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Plans (4) Clean Water Services City of Tigard, Oregon Durham 5D2: Brown Grease Facility and Gas Storage Addition STRUCTURAL CALCULATIONS Calculations Were Prepared by Luke A. Scoggins, PE Checked by Nathan Wallace, PE, SE Miscellaneous Calculations Were Prepared by Jennelle Pollette, PE \001='zOD( fC7 Checked by Luke A. Scoggins, Pty Of Tigard A. . o ed Plans June 2013 By i iv Date 62126 OFFICE COPY Structural Design Narrative SDN1 Brown Grease Facility BGF1 Gas Holding Addition GH1 Miscellaneous—New Pipe Penetrations in Existing Walls M1SC 1 /401304C`\ �3S 47NG 3 11 N6EPF /*\ \. 1 Digital Signature OREGON`G��q P 10. 1 1 /��� ARON S EXP. 06-30-2014 STRUCTURAL DESIGN NARRATIVE Brown Grease Facility prepared for Clean Water Services by CH2M HILL June 2013 FACILITY: Brown Grease Receiving Facility DESIGN BASIS: The Brown Grease Receiving Facility was designed in accordance with the 2010 Oregon Structural Specialty Code and the 2009 International Building Code. STRUCTURAL SYSTEM: The facility consists of two rectangular reinforced concrete tanks with a shared wall and an attached building structure with special reinforced concrete shear walls. The building structure shares a common wall with the concrete tanks and therefore makes up a dual lateral load resisting system. VERTICAL LOAD-RESISTING SYSTEM: The reinforced concrete tanks have a concrete roof slab that transfers vertical loads to the concrete walls and down to the concrete mat foundation. The building portion of the structure has a steel beam roof with a steel deck. Roof loads are transfer through the deck/beam system to the perimeter masonry walls and also to the shared wall at the reinforced concrete tanks. Loads are transferred through the masonry walls to a continuous concrete spread footing foundation. LATERAL LOAD-RESISTION SYSTEM: The tanks' reinforced concrete walls span vertically to resist out-of-plane lateral forces from the static and seismically accelerated liquid loads.The reactions from the wall spans are transmitted to the roof slab and the mat foundation through reinforced connections. The reinforced concrete roof slab diaphragm then carries the load to the reinforced concrete shear walls parallel to the applied force. The stiff concrete diaphragm is considered rigid. The concrete shear walls carry the resulting top of wall forces, shared component of the building structure forces and their own inertial forces down to the foundation,where the load is transmitted by dowelled reinforcement. The building structure acts much the same way except that the steel roof diaphragm is considered flexible. Wall loads are transferred to the diaphragm through the steel beams and the diaphragm loads are transferred to the masonry shear walls through steel angles and anchor bolts. STRUCTURAL DESIGN NARRATIVE Gas Holding Addition prepared for Clean Water Services by CH2M HILL June 2013 FACILITY: Gas Holding Addition to existing digester 1 roof at Digester Control Building 1 DESIGN BASIS: All additions and modifications to the existing structure were designed in accordance with the 2010 Oregon Structural Specialty Code and the 2009 International Building • Code. STRUCTURAL SYSTEM: The gas holding system consists of a new concrete ring wall/curb with a rubber membrane system attached and kept at a constant pressure to contain digester gas contents. The existing roof was analyzed based on as-built drawings to verify capacity of existing roof system is not exceeded with new loads contributed by the gas holding system. Job No 1I-1,)3147 W HILL• Sheet No. BGF 1 Job Name ifjr 4.,,t't 5122 Date s S • f) .4,vil f,f e e-te Computed By J J�.. d- r t 4.0. .( ,i, .Di�i`e. Checked By f s i 1 f6' 711 ../e .lir e • : . 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Ar ip- 4., • . 0.71..s ; : 1 , ... . ,- 1(... 7r. • , J s . , 4 : •— .- ._4;41410L•?'.....w -4.1t l ..r, J. ..(4./ !II 1'`�- . • . i ...S4 t ,' , " s . 464- 1 tJ *.o- ?� l' '. . ! : .. . ;-: k: s'. . D4._. . : . 1 . • • 1 ' Vt. " :: 'C't.it)(1'6 7. ' 49. -k. . ,.. . ' ' . 1 ..� �. . ; : .. . . . $4441/4 11.0.&,... LI,'+ifi: .. 'ErA. 1 • 1 v ' e. ...: 1 , ,. .. ..- :04, /��(�/jtc., 1 { ; y S ? E t t, ..L---. ,--rr.-.*.,#-_- -. .. .11.-..-1,. .4-4-.4-,4-w—:. .y_.-.,-. ....._,.0-.' . . . . . . .-... . . . .. . . . _i ■ . I . • !. I f . , J. i 1 '-1: . . , i 1 '. IF.'. - L.4�'.:.atif Jn■ .. . • •,. :- N1iiiirr9 BGF10 www.hilti.us Profis Anchor 2.3.5 Company: Page: 1 Specifier: LAS Project: Durham 5D2 Address: Sub-Project I Pos.No.. Phone I Fax: I Date: 4/1/2013 E-Mail: Specifier's comments:Vert BM Conn 1 Input data Irmmima • Anchor type and diameter: AWS D1.1 GR.B 5/8 Effective embedment depth. het=6 000 in Material. Proof design method ACI 318/CIP Stand-off installation: eo=0 000 in.(no stand-off);t=0,750 in. Anchor plate. Ia x tr x t=12 000 in x 12 000 in.x 0.750 in.,(Recommended plate thickness:not calculated) Profile: ' Rectangular plates and bars(AISC);(L x W x T)=9.000 in x 0 375 in.x 0.000 in. Base matenal: cracked concrete,4000,fc'=4000 psi;h=12.000 in Reinforcement tension:condition B.shear.condition B; edge reinforcement none or<No 4 bar Seismic loads(cat C,D,E,or F) no Geometry[in.]&Loading[lb,in.Ib] Z at Q 8 CO ?..,..4 ' r.75 ,o 1Z •, I Of riarior X input data and results must be checked(or agreement with Ito existing conetions and for plausilkIdyl PROFIS Anchor(c)2003-2009 Nile AG.FL-9494 Schaan Hilt is a registered Trademark a(fete AG.Schaan 1.11116• r, BGF11 www.blkt.us _-__-- Profis Anchor 2.3.5 Company: Page 2 Specifier. LAS Project. Durham 5D2 Address: Sub-Project I Pos No Phone I Fax. ] Date: 4/1/2013 E-Mail 2 Load case/Resulting anchor forces Load case:Design loads 03 . y .-%4 Anchor reactions(lb] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 1191 2200 2200 0 2 0 2200 2200 0 O e � Tension 6omprescion 3 1191 2200 2200 0 4 0 2200 2200 0 max.concrete compressive strain: 0 04(1 6) max.concrete compressive stress: 173[psi] resulting tension force in(x/y)=(-4.000/0.000): 2382[Ib] 01 2 resulting compression force in(x/y)=(5,23610.000)•2382[Ib) 3 Tension load Load N.DM Capacity 4N„[Ib] Utilization p„=N11e/4Ne Status Steel Strength* 1191 14966 8 OK Pullout Strength' 1191 20608 6 OK Concrete Breakout Strength" 2382 12637 19 OK Concrete Side-Face Blowout.direction 1191 13589 9 OK Y+— anchor having the highest loading "anchor group(anchors in tension) 3.1 Steel Strength N. =n ASe,N f„y ACI 318-08 Eq.(D-3) •Nye„2 NUe ACI 318-08 Eq.(D-1) Variables n AseN(in.2] f„1e[Psi] 1 0 31 65000 Calculations N„[Ib] 19955 Results N.[lb] @steel 4 Na(lb] N.[Ib] 19955 0 750 14966 1191 3.2 Pullout Strength Nps =Wu.p Np ACI 318-08 Eq.(D-14) Np =8 Ap„,f, ACI 318-08 Eq (D-15) NpN a N„e ACI 318-08 Eq.(D-1) Variables 4lca Awu fin_2] fc[Psi] 1.000 0.92 4000 Calculations Np[lb] 29440 Results N [Ib] _.. - 4/mnerete •Npn[lb) N.[Ib] 29440 0 700 20608 1191 Inca,data and mutts must be checked for agreement with the existing condtiorn and for p{susbihty, PROFIS Anchor(c)2003-2009 Hilo AG.FL-9494 Scnaan Hile is a registered Trademark of Hilt AG,Schein M„�r, BGF12 www.hitti.us ___ Profs Anchor 2.3.5 Company: Page: 3 Specifier: LAS Project: Durham 5D2 Address: Sub-Project I Pos No Phone I Fax: I Date: 4/1/2013 E-Mad. 3.3 Concrete Breakout Strength Alec Ndx, =( )Wec.N 1Ved.N 410.4 WcpN Nb ACI 318-08 Eq.(D-5) m Naga Nu. ACI 318-08 Eq (D-1) AN, see ACI 318-08,Part D.5.2 1,Fig.RD.5.2.1(b) p, =9 hN ACI 318-08 Eq (D-6) 1 W,N = er11 5 1.0 ACI 318-08 Eq.(D-9) Wed.N =0.7+0.3(Vat)5 1.0 ACI 318-08 Eq.(D-11) Wa.N = (( ",1 ca�N)1 .0 ACI 318-08 Eq.(D-13) Nb =kc x'hlis ACI 318-08 Eq.(D-7) Variables he[in) eo.N[in.] ea.N[in.) 0..m„[In.) Wc.N 6 000 0.000 0.000 2.000 1.000 cac lin] 14 x ([Psi) 0 000 24 1 4000 Calculations Iin.z] Arko(m•2] Wee1 N WecZN yrb Ww,N Nb[lb] 342-00 324.00 1.000 1.000 0.767 1.000 22308 Results Nag(lb] ___#,....e _ 4 Nd,a[lb) Nua(lb] 18053 0.700 12637 2382 3.4 Concrete Side-Face Blowout,direction y+ N,b =160 Cut ).Nric ACI 318-08 Eq.(D-17) No", =txgroup N,t, ACI 318-08 Eq.(D-18) 4,N,bo 2 N„e ACI 318-08 Eq (D-1) ug,,,,* _(1 +6—c–.-1) see ACI 318-08,Part D.5.4.2 Eq.(D-18) Variables` cat[in.] cat(in.) Ab,[in.2] x ff[Psi] s[in.) 2.000 47.500 0.92 1 4000 - Calculations (19:.-: N,b[lb] 1 000 19412 Results Nab,[lb] Qooncrete Nsbg[lb] Nea,edae[lb] 19412 0.700 13589 1191 Input data and resits moat be Ohacked for agreement with the existing condition and for plausibility! PROFIS Antor(c)2003-2009 Hitti AG,FL-9494 Schoen H ti is a registered Trademark of Hsb AG Schoen N1lorirlill BGF13 www.hiitl.us Profis Anchor 2.3.5 Company Page: 4 Specifier: LAS Project: Durham 5D2 Address: Sub-Project I Pos.No: Phone I Fax: I Date: 4/1/2013 E-Mail: 4 Shear load Load V11e[lb) Capacity 10V„[Ib] Utilization th,=V„ale„ Status -Steel Strength' 2200 12971 17 OK Steel failure(with lever army N/A N/A N/A N/A Pryout Strength" 8800 36508 25 OK Concrete edge failure in direction y+" 8800 30410 29 OK -anchor having the highest loading "anchor group(relevant anchors) 4.1 Steel Strength V„ =n A....N.,f„t, ACI 318-08 Eq.(D-19) m Vstee,z V. ACI 318-08 Eq.(D-2) Variables n A,e,v[in.2] fie[Psi) - - 1 0.31 65000 Calculations V.[lb] 19955 Results V.[lb] A"°" ♦V„(lb] Vta(lb] 19955 0.650 12971 2200 4.2 Pryout Strength Ark Vcp -kcp[(AN 0)Wec,N 4led,N Wc,N Wcy.N Nb, ACI 318-08 Eq.(D-31) 4,Va z V,re ACI 318-08 Eq.(D-2) A", see ACI 318-08,Part D 5.2 1,Fig.RD.5.2.1(b) A,,,,, =9 ha ACI 318-08 Eq.(D-6) 1 WeC,N = (1 2+ eN)S 1.0 ACI 318-08 Eq.(D-9) 3 her W.d•N =0 7+0.3(A-7:0)5 1.0 ACI 318-08 Eq.(0-11) .r =MAX/ °y'°' Cac 1'Sh°t W�'N \ Cac )5 1-0 ACI 318-08 Eq.(D-13) Nb =IC,X Nirre hl i5 ACI 318-08 Eq.(D-7) Variables kcl, her[in.] ear(n.) e,2.tin.] ;.min lin] 2 6.000 0.000 0.000 2.000 We,N Cs,[in.] lc 1 (IPA 1,000 24 1 4000 Calculations ANC(in.2] AN.0[in-21 Wet1N r}!ec2,N yredN tycp,N Nb fib) 494.00 324.00 1.000 1.000 0.767 1.000 22308 Results Vcpg(lb) Brno°°°° 4 vmp(lb] V.(lb] 52154 0.700 36508 8800 Input data and results must be Checked for agreement with the exrsang condrnns and for qa s bd tyr PROFIS Anchor(c)2003-2009 Milo AG,FL.9494 SUtean Heb is a registered Tradernana of Hatt AG,Schaal 11411611 • ♦ BGF14 www.hlltl.us Profis Anchor 2.3.5 Company: Page 5 Specifier LAS Project: Durham 5D2 Address: Sub-Project I Pos.No.. Phone!Fax: I Date: 4/112013 E-Mail. 4.3 Concrete edge failure in direction y+ Vag =(Av o)Wac.v W•d.V Wc.v Wh,V Wparailei.V Va ACI 318-08 Eq (D-22) 0 Vu.,32 V1e ACI 318-08 Eq.(D-2) Avc see ACI 318-08,Part D.6.2.1,Fig.RD.6.2.1(b) Avo =4 5 c 1 ACI 318-08 Eq (D-23) 1 Wx.v = (1 2e„)s 1 0 ACI 318-08 Eq.(D-26) +— 3G, Wwv =0.7+03(11c ,)51.0 ACI 318-08 Eq (D-28) why = 1hca1 2 1.0 ACI 318-08 Eq.(0-29) oz Vo =(8(Er. ‘0.)a f c;; ACI 318-08 Eq (D-25) Variables ca,[in.] ce2[in.] ec,,[in.] wc`v ha[in.] 10 000 47 500 0.000 1.000 12.000 le[in.] k da[in.] ((Psi] Wpera.ery 5.000 1 0.625 4000 2.000 Calculations Avt:(in.21 Avco[in.2] W.o.v Wa4v Wh,v Vh rib) 456.00 450.00 1.000 1.000 1.118 19172 Results V [lb] Oeaacrea •Vog[lb] Va,[lb] 43443 0.700 30410 8800 5 Combined tension and shear loads fir+ Lv t; Utilization kV(%) Status 0.188 0.289 5/3 19 OK [M_04+I3 y =1 6 Warnings • To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor.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! • Condition A applies when supplementary reinforcement is used The 4)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. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! Fastening meets the design criteria! input data and results must be checked for agreement with the emend conditons and for piaushitayt PROFIS Anchor(c)20032009 Hite AG,F1-9494 Schaan Hite s a registered Trademark of Hde AG,Schaan 104116:111111111 BGF15 www.hild.us Profis Anchor 2.3.5 Company: Page: 6 Specifier: LAS Project: Durham 5D2 Address: Sub-Project I Pos No.: Phone I Fax: I Date: 4/1/2013 E-Mail: 7 Installation data Anchor plate,steel:- Anchor type and diameter AWS D1.1 GR B,5/8 Profile:Rectangular plates and bars(RISC);9.000 x 0 375 x 0.000 in Installation torque:-0.009 in.lb Hole diameter in the fixture:df=0.688 in. Hole diameter in the base material:-in Plate thickness(input):0.750 in. Hole depth in the base material:6.000 in. Recommended plate thickness:not calculated Minimum thickness of the base material:7.813 in. Cleaning: No cleaning of the drilled hole is required A 6.000 6.000 25 (Ni a 3 C� 4 • co 8 • 1 02 O s k'l 2.000 8 000 2.000 Coordinates Anchor in. Anchor x y c 1 -4.000 -4000 47 500 - - 10.000 2 4.000 -4.000 55 500 - - 10.000 3 -4 000 4 000 47.500 - - 2.000 4 4.000 4 000 55 500 - - 2 000 Input data and results must Dt checked for agreement with t e among condemns and for ptause.ty PROF'S Anchor(c)2003.2009 Hda AG,FL.9494 Schwan Him,s a regrslered Trademark of w0 AG,Scham Nt`1V91 BGF16 www.hiRi.us Profis Anchor 2.3.5 Company: Page 7 Specifier: LAS Project: Durham 5D2 Address: Sub-Project I Pos.No.: Phone i Fax• Date: 4/1/2013 E-Mail 8 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 carned 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 Inpul data and results must be checked for agreement with ere mating conditions and for plausibbltyr PROFIS Anchor(c)20032009 HAS AG.F1.9494 Sawn Hit is a registered Trademark of fide AG.Sdwan CH2 Job No. 17:3023.q? III. NIH ILL. isio• 1 i Sheet No. BGF17 Job Nam tn e il it re:!ri I- 51)02 Date ' ,-- Subject IL._.1 7,="-1\ 6 i:i•-a.S.c __ Computed By tfilr %. /(c Checked By OOP 1A/a.17 ‘'s),1 : ,2 6,94 et- ss it rs"-.5;• 4.._ ( /04.)91 1-,-;14'rio''' ,)/1e'v'ee•/"-. - /(2.6'0 el7•"--. 4 ,._- /‘ Atv-i, r- 2 . les( 1A-4-41 •1 e- '----0567.9,-,,,,01) f = 0.3b.31,14) -1- 322: is/ )(09 I) - • 54 , I Mb" e :-.- 142 :7 4 1 (.L.:1_1?)/as,Cli;?.,ii ) '.-ff' j/go I, ,,,, _ . A :- ..:},,7.0 .47 , , f , 7j4 .1/t -:r 4.4r147_, 1 f; i LS 0:1„..gs I) ,t7,1) --7 Pli. . (..),•4f., . 1 4 - O — )3. r __ ___Li,,ri:6 It_ itij __ 4 1 . .4.7 . . - & se • B e.,• 1:7)''/, (,-..,,,.. - 4 7,;4::-1 -1, lits'I‘ • 3-4" r 0 i( ":47i. a a y-g76 4: • jk _ , iii--7- :-' 184 14:5," - . .X0e," i. ..,-- *) ../e.-4 • - — ....‘ . 5) . .2_22-..L.r. ,---: - - — '. t.i.i) 1 '� Job No.CH2MH ILL. a���� JJ Sheet No. BGF18 Job Name R,,,/L.�,-1 5i2.7 Date i• Subject Zia+,./A i;zP.tSL. 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L ± i! i 1 11.- Serial Number: Drawing Number: __ iEquipment Number: FOG Tank Mixer Rev.: : F27 24.50 23.69 11.12 r_ BREATHER a • 0.88 al FILL (4)HOLES 0 1.00 ' 1� r 1 OIL LEVEL a GREASE 16.00 INSPECTION OPENING rtTTWG 10.00 H S tLEXIBLE COUPLING rl - - -- 22.75 - 6.50 GREASE=ITTING 1 - _ - .1 IIILV ' ", BOTTOM VIEW _ 9.00 4.50 t _,J 15.50 --" 22.75 - I I- 1. 0 ill 9.25-'J it;' :•i'+A�eee' ��`i0`:ii Caution I.All dimensions are in inches(unless stated , olherwiSe) 2.Mounting hardware provided by others 19.67 ft X 18.00 ft - 3.Mixer design loads include suitable service lector 4.This drawing is not to scale 171. ,. in 3.00 in-+ .+- -------. Customer Information Durham,OR Customer lame 54720-Durham,OR ,P,qe Norm C otoo,er PO No. Customs Inquiry No. 17.00 ft PBT 4/45 i 2W PMSL 1 No `1 Drive&Motor i / 3857M-S 57.70:1 PTOS 4.5 Instand Dries Type Gear Ratio Mount Type -72.00 in- 30.0 CW 2.00(100000 hrs) Nominal RPM Spn Service Factor Bearing Life 15.00 HP 1800 254TC Motor HP RPM Frame 75.00 in TEFC MILL/CHEM Premium Enclosure Duty Efficiency Tank&Environment ,::Itii Open Tank Flat Top Head Bottom Head -PBT 4/45 Flat 4 21.26 in 150.00 in _ -2W Baffles Type Battles No. Width Length 37741.88 gal 1.00 S.G. I cP Liquid Volume Density Viscosity 72.00 in 14.70 PSI 88.00°F 7.00 Process Pressure Temperature Solids Cont. 48.00 in ..-...-. Wetted Parts S/S 316 S/S 316 Welted Parts Material Hardware Material Impeller Manufacture Method Hub Mounting Method , I Mixer Design Load s s 4341 lb 1297451b•in Static Weight Weight Moment 598071b•in 61388Ib•in Dynamic Torque Dynarnc Moment } 593 lbs Dynamic Shear Eit Weis ht ........isi_ 15301b 2641b Gearbox Motor 1100 lb 2894 lb Wetted Parts Total 1 TANK,BAFFLES,MIXER SUPPORT AND MOUNTING HARDWARE BY OTHERS • THIS DRAWING IS THE PROPERTY OF PHL.ADELPHIA MIXING SOLUTIONS,LTD AND IS SUBJECT TO RETURN UPON REQUEST. - I IT,DET TO BE USED ONLY RIMENTAL MENTAL TO THE INTEREST THE PURPHOI$S FOR WHICH ION.WAS EXPRESSLY LOANED AND IT IS NOT TO BE USED IN ANY WAY ADROVed(Initial) Date P OF NOMINAL BENDING MOMENTS USING ACI318,STRENGTH DESIGN WALL THICKNESS = '9/ inches EQUIVALENT EQUIV.WALL HT I fc= 4000-psi CANTILEVER WALL (PINNED @ TOP& Fy= 60 ksi HEIGHT(FT) FOR FIXED @ BASE)FOR COVER = 2.00-inches MOMENT EQUAL MOMENT EQUAL TO M @ outer bars TO M @ outer bars BAR SIZE SPACING As dc a c c/dt c/dt PHI PHI d p PHIMn, k-ft/ft g = g = g = g = # inches in2/ft inches in/ft in/ft outer inner outer inner outer bars inner bars % outer bars inner bars 62.4 pcf 90 pcf 62.4 pcf 90 pcf 4 12 0.20 2.25 0.294 0.346 0.049 0.053 0.90 0.90 6.75 - 6.25 0.0027 5.94 5.49 8.3 7.3 11.2 9.9 5 12 0.31 2.31 0.456 0.536 0.077 0.084 0.90 0.90 6.69 6.06 0.0043 9.01 8.14 9.5 8.4 12.9 11.4 6 12 0.44 2.38 0.647 0.761 0.109 0.122 0.90 0.90 6.63 5.88 0.0062 12.48 10.99 10.6 9 4 14.4 12.7 7 12 0.60 2.44 0.882 1.038 0.148 0.169 0.90 0.90 6.56 5.69 0.0088 16.53 14.17 11.6 10.3 15.8 14.0 1 8 12 0.79 2.50 1162 1.367 0.195 0.228 0.90 0.90 6.50 5.50 0.0120 21.04 17.49 12.6 11.2 17.1 15.2 9 12 1.00 2.56 1.471 1.730 0.247 0.294 0.90 0.90 6.44 5.31 0.0157 25.66 20.60 13.5 11.9 18.3 16.2 10 12 1.27 2.63 1.868 2.197 0.314 0.382 0.90 0.65 6.38 5.13 0.0207 31.10 17.30 14.4 12.7 19.5 17.3 11 10 1.56 2.69 2.294 2.699 0.386 0.480 0.65 0.65 6.31 4.94 0.0263 26.19 19.22 13.6 12.0 18.4 16.3 4 6 0.40 2.25 0.588 0.692 0.099 0.106 0.90 0.90 6.75 6.25 0.0053 11.62-1 172 _: 10.4 9.2 14.0 12.4 5 6 0.62 2.31 0.912 1.073 0.153 0.168 0.90 0 90 6.69 6.06 0.0085 17.39 Tb.64 11.8 10.5 16.1 14.2 6 6 0.88 2.38 1.294 1.522 0.217 0.244 0.90 0.90 6.63 5.88 0.0125 23.67 20.70 13.1 11.6 17.8 15.8 7 6 1.20 2.44 1.765 2.076 0.297 0.339 0.90 0.90 6 56 5.69 0.0176 30.67 25.95 14.3 12.7 19.4 17.2 8 6 1.58 2.50 2.324 2.734 0.391 0.456 ' 0 65 0.65 6.50 5.50 0.0239 27.41 22.28 13.8 12.2 18.7 16.5 9 6 2.00 2.56 2.941 3.460 0.494 0.589 0.65 0.65 6.44 5.31 0.0314 32.28 24.97 14.5 12.9 19.7 17.5 10 6 2.54 2.63 3.735 4.394 0.628 0.764 0.65 0.65 6.38 5.13 0.0413 37 21 26.89 15.3 13.5 20.7 18.3 11 6 3.12 2.69 4.588 5.398 0.771 0.960 0.65 0.65 6.31 4.94 0.0527 40.75 26.80 15.7 13.9 21.3 18.9 OD ACI 350 A(01) 1 of 1 4f1/2013 N L SCOGGINS CH2M HILL C:\...Brown Grease Roof.rpl Summary Report BGF29 Service Cases: 1) Dead Loads 2) Uniform Live 3) Unbalanced Live 4) Mixer Vertical 5) Mixer Moment 1 Factored Cases: 6)Str Uniform with Mixer Vert T 1.2*(4)+ 1.6*(2)+ 1.2*(1) 7)Service Unif with Mixer Vertical 1*(4)+ 1*(2)+ 1*(1) 8)Str Unbalanced Mixer Vert 1.6*(3)+ 1.2*(1) 9)Str Uniform Total 1.2*(1)+ 1.6*(2)+ 1.2*(4)+ 1.6*(5) 21.50 ft, ► X 39 ft - Thickness =0.7500 ft Concrete (F'c=4 ksi) Mesh =40 x 20 E = 519120 Ksf v= 0.1700 y=0.1500 K/ft^3 i Max Value.Location (x,y) Load Case Min Value Location (x,y) Load Case Displacement 0.0006 ft (24.38 ft,10.75 ft Unbalanced Live -0.0066 ft (9.750 ft,10.75 ft Str Uniform Total Shear-X 4.477 K/ft (39 ft,10.75 ft) Str Uniform Total -4.378 K/ft (0 ft,10.75 ft) Str Uniform with Mixer Vert Shear-Y 4.134 K/ft (9.750 ft,21.50 ft Str Uniform Total -4.134 K/ft (9.750 ft,0 ft) Str Uniform Total Moment-X 7.183 ft-K/ft (10.73 ft,10.75 ft Str Uniform Total -10.30 ft-K/f (39 ft,10.75 ft) Str Uniform Total Moment-Y 5.430 ft-K/ft (10.73 ft,10.75 ft Str Uniform Total -9.113 ft-K/fl (9.750 ft,0 ft) Str Unbalanced Mixer Vert it♦1 AnalysisGroup 3 5 www.iesweb.com Apr 2.2013 1.36 PM p 1 L SCOGGINS CH2M HILL Service Case Results C1 Brown Grease Roof.rpl Dead Loads BGF30 4111111111 -1-7! Value Location Vertic Moment Moment (x,Y)(ft) K K-ft K-ft Displacement Oft (19.50,1.0 1 -0.1430 0 0 Displacement -0.0018 f (9.750,10_ -0.1487 0 0 0.3891 0 0 Shear-X(+) 1.252 KM (39,10.75: 4 1.046 0 0 Shear-X(-) -1.252 K1 (0,10.75) '. 1.610 0 0 o.1 500 Ksf Shear-Y(+) 1.190 KM (9.750,21 f 2.057 0 0 Shear-Y(-) -1.190 K1 (9.750,0) i 2.397 0 0 Moment-X(- 1.397 ft-h (9.750,10 E 2.643 0 0 I M 0 oment-X(- -2.834 ft- (19.50,10 2:09 0 0 Moment-Y 1.156 ft-h (9.750,10 1 2904 0 0 Moment-Y -2.546 ft- (9.750,0) 1 2.836 0 0 1 2.904 0 0 1 2.809 0 0 Edge Shear Moment Stress 1 2.392 0 0 K K-ft Ksf 12.057 0 0 Top 28.61:' -67.587 -18.48'. 1 1.610 0 0 Botton 28.61: 67.587 18.48: 11.046 0 0 i 0.3891 0 0 Right 16.991 41.103 20.39: ; -0.1487 0 0 Left 16.994 -41.103 -20.39: ; -0.143( 0 0 Deflection(ft)-Dead Loads C\.grown Grew Roof pl An6lysisGrwp3.5 - Apr1,1113 136pM 0 _�I -- •. Ja--...iiii■ liimimin. °_, .......mmi...... 0- 1 .1 4P" " ► III/ ors I gr o7 11 liii I i‘11 i1i 6 61„. I.0.0009 1p i - 11111 iOi,i w Ir 0MMO Ai • 111 1. •1 OOOIl 6 I III .. 0003: -0.0013 .. * 4 �" ' . 0001 4 - lik -iimiemomPPr _Aw NiimmomPw 0.0°16 2 ""'" 41111111111.111111111111-1-1111110111111111- 0.0011 ° 0 S 10 15 i5 30 35 1„'AnalysisGroup 3.5 www.iesweb.corn Apr 2.2013 1.36 PM p 2 L SCOGGINS CH2M HILL Service Case Results C:\...Brown Grease Roof rpl MIL Mirk Dead Loads BGF31 Marmnb,ft-R/,t3-Dead Load. Moment-y(ft-K/ft)-Dead Loads Rem b,r w"° 7" CH2M HILL C-\...Brown Grease Roof rpl AnalysisGroup 3.5 L SCOGGINS Apr 2,2013 1'.36 PM AIM air MIIIIMIMMIII , Hell �I ii 1■F 1.1585' IS am .mmi. 0.925] 0,,,, 0.4828 ■■■■ 0.0000 _f �� -0.4826 `.10 11111 0.9252 i.u. �t 'T . Mt.. a� •1.38)8 _ 2 3130 i p-1.8504 0 � p MEM Iiii ..v 2.1156 0 5 10 15 20 26 30 35 n I MI II IP OLI "": ",:_°.',"e"' Shear-y(KM)-Dead Loads "'"'''a"M CH2M HILL C\Brown Grease Roof rpl Analys.sGroup 3.5 L SCOGGB4S Apr 2,2013 1'36 PM Ai —I AI a AI 1 1904 I. 1.0416 Il 0)440 15 '0 1488 04464 0.... \ . !, 0.4464.`108e eau. r .IN 0,... , 13392 in 25 30 35 .,.. ! ,I PO in AnalysisGroup 3.5 www.iesweb.com Apr 2,2013 1 36 PM p 3 L SCOGGINS CH2M HILL Service Case Results C:\...Brown Grease Roof rpl p Uniform Live F t7 32 B. 31111 Value Location Vertic Moment Moment (Xly)(ft) K -ft K-ft Displacement Oft (19.50,1.0 1 -0.1907 0 Displacement -0.0024 f (9.750,10 , -0.19& 0 Shear-X(+) 1.669 KM (39,10.75; 4 1.395 0 5 0 Shear-X(-) -1.669 K/ (0,10.75) E 2.147 0 0 2000 Shear-Y(+) 1.587 K/f (9.750,21. E 2.743 0 Ksf Shear-Y(-) -1.587 K/ (9.750,0) 7 3.196 0 Moment-X(- 1.862 ft-I. (9.750,10 E 3.524 0 Moment-X(- -3.779 ft- (19.50,10 c 3.524 0 Moment-Y 1.541 ft-' (9.750,10 1 3.745 0 1 3.873 0 Moment-Y -3.395 ft- (9.750,0) 1 3.914 0 1 3.873 0 1 3.745 0 Edge Shear Moment Stress 1 3.196 0 K K-ft Ksf 12.743 0 Top 38.14! -90.115 -24.64; 1 2.147 0 Botton 38.14! 90.115 24.64; 1 1.395 0 Right 22.66 54.804 27.19( ; 0.515 0 -0.198 0 Left 22.66 -54.804 -27.19( ; -0.1907 0 Deflection(ft)-Uniform LW* c‘Brown Gnaw Rool.rpl Ary r3,3Group 33 "I' Apr 2.2013 136 PM Mil . . Ellail 00000 20 111.14..'"- r-- BBBpI IIr11' O.000I 10 - �_- a 14 air--40.0.100%� sir I . .8800, ,. I fit ' 111 •111 bill o�l 1 ii , Iii iiii II E .21 1 7 I re 1 a .0000016 18 a k Ay i k ii Y / le I 0. 0 001 `r► J v ' 0.0010 00019 4 ilL 111111.111..Maill 1 11166: 1111N.11. 1.1 ,al 0.0021 i 000}2 2 ;Al 00023 0.0024 0 .. 0 S 10 }p }S !! 42 AnalysisGroup 3 5 www iesweb corn Apr 2.2013 1 36 PM p 4 L SCOGGINS CH2M HILL Service Case Results C:1...Brown Grease Roof rpl Uniform Live BGF33 5,00.03-.larnL.:a"i`"L''a Moment-y(ft-K/ft)-Uniform Live :7'.'7"a ..»�. 012M HILL C\Brown Grease Roof rpl AnalysfsGroup 3.5 L SC OGGINI Apr 2,2113 1:36 PM AMR► AMIE"aroggie „. , m � 1s42o 20 i ir...„ma -al iii ii ';ii I 1 1.2336 06168 15 JI■■■ -aowo 71 I jjfr1! r ""� a.616e la .,.. f �i .1.8504 5 �■q ■■�, 3.0840�� , -3.7008 0 0 5 10 15 20 25 30 35 :: , I / II EP (It) • Shear-y(K/ft)-Uniform Live I HIM HILL C I Brown Grease Roof rpl AnalysisGroup 3 5 1,111 ww _r - L SCOGGIM, Apr 2,2013 136 PM .,e 4A %► A� ..., °-- MI• II' 20 1 AIR . :f ... till 1 ■ 1.5873 ��I i��r ■ I. 1.3888 11 .s. a iui {1811 I. 0.9920 �� ..A € a 5952 ..-a *V !'1111 1 III 0.1952 15 1 ��r■ I _ 0 5952 - ..„ '� Ill 1" .0.9920 / ya" 11 Y 1.3888 -r 0 r. 1.7856 0 5 10 15 20 35 SO 35 401 In „n. 1ftl di AnalysisGroup 3.5 www.iesweb.com Apr 2.2013 1:36 PM p.5 L SCOGGINS CH2M HILL Service Case Results C\. Brown Grease Roof rpl balanced Live BGF34 iiik Value Location Vortic Moment Moment (x,Y)(ft) K -ft K-ft Displacement 0.0006 ft (24.38,10 1 -0.096.! 0 Displacement -0.0027 f (10.73,10 ` -0.099: 0 ll Shear-X(+) 1.196 K/f (18.52,10 0.2594 0 4 0.6975 0 Shear-X(-) -1.721 K/ (0,10.75) E 1.073 0 Shear-Y(+) 1.692 K/f (10.73,21. E 1.372 0 Shear-Y(-) -1.692 K/ (10.73,0) i 1.598 0 Moment-X(- 1.928 ft-P (10.73,10. E 1.762 0 Moment-X(- -3.995 ft- (0,10.75) c 1.762 0 Moment-Y 1.787 ft-P (10.73,10 1 1.873 0 1 1.936 0 _ Moment-Y -3.805 ft-_(10.73,0) 1 1.957 0 1 1.936 0 ill, 1 1 1.762 0 1 1.873 0 Edge Shear Moment Stress 1 1.598 0 K K-ft Ksf 11.372 0 Top 19.07: -45.058 -12.32: 11.073 0 Bolton 19.07; 45.058 12.321 10.6975 0 0.2594 0 Right -0.30E -2.391 -1.186 • -0.099: 0 Left 22.96' -57.195 -28.37E : -0.095 0 Deflection(ft)-Unbalanced Live '' A0..10]3 336 DM 0.0006 1U 0.0001 la UMW' MI '.11/141111111111111 IrilltriAll 00001 16 i P 0.0000 .00006 11 ir I 010 0.0014 a MB lk }�. ... 00011 ��IlliL.00016 6 MK , .:, F. ow .-a.onla `� 0.0010 0.0014 0.0011 , -., .- UM 0.0016 0001! : r- -- In) -�AnalysisGroup 3.5 www.iesweb.com Apr 2.2013 1 36 PM p 6 F L SCOGGINS CH2M HILL Service Case Results C.1..Brown Grease Roof.rpl Unbalanced Live BGF35 1 .am«r-.01-100,u.6�.<4 Moment-y(ft-K/ft)-Unbalanced Live C'1_.Brown Grease Roof AnalysoGroup 3.5 . — Apr 2,2013 1:36 PM III ..m. I No --■ ]0964 I Jne ., -. '-+,,,,•r��■ 10482 15 I II 0.3494[':t "• I .- -■ 0.3494 1 l.o4a2� 1 ■ 1]4]0 .. 2 4ase 3.1446 , ■ B 4 8434 0 5 1111 1111 11 1 1 111 3. IO IS 20 25 30 35 , 1111 U ""'III U `"a° ": o4Lin Shear-y(K/ft)-Unbalanced Live ''r'1°'"" CH2M HILL C.6..Brown Grease Roof rpl Analys.sGroup 3.5 L SCOGGINS Apr 2,2013 1.3E PM A Ai .au' If 1 24798,.6918 lid r 1L IS . >0111111 I 10570 ,�-� w 0 6342 .ew 11111 1 0.2114 L 10 0.2114 .— 0.6342 5 Y� ,.EMU 1.05]0 _ 1 � ..,,. r 1.4]98 f 1.9026 0 .w. 0 5 10 11 20 25 30 35 (17111 Mg '''' 411111111i 11 Ilk IIIIIIIIIIIIII fill AnalysisGroup 3.5 www.iesweb.com Apr 2,2013 1:36 PM p.7 L SCOGGINS CH2M HILL Service Case Results C:\...Brown Grease Roof.rpl Mixer Vertical BGF36 r MIMEO Value Location. Vertic Moment Moment (x,Y)(ft) K -ft -ft Displacemen 0 ft (19.50,2: 1 -0.0191' Displacemen -0.0005 ft (29.25,10 -0.076f I Shear-X(+) 0.7419 K/' (30.22, 10 4 -0. PIIIIIII Shear-X(-) -0.7419 K (8.775, 10 0.0295 Shear-Y(+) 0.7236 K/ (9.750,11 E 0.1108 Shear-Y(-) -0.7236 K (29.25,9.E i 0.1943 Moment-X( 1.036 ft-K (29.25,10 f 0.2728 Moment-X( -0.5318 ft (19.50,10 `. 0.2728 Moment-Y 0.9750 ft-1 (29.25,10 1 0.3381 Moment-Y -0.4124 ft (29.25,21 1 0.39 1 0.39773 3 1 0.3818 1 1 0.3381 28 x 0.27 Edge Shear Moment Stress 1 0.1943 K K-ft Ksf 10.1108 Top 1.66E -8.638 -2.36 10.0295 Bolton 1.66E 8.638 2.363 1 -0.041f ; -0.089f Right 1.291 6.028 2.991 ; -0.0785 _ Left 1.291 -6.028 -2.991 ; -0.019; Deflection(ft)-Mixer Vertical Apr 2.10:3 1 36 PM - - N O 00000 I 20- - .. 0 00010 0 00005 6 0 0001 1 + / I 11 Dv i 000025 -10� . 1, I, I I 000030 1 • Ilk 11' . ANL .Numorr 000033 6 / 11116..._OOOOb 6 „diAlir o.000as r 2t opoa6p 0 000ss r WW1 _r_ _1 ■ __I_ _2_ _i_ _I_ 0 6 IO l5 0 30 It MI AnalysisGroup 3.5 www iesweb corn Apr 2,2013 136 PM p 8 L SCOGGINS Service Case Results CH2M HILL C:\..Brown Grease Roof.rpl Mixer Vertical BGF37 , • ••3'""' .-°o•9•3RM Moment-y(ft-K/ft)-Mixer Vertical CH2M HILL C:1...Brown Grease Roof.rpl AnaysoGroup 33 I SCOGGINS Apr 2,2013 1:36 PM 20 .fipoinr.. impar 1 . .., wr, � . �� 1.0202 15 ■■ ate. ..0 ' V 1, 1 0.9537 .n.r �, 06069 S .wn r U t 0 0335 10 0 2601 0 086 •w. � 0 2601 — -�-- ..m y. 0.2601 0.0335 0 •px. ( 0 5 10 15 10 25 30 35 (ft) 'p,"0 "a"Weikel Weikel Shear-y(K/ft)-Mixer Vertical "'T''— CH2M HILL C\..Brown Grease Roof AnaysoGroup 3.5 l SCOGGINS Apr 2,2013 1'36 f M ■ .�.0 ' 1.1..tru,6 20 15.nn ' _ 02712 `21112 - illif 0 0902.m', ' ry _� a2J13 5 0 2710 T a 6329 a 9136 0 .•u+ 0 5 10 15 20 25 30 35 (ft) L III AnalysisGroup 3.5 www.iesweb corn Apr 2,2013 1.36 PM p.9 L SCOGGINS CH2M HILL Service Case Results C. .Brown Grease Roof rpl Mixer Moment BGF38 Value i Location Vedic Moment Moment (x,Y)(ft) K K-ft -ft Displacemen 0.0001 ft (26.33,10 1 0 Displacemen -0.0001 ft (12.67,10 ` 0 Shear-X(+) 2.093 K/ft (29.25,10 Al 0 Shear-X(-) -0.3836 K (9.750,9.( ( 0 Shear-Y(+) 0.5672 Kt (10.73,11 E 0 Shear-Y(-) -0.5672 K (28.27,11 i 0 Moment-X( 1.115 ft-K (10.73,10 E 0 e } • Moment-X(• -1.115 ft-I4 (28.27,10 c 0 Moment-Y 0.4260 ft-I (10.73,10 1 0 7.600 K-ft(Y) 7.600 K-ft(Y) 1 0 Moment-Y -0.4260 ft (28.27,10 10 10 10 x 1 0 Edge Shear Moment Stress 1 0 K K-ft Ksf 10 Top 0.000 -0.000 -0.00( 10 Botton -0.000 -0.000 -0.00( 10 i0 Right 0.495 1.505 0.74E ; 0 Left -0.49€ 1.505 0.74E : 0 Deflection(ft)-Mixer Mame C1.-Mown Gnaw D.dryl AnalysisGroup 3.5 Apr 2.2013 1'36 PM 0 00013 1 30 O D0011 000010 .. 0 000. 0 00004 16 0 0000) ooDOD; 1. w /1 a:o _ Wir 0 00002 in ) 1 eoDOD1 1, wadi I __Mir 0.00001 000003 _...� v../ 0 0000. 0 00005 6 - 0.00006 -0.00001 4 . . -0 00008 0.00009 2 J _ 00010 0.00011 - 00012 0. i i r 0 1 1 i i t i 1 I I 1 0 s ,0 ,5 eo .s i0 35 i'„,AnalysisGroup 3.5 www.iesweb.com Apr 2.2013 1.36 PM p.10 L SCOGGINS CH2M HILL Service Case Results C:1...Brown Grease Roof.rpl Mixer Moment BGF39 .omens•.In.wro-ate..,Memo,,, „n,. Moment-y(ft-K/ft)-Mixer Moment raca.e ..,,.'''' CH2M HILL C:\_.Brown Grease Rool.rpl AnalysisGroup 15 L SCOGGINS Apr 2,2013 t 36/M ` j . 1 ... 2 111 1111 IS OA7B8 0.3724 I 16 0.2660 .... �1 0.15% L 1 .... ■ IN 0.0532 •0.0532 IF Illr.u, -0.1596 5 0.2660 .,,+. -0.3724 -0.4788 ° ...+. 0 5 10 15 20 25 30 35 • )a) • 66....,x n,..u.erlemma Shear-y(K/ft)-Mixer Moment ',.' .T. CH2M HILL CO...Brown Grease Roof rpl AnalysnGroup 3.5 L SLOGGING Apr 2 2013 136 PM 2..., 0.6372 laan `�„ 0.4956 I�qeM� 0.3540 .... 5 {> V> 0.2124 S.nn 0 0708 -0 0708 .• -0.2124•as 0.3540.... 0.4956 0.6372 .w+ 0 5 10 15 20 25 30 35 (ft) ir1 AnalysisGroup 3.5 www.iesweb.com Apr 2.2013 1:36 PM p.11 L SCOGGINS CH2M HILL Factored Case Results C:1...Brown Grease Roof.rpl �± tr Unifo Vert BGF40 •ditasimagamtionamaL At, ti: Value Location Vedic Moment Moment (x,Y)(ft) 1 -0.499f 0 K-ft 1.200 * Mixer Vertical Displacement 0 ft (19.50,1.0 1.600 * Uniform Live Displacement -0.0066 f (9.750,10 , -0.5681 0 Shear-X(+) 4.378 K/f (39,10.75 • 3.437 0 1.200 * Dead Loads 4 3.437 0 Shear-X(-) -4.378 K/ (0,10.75) P. 5.403 0 Shear-Y(+) 4.123 K/f (9.750,21 f 6.991 l 0 Shear-Y(-) -4.123 K/ (9.750,0) i 8.223 0 Moment-X(• 5.898 ft-h (9.750,10 f 9.137 0 Moment-X(- -10.09 ft- (19.50,10. c 9.137 0 J Moment-Y 5.023 ft-1. (9.750,10 1 9.769 0 Moment-Y -8.981 ft- (9.750,0) 1 10.26 0 - 1 10.26 0 1 10.14 0 1 9.769 0 Edge Shear Moment Stress 1 9.223 0 1 8.223 �0 K K-ft Ksf 16.991 0 Top 97.37: -235.654 -64.45: 1 5.403 0 Botton 97.37: 235.654 64.45. 13.437 0 i 1.190 0 Right 58.201 144.244 71.5& i -0.5881 0 Left 58.201 -144.244 -71.56: ; -0.499f 0 Deflection(ft)-Str Uniform with Mixer Vert n .. ..,. Ari.ly.sGmuP 3.5 15':OGGIN< Apr 2.2013 136 PM 0-000. Ls. 0.0006 15 000u 600.6 1e air -is ..... 6 OOi6 6OOI. 33 Er a/ it U p 1 0.0026 3 AI 11 1 M I 1 0.0033 IL 1 111 0.0036 0.0040 6 Pi it 0.0006 It Ilhh& AO Aill II Al Ilir 0.00.6 6 emu . , w ,. . 0.0056 'IIIIIIIIIIIIIIIIMIIr- GP 0.0060 ; L41 x am6. 0.0066 0 3 13 t3 to A M H (0) 3,f,AnalysisGroup 3.5 www iesweb corn Apr 2,2013 1 36 PM p 12 L SCOGGINS Factored Case Results CH2M HILL C:\...Brown Grease Roof.rpl Str Uniform with Mixer Vert BG F4 f 1 Mamas.0a4V10 Gtr Uniform with Mixer VW Moment-y(ft-K/ft)-Str Uniform with Mixer Vert ,cm,,.., ""4""""""' CH2M HILL C...Brown Grease Roof rpl AnalysisGroup 3.5 L SCOGGINS Apr 2,2013 1:36 PM 1 MEM 20 " .W 1 �� r 52512 4.3760 • IS >ne 2.6256 II 15 -inn € 1 2 0.8752 1y]1 :;nr. I 11 1r6 0.6752 —1� ■■ 'i�'! -2.6256 �y�S,tt. -4.3760 .m b1'q -fi.1264 ,... � .. � 1 ! -7.8768 25 35 , '"" -9.6272 OW 5 10 15 20 25TT 3Urt, 35 ..n 1ni ' I ' (ft) ..nn n xvaam Merv.OVPo`Me Willem Mq Miser Vert y( )- .a. .w„�X„ Shear- ft Str Uniform with Mixer Vert ` '" CH2M HILL C\...Brown Grease Roof.rpl AnayslsGroup 3.5 L SCOGGINS Apr 2,2013 1:36 PM '7°mi Ali . . 2 ,. , 4.1236 e ...y, k 3.6078' 15 ,. 7.1r a.. 8 t. 510 2.5770 L 15462..,.,. _ 0.5154 `1+..,. 1 IW'I "1.5462 g#, . -L5462 5 r swo Via - -2.5770�.+'". -3.6078 Ill 4.6366 0 ,,n. o 5 L 15 m 55 If1 AnalysisGroup 3.5 www.iesweb.com Apr 2,2013 1:36 PM p.13 L SCOGGINS CH2M HILL Factored Case Results C:\,..Brown Grease Roof.rpl Service Unif with Mixer Vertical B G F42 Value Location Vedic Moment Moment (X,Y)(ft) K K-ft -ft 7ixer Displacement 0 ft (19.50,1.0 1 -0.352E 0 Displacement -0.0047 f (9.750,10 -0.423E 0 Shear-X(+) 3.092 K/f (39,10.75: 4 2.3999 0 4 2.399 0 Shear-X(-) -3.092 K/ (0,10.75) f. 3.787 0 Shear-Y(+) 2.907 K/f (9.750,21 E 4.911 0 Shear-Y(-) -2.907 K/ (9.750,0) i 5.787 0 Moment-X(- 4.295 ft-M (9.750,10. E 6.440 0 Moment-X(- -7.145 ft- (19.50,10 E 6.440 0 Moment-Y 3.672 ft-M (9.750,10. 1 6.892 0 Moment-Y -6.353 ft- (9.750,0) 1 7.147 0 1 7247 0 1 7.159 0 1 6.892 0 1 6.440 0 Edge Shear Moment Stress 1 5.787 0 K K-ft Ksf 14.911 0 Top 68.42' -166.34C -45.49; 1 3.787 0 Bolton 68.42' 166.340 45.49; 12.399 0 1 0.8189 0 Right 40.95: 101.93E 50.57; ; -0.423E 0 Left 40.95: -101.93E -50.57; ; -0.352E 0 Deflection(ft)-Service Unif with Mixer Vertical HI f, ° .,-e..w A,ulysis6,0up3-5 Apr 2,2013 1:36 pM 00000. 10 0.0001 0.0000 _ - 0.0006 i oaooa 3 4 0.0030 �" 0.0011 *'. a :;re. �I .-. . flu II .0016 p .o01a lir 00011 0 11,'I . IuuI . ._- __. .... I I 'I L It 0 0014°"' 18 ®L:, � i Jill _ -. v OOOZB a ,[ 00030 j,X_�,. .. 4 try":• 00031' a L ' 4-�milirm, ., r{ 0 003 0 0036 ilk .., -0.p038 < �� 4 0.0040 .. r ,e °.. 0.0044 -00046 ,„° ' .'. , , ION , ., 0.0048 0•• . ' 4 s 0 . S 10 IS .. 75 It t ■ di AnalysisGroup 3.5 www.iesweb.com Apr 2,2013 1:36 PM p.14 L SCOGGINS CH2M HILL Factored Case Results C.1 Brown Grease Roof.rpl Service Unif with Mixer Vertical B G F43 r. Mr..m-rmf-s...;..Upn..6Mr.y.k. Moment-y(ft-K/ft)-Service Unif with Mixer Vertical ''''»r'r" CH2M HILL C\Brown Grease Roof rpl AnalysisGroup 3.5 L SCOGGINS Apr 2,2013 1 3 PM ..» ii.ii lid■ 11011111 » II Irr 11 3.7590 3.1325' 11P•10111111 1011.11111111111 1 15 ..N 1 ■ ' 1.!795 I I I i' D.6265 , ., 1 i 0El '• • l ' ' •U - -3. B V.. 1 FF •4 3855 ��MN I ���I •,� NN I Imo 6915 0 -5.6385 6. 0 5 10 15 20 25 30 35 Iry) Shear-y(K/ft)-Service Unif with Mixer Vertical '"771"'" CH2M HILL C\Brown Crease Roof rpl AnalysisGroup 3 5 MIMI M. L SCOGGINS Apr 2,2013 1:36 PM air II A ,,, IL All. zsm .. "� lasts 166w ,, . i �1 ,.." 1mrz y� _ -2.54)1 1 . -3.26!7 0 5 30 15 20 25 30 35 W . -. In/ „ Nif .. M111i I I ff,'AnalysisGroup 3.5 www iesweb corn Apr 2,2013 1 36 PM p.15 L SCOGGINS CH2M HILL Factored Case Results C:1...Brown Grease Roof.rpl Str Unbalanced Mixer Vert BGF44 Value Location Vertic Moment Moment (x,Y)(ft) K Kit K-ft 1.600 * Unbalanced Live Displacement 0.0003ft (21.45,10. 1 -0.324 0 0 1.200 * Dead Loads Displacement -0.0065 f (9.750,10. -0.3371 0 0 Shear-X(+) 3.297 K/f (18.52,10. 4 2.372 0 0 Shear-X(-) -4.256 K/ (0,10.75) f 3.650 0 0 Shear-Y(+) 4.121 K/f (9.750,21. E 4.664 0 0 Shear-Y(-) -4.121 K/ (9.750,0) 7 5.433 0 0 Moment-X(- 4.728 ft-I. (9.750,10. E 5.991 0 0 € 5.991 0 0 Moment-X(- -9.791 ft- (0,10.75) € 6.367 0 0 Moment-Y 4.230 ft-I. (9.750,10. 1 6.583 0 0 Moment-Y -9.113 ft (9.750,0) 1 6.654 0 0 1 6.583 0 0 1 6.367 0 10 Edge Shear Moment Stress 5.43 5.43 3 0 0 3 0 0 K K-ft Ksf 14.664 0 0 Top 64.85:1 -153.19E -41.90( 1 3.650 0 0 Botton 64.85:� 153.19E 41.90( 1 2.372 0 0 0.8820 0 0 Right 19.90: 45.498 22.57: ; -0.3371 0 0 Left 57.14 -140.83E -69.87: e' -0.3241 0 0 Deflection(ft)-Str Unbalanced Mixer Vert • "•' • Aruly.Graup 3.5 Apr 2.2013 1 1 PM 00004 20 0 0000 p is -0.0012 16 0.0016 10 0 0020 00024 0 0020 -0.0012 yp. _ 0 0036 o 0.0 ° -0 oar 6 -000. o oos2 6.pose 00066 I I I I 1 1 1 10 15 35 Apr 2,2013 1.36 PM p.16 AnalysisGroup 3.5 www.iesweb.com L SCOGGINS CH2M HILL Factored Case Results C.1_Brown Grease Roof.rpl St Unbalanced Mixer Vert BGF45 Mom.nt.ft a/ftl•Str 3nbalan..3 Mbf.r V.n Moment-y(ft-K/ft)-Str Unbalanced Mixer Vert Aik i HILL C\...Brown Grease Roof rpl AnalysnsGroLp 3 5 141111111117 _— L tiC OGGIt\S Apr 2.2013 1 3 PM 1 — 5.0333rra 1mL_ . ill o.= 3.1698 ,... 08339 15 .■■, �■■ ,. O 8339 �•�•' El—10, ,,„, 33] - S �■.■ �■■, 583]3 ...« _. i3 PIMP. ]5051 ~ ..+.el•��� '� .. .,... ,r 9 172 3 fl 5 10 15 30 25 30 35 too °tee ; .e3��M Shear-y(K/ft)-Str Unbalanced Mixer Vert .,� rsn-,' '" CH2M HILL C;Brown Grease Root r pl AnalysisGroLp 35 rii_ L SCOGGINS Apr 2,2013 1'.36 PM I —.woo—Ai 14111111111111L ..n- ■ 3.605' 15 2 575 .,,, € 1.835 =1 O.SIS "" Mill • 2.838 s Lau -zs]s ,a �V .-■ -3.605 ( 0 3635 0 tu, 0 5 10 15 20 25 30 35 lemilqui h fy,AnalysisGroup 3.5 www.iesweb.com Apr 2,2013 1:36 PM p 17 L SCOGGINS CH2M HILL Factored Case Results C.1 Brown Grease Roof.rpl Uniform To Ire Value Location Vertic 1 Moment Moment (x,y)(ft) K K-ft K-ft 1.200 * Dead Loads Displacement 0 ft (19.50,1.0 1 -0.499f 0 0 1.600 * Uniform Live Displacement -0.0066 f (9.750,10. �g01 0 0 1.200 * Mixer Vertical Shear-X(+) 4.477 Kit (39,10.75: 4 3.437 0 0 1.600 * Mixer Moment Shear-X(-) -4.279 K1 (0,10.75) f. 5.403 0 0 Shear-Y(+) 4.134 KM (9.750,21 f 6.991 0 0 Shear-Y(-) -4.134 K/ (9.750,0) i 8.223 0 0 Moment-X(- 7.183 ft-I. (10.73,10 f 9.137 0 0 Moment-X(- -10.30 ft- (39,10.75: c 9.137 0 0 Moment-Y 5.430 ft-I. (10.73,10. 1 9.769 0 0 Moment-Y -9.022 ft- (9.750,0) 1 10.26 0 0 1 10.26 0 0 1 10.14 0 0 1 9.769 0 0 1 9.137 0 0 Edge Shear Moment Stress 1 8.223 0 0 1 K K-ft Ksf 16.991 0 0 Top 97.37: -235.654 -64.45; 1 5.403 0 0 Botton 97.37: 235.654' 64.45. 13.437 0 0 c 1.190 0 0 Right 59.00' 146.652 . 72.751 a -0.5881 0 0 Left 57.411 -141.837 -70.36t ; -0.499f 0 0 Deflection(ft)-Str Uniform Total C'.\-.Brown Grasse Roof,pl Aroiys.,Group 3.5 r,,N' 4,2.2013 1:36 PM s 11116-m.,-1 „....31 .0000 . -6 000. 1111.ftl■■ 00003 is 00032 16 00°16 ` ,ii III 0 0020 00033 ,. r 31 000x8 I i 00032 t t oh . 0 00036 k 0.0040 I i0.0014 .0.0052 4 _ 0.0052 0.0066 N 0 0060 3 0 0061 kh/0 Ail 00068 0 S 10 IS 20 2f 30 3S IMI f,,AnalysisGroup 3.5 www.iesweb.com Apr 2.2013 1:36 PM p.18 L SCOGGINS CH2M HILL Factored Case Results C:\._Brown Grease Roof.rpl Str Uniform Total BGF47 Mar..M..In,—„,,,,,,, nr 3.w Moment-y(ft-K/ft)-Str Uniform Total '' T ' CH2M HILL CI Brown Grease Roof rpl AnalynsGroup 3 5 L SCOGGINS Apr 2.2013 1'36 PM - .-f .ii► ia .— .. { S dillial 6.3731 ■np II II I ' I 5.419 --' 1111111111111111 1111111111111111 8 _ rwn.. 1 II II I " 1 1. 66 -0.0002 =10 ���-1 ■��1 vms ��. I * ' -1.8066 gimp U_U•' I -5.419e zz:64 v ox .. �. I I -9.0330 0 0 5 10 15 70 25 30 35 BYE.IWO•�14Mr411'sY Shear-y(K/ft)-Str Uniform Total „0 -77°7'r7:::” CH2M HILL C'S Brown Grease Roof rpl AnalysosGroup 3.5 L SCOGGINS Apr 2,2013 1'36 PM ww/' 22 '!i us a. ..r ,... , an 1 _, a]3tS 15d gi 616] 2.5230 pr R u + `\ 1 4 1.5498 1 .00.- 5511666 3"10 •.N ! I 1.5098 A . 7.5830 ■.a. . N A. �. 36492 • 4.649a 0 +... 10 IS 20 75 30 35 ,x ...:..11► in AnalysisGroup 3.5 www.iesweb.com Apr 2,2013 1:36 PM p.19 L SCOGGINS CH2M HILL Envelope Case Results C:1...Brown Grease Roof.rpl ice: Minimum Values BGF48 milk _ Value Location Vortfc Moment Moment Str Uniform with Mixer Vert (x,y)(ft) K K-ft K-ft Str Unbalanced Mixer Vert Displacement O ft (19.50,1.0 1 -3.871 0 0 Str Uniform Total Displacement -0.0066 f (9.750,10 -0.5881 0 0 f -0.089( 0 0 Shear-X(+) 3.297 K/f (18.52,10 ii -0.041f 0 0 Shear-X(-) -4.378 K! (0,10.75) E -0.01& 0 0 Shear-Y(+) 4.121 K/f (9.750,21. E -0.038. 0 0 Shear-Y(-) -4.134 K! (9.750,0) 7 -0.065( 0 0 Moment-X(- 4.728 ft-P (9.750,10 E,-0.0947 0 0 Moment-X(- -10.30 ft- (39,10.75 1 -0.0947 0 0 Moment-Y 4.230 ft-1. (9.750,10 1 -0.143: 0 0 Moment-Y -9.113 ft-I (9.750,0) 1 -0.1511 0 0 1 -0.143' 0 0 1 -0.1221. 0 0 1 -0.09410 0 Edge Shear Moment Stress 1 -0.065( 0 0 K K-ft Ksf 1 -0.038; 0 0 Top 0.00( -235.654 -64.45; 1 -0.01& 0 0 Bolton -0.00( -0.000 -0.000 1 -0.041f 0 0 -0.089( 0 0 Right -0.30( -2.391 -1.186 : -0.5881 0 0 Left -0.49E1 -144.244 -71.56: ; -3.871 0 0 • Deflection(ft)-Envelope I 11 C..emwn Grease 300'pi Analysi.5(00 3.5 . Apr 1,10131:36 DM r- - 1 11 himiEL AL 0 0004 0.0000 10 0.0004 14 00001 06 .�44-`� it 1 � , 0 0016 Mr a 0010 u lliplir NM 4�1. �► � r ' ... IF 00031 Y l0 �a _ '� I MN 0 0040 0 I 0.00.5 I 1 �._#4 0 004e lakiiiih 0.0051 0.0056 00060 1 . 0.0060 0.0064 0 S l0 10 t0 as et AnalysisGroup 3.5 www iesweb.com Apr 2,2013 1 36 PM p20 L SCOGGINS CH2M HILL Envelope Case Results C:1 Brown Grease Roof,rpl Maximum Values BGF49 aaa.waa-.03.6/kl�GwbBa Moment-y(ft-K/ft)-Envelope x�. CH2M HILL C\_.Brown Grease Roof.rpl Anelys8Group 3.5 L SCOGGINS Apr 2,2013 1'.36 PM 1-11 1 r Erin 4 20 .C . ,...,r i � 6.3049 15 deism. ..�k 5.4042 • '� 3.6028 ' ■ l.■F 1 8014 ,w, '� 1.8014 15 '..� lul .r. '- i i �. 3 6028 5 4042 It .w --� 9 2056 0 9 0010 0 S 10 15 20 25 30 35 4 , s I ' Ik1 51••••••„ "_•"_1.v`,,,, Shear-y(K/ft)-Envelope ''n”7-7": CH2M HILL C:\...Brown Grease Roof rpl AnalysisGroup 3.5 L SCOGGINS Apr 2,2013 1'.36 PM •I�t►�. A I mo _ A ry■ A + ,. 'F. 20 ., I. 4I1 ..,, ._6422 `��' 3r uv (/ A/.: a r 300948 15 ...n Y ♦> 11 I 1.11141 2.0632 1.0316 "30 :M 11 1 ■ 80000 'M,. ,t! -1.0316 5 1 r_.. 2.0632 ' lmilli ,�.,. 30948 1111 4.1264 0 0 5 10 15 30 25 30 IS .� 1� Ihl �.. �. '. lip r,r AnalysisGroup 3 5 www iesweb corn Apr 2,2013 1:36 PM p.21 ONO CH2MHILL� Job No. ; c ?, Aar Sheet NO. BGF50 Job Name 1Z1 44 -., J 0 Date l' Subject /)/9i..#44 t7Y;,_ i - Computed By 1._ ''''y.5 ki (5)A ►6,'Ee, 71,-.1 t Checked By " d a� �l ,} _ �� � �-• w+ i ; ,: t c , .G 1 .r, + __, 3A* . ;,.'.fit;, _. a .1...,;,- ! f 1 h 1 i ` . . 1 • . -. . �` . r _.. , , Y ' t ,y. . . . . : . . y i ■ ?�L( . + .. .... . . . . t ..ICY :. r 3 � '' ,�, // 1(r zta ` ill/ - q r '- --• • . _ 1 •-. -01.7 ''A' i' 4' • : -, ..31- . 1 .. . e �Y1 A4 t..,./6-..q., 1 if cif TRfe$- : S., Y�, 1k-ill< . .Ai-t-H ' ' ,+) . . '� •fie I , ` -.,,.-- — , .. -., ..1 ,". :,' .4 ..-.._'_ --...•r.i y.—� p ::. i--r.-�_, • . . d. . . ! .{ ', •L i • ' • • • . . � I V.. '; • • I. f 1., ,t I. . 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' f'0,41, : .1›.": fir:' ''/1.4 .90-L '"7 - ? 7 -le-,- ki:, , --r` r ALLOWABLE BENDING MOMENTS USING ACI350R-01, ALTERNATE DESIGN METHOD CATEGORY NO. = 2 WALL THICKNESS = 12 inches EQUIVALENT EQUIV WALL HT Z = 95 fc = 4000 psi CANTILEVER WALL (PINNED @ TOP& CRACK WIDTH = 0.008 inches Fy = 60 ksi HEIGHT(FT) FOR FIXED @ BASE)FOF COVER = 2.00 --inches MOMENT EQUAL MOMENT EQUAL TO M @ outer bars TO M outer bars BAR SIZE SPACING As dc fs K a d p P bal M, k-ft/ft 9 = g = g = 9 = # inches in2/ft inches ksi psi k-ft/in3 outer bars inner bars % % outer bars inner bars 62.4 pcf 90 pcf 62.4 pcf 90 pcf 4 12 0.20 2.25 19.5 329 1.393 9.75 9.25 0.0018 0.0197 2.72 2.58 6.4 5.6 8.7 7.7 5 12 0.31 2.31 19.1 332 1.366 9.69 9.06 0.0029 0.0203 4.10 3.84 7.3 6.5 9.9 8.8 6 12 0.44 2.38 18.8 335 1.340 9.63 8.88 0.0041 0.0208 5.67 5.23 8.2 7.2 11.1 9.8 7 12 0.60 2.44 18.5 337 1.315 9.56 8.69 0.0058 0.0214 7.55 6.85 9.0 7.9 12.2 10.8 8 12 0.79 2.50 18.2 340 1.291 9.50 8.50 0.0077 0.0219 9.69 8.67 9.7 8.6 13.2 11.7 9 12 1.00 2.56 17.9 343 1.268 9.44 8.31 0.0100 0.0225 11.97 10.54 10.5 9.3 14.2 12.6 10 10 1.524 2.63 18.7 336 1.331 9.38 8.13 0.0156 0.0210 19.02 16.49 12.2 10.8 16.6 14.7 11 10 1.872 2.69 18.4 338 1,309 9.31 7.94 0.0197 0.0215 22.82 _ 19 45 13.0 11.5 17.6 15.6 4 6 0.40 2.25 24.5 293 1.789 9.75 9.25 0.0036 0.0136 -"6.9 `-C162-7 8.7 7.7 11.9 10.5 5 6 0.62 2.31 24.1 296 1.754 9.69 9.06 0.0057 0.0141.` 0.53-) 9.85 10.0 8.9 13.6 12.0 6 6 0.88 2.38 23.6 299 1.721 9.63 8.88 0.0083 0.0145 14.57 13.44 11.2 9.9 15.1 13.4 7 6 1.20 2.44 23.2 301 1.689 9.56 8 69 0.0115 0.0149 19.38 17.61 12.3 10.9 16.7 14.7 8 6 1.58 2.50 22.9 304 1.658 9.50 8.50 0.0155 0.0153 27.43 21.96 13.8 12.2 18.7 16.6 9 6 2.00 2.56 22.5 307 1.629 9.44 8.31 0.0201 0.0157 27.30 21.18 13.8 12.2 18.7 16.5 10 6 2.54 2.63 22.1 309 1.601 9.38 8.13 0.0261 0.0161 27.16 20.40 13.7 12.2 18.6 16.5 11 6 3.12 2.69 21.8 312 1.574 9.31 7.94 0.0328 0.0165 27.01 19.63 13.7 12.1 18.6 16.5 dc =0.5 • BAR DIA+ COVER fs= Z/(2*s•(dc)^2)^0.33) <=27 ksi for 12" spacing fs= Z/(2*s*(dc)^2)^0.33) <=30 ksi for 6" spacing, and for all spacings in Category 1 fc = 0.45*fc n = 29,000/(57*(fc)^0.5) k = 1/(1+1000*fs/(n*0.45*fc)) j = 1 -k/3 K= 0.5*(0.45*fc)*k*j, psi a = fs*j/12, k-ft/in3 d = t -COVER -0.5*BAR DIA for outer layer of bars d = t- COVER- 1.5* BAR DIA for inner layer of bars P baI = 0.5*(0.45*fc)*k/fs M =As*a*d <= K*b*d^2, k-ft/ft ACI 350 A(01) 1 of 1 3/26/2013 G) 010 CH2MHILL Durham 5D2 Sheet of 3/29/2013 iI Brown Grease Checked by: Tank Sloshing Project No. Hydrodynamic Forces - Rectangular Basins 41 Define Units Description These calculations determine hydrodynamic forces for rectangular tanks. References 1) ASCE 7-05, Minimum Design Loads for Buildings and Other Structures 2) ACI 350.3-06, Seismic Design of Liquid-Containing Concrete Structures General Input Geometric Parameters ,L:= 20.5ft Inside Length HL := 14ft Design height of liquid HK, := 15.5ft Clear height of wall tW := 12in Thickness of wall tr:= 12in Thickness of roof Material Properties 1L := 62.4pcf Specific weight of liquid 7c := 150pcf Specific weight of concrete fc := 4000psi Design strength of concrete Comparative Analysis Approach 6 Compare methods directly (no reduction for ASCE 7 methods) Section 15.4.1 r Compare ACI 350.3 values to 80°o of ASCE 7 results item 6 ASCE 7-05 Seismic Parameters Ss := 0.93 Maximum Considered Earthquake Ground Motion for Chapter 22 0.2 sec Spectral Response Acceleration (g) S� := 0.33 Maximum Considered Earthquake Ground Motion for 1.0 sec Spectral Response Acceleration (g) TL ' Long-Period Transition Period TL (sec) Figures 22-15 r16 sec through 22-20 Site := D - Site Class Chapter 20 Note: Site-Specific Evaluation Required for Site Class F C:\Users\lscoggin\Desktop\Durham Template Creator: Tim Petty 1 of 18 \Calculations\Durham Brown Grease QC Reviewer: Bill Sherman Durham 5D2 Elr CH2MHILL Brown Grease Sheet of 3/29/2013 Tank Sloshing Checked by: Project No. ASCE 7-05 Seismic Parameters (cont'd) Select Occupancy Category: Ill - Table 1-1 Importance Factors Category Importance Factor Table 11.5-1 I II III 1.25 Iv IASCE = 1.25 Select Structure Type: !Reinforced or prestressed concrete wI reinforced nonsliding base j Structure Type ZASCE WO Cd - Reinforced or prestressed concrete: Tanks with reinforced nonsliding base 2 2 2 c x v a �� G IZASCE = 2.0 Tanks weir; unanchored and unco i u,;; d: Flexible base 1.F 5 1.5 SIO = 2.0 Other material 1. - 1.5 Cd = 2.0 Site Coefficients ( F & F‘ p Table 11.4-1 Determine value of Fa as a function of Site Class and mapped short period Table 11.4-1 maximum considered eqrthquake spectral acceleration, from Table 11.4-1 (note that straight-line interpolation is used for intermediate values of Se): Fa = 1.13 p Table 11.4-2 Determine value of Fv as a function of Site Class and mapped short period Table 11.4-2 maximum considered eqrthquake spectral acceleration, from Table 11.4-2 (note that straight-line interpolation is used for intermediate values of Si): Fv = 1.74 Spectral Response Acceleration Parameters For MCE Adjusted for Site Class Effects Response acc. at short periods SMS Fa•Ss SMS = l.0 EQ (11.4-1) Response acc. at 1 sec period SMI := Fv•SI SMS = 0.57 EQ (11.4-2) Design Spectral Response Acceleration Parameters Response acc. at short periods SDS := 3'SMS SDS = 0.699 EQ (11.4-3) Response acc. at 1 sec period SDS 3"SM1 SDI = 0.383 EQ (11.4-4) 3 C:\Users\Iscoggin\Desktop\Durham Template Creator: Tim Petty 2 of 18 \Calculations\Durham Brown Grease QC Reviewer: Bill Sherman Durham 5D2 ENArl CH2MHILL Brown Grease Sheet of 3/29/2013 —�" A"" — Checked by: Tank Sloshing Project No.I Seismic Design Category p Tables 11.6-1&2 Seismic Design Category Based on Short Period Response Accelerations Occupancy Category SDS = 0.699 Condition I or II ill IV Sips < 0.167g A A A S 1 = 0.330 0.167g <=Sips < 0.33g B B C Occupancy = "III" 0.33g <=Sips < 0.50g C C D Categorys = "D" Seismic Design Category Based on 1-sec Period Response Accelerations Occupancy Category Condition I or II III IV So,<0.067g A A A SD1 = 0.38 0.067g<=So1<0.133g B B C 0.133g<=Soi<0.20g C C D S1 = 0.33 0.20 g<=So, D D D S1 >=0.75g E E F Occupancy = "III" Category' = "D" Category := "A" if (Categorys = "A")v(Category' = "A") "B" if (Categorys = "B")v(Category' = "B") "C" if (Categorys = "C")v(Category' = "C") "D" if (Categorys = "D")v(Category' = "D") "E" if (Categorys = "E")v(Category] = "E") "F" if (Categorys = "F")v(Category' = "F") "ERROR" otherwise Category = "D" C:\Users\Iscoggin\Desktop\Durham Template Creator: Tim Petty 3 of 18 \Calculations\Durham Brown Grease QC Reviewer: Bill Sherman Durham 5D2 ElgAMr- CH2MHILL Brown Grease Sheet of 3/29/2013 Tank Sloshing Checked by: Project No. :Tables 11.6-1 &2 Seismic Design Category Category = 'D" Section 11.6 AC/ 350.3-06 Seismic Parameters Importance Factor Select Tank Use: (Tanks intended to remain usable after earthquake Taole 4.1.1(a)-Importance factor(I) Tank use Factor(I) zardous r... Tanks that are intended to remain usable for emergency purposes after an earthquake, or tanks that are part of lifeline systems. 1.25 Ali other tank::, °For tanks containing hazardous materials,engineering judgment may require a factor I>1.5 to account for the possibility of an earthquake greater than the design earthquake. IACI = 1.25 Response Modification Factors Select Tank Type: lb) Fixed- or hinged-base tanks -J Select Location: !On or above grade -1 Table 4.1.1 (b) - Response modification factor R R; Type of structure On or Rc above Buried* grade Anchored .Flexible. b' 3.25 (b) Fixed- or hinged-base tanks 2.00 3.00 1.0 (c) Unanchored, contained, or unc.ontoined tnn6. 2.00 1.0 (d) Pedestel-mounted +nnkc NA. 1 n *Buried tank is defined as a tank whose maximum water surface at rest is at or below ground level.For partially buried tanks, the Ri value may be linearly interpolated between that shown for tanks on grade,and for buried tanks. **Ri= 3.25 is the maximum Ri value permitted to be used for any liquid-containing concrete structure. ***Unanchored,uncontained tanks may not be built in locations where 55>= 0.75. Impulsive response modification factor Ri = 2.00 Convective response modification factor Re = 1.00 Vertical Acceleration Parameters Vert Ace Parameters := buyer := 0.67 ACI 350.3 r. Use default values (b = 0.67) Sections 4.1.4 & 9.4.3 r- Use user defined values b = Ratio of vertical to horizontal acceleration C:\Users\lscoggin\Desktop\Durham Template Creator: Tim Petty 4 of 18 \Calculations\Durham Brown Grease QC Reviewer: Bill Sherman CH2MHILL Durham 5D2 Sheet of 3/229/201t3I ,— Brown Grease Checked by: Tank Sloshing Project No.! Calculations Calculated Parameters Weights per 1ft strip Weight of leading and trailing walls Ww, := 2(tw,)•(Hw,).(7c) Ww = 4.7. ft kip Weight of roof Wr := (tr)(L+2.t )•(^yc) Wr = 3.4 kip Weight of liquid \\[. = HLry \\L = 17.9.k Effective weights Impulsive Contents (wij tanhr0.866( L 11 LL IHLJJ kip Wi := WL 7 L Wi = 12.1 ACI 350.3 EQ (9-1) 0.866( - Convective Contents (weL (H We := WL.(0.264) L tanh 3.16 L kip HL _ \ L W� = 6.7 ft ACI 350.3 EQ (9-2) C:\Users\lscoggin\Desktop\Durham Template Creator:Tim Petty 5 of 18 \Calculations\Durham Brown Grease QC Reviewer: Bill Sherman Durham 5D2 Sheet of 3/29/2013 CH2HILL Brown Grease -- — — Checked by: Tank Sloshing Project No. Heights EBP impulsive (hi) and convective (he) respectively I. = 1.46 11L hi := ifV(--- < 1.33,HL•[0.5-0.09375��1,HL•(0.375)] hi = 5.25 ft ACI 350.3 HL Q ( & 9-4(9-3) ( ) H l cosh 3.16 7 L1 -/ he := HL 1- 11 rrL J he = 8.86ft ACI 350.3 EQ (9-5) 3.16 LLJsinhl3.16\1 IBP impulsive (h'i) and convective (h'c) respectively - — r L \ - - 0.866 — h'1 := if L < 0.75,HL 0.45,HL HL H L� - h'i = 8.7ft ACI 350.3 -2 tanh-0.866(HL 11_ 8- EQ (9-6) & (9-7) (HL1 - cosh 3.16\,iJ-2.01 h'c := HL. 1- L h'c = 10.4 ft ACI 350.3 EQ (9-8) 3.16 LL�sinhI3.16� LL��_ NOTES TO DESIGNER: • Use EBP (Excluding Bottom Pressure) heights for wall design (shear & flexure) • Use IBP (Including Bottom Pressure) heights for checking tank overturning and soil bearing pressure C:\Users\Iscoggin\Desktop\Durham Template Creator: Tim Petty 6 of 18 \Calculations\Durham Brown Grease QC Reviewer: Bill Sherman Durham 5D2 ElrrI IMP CH2MHILL Brown Grease Sheet of 3/29/2013 Checked by: Tank Sloshing Project No.I Dynamic Properties Mass (wall + impulsive) Ww 1bf•s2 m := 2g mw = 72.3 2 ft W. mi := 2 mi = 187.3. .s 2 g ft lbf•s2 m := mw - mi m= 260 ACI 350.3 (EQ ft2 9-10) Flexural stiffness for cantilevered wall of uniform thickness ACI 350.3 (R9.2.4) j7; Ec :=57000• •psi psi Ec = 3605•ksi Note to Designer: hW := 0.5Hw Equation for 'k' hµ, = 7.75ft applies to a hw•mw+hi•mi cantilever wall of h:= mw+mi h= 5.95ft uniform thickness andl no roof (designer I tw ■3 should consider _ revising equation as k (48 Ec si) in h Ps k= 617•ksf needed or assume Ti Ec ■ t Circular impulsive frequency rad ACI 350.3 (EQ w := w = 48.77— ' m ' sec 9-9) Fundamental period of tank plus impulsive contents i := Ti:,2, = 0.129•sec ACI 350.3 (EQ i 9-11) Circular comvective frequency x := j3./6.4)•tanh[3.16 LL) X= 9.95ft0 S s 1 ACI 350.3 (EQ 9-13) .,2c :_ we = 2.197•md ACI 350.3 (EQ j sec 9-12) Fundamental period of convective mode T = 2—� T = 2.86•sec ACI 350.3 c • we ° (EQ9-14) C:\Users\Iscoggin\Desktop\Durham Template Creator: Tim Petty 7 of 18 \Calculations\Durham Brown Grease QC Reviewer: Bill Sherman CH2MHILL Durham 5D2 Sheet of 3/29/2013 Brown Grease Checked by: Tank Sloshing Project No., Method 1 -ASCE 7-05 Ground-Supported Storage Tanks for Liquids Note: ASCE 7-05 presents a general approach for seismic analysis of tanks in Section 15.7.6 as well as presenting corrections to ACI 350-01 equations in Section 15.7.7.3 to bring ACI 350-01 into conformance with ASCE 7-05. However,some of the modifications made in Section 15.7.7.3 are inconsistent with Section 15.7.6 and can provide irrational results where Tc< 11. Therefore,the approach presented in Section 15.7.6 will be used in this document for designs conforming to ASCE 7-05. Response Spectra Definition ASCE 7 0.2SDI•sec Section 11.4.5 TO :_ SDS TO = O.11•sec SDI•sec T S Ts = 0.55•sec TL = 16-sec DS Spectral Acceleration Values Impulsive Ti = O.13•sec Sai := SDS Sai = 0.699 ASCE 7 EQ (15.7-7, 15.7-8,& 15.7-9) Note: Ti<- Ts; therefore a more refined analysis of the spectral values is not necess Convective T 1.5S c= 2.859s Sac min D1•sec 1.5 SDS if Tc <_ TL Tc ASCE 7 1.5•SDI TL•sec EQ (15.7-10& 15.7-11) 2 otherwise Tc Sac = 0.201 Strength Level Base Shear ASCE 7 Impulsive Section 2.3 General Equation p. (W) Sai'IASCE W ASCE 7 �mpulsive_1 R ASCE EQ (15.7-5) Contents Pi Pimpulsive_1(Wi) Pi = 5.3.kip 1 1 ft Walls Pw Pimpulsive_1(Ww) P� = 2.0.kip 1 1 ft kip Roof Pr/ Pimpulsive_1(Wr) Pr1 = 1.5• ft Total Impulsive PI1 := Pimpulsive_1(Ww+Wr+Wi) PI1 = 8.8.kttip C:\Users\Iscoggin\Desktop\Durhom Template Creator: Tim Petty 8 of 18 \Calculations\Durham Brown Grease QC Reviewer: Bill Sherman 110 Durham 5D2 Elgp r-I CH2MHILL Brown Grease Sheet of 3/29/2013 Checked by: Tank Sloshing Project No. Method 1 (cont'd) Convective Sac'IASCE kip ASCE 7 Contents P = w P = 1.1.— °I 1.5 c c1 ft EQ (15.7-6) 2 2 ASCE 7 Total P1 := /PIl + Pcl •kip P/ = 8.8.—kp EQ (15.7-4) & kip kip ft note e Moments at base ACI 350.3 Section 4.1.3 Bending Moment (EBP) Bending moment on the entire tank cross section just above the base of the tank wall (EBP) Hw kip-ft MW := PN,/• 2 MN,1 = 16 ft ACI 350.3 EQ (4-6) M := P •H M = 23•kip ft ACI 350.3 EQ (4-7) r/ r1• w r/ ft M := P h M- = 28,kip•ft ACI 350.3 EQ (4-8) 'l ii• i '1 ft M := P •hc Mc = /0•kip•ft ACI 350.3 EQ (4-9) 1 1 1 ft M +M +M 2+ M 2 Mb] = 67•kip•ft Mb/ :=[j(M1 r1 ii) c1) ] ft ACI 350.3 EQ(4-10) Overturning Moment (IBP) Overturning moment at the base of the tank, including pressure on the tank bottom(IBP) M'i 1 := Pi 1•h'i ACI 350.3 EQ (4-ill M'c := P •h'c ACI 350.3 EQ (4-12) 1 / M J(Mw +M +M' 2+ M' 2 M = 85•kipft ACI 350.3 EQ (4-13) 01 1 r/ 11� c1) 01 ft C:\Users\Iscoggin\Desktop\Durham Template Creator: Tim Petty 9 of 18 \Calculations\Durham Brown Grease QC Reviewer: Bill Sherman MIDurham 5D2 Elrpr CH2MH1LL Brown Grease Sheet of 3/29/2013 ' `" --- Checked by: Tank Sloshing Project No.) Method 1 (cont'd) Required Freeboard Note: The following minimum freeboard is required by ASCE 7-05 unless one of the following conditions apply 1 - The roof and supporting structure are designed to contain the sloshing liquid. 2 - An overflow spillway is provided around the open-top tank or vessel perimeter. Height of sloshing Ss := 0.5•L•'ASCE•Sac Ss = 2.57•ft ASCE 7 EQ (15.7-13) Freeboardmin Ss if (Occupancy= "IV") ASCE 7 Table 15.7-3 0.7•Ss if (SDS ? 0.33)A(Occupancy = "HI") Oft otherwise Freeboardmin = 1.80 ft Design Response Spectra ■ 1.5•SD1•sec Sai_Design(Ti) := SDS if Ti < Ts Sac_Design(Tc) := min ,1.5SDS if Tc< TL T c i SD1.sec if T. > T I.5SD1•TL•sec Ti s 2 if Tc > TL Tc ASCE 7 Fig 11.4-1 Design Response Spectra (modified for flat-top response in 1.2 I 1 low period range) 1-----• - Impulsive spectral �% acceleration at Ti 0.8— — 8 Sai ♦` Ti = 0.13•sec cSac_DesignlTc;� ♦� 0 --- Sai Design(Ti) = 0.699 Convective spectral O.z— acceleration at Tc a. cn 0 1 I Tc = 2.859•sec 1 2 Ti;,Tc; Sac_Design(Tc) = 0.20 Period,T(sec) C:\Users\Iscoggin\Desktop\Durham Template Creator: Tim Petty 10 of 18 \Calculations\Durham Brown Grease QC Reviewer: Bill Sherman CH2MHILL Durham 5D2 Sheet of 3/29/2013 Brown Grease Checked by: Tank Sloshing Project No.I Method 2 - ACI 350.3-06 (Unmodified) Period-dependent spectral amplification factors ( ci and cci Impulsive Ci := SDS Ci = 0.699 ACI 350.3 EQ(9-32) Ti = 0.13•sec Is = 0.55•sec Note: Ti<= Ts; therefore a more refined analysis of the spectral values is not necess Convective Tc = 1.859s 2.4.Sim-sec2 1.6 2 Cc := 1 if Tc >_ sec Cc = 0.201 ACI 350.3 Tc Ts EQ (9-37)& (9-38) /.5 SD 1 sec and Section R9.4 min ,l.SSpS otherwise Tc Effective Mass Coefficient (4 L 2 ,, ' L T := min[/ 0.0151 C—/ —0.19081+1.021 E = 0.77 ACI 350.3 EQ (9-44) HLJ HLJ Strength Level Base Shear Impulsive General Equation Pi W mpulsive_2(W) := Cm'IACI' Contents Pi := Pimpulsive_2(Wi) P. = S•3•kip ACI 350.3 EQ (4-3) 2 2 ft kip Walls Pw2 Pimpulsive_2(E•Ww) Pw2 = 1.6- ACI 350.3 EQ (4-1) ft kip Roof Pr2 := Pimpulsive_2(Wr) Pr2 = 1.5 ft ACI 350.3 EQ (4-2) Total Impulsive P12 := Pimpulsive_2(Wi+E.WW+Wr) PI2 kip Convective Contents Pct Cc IACI Rc Pc2 = 1.7 ft ACI 350.3 EQ (4-4) c Total P2 .-J(P12) +(Pc2)2 P2 = 8.5 fp ACI 350.3 EQ (4-5) C:\Users\lscoggin\Desktop\Durham Template Creator: Tim Petty 11 of 18 \Calculations\Durham Brown Grease QC Reviewer: Bill Sherman WO CH2MHILL Durham 5D2 Sheet of 3/229/3 iii. Brown Grease Tank Sloshing Checked by: Project No. Method 2 (cont'd) Moments at base, general equation ACI 350.3 Section 4.1.3 Bending Moment (EBP) Bending moment on the entire tank cross section just above the base of the tank wall (EBP) Hw kip.ft MW2 := Pµ,2•1 Mµ,' = 12•- ft ACI 350.3 EQ (4-6) M := P H M = 23'kip ACI 350.3 EQ (4-7) r2 r2 w r2 ft•Mi := Pi. hi Mi = 28.kip•ft ACI 350.3 EQ (4-8) 12 2 '2 ft M := P -h M = 15 kip ft ACI 350.3 EQ (4-9) C2 c2 c c2 ft Mb [j\Mµ, +Mr +Mi )2+(Mc )2J Mb = 64.kip ft 2 2 2 2 ` 2 2 ft ACI 350.3 EQ (4-10) Overturning Moment (IBP) Overturning moment at the base of the tank, including pressure on the tank bottom (IBP) M'i := Pi -h'i ACI 350.3 EQ 2 (4-111 M'c := Pc h'c ACI 350.3 EQ (4-12) 2 2 M M +M +M' 2+ M' 2 M = 83.kip-ft ACI 350.3 EQ (4-13) °2 -2 r2 �2) c2 ) °2 ft C:\Users\Iscoggin\Desktop\Durham Template Creator: Tim Petty 12 of 18 \Calculations\Durham Brown Grease QC Reviewer: Bill Sherman Durham 5D2 EgA rl CH2MHILL Brown Grease Sheet of 3/29/2013 Checked by: Tank Sloshing Project No.I Determine Controlling Design Forces Determine Controlling Base Shear The Comparative Analysis Approach(selected at the beginning of the calculations)is to compare all methods directly Method Base Shear Scale Factored (kip) Factor Shear (kip) Method 1) ASCE 7-05 Section 15.7.6 8.8 1.0 8.8 Method 2) ACI 350.3-06 (Unmodified) 8i5 1.0 8.5 Controlling MethodBase = "Method 1)ASCE 7-05 Section 15.7.6" Amax = 8.8.kip ft Determine Controlling Moments Bending - Excluding Bottom Pressure (EBP) Factored Moment Scale Method Moment (k*ft) Factor (k*ft) Method 1) ASCE 7-05 Section 15.7.6 67.0 1.0 67.0 Method 2) ACI 350.3-06 (Unmodified) 64.5 1.0 64.5 Controlling MethodEBp = "Method 1)ASCE 7-05 Section 15.7.6" MEBP = 67•kip Bending - Including Bottom Pressure (IBP) Factored Method Moment Scale Moment (k*ft) Factor (k*ft) Method 1) ASCE 7-05 Section 15.7.6 85.0 1.0 85.0 Method 2) ACI 350.3-06 (Unmodified) 82.5 1.0 82.5 Controlling MethodEBp = "Method 1)ASCE 7-05 Section 15.7.6" MIEp = hip C:\Users\Iscoggin\Desktop\Durham Template Creator: Tim Petty 13 of 18 \Calculations\Durham Brown Grease QC Reviewer: Bill Sherman II) Durham 5D2 EIMilr CH2MHILL Sheet of 3/29/2013 Brown Grease —— — — Checked by: Tank Sloshing Project No. Vertical acceleration ACI 350.3-06 Sections 4.1 .4 & 9.4.3: Note: To modify the value of 'b',go to the ACI 350.3 parameters at the beginning of the calculations Ratio of vertical-to-horizontal acceleration b buser if Vert Acc Parameters= 2 b = 0.67 0.67 otherwise Effective vertical spectral acceleration (q) Ct := 0.4•SDS Ct = 0.280 uv ACI := Ct'1ACI R (but not less than uv ASCE) uv ACI = 0.117 ACI 350.3 EQ (4-15) i ASCE 7-05 Section 15.7.2 (item c): uv ASCE := 0•2SDS'IASCE uv ASCE = 0.175 Controlling vertical acceleration: uv := max(uv ACI uv ASCE) uv = 0.175 C:\Users\Iscoggin\Desktop\Durham Template Creator: Tim Petty 14 of 18 \Calculations\Durham Brown Grease QC Reviewer: Bill Sherman CH2MHILL Durham 5D2 Sheet of 3/29/2013 I Brown Grease Checked by: Tank Sloshing Project No.I Simplified Pressure Distribution (Strength Level) Conbrolling Base Shear Components For Use In Distribution of Forces Indr\ := I if Method/ = Controlling MethodBase 2 if Method2= Controlling MethodBase "Error" otherwise Index = 1 Impulsive Contents Pi := (0.8)•P1 if (Evaluation= 2)A(Index= 1) Pi = 5.3•kip Index ft P. otherwise 'Index Impulsive Wall Pw :_ (0.8)•P- if (Evaluation= 2)A(Index= 1) Pw = 2.D•kip Index ft P otherwise _ 'Index Impulsive Roof P�. := (0.8)•Pr if (Evaluation= 2)A(Index= 1) Pr= 1.5•kip Index ft P otherwise Index Impulsive Total PI := (0.8)•PI if (Evaluation= 2)A(Index= 1) PI = 8 8 kip Index ft PI otherwise Index Convective Contents Pc := - (0.8)-Pc if (Evaluation= 2)A(Index= I) Pc = 1.1.kip Index ft P otherwise Index - C.\Users\Iscoggin\Desktop\Durham Template Creator: Tim Petty 15 of 18 \Calculations\Durham Brown Grease QC Reviewer: Bill Sherman 410 Durham 5D2 E . CH2MHILL Brown Grease Sheet of 3/21/1"r013 —" `" — — Checked by: Tank Sloshing Project No. Vertical distribution equations ACI 350.3 Fig R5.3.1(a) Impulsive Pi 4•HL—6hi—(6HL— l2hi)• Y • y- corresponds to Contents 2 (HL)] distance above the base Ply(Y) := 2 of the wall H L Forces calculated are per foot of wall height r P w Wall Inertia Pw vert For walls of constant \2•Hw thickness Impulsive (Total) Pi total(Y) Piy(Y)+(Pw vert) Convective -13 .[41-IL e y 2 -6•hc—(6•HL— I2•hc)•�H /J Pc),(Y) := 2 L HL Vertical Acceleration Ph vert(depth) := uv•-yL•depth Total Seismic (SRSS) Pseismic(Y,depth) := JPi total(Y)2+Pcy(Y)2+Phvert(depth)2 ACI 350.3 EQ (5-1) Design pressures equations (Strength Level) Static Phs(Y) := I bL (HL-YU Static + Seismic Ptotal(Y,depth) := Pseismic(Y,depth)+phs(Y) p Plotting variables C:\Users\Iscoggin\Desktop\Durham Template Creator: Tim Petty 16 of 18 \Calculations\Durham Brown Grease QC Reviewer: Bill Sherman Durham 5D2 EpRip9tr I IWO CH2MHILL Brown Grease Sheet of 3/29/2013 -- - — Tank Sloshing Checked by: Project No.l Pressure Distribution (Strength Level) Height Impulsive Convective Vertical Total Hydrostatic Hydrostatic + Wall Contents Total Acceleration Seismic Seismic (ft) (psf) (psf) (psf) (psf) (psf) (psf) (psf) (psf) 14.0 66 47 113 72 0 134 0 134 13.1 66 66 131 68 10 148 70 218 12.1 66 85 150 64 20 164 140 304 11.2 66 103 169 60 31 182 210 391 10.3 66 122 188 55 41 200 280 480 9.3 66 141 207 51 51 219 349 568 8.4 66 160 225 47 61 238 419 658 7.5 66 179 244 42 71 258 489 747 6.5 66 198 263 38 81 278 559 837 5.6 66 216 282 34 92 298 629 927 4.7 66 235 301 30 102 319 699 1018 3.7 66 254 320 25 112 340 769 1108 2.8 66 273 338 21 122 360 839 1199 1.9 66 292 357 17 132 381 909 1290 0.9 66 310 376 13 143 402 978 1381 0.0 66 329 395 8 153 423 1048 1472 Note: Seismic forces (impulsive, convective, and vertical acceleration) are combined using SRSS Maximum Pressure(psf) 15- , I •10- % vN,N ••••• I \\\ l, •••••. I t•- i 0 500 1x103 1.5x10-' Pressure(psf) Seismic+Hydrostatic •••• Hyrdrostatic ••• Total Seismic — — Convective Impulsive -•Vertical Acceleration C:\Users\Iscoggin\Desktop\Durham Template Creator: Tim Petty 17 of 18 \Calculations\Durham Brown Grease QC Reviewer: Bill Sherman Durham 5D2 Epr V. CH2MHILL Brown Grease Sheet of 3/29/2013 --'" — — Checked by: Tank Sloshing Project No. Summary of Results for Seismic Effects Design Force (Strength Level) Value Controlling Method Total Base Shear per foot of wall max = 8.8.—kp Method 1)ASCE 7-05 Section 15.7.6 Total Bending Moment per foot at the base of M kip•ft Method 1)ASCE 7-05 Section 15.7.6 the tank wall (EBP) EBP _ 67 ft Overturning Moment per foot at the top of kip•ft Method 1)ASCE 7-05 Section 15.7.6 the base slab (IBP) MIBp = 85 ft C:\Users\Iscoggin\Desktop\Durham Template Creator: Tim Petty 18 of 18 \Calculations\Durham Brown Grease QC Reviewer: Bill Sherman L SCOGGINS CH2M HILL C:1Users\Iscoggin\Desktop\FOG_Short Wall.rpl Summary Report BGF72 Service Cases: 1) Hydrostatic 2) Hydrodynamic 3) Wall Inertia Factored Cases: 4) Static+S/1.4 0.71*(3) + 0.71*(2) + 1*(1) 16.500 ft ► X 19.500 ft Thickness = 1 ft Concrete (F'c=4 ksi) Mesh = 40 x 30 E = 519120 Ksf v= 0.17000 y= 0.15000 K/ft^3 Max Value Location (x,y) Load Case Min Value Location (x,y) Load Case Displacement 0 ft (0.97500 ft,16.500 ft; Static+S/1.4 -0.00215 ft (9.7500 ft,8.2500 ft; Static+S/1.4 Shear- X 4.6884 K/ft (19.500 ft,6.6000 ft) Static+S/1.4 -4.6884 K/ft (0 ft,6.6000 ft) Static+S/1.4 Shear-Y 1.2282 K/ft (9.7500 ft,16.500 ft) Static+S/1.4 -6.5501 K/ft (9.7500 ft,0 ft) Static+S/1.4 Moment-X 3.9547 ft-K/f (9.7500 ft,8.2500 ft) Static+S/1.4 -9.3705 ft-K/fl (0 ft,7.7000 ft) Static+S/1.4 Moment-Y 4.7513 ft-K/f (9.7500 ft,7.1500 ft) Static+S/1.4 -12.237 ft-K/f (9.7500 ft,0 ft) Static+S/1.4 i,,AnalysisGroup 3.5 www.iesweb.com Mar 26,2013 3:08 PM p.1 L SCOGGINS CH2M HILL Service Case Results C:\Users\Iscoggin\Desktop\FOG_Short Wall.rpl Hydrostatic BGF73 Value Location (X,y)(ft) Displacement( 0 ft (0.97500,16.5' Displacement( -0.00130 ft (9.7500,8.250 Shear-X(+) 2.9955 K/ft (19.500,6.050' n Ks' Shear-X(-) -2.9955 K./f_(0,6.0500) Shear-Y(+) 0.61990 Kh (9.7500,12.10' Shear-Y(-) -4.3871 K/f (9.7500,0) Moment-X(+) 2.3897 ft-K (9.7500,8.250' Moment-X(-)_-5.7585 ft-I" (0,7.1500) Moment-Y 3.0170 ft-K (9.7500,6.600' Moment-Y -7.9258 ft-I' (9.7500,0) Edge Shear Moment Stress K K-ft Ksf -0.87400 Ks, Top 2.193 -0.090 -0.028 Bottorr 59.56( 106.041 32.628 Right 28.66' 61.759 22.458 Left 28.66' -61.759 -22.45E Deflection (ft) - Hydrostatic CH2M HILL C:\Users\Iscoggin\Desktop\FOG_Short Wall.rpl AnalysisGroup 3.5 L SCOGGINS Mar 26, 2013 3:08 PM 16 ---- 0.0000 14 Wr. -0.0001 -0.0002 12 -0.0003 -0.0004 10 A -0.0005 -0.0006 -0.0007 6 -0.0008 )! -0.0009 4 -0.0010 -0.0011 2 " 7I -0.0012 -0.0013 0 0 5 10 15 (ft) AnalysisGroup 3.5 www.iesweb.com Mar 26,2013 3:08 PM p.2 L SCOGGINS Service Case Results CH2M HILL C\Users\Iscoggin\Desktop\FOG_Short Wall.rpl Hydrostatic BGF74 • 1 Moment-x(ft-K/ft)-Hydrostatic Moment-y(ft-K/ft)-Hydrostatic CH2M HILL C:\Users\Iscoggin\Desktop\FOG_Short Wall.rpl AnalysisGroup 3.5 CH2M HILL C:\Users\Iscoggin\Desktop\FOG Short Wall.rpl AnalysisGroup 3.5 L SCOGGINS Mar 26,2013 3:08 PM L SCOGGINS Mar 26,2013 3:08 PM 16 -- ---- 16-_ 2.5460 14 -- 3.4195 111 14_- - - 2.0368 2.7356 - 1.5276 12 2.0517 12 1.0184 1.3678 _- 0.5092 0.6839 - -0.0000 10 -0.0000 10 - -0.5092 _ -0.6839 _ - -1.0164 '� 8 -1.3678 g 8 -1.5276 -2.0517 _ -2.0368 6 -2.7356 6 -2.5460 -3.4195 . -3.0552 -4.1034 -3.5644 4 -4.7873 4 _` -4.0736 -5.4712 - -4.5828 2 - r - - --- -6.1551 2 T`i�r -5.0920 -6.6390 -5.6012 1 1 1 1 ""'1_ 1- ;�1 1 l 1 I I I I -7.5229 0 - I I i -6.1104 8'2068 0 5 10 15 0 5 10 15 (ft) Ift) Shear-x(K/ft)-Hydrostatic Shear-y(K/ft)-Hydrostatic CH2M HILL C\Users\Iscoggin\Desktop\FOG_Short Wall.rpl AnalysisGroup 3.5 CH2M HILL C:\Users\Iscoggin\Desktop\FOG_Short Wall.rpl AnalysisGroup 3.5 L SCOGGINS Mar 26.2013 3:08 PM L SCOGGINS Mar 26,2013 3:08 PM 16 '�- 16 - . m 2.9955 14 0.6258 14 2.6208 0.3129 - 2.2464 12 -0.0000 12 - 1.4976 - -0.3129 _ :41 1.4976 -0.6258 - 1.1232 10 -0.9387 10 _ 0.7488 S ,V -1.2516 0.3744 - 8 -1.5645 - 8 0.0000 6 I� -1.8774 6 -0.3744 -2.1903 1111111111 . -0.7488 1111111k -2.5032 -1.1232 -2.8161 -1.4976 4 -3.1290 4 -1.8720 -3.4419 li_L_,A0011111111111.....i_....L. -2.2464 2 z^ -3.7548 2 -2.6208 ®` -4.0677 -2.9952 - 4.3806 -3.3696 0 0 5 10 15 -4.6935 0 0 5 10 15 (ft) (k) rf„'AnalysisGroup 3.5 www.iesweb.com Mar 26.2013 3.08 PM p.3 L SCOGGINS CH2M HILL Service Case Results C.\Users\Iscoggin\Desktop\FOG_Short Wall rpl Hydrodynamic B G F 75 Value Location (X,Y)(ft) Displacement( 0 ft (0.97500,16.5, Displacement( -0.00093 ft (9.7500,8.800 Shear-X(+) 2.0995 K/ft (3.9000,16.50 Shear-X(-) -2.0995 K/f (15.600,16.50, Shear-Y(+) 0.57753 Kh (9.7500,16.50, Shear-Y(-) -2.5131 K/f (9.7500,0) Moment-X(+) 1.7239 ft-K (9.7500,8.800, Moment-X(-) -4.0357 ft-h (0,8.2500) Moment-Y 1.9984 ft-K (9.7500,7.700, Moment-Y -4.9084 ft-h (9.7500,0) Edge Shear Moment Stress K K-ft Ksf -0.42300 Ksf Top 3.063 -0.083 -0.026 Bottorr 32.39: 63.525 19.546 Right 20.01; 44.091 16.033 Left 20.01: -44.091 -16.032 Deflection (ft) - Hydrodynamic CH2M HILL C:\Users\Iscoggin\Desktop\FOG_Short Wall.rpl AnalysisGroup 3.5 L SCOGGINS Mar 26, 2013 3:08 PM 16 0.0000 14 -0.0001 12 -0.0002 -0.0003 10 - III 0.0004 -0.0005 6 -0.0006 -0.0007 4 Ar Y -0.0008 I r 2 -0.0009 0 -0.0010 0 5 10 15 (ft) AnalysisGroup 3 5 www.esweb.com Mar 26.2013 3-08 PM p.4 L SCOGGINS CH2M HILL Service Case Results C:\Users\Iscoggin\DesktopIFOG_Short WalLrpl Hydrodynamic BGF76 Moment-x(ft-K/ft)-Hydrodynamic Moment-y(ft-IC/ft)-Hydrodynamic CH2M HILL C\Users\Iscoggin\Desktop\FOG Short Wall.rpl AnalysisGroup 15 CH2M HILL C\Users\Iscoggin\Desktop\FOG_Short WalLrpl AnalysisGroup 3.5 L SCOGGINS Mar 26,2013 3:08 PM L SCOGGINS Mar 26,2013 3:08 PM 16 16 1.7995 14 ���_ 2.1580 . 14 - 1.0797, 1.7264 - 1.0797 12 1.2948 12 0.7198 0.8632 - 03599 9 0.4316 - 0.0000 10 -0.4316 5 ]0 - "- -0.3599 -0.4316 - S -0.7198 `- 8 -0.8632 8 -1.0797 -1.2948 -1.4396 6 � �14 -1.7264 V 6 -1.7995 ' -2.1580 _ -2.1594 -2.5896 _ -2.8793 4 EL ' T . -3.0212 4 --2.8792 -3.4528 -3.2391 2 - -3.8844 2 ,- -3.9589 0 -4.7476 0-- I I I I -4.3188 0 10 1S -5.1792 0 5 10 15 (ft) !ft) Shear-x(K/ft) -Hydrodynamic Shear-y(K/ft)-Hydrodynamic (H.M Hui C:\Users\Iscoggin\Desktop\FOG Short WalLrpl AnalysisGroup 3.5 CH2M HILL C:\Users\Iscoggin\Desktop\FOG_Short WalLrpl AnalysisGroup 3.5 I SCOGCINS Mar 26,2013 3:08 PM L SCOGGINS Mar 26 2013 3 08 PM 1, ■Ina.........0■1111■=1/ ..010nr,..., 7,.,,,„.,.,,... 16 Mil- . 01111=111.1001%.2.0995 14 01111=111.1001%. 0.5793 I 14 1.8368 , 0.3862 1.5744 4 A 0.1931 12 10 ■ 10 1.3120 -0.0000 1.0496 -0.1931 ME 0.7872 � -0.3862 0.5248 S -0.5793 Z 0.2624 -- 8 -0.7724 - 8 -0.0000 "� 6 . -_ -0.9655 6 -0.2624 -1.1586 -0.5248 -1.3517 -0.7872 ,__ -1.5448 4441-1.5744 2 -2.1241 2 ME -1.8368 -2.3172 -2.0992 -2.5103 -2.3616 -2.7034 0 0 5 10 15 0 5 10 15 (h) (ft) As AnalysisGroup 3.5 www.iesweb.corn Mar 26,2013 3.08 PM p.5 L SCOGGINS CH2M HILL Service Case Results C:1Users\Iscoggin\Desktop\FOG_Short Wall ml Wall Inertia BGF77 Value Location • Displacement( 0 ft (x,y)(ft)(0.48750,16.5 Displacement( -0.00027 ft (9.7500,9.350 o.ossoo Ksf Shear-X(+) 0.73047 W1 (3.4125,16.50 Shear-X(-) -0.73047 K (16.087,16.50 Shear-Y(+) 0.31507 K/1 (9.7500,16.50 Shear-Y(-) -0.53339 K (9.7500,0) Moment-X(+; 0.50240 ft-1_(9.7500,9.350 Moment-X(-) -1.1574 ft-k (0,9.3500) Moment-Y 0.57511 ft-• (9.7500,10.45 Moment-Y -1.1641 ft-l< (9.7500,0) Edge Shear Moment Stress .K K-ft Ksf Top 3.28:: -0.042 -0.013 Bottorr- 6.314 14.392 4.428 Right 5.78C 12.756 4.639 Left 5.78C -12.756 -4.639 Deflection (ft) - Wall Inertia CH2M HILL C:\Users\Iscoggin\Desktop\FOG_Short Wall.rpl AnalysisGroup 3.5 L SCOGGINS Mar 26, 2013 3:08 PM 16 . 0.00005 14 -0.00000 411111m. I 12 -0.00005 1. 10 -0.00010 -0.00015 6 -0.00020 4 -0.00025 2 0 � - -0.00030 0 5 10 15 (ft) AnalysisGroup 3.5 www.iesweb.com Mar 26,2013 3.08 PM p.6 L SCOGGINS CH2M HILL Service Case Results C:1Users1Iscoggin\Desktop\FOG_Short Wall.rpl Wall Inertia BGF78 Moment-x(ft-K/ft)-Wall Inertia Moment-y(ft-K/ft)-Wall Inertia CH2M HILL C:\Users\Iscoggin\Desktop\FOG_Short Wall.rpl AnalysisGroup 3.5 CH2M HILL C:\Users\Iscoggin\Desktop\FOG_Short Wall.rpl AnalysisGroup 3.5 L SCOGGINS Mar 26,2013 3:08 PM L SCOGGINS Mar 26,2013 3:08 PM 16 16-_ I -_ 0.5185 i 14 0.6516 14- ------ 0.4148 0.5430 0.3111 12 • 0.4344 12 - 0.2074 0.3258 0.1037 0.2172 -0.0000 10 0.1086 10 -0.1037 0.0000 _ -0.2074�'C 8 -0.1086 4: 8 - -0.3111 -0.2172 -0.4148 6 -0.3258 6 -0.5185 -0.4344• -0.6222 -0.5430 -0.7259 4 -0.6516 4 _ _-- -0.8296 -0.7602 - -0.9333 2 - -0.8688 2 �`- •1.0370 -0.9774 -_ -1.1 4 0 7 0 l 1 I I y 1 1 1 1 I t 1 1 I I I I -1.0860 0 1 1 1.2444 0 S 10 15 -1.1946 0 5 10 15 (ft) (HI Shear-x(K/ft)-Wall Inertia Shear-y(K/ft)-Wall Inertia CH2M HILL C\Users\Iscoggin\Desktop\FOG_Short Wall.rpl AnalysisGroup 35 CH2M HILL C:\Users\Iscoggin\Desktop\FOG_Short Wall.rpl AnalysisGroup 3.5 L SCOGGINS Mar 26,2013 3:08 PM L SCOGGINS Mar 26,2013 308 PM 0.318 - 0.265 0.7305 14 � I 14 III 0.6391 0.212 II 0.5478 12 0.159 12 0.4565 Fill ■ 0.106 1111 0.3652 10 0.053 30 .. .� 0.2739 ■ 0.000 x dill 0.1826 -0.053 0.0913 - B .-- g 0.0000 -0.106•-0.0913 6 �• -0.159 -0.212 6 Mi"v---- -0.1826 -0.2739 , -0.265 • 0.3652 4 -0.318 4 -0.4565 -0.371 111. ' .0.5478 2 -0.424 2 � i�, -0.6391 -0.477 w ,. r 11 IIII -0.7304 AIM'' -0.530 0 0 -0.8217 0 5 10 15 -0.583 0 5 10 15 On Ott Ai AnalysisGroup 3 5 www.iesweb.corn Mar 26,2013 3:08 PM p.7 L SCOGGINS CH2M HILL Factored Case Results C:\Users\lscoggin\Desktop\FOG_Short Wall.rpl Static+S/1.4 BGF79 Value Location (X,Y)(ft) 0.710 * Wall Inertia Displacement( 0 ft (0.97500,16.5' 0.710 * Hydrodynamic Displacement( -0.00215 ft (9.7500,8.250' 1.000 * Hydrostatic Shear-X(+) 4.6884 K/ft (19.500,6.600' Shear-X(-) -4.6884 K/f (0,6.6000) Shear-Y(+) 1.2282 K/ft (9.7500,16.50' Shear-Y(-) -6.5501 K/f (9.7500,0) Moment-X(+) 3.9547 ft-K (9.7500,8.250' Moment-X(-) -9.3705 ft-I. (0,7.7000) Moment-Y 4.7513 ft-K (9.7500,7.150 Moment-Y -12.237 ft-I, (9.7500,0) Edge Shear Moment Stress K K-ft Ksf Top 6.699 -0.179 -0.055 Bottorr 87.04: 161.362 49.650 Right 46.97; 102.121 37.135 Left 46.97: -102.121 -37.13E Deflection (ft) - Static+S/1.4 CH2M HILL C\Users\Iscoggin\Desktop\FOG_Short Wall.rpl AnalysisGroup 3.5 L SCOGGINS Mar 26, 2013 3:08 PM 16r 0.0000 -0.0001 14 -0.0002 -0.0003 -0.0004 12 ir -0.0005 • -0.0006 -0.0007 10 1 -0.0008 -0.0009 ;, -0.0010 -0.0011 -0.0012 -0.0013 6 -0.0014 i -0.0015 -0.0016 4 -0.0017 / -0.0018 -0.0019 2 -0.0020 ANNO1110111111011MIMIll -0.0021 -0.0022 0 0 5 10 15 (ft) AnalysisGroup 3 5 www esweh corn Mar 26,2013 3 08 PM p 8 L SCOGGINS CH2M HILL Factored Case Results C.\Usersllscoggin\Desktop\FOG_Short Wall.rpl Static+S/1.4 BGF80 Moment-x(ft-K/ft)-Static+S/1.4 Moment-y(ft-K/ft)-Static+S/1.4 CH2M HILL C.\Users\Iscoggln\Desktop\FOG_Short Wall.rpl AnalysisGroup 3.5 CH2M HILL C\Users\Iscoggln\Desktop\FOG_Short Wall rpl AnalysisGroup 3.5 L SCOGGINS Mar 26,2013 3:08 PM L SCOGGINS Mar 26,2013 3:08 PM 16 - 16 4.1640 14 - 5.3085• 14 _ 3.3312 : 4.2468 2.4984 12 3.1851 - 1.6656 2.1234 12 0.8328 1.0617 ,- -0.0000 10 0,0000 10 - -0.8328 -1.0617 - -1.6656�'X 8 -2.1234 r 8 _ -2.4984 3.1851 -3.3312 6 :25416583 6-4.1640 3085 .,-4.9968 3702-5.8296 4 4319 4 _-6.6624 4936 - -7.4952 2 -- 2 -8.3280 ,- - -10.6170 _ - -9.1608 0 - -11.6787 1 f I 1 i A.�_1 1 1 I 1 1 1 1 0 -9.9936 5 1 -12.7404 0 10 15 0 5 10 15 (ft) (ft) Shear-x(K/ft) -Static+S/1.4 Shear-y(K/ft)-Static+S/1.4 CH2M HILL C.\Users\Iscoggln\Desktop\FOG_Short Wall rpl AnalysisGroup 3.5 CH2M HILL C:\Users\Iscoggln\Desktop\FOG Short Wall.rpl AnalysisGroup 3.5 L SCOGGINS Mar 26.2013 3.08 PM L SCOGGINS Mar 26,2013 3:08 PM 18 _- 16 --- 4.688 - IIPT 2.930 s 12 �. ,fi11�F� 0.4861 12- 2.344 ME 0.0000 = 1.758 10 -0.4861 10- 1.172 S . Er -0.9722 0.566 -1.4583 - 8 � �� -1.9444 S 6- - 0.000 -0.586 -2.4305 6 2.9166 -1.172 --_ _ __...- 3.4027 -1.756 3.8888 •-2.344 4 -4.3749 -2.930 -4.8610 ' -3.516 -5.3471 2 2 -4.102 -5.8332• -4.688 - -6.3193 1 '.1 I__1 - 1.-._L-1-. I i I '8_I 1 1 -5.274 0 -6.8054 0 0 5 10 15 0 5 15 (ft) • Ai AnalysisGroup 3.5 www.iesweb.corn Mar 26.2013 3:08 PM p.9 L SCOGGINS CH2M HILL C:1 UsersU scoggin\DesktoplDurham\FOG_Long IntWall.rpl Summary Report BGF81 Service Cases: 1) Hydrostatic Y 2) Hydrodynamic 3) Wall Inertia Factored Cases: 4) One Tank Seismic 0.71*(3) + 0.71*(2) + 1*(1) 5) Two Tanks Seismic 0.71*(3) + 1.4*(2) 16.500 ft ~--- 21.500 ft Thickness = 1 ft Concrete (F'c=4 ksi) Mesh =40 x 30 E = 519120 Ksf v= 0.17000 = 0.15000 Kift^3 Max Value Location (x,y) Load Case Min Value 'Location (x,y) Load Case Displacement 0 ft (1.0750 ft,16.500 ft One Tank Seismic -0.00255 ft (10.750 ft,8.2500 ft One Tank Seismic Shear-X 5.1213 K/ft (4.3000 ft,16.500 ft One Tank Seismic -5.1213 K/ft (17.200 ft,16.500 ft One Tank Seismic Shear-Y 1.3928 K/ft (10.750 ft,16.500 ft One Tank Seismic--6.8535 K/ft (10.750 ft,0 ft) One Tank Seismic Moment-X 3.9025 ft-K/f (10.750 ft,8.8000 ft One Tank Seismic -9.7299 ft-K/f (0 ft,7.7000 ft) One Tank Seismic Moment-Y 5.4820 ft-K/f (10.750 ft,7.7000 ft One Tank Seismic -13.665 ft-K/f (10.750 ft,0 ft) One Tank Seismic ir,AnalysisGroup 3.5 www.iesweb.com Mar 28.2013 3:05 PM p.1 L SCOGGINS CH2M HILL Service Case Results C:1Users\Iscoggin\Desktop\Durham\FOG_Long IntWall.rpl Hydrostatic BGF82 Value Location (x.y)(ft) 0 Displacement(• 0 ft (1.0750,16.5( Displacement(. -0.00154 ft (10.750,8.25( Shear-X(+) 3.0181 K/ft (21.500,6.60( Shear-X(-) -3.0181 K/fl (0,6.6000) Shear-Y(+) 0.69046 K/f (10.750,16.5( Shear-Y(-) -4.5698 K/fl (10.750,0) Moment-X(+) 2.3522 ft-K) (10.750,8.25( Moment-X(-) -5.9561 ft-K (0,7.7000) Moment-Y 3.4344 ft-Kr (10.750,7.15( Moment-Y -8.7952 ft-K (10.750,0) Edge Shear Moment Stress 0.87400 Ksf X7:1 K K-ft Ksf Top 3.544 -0.097 -0.027 Bottorr 69.48E 130.154 36.322 Right 29.114 64.588 23.487 Left 29.114 -64.588 -23.487 Deflection (ft) - Hydrostatic CH2M HILL C:\Users\Iscoggin\Desktop\Durham\FOG_Long IntWall.rpl AnalysisGroup 3.5 L SCOGGINS Mar 28,2013 3:05 PM 16 i 0.0000 o.000l 1a 1 -0.0002 -0.0003 12 -0.0004 -0.0005 10- -0.0006 -0.0007 —8 -0.0008 -0.0009 -0.0010 6 II -0.0011 -0.0012 4 " . - -0.0013 -0.0014 -0.0015 -0.0016 0 2 4 6 8 30 12 14 16 18 20 (h) AnalysisGroup 3.5 www.iesweb.corn Mar 28,2013 3•05 PM p 2 L SCOGGINS CH2M HILL Service Case Results C:\Users\lscoggin\Desktop\Durham\FOG_Long IntWall.rpl Hydrostatic BGF83 AL Moment-x(ft-K/ft)-Hydrostatic Moment-y(ft-N/ft)-Hydrostatic L\Use,s\is€oyy,\Ues<rop\O. rt,VO6long l,Mail rpl AnalysisGroup 3.5 CH2M HILL C\Users\scogg,n\Desktop\Durham\FOGLOng lntWall rp ArulysisGroup 3.5 Mar 29,2013 305 PM L 5C000INS Mar 28,2013 305 PM I6------_---- Ifi I o7. 14 1_0572 1:0572 14' • i,wb F illill,,, 22929 • 1.5286 12 omen 0.)643 10. 1 omen O 000a 0 5192 111111111! 0)641 • -1.0184 1.1266 -11576 -2 2929 .2.0768 -30572 -2.5960 iuuuiuum -3.8215 6••- •• � w 3.1153 4 i j -4.5658 4 k 2.012 -3.6)44 r -5.3501 - jIIIlIllIi\ -6 2 4.6128 6.36)6)787 •5.1920 5.)112 1 •7.64)3 ••• 0 6.2306 0 a 6 A 12 l4 16 l9 20 93716 0 2 6 e 33 14 16 13 20 (ft/I P rru Shear-x(K/ft)-Hydrostatic Shear-y(K/ft)-Hydrostatic CH2M HILL C:\Users\Isuoggin\Desktop\Durham\FOG_Long IntWall rpl AnalysisGroup 3 5 CH2M HILL C:\Users\Iscoggin\Desktop\Durham\FOG Long IntWall.rpl AnalysisGroup 3.5 L SCOGGINS Mar 28,2013 305 PM L SCOGGINS Mar 28,2013 3:05 PM 3.0181 14 , � .._' 0.9861 14 77_ . 2.2632 - `..•. � 0.3287 .1.5088 12 "N0.�g0 12 .1.1316 10 -0.6574 30 0.3772 ,C a -1.3348 .0 a __-. 0.3772 v 6 -1.9722 6 -0.3772_ _U; -1.9722 -1.1316 -2.3009 •1.1316 Alli -2.6296 1.8860 4 -3.2670 4 • II 1 2.2632 2 -3.6157 -2.6404 -3.9444 -3.0176 0 -4.2731 01111111 -3.3948 0 5 10 15 20 -4.6018 0 s (ft) . ry AnalysisGroup 3.5 www.iesweb.corn Mar 28,2013 3:05 PM p.3 L SCOGGINS CH2M HILL Service Case Results C:\Users\Iscoggin\Desktop\Durham\FOG_Long IntWall.ml Hydrodynamic BGF84 Value Location (x,Y)(ft) Displacement( ft (1.0750,16.5( Displacement(• -0.00111 ft (10.750,8.80( Shear-X(4-) 2.3426 K/ft (4.3000,16.5( Shear-X(-) -2.3426 KM (17.200,16.5( to K.r -o.13400 Ksi Shear-Y(+) 0.65121 K/f (10.750,16.5( Shear-Y(-) -2.6451 K/fl (10.750,0) Moment-X(+) 1.7089 ft-K, (10.750,8.80( Moment-X(-) -4.2070 ft-K (0,8.2500) Moment-Y 2.3457 ft-K' (10.750,8.25( Moment-Y -5.5228 ft-K (10.750,0) Edge Shear Moment Stress Ks. K K-ft Ksf Top 4.350 -0.089 -0.025 Bottorr 38.15-i 79.004 22.048 Right 20.34' 46.184 16.794 Left 20.34'. -46.184 -16.794 Deflection (ft) - Hydrodynamic • CH2M HILL C\Users\Iscoggin\Desktop\Durham\FOG_Long IntWall.rpl AnalysisGroup 3.5 L SCOGGINS Mar 28,2013 3:05 PM 16 0.0000 0 14 -0.0001 11111 -0.0002 12 -0.0003 lllllll -0.0004 10 -0.0005 F 8 -0.0006 t: -0.0007 -0.0006 4 -0.0009 -0.0010 2 • -0.0011 0 I t i t i l l I I I I l l I I I 11 1 I I I I I I I -0.0012 0 2 4 6 8 10 12 14 16 18 20 (h) f„'AnalysisGroup 3.5 www.iesweb.corn Mar 28,2013 3:05 PM p.4 L SCOGGINS CH2M HILL Service Case Results C:\Users\Jscoggin\Desktop\Durt3am\FOG_Long IntWall.rpl Hydrodynamic BGF85 Moment-x(ft-K/ft)-Hydrodynamic Moment-y(ft-K/ft)•Hydrodynamic CH2M HILL AnaysisGroup 3.5 042M HILL C\JSers\scoggn\0ell0p\Cu.Oam\LOG Lon,lrtWai,rp' Anays.sGroup 35 L SCOGGINS Mar 28 2013 3 05 PM 1 SCOGGIM5 Ma,21 2013 3 05 PM 1.e46s 11 ANNE IMI � z,15s 16----------- 34 U,,,,,,,F 19615 14 I,,,,,,,,,, 1 4738 1.1091 12 1IU1IIU1 1,751 13 UIIUIIIUUUI 0.]394 0.9834 3697 0 ]p 1111111111 _040000 10III X11111 •-0 3697 0 4917 0.]394 Il M1111111 .09834 t � •1 4788 -1 9668 .8485 { IlIllilUli .2.IS S fi 1 -2.2169 4 IllIlIllIt.. -2.9502 4 lllLagdUll -2.56)9 -3.4419 -2.9576 3.9116 3.3273 2 11111 -3.9333 2 IIUUUUUUIII--.1 •-3.69]0 1! !UI 6 8 10 12 31 I6 18 20 59004 0 0 I 4 fi 6 10 12 la 16 18 20 (to ni Shear-x(K/ft)-Hydrodynamic Shear-y(K/ft)-Hydrodynamic CH2M HILL C\Users\Iscoggln\Desktop\Durham\FOG-Long IntWall.rpl AnalysisGroup 3.5 CH2M HILL C\Users\Is(oggin\Desktop\Durham\FOG_Long IntWall rpl AnalysisGroup 3.5 L SCOGGINS Mar 28,2013 3:05 PM L SCOGGINS Mar 28,2013 3:05 PM 16 -..._.__ 16 �- - 2.3426 - .a 0.824 Aim 2.0496 14 . 0.618 14 1.7568 1.. 0.412 _ 1.4640 12 0.206 12 _ III 1.1712 -0.000 0.8784 10 - -0.206 10 0.5856 -0.412 0.118 S 8 MIMI -0.618 Z: 8 0.0000 -0.2928 -0.824 -0.5856 -1.030 -0.8784 -1.236 _..- -1.1712 4 -1.442 - -1.4640 -1.648 ::r- - ' 1.854 -1.7568 2 -2.060 1 -2.3426 -2.266 - -2.3424 -2.472 rr � ���,JL, p -2.6352 0 0 I P61 3 0 5 10 15 20 -2.678 \ 15 20 (ry) ate AnalysisGroup 3.5 www.iesweb.com Mar 28,2013 3.05 PM p 5 L SCOGGINS CH2M HILL Service Case Results C:1Users\Iscoggin\Desktop\Durham\FOG_Long IntWall.rpl ,nerta BGF86 Value Location (X,Y)(ft) Displacement( 0 ft (0.53750,16.5 Displacement( -0.00033 ft (10.750,9.350 Shear-X(+) 0.80035 K/1 (3.7625,16.50 o.06600 Ksf Shear-X(-) _ -0.80035 K (17.737,16.50 Shear-Y(+) 0.33796 K/1 (10.750,16.50 Shear-Y(-) -0.57137 K (10.750,0) _ Moment-X(+; 0.50034 ft-I (10.750,9.350 ' Moment-X(-) -1.2128 ft-k (0,9.3500) Moment-Y 0.68604 ft-1,(10.750,10.45 Moment-Y -1.3366 ft-141(10.750,0) Edge Shear Moment Stress - I K K-ft Ksf Top 3.992' -0.044 -0.012 Bottorr 7.57C 18.262 5.096 Right 5.87E 13.378 4.865 Left 5.87E -13.378 -4.865 Deflection (ft) -Wall Inertia CH2M HILL C\Users\Iscoggin\Desktop\Durham\FOG_Long IntWall.rpl AnalysisGroup 3.5 L SCOGGINS Mar 28,2013 3:05 PM wow--to 0.00000 Epp r, 14 IL-0.00005 12 — 1111 I -0.00010 IF 10 , -0.00015 Z• -0.aa020 6 1 L-0.00025 i 4 II hii 0.00030 2111 0 .9L -0.00035 0 2 4 6 a 10 12 14 16 18 20 (n) ell AnalysisGroup 3 5 www.iesweb.corn Mar 28,2013 3:05 PM p 6 L SCOGGINS CH2M HILL Service Case Results C:Users Uscoggin\DesktoptDurham\FOG Jong IntWall.rpl Wall Inertia BGF87 Moment-x(ft-K/ft)-Wall Inertia Moment-y(ft-K/ft)-Wall Inertia CH2M MILL C\JS&,,,c9g,0eL top\Duman\60G I Ong lntWallrp! MalysoGr0up 35 CH2M HILL C\USe's\88o99 8\D88er00\D7r-8m\IOG_I Ong ln"Wa .r AnalysoGroup 3.5 I SCOGGINS Ma,2I 2013 305 PM I SCOGGINS Mar 28,2013 305 PM 1 -___I'I1____� is O 0 1,,,,,,,,,r./ 0.65x0 ▪ I 10 y{!s l2 U I 0.321 12 { iiiiiii ' 0.5056 12 0.219 0.1]92 0107 02528 0.000 1D 1 11111_Ill 0.1264 10 •0 107 11111111 0.0006 0.216.4 -0.1269 0.321 •0.2526 "n 0.535 6 1,,,,,,,1 0.9096 6 - •0.749 1.. •0.7584 a 8S6 •0 811,18 0961 iiii•iiiii 14370 •1 1376 '1.2640 0 1.299 0 n 6 P 1. 1I 16 18 20 -1.3909 0 l 1 6 8 10 12 19 16 18 20 0'.111 hi Shear-x(K/ft)-Wall Inertia Shear-y(K/ft)-Wall Inertia CH2M HILL C:\Users\Iscoggin\Desktop\Durham\FOG_Long IntWall.rpl AnalysisGroup 3.5 CH2M HILL C.\UserSdscoggin\Desktop\Durham\FOG_Long IntWall rpl AnalysisGroup 3 5 L SCOGGINS Mar 28,2013 3:05 PM L SCOGGINS Mar 28.2013 3:05 PM AnsmiNwr 0.8 14 M� 0.3408 14 „�.. ..... � 0.6' 12 . 0.2840 __ 4 1 11111 0.2272 0.5 - � 0.1704 12 IF 4 0.1136 0.3 : 10 �p =. .0.0%8 S 10 Alit ,. 0.2 0.1 - 8- p. - 8 -0.0 6 . -0.1136 6 MI 1111" E. -0.1 -0.1704 0.4 • . -03408 4 ��1, IIIII 0.2840 -0.5 -0.3976 06 2 -0.4544 2 . Ir -0.7 -0.5680I `A, � C8 -0.5680 0 _ -0.6248 0 0.9 0 5 10 15 20 0 5 10 15 70 <n) 108) ra,AnalysisGroup 3.5 www iesweb corn Mar 28.2013 3 05 PM p 7 L SCOGGINS CH2M HILL Factored Case Results C:\Users\Jscoggin0DesktoplDurham\FOG_Long IntWall.rpl One Tank Seismic BGF88 Value Location (x,Y)(ft) 0.710 * Wall Inertia Displacement(' 0 ft (1.0750,16.5( 0.710 * Hydrodynamic Displacement(• -0.00255 ft (10.750,8.25( 1.000 * Hydrostatic Shear-X(+) 5.1213 K/ft (4.3000,16.5( Shear-X(-) -5.1213 K/ft (17.200,16.5( Shear-Y(+) 1.3928 KM .(10.750,16.5( Shear-Y(-) -6.8535 K/fI (10.750,0) Moment-X(+) 3.9025 ft-10 (10.750,8.80( Moment-X(-) -9.7299 ft-8 (0,7.7000) Moment-Y 5.4820 ft-K,(10.750,7.70( Moment-Y -13.665 ft-K (10.750,0) Edge Shear l Moment Stress K K-ft Ksf Top ' 9.467 -0.192 -0.054 Bottorr 101.95' 199.213 55.594 Right 47.733 106.877 38.865 Left 47.7341 -106.877 -38.865 Deflection (ft) -One Tank Seismic CH2M HILL C:\Users\lscoggin\Desktop\Durham\FOG_Long IntWall.rpl AnalysisGroup 3.5 L SCOGGINS Mar 28,2013 3:05 PM Eli..lil 16 iii 0.0001 -0.0000 -�ummmuil -0.0001 14 II}=� -0.0002 iir zro,„,,,,„,„,„,,,,c, -0.0003 -0.0004 12 EEl 10 ` � 0.0008 -0.0009 'a' -0.0010 ;---. Ill lir IIIL 0.0011 -0.0012 v 8 iiiii: -0.0013 I' I II -0.0014 -0.0015 : iiiu ,-0.0019 0.0020 D.D021 -0.0022 2 -0.0023 ,ti -0.0024 , iri. -0.0025 0 0.0026 , 0 2 4 6 8 10 12 14 16 18 20 (ft) +,,,AnalysisGroup 3.5 www iesweb corn Mar 28,2013 3'05 PM p.8 L SCOGGINS CH2M HILL Factored Case Results C:\UserstJscoggin\DesktoptOurham\FOG_Long IntWall.rpl One Tank Seismic BGF89 Moment-x(ft-Kitt)-One Tank Seismic Moment-y(ft-K/ft)-One Tank Seismic CH2M HILL 6\Jners5,5709g,66Desktop\Durham\FOGL04g InlWaiirpi AnalysaGroup 3.5 CH2M HILL C CUSers,scogg■r\Desktop\D,M1am\FOG_L on g IntWaUI'o Analyn4Group 35 1SCOGGMS Mar 28,2013 105 353 LSCOGGINS Mar 28,2013 305 PM 4160* 16 S.NlS 16• I 3 408• 14 , &MI 14 2 556 • 1.704 13 3.1900 14 0.851 I "lUulU„ 1967 0.000 -0.0000 I I 41862 1 •1.704 -1.3934 2.556 •3.5901 ■ 3ApE I " ,� -47868 11billiall Min 4.160 6 i 41835 6- .• -5131 1 IllIllIll I 8.3169 2.012 964 4 6.816 -9.S]36 78 2 - iuiiiiiii: -10.]]03 2- 9 320 1��•• �� -13.1637 - •10.224 0 18-10.3601 0 0 1 a 6 E 12 14 16 18 20 0 1 4 6 8 10 12 14 16 20 1h1 1111 Shear-x(K/ft)-One Tank Seismic Shear-y(K/ft)-One Tank Seismic CH2M HILL C:\Users\Iscoggin\Desktop\Durham\FOG Long IntWall rpl AnalysisGroup 3.5 CH2M HILL C\Users\Iscoggin\Desktop\Dt.rham\FOG_Long IntWall rpl AnalysisGroup 3.5 L SCOGGINS Mar 28,2013 305 PM L SCOGGINS Mar 28,2013 3 0 PM --_. ..'mew.-- 16 U. 5.1213 'r'^'� 1.5459 Mil 3.8407 14 ��w.,r 1.0306 14 .., . 3.8406 111111111L 0.5153 3.2005 12 11111r. ^,. -0.0000 12 2.5604 III -0.5153 . 1.9203 10 .11 -1.0306 10 MEI= 0.6401 S_ 8 -2.0612 S 8 . 0.0000 6 �r _ . -2.5765 8 . -0.6401 -3.0916 -1.2802 . -3.6071 . -1.9203 -4.1224 -2.5604 4 -4.6377 4 -3.2005 • . -5.1530 �. -3.8406 2 -5.6683 2 � �ir.-4.4807 l_� -6.1836 -5.1208 0 .. _. -6.6989 0 -5.7609 7 0 5 10 15 20 1142 0 5 10 15 20 lftI (ft) Ai AnalysisGroup 3 5 www.iesweb.com Mar 28,2013 3:05 PM p.9 L SCOGGINS CH2M HILL Factored Case Results C:1Users\Iscoggin\Desktop\Durham\FOG_Long IntWall.rpl „_ .._,. Two Tanks Seismic BGF90• Value Location (x,y)(ft) 0.710 * Wall Inertia Displacement( 0 ft (0.53750,16.5' 1.430 * Hydrodynamic Displacement( -0.00182 ft (10.750,8.800' Shear-X(+) 3.9117 K/ft (3.7625,16.50' Shear-X(-) -3.9117 K/fi (17.737,16.50'_ Shear-Y(+) 1.1712 K/ft (10.750,16.50' Shear-Y(-) -4.1882 K/f (10.750,0) Moment-X(+) 2.7952 ft-K (10.750,8.800' Moment-X(-) -6.8536 ft-P,(0,8.2500) _ Moment-Y 3.8061 ft-K,(10.750,8.2501 Moment-Y -8.8467 ft-P (10.750,0) Edge Shear Moment i Stress • K-ft Ksf Top 9.055 -0.159 -0.044 Bottorr 59.94( 125.943 35.147 Right 33.26E 75.541 27.470 Left 33.26E -75.541 -27.47C Deflection (ft) -Two Tanks Seismic CH2M HILL C:\Users\Iscoggin\Desktop\Durham\FOG Long IntWall.rpl AnalysisGroup 3.5 L SCOGGINS Mar 28,2013 3:05 PM 16 0.0000' -0.0001 14 I . 1 -0.0002 /1411100 -0.0003 I -0.0004 12 -0.0005 -0.0006 30 i -0.0007 I1 II -0.0008 _ iEE. 8 6 -0.0012 Aar , -0.0013 -0.0014 4 1-00015-00016 2 -0,0017 1111111P -0.0018 0 -0.0019 0 2 4 6 a 10 12 14 16 18 20 (h) �,,AnalysisGroup 3.5 www.iesweb.com Mar 28.2013 3:05 PM p.10 L SCOGGINS CH2M HILL Factored Case Results C:1Users\lscoggin1 Desktop\Durham\FOG Jong IntWall.rpl Two Tanks Seismic B G F 91 Moment-s(ft-K/ft)-Two Tanks Seismic Moment-y(ft-K/ft)-Two Tanks Seismic CHMM HILL C\JSers\ISCOyyi,Desatop\Dorm,\iOG long lntWarr rp AnalysisGroup 3.5 CH2M HILL C.\Users\ISCo99,\Desktop\I Kato\FOGlong lntWall•pl AnalysrsGroup 3.5 15C005065 Mar 28,2013 365 PM L SCOGGINS Mar 26 2013 305 PM l6 _-_______IIIL.. 16 - r 3.OI5 „lI,,,,, , L161S 2.412 14 LI626 14 r 1 009]sob 1] IINPISIF 2fm 12- -1 5814 0.603 0.7907 8 -0 000 I Ilir III 0 0000 . ]0 0603 k`. -0.7907 I -1.206 _ I ININIIIPI _1.5816 tF'■6 ` I l 1.809 IlIIliiiiL6 •2 3721 '"e k ' 2<12 -3.1626 1.015 t 6 19535 •-3.616 /1,,,,,111 .5.5169 , -4.221 2.012 • II... II 6.3256 2•0.924 5.427 •7.1161 .6.610 0 ���•� �� .89077 6.631 -7 236 4884 0 2 4 6 8 10 12 16 16 18 20 -9. 0 2 4 6 8 10 12 14 16 L 20 (6) (6) Shear-x(K/ft)-Two Tanks Seismic Shear-y(K/ft)-Two Tanks Seismic CH2M HILL C.\Users\Iscoggin\Desktop\Durham\FOG_Long IntWall rpl AnalysisGroup 3.5 CH2M HILL C\Users'Jscoggin\Desktop\Durham\FOG_Long IntWall rpl AnalysoGroup 3.5 L SCOGGINS Mar 28,2013 305 PM L SCOGGINS Mar 28,2013 3'05 PM 16 -4-- 16 s .46, - 3.9117 10 -����� 1.3396 14 . 2.9334 `. 0-6698 i --_. 1.9556 2.4445 12 L 0.00 0 12 M . 1.4667 10 ilk -0.3349 10 0.9778 0.4889 _',. x 8 . -1.0047 r 8 . 0.000 6 ■ -1.3396 .. 6 . 111 0.4889 1.6745 -0.9778 -2.0094 , /1111 _. -1.4667 -2.3443 -1.9556 4 -2.6792 4 -2.4445 -3.0141 2 M, _. -2.9334 2 -3.3490 -3.4223 0 1111 4.0189 0 -3.9112 *Aid' °y6ii ^-"' 4.0188 -4.4001 0 5 10 15 20 4.3537 0 5 10 15 20 (N) (ft) ,s1 AnalysisGroup 3 5 www lesweb corn Mar 28,2013 3.05 PM p.11 L SCOGGINS CH2M HILL Envelope Case Results C:Users\Iscoggin\Desktop 1 Durham 1FOG_Long IntWall.rpl iiiiiiii '1111111111r Values immoiL Value Location__ One Tank Seismic (x,y)(ft) Two Tanks Seismic Displacement( 0 ft (0.53750,16.5. Displacement( -0.00255 ft (10.750,8.250 Shear-X(+) 3.9117 K/ft (3.7625,16.50 Shear-X(-) -5.1213 K/f (17.200,16.501 Shear-Y(+) 1.1712 K/ft (10.750,16.501 Shear-Y(-) -6.8535 K/f (10.750,0) Moment-X(+) 2.7952 ft-K (10.750,8.8001 Moment-X(-) -9.7299 ft-I. (0,7.7000) Moment-Y 3.8061 ft-K (10.750,8.2501 Moment-Y -13.665 ft-I. (10.750,0) Edge Shear Moment Stress K K-ft Ksf Top 3.541 -0.192 -0.054 Bottorr 7.57C 18.262 5.096 Right _ 5.87E 13.378 4.865 Left 5.87E -106.877 -38.86 Deflection (ft) - Envelope CH2M HILL C.\Users\Iscoggin\Desktop\Durham\FOG_Long IntWall.rpl AnalysisGroup 3.5 L SCOGGINS Mar 28,2013 3:05 PM Milli _mum ■11 16 I --lasii. 0.0001 r -0.0000 11111P■111.1... ..._-0.0001 14 ii -0.0002 -0.0003 i r El 12 ' -0.0008 10 -0.0009 I 1 -0.0010 II! -0.0011 lir i -Z-- 8 -0.0012 , ii -0.0013 t -0.0014 !t -0.0015 6 F u -0.0016 IL% 1 ,% o, -0.0017 -0.0018 Ili INIM g/. -0.0019 -0.0021 _■ •11.1111111. -0.0021 -0.0022 2 " 0` '� -0.0023 111 4 -0.0024 -0.0025 0.0026 0" 2 4 6 S 10 12 14 16 1S 20 (fti) d;AnalysisGroup 3.5 www.iesweb.com Mar 28.2013 3:05 PM p.12 L SCOGGINS CH2M HILL Envelope Case Results C:1Users11scoggin\Desktop\Durham\FOG_Long IntWall.rpl Maximum Values BGF93 1 Moment-8(ft-K/ft)-Envelope Moment.),(ft-K/ft)-Envelope CH2M HILL C\Users\Isroggm2Deskto0\Durham\foG long lntWall rp. AnalysisGroup 35 CH2M MILL C\Users\Iscoggin\Desktop\Durhaml7OG_Long lntWall.rpl AnelysisGroup 35 L 5C000045 Mar 21 2013 3.05 PM L 51000355 Mar 21 2013 3 O PM •2620 ,. iuuuuuuli : 1a 11iI•II' 1 I 30166 13 IIIUUUII1f `4715 12 illIllIll as4 2 „ ■■■■■■111 I 26910 10 IIIIIIIII 4�pg 11111111111111111 =1 3444 •0 B935 111111111 -13110 6 1111111111111111111 -4.0332 4 IIUIIII I .44275 4 111115111111 0 703/5.3774 3 111111111111111 •5 3710 1.�■...■■. 6 2695•6.049{ -].1640 2 �'��•6.]210 0' ipplimmmunhi "a 0595 -� : ].3942 0 a 6 9 10 12 14 16 19 20 8.0510 0 2 4 0 a 10 12 34 16 19 20 • (NI (611 Shear-x(K/ft)-Envelope Shear-y(K/ft)-Envelope CH2M HILL C:\Users\Iscoggin\Desktop\Durham\FOG Long IntWall.rpl AnalysisGroup 3.5 CH2M HILL C:\Users\Iscoggin\Desktop\Durham\FOG_Long IntWall.rpl AnalysisGroup 3.5 L SCOGGINS Mar 28,2013 3:05 PM L SCOGGINS Mar 28 2013 3:05 PM 5.6450 14 1.3952 14 :_ ME■ 5.0805 - ei 1.0464' _■ 4.5160 0.6976 12 3.9515 12 3 3870 IIIP -0.0 2.8215 10 ': ■ -0.3488 10 �_--■ 2.2580 - -0.6976 1.6935 .Y 0 - -1.0464 Y e ■ 1.1190 -1.3952 0.5645 6 --y� U■ .1.7440 6 �_- ■ -0.5645 0000 a>. ,■ -2.4416 �lii-1.6935 4 -3.1392 4rappilliiiiiith7m111 -1.6935 -2.2580 2 -3.4880 -2.8225 0 -3.8368 0 WO.- Nil -3.3870 - - -4.1856 -3.9515 0 5 10 15 20 -4.5344 0 5 10 15 20 MI Ifs) rill AnalysisGroup 3 5 www iesweb com Mar 28,2013 3 05 PM p 13 4 CH2MHILL. Job No. ``/i j19` 4401. ( Sheet No. BGF94 Job Name �14.A 51)1 Date /„' , Subject 81.,.cti 6'+(`/1 -G . ;�.' Computed By . �E.s5FR - ,,jlu a,( tTFI 7 Checked By • . 1 ' + :� i ; : , . ...- • ' A:et. - -45123!• RJi - ,' { - 'CIF+'! +[e' a.1 : , # •, , . . ', :: i ..i , r : . 1 , ' , ! i . .f. ' : ' , . :. 1 ' 4 ' r : : . ' ' ',L i r t.; , . ' . .■,144: • ' ' A.•, . ; if • . i' r ' • ' le-ph Tyfit ' i ' ' ' ! ' ' , -s, •‘1 li(i-si 4”, : ! . ,tse). . 1 . : . : . . 1 • , , . _ . , I . , .- . , . 1 .- .,, ..fril , .. - 1:. 1 . , . , , • , 1 1 • • • . . . : : • , t . „ • . • - I , . : . , . 1 . , • • .. • • • • .. _ - t_. • - # �_ 04:` .7i; 0 "' .13;x.) ' T"S' . -. �; • 16 It ,1 !• : , • ; • ., . , . „.1,1e. .1.• M(�7 1�!F' YJ#14/ F. ,V i '' : . ., i ii►; { 't 1 } t-0 'kr . -' ,2,6. ,i', •-1", • • ' - Voi•of.i ,‘1,, !.. . ' '• ", I ' ''',.,4., ......-',.';hi :i.' e.! 1..... ,14,. /I.e..- ! 4'7 , ,0,„ 0;4: ,I,i p ..., ;.,; 4 ; } ! ' '4 I I : '/ , - . ' I 4 1 •. /xf :.4,:' �j hW .s pt :;: , , � 'pi �.. T I• FT/AAIBI : . , . , ; ..- 7 . } , . i . i . . ' ' ' r4- ' ',I/K. : '. ' 1 .-' .if . -. '•:__... _....�_r.__.. - r ►_ �: w- __ L .._.:.. „ . . . _., , Job No. 7 7 --—.7 tali' CH2NIHILL. 111116, Sheet No. BGF95 Job Name .1...,y4tp. L ...,. i ./. Date ..., / Subject ,/pdal 6_,Le‘-se, Computed By i . .. , -- 44■ee Li'''' I et/ i //-ii--.1 Checked By . i • . . . • • e• ' '') ,ae..4; _,4 t.t.44 : ifit 4 ''7: 0,----,!4',10-1/. ,, ,e'cm*i.” , I '..,T°. • , '-. • . . - 1 , i , ••- • • • : ! i ; • ., 1 . I ' • - ' I ' 7 ,. .i • , : Ia..' • ' ; • -1 . • • i'7•,' '6- 'ift 4,(e t(t).:risl ke44.4:, ! , -•,- - .. i ,,,,. ..• ilt ,, 1 : 61fritio,e 6 .,,r ..1.S 1-P "..,?;) , - -•,, .---• . -------1--- t -;.---7--4--.• 7- -':.: 7114 '.- MT .--- i ' Balt:51 8_ e . i . , , 1 „. ! • . •,..,, nv E 0.1.,., ,.,.,, ,,,,, . ;14.(441wwfijyr, .. '. i Cill 6.!' .•. : ,• • ' ' : '. '141(' ” tif 1:0' .414 • e ' Qi4 ?,46-t4 ._iir (p 0-4.t: i; .-. . 'it A/044 4 Ar•.. - .--t4,44.c.4. '. ;4 .4,1,,,,,,,,,, . , • • • - . ". MII 7, ;. 7. 4 ' -• • " 7....../ • k ,,,,,-,1 e , 65 ii . f44,44) ,..4. _, ,,, 4 ; , , . ..„ ' - • - • ' 1-•• , - - ' • 1 : .. , • •,. • • „ , ,..., ,r7._'. •," :.4.„ '. ' : .' (iffsi9) . • . • • . ! - ...---,- -- 7 ,----f,.--, „,1.,.„.,..,- „, . ,, : , ,,A,,,,,,:.•._ .. ; , • • ; 4104( i wv., , -.1oder `"4-40-ort.:--:'-,i-4,- - f-441''live' '''' 'I ••• , 11 ' . ' (..„B t : , , • , ., ..• •. .• , pnlial_ . . .0)i .42).i . . . • . . „ . . v _ , . . , 1 h.) 4.411p,.$7/ • 4,,c ,‘' ...t..4 • . ., i . . . 5 . . ' • 1- • '-' . ' - ' . ' ' • - swum" . - • 1 1 •• . . , . - ARSE' • , i ; -- : : 4 ' , 4 ., , , • • • IR, Witr i ,,: . 1..... ..... ._ . . , ._ .......... .., ,ital_'4,-,.. ,. ..,_' . , .. .k :...._.-t-,. - ..... _. „..,,, ...1_ ST2C. , . • , : . . • . , . _ , 4 :„ 4 ,., - •, ,. !....•...,.. • : i 7 • ,•. 1 ,. : - • • • • -•71 ; • : i .: ' it 1 . ; . . , , • i . . • i . ' i .. i ', ' " ; , ■ ' , .t I ' . . ' 11, , , , , 4: , 4 . . . , . : , • I . I - . • ■ : . f 1 i . i ■ , i , I I ' + ! .' : ! . 1 . ! • i ' if . ' I ' i ' . • , . ...... “ ,f.4,. r 1 v I . . i f . I • 1 ! , ! ', ■ ' i ' i .1 , ; 7 7 ; ; ; ; ; - . ' f • ' : . , , , , , i . . - •, . . : ; • • . i • ! • • ; - •1 : ; • : , : 1 ' ? ' : : 1 I . 1 - - ' ' ' 1 '' • ' ` ' : ' ' '', i . , . , i , .. ,., : . 1 , i n; • , . .„ I ■• : 7 ; • t I : ' i , I : ; 4 ' ' ; - , . ; 1 . . I . • 4 , . . 1 • ; ' t j • , 4 # , . b 4.• 4 4 .4 • .. . • 4 . . , , ; ' ' • '," ' ; 1 *. ; ' ; , • • . , 1 , i ; 1 ; ; - i t 1 1 , I • i it,4 .,, •. ,' , i .1 / i 1 ; , " ; ; I , . , 4 .1 • 44 , 4 4 4 , • • 1 1, i ■ , 1 ; : 4 4, t j .1 1 I , ' ' i 4.., '._ ': •;• ',t- ; t-t: --1 1 1 ; i- ' ; ' . ; t i ' t 7 ' -: 7 t, •-t 7 i + " 7 ' ' ; ! 7, ' IL 7 ; ' pg ;. , ....- - -.1-,,,.. •-f. i 11 1 ; .. ,_ ,"11 '• t • : • ' •/ • : : 7 : " ; • • ; 1 • 1 '. 1 7 : : ' ' ..-- " '. . ' : `-' „ . . ; • . 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' ' j. i 4-1.- 1 : • , , i I i ' . ' ' • " I . , . i J ■ , t.4..... .1...1„..s......L? ! ; i ■ i 4. " ; L.. , " •1 " ' " ' 1, . 1 .. i ...--...b. ' -44 ' 2 .... — .- • - —-.4 _ . CH2MH I LL. Job No. Ka $ isi► Sheet No. BGF96 Job Name .lt/6-.-1 5V62 Date ,V/3 Subject f r s:, I ,r e4.5, • . Computed By I.. ,37,...756,/_ r 1.a .( tiritS.. Checked By . • , J• .'i' f a . . '11' i' r Pr AA- er 47J AA ; .. 7,f : kr '( v //' ////fi�"rf!j �.•�C ! i '•f/ f. i 'I• - I't ` O ``! ,a. : ") 4 91(7,8/F6] — * .: 4 • iidid `. :. " 47-==--I. :7..Vfrlit—gr-1 1 0- V0.13 i'• e)j----*3 . : - :ig,f.,(4014,-„pipt.l. --; i , . • :5, .itet i r . I- -"..."7-i Ife?.•••14141 I Yr..R1 Iii tr. : : _ 41 ) . .ter t ..... �1_ . r �_ . . .. ,,' - ' : ' ' : :, - a :". 6:10'7 !; . . ' ! ' =,..47r)(51,,-•i?. .:-. . kf),t*It ' • i -: nr,,4 it; (R)- etc i 1 . ' ; ■ . : Adaeo 49 :611. . /ill 4: - - I ' : F.ii : : !. :,: :. 7' : .- ' : ' Pe 11 - PM/ * . .S.Vitarts .: . 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(. . . , . , • • , • .,J 1, n .. ,p3441...014-..T.� s. . .r • .4 .4eti_ i l { 1 1 .+ , . : . : . , 1 1 .: .. . _ ,. ;-.1.4 f ' ; 47 EZ,G)' 4-;/41.0 . .:01; . 00- 1,4 : ,: : -.. ' •:, • 1 : ! '.,-: .- • , • ! { I ' ' , . „ ; f '' eI ' ,11. Imo` + 00:1 I.i .h.A 1+te, .r . - . . , .• : , ,. •,, , • . , . . . , , .. , . ; ! , , . , ,. . . , (4.s4 s) ,F-A, ss7:ielif; , #4"1* • 14 4)i....- ' - 1 N116.91.1 BGF101 www.hiltt.us Profis Anchor 2.3.5 Company: Page: 1 Specifier: LAS Project: Durham 5D2 Address: Sub-Project I Pos.No.: Phone I Fax: I Date: 4/1/2013 E-Mail: Specifler's comments:Vert Conn-DStrut 1 Input data Anchor type and diameter: AWS D1.1 GR.B 5/8 Effective embedment depth he,=6.000 in Matenal: Proof: design method ACI 318/CIP Stand-off installation: eb=0.000 in.(no stand-off);t=0.750 in. Anchor plate: I,x I,x t=12 000 in.x 12.000 in.x 0.750 in.;(Recommended plate thickness not calculated) Profile Rectangular plates and bars(AISC);(L x W x T)=9 000 in x 0.375 in x 0 000 in Base material cracked concrete,4000.fc'=4000 psi,h=12 000 in Reinforcement tension:condition B,shear condition B, edge reinforcement none or<No 4 bar Seismic loads(cat.C,D,E,or F) yes(D 3 3.6) Geometry[in.]&Loading lib,In.Ib] Z OI 0 II ✓' - —`:� Ira y. 1f't �.75 Sz .— Irput data and results must be checked roe agreement Nee the existlng condiuorn and for plausi6ility — �_ PROFIS Anchor(c)2003-2009 Hilt AG,FL-9494 Schaan Mite is a registered Trademark of Hilt AG.Srhaan Ni`rr1 BGF102 www.h1aus Profis Anchor 2.3.5 Company: Page: 2 Specifier LAS Project: Durham 5D2 Address: Sub-Project I Pos.No. Phone I Fax. I Date: 4/1/2013 E-Mail- 2 Load case/Resulting anchor forces Load case Design loads 03 y 04 Anchor reactions rib] Tension force:(+Tension,-Compression) Anchor Tension force Shear force Shear force x Shear force y 1 587 1085 1085 0 2 0 1085 1085 0 Tension . .0 ion 3 587 1085 1085 0 4 0 1085 1085 0 max.concrete compressive strain: 0.02(%s] max.concrete compressive stress: 85[psi] resulting tension force in(x/y)=(-4.O00/0.000): 1175[lb] 01 --- 2 resulting compression force in(x/y)=(5.23610.000):1175[lb] 3 Tension load Load N.[ib] Capacity ioN,[lb] Utilization pp,=N,,,/4N„ Status -Steel Strength' 587 14966 4 OK Pullout Strength' 587 6182 10 OK Concrete Breakout Strength** 1175 3791 31 OK Concrete Side-Face Blowout.direction 587 4077 15 OK Y+" anchor having the highest loading "anchor group(anchors in tension) 3.1 Steel Strength N. =n A,,N tuts ACI 318-08 Eq (0-3) a N,t„t 2 N,,, ACI 318-08 Eq.(D-1) Variables n Ass.N[in.2] f,,,,[psi] 1 0.31 65000 Calculations N„[lb] 19955 Results N.[lb] 4.0.1 4,Ns,[lb] N.[lb] 19955 0.750 14966 587 3.2 Pullout Strength Noi =Wc.p NP ACI 318-08 Eq.(D-14) Np =8 Ab,fc ACI 318-08 Eq.(D-15) ©NpN a Nu, ACI 318-08 Eq.(D-1) Variables '+GP__.___ Aug[r•2] f,[psi] 1.000 0.92 4000 Calculations Np[lb] 29440 Results Np„[lb] +senoras Suborns On«muer 4 Np„[lb] Nu.[lb] 29440 0.700 0.750 0.400 6182 587 Irput data and results must be checked for agreement eMh Cle eo sbng cmtleons end to piaustGiny, PROPS Anchor I c 1 20032009 Hih AG.FL-9494 Schoen Hub n a regestered Trademark of Nib AG.Schoen limilialr, BGF103 www.hiltl.us Profis Anchor 2.3.5 Company. Page: 3 Specifier: LAS Project: Durham 5D2 Address: Sub-Project I Pos. No: Phone I Fax: I Date: 4/1/2013 E-Mail 3.3 Concrete Breakout Strength Noo =(A)WecN Wed,N Wc,N Wcp N Nb ACI 318-08 Eq.(D-5) m Ncbo z N„a ACI 318-08 Eq (0-1) ANt see ACI 318-08,Part D.5 2.1,Fig.RD.5.2.1(b) ANcp =9 hH ACI 318-08 Eq.(D-6) 1 Wk N -(1 2 eN 5 1.0 ACI 318-08 Eq.(D-9) +3 hat Wad,N =0.7+0.3(N-17)5 1.0 ACI 318-08 Eq.(0-11) Wcp•N =MAX((ca.„*. 1.5hef)5 1.0 ACI 318-08 Eq.(D-13) Cat Cac Nb =kt k h:r ACI 318-08 Eq.(D-7) Variables hen[in] _ eC1N[in.] eaN[in.] ca..,a[in.) Wt,N 6 000 0.000 0.000 2.000 1.000 c,,[in] k, - /` f<[psi] 0 000 24 1 4000 Calculations AN,[in.2) ANto[in.2] W«t.N w.�N Wae.N WcpN Na[I] 342 00 324.00 1.000 1.000 0.767 1.000 22308 Results Nag[lb] ■tuantra• +Hanle $nanducals 4 Nctip[lb] Nw[Ib] 18053 0.700 0.750 0 400 3791 1175 3.4 Concrete Side-Face Blowout,direction y+ N,b =160 Cal A A ACI 318-08 Eq (0-17) Nsbg =agroup No ACI 318-08 Eq.(D-18) 0 N,bo a N„a ACI 318-08 Eq.(D-1) a°, =(1 +6 s c ) see ACI 318-08,Part D.5.4.2 Eq (D-18) „ Variables ca,[in] cat Dn.) At,,,[in.2) A fa[ps]] s[in.] 2 000 47.500 0.92 1 4000 Calculations aerobe Nab[lb] 1.000 19412 Results Nsbg[lb] +concrete 4:.11.7"., @nondwae $Naog[lb] Nw,adpa[lb] 19412 0 700 0 750 0.400 4077 587 Input data and results moat be checked for agreement with the existing conditions and for plausiblay■ PROF1S Anchor(c)2003-2009 Nilti AG,FL-9494 Schoen Heti n a registered Trademark of Ho AG.Schoen 111111.111r. BGF104 tNww.hinf.us Profis Anchor 2.3.5 Company: Page 4 Specifier: LAS Project: Durham 5D2 Address: Sub-Project I Po5 No Phone I Fax: I Date 4/1/2013 E-Mail. 4 Shear load Load V.[Ibj Capacity 4V„[lb) Utilization pv=V,,,/4V„ Status Steel Strength` 1085 12971 9 - OK Steel failure(with lever arm)' N/A N/A N/A N/A Pryout Strength" 4340 10952 40 OK Concrete edge failure in direction y+" 4340 9123 48 OK •anchor having the highest loading "anchor group(relevant anchors) 4.1 Steel Strength V. =n A..v f„m ACI 318-08 Eq.(D-19) 4 V.,,,z V„, ACI 318-08 Eq.(D-2) Variables n A,.y[in-2] faa(Psi) 1 0.31 65000 Calculations Vs,[lb] 19955 Results V.[f] 4.r»I 4 V.(lb) V.[lb] 19955 0 650 12971 1085 4.2 Pryout Strength Vc =k-0[(?)W.cN OWN VC,N Wep.N Nb, ACI 318-08 Eq.(D-31) 6 V z V. ACI 318-08 Eq.(D-2) A,k see ACI 318-08.Part D.5.2.1.Fig.RD.5.2.1(b) AN.o =91-1 , ACI 318-08 Eq.(D-6) 1 4/. N = (1 2 eN2 eN)s 1.0 ACI 318-08 Eq.(0-9) She tjted.N =0.7+0.3(--1,---;."1".)5 1.0 ACI 318-08 Eq.(D-11) Ww.N c MAX(C.m„ 1.5h.1)5 1.0 ACI 318-08 Eq.(D-13) C,c Nb =kc A.f W05 ACI 318-08 Eq.(D-7) Variables kcc ►Lt(in.) ecl-N[in.) ea►,[in.] ca.min Dm] 2 6 000 0.000 0.000 2.000 Wc.N_- C.c[in.) -.._. kc _ A fc(Psi) 1.000 - 24 1 4000 Calculations e r ANC[In.21 At:0 ltn•21 Web/,N W.Q,N Y.A.N ltCtN Nb[lb] 494.00 324.00 1.000 1.000 0.767 1.000 22308 Results V..,[lb] ,.. „ .mime, 4 Vcfg[lb) V,,.[lb]• 52154 0.700 0.7 . 0.400 10952 4340 Input data and mutts must be U.Cked for agreement with the existing Conditions and for plausibility, PROFS Anthor(C)2003-2009 Mb AG,FL-9494 Sct.en Him 1 a registered Trademark or H.n AG,SUaan N1`T111 BGF105 www.hilti.us -- _ Profis Anchor 2.3.5 Company, Page 5 Specifier: LAS Project: Durham 5D2 Address: Sub-Project I Pos No.: Phone I Fax: I Date 4/1/2013 E-Mail: 4.3 Concrete edge failure in direction y+ AY0 V ACI 318-08 Eq. D-22 veal -(A:0)wec,v,yw,v Wc,v Whv 4rvvm.ty b q ( ) Vag a V„e ACI 318-08 Eq (D-2) Av, see ACI 318-08,Part D.6.2.1,Fig.RD.6.2.1(b) Avg =4.5 ca, ACI 318-08 Eq (D-23) 1 ` tjr.cv = r 1 + 2e„1 51.0 ACI 318-08 Eq.(D-26) ` 3Cet ww =0.7+0.3(1 x,t)51.0 ACI 318-08 Eq.(D-28) 400, = 1.5c°1 z 1.0 ACI 318-08 Eq.(D-29) ha oz Vb =(8(t/ �) f C•115 ACI 318-08 Eq (D-25) P Variables ce,[in.] c„2(in.] .. . e,v[in.] _-Y'c,v h,(in.] 10.000 47.500 0.000 1.000 12.000 I.(in] x da(in.) f,[psi) Wwrrrw 5 000 1 0.625 4000 2.000 Calculations Avc[in.2] Avcb(in.2] Wm,/ WyedN wh.v VI,PIA 456.00 450.00 1.000 1.000 1.118 19172 Results V, fib] @concrete @seenic 40nondoce4__ @ Vac fib] V„'[lb] 43443 0.700 0.750 0.400 9123 4340 5 Combined tension and shear loads jv Utilization fifty]%) Status 0.310 0 476 5/3 44 OK (w- +ii'<=1 6 Warnings • To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor. 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! • 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. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 or the relevant standard! • An anchor design approach for structures assigned to Seismic Design Category C,D,E or F is given in ACI 318-08 Appendix D,Part 0.3.3.4 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 0.3.3.4 and D.3.3.5, the minimum design strength of the anchors shall be multiplied by a reduction factor per D.3.3.6. 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"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 bnttle reduction factors(@r,„„d„mk)different than those noted in ACI 318-08,Part D.3.3 6 to determine if they are consistent with the design provisions of ACI 318-08,ASCE 7 and the governing building code. Selection of =1.0 as a means of satisfying ACI 318-08,Part D 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 Input data and results must be checked for agreement with the existing oondibons and for plausbnlry, PROM MOO/(c)20032009 Hiit,AG,FL-9494 Schwan Hib is a registered Trademark of Nib AG,Schwan N♦`�n1 BGF106 www.htlti-us Profis Anchor 2.3.5 Company: Page: 6 Specifier: LAS Project Durham 5D2 Address: Sub-Project I Pos.No.: Phone I Fax Date. 4/1/2013 E-Mail. Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility. PROFIS Anchor(c)20332009 Mb AG,FL-9494 Schoen We is a registered Trademark of Hat AG,Schoen N1`1119 BGF107 tNrrw hfltl tus Profis Anchor 2.3.5 Company: Page 7 Specifier. LAS Project: Durham 5D2 Address: Sub-Project I Pos No• Phone I Fax: I Date: 411/2013 E-Mail: 7 Installation data Anchor plate.steel:- Anchor type and diameter.AWS D1 1 GR B,5/8 Profile.Rectangular plates and bars(RISC);9.000 x 0 375 x 0.000 in Installation torque:-0 009 in.lb Hole diameter in the fixture:d,=0.688 in. Hole diameter in the base material.-in Plate thickness(input):0 750 in Hole depth in the base material 6.000 in. Recommended plate thickness not calculated Minimum thickness of the base material 7.813 in. Cleaning:No cleaning of the drilled hole is required ♦y 6.000 8.000 • • ci 03 04 • rG � Q m 0 8 ro Qi 02 rV 2.000 8.000 2.000 • _._._.____.____.__..__._ .• • Coordinates Anchor in. Anchor x y C.a c.a C. 1 -4.000 -4 000 47 500 - - 10.000 2 4.000 -4.000 55.500 - - 10 000 3 -4.000 4.000 47.500 - - 2.000 4 4 000 4 000 55.500 - - 2 000 Input data and results must be checked for agreement with the enstlrq conch lofts and for plats4:4kty, PROF1S Anchor(c 1 20032009 t iM AG,FL-9494 Scnaan heat is a registered Trademark of Kis AG.SUwan MIL.Ti BGF108 www.hitti.us Profis Anchor 2.3.5 Company Page. 8 Specifier: LAS Project: Durham 5D2 Address: Sub-Project I Pos. No. Phone I Fax: Date'. 4/1/2013 E-Mail: 8 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,poor 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 arid,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 Hilts Websde. Hilts 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 exisbry candiborr$end for plausibil4yl PROF IS Anchor I c)20012409 HIP AG,FL-9494 Schoen HO is a registered Trademark of Hite AG,Schein Job No. 'VA 231 CH2MHILL. 4411111b Sheet No. RGF109 Job Name l/lie-, 5,2 . - . Date Subject ,di Ity,./Zt 4 re.ose, . Computed By I. „,,i A,../c,-.( ii-irks Checked By . .. . . .., . . ,. . • f ' , . , ' . . , 1 • . 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'/2 O Date /i3 . j Subject ,1 s o/4 r teP., 1 Computed By .4„c ,.;r-•t' • t1 4.-4 I(cI;L _ Checked By:p:417.ii ■ i , • � ,� t f ' "h Cr;.‘4 , A eilif /: 1- rt.SA :• ir' ir .. ' Ot: 4:1 ei0.11C7r4 i? ' • /11415"rkCiirLV:‘/r-r 1 R r1 V...` $ a J i - • ` , f+? i • . • 1 • , j t' , , . . . • }._�./ : : S/ • _ ..4:: �,. ; : GH2 6 I 5 I 4 I 3 I 2 I I ' D 1--Dii. rneoeo prec—�r I Cor.cice're rA.A.1a'- '(rye) f !ao oo Hoc Efiwn»rt re Inc 1 - pr.r •` A rr'�i' ;4: � r 1'k R uw�o sEwcn.ac.o�+cv •ill'r� I I,I ,4. 0' I `2-c , i LA wswwaron CO MIN . 0 411 L Il i� 1 it �.' II{ , s DURHAM �I. s AWWTP y„ I I� �f;;` ;; ��q + if'I ,,,•-,:f f 1«� CHEMICAL ez /y••oo EXPANSION a n o n a a a n n n n a a n a n a a a a a a a'1 r a• a a n a n n o n a n t r a a l n a n a a o n a a I Ilkill �.g0�I.oey ex. is 41,eV. TYP j i I i cc. /s5ao ANAEROBIC l ,`"�yr• �� _-1---1---L-- DIGESTERS- eL/•/goo J--_�---�— o� i ARCHITECTURAL —T- I_ — T— i,_ a /f/oo ELEVATIONS Cr r +-- -+--- --- • '4 pr+•ael./•IVT/e,YYI'r MwvNAY,TYP i!t pe&A/lG•d/D7N,TYP 9i-foeTN rfrecAT DIGESTERS-EAST ELEVATION lry .ETe /+.r/et,g S�.Lt 'N •� : Prowl MO•MY 9CY✓ C••4r••■ ON d... CK3 OMA•/ //;�\ fGr1L- /VOXa L> (-:j w•M Myw,•v ALUM LGVYE,P3 —,� IeYE4ti RZr SPA ALJAN YM• .QD'1 reeev/7E INyULAre0\ Al Co e o laeVER6,Tyr CL ow• ANK• r pANE4 \ 41,1940e4 lrl Es(41 irLsco.ernd,.) MAY 1991 ink \, r CJGR67L 6,71P — d 100.00 iS UNE IS OME IMM.Mp1 ONA•IMG IS■LAL WE I MOT } i EL 170.BO OK srai.SCALE A0001101IOLY. ■ Iii kl .iM rill L Q�lO7o f0 R 4, 9 I Ilk ■o �,1'333,RInY(uwl♦ ����' v Ank ,I •1 �I I Sf....�I '�• :iii I,i ® . 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Mt 1;�,./,.%'�� ''I�•/� Il- D� DIGESTER NO I iii J A 4LI'ESt* IA 1 EXPANSION sus' ``T�J/. :.2/ •- ® II °u f I aerwu ON Sp ssr '� 'ice."' t i .. �� // \\ • ,� In ANAEROBIC �:. II . 1 I \s eM in"'"" i DIGESTERS- %.' xi *{ '',6- '4.,....- 1= — /' MAIN FLOOR PLAN m v :yam . .:' • I\ ' 11,k- in \ rm,to It ,�D t• • Q rs ' ORW .. • j _ �� \ II A. T'P) X05 err0) _ 1 w d ✓JC.MSC oo to ets 1: 1,,°' 6 1- \\ _�•� Q S ■ Ll?Q�ICM7i/M1L rrwl 7— QwfM_ lM,G70! r =INN . bl.s. rte. 07 r•w�•� rier_sracrictilros Dee MAY Nall DIGESTER NO.3 /� Q DIGESTER No 2 3N- • _ r.w I 11 s s• �/�<• ma uNE K OM•4a+d 1 �I, ' \� •• l` �/ 'EL OK IVG K nu Sit f NOT I I A�• �// , �� toes..Fro OK"a x.l Aecw°war. 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I •"' \ /../. / ® rr CpEEKEI 1NTP1 SFICr1C11Ear rRacva 70 1 I I \ \ n 2 Et-AvOKA7Y5 O/MFMSIONS r0 8E 111, I I \ 8 ^` l`I / Of OR4I CO 0.r EOU/PNYOr OPENINGS i \ A 3 Rp'1"ORAINS AND OvEPftOW OPENINGS 1111' EL-14 SO \ YI'/CKSt,arMY.LtE AAF SNOW. ON Sn. 004 i Pt A'AFS>TRI EL r Et.• �"� �. // • comme a•Pm..Arev�OW aiv.c.•AM" \NACOwO rAN+f l.A.~owe, AN.pt.044 4,-,7-/M/0I 1111, ` DIGESTER NO.2 I //�' 4f4C.~WW2 42!WOW.O.rr•ar Sara,. �I \ \ 6 15 / A' ALL FL fv/Irror•rs rAb/CM 1Ca „' /\Y- si cavcrearrr wrvxe, o ., W \ \ I I.Vy/L ArION /.!STALL 222)QN Nr 0 m f i \ i /// Su`I.ACt 11111 ' 1 \,,`�y� % 111111 A � Et/7K.C4� a 11111 I I 1111 _ III ROOF PLAN S.. . SCALE bra' i'-0' 810 GH6 6 I 5 I 4 I 3 I 2 ' III Tu 1'h' CR STL PLATE-, I r 011 MOP Ervnxring.Inc. Mrr(R MOUNTM16 MANS `.., ANO ANCNOR 8O rS TO 'mil L __--., ,rr RNt eo SY EQUM- 1 Md/7lN1r A7a�MG averLn.. j a'S�.PLP1a .L //- .3 3'0A3T/6 'tREC r,GU' YMeI«QIPI COYNIY .,yf•R,1Fy/ArSA'APCW --_ .- _tNG[r SS -'PE PTw vLRCC F. " _ / r•.2202411 OR EOUAL • • 3 1 �iL ^.O a2-812 OR EOWL. 'I Ew•T leete C a—�� J rs j ' e J . DURHAM -, - T 1 / AWWTP r------, r1 - 1 :i.' I 1 1 Pd-e oe . 'arl i ,3 ••-4 I o -S DO-, CHEMICAL A L e \, II •orra+v of eEArrs /l' aorrar co,sate 11E�c EXPANSION �• Ott I 1 . EL 174 50 LL. 176.00 f 1 F !'` I.t2.0 1 d;Y p `. Mr. LIOWO LE'(L El.111.00 Q I l ^� p I + 1 rig . - [ yDNTR04 ' :1b I ANAEROBIC ROOM , s I I I I DIGESTERS- I I ,---- "E5. Mfu3r SECTION C 1 , y�Q I•k I, ,c„ii s: FOR 1,3 cart w�L1 P. ns r 6 e l ! wLLAT LEFT yOE I. 1 Q 1 OF?I/3 5EEYIO4 � F Q y ��-E M.rfR S..AFT ' T-LOL/l LINER r Q� Set SPLUP/GIRWMS-r•1 P..4st mordsor DIGESTER NO. I Q MRW W6 6 `"`•sECOC LAP •• 4/C. AMC WOO OO.YE13 l IA OID1YF1 v 4 Drawn 14wa { .. a.a.r Im .'• w5l10.0C.,E-N XRC Ai AepA Muff,- Et 156 00 111LLL 00039-044-002 11 + 6RAO• YrY tell C OR J 3Ar0DTN PRECAST t•K MM A ONE MCA.MEN `^ l ;j y-_GONG MALL AMNE/d Q>rt 1101 SGLFULL SSIZE 4 NOTt �”/{ COACRETE CO AIN/ ft VARrfS s CQ4af1.ryI aAFFLf , N oowua \\ l •S'OC y1 I it i yk �'7 SIP I Mai o:; , ♦ Jf t I 4ii 11 of __ •+sr2.0C. $,Y `fL !I $ii a y 1 ewer ec ^1-} 1 ■Y wl �L I41 oo(TYP12-,,,T._—_ _.. _ --- --- --- -, T-.-.--5--,--r--•T_..--r,.-r�__-._-r L i L1 .T—r--r•T—r-r—r�r--•r--•-�'-.T'r r-r—r r-r-. .`- f T,ARrS3 4 1■�•— Tr'►-T- �'�"•�-�'T-T-- e---r'-T T'r' ./-"ter ,: -..' - I 7 ICKNCS !1L_ i 'w �t - 's•` 1 _ _ y- - '•.•,•'• // ia_ - �_yy i_�.-.a_-+-. fs4�g1�1?'dfST£RS = - et.' sa 1 /Li .......i A t I I tit*,...„tj too e,4 r, .1,0- • 1 ■. SECTION A W SCALE• '•1'-0' SAm th.tw ... SEE MEET $03.1104,605.000.1110 811 --- G H7 . 6 I 5 I 4 I 3 . .I 2 I I I if['TV"s".,%".la ALAN ON sever 604 MOO, LiCvEL LEVEL , ..i..• ., E "700 ., le:ICANESS , • t 4'I's. L 1. —— _ .. .° ...4."-!:_———.1.-.1.i—l—f-_1_4 1 ir c, i.m.00 elzAraivz,evAirthe? ___ -,_. I. 1..__.1 •..... -. , Fal ::....! 4,-,- 1 ••., 1 ___ .e..4.- __- t 1 1 _ --_ NOR EnginsmArs Ins. _..--•4 lIES• • at.0.0 .--- • 1 1E13) -ale)SAES ----. —,. I ...—.....— MIMED SEWERAGE AGENCY OP TASISAT01011 COUNTY -i I '1... '—S TO NOO Air CORNERS ..---.. ----.--- I • [ 1 •.i SECTION D 1 DURHAM - •4.- ' SCALE LIz. 0 —.... -- ..s AWWTP AM 17...N WE CHEMICAL .f.evez.. _----w(5 v--- 4 EXPANSION r..:.: .•.. it_ V __ 6 - : .,., .•.'•:.r.; =•, e .. _ 1----11 -4 1 — i.-rra.A.,-8-'5 ,rg...colo ries STRUCTURAL SECTIONS AND DETAILS C 1 —— . • — $.) n__ :RDs-A-sET,••0 OARS i aLEEM, ----1"..1.1 1 T , 1 SECTION C • 1 [ ... . sc.. , :::j1i.:11 6 , ,..,, -:., • SECTION E , • i-1 6 .1 • , .1 SCALE lie.e-Cr SLOPE ,TO 4.— 40.4xmluAf .. , .'j .. ' 1 IIIIII Project 1/v/reAT f.TV FLGOIT SCALE 1/2'• EL 154.00. 41 ..... 1, 11.j1 T ,.......;7... i ._.; .,.. •... ,00039-044-002 •,:"., i '•. 0-.•••.0"Oc EP.EATENO TMR04.460 moor ALAS TO VP B I -.,-,es,o, . / . 12-0 C• 15.•10 WS t STEEL Amr Am0 TERPAVANTE tAI A STD SO'NOOK L.---, NIS UNE IS ONE 0,101 III4DI ORMISIKI IS NU.901 I NOT ME PIM SCALE ACCCIITANOLT • r Eji.) '_tET*'P- -"--sID ...Odes ma- commtsts • _. le SECTION 8 -- _,...tr;,.•Kee c6mpowetss,£.4. SCALE v2-...•-.0- . ---- 70 iforrust srECL NAT AND Tcp.•••11: 4.,•170 90.NOON 1 ,, •,..,.. ....L U C A TES 8 ./o 00.4-4.3 ........ IFil , 1 1 I I r , ......• .... : i RiXoc.NENCOCCAIT•e-T..1‘2 — I SECTION A 1 . i I 1 ,.-----34,0•4c,.,„ III, —.—.— • ..; .......-..... 1 le— i ..i; 1 I I III EIASE.ENT '04sErAINT I 1 IL4,EVEL. -. ■' LEVEL _ I I A ---+ .• 4!.. ' ---11- 'I :4-‘• . .3 4 A. .,...:! ................ I 1 .!• I 1 ..' . 11111 1 i I 1 il.' 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P IIIN=4 ----- 12=II1.1E1• .rIFI.WI 7�amII•1�IOOiariOEII+iaMfallrI.ia ti��a��1•rT-' '" Ai==M 7PinIn=T.�. 11:at-11 l■r.>rr.-ll■rlra ticaanrs�al111WAI soars=:>, ^ DMA was 12.art■ra■Qizlalca.�sarAaasar�aaerr; a I�/�I/■■L■■■1�� ia_1�/I�IIU■■l�._ DETAIL 1 111.1101111111111111111111111111.111 i 11111111=1111111 ,. II - CAME s�■■rFarc-aEa��EasaEaFSf��faAsr sli�slrFa��� ill _ `, 1► :: C'=IIavOtFali-l�amII/m-1m:1i�1F3f1FIVIMMlrli:•s♦ Cf:slfOO/Fa1GiEaia karmS-fESiierabIIl�aliala/a a --^�.� DUFIHAM 1471o1QEFart-lm m nc sm:•1sa MIIIII MEastrS;� a AWWTP - -�ivQasarr•)m r I��ifar3 IEmiEmI1M-11 TYPE 1t TVLDC 1X II w' 4 ri=asiA�'a•Q<FaQ•lr1'EfEQ?Irt!?•�ra/"risa 78111P•PAIF iii�/ilLa CfflOQiFaQlr2171M5 JE1817AW !'�ialFlrS/El2aliaiae3: 171-II-ICI•���atFIEO7.1EaYJECl31iVA1111 TrirII-1iM7E��1�11 EXPANSION E g-1ramoneamstare nraceraamormake rAitr3iGit2SfEEt7/ZI_1 r +.••••• HI--,----1 ..r r.` _- I) EIII.1v0aaQ•1�7J�lia�Plm,fiaT3Qig .a aVC:1 __� -a •— F= , 1. 17-=III100IP1Q•l�-iE3.l�irII.'• ,51 @1bIIL]E��S;-i s 1�=aFa �rF111111r�iPOs♦�•aca�•arar acaic�ESirr1_I =■TiEN��nNa ■�. T�>n■ ■���T�. . III 1..-,.•� -aEi�a©EFaQam iEn>.eaFa3eeaes�i ■1 11■//��1�>111�I�i A/nIPAVA IIMINIM num / n•, r�=IIna■Q1Fa�rlla7ar:ara��rartaala■oera 1 S__=a___5_____ r�II _ 1111Iw' `•-^ N ..... arnuctuuL La"nS�Q�-antmer rfE?1apermlrriiSriia imarawm/mill i ItiI ^ II ' LIE �� I . r� �T�B L1-aa E�lQ A litlrD'FiEIIi/r?ta iariEtTlE,ailEffal iila rII 7a -miur(l■��narstaer mer amfraik r_•iiarmul iEIIliaar in TYPE !II 1.40".1." 1. Lt:LT1Ei1111,311111111111 UMIlFS.ucS Im'airarlI!'ffi11Mlr;9raZl olwu6Ne Li45->1t11111OWIIIIIIC ESriamm0"iiaTi @aiel31ELCfrl:ti TYPE X Li%II)>t1111Qfb7Q•1iD7ll1=1411 S7•ICS ial:aWI=It=NMI 11"M'SkIl yam, L713a=MI Q Ill mum iD_1rzn1yr•1rrr t-enaF:fsaamP Z1r'S3a ..,. I •.°"••• j + * DETAIL Li:e21ar.':�Q-la races aE�am�rajrrarricaEr�E�ra�1 — — 2 ,..= �.rKt)QamournsEII:aorriscriarLwscriE raffia ------- Li:at�lOQQIQIfs?T-iEaL/�a�:•liaf€iWIIIEM SEII'.ir 11•1 IN��r���l ' I��f■�n!•N��lI��E Li=II71Nt'�oEI-lQat727.lrsrl @:)I'CFii �Laf-1E�iiar1111 1Fa ,, L<:asa©r1.17a Qlr�arataraaEatira rr-1■iax2lEarES�rr7a I.//.URU■■I Pi'��I/____..�■11■_1S u=lof.r..OEI-lEIdwerawien Eer+iESFi eriri'i11C4TlTanta.7a G:IIII©QQ1 iI•lrffi/Ali•I[1751•]Q!t•E2T7JFC�EaiRLG1r77Fa 1' t.•.� -.. III i1. '�" owe,Mo.•L,:t3Iturmum•aaei[D'LTac 3141 %s[SrIiLSFaI►mEm =1r I11 MIL,, ' 1E '1 w-"' 11 BRw L:IILltUOQ•111111 1[SllstD7JfarY/ IEfSi .ir r:Fa L;lmarrrarr<rarracrr 3rraorWFarcaeQer=-ma TYPE !V TYPE XI wln I �C/NOC ----ate�rr1—r■a1■r ---rte –—QQmos—moEiw■mm■nmeamoa---r— gay .r►. wow. 0:-TSIt!"diwf.�Q-BMil rrrfarlS.lr•IIit•utenalwa 1€gllFgsacamraIFaE! ,�... r arali'Jai�r<tuneINI aweraaeFaf iOQera?.ii — i t I &2a' FDv r. EM1 to Kta,Zlr3T1iG_i1QOr.ieOl1r'SIFa "` _ 'M r. LifE1•��Qainm:lcsalear f■■r�au■lraera;r•■ -------.�- —s -. — `'f� KRt -BPf�?m�r�arurtrirff'-1aai.1S'.'1aaO11aAI Irum sum= fAa��l�E7�liA�1ii� v., Mw+w r :ai�oQlfnr�rarc-ir• saist:-slw12111M a�rzrnFaIP t11■I/■■1�■■IM - i�//��1■■■11111111/■1 ' . oc -oaa-oat f.:t��I■rtrllr 1111M1 77141/77111 II�lEerlaia.lEg7IM1�1r:I2a •c,+•. txm,.MS �,. f:-II■Ma7Q.:.it ZiLIli 1[e:•l[ffIC10[tar.•�11M1EL�iiIIirlflW� III :. . — MAY r•:,Q.girl tt_QliZIrDR•1[ff:�lLnzar-L77ifarintru umEmer tilrrrw 4 r aw - • ' ,II - �� lOL NorES TYPE V TYPE XII DETAIL .3 �A�a at W ROT '- RB SMDL SCALE AOCd10 IB.Y 8 T- A BARS•COLUMN ENO OF BEAM. ! .`eur ss� I •-°`w�' I 2- D VARIES FROM 24'•SUPPORTS TO 4a'•MDSPAN • i • ��+ 1 !■__ ___ S A.a 0 AND£BARS ARE CONTINUOUS Ward/INTERSECTING BEAMS , i���!•'^��■ ■�� ��O�tau�_■■■.∎i-���i=�r 4. a 0 MID E BARS ARE CONTINUOUS THROWN RarRSECONG BEAMS ����••�r IPI■/I■■..■■1il1u. uPuIiIUU_//.IIu1.■■ �I■ui _ 6 PERIMETER BEAM ' & -�• I ..... TYPE Vl A?INTALANT&E WEN TYPE XIII — f PERIMETER BEAM AND WALL AT ALL LEVELS r tM – EXPANSION ( ,..�.,., y aft 'ti H°° DE awls BAR i �I■■Ilii� ..I=iii DETAIL 4 REINFORCEMENT PRIRM R MELDED WAS •^• BEARING PAD I MI I./A■■.I UUI III c 101 I.r rr '-'^ '; 'mow" i A w 7/S THE CLEAR SPAN DISTANCE MEASURED HORIZONTALLY OR NEROCAur ow ! ""'.' 9! ....1.... WHICHEVER IS THE SMALLER: BUT IN NO CASE LESS THAN THE REOMIRLO — Awr�� w I LENGTH Cr-LAPPED SPLICES FOR TOP BARS AS SHORN ON SHEET 902. ° STANDARD � ;`� TYPE VII I n s 24- I B - suFFICIENT LENGTH TO PLRMIT BARS TO EXTEND THROUGH ME WALL 70 2 ■ � INC OPPOSITE FACE AND TERMINATE IN A STANDARD HOOK BUT SHALL I tlQffi ■ , NOT DE LESS THAN THE LENGTH REQUIRED FOR EMBEDMENT OF TOP BARS. A r. ALL CORBELS ARE I'-6.MINE. I CLOS£0 flES AS SHORN ON SHEET 902. 2. PRIMING TENSION.SHALL CROSS. AND FRAMING BARS _ TYPE A EXTRA BARS ALTERNATING RTTH. AND SAME SIZE AS HORIZONTAL STEEL •FRAMIAN;BARS SHALL fr RELDABLE REINFORCLUENT. r BEARING ir:iD CROSS CLOSED FR S LOCATION REINFORCEMENT TcYPICAL CORBEL SECTION MAIML M LOORELS I/2 x 8 x 8 4 -,, 17 ;!3 2 4 - 14 l$ LEEL COWLS /2'6 x 6 4 -/S 1s O /2 4 - p 1 1 i rn s,.. Norte,ROF LEVEL I/1•d,a 4 - /a coRB£S /B O 4 - 'H� 821 4 CH2MHILL• Job No. `f �. GH9 411111. Sheet No. Job Name r te`ileac( r Date ,� / Subject i-r' f c �G1 Computed By I-- _C� r'• r 4S!jt t C-4 • Y { Checked By • • 6�/1SArvc 4 L 44r.r' 1.- 7-- t .2: If , ,pvfvyx/k c ,- AkJ WtIF Ri 4,.,4:4 'f��.r g.$)j-1C f .", c. ' x E r ( ,,tt I , . '�,,,yC oise, 4 1'' pvdu/ .sa4'.a 4,fe/ , ttRr . bye eanI 0;210ZWil , - Pi/l ;iii/ (2-s-A-t--:— 0A,/rfriti. - -lilt:,I . -71-iird- ' 14,' I 4 de el..;idl 3 1 . 7 p f,7,' .'d/ . :L t` _ dl• -' • .x. . 7:r t�,ys��`rf re— .1 G,,.f� ' f,, l th e . P. lC'il t1 . " ; • _._ i - . . # ' rt ::.:.4. i b' .r .: . ; 4, c io-fir • ' ' . . I -. 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' , or-cl 4,-, i , i.4,-- Po" , #t" :;" ;;# I . .# , 1 1, 01 / 4. - .: — . , . • . ' ' : , , - , , joto:L, ;.i ..., , ,,e4.i.p..•, : • ..1 . . . . . ......!_..1 I LL .:_L._::L 1'i,.`.4 .....,-.L....i. 1 _...._..,_ _ . .,...,..L.' . , . ,-it', - , .. .4.... 0.,./omo .. ..__• .„... •_ GH12 Dystor® System Bracket Loads A broke!. so *Good:ground lou,d,lionn vit - 'a,as«a� cergsrswith 618' C ill r 2�` - --- e l 1r cam) Design Conditions Wall Inside Diameter: 49 ft. Membrane Height at Center: 17 ft. Maximum Operating Pressure: 12 inches of w.c. Overpressure Allowance: 2 inches of w.c. Wind Load: 90 mph Structural Design Pressure: 18.4 inches of w.c. Resulting Design Loads Number of Cables and Brackets: 26 A = 7,334 lbs. B = 391 lbs. C = 20lbs./inch @ approximately 60 degrees from horizontal. Working loads at pressure less than structural design pressure will be directly proportional to the above loads. GH13 Dystor® System Bracket Loads UPDATED INFORMATION PROVIDED CONSTITUTES A 3% INCREASE IN DESIGN LOADING. AS NO STRUCTURAL DESIGN _ UTILIZATION RATIOS WERE WITHIN 3%, CALCULATIONS REMAIN VALID. NO CHANGES REQUIRED. -LAS- . A app =y spaced irvund by of digester Or Clamp bar soments with 518" C yam_ anchors on 8'centers iii B___- at: - i ' 3' i 274'; ; ;2W --r! ' —- -+t'-+�— i 8. li g 11 ir PAN 0 Design Conditions Wall Inside Diameter: 49 ft. Membrane Height at Center: 17 ft. Maximum Operating Pressure: 12 inches of w.c. Overpressure Allowance: 2 inches of w.c. Wind Load: 95 mph Structural Design Pressure: 18.9 inches of w.c.3% INCREASE Resulting Design Loads Number of Cables and Brackets: 26 A = 7,535 lbs. 3% INCREASE B = 402 lbs. 3% INCREASE — C = 20 lbs./inch @ approximately 60 degrees from horizontal. Working loads at pressure less than structural design pressure will be directly proportional to the above loads. 0 Job No. +� �8 r ILL. Sheet No. GH14 - Job Name -r Lt 1 L fit/. Date ;�Z Subject < •1 Computed By J J. _c{ f,!•.P ogierir I/ r Checked By I:/-I`,att ,5r-- 11.44? lC D e „c/44, ( 1 , r 1 c5...-.7 / 4 f , "itl.;1;41 4-"* ' eP-e ' i? 47 SV 4 • ; f ' . V g tw`dr� fe,Atirei 4411S. 7te> ,s`i,e'i 0/4 v ve/dt 51,.e). fIII 'V (flee e 44!S • jp t -"< fete,- . ; ,1 74/;2 it rRs-s !i ti J( 401'4: f7Ch 4OR.. 1)0/7/le / �+fl- ci" C'7`_)" -/s i., its •dt-r y.t A0. :iarhA I 1 Y� . �,r - aye eve yo. -re,r.. ... i it.--f 4'f/,r 1/ -t: . 1-.4/.01 4: /-1,,-4( ir AVM( ./4L 0,Cf iI'.45. r �Q'�'" 0it. tMi 1 r++ 4 , 14 I-44rar.76 , of 44- . C /-',.,4 1 ', -4 PCP.) - . 1r 1r - • /r. . "; I ) - -1.; 1 .•10.6.Q(i a,1 it 4 i:pif: .t.#_, :-F-04.fe.si-fivt ei)e— it' , p I ' . 1 ip i''..'cisr- ,e41410.Kre,. e,..(!tt. . , I .: . . . ' ' ' . 5 : c7 ;tt Zir..i , '. irk ,;d''.• ,-. . . r ; } . . rr I4 4 Job No Sheet No Rev GI-15 422389 1 Software licensed to CH2M HILL Part DC1 RODE Job Title Durham 5D2 Ref By LAS Date09-May-13 Chd Client CWS File Durham Roof Slab_GH2.t1Daterrme 09-May-2013 10:40 Job Information Engineer Checked Approved Name: LAS • Date: 09-May-13 Structure Type I SPACE FRAME Number of Nodes 452 Highest Node 466 Number of Elements 80 Highest Beam 493 Number of Plates 430 Highest Plate 525 Number of Basic Load Cases 5 Number of Combination Load Cases _ 4 Included in this printout are data for: I All /The Whole Structure I Included in this printout are results for load cases: Type L/C Name Primary 1 DEAD Primary 2 CONSTRUCTION LIVE Primary 3 GAS PRESSURE Primary 4 ROOF LIVE Primary 5 SNOW Combination 6 CONSTRUCTION Combination 7 OPERATING MAXD _ Combination 8 OPERATING+LIVE Combination 9 OPERATION+SNOW Section Properties Prop Section Area lyy Ia J Material (in2) (in4) (in4) (in4) 2 Rect 24.00x24.00 576.000 27.6E+3 27.6E+3 46.7E+3 CONCRETE Plate Thickness Prop Node A Node B Node C Node D Material (in) (in) (in) (in) 1 10.000 10.000 10.000 10.000 CONCRETE Print Time/Date:10/05/2013 17:52 STAAD.Pro V8i(SELECTseries 3)20.07.08.20 Print Run 1 of 8 Fa. Job No Shoe'No Rev GI- i6 422389 2 Software licensed to CH2M HILL PartDC1 Roof Job Title Durham 5D2 Ref By LAS Datc09-May-13 Chd Client CWS File Durham Roof Slab_GH2.tlDate/Time 09-May-2013 10:40 Materials Mat Name E v Density a (kip/in2) (kip/in3) (/°F) 1 STEEL 29E+3 0.300 0.000 6E-6 2 STAINLESSSTEEL 28E+3 0.300 0.000 10E-6 3 ALUMINUM 10E+3 0.330 0.000 13E-6 4 CONCRETE 3.15E+3 0.170 0.000 5E-6 Basic Load Cases Number Name 1 DEAD 2 CONSTRUCTION LIVE 3 GAS PRESSURE 4 ROOF LIVE 5 SNOW Combination Load Cases Comb. Combination L/C Name Primary Primary L/C Name Factor 6 CONSTRUCTION 1 DEAD 1.20 2 CONSTRUCTION LIVE 1.60 7 OPERATING MAXD 1 DEAD 1.20 3 GAS PRESSURE 1.60 8 OPERATING+LIVE 1 DEAD 1.20 3 GAS PRESSURE 1.60 4 ROOF LIVE 1.60 9 OPERATION+SNOW 1 DEAD 1.20 3 GAS PRESSURE 1.60 5 SNOW 1.60 Print Time/Date:10/05/2013 17:52 STAAD.Pro V8i(SELECTseries 3)20.07.08.20 Print Run 2 of 8 ' Job No Sheet No Rev H 1 7 422389 3 G Lodi Software licensed to CH2M HILL Part DC1 Roof Job Title Durham 5D2 Ref By LAS DatE09-May-13 Chd Client cws File Durham Roof Slab_GH2.fIDate/Time 09-May-2013 10:40 CkbM Moment lb-in/ fi e .`1405 .-1034 ..6e3 .-292 .79 3 •450 •822 •1193 :1564 1935 [067 x 183 __t ....1 I • • _.. _.. I .j-1 i I lo3A 6 Construction Mx PrintTime/Date.10/05/2013 17.52 STAAD.Pro V8i(SELECTseries 3)20.07.08.20 Print Run 3 of 8 Job No Sheet No Rev G H 18 422389 4 Software licensed to CH2M HILL Pa^DC1 Roof Job Title Durham 5D2 Ref By LAS Date09_May=13 Chd Client CWS File Durham Roof Slab_GH2.t Date/Time 09-May-2013 10:40 Global Moment lbinnn -2422 •-1972 •1523 •1073 •624 •174 •275 •725 ®1174 •tea i ■073 523 UUU°2972 u3422 ■381 •4321 • 4771 • F-x Construction Mz Print Time/Date:10/05/2013 17:52 STAAD.Pro V8i(SELECTseries 3)20.07.08.20 Print Run 4 of 8 r^ Job No Sheet No Rev G 19 422389 5 Software licensed to CH2M HILL PartDC1 Roof Job Title Durham 5D2 Ref By LAS Date09-May-13 Chd Client CWS (File Durham Roof Slab_GH2.;IDaternme 09-May-2013 10:40 � n1 -2260 •1819 •.356 -896 •-835 •60 •1411 ,1OY i )17 .4100 ■ 1 5102 y F I i-- 'eip.:0001V •a Load 7 Operation MaxD Mz Print Time/Date:10/05/2013 17:52 STAAD.Pro V8i(SELECTseries 3)20.07.08.20 Print Run 5 of 8 pip-w Job No Sheet No Rev G F 20 422389 6 l7r L Software licensed to CH2M HILL Pail DC1 Roof Job Title Durham 5D2 Ref By LAS DatE09-May-13 Chd Client CWS File Durham Roof Slab_GH2.<.I DateTme 09-May-2013 10:40 086.1 Moment ID-IN n 2275 n .-1813 .-1350 £88 •<26 37 .499 B62 5424 51887 •2349 D•2812 ▪3274 �, 3737 di •4199 t� •4662 •>5124 • f z i+c Load e • Operation+Live Mz Print Time/Date:10/05/2013 17:52 STAAD.Pro V8i(SELECTseries 3)20.07.08.20 Print Run 6 of 8 r— A Job No Sheet No Rev !'+ 422389 7 GI-21 Software licensed to CH2M HILL Part DC1 Roof Job Title Durham 5D2 Ref By LAS Date09-May-13 Chd Client CWS File Durham Roof Slab_GH2.;IDate/rme 09-May-2013 10:40 Global Moment lb-In/in 7782 6 •.1818 I :-1354 .490 .425 •391 :503 968 ®1432 •1896 •2361 •2825 03289 U3754 :4218 147 • • 4 0 •. Load Operation MaxD Mx Print Time/Date:10/05/2013 17.52 STAAD.Pro V8i(SELECTseries 3)20.07.08.20 Print Run 7 of 8 Job No Sheet No Rev G 1-'22 422389 8 V -. Software licensed to CH2M HILL PanDCI Roof Job Title Durham 5D2 Ref By LAS Dat809-May-13 Chd Client CWS File Durham Roof Slab_GH2.t Date/me 09-May-2013 10:40 Global Moment Ib-inlin _-2278 :1812 •1346 .880 X14 •525 •519 �85 •1451 •1917 :383 02849 •3371.5, 03 .4247 4713 5180 • pri- -- • Load 8 Operation+Live Mx Print Time/Date:10/05/2013 17:52 STAAD.Pro V8i(SELECTseries 3)20.07.08.20 Print Run 8 of 8 Job No. ii d 3,t3`2' 0 a41111111111111 sheet No. GH23 Job Mine iv It • 5,a Date . �// 3 subject _ /71D / I Computed By I . C. g�r '5- i l6 Checked By // ciA ip,. /4114elytg` . 4 ' 411: Zi171119'el4414' 1,. /1(41. iiirIV: : I '1 '. ;4- . . . : . • ' ps 4.:,4 't ,i) is. . - ' ' '16- ,e • !—"ts ;. -? 3i 101 ): `' •" S.e�1r" -f� i :r' "i1. - - � t" ri - 7 G� (S - i ',ft) . ,,,A,,, r ,,. 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I . . • , • . .. • c - • ... ... • GH26 40 MOMENTS AND REACTIONS FOR RECTANGULAR PLATES Mx My 2/b R, /a 0 0.05 0.1 0.2 0.3 0.4 0.5 0 0.05 0.I 0.2 0.3 0.4 0 5 r 0.5 +.5055 •0830 +.0590_40374 +.0024',-.0226 -.0375 -.0424 +.0166 +.0113 +.0074 +.0002 -.0050 -.0082 -.0093 3.4 +.5068 +.0825 +.0685 +.0371 +.0022 -.0225 -.0372 -.0420 #.0165 +.0117 +.0073 -0001 -.0055 -0088 -0099- 0.3 +.5060 +.0796 +.0558 4.0348 +.0013 -.0219 -.0355 -.0400 4.0)59 +.0110 +.0065 -.0013 -.0071 -0108 -.0120 II 0.2 +.4778 +0690 *.0470 +.0282 -.0004 -.0192 -.0299 -0334 +.0138 •.0091 +.0046 -.0034 -.0095 -0132 -0145 0.1 +.3316 •0400 +.0254 +.0)39 -.0017 -.0106 - 0155 -.0170 +.0080+.0047 +,0017 -.0033 -.0066 -0094 -.0090 c 0.05 4.1331 4.0■70 x.0108 +.0060 +.0001 -.0026 -.0037 -.0039 +.0034 +.0026 +.0026 +.0044 +.0071 +.0094 +.0102 O -.0513 0 +.0005 +.0015 +.0047'+.0076 +0096 +.0103 0 +.0024 +.0078 +.0234 4 0361 +.0481 +.0516 1 8 -.0513 -.0797 +.0291+.2203_+.3559 +.4352.4.4612 _ - - '_ 0.5 4.5142 +.0815 +.0573+.0359 +.00,5 -.0224 -.0365 -.0411'4.0163 +.0113 +.0068 -0012 -.0071 -.0108 -0121 e, 0.4 +.511 1.0797 +.0557 + 0346 +.0011 -.0220 -.0355 -.0399 *.0159 +.0110_4 0064 -.0017 -.0078 -0116 -.0129 0 3 +.4928 4.0728 +.0499+.0303 -.0000 -.0203 -.0319 -.0356+1.0146 +.0097 4.0051 -.0031 -.0093 -.0132 -.0145 • 0.2 +.4260 +.0568+_0575 +.0217 -.0014 -.0)59 -.02381-.0263 +.0114 4.0071 +.0030 -.0042'-.0096 -.0128 -.0139 , 0.1 +.2350 +.0270- 0270 +.0168 +.0090-0011 -.0066 -.0092 -.0100 4.0054 +.0032 +.0014 -.0006-.0013 -.0013-.0012' p 0.05+.0591 +.0099 +.0055 0039 +.001, •.0003 +.0003 +.0003 +.0020 +0022 •.0034 +.0082+.0135 +.0174 +.0188 0 -.0496 0 ►.0005 +.0016+.0049 +.0080 4.0100 4.0108 0 +.0025_4.0062 ♦.0447+.0399 +.0502 +.0538 87■N -.0496 - 0631 +.0371 +.2253 +.3598 +.4382 +.4638 0.5 1.5143 +.0765 +.0526 +.0319 -.0001 -.02)4 -.0336 -.0376 4.0153 +.0102 +.0054 -.0033,-.0101 -.0)44 -.0)59 0.4 +.5045 4.0736 +.0502 +.0302 -.0004 -.0201 -.0321 -.0358'4.0147 +.0097_4.0050 -.0037 -.0104 -.0147 -0161 h 0.3 +.4660 4.0642 +.0429+.0251 -.00121-.0181 -.0274-.0304'+. 01284+.0082+.0037 -.0045 -.0107'1-.0146 -.0159 11 0.2 +.3697 4 0462 +.0297 +.0166_-.0017 -.0127--.0166 -.02042+.0055 +.0020 -.0039 -.0082_ -.0106 -.0114 D 0 1 +.1535 +.0191 +.0119 +.0065 -.0004 -.0037 -.0052-.0056 +.0038+.0025 +.00111 +.0022 +.0036 +.0050 +.0056 c 0 05+.0150 +.0063•.0046 +.0030 +.0018 4-.00201+.0025 4.00281+.0013 +.0021 +.0042 +.0110 +.0180 +.0231 +.0249 O -.0454 0 +.0005.+.0011 +.0050 +.0082 +.0102 +.0109 0 +.0025 +.0083_+.0262 +.0406 +.0511'+.0547 R, 8--.0454 -.0527 +.04)0 +.2277 +.3615 +.4394 +.4648 _ 0.5 +.4999 +.0686 +.0457 +.0265 -.0017 -.0196-.0293 -.0324 4.0157 +.0087 +.0037,-.0055.-.0124 -.0)75.-.019i • 0.4 +.4845 +.0653 4.0432 +.0248 -.0019 -.0)96 -.0277 -.0306 +.0131 4.0082 +.0034 -.0056 -.0126 -.0171 -.0116 #0 0.3 +.4311 +.0550+.0357 +.0200 -.0022 -.0156 -.0227 -.0249+.0110 +.0066 +,0024 -.0054.7.0113 -.0150 -.0162 II 0.2 + 3179 +.0314 +.0235,+.0126 -.0019 -.0101 -.0)42 -.0455 +.0075 +.0043 +.0014 -.0033-.0064 -.0061 -.0086 0.1 +.1133 +.0140 +.0019 +.0049 +.0001 -.0018 -.0025 -.0026 +.0028 +.0021 +.0023 +.0045 +.0074 +.0098 +.0107 c 5 0.05-.0109 +,0043+.0034 +.0024_+.0022 +.0031 +.0039 +.0043 •.0009-4.002 1 +.0048'+.0129 +.0210 +.0268+.0288 O -.04)2 0 +.000 .0017 +.0051'4.0052 +0102 +.0109 0 4.0024 +.0083+.0254 •.0409 +0511 •.0549 1.17,---...4./ ^.0412 7-.0457_4.0445 +.2305 +.3626 +,4364 +.4629 0.5 4,4730 +.059t+,0380 +,020$ -.0031 2 -.0172_-.0245-.0267 4.0118 +-0070'4.0021 -.0072 -.0146'-.0193 -.0209 0.4 +.4542 +.0560 +.0356 +.0193 -.0031 -.0162 -.0229 -.0250+.0112 1.0065_+.0018_-.0070 -.0139 -.0183 -.0191 to• 0.3 +.3928 +.0462 +.0288 +.0153 -.0029 -.0131 -.0113 -.0198 +.0092 +.0052 +.0012 -.0059 -.0113 -.0+46 -.0157 8 0.2 +.2736 +.0302+.0184 +.0094 -.0020 -.0079 -.0101 -.0114 +.0040 +.0033 +.0010 -.0026 -.0047+-.0057 -.0061 0.1 4.0796 +.0106 +.0066 +.0037 +.0005 -.0005.-.0006 -.0006 4.0021 +.0019 +0027 +.0060 +.0099 +.0129 +.0139 c 0 05-.0250 +.0031 +0026+.0021 +.0025 4.0037 +.0047 +.0051 +.0006 +.0021 +.0051 +.0140 +.0226 4.0285 +.0306 0 -.0377 0 4.00054.0017 +.0050 +.0080 +.0099 +.0106 0 +.0024 +.0083_4-.0251_4.0400 4.0497_+.0530 RI_ -.0377 -0391 +.0503 +.2341 +.3606 *.431(4.4546 _ 0.6 +.4394 4.0500 4.0306 4.0156 -.0040'-.0141 -.0136-.071 4.0100 +.0054 +.0007 -.0082 -.0153 -.0197 -.0213 0.4 +.4189 +.0470 +.0286 +.0144 -.0039 -.0137 -.0114 -.0197 +.0094+.0050+.0006 -.0070 -.0143 -.0184 -.0191 0.3 +.3551 +.0382+.0229 +.0112 -.0033 -.0109 -.0143 -.0153 +.0076 +.0040 +.0003 -.0061 -.0109 -.0137 -.0147 11 0.2 +.2373 +.0244 +.0143 +.0068 -.0020 -.0061 -.0078 -.0082 +.0049 4.0026 +.0007 -.0020-.0033 -.0039 -.0040 -,:.„0 0.1 +,0565 +.0082 +.0052 4.0028 +.0007 +.0003 +.0006 +.0007 +.0016 +.0011 +.0025 +.0068 +.0112 +0144 +.0151 o 0.05 -.0316 +.0024 4.0022 +.0018 +.0026 +.0040 +.0050 +.0054 +.0005 +.0021 +.0052 +.0143 +.0229'+.0286 +.0306 O -.0351 0 +.0003 4.0016 +.0049 +.0076 4.0094 4.0100 0 +.0024_4.0082 +0244+.0382_4.0470:4..0300 t ''.."---...14.-.0351,-0316 +,0585 +.2373 4.355) +.41191+.4389 Y 1 Y ,.., a _____a.---4 1 I I/P I I../ Moats? .(Coett.cient)(poe) _R. -j- Reaction •■(Coeffscient?(061 R. ,,, x MEW ' M/ ___1_x , w 0 :*-n.. 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I ,v ;�•: . . ;,r, ,: r• ,_, , , . *. . . _._.,_ 1, :4_1 _ ... . , .. .6 10,,,,,..). , i.c9/9..re ,.,_ithAe.,. ,_..,___.,__..__.., = , ' : . , � • - : . Litt:,. . . • . . ' . : :' r . . 1 : : : r • - t 33 www.hilti.us Profis Anchor 2.3.6 Company Page: 1 Specifier Project: Durham 5D2 Address Sub-Project I Pos.No.: GHRingwall Phone I Fax Date: 5/9/2013 E-Mail Specifier's comments: 1 Input data Anchor type and diameter: HIT-HY 200+Rebar A 615 Gr.40#4 Mill11111111111111■11111•1 Effective embedment depth: het,aci=4.000 in.(het,limit=-in.) Material: ASTM A 615 GR.40 Evaluation Service Report: ESR-3187 Issued I Valid: 4/1/2013 1 3/1/2014 Proof: design method ACI 318/AC308 Stand-off installation: eb=0.000 in.(no stand-off);t=0.500 in. Anchor plate: I,x 1,x t=18.000 in.x 12.000 in.x 0.500 in.;(Recommended plate thickness:not calculated) Profile: S shape(AISC);(L x W x T x FT)=3.000 in.x 2.330 in.x 0.170 in.x 0.260 in. Base material: cracked concrete,4000,fb'=4000 psi;h=7.000 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 U, 0 0 JO co t>o s, M 5 X Input data and results must be checked for agreement with the existing conditions and for plausibility! - DOnCIC A,.M.nr/n 1-moll 7IY10 NMI A/! CI DADA CMnnn WIN M n m..ieln.raA Tr-,A.a...•r4 r.f 14:1+5 An 0,...n.. 34 www.hllti.us Profis Anchor 2.3.6 Company: Page: 2 Specifier: Project: Durham 5D2 Address: Sub-Project I Pos. No.: GHRingwall Phone I Fax: Date: 5/9/2013 E-Mail: 2 Load case/Resulting anchor forces y Load case:Design loads Anchor reactions[Ib] Tension force: (+Tension,-Compression) 2 Anchor Tension force Shear force Shear force x Shear force y 1 1743 0 0 0 Tension �� 2 3492 0 0 0 x max.concrete compressive strain: -[%o] max.concrete compressive stress: -[psi] resulting tension force in(x/y)=(0.000/1.169): 5235[Ib] a1 resulting compression force in(x/y)=(0.000/0.000):0[Ib] 3 Tension load Load N.[Ib] Capacity eNn pb] Utilization pN=N,J$N„ Status Steel Strength` 3492 7800 45 OK Bond Strength** 5235 5980 88 OK Concrete Breakout Strength** 5235 7409 71 OK *anchor having the highest loading **anchor group(anchors in tension) 3.1 Steel Strength Nsa =ESR value refer to ICC-ES ESR-3187 Nsteei 2 Nua ACI 318-08 Eq. (D-1) Variables n A58,N[in 2] _ futa[psi] 1 0.20 60000 Calculations N8,[Ib] 12000 Results Nsa[ib] _ *steel m N.[Ib] N.[Ib] 12000 0.650 7800 3492 Input data and results must be checked for agreement with the existing conditions and for plausibility! DDnCIC AnM.n.I n 1"M1'!WIO IJ■.:An CI OAOA colon.. FINN le n.nn:elnrM T.nan...n.F ni 1J:1.:an crd.nnn 35 www.hilti.us Profis Anchor 2.3.6 Company: Page: 3 Specifier: Project: Durham 5D2 Address: Sub-Project I Pos.No.: GHRingwall Phone I Fax: I Date: 5/9/2013 E-Mail: 3.2 Bond Strength Nag =(ANNao)lIed,Na 111g,Na Wec,Na.f1p,Na Nao ICC-ES AC308 Eq.(D-16b) $Nag a NIIa ACI 318-08 Eq.(D-1) AN. =see ICC-ES AC308,Part D.5.3.7 ANac =spr,Na ICC-ES AC308 Eq.(D-16c) Scr Na =20d Tk,uncr 5 3 h e t ICC-ES AC308 Eq.(D-16d) 1450 Cu,Na =ScrNa ICC-ES AC308 Eq.(D-16e) 2 Wed,Na =0.7+0.3(Ca'min)5 1.0 ICC-ES AC308 Eq.(D-16m) ccrNa 05 liIg,Na =liIg,NaO+ [(1-) '(1 -IIIg,Na0),2 1.0 Scr,Na ICC-ES AC308 Eq.(D-16g) .CC 15 tyg,Na0 =Vfl-[(Yn-1)• ( Tk,c ) ,2 1.0 ICC-ES AC308 Eq.(D-16h) Tk.max,c k �h f ICC-ES AC308 Eq.(D-16i) c Tk,max.c=n d et• c 1 41ec,Na = (1 + 2(3'1,, )<_1.0 ICC-ES AC308 Eq.(D-16j) Scr,Na wpNa =MAX(Ca,min CcrNa)5 1.0 ICC-ES AC308 Eq.(D-16p) ` Cac Cac Na0 =Tk,c.Kbond•1t•d-het ICC-ES AC308 Eq.(D-16f) Variables 1 1 Tk,c,uncr[psi] (lard,.[in.] het[in.] ca,min[in.] Sang[in.] n Tk,c[psi] 1662 0.500 4.000 9.000 7.000 2 1051 kc fc[psi] ec1,N[in.] ec2,N[in.] Cac[in.] Kbond 17 4000 0.000 1.169 8.659 1.00 Calculations 1 Scr,Na[in.] CcrNa[in.]1 A ANa[in.2] ANaO Iin. ]2 l4Iad,Na Tk,max[psi] 10.705 5.352 189.52 114.59 1.000 1369 Wg,Nao klig,Na 1yec1,Na _ 1LIec2.Na Yp,Na Nao[lb] 1.135 1.026 1.000 0.821 1.000 6606 Results Nag[Ib] •bond $Nag[lb] Naa[lb] 9199 0.650 5980 5235 Input data and results must be checked for agreement with the existing conditions and for plausibility! ODl1CIC An..1....i..\7/1!1'1 7/1!10 IJIIII nn CI OA OA CN.nnn 14111.1 in�mninln.e.A T.•..Inn.n.4 M Willi An CN.nnn 36 www.hilti.us Profis Anchor 2.3.6 Company: Page: 4 Specifier: Project: Durham 5D2 Address: Sub-Project I Pos.No.: GHRingwall Phone I Fax: I Date: 5/9/2013 E-Mail: 3.3 Concrete Breakout Strength Ncbg = ( )''ec,N Wed,N Wc.N ll/cp.N Nb ACI 318-08 Eq.(D-5) 4,Ncbg z N. ACI 318-08 Eq.(D-1) ANc see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) ANco =9 hef ACI 318-08 Eq.(D-6) 1 y,ecN 1 2 eN 5 1.0 ACI 318-08 Eq.(D-9) +3 her Wed.N =0.7+0.3(15Ca.minh )5 1.0 ACI 318-08 Eq.(D-11) et Wcp.N =MAX(Ca,min 1,5he})s 1.0 ACI 318-08 Eq.(D-13) Cac ' cac Nb =kc A A h 5 ACI 318-08 Eq.(D-7) Variables het[in.] ect,N[in.] ec,N[In.] . — - Can[in.] Wc,N 4.000 0.000 1.169 9.000 1.000 ca,[in.] kc x fc[psi] 8.659 17 1 4000 Calculations – _ ANc[In.z] ANcO[in.2] Wec1,N ylec2,N Wed,N WcP.N Nb[lb] 228.00 144.00 1.000 0.837 1.000 1.000 8601 Results Nog[lb] concrete $Ncbg[lb] Nua[lb] 11398 0.650 7409 5235 --- — --- -------__.__--- Input data and results must be checked for agreement with the existing conditions and for plausibility) oonCIC Ann....1,.1 WWII II1r1O 1411.1 An Cl OAOA C,4.nn.. 1411141.......I....mA.1.....1.....1...16.111.1 AC Qnl....... 37 www.hilti.us Profis Anchor 2.3.6 Company: Page: 5 Specifier: Project: Durham 5D2 Address: Sub-Project I Pos.No.: GHRingwall Phone I Fax: Date: 5/9/2013 E-Mail: 4 Shear load Load V.[Ib] Capacity 41I„[Ib] Utilization pv=Vv 4V„ 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 A' N/A N/A N/A N/A anchor having the highest loading **anchor group(relevant anchors) 5 Warnings • To avoid failure of the anchor plate the required thickness can be calculated in PROFIS Anchor. 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! • Condition A applies when supplementary reinforcement is used.The 1 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 present version of the software does not account for adhesive anchor special design provisions corresponding to overhead applications. Refer to the ICC-ES Evaluation Service Report(e.g.section 4.1.1 of the ICC-ESR 2322)for details. • Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI318 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! oorlcic Annhn.!n "11111 111110 uati A/_ CI OAOA QN.nnn WIN inn.nn:.•nmA r...A...w...L..r ulA A q CM.nn.. 38 www.hilti.us Profis Anchor 2.3.6 Company: Page: 6 Specifier: Project: Durham 5D2 Address: Sub-Project I Pos. No.: GHRingwall Phone I Fax: i Date: 5/9/2013 E-Mail: 6 Installation data Anchor plate,steel:- Anchor type and diameter: HIT-HY 200+Rebar A 615 Gr.40,#4 Profile:S shape(AISC);3.000 x 2.330 x 0.170 x 0.260 in. Installation torque:-0.009 in.lb Hole diameter in the fixture:cif=0.500 in. Hole diameter in the base material:0.625 in. Plate thickness(input):0.500 in. Hole depth in the base material:4.000 in. Recommended plate thickness:not calculated Minimum thickness of the base material:5.250 in. Cleaning:Premium cleaning of the drilled hole is required y 9.000 9.000 S I + ! 2 0' 0 cam, rw 0 8 9.000 9.000 ♦ . Coordinates Anchor in. Anchor x y c., c,x c_y c., 1 0.000 -3.500 9.000 9.000 - - 2 0.000 3.500 9.000 9.000 - - Input data and results must be checked for agreement with the existing conditions and for plausibility! OOr1CIC Annkni./..1')lint 7r1110 LAM Art CI OAOA Cnknn., Nat in n rnnininrnA TMA.wnn.L M 14111 An C.J...nn 39 www.hiki.us Profis Anchor 2.3.6 Company: Page: 7 Specifier: Project: Durham 5D2 Address: Sub-Project I Pos. No.: GHRingwall Phone I Fax: I Date: 5/9/2013 E-Mail: 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 for plausibility! ooncIc AnnM./.. •/Mn rifle Yi1N AR Cl GAGA Q 4,..,., 4l N.i i,n.....:.......d r....1........1.of 14.:An cr.honn HILL. Job No. 223 1 AM* Sheet No. Job Name -•t .944Y','M Date (oj Subject C I Computed By ,j,113L<' ' ,/::‘�JO 1- /`d Ii ¶ f 7101'33 Checked By } L f t\ti^,, 1 (4-tit iPE9SURE,4. +.)':►IW'?•. C 7.0.Sr 11$ IS IS t CE ;VAC UJt� t'z r�°3L E IS 20 , ;r Etc;J) s PAZE z' 2 ' $a,L L ') 1 3 0f,Tae!T L16 rF I.' ii? 74 21- lr,a0 . �, Job No 422389 Sheet No. MISC 2 Job Name ►?#10 ty' Date 6/470, 3 Subject C I Computed By ).k:1(.6774 f ud 4:;I NL r -Ait AK, I‘t-) Checked By e►gj t 11 t-0 IND1 • LopiLt.. Hhg sESVAS cesiktl.LS ¶i .t'n\k.t \NtO 113 - w►LL typpol MOM E,NT TO wn LL 1n.1 141 nttit A izE P6R ne ETC4#. Loot.) to cift. Co, • x ' &11 Mt t 1001sF 3kiamS= 61.4. Per L 1. s I2 " cmu & p s (msume f t1' L = G.9) Sabi P [ pF it s i r F t E L E(on iC H L RAC1 rr.'� Di x 600,12,IF x 1 1'xL' ) t f x 1_21\.1 (4eTtF II 11 ' n GA x3 L 14. 4 rt LL a Vett F 1 .8 K - m = 14v)Lt iC, ):4S' - 2% 14-FT 1 tovrct uT 0 J OR ro zt 4.2 • rT • Job No 422389 1440 CH2MH I LL. MISC 3 4111110, Sheet No Job Name Date Subject Computed By Checked By '..•1,)&, CuiL e -T-sz\s 10' x 9 ' ItY) I , , r - ir ^.7 LI- 306 t < tL 27.0 LL rnt - • • • • 2..3 Y \ K • CH2MHILL. Job No MISC 4 Sheet No. MISC 4 � �+ 1) Job Name ��/ y� R 4 rf Date ( ] I'. 3 Subject L Cf Computed By • fi t- rate tk3 Pike PENt7R4I7GJ Checked By el Ui rn rr, • 1 hi ITS. rtomtpsT 1f outUy 1° .T.�.,�_�' rJt ► 11\1 rilia6k_F-T (Sot LoA fJ►N2) pttt ri1JhetPT CC,R8€1.. t'YDr tt'JT.$ /r.e* te.t. Q) o,k : Di 4, 4 11;15i4- Ti 1 4ai. -.ri- . 4 .Li 14 ` 0. rAv 7-- 'MO f r .2 t }t4,(W4Os) c 1-2 ({i 2 x-* jt 1.(41.41,4- / .. 3.4tk-"-;) rnu =24-SK- TT - 1.0f;11- PRo vti 'E 2' Ti4lex , * .$e t©" V14, T — Coat 1 LL etyr vow! %ts t. 4,1; ;o Cot ex * $; 200 yE110- to 4,, ,0v4) • . . t ip:. 7 2.. p k0.- Tic ?_; E*. tT4.e. . :'inpfX fly mam ft1T` rtpu1QA C60;-!IT {O t•.tC-., . i t 54 K- (SOIL t.ortoo,►JE,:) . 1 Lar • 1..In cEt\T' CoRg44 . Iryin .s lec^'Riit yy):, = O t 44 4 L = 54a K' 'F'f t Co )4-FT t x- rr IT v - }.2 t t•co eS,$ K-f, 41 or-r'*1 v 4. 0 rou _i wfT- ..aaY'. "J 1. Job ob No. MISC 5 111110** Sheet No. Job!tea LO R 44 fl_M Date Subject LC 1 Computed By "-'1,; 1,, ::1,f •1 PA--1 •:,-1 Checked By . . k . : AN t L L • •L �110Lr"' 1. 1 . . . . . . , ;!bait; ,a,hal ` ! " ' a'_�r -. 1 - • . _ y - . • I-. ky Eft F. , • i,V1 . . - . , 1 \ i ' ' : -. 1 ` J: a :1• . „. • • • f j•1` . • \ '\. . f. ..• • j' 1114 e l'it... 'kf./i4:i. ,:1"ti,11: fS . . • J.Pollette/CVO CH2M HILL 422389 \'Midway\Groups\Structural\J Pollette\Durham\DC1 Pipe Penetration Wall Panel rK Summary Report M I S C 6 Service Cases: 1) Soil+Surcharge Factored Cases: 2) 1.6H 1.6*(1) A 15 ft, ► X 24ft Thickness =2 ft Concrete (F'c= 4 ksi) Mesh =48 x 30 E = 519120 Ksf v = 0.17000 ./= 0.15000 Kift^3 Max Value Location (x,y) Load Case Min Value Location (x,y) Load Case Displacement 0 ft (0 ft,14 ft) 1.6H -0.00042 ft (10.500 ft,7 ft) 1.6H Shear-X 6.1976 K/ft (24 ft,6.5000 ft) 1.6H -4.0638 K/ft (0 ft,6.5000 ft) 1.61-I Shear-Y 5.7673 K/ft (10 ft,15 ft) 1.6H -9.0804 K/ft (11.500 ft,0 ft) 1.61-I Moment-X 4.8086 ft-K/f (6 ft,5.5000 ft) 1.6H -11.495 ft-K/ft (24 ft,6.5000 ft) 1.6H Moment -Y 9.1666 ft-10 (6.5000 ft,4.5000 ft; 1.6H -18.906 ft-K/fi (11.500 ft,0 ft) 1.6H AnalysisGroup 3.5 www.iesweb.com Jun 5.2013 11:30 AM p 1 J.Pollette/CVO CH2M HILL Service Case Results 422389 PMidway\Groups\Structural\J Pollette1 Durham 1DC1 Pipe Penetration Wall Panel.rj r A i c n 7 ilik AIL IV' Jl.i r Value Location (x,Y)(ft) Displacement(• 0 ft (0,14) III Displacement(. -0.00026 ft (10.500,7) Shear-X(+) 3.8735 K/ft (24,6.5000) Shear-X(-) -2.5399 K/fl (0,6.5000) Shear-Y(+) 3.6046 K/ft (10,15) Shear-Y(-) -5.6752 K/fl (11.500,0) Moment-X(+) 3.0054 ft-Kt (6,5.5000) Moment-X(-) -7.1841 ft-K (24,6.5000) Moment-Y 5.7291 ft-Kt (6.5000,4.50( Moment-Y -11.816 ft-K (11.500,0) I Edge Shear Moment Stress K K-ft Ksf Top 60.555 -158.938 -9.934 Bottorr 106.621 210.911 13.18; Right 35.028 68.809 6.881 Left 19.284 -0.523 -0.052 Deflection (ft) - Soil+Surcharge CH2M HILL \\Midway\Groups\Structural\J Pollette\Durham\DC1 Pipe Penetration Wall Panel.rpl AnalysisGroup 3.5 J.Pollette/CVO Jun 5,2013 11:30 AM 0.00005 I 14 -0.00000 12 -0.00005 10 1 -0.00010 8 . 111111_ E ., -0.00015 6 .au .• -0.00020 4 0awl -0.00025 2 -0.00030 0 2 4 6 8 10 12 14 16 18 20 22 24 (n) f,'AnalysisGroup 3 5 www iesweb corn Jun 5,2013 11.30 AM p.2 J.Pollette/CVO CH2M HILL Service Case Results 422389 \Yviidway\Groups\Structural\J Pollette\Durham\DCI Pipe Penetration Wall Panel n i1'c C 8 Soil+Surcharge t1/I J U Moment-x(ft-K/ft)-Soil+Surcharge Mornent'y(ft-Kitt) Soil+Surcharge CH2M HILL \\MidwaysGroups\Structural\I Follette\Durham\DC1 Pipe Penetration Well Panel.rpl AnalyslsGroup 3.5 ,C■1216 a112.cl+o t� /��"°"v::5.�•°...�c e!•.r�..n.•-:n:��.-«�«i w.,c.,�i,p °ns loll tl to nM 1 Pollette/CVO len 5,2013 1130 AM 4.5wal _ -, "111111%.4.4.-__ -.....10111111111F- _Alike illehlMon..--;1 .......irrili um a4e7s 3.1840 10 ll� n6 2 54]2 1.2]36 4aa00 0.0000 a MEM .. 1 e 0865 - j 0 _■- . . --q 840 .� 6x5 LM rw 1• 0 S In It 30 07720 I 1111 illMI anl0 ,.. 844110 r - /1.M10.11114111NM Nall �� re 8650 � '. •12 0615 Location of new penetrations Shear-x(K/ft)-Soil+Surcharge Shear-y(K/ft)-Soil+Surcharge CH2M HILL \\Midway\Groups\Structurahl Pollette\Durham\DC1 Pipe Penetration Well Panel.rpl AnalysisGroup 3.5 CH2M HILL \\Midwey\Groups\StrunureI\)Follette\Durham\DC1 Pipe Penetration Well Panel.rpl AnalysisGroup 3.5 1.Pollette/CVO Jun 5,2013 1130AM 1.Pollette/CVO Jun S.2013 11.30 AM _ 0_ f 14 4.0080 4.0593 Ilk 3.60]2 13 � _ 3. 4794 12 '-)is. ATP 2.8056 2.31% 9{-°- �, 2.0040 _ 18 I-_W A 1.1594 18 � �r 0.4008 't II IL �� -0.0000 'T 0.1008 4 .2.31% 6 -1.1598 a.aoos 4 a -1.2024 .• -3.4794 1 2 2 -2.0080 1 -4.6392 • 0 L __L.J-1_. 0 2.8056 0 5 10 ... S'�% 0 S 10 15 20 (h) ell AnalysisGroup 3.5 www iesweb corn Jun 5,2013 11.30 AM p.3 J.Pollette/CVO CH2M HILL Factored Case Results 422389 1Wlidway\Groups\Structural\J Pollette\Durham\DC1 Pipe Penetration Wall Panel MISC 9 iiimmiL 1.6H Value Location OW)(ft) 1.600 * Soil+Surcharge Displacement(• 0 ft (0,14) Displacement(• -0.00042 ft (10.500,7) Shear-X(+) 6.1976 K/ft (24,6.5000) Shear-X(-) -4.0638 K/fl (0,6.5000) Shear-Y(+) 5.7673 K/ft (10,15) Shear-Y(-) -9.0804 K/fl (11.500,0) Moment-X(+) 4.8086 ft-K (6,5.5000) Moment-X(-) -11.495 ft-K (24,6.5000) Moment-Y 9.1666 ft-KI (6.5000,4.50C Moment-Y -18.906 ft-K (11.500,0) Edge Shear j Moment Stress K K-ft Ksf Top 96.888 -254.301 -15.894 Bottom 170.59 337.458 21.091 Right 56.045 110.094 11.009 Left 30.855 -0.836 -0.084 Deflection (ft) - 1.6H CH2M HILL \\Midway\Groups\Structural\J Pollette\Durham\DC1 Pipe Penetration Wall Panel.rpl AnalysisGroup 3.5 J.Pollette/CVO Jun 5,2013 11:30 AM 0.00000 I 14 -0-00005 -0.00010 30 im 0.00015 IIIIIIIIIIIIII Ilk -0.00020 8 41111111111111.1 BINWHIMINAIIII I, � -0.00025 6 P- -0-00030 ` f r -0.00035 -0.00040 2 min mum 0 -0.00045 0 2 4 6 8 10 12 14 16 18 20 22 24 (ft) Ai AnalysisGroup 3.5 www.iesweb.com Jun 5.2013 11:30 AM p.4 J.Pollette/CVO CH2M HILL Factored Case Results 422389 \Wlidway\Groups 1 Structural\J Pollette\Durham1DC1 Pipe Penetration Wall Panel.rK M I SC 10 1.6H Moment-x(ft-K/ft)-1.6H Moment-9(ft-KM)-1.614 CH2M HILL \\Midway\Groups\StructureI\J Pollette\Durham\DC1 Pipe Penetration Wall Panel I AnalysisGroup 3.5 CM.a MU \\arldwry\GagARrvmaYV PYIanY.W4�am\pCl Rp PwxbPaen Wall PPnPI.rq Me,n,41.30 12 rpl P 0MMU un S.N13sLoa,4M 1.Pollette/CVO Jun 5,2013 1130 AM 160276 ..... awn 5 MSS liuuuuiiIii 16 AI - 170,4 3.1465 NM 6.6736 ,�.. � ...� 12 3. 2.0376 10 • EEl0 4)4 .11ilil.-E _ oslo -6.1136 4 -0.1312 2 1 I Mk a 2s •I0 1890 _MMM P t„e IIIL = 12.2268 ° rz zers ���■�� • 0 5 0 20 3ale6rbl�l6r.,reru,r ,.'^ A o Shear-x(K/ft)-1.6H Shear-y(K/ft)-1.6H CH2M HILL \\Midway\Groups\Strutturan1 Pollette\Durham\DC1 Pipe Penetration Wall Panel.WI AnalysinGroup 35 CHIM HILL \\Midway\Groups\Struaural\1 Pollette\Durham\DC1 Pipe Penetration Wall Panel rpl AnalyooGroup 3.5 1 Pollette/CVO Jun 5,2013 11:30 AM 1.Pollette/CVO Jun 5,2013 11 30 AM l4 14 = 4 6.1130 - 6.4953 t A. 5.7717 111 12 _ 5.5674 12 4.4891 10 3.7116 10 118` ..MAIM IF f 3.2065 8 1- 1.0550 8 ��-� 1.9239 'r A- 0.0000 t 0.6413 6 � '' -1.8558 6 0 All .6413 4 .3.]116 r 4 -1.9239 1 1 -5.56]4 2 -3.2065 �. -7A232 g 11 0 M _1 J I__I l l I.. l___ _.L.1. 0 4.4891 0 5 1 -9.2790 0 5 10 13 20 if it"AnalysisGroup 3.5 www.iesweb.corn Jun 5.2013 11:30 AM P.5 rn c0 c) U U) NOMINAL BENDING MOMENTS USING AC1318, STRENGTH DESIGN WALL THICKNESS = 24 inches EQUIVALENT EQUIV.WALL HT fc = 4000 psi CANTILEVER WALL (PINNED @ TOP& Fy= 60 ksi HEIGHT(FT) FOR FIXED @ BASE)FOR COVER= 2.00 inches MOMENT EQUAL MOMENT EQUAL TO M @ outer bars TO M @ outer bars IBAR SIZEISPACING As dc a c c/dt c/dt PHI PHI d p PHIMn, k-ft/ft g= I g= g = g = # inches in2/ft inches in/ft in/ft outer inner outer inner outer bars inner bars % outer bars inner bars 62.4 pcf. 90 pcf 62.4 pcf 90 pcf 4 12 0.20 2.25 0.294 0.346 0.016 0.016 0.90 0.90 21.75 21.25 0.0008 19.44 18.99 12.3 10.9 16.7 14.8 5 12 0.31 2.31 0.456 0.536 0.024 0.025 0.90 0.90 21.69 21.06 0.0012 29.94 29.06 14.2 12.6 19.2 17.0 6 12 0.44 2.38 0.647 0.761 0.035 0.036 0.90 0.90 21.63 20.88 0.0018 42.18 40.69 15.9 14.1 21.6 19.1 7 12 0.60 2.44 0.882 1.038 0.047 0.049 0.90 0.90 21.56 20.69 0.0024 57.03 54.67 17.6 15.6 23.9 X11.1 8 20 0.474 2.50 0.697 0.820 0.037 0.039 0.90 0.90 21.50 20.50 0.0019 45.12 42.98 16.3 14.4 22.1 19.5 9 12 1.00 2.56 1.471 1.730 0.079 0.083 0.90 0.90 21.44 20.31 0.0041 93.16 88.10 20.7 18.3 28.1 24.9 10 12 1.27 2.63 1.868 2.197 0.100 0.106 0.90 0.90 21.38 20.13 0.0053 116.82 109.68 22.3 19.8 30.3 26.8 11 12 1.56 2.69 2.294 2.699 0.123 0.131 0.90 0.90 21.31 19.94 0.0065 141.56 131.91 23.8 21.1 32.3 28.6 4 6 0.40 2.25 0.588 0.692 0.031 0.032 0.90 0.90 21.75 21.25 0.0016 38.62 37.72 15.4 13.7 21.0 18.5 5 6 0.62 2.31 0.912 1.073 0.049 0.050 0.90 0.90 21.69 21.06 0.0025 59.24 57.49 17.8 15.8 24.2 21.4 6 6 0.88 2.38 1.294 1.522 0.069 0.072 0.90 0.90 21.63 20.88 0.0035 83.07 80.10 19.9 17.6 27.0 23.9 7 6 1.20 2.44 1.765 2.076 0.094 0.098 0.90 0.90 21.56 20 69 0.0048 111.67 106.95 22.0 19.5 29.8 26.4 8 6 1.58 2.50 2.324 2.734 0.124 0.130 0.90 0.90 21.50 20.50 0.0064 144.60 137.49 24.0 21.2 32.5 28.8 9 6 2.00 2.56 2.941 3.460 0.157 0.166 0.90 0.90 21.44 20.31 0.0082 179.70 169.58 25.8 22.8 35.0 30.9 10 6 2.54 2.63 3.735 4.394 0.200 0.212 0.90 0.90 21.38 20.13 0.0105 222.97 208.68 27.7 24.5 37.6 33.3 11 6 3.12 2.69 4.588 5.398 0.245 0.262 0.90 0.90 21.31 19.94 0.0130 267.02 247.71 29.4 26.0 39.9 35.3 ACI 350 Strength and Allowable Moment Capacity.xls 1 of 1 6/5/2013 0) 00 c U or) N C) CN( NOMINAL BENDING MOMENTS USING ACI318,STRENGTH DESIGN WALL THICKNESS= 24 inches EQUIVALENT EQUIV. WALL HT Pc= 4000 psi CANTILEVER WALL (PINNED©TOP& Fy= 60 ksi HEIGHT(FT) FOR FIXED @ BASE)FOR COVER= 2.00 inches MOMENT EQUAL MOMENT EQUAL TO M(81 outer bars TO M(t outer bars BAR SIZE SPACING As dc a c c/dt c/dt PHI PHI d p PHIMn, k-fUft g= g= g = g= # inches in2/ft inches in/ft in/ft outer inner outer inner outer bars inner bars % outer bars inner bars 62.4 pcf 90 pcf 62.4 pcf 90 pcf 4 12 0.20 2.25 0.294 0.346 0.016 0.016 090 0.90 21.75 21.25 0.0008 19.44 18.99 12.3 10.9 16.7 14.8 5 12 0.31 2.31 0.456 0.536 0.024 0.025 0.90 0.90 21.69 21.06 0.0012 29.94 29.06 14.2 12.6 19.2 17.0 6 12 0.44 2.38 0.647 0.761 0.035 0.036 0.90 0.90 21.63 20.88 0.0018 42.18 40.69 15.9 14.1 21.6 19.1 7 12 0.60 2.44 0.882 1.038 0.047 0.049 0.90 0.90 21.56 20.69 0.0024 57.03 54.67 17.6 15.6 23.9 21.1 8 10 0.948 2.50 1.394 1.640 0.075 0.078 0 90 0.90 21.50 20.50 0 0039 88.75 84 48 20 4 18.0 27.6 24.5 9 12 1.00 2.56 1.471 1.730 0.079 0.083 0.90 0.90 21.44 20.31 0.0041 93.16 88.10 20.7 18.3 28.1 24.9 10 12 1 27 2.63 1.868 2.197 0.100 0.106 0.90 0.90 21.38 20.13 0 0053 116.82 109.68 22.3 19.8 30.3 26.8 11 12 1.56 2.69 2.294 2.699 0.123 0.131 0.90 0.90 21.31 19.94 0 0065 141.56 131.91 23.8 21.1 32.3 28.6 4 6 0 40 2.25 0.588 0.692 0.031 0.032 0 90 0.90 21.75 21.25 0.0016 38.62 37.72 15.4 13.7 21.0 18.5 5 6 0.62 2.31 0.912 1.073 0.049 0.050 0.90 0.90 21.69 21.06 0.0025 59.24 57.49 17.8 15.8 24.2 21.4 6 6 0.88 2.38 1.294 1.522 0.069 0.072 0.90 0.90 21.63 20.88 0.0035 83.07 80.10 19.9 17.6 27.0 23.9 7 6 1 20 2.44 1.765 2.076 0.094 0.098 0.90 0.90 21.56 20.69 0.0048 111.67 106.95 22.0 19.5 29.8 26.4 8 6 1.58 2.50 2.324 2.734 0.124 0.130 0.90 0.90 21.50 20.50 0.0064 144.60 137.49 24.0 21.2 32.5 28.8 9 6 2.00 2.56 2.941 3.460 0.157 0166 0.90 0.90 21,44 20.31 0.0082 179.70 169.58 25.8 22.8 35.0 30.9 10 6 2.54 2.63 3.735 4.394 0.200 0.212 0.90 0.90 21.38 20.13 0.0105 222.97 208 68 27.7 24.5 37.6 33 3 11 6 3 12 2.69 4.588 5 398 0.245 0.262 0.90 0.90 21.31 19.94 0.0130 267.02 247.71 29.4 26.0 39.9 35.3 ACI 350 Strength and Allowable Moment Capacity.xls 1 of 1 6/5/2013 0 cLL Job No 422389 Sheet No. MISC 13 411/111! Job Name Date Subject LC C 1 ')!VE U f,!0-0.11001 4 . Computed By Checked By ! i 4 8} i I . - - . 1 1 . ! b- 1; . . . _.-- . -i -, - - — - } 1 # IMF" t( ,. . , V • t lI''�r(►►�;;FF�ss:\\" y ' s f�'�, • { c e-.. 17 _ ' 4r 4--t-t ., 1. 1. r :1 1,&III f: ^1 -et-4 3- ±/ .-- l.. c• .,.. 1 • :. � 1 7 !- } • , # I - , , . ; _ l�.1 •a- _•.'; ' I.F., �� , , a ;• , is J. . .T+,�'i. 1 1 n 1 - '. ' + .._,r Itc . - . _ t. t 'fia RE, : .. ' ; ; I : ! . ; : ,. ; . ._ 3 _ :i I T^; • Y :. i 1 J.Pollette/CVO 422389 CH2M HILL \Midway\Groups\Structural\J Pollette\Durham\DC2 Pipe Penetration Wall Panel.rr Summary Report M I SC 14 Service Cases: 1) Soil+Surcharge Factored Cases: 2) 1.6H 1.6*(1) L 17 ft X 30 ft Thickness = 1.3330 ft Concrete(F'c=4 ksi) Mesh = 60 x 34 E = 519120 Ksf v = 0.17000 y= 0.15000 Kift^3 Max Value Location (x,y) Load Case Min Value Location (x,y) Load Case Displacement 0 ft (30 ft,17 ft) 1.6H -0.00341 ft (16.500 ft,9.5000 ft 1.6H Shear-X 11.734 K/ft (3.5000 ft,17 ft) 1.6H -15.865 K/ft (28.500 ft,17 ft) 1.6H Shear-Y 13.433 K/ft (30 ft,3.5000 ft) 1.6H -15.723 K/ft (30 ft,15.500 ft) 1.6H Moment-X 6.5667 ft-K/f (24.500 ft,9 ft) 1.6H -19.945 ft-K/f (0 ft,9.5000 ft) 1.6H Moment-Y 15.172 ft-K/f (.16.500 ft,9.5000 ft 1.6H -32.033 ft-K/f (16.500 ft,0 ft) 1.6H �'AnalysisGroup 3 5 www iesweb corn Jun 5,2013 12:02 PM p 1 J.Pollette/CVO CH2M HILL Service Case Results 422389 tlaidway\Groups\Structural\J Pollette\DurhamIDC2 Pipe Penetration Wall Panel.rr MISC 15 Soil+Surcharge Mak Value Location (x,Y)(ft) Displacement(- 0 ft (30,17) Displacement(• -0.00213 ft '(16.500,9.50( Shear-X(+) 7.3340 K/ft (3.5000,17) -0.20000 Ksf -0.20000 Ks Shear-X(-) -9.9159 K/fl (28.500,17) Shear-Y(+) 8.3957 K/ft (30,3.5000) Shear-Y(-) -9.8270 K/fl (30,15.500) Moment-X(+) 4.1042 ft-I0 (24.500,9) Moment-X(-) -12.466 ft-K (0,9.5000) Moment-Y 9.4824 ft-Ki (16.500,9.50( Moment-Y -20.020 ft-K (16.500,0) f Edge Shear Moment Stress K K-ft Ksf Top 48.842 -0.191 -0.021 Bottorr 171.271 431.138 48.527 Right 27.188 0.275 0.055 Left 53.526 -130.976 -26.01E Deflection (ft) - Soil+Surcharge CH2M HILL \\Midway\Groups\Structural\J Pollette\Durham\DC2 Pipe Penetration Wall Panel.rpl AnalysisGroup 3.5 J. Pollette/CVO Jun 5,2013 12:02 PM V 16 0.0000 Ae ' I_ -0.0001 • -0.0002 14 -0.0003 -0.0004 -0.0005 12 -' -0.0006 I FAA.- 0.0007 10 -0.0008 -1111 . -0.0009 -0.0010 "g - -G- -0.0011 -0.0012 -0.0013 6 -0.0014 -0.0015 -0.0016 4 ��~���r -0.0017 -0.0018 _��� -0.0019 2 -0.0020 -0.0021 -0.0022 0 5 10 15 20 25 30 (ft) f,,,'AnalysisGroup 3.5 www iesweb com Jun 5.2013 12:02 PM p.2 J.PoIlette/CVO CH2M HILL Service Case Results 422389 Midway 1Groups\Structural\J PoIlette\Durham\DC2 Pipe Penetration Wall Panels); M I S C 16 Soil+Surcharge Moment-x(ft-K/ft)-soil+surcharge Moment-y(ft-K/ft)-Soil+Surcharge CH2M HILL \\Midway\Groups\SlructuraIV PoIlette\Durham\DC2 Pee Penetration Wall Panel.rpl AnalysisGroup 3.5 CH2M HILL \\Midway\Groups\StructuraN Pollette\Durham\DC2 Pipe Penetration Wall Panel rpl AnalysisGroup 35 1.Pollette/CVO Jun 5 2013 12:02 PM 1 P888/COO 1I Joe 5,2013 12.02 PM lr1r J 11.0634 9.2195 . 7.3756 lir 16-17-• ' 5.5317 x.1124 14 - . 3.6878 3.1068® 12 I 1.8439 1.0356 1' l0 -0.0000 1.03% . 3.1065 -- a ___ -1.8439 Y 3.6878 7 5.1]90 6 - - - -- -5.5317 7.2492 -7.3756 •9.32x4 2 _ _. _ _---- - - -9.2195 11.3916 - 0 -1 I t I 1 . 1 1 l 1 1 1 t 1 1 1 1 , 1 . 1 -12.0,34 4 13.4628 0 10 is 30 -12.9073 13s -14.7512 ,,.,, -16.5951 • '� �Op�.�.nrt�pl� -18.4390 "Sir -20.1819 0 5 10 15 20 25 30 lot) Moments around openings are nominal under applied loading with penetrations. Wall is ok with new penetrations for piping. Shear-s(K/ft)-Soil+Surcharge Shear-y(K/ft)-Soil+Surcharge CH2M HILL \\Midway\Groups\Strut lwalV PUllette\DUrham\DC2 Pipe Penetration Wall Panel rpl AnalysisGroup 35 CH2M HILL \\Midway\Groups\StructuraN Pollette\Durham\DC2 Pipe Penetration Wall Panel rpl AnalysisGroup 3.5 I.Pollette/CV0 Jun 5,2013 1202 PM 1 Pollette/CVO Jun 5,2013 1202 PM 16 "."9991.......w+re.rrNeMl rte-- ■ - IE1111111111'Mr 16 )546] la 9.1112 11 ------ 6.4686 III 12_ _-- 79723 12 r 13114 10 �=__- 56945 10 - t 0.0002 = 8 _- - - _-IIM 31369 L 8 0.0000 -_ 1.1369 -2.1562 6 � 3 416] 6 -431N 4 _-. 4 --- 1 6.4686 r -5.6915 2 1 -8.6 1 4 8 P. L . I l l 1 , 1 4 1 1 ,1 5..1.l._..-.IL_J_L L 0 0 1.... 1.. -107810 10 2501 30 o 15 20 25 30 /t) !;AnalysisGroup 3.5 www.iesweb.com Jun 5,2013 12.02 PM p.3 J.Pollette/CVO CH2M HILL Factored Case Results 422389 \Wlidway\Groups\Structural\J Pollette\Durham\DC2 Pipe Penetration Wall Panel.ri M I S C 17 1.6H -i Value Location (x,Y)(ft) 1.600 * Soil+Surcharge Displacement( 0 ft (30,17) Displacement(. -0.00341 ft (16.500,9.50C Shear-X(+) 11.734 K/ft (3.5000,17) Shear-X(-) -15.865 K/fl (28.500,17)_ Shear-Y(+) 13.433 K/ft (30,3.5000) Shear-Y(-) -15.723 K/fl (30,15.500) Moment-X(+) 6.5667 ft-K, (24.500,9) Moment-X(-) -19.945 ft-K (0,9.5000) Moment-Y 15.172 ft-KI (16.500,9.50C Moment-Y -32.033 ft-K (16.500,0) Edge Shear Moment Stress K K-ft Ksf Top 78.147 -0.305 -0.034 Bottorr 274.03E 689.821 77.644 Right 43.501 0.441 0.088 Left 85.641 -209.562 -41.62: Deflection (ft) - 1.6H CH2M HILL \\Midway\Groups\Structural\J Pol'ette\Durham\DC2 Pipe Penetration Wall Panel.rpl AnalysisGroup 3.5 J. Pollette/CVO Jun 5,2013 12:02 PM 16 0.0000 0.0002 14 Win .n� �� _ _ '14 -0.0004 -0.0006 -0.0008 12 0.0010 IMF 1 1 -0.0012 10 -0.0014 -0.0016 -0.0018 t r.8 -0.0020 -0.0022 6 r+. -0.0024 -0.0026 4 0.0028 -0.0030 2 -0.0032111im�� -0.0034 -0.0036 0 0 5 10 15 20 25 30 (ft) AnalysisGroup 3.5 www.iesweb.com Jun 5,2013 12:02 PM p.4 i�♦ J.PollettelCVO Factored Case Results 422389 CH2M HILL \Wlidway\Groups\Structural\J Pollette\Durham\DC2 Pipe Penetration Wall Panel rF M I SC 18 1.6H Moment-x(ft-K/ft)-1.6H Moment-y(ft-K/ft)-1.6H CH2M HILL \\Midway\Groups\StrorturaN Pollette\Durham\DC2 Pipe Penetration Wall Panel rpl AnalyssGroup?5 CH2M HILL \\Midway\Groups\Structural\)Pollette\Durham\DC2 Pipe Penetration Wall Panel rpl AnalysisGroup 3.5 1.Pollette/CVO Jun 5.2013 12.02 PM J Pollette/CVO Jun 5,2013 12:02 PM 16 17.7012 14.7510 14 11.0006 - 16 -. ._. 0.0506 12 t 66276 14 - 5.9004 I 4.9707 12 2.9502 I 16569 III 10 10 - 0.0000 -16549 >? . -2.9502 -4.9707 g -_-_. 2 -5.9004 8 :•. - -62245 6 -8.8506 -115983 4 -14.9121 -11.6008 6 ---- -14.7510 -18.2259 - ' . 0 -1 1 1 1 I l i a 1 1 1 1 1 2 1 1 4 1 1 1 ! t i t -17.1012 -21 5357 4 0 s 10 30 -20.6514 .. -23.6016 ■_. -26.5518 -r ■ 29.5020 ■ 32.4522 0 5 10 15 20 25 30 (ft) Shear-x(K/ft)-1.6H Shear-y(K/ft)-1.6H CH2M HILL \\Midway\Groups\Structural\)Pollette\Durham\DC2 Pipe Penetration Wall Panel rpl AnalysisGroup 3 5 CH2M HILL \\Midway\Groups\StmcturaN Pollette\Durham\DC2 Pipe Penenanon Well Panel rpl Anays0Group 3 5 /Pollette/CV0 Ion 5.2013 1202 PM I Pollette/CVO Jun 5,2013 12.02 PM ...01101110MIN 011.0.0.-120743 I4 �._.. � -� I4-5776 14 . -� 6 10.3494, 12 _ - ____ I. AM 12.7554 12 'j���� 6.4996 I 91110 = 3.1499 10 5.4666 10 3.�0 0 „ _-_- 1 9222 6 II• 6.8996 4 _. _.. 54666 4 1 -103494 2 .... 9.1110 2 I -13.7991 -12.7554 -17.2491 -16.3998 0 • 5 10 15 20 25 30 0 5 10 15 20 25 30 !70 (ft) di AnalysisGroup 3.5 www.iesweb.com Jun 5,2013 12:02 PM p.5 422389 MISC 19 NOMINAL BENDING MOMENTS USING ACI318, STRENGTH DESIGN WALL THICKNESS = 16 inches EQUIVALENT EQUIV WALL HT fC= 4000 psi CANTILEVER WALL (PINNED @ TOP& Fy= 60 ksi HEIGHT(FT) FOR FIXED @ BASE)FOR COVER = 2.00 inches MOMENT EQUAL MOMENT EQUAL TO M @ outer bars TO M @ outer bars BAR SIZE SPACING As dc a c c/dt c/dt PHI PHI d p PHIMn, k-ft/ft g = g = g = g = # inches in2/ft inches in/ft in/ft outer inner outer inner outer bars inner bars % outer bars inner bars 62.4 pcf 90 pcf 62.4 pcf 90 pcf 4 12 0.20 2.25 0.294 0.346 0.025 0.026 0.90 0.90 13.75 13.25 0.0013 12.24 11.79 10.5 9.3 14.3 12.7 5 12 0.31 2.31 0.456 0.536 0.038 0.040 0.90 0.90 13.69 13.06 0.0020 18.78 17.90 12.1 10.8 16.5 14.6 6 12 0.44 2.38 0.647 0.761 0.054 0.057 0.90 0.90 13.63 12.88 0.0028 26.34 24.85 13.6 12.0 18.4 16.3 7 12 0.60 2 44 0.882 1.038 0.074 0 079 0 90 0.90 13.56 12 69 0 0039 35.43 33 07 15 0 13 3 20.4 18 0 8 12 0.79 2.50 1.162 1.367 0.098 0.105 0.90 0.90 13.50 r 12.50 0.0053 45.93 42.37 16.4 14.5 22.2 19.6 9 12 1.00 2.56 1.471 1.730 0.124 0.134 0.90 0.90 13.44 12.31 0.0068 57.16 52.10 17.6 15.6 23.9 21.1 10 12 1.27 2.63 1.868 2.197 0.157 0.172 0.90 0.90 13.38 12.13 0.0087 71.10 63.96 18.9 16.8 25.7 22.7 11 12 1.56 2.69 2.294 2.699 0.193 0.214 0.90 0.90 13.31 11.94 0.0109 85.40 75.75 20.1 17.8 27.3 24.2 4 6 0.40 2.25 0.588 0.692 0.049 0.051 0.90 0.90 13.75 13.25 0.0025 24.22 23.32 13.2 11.7 17.9 15.9 5 6 0.62 2.31 0.912 1.073 0.077 0.080 0.90 0.90 13.69 13.06 0.0040 36.92 35.17 15.2 13.5 20.6 18.3 6 6 0.88 2.38 1.294 1.522 0.109 0.115 0.90 0.90 13.63 12.88 0.0057 51.39 48.42 17.0 15.0 23.0 20.4 7 6 1.20 2.44 1.765 2.076 0.148 0.158 0.90 0.90 13.56 12.69 0.0079 68.47 63.75 18.7 16.5 25.4 22.4 8 6 1.58 2.50 2.324 2.734 0.195 0.210 0.90 0.90 13.50 12.50 0.0105 87.72 80.61 20.3 18.0 27.5 24.4 9 6 2.00 2.56 2.941 3.460 0.247 0.269 0.90 0.90 13.44 12.31 0.0135 107.70 97.58 21.7 19.2 29.5 26.1 10 6 2.54 2.63 3.735 4.394 0.314 0.345 0.90 0.90 13.38 12.13 0.0175 131.53 117.24 23.2 20.6 31.5 27.9 I 11 6 3.12 2.69 4.588 5.398 0.386 0.428 0.65 0.65 13.31 11.94 0.0218 111.73 97.78 22.0 19.5 29.8 26.4 ACI 350 Strength and Allowable Moment Capacity.xls 1 of 1 6/4/2013 39 www.htltt.us Profis Anchor 2.3.6 Company: Page: 7 Specifier: Project: Durham 5D2 Address: Sub-Project I Pos. 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