mm2) (33.6) (65.0) (104.6) (152.8) lb 6,500 10,705 17,170 25,120 Steel strength in tension N„ i (kN) (28.9) (47.6) (76.4) (111.8) lb 3,595 5,495 8,090 13,675 Steel strength in shear V,, (kN) (16.0) (24.4) (36.0) (60.8) lb 2,255 5,495 7,600 11,745 Steel strength in shear,seismic' V,,,, (kN) (10.0) (24.4) (33.8) (52.2) Pullout strength uncracked lb 2,515 NA 5,515 NA N 9,145 8,280 10,680 concrete NP „a (kN) (11.2) (24.5), (40.7) (36.8) (47.5) lb 2,270 4,915'� NA NA NA NA Pullout strength cracked concrete No,, NA (kN) (10.1) x`(21:9)'' Anchor category' 1 Effectiveness factor k,,,,,,uncracked concrete 24 Effectiveness factor k,,,cracked concrete' 17 w,.N=k,,,,„./k„1 1.0 Coefficient for pryout strength,k_° 1.0 2.0 Strength reduction factor 0for tension,steel failure 0.75 modes' Strength reduction factor i,for shear,steel failure modes' 0.65 Strength reduction 0 factor for tension,concrete failure 0.65 modes or pullout,Condition B' Strength reduction 0factor for shear,concrete failure 0.70 modes,Condition B' Axial stiffness in service load R,,,, lb/in. 700,000 range' /1„ lb/in. 500,000 For SI: 1 inch=25.4 mm,1 lbf=4.45 N,1 psi=0.006895 MPa. For pound-inch units: 1 mm=0.03937 inches. 'See Fig.2. `For sand-lightweight or normal-weight concrete over metal deck,see Figures 5A,5B,5C and 5D and Tables 5 and 6. 'See Section 4.1.8 of this report. 4For all design cases(K.,=1.0.NA(not applicable)denotes that this value does not control for design.See Section 4.1.4 of this report. I 'See ACI 318-14 17.3.3 or ACI 318-11 D.4.3,as applicable. 'See ACI 318-14 17.4,2.2 or ACI 318-11 D.5.2.2,as applicable. 'For all design cases LP,N=1.0.The appropriate effectiveness factor for cracked concrete(k,,)or uncracked concrete(k„„,,)must be used. 'The KB-TZ is a ductile steel element as defined by ACI 318-14 2.3 or ACI 318-11 D.1,as applicable. 'For use with the load combinations of ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2,as applicable.Condition B applies where supplementary reinforcement in conformance with ACI 318-14 17.3.3(c)or ACI 318-11 0.4.3(c).,as applicable,is not provided,or where pullout or pryout strength governs.For cases where the presence of supplementary reinforcement can be verified the strength reduction factors associated with Condition A may be used. 'Mean values shown,actual stiffness may vary considerably depending on concrete strength,loading and geometry of application. s- - r .,or t o .swot-au" Pvsrs c'9)O I l F, -F 2. w ff paS7 Nutt = 1 __ s/' I NAT 2. Ftp e-lav/AI i ra c. i t- .5 " Page: CORBII` CONSULTING ENGINEERS PSC.C. PROJECT NO: 1,6741 of[C : , i "/� 1905 NW 169th Place, Suite 121 PROJECT .+,AREVP(-',1,14;g Beaverton,Oregon 97006 TITLE P�-f�� DATE CORBIN Tel: 503/645-0176 Fax: 503/645-0415 ORIGINATOR t-'1A- 0 CHK CCorbin Consulting Engineers, Inc. Project# 16049 Page _of_ 1905 NW 169th Place, Suite 121 Project BiAmp Tigard Rev: Beaverton, Oregon 97006 Title Pallet Rack 3x3 post Date: 3/16/2016 CORBIN Tel: 503/645-0176 Fax:503/645.0415 Originator Chad CHK: Steel Storage Rack per ASCE 7-05/10 § 15.5.3 1-Second Spectral Response S,, 0.446 Short-Penod Spectral Resuonse S„C 0.721 Period Upper limit Cceffic;t:nt C, 1.4 -e,gr?t 4,. 8�0 imps r`ar,ce 1 1.00 Fe:.-,cd Urn T 16 F°'ca Coefficient Ct 0.02 Period Exponent x 0.75 Approx Period Td 0.53 Distribution Exponent k 1.02 Response Factor R 4.00 Overstrength Factor no 2.00 Seismic Coefficient CS 0.18 Vertical Distribution - Condition a r {t Ylf w b C F. M y, SFX - f f Level 1 50 9500 43 6415 294608 0.347 801.7 34471 1603 68942 Level2 50 9500 80 6415 554094 0.653 1507.7 120619 3015 241239 Level3 0 0 0 0.0 0 0 0 Level4 0 0 0 0.0 0 0 0 Level 5 _ 0 0__ 0 0.0._ ___ 0 _._ 0 _ _0 Total --- 12830 - 848702 2309.4 155091 4619 310181 Vertical Distribution -Condition b ever 11' � ,,n -h • - th F AT, Il .'...',1:':.,7.7,*'_''.'. °°M Level 1 50 9500 43 50 2296 0.003 4.8 206 10 413 Level2 50 9500 80 9550 824879 0.997 1723.2 137856 3446 275712 Level3 0 0 0 0 0 0 0.0 0 0 0 Level4 0 0 0 0 0 0 0.0 0 0 0 Level 5 0 _-=0 0 0 0 0-- —0.0 0 0__.. 0 Total 96008-2111-6- 1728.0 138063 3456 276125 Corbin Consulting Engineers, Inc. Project No: 16049 Page of 1905 NW 169th Place, Suite 121 Project BiAmp Tigard Rev: Beaverton, Oregon 97006 Title Pallet Rack 3x3 post Date: 3/16/2016 CORBIN Tel: 503/645-0176 Fax: 503/645.0415 Originator Chad CHK: Concrete Anchor Strength per ACI 318-11 Appendix D & IBC 2012 Capacity Check Applied Forces Tension N,, 32.31 ib Force Level Overstrength Shear U',_,„ 1153 ib Irc!udre Seismic !overhead;Sig-.:a,ned Seismic De ign Cate.gory D Moderate or High seismicity Capacity Comparison Tension.. 0.78 _. 1.0 OK Shear 0.13 = 1.0 OK nterac`•ion 0 96 •11 .1•2 OK Properties Anchor Anchor Type Post-installed Torque-controlled Steel Failure Type Ductile Built-up grout pad No Anchor Diameter da 0.500 in Anchor threads per inch nt 13 Anchor yield strength fya 84,800 psi Anchor ultimate strength luta 106,000 psi Anchor effective section ASe 0.101 In` Per Mfg Info Bearing area of anchor head Abrg 0 in Applies to headed bolts only Distance from shaft to end of hook et, 0 in Applies to hooked bolts only CA i 3'! ('H1? Group / I' x Number of Rows 2 'k—; C i i Number of Anchors per Row 1 .J� ROW ,3F Number of Anchors n 2 `� ' Spacing Between Anchors in a Row s1 5.5 in ':: �— SHEAF Spacing Between Rows of Anchors s2 5.5 in -.;!'!1 Eccentricity of Tension Load e'N 0 in '� = =? Eccentricity of Shear Load e'v 0 in Geometry Edge Distances Cal 12 in Min Ca,min 12 in Ca2 12 in Max Ca.max 0 in ca3 12 in Critical cac 13 in Ca4 12 in Actual Effective Embedment hef 3.25 in Limiting h'ef 3.25 in Anchor Category 1 Low sensitivity to installation and high reliability Installation Condition B No supplementary reinforcement Concrete Thickness ha 6 in Concrete Type Normal Weight Concrete Strength f 3,000 psi Concrete Mod Factor 7< 1.00 Cracked concrete region Yes Anchor Mod Factor Xa 1.00 CCorbin Consulting Engineers, Inc. Project No: 16049 Page _of_ 1905 NW 169th Place, Suite 121 Project BiAmp Tigard Rev: Beaverton, Oregon 97006 Title Pallet Rack 3x3 post Date• 3/16/2016 CORBIN Tel: 503/645-0176 Fax: 503/645.0415 Originator Chad CHK: Concrete Anchor Strength per ACI 318-11 Appendix D & IBC 2012 Tension Steel (D.5.1) Steel strength in Tension '�1ra 21412 Ib D-2 Reduction Factor 0 0.75 Factored :tren�sth N,,, 16059 lb Concrete Breakout(D.5.2) Ancncr Reinforcement Provided No Max orof. ccnc. failure area Arco g5.0625 in` D-5 Act. pro;. conc. fa lure area ANC 148.6875 n` Factor for eccentricity PecN 1.3 D-8 Factor for edge effect Ted.N 1.00 D-9, D-10 Factor for no cracking Tc,N 1.0 D.5.2.6 Factor for splitting Tcp,N 1.0 D-11, D-12 Anchor type coefficient kc 17 Basic concrete breakout strength Nb 5456 lb D-6, D-7 Nominal concrete breakout strength Ncbg 8533 lb D-4 Reduction Factor 0 0.65 Factored Strength Y'Ncbg 4160 lb Multiplied by 0.75 for seismicity Pullout(D.5.3) Nominal pullout strength: Tested NP N/A Calculated Np N/A Factor for no cracking `f'c,p 1.0 D.5.3.6 Basic pullout strength Npn N/A D-13 Reduction Factor 0.65 Factored Strength ONpn N/A Concrete Side-Face Blowout(D.5.4) Applies to CIP Headed Anchors only Nominal side-face blowout strength N,bg N/A D-17 Reduction Factor (1) 0.65 Factored Strength 4Nsbg N/A Bond (D.5.5) Bond Strength: Uncracked Tuna- 260 psi Cracked to 160 psi Critical edge distance cNa 2.4 in D-21 Max proj. conc. failure area ANao 24 in D-20 Act. proj. conc. failure area ANa 47 in` Factor for eccentricity Tec.Na 1.00 D-23 Factor for edge effect Ped,Na 1.00 D-24, D-25 Factor for splitting Tcp,Na 1.00 D-26, D-27 Lightweight concrete factor Xa 1.00 Basic strength Nba 817 lb D-22 Nominal strength Nag N/A Reduction Factor 0.45 Dry Per ICC report Factored Strength 4Nag N/A Lowest Tensile Design Strength 4 Nn 4160 lb CCorbin Consulting Engineers, Inc. Project No: 16049 Page _of 1905 NW 169th Place, Suite 121 Project BiAmp Tigard Rev: Beaverton, Oregon 97006 Title Pallet Rack 3x3 post Date: 3/16/2016 CORBIN Tel: 503/645-0176 Fax: 503/645.0415 Originator Chad CHK: Concrete Anchor Strength per ACI 318-11 Appendix D & IBC 2012 Shear Steel (0.6.1) Steel strengch in shear VS;, 12847 ;b D-28, 0-29 Reduction Factor 0 3 65 Factored Strength 'w'.3 8351 lb Concrete Breakout(0.6.2) Anchor Reinforcement Provided No Shear oad direction Parallel to Edge Effective edge distance c'31 8 in 0.6.2.4 Max proj. conc. failure area Av;:c 288 in' D-23 Act. proj. conc. failure area Avc 177 in` Factor for eccentricity Pec,V 1.0 D-36 Factor for edge effect `I`ed,V 1 D-37,D-38 Factor for no cracking Pc,v 1.0 D.6.2.7 Factor for shallow member ' h,V 1.41 D-39 Load bearing length 9.V 1 in D.6.2.2 Basic concrete breakout strength Vb 7047 lb Nominal concrete breakout strength Vcb9 12249 lb Reduction Factor 0 0.70 Factored Strength WVcbg 6431 lb Multiplied by 0.75 for seismicity Concrete Pryout(D.6.3) Coefficient kcp 2.0 Nominal concrete pryout strength Vcpg 17066 lb D-41 Reduction Factor b 0.70 Factored Strength (Wcpg 8960 lb Multiplied by 0.75 for seismicity Lowest Shear Design Strength 4 V, 6431 lb Co - Fo. R.4-c"' 41 - S- C. 10!1 7-4'1 I$ c'2:1 .,4 . 4_ rv. bis 1 i 'J^ ! ll Nu k = ! l AO 12- . 2_171 16 (2) 'i2-'4) p. ctiat c se' Foccac.-\JNc1P < 1' f'A. Page: COR8r_�CONSULT[�G ENGF\-EERS,I\C, 041 PROJECT ROJECT NO: of: 1905 NW 169th Place, Suite 121 OJ C REV Beaverton,Oregon 97006 TITLE l�Aiu c� DATE 1/4 I' CORBIN Tel: 503/645-0176 Fax: 503/645-0415 ORIGINATOR C'h CHK f CCorbin Consulting Engineers, Inc. Project# 16049 Page _of 1905 NW 169th Place, Suite 121 Project BiAmp Tigard Rev: Beaverton, Oregon 97006 Title Pallet Rack 6-foot Date: 3/16/2016 CORBIN Tel:503/645-0176 Fax:503/645.0415 Originator Chad CHK: Steel Storage Rack per ASCE 7-05/10 § 15.5.3 1-Second Spectral Response Sp; 0.446 Short-Period Spectrai Response Sas 0.721 Period Upper Limit Corricie^t 1 4 Height h., 64 Irlporta'ice i 1.00 Period:' Limit ', 16 Period Coefficient C. 0.02 Period Exponent x 0.75 Approx Period T, 0.45 Distribution Exponent k 1.00 Response Factor R 4.00 Overstrength Factor S20 2.00 Seismic Coefficient CS 0.18 Vertical Distribution -Condition a ,', Shelf ents ' W•th C r l-; Level 1 50 2250 10 1558 15575 0.053 74.6 746 149 1491 Level2 50 2250 24 1558 37380 0.128 178.9 4295 358 8589 Level3 50 2250 38 1558 59185 0.202128 283.3 10767 567 21533 Level4 50 2250 52 1558 80990 0.276596 387.7 20161 775 40323 Level 5___ 50 __._.__2250 ____ 64 . 1558 99680_0.340426 4777 _ 3054(1..t,„ 954 _61081 Total . - --_ --- _. — ___-_--_— ._ _ 7788 292810 - ( 1401.8 66509 ' 2804 ._...133017 Vertical Distribution -Condition b C z �.�7 .,,�Y ryh t: av^x> . ��ly, .;. Level 50 2250 10 50 500 0.003 1.5 15 3 29 Level2 50 2250 24 50 1200 0.008 3.5 84 7 169 Level3 50 2250 38 50 1900 0.012386 5.6 212 11 424 Level4 50 2250 52 50 2600 0.016949 7.6 397 15 793 Level 550 2250 64 2300 147200 0.959583 431.8 27636 864 55272 Total 2500 153400 450.0 28344 900 56687 Corbin Consulting Engineers, Inc. Project No: 16049 Page of 1905 NW 169th Place, Suite 121 Project BiAmp Tigard Rev: Beaverton, Oregon 97006 Title Pallet Rack 6-foot Date: 3/16/2016 CORBIN Tel: 503/645-0176 Fax: 503/645.0415 Originator Chad CHK: Concrete Anchor Strength per ACI 318-11 Appendix D & IBC 2012 Capacity Check Applied Forces Tension i`! 2771 b Force Level Overstrength Shear VII& 701 ib ;ricin&&Seismic Li CX,e-hz..ad,156staireo Seismic Design Category D Moderate Or High Se,smicity Capacity Comparison Terson 067 < 1 0 OK Shear 0.11 - 1.0 OK Interaction 0.7d 1.2 OK Properties Anchor Anchor Type Post-installed Torque-controlled Steel Failure Type Ductile Built-up grout pad No Anchor Diameter da 0.500 in Anchor threads per inch nt 13 Anchor yield strength fya 84,800 psi Anchor ultimate strength f„ta 106,000 psi Anchor effective section Ase 0.101 in` Per Mfg Info Bearing area of anchor head Abrg 0 in` Applies to headed bolts only Distance from shaft to end of hook eh 0 in Applies to hooked bolts only Group X LH, ,f ,i' a X v I Number of Anchors er Row 1 Number o Rows p 2 \ � � ROW OF Number of Anchors n 2 BOL'' Spacing Between Anchors in a Row st 5.5 in � i C(5)-' SHEAR Spacing Between Rows of Anchors s2 5.5 in ' Eccentricity of Tension Load e'N 0 in 0) Eccentricity of Shear Load e'v 0 in a Geometry Edge Distances Cal 12 in Min Ca,min 12 in Cat 12 in Max Ca.max 0 in ca3 12 in Critical cac 13 in caa 12 in Actual Effective Embedment hey 3.25 in Limiting h'et 3.25 in Anchor Category 1 Low sensitivity to installation and high reliability Installation Condition B No supplementary reinforcement Concrete Thickness ha 6 in Concrete Type Normal Weight Concrete Strength fc 3,000 psi Concrete Mod Factor X. 1.00 Cracked concrete region Yes Anchor Mod Factor ?a 1.00 l CCorbin Consulting Engineers, Inc. Project No: 16049 Page _of_ 1905 NW 169th Place, Suite 121 Project BiAmp Tigard Rev: Beaverton, Oregon 97006 Title Pallet Rack 6-foot Date: 3/16/2016 CORBIN Tel: 503/645-0176 Fax: 503/645.0415 Originator Chad CHK: Concrete Anchor Strength per ACI 318-11 Appendix D & IBC 2012 Tension Steel (D.5.1) Steel strength in Tension Nsa 214;2 lb D-2 Redu^tion Factor 0 r, 75 Factored Strength rPNsa 16059 lb Concrete Breakout(D.5.2) Anchor Reinfcr,,ement Provided No Max proj. conc. failure area ANc0 ;5.0625 rn' 0-5 Act proj. conc. failure area ANC148.6375 in` Factor for eccentricity 'Vac N 1 0 D-8 Factor for edge effect `f'en,N 1.00 0-9, D-10 Factor for no cracking `f'c.N 1.0 D.5.2.6 Factor for splitting Tcp,N 1.0 D-11, D-12 Anchor type coefficient kc 17 Basic concrete breakout strength Nb 5456 lb D-6, D-7 Nominal concrete breakout strength Ncbg 8533 lb D-4 Reduction Factor 4> 0.65 Factored Strength 4>Ncbg 4160 lb Multiplied by 0.75 for seismicity Pullout(D.5.3) Nominal pullout strength: Tested NP N/A Calculated Np N/A Factor for no cracking `f c,P 1.0 D.5.3.6 Basic pullout strength NP„ N/A D-13 Reduction Factor 4> 0.65 Factored Strength 4)NPn N/A Concrete Side-Face Blowout(D.5.4) Applies to CIP Headed Anchors only Nominal side-face blowout strength Nsbg N/A D-17 Reduction Factor 4) 0.65 Factored Strength 4>N$bg N/A Bond(D.5.5) Bond Strength: Uncracked Tuner 260 psi Cracked Tcr 160 psi Critical edge distance cNa 2.4 in 0-21 Max proj. conc. failure area ANao 24 in` D-20 Act. proj. conc. failure area ANa 47 in` Factor for eccentricity t ec,Na 1.00 D-23 Factor for edge effect Ped,Na 1.00 D-24, D-25 Factor for splitting ,1'cP.Na 1.00 0-26, D-27 Lightweight concrete factor Xa 1.00 Basic strength Nba 817 lb D-22 Nominal strength Nag N/A Reduction Factor (I) 0.45 Dry Per ICC report Factored Strength ONag N/A Lowest Tensile Design Strength 4>Nn 4160 lb CCorbin Consulting Engineers, Inc. Project No: 16049 Page of 1905 NW 169th Place, Suite 121 Project BiAmp Tigard Rev: Beaverton, Oregon 97006 Title Pallet Rack 6-foot Date: 3/16/2016 CORBI.N Tel: 503/645-0176 Fax: 503/645.0415 Originator Chad CHK: Concrete Anchor Strength per ACI 318-11 Appendix D & IBC 2012 Shear Steel (0.6.1) Steei strength in shear Vsa 12847 lb 0-28, 0-29 Reduct c:n Factor0.tial y F--act:-ire Strength 44Vca 8351 lb Concrete Breakout(0,6.2) Anchor Reinforcement P'rovidel No Shear!cad direction Parali!1 to Edge Effective edge distance c'd, 8 in D 6.2.4 Max prof conc. failure area Avco 288 in` D-23 Act. proj. conc. failure area Avc 177 in` Factor for eccentricity Tec.V 1.0 D-36 Factor for edge effect `l'ed,v 1 D-37,D-38 Factor for no cracking `I`c,v 1.0 D.6.2.7 Factor for shallow member `l'h,v 1.41 D-39 Load bearing length ke 1 in D.6.2.2 Basic concrete breakout strength Vb 7047 lb Nominal concrete breakout strength Vcbg 12249 lb Reduction Factor b 0.70 Factored Strength •Vcbg 6431 lb Multiplied by 0.75 for seismicity Concrete Pryout(D.6.3) Coefficient kcp 2.0 Nominal concrete pryout strength VcPg 17066 lb D-41 Reduction Factor d 0.70 Factored Strength OVcpe 8960 lb Multiplied by 0.75 for seismicity Lowest Shear Design Strength 4n 6431 lb CCorbin Consulting Engineers, Inc. Project No: 16049 Page: of 1905 NW 169th Place, Suite 121 Project BiAmp Tigard Rev: Beaverton, Oregon 97006 Tine Black Racks Date: 3/16/2016 CORBIN Tel: 503/645-0176 Fax: 503/645.0415 Originator Chad CHK: Seismic Restraint Force Worksheet Design Criteria:2012 International Building Code&ASCE 7-10(Chapter 13) Site-Building: Floor: Component Data: _ Seismic Parameters i.,r7:7Cone 'f l' ght, ��,14_ 1 �f- Y C lt3 ,.dais ��.�— ---- ry--— — ! � I l(. veraii Height, H = 72 n Ss= 0.97 lOverall Length L= m F,= 1.11 I`fective Length, Lmn - 48 in ! Sns- 0 72 Overall VViath, W= 23 :n ?,ttachtr•ent Elevation z= 0 ft ,Effective Width, Well= 15 m Average Roof Eievatiot h = 30 ft Height to C.G., Hcs= 36 in GCalculate H/2 Amplification Factor ap= 2.5 Length to C.G., L,,g= 24 in E' Calculate 1.12 Response Factor RP= 6.0 Width to C.G. Weg= 11.5 in QCalculate W/2 Overstrength Factor Qo= 2.5 Importance Factor Ip= 1.0 Component Seismic Force Calculation Fp(calc) =0.4*ap*Sps*Wp/(Rp/Ip)*(1+2*z/h)= 0.120 *Wp= 120 lb (ASCE7-10, Eq. 13.3-1) Fp(max) = 1.6*Sps*lp*Wp= 1.154 *Wp= 1154 lb (ASCE7-10, Eq. 13.3-2) GOVERNS Fp(min)=0.3*SDs*Ip*Wp= 0.216 *Wp= 216 lb (ASCE7-10, Eq. 13.3-3) Horizontal Seismic Force, Eh= Fp= 0.216 *Wp= 216 lb Vertical Seismic Force, E„=0.2*Sps*Wp= 0.144 *Wp= 144 lb Seismic Restraints: Length Width No. of Support Legs, N = 4 No. of Restraints Acting in Tension, Nt= 2 2 No. of Restraints Acting in Shear, N„= 4 4 E No. of Support Legs Acting in Compression, Nc= 2 2 EH A . p Overturning Calculation: WP Overturning Moment Mo=Eh*Hcg= 7787 lb-in Resisting Moment Arms Arm = 24 8 in Resisting Moment MR=(0.9-0.2*SDs)*Wp*(Arm) = 18139 5668 lb-in Mo MR Strength Level Forces (IBC 1605.2): Uplift, T=(MR-Mo)/Nt/Weff= 0 -71 lb Comp, P= (1.2+0.2SDs)*Wp/N+Mo/NcANeff= 249 428 lb Shear, V= (Eh)/N„= 54 54 lb Amplified Forces (ASCE 12.4.3.2): Uplift, T= (MR-QoMo)/Nt/Weff= -14 -460 lb Comp, P= (1.2+0.2Sps)*Wp/N+QOMO/Nc/Weff= 371 817 lb Shear, V= (noEh)/N„= 135 135 lb Anchor to slab in holes provided Corbin Consulting Engineers, Inc. Project No: 16049 Page of '' 1905 NW 169th Place, Suite 121 Project BiAmp Tigard Rev: Beaverton, Oregon 97006 Title Black Racks Date: 3/17/2016 CORBIN Tel: 503/645-0176 Fax: 503/645.0415 Originator Chad CHK: Concrete Anchor Strength per ACI 318-11 Appendix D & IBC 2012 Capacity Check Applied Forces rtv:,ion Nua 460 lb 'orce Level Overstrength Shear Vi.,,, 135 b r--[rc,udes Szismir -_.- Ovemeadi Sustained Seismic: Design Category I) itti fIerate ;;r High Seismicity Capacity Comparison Tension 0.31 < 1.0 OK Shear 0.10 1.0 OK interaction 0.91 s' 1.2 OK Properties Anchor Anchor Type Post-installed Torque-controlled Anchor failure type Brittle Built-up grout pad No Anchor Diameter da 0.250 in Anchor threads per inch nt 16 Anchor yield strength fva 85,000 psi Anchor ultimate strength futa 125,000 psi Anchor effective section Ase 0.045 in` Per Mfg Info Bearing area of anchor head Abrg 0 in' Applies to headed bolts only Distance from shaft to end of hook eh 0 in Applies to hooked bolts only Geometry t=,4' 't, CA Edge Distances Ca, 12 in 3k Ca2 12 in Ca3 12 in �is r, I SHEAR Ca4 12 in j Minimum edge distance Ca,min 12 in Maximum near edge Ca,max 0 in I Critical edge distance Cac 7.68 in ,t__- Actual Effective Embedment het 1.92 in Limiting Effective Embedment h'ef 1.92 in Anchor Category 1 Low sensitivity to installation and high reliability Installation Condition B No supplementary reinforcement Concrete Thickness ha 6 in Concrete Type Normal Weight Concrete Strength fu 3,000 psi Concrete Mod Factor A. 1.00 Cracked concrete region Yes Anchor Mod Factor 2a 1.00 CCorbin Consulting Engineers, Inc. Project No: 16049 Page of 1905 NW 169th Place, Suite 121 Project BiAmp Tigard Rev: Beaverton, Oregon 97006 Title Black Racks Date: 3/17/2016 CORBIN Tel: 503/645-0176 Fax: 503/645.0415 Originator Chad CHK: Concrete Anchor Strength per ACI 318-11 Appendix D & IBC 2012 Tension Steel (D.5.1) Steel strength in Tension N„ 5625 lb D-2 R<educc on Factor ro 0.35 Factored Strength 01.i.3 3S5a lb Concrete k reakout(D.5.2) Anchor,-fie nfcrcement Provided No Max proj. ror,c Failure area A;udc 33.1776 in` D-5 Act proj. conc. failure area AN,. 33.1776 in` Factor for edge effect '1'e' N 1.00 D-9, D-10 Factor for no cracking `l'c N 1 D.5.2.6 Factor for splitting Pcp,N 1 D-11, D-12 Anchor type coefficient kc 17 Basic concrete breakout strength Nb 2477 lb D-6, D-7 Nominal concrete breakout strength Nob 2477 lb D-3 Reduction Factor p 0.65 Factored Strength old:, 1208 lb Multiplied by 0.75 for seismicity Pullout(D.5.3) Nominal pullout strength: Tested Np 1165 lb Calculated Np N/A Factor for no cracking Pc,P 1.0 D.5.3.6 Basic pullout strength Npn 1165 lb D-13 Reduction Factor p 0.65 Factored Strength pNpn 568 lb Multiplied by 0.75 for seismicity Concrete Side-Face Blowout(D.5.4) Applies to CIP Headed Anchors only Nominal side-face blowout strength Nsb N/A D-16 Reduction Factor 0.65 Factored Strength pNsb N/A Bond(D.5.5) Bond strength: Uncracked Tuna 0 psi Cracked Tc, 0 psi Critical edge distance cNa 0.0 in D-21 Max proj. conc. failure area ANao 0 in` D-20 Act. proj. conc. failure area ANa 0 in` Factor for edge effect Ped,Na 1.00 D-24, D-25 Factor for splitting 'Vcp.Na 1.00 D-26, D-27 Lightweight concrete factor A.a 1.00 Basic strength Nba 0 lb D-22 Nominal strength Na N/A Reduction Factor p 0.45 Dry Per ICC report Factored Strength pNa N/A Lowest Tensile Design Strength On 568 Ib CCorbin Consulting Engineers, Inc. Project No: 16049 Page _of_ 1905 NW 169th Place, Suite 121 Project BiAmp Tigard Rev: Beaverton, Oregon 97006 Title Black Racks Date: 3/17/2016 CORBIN Tel: 503/645-0176 Fax: 503/645.0415 Orig nator Chad CHK: Concrete Anchor Strength per ACI 318-11 Appendix D & IBC 2012 Shear Steel (D.6.1) Steel strength In shear Vsa 3375 lb D-28; D-29 Reductior Factor ,t, 0.6 Factored ,strength OVsa 2025 lb Concrete Breakout(D.6.2) Arlc:lo-Reinforcement Provided No Shear bad direction Towards Edge Effective edge distance cat Bin D.6.2.4 Max proj cont. failure area Avco 288 in` D-23 Act. proj. conc. failure area Av, 180 in` Factor for edge effect "Fed,V 1.0 D-37,D-38 Factor for no cracking "Fey 1.0 D.6.2.7 Factor for shallow member `Fh,v 1A1 D-39 Load bearing length le 0.5 in D.6.2.2 Basic concrete breakout strength Vb 4983 lb D-24 Nominal concrete breakout strength Veb 4404 lb D-21 Reduction Factor 0.70 Factored Strength oVeb 2312 lb Multiplied by 0.75 for seismicity Concrete Pryout(D.6.3) Coefficient kep 1.0 Nominal concrete pryout strength Vcp 2477 lb D-40 Reduction Factor 0.70 Factored Strength (0Vpb 1301 lb Multiplied by 0.75 for seismicity Lowest Shear Design Strength tV„ 1301 lb ESR-3027 I Most Widely Accepted and Trusted Page 8 of 14 TABLE 2-KWIK HUS-EZ(KH-EZ)AND KWIK HUS-EZ I(KH-EZ I)INSTALLATION INFORMATION AND ANCHOR SPECIFICATION' Nominal Anchor Diameter(inches) Characteristic Symbol Units ;.--.'' (KH'/ I) i/' 1/4 3/8 7/2 5/6 3/4 4 Internatly 1 Standard Hex Standard Hex Standard Hex I Standard Hex Standard Hex Head Style - Breaded I lead I Head Head Head Head v m tai Diameter aF ;� f 5.A ; 'I n. ! 4 ,d I gill Sit Diameter - ,1,,: in. 1 3tg 1,2 r, 'i I Minimum BaseplateI �, �. d, in. N,A' ''6 ,2 ,8 �/4 ,y Clearance nce Hole Cilmeter I Maximum Torinuseallation , �65 115 1 -- l ,,,,;, ftIbf 18 19 40 45 - q Maximum Impact WrenchI I Torque Rating' T,,5,,,,,.,, ft-Ibf I 114 1137 114 137 114 450 137 450 450 450 Minimum Nominal s s Embedment depth h„0,8 in. 15/8 21/2 15/8 2,/2 15/8 21/2 31/4 21/4 3 41/4 31/4 5 4 61/4 Effective Embedment Depth he, in. 1.18 1.92 1.18- 1.92 1 1.11 1.86 2.50 1.52 2.16 3.22 2.39 3.88 2.92 4.84 Minimum Hole Depth hnde in. 2 27/ 2 2'/ 1'! 23/ 31/225/ 33/ 45/ 35/ 53/ 43/ 65/ p 1_ 8 8 8 4 8 8 8 B 8 B 8 Critical Edge Distance2 ca,, in. 2.00 i' 2.78 2.00 2.78 2.63 2.92 3.75 2.75 3.75 5.25 (3.63 5.82 4.41 7.28 Minimum Spacing at Critical sm,n,cect Edge distance in. 1.50 2.25 3.0 Minimum Edge Distance2 c,,e7 in. 1.50 1.75 Minimum Spacing Distance S"",7 in. 3.0 4.0 at Minimum Edge Distance Minimum Concrete h,, in. 3.25 4.125 3.25 4.125 3.25 4 4.75 4.5 4.75 6.75 5 7 6 8.125 Thickness 1/4'Internal 3/8 Wrench socket size- Thread in. Not Applicable KH-EZ I Model 3/8"Internal 1/2 2 Wrench socket size- - in. N/A 7/18 9/15 3/4 15/16 11/8 KH-EZ Model 1/4'Internal 5/ Max.Head height- Thread 6 KH EZ I Model 3 in. Not Applicable /8"Internal 11/18 Thread Max.Head height - in. N/A 0.24 0.35 0.49 0.57 0.70 Effective tensile stress area (A' ' )5 in.2 0.045 '} 0.086 0.161 0.268 0.392 Minimum specified ultimate strength fora psi 125,000 106,975 120,300 112,540 90,180 81,600 For SI:1 inch=25.4 mm, 1 ft-Ibf=1.356 N-m, 1 psi=6.89 kPa, 1 in2=645 mm2, 1 lb/in=0.175 N/mm. 1The data presented in this table is to be used in conjunction with the design criteria of ACI 318-14 Chapter 17 or ACI 318-11 Appendix D,as applicable. 2For installations through the soffit of steel deck into concrete(see Figure 5)anchors installed in the lower flute may be installed with a maximum 1 inch offset in either direction from the center of the flute. 3 Because of variability in measurement procedures,the published torque of an impact tool may not correlate properly with the above setting torques. Over-torquing can damage the anchor and/or reduce its holding capacity. 4Tinst,max applies to installations using a calibrated torque wrench. 5The notation in parenthesis is for the 2006 IBC, 'The KWIK HUS-EZ I(KH-EZ I)version is driven directly to the supporting member surface. 'Additional combinations for minimum edge distance,cm,,,,and minimum spacing distance,sm;n or s,,,,,,,,,a,,,may be derived by linear interpolation between the given boundary values. ESR-3027 I Most Widely Accepted and Trusted Page 9 of 14 TABLE 3-HILTI KWIK HUS-EZ(KH-EZ)and KWIK HUS-EZ I(KH-EZ I)TENSION STRENGTH DESIGN DATA1'2'4'7 Nominal Anchor Diameter(inches) Characteristic Symbol Units , /4 (KH-EZ I) I 'f4 3/8 1/2 5/8 3/4 Anchor Categcry 1t _ 1 2 or 3 3 1 1 3 ,_ i 1 - Head Style ) - n•en ry -' S andard Hex � Standard le> I � indard Hex 1 Standard HexT-Stardard - I - - H- --) -- t e I n;Ead ed Heal end h •Ad e2 Hex Head1 /7,,,• n, 1 ,e 2i2 i5 a l'iy 12/` . 3',, j 2: , 3 1 4 14 v'14 5 i 4 6t/A•I N�,, lb. o n---. `ACl3'13.1417.91_0�AL' +1;3.11 G 51) Er I , - r Step tkr rt3'rn in , ns on ...,i.,tenc,e I-- - 10.33518.120 24,210 32,013 5•"r of oteelI I Reduction -actor t ( I �� :heel St eg.nt _for 4„ i v.b5 Concrete Breakout Strength in Tension(ACI 318-14 17.4.2 or AC1 318-11 0.5.2)Effective - Embedment Depth i he 1 in. 1.18 1.92 I 1.18 ' .1-92 1 1.11 1.86 2.50 1.52 2.16 3.22 12.39 3.88 2.92 4.84 Critical Edge c, in. II 2.00 2.78 2.00 2.78 2.63 2.92 3.75 2.75 3.75 15.25 3.63 5.82 4.41 7.28 Distance 111 Effectiveness Factor -Uncracked k„, - 24 27 Concrete Effectiveness Factor k r 17 -Cracked Concrete Modification factor for cracked and Wc,N - 1.0 uncracked concretes Reduction Factor for I Concrete Breakout , - 0.45 0.65 I 0.45 0.65 Strength2.3 Pullout Strength in Tension(Non Seismic Applications)(AC1 318-14 17.4.3 or AC1318-11 D.5.3) Characteristic I pullout strength, N lb. 1,3056 2,350" I 1,3056 2,3505 N/A 1 N/A N/A N/A N/A N/A N/A N/A N/A N/A untracked concrete NP'''",7 (2,500psi) 1 Characteristic pullout strength, , 6 s 6656 s 7 5 NIA N A N/A cracked concrete Al„,„. lb. 665 1,165 1,165 25 N/A / N/A N/A N/A N/A N/A (2500 psi) Reduction factorfor strength" - 0.45 0.65 0.45 0.65 Pullout Strength in Tension(Seismic Applications)(ACI 318-14 17.4.3 or ACI 318-11 D.5.3) Characteristic I .---'''� I Pullout Strength, 7 s s =, s Seismic NP.,, lb. 53561,165 53561 1,165 725 N/A N/A N/A N/A N/A N/A N/A N/A N/A (2,500 psi) Reduction Factor for .. Pullout Strength" Ow - 0.45 0.65 0.45 , 0.65 (2,500 psi) I Axial Stiffness in Service Load Range Uncracked Concrete QL„., 760,000 lb/in. Cracked Concrete f3 293,000 For SI:1 inch=25.4 mm, 1 ft-ibf=1.356 N-m, 1 psi=6.89 kPa,1 in2=645 mm2,1 lb/in=0.175 N/mm. 'The data in this table is intended for use with the design provisions of ACI 318-14 Chapter 17 or ACI 318-11 Appendix D,as applicable;for anchors resisting seismic load combinations the additional requirements of ACI 318-14 17.2.3 or ACI 318-11 D.3.3,as applicable,shall apply. 2Values of 0 in this table apply when the load combinations for ACI 318-14 Section 5.3,ACI 318-11 Section 9.2 or IBC Section 1605.2 are used and the requirements of ACI 318-14 17.3.3 or ACI 318-11 D.4.3,as applicable,for Condition B are met. For situations where reinforcement meets the requirements of Condition A,ACI 318-14 17.3.3 or ACI 318-11 D.4.3,provides the appropriate 0 factor,as applicable. 3If the load combinations of ACI 318-11 Appendix C are used,the appropriate value of 0 must be determined in accordance with ACI 318-11 D.4.4. 4ln this report,N/A denotes that pullout resistance does not govern and does not need to be considered. 5The characteristic pullout resistance for concrete compressive strengths greater than 2,500 psi may be increased by multiplying the value in the table by(f'd2,500)°5 for psi or(rh17.2)05 for MPa. "The characteristic pullout resistance for concrete compressive strengths greater than 2,500 psi may be increased by multiplying the value in the table by(ro/2,500)°3 for psi or(r117.2)03 for MPa. Tor lightweight concrete,calculate values according to Section 4.1.12 of this report. 8The KWIK HUS-EZ(KH-EZ)and KWIK HUS-EZ I(KH-EZ I)is considered a brittle steel element as defined by ACI 318-14 2.3 or ACI 318-11 D.1,as applicable. 1 CCorbin Consulting Engineers, Inc. Project No: 16049 Page: of 1905 NW 169th Place, Suite 121 Project BiAmp Tool Anchor Rev: Beaverton, Oregon 97006 Title Air Tank 500 Gallon Date: CORBIN Tel:503/645-0176 Fax: 503/645.0415 Originator CBL CHK: Seismic Restraint Force Worksheet Design Criteria:2012 International Building Code&ASCE 7-10(Chapter 13) Site-Building: Floor: 10575 SW Cascade Ave.Tigard,OR Main Component Data: Seismic Parameters Component Weight, Wp= 950 lb 'Site Class D Overall Height, H = 124 in Ss= 0.97 Overall Length, L= 36 in Fa= 1.11 !Effective Length, Leff= 23.3 in Sos= 0.72 Overall Width, W= 36 in Attachment Elevation z= 0 ft Effective Width, Weff= 23.3 in Average Roof Elevation h= 30 ft Height to C.G., Hey= 62 in ['Calculate H/2 Amplification Factor ap= 2.5 Length to C.G., Ley= 18 inCalculate U2 Response Factor Rp= 2.5 Width to C.G. Way= 18 in Q✓ Calculate w/2 Overstrength Factor 00= 2.5 Importance Factor Ip= 1.0 Component Seismic Force Calculation GOVERNS Fp(calc) =0.4*ap*Sos*Wp/(Rp/Ip)*(1+2*z/h)= 0.288 *Wp= 274 lb (ASCE7-10, Eq. 13.3-1) Fp(max)= 1.6*Sps*Ip*Wp= 1.154 *Wp= 1096 lb (ASCE7-10, Eq. 13.3-2) Fp(min) =0.3*Sps*Ip*Wp= 0.216 *WP= 205 lb (ASCE7-10, Eq. 13.3-3) Horizontal Seismic Force, Eh=Fp= 0.288 *Wp= 274 lb Vertical Seismic Force, E„=0.2*Sos*Wp= 0.144 *Wp= 137 lb Seismic Restraints: Length Width No. of Support Legs, N = 4 No. of Restraints Acting in Tension, Nt= 2 2 No. of Restraints Acting in Shear, N„= 4 4 E No. of Support Legs Acting in Compression, Nc= 2 2 Er • Overturning Calculation: W P Overturning Moment Mo=Eh*Hcg= 16987 lb-in Resisting Moment Arms Arm = 11.71 11.7 in Resisting Moment MR=(0.9-0.2*Sps)*Wp*(Arm) = 8365 8365 lb-in Mo MR Strength Level Forces(IBC 1605.2): Uplift, T= (MR-Ma)/Nt/Weff= -185 -185 lb Comp, P =(1.2+0.2SDs)*Wp/N+Mo/Nc/Weff= 524 524 lb Shear, V=(Eh)/N„= 68 68 lb Amplified Forces(ASCE 12.4.3.2): Uplift, T=(MR-noMo)/Nt/Weff= -732 -732 lb Comp, P =(1.2+0.2Sos)*Wp/N+S2oMo/Nc/Weff= 1071 1071 lb Shear, V=(QoEh)/Nv= 171 171 lb Use(4) 1/2"dia. Expansion Anchors. Min.embed.=2". www.hilti.us Profis Anchor 2.6.3 Company: Corbin Consulting Engineers Page: 1 Specifier: CBL Project BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone I Fax: 503-828-16121 Date: 3/16/2016 E-Mail: charles.loving@corbinengineering.com Specifier's comments:Anchors for 500 Gallon Air Tank.(4)anchors on a 33"dia.bolt circle. 1 Input data Anchor type and diameter: Kwik Bolt TZ-CS 1/2(2) Effective embedment depth: het abt=2.000 in.,Nam=2.375 in. Material: Carbon Steel Evaluation Service Report: ESR-1917 Issued I Valid: 10/1/201515/1/2017 Proof: Design method ACI 318-11/Mech. Stand-off installation: eb=0.000 in.(no stand-oft);t=0.500 in. Anchor plate: ix x ly x t=3.000 in.x 3.000 in.x 0.500 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,3000,f5=3000 psi;h=6.000 in. Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(D.3.3.4.3(d)) Shear load:yes(D.3.3.5.3(c)) Geometry[in.]&Loading[Ib,in.ib] Z v1 c4 IS • na X - ----- - -------- ------ Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaar N1116.71,91 www.hlltl.us Profis Anchor 2.6.3 Company: Corbin Consulting Engineers Page: 2 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone I Fax: 503-828-1612 I Date: 3/16/2016 E-Mail: charles.loving@corbinengineering.cam 2 Load case/Resulting anchor forces y Load case:Design loads Anchor reactions(Ib] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 732 171 0 171 max.concrete compressive strain: -[%4 / -> max.concrete compressive stress: -[psi] 1 x resulting tension force in(x/y)=(0.000/0.000): 732[Ib] resulting compression force in(x/y)=(0.000/0.000):0[lb] 3 Tension load Load N.[Ib] Capacity 4N„[Ib] Utilization aN=N,,,/$N„ Status Steel Strength* 732 8029 10 OK Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength** 732 1284 58 OK anchor having the highest loading "anchor group(anchors in tension) 3.1 Steel Strength Nsa =ESR value refer to ICC-ES ESR-1917 Nsa z Nua ACI 318-11 Table D.4.1.1 Variables Ase,N[tn•2] feta[psi] 0.10 106000 Calculations Nsa[lb] 10705 Results Nsa[lb] Osteel tpnoneuctite Nu[lb] Nua[lb] 10705 0.750 1.000 8029 732 Input data data and results must be checked for agreement with the ex:sting conditions and for plausibility! PROF:S Anchor(c)2003-2009 Hilt AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan N1`T1 www.hilti.us _ Profis Anchor 2.6.3 Company: Corbin Consulting Engineers Page: 3 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone I Fax: 503-828-1612 I Date: 3/16/2016 E-Mail: charles.loving©corbinengineering.com 3.2 Concrete Breakout Strength Neb =( cn)Wea,N Wc.N'kiJcpN Nb ACI 318-1 1 Eq.(D-3) No>_N„ ACI 318-11 Table D.4.1.1 AN, see ACI 318-11,Part D.5.2.1,Fig.RD.5.2.1(b) ANco =9 her ACI 318-11 Eq.(D-5) 1 Wec.N = 2 eN 5 1.0 ACI 318-11 Eq.(D-8) 1 +3 het Wea N =0.7+0.3(1.S?e.hmin)5 1.0 ACI 318-11 Eq.(D-10) er Wcp,N =MAX( ' ,Camin 1.5hef)5 1.0 ACI 318-11 Eq.(D-12) cac cec Nb =kc A,,a Nis ACI 318-11 Eq.(D-6) Variables her[in.] ect.N lin.] _ eaN fin.] care"[in.] WON 2.000 0.000 0.000 8.000 1.000 cec[in.] kc xe fc[psi] 4.500 17 1.000 3000 Calculations ANc[In?] Awl][In,2] Wecl,N Wec2.N Wed,N Wcp,N Nb[Ib] 36.00 36.00 1.000 1.000 1.000 1.000 2634 Results Ncb[Ib] Oconcrete 4)seismic 4)nonductile 4)Ncb[Ib] Nue[Ib] 2634 0.650 0.750 1.000 1284 732 Mout data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilt!AG,FL-9494 Schaan Hilt is a registered Trademark of Hilti AG,Schaan N1`Tl www.hilti.us Profis Anchor 2.6.3 Company: Corbin Consulting Engineers Page: 4 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone I Fax: 503-828-1612! Date: 3/16/2016 E-Mail: charles.loving@corbinengineering.com 4 Shear load Load V Ib Capacity V [Ib] Utilization V,,./.V„ Status Steel Strength' 171 3572 --� 5 OK Steel failure(with lever arm)' N/A N/A WA N/A Pryout Strength" 171 1844 10 OK Concrete edge failure in direction x-** 171 6678 3 OK *anchor having the highest loading **anchor group(relevant anchors) 4.1 Steel Strength Vsa,eq =ESR value refer to ICC-ES ESR-1917 4)Vsteel>Vila ACI 318-11 Table D.4.1.1 Variables Aso/[in 2] fut.[Psi] 0.10 106000 Calculations Vsa,eq[Ib] 5495 Results Vsa.eq[Ib] Osteel ymonductile 4,Vsa[Ib] Vua[Ib] 5495 0.650 1.000 3572 171 4.2 Pryout Strength V [(ANcocp =kcp ANc/ ,,,,,,,,,Ie,,,,,,,,,INe] ACI 318-11 Eq.(D-40) 4,Vcp>_Vua ACI 318-11 Table D.4.1.1 AN. see ACI 318-11,Part D.5.2.1,Fig.RD.5.2.1(b) ANco =9 het ACI 318-11 Eq.(D-5) 1 l{/..,N= (1+2 eN s 1.0 , ACI 318-11 Eq.(D-8) 3 her Wed,N=0.7+0.3(�a,mit )5 1.0 ACI 318-11 Eq.(D-10) 1-5her Wcp N=MAX(c_min 1,5het)s 1.0 ACI 318-11 Eq.(D-12) ll`` Cac Cac J Nb =kc L heir ACI 318-11 Eq.(D-6) Variables kcp her[in.] ec,,N[in.] eczN[in.] cams[in.] 1 2.000 0.000 0.000 8.000 4rc,Nba _ _ c[in.] kc A.a fc[psi] 1.000 4.500 17 1.000 3000 Calculations ANc[in.2] ANco[int] ect,N W 41ec2,N 4fetl,N yrcp,N Nb[Ib) 36.00 36.00 1.000 1.000 1.000 1.000 2634 Results Vee[Ib] 4/concrete 4/seismic i)nonductile 4)Vcp[Ib] Vua[Ib] 2634 0.700 1.000 1.000 1844 171 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan N1`T1 www.hilti.us _ Profis Anchor 2.6.3 Company: Corbin Consulting Engineers Page: 5 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone I Fax: 503-828-1612 I Date: 3/16/2016 E-Mail: charles.lovingicorbinengineering.com 4.3 Concrete edge failure in direction x- Vcb =(Avt)Wed.V tycv\h.v Waranel,v V, ACI 318-11 Eq.(D-30) 4,V,b a V„a ACI 318-11 Table D.4.1.1 Avc see ACI 318-11.Part D.6.2.1.Fig.RD.6.2.1(b) Avco =4.5 ca, ACI 318-11 Eq.(D-32) (.1 1 Woc.v = + 2e,)<_1.0 ACI 318-11 Eq.(D-36) 3ca, wed=0.7+0.3(1.5Cat2 )5 1.0 ACI 318-11 Eq.(D-38) 1.5ca,z 1.0 ACI 318-11 Eq.(D-39) Wav = h a o Vb =(7(d) .z“171.)xa ctai ACI 318-11 Eq.(D-33) a Variables ca, [in.] Ca2[in.] ecv[in.] W°.v ha[in.] 8.000 8.000 0.000 1.000 6.000 I.[in.] X.a da[in.] fc[psi] WParattel,V 2.000 1.000 0.500 3000 2.000 Calculations Avc[in 2] Avco[in.2]-----_--- Wec.V Wed.V Wh.V Vb[Ib] 120.00 288.00 1.000 1.000 1.414 8095 Results Vcb[lb] Oconcrete ¢seismic 4,nonductile 4,Vcb[Ib] Vua[Ib] 9539 0.700 1.000 1.000 6678 171 5 Combined tension and shear loads pNpv C Utilization pN,v[%] Status 0.570 0.093 5/3 42 OK pNV=p.,+pv<= 1 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hifi AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan N111`lin www.hiiti.us Profis Anchor 2.6.3 Company: Corbin Consulting Engineers Page: 6 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone I Fax: 503-828-1612 I Date: 3/16/2016 E-Mail: charles.loving@corbinengineering.com 6 Warnings • Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered.The anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the loading! Input data and results must be checked for agreement with the existing conditions and for piausibility! • Condition A applies when supplementary reinforcement is used.The cD factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C,D, E or F is given in ACI 318-11 Appendix D, Part D.3.3.4.3 (a)that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure.If this is NOT the case,the connection design(tension)shall satisfy the provisions of Part D.3.3.4.3(b),Part D.3.3.4.3(c),or Part D.3.3.4.3(d).The connection design (shear)shall satisfy the provisions of Part D.3.3.5.3(a),Part D.3.3.5.3(b),or Part D.3.3.5.3(c). • Part D.3.3.4.3(b)/part D.3.3.5.3(a)require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.Part D.3.3.4.3(c)/part D.3.3.5.3(b)waive the ductility requirements and require the anchors to be designed for the maximum tension/shear that can be transmitted to the anchors by a non-yielding attachment.Part D.3.3.4.3(d)/part D.3.3.5.3(c)waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension/shear obtained from design load combinations that include E,with E increased by 0.0. • Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions(MPII).Reference ACI 318-11,Part D.9.1 Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for piausibilityl PROFIS Anchor(c)2003-2009 Hulti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan CCorbin Consulting Engineers, Inc. Project No: 16049 Y Page: of 1905 NW 169th Place, Suite 121 Project BiAmp Tool Anchor Rev: Beaverton, Oregon 97006 Title Compressed Ar Dryer Date: CORBIN Tel:503/645-0176 Fax: 503/645.0415 Originator CBL CHK: Seismic Restraint Force Worksheet Design Criteria:2012 International Building Code&ASCE 7-10(Chapter 13) Site-Building: Floor: 10575 SW Cascade Ave.Tigard,OR Main Component Data: Seismic Parameters Component Weight, Wp= 630 lb FS7e—Class D Overall Height, H = 57.75 in Ss= 0.97 Overall Length, L= 30.3 in Fa= 1.11 Effective Length, Leff= 20 in Sos= 0.72 Overall Width, W= 23.3 in Attachment Elevation z= 0 ft Effective Width, Weff= 23.3 in Average Roof Elevation h = 30 ft Height to C.G., H�= 28.875 in QQ Calculate H/2 Amplification Factor ap= 1.0 Length to C.G., L�= 15.15 in E Calculate L/2 Response Factor RP= 2.5 Width to C.G. Wcs= 11.65 in Calculate W/2 Overstrength Factor 00= 2.5 Importance Factor Ip= 1.0 Component Seismic Force Calculation Fp (calc) =0.4*ap*Sos*Wp/(Rp/Ip)*(1+2*z/h)= 0.115 *Wp= 73 lb (ASCE7-10, Eq. 13.3-1) Fp(max)= 1.6*Sos*Ip*Wp= 1.154 *Wp= 727 lb (ASCE7-10, Eq. 13.3-2) GOVERNS Fp(min)=0.3*Sos*Ip*Wp= 0.216 *Wp= 136 lb (ASCE7-10, Eq. 13.3-3) Horizontal Seismic Force, Eh=Fp= 0.216 *Wp= 136 lb Vertical Seismic Force, E„=0.2*Sos*Wp= 0.144 *Wp= 91 lb Seismic Restraints: Length Width No. of Support Legs, N = 4 No. of Restraints Acting in Tension, Nt= 2 2 No. of Restraints Acting in Shear, N„= 4 4 E No. of Support Legs Acting in Compression, Nc= 2 2 EH • 49 Overturning Calculation: 14‘wP Overturning Moment Mo = Eh*Hog= 3935 lb-in Resisting Moment Arms Arm = 15.21 11.7 in Resisting Moment MR=(0.9-0.2*Sos)*Wp*(Arm)= 7214tI 5547 lb-in Mo MR Strength Level Forces(IBC 1605.2): Uplift, T= (MR-Mo)/Nteff= 0 0 lb Comp, P = (1.2+0.2Sos)*Wp/N+MoINc/Weff= 150 190 lb Shear, V= (Eh)/N„= 34 34 lb Amplified Forces(ASCE 12.4.3.2): Uplift, T= (MR-caMo)/Nt/Weff= -66 -92 lb Comp, P= (1.2+0.2Sos)*Wp/N+1-2QMQ/Nc/Weff= 297 317 lb Shear, V= (S2oEh)/N„= 85 85 lb Use(4) clip-angles with (2)3/8"dia. Expansion Anchors each angle. Min.embed.=2". CCorbin Consulting Engineers, Inc. Project No: 16049 Page _of 1905 NW 169th Place,Suite 121 Project BiAmp Tool Anchor Rev: Beaverton,Oregon 97006 Title Compressed Air Dryer Date: CORBIN Tel:503/645-0176 Fax:503/645.0415 Originator CBL CHK: Angle Clip Seismic Restraint per AISC 360-10&IBC 2012 i'1 Properties Material Th\& I,E�GTM Yield Strength Fy 36 ksi -� .- _y Ultimate Strength F, 58 ksi - .- %i ' Dimensions i. 0 Configuration 2 bolt i Length t 5 in Height(of force) h 2 in �� Thickness t 1/4 in d Heel Distance nee, 1 1/4 in f / Toe Distance dtoe 1 1/4 in S [ ' -..„ Bolt Spacing s 3 in i Bolt Diameter db 3/8 in \ - -.. ' ForcesF� Strength Level Forces(IBC 1605.2): Parallel Perpendicular �-"rj,„-------- Forces Tension/restraint T 0 0 lb �/ Shear/restraint V 34 34 lb Concurrent 1-bolt Angle Clip Amplified Forces(ASCE 12.4.3.2): Tension/restraint TQ 431 92 lb Shear/restraint Vo 85 85 lb Code Checks k� � -,- Plate Bending(strength level) it < r�� Strong-axis Bending Mux 68.0 0.0 lb-in ( 0 Weak-axis Bending Muy 0.0 68.0 lb-in 0 Section Modulus Z 1.56 0.08 in3 - Design Strength (i)M„ 50625.0 2531.3 lb-in --- „-- Utilization Utilization 0% 3% Qj1 <- Bolt Forces(strength level) Tension Tboit 23 30 lb 5 r l Shear Vbon 17 17 lb yn Shear Strength(A307) OR, 1988 1988 lb OK �/ �� i Tension Strength(A307) OR, 4970 4970 lb �KF? �/ ; �� Anchor Bolt Forces(amplified) ���/ Tension Min Nua 0 Max Nua 102 345 lb Per bolt Shear Per bolt Via 43 85 lb group See separate spreadsheet for anchor bolt check www.hilti.us Profis Anchor 2.6.3 Company: Corbin Consulting Engineers Page: 1 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone I Fax: 503-828-1612 1 Date: 3/18/2016 E-Mail: Specifiers comments:Anchors for Compressed Air Dryer.Anchor with(4)clip-angles,with(2)anchors in each angle.Loading shown is for case with shear perpendicular to clip-angle. 1 Input data Anchor type and diameter: Kwik Bolt TZ-CS 3/8(2) . Effective embedment depth. =2.000 in.,hear,,=2.313 in. Material: Carbon Steel Evaluation Service Report: ESR-1917 Issued I Valid: 10/1/2015 5/1/2017 Proof: Design method ACI 318-11/Mech. Stand-off installation: eb=0.000 in.(no stand-off);t=0.250 in. Anchor plate: Ix x 1,x t=3.000 in.x 5.000 in.x 0.250 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,3000,fc'=3000 psi;h=6.000 in. Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(D.3.3.4.3(d)) Shear load:yes(D.3.3.5.3(c)) Geometry[in.]8 Loading[Ib,in.lb] I rtU' 0 8 h--- ` - 0 �' iI kcal X Input data and'esults must be checked for agreement with the existing conditions and for plausibility' PROF'S Anchor(c)2003-2009 Hilti AG.FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Scheer I11■11`TI www.hilti.us Profis Anchor 2.6.3 Company: Corbin Consulting Engineers Page: 2 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone I Fax: 503-828-1612 Date: 3/18/2016 E-Mail: 2 Load case/Resulting anchor forces y Load case:Design loads 2 Anchor reactions[Ib] ! T Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 172 42 -42 0 Tension 172 42 -42 max.concrete compressive strain: -[%.] max.concrete compressive stress: -[psi] resulting tension force in(xty)=(0.000/0.000): 345[Ib] resulting compression force in(x/y)=(0.000/0.000):0[ib] 01 3 Tension load Load Nua[Ib] Capacity"[Ib] Utilization 13N=N„a/$Nn Status Steel Strength* 172 4875 4 OK Pullout Strength' 172 1212 15 OK Concrete Breakout Strength** 345 1926 18 OK `anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength Nsa =ESR value refer to ICC-ES ESR-1917 4)Ns.as Nua ACI 318-11 Table D.4.1.1 Variables f Ase.N[in.2] feta[psi] 0.05 125000 Calculations Nsa[lb] 6500 Results Nsa[Ib] Osteei4nonaucsle 4)Nsa[Ib] Nua[Ib] 6500 0.750 1.000 4875 172 3.2 Pullout Strength Non,( =Np,2500 as 2500 refer to ICC-ES ESR-1917 Npn t a Nua ACI 318-11 Table D.4.1.1 Variables fc[psi] � Np,2500[lb] 3000 1.000 2270 Calculations 2500 1.095 Results Npn![lb] 4concrete 4seismsc .--- Qnonductile tp Npn,f [Ib] NU[lb] 2487 0.650 0.750 1.000 1212 172 Input data and results must be checked for agreement with the existing conditions and for plausibility' OROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a•egistered Trademark of Hilti AG,Schaan 1011 I LETT III www.hilti.us Profis Anchor 2.6.3 Company: Corbin Consulting Engineers Page: 3 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone I Fax: 503-828-1612 I Date: 3/18/2016 E-Mail: 3.3 Concrete Breakout Strength N.-x (Al.l �a.N jeA.N y N WrnN Nb ACI 318-11 Eq.(D-4) = \A _/ 4j Nrbg 2 N,,, / ACI 318-11 Table D.4.1.1 ANc see ACI 318-11,Part D.5.2.1,Fig.RD.5.2.1(b) ANco =9 h;, ACI 318-11 Eq.(D-5) 1 Wec.N = (1 +2 eN 5 1.0 ACI 318 11 Eq.(Q 8) 3 h,, Wed,N =0.7+0.3(5hf)s 1.0 ACI 318-11 Eq.(D-10) o Wcp.N =M r;„,in 1.511 s 1.0 ACI 318-11 Eq.(D-12) Cac , cac J Nb =ku a,, hats ACI 318-11 Eq.(D-6) Variables het[in.] ect,N[in.] ec2.N[in.] ca.mi,,[in.] Wc.N 2.000 0.000 0.000 8.000 1.000 cac[in.] kc >`a fc[psi] 4.000 17 1.000 3000 Calculations ANc[in 2] ANco[in•2] Wect,N Wec2,N Wed,N _ Wcp.N Nb[Ib]__ 54.00 36.00 1.000 1.000 1.000 1.000 2634 Results Ncbg[Ib] 4/concrete 4/seismic 4nonauctite 4>Nag[Ib] Nu,[Ib] 3950 0.650 0.750 -- - 1.000 1926 345 Input data and results must be checked'or agreement with he ex sting conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Sneer, Hilti is a registered Trademanc of Hilti AG.Scnaan Hf`T11 www.hilti.us Profis Anchor 2.6.3 Company: Corbin Consulting Engineers Page: 4 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone I Fax: 503-828-1612 I Date: 3/18/2016 E-Mail: 4 Shear load Load V,,,[lb] Capacity.V,[Ib] Utilization =V.V. Status Steel Strength* 42 1466 3 OK Steel failure(with lever arm)' N/A N/A N/A N/A Pryout Strength'" 85 2765 4 OK Concrete edge failure in direction x-" 85 3170 3 OK anchor having the highest loading "'anchor group(relevant anchors) 4.1 Steel Strength Vsa,eq =ESR value refer to ICC-ES ESR-1917 4)Vsteel Z Vua ACI 318-11 Table D.4.1.1 Variables Ase.V[in?] luta[psi] 0.05 125000 Calculations Vsa,eq[Ib] 2255 Results Vsa,eq[Ib] —._--__-- +steel 4)nonduccle 4)Vsa[lb] Vua[Ib] ___-- 2255 0.650 1.000 1466 42 4.2 Pryout Strength ANc Vc55 =kcp[(Arica)tl/ec,N ll/ed,N y/c,N tlfcp,N Nb] ACI 318-11 Eq.(D-41) Vw9>_Vu, ACI 318-11 Table D.4.1.1 ANc see ACI 318-11,Part D.5.2.1,Fig.RD.5.2.1(b) Asia) =91-1. ACI 318-11 Eq.(D-5) 1 lyec,N = 1 +2 eN 5 1.0 ACI 318-11 Eq.(D-8) 3 her ll/ed,N =0.7+0.3(15heca'm.qr)<_1.0 ACI 318-11 Eq.(D-10) WcPN =MAX(ca_min 1.5he.)c 1.0 ACI 318-11 Eq.(D-12) cac cac / Nb =lc,AaNii:hats ACI 318-11 Eq.(D-6) Variables kcp her[in.] ec1.N[in.] ecz,N[in.] ;min[in.] 1 2.000 0.000 0.000 8.000 ll/c,N Cc[in.] lc, X. fc[psi] 1.000 4.000 17 1.000 3000 Calculations ANc[in 2] ANco[in.2] Wect.N1 ll/ec2,N ll/ed,N ..--__. ll/cp,N Nb[Ib] 54.00 36.00 1.000 1.000 1.000 1.000 2634 Results Vcp9[Ib] _ __Oconcrete 4)seism'. $nonductile 4)VcP9[Ib] Vua[Ib] 3950 0.700 1.000 1.000 2765 85 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG.Schaan N!`i.T1 www.hilti.us Profis Anchor 2.6.3 Company: Corbin Consulting Engineers Page: 5 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project 1 Pos.No.: Phone I Fax: 503-828-16121 Date: 3/18/2016 E-Mail: 4.3 Concrete edge failure in direction x- _ Avc Vthg =(A4�)Wec,V Wed.V Wc,v Why Wparallei,V Vb ACi 318-11 Eq.(0-31) 0 V,og z Voa ACI 318-11 Table D.4.1.1 Ave see ACI 318-11,Part D.6.2.1,Fig.RD.6.2.1(b) Avc° =4.5 c.21 ACI 318-11 Eq.(D-32) :2e,,Wec,V = (1 )s 1.0 ACI 318-11 Eq.(D-36) 3cat Wed,V =0.7+0.3(1 5 at)s 1.0 ACI 318-11 Eq.(D-38) W V = 1-SCaf z 1 0 ACI 318-11 Eq.(D-39) h h. / Vb =1 7(d)02� )a,a ea? ACI 318-11 Eq.(D-33) a Variables cal [in.] cat[in.] ecv[in.] Wc,v ha[in.] 8.000 8.000 0.000 1.000 6.000 le[in.] X. da[in.] fc[psi] Wparallel,v 2.000 1.000 0.375 3000 1.000 Calculations Ave[in.2] Avco[in.2] Wec,V Wed,v Wh,V Vb[Ib] 138.00 288.00 1.000 0.900 1.414 7425 Results Vcby[Ib] 4)concrete ®seismic 4)nonductiie 4,Vcbg[lb] Vua[Ib] 4528 0.700 1.000 1.000 3170 85 5 Combined tension and shear loads ON [3v Utilization(tN,v[%] Status R 0.179 0.031 5/3 6 OK ItNV=R +[lV<=1 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan www.hiltLus Profis Anchor 2.6.3 Company: Corbin Consulting Engineers Page: 6 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone I Fax: 503-828-1612 j Date: 3/18/2016 E-Mail: 6 Warnings • Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered.The anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the loading! Input data and results must be checked for agreement with the existing conditions and for plausibility' • Condition A applies when supplementary reinforcement is used.The th factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C,D, E or F is given in ACI 318-11 Appendix D,Part 0.3.3.4.3 (a)that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure.If this is NOT the case,the connection design(tension)shall satisfy the provisions of Part D.3.3.4.3(b),Part D.3.3.4.3(c),or Part D.3.3.4.3(d).The connection design (shear)shall satisfy the provisions of Part D.3.3.5.3(a),Part D.3.3.5.3(b),or Part D.3.3.5.3(c). • Part D.3.3.4.3(b)/part 0.3.3.5.3(a)require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.Part D.3.3.4.3(c)/part D.3.3.5.3(b)waive the ductility requirements and require the anchors to be designed for the maximum tension/shear that can be transmitted to the anchors by a non-yielding attachment.Part D.3.3.4.3(d)/part D.3.3.5.3(c)waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension I shear obtained from design load combinations that include E,with E increased by szo. • Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions(MPII).Reference ACI 318-11,Part D.9.1 Fastening meets the design criteria! Input rata and resuits must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilt]AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan CCorbin Consulting Engineers, Inc. Project No: 16049 Page: of 1905 NW 169th Place, Suite 121 Project BiAmp Tool Anchor Rev: Beaverton, Oregon 97006 Title ERSA Versaflow 3/45 Date: CORBI\ Tel: 503/645-0176 Fax: 503/645.0415 Originator CBL CHK: Seismic Restraint Force Worksheet Design Criteria:2012 International Building Code&ASCE 7-10 (Chapter 13) Site-Building: Floor: 10575 SW Cascade Ave.Tigard,OR Main Component Data: Seismic Parameters Component Weight, Wp= 3638 lb ( [Site Class D Overall Height, H = 63.8 in Ss= 0.97 Overall Length, L= 96.5 in Fa= 1.11 Effective Length, Leff= 92 in Sos= 0.72 Overall Width, W= 68.1 in Attachment Elevation z= 0 ft Effective Width, Weff= 46 in Average Roof Elevation h = 30 ft Height to C.G., H�= 31.9 in ❑✓ Calculate H/2 Amplification Factor ap= 1.0 Length to C.G., Lcs= 48.25 in ['Calculate L/2 Response Factor RP= 2.5 Width to C.G. W�= 34.05 in W/2 Overstrength Factor 520= 2.5 Importance Factor 1p= 1.0 Component Seismic Force Calculation Fp (calc)=0.4*ap*Sos*Wp/(Rp/Ip)*(1+2*z/h)= 0.115 *Wp= 420 lb (ASCE7-10, Eq. 13.3-1) Fp (max)= 1.6*Sos*Ip*Wp= 1.154 *Wp= 4197 lb (ASCE7-10, Eq. 13.3-2) GOVERNS Fp (min)=0.3*Sos*Ip*Wp= 0.216 *Wp= 787 lb (ASCE7-10, Eq. 13.3-3) Horizontal Seismic Force, Eh=Fp= 0.216 *Wp= 787 lb Vertical Seismic Force, E„=0.2*SDs*Wp= 0.144 *Wp= 525 lb Seismic Restraints: Length Width No. of Support Legs, N = 6 No. of Restraints Acting in Tension, Nt= 2 3 No. of Restraints Acting in Shear, N„= 6 3 E v No. of Support Legs Acting in Compression, Nc= 2 3 EH 4 Overturning Calculation: ihiw. Overturning Moment Mo=Eh*Hcg= 25103 lb-in Resisting Moment Arms Arm = 46.0 23.0 in Resisting Moment MR=(0.9-0.2*SDs)*Wp*(Arm) = 126481 63240 lb-in Mo 44°MR Strength Level Forces(IBC 1605.2): Uplift, T= (MR-Ma)/Nt/Weff= 0 0 lb Comp, P = (1.2+0.2SDs)*Wp/N+Mo/Nc/Weff= 544 589 lb Shear, V= (Eh)/N„= 131 262 lb Amplified Forces (ASCE 12.4.3.2): Uplift, T= (MR-OoMo)/Nt/Weff= 0 0 lb Comp, P = (1.2+0.2SDs)*Wp/N+52oMo/Nc/Weff= 749 862 lb Shear, V= (S2oEh)/N„= 328 656 lb Use minimum (6)Z-Clip restraints with (2)3/8"dia.Expansion Anchors each. Min.embed.=2". � o 3 !, ' s H (Y., = ' U-\LA _- Z Z 4e C 2.s> (- ?_a -. J 3 /$ r Co' PAC A1I.cL. (' ? -- i / �i-1r_ k P'L�E_ .1JGrh_)(7 . / fr/ (2-(i2.. ) ( Z ) :. 3-) 4*-r/ L. - 3 (0 .?- ) off ` 0. 047 ,1.3 772e, ' F---7 Z:. '' 7 6 D D 0(0 .0 4 7.) 7 /CO 1 't M n = fc-/7 '„ > /4 , v /75-LI ERjtJE f r?t+-: 77.f ' ' �C r k. -'F k F ai 6..L- -- npE�tp 7 u Go ! # (5 Lo ,- 7-.5') (S20 /) /4 = (2 l ) (2 j = _S-7 -i--" < `- CORBIN CONSLZTING ENGINEERS, 11�C, PROJECT NO: /� O4 Page: of: 1905 NW 169th Place, Suite 121 PROJECT Er 6"/1 7201 /)1�✓(0 1 REV Beaverton,Oregon 97006 TITLERJ#.' ✓1..--1°`:n I .` "• ) DATE tCORBIN Tel: 503/645-0176 Fax: 503/645-0415 ORIGINATOR G.BL CHK 111■411`i.T11 www.hllti.us Profis Anchor 2.6.3 Company: Corbin Consulting Engineers Page: 1 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone I Fax: 503-828-1612 Date: 3/16/2016 E-Mail: charles.lovinglcorbinengineering.com Specifier's comments:Anchors for Z-Clips at ERSA Versafiow 3/45. (6)Z-Clips with(2)anchors each. Load parallel to ABs. 1 Input data Anchor type and diameter: Kwik Bolt TZ-CS 3/8(2) Effective embedment depth: hr,n=2.000 in.,Nam=2.313 in. Material: Carbon Steel Evaluation Service Report: ESR-1917 Issued I Valid: 10/1/201515/1/2017 Proof: Design method ACI 318-11 I Mech. Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor plate: Ix x ly x t=3.000 in.x 6.000 in.x 0.500 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,3000,fc'=3000 psi;h=6.000 in. Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(D.3.3.4.3(d)) Shear load:yes(D.3.3.5.3(c)) Geometry[in.]&Loading[Ib,in.lb] z 0 4 o • .- - � 7 _; ` tDl - • . . �t x Input data and results must he checked for agreement with the existing conditions and for plausibility) PROFIS Anchor(c)2003-2009 Hilt'AG,FL-9494 Schaan Hilti is a registered Trademark of HAI AG,Schaan NI16TI www.hilti.us Profis Anchor 2.6.3 Company: Corbin Consulting Engineers Page: 2 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone I Fax: 503-828-1612 I Date: 3/16/2016 E-Mail: charles.loving©corbinengineering.com 2 Load case/Resulting anchor forces y Load case:Design loads -1 . Ten ion Anchor reactions[ib] l Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 2 679 595 328 2 280 679 -595 328 i —--[>x max.concrete compressive strain: 0.04[%o] max.concrete compressive stress: 194[psi] resulting tension force in(x/y)=(0.000/1.969): 282[Ib] resulting compression force in(x/y)=(0.000/-2.677):282[Ib] 0 3 Tension load Load Nua[Ib] Capacity On[lb] Utilization aN=Nua/4N„ Status Steel Strength" 280 4875 6 OK Pullout Strength* 280 1212 24 OK Concrete Breakout Strength'" 282 1292 22 OK "anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength Nsa =ESR value refer to ICC-ES ESR-1917 4,Nsa>Nua ACI 318-11 Table D.4.1.1 Variables Ase.N[in.2] futa[psi] 0.05 125000 Calculations Nsa[lb] 6500 Results AA Nsa[Ib] 4/steel AA gnonductite 4 Nsa[lb] Nua[Ib] 6500 0.750 1.000 4875 280 3.2 Pullout Strength Nrn.f =NP.2500,a 2500 refer to ICC-ES ESR-1917 Npnf 2 Nua ACI 318-11 Table D.4.1.1 Variables fc[psi] as NP.2500[Ib] 3000 1.000 2270 Calculations fn 2500 1.095 Results Npn�[lb] concrete 4>seismcc 4nonductile •Non.t.[Ib] Nua Pb] 2487 0.650 0.750 1.000 1212 280 input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti s a registered Trademark of Hilti AG,Schaan I■4IL.TI www.hilti.us Profis Anchor 2.6.3 Company: Corbin Consulting Engineers Page: 3 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone I Fax: 503-828-16121 Date: 3/16/2016 E-Mail: charles.loving@corbinengineering.com 3.3 Concrete Breakout Strength ANic Ncog = (ANco)41r.N Wed,N WcN Wcp,N Nb ACI 318-11 Eq.(0-4) 4 Ncby 2 Nua ACI 318-11 Table 0.4.1.1 AN. see AC!318-11,Part D.5.2.1,Fig.RD.5.2.1(b) ANco =911!, ACI 318-11 Eq.(D-5) 1 Wec,N ( 2 eN 5 1.0 1 + ACI 318-11 Eq.(D-8) _ aha. Wed,N =0.7+0.3(1.5heCa,minr)s 1.0 ACI 318-11 Eq.(D-10) Wcp,N =MAX(Ca_min 1.5hetx 5 1.0 ACI 318-11 Eq.(D-12) Cac Cac Nb =kc�a n hef5 ACI 318-11 Eq.(D-6) Variables het[in.] ec1.N[in.] ec.2,N[in.] Ca.min[in.] 41c,N 2.000 0.000 1.969 8.000 1.000 Cac[In.] kc Xa fc[psi] 4.000 17 1.000 3000 Calculations A ANc[In 2] AN:A[in.2] Wec1,N Wec2,N Wed,N Wcp,N Nb[lb] 60.00 36.00 1.000 0.604 1.000 1.000 2634 Results Ncb9 Db] 4)concrete 'seismic 4nonduclite..___ 4)Ncbg[Ib] Nua[Ib] 2650 0.650 0.750 1.000 1292 282 (rout data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademanc of Hilti AG,Schaan NI`TI www.hilti.us Profis Anchor 2.6.3 Company: Corbin Consulting Engineers Page: 4 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone I Fax: 503-828-1612 l Date: 3/16/2016 E-Mail: charles.Iovingccorbinengineering.com 4 Shear load Load Vw pbi Capacity 4V„[lb] Utilization fi„=Vr„14V„ Status Steel Strength' 679 1466 47 OK Steel failure(with lever arm)' N/A N/A N/A N/A Pryout Strength* 679 1536 45 OK Concrete edge failure in direction x-" 885 2975 30 OK anchor having the highest loading "anchor group(relevant anchors) 4.1 Steel Strength Vsa.eq =ESR value refer to ICC-ES ESR-1917 0 Vsteel Z Vua ACI 318-11 Table D.4.1.1 Variables Ase,v[in 2] futa[psi] 0.05 125000 Calculations Vsa,eq[Ib] 2255 Results Vsa.eq[Ib] 4,steet 4,nonductde 4,Vsa[Ib] Vua[lb] 2255 0.650 1.000 1466 679 4.2 Pryout Strength Vcp =kcp RA-TAN-1:0) lifed,N wc,N 11cp,N Nb] ACI 318-11 Eq.(D-40) ^ 4,Vcp z Vua ACI 318-11 Table D.4.1.1 AN. see ACI 318-11,Part D.5.2.1,Fig.RD.5.2.1(b) ANco =9 het ACI 318-11 Eq.(D-5) 1 t4lec,N= 1 5 1.0 ACI 318-11 Eq.(D-8) 3 het Wea,N=0.7+0.3 (1.5heCa,mio) 1.0 ACI 318-11 Eq.(D-10) , tycp,N =MAX(c'.'in 1.5het`5 1.0 ACI 318-11 Eq.(D-12) l`` CSC C. Nb =kc xa\hers ACI 318-11 Eq.(D-6) Variables k o her[in.] ec1.N[in.] ec2N[in.] ca,m,n[in.] ... 1 2.000 0.000 0.000 8.000 tyc,N Cac[in.] kc A.a _ fc[psi] 1.000 4.000 17 1.000 3000 Calculations AN.[in.2) Awe[in 2] Wee,N Wec2,N _ tyed,N lycp,N N5[lb] 30.00 36.00 1.000 1.000 1.000 1.000 2634 Results A V,[lb] Ipconcrete 4seismic 4,nonductile 0 V,[Ib] Vua[lb] 2195 0.700 1.000 1.000 1536 679 Input data and results must be checked`or agreement with the existing conditions and for plausibilayl PROFIS Anchor(c)2003-2009 Hilti AG,FL-9.494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan MULTI www.hilti.us Profis Anchor 2.6.3 Company: Corbin Consulting Engineers Page: 5 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone I Fax: 503-828-1612 I Date: 3/16/2016 E-Mail: charles.lovingt corbinengineering.com 4.3 Concrete edge failure in direction x- Vcug = (; Wec,V tjled,V WcV t�rh.V grpaialMt.V Vb ACI 318-1 I Eq.(D-31) 0 V;,b9—Vua ACI 318-11 Table D.4.1.1 Avc see ACI 318-11,Part D.6.2.1, Fig.RD.6.2.1(b) Avco =4.5 c . ACI 318-11 Eq.(D-32) 1 Wec v = (1 + 2e„)<_1.0 ACI 318-11 Eq.(D-36) ace, Wed,V =0.7+0.3(1 5c%)5 1.0 ACI 318-11 Eq.(D-38) Why =..N.F1 1.0 ACI 318-11 Eq.(D-39) he I Vb = (7(d)o.z NZ)X. ca; ACI 318 11 Eq.(D-33) a Variables cat [in.] _ ;a2[in.] ecv[in.] Wc.v he[in.] 8.000 8.000 1.343 1.000 6.000 le[in.] ?.a de[in.] fc[psi] WparaUel,v 2.000 1.000 0.375 3000 1.000 Calculations Av.[in?] Avco[in.2] Wec,v Wed,v Wn,v Vb[Ib) 144.00 288.00 0.899 0.900 1.414 7425 Results Vcbg[Ibi concrete 4)seamic Ijrnonductile 0 Vc,9[lb] Vua[Ib] 4250 0.700 1.000 1.000 2975 885 5 Combined tension and shear loads PN pv _ r Utilization pN,v[%) Status 0.231 0.4635/3 37 —OK 3NV=A+pv<= 1 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,0L-9494 Schaan Hilti is a registered'racemark of Hilti AG,Schaar N11`T11 www.hilti.us Profis Anchor 2.6.3 Company: Corbin Consulting Engineers Page: 6 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone I Fax: 503-828-1612 I Date: 3/16/2016 E-Mail: chades.loving@corbinengineering.com 6 Warnings Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered.The anchor plate is assumed to be sufficiently stuff,in order not to be deformed when subjected to the loading! Input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used.The t1 factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of toads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C,D, E or F is given in ACI 318-11 Appendix D,Part D.3.3.4.3 (a)that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure.If this is NOT the case,the connection design(tension)shall satisfy the provisions of Part D.3.3.4.3(b),Part D.3.3.4.3(c),or Part D.3.3.4.3(d).The connection design (shear)shall satisfy the provisions of Part D.3.3.5.3(a),Part D.3.3.5.3(b),or Part D.3.3.5.3(c). • Part D.3.3.4.3(b)/part D.3.3.5.3(a)require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.Part D.3.3.4.3(c)/part D.3.3.5.3(b)waive the ductility requirements and require the anchors to be designed for the maximum tension/shear that can be transmitted to the anchors by a non-yielding attachment.Part D.3.3.4.3(d)/part D.3.3.5.3(c)waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension I shear obtained from design load combinations that include E,with E increased by no. • Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions(MPH).Reference ACI 318-11,Part D.9.1 Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2CC9 Hilt AG,FL-9494 Scheer! Hilt is a registered Trademark of Hilti AG,Scheer! www.hilti.us Profis Anchor 2.6.3 Company: Corbin Consulting Engineers Page: 1 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone I Fax: 503-828-1612 I Date: 3/16/2016 E-Mail: charles.loving@corbinengineering.com Specifier's comments:Anchors for Z-Clips at ERSA Versaflow 3/45. (6)Z-Clips with(2)anchors each.Load perpendicular to ABs. 1 Input data Anchor type and diameter: Kwik Bolt TZ-CS 3/8(2) _.. a pit:f 1 ' .'f Effective embedment depth: he{,act=2.000 in.,h,„,=2.313 in. Material: Carbon Steel Evaluation Service Report: ESR-1917 Issued I Valid: 10/1/201515/1/2017 Proof: Design method ACI 318-11 /Mech. Stand-off installation: e,=0.000 in.(no stand-off);t=0.500 in. Anchor plate: Ix x lY x t=3.000 in.x 6.000 in.x 0.500 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,3000,fc'=3000 psi;h=6.000 in. Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(D.3.3.4.3(d)) Shear load:yes(D.3.3.5.3(c)) Geometry[in.]&Loading[Ib,in.lb] Z of 0 4 d • • d u, yyam�` Yw+" ire Y � s x Input data and results must be checked for agreement with the existing conditions and for plausibility' PROF!S Anchor(c)2003-2009 Hilts AG,=L-9494 Schaan Hilts is a registered Trademark of Hilts AG,Schaan N11L.T1 www.hilti.us Profis Anchor 2.6.3 Company: Corbin Consulting Engineers Page: 2 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone 1 Fax: 503-828-1612 Date: 3/16/2016 E-Mail: charles.lovingccorbinengineering.com 2 Load case/Resulting anchor forces y Load case:Design loads I ( 2 Anchor reactions[lb] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 490 82 -82 0 2 490 574 -574 0 • - 7 �x max.concrete compressive strain: 0.15[%o] Com ression Tension max.concrete compressive stress: 674[psi] resulting tension force in(x/y)=(0.000/0.000): 980[Ib] resulting compression force in(x/y)=(-1.339/0.000):980[Ib] 01 _; 3 Tension load Load N.[Ib] Capacity On[Ib] Utilization[lN=Nua/+N„ Status Steel Strength' 490 4875 11 OK Pullout Strength' 490 1212 41 OK Concrete Breakout Strength** 980 2140 46 OK *anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength Nsa =ESR value refer to ICC-ES ESR-1917 rk Nsa>_Nua ACI 318-11 Table D.4.1.1 Variables _ Ase,N[in 2] fute[psi] 0.05 125000 Calculations Nsa[Ib] 6500 Results Nsa[lb] Osteel •nonducitle Nsa[lb] Nua[lb] 6500 0.750 1.000 4875 490 3.2 Pullout Strength Np,25°°Xa 2500 refer to ICC-ES ESR-1917 Nua ACI 318-11 Table D.4.1.1 Variables fc[psi] A,. N52500[lb] 3000 1.000 2270 Calculations f7 2500 1.095 Results Npn r [lb] concrete 4tseis ric 4)nonducnle Np"t,[Ib] Nua[lb] 2487 0.650 0.750 1.000 1212 490 Input data ana results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan www.hittl.us _ _ Profis Anchor 2.6.3 Company: Corbin Consulting Engineers Page: 3 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone I Fax: 503-828-1612 Date: 3/16/2016 E-Mail: charles.loving@corbinengineering.com 3.3 Concrete Breakout Strength A"` N ACI 318-11 Eq.(/0-4 Ncb9 —�Awo tlfer,,N Wed,N yo,..N W.^n,N b l ) Ncbg z N ACI 318-11 Table D.4.1.1 ANc see ACI 318-11.Part 0.5.2.1,Fig.RD.5.2.1(b) ANc0 =9 hat ACI 318-11 Eq.(D-5) 1 t{tec,N 2 eN 5 1.0 ACI 318-11 Eq.(D-8) 1 +3het Wad,N =0.7+0.3(Ca,m1.Shet)s 1.0 ACI 318-11 Eq.(D-10) y+cp,N =MAX(Ca.no' Cec 1.5het)5 1.0 ACI 318-11 Eq.(D-12) l`�pec Nb =kc?LaVTo hei5 ACI 318-11 Eq.(D-6) Variables het[in.] ebt.N fin.] ecz.N[in.] ca.min[in.] wc.N 2.000 0.000 0.000 8.000 1.000 ca,[in.] kc X. t [psi] 4.000 17 1.000 3000 Calculations ANc[in.2] ANco[in.2] l�ec1N tl1ec2 N tlled,N tl/cp,N Nb[Ib] 60.00 36.00 1.000 1.000 1.000 1.000 2634 Results A No,[Ib] 4tcancrete _ tseismic gnonductile Ncbg[Ib] Nua[lb] 4389 0.650 0.750 1.000 2140 980 Input aata ana results must be checked for agreement with the existing conditions and for plausibility' PRCFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan www.hilti.us Profis Anchor 2.6.3 Company: Corbin Consulting Engineers Page: 4 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone I Fax: 503-828-1612 I Date: 3/16/2016 E-Mail: charles.lovingacorbinengineering.com 4 Shear load Load V,,[Ib] Capacity ty,[Ib] Utilization 0,=Vua/+Vn Status Steel Strength' 574 1466 40 OK Steel failure(with lever arm)' N/A N/A N/A N/A Pryout Strength" 656 2048 33 OK Concrete edge failure in direction x 656 2940 23 OK `anchor having the highest loading "anchor group(relevant anchors) 4.1 Steel Strength Vsa,eq =ESR value refer to ICC-ES ESR-1917 (0 Vete.,a V„a ACi 318-11 Table D.4.1.1 Variables Ase,v[in.2] furs[Psi] 0.05 125000 Calculations Vsa.eq[lb] 2255 Results Vsa.eq[Ib] steel +nonductile t Vsa[Ib] Vua[Ib] 2255 0.650 1.000 1466 574 4.2 Pryout Strength AN VcP9 =IC,[(A N ce wec,N yJed,N yic,N uicp:�Nb] ACI 318-11 Eq.(D-41) pg Vca V,,, ACI ACI 318-11 Table D.4.1.1 ANc see ACI 318-11,Part D.5.2.1, Fig.RD.5.2.1(b) ANco =9 het ACI 318-11 Eq.(D-5) 1 yec,N = 1 +2 eN 5 1.0 ACI 318-11 Eq.(D-8) 3 het Wed.N =0.7+0.3 Ce,minet l 5 1.0 ACI 318-11 Eq.(D-10) 1.5h Wcp.N =MAX( ' ,Ca'`in 1-5hef)5 1.0 ACI 318-11 Eq.(D-12) cac Cac f Ne =kc 7"n hef5 ACI 318-11 Eq.(D-6) Variables kcp het[in.] ec,.N[in.] ec2.N[in.] Gamin[in.] 1 2.000 0.000 1.500 8.000 Vc,N _ cac[in.] kc _ ka fc[PSI] 1.000 4.000 17 1.000 3000 Calculations AN,[in.2] ANco[In 2] Wect,N tyec2,N Wed,N Wcp,N Nb[Ib] 60.00 36.00 1.000 0.667 1.000 1.000 2634 Results Vcpg[lb] concrete 4seismic 4tnonduc,ile 0 Vcpg[lb]-__ V.[Ib] 2926 0.700 1.000 1.000 2048 656 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hit is a registered Trademark of HBti AG,Schaan Nf`T1 www.hilti.us Profis Anchor 2.6.3 Company: Corbin Consulting Engineers Page: 5 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone I Fax: 503-828-1612 I Date: 3/16/2016 E-Mail: chanes.loving@corbinengineering.com 4.3 Concrete edge failure in direction x- A"1 V ACI 318-11 Eq. D-31 Vchg =(Avco/ Wec,V Wed,V Wc,V Wh.V U/parallel,V b ( ) ,p Vc,,g a V„a ACI 318-11 Table D.4.1.1 Ave see ACI 318-11,Part D.6.2.1,Fig.RD.6.2.1(b) Avco =4.5 ca, ACI 318-11 Eq.(D•32) 1 Wec,V = 1 + 2e„}5 1.0 ACI 318-11 Eq.(D-36) 3ca,/ Wed.v =0.7+0.3(15ca,)51.0 ACI 318-11 Eq.(D-38) Wn.v = 1.5Cat 1.0 ACI 318-11 Eq.(D-39) ha `0.2 Vb =(7(l) g)ka ca; ACI 318-11 Eq.(D-33) a Variables Ca, [in-] Ca2[in.] ecv[in.] we v ha[in.] 8.000 8.000 1.500 1.000 6.000 le[in.] ii,. de[in.] fc[psi] Wparallel,V 2.000 1.000 0.375 3000 1.000 Calculations Avc[in•2] Avco[in•2] Wec,V Wed,V Wh,V Vb[Ib] 144.00 288.00 0.889 0.900 1.414 7425 Results Vcbg[Ib]_ +concrete 4seisn is inonductile Vchg[Ib] Vua[Ib] 4200 0.700 1.000 1.000 2940 656 5 Combined tension and shear loads ON pv Utilization 0"1%] Status NVfi NIryJ (0.458 0.392 5/3 ---49 -_ - OK I3N V= +NAV`=1 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan www.hilti.us Profis Anchor 2.6.3 Company: Corbin Consulting Engineers Page: 6 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone I Fax: 503-828-1612 I Date: 3/16/2016 E-Mail: Charles.loving@corbinengineering corn 6 Warnings • Load re-distributions on the anchors due to elastic deformations of the anchor plate are not considered.The anchor plate is assumed to be sufficiently stiff,in order not to be deformed when subjected to the loading! input data and results must be checked for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used.The ry factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strenoth and Pryout Strength.Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C,D, E or F is given in ACI 318-11 Appendix D, Part 0.3.3.4.3 (a)that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure.If this is NOT the case,the connection design(tension)shall satisfy the provisions of Part D.3.3.4.3(b),Part D.3.3.4.3(c),or Part D.3.3.4.3(d).The connection design (shear)shall satisfy the provisions of Part D.3.3.5.3(a),Part D.3.3.5.3(b),or Part D.3.3.5.3(c). • Part D.3.3.4.3(b)/part D.3.3.5.3(a)require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.Part D.3.3.4.3(c)/part D.3.3.5.3(b)waive the ductility requirements and require the anchors to be designed for the maximum tension/shear that can be transmitted to the anchors by a non-yielding attachment.Part D.3.3.4.3(d)I part D.3.3.5.3(c)waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension/shear obtained from design load combinations that include E,with E increased by Q. • Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions(MPH).Reference ACI 318-11,Part D.9.1 Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility' PROFIS Anchor(c)2003-2009 Hit AG,5L-9494 Schaan Hilti is a registered Trademark of H.ti AG.Schaan CCorbin Consulting Engineers, Inc. Project No: 16049 Page: of 1905 NW 169th Place, Suite 121 Project BiAmp Tool Anchor Rev: Beaverton, Oregon 97006 Title ERSA Versaflow 50/60 Date: CORBIN Tel:503/645-0176 Fax: 503/645.0415 Originator CBL CHK: Seismic Restraint Force Worksheet Design Criteria:2012 International Building Code&ASCE 7-10(Chapter 13) Site-Building: Floor: 10575 SW Cascade Ave.Tigard,OR Main Component Data: _ Seismic Parameters lt000nent Weight, W,= 2100 kg 'Site Class 0 — Overail Height, H = 1800 mm Sc= 0.97 Overall Length L = 5750 mm Fa= 1.11 Effective Length, Leff= 5650 rnm Sps= 0.72 Overall Width, W= 1740 mm Attachment Elevation z= 0 ft Effective Width, We= 1640 mm Average Roof Elevation h = 30 ft Height to C.G., Hcy= 35.433 in ElCalculate 11/2 Amplification Factor ap= 1.0 Length to C.G., Loa= 113.19 in 0Calculate L/2 Response Factor Rp= 2.5 • Width to C.G. Wcg= 34.252 in E Calculate W/2 Overstrength Factor no= 2.5 Importance Factor 1p= 1.0 Component Seismic Force Calculation Fp(talc) =0.4*ap*Sps*Wp/(Rp/fp)*(1+2*z/h)= 0.115 *Wp= 534 lb (ASCE7-10, Eq. 13.3-1) Fp(max) = 1.6*Sos*Ip*Wp= 1.154 *Wp= 5342 lb (ASCE7-10, Eq. 13.3-2) GOVERNS Fp(min) =0.3*SDs*Ip*Wp= 0.216 *Wp= 1002 lb (ASCE7-10, Eq. 13.3-3) Horizontal Seismic Force, Eh= Fp= 0.216 *WP= 1002 lb Vertical Seismic Force, E„=0.2*SDs*Wp= 0.144 *AA = 668 lb Seismic Restraints: Length Width No. of Support Legs, N= 12 No. of Restraints Acting in Tension, Nt= 2 6 No. of Restraints Acting in Shear, N„= 12 6 Ev No. of Support Legs Acting in Compression, N,= 2 6 % 4 Overturning Calculation: WP Overturning Moment Mo=Eh*Hcg= 35490 lb-in Resisting Moment Arms Arm= 111.2 32.3 in Resisting Moment MR= (0.9-0.2*SDs)*Wp*(Arm) = 389240 112983 lb-in MO MR Strength Level Forces(IBC 1605.2): Uplift, T=(MR-Mo)/Nt/Weff= 0 0 lb Comp, P= (1.2+0.2SDs)*Wp/N+Mo/Neff= 339 351 lb Shear, V= (Eh)/N„= 83 167 lb Amplified Forces (ASCE 12.4.3.2): Uplift, T=(MR-noMo)/Nt/Weff= 0 0 lb Comp, P= (1.2+0.2SDs)*Wp/N+12OMO/Nc/Wef= 459 488 lb Shear, V= (00E0/N„= 209 417 lb Use (12)Z-Clip restraints with (2)3/8" dia. Expansion Anchors each. Min.embed.=2". N11`TII www.hllti.us Profis Anchor 2.6.3 Company: Corbin Consulting Engineers Page: 1 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone I Fax: 503-828-1612 Date: 3/18/2016 E-Mail: diaries loving@corbinengineenng.com Specifier's comments:Anchar for I-Clips at ERSA'Versafcwv 50/50. (12)7-Clips with(2)anchors each.Load parallel to A3,. 1 Input data Anchor type and diameter: Kwik Solt TZ-CS 3/8(2) pax&t 1l�Y�ll�l lllilll� Effective embedment depth: her act=2.000 in.,h,,,.,,=2.313 in. Material: Carbon Steel Evaluation Service Report: ESR-1917 Issued I Valid: 10/1/2015 15/1/2017 Proof: Design method ACI 318-11/Mech. Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor plate: Ix x ly x t=3.000 in.x 6.000 in.x 0.500 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,3000,fc'=3000 psi;h=6.000 in. Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(D.3.3.4.3(d)) Shear load:yes(D.3.3.5.3(c)) Geometry[in.]&Loading[Ib,in.lb] of co 209 Y Nos .4 a � � X Input data and results must be checked for agreement with the existing conditions and for plausibIlityl PROFIS Anchor(c)2003-2009 hilt AG,FL-9494 Schaan hilt is a registered Trademark of HIS AG,Schaan N111:11191 www.hilti.us Profis Anchor 2.6.3 Company: Corbin Consulting Engineers Page: 2 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone I Fax: 503-828-1612 Date: 3/18/2016 E-Mail: chariesioving@corbinengineer;ng.com 2 Proof I Utilization (Governing Cases) Design values(Ib] Utilization Loading Proof Load Capacity ij !�,, NJ Status Tension Pullout Strength 39 1212 ^K - Shear Steel Strength 216 1466 -!15 OK Loading RitvRv c Utilization iln,v[%] Status Combined tension and shear loads 0.074 0.148 513 6 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checKed for agreement with the existirg conditions ars for plausibility) PROFIS Anchor(c)2003-2CC9 Hrti AG,FL-9494 Schaan Hilti is a registered'rademark of Hilti AG.Schaar IIIIIIIILrrll www.hilti.us Profis Anchor 2.6.3 Company: Corbin Consulting Engineers Page: 1 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project l Pos.No.: Phone I Fax: 503-828-1612 I Date: 3/18/2016 -Mall: charles loving@corbinengineering.corn Specifier's comments:Anchors fcr Z-Clips at[RSA Verse'ow:3160.For seismic load in the width Direction.(S1?-Clips on one sire take the load. (2)anchors per clip. 1 Input data Anchor type and diameter: Kwik Boit TZ•CS 3/8(2) Effective embedment depth: h,.a,.,i=2 000 in.,h,,,,,,,=2.313 in. Material Carbon Steel Evaluation Service Report: ESR-1917 issued I Valid: 10/1/20151 5/1/2017 Proof: Design method ACI 318-11 /Mech. Stand-off installation: et)=0.000 in.(no stand-off);t=0.500 in. Anchor plate: I,,x ly x t=3.000 in.x 6.000 in.x 0.500 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,3000,fc'=3000 psi;h=6.000 in. Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(D.3.3.4.3(d)) Shear load:yes(D.3.3.5.3(c)) Geometry[in.]&Loading[lb,in.lb] Z ot • . 0 oo 4 y_` 6:1.710 sir y \ 1- d AWN Ole% --� - t; y. to; r - r --- 1 - ':':,',- %''''.=,.:. ';',•)7.'‘' .4'.`.1:-f.1.:;-;.,:,vi,-,1,-.1/44.,.:,.,..... 937,:r''',,,..... ''' '.1'i X npct data and resuits must be checked for agreement with the existing conditions and for plausibility! PROFS Anchor(c)20C3-2009)11:t,AG,F).-9494 Schaan Hilt;is a registered Trademark of Hai AG,Schaan 1■■411`T1 www.hilti.us Profis Anchor 2.6.3 Company: Corbin Consulting Engineers Page: 2 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone I Fax: 503-828-1612; Date: 3/18/2016 F-Mai. charies.;o•nngecorbirangineer: ;g.com 2 Proof i Utilization (Governing Cases) Design values[lio] Utilization Loading Proof Load Capacity 3r,,! v[°%uJ Status Tasie� Concrete Breakout Strencih 526 2030 31 /- CK Shear Steel Strength 365 1466 -/25 OK Loading _Lk _ —Utilization 13"re] Status Combined tension and shear loads 0.308 0.249 5/3 24 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and resu,ts must be checked'or agreement with the existing conditions and for piausibilityl PRCFIS Anchor(c)2003-2009 Nilti AG,FL-9494 Schaan Hilti is a registered Trademark of Nilti AG,Schaar Corbin Consulting Engineers, Inc. Project No: 16049 Page: of 1905 NW 169th Place, Suite 121• Project BiAmp Tool Anchor Rev: Beaverton, Oregon 97006 Title Heager Insertion Mach. Date CORBIN Tel: 503/645-0176 Fax: 503/645.0415 Originator CBL CHK: Seismic Restraint Force Worksheet Design Criteria: 2012 International Building Code&ASCE 7-10(Chapter 13) Site-Building: Floor: 10575 SW Cascade Ave.Tigard, OR Main Component Data: Seismic Parameters Component Weight. W,= 2G00 it) _--1 (Site Cass D Overa1, Height, H - 90 in ! I S;= 0.97 ��: verail Length, L = S !it 1 F;,- 1.11 'Effective Length, Leff= 36 in Sps= 0.72 Overa;I Width, 'N= 38 is Attachment Elevation z= 0 ftEffective Width, Wall= 36 in Average Roof Elevation h = 30 ft Height to C.G., Hcg= 45 in (]Calculate H/2 Amplification Factor ap= 1.0 Length to C.G., Lc9= 19 in 0Calculate L/2 Response Factor RP= 1.5 Width to C.G. Wcg= 19 in QCalculate W/2 Overstrength Factor S2o= 1.5 Importance Factor Ip= 1.0 Component Seismic Force Calculation Fp(calc)=0.4*ap*SDs*Wp/(Rp/Ip)*(1+2*z/h)= 0.192 *Wp= 385 lb (ASCE7-10, Eq. 13.3-1) Fp(max)= 1.6*Sos*Ip*Wp= 1.154 *Wp= 2307 lb (ASCE7 10, Eq. 13.3-2) GOVERNS Fp(min) =0.3*SDs*Ip*Wp= 0.216 *Wp= 433 lb (ASCE7-10, Eq. 13.3-3) Horizontal Seismic Force, Eh= Fp= 0.216 *Wp= 433 lb Vertical Seismic Force, E„=0.2*Sos*Wp= 0.144 *Wp= 288 lb Seismic Restraints: Length Width No.of Support Legs, N= 4 No. of Restraints Acting in Tension, Nt= 2 2 No. of Restraints Acting in Shear, N„= 4 2 E v No. of Support Legs ActingCompression, N = PP in � 2 2 E„ • . Q Overturning Calculation: ouligW' Overturning Moment Mo= Eh*Hcg= 19468 lb-in Resisting Moment Arms Arm= 18.0 18.0 in Resisting Moment MR=(0.9-0.2*SDs)*Wp*(Arm) = 27209 27209 lb-inMo MR Strength Level Forces(IBC 1605.2): Uplift, T= (MR-Mo)/Nt/Weff= 0 0 lb Comp, P=(12+0.2SDs)*Wp/N+Mo/NJWen= 606 606 lb Shear, V= (Eh)/N„= 108 216 lb Amplified Forces(ASCE 12.4.3.2): Uplift, T=(MR-QoMo)/Nt/Weff= -28 -28 lb Comp, P = (1.2+0.2SDs)*Wp/N+S2oMo/NcMleff= 742 742 lb Shear, V= (00Eh)/N„= 162 324 lb Use(4)Z-Clip restraints with (2)3/8"dia. Expansion Anchors each. Min. embed.=2". s Corbin Consulting Engineers,Inc. Project No: 16049 Page of 1905 NW 169th Place,Suite 121 Project BiAmp Tool Anchor Rev: Beaverton,Oregon 97006 Title Heager Insertion Mach. Date: lcoRBIN Tel:503/645-0176 Fax:503/645.0415 Originator CBL CHK: Z-Clip Seismic Restraint per AISC 360-10&IBC 2012 "Small Z-Clip Detail" Properties Material Yield Stress Fr. 36 ksi (lit.Stress r 53 ksi Dimensions Boit Spacing s 3 in Height h 1 '/2 in Thickness t 1i4 !n Distance d 2 3!4 in if,/id+h w 21/2 in Fork Opening t 11/16 in Bolt Diameter d, 3/8 in Net Boit Area A, a 078 in' Forces Strength Level Forces(IBC 1605.2): Perp Parallel Tension/restraint T0 0 lb Shear/restraint V 108 216 lb Concurrent Amplified Forces(ASCE 12.4.3.2): Tension/restraint To 281 28 lb Shear/restraint Vs, 162 324 lb Code Checks Plate Bending(strength level) Required Strength M„ 297.0 324.0 lb-in Section Modulus Z 0.39 0.039 in' Design Strength 4M„ 12656.3 1265.6 Ib-in QJS Bolt Forces(strength level) Tension Tbo„ 130 108 lb Shear Vbb,t 243 108 lb Shear Strength ,Rn 1404 1404 lb Q'S Tension Strength ORn 3510 3510 lb QA Anchor Bolt Forces(amplified) Tension Nua 248 216 lb Shear Vua 311 162 lb See separate spreadsheet for anchor bolt check www.nilti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 1 Specifier. CBL Project: BiAmp Tool Anchorage Address. Sub-Project I Pos.No.. Phone!Fax 503-828-1612 j Date: 415/2016 E-Mail: Charles loving©corbinengineerng,crnrt -•_N Spiscifi&r's comments:Anchors for Z-Olips at Heager tnSerticn Machine (4)Z.,_.:.(ipS with(2i anchors each. 1 Input data Anchor type and diameter: Kwik Bolt TZ•CS 3/8(2) Effective embedment depth: hetaa=2.000 in.,h,c„=2.31 3!n. Material: Carbon Steel Evaluation Service Report: ESR-1917 Issued I Valid: 10/1/2015 15/1/2017 Proof: Design method ACI 318-11/Mech. Stand-off installation: eb=0.000 in.(no stand-off);t=0.250 in. Anchor plate: lx x ly x t=3.000 in.x 3.000 in.x 0.250 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,3000,f5=3000 psi;h=6.000 in. Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(D.3.3.4.3(d)) Shear load:yes(D.3.3.5.3(c)) Geometry[in.]&Loading[Ib,in.lb] Z Opt 0 _ _X .25 LPY , • • X Input data and results must be necked for agreement with the existing conditions and for plausibility! PRO-IS Anchor(c)2003-2009 Hilt AG.FL-9494 Schaan -hiti is a registered Trademark of Hilt AG,Schaan www.hiltl.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 2 Specifier: CBL Project: BiAmp Tool Anchorage Address Sub-Project I Pos.No.: Phone!Fax: 503-1328-1612 Date: 4V5/20i6 E-Mail: charies.lcving@corbinenginee;ing cGra 2 Load case/Resulting anchor forces y Load case::Design!pads • Anchor reactions Obi • Tension force:(-rTersion,-Compression) Anchor Tension force Shear force Sheer force x Shear force y t -248 311 0 -311 max.concrete compressive strain: -[%o] --- max.concrete compressive stress: -[psi] resulting tension force in(xly)=(0.000/0.000): 248[Ib] resulting compression force in(x/y)=(0.000/0.000):0[lb] 3 Tension load Load Nua[lb] Capacity,Nn[Ib] Utilization 13N=Nu./.14„ Status Steel Strength' 248 4875 6 OK Pullout Strength' 248 1212 21 OK Concrete Breakout Strength** 248 1284 20 OK anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength Nsa =ESR value refer to ICC-ES ESR-1917 d Nsa>_Naa ACI 318-11 Table D.4.1.1 Variables Ase,N[in.2] feta[Psi) 0.05 125000 Calculations Nsa[Ib] 6500 Results Nsa[lb] 4steel $nonductile Nsa[Ib] Nua[Ib] 6500 0.750 1.000 4875 248 3.2 Pullout Strength N554 =N°250°as 2500 refer to ICC-ES ESR-1917 4,Npn,r,>Nua ACI 318-11 Table D.4.1.1 Variables fc[psi] ha Np.2500[Ib] 3000 1.000 2270 Calculations fc 2500 1.095 Results N551, [lb] 4cencrete 4se.smic Ononductile 4 Npn„[Ib] _ N_ua[Ib] 2487 0.650 0.750 1.000 1212 248 InpJt data and res.,is must be checked for agreemert with the existing conditions anc for plausibility! PRCFIS Anchor(c)2003-2009 Hilt:AG,7L-9494 Schaan Hili is a'egistered Trademark of Hili AG,Schaan 11.11,Lir , www.hilti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 3 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos. No.• Phone I Fax: 503-828-1612; Date: 4;512016 E-Mail: charley.lovintacornirtengin,eering corn 13 Concrete Sreakout Strength /_AN, 'Nco (A:r�).irdN'Ik,N iiii,i,N Nb ACI 318-11 Eq-(0-3) N N,." ACI 3r3-11 T2bid 0.4-I.1 At,,, see AC'318-11.Part D.5.2.1,Fid.RD.5.2.1(b) Alen =9 be, A,I 318-11 Eq.(D-5) _ 1 ,o, .N - 1 +2 eN)5 1.0 3 hACI 318-11 E .(0-8) Er i lied.N =0.7+0.3(C1.as5hee nr)<1.0 AOI 318-11 Eq.(D-10) kVcp.N =MAX(--a c'n. 1 cha')5 1.0 ACI 318-11 Eq.(D-12) _ / Nb =kc xa vfo hei ACI 318-11 Eq.(D-6) Variables her[in.] ec1.N[in.].. . eC2.N[in.] ca.min[in.] yc.N 2.000 0.000 0.000 8.000 1.000 Cac[in.] K x. fo[psi] 4.000 17 1.000 3000 Calculations f1 ^Ne[in.2] ANco[In_2] Vecl,N 111ec2,N lVed,N _ 14Icp,N_-_ __. Nb pi 36.00 36.00 1.000 1.000 1.000 1.000 2634 Results Nd,[Ib] 4/concrete qiseismic iinonductile •Ncb[ib] Nua[lb] 2634 0.650 0.750 1.000 1284 248 Input data and results-r.1st be checked for agreement with the existing conditions and for plausibility! ?ROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Screen Hilt:,s a registered Trademark of Hilti AG,Schaan I NII`TI www.hilti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 4 Specifier: CBL Project: BiAmp Toot Anchorage Address: Sub-Project 1 Pos. No.: Phone I Fax: 503 828-1612; Date: 415/2016 E-Mail: charles loving corhineng neering corn --4 Shear load Load V,,;,[VG] Capac ty,V„[1b; Utilization fly=J„a/$V, Status Steel Strength 311 1466 22 OK Steel failure;with lever arm)' N/A N;A NIA N/A Pryoui Str'ength'” 311 1844 17 OK Concrete edge failure:n d'rectior y-" 311 2756 12 OK anchor having the highest loading "anchor group(relevant anchors) 4.1 Steel Strength Vsa,eq =ESR value refer to ICC-ES ESR-1917 to Vsreei>_Vua ACI 318-11 Table D.4.1.1 Variables Ase.y[10.21 fu,a[psi] 0.05 125000 Calculations Vsa.eq[Ib] 2255 Results Vsa.eq[Ib] 4)stee' 4)nonductiie 4)Vsa[lb] _ V. [Ib] 2255 0.650 1.000 1466 311 4.2 Pryout Strength Vcp =kcp[(AAA C)Wed,N Wc,N Wcp,N Nb] ACI 318-11 Eq.(D-40) ^Nc0 4)Vcp 2 V,a ACI 318-11 Table D.4.1.1 Atac see ACI 318-11,Part D.5.2.1,Fig.RD.5.2.1(b) ANco =9 hof ACI 318-11 Eq.(D-5) ! 1 Wec,N = \1 +2 eN)s 1.0 ACI 318-11 Eq.(D-8) 3 het (1Ca,mirtet)<_ Wed,N=0.7+0.3 1.0 ACI 318-11 Eq.(D-10)5h WcP\ =M (Cain 1.5ef1 5 1.0 ACI 318-11 Eq.(D-12) bac bac f Nb =kc ka Vfc heis ACI 318-11 Eq.(D-6) Variables kcp het[in.] ecr,N[in.] ee2.N[in.] Ca=in[in.] 1 2.000 0.000 0.000 8.000 Wc.N ca,[in.] kc A.a fc[psi] 1.000 4.000 17 1.000 3000 Calculations ANc[10.21 No[10.21 Wect.N-- - Wec2,N A1ed,N Wcp.N Nb[Ib] 36.00 36.00 1.000 1.000 1.000 1.000 2634 Results Vcp[Ib] (I)concrete 4)seismic 4)eonductile +Vcp[Ib] V,a[Ib] 2634 0.700 1.000 1.000 1844 311 Input data and results must be checked or agreement with the existing conditions ander plausibility' PROFS Archer(c)2003-2009 Hilti AG,FL-9494 Schaan Hit is a registered Trademark c`Hilti AG,Schaan 11.111111.11111.111 www.hltti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 5 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos. No.: Phone I Fax: 503-828-1612; Date 4/5/2016 E Mail: charles.iovingr ccrbinengineer ng corn 4.3 Concrete edge failure in direction y A„ '✓cp =(A:)ci.,a v W.:L.0",1,-.1 i,‘,.r yi,e„a V, AC1 318-11 Eq. .D-30) %c., V„ ACI 318-11 ab!e C 4 1 Av.; see PC.313-11.Part D.0 2.1 F .RD.6 2.1(0 A,;,.0 =4 5 ca, ACI 318-11 Eq. D-32) t1,er:d = (1 yi'Lew 5_ "..0 ACI 318-11 Eq.(D-36) Sri; Wed,v =0.7+0.3(152 )55 1.0 ACI 318-11 Eq.(0-38) Ca' gh.V j1.5hC11>1.0 ACI 318-11 Eq.(D-39) d Vo = (7(d) Vda)a,a Cat ACI 318-11 Eq.(D-33) a Variables cat[in.] ca2[in.] ecv[in.] We,v ha[in.] 8.000 8.000 0.000 1.000 6.000 la[in.] Xa da[in.] fc[psi] wparaiiet.v 2.000 1.000 0.375 3000 1.000 Calculations Avc[in?] Avco[in.2] Wec.V 9/ed,V 4./h,V Vb[Ib] 120.00 288.00 1.000 0.900 1.414 7425 Results Vcb[lb] 4/concrete 4/seismic 4/nonductite 4)Vcb[Ib] VU.[Ib] 3938 0.700 1.000 1.000 2756 311 5 Combined tension and shear loads j3N riv UtilizationN.v[%] Status 0.205 0.212 5/3 15 OK [3Nv=Oil+j3v5=1 Input data and resJlts mJst be checked for agreement with the existing conditions and for olaesibilinp PROFIS Anchor(c)2003-2009 Hi:ti AG,FL-9494 Schaan Hilti is a registered Trademanc of Hilt'AG,Schaan 1111.11,11aril, www.hilti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 6 Specifier: CBL Project: BiAmp Tool Anchorage Address. Sub-Project I Pos.No Phone I Fax: 503-828-1612 Date: 4;5;2016 E-Mail: charley.lovi^,g.corbtnengineerirg corn 6 Warnings Load re-u::tributions on the anchois due to elastic de`orrat.ans of the aric o'Orate are not considered. The an:.bor plate is a sumed to 5 i suifictendy Stift 'n order not to be deformed when subjected to d e lo•dirgl loput data and results rnust he checked for agreement with the existing roncitsons and for plausibilityt • Condition A applies i.vhen supplementary+einforcement is used.The(1)factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strengtri Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strengt.t;. Refer to your local standard. • Refer to the manufacturers product literature for Meaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with AC!318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C,D, E or F is given in ACI 318-11 Appendix D,Part 0.3.3.4 3 (a)that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure.If this is NOT the case,the connection design(tension)shall satisfy the provisions of Part D.3.3.4.3(b),Part D.3.3.4.3(c),or Part D.3.3.4.3(d).The connection design (shear)shall satisfy the provisions of Part D.3.3.5.3(a),Part D.3.3.5.3(b),or Part D.3.3.5.3(c). • Part D.3.3.4.3(b)/part D.3.3.5.3(a)require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.Part D.3.3.4.3(c)/part D.3.3.5.3(b)waive the ductility requirements and require the anchors to be designed for the maximum tension/shear that can be transmitted to the anchors by a non-yielding attachment.Part D.3.3.4.3(d)/part D.3.3.5.3(c)waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension/shear obtained from design load combinations that include E,with E increased by no. • Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions(MPH).Reference ACI 318-11,Part D.9.1 Fastening meets the design criteria! Input data and results must be c`iecxed for agreement with the existing conditions and for plausrbfity! PROFIS Anchor)c)2003-2CC9 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG.Schaan Corbin Consulting Engineers, Inc. C Project No: 16049 Page: of 1905 NW 169th Place, Suite 121 Project BiAmp Tool Anchor Rev: Beaverton, Oregon 97006 Title Heller Oven Date: CORBI.i1 Tel:503/645-0176 Fax: 503/645.0415 Originator CBL CHK: Seismic Restraint Force Worksheet Design Criteria:2012 International Building Code&ASCE 7-10(Chapter 13) Site-Building: Floor: 10575 SW Cascade Ave.Tigard,OR Main Component Oata: _ Seismic Parameters I( orrpcnent Weight, Wp= ;000 'b --'-----! i:3ite Class r Qvera,i Height. H = 63 in I 1 Ss= 0.'1)7 i 'Overall Length, L= 183 in Fa= 1.11 I iEffective Length, Lot= 180 in ( SDs= 0.72 Overall Width, W= 54 in Attachment Elevation z= 0 ft Effective Width, Weff= 50 in 'Average Roof Elevation h = 30 ft Height to C.G., Hco= 31.5 in -Calculate h/2 Amplification Factor ap= 1.0 Length to C.G., Lco= 91.5 in [Calculate U2 Response Factor Rp= 2.5 Width to C.G. W, = 27 in ['Calculate W/2 Overstrength Factor no= 2.5 Importance Factor Ip= 1.0 Component Seismic Force Calculation Fp(calc)=0.4*ap*Sps*Wp/(Rp/Ip)*(1+2*z/h)= 0.115 *Wp= 461 lb (ASCE? 10, Eq. 13.3-1) Fp(max)= 1.6*Sps*Ip*Wp= 1.154 *Wp= 4615 lb (ASCE7-10, Eq. 13.3-2) GOVERNS Fp(min) =0.3*Sps*Ip*Wp= 0.216 *Wp= 865 lb (ASCE7-10, Eq. 13.3-3) Horizontal Seismic Force, Eh=Fp= 0.216 *Wp= 865 lb Vertical Seismic Force, E„=0.2*Sps*Wp= 0.144 *Wp= 577 lb Seismic Restraints: Length Width No. of Support Legs, N= 6 No. of Restraints Acting in Tension, Nt= 2 3 No. of Restraints Acting in Shear, N„= 6 3 E No. of Support Legs Acting in Compression, N,= 2 3 EH V Overturning Calculation: WP Overturning Moment Mo= Eh*Hcg= 27255 lb-in Resisting Moment Arms Arm= 90.0 25.0 in Resisting Moment MR=(0.9-0.2*Sps)*Wp*(Arm)= 272087 75580 lb-inMo MR Strength Level Forces(IBC 1605.2): Uplift, T=(MR-Mo)/Nt/Weff= 0 0 lb Comp, P= (1.2+0.2Sos)*Wp/N+Mo/Nceff= 524 630 lb Shear, V= (Eh)/N„= 144 288 lb Amplified Forces(ASCE 12.4.3.2): Uplift, T=(MR-OoMo)/Nt/Weff= 0 0 lb Comp, P= (1.2+0.2Sps)*Wp/N+OoMo/Neff= 637 902 lb Shear, V= (S2oEh)/N„= 361 721 lb Use(6)Z-Clip restraints with (2)3/8"dia. Expansion Anchors each. Min.embed.=2". I11111116.TI www.hilti.us _ Profis Anchor 2.6.3 Company: Corbin Consulting Engineers Page: 1 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone i Fax: 503-828-1612 I Date: 3/16;2G18 E-vtail: Charles.loving@corbirengineering.r.oin Specifier's comments:Anchors for Z-Clips a.!-Seiler Cven. ;c;:Z-Glias rvitn tt2)anchors each, Load perpendicuiar to ABs. '! Input data �4 Anchor type and diameter: Kwik Bolt Z-CS 3/8(2) ;� Effective embedment depth h., =2.000;n.,h ,=2.313 in. Material. Carbon Steel Evaluation Service Report: ESR-1917 Issued I Valid: 10/1/20151 5/1/2017 Proof: Design method ACI 318-11/Mech. Stand-off installation: e,=0.000 in.(no stand-off);t=0.500 in. Anchor plate: I,x I„x t=3.000 in.x 6.000 in.x 0.500 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,3000,fb'=3000 psi;h=6.000 in. Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(D.3.3.4.3(d)) Shear load:yes(D.3.3.5.3(c)) Geometry[in.]&Loading[Ib,in.lb] Z os 4 4:11/4,3 rlow n zG S za" al g• '7 �q 4r i 3 '31'; :3 ,a x Input data and results must be checked'or agreement with the existing conditions and for plaustoilityi PRCFIS Anchor(c)2003-2009 Hilt AG,FL-9494 Schaan is a registered Trademark of Hilti AG,Schaan i■■11`T1 www.hilti.us _ Profis Anchor 2.6.3 Company: Corbin Consulting Engineers Page: 2 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone I Fax: 503-828-1612( Date: 3/16/2015 E-Mail: cbanes.loring©ccrbinengineerir g.com 2 Load case/Resulting anchor forces Loaf;case:Design loads 2 .J. Anchor reactions[Ib] Tension force:(+Tension,-Compression) Anchor Tension force Sheat force Shear force x Shear force y 1 -- 539 90 — --30— --0 j 2 539 531 -6310 �) ±� x max.concrete compressive strain: 0.17 I%o] Compression Tension max.concrete compressive stress: 741 [psi] ff resulting tension force in(x/y)=(0.000/0.000): 1077[Ib] resulting compression force in(x/y)=(-1.339/0.000):1077[Ib] 0 1 3 Tension load Load N,a,[ib] Capacity 4Na[Ib] Utilization RN=Nua/;N„ Status Steel Strength* 539 4875 12 OK Pullout Strength* 539 1212 45 OK Concrete Breakout Strength" 1077 2140 51 OK *anchor having the highest loading "anchor group(anchors in tension) 3.1 Steel Strength Nsa =ESR value refer to ICC-ES ESR-1917 4,Nsa 2 N. ACI 318-11 Table D.4.1.1 Variables A5e,v[in.2] fma[psi] 0.05 125000 Calculations Nsa[Ib] 6500 Results Nsa[Ib] 4'steel 0nonductwe 4,Nsa[Ib] Nua[lb] 6500 0.750 1.000 4875 539 3.2 Pullout Strength Npn,f =No.zsoa�a 2500 refer to ICC-ES ESR-1917 NPnt >_Nua ACI 318-11 Table D.4.1.1 Variables fc[psi] Aa _ Npz50 [Ib] 3000 1.000 2270 Calculations f� 2500 1.095 Results Np5,4[Ib] 4,concrete 4,seismic 4,nonductile Non,ti[Ib] Nue[ib] 2487 0.650 0.750 1.000 1212 539 nput data and results must be checked for agreement with the existing conditions and for plausibility! 'ROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan NII www.hilti.us Profis Anchor 2.6.3 Company: Corbin Consulting Engineers Page: 3 Specifier: CSL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: ?hone I Fax: 503-828-1612] Date 3.116)2016 E-Mail: charley.lovinotcorbinengineering.com 3.3 Concrete Breakout Strength ff f\sic �+t,,t _ !A.:r)'ir ;) N'YN'i,N'✓cp,;J�n t \i ACI3i0-11 i_q3.(D-'}) G N,5,, ti„ ACi 318-11 Tab:e D.A.1.1 AN,, s-eACI 318-11, Patt 0.5.2.1, Fig.PC.5.2.1(b) Am„ -9 h? ACI 318-11 Eq.(D-5) ''Ver.N _ 'eN <_1.0 . ACI 318-11 Eq.(D-8) +3h,t Wed,N =0.7+0.3 1.5t`.Ca,minr l 5 1.0 ACi 318-11 Eq.(0-10) i` we" =MAX(Ca=.nin� Cac /1.5het)5 1.0 ACI 318-11 Eq.(D-12) Cac Nb =kc),a V{e hei5 ACI 318-11 Eq.(0-6) Variables her[in.] ecIN[in.]_-- ecz.N[in.] Ca,min[in.] 41c,N 2.000 0.000 0.000 8.000 1.000 ca.[in.] _ ke A,a fc[psi] 4.000 17 1.000 3000 Calculations A ^Nc[In•2] ANc0[In.2] elect. _-Wecz,N yfed,N wcp,N Nb[Ib] 60.00 36.00 1.000 1.000 1.000 1.000 2634 Results Nebg[ib] ... (1)concrete Oseismic 4)nonducfite 4,Nog[Ib] Nua[Ib] 4389 0.650 0.750 1.000 2140 1077 Input data and results must be checked for agreement with the existing conditions and for plausibihtyl PROFS Anchor(c)2003-2009 Hilti AG.FL-9494 Schaan Hilt is a registered Trademark of Hilt AG,Schaan N11`T1 www.hittt.us Profls Anchor 2.6.3 Company: Corbin Consulting Engineers Page: 4 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos. No.: Phone I Fax: 503-829-1612; Date: 3/16/2016 E-Mail: charles.loving(acorbnengineerirg.corn -~~ 4 Shear load Load Vua[hj Capacity t V„[Ib] Utilization -V„/,eV, 'Status .2teelStrength* 631 1466 44 `)K Sleet failure;with lever arm)' N;A N;A N/A N;A Pryout Strength"' 721 2648 36 OK Concrete edge failure in direction x-" 721 2940 25 OK 'anchor having the highest loading "'anchor group(relevant anchors) 4.1 Stee!Strength Vsa,eq =ESR value refer to ICC-ES ESR-1917 4 Vsteel a Vua ACI 318-11 Table D.4.1.1 Variables Ase,v[int] _ luta[psi] 0.05 125000 Calculations Vsa,eq[lb] 2255 Results Vsa.eq[Ib] 4steei 4nonductile 4,Vsa[Ib] Vua[lb] 2255 0.650 1.000 1466 631 4.2 Pryout Strength Ani Vcpg =kep[(^Nc0)bVec,N 1Ved,N>Vc,N>Vcp.ti Nb] ACI 318-11 Eq.(D-41) Vcp9 i Vua ACI 318-11 Table D.4.1.1 AN, see ACI 318-11,Part D.5.2.1,Fig.RD.5.2.1(b) ANco =9 het ACI 318-11 Eq.(D-5) 1 yVec,N = 1 +2 eN S 1.0 ACI 318-11 Eq.(D-8) 3 he} t4eo,N =0.7+0.3 (1.5a,minhef)5 1.0 ACI 318-11 Eq.(D-10) Vcp N =MAX(Ca.min 1.5he>)5 1.0 ACI 318-11 Eq.(D-12) Cac � Cac J Nb =kc A,a Vic Nis ACI 318-11 Eq.(D-6) Variables kg, he,[in.] ecIN[in.] ecz.N[in.] _ ;.min[in.] 1 2.000 0.000 1.500 8.000 \J1c.N Cac[in.] kc X. t'c[psi] 1.000 4.000 17 1.000 3000 Calculations AN.[in 21 ANco[in.2] >Vecl,N grec2,N 4/ed,N tycp,N Nb[lb] 60.00 36.00 1.000 0.667 1.000 1.000 2634 Results Vcpg[lb] concreteseismic nonductite Vc g[Ib] V„a[Ib] 2926 0.700 - 1.000 1. 000 2048 721 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor 1 c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan N11`T1 www.hilti.us Profis Anchor 2.6.3 - - — .__._._.._----------- Company: Corbin Consulting Engineers Page: 5 Specifier: CBL Project: BiA.mp Tool Anchorage Address: Sub-Project I Pos.No: Phone I Fax• 503-828-16121 Date: 3/16/2016 F-Mail chanes.loving@corbinengineernrg.com 4,3 Concrete edge failure in direction x- V;ny 4 7 x'd'.�iri.\: .=1 3 1,-11 q.('- ) �+ n v: ✓ ;lgnrnilr( V o 3 F -31 ,i) V . V„ AC;318-11 Table 0 4.1.1 A,,n see AOl 318-11, Part 0.6.2.1.Fig.RD.6.2.1r,b; A,✓,, -4.5 c„; A.C1 318-11 Eq.(D-32) 1 u,nv ( + 2 )<_1.0 ACI 318-11 Eq.(D-36) 3Ca; 4,e,,,v =0.7+0.3(4 -i)s 1.0 ACI 318-11 Eq.(D-38) a Vh,v t =�1.5Ca1h >1.0 ACI 318-11 Eq.(D-39) I os Vo = (7(1) 414)ka N 7,c8; ACI 318-11 Eq.(D-33) Variablescl ` cal[in.] Cal[in.] ecv[in.] Wc.v ha[in.] 8.000 8.000 1.500 1.000 6.000 I,[;n.] X. da[in.] fn[psi] Wparalrel V 2.000 1.000 0.375 3000 1.000 Calculations Avc[in.2] AVc0[in.2] Wec.v Wed,V tVh.v_.-.____... V5[Ib] 144.00 288.00 0.889 0.900 1.414 7425 Results Vchg[Ib] (I)concrete Oseismic 4nonductile i'Vchg[Ib] Vua[Ib] 4200 0.700 1.000 1.000 2940 721 5 Combined tension and shear loads PN pv Utilization pN.„[%] Status p 0.503 ------ 0.430 --_-.- 5/3 ----- 57 OK [1NV=8i,+RV<= 1 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Scnaan Hilti is a registered Trademark of Hilti AG.Schaan N11`Tl www.hllti.us Profis Anchor 2.6.3 Company: Corbin Consulting Engineers Page: 6 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone I Fax: 503-828-1812 j Date: '/16/2016 E-Mail: char!es.lovingiaf.^..cibinengir•eering corn 6 Warnings • Load re-distributions on the anchors due to elastic cieicrmations of the anchor plate are not considered.The anchor plate is assumed to be sufficiently stiff,in order not to ne deformed when subjected to the loading! Input data and results must be checiced for agreement with the existing conditions and for plausibility! • Condition A applies when supplementary reinforcement is used.The(1)factor is increased for non-sleet Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplemental,/reinforcement I3 not used and for Pullout Strength and Pryout Strength.Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C,D, E or F is given in ACI 318-11 Appendix D, Part D.3.3.4.3 (a)that requires the governing design strength of an anchor or group of anchors he limited by ductile steel failure.If this is NOT the case,the connection design(tension)shall satisfy the provisions of Part D.3.3.4.3(b), Part D.3.3.4.3(c),or Part D.3.3.4.3(d).The connection design (shear)shall satisfy the provisions of Part D.3.3.5.3(a),Part D.3.3.5.3(b),or Part D.3.3.5.3(c). • Part D.3.3.4.3(b)/part D.3.3.5.3(a)require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.Part D.3.3.4.3(c)/part 0.3.3.5.3(b)waive the ductility requirements and require the anchors to be designed for the maximum tension/shear that can be transmitted to the anchors by a non-yielding attachment.Part 0.3.3.4.3(d)/part D.3.3.5.3(c)waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension/shear obtained from design load combinations that include E,with E increased by no. • Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions(MPII).Reference ACI 318-11,Part D.9.1 Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan I■1111I`.TI www.hilti.us Profis Anchor 2.6.3 Company: Corbin Consulting Engineers Page: 1 Specifier: CAL Project: BiAmp Tool Anchorage Address: Sub-Project 1 Pos.No.: Phone I Fax: 503-828-1612 1 Date: 3/16/2016 E-Mail charles.iovingacorhinengineering.com Specifier's comments: Ancho•s for Z-(,lips at Heller Oven. (6)Z--Clips with l2)anchors each. Load parallel:o ABs. 1 Input data Anchor type and diameter: Kwlk Bolt TZ-CS 318(2) Effective embedment dep+h: h,„ii1=2.000 in..h,, ;,=2.313 in. Material: Carbon Steel Evaluation Service Report: ESR-1917 Issued I Valid: 10/1/2015 1 5/1/2017 Proof: Design method ACI 318-11 I Mech. Stand-off installation: et,.0.000 in.(no stand-off);t=0.500 in. Anchor plate: I„x 1 x t=3.000 in.x 6.000 in.x 0.500 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,3000,fc'=3000 psi;h=6.000 in. Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B.shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(D.3.3.4.3(d)) Shear load:yes(D.3.3.5.3(c)) Geometry[in.]&Loading[Ib,in.lb] Z ce 4 ______ a rte- y 9 �f io X Input data and reswts must be checned for agreement with the existing conditions and for piausibility• PROFS Anchor(c)2003-2009 HO AG,FL-9494 Schaan Hilti is a registered Trademark of Hilt AG,Schaan www.hilti.us _ Profis Anchor 2.6.3 Company: Corbin Consulting Engineers Page: 2 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project!Pos. No.: Phone I Fax: 503-828-'612 iDae 3115,2015 E-Mail: charles.iornc@corbinenrnne.3rina.cern ___ = 2 Load case!Resulting anchor forces ..,v � 1 Loao case:Design loads Teiffii;n i Anchor reactions[Ib) Tension force:('Tension.-Compression) Anchor Tertsiotl force Shear force Shear force x Shear farce y i 1 2 745 653 361 I 2 308 746 -653 361 -,- — -H=x max.concrete compressive strain: 0.05[%o] max.concrete compressive stress: 214[psi] resulting tension force in(x/y)=(0.000/1.969): 310[Ib] resulting compression force in(x/y)=(0.000/-2.677):310[Ib] O — 0 -Compression-_--- 3 Tension load Load N„a[Ib] Capacity On[Ib] Utilization 13N=Nua/$N„ Status Steel Strength' 308 4875 7 OK Pullout Strength' 308 1212 26 OK Concrete Breakout Strength** 310 1292 25 OK anchor having the highest loading "anchor group(anchors in tension) 3.1 Steel Strength Nsa =ESR value refer to ICC-ES ESR-1917 • to Ni, z Nua ACI 318-11 Table D.4.1.1 Variables Ase,N[in.2] futa[psi] 0.05 125000 Calculations Nsa[Ib] 6500 Results hlsa[Ib] 4,steel 4)nonductile 4)Nsa[ib] Nua[Ib] 6500 0.750 1.000 4875 308 3.2 Pullout Strength fc refer to ICC-ES ESR-1917 Plpn,f =IIP.2500 Xa 2500 4,N55,f,>Nua ACI 318-11 Table D.4.1.1 Variables fc[psi] X. NP.2500[Ib] 3000 1.000 2270 Calculations f'c 2500 1.095 Results NpnL[lb] 4)concrete 4)seismic 4)nonductiie SN�n f;[Ib] Nua[Ib] 2487 0.650 0.750 1.000 1212 308 input Bata ana results must be checked for agreement with the existing conaib,ons ono for plausibility! PROFS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hai AG,Schaan N1`T1 www.hitti.us Profis Anchor 2.6.3 Company: Corbin Consulting Engineers Page: 3 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone i Fax: 503-828-1612 j Date: 3/16;2015 E-Mail. crtariesloving(.,carbineng:oeering.som 3.3 Concrete Breakout Strength ;VacF amu\+ cN '' .''•V ,i �yc,R Ne A(_s 3 r,-i 1 Eq.lD-4 Nsi,,,a , ACI 318-11 Table D.4.1.1 AN, see ACi 318-11. Part 0.5.2.1 Hg.kD.5.2.1(b) Ar,_o = ACI 318-11 Eq.(D-`) = 1( 1 747,..771.7,4- 5 1.0 ACi 318-1 I Eq (D-8) 3-11-; lfled.N =0.7+0.3(Ca'`'in-); 5 1.0 ACI 318-1.1 Eq.(D-10) 1.5he w,N =MAX(Of 1.5he11 5 1.0 ACI 318-11 Eq.(D-12) Cac Cac Nb =kr,X.Jfo hei5 ACI 318-11 Eq.(0-6) Variables her[in.] edf N[in.] e c2,N[in.] ce.min[in.] Wc,N 2.000 0.000 1.969 8.000 1.000 cac[in.] kc /La fo[psi] 4.000 17 1.000 3000 Calculations ANc[in.2] ANc0[in 2] 41exl,N lifec2,N li/ed,N WeP,N Nb[Ib] 60.00 36.00 1.000 0.604 1.000 1.000 2634 Results Ncbg[Ib] 4koncrete 4isaismic +nonductiie 4,Ncb9[Ib] Nia[Ib] 2650 0.650 0.750 1.000 1292 310 input data and results must be decked for agreement with the existing conditions and for plausibiiity! PROFS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG.Schaan MITI www.hilti.us Profis Anchor 2.6.3 Company: Corbin Consulting Engineers Page: 4 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos. No.: Phone I Fax: 503-828-16121 Date: 3/152016 ,_.Mail: chat!es.Iovicg©corbinenginee ing-ccrn 4 Shear load Load V.(ib] V [ � r, ib Utilization Capacity v -- — - ------ 0%' V ,: v.. Status steel Stre gth' 746 1466 51 OK Steel failure(with lever arm)' Nig. N/A N/A N/A Pryout Strength* 746 1536 49 OK Concrete edge failure in direction x-** 973 2975 33 OK anchor having the highest loading "anchor group(relevant anchors) 4.1 Steel Strength Vsa.eq =ESR value refer to ICC-ES ESR-1917 4)VstBel 2 VW) ACI 318-11 Table D.4.1.1 Variables Ase.v[in?] fa.[psi] 0.05 125000 Calculations Vsa.eq[Ib] 2255 Results Vsa.eq[Ib] _4steet 4nonductile 4,VDD[lb] VDD[Ib]_._ 2255 0.650 1.000 1466 746 4.2 Pryout Strength Vcp =k-p[(AN'ANco) Wed,N Wc,N Wcp,N N] ACI 318-11 Eq.(0-40) 0 Vcp z VDD ACI 318-11 Table D.4.1.1 ANc see ACI 318-11,Part D.5.2.1,Fig.RD.5.2.1(b) ANco =9 her ACI 318-11 Eq.(D-5) 1 Wec,N= (1 +2 eN s 1.0 ACI 318-11 Eq.(D-8) 3 he fired,N=0.7+0.3(1.5heca'm'n)5 1.0 ACI 318-11 Eq.(D-10) f WcpN =MAX(cacec_min cac J 1-She.)s 1.0 ACI 318-11 Eq.(D-12) Na =kc xa NT.hei5 ACI 318-11 Eq.(D-6) Variables kcp her[in.] ec1,N[in.] ecz,N[in.] ca,rnln[in] 1 2.000 0.000 0.000 8.000 Wc,N cac[in.] kc a•a fc[psi] 1.000 4.000 17 1.000 3000 Calculations pp ANc[in.2] ANc0[in.2] Wed,N Wec2,N Wee.N W cp•N Nb[Ib] 30.00 36.00 1.000 1.000 1.000 1.000 2634 Results Vcp[Ib] 4eoncrete tbseismic ymortductile 4,Vcp[lb] VDD[Ib] 2195 0.700 1.000 1.000 1536 746 I Irp;rt data and'esults must be checked for agreement with the existing conditions and for plausibility! PROGIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan FI11`T11 www.hilti.us Profis Anchor 2.6.3 Company: Corbin Consulting Engineers Page: 5 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No: Phone I Fax: 503-829-1612; Date: 3/1612016 E-Mail: crarles.levingr corbinengineenng.coin ` 4.3 Concrete edge failure in direction x- V,aq --(44.r,)tUec,v‘It,d.v',p,..):tir:).v utrR,no;.. V.) ACi 31i3-11 Eq. (D-31) l c� ,5 V,og ,qua AC!315-1^ Table D.4.1.1 Av. see ACi 318-11. Parf D.6.2.1,Fig_R0.6.2.1(5) Avc,; =4.5 ed AC! 318-11 Eq. (D-32) 1 _ ,Vec V 2e,}<_1.0 ACI 318-11 Eq.(D-36) 1 +3c. / yed,v =0.7+0.3(1 Sca)5 1.0 ACI 318-11 Eq.(D-38) Wnv = 1.,5cat a 1.0 ACI 318-11 Eq.(D-39) ha o Vb = (7(d) s�))a caj ACI 318-11 Eq.(D-33) a Variables cal[in.] cat[in.[ ecv[in.] Wc.v ha[in.] 8.000 8.000 1.343 1.000 6.000 le[in.] A.a da[in.] fc[psi] Wparallel,v 2.000 1.000 0.375 3000 1.000 Calculations Ave[In 2] Avco Iin.2] Wec.v Wed.v Wb,v Vb[lb] 144.00 288.00 0.899 0.900 1.414 7425 Results Vcbg[Ib] 4)concrete 4)seismic 4)nonductile 4,Vcbg[lb] Vua[lb] 4250 0.700 1.000 1.000 2975 973 5 Combined tension and shear loads [3N Pv r, Utilization 3N,v[%] Status 0.254 0.509 513 43 OK (3Nv=P`n+R`v<=1 Input data and results must be checked for agreemert with the existing conditions and for plausibility! PROFS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG.Schaan N1`T1 wvrw.nilti.us _ _ _ Profis Anchor 2.6.3 Company: Corbin Consulting Engineers Page: 6 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No: Phone I Fax: 503-823-16121 Date: 3/16/2016 E-Mail: char:es.toving@c.orbinengineering.com 6 Warnings .y...�� • Load re-distrib'.111on5 on the anchors oce to elastic deformations of the anchor plate are not considered.The anchor plate 1s:?ssun did to be sufficiently stiff,in order not to he deformed when subiected to the loading' input data and results rnusi be checked for agreement with the existing conditions and for plausibility; • Condition.A applies when supplementary reinforcement is used.The'D tactor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition S applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C,D, E or F is given in ACI 318-11 Appendix D. Part D.3.3.4.3 (a)that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure.If this is NOT the case,the connection design(tension)shall satisfy the provisions of Part D.3.3.4.3(b),Part D.3.3.4.3(c),or Part D.3.3.4.3(d).The connection design (shear)shall satisfy the provisions of Part D.3.3.5.3(a),Part D.3.3.5.3(b),or Part D.3.3.5.3(c). • Part D.3.3.4.3(b)/part D.3.3.5.3(a)require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.Part D.3.3.4.3(c)/part D.3.3.5.3(b)waive the ductility requirements and require the anchors to be designed for the maximum tension/shear that can be transmitted to the anchors by a non-yielding attachment.Part D.3.3.4.3(d)/part D.3.3.5.3(c)waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension/shear obtained from design load combinations that include E,with E increased by no. • Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions(MPII).Reference ACI 318-11,Part D.9.1 Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilt AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan • CCorbin Consulting Engineers, Inc. Project No: 16049 Page: of 1905 NW 169th Place, Suite 121 Project BiAmp Tool Anchor Rev: Beaverton, Oregon 97006 Title Juki RX-6 Date: CORBIN Tel:503/645-0176 Fax: 503/645.0415 Originator CBL CHK: Seismic Restraint Force Worksheet Design Criteria: 2012 International Building Code&ASCE 7-10(Chapter 13) Site -Building: Floor: 10575 SW Cascade Ave. Tigard,OR Main Component Data: ____ Seismic Parameters �omponert Weight, W.= 1800 kg .T [Site Cass 0 ;Overall Height, H = 1440 mm i Ss= 0.97 !Overall Length, 1_= 2095 trim I F,= 1.11 'Effective Length, Leff= 1200 mm i Sus= 0.72 lCverall Width, W= 1250 mm Attachment Elevation z= 0 ft 'Effective Width, Weff= 1200 mm Average Root Elevation h = 30 ft Height to C.G., H�= 28.346 in ECalculate H/2 Amplification Factor ap= 1.0 Length to C.G., L. = 41.24 in ElCalculate L/2 Response Factor Rp= 2.5 Width to C.G. W, = 24.606 in QCalculate W/2 Overstrength Factor no= 2.5 Importance Factor Ip= 1.0 Component Seismic Force Calculation Fp(talc)=0.4*ap*Sps*Wp/(Rp/Ip)*(1+2*z/h)= 0.115 *Wp= 457 lb (ASCE7-10, Eq. 13.3-1) Fp(max)= 1.6*Sps*Ip*Wp= 1.154 *Wp= 4568 lb (ASCE7-10, Eq. 13.3-2) GOVERNS Fp (min)=0.3*Sps*Ip*Wp= 0.216 *Wp= 857 lb (ASCE7-10, Eq. 13.3-3) Horizontal Seismic Force, Eh=Fp= 0.216 *Wp= 857 lb Vertical Seismic Force, E =0.2*Sps*Wp= 0.144 *W,= 571 lb Seismic Restraints: Length Width No. of Support Legs, N = 4 No. of Restraints Acting in Tension, Nit= 2 2 No. of Restraints Acting in Shear, N„= 2 4 E v No. of Support Legs Acting in Compression, N,= 2 2 EH • Overturning Calculation: w. Overturning Moment Mo= Eh*Hcg= 24281 lb-in Resisting Moment Arms Arm = 23.6 23.6 in Resisting Moment MR= (0.9-0.2*Sps)*Wp*(Arm)= 70700 70700 lb-in Mo MR Strength Level Forces(IBC 1605.2): Uplift, T= (MR-Mo)/Nt/Weff= 0 0 lb Comp, P = (1.2+0.2SDs)*Wp/N+Mo/Nc/Weff= 922 922 lb Shear, V= (Eh)/N„= 428 214 lb Amplified Forces(ASCE 12.4.3.2): Uplift, T= (MR-)oMo)/NtIWeff= 0 0 lb Comp, P= (1.2+0.2Sos)*Wp/N+c2oMo/Ne/Weff= 1308 1308 lb Shear, V= (c2kEh)/N„= 1071 535 lb Use(4)Z-Clip restraints with (2)3/8" dia. Expansion Anchors each. Min. embed.=2". 7 CCorbin Consulting Engineers,Inc. Project No: 16049 Page _of 1905 NW 169th Place,Suite 121 Project BiAmp Tool Anchor Rev: Beaverton,Oregon 97006 Title Juki RX-6 Date: CORBIN Tel:503/645-0176 Fax:503/645.0415 Originator CBL CHK: _ Z-Clip Seismic Restraint per AISC 360-10&IBC 2012 "Extended Z-Clip Detail" Properties Material Yield Stress F, 36 ksi Ult.Stress F, 58 k.si Dimensions ' Boit Srarir:q s 4 in Height h 2 1;2 in ' ThicKi'ess t 114 in Distance d 41;2 .n Width w 3 1;2 in Fork Opetiing f 1 9;15 in Bolt Diameter do 313 in Net Bolt Area by 0.078 in` Forces . Strength Level Forces(IBC 1605.2): Perp Parallel Tension/restraint T ol 0 lb Shear/restraint V 2141 428 lb Concurrent Amplified Forces(ASCE 12.4.3.2): Tension/restraint Tn 0 0 lb Shear/restraint V(( 535 1071 lb Code Checks Plate Bending(strength level) Required Strength Mu 963.0 1070.0 lb-in Section Modulus Z 0.77 0.055 in3 Design Strength OM, 24806.3 1771.9 lb-in OS Bolt Forces(strength level) Tension Tbon 306 268 lb Shear Vyatt 508 214 lb Shear Strength •R„ 1404 1404 lb OS Tension Strength OR, 3292 3510 lb all Anchor Bolt Forces(amplified) Tension Nua 764 669 lb Shear Vua 1137 536 lb See separate spreadsheet for anchor bolt check 111411114111111 www.hilti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 1 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project 1 Pos.No.; Phone I Fax: 503-828-1612 f Date: 4'5120'e E-Mak Specifier's comments:Anchors for ZZ-C ips at Juki RX o (4%Z-C'ips with(2; anchors each.Loading is for the worst c3Se a:'..c hor.v/hen icad is in direwti,n neroendicular to the Z dip. I Input data Anchor type and diameter: Kwik Bolt TZ-CS V2(2) itylle04400111PORSINt Effective r tobedment depth- h„,=2.D00 in.. ,,=2.375 in. Material: Carbon Steel Evaluation Service Report: ESR-1917 Issued I Valid: 10/1/201515/1/2017 Proof: Design method ACI 318-11/Mech. Stand-off installation: eb=0.000 in.(no stand-off);t=0.250 in. Anchor plate: Ix x ly x t=3.000 in.x 3.000 in.x 0.250 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,3000,fb'=3000 psi;h=6.000 in. Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(D.3.3.4.3(d)) Shear load:yes(D.3.3.5.3(c)) Geometry[in.]&Loading[Ib,in.lb] Z t Q �.� X-- a >s; .25 0 c� t . X Inot.t data and results must be checked for agreement w.th the existing conditions and for olausibilityl PROFiS Anchor(c)2003-2009 a119 AG,FL-9494 Schaan Hilt..s a registered Trademark of Hilti AG.Schaan www.hiltLus Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 2 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone I Fax: 503-828-1612 I Date: 415;2016 E-Mail: 2 Load case/Resulting anchor forces Load case:Design loads Anchor reactions jlb] Tension rorce.'(.9-Tension,-Compression; Anchor Tension force Shear force Shear force x Shear force y ' 764 1137 j -1137 max. concrete compressive strain: [°5e] max.concrete compressive stress: -[psi] ! 1 X resulting tension force in(x/y)=(0.000/0-000): 764[Ib] resulting compression force in(x/y)=(0.000/0.000)0[Ib] 3 Tension load Load N.[Ib] Capacity On[Ib] Utilization pN=N„al}Nn Status Steel Strength" 764 8029 10 OK Pullout Strength' N/A N/A N/A N/A Concrete Breakout Strength** 764 1284 60 OK *anchor having the highest loading "anchor group(anchors in tension) 3.1 Steel Strength Nsa =ESR value refer to ICC-ES ESR-1917 •Nsa 2 Nua ACI 318-11 Table D.4.1.1 Variables AseN[in-1 fora[psi] 0.10 106000 Calculations Nsa[Ib] 10705 Results Nsa[Ib] 4)s_eei @nondoctile 4)Nsa[lb] Nua[Ib] 10705 0.750 1.000 8029 764 Input data ana results must be checked for agreement with the existing conditions ana for plausibility+ PROFIS Anchor(c)2003-2009 Hilti AG.FL-9494 Schaan 4ilti is a registered Trademanc of Hilt'AG.Schaan 1.11111111:11.1 www.hilti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 3 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No: Phone!Fax: 503-828-1512; Date: 415/2015 —..... 3.2 Concrete Breakout Strength Nct '(:411,7,;) k•;,o V',,,N 'd,,,r4 Nn A(J.I 315-11 Eq.,,0.3) N,„ POI 318-1 eji D.4.1.1 see ACi 318-11,Part D 5.2 1,Fig.RD.5.2 1(b) AN-,C =9 h2t ACI 318-1 i Eq.:7-5) ( I 1 4.2 eN 5 1.0 3 hef ACI 318-11 Eq.(D-8) nved,N =0 7 ,.0.3(V)s 1.0 ACI 318-11 Eq.(D-10) =MAX( . Ca1'5hef)s 1.0 ACI 318-11 Eq.(D-12) Cac c Nb =lc,k.\t:h.115 ACI 318-11 Eq.(D-6) Variables he[in.] ect N[u1] eN[in-] Ce,mie[in.] /Vc,N 2.000 0.000 0.000 8.000 1.000 can[in.] kn ka t',[psi] 4.500 17 1.000 3000 Calculations ANC[in.2] AN [in.2] Wecl,N Wec2,N /Ifed,N /1/cp.N Nb[lb] 36.00 36.00 1.000 1.000 1.000 1.000 2634 Results Nth[Ib] 4/concrete Oseismic 4Mondudite 0 Ncb[Ib] Na[lb] 2634 0.650 0.750 1.000 1284 764 ------_____ Input data and results must be checked'or agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a 7egiStered T'ademark of Hilt!AG,Schaan NI`Tll www.hilti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 4 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No: Prone I Fax: 303-828-1612 I Date: 4%512016 E-Mail: 4 Shear load Loed V,,,;Ib] Capacity oV„[Ib] Utilization g„=V,,,roV, Status Steel otrengtr, 1 37 35%2 32 OK Steel failure(with!ever arm's- N;.A NA Nie N/A Pryout Strength" 1137 1944 62 OK Concrete edge failure in direction y-" 1137 3005 38 OK anchor having the highest loading "anchor group(relevant anchcrs) 4.1 Steel Strength Vsa e, =ESR value refer to ICC-ES ESR-1917 4 Vsteel•>Vua ACI 318-11 Table D.4.1.1 Variables Ase.v[in.2] luta[Psi] 0.10 106000 Calculations Vsa,eq[IN 5495 Results Vsa,eg[lb] y.steel Oronductile 4)Vsa[lb] V,a[lb] 5495 0.650 1.000 3572 1137 4.2 Pryout Strength AN Vcp =kw[l AN d)ltfed.N We N ll/cp,N Nb] ACI 318-11 Eq.(D-40) 0 V„>V,a ` ACI 318-11 Table D.4.1.1 AN, see ACI 318-11,Part D.5.2.1,Fig.RD.5.2.1(b) ANcp =9 heS ACI 318-11 Eq.(D-5) 1 Wec.N = 1 1 +2 eN)s 1.0 ACI 318-11 Eq.(D-8) he, Wed.N=0.7+0.3 \Ca"min he{/5 1.0 ACI 318-11 Eq.(D-10) 1.5 Wcp.N=MAX(Ca.min 1.5hef)c 1.0- ACI 318-11 Eq.(D-12) co“ Cac Nb =kc as NF,hei5 ACI 318-11 Eq.(D-6) Variables kcp he[in.] ect.N[in.] ecz.N[in.] 0a,min[in] _ 1 2.000 0.000 0.000 8.000 4/c,N Cc[in.] kc Xa tic[psi] 1.000 4.500 17 1.000 3000 Calculations [ z] ANcd[in.z AN. m. ]-- — tyect_N_---- —--Werz.N tyedN _ �cP.N Nb IIbI 36.00 36.00 1.000 1.000 1.000 1.000 2634 Results Vcp[lb] y.concrete Oseismic y.nonductile Q Vcp[lb] Vua[lb] 2634 0.700 1.000 1.000 1844 1137 Trout data and resu:ts must be checked for agreement with the existing cordtiors and for plausibility' PROFS Archor(c/2003-2009 Hlti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG.Schaaf www.hilti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 5 Specifier CBL Project: BiAmp Tool Anchorage Address Sub-Project I Pos.No.: Phone 1 Fax: 503-828-1612 I Date: 4.5/2018 E-Mail: — 4.3 Concrete edge failure in direction y- /-AV- ,i. ={ 1 ia.r -1 '.yi.:.l., !)c.v'�,.v'Pparan3 r�.�V!. AG; 'ii-1 1 Eq.i f)-Tiu) ,p V,,r, V.,, AC1 318-11 TuCIa D.4 1.1 A,, see A:C1 313-11.Part D 5.2 1.Ftg.RDS 2 1(01 Av.co =4.5 a, ACI 318-11 '=;{.(0-32) 1 ,;r„, i � %e, 5 1.0 ACi 318-11 Eq.(0-36) 3c— a, pea V=0 7 0.3(1 c m32 ar)<_ 1 0 ACI 318-11 Eq.(0-38) Wr,v =All.11 21.0 ScaACI 318-11 Eq.(D-39) — - Vb = (7(d)02'i) Vfc ca s ACI 318-11 Eq.(D-33) a Variables ca,[in.] cat[in.] ew[in.] ,yc,v ha[in.] 8.000 8.000 0.000 1.000 6.000 le[in_] Jia da[in.] fc[psi] WparalleLV 2.000 1.000 0.500 3000 1.000 Calculations Avc[in.2] Avco[in?] yIb ec,v Wed v Wn.V Vb[ ] 120.00 288.00 1.000 0.900 1.414 — 8095 Results Vcb[lb] 4iconcrete 4isersmic 4nonductae 0 Vcb[lb] _ Vua[lb] 4293 0.700 1.000 1.000 3005 1137 5 Combined tension and shear loads RN _ [3v Utilization(3N,V[%] Status 0.595 0.617 5/3 87 OK [3Nv=(37+pv<=1 '1pct rata arta 7-esuits mist be checked for agreement with the ex sting cone boos arta for plausibility! PROFS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hub is a registered Trademark of Hilti AG,Schaan 1114111141111111 www.hilti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 6 Specifier COL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No: Phone I Fax. 503-828-1612 Date: 4/5/2016 E-Mal. 6 Warnings • Load re-distrinut;on s or`.he anchors due ro 9lasiic deformations or the anchor plate are not co^sidered.The anchor plate is assurne.i to be sitTiicientiy stiff,in order not to be deformed when sttrYnctt_n ti;the Ioadin;! Irip t data and results must be checked for agrecrne:n Nith the existing conditons and for piausibility! • Condition A applies when supplementary reinforcement is:sed.The L factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryour Strength. Refer to your local standard. • Refer to the manufacturer's product literature for clearing and insta!tation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C.D, E or F is given in ACI 318-11 Appendix 0.Part D.3.3.4.3 (a)that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case,the connection design(tension)shall satisfy the provisions of Part D.3.3.4.3(b).Part D.3.3.4.3(c),or Part D.3.3.4.3(d).The connection design (shear)shall satisfy the provisions of Part D.3.3.5.3(a),Part D.3.3.5.3(b),or Part 0.3.3.5.3(c). • Part D.3.3.4.3(b)I part D.3.3.5.3(a)require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.Part D.3.3.4.3(c)/part D.3.3.5.3(b)waive the ductility requirements and require the anchors to be designed for the maximum tension/shear that can be transmitted to the anchors by a non-yielding attachment. Part D.3.3.4.3(d)/part D.3.3.5.3(c)waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension/shear obtained from design load combinations that include E,with E increased by no. • Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions(MPH).Reference ACI 318-11,Part D.9.1 Fastening meets the design criteria! • Input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor(c)2003-2009 Hilt:AG,FL-9494 Schaan Hilti is a registered Trademark of hilti AG.Schaan CCorbin Consulting Engineers, Inc. Project No: 16049 Page: of 1905 NW 169th Place, Suite 121 Project BiAmp Tool Anchor Rev: • Beaverton, Oregon 97006 Title Mirtec AOI MV-7 Date: CORBIN Tel: 503/645-0176 Fax:503/645.0415 Originator CBL CHK: Seismic Restraint Force Worksheet Design Criteria: 2012 International Building Code&ASCE 7-10(Chapter 13) Site-Building: Floor:: 10575 SW Cascade Ave. Tigard,OR Main Component Data_ Seismic Parameters !Corr ponent Weigi,t, Wo= 2204 ib Ir`:ite Class 0 ^� IO'ieraii Height, H = 60 in I I S.,— 397 i 1 Overall Length, L= 60 in ! F,,=-- 1.11 lEffective Length, Lett= 54 in i Sc;= 0.72 ,Overall Width, W= 43 ;n Attachment Elevation z - 0 ft lEffective Widtn, Wef= 37 in Average Roof Elevation h = 30 ft i 1 Height to C.G., H,9= 30 in I calculate H/2 Amplification Factor ap= 1.0 ;Length to C.G., L, = 30 in E]Calculate U2 Response Factor RP= 2.5 (Width to C.G. Wog= 21.5 in QCalculate W/2 Overstrength Factor no= 2.5 Importance Factor Ip= 1.0 Component Seismic Force Calculation FP(calc)=0.4*ap*Sps*Wp/(Rp/lp)*(1+2*z/h)= 0.115 'WP= 254 lb (ASCE7-10, Eq. 13.3-1) Fp(max)= 1.6*Sps*Ip*Wp= 1.154 *Wp= 2543 lb (ASCE7-10, Eq. 13.3-2) GOVERNS FP(min)=0.3*Sps'IP*Wp= 0.216 *WP= 477 lb (ASCE7-10, Eq. 13.3-3) Horizontal Seismic Force, Eh= FP= 0.216 *WP= 477 lb Vertical Seismic Force, E�=0.2*Sps*Wp= 0.144 *WP= 318 lb Seismic Restraints: Length Width No. of Support Legs, N= 4 No. of Restraints Acting in Tension, Nt= 2 2 No. of Restraints Acting in Shear, N„= 2 4 Ev No. of Support Legs Acting in Compression, N,= 2 2 Er, A Overturning Calculation: )‘Wir, Overturning Moment Mo= Eh*Hcs= 14302 lb-in Resisting Moment Arms Arm = 27.0 18.5 in Resisting Moment MR= (0.9-0.2*Sps)*Wp*(Arm)= 44976 30817 lb-in Mc MR Strength Level Forces(IBC 1605.2): Uplift, T=(MR-Mo)/NtM/efr= 0 0 lb Comp, P =(1.2+0.2S0s)*Wp/N+Mo/Nc/Wen= 503 564 lb Shear, V= (Eh)/N„= 238 119 lb Amplified Forces (ASCE 12.4.3.2): Uplift, T=(MR-OoMo}/Nt/Wen= 0 -67 lb Comp, P =(1.2+0.2Sns)*Wp/N+QoMo/Nc/Wetfi= 701 854 lb Shear, V=WoEh)/N„= 596 298 lb Use (4)Z-Clip restraints with (2)3/8"dia. Expansion Anchors each. Min.embed.=2". s' Corbin Consulting Engineers,Inc.' '' 'C Project No: 16049 Page of 1905 NW 169th Place,Suite 121 Project BiAmp Tool Anchor Rev: Beaverton,Oregon 97006 Title Mirtec AOl MV-7 Date: CORBIN Tel:503/645-0176 Fax:503/645.0415 Originator CBL CHK: Z-Clip Seismic Restraint per AISC 360-10&IBC 2012 "Tall Z-clip Detail" Properties _ Material Yield Stress ry 36 ksi Ult. Stress f,, 58 koi Dimensions Bolt Spacing s 3 1/2 in • Height h t3 'n Thickness t 1/4 is Do.lance d 4 1/2 in Width w 5 in Fork Opening f 1 1/8 in Bolt Diameter do 3/8 in Net Bolt Area A, 0.078 in` Forces Strength Level Forces(IBC 1605.2): Perp Parallel Tension/restraint T 0 0 lb Shear/restraint V 2381 238 lb Concurrent Amplified Forces(ASCE 12.4.3.2): Tension/restraint Tc 67 0 lb Shear/restraint Vc 298 596 lb Code Checks Plate Bending(strength level) Required Strength M, 1428 1428 lb-in Section Modulus Z 1.56 0.078 in3 Design Strength OM„ 50625 2531 lb-in Q Bolt Forces(strength level) Tension Tban 571 408 lb Shear Vba, 612 119 lb Shear Strength hR„ 1404 1404 lb OK Tension Strength OR, 3033 3510 lb 26 Anchor Bolt Forces(amplified) Tension Nue 868 1022 lb Shear VUe 681 298 lb See separate spreadsheet for anchor bolt check www.hilti.us Prof's Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 1 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos. "lo.: Phone I Fax: 5C3-828-15121 Date: 4/5/2016 E Mail: Specifier's comments:Anchors for Z Ciips at M rte..=0I MV-i. 14)Z-C4.,s with 2)anchors each.Loading is for the worst case anchor, wr,•en 'cad is in direction perpendicular to the i-dip. 1 input data Anchor type and diameter; Kwik Boit TZ-CS 112(2) Effective embedment depth: =2.000 in,h._ =2.375 in. Material: Carbon Steel Evaluation Service Report: ESR-1917 Issued I Valid: 10/1/201515/1/2017 Proof: Design method ACI 318-11 I Mech. Stand-off installation: eb=0.000 in.(no stand-off):t=0.250 in. Anchor plate: Ix x l,x t=3.000 in.x 3.000 in.x 0.250 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,3000,fc'=3000 psi;h=6.000 in. Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(D.3.3.4.3(d)) Shear load:yes(D.3.3.5.3(c)) Geometry[in.]&Loading[Ib,in.lb] Z �'o co 651 X •, 25 <2 -_ ta; Oc ' r,s sjp X Ir out data and results must be checked for agreement with the existing conditions and for elausibihty1 PROFIS Anchor(c)2003-2009 Hilti AG FL-9494 Schaar Hilti is a registered Trademark of Hilti AG,Schaar 11.41116.11111.111 www.hilti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 2 Specifier: CBL Project: BiAmp Tool Anchorage Address. Sub-Project I Pos.No.: Phone I Fax 503-828 1612 Date: 4/5/1;16 2 Proof i Utilization (Governing Cases) —� Design values Obi Utilization Loading Proof Load Capacity [IN/p'+[cm Status Tension Concrete Breakout r n •I 68 Sear P.ryout Strength ;9, 1844 -/37 OK Loading Utilization „[%] Status Combined tension and shear loads 0 676 0 369 5/3 72 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using 11 the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and resu.s must be checked for agreemert with the ex,st:ig codd;tiors aid for piausibi':lty' PRCFIS Anchor(c)2003-2009 Hrt:AG,FL-94g4 Schaan Hilt is a registe•ed Traaemark of Hilt AG.Schaar www.hilti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 1 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No: Phone I Fax 503-828-1612 I Date: 4/5;2016 Specifee's comments:Anchors for Z-Clips at.Mirtec fiOl MN-7.(4)T Clip:,wilo(2)anchors each.i_oading is for the dvcrst case anchor,when load Is in direction parallel to the r-ciip- Z input data Anchor type and diameter: Kwik Bolt TZ-CS 1/2(2) Effective embedment depth: harac,=2.000;n_il,,n=2 373 in- Material: Carbon Steel Evaluation Service Report: ESR-1917 Issued I Valid: 10/1/2015 j 5/1/2017 Proof: Design method ACI 318-11/Mech. Stand-off installation: eb=0.000 in.(no stand-off);t=0.250 in. Anchor plate: Ix x ly x t=3.000 in.x 3.000 in-x 0.250 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,3000,f1=3000 psi;h=6.000 in. Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(D.3.3.4.3(d)) Shear load:yes(D.3.3.5.3(c)) Geometry[in.]&Loading[Ib,in.Ib] z N ru o s 0 •rz�s" - Y TP Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilt]AG,Schaan f1T11 www.nilti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 2 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.. Phone I Fax. 503-828-1612 i Date 4/9,2016 2 Proof I Utilization (Governing Cases) Design values!lb] Utilization Loading Proof Load Capacity , i Status T.ns'oo Concrete i reakuut Stren:trt: 1022 1284 d:r!- OK Shear Pryor-tt Strength 298 1844 -1 17 OK Loading gt, _ Utilization v[%] Status Combined tension and shear loads 0.796 0.162 5/3 74 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibiiityi PROFIS Anchor(c)2003.2CC9 Hilti AG.F:,-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan ,,Tsorbin Consulting Engineers, Inc. Project No: 16049 Page: of 1905 NW 169th Place, Suite 121 Project BiAmp Tool Anchor Rev: 3eaverton, Oregon 97006 Title Nitrogen Generation Date: C(.)Rf3I\ Tel: 503/645-0176 Fax: 503/645.0415 Originator CBL CHK: Seismic Restraint Force Worksheet Design Cris -ria: 2012 International Building Code&ASCE 7-10(Chapter 13) Site -Buil( ng: Floor: 10575 V, 3scade Ave. Tigard, OR Main Compose. -Data: eism is Parameters Comp•_r, �+ieight, 'v'V; ,= 3925 t I !, ,toCia:ss D l lOvero H.2 Int; H = 105 m S,= 0.97 'Overa;: _.-, ;th. L= SE In I F,= 1 11 l Effeclve i-: lgm. Let= 55 In SDs= 0.72 ,Overai ‘,'./ h, W= 50 in I Attachment Elevation z= 0 ft �Effecti., ith, Weff= 45 in Average Roof Elevation h = 30 ft !Height to 3., Hcg= 53 in IT Calculate H/2.1 Amplification Factor ap= 1.0 Length to 3., Leg= 28 in ECalculate L/2 Response Factor RP= 2.5 Width to C i. Wcg= 25 in ElCalculate W/2 Overstrength Factor no= 2.5 Importance Factor IP= 1.0 Componer:Seismic Force Calculation p(talc)=0.4*ap'SDs"Wp/(Rp/IP)"(1+2*z/h)= 0.115 *WP= 453 lb (ASCE7-10, Eq. 13.3-1) 'p(max)= 1.6*SDs"Ip*Wp= 1.154 'WP= 4528 lb (ASCE7-10, Eq. 13.3-2) GOVERNS :P (min)=0.3*SDs'IP'Wp= 0.216 "Wp= 849 lb (ASCE7-10, Eq. 13.3-3) • iorizontal Seismic Force, Eh=Fp= 0.216 *Wp= 849 lb Vertical Seismic Force, Ev=0.2"SDs'Wp= 0.144 `WP= 566 lb Seismic Re straints: Length Width •lo. of Support Legs, N = 4 'io. of Restraints Acting in Tension, Nt= 2 2 1o. of Restraints Acting in Shear, N„= 4 4 EV o. of Support Legs Acting in Compression, Ne= 2 2 EH A Overturning Calculation: Wp )verturning Moment Mo= Eh`Hcg= 44997 lb-in -.esisting Moment Arms Arm= 28.0 25.0 in esisting Moment MR=(0.9-0.2*SDs)"Wp*(Arm) = 83062 74162 lb-in Mo MR Strength Level Forces(IBC 1605.2): plift, T=(MR-MO)/Nt/Weff= 0 0 lb omp, P= (1.2+0.2SDs)*Wp/N+Mo/Ne/Weff= 1061 1086 lb :hear, V= (Eh)/Nv= 212 212 lb Amplified F Jrces(ASCE 12.4.3.2): plift, T= (MR-0OMO)/Nt/Weff= -263 -426 lb 'amp, P= (1.2+0.2SDs)`Wp/N+aoMo/Nc/Weff= 1664 1836 lb hear, V= (S2oEh)/Nv= 531 531 lb Use(4)5/8"dia. Expansion Anchors. Min.embed. =3 1/8". II Corbin Consulting Engineers,Inc. Project No: 16049 Page of_ 1905 NW 169th Place,Suite 121 Project BiAmp Tool Anchor Rev: Beaverton,Oregon 97006 Title Nitrogen Generation System Date: CORRIN Tel:503/645-0176 Fax:503/645.0415 Originator CBL CHK: Angle Clip Seismic Restraint per AISC 360-10&IBC 2012 .--1 Properties Material �*1'�kr�;, is-4 Yiefd Strength F, 36 ksi Ultimate Strength iz 58 KSI ��� Dimensiang Configuration 2 bot Len g!h . 5 Height;(.•,f force) h 1 3i4 in 'Thickness t 1/4 :n I 1 Heel Distance dyee, 1 114 in i j Toe Distance d,,,, 1 1;4 in Bolt Spacing s 3 in i; — Bolt Diameter db 3/8 in Forces ` Strength Level Forces(IBC 1605.2): Parallel Perpendicular i- -"<-,2a.,„---- Tension/restraint T 01 0 lbw Shear/restraint V 2121 212 lb Concurrent 1-bolt Angle Clip Amplified Forces(ASCE 12.4.3.2): Tension/restraint T1z 426 263 lb -! Shear/restraint Vn 531 531 lb I Ti.Code Checks �;k--,. �E���/ ;.l Plate Bending(strength level) "' < ' �,---� i Strong-axis Bending M,,, 371.0 0.0 lb-in a I Weak-axis Bending M„„ 0.0 371.0 lb-in !; 0 Section Modulus Z 1.56 0.08 in3i'.' Design Strength (OM, 50625.0 2531.3 lb-in ,,t t,. Utilization 1% 15% OS ! 1 ---, Bolt Forces(strength level) Tension Tbolt 124 165 lb s LP.,, oC, Shear Vtoa 106 106 lb �, Shear Strength(A307) ,Ra 1988 1988 lb // T Tension Strength(A307) 4 Rn 4970 4970 lb sE,-" j `4-'---:'»' ``i Anchor Bolt Forces(amplified) Tension Min N1e 140 Max N„a 759 1381 lb per bolt Shear Per bolt VUe 266 531 lb group See separate spreadsheet for anchor bolt check www.hiiti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 1 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone I Fax: 503-828-1612 l Date. 4/4/2016 11ai!: Charles iovtng©corbinengineering.aom Specitier's i:omments:Anc^ors ror clip angles at Nitrogen Genes etion Sy..tarn (4)clip angle.,with(2)anchors each. trtp'it data r.na3 Anchor type and diameter: Kwik Bolt TZ-CS 3/B(2) Effectivee embedment depth: he4aa=2.000 in.,hr„ =2.3'3 in. Material Carbon Steel Evaluation Service Report: ESR-1917 Issued!Valid: 10/1/2015 5/1/2017 Proof: Design method ACI 318-11/Mech. Stand-off installation: eb=0.000 in.(no stand-off);t=0.250 in. Anchor plate: Ix x 1,x t=2.500 in.x 5.000 in.x 0.250 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,3000,fc'=3000 psi;h=6.000 in. Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(D.3.3.4.3(d)) Shear load:yes(D.3.3.5.3(c)) Geometry[in.]&Loading[lb,in.Ib] Z co 0 3 X 8 - tP S A.; g ,n 7t. 'I .,.F-t= __._— X Input data and results must be checked for agreement with the existing conditions and for plausibility' PROFIS Anchor(Cl 2003-2009 Hilt AG,FL-9494 Schaan Hilt,is a registered Trademark of Hilti AG,Schaan 1=1111`T11 www.hilti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 2 Specifier CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone I Fax: 303-828-1612 I Date: 4/4/2015 I fl-Ma!;: chanes loving c corbinenyir eefing.ecm 2 Load case/Resulting anchor forces a case:Design loads Anchor reactions((b] Tdc,sion fGrce:(*Tension.-Compression) Anchor Tension force Shear force Shear force x Shear force y 590 266 -266 r� 2 690 266 -266 0 -'x max concrete compressive strain: -[yea] Tension max concrete compressive stress: -[psi] resulting tension force in(x/y)=(0.00010.000): 1381 [Ib] resulting compression force in(x/y)=(0.00010.000):0[Ib] 0 1 3 Tension load Load Naa[Ib] Capacity 4•Na[Ib] Utilization RN=N„a/1N„ Status Steel Strength* -_ 690 4875 15 OK Pullout Strength* 690 1212 57 OK Concrete Breakout Strength" 1381 1926 72 OK anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength Nsa =ESR value refer to ICC-ES ESR-1917 0 Nsa 2 Nua ACI 318-11 Table D.4.1.1 Variables ASeN[in.2] futa[psi] 0.05 125000 Calculations Nsa[lb] 6500 Results Nsa[lb] •steel @ronductiie 4 Nsa[lb] Nua[lb] 6500 0.750 1.000 4875 690 3.2 Pullout Strength 77 Npn t =Np25°°7�a 2500 refer to ICC-ES ESR-1917 Npn,r 2 N. ACI 318-11 Table D.4.1.1 Variables fc[psi] ) Np 25°°[lb] 3000 1.000 2270 Calculations fo 2500 1.095 Results Npnl,[lb] gconcrete Osesmic itnoneuctile �Npn,i [Ib] _ Nua[lb] _ 2487 0.650 0.750 1.000 1212 690 npJt data and resJits must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hiltl AG,F'_9494 Schaan H!Iti is a registered Trademark of Hilti AG,Schaan www.hilti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 3 Specifier CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos. No: Phone I Fax: 503-828.1612; Date: 4/4:2016 F.,Mail. coarles.:oving(d ccrb;neigineeri:ng.00rn 3.3 Concrete Breakout Strength U, v N ACI 31 8-'i 1 �C-4 J.by -Nc fe_N 14,,,-n• v tu•cri Nr.-- n Eq.(f } w����f NcQ ,b .,h,, N.i3 AC!318-11 Table 0.4.1.1 An,, see AC 1 318-11,Part 0.5.2.';. '=!g. RD.5.2 1(b) A.:cn =9 t6 AC!318-11 Eq.(D-5) 1 .JeaN '_ 2N5 1.0 ACI 318-11 Eq. (i3-8) (1e ) 3 he ,.v n, =0.7+0.3(c6'in!< 1.0 ACI 318-11 Eq.(D-10) 1 l...he, W`P N =MAX( .Ca min 1.5het)4 1.0 ACI 318-11 Eq.(D-12) ` Cao Cao Nb =kc Xa vf,h15 ACI 318-11 Eq.(D-6) Variables he[in.1 ec1,N[in.] ec2.N[in.] ca,min[in.] Wc.N 2.000 0.000 0.000 8.000 1.000 Cac[in.] kc a,a fc[Psi] 4.000 17 1.000 3000 Calculations AN.[In 2] ANIw[int] tlrecl,N 14fec2,N Wea,N Wcp,N Nb[lb] --_ 54.00 36.00 1.000 1.000 1.000 1.000 2634 Results Ncbg[lb] 4)concrete 4seismic $noneuctile 4)Ncbg[Ib] Nua[Ib] 3950 0.650 0.750 1.000 1926 1381 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan N11T1 www.hilti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 4 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone I Fax: 503-828-1612; Date: 4,14/2016 E-Mail: chanes.ro',tnggcoreinengineerinq.curn, 4 Shear load Load V,,,,[b] Capacity+Yr,[ib] Utilization;3v,.V„a/4V;, Status Steel Siterlytn” 256 1456 19 OK Steel fail,,re(with!ever arm)* N. NIA NIA N/A Pryout Strength" 531 2765 20 OK Concrete edge failure in director x-`" 531 3170 17 OK 'anchor having the hignest loading **anchor group(reievant anchors) 4.1 Steel Strength Vsa,eg =ESR value refer to ICC-ES ESR-1917 0 Vsteei 2 Vse ACI 318-11 Table D.4.1.1 Variables Ase.v[0.2] fula[Psi] 0.05 125000 Calculations , Vsa,eg[lb] 2255 Results V sa.ee[Ib] •steel 4)nonductie 4,Vse[lb] V ee[lb] 2255 0.650 1.000 1466 266 4.2 Pryout Strength sle 1 Vcpg _kcp[(ANc0Wec.N WeON tf10,N Wcp,N Nb] ACI 318-11 Eq.(0-41) •Vcog a Vua ACI 318-11 Table D.4.1.1 AN, see ACI 318-11,Part D.5.2.1,Fig.RD.5.2.1(b) ANco =9 haf ACI 318-11 Eq.(D-5) 1 Wec.N — \( 2 ete 5 1.0 ACI 318-11 Eq.(D-8) 1 +3hef WeedN =0.7+0 3(1hef;61;e)5 1.0 ACl 318-11 Eq.(D-10) W p N =MAX(Ca min 1.5het)S 1.0 ACI 318-11 Eq.(D-12) I` cac cac Nh =kc 2,,a Airfrc hefs ACI 318-11 Eq.(D-6) Variables kcp hef[in.] ec1,N[in.] ec2,N[in.] ca,min[in.] 1 2.000 0.000 0.000 8.000 Wc,N Cac[in.] kc X. fc[psi] 1.000 4.000 17 1.000 3000 Calculations AA AN.[in.2] ANc0[In.2] Wec1.N tl<ec2,N Sed,N Wcp N N5[lb] 54.00 36.00 1.000 1.000 1.000 1.000 2634 Results V059[lb] Oconcrete mseismicQnonductiie 4,Vcpg[lb] Vua[lb] 3950 - - 0.700 1.000 1.000 -- 2765 531 Input data and results must be checxed or a9-eement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilt is a registered Trademark of Hilti AG.Schaan www.hilti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 5 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Froject I Pos.No.: Phone I Fax: 503-823-1612 I Date: 4;4/2016 E-Mair ~aeries.loving@corbinengineering.;orr 4.3 Concrete edge failure in direction x- cg = \� .) "e ,1'P:1v,,, ''h'+ G9fi;ci V. \C!316-1i En. ;D-31) V:;t.;:.:V ACI 313-11 Table D 4 1.1 A.,;. see ACI 318-11,Part E..6 2 1.Fig.RD 6.2 1(bj rw„c =4.:ic< ACI:31a-11 EG (D-321 �peC, = ( h )� 1 0 AOI 318.11 Eq (D-36) Wed.v =U.7+0.{(1-Scat)s 1.0 ACI 318-11 Eq.(D-38) Wn v 1 = '1.h a'' 1.0 ACI 318-11 Eq.(D-39) a Vb = (7(i.) 02.da) Ji- c Cel ACI 318-11 Eq.(D-33) a Variables ca, [in.] cat[in.] ecv[in.] y,n.v ha[in.] 8.000 8.000 0.000 1.000 6.000 le[in.] X. da[in.] fc[psi] WparalletV 2.000 1.000 0.375 3000 1.000 Calculations Ayc[in.2] Avco[in-21 Wec.y Wed.V lllhy Vb[Ib] 138.00 288.00 1.000 0.900 1.414 7425 Results Vnbg[lb] (I)concrete 4,seismic 4,ncnductiie 4,Vnbg[Ib] Via[Ib] 4528 0.700 1.000 1.000 3170 531 5 Combined tension and shear loads pN (iu - Utilization pN v[b/o] Status r� 0.717 -- ---- --0.192 _....._. ---------- 5/3 -___ 64OK INv_a�+pv<_1 Input data and results must ce checeed for agreement with the existing conditions and for plausiolityl PROFIS Anchor(c)2003-2009 Hilti AG.F'_-9494 Schaan HOi is a registered Trademark of Hili AG.Schaan 1411 , www.hilti.us Profis Anchor 2.6.4 - - --- --------- --- ---------------------- Company: Corbin Consulting Engineers Page: 6 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone i Fax: 503-828-1612 I Date: 4,'4/2016 E-Mali: Charles.lovinggcorbinen ineenng.ccrn 6 Warnings Load ie-distributions on the enchors due tO elastic deformations of tine artctior plate are not considered. The arctic' plate is assumed to be st,`rc'ern y slif`,in order nrjt!o be deformed.vhen sub;rctcd to tha loading! Input data and results must he checked for agreement with the existing conditions and for plausibility' • Condition A applies when suppiementary reinforcement is used The,f tactor is increased for,or-steel Design Strengths except Fuiiout Strength and Prvout strength Condition B applies when suppiemeniary reinforcement is not used and for Pullout Strength and Prycut Strength.Peter to your local standard • Refer to the manufacturer's product literature for cleaning and Installation instructions. • Checking the transfer of loads into the base material ano the sneer resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C.D, E or F is given in ACI 318-11 Appendix D,Part D.3.3.4.3 (a)that requires the goveming design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case,the connection design(tension)shall satisfy the provisions of Part D.3.3.4.3(b), Part D.3.3.4.3(c),or Part D.3.3.4.3(d).The connection design (shear)shall satisfy the provisions of Part D.3.3.5.3(a),Part 0.3.3.5.3(b),or Part D.3.3.5.3(c). • Part D.3.3.4.3(b)/part D.3.3.5.3(a)require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.Part D.3.3.4.3(c)/part D.3.3.5.3(b)waive the ductility requirements and require the anchors to be designed for the maximum tension/shear that can be transmitted to the anchors by a non-yielding attachment.Part D.3.3.4.3(d)/part 0.3.3.5.3(c)waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension/shear obtained from design load combinations that include E,with E increased by 0.0. • Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions(MPII).Reference ACI 318-11,Part D.9.1 Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 H UI AG,FL-9494 Schaan Kai is a registered Trademark of Hifi AG.Schaan CCorbin Consulting Engineers, Inc. Project No: 16049 Page: of 1905 NW 169th Place, Suite 121 Project BiAmp Tool Anchor Rev: Beaverton, Oregon 97006 Title Juki 2070/2080 Date: CORBIN Tel: 503/645-0176 Fax: 503/645.0415 Originator CBL CHK: Seismic Restraint Force Worksheet Design Criteria: 2012 International Building Code&ASCE 7-10(Chapter 13) Site -Building: Floor: 10575 SW Cascade Ave.Tigard,OR Main Component Data: Seismic is Parameter s ICornpanentWeigt W . 'Y: - 3632 :' l r t.-Chas; D -- , 1',D ve!a.'! Heigt-ii. H _, 39 in I 55= 3.9 i Over'ti! Length L- 55 :n I F,,= 1.11 Effective Length, 1-e„= 49 in I So:,_ 1:).72 !Over ail Width, W= 53 in ;Attachment E'.ev,ation z= 0 ft 'Effective Width, Wei= 47 in lAverage Roof Elevation h = 30 ft Height to C.G., H�= 29.5 in ECalculate h/2 (Amplification Factor ap= 1.0 Length to C.G., L, = 27.5 in Calculate U2 Response Factor RP= 2.5 Width to C.G. Wcy= 26.5 inCalculate w/2 Overstrength Factor no= 2.5 Importance Factor IP= 1.0 Component Seismic Force Calculation Fp(calc)=0.4*ap'Sps'Wp/(Rp/Ip)*(1+2*z/h)= 0.115 *WP= 425 lb (ASCE7-10, Eq. 13.3-1) Fp(max)= 1.6*Sps*Ip*Wp= 1.154 *Wp= 4248 lb (ASCE? 10, Eq. 13.3-2) GOVERNS FP(min) =0.3*Sps*lp*Wp= 0.216 *WP= 796 lb (ASCE7-10, Eq. 13.3-3) Horizontal Seismic Force, Eh=Fp= 0.216 *WP= 796 lb Vertical Seismic Force, E =0.2*Sps'Wp= 0.144 *WP= 531 lb Seismic Restraints: Length Width No. of Support Legs, N= 4 No. of Restraints Acting in Tension, Nt= 2 2 No. of Restraints Acting in Shear, N„= 4 2 Ev No. of Support Legs Acting in Compression, Nc= 2 2 EH � i Overturning Calculation: pa w P Overturning Moment Mo= Eh*Hcg= 23495 lb-in Resisting Moment Arms Arm = 24.5 23.5 in Resisting Moment MR=(0.9-0.2*Sps)*Wp*(Arm) = 68180 65397 lb-inc)Mo MR Strength Level Forces (IBC 1605.2): Uplift, T=(MR-Mo)/NtM/eff= 0 0 lb Comp, P=(1.2+0.2Sps)*Wp/N+Mo/Nc/Weff= 858 869 lb Shear, V=(Eh)/N„= 199 398 lb Amplified Forces(ASCE 12.4.3.2): Uplift, T= (MR-QOMO)/Nt/Weff= 0 0 lb Comp, P= (1.2+0.2Sps)*Wp/N+52OM0/Nc/Weff= 1218 1244 lb Shear, V= (S2oEh)/N„= 498 996 lb Use(4)Z-Clip restraints with (2)3/8" dia. Expansion Anchors each. Min.embed. =2". l /0 CCorbin Consulting Engineers,Inc. Project No: 16049 Page of 1905 NW 169th Place, Suite 121 Project BiAmp Tool Anchor Rev: Beaverton,Oregon 97006 Title Juki 2070/2080 Date: LCORBIN Tel:503/645-0176 Fax:503/645.0415 Originator CBL CHK: Z-Clip Seismic Restraint per AISC 360-10&IBC 2012 "Extended Z-Clip Detail" Properties Material 'f eid Sties' 7, 36 kst Lilt. Stre i. i, f5.-1 ksi Dimensions EU?Spai,in;} s 4 in Heir;iit h 2 1/2 in rn!i;r, s3 t 1i4 4, Distal c d 4 112 il `,"Jldtn w .i 1'2 in -o-k O"ia^;n9 f 1 9/16 fl a cit Dam=tar db 3/3 in Net OM Area A, 0.073 in` Forces Strength Level Forces(IBC 1605.2): Perp Parallel Tension/restraint T 0 0 lb Shear/restraint V 199 398 lb Concurrent Amplified Forces(ASCE 12.4.3.2): Tension/restraint TR 01 0 lb Shear/restraint VQ 498 996 lb Code Checks Plate Bending(strength level) Required Strength M. 895.5 995.0 lb-in Section Modulus Z 0.77 0.055 in3 Design Strength 4M„ 24806.3 1771.9 lb-in OK Bolt Forces(strength level) Tension Tyatt 284 249 lb Shear Vbolt 473 199 lb Shear Strength 4R, 1404 1404 lb OK Tension Strength 4R„ 3381 3510 Ib OK Anchor Bolt Forces(amplified) Tension N„a 711 623 lb Shear Vua 1058 498 lb See separate spreadsheet for anchor bolt check www.hilti.us Profis Anchor 2.6.4 - ---._...-------- -- - Company: Corbin Corbin Consulting Engineers Page: 1 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos. No.. Phone I Fax: 503-82B-1812; Cate: 415,201€ Mail Specifiers comments:Anchors for hixi 2070&2180 )_=Ciip5 witn 2)anchors each Loakiing is for the 4vc'st case ..r,oz,ti•rt,en 'oad in direction perpendicular t r the 2-ci p input data Anchor type and diameter Kwik}3ott TZ-C8 1/2(2) e ^rt . Effective embedment depth: hr =2.000'n.,h,.,,,,=2.375 irN. Material Carbon Steel Evaluation Service Report: ESR-1917 issued I Valid: 10/11201515/1/2017 Proof: Design method ACI 318-11/Mech. Stand-off installation: eo=0.000 in.(no stand-off);t=0.250 in. Anchor plate: Ix x ly x t=3.000 in.x 3.000 in.x 0.250 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,3000,f,'=3000 psi;h=6.000 in. Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(D.3.3.4.3(d)) Shear load:yes(D.3.3.5.3(c)) Geometry[in.]&Loading[ib,in.1b] i J� �0 04 Y - a 106- ' 2,2t'.25 0 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2033-2009 Hiiti AG,FL-9494 Schaan Huh is a registered Trademark of Hilt!AG,Schaan 111.11,16111111.1, www.hilti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 2 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project 1 Pos.No: Phone I Fax: 503-828-1612; Date 4!5/2016 E-Mail: 2 Proof I Utilization (Governing Cases) Design values jlbj Utilization Loading Proof Load Capacity {14,;' (',�] Status ',.r,...or Concrete Breakout Siranglr. 711 124 56 - OK Shear oryout Strer4h 1058 1844 -/58 OK Loading PN tiVUtilization Pkv(°1c] Status Combined tension and shear loads 0.554 0.574 5/3 77 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for olausibilityl PROFIS Anchor(c)2003-2009 Hilti AG,Fu•9494 Schaan Hilti is a registered Trademark of Hilt AG,Schaan CCorbin Consulting Engineers, Inc. Project No: 16049 Page: of 1905 NW 169th Place, Suite 121 Project BiAmp Tool Anchor Rev: Beaverton, Oregon 97006 Title Dust Collection System Date: CORBIN Tel: 503/645-0176 Fax:503/645.0415 Originator CBL CHK: Seismic Restraint Force Worksheet Design Criteria:2012 International Building Code&ASCE 7-10(Chapter 13) Site-Building: Floor: 10575 SW Cascade Ave.Tigard.OR Main Component Data: Seismic Parameters ICcmpcnentWeignt, W,= 5,'.5 It' kite Class vera!l -eight, H = 108 inI S;= 0.97 Overall Length. L= 27 r ; ! F,_ 1.11 i Effective Length. Leff= 27 in I I SDs= 0.72 'Overall Width, W= 27 in Attachment Elevation z= 0 ft Effective Width, We= 27 in (Average Roof Elevation h = 30 ft Height to C.G., H.A= 68 in DCalculate H/2 Amplification Factor ap= 1.0 Length to C.G., L�= 13.5 in Calculate L/2 Response Factor P.p= 2.5 Width to C.G. Wcg= 13.5 in ❑Calculate W/2 Overstrength Factor no= 2.5 Importance Factor Ip= 1.0 Weight not incl. in vert. = 45 lbs Note: Component wt.for horiz seismic includes 45 lbs for collection drum. This weight is;;ubstracted for vertical seismic and overturning resistance weight. Component Seismic Force Calculation Fp(talc) =0.4*ap*SDs*Wp/(Rp/Ip)*(1+2*z/h)= 0.115 `Wp= 63 lb (ASCE7-10, Eq. 13.3-1) FP(max)= 1.6*SDs*Ip*Wp= 1.154 *Wp= 629 lb (ASCE7-10, Eq. 13.3-2) GOVERNS Fp (min)=0.3*SDs*Ip*Wp= 0.216 *Wp= 118 lb (ASCE7-10, Eq. 13.3-3) Horizontal Seismic Force, Eh= Fp= 0.216 *Wp= 118 lb Vertical Seismic Force, E =0.2*SDs*Wp= 0.144 .—vvp= 72 lb Seismic Restraints: Length Width No. of Support Legs, N = 4 No. of Restraints Acting in Tension, Nt= 2 2 No. of Restraints Acting in Shear, N„= 4 4 EV No. of Support Legs Acting in Compression, NI,= 2 2 EH A Overturning Calculation: WP Overturning Moment Mo= E„*Hcg= 8016 lb-in 44 Resisting Moment Arms Arm = 13.5 13.5 in Resisting Moment MR=(0.9-0.2*SDs)*Wp*(Arm) = 5102 5102 lb-in Mo MR Strength Level Forces(IBC 1605.2): Uplift, T= (MR-Mo)/Nt/Wef= -54 -54 lb Comp, P = (1.2+0.2SDs)*Wp/N+Mo/Nc/Weff= 240 240 lb Shear, V= (Eh)/N„= 29 29 lb Amplified Forces (ASCE 12.4.3.2): Uplift, T= (MR-S2oMo)/Nt/Weff= -277 -277 lb Comp, P = (1.2+0.2SDs)*Wp/N+00M0/Nc/Weff= 463 463 lb Shear, V= WoEh)/N„= 74 74 lb Use(4)clip angle restraints with (1) 3/8" dia. Expansion Anchor each. Min. embed. =2". . ..C Corbin Consulting Engineers,Inc. Project No: 16049 Page _of 1905 NW 169th Place,Suite 121 Project BAmp Tool Anchor Rev: Beaverton,Oregon 97006 Title Dust Collection System Date: CORBIN Tel:503/645-0176 Fax:503/645.0415 Originator CBL CHK: Angle Clip Seismic Restraint per AISC 360-10&IBC 2012 , Properties ,-. ���; +- Materials, Yie!d Strength F1 '6 k3 Gltim to Strength F, 59 ksi . I� ! Dimensions Cocr,.cwation 1 boll Length e 1 1.'2 in Height(of fore) h 1 1/4 it . Thickness t 1/4 in i Nee;Distance dhee, I 1;8 in Toe Distance dtOE '/d ;n 't' Boit Spacing s 1 in Q! r Bolt Diameter db 3/8 in ! - -'- Forces - `` Strength Level Forces(IBC 1605.2): Parallel Perpendicular --..ro.• ..---- Tension/restraint Tension/restraint T 54 54 lb Shear/restraint V 29I �- 29 lb Concurrent 1-bolt Angle Clip Amplified Forces(ASCE 12.4.3.2): Tension/restraint To 277 277 lb ,moi Shear/restraint Vo 74 74 lb rh rK ENti�// 1 Code Checks ry�s� ��/� Plate Bending(strength level) 1 K. Strong-axis Bending M„x 36.3 0.0 lb-in I ------------ O Weak-axis Bending M„1 60.8 97.0 lb-in '"--Y Section Modulus Z 0.14 0.02 in3 I -�' Design Strength (Win 4556.3 759.4 lb-in IX'� Utilization 9% 13% OK {/ Bolt Forces(strength level) Tension Toon 185 177 lb 5 Lv j • ;c: Shear Vpp;t 29 29 lb y - --)--.;%"-- Shear Strength(A307) 4R„ 1988 1988 lb Q (c), T Tension Strength(A307) eRh 4970 4970 lb Qg s< _ Anchor Bolt Forces(amplified) �'<•�' F Tension Min Nua N/A Max Nua 810 790 lb Shear Per bolt Vua 74 74 lb Per bolt See separate spreadsheet for anchor bolt check www.hilti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 1 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No: Phone 1 Fax: 503-828-1512 I Date: 4/1/2015 E-Mail :harles ioiing(Cpcarbine-1cIneerng corn ----- 3pacifirr's comments:Anchors at Dust Col,.c:tor Ian cI'p ata;es will,(1)arc'or in each. 1 Input data Anchor type and diameter: Kwik Holt TZ •GS 3/8(2; I." • _> _ am . '' Effect:ye embedment depth. r;,,; d=2.000 in..n,.,,,,=2 3 t in. Materia,: Carbon Steel Evaluation Service Report: ESR-1917 Issued I Valid: 10/1/2015 I 5/1i2017 Proof: Design method ACI 318-11 1 Mech. Stand-off installation: eb=0.000 in.(no stand-off);t=0.250 in. Anchor plate: lx x ly x t=3.000 in.x 3.000 in.x 0.250 In.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,3000,fb'=3000 psi;h=6.000 in. Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(D.3.3.4.3(d)) Shear load:yes(D.3.3.5.3(c)) Geometry[in.]&Loading[Ib,in.lb] Z Y1. O 0 W $ Y-- a4 a0si'r vt a•„ - • ;: ,.e X Input data and results must be checked for agreement w.th the existing condi.ons and`or plausibiLtyl PROFIS Anchor(Cl 2003-2009 H:t AG,FL-9494 Schaar Hilti is a registered Trademark of Hr:ti AG,Scheer. 11411161111111191 www.hilti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 2 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.. Phone I Fax' 503-828-1612 I Date: 4,1:2016 charts loving@ccroinenni,leer':?y.corn 2 Load case/Resulting anchor forces Land ca.e Design!cads Anchor reactions[Ib] ension force: i ensicr.,-Conr,ression) Anchor Tension force Shear farce Shear farce x Shear force y i 810 74 !i -74 _ max.concrete compressive strain -{"Inoj - 1 - rax.concrete compressive stress: [Psi] resulting tension force in(x/y)=(0.000/0.0G0): 310 j!bj resulting compression force in(x'y)=(0.000/0.000):0[Ib] 3 Tension load Load Na,[Ib] Capacity 4)N„[Ib] Utilization 13N=N„J•N„ Status Steel Strength" 810 4875 17 OK Pullout Strength* 810 1212 67 OK Concrete Breakout Strength** 810 1284 64 OK 'anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength Nsa =ESR value refer to ICC-ES ESR-1917 Nsa 2 Nua ACI 318-11 Table D.4.1.1 Variables Ase,N[in?] feta[psi] 0.05 125000 Calculations Nsa[lb] 6500 Results Nsa[Ib] 41steei 4)nonductiie 4)Nsa[lb] Nua[Ib] 6500 0.750 1.000 4875 810 3.2 Pullout Strength Npn rL =Np,2500>aCorefer to ICC ES ESR-1917 m Npn Z Nea ACI 318-11 Table D.4.1.1 Variables fe[psi] Aa Np.250 [Ib] 3000 1.000 2270 Calculations fe 2500 1.095 Results Npn,f [Ib] 4)concrete __- 4)seisnuu 4)norductne 6 Npn,r[Ib] Nua[Ib] 2487 0.650 0.750 1.000 1212 810 input data and results must be chected•er agreement win the existing conditions and for olausibaityl PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti Is a registered Trademarx of Hilti AG,Schaan ,16.91.111, www.hilti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 3 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos No.: Phone I Fax: 503-823-1612 I Dale: 4/1/2016 Mail. care .'0or,1,1 corti.renginee'7nq coil 3.3 Concrete Breakout Strength 'Ir - `p-11) ,=v.rl hr. '��7,:.N'_ .AC! 31.1-11 _il D-3i ?Nr, .N, ;>I.I 3 3-!I 3':18'3.4.1. A . se-;ACI 22.15-1 1 Part D 5.2.1. '=:G.RD.5.2 10711 ANcr. =9 h;;, AGI 318 11 Eq.(D-5) fer.N = , 2 e„ 5 1 0 ACI"318-11 ._q (D-") 3 h WPd.N =0.7+0.3 \-%7- J 5 1.0 ACI 318-11 Eq.(D-10) 1.Shet 1. Vcp,N =MAX(ca--�-7,÷1 ef)5 1.0 ACI 318-11 Eq.(D-12) `` Cac Cac Nb -kc ka`Ifc heir ACI 318-11 Eq.(D-6) Variables her[in.] ec1 N[in.] ec2.N[in.] Ca,min[in.] wc.N 2.000 0.000 0.000 8.000 1.000 Cac[in.] kc Xa fc[Psi] 4.000 17 1.000 3000 Calculations AN.[in.2] ANcC[in.2] Wect,N fVec2,N 4Jed.N 4/ep,N Nb[Ib] 36.00 36.00 1.000 1.000 1.000 1.000 2634 Results Na,[Ib] 0oncrete 4se1smic bnoneuctile it N.,-A,[Ib] Nu.[lb] 2634 0.650 0.750 1.000 1284 810 Input data and results must be checked for agreerrent with the existing conditions and fcr plausibi!ityl PROFIS Archor(c)2003-2009 Hi!ti AG,FL-9494 Schaan At s a registered Trademark of hilk AG,Schaan 1■■111111.Tf www.hilti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 4 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone I Fax: 503-828-16121 Date: 4/1/2015 F-Mail char:es.!ovinrgir�i,corbinengineerin,;.c3m 4 Shear [(13d (road Vua[;oy Capacity 0.[lb] Utilization ily=V„a4V, Status Cteei Strength* 74 1466 5 OK Steel`allure twltt ;ever arm;' N/A NWA NIA N;A Pi nut Strength** 74 1344 5 OK Concrete edge fait!:re in direction y-” 74 2758 3 OK •anchor having the highest leading "anchor group/relevant anchors) 4.1 Steel Strength V55.ea =ESR value refer to ICC-ES ESR-1917 4)Vsteel a Vua ACI 318-11 Table 0.4.1.1 Variables Ase.v Un 2] futa[psi] 0.05 125000 Calculations Va....[lb] 2255 Results Vs....[Ib] _ -neer (Ononauctile Vsa[lb] Vua[Ib] 2255 0.650 1.000 1466 74 4.2 Pryout Strength AN Vcp =kcp[(Av o/ lhed.N>¢/c,N WcP.N Nb] ACI 318-11 Eq.(D-40) 0 Vcp z V,a ACI 318-11 Table D.4.1.1 ANe see ACI 318-11,Part D.5.2.1,Fig.RD.5.2.1(b) ANco =9 het ACI 318-11 Eq.(D-5) 1 kliec•N = (1 +2 eN)5 1.0 ACI 318-11 Eq.(D-8) 3 he Wed,N=0.7+0.3(1.5Ca,m!n hdf/5 1.0 ACI 318-11 Eq.(D-10) WcP.N =MAX( Cac Cac J Ca,mm 1.5het`5 1.0 ACI 318-11 Eq.(D-12) Nb =Is,a•a Ii hers ACI 318-11 Eq.(D-6) Variables kcp he[in.] ect.N[in.] ec2,,[in.] ca.min[in.] 1 2.000 0.000 0.000 8.000 41c.N Cc[in.] kc ),.a fc[psi] 1.000 4.000 17 1.000 3000 Calculations Iin.z] ANC[ ANco[in.z] tyact.N tyecz,N _Wea,N W-P.N Nb[ib]_ 36.00 36.00 1.000 1.000 1.000 1.000 2634 Results Vcp[lb] Qconcrete 4)seismic 4)nonductile Vcp[lb] Vua[lb] 2634 0.700 1.000 1.000 1844 74 Input data and results must be checked for agreement witn the existing condd:ons and for plausibi ty! PRCFIS Anchor(c)2003-2009 Hi,,ti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 11114111-161111.111 www.hilti.us Profis Anchor 2.6.4 Company: Corbin Consu!ting Engineers Page: 5 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project 1 Pos.No.: Phone I Fax. 503-828-16121 Date 4/1/2016 E-Mail: cnafles Invinr,itcorbinengineering.ccr 4.3 Concrete edge failure in direct%cin y- A,,: . Ala 315-i 1 Eq. (D-3(7!) r0 ,t,4'.;,=V,,a ACJ 318-11 Table D 4.1 1 A;,, see. .;,l 316-1 I,Part D-3 2.1,Fig 'D.62.1(b) Avco =4 5 c;,, AC!318-11 Eq. (D.32) iec.. d„ 1.0 Ari 3'!8-i1 Ery.(13-3f,) ( + 2 )� 3ca. ared.v m 0 7+C.3(,c' )s 1 0 ACI 318-11 Eq.(D-38) 5c., v = y�hahaa' y�n ? 1.0 ACI 318-11 Eq.(D-39) V V, 1= 7(d)oz� a v?)7ce;5 ACI 318 11 Eq.(D-33) a Variables ca, [in.] cat[in.] ecv[in.] tyc,v ha[in.] 8.000 8.000 0.000 1.000 6.000 !e[in.] A.a da[In.] fc[psi] Vparanel.v 2.000 1.000 0.375 3000 1.000 Calculations Avc[In•2] Avco[in.2] tyec,v yred,V tpn V Vo[lb] 120.00 288.00 1.000 0.900 1.414 7425 Results Vc,[lb] 4/concrete seismic 4)nonductile 4)Vcb[Ib] Vua[Ib] 3938 0.700 1.000 1.000 2756 - 74 5 Combined tension and shear loads a" --- .--------_._.---------RY____ _ Utilization ",v[%1 -Status 0.668 0.050 5/3 52 OK 3Nv=A+Rv`=1 Input data and results must be checked for agreement with the existing conditions and for plausibility' PROFIS Anchor(c)2003-2009 Hilt AG,FL-9494 Schaan M::ti is a registered-rademark of Hilt AG.Schaan •v CCorbin Consulting Engineers, Inc. Project No: 16049 Page: of 1905 NW 169th Place, Suite 121 Project BiAmp Tool Anchor Rev: Beaverton, Oregon 97006 Title Fjet XL Inkjet Printer Date: CORRTN Tel: 503/645-0176 Fax:503/645.0415 Originator CBL CHK: Seismic Restraint Force Worksheet Design Criteria:2012 International Building Code&ASCE 7-10 (Chapter 13) Site-Building: Floor: 10575 SW Cascade Ave. Tigard;OR Main Component Data:__ _ Seismic Parameters --_ u_n-,ponent Weight. Wp= 2200 Ib f .)ite Class Cverali Heigh` H = 54 in I `>s= 0.97 jOvera! Length, L= 100 it 1'd= 1.11 1,- ffective Length, Leff= 94 in i SD;= 0.72 Overall Width, v'V= 52 in I Attachment Elevation z= C ft Effective Width, We 48 in Average Roof Elevation h = 30 ft Height to C.G., Hcg= 32 in 2Calculate H/2 Amplification Factor ap= 1.0 Length to C.G., Ley= 50 in (1Calculate U2 Response Factor Rp= 2.5 Width to C.G. Wcg= 26 in (]Calculate w/2 Overstrength Factor Sgt)= 2.5 Importance Factor IP= 1.0 Component Seismic Force Calculation Fp(calc) =0.4*ap*SDs*Wp/(Rp/Ip)*(1+2*z/h)= 0.115 *WP= 254 lb (ASCE7-10, Eq. 13.3-1) Fp (max) = 1.6*Sps*Ip*Wp= 1.154 *WP= 2538 lb (ASCE7-10, Eq. 13.3-2) GOVERNS FP(min)=0.3*Sps*Ip*Wp= 0.216 *`Np= 476 lb (ASCE7-10, Eq. 13.3-3) Horizontal Seismic Force, Eh=Fp= 0.216 *Wp= 476 lb Vertical Seismic Force, E,=0.2*Sps*Wp= 0.144 *WP= 317 lb Seismic Restraints: Length Width No. of Support Legs, N = 4 No. of Restraints Acting in Tension, Nt= 2 2 No. of Restraints Acting in Shear, N„= 4 2 Ev No. of Support Legs Acting in Compression, Ne= 2 2 EH 1 Overturning Calculation: WR Overturning Moment Mo= Et,*Hcg= 15228 lb-in 40 Resisting Moment Arms Arm = 47.0 24.0 in Resisting Moment MR=(0.9-0.2*Sps)*Wp*(Arm) = 78149 39906 lb-in Mo MR Strength Level Forces(IBC 1605.2): Uplift, T=(MR-Mo)/Nt/Weff= 0 0 lb Comp, P=(1.2+0.2SDs)*Wp/N+Mo/Nc/Wen= 451 528 lb Shear, V=(Eh)/N„= 119 238 lb Amplified Forces (ASCE 12.4.3.2): Uplift, T= (MR-S2oMo)/Nt/Weff= 0 0 lb Comp, P= (1.2+0.2SDs)*Wp/N+c2OMo/Nc/Weff= 572 766 lb Shear, V=(c2oEh)/N„= 297 595 lb Use (4)Z-Clip restraints with (2)3/8" dia. Expansion Anchors each. Min. embed. = 2". F 12 Corbin Consulting Engineers, Inc. Project No: 16049 Page _of 1905 NW 169th Place,Suite 121 Project BiAmp Tool Anchor Rev: Beaverton, Oregon 97006 Title Fjet XL Inkjet Printer Date: CORBIN Tel:503/645-0176 Fax:503/645.0415 _Originator CBL CHK: Z-Clip Seismic Restraint per AISC 360-10&IBC 2012 "Large Z-Clip Detail" Properties Material Yield Stress Fy 36 KSI tilt. Stress F, 513 rsi Dimensions Solt Spacing 3 4 in Height n 2 in Thickness Distance d 3 118 in Width w 3 in Fork Opening f 11/15 qn Bolt Diameter db 3/3 in Net Bolt Area Ab 0.078 'n` Forces Strength Level Forces(IBC 1605.2): Perp Parallel Tension/restraint T 0 0 lb Shear/restraint V 119 238 lb Concurrent Amplified Forces(ASCE 12.4.3.2): Tension/restraint T0 0 0 lb Shear/restraint Vn 297 595 lb Code Checks Plate Bending(strength level) Required Strength M„ 371.9 476.0 lb-in Section Modulus Z 0.56 0.047 in3 Design Strength 18225.0 1518.8 lb-in OK Bolt Forces(strength level) Tension Tbo„ 159 119 lb Shear Vboi, 242 119 lb Shear Strength OR, 1404 1404 lb OK Tension Strength OR, 3510 3510 lb OS Anchor Bolt Forces(amplified) Tension NLa 396 298 lb Shear Vja 529 298 lb See separate spreadsheet for anchor bolt check MIL:TO WWW.hiltus Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 1 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project!Pos. No Phone i Fax: 503-828-1612 I Date: 3/31,2016 chatles.lovinggc.orbinerginderi79 nom Specifier's.lomments:Anchors for Z-CI;ps at I:Jet XL i,-.k;et PiinTer ,,2)a icnorsear:1'. input data Anchor type and diameter: Kwik Bolt TZ-CS 3/8(2) Effective embedment depth: =2 000 in.. =2 313 in Material: Carbon Steel Evaluation Service Repott: ESR-1917 Issued I Valid: 10/1/201515/1,2017 Proof: Design method ACI 318-11 /Mech. Stand-off installation: et,=0.000 in.(no stand-off);t=0.250 in. Anchor plate: l x l x t=3.000 in.x 3.000 in.x 0.250 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,3000,f5 =3000 psi;h=6.000 in. Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(D.3.3.4.3(d)) Shear load:yes(D.3.3.5.3(c)) Geometry[in.]&Loading[Ib,'nib] z eoz*t Y a 25 „ . rout Oath and results must be checked for agreement with the existing conotons and for plausibility PROFIS Anchor(c)2003-2009^WS AG,FL-9494 Schaan HMI is a registered Trademark of-lilt AG,Schaan www.hilti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 2 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project!Pos.No.: Phone!max: 503-828-1612 I Date: 3/31/2016 E-Vial: char les ovingpcorb.nengineenr'g.com 2 Proof i Utilization (Governing Cases) _...M_. Design values ON Utilization Loading Proof Load Capacity CA 1 t'N[Vol Status ens.on o I'cut S I ny h 495 1212 a) / OF Shear Steel Strength 594 1466 -/41 OK Loading Utilization�,,v[%J Status Combined tension and shear loads 0.408 0.405 5,3 45 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. :nput data and resu.ts must be checked for agreement wit'the existing conditions and for plats:biiity' PROFS Anchor(c)2003-2009 Hilts AG.F.-9494 Schaan RTI is a registered Trademarx of Hilts AG.Schaar CCorbin Consulting Engineers, Inc. Project No: 16049 Page: of 1905 NW 169th Place, Suite 121 Project BiAmp Tool Anchor Rev: Beaverton, Oregon 97006 Title Promation Mag.Loader Date: CORBIN Tel: 503/645-0176 Fax:503/645.0415 Originator CBL CHK: Seismic Restraint Force Worksheet Design Criteria:2012 International Building Code&ASCE 7-10(Chapter 13) Site-Building: Floor: 10575 SW Cascade.Ave.Tigard,OR `Pain Component Data: Seismic Parameters ornG�onent'J,'�;grrt, b'Y = 530 !b�- -_---1 ice;?� :!2ss _----_�_—_-- D Overall Height, H = 64 ;n i S. 0.97 lOverall Length, ..= 72 in I Fa- 1.11 ,Effective Length, 1_.‘,f= 34 in i Sos= 0.72 Overall Width; W= 42 in Attachment Elevation z= 0 ft Effective Width, Weff= 20 in Average Roof Elevation h = 30 ft Height to C.G., Hag= 32 in �' Calculate H/2 Amplification Factor ap= 1.0 Length to C.G., Lc9= 36 in ElCalculate U2 Response Factor RP= 2.5 Width to C.G. W, = 21 in Calculate w/2 Overstrength Factor no= 2.5 Importance Factor 1p= 1.0 Component Seismic Force Calculation Fp(calc) =0.4*ap*SDs*Wp/(Rp/Ip)*(1+2*z/h)= 0.115 *Wp= 61 lb (ASCE7-10, Eq. 13.3-1) Fp(max)= 1.6*Sos*Ip*Wp= 1.154 *Wp= 611 lb (ASCE7-10, Eq. 13.3-2) GOVERNS Fp(min) =0.3*SDs*Ip*Wp= 0.216 *Wp= 115 lb (ASCE7-10, Eq. 13.3-3) Horizontal Seismic Force, Eh= Fp= 0.216 *Wp= 115 lb Vertical Seismic Force, E„=0.2*Sos*Wp= 0.144 *Wp= 76 lb Seismic Restraints: Length Width No. of Support Legs, N = 4 No. of Restraints Acting in Tension, Nt= 2 2 No. of Restraints Acting in Shear, N„= 4 2 E No. of Support Legs Acting in Compression, Nc= 2 2 EH 4) Overturning Calculation: Wp Overturning Moment MO =Eh*Hc9= 3669 lb-in Resisting Moment Arms Arm = 17.0 10.0 in Resisting Moment MR= (0.9-0.2*Sos)*Wp*(Arm) = 6810 4006 lb-inMa MR Strength Level Forces (IBC 1605.2): Uplift, T=(MR-Ma)/Nt/Weff= 0 0 lb Comp, P = (12+0.2SDs)*Wp/N+Mo/Nc/Weff= 143 181 lb Shear, V= (Eh)/N„= 29 57 lb Amplified Forces(ASCE 12.4.3.2): Uplift, T= (MR-OoMO)/Nt/Weff= -35 -129 lb Comp, P = (1.2+0.2SDs)*Wp/N+c2OMO/Nc/Weff= 224 318 lb Shear, V=(c QEh)/N„= 72 143 lb Use (4)Z-Clip restraints with (2)3/8"dia. Expansion Anchors each. Min. embed. =2". /3 CCorbin Consulting Engineers, Inc. Project No: 16049 Page of 1905 NW 169th Place,Suite 121 Project BiAmp Tool Anchor Rev: Beaverton,Oregon 97006 Title Promation Mag. Loader Date : CORBIN Tel:503/645-0176 Fax:503/645.0415 Originator CBL CHK: Z-Clip Seismic Restraint per AISC 360-10&IBC 2012 "Small Z-Clip Detail" ,, Properties Material Yield Stress Fy 33 ksi Ult. Stress F,, 58 ksi Dirrrenslcns . . - Boit Sparing s 3 in Height h 1 1.2 ln , Thickness 1 1'4 in Distance d 2 3/4 n Widv-, w 2 1.2 in Fork Opening f 1106 ,n Bolt Diameter db 3/8 in Net Solt Area Ab 0.078 in` Forces Strength Level Forces(IBC 1605.2): Perp Parallel Tension/restraint T 0 0 lb Shear/restraint V 29 57 lb Concurrent Amplified Forces(ASCE 12.4.3.2): Tension/restraint T, 35 129 lb Shear/restraint Vo 72 143 lb Code Checks Plate Bending(strength level) Required Strength M„ 79.8 85.5 fb-in Section Modulus Z 0.39 0.039 in3 Design Strength OM„ 12656.3 1265.6 lb-in QKK Bolt Forces(strength level) Tension Tbait 35 29 lb Shear Vbo,t 65 29 lb Shear Strength 4,R„ 1404 1404 lb O.K Tension Strength 4R" 3510 3510 lb OK Anchor Bolt Forces(amplified) Tension N„a 153 319 lb Shear Vua 138 72 lb See separate spreadsheet for anchor bolt check 1111111116,111111 www.hllti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 1 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone!Fax. 503-828-1612 1 Date: 3131/2016 E Mail: chanes.loving©corbinengineenng.com Specifier's comments:Anchors for Z-C!ips ai Promador, Magazine Loaner (4(7-Clips with(2)anchors each. 1 Input data Anchor type and diameter: Kwik Bolt TZ-CS 318(2) Effective embedment depth' h�ra«=2.000 in. h.;,,,,=2.3'3 in. Material. Carbon Steel Evak ation Service Report: ESR-1917 Issued I Valid: 10/1/201515/1/2017 Proof: Design method ACI 318-'11 /Mech. Stand-off installation: eb=0.000 in.(no stand-off);t=0.250 in. Anchor plate: Ix x iy x t=3.000 in.x 3.000 in.x 0.250 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,3000,fc'=3000 psi;h=6.000 in. Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(D.3.3.4.3(d)) Shear load:yes(D.3.3.5.3(c)) Geometry[in.]&Loading[lb,in.lb] Z w� 8 a 72 N S" �.3 r . • x Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hai is a'egistered Trademark of Hill AG,Schaan 1.41116:111.11 www.hilti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 2 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project!Pos.No.: Phone!Fax: 503-828-16121 Date: 3/31/2016 E-Mail: charles.!oving`corbineng;reering corn 2 Proof f Utilization (Governing Cases) Design values[Ib] Utilization Loading Proof Load Capacity ,/FZ f%] Status Tension Pullout Strep th 3t-8 1212 25 Of* Shear Ste:el Strength 72 1466 -/5 OK Loading �,, �, S Utilization 13e.v(%j Status Combined tension and shear loads 0 254 0.049 5/3 11 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results mast be checked for agreement with the ex-sting conditions and for plausibility' PROFIS Anchor(c)2CC3-2009 Hilt!AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG.Schaan IICCorbin Consulting Engineers, Inc. Project No: 16049 Page: of 1905 NW 169th Place, Suite 121 Project BiAmp Tool Anchor Rev: Beaverton, Oregon 97006 Title Cascade Tek Oven Date: CORBIN Tel:503/645-0176 Fax: 503/645.0415 Originator CBL CHK: Seismic Restraint Force Worksheet Design Criteria:2012 International Building Code&ASCE 7-10(Chapter 13) Site-Building: Floor: 10575 SW Cascade Ave.Tigard, OR Main Component Data: Seismic Parameters __ Component Weight, W = 1500 lb � 1 I Site Class D Overall Height, H = 88 :n Ss= 0.97 Overall Length, L = 42.3 in 1 F„= 1.11 Effective-'Length, Leff= 42.5 in I S05= 0 72 lOverali Width, AW= 35 in 'Attachment Elevation z= 0 ft iEffective Width, Wpff= 25 in Average Roof Elevation h = 30 ft Height to C.G., H, = 44 in [Calculate H/2 Amplification Factor aP= 1.0 Length to C.G., Lcy= 21.25 in Or Calculate U2 Response Factor RP= 2.5 Width to C.G. Way= 17.5 in ElCalculate w/2 Overstrength Factor 5-20= 2.5 Importance Factor IP= 1.0 Component Seismic Force Calculation FP(calc)=0.4*ap*Sps*WP/(Rp/Ip)*(1+2*z/h)= 0.115 *WP= 173 lb (ASCE7-10, Eq. 13.3-1) Fp(max)= 1.6*Sps*IP*Wp= 1.154 *WP= 1730 lb (ASCE7-10, Eq. 13.3-2) GOVERNS Fp(min)=0.3*Sps*IP*Wp= 0.216 *WP= 324 lb (ASCE7-10, Eq. 13.3-3) Horizontal Seismic Force, Eh=Fp= 0.216 *WP= 324 lb Vertical Seismic Force, Ev=0.2*Sps*Wp= 0.144 *WP= 216 lb Seismic Restraints: Length Width No. of Support Legs, N = 4 No. of Restraints Acting in Tension, N,= 2 2 No. of Restraints Acting in Shear, Nv= 4 4 E v No. of Support Legs Acting in Compression, N,= 2 2 EH • Overturning Calculation: wP Overturning Moment Mo= Eh*H,Q= 14276 lb-in Resisting Moment Arms Arm = 21.3 12.5 in Resisting Moment MR=(0.9-0.2*Sps)*WP*(Arm)= 24091 14171 lb-in Mo MR Strength Level Forces (IBC 1605.2): Uplift, T=(MR-Mo)/Nt1 Weff= 0 -2 lb Comp, P =(1.2+0.2Sps)*Wp/N+Mo/Nc/Weff= 420 538 lb Shear, V= (Eh)/N„= 81 81 lb Amplified Forces (ASCE 12.4.3.2): Uplift, T=(MR-S2oMo)/Nt/Weff= -136 -430 lb Comp, P =(1.2+0.2Sps)*Wp/N+OoMO/Nc/Weff= 672 966 lb Shear, V= (S2oEh)/N„= 203 203 lb Use(4)clip-angles with(2)3/8"dia. Expansion Anchors each angle. Min. embed.= 2". Corbin Consulting Engineers, Inc. Project No: 16049 Page of 1905 NW 169th Place,Suite 121 Project BiAmp Tool Anchor Rev: Beaverton,Oregon 97006 Title Cascade Tek Oven Date: CORBI.\ Tel:503/645-0176 Fax:503/645.0415 Originator CBL CHK: Angle Clip Seismic Restraint per AISC 360-10&IBC 2012 Properties ��� 01% .--7-- Material Y"ieid Strength Fy 36 ksi E � Ultimate Strength F, 58 ksi i Dimensions i C;onfigurat+cn 2 holt 1 __ _enath 3 718 ,n ' 4-' I Height(of force; n 2 3;4 in •. T^i;Kness 1/4 in ( , Haei Distance dhee, t 1l3 in 1 + I . roe Distance d,,,A 7/8 in l Boit Spacing s 2 1t2 in t , Bolt Diameter db 3/8 in Forces F:_ /j Y, Strength Level Forces(IBC 1605.2): Parallel Perpendicular ''''<i5., ,---'- Tension/restraint y Tension/restraint T 2 0 lb Shear/restraint V 81 81 lb Concurrent 1-bolt Angle Clip Amplified Forces(ASCE 12.4.3.2): Tension/restraint To 430! 136 lb Shear/restraint Vo 203 203 lb ?ti+ N�kE 'Code Checks Plate Bending(strength level) Strong-axis Bending M„x 222.8 0.0 lb-in I -:•' r? --"- Weak-axis Weak-axis Bending M,;y 2.3 222.8 lb-in 0 Section Modulus Z 0.94 0.06 in3 I .-,t Design Strength OM„ 30406.6 1961.7 lb-in Utilization 1% 11% Q - - Bolt Forces(strength level) 1 Tension Tboit 92 141 lb y Shear Vpo„ 41 41 lb s l` >�" Shear Strength(A307) (I)Rn 1988 1988 lb OK - „\. �� f. Tension Strength(A307) OR, 4970 4970 lb QJ Anchor Bolt Forces(amplified) 't.-i Tension Min N..a 299 Max Nua 745 1039 lb Per bolt Shear Per bolt Vua 102 203 lb group See separate spreadsheet for anchor bolt check 11141116ririll www.hiltl.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 1 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone Fax: 503-828-1612 I Date: 4/4/2016 Specifier's comments: AnT.hors for Ca.cade Tek()fen.Anchor with clIp-angles witn(2)anchors 1n each angle Loading.thown Is for oase with shear pero..ntlicular to clip-angle 1 input data Anchor type and diameter: Kwik Bolt TZ-CS 3/8(2) Eftactive embedment depth: =2 000 in,h,„,„=2 313 in. Material: Carbon Steei Evaluation Service Report: ESR-1917 Issued I Valid: 10/1/2015 I 5/1/2017 Proof: Design method ACI 318-11 /Mech. Stand-off installation: eb=0.000 in.(no stand-off);t=0.250 in. Anchor plate: l x l,x t=2.000 in.x 3.875 in.x 0.250 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,3000,fb'=3000 psi;h=6.000 in. Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(D.3.3.4.3(d)) Shear load:yes(D.3.3.5.3(c)) Geometry[in.]&Loading[Ib,in.Ib] Z 0 co Y-- s 0 - • 14110101''' L- • - r-"_321/ _ 1• j Mff,A:K;k0 70,7- .x Input data and results must be checked for agreement with the existing conditions and for plausibilityl PROFIS Anchor(C)2003-2009 Hilti AG,F..-9494 Schaan Hilti is a registered Trademark of Hilt:AG,Schaan N1�T1 www.hilti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 2 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone I Fax: 503-828-1612 I Date: 4/4/2016 E-Mail: 2 Load case/Resulting anchor forces y Loed case:Design Toads 2 Anchor reactions[Ibj T , Tension force:(,Tension.-Compression) Anchor Tension force Shear force Shear force x Shear force y 520 101 -101 0 2 520 101 -101 0 Tension >x max.concrete compressive strain: -[?ba] max.concrete compressive stress: -[psi] resulting tension force in(x/y)=(0.000!0.000): 1040[Ib] resulting compression force in(x/y)=(0.000!0.000):0[Ib] 0 1 { 3 Tension load Load Na.[Ib] Capacity sN„[Ib] Utilization[3N=Nua/4N„ Status Steel Strength* 520 4875 11 OK Pullout Strength* 520 1212 43 OK Concrete Breakout Strength** 1040 1819 58 OK *anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength Nsa =ESR value refer to ICC-ES ESR-1917 Nsa 2 Nua ACI 318-11 Table D.4.1.1 Variables Ase.N[in.2] fora[psi] 0.05 125000 Calculations Nsa[Ib] 6500 Results Nsa[Ib] 4,steel 4,nonductile 4,Nsa[lb] Nua[lb] 6500 0.750 1.000 4875 520 3.2 Pullout Strength AANpn,f -N52500 Aa 2500 refer to ICC-ES ESR-1917 y N51 Nua ACI 318-11 Table D.4.1.1 Variables fc[psi] 7 Nv,2500 3000 1.000 2270 Calculations fc 2500 1.095 Results Ne pb] 4tconcreta tbseismic 4,nonductile.-_-- Npn.f[Ib] Nua[lb] 2487 0.650 0.750 1.000 1212 520 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schwan Hilti is a registered Trademark of Hilti AG,Schaan N11`Tll www.hilti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 3 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone I Fax: 503-828-1612 j Date: 4/4/2016 E-Mail: 3.3 Concrete Breakout Strength AN::N; ,,,;,. NE, AC!313-11 Er p-41 cl,N,,,2.:NI;a ACI 313-1 1 Table D.4.1.1 ANc see AC!318-11,Pan 0.5.2.1,F42.2D.5.2.1rb) ANcn =9 her ACI 313-11 Eq.(D-5) 11,„N2 � <_ 1.0 (1 � e.)��et ACI 313-11 Eq.(D-8) Wea,N =0.7 -0.3(eam'n/5 1.0 ACI 318-11 Eq.(D-10) / 1ha, Uicp,N =MA((_ „,c- 1.Jhef)5 1.0 ACI 318-11 Eq.(D-12) ` Cac ' Cac Nb =Icc),,a hei5 ACI 318-11 Eq.(D-6) Variables he,[in.] ec,.N[in.1 ecz.N[in.] ca.m,.[in.] Wc,N 2.000 0.000 0.000 8.000 1.000 cac[in.] kc 1,.a fe[psi] 4.000 17 1.000 3000 Calculations A AN.[in 2] ANCC[m2] ,Jec1,N Wec2,N Wed,N Wcp,N Nb[!b] 51.00 36.00 1.000 1.000 1.000 1.000 2634 Results kb,[Ib] 4/concrete 4seismic Onorductiie (I)Nog[Ib] Nua[Ib] 3731 0.650 0.750 1.000 1819 1040 Input data and resjlts must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor(c)2003-20C9 Hai AG,FL-9494 Schaan Hti is a registered Trademark of Hilti AG,Schaan N1`.T1 www.hilti:.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 4 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone I Fax: 503-828-16121 Date: 4/4/2016 E-Mail: 4 Shear toad Lcad V,a ilb] Capacity Vn[Ib] Utilization t .=Va./4Vr, 5tatua Steel Strength" 101 t4';6 7 OK Sleet fze ere(with ever arm)` N/A N:A NA N-A P.ryout Strength" 203 2612 8 OK Concrete edge failure in direction x-" 203 3101 7 OK anchor having the highest loading **anchor group(relevant anchors) 4.1 Steel Strength Vsasq =ESR value refer to ICC-ES ESR-1917 4,Vsteel 2 Vua ACI 318-11 Table D.4.1.1 Variables Ase,y Iin.21 iota[psi] 0.05 125000 Calculations Vsa,eq[Ib] 2255 Results V sa,eq[Ib] OsteeiQtnondi.ct to 4,Vsa[Ib] Vua[lb] 2255 0.650 1.000 1466 101 4.2 Pryout Strength Vcp9 =kcp[(AN o)'4/ecN Wed.N ltfc,N WWcp.N Nb] ACI 318-11 Eq.(D-41) 4,Vcpg>_VJa ACI 318-11 Table D.4.1.1 AN, see ACI 318-11,Part D.5.2.1,Fig.RD.5.2.1(b) ANco =9 her ACI 318-11 Eq.(D-5) 1 Wec.N = ( 2 eN)5 1.0 ACI 318-11 Eq.(D-8) 1 +3 het llled,N =0.7+0.3(15ca.minh )5 1.0 ACI 318-11 Eq.(D-10) ef Wcp.N =MAX(Ca,min 1.5hef)5 1.0 ACI 318-11 Eq.(D-12) bac � bac Nb =kc?a Vfc h.7 ACI 318-11 Eq.(D-6) Variables kcp h81[in.] ec,.N[in] eo2.N[in.] Ca min[in.] 1 2.000 0.000 0.000 8.000 y/c.rr cac[in.] kc a.a fc[pSi] 1.000 4.000 17 1.000 3000 Calculations ANc[in.2] Nei)[in.2] iect_Nl-_ec2,N yed,N _Ep,N Nb[lb] 51.00 36.00 1.000 1.000 1.000 1.000 2634 Results Vcp9[Ib] 4,concrete (i)seismic 4,nonductiie 0 Vcpy[Ib] Vua[Ib] 3731 0.700 1.000 1.000 2612 203 Input data and results must ce checked or agreement with the existirg conditions and fo p ausibiiity! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG.Schaaf. IMILITI www.hilti.us _ Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 5 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone!Fax: 503-828-1612 I Date: 4/4/2016 E-Mai: 4.3 Concrete edge faiiure in direction x- '.;n,1 = (1/4 c )'in,...v ee.',,;rc .v jrr '.i ty,.nra le,v V.. A i 318-)1 LA.(n..:31) \c ,y /.by z V.,, AC1 318-11 faole D.4.1 1 A . see AC 318-11. Part D.6.2.1. =g RC.62.1;b) A ce =4.5 ACI 318-11 Eq. (D-32) 1 woc,v ?e. s 1.0 ACI 318-11 Eq (D-36) 1 `3c,, 4Jeu,v =0.7+0.3(1 5C at)s 1.0 ACI 318-11 Eq.(D-38) t4hv =AI .t--h >1.0 ACI 318-11 Eq.(D-39) oz _ Vb =(7( ) vita)X. �5 ACI 318-11 Eq.(D-33) a Variables cat [in.] cat[in.] ew[in.] We,v ha[in.] 8.000 8.000 0.000 1.000 6.000 Ie[in.] a s da[in.] fa[Psi] wpara iei.y 2.000 1.000 0.375 3000 1.000 Calculations Ayc i n.z] Avco[in•2] Wec,v Wed.v Wh,V Vb[Ib] 135.00 288.00 1.000 0.900 1.414 7425 Results Vcbg[Ib] +concrete _ +seismic +nonductiie +Vcbg[lb] Vua[Ib] 4430 0.700 1.000 1.000 3101 203 5 Combined tension and shear loads N OV Utilization[3N,v[°70] Status 0.572 0.078 5/3 41 OK Pm/=A+3v<- 1 Lout data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hill'AG,FL-9494 Schaan Hilti is a registered Trademark of Hilt AG,Schaan 1111111116.111rill www.hilti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 6 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone I ax: 503-828-1612 I Date: 4/4/201 E-Mail 6 Warnings • t_3ad re-listiiiostions on the anchors dile to elastic deformatior‘s of he anchor plate are not considered.The anchor plate's asii:irrect to be sufficiently,.;t:ff.;n order nut to ne daftrrred when subjected'o he loaiJing! Input data ano results must be checked for agreement with the existing conditions aria for piausitiiityi • Condition A applies .4^,en suppiernentay reinforcement is iiseo The D far:tor is increased for non-steel Design Strengths except Pullout.Strength and Pryout.--,,trength. Condition B applies when supote.mentaiy reinforcement is not used and for Pullout Strength and Prout Strenc;th Refer to your local standard. • Peter to the manufacturers product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C,D, E or F is given in ACI 318-11 Appendix 0,Part D.3.3.4.3 (a)that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure.If this is NOT the case,the connection design(tension)shall satisfy the provisions of Part D.3.3.4.3(b),Part D.3.3.4.3(c),or Part D.3.3.4.3(d).The connection design (shear)shall satisfy the provisions of Part 0.3.3.5.3(a),Part 0.3.3.5.3(b),or Part D.3.3.5.3(c). • Part 0.3.3.4.3(b)/part D.3.3.5.3(a)require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.Part D.3.3.4.3(c)/part D.3.3.5.3(b)waive the ductility requirements and require the anchors to be designed for the maximum tension I shear that can be transmitted to the anchors by a non-yielding attachment.Part 0.3.3.4.3(d)/part D.3.3.5.3(c)waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension/shear obtained from design load combinations that include E,with E increased by no. • Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturers Printed Installation Instructions(MPII).Reference ACI 318-11,Part 0.9.1 Fastening meets the design criteria! • input data and results mist be cnecked for agreement with the existing conditions and for olaus:lotityl PRCFIS Anchor(C)2003-2009-lilt AG,FL-9494 Schaan liti is a registered Trademark of Hifi AG,Schaan ,J CCorbin Consulting Engineers, Inc. Project No: 16049 Page: of 1905 NW 169th Place, Suite 121 Project BiAmp Tool Anchor Rev: Beaverton, Oregon 97006 Title EMC Stencil Wash Date: CORBI. Tel:503/645-0176 Fax: 503/645.0415 Originator CBL CHK: Seismic Restraint Force Worksheet Design Criteria:2012 International Building Code&ASCE 7-10(Chapter 13) Site-Building: Floor: 10575 SW Cascade Ave.Tigard, OR Main Component Data: ! Seismic Parameters I= — — : am anert Weight, W.= 1500 -b site Casc —w_D 7�Overall Height, H = 77 in S,= 0!)7 Overall Length, L= 50 in 1 F3= 1.11 !Effective Length, Leff= 44 in SDs 0.72 �Overali Width, W= 33.5 in Attachment Elevation z= 0 ft !Effective Width, Weff= 33.5 in Average Roof Elevation h = 30 ft Height to C.G., Hey= 38.5 in Li- Calculate H/z Amplification Factor ap= 1.0 Length to C.G., Ley= 25 in 0 Calculate L/2 Response Factor RP= 2.5 Width to C.G. Wcg= 16.75 in ❑✓ Calculate W/2 Overstrength Factor 00= 2.5 Importance Factor 1p= 1.0 Component Seismic Force Calculation Fp (calc)=0.4*ap*SDs*Wp/(Rp/lp)*(1+2*z/h)= 0.115 *WP= 173 lb (ASCE7-10, Eq. 13.3-1) Fp(max)= 1.6*Sos*Ip*Wp= 1.154 *Wp= 1730 lb (ASCE7 10, Eq. 13.3-2) GOVERNS Fp (min)=0.3*SDs*Ip*Wp= 0.216 *Wp= 324 lb (ASCE7-10, Eq. 13.3-3) Horizontal Seismic Force, Eh= Fp= 0.216 *Wp= 324 lb Vertical Seismic Force, E„=0.2*SDs*Wp= 0.144 lei =V 216 lb Seismic Restraints: Length Width No. of Support Legs, N= 4 No. of Restraints Acting in Tension, Nt= 2 2 No. of Restraints Acting in Shear, N,= 4 4 E No. of Support Legs Acting in Compression, N,= 2 2 E, A • Overturning Calculation: ca ihiW, Overturning Moment Mo= E„*H,,g= 12492 lb-in Resisting Moment Arms Arm = 25.0 16.8 in Resisting Moment MR= (0.9-0.2*SDs)*Wp*(Arm) = 28342 18989 lb-in MR o M Strength Level Forces(IBC 1605.2): Uplift, T= (MR-MO)/Nt/Weff= 0 0 lb Comp, P= (1.2+0.2SDs)*Wp/N+Mo/Nc/Weff= 360 438 lb Shear, V=(En)/N„= 81 81 lb Amplified Forces(ASCE 12.4.3.2): Uplift, T= (MR-S2oMo)/Nt/Weff= -33 -183 lb Comp, P= (1.2+0.2SDs)*Wp/N+c oMo/Nc✓Weff= 573 718 lb Shear, V= (noEh)/N„= 203 203 lb Use (4)clip-angles with (2)3/8"dia. Expansion Anchors each angle. Min. embed.=2". CCorbin Consulting Engineers,Inc. Project No: 16049 Page of 1905 NW 169th Place,Suite 121 Project BiAmp Tool Anchor Rev: Beaverton,Oregon 97006 Title EMC Stencil Wash Date: i CORBIN Tel:503/645-0176 Fax:503/645.0415 Originator CBL CHK: Angle Clip Seismic Restraint per AISC 360-10&IBC 2012 Properties ,..!..f,, N Material \ry; (�or, Jam-; Yield Strength FY 36 ksi Ultimate Strength F„ 53 ksi 't. ii i i.- Dimensions Cor,tigL:ration 2 un't Lengt', 5 n 1 ,-- le`gnt(of force) h 1 n . Thickness t 1/4 in 1" Heel Distance dr,,,ei 1 1/2 In Toe Distance d„e 1 1/2 in .I t3olt Spacing s 31.0n y Bolt Diameter db 3/8 in +/ k /, Forces -A_„- j Strength Level Forces(IBC 1605.2): Parallel Perpendicular . o - Tension/restraint T 0I 0 lb �i Shear/restraint V 81 81 lb Concurrent 1-bolt Angle Clip Amplified Forces(ASCE 12.4.3.2): Tension/restraint TS1 33 183 lb Shear/restraint VSt 203 203 lb /1 Ttiin ND1i! Code Checks k\ss - Plate Bending(strength level) Strong-axis Bending M. 81.0 0.0 Ib in I k 0 Weak-axis Bending M„y 0.0 81.0 lb-in Section Modulus Z 1.56 0.08 in3 --t..- Design Strength 4M, 50625.0 2531.3 lb-in / Utilization 0°h 3% Bolt Forces(strength level) '"----, Tension TOO;i 27 30 lb a ( 1 Shear VbOn 41 41 lb s \ ` Shear Strength(A307) OR, 1988 1988 lb QS �-� "---,-- -....:,--s-.. II .,---..--->,--- T Tension Strength(A307) OR, 4970 4970 lb QK --.- � /j am J �Qp`-� Anchor Bolt Forces(amplified) , Tension Min Nua 0 Max Nua 103 537 lb Per bolt Shear Per bolt Vua 102 203 lb group See separate spreadsheet for anchor bolt check www.hilti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 1 Specifier CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone I Fax. 503-828-1612 I Date 4/4/2016 E-Malt. Specifiers Comments:Ancihcrs fcr EMC Stenci!V'lash with(4)flip-angles.with(2)anchors in each angle. Loading shown:s is r ca8e v:h shear perper;dici.4ar!o dip-angle i Input data Anchor type and diameter: Kwik Bolt TZ-CS 3/8(2) ‘1111111164111611164# Effective embedment depth: h,,,,n=2.000 in.,h =2.313 in. Materiai: Carbon Steel Evaluation service Report: ESR-1917 Issued;Valid: 10/1/20151 5/1/2017 Proof: Design method ACI 318-11/Mech. Stand-off installation: eb=0.000 in.(no stand-off);t=0.250 in. Anchor plate: Ix x ly x t=2.000 in.x 5.000 in.x 0.250 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,3000,-lb'=3000 psi;h=6.000 in. Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(D.3.3.4.3(d)) Shear load:yes(D.3.3.5.3(c)) Geometry[in.]&Loading[Ib,in.lb] Z wtw co 3Y /Is 0 - :K 0 . f Y 22 • • . t X Input data and results must be checked for agreement with the existing conditions and for plausibility PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaar Hilti is a registered Trademark of Hilti AG,Schaar www.hilti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 2 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone I Fax: 503-823-1612 j Date 4/4/2016 E-Mail: 2 Proof i utilization (Governing Cases) Design values(Ibj Utilization Loading Proof road Capacity 1N I p.(%j Status r ns,on — Concrete Breakout Strength :37 1926 28/- OK Shear Pr/out Strength 203 2755 /8 OK Loading �„ �}v Utilization t,,,,v('k] Status Combined tension and shear loads 0.279 0 073 5i3 14 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. input data and results must be checked for agreement witn the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Scnaan CCorbin Consulting Engineers, Inc. Project No: 16049 v Page: of 1905 NW 169th Place, Suite 121 Project BiAmp Tool Anchor Rev: Beaverton, Oregon 97006 Title Juki TR60 Tray Feeder Date : CORRIN Tel: 503/645-0176 Fax: 503/645.0415 Originator CBL CHK: Seismic Restraint Force Worksheet Design Criteria:2012 International Building Code&ASCE 7-10(Chapter 13) Site -Building: Floor: 10575 SW Cascade Ave.Tigard,OR Main Component Data: Seismic Parameters _� I.,o rponen ;Veight, Wa= 1325 lb ! ;Site Class C I I Overall Height, H = 67 in i S,= 0.97 'Overall Length, L = 54 in Fa= 1.11 I !Effective Length, Len= 31 in SDs= 0.72 Overall Width, W = 36 in Attachment Elevation z= 0 ft Effective Width, Weff= 24 in I Average Roof Elevation h = 30 ft Height to C.G., Hag= 33.5 in c&culate H/2 Amplification Factor ap= 1.0 Length to C.G., L,9= 27 in II Calculate L/2 Response Factor Rp= 2.5 Width to C.G. Wcg= 18 in Ej Calculate W/2 Overstrength Factor S2o= 2.5 Importance Factor 1p= 1.0 Component Seismic Force Calculation Fp(calc)=0.4*ap*Sps*Wp/(Rp/Ip)*(1+2*z/h)= 0.115 *Wp= 153 lb (ASCE7-10, Eq. 13.3-1) Fp(max)= 1.6*Sps*Ip*Wp= 1.154 *WP= 1529 lb (ASCE7-10, Eq. 13.3-2) GOVERNS Fp(min) =0.3*Sps*Ip*Wp= 0.216 *Wp= 287 lb (ASCE7-10, Eq. 13.3-3) Horizontal Seismic Force, Eh=Fp= 0.216 *Wp= 287 lb Vertical Seismic Force, E =0.2*Sps*Wp= 0.144 *Wp= 191 lb Seismic Restraints: Length Width No. of Support Legs, N = 4 No. of Restraints Acting in Tension, Nt= 2 2 No. of Restraints Acting in Shear, N„= 4 2 Ey No. of Support Legs Acting in Compression, N,= 2 2 E„ 4 Overturning Calculation: �Wa Overturning Moment Mo=Eh*HCg= 9601 lb-in Resisting Moment Arms Arm = 15.5 12.0 in Resisting Moment MR=(0.9-0.2*Sps)*Wp*(Arm) = 15522 12017 lb-in Mo MR Strength Level Forces(IBC 1605.2): Uplift, T=(MR-Mo)/Nt/Wen= 0 0 lb Comp, P =(1.2+0.2SDs)*Wp/N+Mo/Nc/Weff= 377 423 lb Shear, V=(Eh)/N„= 72 143 lb Amplified Forces(ASCE 12.4.3.2): Uplift, T= (MR-0OM0)/Nt/Weff= -137 -250 lb Comp, P =(1.2+0.2SDs)*Wp/N+0OMo/Nc/Weff= 610 723 lb Shear, V=(S2oEh)/N„= 179 358 lb Use(4)Z-Clip restraints with (2)3/8"dia. Expansion Anchors each. Min. embed.=2". CCorbin Consulting Engineers,Inc. Project No: 16049 Page of 1905 NW 169th Place,Suite 121 Project BiAmp Tool Anchor Rev: Beaverton,Oregon 97006 Title Juki TIRO Tray Feeder Date: CORBII Tel:503/645-0176 Fax:503/645.0415 Originator CBL CHK: Z-Clip Seismic Restraint per AISC 360-10&IBC 2012 "Small Z-Clip Detail" .\ Properties . Material Yield Stress Fy 36 ksi Ult Stress F, tib ksi . * Dimensions Sol:Spacing s 3 in Heigh/ i"i 1 1.i2 in Thickness 1 1./4 in Distance d 2 3/4 !n Width w 2 1!2 in . _ I Fork Opening f 13/16 in Solt Diameter do 3;8 in Net Bolt Area Ab 0.078 in' Forces Strength Level Forces(IBC 1605.2): Perp Parallel Parallel Tension/restraint T 01 0 lb 0 lb Shear/restraint V 721 143 lb 0 lb Concurrent Concurrent Amplified Forces(ASCE 12.4.3.2): Tension/restraint Tc 137 0 lb 250 lb Shear/restraint VSz 179 358 lb 0 lb Code Checks Plate Bending(strength level) Required Strength M„ 198.0 214.5 lb-in 0.0 lb-in Section Modulus Z 0.39 0.039 in3 0.039 in3 Design Strength (PM„ 12656.3 1265.6 lb-in QK 1265.6 lb-in 0 Bolt Forces(strength level) Tension Tbolt 86 72 lb 0 lb Shear Vbolt 162 72 lb 0 lb Shear Strength OR, 1404 1404 lb 0 1404 lb 0 Tension Strength QR„ 3510 3510 lb 4K 3510 lb QK Anchor Bolt Forces(amplified) Tension N„a 477 179 lb 479 lb Shear V„a 343 179 lb 0 lb See separate spreadsheet for anchor bolt check N1`Tll www.hllb.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 1 Specifier: CBL Project: BiAmp Tool Anchorage Address. Sub-Project I Pos.No.: Phone I Fax: 503-828-1612; Date 41412016 .:h3rles.io•.r.rgt^c,corbinengineering corr ~ Srecifier's comments:Anchcrs tar< c•ii:s at J;M'17-7'-',0 Tray Feeder (4; r ;.p :virh'2)anchors each I input data Anchor type and diameter: Kwik Bolt 72.-CS 318(2) Effective embedriient de. h. he'v =2.000 it n ,=2.3"•3 in Material: Carbon Steel Evaluation Service Report: ESR-1917 Issued i Valid: 10/1/2015 15/1/2017 Proof: Design method ACI 318-11 I Mech. Stand-off installation: et,=0.000 in.(no stand-off);t=0.250 in. Anchor plate: Ix x ly x t=3.000 in.x 3.000 in.x 0.250 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,3000,f,'=3000 psi;h=6.000 in. Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(D.3.3.4.3(d)) Shear load:yes(D.3.3.5.3(c)) Geometry[in.]&Loading[Ib,in.lb] Z .t+I Iii CSU w X trout data and results must be checked'or agreement with:he existing conditions and for plausibility PROFIS Anchor(c)2003-2009 Hilts AG,FL-9494 Schaan Hilti is a registered Trademark of'-i!It;AG,Schaan www.hilti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 2 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone I Fax. 503-828-1612 1 Date. 414;2016 `:-Mai;. char!es lovingecor�n-.ngioeering com 2 Proof ! Utilization (Governing Cases) Design values(Ib] Utilization Loading Proof Load Capacity , /R„t°a; Sta:cis Tension P1Coat 5.1,,>,^•gth 4'7 1212 40!- OK Shear Steel Strength 343 1466 -i 24 OK Load;ng " Utilization�..v[%] Status Combined tension and shear loads 0 393 0.234 5/3 31 OK 3 Warnings • Please consider all details and hints/wamings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input aata era results must be checked for agreement with the existing conadions era for plausibility! PROFIS Anchor(c)2003-2009 Hilt,AG.F..-9494 Schaan Hilti is a registered Trademark of Hilt AG.Schaan CCorbin Consulting Engineers, Inc. Project No: 16049 /Page: of 1905 NW 169th Place, Suite 121 Project BiAmp Tool Anchor Rev: Beaverton, Oregon 97006 Title Yes Tech YTX-3000 Date CORBIN Tel: 503/645-0176 Fax: 503/645.0415 Originator CBL CHK: Seismic Restraint Force Worksheet Design Criteria:2012 International Building Code&ASCE 7-10(Chapter 13) Site-Building: Floor: 10575 SW Cascade Ave.Tigard,OR Main Component Data: Seismic Parameters Ccm,of, .nt Vvcigrt W,= 2000 lb — — _1 Fite !ass ii {, iI ir:ve'alt Heig�nt, H = c:9 in I - 0.97 S, !Overaii Length, L.= 30 in ' Fa= 1 1 1 Effective Length, Leff= 46 in I `3r).-,= 0.72 Overai. Wdth, W= 4S in Attachment Elevation z= 0 ft Effective Width, Wet?= 45.5 in Average Roof Elevation h = 30 ft l Height to C.G., H,9= 34.5 in ELaiculate n/2 Amplification Factor ap= 1.0 Length to C.G., Lcg= 25 in LCalculate L/2 Response Factor RP= 2.5 Width to C.G. Weg= 24 in Calculate W/2 Overstrength Factor no= 2.5 Importance Factor Ip= 1.0 Component Seismic Force Calculation Fp (calc)=0.4*aP"Sps"WP/(RP/lp)*(1+2"z/h)= 0.115 "WP= 231 lb (ASCE7-10, Eq. 13.3-1) Fp(max) = 1.6*Sps*Ip*Wp= 1.154 *WP= 2307 lb (ASCE7-10, Eq. 13.3-2) GOVERNS FP (min) =0.3*Sps*IP*WP= 0.216 *WP= 433 lb (ASCE7-10, Eq. 13.3-3) Horizontal Seismic Force, Eh=FP= 0.216 *WP= 433 lb Vertical Seismic Force, Ev=0.2*Sps*Wp= 0.144 *Wp= 288 lb Seismic Restraints: Length Width No. of Support Legs, N = 4 No. of Restraints Acting in Tension, Nt= 2 2 No. of Restraints Acting in Shear, N„= 4 2 E No. of Support Legs Acting in Compression, Np= 2 2 EH f (i} Overturning Calculation: iniWa Overturning Moment Mo= Eh*Hcg= 14925 lb-in Resisting Moment Arms Arm = 23.0 22.8 in Resisting Moment MR=(0.9-0.2*Sps)*Wp*(Arm) = 34767 34389 lb-in Mo MR Strength Level Forces(IBC 1605.2): Uplift, T=(MR-Mp)/Nt/Weff= 0 0 lb Comp, P=(1.2+0.2Sps)*Wp/N+Mo/Nc/Weff= 498 500 lb Shear, V=(Eh)/N„= 108 216 lb Amplified Forces(ASCE 12.4.3.2): Uplift, T=(MR-)oMo)/Nt/Weff= -28 -32 lb Comp, P= (1.2+0.2Sps)*Wp/N+QOMo/Nc/Weff= 742 746 lb Shear, V= (S2oEh)/N„= 270 541 lb Use (4)90-degree Z-Clip restraints with (2)3/8" dia. Expansion Anchors each. Min. embed. =2". NII www.hilti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 1 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone E Fax. 503-828-15121 Date: 4/4/2016 E_Mail: charley,ovine@corh.ner!yinennng,,,om Specifier's comments:Anchors for/ _ii s at`res 1 •ch Y1-X-3000. ';4)911 deg Z-Crips Reith(2)archcr.i each. 1.oad parallel,o AEs. 1 input data Anchor type and diameter: Kwik Boit TZ-CS 318(2) Effae'o e embedment depth: h,,.,.,=2000 in.,n,,,,=2 313 ir. Material: Carbon Steel Evaluation Service Report: ESR-1017 Issued I Valid: 10/1/2015 5/1/2017 Proof: Design method ACI 318-11/Mech. Stand-off installation: e5=0.000 in.(no stand-off);t=0.500 in. Anchor plate: I,x ly x t=3.000 in.x 6.000 in.x 0.500 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,3000,fc'=3000 psi;h=6.000 in. Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(D.3.3.4.3(d)) Shear load:yes(D.3.3.5.3(c)) Geometry[in.]&Loading[Ib,in.lb] Z Nt 0 B _ti a 27° _ Y ton:. - � I a r;y. , '' 14,` y�n. �L ,V111::r :4' • X Input data and results must be checked for agreement will the existing conditions and for plausibility' PROFS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilt'AG,Scnaan 14,1.:11", vwvw.hilti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 2 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone I Fax: 503-828-1612! Date: 4/4/2016 E-Mail: char'es lcvingPcorbineneineering.com 2 Load case/Resulting anchor forces Y Load case.i)esign icacs Anchor reactions(lb] Tension force:(+Tension.-Compression) TerSion Anchor Tension nonce Shear force rear force x Shear(once y_ 1 20 279 245 135 2 1 t 8 279 -245 135 — I - - 1-x max.concrete compressive strain: 0.34 1%oj max.concrete compressive stress: 166[psij resulting tension force in(x/y)=(0.000/1.423): 138[Ib] resulting compression force in(x/y)=(-1.092/-2.413):106[Ib] 01 • Compression 3 Tension load Load N,,,[Ib] Capacity en[Ib] Utilization 13N=N„a/oN. Status Steel Strength* 118 4875 3 OK Pullout Strength* 118 1212 10 OK Concrete Breakout Strength** 138 1451 10 OK *anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength Nsa =ESR value refer to ICC-ES ESR-1917 o Nsa>_Nua ACI 318-11 Table D.4.1.1 Variables Asa,N[in 2] futa[Psi] 0.05 125000 Calculations N„[lb] 6500 Results _ Nsa[Ib] .steel .nonauctiie Nsa[lb] Nua[Ib] 6500 0.750 1.000 4875 118 3.2 Pullout Strength Npo.4 =NP,zsdd 1 a refer to ICC-ES ESR-1917 Npn t;>_N . ACI 318-11 Table D.4.1.1 Variables to[Psi] X. Np2500[Ib] 3000 1.000 2270 Calculations fc 2500 - 1.095 Results Nin f Ib _... oncrete 4)seism;c-__ 4Inorductiie - 4 Nan, [lb] Nue[lb] 2487 0.650 0.750 1.000 1212 118 Input data and resJits must oe checked for agreement with the existing conditions and for olausibility PROFIS Anchor(c)2003-2009 Mild AG,FL-9494 Schaan Hilti is a registered Trademark of Hilt AG,Schaan 11.11111arill www.hilti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 3 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub Project I Pos.No.: Phone I Fax: 503-828-1612 I Date: 4/4/2016 E-Mai!: charier lovirgecortnengineering run 13 Concrete Breakout Strength NAN N N .1.C.1 38-i! h N„., ACI1118-11 fable D 4.1 ! 318.11 Part D.52.1,Fig.RD 5 2.1(b) A.k.1 9 r'2.a AC!318-11 Eq. (0 5) 1 = 2 s 1.0 ACI 318-11 al.(0-8) 1 + ljed,N =0.7+0.3(ica5•P'h1f)s 1.0 ACI 318-11 Eq.(D-10) ycp,N =MAX(ca r"' 1.5her)S 1.0 ACI 318-11 Eq.(D-12) cac cac Nb =K ACI 318-11 Eq.(D-6) Variables het[in.] ect,r.,[in.1 ev2,N[in.] [in.] wc./s4 2.000 0.000 1.423 8.000 1.000 cac[in.] K Xa fc[psi] 4.000 17 1.000 3000 Calculations Aaic[in.2] ANco[41-2] 4JecI, t4Jec2,N Yed,N , Nb[Ib] 60.00 36.00 1.000 0.678 1.000 1.000 2634 Results Ncb,[lb] 4/concrete .1)selsruc +nonductile 4t Nab9[Ib] Nua[ib] 2977 0.650 0.750 1.000 1451 138 Input data and-esuits must be checked for agreement wth the existing conditions and for PROFS Anchor(c)2003-2009 Hilt!AG.FL-9494 Schaan ,s a registered Trademark of HiIt!AG,Schaan www.hllti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Pager 4 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone I Fax: 503-828-1612 I Date: 4,4/2016 -lvtai: chanesfoving@acorbirengineenrg ccm 4 Shear load Load Vu;,obi Capacity V.[ib! Utilization 0.,=V,,a1s'4';, St.ati.:s Stent Strength* 273 1466 20 OK Steel iai!Lre(with!ever Frm)* NIA. N/A NiA N/A °ryout Strength` 279 1536 19 01( Concrete ridge ailu e in direction v+" "1.-34 2756 14 OK •anchor having the highest loading —anchor group relevant anchors) 4.1 Steel Strength Vsa,eq =ESR value refer to ICC-ES ESR-1917 op Vsteei a Vua ACI 318-11 Table D.4.1.1 Variables Ase,v[in.2] fut.[psi) 0.05 125000 Calculations Vsa eQ[Ib] 2255 Results Vsa,eq[Ib] steel inonducttie o Vsa[Ib] -- Vua[Ib]_ 2255 0.650 1.000 1466 279 4.2 Pryout Strength Asle Vcp =kcp[(ANe0)Wed,N 1yc,N Wcp.N Nb] ACI 318-11 Eq.(D-40) 0 Vcp>_Vua ACI 318-11 Table D.4.1.1 ANc see ACI 318-11,Part D.5.2.1,Fig.RD.5.2.1(b) ANco =911 , ACI 318-11 Eq.(D-5) 1 tyec,N = 1 +2 eN s 1.0 AC1 318-11 Eq.(D-8) 3 hef Wed N=0.7+0.3(15ca,mihr.)5 1.0 ACI 318-11 Eq.(D-10) et Wcp.N=MAX(Ca—min 1.5het\5 1.0 ACI 318-11 Eq.(D-12) Cac � Cac J Nb =kc as Niff7c hely ACI 318-11 Eq.(D-6) Variables kcp hef[in.] eel,N[in.] ec2.N[in.] ca;nin[in.] 1 2.000 0.000 0.000 8.000 lyc.N cac[in.] kc )`.a fc[psi] 1.000 4.000 17 1.000 3000 Calculations AN,[In.21 A Nc0[in.2] 1Tec1,N it/ec2,N 4Jetl N Wcp,N Nb[lb] 30.00 36.00 1.000 1.000 1.000 1.000 2634 Results Vcp[Ib] ryconcrete (t)seismic 4inonducile Vcp[Ib] Vua[Ib_]__ 2195 0.700 1.000 1.000 1536 279 Input data and results must be checked for agreement with the existing conditions and for plausibiirtyi PROFS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilt:AG,Schaan 11•41`TI www.hilti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 5 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos No.: Phone'Fax: 503-828-1612 I Date: 4/412016 E-Mail. charles.lovii careinengineering.com 4.3 Concrete edge faiure in directiJn y+ 'av: � ,u ACi 318-.11 Eq i.0-31) �,Jc c V,,a AC1 318-I: Tibia 0.4 1.1 A.,c sae.AC!313-11, Part 0.6.2 1,Kg Ri7'6.2. ;o) A.;,o =4.5 ca. ,ACI 318-1 Eq. :D-32) = ( lir,V 2e <Ll) AC)318-.11 Eq. ID-36) 3cai yea,,, =0.7+0.3(40 5 1.0 AC!318-11 Eq. (D-38) 1 S W V = ha ca' 1.0 AC !318-11 Eq.(D-39) h oz Vb = (7 (d°) vda) Vfc Cain ACI 318-11 Eq.(D-33) a Variables cat [in.] ca2[in_]_-..-_._...._. ecv[in.] Wc.v ha[in.] 8.000 8.000 0.000 1.000 6.000 le[in.] ),"a da[in.] fc[psi] Woarallai,v 2.000 1.000 0.375 3000 1.000 Calculations Ave[in.] Avco[int] Wec,V Wed.y wn,v Vb[lb] 120.00 288.00 1.000 0.900 - 1.414 7425 Results Vthg[Ib] 4/concrete 4tseismic 4inonductile 0 Vcbg[lb] Vua[Ib] 3938 0.700 1.000 1.000 2756 364 5 Combined tension and shear loads (3N 13v �_ Utilization 61,0/[%] Status 0.098 0.191 5/3 9 OK (3NV=[3J+[3v<=1 Input data and results must be checked for agreement with the existing conditions and for plausibility PROFS Anchor(c)2003-2009 Hilti AG.FL-9494 Schaan Hilti is a registered Trademak of Hilti AG,Schaan 111411611111.1 www.hilti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 6 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No: Phone IFax: 503-828-1612! Date: 414'2016 E-Mail. charles.inving@corbinengineeririg.com 6 Warnings Load re-dir,trllN:ticns 01 the.ar.chors d!ie dellotmat,ons of tOe anchor pate T•rt not conodeci I anchor piote ls assumed t)ba s!..Jiticieritly stiff,in order not to be!Jefcrrned wren subiec:ed to the loading; input data and tesuits must be Checked for agreement with the cogriltions and for platistiii'N; • Concition A applias '.en reinforcerrent is used Tl;re.1)factor is increased for non-steel Design Strengths except.Pi.il!c;,t Stterigth and Pryout strength. ecrdition 13 applies sucplemertaty Nrinfarcernent:s not used and for P.,llaut Strength and Pryout Sti•ergth Refer to your local standard. • Refer to the manufacturer's product literature clemllng and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C,0, E or F is given in ACI 318-11 Appendix D,Part D.3.3.4.3 (a)that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure.If this is NOT the case,the connection design(tension)shall satisfy the provisions of Part D.3.3.4.3(b), Part D.3.3.4.3(c),or Part 0.3.3.4.3(d).The connection design (shear)shall satisfy the provisions of Part D.3.3.5.3(a),Part 0.3.3.5.3(b),or Part D.3.3.5.3(c). • Part D.3.3.4.3(b)/part D.3.3.5.3(a)require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.Part 0.3.3.4.3(c)/part D.3.3.5.3(b)waive the ductility requirements and require the anchors to be designed for the maximum tension/shear that can be transmitted to the anchors by a non-yielding attachment.Part D.3.3.4.3(d)/part 0.3.3.5.3(c)waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension/shear obtained from design load combinations that include E,with E increased by no. • Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions(MPH).Reference ACI 318-11,Part D.9.1 Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PRCFIS Anchor(C)2003-2009 Hilti AG.FL-9494 Schaan a registered Trademark of Kt AG,Schaan www.nilti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 1 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone I Fax: 503-828-1612 j Date: 4/4/2016 E-h°ail: cnar!es;ov ng@corbinengineer'.ing corn Soecifier'::comments:Anrt;;rs"or Z Cups it yes rerr YTX-3000.Fzir seismtc'orrtl:r thtt'mdtn direction (2)L-Clips on c+,e side take fhr, !cad. !2) tr..hotg'oer.: I input data Anchor type and diarneter:. Kwik Bolt TZ-CS 3/8(2) Effective embedment d*pth: hei..ct=2 000 in. h =2.31-3 in, Material Carbon Steel Evaluation Senr!ce Report: ESR-1917 Issued I Valid: 10/1/201515/1/2017 Proof: Design method ACI 318-11 /Mech. Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor plate: I x lY x t=3.000 in.x 6.000 in.x 0.500 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,3000, =3000 psi;h=6.000 in. Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(D.3.3.4.3(d)) Shear load:yes(0.3.3.5.3(c)) Geometry[in.]&Loading[Ib,in.lb] z • o� 0 4 ' 3 �l s ' �^ x Input data and results must be checked for agreement with the existing conditions and for plausibility' PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti;s a registered-radema k of Hit:AG,Schaan 111141,166,11111, www.hilti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 2 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone I Fax. 503-828-1612 I Date: 4/4/2016 E-Mail: charleslcving'cor5inengineerina.com 2 Proof l Utilization (Governing Cases) L)esign values,Ib] Utilization Loading Proof Load Capaciity ,/ v M] Status; I e Iislon Concrete Breakout Strength GC7 2140 29 - OK Shear Steel Strength 473 146E -1 33 OK Loading 1 Utilization]lti.v[°!o] Status Combines tension and shear loads 0.284 0.323 5/3 28 OK 3 Warnings • Please consider all details and hints/wamings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties - Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! °R0=15 Anchor(c)2003-2009 Hilb AG,FL-9494 Schaan h t:is a registered Trademark of Hilti AG,Scheer. CCorbin Consulting Engineers, Inc. Project No: 16049 V Page: of 1905 NW 169th Place, Suite 121 Project BiAmp Tool Anchor Rev: Beaverton, Oregon 97006 Title MPM Momentum Printer Date CORBIN Tel: 503/645-0176 Fax: 503/645.0415 Originator CBL CHK: Seismic Restraint Force Worksheet Design Criteria:2012 International Building Code&ASCE 7-10(Chapter 13) Site -Building: Floor: 10575 SW Cascade Ave.Tigard, OR Main Component Data: Seismic Parameters orripone it Weight, _ \`J„-- :r 0w0 — -- — --I Site Class rverail Height, H = 64.3 in j SS= 0.`.7 i 0v�r I l erititn; L= 62.7 in I Fd= 1.11 a IEffectiveLeng;h, Le= 58 in iSt, = 0.72 IOv=_ra`i Width. W = 47.3 in i 'Attachment Elevation z= 0 ft Effective Width. W eff= 43 in Average Roof Elevation h = 30 ft Height to C.G., Hcg= 32.25 in �71Calculate H/2 Amplification Factor ap= 1.0 Length to C.G., Leg= 3135 in I Calculate L/2 Response Factor RP= 2.5 Width to C.G. Wc.g= 23.65 in Calculate W/2 Overstrength Factor no= 2.5 Importance Factor IP= 1.0 Component Seismic Force Calculation FP (calc) =0.4*ap*SDs*WP/(Rp/Ip)*(1+2*z/h)= 0.115 *WP= 219 lb (ASCE7-10, Eq. 13.3-1) Fp (max)= 1.6*SDs*Ip*Wp= 1.154 *Wp= 2192 lb (ASCE7-10, Eq. 13.3-2) GOVERNS Fp (min)=0.3*SDs*IP*WP= 0.216 *W9= 411 lb (ASCE7-10, Eq. 13.3-3) Horizontal Seismic Force, Eh=FP= 0.216 *WP= 411 lb Vertical Seismic Force, E„=0.2*SDs*Wp= 0.144 *Wp= 274 lb Seismic Restraints: Length Width No. of Support Legs, N = 4 No. of Restraints Acting in Tension, Nt= 2 2 No. of Restraints Acting in Shear, N„= 4 2 E No. of Support Legs Acting in Compression, Nc= 2 2 E, £ Overturning Calculation: w lali P Overturning Moment Mo= Eh*Hcg= 13254 lb-in Resisting Moment Arms Arm= 29.0 21.5 in Resisting Moment MR = (0.9-0.2*SDs)*Wp*(Arm) = 41644 30874 lb-in M0 MR Strength Level Forces (IBC 1605.2): Uplift, T=(MR-Mo)/Nt/Weff= 0 0 lb Comp, P= (1.2+0.2SDs)*Wp/N+Mo/NcA//eff= 434 473 lb Shear, V= (Eh)/N„= 103 205 lb Amplified Forces(ASCE 12.4.3.2): Uplift, T= (MR-noMo)/Nt/Weff= 0 -26 lb Comp, P= (1.2+0.2SDs)*Wp/N+C20M0/Nc/Weff= 605 705 lb Shear, V= (I2oEh)/N„= 257 514 lb Use(4)Z-Clip restraints with (2) 3/8"dia. Expansion Anchors each. Min.embed.=2". ICCorbin Consulting Engineers,Inc. Project No: 16049 Page of 1905 NW 169th Place,Suite 121 Project BiAmp Tool Anchor Rev: Beaverton,Oregon 97006 Title MPM Momentum Printer Date: CORBIN Tel:503/645-0176 Fax:503/645.0415 Originator CBL CHK: Z-Clip Seismic Restraint per AISC 360-10&IBC 2012 "Large Z-Clip Detail" , Properties - Material Y'eid Stress ry 36 ksi i.lit St-ess 8 Ks; Dimensions , 3u;t Spaii',g S ,t in -leignt n 2 ,n • i w kne_s' t 1,4 hi , Distance d 3 1/8 in '2 iidth w 3 In Fork Opening f 1346 in Bolt Diameter do 3/8 in Net Bolt Area Ab 0 078 in` Forces Strength Level Forces(IBC 1605.2): Perp Parallel Tension/restraint T 0I 0 lb Shear/restraint V 103 205 lb Concurrent Amplified Forces(ASCE 12.4.3.2): Tension/restraint To 0I 26 lb Shear/restraint VI 257 514 lb Code Checks Plate Bending(strength level) Required Strength M„ 321.9 410.0 lb-in Section Modulus Z 0.56 0.047 in3 Design Strength (OM„ 18225.0 1518.8 lb-in La Bolt Forces(strength level) Tension Tbo,i 137 103 lb Shear Vboit 209 103 lb Shear Strength OR, 1404 1404 lb Q! Tension Strength OR, 3510 3510 lb SZ Anchor Bolt Forces(amplified) Tension Nua 343 303 lb Shear Vua 458 257 lb See separate spreadsheet for anchor bolt check www.hilti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 1 Specifier: CBL Project: BiAmp Tool Anchorage Address. Sub-Project!Pos.No.: Phone I Fax: 503-828-1612; Date: 4/4/2016 -Mail Chat les.lc vir;c;:cc corbinenyineering.ccm _—_ —_— Specifier's comments:Anch:3rs for 4-Clips st MPM Momen?un?? !ntEr (4)7-clips.wth(2)?nch.rs 1 input data Anchor type and diameter: Kwik Boit TZ-CS 3/8(2) I. ffecti')e embedment depth: h,,a�,=2 000 in. h, =2 313 in- Materia!: Carbon Steel Evaluation Service Report: ESR 1917 Issued I Valid: 1011/20151 5/1/2017 Proof: Design method ACI 318-11/Mech. Stand-off installation: eb=0.000 in.(no stand-off);t=0.250 in. Anchor plate: Ix x l„x t=3.000 in.x 3.000 in.x 0.250 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,3000,fc'=3000 psi;h=6.000 in. Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(D.3.3.4.3(d)) Shear load:yes(D.3.3.5.3(c)) Geometry[in.]&Loading[Ib,!nib] z 0 co _ 8 _ X-- D - , \ XV M1 x input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan ISI 10141116.11.1.1111 www.hilti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 2 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No: Phone! Fax: 503823-1612( Date: 4/4/2016 c-Mail: cnarles iovIrig©ccro;nerguteertng cern 2 Proof ! Utilization {Governing Cases) Dcsirn vitt es[!h] Utilization Loading Proof Load Capacity ¢.,:i3v(%] Statr,s Tension Puuout trongth 43__ 1.12 29/- OK Shear Steel St enoth 458 1465 -1 32 OK Loading �, �, c Utilization 0N,v(''Ai] Status Combined tension and shear loads 0.283 0.312 5/3 27 OK 3 Warnings • Please consider all details and hints/wamings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for clausibility1 PROFIS Anchor(c)2003-2009 HO,AG.FL-9494 Schaan Hilti is a registered Trademark of Hilt AG,Schaar, CCorbin Consulting Engineers, Inc. Project No: 16049 Page: of 1905 NW 169th Place, Suite 121 Project BiAmp Tool Anchor Rev: Beaverton, Oregon 97006 Title Promation Buffer Convey Date: CORRIN Tel: 503/645-0176 Fax: 503/645.0415 Originator CBL CHK: Seismic Restraint Force Worksheet Design Criteria: 2012 International Building Code&ASCE 7-10(Chapter 13) Site -Building: Floor: 10575 SW Cascade Ave.Tigard,OR Main Component Data: Seismic Parameter r-�= ---------------------- r-._-_—_---- -- —- - — -- -- _..� C o rponent 1Al�eigbt W, - 61rc j ;Sita class 0 I Overall :-'elgl t H - 3' in ! ! S;= 0.97 i itverail Length, L = 48 in Ra'''• 1 11 Effective Length, Leff= 42 in ( Sos= 0.72 ! I iOverali Width, VI= 42 in I Attacnrnent Elevation z= 0 ft Effective Width, Weff= 36 in ; Average Roof Elevation h = 30 ft Height to C.G., Hc9= 18.5 in E Calculate H/2 Amplification Factor aP= 1.0 Length to C.G., Lcg= 24 in LT,Calculate U2 Response Factor Rp= 2.5 Width to C.G. W, = 21 in Calculate W/2 Overstrength Factor Seo= 2.5 Importance Factor Ip= 1.0 Component Seismic Force Calculation FP(calc) =0.4`ap*Sps*Wp/(Rp/Ip)*(1+2*z/h)= 0.115 *WP= 71 lb (ASCE7-10, Eq. 13.3-1) FP(max) = 1.6*Sps`IP`WP= 1.154 *WP= 712 lb (ASCE7-10, Eq. 13.3-2) GOVERNS Fp(min) =0.3*Sps*Ip*Wp= 0.216 *Wp= 133 lb (ASCE7-10, Eq. 13.3-3) Horizontal Seismic Force, En= Fp= 0.216 *WP= 133 lb Vertical Seismic Force, E„=0.2*Sps*Wp= 0.144 *WP= 89 lb Seismic Restraints: Length Width No. of Support Legs, N = 4 No. of Restraints Acting in Tension, Nt= 2 2 No. of Restraints Acting in Shear, N„= 4 2 E No. of Support Legs Acting in Compression, Nc= 2 2 E„ v . 1 Overturning Calculation: rg 1/\/,:, Overturning Moment Mo= Eh*Hcg= 2469 lb-in Resisting Moment Arms Arm = 21.0 18.0 in Resisting Moment MR=(0.9-0.2*SDs)*Wp*(Arm) = 9793 8394 lb-in Ma MR Strength Level Forces(IBC 1605.2): Uplift, T=(MR-Mo)/Nt/VVeff= 0 0 lb Comp, P=(1.2+0.2Sns)`Wp/N+Mo/Nc/Weff= 133 138 lb Shear, V=(Eh)/N„= 33 67 lb Amplified Forces(ASCE 12.4.3.2): Uplift, T= (MR-S2oMo)/Nt/Weff= 0 0 lb Comp, P= (1.2+0.2SDs)*Wp/N+S2oMo/Nc/Weff= 177 189 lb Shear, V=(S2oEh)/Nv= 83 167 lb Use (4)Z-Clip restraints with (2)3/8" dia. Expansion Anchors each. Min.embed.=2". CCorbin Consulting Engineers, Inc. Project No: 16049 Page _of_ 1905 NW 169th Place, Suite 121 Project BiAmp Tool Anchor Rev: Beaverton,Oregon 97006 Title Pronation Buffer conveyor Date: CORBIN Tel:503/645-0176 Fax:503/645.0415 Originator CBL CHK: Z-Clip Seismic Restraint per AISC 360-10 & IBC 2012 "Large Z-Clip Detail" Properties Material Yield Stress F; 36 ki :A Stress F 55 ksi Dimensions Boit Stacinq s 4 in Heigh h 2 , Fnickness t 1/4 in Distance o 3 1!8 , Width w 3 in Fcrk Cpenirg f 11/16 in Bolt Diameter d, 3i8 n Net Bolt Area Ab 0.078 in` Forces Strength Level Forces(IBC 1605.2): Perp Parallel Tension/restraint T 01 0 lb Shear/restraint V 331 67 lb Concurrent Amplified Forces(ASCE 12.4.3.2): Tension/restraint Tn 0 0 lb Shear/restraint Vn 83 167 lb Code Checks Plate Bending(strength level) Required Strength M, 103.1 134.0 lb-in Section Modulus Z 0.56 0.047 in3 Design Strength (l)M„ 18225.0 1518.8 lb-in OK Bolt Forces(strength level) Tension Tb„t 44 34 lb Shear Vb„t 67 34 lb Shear Strength IR„ 1404 1404 ib OK Tension Strength 4R„ 3510 3510 lb OS Anchor Bolt Forces(amplified) Tension Nua 111 84 lb Shear V,a 148 84 lb See separate spreadsheet for anchor bolt check www.hilti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 1 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone 1 Fax: 503-828-1612 j Date. 414/2016 L-!v'ail: ;rar,es.ioving.c:.rbinengineecng.cnm Spocifior's comments.Anchors tar Z-CiiFs a:?ron ai :n 3uffet ;:•n✓eycr (4) Clips with(2)anchors earn 7 input data Anchor•type and diameter: Kwik Bolt TZ-CS 3/8(2) Effective embedment depth: rt =2.000 in.,h;,T=2.313 In. Material: Carbon Steel Evaluation Service Report: ESR-1917 issued I Valid: 10/1/2015 1 5/1/2017 Proof: Design method ACI 318-11/Mech. Stand-off installation: eb=0.000 in.(no stand-off);t=0.250 in. Anchor plate: I x ly x t=3.000 in.x 3.000 in.x 0.250 in.;(Recommended plate thickness:not calculated Profile no profile Base material: cracked concrete,3000,f'=3000 psi;h=6.000 in. Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(D.3.3.4.3(d)) Shear load:yes(D.3.3.5.3(c)) Geometry[in.]&Loading[lb,in.lb] z Nt �O cc $ _ Y. -•'�.zs r * 0 X Input data and results must be checked for agreement with the existing conditions and for plausibility: PROFIS Ancnor(c 2003-2009 Hitl AG,FL-9494 Schaan Hilt]is a registered Trademark of Hiiti AG.Schaan I■■!11`T1 www.hilti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 2 Specifier CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone I Fax: 503-823-1612 j Date: 414/2016 E Mail: charies.icivinggcorrtinengineering.com 2 Proof i Utilization (Governing Cases) Design values;Ibj Utilization Loading Proof Load Capacity 11k/ (°;�j Status 9�1s'ori Pl!li`ut S;iength 111 1212 Shear Seel ?i,rect j 148 1466 -/ 11 K Loading PNw Utilization ISky[%j Status Combined tension and shear loads 0.092 0.101 5/3 5 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibilityi PROFIS Anchor(c)2003-2009 Hiiti AG.FL-9494 Scheer Hilti is a registered Trademark of Hilti AG.Schaar �1 CCorbin Consulting-Engineers, Inc. Project No: 16049 Page: of 1905 NW 169th Place, Suite 121 Project BiAmp Tool Anchor Rev: Beaverton, Oregon 97006 Title LVD Press Brake Date: CORBIN Tel: 503/645-0176 Fax: 503/645.0415 Originator CBL CHK: Seismic Restraint Force Worksheet Design Criteria: 2012 International Building Code&ASCE 7-10(Chapter 13) Site-Building: Floor: 10575 SW Cascade Ave_Tigaro, OR Main Component Data: SSeismic Parameters __— IC OfYlr,On':nt Weight, W,-:- 1.::330 lb _37U !1:i ---1 I jfto !ass __— --- G 1 !O'✓oral! Height, H — 100 n { Ss= 0.97 ir' erali t_ec!gth. L= 79 in I ! F,= 1.11 Effective Length, Lv,.= 79 in Sc5= 0.72 Overall Widt`�, W= 55 ;r. Attachment Elevation z= 0 t Effective Width, Weff= 65 in Average Roof Elevation h = 30 ft Height to C G., Hcg= 50 in []Calculate 11/2 Amplification Factor ap= 1.0 Length to C.G., Lc9= 39.5 in QCalculate L/2 Response Factor Rp= 2.5 Width to C.G. Wcg= 48 in El Calculate W/2 Overstrength Factor S20= 2.5 Importance Factor Ip= 1.0 Component Seismic Force Calculation Fp(calc)=0.4*ap*Sos*Wp/(Rp/Ip)*(1+2*z/h)= 0.115 *Wp= 1653 lb (ASCE7-10, Eq. 13.3-1) Fp(max) = 1.6*Sos*Ip*Wp= 1.154 *Wp= 16532 lb (ASCE7-10, Eq. 13.3-2) GOVERNS Fp(min) =0.3*Sos*Ip*Wp= 0.216 *Wp= 3100 lb (ASCE7-10, Eq. 13.3-3) Horizontal Seismic Force, Eh= Fp= 0.216 *WP= 3100 lb Vertical Seismic Force, EY=0.2*Sos*Wp= 0.144 *Wp= 2066 lb Seismic Restraints: Length Width No.of Support Legs, N = 4 No. of Restraints Acting in Tension, Nt= 2 2 No. of Restraints Acting in Shear, N„= 4 4 EV No. of Support Legs Acting in Compression, Np= 2 2 E,, • Overturning Calculation: W, Overturning Moment Mo= Eh*Hcg= 154983 lb-in Resisting Moment Arms Arm= 39.5 17.0 in Resisting Moment MR =(0.9-0.2*Sos)*Wp*(Arm)= 427807 184119 lb-in Mo MR Strength Level Forces (IBC 1605.2): Uplift, T=(MR-Mo)/Nt/Weff= 0 0 lb Comp, P = (1.2+0.2Sps)*Wp/N+Mo/Nc/Weff= 3389 4748 lb Shear, V= (Eh)/N„= 775 775 lb Amplified Forces(ASCE 12.4.3.2): Uplift, T= (MR-coMo)/Nt/Wen= 0 -1564 lb Comp, P= (1.2+0.2Sos)*Wp/N+S2QM0/Nc/Weff= 4860 6537 lb Shear, V= (S2oEh)/N„= 1937 1937 lb Use (4)3/4"dia. Expansion Anchors at holes provided in equipment base. Min.embed.=3.75". www.hilti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 1 Specifier: CBL Project: BiAmp Tool Anchorage Address. Sub-Project I Pos.No: Phone I Fax. 503-828-1612 I Date'. 414,'2016 E-Mail iharles.loti rr grorbirengireenriq corn Specif;e,•'s comments:Anrhor5 for!"ice Fres '5f2'„e 3oLhOrti instal!into^0125 YfOvl:1pd in"qt:to base lnpdt data .&'cher type and diameter: Kwik Bolt 17-CS 314(3 3/4) ed p:rvwcpw*i1 ` Effective embedment depth: n...,,,=3./50 in.. i =4 3 t 3,n Material Carton Steel Evaluation Service Report: ESR--1917 Issued !Valid: 10/1/2015;5/1/2017 Proof: Design method ACt 318-11/Mech. Stand-off installation: eb=0.000 in.(no stand-off);t=0.250 in. Anchor plate: Ix x Iy x t=3.000 in.x 3.000 in.x 0.250 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,3000,fc'=3000 psi;h=6.000 in. Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(D.3.3.4.3(d)) Shear load:yes(D.3.3.5.3(c)) Geometry[in.]&Loading[Ib,in.lb] Zi 4 y• 9.25 - x Input data and results must be checked for agreement with the existing conditions and for plaus:bilityi PROFIS Anchor(c)2003-2009 Wt AG.nL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan www.hilti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 2 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone i Fax: 503-828-1612 Date: 4/4;201'73 charles'uving, •-,rcineralneer,^g.som 2 Load case/Resuking anchor forces cdse, 'rac'.S Anc3;or reactions rh T-nsicr _rr , :+ ,,room Teqs:cr fot o... :31-'ear f^ro Shear,'ari7a Shear 1,•,cce v 1 1564 jy37 max. nnn•LressIve 3!ra n. [ max concrete compressive stress: -[ps.il resulting ;ension force in(x/y)=(0 000/0.000): 1564(Ib] �. resulting compression force in(x/y)=(0.000!0 000):0[Ib] 3 Tension load Load N,,,[Ib] Capacity sN„[Ib] Utilization g„,=N /+N Status Steel Strength" 1564 18840 9 OK Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength** 1564 3296 48 OK "anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength Ns, =ESR value refer to ICC-ES ESR-1917 4)Nsa>_Nue ACI 318-11 Table D.4.1.1 Variables Ase,N[in 2] fut.[psi] 0.24 - - 106000 Calculations Ns,[Ib] 25120 Results Nsa[Ib] n n ytsteel 4ynonductile _ (I)Nsa[Ib] Nua[lb] 25120 0.750 1.000 18840 1564 Input data and results must be checked for agreement with the ex:st:ng conditions and for plausibility) SROnIS Anchor(c)2003-2009 HAI AG.I=L-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan -FlTf www.hilti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 3 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project i Pos.No.: Phone I Fax: 503-828-1612 j Date' 4/4/2016 E-Vair!es.iovinq(&.corbinengineerino._•om 3.2 Concrete Breakout Strength At, ...> = y,.t.a T,,;N1 AC;31E 11 i, :E)-3: ,,"ac N-. Ar 31;.1-11 Tabe.D 4.I.1 1%,,,, Sew ACI 213-!1 Part D.. 2.',. .g. R1 .5 2.-:(t) AN.,_ =9 tl,, ACI 31P-1i E, (D-5) 1 ,yz1,,,, = 1( -:-.- c) _ 1 t? ACI 318-11 Eq.;D-5) 41ad,N =0.7+0.3(1 5�a"ne.)51.0 ACI 318-11Eq. (D-10) ^ (•,Ca,rnac Cac /n Lace/ klIcp,N =MAX )< 1.0 ACI 318-11 Eq.(D-12) \ Nb =kc Aa vire het5 ACI 318-11 Eq.(D-6) Variables het[in.] ec1.N[in.] ecz,N[in.1 Ca.min[in.] tvc,N 3.750 0.000 0.000 8.000 1.000 Cac[in.] kc a.a fc[psi] 10.000 17 1.000 3000 Calculations AN,[in.2] No^Nc0[in•z 1 y/eci_N Wec2.N Wed.N WcpN Nb[Ib]__-_---_-.. 126.56 126.56 1.000 — 1.000 1.000 1.000 6762 Results Nee[Ib] °concrete °seismic °noneuctiie m Nee[Ib] Nue[Ib] 6762 —_ 0.650 0.750 1.000 3296 1564 input data and results must be cnecked for agreement with the existing conditions and for plausibility, PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Scnaan Hit is a-egistered Trademark or Hilti AG,Schaar www.hilti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 4 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project 1 Pos.No.: Phone I Fax: 503-928-1612 I Date: 4/4/2016 -Ylaii charles.lovirgcorbin,ergineeri'tg.com 4 Shear load Load V„[ltsi Capac ty 41V:,(Ib] t tali:-ation!;„-V ;�V Status '�ieel Strergtth' 193.7 .034 20 OK._. Steel `oilure,‘Alm lever arras;' "1! N A NiA VA Prydul trength" 1937 9456 21 OK Concrete edge`allure in direction y-" 1937 3848 51 OK 'anchor having the highest loading "anchor group(relevant anchors) 4.1 Steel Strength Vsa eq =ESR value refer to ICC-ES ESR-1917 4,Vstee.a Vua ACI 318-11 Table D.4.1.1 Variables Ase.v[tn.2] futa[pst1 0.24 106000 Calculations Vsa,eq 11745 Results Vsa,eg[lb] 4/steel 4)nonductile Vsa[Ib] Vua[lb] 11745 0.650 1.000 7634 1937 4.2 Pryout Strength AN Vcp =kcp L\ANS/Wed,N Wc,N Wcp,N Nb] AC1 318-11 Eq.(D-40) ito Vcp>_Vua ACI 318-11 Table D.4.1.1 ANc see ACI 318-11,Part D.5.2.1,Fig.RD.5.2.1(b) 2 ANco =9 11f ACI 318-11 Eq.(D-5) 1 Wec,N = (1 +2 eN 5 1.0 ACI 318-11 Eq.(D-8) 3 her Wed.N =0.7+0.3 (15Ca,mmh <1.0 ACI 318-11 Eq.(D-10) er Wcp,N =MAX( a,min 1.5hef).1 1.0 ACI 318-11 Eq.(D-12) Cac ;cJ Nb =kc)a Jfc he 5 ACI 318-11 Eq.(D-6) Variables kcp hey[in.] ec1.N[in.] ec2,N[in.] ce.min[in.] 2 3.750 0.000 0.000 8.000 Wc.N Cac[In.] kc %.a fc[PSI] 1.000 10.000 17 1.000 3000 Calculations ANc[in.2] ANco[in.2] Wec1,N Wec2,N Wed,N Wcp,N Nb[lb] 126.56 126.56 1.000 1.000 1.000 1.000 6762 Results Vcp[lb] 4/concrete 4/seismic (Ononductite 4,Vcp[lb] Vua[Ib] 13523 0.700 1.000 1.000 9466 1937 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor!c)2CC3-2009 Hilti AG,^L-9494 Scraar Hilti is a registered Trademark of Hilti AG.Schaan 1110411659119 www.hilti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 5 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone;Fax: 503-828-1512 l Date: 4/4/2016 E-Mail charges.ovinggcorbinengin eerrnq.cam ._____� 4.3 Concrete edge failure in direction:y- A,c 1 r v > J_� ACI:318-I t Table D.4.1 1 Al sse ACI 316-11,?art D_6.2.1,Fig.P1)6.2.1(b) Avec =4.5 ,a(;i 318-11 `=q (D-32) yec v s 1 0 A.CI 318-11 Eq.(0-36) 1 *(-21 'Jed,v=0.7+0.3(1 SCa,)s 1.0 ACI 318-11 Eq.(D-38) 1.5c, = Wn,v —?1.0 ACI 318-11 Eq.(D-39) ha Vb = (7(d)0.2 Ng)as'Scaj ACI 318-11 Eq.(D-33) a Variables ca, [in.] cat[in.] ecv[in.] 'Vc.V _ ha[in.] 8.000 8.000 0.000 11.000 6.000 la[in.] 1,.a da[in.] rc[psi] Vparallel,V 3.750 1.000 0.750 3000 1.000 Calculations Avc[in.2] AVG()[in.2] Wec,v Wed,V Wn.v Vb[Ib] 120.00 288.00 1.000 0.900 1.414 10366 Results Vcb[1b] +concrete +seismic Iinonductile 0 Vcb[Ib] Vea[Ib] 5497 0.700 1.000 1.000 3848 1937 5 Combined tension and shear loads IN _ pv C Utilization 13N.v[%] Status 0.474 0.503 5/3 61 OK INV=(374+Iv<=1 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan -lilt is a registered Trademark of Hide AG.Schaan 10411111.111"11 www.hilti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 6 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone I Fax 503-828-1612! Date: 44/2916 E-Mar charles.ioving@corbinengineerino.iittorn Warnings • Lnad re-ristribirtions on die arichi.pr.-t,cliJe to east . Jefoi mi.s.tions of ire,3^diOi"oiate ate not i.xinsiiiei-ed.The an_nor para is 3SSUrieli ii;officieritly stiff,in order not to be deformed when silijacted to the Icadingi input data results must oe checked tor agreement with the existing conditions and for olausibility! • Condition A applies when supciententary reinforcement is jSe1. The 0 actor is increased for non-steel Design Strengths except Puilcut Strength and Pryout strength Condition 3 applies when supplementary rainforceroent is not used and for Pullout St(enqm and Ply.out Strength.Refer to your.uctii standard • Refer to the manufacturer's product literature for cleaning and installation instructions. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C.D, E or F is given in ACI 318-11 Appendix D,Part D.3.3.4.3 (a)that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case,the connection design(tension)shall satisfy the provisions of Part D.3.3.4.3(b),Part 0.3.3.4.3(c),or Part D.3.3.4.3(d).The connection design (shear)shall satisfy the provisions of Part D.3.3.5.3(a),Part D.3.3.5.3(b),or Part D.3.3.5.3(c). • Part D.3.3.4.3(b)/part D.3.3.5.3(a)require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.Part D.3.3.4.3(c)/part D.3.3.5.3(b)waive the ductility requirements and require the anchors to be designed for the maximum tension/shear that can be transmitted to the anchors by a non-yielding attachment.Part D.3.3.4.3(d)/part 0.3.3.5.3(c)waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension/shear obtained from design load combinations that include E,with E increased by no. • Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions(MPII).Reference ACI 318-11,Part D.9.1 Fastening meets the design criteria! Input data and results must be checked for agreement with the existingconditions and for plausibility PROFIS Anchor C c)2003-2009 Hilti AG,FL-9494 Scheer Hilt'is a registered Trademark of Hilt,.AG.Schaan CCorbin Consulting Engineers, Inc. Project No: 16049 Page: of 1905 NW 169th Place, Suite 121 Project BiAmp Tool Anchor Rev: Beaverton, Oregon 97006 Title Strippit S1212 Press Date: CORBIN Tel: 503/645-0176 Fax: 503/645.0415 Originator CBL CHK: Seismic Restraint Force Worksheet Design Criteria: 2012 International Building Code&ASCE 7-10(Chapter 13) Site -Building: Floor: 10575 SW Cascade Ave.Tigard,OR Main Com2ar.ertt Data: – -_— _ – ___ ____ _ _____ Seismic Parameters II'ComoonentvV:ght, :4',= 231.4 Ib I iSite Class D 1 !Overall Height. H = 63 in S,= 0 97 L.'vera,ll Length, L= 118 in i-a= 1 1 1 Effective Length, L,ff= 112 it Sps= 0.72 Overall 'Width W= 46 in ( 'Attachment Elevation z = 0 ft Effective Width, Wen= 44 in Average Roof Elevation h = 30 ft Height to C.G., Hcg= 41.5 in i2 Calcuiate H/2 Amplification Factor ap= 1.0 Length to C.G., Leg= 59 in I Calculate L/2 Response Factor Rp= 2.5 Width to C.G. Wes= 23 in ECalculate W/2 Overstrength Factor 520= 2.5 Importance Factor Ip= 1.0 Component Seismic Force Calculation Fp(calc) =0.4*ap*Sps*W,/(Rp/Ip)*(1+2*z/h)= 0.115 *WP= 2669 lb (ASCE? 10, Eq. 13.3-1) Fp(max)= 1.6*Sps*Ip*Wp= 1.154 *Wp= 26688 lb (ASCE7 10, Eq. 13.3-2) GOVERNS Fp(min) =0.3*Sps*Ip*Wp= 0.216 *Wp= 5004 lb (ASCE7-10, Eq. 13.3-3) Horizontal Seismic Force, Eh=Fp= 0.216 *WP= 5004 lb Vertical Seismic Force, E„=0.2*Sps*Wp= 0.144 *WP= 3336 lb Seismic Restraints: Length Width No. of Support Legs, N = 4 No. of Restraints Acting in Tension, Nt= 2 2 No. of Restraints Acting in Shear, N„= 4 4 E No. of Support Legs Acting in Compression, Nc= 2 2 Et, 4)1 Overturning Calculation: WP Overturning Moment Mo=Eh*Hcg= 207667 lb-in Resisting Moment Arms Arm = 56.0 22.0 in Resisting Moment MR=(0.9-0.2*Sps)*Wp*(Arm) = 979137 384661 lb-in Mo MR Strength Level Forces (IBC 1605.2): Uplift, T=(MR-Mo)/Nt/Weff= 0 0 lb Comp, P=(1.2+0.2SDs)*Wp/N+Mo/Nc/Weff= 4814 6247 lb Shear, V=(Eh)IN„= 1251 1251 lb Amplified Forces (ASCE 12.4.3.2): Uplift, T= (MR-QoMo)/Nt/Weff= 0 -1528 lb Comp, P=(1.2+0.2Sps)*Wp/N+aoMo/Nc/Weff= 6205 9787 lb Shear, V=(Q0Eh)/NV= 3128 3128 lb Use(4)7/8" dia. Epoxy Anchors at holes provided in equipment base. Min.embed.=4". 10■■11111`T11 www.hilti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 1 Specifier: CBL Project: BiAmp Tool Anchorage Address. Sub-Project I Pos.No.: Phone I Fax: 503-828-1512 I Date: 4/4/2015 E-Mai!. charles lovinggcorhinengineeringcom Soe.cifler's comments:Arci or;(r Strippet 1212 7-'rss (4)a c!IOrs.dlrera;nStail in!o noles;7rovided in equip base. 1 !r,put data Anchor type and diameter: HIT-HY 200«HAS 7;3 EFective embedmentdepth. h,,a.=4.000 ir.(h,..'n.„=-in.) Material: 5.8 Evaluation Service Report: ESR-3187 issued I Valid: 9/1/2015 13/1/2016 Proof: Design method ACI 318-11/Chem Stand-off installation: eb=0.000 in.(no stand-off);t=0.250 in. Anchor plate: Ix x ly x t=4.000 in.x 4.000 in.x 0.250 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,3000,fb'=3000 psi;h=6.000 in.,Temp.short/long:50/50°F Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(D.3.3.4.3(d)) Shear load:yes(D.3.3.5.3(c)) Geometry[in.]&Loading[Ib,in.lb] Z; •Nt Wim' 7 0 y " N * \``" r` 2 +`x- '25 • 1 44-N yam. t a a X Input data and results must be checked for agreement with the existing conditions and'or plausibility' PROF S Anchor(c)2CC3-2009 Hilt,AG FL-9494 Schaan H'',tl is a registered Trademark of Hilt AG,Schaan 111`Tl www.nilti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 2 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone I Fax: 503-828-1612 I Date 4/4/2016 E-Ma:l: charles.ioving' ccrbinengineering.com 2 Load case/Resulting anchor forces Load case:Desogn'odd._ Anchor reactions[lb] Tens;on force: *Tension,-Compression) Anchor Tension force Shear Fcrce Shear force x shear force y - 1 1528 3123 0 -3125 max. concrete compressive strain: - °la] 1 2x max.concrete compressive stress: -[psi] resulting tension force in(x/y)=(0.000/0.000): 1528[lb] resulting compression force in(x/y)=(0.000/0.000):0[lb] • 3 Tension load Load Nua[Ib] Capacity Oa[Ib] Utilization RN N„a/+N„ Status Steel Strength` - 1528 21755 8 OK Bond Strength** 1528 3042 51 OK Sustained Tension Load Bond Strength* N/A N/A N/A N/A Concrete Breakout Strength" 1528 3631 43 OK *anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength Nsa =ESR value refer to ICC-ES ESR-3187 Nsa Nua ACI 318-11 Table D.4.1.1 Variables Ase.ti[in.2) futa[psi] 0.46 72500 Calculations Nsa[ib] 33470 Results Nsa[lb] •steel Onondactile 4 Nsa[IbI Naa[Ib] 33470 0.650 1.000 21755 1528 Input data and results must be checked for agreement with the existing conditions and for plausibility PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan :^lilt:is a registered Trademark of Hilt:AG,Schaan f !■11111■■T1 www.hilti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 3 Specifier: CBL Project: BiAmp Too!Anchorage Address: Sub-Project I Pos.No.: Phone I Fax: 503-328-1612; Date: 4/4/2016 F-Mail: charge,.lovEng©corbinengmeering.ccm 3.2 Sind Strength N; ' Aua 4+( Na 'hi,, . CloX18-11 Tauie:0.41.1 AN, =sue ACI 318-11 Part D.5 5 1, Fig.RD.5.5 1(b) Atia) =(2'�Na)- .AC!313-11 Eq.;J-20) ':Na = 10 da N,:,-1,6,75 ACi 313.11 Eq. (0-21) 1 We,:.N = 1 i., 2N 51.0 Ca C.A 318-11 Eq.(D-23) thed.Na=0.7+0.3(EF)s 1.0 ACI 318-11 Eq.(D-25) �Na Wcp,N,=MAX(caa,Gaal 5 1.0 ACI 318-11 Eq.(D-27) Cac bac Nba =as.tk,c.aNseis.IT'da.hef ACI 318-11 Eq.(D-22) Variables tk,c.,ncr[psi] da[in.] he[in.] cam"[in.] tk.c[psi] 1701 0.875 4.000 8.000 815 ec1.N[in.] ecz.N[in.] cac[in.] la aN.seis 0.000 0.000 7.591 1.000 1.000 Calculations CNa[in.] AN,[in.2] �/k�AN,, [in.2] wed.Na - -- 10.831 354.60 469.23 0.922 tllecl,tia Wecz,Na 4icp,Na Nba[Ib] 1.000 1.000 1.000 8958 Results Na[Ib] 4... q,seismic gnonduaile 4,Na[Ib] _ Nua[Ib] 6239 0.650 0.750 1.000 3042 1528 Input data and results must be checked for agreement with the existing condit'ons and for plausibility) PRCF,S Anchor(c)2003-2009 Hiiti AG,I=L-9494 Schaan Hilti is a registered-raderrark of Hilti AG,Schaan www.hilti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 4 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone I Fax: 503-828-1612 I Date: 4/4/12016 E-Mail: charles.lovingl7corbinengine.ing.corn 3.3 Concrete Breakout Strength N (----*-)i,1 ..tV,,N ip-c v N;. AL:I 318-11 Eq. l D-3 v5 N,t:'-N)., AC;318-11 rat,iF D 4.1 1 AN, see ACi 318-11,Pari D.5 2 1, Fig.R0.5.2.1(1)) ANen =9 nef AC!318-11 Eq. (D-5) 1 `y'ec.N1 +2 ell5 1.0 ACi 318-11 Eq.(D-8) 3h gJod.N =0.7+0.3 \i 1c h )s 1.0 ACI 318-11 Eq. D--10) he. kf/ =MAX(c a1.5he, cp N )1. 1.0 ACI 318-11 Eq.(D-12) ca, ca, Nb =kc X.'J.hei5 AGI 318-11 Eq. (D-6) • Variables her[in.] ec1.N[in.] ec2,N[in.] ca.min[in] you 4.0001 0.000 0.000 8.000 1.000 cac[in.] kc as fc[psi] 7.591 17 1.000 3000 Calculations ANc[in.2] ANeo[in-2] Wecl,N 11ec2,N tlied,N wcp,N Nb[Ib] 144.00 144.00 1.000 1.000 1.000 1.000 7449 Results Ncb[Ib]__---_-_ +concrete__-_- *seismic 4nonductile 0 Ncb[Ib] Nua[Ib] 7449 0.650 0.750 1.000 3631 1528 input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilt!is a registered Trademark of Hilt!AG,Schaan 10.1116111.111 www.hllti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 5 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No: Phone I Fax: 503-528-1E12 I Date: 4/4/2015 E-Mali; c.haresioviingi orbinen^-ineering.lAm ---_ 4 Shear load !-cad V,,,[Ib] Capacity:4V,,[Ib] Utilization g,, =V,,i,yVa Status e,?!strength' 3123 3435 :38 OK Steei(tu Ure(wl'h iever arm)* N/A NAA N;,: NPA Pryoui 3trengtn(Bond Strength controls)'' 31213 8735 36 OK Concrete edge faiiuie in airection y-" 3123 4083 77 OK anchor having the highest loading "ancnor group(relevart anchors) 4.1 Steel Strength Vs, =uv sets(0.6 Ase v tcta) refer to ICC-ES ESR-3187 p Vstee;a V,;a ACI 318-11 Table D.4.1.1 Variables Nem[In.21 tufa[Psi] ay.seis (0.6 Ase,v feta)[Ibl 0.46 72500 0.700 20085 Calculations Vse,eq[Ib] 14058 Results Vsa.eq[Ib] Osteel_-_-_- Anonductile 4 Vsa[lb] Vua[lb] 14058 - - 0.600 1.000 8435 3128 4.2 Pryout Strength(Bond Strength controls) Vcp -kcp[(AN o)WeoNa lilcp,Na Nba] ACI 318-11 Eq.(0-40) 0 Vcp a Vua ACI 318-11 Table(D.4.1.1) ANa see ACI 318-11,Part D.5.5.1,Fig.RD.5.5.1(b) ANao =(2 CNa)2 ACI 318-11 Eq.(D-20) ceia =10 da11Tun00 e; ACI 318-11 Eq.(D-21) 1 wec.Ne= \1 + eti /5 1.0 ACI 318-11 Eq.(D-23) \ cnia/ Wed,Na=0.7+0.3(cC.mina Jan)5 1.0 ACI 318-11 Eq.(D-25) 1♦lcp.Na=MAX Ca,min,CNa c 1 0 ACI 318-11 Eq.(0-27) Cac Cac Nba =Xa ' Tk.c.ati,seis-it-da'her ACI 318-11 Eq.(0-22) Variables kcp Tk,c,uncr[PSI] da[in.] her[in.] ca,„,,,[in.] Tic [Psi] 2 1701 0.875 4.000 8.000 815 ec/.N[in.] e,-,2,N[in.1 cac[in.] X. aN.seis 0.000 0.000 7.591 1.000 1.000 Calculations CNa[in-1 Atia[in.2] ANao[in.21 Lhed,Na 10.831 354.60 469.23 0.922 Wecl,Na thec2.Na tllcpNa Nba[Ib] 1.000 1.000 1.000 8958 Results Vcp[Ib] 4)corcrete ¶ eistrio •nonductie -__-_ - (0 Vcp[Ib] _-- Vua[Ib] 12478 0.700 1.000 1.000 8735 3128 input data and results must be checked for agreerrent with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 h-ilti AG,FL-9494 Schaal, Hilti is a registered Trademark of H:ti AG.Schaan 111`Tll www.hilti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 6 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phcne I Fax. 503-828-1612 I Date. 4/4/2016 E-Mail: charies.(oving,3).rorbinengineeriftg corn 4.3 Concrete edge failure;n direction y- Ca 10 ��`- VA.i r, we,.v . , �Irpasiar, `/t ACI 3 1 i Eq.(L-3 J'; J �y V-r,>'*r„a ACl 318-11 Table D.4.1-1 Av,: see.ty: 318-11,Pari....). 2.1, =i;4. D.6.2 1(0) A,,„3 =4.5 Ce, AC(318-1 i Eq.(i:-32) 1 u:=,.,v = 1 + "2_e_ 1.0 AC:313-11 Eq.(D-36) 3ca,. 'lrac,v =0.7+3.3(1---)S 1.0 ACI 318-1 1 Eq. (D-38) a, wr.v 1.5Chaa,a 1.0 ACI 318-11 Eq.(D-39) C2 ` Vb = (7 Cs-)c vdal a,a NT' Cain ACI 318-11 Eq.(D-33) a Variables __._. Cat[in] Cat[in.] ecv[in.] wc,v ha[in.] 8.000 8.000 0.000 1.000 6.000 le[in.} X. da[in.] t[pSi] woarallet,v_, 4.000 1.000 0.875 3000 1.000 Calculations Avc[in.2] Avco[in Z] lifec,V /ed,VV [lb] 120.00 288.00 1.000 0.900 1.414 10998 Results Vcb[lb] -._— 4concrete Oseismic •nonductile 0 Vcb Pb] Via[lb] 5832 0.700 1.000 1.000 4083 3128 5 Combined tension and shear loads [3N 6 c, Utilization[3N v[%] Status 0.502 0.766 5/3 96 OK (3Nv=[361+(3v<=1 Input data and results must be checked for agreement with the existing conditions and for oiausibility! PROFIS Anchor(c)2003-2009 Hilt AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schean CCorbin Consulting Engineers, Inc. Project No: 16049 Page: of 1905 NW 169th Place, Suite 121 Project BiAmp Tool Anchor Rev: Beaverton, Oregon 97006 Title 100 HP Compressor Date: CORBIN Tel: 503/645-0176 Fax: 503/645.0415 Originator CBL CHK: Seismic Restraint Force Worksheet Design Criteria: 2012 International Building Code&ASCE 7-10(Chapter 13) Site-Building: Floor: 10575 SW Cascade Ave.Tigard, OR Main Component Data: Seismic Parameters Component Y�.�eighf, `�J,_� 3131 in _.� ` +:a Glass _— 0 –1 i Overall Height ; 80- I ..(3„,. c 7 Cvere:I Le7-:g?h, L= 94 in I Fa= 1.11 Effective Length Let = 55 in Sps= 0.72 'Overall '0/idth, W= 45 in Attachment Elevation z= 0 ft Effective Width, Weif= 44 in Average Roof Elevation n = 30 ft Height to C G., Hog= 35 in ❑Calculate H/2 Amplification Factor aP= 1.0 Length to C.G., Log= 38.4 in ❑Calculate I/2 Response Factor RP= 2.5 Width to C.G. Wog= 22 in ❑Calculate W/2 Overstrength Factor Do= 2.5 Importance Factor Ip= 1.0 Component Seismic Force Calculation FP(talc)=0.4*aP*SDs*WP/(RP/Ip)*(1+2*z/h)= 0.115 *WP= 361 lb (ASCE7-10, Eq. 13.3-1) Fp (max)= 1.6*SDs*Ip*Wp= 1.154 *WP= 3612 lb (ASCE7-10, Eq. 13.3-2) GOVERNS Fp(min) =0.3*SDs*Ip*Wp= 0.216 *WP= 677 lb (ASCE7-10, Eq. 13.3-3) Horizontal Seismic Force, Eh= Fp= 0.216 *WP= 677 lb Vertical Seismic Force, Ev=0.2*SDs*Wp= 0.144 *Wp= 452 lb Seismic Restraints: Length Width No. of Support Legs, N = 4 No. of Restraints Acting in Tension, Nt= 2 2 No. of Restraints Acting in Shear, N„= 4 4 E No. of Support Legs Acting in Compression, No= 2 2 EH • O Overturning Calculation: W P Overturning Moment Mo= Eh*Hcg= 23704 lb-in Resisting Moment Arms Arm = 38.4 21.5 in Resisting Moment MR= (0.9-0.2*SDs)*Wp*(Arm) = 90870 50878 lb-in Mo MR Strength Level Forces(IBC 1605.2): Uplift, T= (MR-Mo)/Nt/Weff= 0 0 lb Comp, P =(1.2+0.2SDs)*Wp/N+Mo/Nc/Weff= 533 807 lb Shear, V=(Eh)/N„= 169 169 lb Amplified Forces(ASCE 12.4.3.2): Uplift, T=(MR-CloMo)/Nt/Weff= 0 -95 lb Comp, P= (1.2+0.2SDS)*Wp/N+QoMo/NC••eff= 856 1211 lb Shear, V=(S2QEh)/N„= 423 423 lb Use(4) 3/4"dia. Expansion Anchors at holes provided in equipment base. Min. embed.=3 3/4". www.hilti.us Profis Anchor 2.6.3 Company: Corbin Page: 1 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone I Fax: Date: 3/23/2016 E-Mail: Specifier's comments:Anchors for 10C HP Cor p'essor Anchor e:rau;pment directly to slab with 44)anchors shown. Input data m,.�...-...�....._... .y+ Anchor'ype and diameter. Kwik Boit 77_-t:S 3/4(3 314) Effective embed•rent depth. h =3.750 in , htJ�t=4 313 in. Material- Carbon Steel Evaluation Service Report: ESR-1317 Issued I Valid: 1 /1/2015 I 5/1/2017 d 0 Proof: Design method ACI 318-11 /Mech. Stand-off installation: eb=0.000 in.(no stand-off);t=0.150 in. Anchor plate: Ix x ly x t=3.000 in.x 3.000 in.x 0.150 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,3000,f,'=3000 psi; h=6.000 in. Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B; no supplemental splitting reinforcement present PP P 9 edge reinforcement: none or<No.4 bar Seismic loads(cat.C, D,E,or F) Tension load:yes(D.3.3.4.3(d)) Shear load:yes(D.3.3.5.3(c)) Geometry [in.]&Loading[Ib,in.lb] Z int S __-t--- Y- o a2 %is" • • xx ,: • X input data and results must be checked for agreement with the existing conditions and for plausibility) PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti.s a registered Trademark of Hilti AG.Schaan www.hilti.us Profis Anchor 2.6.3 Company: Corbin Page: 2 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos. No.: Phone I Fax: Date: 3/23/2016 E-Mail: 2 Load case/Resulting anchor forces Load case: Design?cads Anchor reactions[ib] Torsior;force: (i-Tension -Compression) j Anchor Tension force Shear force Shear force x Shear force y 1 95 423 0 423 max concrete compressive strain: [hoe) t x max.concrete compressive stress: -(psi] resulting tension force in(x/y)=(0.000/0.000): 95[ib] -- resulting compression force in (0)=(0.000/0.000):0[ib: 3 Tension load Load Nua[Ib] Capacity¢N„[Ib] Utilization 13N=N„./¢N„ Status Steel Strength* 95 18840 1 OK Pullout Strength* N/A N/A N/A N/A Concrete Breakout Strength** 95 3296 3 OK anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength Nsa =ESR value refer to ICC-ES ESR-1917 Nsa 2 Nua ACI 318-11 Table D.4.1.1 Variables ASe.N[in.2_] futa[psi] 0.24 106000 Calculations Nsa[Ib] 25120 Results Nsa[ib] gsteel yinondudile �Nsa[Ib] Nue[lb] 25120 0.750 1.000 18840 95 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hiiti AG,FL-9494 Schaan Hilt:is a registered Trademark of Hiiti AG,Schaan www.hilti.us Profis Anchor 2.6.3 Company: Corbin Page: 3 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 3/23/2016 E-Mail: 3.2 Concrete Breakout Strength N.. _ (---i --i- ..,e,n 1,0. ,.:m.,ri 4 co/ AC! 318-11 Eq. (D..3) V N„z N,,,, ACI 318-11 Table D 4 1,1 A.. see ACi 313-11, Part D 5 2.1 Fig. R x.5.2.1(b) ANc = 3 h., AC! 318-11 Eq. (D-5) ( e ) s = 1.0 ACI3'8-11 Eq. (D-8) 3 her ifed.N =0.7+0.31.Ca—''")s 1.0 ACI 318-11 Eq.(D-10) 5hef 1(/cp N =MAX(Oa,min 1.5het)S 1.0 ACI 318-11 Eq.(D-12) Cac bac J Nb =kc ha'Fe he15 ACI 318-11 Eq. (D-6) Variables het[in.] ec1,N[in.] ec2.N[in.] ca.mis[in.] we.N 3.750 0.000 0.000 8.000 1.000 cac[in.] kc ha fc[psi] 10.000 17 1.000 3000 Calculations ANC[In.2] ANeo[in•2] tllecl.N 11Jec2,N Wed,N Wcp,N Nb[lb]___ 126.56 126.56 1.000 1.000 1.000 1.000 6762 Results Ncb[lb] gconcrete 4)seismic 4tnonductile 4,Nth[lb] Nua[lb] 6762 0.650 0.750 1.000 3296 95 Input data and results must be checked for agreement with the existing conditions and for olausib!lity' PROFIS Anc.^or(c)2003-2009 Hi:ti AG,FL-9494 Schaan NI Is a registered Tracemark of Hilt AG,Schaan N111.Tt www.hilti.us Profis Anchor 2.6.3 Company: Corbin Page: 4 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 3/23/2016 E-Mail: 4 Shear load Load V,a[lb] Capacity,bVn[ib] Utilization t;v=Vua/+V.. Status Steel Strength 423 7534 6 OK Sleet fa;lure !v:wth lever arra)* N;A N/A N/A N/A Pryout Strength— 423 94:56 5 OK Concrete edge fa;°ure in direction y+** 423 5131 9 OK *anchor having the highest loading **anchor group(relevant efChors) 4.1 Steel Strength Vsa av =ESR value refer to ICC-ES ESR-1917 4)Vsteei>Vua ACI 318-11 Table D.4.1.1 Variables key[in.2] luta[psi] 0.24 106000 Calculations _ Vsa,ea[lb] 11745 Results Vsa,eq[lb] (bsteel 4)nanductite 4)Vsa[lb] Vua[lb] 11745 0.650 1.000 7634 423 4.2 Pryout Strength AN Vcp =kcp I(A c0)il/ed,N Wc,N 4Jcp,N Nb] ACI 318-11 Eq. (D-40) 4)Vcp>_Vua ACI 318-11 Table D.4.1.1 ANC see ACI 318-11, Part D.5.2.1,Fig.RD.5.2.1(b) ANco =9 hef ACI 318-11 Eq. (D-5) 1 Yee,N = (12+ eN s 1.0 ACI 318-11 Eq. (D-8) 3 het 4Jed,N =0.7+0.3ca'"'i"5hef 5 1.0 ACI 318-11 Eq.(D-10) 1. 41cp.N =MAXrca_min 1.5hef) 1.0 ACI 318-11 Eq. (D-12) `` cac cac Nu =kc a.a 'fc hei55 ACI 318-11 Eq. (D-6) Variables kcp he(in.] e5,,N[in.] ec2,N[in.] ca,min[in] 2 3.750 0.000 0.000 8.000 Ye,N cac[in.] kc Jia fc[psi] 1.000 10.000 17 1.000 3000 Calculations ANC[in.2] ANca[in.2] tyecf,N _ t/ec2,,N tyed N V/cp N Nb[Ib] 126.56 126.56 1.000 1.000 1.000 1.000 6762 Results Vcc[Ib] (boor crete Qseismic Ononductile 4,Vi,[lb] Vua[lb] 13523 0.700 1.000 1.000 9466 423 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Screen Hilti is a registered Trademark of Hilti AG,Schaan www.hilti.us Profis Anchor 2.6.3 Company: Corbin Page: 5 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project 1 Pos.No.: Phone I Fax: ( Date: 3/23/2016 E-Mail: 4.3 Concrete edge failure in direction y+ ' ,i\'`_:, 'V,,, ACi 3;8-11 Tabe:1.4.1_1 A . .,e;=AC:216.-11,'Part 0 6.2.1, Fig. RD.o 2 1(i:;) A,,,„ =4 5"a, AC1 318-11 Eq. (U-32. e 1 l,„-v = 1 2e., 51.0 ACI 318-..1 Eq. (!3-30) + 3c„r ra,e,,,v =0.7+0.3(i 5 )5 1 0 ACI 318-11 Eq. (D-38) /1.5ca, 0 wf,v = Nha ACI 318-11 Eq.(D-39) Vb = (7 (d)c.z VCI.)}a Cas ACI 318-11 Eq.(D-33) a Variables Cal [in.] caz[in.] — env[in.] wc,v ha[in.] 8.000 - 0.000 1.000 6.000 I,[in.] X. da[in.] fc[psi] wparailel,V 3.750 1.000 0.750 3000 1.000 Calculations Avc[In-Z1 Avco[in 2] Wec,V wed,V _ wh,v Vr,[ib] 144.00 288.00 1.000 1.000 1.414 10366 Results Vcb[lb] 4concrete 4)seismic CO non ductile 4,Vcb[Ib] Vua[Ib] 7330 0.700 1.000 1.000 5131 423 5 Combined tension and shear loads (3N j3v ( Utilization 13N,V[%] Status 0.029 0.082 5/3 2 OK (3NV=A+(3v<= 1 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan 11411111011"11 www.hilti.us Profis Anchor 2.6.3 Company: Corbin Page: 6 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 3/23/2016 E-Mail: 6 Warnings • Load re-disZributions cii the anr.-;nzgs cliaa to eid:sric det:ortirazions o'ice apror :plate are ilot consiOere.d. The anono,r ;r:e is i•;,he suff!cienliy stiff, in orde.r not t' be iteforrned when supe 1:-Ieloctdr,!;! : out iiatd and results must be checked tor;.:Igraerner.iitoe cc,ini.:111.:ons and for piausibility! • ConijitIon Az•,nplies:when suppientientary reinforcement!s used The,,t)factor is!rcreased non-steal Design St,:engiris sxczot f'ulicut Strength •;nd Pryout strength Condition 3 appres wlien suppIerenta.,:y reinforos.‘irent is not.used or'd for Pu!iout Strength, and Pryo:Jt Stienoth Reter to your local starictird. • Recer to the maitufadtuter's product literature for cleanrig anti installas,on inctructichs. • • Checking the transfer of loads into the base riaterial and the sear resistance are required in accordance with ACI 318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C,D, E or F is given in ACI 318-11 Appendix 0, Part D.3.3.4.3 (a)that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case,the connection design(tension)shall satisfy the provisions of Part D.3.3.4 3(b), Part 0.3.3.4.3(c),or Part 0.3.3.4.3(d).The connection design (shear)shall satisfy the provisions of Part D.3.3.5.3(a),Part 0.3.3.5.3(b),or Part D.3.3.5.3(c). • Part D.3.3.4.3(b)/part D.3.3.5.3(a)require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.Part D.3.3.4.3(c)/part D.3.3.5.3(b)waive the ductility requirements and require the anchors to be designed for the maximum tension/shear that can be transmitted to the anchors by a non-yielding attachment.Part D.3.3.4.3(d)/part D.3.3.5.3(c)waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension/shear obtained from design load combinations that include E,with E increased by Q0. • Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions(MPH).Reference ACI 318-11, Part D.9.1 Fastening meets the design criteria! Input data and resists must be checked for agreement with the existing conditions and for plaustilityi PROFIS Anchor(c)2CO3-2CC9 Hilti AG,FL-9494 Scraan Hilti is a registered Trademark of Hilti AG,Schaar CCorbin Consulting Engineers, Inc. Project No: 16049 Page: of 1905 NW 169th Place, Suite 121 Project BiAmp Tool Anchor Rev: Beaverton, Oregon 97006 Title 40HP Compressor Date: CORRI\ Tel: 503/645-0176 Fax: 503/645.0415 Originator CBL CHK: Seismic Restraint Force Worksheet Design Criteria: 2012 International Building Code&ASCE 7-10(Chapter 13) Site-Building: Floor: 10575 SW Cascdce Ave.Tigard,OR Main Coal 7unent Data: Seismic Parameters `.-.Q(�'1, ,'1n t 1'r:.l��l-. 'V ... i.�,'1 ;�...�_.__._...��___.___..1 I .iF.' (.i3J° D ; H�i vemii H i ht H = E1-... ir? I c' , n 9 is o. , - 11 Efil.i VP 1 Fr"! h ;r Le-• 48 3 t :S = 0.72 !Overall '�'�idth :iI= 28.S In (a.ti (.hI^erl! Eie,vailon z - 0 ft lEffF ctive Width, Will= 27 5 'n !Average roof Elevation h = 30 `t ICakuiate ii/2 Height to C.G., Hcs= 27.9 in J Amplification Factor ap= i.0 ! -'Length to C.G., Ley= 32.1 in (Calculate L/2 Response Factor Rp= 2.5 'Width to C.G. Wcg= 14.25 in ❑' calculate W/2 Overstrength Factor 110= 2.5 Importance Factor Ip= 1.0 Component Seismic Force Calculation FP(talc) =0.4*ap*Sps*Wp/(Rp/Ip)*(1+2*z/h)= 0.115 *Wp= 156 lb (ASCE7-10, Eq. 13.3-1) Fp(max)= 1.6*Sps*Ip*Wp= 1.154 *WP= 1557 lb (ASCE7-10, Eq. 13.3-2) GOVERNS Fp(min) =0.3*Sps*Ip*Wp= 0.216 *Wp= 292 lb (ASCE7-10, Eq. 13.3-3) Horizontal Seismic Force, Eh= Fp= 0.216 *Wp= 292 lb Vertical Seismic Force, E =0.2*Sps*Wp= 0.144 *Wp= 195 lb Seismic Restraints: Length Width No. of Support Legs, N = 4 No. of Restraints Acting in Tension, Nr= 2 2 No. of Restraints Acting in Shear, N„= 4 4 Ey No. of Support Legs Acting in Compression, N,= 2 2 ER O• s Overturning Calculation: WP Overturning Moment Mo= Eh*Hc9= 8147 lb-in Resisting Moment Arms Arm = 32.0 13.8 in Resisting Moment MR= (0.9-0.2*Sps)*Wp*(Arm) = 32650 14029 lb-inMo MR Strength Level Forces (IBC 1605.2): Uplift, T= (MR-Mo)/N)/Weff= 0 0 lb Comp, P= (1.2+0.2Sps)*Wp/N+Mo/Nc/Weff= 238 375 lb Shear, V=(Eh)/N„= 73 73 lb Amplified Forces (ASCE 12.4.3.2): Uplift, T=(MR-S20Mo)/N)/Weff= 0 -115 lb Comp, P = (1.2+0.2Sos)*Wp/N+S20Mo/Nc/Weff= 364 597 lb Shear, V= (12oEh)/N„= 183 183 lb Use (4)3/8"dia. Expansion Anchors at holes provided in equipment base. Min. embed. =2". N1111a1,191 www.hilti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 1 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project 1 Pos.No.: Phone I Fax: 503-82.3-t 612! Date. 4/4/2016 F-ti'ail chanes'uviny�ccrbinerg;ceer;ng SpB;ifier s-:urnrnents:ice//.:to( to 40 P :.PN compressor (4)_;:.'3 : a;bores eq.rp case. 1 Ztiput data Anchor type and diameter: Kwik Boit -CS 3!8(2) � .'"___ 1 Erie,rve Embedrnent depth h0, .. =2 CCC In. a r, =2.313 ire. Mater-al- Carbon Steel Evaluation Service Report ESR-1917 Issued I Valid: 10/1/2015 15/1/2017 Proof: Design method ACI 318-11 /Mech. Stand-off installation: et,=0.000 in.(no stand-oft);t=0.250 in. Anchor plate: Ix x lY x t=3.000 in.x 3.000 in.x 0.250 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,3000,fc'=3000 psi;h=6.000 in. Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(D.3.3.4.3(d)) Shear load:yes(D.3.3.5.3(c)) Geometry[in.]&Loading[lb,in.lb] Z • Ytu! op 8 3 Y o „�(s sry5?A,r�t �{p� s , ♦ � �'�'�.1,yqr tf� i • Input data and results must be checked for agreement with the existing conditions and for p'ausibildyi PROFS Anchor(c)2003-2009 Hitt)AG.FL-9494 Schaan Hilt's a registered Trademark o'Hilti AG,Schaan ,16:11., www.hilti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 2 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone I Fax: 503-823-1612 1 Date414/2016 E-Mail: cl artes.ioving@corbinengineerrg corn 2 Proof 1 Utilization )(Governing Cases) Design.ea:uos[hj utilization Loadlr:g Proof Load Capacity rir,I IN I.%jStatus i 0nb:un ,11i0;: .,i Si r:yth _. -_._... 115. --- -. -. 1212 {01:. -_.. .. OK Shear Steei S1rength 1011 1466 /13 OK Loading .F.N1 , Utilization % Status Combined tension and shear jcads 0.095 0.125 5/3 6 OK 3 Warnings - Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilt's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilt!will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFiS Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hit:a a registered Trademark of Hilti AG.Schaan _C Corbin Consulting Engineers, Inc. Project No: 16049 Page: of 1905 NW 169th Place, Suite 121 Project BiAmp Tool Anchor Rev: Beaverton, Oregon 97006 Title NVC 600 Air Dryer Date CORBIN Tel: 503/645-0176 Fax: 503/645.0415 Originator CBL CHK: Seismic Restraint Force Worksheet Design Criteria: 2012 International Building Code&ASCE 7-10 (Chapter 13) Site-Building: Floor: 10515 SW CascGc19 Ave. Tigard. OR Nl an Corrp;,ner'Daily Seismic Fa�ameters Cornprrert I!OvF:r iii ..;eight, H -= hi.:3 ;n i i S,= 0.97 1 iCO':e a! Length L = '20 25 in i I Fd= 1,11 I Eff ctiv� L Chi V., L. -- 38.1 in I Sns= 0.72 IGverail WiGtrl, 'JV = 37.25 in �Ar2a:�r.merlt E!evaticn z = 0 ft I Effectve W:dth, W,a= 37.25 in Average Roof Elevation. h = 30 ft Height to 0.0., Hog= 30.75 in ['f Calculate H/2 Amplification Factor ap= 1.0 Length to C,G., Lig= 20.125 in D' Calculate L/2 Response Factor Rp= 2.5 Width to C.G. Wog= 18.625 in Q� Calculate W/2 Overstrength Factor no= 2.5 Importance Factor Ip= 1.0 Component Seismic Force Calculation FP(talc)=0.4*ap"Sps*Wp/(Rp/Ip)*(1+2*z/h)= 0.115 *Wp= 163 lb (ASCE7-10, Eq. 13.3-1) Fp (max) = 1.6*Sps*Ip*Wp= 1.154 *WP= 1632 lb (ASCE7-10, Eq. 13.3-2) GOVERNS Fp(min) =0.3"Sps*Ip*Wp= 0.216 *Wp= 306 lb (ASCE7-10, Eq. 13.3-3) Horizontal Seismic Force, Eh= Fp= 0.216 *Wp= 306 lb Vertical Seismic Force, E„=0.2*Sps*Wp= 0.144 *Wp= 204 lb Seismic Restraints: Length Width No. of Support Legs, N = 4 No. of Restraints Acting in Tension, Nt= 2 2 No. of Restraints Acting in Shear, N„= 4 4 E No. of Support Legs Acting in Compression, Nc= 2 2 E,, v Overturning Calculation: Wp Overturning Moment Mo= Eh*Hog= 9412 lb-in Resisting Moment Arms Arm = 19.1 18.6 in Resisting Moment MR= (0.9-0.2*Sps)*Wp*(Arm) = 20373 19919 lb-in Mo MR Strength Level Forces(IBC 1605.2): Uplift, T= (MR-Mo)/Nt/Weff= 0 0 lb Comp, P =(1.2+0.2Sps)*Wp/N+Mo/Nc/Weff= 361 364 lb Shear, V= (Eh)/N„= 77 77 lb Amplified Forces (ASCE 12.4.3.2): Uplift, T=(MR-noMo)/Nt/Weff= -41 -48 lb Comp, P = (1.2+0.2Sps)*Wp/N+c oMo/NcJWeff= 547 554 lb Shear, V= (5.2OEh)/N„= 191 191 lb Use(4)3/8" dia. Expansion Anchors at holes provided in equipment base. Min. embed.=2". 1`T1 www.hilti.us Profis Anchor 2.6.3 Company: Corbin Page: 1 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 3/23/2016 F-Mail: Spocifi•pr's c'imments:Aecors rr 'v'rC 500 e:m�reSsed; aye An; or qepmeet directly to;lab wt•h ! ;acbr.rs sb :i>Na. iput data 'ichof.t'A ce !td diarmat r: Kwik Bolt •i7.-CS 2/3(2) E`fe:ctis .rmbadment depth n,. ,-=2.0O3 ai , h,-,,,,=2 3!:3;r1 ividteri?:' Carbon Steei FJalU t.on Service Report. ESR-1917 issued I Valid: 10/1/2015 i 5/1/2017 Proof: Design method ACI 313-11 /Mech. Stand-off installation: eb=0.000 in.(no stand-off);t=0.150 in. Anchor plate: Ix x Iy x t=3.000 in.x 3.000 in.x 0.150 in.;(Recommended plate thickness: not calculated Profile: no profile Base material: cracked concrete,3000,fc'=3000 psi; h=6.000 in. Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,0,E,or F) Tension load:yes(D.3.3.4.3(d)) Shear load:yes(0.3.3.5.3(c)) Geometry[in.]&Loading[Ib,in.Ib] Z dtco -0 S co _.--� y-- . - °JO ......-4" x.15 'y. ;3 tk„, H ri4 . iiiiia .„-',•,i,;:,. 11. �,- .fr • .cam s'* fi..,. .:k, ;):, - t •.�tV , r x ',put aata and results must be checked for agreernent with the existing conditions anc to,plausibility' PROFIS Anchor(c)2003-2009 Hi't,AG.FL-9494 Sc^aar Hili is a registerea Tracemark of H,It.AG.Schaar N11`T� www.hilti.us Profis Anchor 2.6.3 Company: Corbin Page: 2 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No.: Phone I Fax: Date: 3/23/2016 E-Mail: 2 Proof ! Utilization (Governing Cases) Design vaLles(Ib]. Utilization Loading Ptnof Load Capacity ? ' �� ,;�} Fitan.ts Te;)5,cn St•eng✓h 43 12'2 4 OK Sn�ar Steel Stre,igth ',n 1 1466 . t 4 OK i oadirgUtilization 13,N.,,[34] Status i Its Combined tension and shear Dads 0.040 0.130 5/3 4 OK 3 Warnings • Please consider all details and hints/warnings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable, carry out the updates of the Software offered by Hilti on a regular basis. If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility' PROFIS A^char(c)2003-20C9 Hilt'AG,FL-9494 Schaan Hilti is a registered Trademark of Mt!AG,Schaan CCorbin Consulting Engineers, lnc. Project No: 16049 _ Page: of 1905 NW 169th Place, Suite 121 Project BiAmp Tool Anchor Rev: Beaverton, Oregon 97006 Title Predator Pallet Wrap Date: CORBIN Tel: 503/645-0176 Fax: 503/645.0415 Originator CBL CHK: Seismic Restraint Force Worksheet Design Criteria: 2012 International Building Code&ASCE 7-10 (Chapter 13) Site-Building: Floor 10375 SIti Cascade Ave. T ig3rd, Ori Main Corr ponectt Data: Seismic Parameters : :'rr'.c,,: erl: `,n'i-;it;:i `'a1.'- = `w�ii ;t I` Itc CI,:is 0 1 Jv r l! Heir ht. H 94 ( I -,= r Q iCCVa•i.ciil Laaerh L. = 90 In F4= 1.11 !Effective Lery,h, 83 it S,, - 0 72 'Overall`,"width, LV= 40 in ! (Attachment Elevation, z= C ft EEffective Width, hair,;= 36 in Average Roof Elevation h = 30 ft Height to C.G., Hcg= 47 in EICalculate H/2 Amplification Factor ap= 1.0 Length to C.G., Lig= 30 in ❑Calculate L/2 Response Factor Rp= 2.5 Width to C.G. W, = 20 in Di calculate W/2 Overstrength Factor C20= 2.5 • Importance Factor Ip= 1.0 Component Seismic Force Calculation Fp(caic)=0.4*ap*SDs*Wp/(Rp/Ip)*(1+2*z/h)= 0.115 *Wp= 121 lb (ASCE7-10, Eq. 13.3-1) Fp (max)= 1.6*SDs*Ip*Wp= 1.154 *WP= 1211 lb (ASCE7-10, Eq. 13.3-2) GOVERNS Fp (min) =0.3*SDs*Ip*Wp= 0.216 *Wp= 227 lb (ASCE7-10, Eq. 13.3-3) Horizontal Seismic Force, Eh= Fp= 0.216 *Wp= 227 lb Vertical Seismic Force, E„=0.2*SDs*Wp= 0.144 *Wp= 151 lb Seismic Restraints: Length Width No. of Support Legs, N= 4 No. of Restraints Acting in Tension, Nt= 2 2 No. of Restraints Acting in Shear, N„= 4 4 E V No. of Support Legs Acting in Compression, N,= 2 2 EH • Overturning Calculation: W P Overturning Moment Mo= Eh*Hcg= 10675 lb-in Resisting Moment Arms Arm = 29.5 18.0 in Resisting Moment MR= (0.9-0.2*SDs)*Wp*(Arm)= 23411 14285 lb-in Mo 411°MR Strength Level Forces (IBC 1605.2): Uplift, T=(MR-Mo)/Nt/Weff= 0 0 lb Comp, P= (1.2+02SDs)*Wp/N+Mo/Nc/Weff= 296 325 lb Shear, V= (Eh)/N„= 57 57 lb Amplified Forces (ASCE 12.4.3.2): Uplift, T=(MR-S2OM0)/Nt/Weff= -18 -172 lb Comp, P= (1.2+0.2SDs)*Wp/N+S2oMo/Nc/Weff= 386 547 lb Shear, V= (noEh)/N„= 142 142 lb Use(4)3/8"dia. Expansion Anchors at holes provided in equipment base. Min.embed. = 2". N1114111r1 www.hilti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 1 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pas.No. Phone I Pax 503-828-1612! Date: 41412016 E-Mail: char:es.ioving4tr:orcir,engineer-ng cam �,'.'aSClrie s cornrrlen!II'..a^.,t!',s'cr r'reda(^(J31iet wr '',)3nchcrs,di.-:Ct iI. .)+;, ,{,r i -t.,n o^y.:'r. ^.0 c.$ BVI JdI� h?Se. 1 Input data Anchor type and diameter: Kwik bolt TZ•CS 3/8(2; 2 ft ctive ernoedirer f death: hf.�a-- 2 000 in. n, '2:1,1 3:n. Material Caruon Steel Evaivaiion Service Report: ESR-1917 Issued I Valid: 10/1/2015150/2017 Proof: Design method ACI 318-11/Mech. Stand-off installation: eb=0.000 in.(no stand-off);t=0.250 in. Anchor plate: Ix x ly x t=3.000 in.x 3.000 in.x 0.250 in.;(Recommended plate thickness:not calculated Profile: no profile Base material: cracked concrete,3000,fe,=3000 psi;h=6.000 in. Installation: hammer drilled hole,Installation condition:Dry Reinforcement: tension:condition B,shear:condition B;no supplemental splitting reinforcement present edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) Tension load:yes(D.3.3.4.3(d)) Shear load:yes(D.3.3.5.3(c)) Geometry[in.]&Loading[Ib,in.lb] Z J�N orp - ''25 . ,rte, 101 • • X Input data and results must be checked for agreement with the existing conditions and for plausibility' PROFIS Anchor(c)2003-2009 H,Iti AG,FL-9494 Schaan Hill is a registered Trademark of Hilt;AG.Schaan 114II11:1rill www.hilti.us Profis Anchor 2.6.4 Company: Corbin Consulting Engineers Page: 2 Specifier: CBL Project: BiAmp Tool Anchorage Address: Sub-Project I Pos.No: Phone I Pax: 503-828-16121 Date: 4/4/2016 E-'jai': chanes,cvinGy orbinengineeCng.cern 2 Proof I Utilization (Govern]ng Cases) Design vrlues;!b? iJtitiz.ation Leading nrocf Load Capacity !,. !+3v 170; Stat.:s lou!,;t '"'�!>: _�=.. 11.1 15 ^r:ear Ske!Sttenzth 142 1461; - 10 =:K Loading y, � 5 Utilization e.v j%j Status Combined tension and shear loads 0.142 0.097 5/3 6 OK 3 Warnings • Please consider all details and hints/wamings given in the detailed report! Fastening meets the design criteria! 4 Remarks; Your Cooperation Duties • Any and all information and data contained in the Software concern solely the use of Hilti products and are based on the principles,formulas and security regulations in accordance with Hilti's technical directions and operating,mounting and assembly instructions,etc.,that must be strictly complied with by the user. All figures contained therein are average figures,and therefore use-specific tests are to be conducted prior to using the relevant Hilti product. The results of the calculations carried out by means of the Software are based essentially on the data you put in. Therefore,you bear the sole responsibility for the absence of errors,the completeness and the relevance of the data to be put in by you. Moreover,you bear sole responsibility for having the results of the calculation checked and cleared by an expert,particularly with regard to compliance with applicable norms and permits,prior to using them for your specific facility. The Software serves only as an aid to interpret norms and permits without any guarantee as to the absence of errors,the correctness and the relevance of the results or suitability for a specific application. • You must take all necessary and reasonable steps to prevent or limit damage caused by the Software. In particular,you must arrange for the regular backup of programs and data and,if applicable,carry out the updates of the Software offered by Hilti on a regular basis.If you do not use the AutoUpdate function of the Software,you must ensure that you are using the current and thus up-to-date version of the Software in each case by carrying out manual updates via the Hilti Website. Hilti will not be liable for consequences,such as the recovery of lost or damaged data or programs,arising from a culpable breach of duty by you. Input data and results must be checked for agreement with the existing conditions and for plausibility PROFIS Anchor(c)20032009 Hilt AG.FL-9494 Schaan Hilti is a registered Tracemant of HMI AG.Scheer VERTICAL AIR REGEl I 12.0-500 GAL • ......____________.1......„..., I 2 OPT I�.1wCE--� ( I -, .. r� t4. T D ...,..-- H 1 el n j c -\ I Hr NNEPUAAE I `� i n_J ---- ---- 2 NPI RANGE \s,.....71I3. A ..'s--O 4 6. \ E ` I --I 9/16.X 7/e s or K J BOLT CIRCLE (4) 4.X 6.ACCESSA OPENN6S 9O APART 4;1,- re,- �� _ Z iv l ivy . / 7-,„4.,17 ._ / Industrial Base Ring )J NOM CAP PART DIMENSIONS al INCHES N.P i OPENINGS GAL CU.FT NO. `kAWP 7 W. OD IL WT A B C D E I F 0 k J K 120 11.04 302121 260 ' 319 24.00 4x.00 13.00 21.00 13.00 14.00 13.00 21.06.-1•112 2 114 14 i 120 18.4 302422 300 379 74.00 63.00. 71.00 21.110 13.00 14.00 13.00 31.00 1.1/2 2 1/1 1/2 1 200 26.74 302420 200 625 30.00 7100 10.00 21.00, 16.00 11.00 15.00 27.00 1.1/2 ,, 3 1/4 1/2 1 200 28.74 302427 300 120 30.00 72,00 10.001 21.00 15.00 11.00 15.00 27.00 1.112 3 1/4 1/2 1 240 33.09 301421 200 era ; 30.00 84.00 93.00 71.00 19,00 20.00 10.00 21.00'+•!n 3 114 1/2 + 240 33.09 102179 300 930 30.00 64.00 92.00 2300 10.00 70.00 19.00 2x.00 1413 3 1/4 f/2 1 400 5145 302432105 660 36.00 93.00 101.00 2.x00 21.00 21.00 21.00 33.00 11/2 . 3 1/4 f/2 I 400 63.4.8 302113 100 861 30.00 93.00 101.00 21.00 21.00 21.00 21.00 33.00 11/2 3 1/6 1/2 1 • 100 53.48 302434 300 1100 i 30.00 97.00 101.00 23.00 21.00 21,00 21.00 33001 11/2 ' 3 1/4 1/2 1 600 60.04 _ 302436 166 930 36.00 11400 134.00 26.00 21.00 34.00 29-00 33.001 1-1/2 3 114 1/3 1 _. __. 500 60.14 302437 200 1050 1 36.00 116.00 12!.00 20.00 26.00 21.00 21.00_ 33.0-t-01 1-1/2 3 1/4 1/2 '-�1 ..o......................anars............vorm........... .,.... . -_.._ ...-----.-- - •::,7,...,,,, ,,,,, I k.L.FLX2 r,v7. X • .)5 E Tt4,1"',".N2,,,.0s1.•;,_,AL 2, 'l' 54^. -e/•A'7141,1,87,145, 41 1 LI I N V • .."---74 I 2600 1, ' 111:-.-Ylik‘ • i 1 U Ci...7t F.M.PANEL 2..i H- AIR''''" TOP VIEW N ,.....Z. Da IT Z -----28 12--------•-• (C2 rri INLET CONNECTION , a' 73 CUSTOMER ELECTRICX- 1)1 1/21 MPT FOR 200-250 SCFM MODELS.1 ---- ! i AIR ;I C17L21,,L,e';1 CFTI5'fl.y , t.:a.2 = R CONNECTIONS ACCESS\ 2)2'FOR 300-400 SCFM MODELS - .4.,-.238 2)2'4GR 505-400.5.:Fm`..),,,,i-L5 > ii-u"m r - • . 71' 02 ., _._‘_ -- I,!'• 011 ! I / ,,-,0 ca. 1 1 I, 1.0 , . • . 0 X.1 :-• IL . I 1. 0 . ,. 8.3 ,. . . r • ,,4 1 WATER COOLED INLET CONNECTION 'I . 3 CD 'i V., tre' 1 172"FPT FOR 2504100 SCFM MODELS 3/8 OPT FOR 280 SCEM MODELS ' AMOI!NT.!!!. CI ,..I f. 11 I I Z II. l'4' CD GI cn - OUTFLOW VALVE GONL.1e.,41E A.N 11,2 f-.---1 DI, .•••I AllasTMENT 7,8 T•„..71 .-I.2,.. i • 55 2S 0 St 75 ., .,,,r„..' ./. I E .6. , I i '' -44.-;':..:1',,."':....4. ' , 4i i* . I.t 43. 4 0 4 ' il .. I, :71T:r;• 14 ..., . . . I Z , _.. , . . . , --I , S 1 ANL7,4141.,1214.4;41 LA.,,L 1 . f ; WATER COOLED OURET CONWECTiON 142-OPT FOR 2504400 SCFM MODELS 1 I 3W F PT FOR 2005CFM MODELS 44 i .. GLYCOL POMP ACCESS-4/ REAR VIEW LEFT SIDE VIEW 2 50-i FRONT VIEW SII.E V/EW 1SF..,', .- 7:...) GENF RA,..AktJGL:i,.AEN T NT r,ivC:200 400 ci`, Alf<PAO WI-,F r.11,L,4 1:_,,L.E.I.) 550030 -7' ..... --I 22......... 14.0 ENGINEERING SPECIFICATIONS , 11.)f.e.. *--•F..(< 11 AIR COOLED CONDENSERS WEIGHT R-404A MAX FUSE MIN.CIRCUIT COMPRESSOR RATINGS FAN RATINGS MODEL.NO. VOLTS/PH/HZ LBS. KG. LB-OZ KG SIZE AMPACITY HP I RI A LRA OTY HR RLA LRA NVC200 230/1;60 340 215 2-4 102 20 137 10 9.7 40 1 1 11F, 1 3 -„--IW —_-_-!..____;---..----i----- C2(.4) '--Tit-57.Xii) ,4o 245 24 7(.7 : 9 I :3‘,/ 1 L 2 4 13 1 i 4P, ,,,5 1 2 .1_____........;.-...-4..._- --- Av:::200 30/1/66 -1--',:di) '4‘;L:.4 ---; ).' 1' '' 1 f .1.1 „,- ' 1 I , i ' 00 5,-5/3/ 0 i 549 ‘-''. ) 2-4 1 '.C2 r : 3 1 ..-L4 .__'2. _ ......4 i ...--1_-_ .......1.-_.__ _i570 4 251 2.-, i 1.,-;.3;:1 ,, i F,3 -1- ,1 2-I 3 5 ; 1) 1-7- 1,C.: J 5 1771 ......... ................4_,_ -,.. —4... ..4..—.. __LI-7377,-Z7-1,,, il.,.;.T I,.."'-`9 3 8 ".S:32_, ' 4 9 5 _ 11/2 1' 54 1 li . 1/5 1 1 3 -4.-____. I"'" 1,-.4,1C26C 1 575;2i6u T 57r, 2.5,) .3 a ,1 3 ,1,;;) 3,-,: , iC 1 1 4 1;c: i r,5 77-1 ! ,. .....-.--- .----4--- _i______4.0/3.6C • 53C i 296 42.......22.1. 10 5 2 -1*.2 ...L...71:3-1-71, a 1--4-1 iii; r ,.5 4 12 NVO200 -1-----TTFT3€0 4.0 1 314 I 13 ,i 3 2 -.9 3i3 1 1 1/6-t—1-1-7- .--, , -.1.60--- -..- -.- 4.- -----,--- :.):3•(i0 i2F. 1j4.9 I 1 ?ill 8 4 9 2 4.. 16 r I I- 5/ --.- NVC..:441) 450/3:60 ,37C. 3n4 4-0 1 31 -1 12 7.6 212 5.4 23 1/6 0.0 12 NVC400 230/3/60 670 304 4 0 1.814 25 15.9 212 11.4 .57 1 1/5 1 3 NVC400 5152160 I310 304 4-0 1.814 10 6.0 2 1/2 5.4 23 1 1/6 0.5 1.2 MAXIMUM ALLOWABLE WORKING PRESSURE:230 psig Atti NOTICE Specification information above accurate at time of publication. Refer to equipment serial label for actual refrigerant charges and specifications for units _...; Nirvana Cycling Refrigerated Dryer Models 200-400 19 http://air.irco.com im.' y g�1 a'� } -.V-? v X : .rel' $ YY1 i..s. -k 13 ■ •„y_ r-__*,!,:..,,, x -e-� - j° dk*-- X . . i -...4 --- t -IA .1.-'',..:...4.81 .4 tk•iki(f ..7,,-',.'-,....., ,17:::--71 '' -,,....0. 11 a*'"i- n. .4 v .s i 4 3 ca's sf a `, "•.e' t 4 q t 4 r.. .-%,:q-,,,;;,...:.•.':/,.. 'P y rya,. v,„;(- 0,, a,•.. e .t �'.a. y:',!�:` 4tl��. " +2y4 , ';r�> ,fir;'. .F.tr`„?w :-�..a,n ��` '�"'. . ;. %Z ��,"�. � 'r� �;;:"�7 �� �Wnk+��',. ,. . . ' x �m t 'x, p f crxaws,.+s,;<'�r` ssty er0 rr ,r Max.solder dimension: 370 x 425 mm 114.5 x 16.7"1 356 x 356 mm]14 x 14"] 360 z 460 mm;14.2 z 18.1"; Max.PCB/carr.er dimension: 380 x 508 mm[15 x 20"] 406 x 508 mm[16 x 20"; 406 x 508 mm[16 x 20`] Solder filling. (lead-free)approx 450 kg[992 Lbs] (lead-free)approx.230 kg[507 Lbsl (lead-free)approx.410 kg[904 Lbs; Free space top/bottom: +I00/-40 mm[4/1.5"] +801-25 mm [+3.1/-1"] +80/-25 mm [+3.1/-1"1 Solder level monitoring. yes yes yes Wave height monitoring: no yes yes Solder pot for product specific nozzle plates yes yes yes Retraction feature for maintenance purposes: yes yes yes Dhnea x..' .. • .fiadttre-mechanical,Brtmp ..,, Nitres 'f + . 7,. Width: 1,730 mm rte&]foie Type: solder pot enameled Nitrogen supply: to be supplied locally Height. 1.620 mm(63.8"1 Nozzle plate: product-specific Nitrogen injection: No-cover over the solder bath Weight: from 1.650 kg[3,637.62 lbs] Clearance from PCB edge: 3 mm[0.1"] Required pressure: 6 oar(87 PSI] Solder temperature. max.320°C[606°F] N,-consumption: approx.12-18 m3/h tonveymr.0rF/t61 , s4i <r' ;^ Max.solder dimension: 370 x 425 mm[14.5 x 16,71 [15-23.5 yd'/h]per solder pot Type: segmented pin&chain/roller conveyor Max.PCB/carrier dimension:380 x 508 mm[15 x 20"] Required particle cleanliness: 5.0 on average for PCB transport without solder frame Solder filling: (lead-free)appr.450 kg[992 Lbs] Conveyor angle: 0°fixed Free space top/bottom +1001-40 mm[4/1.5i r===1111Mnfill PCB width: 63.5-406 mm Compressed air supply: to be supplied locally (single track) (2.5"-16") i Required-ehrcttomagi�tefic Pressure: 6 oar[87 P51] PCB length 127-508 mm[5-201 Type: solder pot enameled Consumption. <5 m3/h[6.5 yd'/h] Clearance from PCB edge: 3 mm[0.1"] Nozzle plate: product-specific Conveyor height from floor 850/950 mm±25 mm ' y s'° x s Clearance from PCB edge: 3 mm[0.1"] CpA !;� A�acF!ineli (33.5!37.4"±1"] Solder temperature: max.320°C[608'F] PC-control system:operation system Windows 7 Conveyor speed: 0.2-10 m/min[7.9-393.7"/ml Process visualization Mast-/PCB weight: max.5 kg 111 Ib] Max.solder dimension: 356 x 356 mm[14 x 14"] Max.PCB/carrier dimension:406 x 508 mm[16 x 20"] Input of all process parameters . 3 Y Solder filling: (lead-free)approx.230 kg[507 Lbs) 7 day time clock .' „ Free space top/bottom: +80/-25 mm 1+3.11-T1 Machine status control Type: high-precision spray flux system Password function Positioning system: 2 axis(X/Y),servomotor driven Production-,process-&traceabilitydata recording Flux storage tank: Z I Solder -e)ectromagneticai purlgt Type: solder pot enameled Positioning speed: 2-400 mm/sec[0.1-15.7"/sec! Nozzle plate: product-specific Fluxer speed: 2-40 mm/sec[0.1-0.8"/sec] Clearance from PCB edge. 3 mm 10.1"] Power: 5-wire system.3 x 230/400 V,N,PE Positioning accuracy: ±0.25 mm[±0.01"] Power tolerance range. +6%,-10% Solder temperature: max.320°C[608°F) 9 Spray width: 2-8mm(130/270 pm inner nozzle) Frequency 50/60 Hz [0.1"-0.3"] Max.solder dimension: 360 x 460 mm[14.2 x 18.1"1 Max.PCB/carrier dimension:406 x 508 mm[16 x 20"1 Power consumption: max.44 kW(basic machine) F e Solder filling: (lead-free)appr.410 kg[904 Lbs] Amperage: max.125 A(basic machine) , ehoar« 4,basic machine]( t,ai' Type: bottom side heating with Free space top/bottom: +80/-25 mm 1+3.1/-1"1 short wave length IP heaters .f thatrft 7,',..., , rn hine) Power: max.12 kW Exhaust volume: approx.450 m'/h[588.58 yd'/hl Temperature range: 0-200'C[0-392'F] Exhaust stack: 2 stacks,150 mm 15.9"1 o.d.each 13 _J . Operating instructions ��� _ x- ' -_--''�� - 2Technical �� f� . data ....... 2. Technical data 2.1 Technical data for the Complete aystem Length. - Base frame 2,':80 rom '80 mm ! • Conveynr 3.580 mm 5,180 mm 5,000 mm 7,150 mit- , system Width: 1.540 mm 1.740 mm Height: 1,800 mm 1.8DOrnnn . IVVeight 1,100 kg 1,700 kg 1,200 kg 2,100 kg *The technical drawings for your machine are in the Appendix to these operating instructions. Version long: option, additional solder-and p reheating module Vomo0ow4O/SD Versaflow 40/50 Vansof|oxvSO/GO Versafloxv50/GO 2�- standard long standard long Input pressure min. 6 bar Air consumption approx. 5 m3/h Requires connection hose LW 8 Versaflow 40/50 Versaflow 40/50 Versaflow 50/60 Versaflow 50/60 standard long standard long . Input pressure min. 3 bar Required degree of purity 5.0 Consumption ca. 2,0 m3/h ca. 4'Om9h ca. 2,0 nn"/h ca. 4,0 m3/h Versaflow 40/50 Versaflow 40/50 Versaflow 50/60 Versaflow 50/60 �, Standard Long Standard Long Power per stacks 150 m3/h Stacks 2 3 3 5 Total exhaust volume • 300 m3/h 450 m3/h 450 m3/h 750 m3/h 10 - 35 °C �� 12D - S596 (non condensing) :.`7,4,„';'...`° ,-°^�� � �,z.=..'*r less than 60dB RAL 7035/ RAL 7016 Introduction �Haeger Basic Data Sheet 824 WindowTouch-3 Basic Data greet ustomer HaeEer Distrbutor Telephone Machine Model 824 Window Touch-3 Serial Number Year Manufactured Maximum Force 16,000 lb/72 kn Throat Depth 24 in./610 mm Stroke Length 0-8 in./0-203 mm Voltage 380//g o Amperes i o Phase 3 Hertz 50/60 Hydraulic Oil Exxon Humble 32* Viscosity: SUS @a 100 F 315/355 ISO 32 Capacity 22 gallons/83 liters Max. Operating Pressure 2,450 psi/169 bar Height 90 in./2,268 mm Width 32 in./813 mm Depth 56 in./1,422 mm Weight -119e0 1b./1,160 kg 2. oo cs Options: Z— c, ,.—..� o-r Poe; v• Z. Z *Equivalent hydraulic oils may be used.,It is the dna hie ower s reponsibbtttty to,determne which h dr the of s in thet area are equivalent to Exxon Humble 32. 1 .2 824 WT-4e Machine.Specifications and gimensions: ,7, •:�t,. .-,z.. Versatility and Ease of Setup Force Range [44yyf1 �OD.lbs.(72kN)-Optional 20000 lbs. y ' Throat Depth � !° 4 'i Haeger's all new: as . � lStrokelength .,,,,Ni.- ' e.kryi) Electrical 7 -. , r. Motor Oil Tank Reservoir ;� Speed e p*tioor Repeatability r '"y$ ' 's t t;,y Footprint ;) r m k,966mm x 2388mm) 0 , Fastener Range 4.-„,-8-:„....1..- ''� T' 1 d t ."' Clinching Capability_- ! _ J• -_%, "*. °;, 'to 6mm)combined thickness For more information°4nk{ -products, visit our website at wi i '" your tiu{horized Haeger distributor. 0'.. rev :t* • ,;:fit ,MI 45. `y AlWays the most cost effective solution a fol.. your °fastened insef+-tion challenge! WindowTouch 4 ,.tea ,` ak",_ , ,,, ,� L y Ili Y . . • '4, ate, .* ' ,>;, g .4 )'.: Insertion '.a ,r � 516 6 � x 18 System Plus r Plus • rii e- .s ', r sg^'-aM ` � 4. °' ''i' • -a *j . One- h nmx • t .i sA ,,, 4 Touch4eLITE +w' ';,. ..; dOne- Touoh4C �r� �' xa, .-_ a+; .n "44 4 ie...-'''f-rt' V-i'' 824w „.,.. .......:,,.„...,, .....,:„::.,,,...., , . IOneTouch4e XYZ-R Haeger USA Haeerr Forona Haeger Asia 'Haeger Manufarluring Headquarters o,. 811 Wakefield Drive Tea,ei lraai 18 No.2 Lane 55,Fenggong Rnad fteah5 i'ar'd,a.IT,la -rote.',,curers Oakdale.,CH 95361 %575 CA Oir!eneaai Malu Town,tian.ng Decal T+l 209 848 4000 Thn Ne!herUnds Shanghai,PRC Hae er F-i 1 209 847 6553 T 4 11'A'530 230 T 18h 21 56954988 +"ii 54l 532 x0C' F 186 21 56954388 Creating Website:www.haeger.com E-mail rrl.1r`�r!aegel.col, pcp 4 Hardware Insertion Profit Centers HELLER INDUSTRIES, INC. Heller Reflow Oven Specifications Model 1809EXL(Air) I809EXL(Nitrogen) Electric Supply Power Input(3 Phase)Standard 480 volts 480 volts Breaker Size 100 amps @ 480v 100 amps @ 480v kW 11-13 Continuous* 11-13 Continuous* Typical Run Current 25-30 amps;a;480v 25-30 amps/fig.480v Optional Power Inputs Available 208/240/380:400/440/415 VAC 208/240/380/400/440/4 i5 VAC Frequency 50'60 Hz 50/60 11z Sequential Zone Turn On S + S Sin ie Phase Oneration Not Available Not Available Dimensions Overall Length 183"(465 cm) 183"(465 cm) Overall Width 54"(137 cm) 54"(137 cm) Overall Height 63"(160 cm) 63"(160 cm) Typical Net Weight 3500 lbs.(1588 kg) 3500 lbs.(1588 kg) Typical Shipping_Weight(Domestic) 4000 lbs.(1814 kg) 4000 lbs. (1814 kg) Typical Shipping Weight(Export) 4500 lbs.(2041 kgs) { 4500 lbs.(2041 kg) Computer Control AMD or Intel Based Computer Recipe Storage >500 >500 Flat Screen Monitor S S Windows Operating System Windows XP® Windows XP® Monitor mount S S Auto Start Software S S Data Logging S S Password Protection S S LAN Networking 0 0 Inert Atmosphere Minimum PPM Oxygen - 10-25 PPM Nitrogen Cooling S Waterless Cooling w/Flux Separation - O System Nitrogen On/Off Valve 0 Oxygen Monitoring System - 0 Nitrogen Standby System - 0 Sample Port in Reflow - S Typical Nitrogen Consumption 700-900 SCFH** Additional Features KIC/ECD Profiling Software S S Signal Light Tower S S Powered Hood Lift S S Five(5)Thermocouple Profiling S S 30"Heater Modules 0 O Redundant Alarm Sensors 0 0 Independent Alarm Scanner 0 0 KIC Profiler/ECD Profiler 0 0 Center Board Support 0 0 Board Drop Sensor 0 0 Board Counter 0 0 Bar Code Reader 0 0 Custom Paint&Decal 0 0 Battery Backup for Conveyor and PC 0 0 GEM/SECS Interfacing 0 O Custom Engineering and Software Available Available * Varies depending on Options included with the oven Specifications Continue of Reverse ** Tested at 500 PPM. Varies with PCB size and oven configuration 8 I 7 I 6 I 5 114 1 3_-_-..--..J_____-__.- I 1 0 0 • • • I f 1 1 ,.iii I 1 ffiiiil • ii"' • C SEE DETAIL D c _ K(ERS OPTION) L(ERS OPTION) --_-_.._ 12.8] I -1,7-___, 47203 ----+- --++ Qii RIGHT END VIEW SEE DETAIL C ix 76 o) zx i061 [e.3] ea --. 46z (100TH SIDES) (BOTH SIDES) (BOTH SIDES) - ;33371 3 71 j16.2) 2X 740 -_-..p„___.___-.__. 2 5007 __-_ (29.1) [35.7) (BOTH SIDES) !BOTH SILLES) as] REAR VIEW l 60 4X$23... 740 .f.___-_._.._..1003 [2.31 1 [0.9) [29.1] [39.7) 1 B 20 33 + (60 H1 ONLY) (50 H1 ONLY) 1— - AlliMI �� it ,' • PO I 1 • • _— - '� ' ... ,. 4.1 di II u (426] pl ,►.;- { / oI�■ -MI MI I U1 1 MI 11� 1=7, A of ''_ ,AILel I r I. ii�`it i l Id tea__ A ■;� L— I• I 1• .i - — - A . 0. • BOTTOM VIEW _ SCALE DETAIL 1.000 DETAIL D g GENERAL TE AIR COARRANGEMENT LED�75)T' L_i (ERS OPTION ONLY) SCALE 0.750 s' IAiI, 237013521 jkiii .. ..v 013 8 I 7 I 6 I 5 b 4 I —; _- ` - cam® UNLESS OTHERWISE SPECIFIED PRINTED DOCUMENT IS UNCONTROLLED F1 OPTION: NO DRYER [3311 .• 1441) — I'c3, 1 1 + IT-11 R-11• —"t- J 1111111111111A!! D FIXED SPEED---‘' PEED -� 111111116111111: • D 111!II 1202 - (TY, [47.3[ ..e 11111111111111/ 20 (TYPICAL FOR ALL 1036 IIIII I ! ----__--- _-- [081 LATCHED DOORS) 1036IIIII II oilm�_VSD . �;iIIIINIIl 590 - 123.21 • VSD 871 60 1111!l811M 1 [DSP [2 4] IIIFIXED SPEED ----T—, _- 1 o . .�1111111 11111 DETAIL B \ f+ .. l GJ DETAIL A SCALE 1.000 - 1697I SEE DETAIL B— SCALE 1.000 FIXED SPEED 1433--------.1 TOP VIEW [56.41 VSD -2432 .__—__-___.___-__.__---______..__..,-••• 270 - 519 --•• 1956[ nl 110.61 [20.41 217 - 530 —•.. ..r.9 C [8 8] (20.9)0 _— _ I 1 _ 499 • II ��I i [19.81 I �'�J • !� /--B 'f j p 2032 (80.01 VSD- C51 1 120 A 1232 • \ [I vAIRFLQW (48.51 • . 374613) 845 — 790 (25.4) C FIXED SPEED-' 773 (SDI 30.4 [31 1) 875 34 4, FIXED SPEED Ci I; __. • A , e __. • •• I7 A , c ,, ti i iii 1 1 I _. _ - ____„_____i____ - _-- 1 1 -205 +GENERAL ARRANGEMENT, 148 [8.11 SEE DETAIL AJ J AIR COOLED(Rss-75)ii '�� [5'81 FRONT VfrW I 1080 — LEFT END VIEW IA11�, ._ 237013521 Illiii 142.51 —._— — r 0:361 8 7 I 6 I 5 O 4 I 3 I 2 1 •„„•,,,,,,,,,,,,,,,,r UNLESS OTHERWISE:SPE CIFIED PRINTED DOCUMENT IS UNCONTROLLED F¢ I K l'. , , 40 H F) E ...- N , t. ,0 tail pg_c_ISS 0 1 ... „... . .., , ,... -.. , • . ,.,,..,.....: .:it'.:f..-.- ,•:',% ,-- - - ' - ,:.- '. ' -------".-7 ' -7-7 -.., ,..;„,, - •-•'.':. `: .7i- -....•••:,..:,..*:.*',..,.:. :, -,;:ri:.t''' ' r'-...'``'.' '' ' ",1.;' .-4 ',,,.....;:..':"v..:,-,1- v,..."11.° •I'„,:.,,Ir.,'....-..vii..4.'1,:.-r...., 4.,..A,,°:::::.', ' .;`,.., ' - ?.ii..f.:n,.;:\i,IN:i.,..4ri i.r.r4:7'•„, ott r„...,,y...... . . . ., . „.1. . "0114::.AY-:.i-,'.1,''',1x-'... .ji."-1 „4 ,,,,,it ' , ,,,,, .4 :11;.:iii,:.-......,vvi,zer,..."..4;e: .7.4,:-It,,,,.1..kK. •"" .4 cf: .i'..0V- ,,,, . ''''.?„z ' :!,...2";:...-,.,-044i.:.1.:;.:,.....s,4.,1/4,.-ca„.0,..0, :::•*, T ,4::.... , ..,..V.; , ' '-,...:7' i 1:: °..^ ',•:41,'::, lr. 'far,L!7i;::.Y.if.A..,."!.."4, '...,,,,t'fil'il.:,‘ , p.!..hNst,., -: ,Ii.fi .:,..014.:s.eivo ' ;• .1 .rx. ., '',:),Y ' ' " "" it-V..: 2.1 ..,,,i. ,147,T..1.V1,40" . ''.• .,r•;4,1,,,4' . '" f:'' fii'''-•-.1.-i?'''Is•i•il,rt.-Iii* A44,......,,.-- . .,.,„- - , 4 ."..C",:,p*::. ••"' ',41:4r;, . irq.5"'Artler.ir ''' `• r i'''''" *Ir-' , .„., ,, ,.,,..,.,4:,:::•ii.i.'..-•rt.' ',"-'''' `: ": 's''''`'':' :''' . * - .' ,."....-.t •,;',4,;,',,14,..f...,-;:v.:,.-",.%44--!..:ire ' . 4-'‘,1 ' . ' •'-'"Tt'ioi:-...it -;)- .,; : 1.4: ...%.. (;.04...4.--i.'..,'`ii• , r: 1 't v s."...:-... ...-:z.4.1;;;-,,,,4k,,,,,,,,,4*.e,;i.:;*.,..„.,. „; : ''.. , '4, - ,...,i„,,- . ., , ,9iil,r4. `..,;/.1,-..1..inie:'.?ri"-:....'":::;:pg--":,-(-4.- ''' : -7,'„..,.`J;:ri:;....'i:;..'1.:•;:iv .i.'36.1•.;,;`,-!,,,,-' ,••••,..1.' (."'--1, ...';''' -,'.- „..41'.•;•:.•:!..i.r..',.„, t;.1...*:;;;• '; ' ,,•.-•-,. ';-.,k• . . , ''- . -1°:1,..' ,...',".,,,.,..4i,:•,i„k`...,,,,.,••- ••••. ., , ,,,... ,. ,. ,..•-• ‘ -,„•.'kr., . , ....,-,„, ,,,...:,....i.r T.*„,.,.-„0.,ris s'41;lorzl,-. 4 .' , rti::,'r. . ,, ‘..,„i i'r,,,i,,r....ir`ri4:',.4,z7j..„..c.4„, ... , . ' ...' : 7;1 44:: :•'• .-- , :;'''. .?.'''+''‘.9;41:r4,',04'''"Ill • '.':, vs, •t• •'': :it ;.'"'' '' :4.....,/•.''' ' • -'' -:' 1, ...;:.,:,...',...,'"..i..•-•-:.4,:: . ,. ', $ ... 2.'.• .1' 4 , . -0' , 7; t' '. - - - - "-trMlai iii• ii.x.--1 , --, i it ' , •''' .::,4.4--; ,,-.,.s.' ,,f,''.:.:4;:',!.;',:'•.-- i . .-. if t 4 . f. '....et,..,,• i .. . , .-:.,47-"t;'. -. C ' $ .... ., ,,,. . .... lir;,_ I 40 !ki:7.:: Ns, . ......., 7 ,,.. , . . .•-i_ - .-__.. - -,,,, \1/4 1' "4611 A ...,, ". . •... ' , 4, 4 i' ,.-1%..- i- '- . . Model Reference Nirvana Performance Data' ,.. . ,., 5.5-11 kW/75-15 hp Nominal Power Delivered Pressure Range Min.Capacity Max.Capacity 50 Hz 60 Hz kW hp bar(g) psi(g) n1/min dm in/min cfm A : IRN5K-8 IRN7H-100 5.5 7.5 8.0 115 0.48 17 0.88 31 IRNSK-10 IRN7H-130 5.5 7.5 10.4 150 . 0.62 22 0.74 26 IRN7K-8 IRN10H-100 7.5 10 8.0 115 , :: 0.48 17 1.19 42 IRN7K-10 IRN10H-130 7.5 10 10.4 , 150 ' 0.62 22 0.99 35 IRN7K-14 IRN1OH-200 7.5 10 13.8 200 0.66 23 0.71 25 IRN11K-8 IRN15H-100 11.0 15 8.0 115 0.48 17 1.70 60 IRN11K-10 IRN15H-130 11.0 15 - 10.4 150 0.62 27 1.45 51 IRN11K-14 IRN15H-200 11.0 15 13.8 200 0.66 23 1.13 40 15-30 kW/20-40 hp2 IRN15K IRN2OH 15.0 20 4.5-10.4 65-150 1.16 41 2.46 87 IRN18K IRN25H 18.5 25 4.5-10.4 65-150 1.16 41 3.06 108 1RN22K IRN30H 22.0 30 4.5-10.4 65-150 1.16 41 3.68 130 IRN3OK IRN4OH 30.0 40 4.5-10.4 65-150 1.16 41 4.56 161 Maximum Capacity Tested in Accordance with ISO 1217 1996 Annex C. ' Performance is based on Non-TAS models. ' Maximum Capacity is based on 8 barg(115 psig). Nirvana Dimensions Length Width Height Weight 5.5-11 kW/7.5-15 hp mm inch mm inch mm inch kg lbs. Baseplate Unit 1315 51.8 731 28.8 835 32.9 350 780 80 Gal Receiver 1349 53.1 731 28.8 1460 57.5 472 1040 120 Gal Receiver 1897 74.7 731 28.8 1460 57.5 487 1072 272 Litre Receiver 1311 51.6 731 28.8 1460 57.5 458 1008 500 Litre Receiver 2059 81.1 731 28.8 1460 57.5 513 1129 15-30 kW/20-40 hp' r4.40""")110- Baseplate Unit 1630 64.2 724 28.5 1418 55.8 612 1350 120 Gal Receiver 1857 73.1 724 28.5 2043 80.0 780 1720 240 Gal Receiver 2339 92.1 762 30.0 2219 87.3 858 _ 1891 500 Litre Receiver 2060 81.1 724 28.5 2053 81.0 804 1772 750 Litre Receiver 2156 84.9 750 29.5 21% 86.0 858 1891 80,120&240 Gal receivers manufactured to ASME VIII Class 1272,500&750 Litre receivers manufactured to EN 87-404. Total Air Systems(TAS)and Standard units have the same dimensions. 1 ' 15 kW(20 hp)and 18 kW(25 hp)are 140mm(5.5 inches)less on the height dimension. Nirvana 5.5-30 kW 13 Cc,c4ff- 'S rcr.-- S INSTALLATION/ HANDLING 25 60 50Hz • t , WIN 3pH .'22 kW IRf kw t PJ it,t �' ` ' ':°t r. Uiirc•TAS" TAS !1 •,q:7 __ 1 OMPREbSOR tion 4,a1 pressure _�. �_-f�..--- 130 150 _ _.__� PSrC:ban1 11 0434) �..._��_._.., ;10 34) Fow iota 150 PSIG(10.3 bar)..�._..-..,...._.._.F._. _,0a I--- 12 ) '42 1 14£ ACFM(pr'/MIN,1.a (3.(i ) I (3.17) r 1:4.02)2) ( (4 14) Pow rate t 125 PSIG(8 6 bar) 12C ( i 25 1S2 158 CFM(ma/MIN)2.4 _ P.It) 1 (3.54) I-- (4.31) l (4.48) iRow rate 125 1.--- 130 158 164 c 115 PS10(8 bar)ACF,1(rn3/MIN)s.4 (3.54) (3 68) (4.48! (4.65) Airerd discharge temperature. 228°F(109°C)Trip poati Ambient operating temperature 35°F(+2°C) 104°F(+40°C) j (min.)->(max.) J MOTOR Nominal power 30HP/22kW 40HP/30kW Insulation class F COOLING SYSTEM-Air cooled Cooling air flow 27I)Off3/min(76.5m3/min) Maximum AP in air ducts 0.25 inWg(6.4mmH2O) Compressed air outlet AT N/A 15°F(8.3°C) N/A 20°F(11°C) GENERAL DATA Separation volume 2.8 gallons (10.7 Ores) Coolant capacity 5.5 gallons (21 Litres) Weight-base mount unit 1350 lbs(612 kg) ,,,.. A Weight-120 gallon Receiver mounted 1720 Iris(780 kg) Weight-240 gallon Receiver mounted 1891 lbs(858 kg) Weight-500 Litre Receiver mounted 1772 Ills(804 kg) Weight-750 Litre Receiver mounted 1891 lbs(856 kg) — DRYER ENGINEERING DATA 50:60Hz Electrical protection class(std) NEMA 1 (IP 20) Factory refrigerant charge(cz/g) 45 oz 1.27 kg Refigeration type 134 A 1 Assuming a 6 psi(0.4 bar)pressure drop through the TAS module. 2 Assuming a 9 psi(0.62 bar)pressure drop through the TAS module. 3 Assuming a 10 psi(0.69 bar)pressure drop through the TAS module. 4 Flow rate will decrease as DP through the TAS module increases. http://air ingersollrand.com en 4.2.2 Outside dimension (except for the largest projections) •H• A . 735 C a. 21._-__:- 4-'-' . ..:.,ii Isd t 1 1 I - I] E li BU 1 � •■ • 7 ' • • G � _ (Unit: mm) Size M-PWB L-PWB L-Wide-PWB E-PWB specification specification specification specification A 1400 1500 : . 1730 1730 C 1393 1500 1500 1600 , H 50 125 240 240 Size Carryout height 900mm Carryout height 950mm B 900 950 D 1005 1055 E 1440 1490 F 1710 1760 G 2000 2050 4.2.3 Mass (Unit: kg) Model M-PWB L-PWB L-Wide-PWB E-PWB specification specification specification specification KE-2070 Approx. 1,530 Approx. 1,590 Approx. 1,590 Approx. 1,660 KE-2080 Approx. 1,540 Approx. 1,600 Approx. 1,600 Approx. 1,670 KE-2080R Approx. 1,540 Approx. 1,600 Approx. 1,600 Approx. 1,670 Specification RX-6 I RX-6 (6 x 6 nozzle head) 1 (6 x 3 nozzle head) — Board size y SO x 50 mm to 610 x 590 mm(905 x 590 mm with longboard option) Component height I 61 12/20/25/33 rem iI Laser recognition 01005 to 33.5 x 33.5 mm 01005 to 33.5 x 33.5 mm Component size Standard camera 1 3 x 3 rem to 33.5 x 33.5 mm(MNVC) i 3 x 3 mm to 100 x 100 rnm t 50 x 180 mm i Vision recognition -. --. _-'--. _..I._ ...__ _------- — ----- ------------ -- High-resolution amen I 01005 to 20 x 20 mm(MNVC) 01005 to 48x 48 mm/24 x 72 mm i (optimum) 42,000 cph 34,000:ph 'Chip • Placement speed (1PC9850) 26.000 cph i 23,000 cph le —-------- I' (4 000 cph(MNVC) i 1,000 cph(MNVC) -00 laser recognition i *40 pm(Cpk a I) Placement accu aey -_— ------ - ----- —- -. I Vision recognition t30 pm(Z40 pct MNVC) Feeder positions(max.) 160(with electronic 8 men double rape feeder) Power supply 200 to 415 V AC,3-phase Apparent power 3.5 kVA Operating air pressure 0.530.05 MPa Air consumption 100 I/min Machine dimensions(W x D x Hr° 1,250 x 2,095 x 1,440 nim Mass(approximately) 1,800 kg I Optimum according to JUKI specifications *2 Machine width measure(D)does not include display. Machine height measure(I-I)does not Include signal light and display. Options Recognitions system High-resolution camera Operations system Rear-side operation unit Inspection function Coplanarity sensor I Component Verification System(CVS)/SOT detection check function Conveyor :Conveyor extension Electrical protection Ground-fault interrupter Force Control Force control nozzle FCS calibration jig/mini signal light tower/super foot/offset placement after solder screen-printing/ Others ( lighting unit for solder recognition/placement monitor(data storage&analysis function)/fluxer unit(liner type,rotary type), caster Software is I IFS-NX/EPU Feeder trolley/electronic tape feeder/electronic stick feeder/high-speed matrix tray server TR7DN/ Component handling and feeders x tray holder/ IC collection belt/trash box/tape reel mounting base feeder trolley I feeder stock I splicing jig/feeder calibration jig with monitor/electric trolley power station 81 Component handling and feeders are electronic type only. XPlease refer to the product specifications for details. ..K.E. PRO. . .fl, The RX-6 is an eco-friendly product which complies with JUKI EGO PRODUCTS standards for protecting the environment. f--'--- --"`- ----- JUKI CORPORATION HEAD OFFICE e •The machine complies w th the"JuW G pup Green Procurement ' I r' re aa.a. w 9a,,,em,y,bm b pmmn ao,rtwt Guidelies"on the use sf hazardous orthef fl whchiseWaer 414, ae�o-Mnenai v ow11'naa xctvwi 9.a than other restrictions,such as those of Me ROHSp Directive. `(( gre 9 :-%K i0.S Fm details of JUKt ECO PRODUCTS.refer p:// ,eicoldero e/d n el 1),22.—.1":,11,7,1=7:2:—°"'""°. 91 ' of 0a0en ow•< .eb.) nsl 1 S - EDDiecinelmwgiir ot6Rvardou irzie ---o--..-Mvmun,mere Pearb MOOTJAB I1 t'� tl b msnL tie:J.n+les, I MDfl N IandebcYatlK qugmem.ine Yd Grten%awamanlGWWurolrowlunlviMestaaraned n'''''' tem toel'm'v,atem aYy i leptbet df4NWianandmamterenc tend 2.r` .o moor..e„rcm,,.aa.We.,,.a..w,ew.sn,..,,.,mrnx,,.a,naae.m<a dF em.. ,n XS 0 14001 CM001 JMEa� case macn„e.,�a ra�nw mesa.e,s..„dwme aete,arod Juki Automation Systems Europe: "Li ic ® Headquarter Solothurn,Switzerland Nuremberg,Germany Gatwick Airport,England Phone:+41 32 626 29 29 Phone:+49 911 93 62 66 0 Phone:+44 1293 80 45 62 Fax:+41 32 626 29 30 Fax:+49 911 93 62 66 26 Fax:+44 1293 80 45 72 JUKI CORPORATION info-europe@jas-smt.com Electronics Assembly Systems Business Unit www.jas-smtcom 2-11-1,Tsurumaki,Tama-shi,Tokyo 206-8551,JAPAN Specifications and appearance may he changed without prior notice. Phone: +81 42 357 2293 Fax:+81 42 357 2285 h t t p://www.j u ki.co.jp Aug-2013/Rev.00 i TECHNOLOGICALLY ADVNCED t A NJ , , --. :,t,,,„v ..tift: , ji.; ..i. ...,•,i. ,,,-... ..,,,,,i, ,,"•..,.c.. .., ,„,x.„ , ,4, 1 7.:,----zir, , ,,,I, .--'''';), 'L'avAla VIVO 1,„i.-,,-- - . '* �l44,47 r• ; +Sal ';� "ft-4,,,y ,✓�.'W • �`1' trSu `y. �1 � gF --' Q. t ; :;` , ; ..t;, 1 ` * Five Camera In-Line AO1 System R4.:01:,114 4.: ,„1=4r III Exclusive's Es q 'MEGA PIXEL ISIS Vision System ,, , r; Precision TELECEi"1TRIC CI Pt UHD LE at De.icon :a 9.8 Micron I Pixel Resolution di Extremely Simple Programming and Operation di Superior Defect Detection/Lowest False Call Rate! di "World Class” Global Customer Support • , . ____ _ ,e , ,,___ _ _ _ I =3 c c. c € / .:,4 , 111 iII tk0 _ D. 1000 wal 500 t1,n(;1° , ,fl,l, 1 r 0 0 2000 4000 6000 8000 10000 , ■ Integrated MTELLU-SCAN Laser Inspection System idnor II Superior Lifted Lead Detection For Gull Wing Devices Id Four Point Height Measurement For Co-Planarity Testing Of BGA and CSP Devices i Enhanced 3D Solder Paste Measurement Capability f, www . m i r t e c u s a . c o m k 'a i MV-7 Series Features and Specifications I Standard Features: ` `., © +!i ;rtel rJ CoreTM2 Duo PC,24"Flat Screen LCD Monitor.Windows 7rM OS,HDD,Mouse&Keyboard.Network LAN Card. •• "• ' d6 Three(3)Stage High Speed Conveyor System with Programmable Width Control and Automatic PCB Support. .t;.-�?, t tE Three(3)Layer Programmable LED Light Source(Horizontal,Vertical.Coaxial). r x e.; ,--iii ;� Pro and Postt Refiow inspection Capability. �1!?, k' • -, } `. '1 Ai Automatic Teaching Software w'Compri hens1ve Package Type Library for Simple'Drag and Drop"Programming. it 1t,��'st4 , 'da Local Software:Repair Plus Software,Statistical Process Control(SPC)Software. f_.,�y�iii t s .. 1" Awl:: ---, f-: Options: • . y`i' f 3 , t iii Five or Ten Mega Pixel Top-Down View Digital Color Camera System(See Specifications). • .-;' `7•4';•14;••". ' .#st S Side View Camera System-Quantity(4)Five or Ten Mega Pixel Side View Digital Color Cameras(See Specifications). t�'"•3:'• c4-:..k.„,„-*"'E intelli-Scan Laser System-Superior Lifted Lead Detection for Gull Wing Devices;Z-Height Measurement for BGA's Devices. .: Intelli-Beam Laser System-Z-Height Measurement Capability for BGA and CSP Devices. t" , IS NG Marking System—Clearly Marks Position of Defects with a Water Soluble Ink Dot. i` +: M 2D Bar Code Reader-Gun Type-2D Bar Code Reading Capability Using Handheld Gun Type Reader. "; . . f C 2D Bar Code Reader-Camera Type-2D Bar Code Reading Capability Using the Top Down Camera System. f � � ;G i Remote Software(PC Required):Off Line Programming,Remote Repair Plus,Remote SPC,Remote Management. i System Specifications: ( i • iTop-Down View Camera Options Field Of View Resolution _ 5M Pixel(2,456 x 2,058)Camera Option 1 44.7mm x 37.4mm(1.76"x 1.48") 5 Mega Pixels @ 18.2 um/pixel + 1 >III 5M Pixel(2,456 x 2,058)Camera Option 2 32.9mm x 27.5mm(1.30"x 1.08") 5 Mega Pixels @ 13.4 um/pixel r; I 5M Pixel(2,456 x 2,058)Camera Option 3 24.0mm x 20.1mm(0.94"x 0.79") 5 Mega Pixels @ 9.80 um/pixel 10MP ISIS(3,664 x 2,736)Camera Option 1 66.6mm x 49.7mm(2.62"x 1.56") 10 Mega Pixels @ 18.2 um/pixel 1 10MP ISIS(3,664 x 2,736)Camera Option 2 49.0mm x 36.6mm(1.93"x 1.44") 10 Mega Pixels @ 13.4 um/pixel 10MP ISIS(3,664 x 2,736)Camera Option 3 35.9mm x 26.8mm(1.41"x 1.05") 10 Mega Pixels @ 9.8 um/pixel Side View Camera System � 5 MEG:Quantity(4)Five Mega Pixel(2,576 x 1,968)Digital Color Cameras " 10 MEG:Quantity(4)Ten Mega Pixel(3,664 x 2,736)Digital Color Cameras Z-Height Measurement Accuracy:+/-10 urn f Intelli-Scan Laser Specifications Resolution:1 urn/point ? 1 Inspection Speed:0.5 sec/point m. Z-Height Measurement Accuracy:+/-20 um 'i � intelli-Beam Laser Specifications Resolution:15 urn/point i ± (ID Inspection Speed:0.5 sec/point Top-Down Camera Lens Precision Telecentric Compound Lens Design Top Side Clearance Standard-45mm(1.77"):Optional-25mm(0.98") ( Bottom Side Clearance 50.8mm(2.0")From Bottom of PCB Surface Minimum Component Inspection 01005 Chip,Component. • Robot Positioning System Closed Loop AC Servo Drive System i Resolution 6 urn (.000236 in.) i `, ( Repeatability ±15 urn (±0.000591 in.) Maximum Inspection Speed 0.37sec/frame-8.946 mm2/sec(11.046 int/sec] I 1 - Power Requirements Single Phase 208 VAC±10%; 50/60 Hertz; 5 Amps i` s i1 Air Requirements 0.5Kof/cm2 (7 PSI) { Model Number PCB Size Range MV-7xi 50mm x 50mm to 510mm x 460mm(2.0"x2.0"to 20.1"x 18.1") (: f MV-7U 50mm x 50mm to 660mm x 610mm(2.0"x2.0"to 26.0"x 24.1") 0 Model Number Machine Dimensions ' MV-7xi 1,100mm W x 1,530mm D x 1,500mm H(43.3"x 60.2"x 59.1") UMV-7xi w/350mm Side Rails and Light Tower 1,800mm W x 1,530mm D x 1,985mm H(70.9"x 60.2"x 78.2") i t MV-7U 1,270mm W x 1,680mm D x 1,500mm H(50.0"x 66.2"x 59.1") 1 : MV-7U w/500mm Side Rails and Light Tower 2,270mm W x 1,680mm D x 1,985mm H(89.4"x 66.2"x 78.2") I 3 Model Number Weight MV-7xi 1,000 kg(2,204 lbs) ) iiMV-7U 1,050 kg(2,314 lbs) j i • ,'YC` `t `r -'.t.:tr,- .'3y-rT'"�'•:'.•-•l > p� •'.'Y'-!''‘;',i •L[' •,,,yi 'r ,,i,,,,,.-",...;•..,,, r'.1',...•%45'4d.4..., • �- { 1tF • • -1.. '• )W, 1. ., ..n(} R i,. 4.,:{Krt .grr .• •re !e•t• •'.. . • (4 •♦f.:, ` , a., . 1 � jY' FhfhFi r[ R• t4'A ►` ng1Z:: r}� ; - '� X ft47.t } a 1 ti7In ,�r lyr►-,. . ' ..Xtit0dtie .ior AO?. •#;,. •• . ': 'T ' f'f!1r!' ' AL.Vx7P '''4'..'.‘ /N,. .A:.:..p*f'.'5c.wA4t,P1P ► . :r,,,z,,.4.;;:,,,,40.r',.k)[ •''''''''''•.:yti�Y ».:fjJ� y�"S [s1�`(f • r:!':,,i',-..1. i;t tih..rCw f'rti' ti,y rel Y•, tfi• qf4t.� , `. �f} .a.�x , t ? • ,:r.:.. a�1Lt.t•tte:,*,,. . ;a? \ -r•A4.., f0 •i!r .y��' ..• t airl ; Q2N2 SITE On Site Gas Systems, Inc. Manufacturers/Designers of Oxygen & Nitrogen Generating Equipment December 13, 2011 Quote* 1213'1WCri01 Wally klund Biamp Systems 1300 SW Gemini Dr. Beaverton, OR 97008 Phone. 503-641-7237 Email: wrnund°;pbiarmp_com Reference Nitrogen generator for selective solder baths Dear Wally: Per your request, we are pleased to provide the following quote: On Site Model N-250T GN PSA Nitrogen Generator • Produces up to 580 SCFH / 9.67 SCFM at a purity of 99.999% • Steel skid, Size: 50" x 56" x 101", Weight: 3,925 lbs. • Electrics: 120 Volts / 60 Hz/ 1 phase • Requires approximately 104 SCFM compressed feed air at 100 PSIG • Outlet Pressure: 60 PSIG • 43.5 PSIG /3 BARG required at the application • Air supplied to the generator must be between 100°F/38°C and 33°F/0.5°C, with a water dew point of 40°F /5°C or below. • Fully automatic with pressure switch. Pre-filters and pressure regulator. • 3.5" Touch Screen control pad with 02 analyzer, alarm set-points, gauges, hour meter, and power switch. • With heater installed in cabinet, due to the cabinet heater the exhaust mufflers will be extended outside of the cabinet. • Skid to have mounting holes for 5/8" bolts. • ASME Stamped beds Price: $ 63,290 Net On Site Nitrogen Receiving/Storage Tank • 500 Gal. Tank, Size: 36" x 124", (200-PSIG) Weight: 1,050 lbs. Price: $ 4,026 Net Relief valve, ball valves, gauges and pressure regulator Optional: Automatic Maintenance Program (AMP) for Generator: • Replacement filters for 1 year, from installation date. Price: $ 695 Net On Site Gas Systems, Inc. 35 Budney Road, Budney Industrial Park, Newington, CT 06111 U.S.A. Telephone: 860.667.8888 • Fax: 860.667.2222 Website: www.onsitegas.com • Email: info@onsitegas.com 1 n oucu,coc uirnonnon con,u r�r cTnrr nr onnn,rrT,r,iT ,i c n IP" 1 t---77-11--- I— — —r--- E . F' — 56.00 4X 0.75THRU 2X 1_50-+{ 2X 53.00 !-2X I.50 036 1110 ro OA. _ A ;, 1 11 r._ --61.X)GALLON TANK nL1:. TEa NITROGEN REC'eIVER ..... 50:00 - 0 lX 47,00 19,75 _ I ` - /, ~ 8.88 TOUCH SCREEN i c`+,�v EXHAUST DISPLAY 4GU11 a ,r 't: { !325 Ib;S w!IH WIDOY! N,,; :'; r. - - --•-• .t.i....-:::2- •15 : ;_ 4. i — — _ _ 11...... .7... a v r1' ..417-7,-;t:;7:: { t k est'►.,� e:. � -sd1. . .'E- - - .« 1.1',2...,.,'*:, •5/32 TUBING 4 N2 SAMPLE • I . 4iir4' r} PORT "' INLET FROM -{K~jam - GENERATOR .,54 ':!•" __ WINDOW ''.•81-4,t74:-.,. . COVERING GUI .«'-'i6.'• i"INLET I"OUTLET 1 {12q.ab� _ _. v - .S_/FI'LIEU JFCUED _ 58-/6.5 E 105.86 1 62.25 OUTLET 49.017 7 FLANGE EXHAUST --_ _,�. I�. —PARI NGMBER C.ESCRiP'ION ` QTY. �_�-_�_ r6.-250.:;iv f N-:f3TGIID:C.ROGEN GENERATOR I 2ii------------ -.1__I 302416 3.10CAiiONVFRI1CAL1ANK I 05 L� i--'--T-i._--.--_�33 Cua6°Y Rn Newington C706I t i ! UIF�S OTHERWISE SPECIFIED SiGnA'-1'E DAfE ` Fin 96OnSir6 Kd fru -677•2222 %dtLauacc5 DRAWN- ....^ ,:a/'_ r X.:.•:.MSifaGon.com 120V/60HZ/1PH 3PL 500 •FNG APr D SIA1EASW*S ORE 55 IN waaAr i �-- N-250-TGN 1.---Y S TEM LAYOUT with — 500 GALLON TANK4"uove"u`R; ` (;US1 JMt•Biamp u� °10„ POSES RAO.0064 015R 5345X: SUPEF316.1CI�y,55.m3ACN SEREAfPS CURFEW 11D RWIHEACAEi -”»T'"--"'7--� PE ox�urrnres Aa +..A Df>vee Gas C j i A}2S:)-T014 SYS'EM LAYOUT-BIMaP 0.000‘e-0" Proprietary l:dormatIo.^.5` • -"`—' - 1 ,_4 .r:S SHEa_LI:` LVD STRIPPIT S&ST Series•P/N 405059-100 1-2 S-1212 SPECIFICATIONS IMPERIAL MEASURE Weight of machine&skid 23,134 lbs. Total shipping weights 25,304 lbs. Length overall 187 4 inches rl /7/ 5, 5 Height overall 83 inches Width overall 102 inches Maximum travel X-axis 52.21 inches Maximum travel Y axis 52.64 inches Tonnage 22 imp tons Shut Height Thick Turret 8.071 inches Feed Clearance 984 inch Tool Capacity 31 stations(thick tooling) WORK SHEET CAPACITY Normal (up to) 49.2 x 49.2 inches W/Prog move 49.2 x 98.4 inches TABLE CAPACITY ALL BRUSH Work Piece Mass 110 lbs at any speed Max Thickness(inch) 250 TABLE CAPACITY BALL-BRUSH COMBO Work Piece Mass 136 lbs at 100% speed 160 lbs at 75%speed 187 lbs at 50%speed 242 lbs a5 25% speed Max Thickness(inch) .250 HOLE-PUNCHING CAPACITY 3.50 inches diameter in .075 inch mild steel 1.11 inches diameter in .250 inch mild steel Accuracy +004 in • i4Die• LIN ID PrrO (ohtict,ipivrt: T s I- Lc) M .4514,...../ladeilt.3114.1411.........14.41.01110 1-1 li1 0 • 7.1 CV D 0_ 73 --s 0 CL C - ---- — I-1 •••••••,,,,,,,,....„.„...„....„... ..r 1/1 I I 0 . '... r----i-------- .2_1—, ;,..... [ ! IEMAI i I 14.3 I I I I . ; I N' lila ...a .<‘.:,-rs•', i 'S:')r- `"‹,..,,Th':,,•,i-'-' _-a TOP VIEW b ,-W AT f A CO 11.FT CON A - .... / lir FPI ISOOdCAR VI .. VC ON 1CO4CAP 31 MP1 ARR CAJTUR ,i 1.1P1 AlA INLET CONAttrION • CONNECTION 711,0317---*II4-----7- '7 0 / `1"I‘2,1/RII PWCOA It ' ,___ 1 , OPRAATIOE.6.11.1.,i, '-._ tONDOISER Ali. - ------------------ - '. -.R.--- CONDENSER NR idl L-41___.' 7.1=-7.i CONDENSER I aSCHARGE 1' 4 ...4 1 D6CHARGE -i-'' ' 1 7., 4 # \ . lr-7 ''. . Nor i I I i I I , .)0001bool i i 1 la 1 I.I . . . i tr.;---z;.--!t 1 --t.-.. Z CI•L______ Ad/- I (14.. i I I . --(125;06.94CLECTRICAl "/.., 'A','t. sr li 1 r 1-4 I Z . /'. ,...,,' CONNER-WM tiOx I li1 fil.30 11 IT! i 1 1 ...,g,soo.daw' • ,•; 1 -POPO,R RAMO AMMO );. i'1, IR.."... COMM.(COAki,1101.0', 11 43 50.2.10 IMMI. . I' r- 1 . _ . . , i • . I 1 II i 0 1 t I I '1 i . .______ . . •Ifilll I .. / ilzraLooNage I-SIMUNfOSO.ENOID DRAIN ORTON PS ONIPPED‘LOSSTFYVIA" IN LEFT SIDE VIEW REAR VIEW WATERCOOLED REAR VIEW AIRCOOLED ftiGF IT SIDE VIEW / .....N.OINA.COALNIIM.All Olim.I. ,selePPiORDOSE MIPI \ NT la A111/14 DCA*nu GENERAL ARRANGEMENT NVC500-800 AIR AND WATERCOOLED • '.;50030 E 1...) t..n