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Specifications (14) 1" r /34 P)-,03 00/ ( l PO/ (") /ten 2.-1/(e RECEIVED JUL 10 2013 Structural Calculations CITY OFTIGARD BUILDING DIVISION for Tenant Improvement @ 8001 SW Hunziker Tigard, Oregon June 28, 2013 DESIGN PARAMETERS 2010 Oregon Structural Specialty Code \,samEzt, Scope of Work: . PROFF A new concrete ramp, door, and canopy was added to the existing .a building. 4 1852_ fid, �.- •.E •N4 0 7: 10, R°NR. HP' EXP: 6/30/I 111111 n 0 a ° �� gyDate: — Consulting Engineers Chk: Date: .3tructuraL E ngineering Job #: (503) 968-9994(phone) (503) 968-8444(fax) Sheet: Of: n tie-PJ dP0 17e4we..eeu tL A S1-S.12 5 Fc-- New D)c)R Line( cedJt-tCCc) �� Stieae 51-rcr3cull 0(1 4.)0,LC. LI 6.1e.- Cc.) 1e CPQ Wa\\5 : L = 3Z'a" Z_ — ( p�J4tiL)tJ wi11 FC oe1, Lo rao 1u h e\VS n o u 5"\ F F r=S L3 , S2,11+ Z0.6' + x723 Soy 807 % LZ: 1.7 eA 5 fvv.t.L. J I L) s% K Ie�.A l 0.t YA P�S iT ' ieS NvT !n pacT L Pt t At_ hH*\ a EI BY CM DATE (^I1')f!3 ( SCJ 9')1Ut��`'�� REV DATE ConsuLting Engineers Structural Engineering JOB NO 12..i)52.- (503) ;iSZ(503) 968-9994 p (503) 968-8444 f SHEET OF CQNVp Skv L\: ZSF c #- 1)7.4Ti l uwo= 95wpk ) xp Z 14 ►uD LitOtN : "Pwek PAti 3a i,t3Z�- ��v '' ?Nei 2z) ; (NO MO.) = - S' P5-C" �gJMit";).- - V) Jp5 I f o44))0 a pcy a.,t3 �•: C. � ',)(2,31 +►9 ,,Cur(7 i ) I64 pc; Fla= �,3G Fr Pa' (3.34)(16.6)'' 14--' (41C3,30, 1349 54 :i� isi fi[i �� BY '�/\ DATE ?T1 j. Consulting Engineers '1�`�= ?.ft's' REV DATE 5tructuraL Engineering JOB NO ) a5 (503) 968-9994 p (503) 968-8444 f SHEET Z OF (-V) c 4 C,cat.)Je • /tUm C& . `845 ' 5pub JN;iJ Q ' }.t sJ kJ- (6/Z)(8 (1A-) ( '12)(13Pte)(CD)(?/)4(i'')(2 ) q#(ra -t Zoc %r tAiui Cru e Ls 14.4".); , W� "Rk , $,2 o C 6 x is i ,rwe r 7y �� ? LC'Vt)06) 4 ((/? (173-) -"( 'tz)(J4:)(4)('`3.) +('/z)(2S)'as 4 AAy.. (s - rtuu —_-- �► L4Jx9 y.'¢ Cd u\ \, Ayr = ( ZZ4)Cu• s} = 1901 (_ (,7944 004) 7 3(098' IIIHa h \ a u .1.am BY -+'A DATE ;r` ? ; Consulting Engineers 30�1, c� i-lt)UR!%�er& REV DATE 5tructuraL i=ngineering JOB NO 1%)S? (503) 968-9994 p (503) 968-8444 f SHEET 3 OF till i E1J I '1 ,) \J ) Project Title: xx En ineer: Project ID: Project ect Descr: --- — ConsuLtin9 S Ln ineers Structural engineering \ Steel BeathFile=11hayden_serverlhce-companylprojects12013PR-11131528-11calcs113152E-1.EC6 ENERCALC,INC.1983-2013,Build:6.13.6.21,Ver.6.13.6.21 Lic.#: KW-06005543 Licensee: hay den consulting engineers y Description: canopy channel CODE REFERENCES Calculations per AISC 360-05, IBC 2009, CBC 2010,ASCE 7-05 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Strength Design • Fy:Steel Yield: 36.0 ksi Beam Bracing: Completely Unbraced E:Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination ASCE 7-05 D(0.024) S(0.2) i + i i wiri ,,e . z -, 4 s.,t , - a tee'" 5 T' c*�k5- :„..,,,,AL,, v. ,..'' .t L.rt.: F if'. _..,T3'" . -i_...,...&1_,6-!. .,,,,,,h ,, „', � :i s.p ..1:c .:$ u -,44',,,,,z0,-,,,, , _.'�' z ,....,,,,,:-„,;,,,,k33,4:_ 2 --- Span = 8.50ft 2 C6x8.2 Applied Loads Service loads entered.Load Factors will be applied for calculations. Uniform Load: D=0.0240, S=0.20 k/ft, Tributary Width=1.0 fl DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.290: 1 Maximum Shear Stress Ratio= 0.061 : 1 4 Section used for this span C6x8.2 Section used for this span C6x8.2 Ma:Applied 2.023 k-ft Va:Applied 0.9520 k Mn/Omega:Allowable 6.987 k-ft Vn/Omega:Allowable 15.521 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 4.250ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.062 in Ratio= 1,636 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Max Downward Total Deflection 0.070 in Ratio= 1461 Max Upward Total Deflection 0.000 in Ratio= 0<180 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.''Defl Location in Span Load Combination Max."+"Defl Location in Span D+S 1 0.0698 4.293 0.0000 0.000 Vertical Reactions-Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.952 0.952 D Only 0.102 0.102 S Only 0.850 0.850 D+S 0.952 0.952 t Project Title: ,, Engineer: Project ID: . � ;FIiE1J��xx ConsuLting Engineers Project Descr: 3tructuraL Lngineering i1' Fl1e=11hayden serverlhce-companylprojects12013PR-11131528-1\calcs\13152E-1.EC6 Steel C0 U11111 ENERCALC,INC.1983-2013,Build:6.13.6.21,Ver..6.13.6.21 Lic.#: KW-06005543 1 Licensee: hayden consulting engineers Description: canopy bottom angle l Code References Calculations per AISC 360-05, IBC 2009, CBC 2010,ASCE 7-05 Load Combinations Used :ASCE 7-05 General Information Steel Section Name: L4x4x1/4 Overall Column Height 6.0 ft Analysis Method: Allowable Strength Top&Bottom Fixity Top& Bottom Pinned Steel Stress Grade Brace condition for deflection(buckling)along columns: Fy:Steel Yield 36.0 ksi X-X(width)axis: E:Elastic Bending Modulus 29,000.0 ksi Unbraced Length for X-X Axis buckling=6.0 ft,K=1.0 Load Combination: ASCE 7-05 Y-Y(depth)axis: Unbraced Length for Y-Y Axis buckling=6.0 ft,K=1.0 Applied Loads Service loads entered.Load Factors will be applied for calculations. Column self weight included:39.60 lbs*Dead Load Factor AXIAL LOADS... Axial Load at 6.0 ft,S=6.20 k DESIGN SUMMARY Bending&Shear Check Results PASS Max.Axial+Bending Stress Ratio = 0.3094 :1 Maximum SERVICE Load Reactions.. Load Combination +D+S+H Top along X-X 0.0 k Location of max.above base 0.0 ft Bottom along X-X 0.0 k At maximum location values are... Top along Y-Y 0.0 k Pa:Axial 6.240 k Bottom along Y-Y 0.0 k 4 Pn/Omega:Allowable 20.165 k Ma-x:Applied 0.0 k-ft Maximum SERVICE Load Deflections... Mn-x/Omega:Allowable 1.883 k-ft Along Y-Y 0.0 in at 0.Oft above base for load combination:Ma-Y Applied 0.0 k-ft Mn-y I Omega:Allowable 1.883 k-ft Along X-X 0.0 in at 0.Oft above base for load combination: PASS Maximum Shear Stress Ratio= 0.0 :1 Load Combination Location of max.above base 0.0 ft At maximum location values are... Va:Applied 0.0 k Vn I Omega:Allowable 0.0 k Maximum Deflections for Load Combinations -Unfactored Loads Load Combination Max.X-X Deflection Distance Max.Y-Y Deflection Distance S Ong 0.0000 in 0.000 ft 0.000 in 0.000 ft I ` . y# o Load 1 X c o 4 u ri ''t rn ti - V 4.00in Loads are total entered value.Arrows do not reflect absolute direction. 5 tun)op Y (44Jfire(tg'r0 ttA Li 4 Mk i 1111 i aV = GISIt- 4 = 3692)- e 'a44. ',1 = /AAA,. (17P 4)(G)= ib»9-' -64,k\p: A trA...,-; - i.q)e.:16,;;A/G) e'58 use1k; X 41w\c 4 Oaec M e:0)02 o to hi-TS" $vim- iso N �,,„A S gSeg- /p,„ C4' wt-n cats\) �) U /n ( O_EMI! BY C,N. DATE /7)/V4. _Consulting Engineers so\ S U�1 IU1e1� REV DATE 5tructuraL Engineering JOB NO +'\ST- (503) 968-9994 p (503) 968-8444 f SHEET OF • '• • i ,Oe w at:, c,.zA c,coR. w2pnr;(GP5c,-t ZSps e)( 47) NI 2ci t'Vr 1. 54,1"/rr i i.1 4 0A4= (5 CMJ e v @i3'` : (g.7s')(5 .5-} `5 = 4a 1*7ce yu..J‘i-y: : 72 4•17f"1 4 56tC`//; ( ,w-J Cna-, L4a.heL 06,J Are.1.1-1^ ,5e. LA-resaL - o01 ?L'&�: Wu LL Si)AwS ) (.1. -1v 'pn.. -5tes 5 VUuQ 5p A N Nt i 2 l -ro f I LA....1-C 4E uuive /Jew 'fatL ‘,-)9p2Or ciccr,55 afezJ 4J ''p 5/fort C4 7 Coupke LoA%) MC`"'"PY = (i.794n (6') 10764 p Ut„.p\e.... 1U061_ 1,�46g1 4 — C AcL. -TO 5L-fpaT Y464fr Oa ,K `9LA.Cve ' ,Q,nelc = )54 w( cLoAO e .Nk9�u Crest tc. 3z.\) Mc 12)Cb1 ea,5>oe "lliP°'"- 11I 1 0'EN" E� • BY DATE ('(71) r. Consulting Engineers ��� 9�J i!v UZ�4 REV DATE .3tructuraL Lnyineeriny JOB NO ).. IS Z (503) 968-9994 p (503) 968-8444 f SHEET - OF Project Title: • , ‘‘,‘; i� D ' r xx Engineer: Project ID: • Project Descr: Consulting E_ngineers structural engineering Steed Beam File=llhayden_server1hce-companylprojects12013PR-11131528-11calcs113152E-1.EC6 ENERCALC,INC.1983-2013,Build:6.13.6.21,Ver.6.13.6.21 Lic.#: KW-06005543 Licensee: hayden consulting engineers IT Description: header channel-lateral CODE REFERENCES Calculations per AISC 360-05, IBC 2009, CBC 2010,ASCE 7-05 Load Combination Set:ASCE 7-05 Material Properties Analysis Method: Allowable Strength Design Fy:Steel Yield: 36.0 ksi Beam Bracing: Beam is Fully Braced against lateral-torsional buckling E:Modulus: 29,000.0 ksi Bending Axis: Minor Axis Bending Load Combination ASCE 7-05 S(1.346) x �a •"� ' '� ." �n a'� - *�� ,.v y_ at..YX«J c. " ,�rz i�.�'�+ �_ f... ...ae a x �' • Span = 15.0 ft MC12x31 Applied Loads Service loads entered.Load Factors will be applied for calculations. Load(s)for Span Number 1 Point Load: S=1.346 k(a)7.50 ft DESIGN SUMMARY Design OK { Maximum Bending Stress Ratio = 0.402: 1 Maximum Shear Stress Ratio= 0.020 : 1 Section used for this span MC12x31 Section used for this span MC12x31 Ma:Applied 5.048 k-ft Va:Applied 0.6730 k Mn/Omega:Allowable 12.560 k-ft Vn/Omega:Allowable 33.228 k Load Combination +D+S+H Load Combination +D+S+H Location of maximum on span 7.500ft Location of maximum on span 0.000 ft Span#where maximum occurs Span#1 Span#where maximum occurs Span#1 Maximum Deflection Max Downward L+Lr+S Deflection 0.502 in Ratio= 358 Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<358 Max Downward Total Deflection 0.503 in Ratio= 358 Max Upward Total Deflection 0.000 in Ratio= 0 <180 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max."-"Defl Location in Span Load Combination Max."+"Deft Location in Span S Only 1 0.5028 7.500 0.0000 0.000 Vertical Reactions•Unfactored Support notation:Far left is#1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 0.673 0.673 S Only 0.673 0.673 • 9 ' ) La' r L s."E'_.;xiv+, F�(� % a�:-S a Lch. ; -: 7-?4tri t 56? err M % (Wiz) (774 . 56 -)(15.t'-) - 37,Coekt. ,rye - Cif) Ak4 nn- ( Sorra � 4 �5: z.q,Jvv VLS f X5/3 �5,24 tcs; n, 71,40 MS = AsS3r5 ,qa 5e Z (a4)C•9�(9C) Z2,N () ('4\) _ .S,4 )410- f%,.- .0117 be, (7.y2. )(V .. a 14 1 CT).��( i 2� Sm y Lc. t4_ ,7-- Cov) III IIII0 I n \ o BY (M DATE C4 ) Consulting Engineers 'xa)` kwzytER REV DATE 5truckuraL Engineering JOB NO )5'7 (503) 968-9994 p (503) 968-8444 f SHEET CI OF '3 4 • 5)nect2 4 V; ( 7-)4 }s65)( '') - )ooZg'' luois Cum (4 . 4 1111 i U /C) ( D .EN • BY rte' DATE �)nil. Consulting Engineers s` Oc-)\ %'�' � �� �`= REv DATE 5tructuraL Engineering JOB NO N5 (503) 968-9994 p (503) 968-8444 f SHEET LD OF ti . STEEL STAIR DESIGN Guardrail Design 4 Guardrail Post height, h= 4.6 ft. Mn,„„= h*P = 11.04 kip-in Load, P= 200 lb fb= M/S = 20.91 ksi Material : Steel Pipe Nominal Diameter= 2 in. Fb= 0.66 *Fy = 23.1 ksi Type: std Outside Diameter= 2.380 in. AISC 13 Ed.Values Internal Diameter= 2.070 in. S= 0.528 inA3 Fy = 35 ksi fb<Fb Therefore OK Top Rail Length= 4 ft Mmax= PL/4 = 2.4 kip-in Load,P= 200 lbs fb= M/S = 4.545 ksi Material: Steel Pipe Nominal Diameter= 2 in. Fb= 0.66 *FY= 23.1 ksi Type : Std Outside Diameter= 2.380 in. Internal Diameter= 2.070 in. S= 0.528 inA3 Fy = 35 ksi fb<Fb Therefore OK Intermediate Rail Length/Height= 4 ft Mmax= PL/4 = 0.6 kip-in Load,P= 50 lbs fb= M/S = 13.64 ksi Material : hss Nominal Dims= .75 x.75 x.83 Fb= 0.66 * Fy = 23.76 ksi Type : square Outside Diameter= na in. Internal Diameter= na in. S= 0.044 inA3 Fy = 36 ksi fb<Fb Therefore OK 111A\ 0 -EN By: fry' Date: ;" 1. ConsuLting Lngineers �U15w�•,u�et Chk: Date: Job#: )R, Z otructuraL Lngineering Sheet: l Of: • 1 a 1r A IyILTI www.hilti.us Profis Anchor 2.4.1 Company: Page: 1 Specifier: Project: J Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 6/27/2013 E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: AWS D1.1 GR.B 3/47 .."mml.. Effective embedment depth: hef=4.724 in. Material: Proof: design method ACI 318/CIP Stand-off installation: e,=0.000 in.(no stand-off);t=0.500 in. Anchor plate: 15x 1,x t=12.000 in.x 12.000 in.x 0.500 in.;(Recommended plate thickness:not calculated) Profile: no profile Base material: cracked concrete,3000,f0=3000 psi;h=8.000 in. Reinforcement: tension:condition B,shear:condition B; edge reinforcement:none or<No.4 bar Seismic loads(cat.C,D,E,or F) no 0Jv - P'�A L .� vie - Geometry[in.]&Loading[Ib,in.Ib] J Z 4 0 9 If.- _ .,>11r .� s i x..+2.,,'4' t - .+t t.w ,� :5. X 1 ' .41 4*,5�'". Ye> ;y'tp• ,d' ''a..--,113,--4,11:: k., y av' as..aa� Sa` ' sY � � :r mat . � i ,�1y� I 'n l,a ,,,--40 i�yp „yc °fit:i.,,-,1,4--- ' +,t'q� -:- t x" ,,"y X 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 Hilt is a registered Trademark of Hilt AG,Schaan IZ • �• I • N `TI www.hilti.us Profis Anchor 2.4.1 Company: Page: 2 Specifier: Project: Address: Sub-Project I Pos.No.: Phone I Fax: Date: 6/27/2013 E-Mail: 2 Proof I Utilization (Governing Cases) Design values[Ib] Utilization Loading Proof Load Capacity RN/ [%] Status Tension Concrete Breakout Strength 2589 9093 29/- OK Shear - - - -/- - Loading 13NIv c Utilization ,v[%] Status Combined tension and shear loads - - - - - 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 Anchor(c)2003-2009 Hilti AG,FL-9494 Schaan Hilti is a registered Trademark of Hilti AG,Schaan ' I("HAYDENUse menu item Settings>Printing&Title Block Title : with seismic loading Page: • Consulting Engineers to set these five lines of information Job# : ...New... Dsgnr: Date: 27 JUN 2013 `Jtr'uctural(=ngineering for your program. Descr: e:\\HAYDEN_SERVER\HCE-Company\projects\2013 Projects\13152 RetainPro 10 (c)1987-2012, Build 10.13.6.24 License:KW-06058636 Restrained Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 iLicense To:HAYDEN CONSULTING ENGINEERS Criteria I Soil Data U Retained Height = 4.50 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Total Wall Height = 4.50 ft Heel Active Pressure = 60.0 psf/ft Top Support Height = 4.50 ft Passive Pressure = 200.0 psf/ft Soil Density = 110.00 pcf Slope Behind Wal = 0.00:1 FootingiiSoil Frictior = 0.300 Height of Soil over Toe = 6.00 in Soil height to ignore Water height over heel = 0.0 ft for passive pressure = 0.00 in Thumbnail Surcharge Loads 1 Uniform Lateral Load Applied to Stem 0 Adjacent Footing Load l Surcharge Over Heel = 0.0 psf Lateral Load = 61.0#/ft Adjacent Footing Load = 0.0 lbs >>>Used To Resist Sliding&Overturning ,,,Height to Top = 4.50 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ,,,Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft • Axial Load Applied to Stem has been increased 1.00 Footing Type Line Load • by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs at Back of Wall = 0.0 ft fli Axial Live Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Earth Pressure Seismic Load 0 Kh Soil Density Multiplier = 1.000 g Added seismic per unit area = 0.0 psf Stem Weight Seismic Load I Fp/Wp Weight Multiplier = 0.200 g Added seismic per unit area = 0.0 psf Design Summary ■ Concrete Stem Construction Total Bearing Load = 1,190 lbs Thickness = 8.00 in Fy = 60,000 psi ...resultant ecc. = 1.47 in Wall Weight = 100.0 psf fc = 2,500P si Soil Pressure @ Toe = 595 psf OK Stem is FREE to rotate at top of footing Soil Pressure @ Heel = 595 psf OK Allowable = 1,500 psf Mmax Between Soil Pressure Less Than Allowable @ Top Support Top&Base @ Base of Wall ACI Factored @ Toe = 452 psf Stem OK Stem OK Stem OK ACI Factored @ Heel = 976 psf Footing Shear @ Toe = 1.3 psi OK Design Height Above Ftc = 4.50 ft 1.97 ft 0.00 ft Footing Shear @ Heel = 0.7 si OK Rebar Size = # 4 # 4 # 4 P Rebar Spacing = 16.50 in 16.00 in 16.00 in Allowable = 75.0 psi Rebar Placed at = Center Center Center Reaction at Top = 339.8 lbs Rebar Depth 'd' = 4.00 in 4.00 in 4.00 in Reaction at Bottom = 842.3 lbs Design Data fb/FB+fa/Fa = 0.000 0.276 0.000 Sliding Calcs Slab Resists All Sliding ! Mu....Actual 0.0 ft-# 712.6 ft-# 0.0 ft-# Lateral Sliding Force = 842.3 lbs = Mn*Phi Allowable = 2,505.8 ft-# 2,580.5 ft-# 2,580.5 ft-# Shear Force @ this height = 461.3 lbs 785.3 lbs • Shear Actual = 9.61 psi 16.36 psi Shear Allowable = 100.00 psi 75.00 psi Load Factors Rebar Lap Required = 18.72 in 18.72 in Building Code IBC 2009,ACI Hooked embedment into footing = 8.40 in Dead Load 1.200 Other Acceptable Sizes&Spacings: Live Load 1.600 Toe:#7 @ 16.00 in -or- Not req'd,Mu<S*Fr Earth,H 1.600 Heel:#6 @ 16.00 in -or- Not req'd,Mu<S*Fr Wind,W 1.600 Key: Slab Resists Sliding -or- Slab Resists Sliding-No Force on Seismic, E 1.000 KI • Itllti `HAYDEN' Use menu item Settings>Printing&Title Block Title : with seismic loading Page: II I. Consung Enge�eer.a to set these five lines of information Job# ; ...New... Dsgnr. Date: 27 JUN 2013 3tructurai.Engineering for your program. Descr; e:\\HAYDEN_SERVER\HCE-Company\projects\2013 Projects\13152 i RetainPro 10 (c)1987-2012, Build 10.13.6.24 License:KW-06058636 Restrained Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:HAYDEN CONSULTING ENGINEERS J Footing Strengths&Dimensions $ _Footing Design Results tel Toe Width = 0.50 ft Toe Heel Width = 1.50 Factored Pressure = 452 976 psf Total Footing Width = 2.00 Mu':Upward = 62 293 ft-# Footing Thickness = 12.00 in Mu':Downward = 31 269 ft-# Key Width = 8.00 in Mu: Design = 31 25 ft-# Key Depth = 0.00 in Actual 1-Way Shear = 1.33 0.68 psi Key Distance from Toe = 0.50 ft Allow 1-Way Shear = 75.00 75.00 psi Pc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Summary of Forces on Footing : Slab RESISTS sliding, stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = lbs ft ft-# Axial Dead Load on Stem = lbs ft ft-# Soil Over Toe = 27.5lbs 0.25 ft 6.9 ft-# Adjacent Footing Load = lbs ft ft-# Surcharge Over Toe = lbs ft ft-# Stem Weight = 450.0lbs 0.83 ft 375.0ft-# Soil Over Heel = 412.5lbs 1.58 ft 653.1 ft-# Footing Weight = 300.0 lbs 1.00 ft 300.3ft-# Total Vertical Force = 1,190.01bs Moment = 1,335.3ft-# Net Mom.at Stem/Ftg Interface= -145.3 ft-# Allow.Mom.@ Stem/Ftg Interface= 1,612.8 ft-# Allow.Mom.Exceeds Applied Mom.? Yes Therefore Uniform Soil Pressure= 595.0 psf DESIGNER NOTES: s5 a "`HAY 0 EN Use menu item Settings>Printing&Title Block Title : with surcharge loading over heel Page: • • , ConsuLttng Isny!neers to set these five lines of information Job# : ...New... Dsgnr: Date: 27 JUN 2013 otructural.1=ngineing for your program. Descr: e:\\HAYDEN_SERVER\HCE-Company\projects\2013 Projects\13152 4 RetainPro 10 (c)1987-2012, Build 10.13.6.24 License:KW-06058636 Restrained Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To:HAYDEN CONSULTING ENGINEERS Criteria 1 Soil Data Retained Height = 4.50 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Total Wall Height = 4.50 ft Heel Active Pressure = 60.0 psf/ft Top Support Height = 4.50 ft Passive Pressure = 200.0 psf/ft Soil Density = 110.00 pcf Slope Behind Wal = 0.00:1 FootingiiSoil Frictior = 0.300 Height of Soil over Toe = 6.00 in Soil height to ignore Water height over heel = 0.0 ft for passive pressure = 0.00 in Thumbnail Surcharge Loads I Uniform Lateral Load Applied to Stem 0 Adjacent Footing Load Surcharge Over Heel = 250.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs >>>Used To Resist Sliding&Overturning ..,Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft . Axial Load Applied to Stem I has been increased 1.00 Footing Type Line Load by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs at Back of Wall = 0.0 ft Axial Live Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Earth Pressure Seismic Load 1 Kh Soil Density Multiplier= 1.000 g Added seismic per unit area = 0.0 psf Stem Weight Seismic Load I Fp/Wp Weight Multiplier = 0.200 g Added seismic per unit area = 0.0 psf Design Summary Concrete Stem Construction Total Bearing Load = 1,398 lbs Thickness = 8.00 in Fy = 60,000 psi ...resultant ecc. = 2.29 in Wall Weight = 100.0 psf f'c = 2,500 psi Soil Pressure @ Toe = 699 psf OK Stem is FREE to rotate at top of footing Soil Pressure @ Heel = 699 psf OK Allowable = 1,500 psf Mmax Between Soil Pressure Less Than Allowable @ Top Support Top&Base @ Base of Wall ACI Factored @ Toe = 359 psf Stem OK Stem OK Stem OK ACI Factored @ Heel = 1,319 psf Design Height Above Ftc = 4.50 ft 2.06 ft 0.00 ft Footing Shear @ Toe = 1.1 psi OK Rebar Size = # 4 # 4 # 4 Footing Shear @ Heel = 0.4 psi OK Rebar Spacing - Allowable = 75.0 psi p g - 16.50 in 16.00 in 16.00 in Rebar Placed at = Center Center Center Reaction at Top = 509.3 lbs Rebar Depth 'd' = 4.00 in 4.00 in 4.00 in Reaction at Bottom = 1,148.2 lbs Design Data fb/FB+fa/Fa = 0.000 0.429 0.000 Sliding Calcs Slab Resists All Sliding ! Mu....Actual 0.0 ft-# 1,106.5 ft-# 0.0 ft-# Lateral Sliding Force = 1,148.2 lbs = Mn"Phi Allowable = 2,505.8 ft-# 2,580.5 ft-# 2,580.5 ft-# Shear Force @ this height = 814.9 lbs 1,138.9 lbs Shear Actual = 16.98 psi 23.73 psi Shear Allowable = 100.00 psi 75.00 psi Load Factors Rebar Lap Required = 18.72 in 18.72 in Building Code IBC 2009,ACI Hooked embedment into footing = 8.40 in Dead Load 1.200 Other Acceptable Sizes&Spacings: Li• ve Load 1.600 Toe:#7 @ 16.00 in -or- Not req'd,Mu<S*Fr Earth,H 1.600 Heel:#6 @ 16.00 in -or- Not req'd,Mu<S*Fr Wind,W 1.600 Key: Slab Resists Sliding -or- Slab Resists Sliding-No Force on Seismic,E 1.000 )c 4HAV�EN Use menu item Settings>Printing&Title Block Title : with surcharge loading over heel Page: • E.-% {ins G ngineers to set these five lines of information Job# : ...New... Dsgnr: Date: 27 JUN 2013 Jtructural Engineering for your program. Descr: e:\\HAYDEN_SERVER\HCE-Company\projects\2013 Projects\13152 4 RetainPro 10 (c)1987-2012, Build 10.13.6.24 License:KW-06058636 Restrained Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 License To: HAYDEN CONSULTING ENGINEERS 7 Footing Strengths&Dimensions I _Footing Design Results Toe Width = 0.50 ft Toe Reel Heel Width = 1.50 Factored Pressure = 359 1,319 psf Total Footing Width = 2.00 Mu':Upward = 55 375 ft-# Footing Thickness = 12.00 in Mu':Downward = 31 408 ft-# Key Width = 8.00 in Mu: Design = 24 33 ft-# Key Depth = 0.00 in Actual 1-Way Shear = 1.14 0.40 psi Key Distance from Toe = 0.50 ft Allow 1-Way Shear = 75.00 75.00 psi Pc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover©Top = 2.00 in @ Btm.= 3.00 in Summary of Forces on Footing : Slab RESISTS sliding,stem is PINNED at footing Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = 208.3lbs 1.58 ft 329.9ft-# Axial Dead Load on Stem = lbs ft ft-# Soil Over Toe = 27.5Ibs 0.25 ft 6.9 ft-# Adjacent Footing Load = lbs ft ft-# Surcharge Over Toe = 9 lbs ft ft-# Stem Weight = 450.0 lbs 0.83 ft 375.0ft-# Soilv 0 er Heel = 412.5 lbs 1.58 ft 653.1 ft-# Footing Weight = 300.0lbs 1.00 ft 300.3ft-# • Total Vertical Force = 1,398.3 lbs Moment = 1,665.2ft-# Net Mom.at Stem/Ftg Interface= -266.9 ft-# Allow.Mom.@ Stem/Ftg Interface= 1,612.8 ft-# Allow.Mom.Exceeds Applied Mom.? Yes Therefore Uniform Soil Pressure= 699.2 psf DESIGNER NOTES: • • �7 M IlAY Use menu item Settings>Printing&Title Block Title • with surcharge loading over toe Page: • n it ne to set these five lines of information Job# : ...New... Dsgnr: Date: 27 JUN 2013 .±rust a Enyinee,i g for your program. Descr: g e:\\HAYDEN SERVER\HCE-Company\projects\2013 Projects\13152 .' RetainPro 10 (c)1987.2012, Build 10.13.6.24 License:KW-06058636 Restrained Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 4 License To:HAYDEN CONSULTING ENGINEERS Criteria I Soil Data U Retained Height = 4.50 ft Allow Soil Bearing = 1,500.0 psf Wall height above soil = 0.00 ft Equivalent Fluid Pressure Method Total Wall Height = 4.50 ft Heel Active Pressure = 60.0 psf/ft Top Support Height = 4.50 ft Passive Pressure = 200.0 psf/ft Soil Density = 110.00 pcf Slope Behind Wal = 0.00:1 FootingllSoil Frictior = 0.300 Height of Soil over Toe = 6.00 in Soil height to ignore Water height over heel = 0.0 ft for passive pressure = 0.00 in Thumbnail Surcharge Loads 1 Uniform Lateral Load Applied to Stem 0IAdjacentFooting Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0#/ft Adjacent Footing Load = 0.0 lbs >>>Used To Resist Sliding&Overturning ,,,Height to Top = 0.00 ft Footing Width = 0.00 ft Surcharge Over Toe = 250.0 psf ...Height to Bolton- = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning The above lateral load Wall to Ftg CL Dist = 0.00 ft Axial Load Applied to Stem has been increased 1.00 Footing Type Line Load by a factor of Base Above/Below Soil Axial Dead Load = 0.0 lbs0.0 ft Axial Live Load 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Earth Pressure Seismic Load I Kh Soil Density Multiplier= 1.000 g Added seismic per unit area = 0.0 psf Stem Weight Seismic Load IFP/WP Weight Multiplier = 0.200 g Added seismic per unit area = 0.0 psf Design Summary Concrete Stem Construction Total Bearing Load = 1,315 lbs Thickness = 8.00 in Fy = 60,000 psi ...resultant ecc. = 0.47 in Wall Weight = 100.0 psf Pc = 2,500 psi Soil Pressure @ Toe = 658 psf OK Stem is FREE to rotate at top of footing Soil Pressure©Heel = 658 psf OK Allowable = 1,500 psf Mmax Between Soil Pressure Less Than TopAllowableSu ACI Factored @ Toe = 696 psf @ Support Top&Base @Base of Wall ACI Factored @ Heel = 882 psf Stem OK Stem OK Stem OK Design Height Above Ftc = 4.50 ft 1.90 ft 0.00 ft Footing Shear @ Toe = 0.4 psi OK Rebar Size = # 4 # 4 # 4 Footing Shear @ Heel = 0.5 psi OK Rebar Spacing = 16.50 in 16.00 in 16.00 in Allowable = 75.0 psi Rebar Placed at = Center Center Center Reaction at Top = 202.5 lbs Rebar Depth 'd' = 4.00 in 4.00 in 4.00 in Reaction at Bottom = 705.0 lbs Design Data fb/FB+fa/Fa = 0.000 0.217 0.000 Sliding Calcs Slab Resists All Sliding! Mu....Actual = 0.0 ft-# 561.2 ft-# 0.0 ft-# Lateral Sliding Force = 705.0 lbs Mn*Phi Allowable = 2,505.8 ft-# 2,580.5 ft-# 2,580.5 ft-# Shear Force @ this height = 324.0 lbs 648.0 lbs Shear Actual = 6.75 psi 13.50 psi • • Shear Allowable = 100.00 psi 75.00 psi . Load Factors Rebar Lap Required = 18.72 in 18.72 in Building Code IBC 2009,ACI Hooked embedment into footing = 8.40 in Dead Load 1.200 Other Acceptable Sizes&Spacings: Live Load 1.600 Toe:#7 @ 16.00 in -or- Not req'd,Mu<S*Fr Earth,H 1.600 Heel:#6 @ 16.00 in -or- Not req'd,Mu<S*Fr Wind,W 1.600 Key: Slab Resists Sliding -or- Slab Resists Sliding-No Force on Seismic,E 1.000 "" *-r f.' DE,'V Use menu item Settings>Printing&Title Block Title : with surcharge loading over toe Page: • • I-'I" HAYDEN E�x�ieers to set these five lines of information Job# : ...New... Dsgnr: Date: 27 JUN 2013 otructuraL Engineering for your program. Descr: e:\\HAYDEN_SERVER\HCE-Company\projects\2013 Projects\131 52 1 RetainPro 10 (c)1987-2012, Build 10.13.6.24 • License:KW-06058636 Restrained Retaining Wall Design Code: IBC 2009,ACI 318-08,ACI 530-08 4 License To:HAYDEN CONSULTING ENGINEERS Footing Strengths&Dimensions I Footing Design Results Toe Width = 0.50 ft Toe eel Heel Width = 1.50 Factored Pressure = 696 882 psf Total Footing Width = 2.00 Mu':Upward = 89 290 ft-# Footing Thickness = 12.00 in Mu':Downward = 81 269 ft-# Key Width = 8.00 in Mu: Design = 8 21 ft-# Key Depth = 0.00 in Actual 1-Way Shear = 0.36 0.51 psi Key Distance from Toe = 0.50 ft Allow 1-Way Shear = 75.00 75.00 psi fc = 2,500 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min.As% = 0.0018 Cover @ Top = 2.00 in @ Btm.= 3.00 in Summary of Forces on Footing : Slab RESISTS sliding,stem is PINNED at footing III Forces acting on footing soil pressure (taking moments about front of footing to find eccentricity) Surcharge Over Heel = lbs ft ft-# Axial Dead Load on Stem = lbs ft ft-# Soil Over Toe = 27.5Ibs 0.25 ft 6.9 ft-# Adjacent Footing Load = lbs ft ft-# Surcharge Over Toe = 125.0Ibs 0.25 ft 31.3ft-# Stem Weight = 450.0lbs 0.83 ft 375.0ft-# Soil Over Heel = 412.5lbs 1.58 ft 653.1 ft-# Footing Weight = 300.0Ibs 1.00 ft 300.3ft-# Total Vertical Force = 1,315.OIbs Moment = 1,366.6ft-# Net Mom.at Stem/Ftg Interface= -51.6 ft-# Allow.Mom.@ Stem/Ftg Interface= 1,612.8 ft-# Allow.Mom.Exceeds Applied Mom.? Yes Therefore Uniform Soil Pressure= 657.5 psf DESIGNER NOTES: