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Plans (52) A� fir. yT - �R Structural Calculations ' ' T4A1 for Stemwall and Footing Repair 10025 SW Johnson St., Tigard, OR OFFICE Cpl March 21 , 2017 DESIGN CODE 2014 Oregon Residential Specialty Code CITY OF TIGARD REVIEWED FOR CODE COMPLIANCE Approved: OTC: L I svtUGTUp N -f �nc� _�2 I* pp #: I'Y1^_________ pI?0, i �,, ctdress:ermit .. w 0✓1 ,-� G • tate #: Date: 3- j F Qq Ar fa. 1° €,+ R. NP: EXP: 6/30/ (` VIS R� 1 SCOPE OF WORK The attached calculations pertain to the repair of an existing stemwall and footing. This scope of work does not include any analysis of any other portions of structure to remain. HAYDEN BY VM DATE 3/21/2017 ENGINEERS REV DATE STRUCTURAL I CIVIL JOB NO 16432 (503)968-9994 p (503)968-8444 f SHEET OF 100 gn SW 50 11 nso e) , 1 , . , ,C ,* . q.izt-ifa( ko oaotAi.1& n e. Livte, i''4' 1% CA(")Yi ID/lea ^-4 14614,clot°ei I 0 CA.L.to bel te,11 ,., cio ci s I . 1 ..- kr)la-ao,,ov, Locr.d.‘00 ../ ,... / / . . . .. .....,,,,, , . ,...t, t , , 1 I ••,,•,••-.. 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Liv C ...'*L134°Ctl i ' 1 i From OfigiActl cAlcs -., \A..ee,'& . 1(66 attleve) CO i I , . 1, I '1 t : 7 L a. i_, 5 i 1 T , --- t-CsO 16, + (4- 1-4:16.z#6 Co A3b) i . .._.,.. ..... 1 , i ! . 1 , t 1 . , 4 4 / . . . ! ' I BY VM DATE yzi HAYDEN 1002,.• SW ,56.11,Yiso 1 N • REV DATE EGINEERS STRUCTURAL I CIVIL JOB NO (503) 968-9994 p (503) 968-8444 f SHEET 1 OF • . ; . i . I . , ! , , ! . ! ° Cart -viCA (3 u.,-L -1Zx- s.\ A -',„f(:.-.... ,7.C„t Ik,t)\ et. . 1. i 1 1 I i •• 1 g 70 14:)% , ' T ksb - 1-010,10e, 'z- 4.-.1:70 116 — /9..)7(-)i E.),,,:; - „,-,,''F 0,,,,c-, I IQ s I f . 1 Ci ..r.---.3 .,,,,, (,s)(/)6.,, 27)(.._„, i 1 )( -_, t_j„ )(,-- n: . t -,-,--, . = -4,...„(7) k . .,71, 1 -.7\ ,,,, _... _. , ..., , 1 , 1 1 , . r'. L.)Se HD U2 . . i . . . . t , , . i NE 1 I I . . . t . . .,. t .1._ 4. - .4 . r, , . ,'3 77--,L, , 1 , - ,' .-- , ,,, !,. ; ,...... & i 1 41 1 b.*, U 1 c... , . ----› T(Rt.,,, ,L6:1 Ly . t . . , ...... , HO6 lb,: i lt, ,--,---- t1(..) 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Footin File=c:llrserslvrrallada\Desktoplshortng.ec6 g ENERCALC,INC.1983.2017,Buikl:6.17.1.16.Ver.6.17.1.16 Lic. #: KW-06005543 Licensee : hayden consulting engineers Description: --None-- Code References Calculations per ACI 318-11, IBC 2012,CBC 2013,ASCE 7-10 Load Combinations Used: IBC 2012 General Information Material Properties Soil Design Values fc:Concrete 28 day strength = 3.0 ksi Allowable Soil Bearing = 1.0 ksf fy:Rebar Yield = 60.0 ksi Increase Bearing By Footing Weight = No Ec:Concrete Elastic Modulus = 3,122.0 ksi Soil Passive Resistance(for Sliding) = 250.0 pcf Concrete Density = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 cp Values Flexure = 0.90 Shear = 0.750 Increases based on footing Depth Analysis Settings Footing base depth below soil surface = 0.0 ft Min Steel%Bending Reinf. = Allow press.increase per foot of depth = 0.0 ksf Min Allow%Temp Reinf. = 0.00180 when footing base is below - 0.0 ft Min.Overturning Safety Factor - 1.0:1 Min.Sliding Safety Factor = 1.0:1 Increases based on footing plan dimension Add Ftg Wt for Soil Pressure Yes Allowable pressure increase per foot of depth Use ftg wt for stability,moments&shears Yes 0.0 ksf when max.length width is greater than or Add Pedestal Wt for Soil Pressure No = 0.0 ft Use Pedestal wt for stability,mom&shear No Dimensions Width parallel to X-X Axis = 2.50 ft Length parallel to Z-Z Axis - 5.50 ft Footing Thickness = 12.0 in 77 Pedestal dimensions... 11'- X px:parallel to X-X Axis = 0.0 in pz:parallel to Z-Z Axis 0.0 in Height - 0.0 in Rebar Centerline to Edge of Concrete... at Bottom of footing = 3.0 in : 11/111 `t Reinforcing Bars parallel to X-X Axis Number of Bars = 4.0 Reinforcing Bar Size = # 3 Bars parallel to Z-Z Axis Number of Bars = 3.0 Reinforcing Bar Size = # 4 Ny.. ; � ` �r Bandwidth Distribution CheckACI 15.4.42 i ( ) -r--- t:. geed Direction Requiring Closer Separation ig X-X Axis #Bars required within zone 62.5% #Bars required on each side of zone 37.5% Applied Loads D Lr $ W E H P:Column Load = 0.0 0.0 0.0 0.0 -1.90 0.0 0.0 k OB:Overburden = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ksf M-xx = 0.0 0.0 0.0 0.0 0.0 0.0 0,0 k-ft M-zz = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k-ft V-x = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k V-z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k Rot 2- S HAYDEN ENGINEERS STRUCTURAL I CIVIL Genera! Footln ____------. _ File= . , bptn ,ec6 g ENERCALC.INC.1983.2017.Build:6.17.1.16,Ver.6.17.1.16 Lic.# : KW-06005543 Licensee: hayden consulting engineers Description: —None— DESIGN SUMMARY IIIIIIIIIZEZIIIIII Min.Ratio Item Applied Capacity Governing Load Combination PASS 0,1450 Soil Bearing 0.1450 ksf 1.0 ksf +D+0.750L+0.750S+0.5250E+H about Z-. PASS n/a Overturning-X-X 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Overturning-Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS n/a Sliding-X-X 0.0 k 0.0 k No Sliding PASS n/a Sliding-Z-Z 0.0 k 0.0 k No Sliding PASS 1.049 Uplift -1.140 k 1.196 k +0.60D+0,60W+0.60H FAIL As<Min Z Flexure(+X) 0.0 k-ft 3.212 k-ft +1.40D+1.60H FAIL As<Min Z Flexure(-X) 0.0 k-ft 3.212 k-ft +1.40D+1.60H FAIL As<Min X Flexure(+Z) 0.0 k-ft 9.466 k-ft +1.40D+1.60H FAIL As<Min X Flexure(-Z) 0.0 k-ft 9.466 k-ft +1.40D+1.60H PASS 0.007787 1-way Shear(+X) 0.6397 psi 82.158 psi +1,20D+0.50Lr+0.50L+W+1.60H PASS 0.007787 1-way Shear(-X) 0.6397 psi 82.158 psi +1.20D+0.50Lr+0.50L+W+1.60H PASS 0.03141 1-way Shear(+Z) 2.580 psi 82.158 psi +1.20D+0.50Lr+0.50L+W+1.60H PASS 0.03141 1-way Shear(-Z) 2.580 psi 82.158 psi +1.20D+0.50Lr+0,50L+W+1.60H PASS 0.03426 2-way Punching 5.630 psi 164.317 psi +1.20D+0,50Lr+0.501+W+1,60H q 1101111.711""11 www.hilti.us Profis Anchor 2.6.6 Company: Page: t Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: ( Date: 3/21/2017 E-Mail: Specifiers comments: 1 Input data /_ Anchor type and diameter: HIT-HY 200+Rebar A 615 Gr.40#4 ....".,.." :max,, , Effective embedment depth: hd,,a;=3.150 in.(ham,,,,,t=10.000 in.) Material: ASTM A 615 GR.40 Evaluation Service Report: ESR-3187 Issued I Valid: 6/1/2016(3/1/2018 Proof: Design method ACI 318-08/Chem Stand-off installation: -(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,2500,fc'=2500 psi;h=24.000 in„Temp.short/long:32/32°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) no Geometry[in.]&Loading[Ib,in.lb] Z 0 0 tet010 1.:,!....41PP . 5 — I Cif :, b. f .;,:ritf 3 ;'g 3 s• ._ A 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 Schwan Hilt is a registered Trademark of Hilt AG,Schaan 6045 1==:Zi www.hilti.us Profis Anchor 2.6.6 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos.No. Phone I Fax: ( Date: 3/21/2017 E-Mail: 2 Load case/Resulting anchor forces Load case:Design loads Anchor reactions[Ib] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 0 _.— 1300 0.._ ._._.__,. 1300 max.concrete compressive strain: -(%o] max.concrete compressive stress: -[psi] resulting tension force in(x/y)=(0.000/0.000): 0[Ib] resulting compression force in(x/y)=(0.000/0.000):0[Ib] 3 Tension load Load N [ib] Capacity#N„[ib] Utilization p 141„./*N„ Status Steel Strength' /A NN/A N/A N/A Bond Strength** N/A N/A N/A N/A Sustained Tension Load Bond Strength* N/A N/A N/A N/A Concrete Breakout Strength** N/A N/A N/A N/A anchor having the highest loading **anchor group(anchors in tension) Input data and results must be checked for agreement with the existing conditions and for ptaustblutyl PROFIS Anchor(c)2003-2009 HU AG,FL-9494 Schaan HOU Is a registered Trademark of/*W AG,Schoen ! r 1 r 2 [ to 1111411111.1911.1 www.hilti.us Profis Anchor 2.6.6 Company. Page: 3 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 3/21/2017 E-Mail: 4 Shear load Load Vu.[Ib] Capacity 4 V„[Ib] Utilization[iv=V„s/r4 V„ Status Steel Strength' 1300_ 4320 31 __.._ . . .OK_ Steel failure(with lever arm)* N/A N/A N/A N/A Pryout Strength(Bond Strength controls)" 1300 2423 54 OK Concrete edge failure in direction y+** 1300 1300 100 OK *anchor having the highest loading **anchor group(relevant anchors) 4.1 Steel Strength ((16 Ase.v fess) refer to ICC-ES ESR-3187 Vs,„„,2 Vua ACI 318-08 Eq.(D-2) Variables Ase.v Cn•1 futa[psi] (0.6 Aae.v fee)[lb] 0.20 60000 7200 Calculations Vs,[ib] 7200 Results Vas[lb] $steel + Vea[ib] V„s[lb] 7200 0.600 4120. .. 1300. Input data and results must be checked for agreement with the existing conditions end for plausibility! PROFIS Anchor(c)2003-2009 HIS AG,FL-8494 Schaan HSd is a registered Trademark of HIS AG,Schaan (0 '7- � =Saiti www.huthus Profis Anchor 2.6.6 Company: Page: 4 Specifier: Project: Address: Sub-Project I Pos.No_ Phone I Fax: I Date: 3/21/2017 E-Mail: 4.2 Pryout Strength(Bond Strength controls) k_ Art Nig, W edNa tif cp,Na Nb.] ACI 318-11 Eq.(0-40) 4, ve, vu„ ACI 318-11 Table(D.4.1.1) AN, see ACI 318-11,Part 0.5.5.1,Fig.RD.5.5.1(b) ANaa =(2 ce„)2 ACI 318-11 Eq.(D-20) =10d1"\Fria ACI 318-11 Eq.(0-21) 1 w, ,, „=(1+ e,)s 1.0 ACI 318-11 Eq.(D-23) W E.N.=0.7+0.3( )s 1.0 ACI 318-11 Eq.(D-25) =MAX(9 ,CZ) 1.0 ACI 318-11 Eq.(D-27) N., =2,, a•T a.,•IT•cla-he ACI 318-11 Eq.(D-22) Variables k t k.c,urrir[PO di,[in.) he,(im) 9 2 1561 0.500 3.150 3.000 t kx.(Psi) e,,,,,(in.) eae[in.) c„,[in.] A. „ 1080 0.000 0,000 4:693— 1.000 Calculations c, (in.] AN„[in.21 ANa0[in-2) y_ed Na 5.928 53.5/ 140.59 0.852 V eciNa lif eaNa 41 c-P,Ila Nba[lbj 1.000 1.000 1.000 5333 Results Ve,[IN +concrete 41 V,*[lb] V„„PI)] 3462 0.700 2423 1300 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor(c)2003-2009 Hitti AG,FL-9494 Schaan Hill Is a registered Tradematic of Hite AG,Schaan VOLt5 (6 C:=3;13 www.hilti.us Profis Anchor 2.6.6 Company: Page: 5 Specifier: Project: Address: Sub-Project I Pos.No.. Phone I Fax: l Date: 3/21/2017 E-Mail: 4.3 Concrete edge failure in direction y+ Veto =(ç )W ed.V 4'c,V 41 h.V W prevaaNl, Vb ACt 318-08 Eq.(D-21) } Vcb z Vua ACI 318-08 Eq.(D-2) Avc see ACI 318-08,Part D.6.2.1,Fig.RD.6.2.1(b) Avco =4.5 ca, ACI 318-08 Eq.(0-23) 1 W ec,v= \1 + 2e„ 5 1.0 ACI 318-08 Eq.(D-26) 3ca, 4r ed,v=0.7+0.3(- 5co,)s 1.0 ACI 318-08 Eq.(D-28) W h V = f 1.h,5ce,"1 0 ACI 318-08 Eq.(0-29) V Vb =(7(da)0.2 vda) Cej ACI 318-08 Eq.(0-24) Variables ca,[in.] Cat[tn.] eoV[in.] W c,vha[in.] 12.000 3.000 0.000 1.000 24.000 le[in.] d„[in.] re[psi] '+'paranaiN 3.144 1.000 0,500 2500 1.000 Calculations Avo[in 2] Avw[in 2] W ec,V4r say4r h.v VI,[lb) 108.00 648.00 1.000 0.750 1.000 14860 Results V«,Db] $eor c we Vice[Ib] V.[Ib] 1858 0.700 1300 1300 5 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 m 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. • 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 for 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! 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 HIM!AG,FL-9494 Schwan HAM is a registered Trademark of Hilti AG,Schwan l Of3 2 9 111.111116.1.11.11 www.hilti.us Profis Anchor 2.6.6 Company: Page: 6 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: Date: 3/21/2017 E-Mail: 6 Installation data Anchor plate,steel:- Anchor type and diameter:HIT-HY 200+Rebar A 615 Gr.40#4 Profile:- Installation torque:- Hole diameter in the fixture:- Hole diameter in the base material:0.625 in. Plate thickness(input):- Hole depth in the base material:3,150 in. Recommended plate thickness:- Minimum thickness of the base material:4.400 in. Drilling method:Hammer drilled Cleaning:Compressed air cleaning of the drilled hole according to instructions for use is required 6.1 Recommended accessories Drilling Cleaning Setting • Suitable Rotary Hammer • Compressed air with required accessories • Dispenser including cassette and mixer • Properly sized drill bit to blow from the bottom of the hole • For deep installations,a piston plug is • Proper diameter wire brush necessary • Torque wrench Coordinates Anchor in. Anchor x y c.L c.x c y cy 1 -0.000 0.000 3.000 3.000 3.000 12.000 7 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 tar plausibility' PROFIS Anchor(c)2003-2009 Rini AG,FL-9494 Schaan HIIti Is a registered Trademark of HIS AG,Schaan !Coq e2 q S ( I o NOTE:THIS PARTIAL PLAN REGARDS THE REPAIR OF THE STEMWALL AND FOOTING AT THE NORTHERN CORNER OF THE GARAGE. FOR FEATURES OF CONSTRUCTION NOT SHOWN, REFER TO STRUCTURAL PLANS (N) 6"WIDE STEMWALL OVER 0 " I SIM. 30THICK FOOTING 2'-6" 2'-0"--- CUT(E)STEMWALL W/(3)#4 BAARR S IN LONG DIRECTION (6)#4 BARS IN SHORT DIRECTION AND REPLACE W/(N)6"STEMWALL W/#4 VERTS W/8"HOOK AT ENDS 72N.‘...s....NT... — PER STRUCT. I — 3,,– DOWEL INTO(E)PER I/SK2 5-6" I ,_. _ J Svm p s o ra L 12"WIDE FOOTING t N UOV DOWEL INTO(E)PER 1/SK2 i)/ ' � t1(4)a � ) ..--L>,-.----r--E. X 1a-6/$"einbect k,d s . 0.s ,f1 ..o D4L Stud GARAGE -__- ti Cr J . ' Li.$? ,;.,)?,,> 'A St" PARTIAL PLAN - NORTH CORNER °� ' pT moo• 10025 SW JOHNSON - FOUNDA11ON.DWG SCALE: "=1'{)". 404/ .e, R NP f r WM -.a BY VA DATE 1.421/I' 2 HAYDEN 20025 5W -QSnn REV DATE ENGINEERS STRUCTURAL I CIVIL c'4 tin5 (` att. .OSNO 16439. (503)968-9994 p (503)968-8444 f SHEET SKI OF 2 #4 BARS WI HILTI'HIT-HY 200'ADHESIVE, EMBED INTO(E)STEMWALL 6"MIN. EXTEND BAR 24"INTO(N)6 24"0/C MAX,(2)BARS MIN,PROVIDE 3"CLR MIN.FROM TOP AND 12"CLR.MIN. FROM BOTT.OF STEMWALL REPAIR OR REPLACE(E)FRAMING AS REQ'D. ce._)stem 3"CLR. vOau /4—/ c t t.,\P.„,r.-\ Art cI-4of? 'I-171z- `SIC. l �: (2)#4 VERTS W/8"HOOK @ END i, I 7 C i (N)STEMWALL,PER PLAN 1 c-' FIT ��{ {�►=lig. . 11 1_II=111 II A 18"MIN. . Z3"CLR. ` !—f (N)FOOTING,PER PLAN 3"CLR S. _ i i:ii- 40PR©,E,• ., s 6:14 r'"- 1 STEMWALL AND FOOTING REPAIR X141 4. 1©,1 440 SK2 10025 SW JOHNSON - FOUNDATtoN.DWG SCALE: "=1'-0" �bN R. VI !MCKI rs: 6/3.J/1 1 BY Y A4 DATE )J V I' HAYDEN2 I00S 5a�,ri „ S4. REV DATE ENGINEERS re:,) !' [[ �S (y STRUCTURAL I CIVIL r/)!'�Z.-1�! S�<w' G� 1r REV NO 1Cg1"�52 (503) 968-9994 p (503)968-8444 f SHEET Sk2_ OF 'ol FOR OFFICE USE ONLY—SITE ADDRESS: This form is recognized by most building departments in the Tri-County area for transmitting information. Please complete this form when submitting information for plan review responses and revisions. This form and the information it provides helps the review process and response to your project. City of Tigard • COMMUNITY DEVELOPMENT DEPARTMENT N li Transmittal Letter r;c,;y E: n 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.718.2439 • www.tigard-or.gov TO: --1-jCin--1-jDATE RE DEPT: BUILDING DIVISION It `l, ,r MAR 21 2017 FROM: e- q3 UAn COMPANY: Oct) BUILDING DIVISION PHONE: rJ0-. . 0--\'' (0C 54 �� By: ` I RE: 1(9� SCO JO�1,v\S®v\ (Site Ad ess) (Peim� t Number) (Project n e or su t ion name and 11 num A 1 ATTACHED ARE THE FOLLOW I ' i ,; 1 Copies: I Description: 4 Copies: I Description: Additional set(s) o • . .0 Cross section(s) ant an �et.: Revisions: Wall bracing and/or lateral analysis. Floor/roof framing.1 Basement and retaining walls. Beam calculations. (3... Engineer's calculations. Other(explain): REMARKS: FOR OFFICE USE ONLY Routed to Pe, it Technician: Date: 3-ca,) � j 7 Initials: ' Fees Due: '0 Yes ❑No Fee Description: Amount Dile: %� Pie pl." f`V':c.U./ $ 9.,s- $ $ Special $ Instructions: I Reprirm (per E) [] Yes ]No Done Applicant ntPeNotiitfied: PC: l I Date: 3 f;,2_//7 tials I:\Building\Forms\TransmittalLetter-Revisions_061316.doc