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e.�[.lPZol$�3qJ /d 830 &-cl 72# 4v OFFICE COPY Suite SW Beveland St TM RIPPEY SuTigard,100 CONSULTING ENGINEERS Tigard:Oregon 3-39 Phone: (503)443-3900 Fax: (503)443-3700 STRUCTURAL CALCULATIONS FOR Pioneer Waterproofing Remodel Tigard, OR. TMR#18262 November 2018 PAGE FOOTINGS F-1 MEZZANINE FRAMING MF-1 &MF-2 ENERCALC STUD WALL DESIGN SW-1 &SW-2 SEISMIC RESPONSE COEFFICIENT MCE-1 LATERAL LOADS L-1 &L-2 HILTI ANCHOR DESIGN H-1 thru H-5 078PE or OREGON 0 9 �0 ti OG h• rz.� (. c4ASg G`‘4 EXP: 6/30/19 ' - - ' ' ' ' ' • ' ' • 1 ' " - ' - " 1 --.,---- 1 1 1 • 1 1 1 1 1 1 : 1 1 i• ; , 1 , 1 . ill -; 1 . I. : .I . .. ; :,•---,.•-.1 1 : 1 : HI : , ! • • ! • -1 '• 1 :i - , ' , , ; , ' , .. 1 ; : 1 i ; 1 1 .1 f: : 1 1 1 •: . i 1 : : I -.- 1 ;- "-• • 1 . : ' 1 I 1 : 1 I "1" I • " "I 1: 11 1 I I' : , 1 , i 1 1 i . 1. 1 1 ; :. 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' ; ' " ' !. ' " • ! 7 7 7 ' 7 1 i : 1 ; • 1 7 i 7 ! ' ' 1 ; - ! ! 1 ,OIM I\ TM RIPPEY ItY DATE CONSULTING ENGINEERS CHK BY DATE 7650 S.W. Beveland St,Suite 100 • JOSH° Tigard, Oregon 97223 Phone(503) 443-3900 SHEET Of I ' ➢ 1 • • ; Y ` ' itth! & , iithi` °( t . .. I ii 1 ; ; 1 : ' 421,&11.: .; ., I I t ; II I i I I I • " t , t " i I M y 11 C9. J'' 1. 1. 614) ; y I .B. frr I 1 • � 9 j " ! 3& P 1400, .Q1 6o �. C/ 47, 1 t? A I l ti• f , c 11�'?n c . l • •• 2I ' ooa , 4a • • ... ..3 " ! " .. e, IL 0.0L i • • . I �I I !M ' I.) ( .r% (1 ! p L �g .4: .(i Li• 1 6'- t' .'lyt,fadty i t", i : i r& A TM RIPPEY DATE aoxsuLrnvc ENGINEERS O*BY WUE _ 7650 S.W. Beveland St,Suite 100 ion NO Tigard,Oregon 97223 Phone(503}443-3900 SHFET♦ 4_of • • . I 1 I i I i 1 jj ' , 1 '� : • I I i I I _ i I i 1 i I I I • iI I I I - 4 - : - ! • - • I • i I I I . • I ` I I I • I I •1 f i I j • . • j • 1 • • i • ! 1 i • • • ./Ix'��(�1. TM RlPPEY BY DATE 1 coNSUL INN ENGINEERS CMK BY DATE 7650 S.W. Beveland St, Suite 100 IOBtio Tigard,Oregon 97223 Phone(503) 443-3900 sneer -a OF 6 Title Block line 1 Project Title: You can change this area Engineer: using the"Settings'menu item Project ID: and then using the'Printing& Project Descr. Title Block'selection. Title Block Line 6 Printed: 8 OCT 2018, 7:42AM Wood Column Flo=11TMRSERVERIFakler Redifeckm1OGannetallocuinentsIENERCALCDataFies\WeodStuds&Pastsec6 Lic.#:KW-06002562 Licensee: TM RIPPEY CONSULTING ENGINEERS Description: Typ Bearing Wall-2x4 studs at 16'o.c. Code References Calculations per NDS 2015, IBC 2015,CBC 2016,ASCE 7-10 Load Combinations Used : IBC 2012 General Information Analysis Method: Allowable Stress Design Wood Section Name 2x4 End Fixities Top&Bottom Pinned Wood Grading/Manuf. Graded Lumber Overall Column Height 9 ft Wood Member Type Sawn (Used for non-slender calculations) Exact Width 1.50 in Allow Stress Modification Factors Wood Spedes Exact Depth 3.50 in CI or Cv for Bending 1.0 Wood Grade Area 5.250 inA2 Cf or CV for Compression 1.0 Fb+ 900.0 psi Fv 180.0 psi ix 5.359 104 Cf or CV for Tension 1.0 Fb- 900.0 psi Ft 575.0 psi ly 0.9844 in"4 Cm:Wet Use Factor 1.0 Fc-Pill 1,350.0 psi Density 33.0 psi Ci:Temperature Factor 1.0 Fc-Perp 625.0 psi Cfu:Flat Use Factor 1.0 E:Modulus of Elasticity... x-x Bending y-y Bending Axial Kf:Bull-up columns 1.0 NDS 15.3.2 Basic 1,600.0 1,600.0 1,600.0ksi Use Cr:Repetitive? Yes Minimum 580.0 580.0 Brace condition for deflection(buckling)along columns: X-X(width)axis: Fully braced against buckling along X-X Axis Y-Y(depth)axis: Lu forY-Y Axis buckling:9 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:10.828 lbs*Dead Load Factor AXIAL LOADS.. . Axial Load at 9.0 ft,Yecc=0.50 in,D=0.150,S=1.240 k BENDING LOADS... Lat.Uniform Load creating Mx-x,E=0.010 k/ft DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.7395:1 Maximum SERVICE Lateral Load Reactions.. Load Combination +D+S Top along Y-Y 0.0450 k Bottom along Y-Y 0.0450 k Governing NOS Forumla Comp+Mxx,NDS Eq.3.9-3 Top along X-X 0.0 k Bottom along X-X 0.0 k Location of max.above base 8.940 ft Maximum SERVICE Load Lateral Deflections... At maximum location values are... Along Y-Y 0.1740 In at 4.530 ft above base Applied Axial 1.401k for load combination:E Only Applied Mx -0.05753 k-ft Applied My 0.0 k_ft Along X-X 0.0 in at 0.0 ft above base Fc:Allowable 461.640 psi for load combination:n/a Other Factors used to calculate allowable stresses... PASS Maximum Shear Stress Ratio= 0.03194:1 ikedina Comeresskm Tension Load Combination +0+0.70E Location of max.above base 9.0 ft Applied Design Shear 9.198 psi Allowable Shear 288.0 psi • Load Combination Results Maximum Axial+Bending Stress Ratios Maximum Shear Ratios Load Combination C D C p Stress Ratio Status Location Stress Ratio Status Location D Only 0.900 0.369 0.06834 PASS 0.0ft 0.001225 PASS 9.0ft +0-4S 1.150 0.297 0.7395 PASS 8.940ft 0.0081382 PASS 9.0ft +0+0.750S 1.150 0.297 0.4541 PASS 8.940ft 0.006901 PASS 9.0 ft +0+0.70E 1.600 0.219 0.1750 PASS 4.409ft 0.03194 PASS 9.0ft +D+0.750S+0.5250E 1.600 0.219 0.4383 PASS 0.0ft 0.02840 PASS 9.0ft +0.60D 1.600 0.219 0.03877 PASS 0.0ft 0.000413 PASS 9.0 ft +0.600+0.70E 1.600 0.219 0.1710 PASS 4.470ft 0.03166 PASS 9.0 ft s1,"-1 Title Block Line 1 Project Title: You can change this area Engineer: using the`Settings'menu item Project ID: and then using the`Printing& Project Descr. Title Block"selection. Title Block Line 6 Primed: 8 OCT 2018, 7.42AM Wood Column F118=5T SERVERWFotderRedirecihn1O nneI5 meestENERCAt.WDataF4estWocdstds&Posts.ec6 Lic.#:KW-06002562 Licensee :TM RiPPEY CONSULTING ENGINEERS Description: Typ Bearing Watt-2x4 studs at 16'o.c. Maximum Reactions Note:Only non-zero reactions are listed. X-X Axis Reaction k Y-Y Axis Reaction Axial Reaction My-End Moments kdt Mx-End Moments Load Combination 0 Base a Top 0 Base 0 Top @ Base i Base 0 Top "'i Base Top D Only -0.001 0.001 0.161 +0+S -0.006 0.006 1.401 +0+0.750S -0.005 0.005 1.091 +D+0.70E 0.031 0.032 0.161 +D+0.750S+0.5250E 0.019 0.029 1.091 +0.60D -0.000 0.000 0.096 +0.60D+0.70E 0.031 0.032 0.096 S Only -0.006 0.006 1.240 E Only 0.045 0.045 Maximum Deflections for Load Combinations Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance D Only 0.0000 In 0.000 ft -0.007 In 5.255 ft S Only 0.0000 in 0.000 ft -0.055 In 5.255 ft E Only 0.0000 in 0.000 ft 0.174 In 4.530 ft Sketches S }h ' ,if c i:;: .',Ili--4.2:-- ',: � � 1 z .. 1 }: s i 1.50In ,„r, _ . S(,,r_2 • Design Maps Summary Report https://prod0l-earthquake.cr.usgs.gov/designm m aps/us/sumaryphp?... 2ISGS Design Maps Summary Report User-Specified Input Report Title Pioneer Waterproofing Tue November 20,2018 00:19:21 UiC Building Code Reference Document 2012/2015 International Building Code (which utilizes USGS hazard data available in 2008) Site Coordinates 45.41298°N, I/II/III 122.74793°W Site Soil Classification Site Class oN -"Stiff Soil" Risk Category •?..3..,.,. .. .awi.t;- '_--,!;:'z.,,,..-'-'::::,---:1::,*-i'*5-;.". - -7.7;:iit„-i.;i7-5.-Ii&liti4-1 „ t tc�i I � ` £ -� -C f ;x— -z. '�' R^ .. 4 10 " ,-a.s-!r mow: 'l' - l n kS r .�--�e try xt - ' 'e .x .., saY- , t3'a{ -;73 r S � ny r s � 7. • iy - S ' 1' g z `> gam..�o : � j ' � ` ,J f a * -y-m� 3 x �. a USGS-Provided Output Cs 7g_ C?) e ag. Ss = 0.970g Sas = 1.079g Sos = 0.719gp y^ S1 = 0.420g Sm. = 0.664g Sp1 = 0.443 g For information on how the SS and Si values above have been calculated from probabilistic( and deterministic ground motions in the direction of maximum hoHzontal response, please return to risk thetargeted)application and select the"2009 NEHRP"building code reference document. MC Response Spectrum Design Response Spectrum Lie 0/30.44 UGl MC 0.77 0.12.1 wi h 0.33 033 41,I i 033 0'31 032 0.14 OM oat il)>ti Of° Ufil U.31 U,10 OLl fife] if�� Ld1 IJO Ifil ISS 201 OLl 0.31 O,ir1 OW nyil [fll L.11 IMl I/O IAl ?AO Pcriad,T(scc) Prrfod,T(sec! Although this Information is a product of the U.S.Geological Survey,we provide no warranty,expressed or implied,as to the accuracy of the data contained therein.This tool Is not a substtute for technical subject-matter knowledge, fy� L oft J1/19/201$,4:20PM • L 4 /.A-1 l.� i .94 51 to , ._ 1 !� 4.1 1! ' ' - - —" t . 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' i . 1 ; I I •• :. I I . : I ' -I •- ! I .;.- I . ; 1 • I • I Ih,Jr ../(b,) ,.:.-,4,s,.. .;,..H1 . : , • , , , , 1 I . 1 , . ! , . ; "' E : i I, P !! ; : : • Z . I - ; . . .t. : • ; . : : 1. I ! 114 iy,'1(tie 7(4I.47.4 ?).....+.:1 0 II(b)):.9.Li ' 11 ?t.1. ! I I, : • I -. I i • ' ' I ' ' • ' ' ' 1 . I ; I ! I . ! i .!. .I.-H I I---I '-' !".- !. .!! L I -!- '• •!!. /:. II': I ! 1,! ! ! '1 ! ! '! 1 !. : , . ! I . - „ I - I I ! I I .. I ! i !..ill 4 I t ! !•")I 1.: 14) '' : irr., : : :• : , . • : - . :- t, ..[I. I:$: .r. 1 . c• • el• ., i : H i H ! ' 1 -: •.. •• :- I ! 1 . ; I , 1 - ' ., • i: 1 I • !:-•;- I - 1- : - '•-•-•-• !--1 i. ! 11 : -!...1 I !, I -:• I A4i, 1414 t 'A,,, , ! i ', :-. v8irox • f tptiv y I Pea ii-/ it,-- ti-s" 1M1‘ TM RIPPEY CONSULTING ENGDISEMS sy CHK BY DATE DATE • 7650 S.W.Beveland St,Suite 100 los NO Tigard,Oregon 97223 OF Phone(503)443-3900 SHEET FII`TI www.hihi.us Profls Anchor 2.7.9 Company: Page: 1 Specifier. Project Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 1 1120/2 0 1 8 E-Mail: Specifier's comments: 1 Input data ._.__.. rLTr,. "f Anchor type and diameter. HIT-HY 200+HAS-E 112 �a�»i "^" '"+•" sn Effective embedment depth: hel,,,a=6.063 In.(hex,*=6.750 in.) Material: 5.8 Evaluation Service Report ESR3187 Issued I Valid: 3/1/2018 13/1/2020 Proof. Design method AC1318-08/Chem Stand-off installation: -(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,2500,f,'=2,500 psi;h=8.000 in.,Temp.short/long:32/32°F Installation: hammer drilled hole,Installation condition:Dry Reinforcement • tension:condition B,shear.condition B;no supplemental seating reinforcement present edge reinforcement none or<No.4 bar Seismic loads(cat.C,D,E,or F) yes(D.3.3.6) R-user is responsible to ensure a rigid base plate for the entered thickness with appropriate solutions (stiffeners,...) Geometry[in.]8.Loading[lb,!nib] z popot D eq i )_ • f �x input data and mutts moat be locked for agreement with the existing candidate and to plan ltdfh4 PROFIS Anchor( )2003-2000 Had AG,FL-9494 Screen Wit Is a registered Trademark of Hid AG.Sloan 1/-j www.hilti.us Profis Anchor 2.7.9 Company: Page: 2 Specifier. Project: Address: Sub-Project I Pos.No.: Phone I Fax: [ Date: 11/20/2018 E-Mait 2 Load case/Resulting anchor forces Load case:Design loads • Anchor reactions[lb] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 2,100 0 0 0 max.concrete compressive strain: -[x,] max.concrete compressive stress: -[psi] resulting tension force in(xy)=(0.000/0.000): 0(Its] resulting compression force in{xy)=(0.000/0.000): 0[lb] Anchor forces based on a rigid base plate assumption! 3 Tension load Load N,,,Obi Capacity Nn[lb] Utilization i =N,,/}Na Status Steel Strength* 2,100 2,675 79 OK Bond Strength** 2,100 2,106 100 OK Sustained Tension Load Bond Strength* N/A N/A N/A N/A Concrete Breakout Strength" 2,100 2,452 86 OK anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength N„ =ESR value refer to ICC-ES ESR-3187 $ N,a a Na, ACI 318-08 Eq.(0-1) Variables A,.,N nn 2) fm,[psi] 0.14 72,500 Calculations Nm ON 10,290 Results Ns,phi $steed $aaruumL $ Nee[lb] N„a fib) 10,290 0.650 0.400 2,675 2,100 Input data and results must he checked for agreement%Jib the misting conditions and rer pleaelidlyi PROMS Anchor(c)2003-200e HIM AG,FL•94S4 Selman HMI Is a registered Trademark of Hid AG,Schmn /7r2 • 11■1111IT1 www.hllti.us Profis Anchor 2.7.9 Company: Page: 3 Specifier: Project Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 1 112012 0 1E E-Mail: 3,2 Bond Strength N. =(to)W edtb W eo-H,Nb, ACI 318-11 Eq.(D-18) $ N. N„e ACI 318-11 Table D.4.1.1 A . =see ACI 318-11,Part D.5.5.1,Fig.RD.5.5.1(b) AH,g =(2 eta ACI 318-11 Eq.(D-20) Gf. =10 d,11H ACI 318-11 Eq.(D-21) ems,_ 1+ s 1.0 ACI 318-11 Eq.(D-23) cne yr,0.1,=0.7+0.3( )s1.0 ACI 318-11 Eq.(D-25) yr cob,=MAX(Crh', )s 1.0 ACI 318-11 Eq.(D-27) Nb, =A.,'s tt,c-GH.aa, a•d,-h,t ACI 318-11 Eq.(D-22) Variables i Winer(psi] d,[in.) ha(in•[ cam(in.] c k,a[psi] 2,220 0.500 6,063 9.000 1,135 Oath[n.] a [in.] 0,„On.] >. cuue. 0.000 0.000 15.985 1.000 1.000 Calculations cw(In.) AN.[in.21 AN,o fn21 W edAe 7,071 200.00 200.00 1.000 ect.Ne W ec2Na W ebtle Nb,[IN 1.000 1.000 1.000 10,799 Results N,[ib] 0 band *Weak 0 naabdN $ N.[1b1 N,.[(b1 10,799 0.650 0.750 0.400 2,106 2,100 Input d,ta end results muq ba d ack,d for agreement sAt the mating m066o415 and far plauea&Ytyl PROM Anchca(c)2003-2009 like AG.FL-9 94 Sdee, Had t,a registered Trademark of Had AG,&haen N' F111L.TI www,hihi.us Profis Anchor 2.7.9 Company: Page: 4 Specifier: Project Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 11/20/2018 E-Mail: 3.3 Concrete Breakout Strength Non =( )W.,qN ty e,N W ep,N Nb ACI 318-08 Eq.(D-4) 4. N,+z N. ACI 318-08 Eq.(D-1) AN, see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) No =9 hl ACI 318-08 Eq.(D-6) J 1 kg"= \1+2eN)51.0 ACI 318-08 Eq.(D-9) 3 he, W,„14N=0.7+0.3(6h,)s 1.0 ACI 318-08 Eq.(D-11) W cr,,N MAX ACI 318-08 Eq.(D-13) Nb =ke)< -hei5 ACI 318-08 Eq.(D-7) Variables her[in.] sots[ind eez,N[in.] c„.„0,[in.] W e,N 6.063 0.000 0.000 9.000 1.000 4e lin.] ke A f,[psil 15.985 17 1 2,500 Calculations AN,[in 2] Aura['MI W ee1,14 W e,1,N W ed,N W mrr+ Nb Pb] 328.64 330.19 1.000 1.000 0.997 1.000 12,671 Results Non Iibl *comm.tab 4,satanic 4 nmd ctl e ® Net,[Ib] N.(lb] 12,576 0.650 0.750 0.400 2,452 2,100 Input data and results must be checked fa agreement vAh the egging rnndibans and for PlaugLghN PROFIS Mohor(c)20612000 Fig AG,FL-9494 SOwen HMI Is a regt4ered Tne a.e k of Hub AG,Schoen H Profis Anchor 2.7.9 Company: Page: 5 Specifier. Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 11/20/2018 E-Maf: 4 Shear load Load V„,[lb) Capacity,j,V„[lb] Utilization =V,,,l,V„ Status Steel Strength' N/A N/A N/A N/A Steel failure(with lever arm)' N/A N/A N/A N/A Pryout Strength(Bond Strength controls)' N/A N/A N/A N/A Concrete edge failure in direction" NIA N/A N/A N/A 'anchor having the highest lowing "anchor group(relevant anchors) 5 Warnings • The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations(ETAG O01/Annex C,EOIA TR029,etc.). This means load re-distribution 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 design loading.PROFIS Anchor calculates the minimum required anchor plate thickness will)FEM to limit the stress of the anchor plate based on the assumptions explained above.The proof If the rigid base plate assumption is valid Is not carried out by PROFIS Anchor.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 d)factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition 8 applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength.Refer to your local standard, • Design Strengths of adhesive anchor systems are influenced by the cleaning method.Refer to the INSTRUCTIONS FOR USE given in the Evaluation Service Report for cleaning and Installation instructions • The ACI 318-08 version of the software does not account far adhesive anchor special design provisions corresponding to overhead applications, • 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 318-08 Appendix D,Part D.3.3.4 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,Part D.3.3.5 requires that the attachment that the anchor is connecting to the structure shall be designed so that the attachment will undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength.In lieu of D.3.3.4 and D.3.3.5, the minimum design strength of the anchors shall be multiplied by a reduction factor per 0.3.3.8. An alternative anchor design approach to ACI 318-08,Part 0.3.3 Is given in IBC 2009,Section 1908.1.9.This approach contains "Exceptions"that may be applied in lieu of D.3.3 for applications Involving"non-structural components"as defined in ASCE 7,Section 13.4.2. An alternative anchor design approach to ACI 318-08,Part D.3.3 is given in IBC 2009,Section 1908.1.9.This approach contains "Exceptions„that may be applied in lieu of D.3.3 for applications involving"wall out-of-plane forces"as defined in ASCE 7,Equation 12.11-1 or Equation 12.14-10. • It is the responsibility of the user when inputting values for brittle reduction factors(a„,,,r„, ,)different than those noted in ACI 318-08,Part 0.3.3.8 to determine if they are consistent with the design provisions of ACI 318-08,ASCE 7 and the governing building code. Selection of 4, „dam=1.0 as a means of satisfying ACI 318-08,Part 0.3.3.5 assumes the user has designed the attachment that the anchor is connecting to undergo ductile yielding at a force level<=the design strengths calculated per ACI 318-08,Part D.3.3.3. Fastening meets the design criteria! Input dere and resells must be chocked ler agreement wan the edsiing cognitions end for pleusib5yl PROFIS Antler(c)2003.20)9 FWA AG FL-9494 Schaee Hdg is a registered Tredemadr of HAf AG,Schaal J�/J