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Specifications z I I SvV Pr BO °ZOI ( - © I 7Lf- RECEIVED AUG - 5 2010 7650 SW Beveland St TM RIPPEY Suite 100 CITY OFTIGARD • Tigard, OreWd li9DM DIVISION CONSULTING ENGINEERS Phone: (503) 443 -3900 Is Fax: (503) 443-3700 1O1( STRUCTURAL CALCULATIONS FOR PACIFIC RECREATION TENANT IMPROVEMENT MEZZANINE TMR #11109 May 2, 2011 PAGE CALCULATIONS 1 - 24 e , �� PR _ I G1 � CY 47 8897P E �__ �vv — GON �o 'N1 13 E?tP iRES: 08130/ (,1 , - a - V i • • rr. D(D2 G Ma�nl • • H 5v-s.? c�dor•� = I Paa SQ Nrt.. I,o Pj g S • = PSG Lc n a \t p �c �� �,,� ,,011 -1166 VIZ PS t; - SPA a = I. w+ A x • • .deny — e (Az° ..�, Li ,SPS t 11 y2) = 'Lz- e o *�ca- 5t4 0 � jto' - F,'l't -�3 esT e F,_ arta) va)c 1Gr)= 1.11G Px. )oK • . • S F v _ lAs s PSG = F ✓= ZtosPsy K - • 1 - rye. X 'L'V2 • No ma r it ti 5 = CPs*i)(' - I'") d/w • SPnr = >r�= Got �z L ��tap )L1,'s) : IIne PST- 410 [` SlL F� = 1'S5V 4 C = I�0P Doti I ➢c�L H xg l r ^ /- 7 1, J5"•.1 �p1 IL TM RIPPEY . • ..L BY G DATE / �J� CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 SOB No I l I O Tigard, Oregon 97223 •1 ) Phone (503) 443 -3900 SHEET I OF 1 • Project: Project Type: Type YP Location: Tigard Folder: Folder • Date: 4-8-11 8:46 AM - _ RedSpecTM by RedBuiltTM Designer: GMG � t,.,O f i r,;;,p ,, U I X Comment: i^ 22" Red -I65TM @ 24" 0/C t.. This product meets or exceeds the set design controls for the application and loads listed • DESIGN CONTROLS We Allow. Design Allow. DOL - Control - Pass /Fail Shear (Ib) 89% 2603 2935 100% - All -Loads PASS Positive Moment (ft -Ib) 97% 12364 12690 100% - All Loads PASS DEFLECTIONS (in) Wo Allow. Design Allow. Design Allow. Pass /Fail Span Live 75% 0.473 0.633 L / 482 L / 360 PASS • Span Total 55% 0.518 0.950 L / 440 L / 240 PASS FloorChoice'" Rating: 9.0 Performance rating is based on: 48 oc (1 1 /8 ") sheathing. RedSpec has y not performed a structural analysis of the sheathing. _ , �- —i . SUPPORTS Support 1 Support 2 Live Reaction, Critical (Ib) (DOL %) 2375 (100) 2375 (100) Dead Reaction (lb) 228 228 • Total Reaction (Ib) (DOOM) 2603 (100)' 2603 (100) - Bearing Bottom Bottom • . Support, Wall Wall SPANS AND LOADS , Dimensions represent horizontal design spans. : • i 19'- 0.0" (- APPLICATION LOADS Type Units DOL Live Dead Partition Spacing /Trib. Member Type Uniform psf 100% 125 12 0 24" Floor Joist ADDITIONAL LOADS • Type Units DOL Live . Dead Location - from left Application Comment NOTES • • Building code: IBC: Methodology: Allowable Stress Design - • Min end bearing = 3'inches, web stiffeners required. . • Continuous lateral support required at top edge. Lateral support•at bottom edge shall be per RedBuilt recommendations. • P: \2011 Projects \11109 - Pacific Recreational Products - T.I. Mezz \STRUCTURAL\CALCS \Red I Joists.red r" • Page 1 of 1 . The products noted are intended for interior, untreated, non - corrosive applications with normal temperatures and dry conditions of use, and must be installed in accordance with local building code requirements and RedBuilt'" recommendations: The loads, spans, and spacing have been provided by others and must be approved for the specific application by the design professional for the project. Unless otherwise noted, this output has•not been reviewed by a RedBuilt'" associate. PRODUCT SUBSTITUTION VOIDS THIS RedBuilt' ", RedSpec' ', Red -I' ", Red- I45' ", Red- I65' ", Red- 165T' ", Red- I90' ", Red- 190H' ", Red I90HS' ", Red -L' ", Red -LT' ", Red -W' "; Red -S' ", Red -M' ", 1 / Red -H' ", RedLam' ", FloorChoice'" are trademarks of RedBuilt LLC, Boise ID, USA. Copyright,© 2010 RedBuilt'LLC. All rights reserved. - • • Project: Project Type: Type �- Location: Tigard Folder: Folder Date: 4 -8 -11 8:49 AM RedSpecTm by RedBuilt'°° Designer: GMG Cc/rt.- (' T `-L / i , , v7.0.7 • Comment: 22" Red -I65TM @ 24" 0/C WITH GLUED SHEATHING This product meets or exceeds the set design controls for the application and loads listed DESIGN CONTROLS % Allow. Design Allow. DOL - Control Pass /Fail Shear (Ib) 50% 1463 2935 100% - All Loads PASS Positive Moment (ft -lb) 55% 6949 12690 100% - All Loads PASS • DEFLECTIONS (in) % Allow. Design Allow. Design Allow. Pass /Fail Span Live 34% 0.213 0.633 L / 999+ L / 360 PASS Span Total 27% 0.252 0.950 L / 904 L / 240 PASS FloorChoice'" Rating: 9.4 Performance rating is based on: 48 oc (1 1/8 ") sheathing. RedSpec has not performed a structural analysis of the sheathing. SUPPORTS Support 1 Support 2 Live Reaction, Critical (Ib) (DOL %) 1235 (100) 1235 (100) Dead Reaction (Ib) 228 .228 • Total Reaction (Ib) (DOL %) 1463 (100) 1463 (100) Bearing Bottom: Bottom Support Wall Wall • • SPANS AND LOADS • Dimensions represent horizontal design spans. • 19'- 0.0" • APPLICATION LOADS Type Units DOL Live Dead Partition Spacing /Trib. Member Type Uniform psf 100% 50 12 15 24" Glued Floor Joist ADDITIONAL LOADS Type Units DOL Live Dead Location - from left Application Comment NOTES - • • • Building code: IBC. Methodology: Allowable Stress Design • • Min end bearing = 1.75 inches, web stiffeners required. • Continuous lateral support required at top edge. Lateral support at bottom edge shall be per RedBuilt recommendations. • Joist design includes consideration for a 2000 lb load distributed over a 30" square area'and all live loads removed. • • • • • • • C P: \2011 Projects \11109 - Pacific Recreational Products - T.1. Mezz \STRUCTURAL \CALCS \office load check.red Page 1of1 • • The products noted are intended. for interior, untreated, non - corrosive applications with normal temperatures and dry conditions of use,, and must be installed in accordance with local building code requirements and RedBuilt'" recommendations. The loads, spans, and spacing have been provided by others and must be approved for - the specific application by the design professional for the project. Unless otherwise noted, this output has not been reviewed by a RedBuilt'" - associate. PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. • ' RedBuilt' ", RedSpec'", Red -1' ", Red - 145' ", Red - 165' ", Red- 165T' ", Red - 190' ", Red- 190H' ", Red- 190HS' ", Red -L' ", Red -LT' ", Red -W' ", Red -S' ", Red -M' ", Red -H' ", RedLam' ", FloorChoice" are. trademarks of RedBuilt LLC, Boise ID, USA. Copyright © 2010 RedBuilt LLC. All rights' reserved. Wood Beams (Uniform Load) New Glulam Header = '' w dead 270 #/ft . w live 2250 #/ft w 2520 #/ft total weight (including SW) 2548.027 #/ft span 16 ft width 5.125 in Glulam Cv = 0:964961 depth 22.5 in E 1800000 psi Sx 432.4219 inA3 Area 115.3125 inA2 lx 4864.746 End Reaction Total 20384.22 Moment 81536.88 ft-lb Shear 20384.22 lb End Reaction Dead 2384.219 fb 2262:704; psi End Reaction Live 18000 fv 6-$0.6:66‘j psi deflection total [, 0:429076 in U.44T473559,7 =. <' ~; `n ,emu. }' 1/240 0:8 in deflection live 0 378809} in 1/ [506;74,43848 z''-"' ti'` '"'�"" c is 1/360 0.533333 in RY deflection dead 0.050186 Camber R= 4 ;51U09851 (Use Closest R = 800, 1000, 1200, 1400, 1600, . 1800, 2000, 2400, 2500, 3000, 3500) • • • • Wood Beams (Uniform Load) North Mandoor Header w dead 143 #/ft w live 1188 #/ft w 1331 #/ft total weight (including SW) 1337.168 #/ft span 3.5 ft width 3.5 in Glulam Cv = 1.306959 depth 7.25 in E 1600000 psi Sx 30.66146 inA3 Area 25.375 in ^2 lx 111.1478 End Reaction Total 2340.043 Moment 2047.538 ft -lb Shear 2340.043 lb End Reaction Dead 261.0432 fb 801.3465 psi End Reaction Live 2079 fv 138.3277 psi deflection total 0.025387 in I/ 1654.358289 1/240 0.175 in deflection live 0.022555 in I/ 1862.082656 1/360 0.116667 in deflection dead 0.002832 Camber R= 4325.416 (Use Closest R = 800, 1000, 1200, 1400, 1600, 1800, 2000, 2400, 2500, 3000, 3500) 7 • • S; ■a 6-1 n z l fl s ( 1 s `sF r,-s- = 13) 0'11/P* ( gee, 4. 1 1 )L1 • L35oPIt.)( (, S) (.1'1Y) = L1 L 5i - � c am - CA1 9D r t-) (, I • t) (, H 1 3 ) e (4, M P • • (I s)(S' s) 1 -1 D r- '-- e„:"2- ' C P OI l 1 = S 3� (�L� fS S f}' D 1. 1.. 1 1.3 o OD i l.L.) - ( , 1) - 1,,. (o.=, C - w385'4 (,17Pti Las .1 )(..1 • sk s 4 p 31 v,A o , , K o 1 Pte- i ern 13tE ti -y • • • I-t0: 1.c61 r �` 1, (.t) 2xCo DFt L • / (o1HP si • • • � Y 1 'Y RLC PE Y - 'BY C DATE VS /II' CONSULTING ENGINEERS • CHK BY DATE • 7650.S.W. BevelandSt, Suite 100 JOB NO 11 0 6 \ , Tigard, Oregon - 97223_ Phone (503) 443 -3900 • SHEET ( OF Lw- L LE) t Cc A. NA 5rtez wn „1/4 - r. Qt- (_.S Q Six ° `'ti) (Lti' )(- t`J P %;)) ® 1 3 cit 7'c-t- 84.= •Z.= 1 S1 - #4k V.- :L-- sabCk.t = 1t 0e , tn. LL • 'L-L t 7 11/µ- L� SLR = 10' w j st4 L) A�.o• -� 4 }T 2,500 p3F S'-Acs wcfaT = 19 S I . = . Se) 5 t llj} O' - fin- (o /46.-- • ,,.sow 1Sc:-_- Posy z '1p1S (1..16511 -oL fi 100004 w) • Z' - n ti 3" - Vic = '10 lto(01- Cti)is+ % " 75P • O -) 3�svc r,s. (t —' 1,‘ X ti 1' X 1 -O bC (:%)-#•-‘-\ I,014•1 -1- • i i 1 TM REPPEY BY 1..4 DATE I VeVii CONSULTING ENGINEERS • CHK BY DATE 7650 S.W. Beveland St, Suite 100 JOB NO I I I r" Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET I of • d= 9 in Mu = 89400 in-lbs (Reinforcing Requirement I fc = 2500 psi b= 12 in fy = 60000 psi a = 0.443765 in Asreqd by analysis = 0.1886 sq in . As 1/3 greater than analysis = 0.251467 sq in ACI 10.5.3 min As for shrinkage = 0.1944 sq in As min flexural steel = 0.27 sq in (not required if using "61 ") ACI 10 -3 As min flexural steel = 0.36 sq in (not required if using "B11 ") ACI 10-4 NUMBER OF BARS BAR SIZE 1 2 3 4 5 6 7 8 3 0.110447 0.220893 0.33134 0.441786 0.552233 0.66268 0.773126 0.883573 4 0.19635 0.392699 0.589049 0.785398 0.981748 1.178097 1.374447 1.570796 5 0.306796 0.613592 0.920388 1.227185 1.533981 1.840777 2.147573 2.454369 6 0.441786 0.883573 1.325359 1.767146 2.208932 2.650719 3.092505 3.534292 7 0.60132 1.202641 1.803961 2.405282 3.006602 3.607923 4.209243 4.810564 8 0.785398 1.570796 2.356194 3.141593 3.926991 4.712389 5.497787 6.283185 9 0.99402 1.988039 2.982059 3.976078 4.970098 5.964117 6.958137 7.952156 10 1.227185 2.454369 3.681554 4.908739 6.135923 7.363108 8.590292 9.817477 11 1.484893 2.969787 4.45468 5.939574 7.424467 8.90936 10.39425 11.87915 8/ Ln i , L LO g2 � o �v lAw6l,= - 11. . I J s .0 cc Pig. rt(c s . L...) D5 L) ' 0/ u ,171 �„) tr T� 0 ci) F v-7 ' - . 10 r- ( .5 /0-) (� ®�C�.�• s ) 6 5 - 7 1 - 1 1 t C71-$ (3(. CL so PLA4(; 5 % )CS /t,) (u k-L 5 w 1,1„... T) Y13 , = (Mti s cica) �2) _ LAO )23 4- (1.0-) (1..11s /h,)CV /i. 4- k 4. 1 1 10t .A6p . =� ' = kr �o = coss.za)(,� = 1�-� Wei. CA s �� ]c.A SE'V' „ P Ura , 10d 01=L7 c c.i= = S # /a- \yam -i)Okr„. \us (-k 015 )(.%, _ /a (Asb) C.O► -P iln-6 TO 14 /1‘4_ won../1 awbs ILA TM RIP BY v h DATE /1� /l 1 CONSULTING ENGINEERS CHK BY t DATE 7650 S.W. Beveland St, Suite 100 JOB NO 11t Oc\ Tigard, Oregon 97223 C i Phone (503) 443 -3900 SHEET OF Conterminous 48 States 2003 NEHRP Seismic Design Provisions Spectral Response Accelerations Ss and S1 Latitude = 45.420820 Longitude = - 122.752400 Ss and S1 = Mapped Spectral Acceleration Values SiteClass B - Fa = 1.00, Fv = 1.00 Data are based on a 0.05 deg grid spacing. Period Sa (sec) (g) 0.2 0.944 Ss, SiteClass B 1.0 0.338 S1, SiteClass B Conterminous 48 States 2003 NEHRP Seismic Design Provisions Spectral Response Accelerations SMs and SM1 Latitude = 45.420820 Longitude = - 122.752400 SMs = FaSs and SM1 = FvS1 Site Class D - Fa = 1.12, Fv = 1.72 Data are based on a 0.05 deg grid spacing. Period Sa (sec) (g) 0.2 , 1.059 SMs, Site Class D ' - 1.0 0.583 - SM1, Site Class D Conterminous 48 States 2003 NEHRP Seismic Design Provisions Spectral Response Accelerations SDs and SD1 Latitude = 45.420820 Longitude = - 122.752400 SDs F 2/3 x SMs, and SD1 = 2/3 x SM1 Site Class D = Fa = 1.12, Fv = 1.72 Data are based on a 0.05 deg grid spacing. Period Sa . (sec) ; • '(g) 0.2 .0.706 SDs, Site Class D • 1.0 0.389 SD1, Site Class D • • • ' • L,-fk reM1L L c : � 5 i w r - Ce)C ?0(o)(1,0) , w r = Q_50 pcv -A , % \ � 7 6.1( 3 - ): 6L6 It/k) = 1 co 532- .; °9/0- , -(-Ua), F,) = t o & ��w �TE�t ( , - s r . LA S t - rat 140k-001.v.)5 � G 15 = 10 CPI') (11 c) T 7 r E L� oc, h) cl% • )7.- 'U - ,k- Cu.•.,-) I t o it (A SAS) • `L1^1' i �, (S4O * -> t C* M S�Ee• n■-•(:o6-> = L�)(�Sr sL�C�.1S.�)( = -- gP79* -vD#- S /lf 4 X E" •' A O' f1-00 ' r ' OK. Se,Es ,.iU4.00.- C11wS COT 6111 t1 • —) Ii , le)' 5` '-i1P <C .5 ►b = lloS icioH �.S(( , • (- TM RIPPEY '• BY ('b DATE i X Z CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 SOS NO 1 I 1 C"‘ Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET ( OF "'age 1012 Anchor Calculations Anchor Selector (Version 4.3.0.0) Job Name : Date/Time : 2011 -04 -11 4:47:12 PM Calculation Summary - ACI 318 Appendix D For Cracked Concrete Anchor Anchor Steel # of Anchors Embedment Depth (in) • � 1/2" SET -XP IA307 GR. C 11 4 !Category 1 • _Concrete Concrete Cracked t' (ps1) `Pc,v Normal weight Yes 3500.0 1.00 Condition Thickness (in) Suppi. Edge Reinforcement B tension and shear 6.5 No Hole Condition Inspection Temp. Range Dry Concrete Continuous 1 Factored Loads N (lb) ' l V uay (lb) • Mux (Ib'ft) MuY (Ib11). ex , e Mod/high , ' . Anchor w/ sustained Anchor only resists = Apply entire shear. ., (in) (in) seismic ' tension_ . , , wind /seis loads • ' ' @ front•row . 0 0. Yes .. No , , Yes • No . , , • Individual Anchor Tension Loads I N (lb) 3040.00 e(in) e' 0.00 `0.00 , . Individual Anchor Shear Loads V uar ' • 0.00 . 0.00 10.00_ • • Tension Strengths . Steel (43 = 0.75 ) N 1 N N N ua /43 8235 6176.25 3040.00 0.4922 Concrete Breakout (I) = 0.65 , O seis = 0.75 ) N (13Ncb(lb) Nua(lb) N /44N 6800.00 3315.00 3040.00 0.9170 • about:blank 201'1 - 04=11 - rage z of 1 Adhesive (0 = 0.65 , O seis = 0.75 ) • . N • 0N N N /ON • 6534.51 3185.57 3040.00 0.9543 . _ • Side -Face Blowout does not apply Shear Strengths Steel (0 = 0.65 , d vseis = 0.71) . V OV V V ua /OV • ' 3507.4 2279.81 0.00 0.0000 . • Concrete Breakout (case 1) (0 = 0.70 , O seis = 0.75 ) V cbx (lb ) OVcbx(Ib) Vuax(Ib) V uax /OV cbx 13325.32 6995.80 0.00 !0.0000 V OV Vuay(lb) Vuay /OV V / Ncb 6936.05 3641.43 0.00 0.0000 0.0000 Concrete Breakout (case 2) does not apply to single anchor layout • Concrete Breakout (case 3) (0 = 0.70 , (13 seis = 0.75 ) • cx1 edge . Vcby(lb) I OV cby (lb) V V uay /'V 18844.85 9893.55 0.00 0.0000 c edge • Vcbx(lb) 10Vcbx(Ib)IVuax(Ib) V uax /OV cbx 16320.12 8568.06 0.00 0.0000 c , 2 edge . V IOV V /0V 26650.65 13991.59 0.00 0.0000 • C y2 edge V cbx c (Ib) OV bx (Ib) V uax ( V uax / � V cbx V ua /0V cb . ' 16320.12 8568.06 10.00 1 0.0000 0.0000 • Pryout (0 = 0.70 , 0 seis = 0.75) . • Vcp(Ib) 0 Vcp(Ib) Vuax(Ib) Vuax /43Vcp • 13069.03 6861.24 I 0 10.0000 V 0V V V y /0VcP Vua /OVcp 13069:03 6861.24 0 0.0000 10.0000 Interaction check • V.Max(0) <= 0.2 and T.Max(0.95) <= 1.0 [Sec D.7.1] • Interaction check: PASS Use 112" diameter A307 GR. C SET -XP anchor(s) with 4 In. embedment • BRITTLE FAILURE GOVERNS: Governing anchor failure mode is brittle failure. Per 2006 IBC Section 1908.1.16, anchors shall be governed by a . ductile steel element in structures assigned to Seismic Design Category C, D, E, or F. Alternatively the minimum design strength of the anchor(s) shall be at least 2.5 times the factored forces or the anchor attachment to the structure shall undergo ductile yielding at a load level less than the • • design strength of the anchor(s). Designer must exercise own judgement to determine if this design is suitable. . about:blank 2011 -04 -11 l.>;D t- c., 10 Nom= 10337:- e v- = Io31Z7 - 1 - 7 s 146 ,� ) \I A, D (.IdWI-tl (.)--7) 1.- 1 1 - 114 ; `r: /1-/% z 1 744, u, 1.4.T no voso 'C., q o 'ei'- > V = (113 ° f4Y- . 1 -1 6 1 1 - 4 gi s S /te,'•¢ I-) H x Q .T. - (1 mov)C.I • co) = 10 11 - i'l°1 mac. -6 30!-T 10 c,oN(-- Y _ tc 5-4 lw)C Lt 1- '? o'o iU �� 4 L ? .T 0 a- y i 5 c4 4. ,—/ G ,,P s „/„, $c-E /Alum- cJ1 4 z s i -teh_i rr_..e5 .) V,= �1033�- 1)C,.,) - '771.31— A Sb .3 vr ' = - Z3 �s, l. 14 IV/. • -.1 hs/si, P•-1 w14 ej(p I N-17. -U10 'i'( . 40 OW— : .. P :) W zIa tib PT =� z : L 0 o#30.4; = 13 .. 13 if) 1 .5 e Li • 0 ".Dr&- \ '. Cpas. s..-R41 - 117zi37► #X/\ 1Li' = Ol ( iF ( `) I x 1li. erux AES T -Ter ►-to (may'. O 'eat c..-1 —4 ' sie c 4AI WO11- ciu.5 - - UP11- C*.•- I P'-' on-. - Lc; l - yt... \( l b')U -- 3, c tz (Acts) ' i"(AR)OSP sOL'L/v)(I (o)L,'Q"^� ..- !- %--^s 7'-za zs le • i'(,(0 C I0 r$P\C.t/i. i-1- C Y (,I lo + 1+1,07 up,�. _ ' rC,Co)LI SC' sz'1 C 1 - ' )(I t° ii)LL ! ) c"..actierPn;- + , ..rr— 1 5�,v•c' $ 4,,3 ' 9iT 7:2- 4 o •—•( c l Szs-n v..a-) 1M TM RIPPEY - BY (....7 DATE �tl� /1! ��LL CONSULTING ENGINEERS CH BY , DATE 7650 S.W. Beveland St, Suite 100 JOB NO I I I `N Tigard, Oregon-97223 - Phone (503) 443 -3900 SHEET ' 1 1 of . IagL. I wL Anchor Calculations Anchor Selector (Version 4.3.0.0) c. Job Name : Date/Time : 2011 -04 -18 2:46:01 PM Calculation Summary - ACI 318 Appendix D For Cracked Concrete Anchor 'Anchor Titen HD Steel I , # 1 of Anchors 3.25 edment Depth (in) 'Category . Concrete Concrete Cracked f l' v Normal weight Yes 3500.0 1.00 Condition !Thickness (in) Suppl. Edge Reinforcement I B tension and shear 6.5 No Factored Loads N (Ib) V uax (Ib) V uay (Ib) M (Ib'ft) M (Ib'ft) ,• 0.- 700 0 . 0 , 0 • e e Mod/high seismic Apply entire shear•@ front row 0 ' . 0 Yes. . • No - - Individual Anchor Tension Loads ' . N uat (Ib) • - . 0.00 I e'Nx(in) e'Ny(in) 0.00 0.00 Individual Anchor Shear Loads V vat ( 700.00 e'vx(In) e'vy(in) , • 0.00 10.00 • Tension Strengths '.. - , Steel (e = 0.65 ") N 1N(lb) N N / (PN ' 20130 13084.50 . 0.00 0.0000 Concrete Breakout (m = 0.65 , cb seis = 0.75 ) N tN N N /cNt 3623.14 1766.28 0.00 0.0000 I 15/ _ about:blank 2011- r 04 -18 r a6C . Vi L, • Pullout (m = , m seis = 0. ) N ON N N /1 N 0.00 0.00 0.00 NaN • Side -Face Blowout does not apply • Shear Strengths Steel ( = 0.60) V t V V .V /43V 4790 2874.00 700.00 0.2436 Concrete Breakout (case 1) (1 ) = 0.70 , (Axe's = 0.75 ) Vcbx(Ib) mV cbx( lb ) V uax( I b) V uax /mV cbx 11980.62 6289.83 700.00 0.1113 t V V V uay /mV Vua /mVcb V cby( l b) 9782.14 5135.62 0.00 0.0000 0.1113 Concrete Breakout (case 2) does not apply to single anchor layout Concrete Breakout (case 3) (4) = 0.70 , O seis = 0.75 ) cx1 edge • V mV V V /tV 23961.24 12579.65 0.00 0.0000 cy1 edge V cbx( I b) cb V uaxC lb ) V uax kiV cbx 19564.27 10271.24_700.00 0.0682 - c x2 edge V mV V V uay IcW 23961.24 12579.65_0.00 0.0000 s . edge V (Ib) mV (Ib) V (Ib) V /tV V /mV cbx, cbx . uax Vuax cbx Vua cb • 19564.27 10271.24 700.00 0.0682 0.0682 Pryout (m = 0.70 , m seis = 0.75) • V mV Vuax(lb) V uax /4)V 3623.14 1902.15 . 700 0.3680 V mV V V uay /cbV V /mV 3623.14 1902.15 0 0.0000 0.3680 Interaction check T.Max(0) <= 0.2 and V.Max(0.37) <= 1.0 (Sec 0.7.21 • Interaction check: PASS Use 1/2" diameter Titen HD anchor(s) with 3.25 In. embedment BRITTLE FAILURE GOVERNS: Governing anchor failure mode is brittle failure. Per 2006 IBC Section 1908.1.16, anchors shall be governed by a . ductile steel element in structures assigned to Seismic Design Category C, 0, E, or F. Alternatively the minimum design strength of the anchor(s) shall be at least 2.5 times the factored forces or the anchor attachment to the structure shall undergo ductile yielding at a load level less than the design strength of the anchor(s). Designer must exercise own judgement to determine if this design is suitable. c • .1 • about:blank 2011-04'1 8 . . r eigc 1 ut z. • • . 4 . ,. . Anchor Calculations - . . . Anchor Selector (Version 4.3.0.0) • . . . . . Job Name : • Date/Time : 2011-04-18 2:49:13 PM Calculation Summary - ACI 318 Appendix D For Cracked Concrete . ;•. . Anchor Anchor Steel # of Anchors Embedment Depth (in) 'Category • 1/2" Titen HD N/A 1 3.5 1 Concrete Concrete Cracked f(psi) Tc.v • Normal weight Yes . 3500.0 1.20 Condition I Thickness (in) 6 Suppl. Edge Reinforcement B tension and shear No . • .. - Factored Loads I N ua (lb) V uax (lb) V uay (lb) • M (1131t) M (1b*ft) . . 0 918 0 • ' 0 0 e le IMod/high seismic I 0 . 0 Apply entire shear © front row • .. • Yes ' • No • Individual Anchor Tension Loads • , , •, , , ' . . . • . . , . N Lot (Ib) - - • . . . , . . , . 0.00 ' - • e' e' ' . • 0.00 0.00 Individual Anchor Shear Loads V ual (lb) 918.00 .-- e' e(in) 0.00 0.00 _ - . .. • Tension Strengths , . Steel (43 0.65) . 1% 0N(lb) N N ua /4:•Nsa , 20130 13084.50 0.00 0.0000 . . Concrete Breakout (1 = 0.65 . cP seis = 0.75 ) N(lb) ON (lb) N . N /(DN 2682.22 1307.58 0.00 0.0000 . , • . • . , • • „ - • . , . , • , . . , • • , ' 11/ • . . . . . , . . . . , k bl b . • 201 a bout:blank --, • . , . . . . . ' • , Pullout (1 ) = 0.65 , m seis = 0.75 ) . N ON N N /4)N 0.00 0.00 0.00 NaN Side -Face Blowout does not apply • Shear Strengths Steel (m = 0.60) . V bV V V /4)V . 4790 2874.00 918.00 0.3194 Concrete Breakout (case 1) (m = 0.70 , 4) seis = 0.75 ) Vox(lb) 4) Vcbx(Ib) V uax( I b) V uax /mV cbx 4914.05 2579.88 918.00 0.3558 V 4)V V V uay / mV Vua /mVcb 11022.68_5786.91 0.00 0.0000 0.3558 Concrete Breakout (case 2) does not apply to single anchor layout ' Concrete Breakout (case 3) (1 ) = 0.70 , ce seis = 0.75) '. • . edge • . . , V ImV V V uay /<1V , 13874.97 7284.36 0.00 0.0000 cy,i edge - Vcbx(Ib) c1)Vcbx(Ib) V uax( Ib ) V uax /VV cbx 2755.67 1446.73 918.00 0.6345 c edge • V DV V V uay / 1V , 13874.97 7284.36 0.00 0.0000 . cv2 edge . V I raV V V uax /mV cbx Vua /mVm 22045.36 11573.82 918.00 0.0793 0.6345 - Pryout (m = 0.70 , (D seis = 0.75) . V 1.1V - V Vuax /t1V • 5364.45 2816.34. 918 ' 0.3260 • V ItvV V V uay /V/ca Vua /(Wcp 5364.45 2816.34 0 0.0000 0.3260 • Interaction check T.Max(0) <= 0.2 and V.Max(0.63) <= 1.0 (Sec D.7.2) Interaction check: PASS Use 112" diameter Titen HD anchor(s) with 3.5 in. embedment . BRITTLE FAILURE GOVERNS: Governing anchor failure mode is brittle failure. Per 2006 IBC Section 1908.1.16, anchors shall be governed by a ductile steel element in structures assigned to Seismic Design Category C, D, E. or F. Alternatively the minimum design strength of the anchor(s) . shall be at least 2.5 times the factored forces or the anchor attachment to the structure shall undergo ductile yielding at a load level less than the design strength of the anchor(s). Designer must exercise own judgement to determine if this design is suitable. . , ty , . , . . about:blank . 2011 -0418 - . r agc i vi c • Anchor Calculations Anchor Selector (Version 4.3.0.0) Job Name': Date/Time : 2011 -04.18 2:52:04 PM Calculation Summary - ACI 318 Appendix D For Cracked Concrete Anchor Anchor Steel # of Anchors Embedment Depth (in) I1/2" SET -XP IA307 GR. C 11 4 'Category 1 Concrete Concrete Cracked rc(psi) Tc.v Normal weight Yes 3500.0 1.00 Condition Thickness (in) Suppl. Edge Reinforcement B tension and shear 6.5 No Hole Condition Inspection Temp. Range Dry Concrete • Continuous . _1 • • Factored Loads N (lb) Vuax (Ib) Vuay (Ib) M M (Ib"ft) 540 0 0 0 0, • e e Mod/high Anchor w/ sustained Anchor only resists Apply- entire shear (in) (in) seismic tension wind /seis loads @ front row 0 0 Yes No Yes No - Individual Anchor Tension Loads N ual (Ib) • 540.00 e,Nx(in) e•Ny(in) 0.00 0.00 Individual Anchor Shear Loads v uat (Ib) 0.00 e'vx(in) le' • . • 0.00 0.00 Tension Strengths 2. Steel (1 = 0.75 ) N mN N N ua /mNsa 8235 6176.25 540.00 0.0874 Concrete Breakout (0 = 0.65 , cbseis = 0.75 ) N ON N N /QN 3626.67 1768.00 540.00 0.3054 C • • • • • • • about:blank 2011 -04 -18 • • • Adhesive (1 • = 0.65 , (b seis = 0.75 ) N 2 N N N azi ADN 3485.07 1698.97 540.00 0.3178 • Side -Face Blowout does not apply Shear Strengths Steel (m = 0.65 , a v "seis = 0.71 ) V DV V V ua /mV 3507.4 2279.81 0.00 0.0000 Concrete Breakout (case 1) = 0.70 , d 'seis = 0.75 ) Vcbx(lb) t V cbx( l b) V uax( l b) V uax /AV cbx 4850.48 2546.50 0.00 0.0000 V mV V V ijay /mV V /4 Vcb 10880.08 5712.04 0.00 0.0000 0.0000 Concrete Breakout (case 2) does not apply to single anchor layout Concrete Breakout (case 3) (1 = 0.70 , irb seis = 0.75) . c edge • . • V 4 Vc V V uay I V cuy ' • 13695.47_7190.12 0.00 0.0000 c edge V cbx( I b) mVcbx(Ib) Vijax(Ib) V uax /4)V cbx 2510.79 1318.16 0.00 0.0000 c edge V (DV V V ijay ADV 13695.47 7190.12 0.00 0.0000 • c edge • V (Ib) mV (Ib) V "(Ib) V %�V V /mV cbx cbx uax uax cbx ua cb 21760.16 11424.09 0.00 0.0000 0.0000' Pryout (m = 0.70 , cb seis = 0.75) • • V •Vcp(Ib) V Vuax /mVcp • 6970.15 3659.33 0 0.0000 • V t V V V ijay / t V V /4)V 6970.15 3659.33 0 . 0.0000 0.0000 Interaction check V.Max(0) <= 0.2 and T.Max(0.32) <= 1 ".0 [Sec 0.7.11 Interaction check: PASS Use 1/2" diameter A307 GR. C SET -XP anchor(s) with 4 in. embedment BRITTLE FAILURE GOVERNS: Governing anchor failure mode is brittle failure. Per 2006 IBC Section 1908.1.16, anchors shall be governed by a ductile steel element in structures assigned to Seismic Design Category C, D, E, or F. Alternatively the minimum design strength of the anchor(s) shall.be at least 2.5 times the factored forces or the anchor attachment to the structure shall undergo ductile yielding at a load level less than the design strength of the anchor(s). Designer must exercise own judgement to determine if this design is suitable. • • 1..07 • about:blank 2011 -04 -18 • `-(V \ 1 V L LA w'C) S30M -wr t.._ V t S = 01 8 * 2.1 4- CA s D) T 40lts% I (hD Qv( iv,* ST,* A.A., -S 510—e /IS ( 1•to)V1OPiGxIZ') +CS Ps F)( ° 3 SOE36 p .af:'› 'A - e r NO r dr • "f T \tic315 et ( ).'_' 6 - 1 -7. # (A 4&) \ y o t t � ) . ' i135 %G- (AS 2 ) i -� . \ / 1' 3' O'' •. -a yzq t✓l� �Z G'r o� 01 M = tri _ S'1- ( 9.e Oz ( 1 oPsc)(1z')t(sfSPklv)'ti * i zCi ( %ma) _ II 0 C x..14 ( un.�:) - 4 (AP L e_ N8L.) POST e $'Zlo( - ( l O LS'i' 1113 �� o S 1 cc.,)uyac -A .- 2 :)(I• ) 4 G,OCIs P,-7-)( = 3Itot 30110 ;1- ao T Ca — vin I P a G -1 • tett Imo' 1.p.s - c ( l - t x ) � ( a - t ; � — [c1101.5*-1111b)/ ]A _ L . 1 1 1 8 - 4 . / o' � ., OK L I;--a T SET - X 1 p 1 5 6e f i - MI-44 A “0„n..4 11 i Z 1 L i M RI PE Y BY (7 DATE L/1 /i i CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St, Suite 100 }� JOB NO I I (�/ °l• Tigard, Oregon 97223 Phone (503) 443 -3900 SHEET . OF 1 VA L. • Anchor Calculations Anchor Selector (Version 4.3.0.0) Job Name : Date/Time : 2011 -04 -25 5:04:56 PM . Calculation Summary - ACI 318 Appendix D For Cracked Concrete • Anchor 'Anchor 1 of Anchors smbe Depth (in) 'Category 3/4` SET -XP IA307 GR. C IZ Concrete Concrete Cracked f c(p si ) ` Normal weight Yes 2500.0 1.00 • Condition Thickness (in) Suppl. Edge Reinforcement B tension and shear 18 No Hole Condition Inspection Temp. Range Dry Concrete Continuous 1 Factored Loads N (Ib) Vuax (Ib) . V uay (Ib) M (Ib'ft) M Obit) 4200 e e Mod/high Anchor w/ sustained Anchor only resists Apply entire shear (in) (in) seismic tension wind /seis,loads • @ row • . • 0 0 Yes - No Yes • No - • Individual Anchor Tension Loads N ual (Ib) N ua2 (Ib) 2100.00 2100.00 e'Nx(in) e'Ny(in) 0.00 0.00 individual Anchor Shear Loads V ual (Ib) V ua2 (Ib) 0.00 0.00 e'v e'vy(in) . 0:00 0.00 Tension Strengths Steel (kD = 0.75 ) N ON N N us /kDN • 19370 14527.50 2100.00 0.1446 Concrete Breakout (m = 0.65 , e seas = 0.75 ) N ON E N £ N /elN 16656.53 8120.06 • 4200.00 0.5172 • 2 ' • '.about:blank • 2011- 04 -25, • J - Adhesive (0 = 0.65 , (1) seis = 0.75 ) N ON Z N £ N /mN 19080.56, 9301.77 4200.00 0.4515 Side -Face Blowout does not apply • Shear Strengths " 'Steel (m= 0.65,a =0.71 ) • V OVeQ(Ib) - ' V V ua /mV 8253.75 5364.94 0.00 0.0000 Concrete Breakout (case 1) (m = 0.70 , cD seis = 0.75 ) Vcbx(lb) mV cbx( I b) V uax( Ib ) V uax /W cbx 9747.95 5117.67 0.00 0.0000 Vcbgy(ib) mV £ V Vuay /m £ V /mV • 18608.93 9769.69 0.00 0.0000 0.0000 Concrete Breakout (case 2) (as = 0.70 , (Nos = 0.75 ) • V cbx( I b) mVcbx(Ib) £ Vuax(Ib) £ Vuax /mV cbx 9747.95 5117.67' 0.00 0.0000 • • V mV £ V E V uay /mV £ Vua /mV cb9 - 18608.93 9769.69 0.00 0.0000 0.0000 • • Concrete Breakout (case 3) (c13= 0.70 , m seis = 0.75 ) cx1 e V mV V V uay /m' 22281.03 11697.54 0.00 0.0000 cy1 edge • V mV £ Vuax(Ib) £ V uax /mV • 37217.85_19539.37 0.00 0.0000 c , 2 edge • . V mV V V uay /ctV 22281.0311697.54 0.00 _0.0000 • c y2 ed • V mV £ V uax (Ib ) £'Vuax /iV E V /0Vcbg • 37217.85_19539.37 0.00 0.0000 0.0000 Pryout (m = 0.70 , cb seis = 0.75 ) V mV £ Vuax(Ib) £ V uax /4)V cpg 33313.06 • 17489.36 0 0.0000 V mVcp9(Ib) E V , £ V uay /mV £ V /DV 33313.06 17489.36 0 0.0000 0.0000 • Interaction check • V.Max(0) <= 0.2 and T.Max(0.52) <= 1.0 (Sec D.7.11 • Interaction check: PASS • Use 314" diameter A307 GR. C SET -XP anchoi(s) with 6 in. embedment BRITTLE FAILURE GOVERNS: Governing anchor failure mode is brittle failure. Per 2006 IBC Section 1908.1.16, anchors shall be governed by a ductile steel element in structures assigned to Seismic Design Category C, D, E. or F. Alternatively the minimum design strength of the anchor(s) ' 'shall be at least 2.5 times the factored forces or the anchor attachment to the structure shall undergo ductile yielding at a load level less than the - design strength of the anchor(s). Designer must exercise own judgement to determine if this design is suitable. • • about:blank 2011 -04 -25 • • r tr..? l - : r LOw -r LDP -4 whuL - f = S Ztp (e2 110 - '-1110 `i a 5C �0 (11/.5 - C & Sgc # (AL-7- / (Ail/ z _ \"") RyFt - }IoSLn..L.) v)() = 1 3 1� *44/ z I (c) 7s - .1.E,� a *AD � E 'C, (o ' O' ¶0 Terry" Iv.: oa.} - t"Mrto—v 1-I P�'• ILO 1 co) S /t 1 PT = (gceo #`:u 13 7b 4nit.119 TO (ow`- L. �- $ catky y = I q s (o . war . N ti x.3)'2. E,.. -Bt i TE.N HP cat' . • TM RIPPEY • BY (7 l7 DATE 7 2 s / L = CONSULTING ENGINEERS CHK BY DATE 7650 S.W. BevelandSt, Suite 100 ' 10B NO 1 11 O°\ ' Tigard, Oregon 97223 N OF 2 Phone (503) 443 -3900 SHEET • {