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Report (3) RECEhf]) FEB 2 3 CITYOF1`Itv,,4W BUILDING DIVISION For the construction of the Durham Advanced Wastewater Treatment Facility Primary Treatment and Hydraulic Capacity Improvements Project 6491 CleanWater Services Structural Calculations ` • City of Tigard A• roved Plans at B, Date Approved plans shall be on job site. CH2MHILL OFFICE COPY Portland, Oregon January 2015 Clean Water Services City of Tigard, Oregon Durham 5B2: Primary Treatment and Hydraulic Improvements Project STRUCTURAL CALCULATIONS Calculations Were Prepared by Luke A. Scoggins, PE. Checked by Lori A. Elkins, PE January 2015 Structural Design Narrative SDN 1 Headworks Effluent Structure HES 1 Biofilter Structure BIO 1 PR0/Ce � 76316PE l Digital Signature r OREGON Uj G'f" 1 o 20.` G ,9q&ON SO° EXP. 06-30-16 For information regarding this calculation document,contact: Luke A. Scoggins, P.E. (541) 768-3209 SDN 1 STRUCTURAL DESIGN NARRATIVE Headworks Effluent Structure prepared for Clean Water Services by CH2M HILL January 2015 FACILITY: Headworks Effluent Structure DESIGN BASIS: The Headworks Effluent Structure was designed in accordance with the 2014 Oregon Structural Specialty Code and the 2012 International Building Code. STRUCTURAL SYSTEM: The facility is a rectangular reinforced concrete tank with a non-sliding base. VERTICAL LOAD-RESISTING SYSTEM: The reinforced concrete tank has a steel framed,checkered floor plate system at top that transfers vertical loads to the concrete walls and down to the concrete mat foundation. LATERAL LOAD-RESISTING SYSTEM: The tank's reinforced concrete walls span vertically to resist out-of-plane lateral forces from the static and seismically accelerated liquid and soil loads.The reactions from the wall spans are transmitted horizontally and vertically to the perpendicular walls and the mat foundation through steel reinforcing bars. The perpendicular walls act as reinforced concrete shear walls parallel to the applied force.The concrete shear walls carry the resulting forces and their own inertial forces down to the foundation,where the load is transmitted by dowelled reinforcement. SDN 2 STRUCTURAL DESIGN NARRATIVE Biofilter Structure prepared for Clean Water Services by CH2M HILL January 2015 FACILITY: Biofilter Structure DESIGN BASIS: The structure was designed in accordance with the 2014 Oregon Structural Specialty Code and the 2012 International Building Code. STRUCTURAL SYSTEM: The structure consists of reinforced concrete retaining walls to contain the biofilter media and a small three sided special reinforced masonry canopy structure. VERTICAL LOAD-RESISTING SYSTEM: The canopy structure consists of a steel framed,steel roof deck system. The roof deck spans to the steel roof beams and then to masonry walls on three sides and a two steel columns on one side. The wall loads are transferred into concrete stem walls which are also acting as soil retaining walls and then down to their footings. The steel columns transfer vertical loads to a continuous spread footing. LATERAL LOAD-RESISTING SYSTEM: The steel roof deck acts as a flexible diaphragm and transfers its load into the masonry shear walls through top of wall steel embeds.This load is transferred through the walls, in shear and bending,to the concrete retaining walls and finally to the foundation through reinforcing dowels. ..: -,', - -- !..„-- Job No. ( . / —1. CH2MHILL® 4111010. Sheet No. HES 1 Job Name lit,, h,t.. . ' Date )0i/ . _ Subject /--/E _- Computed By , Checked By - /-, ...-)0/( - =-1' 17 r ri x koll/ ( , .,. . .-, ,..., , ii;,, „, :' ,;./..,- ,, , •.,,, ..,( ;;; '-4.-.- /1/---/2e,5-./ Ze9, ,i;--/. .7,,,,," ci--;47 / ,..'.,..:,. '.--;-, - 1 / .."-4//.r- -1.,.-i )11-It - g--5,1 s.,/( Ioyi.-6-./, Al 5--, . 1 i ;f f 1 6- pf,f ,,,. /:,:- • •..-,.ft.-c.it — ,... -:,r.--,/ A-.,Z1,)ri te'i ‘AtA:,,,,ed , Air ,rtiedif6,(d ( /1 6-'a'el i/cc e 7'i, 4' i 1/2, ..;-•/ei.4:- -'r et G4 j5 .1..-7-(4/ /v) „42, r e - . ,,,.- .,.,- , rdfit( : Al e,( ,1:5- A 3 , ..„. .i I , . ./':"' , 1 1 'r )j/ .e •/ 17 i ..,:- -/ %, / X ' •--)f\/ 12 /- ' 1 , . .a-' I( I i; ,,_ ": 1,7C...11, ,---,.' ; •' ' '.' - ' ' ;:":7'i! ''" ) If ..-:: '.• C.: . , ,/} z r,i!.%(r1 /.4- ',-"Lit I 2/ ,3, c.,/ l! //e-,,..1. -e i c'.. /'',4,::,.,..'/ ;I:'e ,I, ir-'. '•'-/ L., <-.- "- r ' - -1" - ; p = o tc L )1( i , t, " )/P 7,,--- f 1'1 i 11 i,1 f/p) ii tv • • CH2MH ILL. Job No. Sheet No. HES 2 Job Name i , , Date jP/i/'I Subject i/ - Computed By , . • // "."/A 1LS : Checked By 6)1a.ii t?c,( 4/1/( ', /2 / C5 44 r_ Zt!'7'2/ ,... Ti — ' 1" 71.3.-.1 14-4(1— .41e, .._ f 2. , y i „....),,,.. - 4 7 ./ .,1 ) ....i4, 1 t't ft ( 1 1 „ ,i; ,:,..? t;45,- nify G9) )t__?,....;* .„, , , ,.. ce"..,0 / i P v,(,-c .ti 76,(,. ' j / ,c,...-,:: j 7 ::- 'if A-- ..-21.P. I'17 .fr'i r- -'.-, f, , _ ,-c: ; C-- , - I b/,..,t ,7 A/4 l — Iel 17 — if Alex -t.1 , ,7 el. /i 'LC -# 2. /):1 . Ve(-7? :., ,i. - 1:: tr I (.----. 0 :. :._ .., ..: V ---k VI )-/Ca' & I A ;P/'e 1,0 SC. C 1711 - ''' a e''''' '-'f •• ” ' V — 7 i '''.7.----1 1 / V,, ..,/ , /.. .. i)/ '-/ )..,/,2' /-2 a(is / ' ' t.. ., 4 I , i-, e, _ -- 1/':- 0 7 00- -- 4" ---„Its- (.• 4,, , , ,r .. r, • C. i ,, i 7 r .1,.. „.- /J. , ..- _, ...y r. I ( i ! 7/,,,,,-. • • .4,-. .., ,....„„ ..„ ,,, ,. 9- 1 .1.- ' '''-'-- -.1.5;' 7 -7 .- ,_..y- ',.7 ALLOWABLE BENDING MOMENTS USING ACI350R-01, ALTERNATE DESIGN METHOD CATEGORY NO. = 3 WALL THICKNESS = 14 inches EQUIVALENT EQUIV.WALL HT Z= 95 fc = 4000 psi CANTILEVER WALL (PINNED @ TOP& CRACK WIDTH = 0.009 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 = 9 = g = # 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 11.75 11.25 0.0015 0.0197 3.27 3.14 6.8 6.0 9.2 8.2 5 12 0.31 2.31 19.1 332 1.366 11.69 11.06 0.0023 0.0203 4.95 4.68 7.8 6.9 10.6 9.4 6 12 0.44 2.38 18.8 335 1.340 11.63 10.88 0.0034 0.0208 6.85 6.41 8.7 7.7 11.8 10.4 7 12 0.60 2.44 18.5 337 1.315 11.56 10.69 0.0047 0.0214 9.12 8.43 9.6 8.5 13.0 11.5 8 12 0.79 2.50 18.2 340 1.291 11.50 10.50 0.0063 0.0219 11.73 10.71 10.4 9.2 14.1 12.5 9 12 1.00 2.56 17.9 343 1.268 11.44 10.31 0.0081 0.0225 14.51 13.08 11.1 9.9 15.1 13.4 10 10 1.524 2.63 18.7 336 1.331 11.38 10.13 0.0125 0.0210 23.08 20.54 13.0 11.5 17.7 15.6 11 10 1.872 2.69 18.4 338 1.309 11.31 9.94 0.0157 0.0215 27.72 24.35 13.8 12.2 18.8 16.6 4 6 0.40 2.25 24.5 293 1.789 11.75 11.25 0.0030 0.0136 8.41 8.05 9.3 8.2 12.6 11.2 5 6 0.62 2.31 24.1 296 1.754 11.69 11.06 0.0047 0.0141 12.71 12.03 10.7 9.4 14.5 12.8 6 6 0.88 2.38 23.6 299 1.721 11.63 10.88 0.0067 0.0145 17.60 16.47 11.9 10.5 16.1 14.3 7 6 1.20 2.44 23.2 301 1.689 11.56 10.69 0.0094 0.0149 23.43 21.66 13.1 11.6 17.7 15.7 8 6 1.58 2.50 22.9 304 1.658 11.50 10.50 0.0125 0.0153 30.13 27.51 14.2 12.6 19.3 17.1 9 6 2.00 2.56 22.5 307 1.629 11.44 10.31 0.0162 0.0157 40.10 32.60 15.6 13.8 21.2 18.8 10 6 2.54 2.63 22.1 309 1.601 11.38 10.13 0.0209 0.0161 39.99 31.68 15.6 13.8 21.2 18.8 11 6 _ 3.12 2.69 21.8 312 _ 1.574 11.31 9.94 0.0262 0.0165 39.86 30.76 15.6 13.8 21.2 18.7 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 bal = 0.5*(0.45*fc)*k/fs m M =As*a*d <= K*b*d^2, k-ft/ft CD W ACI 350 A(01) 1 of 1 11/1/2014 L Scoggins CH2M HILL C:1...HES Intake wall.rpl Summaryffifei561t Y Service Cases: 1) Liquid Loads 2)Soil Loads Factored Cases: <none> 20 ft ► X 15ft Thickness= 1.167 ft Concrete(F'c=4 ksi) Mesh=20x20 E=519100Ksf v=0.1700 =0.1500 K/ft^3 Max Value Location (x,y) Load Case Min Value Location (x,y) Load Case Displacement 0.0108 ft (15 ft,20 ft) Soil Loads -0.0168 ft (15 ft,20 ft) Liquid Loads Shear- X 4.376 K/ft (0 ft,9 ft) Soil Loads -5.941 K/ft (0 ft,10 ft) Liquid Loads Shear- Y 11.48 K/ft (15 ft,3 ft) Soil Loads -16.25 K/ft (15 ft,3 ft) Liquid Loads Moment - X 15.86 ft-K/ft (0 ft,13 ft) Soil Loads -24.02 ft-K/f (0 ft,17 ft) Liquid Loads Moment - Y 27.24 ft-K/ft (15 ft,0 ft) Soil Loads -38.43 ft-K/fI(15 ft,0 ft) Liquid Loads AnalysisGroup 3.5 www.iesweb.com Nov 1, 2014 4:31 PM p. 1 L Scoggins CH2M HILL C:1...HES Intake wall.rpl Service CashEgs5lts Liquid Loads i Value Location_ (X,Y)(ft) Displacement(+) 0 ft (0,20) # .;, �,� X0, fi Displacement(-) -0.0168 ft (15,20) r toW,C i��. Shear-X + 2.202 K/ft 7.500 1 ,�� ,. � �� ,,,,-rte , ( ) ( ) '_ ,4' `i, , . Shear-X(-) -5.941 K/ft (0,10) L ,-.7 ?x a i� a v c t k Shear-Y(+) 1.785 K/ft {0.7500,5 �� `k*�"`` 'T �_ 1 Shear-Y(-) -1625K/ft (15,3) r �r 4 t�� Moment-X(+} 1.699 ft-K/fl (11.25,11' -4''-: 1 �' . - ., Moment-X(-) 24.02 ft-K/ (0,17) I `V Moment-Y 8.063ft-K/fl {15,11) ,'4V-47:$- - ` Moment-Y -38.43 ft-K/ (15,0) I ' ... ". ,, .µ ,, ''..;/.,I t Edge Shear Moment Stress may; � P ,r SK hear Ksf ioo ,, ;.,N `: ':tai:� `1. Top 0.000 0.000 0.000 Bolton 106..957 326..786 95.98C Right 0.000 0.000 0.000 Left 88.017 -365.376 -80.48E I I Deflection(ft) - Liquid Loads CH2M HILL C:\...HES Intake wall.rpl AnalysisGroup 3.5 Nov 1,2014 4:31 PM L Scoggins 2i I 0.000 18 -0.001 I -0.002 16 -0.003: ili ' : I -0.004 14 -0.005 ill -0.006 12 -0.007 To -0.008 I -0.009 S -0.010 I -0.0114 6 -0.012 -0.013 4 -0.014 -0.015 2 -0.016 -0.017 I 0 2 4 6 8 10 12 14 (ft) Nov 1, 2014 4:31 PM p.2 J AnalysisGroup 3.5 www.iesweb.com L Scoggins CH2M HILL C:1...HES Intake wall.rpl Service Cae �ults Liquid Loads Moment-x (ft-K/ft) - Liquid Loads Moment-y(ft-K/ft)-Liquid Loads CH2M HILL C:\...HES Intake wall.rpl AnalysisGroup 3.5 CH2M HILL C1.-ESIntake wall.rpl AnalysisGroup 3.5 L Scoggins 2 Nov 1,2014 4:31 PM L Scoggins Nov 1,2014 a:31 PM 2 .. 6.7177 .a ds 3.2146 18 i 5.8118 : :yF I 1.6073 2.9059 �-i 1. 1 -0.0000 o.0000, s, -1.6073`•'` 14 -2.9059 1 I -3.2146 a - 4 IE -4.8219 8 ,,5 12 : 8.71770 -6.4292 ' ;' -11.6236 w -8.0365 9.6438 -14.5295 • -17.4354 -11.2511 8 -- I -12.8584 - -20.3413 ,f -14.4657 -23.2472 tit lt 16.0730 `' -26.1531 1 17.6803 442' :v -29.0590 4 -19.2876 ,.. y, -31.9649 11111111111°' I -20.8949 yg-- 34.e708 MI -37.7767 2 mir -22.5022 24.1095 0 5 10 15 -40.6826 0 2 4 6 8 10 U 14 I (ft) (ft) Shear-x (K/ft) - Liquid Loads Shear-y(K/ft) - Liquid Loads CH2M HILL C:\...HES Intake wall.rpl AnalysisGroup 3.5 CH2M HILL C:\...HES Intake wall.rpl AnalysisGroup 3.5 L Scoggins Nov 1,2014 431 PM L Scoggins Nov 1,2014 4:31 PM I 2' ,- p $,- . `. 2.5445 1 2.254 18 I2.0356 1.127 I 16 16 1.5267, l 0.000 1.0178 ?" -1.127 I .4 14 14 254 0.5089 2 ,. -0.0000 -3.381 12 12 -0.5089 1 -4.508 -1.0178 a, -5.635 -1.5267 -6.762 ' I -2.0356 8 -7.889 8 2.5445 9.016 $ ` -3.0534 6 ,.a:. . - >r -10.143 -3.5623 `' .rye' 11.270 .4e.x,la-4.0712 4 -12.397 4 '�`.A-4.5801 w ! -13.524 ��2 1 5.0890 -14.651 2 5.5979 ' �� -15.778 -6.1068 0 5 10 15 -16.905 0 5 10 15 I (ft) 00 AnalysisGroup 3.5 www.iesweb.com Nov 1,2014 4:31 PM p. 3 L Scoggins lg CH2M HILL C A,..HES Intake wall.rpl Service Cassfrilts Soil Loads Value Location (x,Y)(ft) Displacement(+) 0.0108 ft (15,20) Displacement(-) 0 ft (0,20) 0.1100 Ks 0.1100 Ksr Shear-X(+) 4.376 KM (0,9) Shear-X(-) -1.548 K/ft (6.750,1) v • ;- Shear-Y(+) 11.48 K/ft (15,3) „ ; ' ,- ", Shear-Y(-) -1.260 K/ft (0.7500,5 y ""` ,h;' ° �.a.,A Moment-X(+) 15.86 ft-K/f1 (0,13) "" t= Moment-X(-) -1.313 ft-K/ (10.50,10 Moment-Y 27.24 ft-K/fl (15,0) { " Moment-Y -6.165 ft-K/ (15,10) ...' 't s Edge Shear Moment Stress {� K K-ft Ksf I ® k_.u, w m;. ;.le: Top 0.000 0.000 0.000 ®' • Bottorr -80.16E -236.459 -69.45C Right 0.000 0.000 0.000 Left -61.347 247.970 54.623 I Deflection(ft) -Soil Loads CH2M HILL C:\...HES Intake wall.rpl AnalysisGroup 3.5 L Scoggins Nov 1,2014 4:31 PM 21 ,i 0.0308 0.0102 IS I0.0096 16 0.0090 0.0084 0.0078;1 14 -1. r 0.0072 I 0.0066 12 tit 0.0060 '1 Ili 0.0054 r lglIl I 0.0048 0.0042 8 I0.0036 0.0030 6 0.0024 I0.0018 4 0.0012 I0.0006 2 0.0000 -0.0006 0 2 4 6 8 10 12 14 (ft) J AnalysisGroup 3.5 www.iesweb.com Nov 1,2014 4:31 PM p.4 L Scoggins CH2M HILL C:\...HES Intake wall.rpl Service Ca99?I ilts Soil Loads Moment-x (ft-K/ft) - Soil Loads Moment-y(ft-K/ft)-Soil Loads CH2M HILL C:\...HES Intake wallop! AnalysisGroup 3.5 CH2M HILL C�...HES Intake wall.rpl AnalysisGroup 3.5 L Scoggins Nov 1,2014 4:31 PM L Scoggins 2, Nov 1,2014 4:31 PM 2. Irii 29.2306 1. 16.095 18 ii. 27.1427 15.022 25.0548 1 13.949 1 22.9669 12.876 14 20.8790 14 iii 11.803 18.7911 10.730 12 7 16.7032 1 9.657 -,. 14.6153 8.584 a� , 7.511 a, 12.5274 6.438 8 ,�± 10.4395 F 5.365 8.3516 4.292 ® 6.2637 F 3.219 4.1758 2.146 4 2.0879 4 1.073 -0.0000 0.000 -2.0879 -1.073 -4.1758 4` 9 if?`.s, -2.146 0 5 10 15 -6.2637 0 2 4 6 80 12 14 (ft) (ft) Shear-x (K/ft) - Soil Loads Shear-y(K/ft) - Soil Loads CH2M HILL C:\...HES Intake wall.rpl AnalysisGroup 3.5 CH2M HILL CA...HES Intake wall.rpl AnalysisGroup 3.5 L Scoggins Nov 1,2014 4:31 PM L Scoggins Nov 1,2014 4:31 PM 20 7�s. 21 4.4424 18 _ 11.9430 18 4.0722 11.1468 16 .. 1, 3.7020 10.3506 3.3318 ; -4,. 9.5544. 14 t 14 2.9616 e 8.7582 2.5914 7.9620 12 1 I2.2212 :- 7.1658 1.8510 Mr 6.3696 r 1.4808 5.5734 IL1106 8 f. 4.7772 8 i 0.7404 3.9810 . , 0.3702 6 "1 3.1848 • I0.0000 2.3886 -0.3702 4 F, 1.5924 4 -0.7404 0.7962 -1.1106 2 2 0.0000 ,r -1.4808 -0.7962 Y` I -1.8510 0 5 10 15 -1.5924 0 5 10 15 (ft) (ft) J AnalysisGroup 3.5 www.iesweb.com Nov 1,2014 4:31 PM p. 5 4 CH2MH ILL. Job No. 4/ 5,_-Y 7/ Sheet No. HES 9 Job Name ji,f h. _ Z- Date Subject lib5 Computed By)_ ...., .....-4z, 1/1Y //:. Checked By --rr---- ,- //p.,/A [ 1/1/4 // ; )/ / 4 = ,P(7-‘ ' gre-e y!:)/) ',Li, ecy;,:-/ 4,c,`,./";',--f (,-:•."-e-e'l, it.1115/ YY 7----- 41.1/ k. CA & ) /.,/if 1„,s-e, nt-J, fi 1( k- -r- ir.r' /1‘c/z /. /11 4'"' 5 e , •. ,,- , -/` '-. ''P' d• !' '' '.-!::1 4,:/(f P c 0 L . -ille 7 1,;7('' 2:--1.,T: / I-t-'.- /7',iti 6 Tire,/if c-- f iiSEP: ...-7. : : " f -_-_- fh+w- r 4fr/ / I.. / / err I," ..,-,.,4 , 'e, t( t ' )r 1 F ___---, / . f) "I / OE „ , " ____------ ALLOWABLE BENDING MOMENTS USING ACI350R-01, ALTERNATE DESIGN METHOD CATEGORY NO. = 3 WALL THICKNESS = 12 inches EQUIVALENT EQUIV.WALL HT Z= 95 fc= 4000 psi CANTILEVER WALL (PINNED @ TOP& CRACK WIDTH = 0.009 inches Fy= 60 ksi HEIGHT(FT) FOR FIXED©BASE)FOF COVER = 2.00 inches MOMENT EQUAL MOMENT EQUAL TOM @ outer bars TOM @ outer bars BAR SIZE SPACING As dc fs K a d p p bal M, k-ft/ft g = 9 = 9 = g = # 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 6.98 6.62 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 10.53 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 bal =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 11/1/2014 L Scoggins �c 1 1, CH2M HILL C:1Userslfscoggin\Desktop\Durham 5b2 Design\HES TYP w Summar�45pt t Service Cases: 1) Liquid Loads T 2)Soil Factored Cases: <none> 20 ft V X 11ft Thickness= 1 ft Concrete(F'c=4 ksi) Mesh=22x40 E=519100Ksf v=0.1700 y=0.1500 K/ft^3 Max Value Location (x,y) Load Case Min Value Location (x,y) Load Case I Displacement 0.0005 ft (5.500 ft,7 ft) Soil -0.0006 ft (5.500 ft,7.500 ft Liquid Loads Shear - X 4.437 K/ft (11 ft,6 ft) Liquid Loads -4.437 K/ft (0 ft,6 ft) Liquid Loads Shear- Y 3.717 K/ft (5.500 ft,0 ft) Soil -4.875 K/ft (5.500 ft,0 ft) Liquid Loads Moment - X 4.885 ft-K/ft (0 ft,7 ft) Soil -6.538 ft-K/f (0 ft,7 ft) Liquid Loads Moment - Y 4.480 ft-K/ft (5.500 ft,0 ft) Soil -5.903 ft-K/f (5.500 ft,0 ft) Liquid Loads J AnalysisGroup 3.5 www.iesweb.com Nov 1,2014 5:34 PM p. 1 L Scoggins I CH2M M HILL Service Cggge lts C:\Users\Iscoggin\Desktop\Durham 5b2 Design\HES TYP w Liquid Loads Value Location (x,y)(ft) 0 K . , ' g ,v,� Displacement(• 0 ft (11,20) 4 Displacement(• -0.0006 ft (5.500,7.50C z 4Ii. Shear-X(+) 4.437 K/ft (11,6) € , A Shear-X(-) -4.437 K/ft (0,6) �' , :. Shear-Y(+) 0.6649 K/f (0.5000,2.5C sit1• '} ` : - �SLz ,,`,-- Shear-Y(-) -4.875 K/ft (5.500,0) � � �,. Moment-X(+) 3.461 ft-K/ (5.500,7.50C i Moment-X(-) -6.538 ft-K (0,7) `' g_ ', 1*'k g Moment-Y 1.925 ft-K/ (5.50 0,5)" 4.A 41' 1,v ;z" Moment-Y -5.903 ft-K (5.500,0) ,; i 4 44 k p 4 s �' " ` 41 ,� Edge Shear Moment Stress K K-ft Ksf 1 `*" Top 0.000 0.000 0.000 1.300 Ksf 1.300 Ks Bottorr 35.02'. 44.626 24.341 Right 54.02. 89.889 26.967 I _ Left 54.02 -89.889 -26.967 Deflection(ft) - Liquid Loads CH2M HILL C:\Users\Iscoggin\Desktop\Durham 5b2 Design\HES TYP wall.rpl AnalysisGroup 3.5 L Scoggins Nov 1,2014 5:34 PM 21 F41 0.00000 1- ��. -0.00005 IF 5 -0.00010 1 1 t -0.00015 14 -0.00020 k 1 ::•. -0.00025 `. Itr -0.00030 I -0.00035 8 5 -0.00040 1 a 6 : -0.00045 it"i'f::I -0.00050 4 -0.00055 -0.00060 • -0.00065 0 2 4 6 8 10 (ft) J AnalysisGroup 3.5 www.iesweb.com Nov 1, 2014 5:34 PM p. 2 L Scoggins CH2M HILL C:\Usersllscoggin\Desktop\Durham 5b2 Design\HES TYP w Service C � 1itS Liquid Loads Moment-x(ft-K/ft)-Liquid Loads Moment-y(ft-K/ft)-Liquid Loads CH1N1,NWfs\Iscoggin\Desktop\Durham 5b2 Design\FKBal aOup13.5 CH13448.0E\Iscoggin\Desktop\Durham 5b2 Design\HF6al)S1siia&upl3.5 L Scoggins Nov 1,2014 5:34 PM L Scoggins Nov 1,2014 5:34 PM 2 3.7488 111 18 @: 1.9568 �1"" 3.1240 tt 1.4676 11111 2.4992 0.9784 16 1 1.87441 4. ` 0.4892 ihi t 1.2496; 14 fi 0.0000 14 I0.6248 F+, ■ -0.4892 Oil 0.0000 12 0.97841 3 I -0.6248 1 -1.4676 4-1-2496 i 1-1.9568 -1.8744 -2.4460 I I -2.4992 -2.9352 jj€ i -3.1240 J -3.4244 6�, 6 i ■ -3.7488 -3.9136 I -4.3736 4 -4.4028 4 -4.9984 i1 � -4.8920 !'II in-5.6232 2 -5.3812 2 I -6.2480 - r .,It -$.8704 -6.8728 0 2 4 6 8 10 -6.3596 I (ft) 0 2 4 6 810 (ft) Shear-x (K/ft) - Liquid Loads Shear-y (K/ft) - Liquid Loads C:\lff14 tidtblgin\Desktop\Durham 5b2 Detligei ifi030w9.rpl CAlaitE tidiagin\Desktop\Durham 5b2 DeAigd)bf665544.4339.rp1 L Scoggins Nov 1,2014 5:34 PM L Scoggins Nov 1,2014 5:34 PM 2' 2, ili 4.4367 18 18 Is' 0.6924 3.8815 0.3462 3.3270 1. 1• 0.0000 4 2.7725; . -0.3462.. 2.2180 14 0.6924 14 1.6635 ° 12 -1.0386 I 1.1090 -1.3848`- 12 k, 0.5545 .. -1.7310 : Li 1 0.0000 -2.0772 :.' l 0.5545 8 -2.4234 t 8 ° it 1 -1.1090 -2.7696 r -L6635 • it -3.1158 • I -2.2180 -3.4620 -2.7725 4 -3.8082 4 ' -3.3270 -4.1544 -3.8815 2 •411 -4.5006 2 ir -4.4360 411D. -4 8468 r -4.9905 0 s 10 -5.1930 0 5 10 I (ft) (ft) J AnalysisGroup 3.5 www.iesweb.com Nov 1,2014 5:34 PM p.3 L Scoggins CH2M HILL Service Ci4E§efsitilts C:1Uaers\iscoggin\Desktop\Durham 5b2 Design\HES TYP w Soil Value Location (x,y)(ft) Displacement( 0.0005 ft (5.500,7) Displacement(• -1.07e-00E (0.5000,20) 0.1100 Ks 0.1100 Ksf Shear-X(+) 3.343 K/ft (0,6) Shear-X(-) -3.343 K/ft (11,6) ' , Shear-Y(+) 3.717 K/ft (5.500,0) ,,I, k '- ,f. Shear-Y(-) -0.5011 K/i (0.5000,2.5( ,. ' �=' `` Moment-X(+) 4.885 ft-K/ (0,7) y4, , Moment-X(-) -2.578 ft-K (5.500,7) £i Moment-Y 4.480 ft-K/ (5.500,0) "' �s" ',g Moment-Y -1.474 ft-K (5.500,5) ,`r,..7.'Vf7,411".nt 4,:',::'' k .- .. ' ¢ _ ; ` . .<'. : 1 Edge Shear Moment Stress e � K K-ft Ksf ,, s -'t r, Top 0.000 0.000 0.000 ® air I Bottom -26.78E -33.933 -18.50c Right -38.527 -63.659 -19.09E Left -38.527 63.659 19.098 Deflection(ft) -Soil CH2M HILL C:\Users\Iscoggin\Desktop\Durham 562 Design\HES TYP wall.rpl AnalysisGroup 3.5 L Scoggins 2 Nov 1,2014 5:34 PM 0.00050 18 0.00045 16 0.00040 14 0.00035 0.00030 12 0.00025 0.00020 ®' 8 0.00015 6 v 0.00010 4 0.00005 2 0.00000 -0.0000s 0 2 4 6 8 10 (ft) srli AnalysisGroup 3.5 www.iesweb.com Nov 1,2014 5:34 PM p.4 L Scoggins CH2M HILL C:\Users\Iscoggin\Desktop\Durham 5b2 Design\HES TYP w. Service C �s ,�tS Soil Moment-x(ft-K/ft)-Soil Moment-y(ft-K/ft)-Soil CH234J4Wt\Iscoggin\Desktop\Durham 5b2 Design\HSBaWs6adup13.5 CHIIN0.HWk\Iscoggin\Desktop\Durham 5b2 Design\HI6a1y9s aikrpl3.5 L Scoggins 2 Nov 1,2014 5:34 PM L Scoggins 2 Nov 1,2014 534 PM 5.1304 4.8373 18 18 4.6640 4.4652 4.1976 16 4.0931 16 3.731211 3.7210 3.2648 14" i 3.3489I I 14 2.7984 I 2.9768 2.3320 12 2.6047 12 S I 1.8656 2.2326 1.3992 1- 1.8605 1.. 0.9328 1.4884 I 8 8 0'4664 1.1163 -0.0000 6 0.7442 1 6 -0.4664 0.3721 I -0.9328 4 0.0000 4 -L3992 -0.3721 I -1.8656 2 -0.7442 2 -2.3320 -1.1163 2.7984 0 2 4 6 8 10 -1.4884 0 2 4 6 8 10 (N) (ft) Shear-x (K/ft) - Soil Shear-y(K/ft) - Soil C:\IL1461019do gin\Desktop\Durham 5b2 DebigiajairsS8103,0.839spl C:\1Qid3N19dtldigin\Desktop\Durham 5b2 Detiajoapfisit(Fj 9.rpl L Scoggins Nov 1,2014 5:34 PM L Scoggins 2 Nov 1,2014 5:34 PM 2. 3.3435 18 3.9540 18 I 2.9253 74- 1 .nz 3.6904 2.5074 �- 1 :: 3.4268 2.0895 3.1632,-. 14 14 1.6716 2.8996 1.2537 2.6360 12 12 I0.8358 1 2.3724'1 0.4179 .1 2.1088 -0.0000 .. 1.8452 I -0.4179 8 1.5816 8 -0.8358 1.3180 -1.2537 1.0544 6 I -1.6716 0.7908 -2.0895 4 0.5272 4 -2.5074 O 0.2636 -2.9253 rr 0.0000 2 -3.3432 w -0.2636 -3.7611 p 5 10 -0.5272 I (ft) 0 5 10 (ft) J Ana lysisGroup 3.5 www.iesweb.com Nov 1,2014 5:34 PM p. 5 . . ler CH2MHILL. Job No. 411111•0. Sheet No. HES 16 Job Name _14)/ 1 ._ Date Subject /1/' -. Computed By i Checked By .__,-,_.,o( (I • - . i .-, P.'i 1 ,— / /.'/•f r( ) . _ )? 71- - ) r-- ,= 1 :--. / 'z( . . / r l.,... 7 , / 7 _ 7'(....,,,,,., - il --- 7. 11 )'<--‘-1)' ."--- .'`i ii---,r1 V7: '4 ( A- I 141.. ,.)...„-_,x-/.4. ,d 7 j., — (r, 7. g ir , ' ili ‘; I 7 /t if 1T--7 . ' . : r4/1 ,..•-r • IC 3- _ ,- / - /‘, / 3 - -6" 3 i.t•' ` 4.s - A -6-1.-__!_-_-".&i. _ r) f-,' t. 4-3 - r."?4f: .- -''' f.' (/ , r i rio/ ? / '• ■•••-■...... 64./7,- 3.".-. 1/4......C...-‘ ■••••"'''''.i eci ,,;,4„: :,-,),. ,:,.' .'-, .. , . .. .. I 11 1 c, ji . ._, 7:2) 016r'7: - -9 31 /1, ) 1S-. f 1..-•.-S f- I> : / , .-. • : f I (,. _,,-1 : -------- , - ... • . ...... " , .,- .., /_ 1 4 1 )\ I ■ - -4--,' ,. -,• ,n ■.'; t. 7 r ,.- :`' :/ - ie 1 - -3(----,;= --- 42-/c- h- .. . . . ii■ i. '. /1,.-.) ..i..c. .r) " ,(_ (, I Li'l „ y - r _ f , e.--..... __L, -.....) !•"I ' < =7.. i•iT:.. /."). - )''-,• •-_) — !,:'•■ ,„.• , -- i Cl ) - . . CH2MHILL. Job No. 1111010. Sheet No. HES 17 Job Name i/it ', Date Subject ,,-,' . Computed By , . . Checked By ' . ,, , ... :..., =7:2 •- 1 I .../ , c.... ( f ---.7- A•! i(7e,-0 ./( 91". V4-. - b / ■,.. I y ) -- 1/ g Ze5 rx / _....- 4..; \ 7.7 0 ..--)7 1 r ..,.). _ 12"-,.....! /1 i -:- ' - 'C li i'/:1-- r': Z--. I /1 7 (- 1 ..... -' < I (2, :-. ..-- ..,1-• , r"---, )... e; „:„ ,--:' ,- • e+ ',L -"I) . _...1•., _ ,: _ „( .,..■ .. ".4, ,"'"7H-: : 61, k:::f, _-:,_: .1 -7 2 __ ,, . '. ..."' 7 „.. , ,, I 1....• e- -- - s'. ...7-et.le ( !...x,el ,,/5-. (S I r, 1°r rk( V. 75 )(_1 . •, . .. (41 11/ ')/ . ,ii;:',-. 7 .. , ,.7, • /-•• , 7 /) e7- -4 1.7. --2s Q''.'5, k - ., I') )6 :2)r- ' : -": /0 k ,,,..„...„ - 1,... .. ......, __-,• _ . .. , ..,- , f '!.3- -.^ —4 ' ).3- 7`r, i ,.. : , ‘ - (: ,,i ‘,/ eir " 4,-- 0 A?:--s- k• 1-.I. i -,1-- 1,....._,.._____. , (" ' ' 17 = K..3<.-- ' • - i-- ), i. r- - r 5 V- )7 ) K _ / 7.- ..fr,-, i ,, ,- / , , - - iN. - t. r/ I - If<c E ,-, 1110 CH2111 HILL. Job No. 110 Sheet No HES 18 Job Name frt,( r Date Subject /I/p.a./111v of c J Computed By �S�/�'�'�cJi�- l �b ,dricc� ��`e+S Checked By Vetiva7e, pt/41l Pa.r ob- a t yam` z p a r /ve C. L:rye Ah-',/ 17/----S• ,Si/ 0 /C -1D c/b = EL /So.o - �� !o (5" /Zit aog- L> LSD fir (tie5 ASP �o �f ( 164irY%/ ei1I Letielu l ere 'u'LS So; EL. 176o 1, J per - �%lr�fi4 e G' c� ` O1JIal.ic J �Jk ll 46.0 EL 1.13. 0o -' 11'; l( 17t/ 7 . - tr 1 U J , Q ��. /�'� Ovri56,tv. (. L/�N at, nc e,. .t�ciS i t .- fl ti /c/' (3:6 f 'full() tc``4 j�.c6..1")(,so �cyr 24? f I �- ,.... 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'EA - `: , i 11J1), ....r., w stE sN 3114 UR ' r41 'if/.% RVC WITH 0 D ICA 4 (TIP)e`TAat/ �7_ o DW+g.�+a coin • / 3 if,00 sot 0'y_ M/XQOX n a t0 • •e 0 ->_�- �'_�,��la � s r y I _�_ _��_ �_� �—■■ Er: . ek • o L O • /RGYM EL AG3 75 �� et e,00 ple'NVW ,�gr „ Ca4/d .df0lW - N• 4 • I i 1 t. EXPANSION MINNEMONMEMENNU d II�. —1111,�I1 OEQGiCO.rAK3(Yyr� r LPA '� 11 r '� OOgl SCJt(M!!LR ® _n• I� /t• ?-O• / It0• /0=0• Q"7• 1 I /211 1 s1•F1I .. , et/ss.00 �It �ll o_ , ? C:Ff� , t"N�w . r,I / '- -►'c,r."rFEc - o• EL/ws.7s . I '�- E:s::• Hutt )'I 1■I �IJ �'I 1 1'�._ ii� •CPII EL O- .I■ Mi/.' ' t0 —:re"" V ico, CONZ oNC� r Vie',= a urn/�11 -ale TTl.' - " - I - - a Its Mil-�,,i�� Fs, steer W. K,wL .711.1110 hill I�_II r,c3„ GEC li-t OOP LL .. YII '■`� •..Z.A.Osru a i A i ) �_ _ 1 _ w CLi4i'SO.> J ' II l I�'':=_:,'i P . La/moo • _ _• ' ••p ••'■� `� r 3"L/t fQ/M.SO •v i �I(1 i ■r . • ,i�=- I. , ��''' • -. .� es*. •6R/T LW;A1! l• .�t•FZ+ N ■1 ` y"l4/ • '71 ^ • /1 _ P�ee.r ;dar •. I c�:-. 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E•- �- EC/7.5880YP)— L- k . r 0 �I. _ 8.00 Ed 4DR,h,a.II. zi!e- 61577044DS 0 ._to t•'ILL EFFLUENT CHANNEL NO.I gee 0 MC eGtM � - i .N.002(7Yr) I UNF ED SEWERAGE AGENCY /sr f AGCr/LE 4fa# I EXISTA�0.` OF V ASFw+GT COUNTY e� r I /rf-iPA DURHAM _ _ _ e 7b EL/si 7J I DURHA-.� ___^ .--rte �� I 1 I PHASE I • SRICE'f AucLaEO 70 4•Lm,s Nvw / 'LP./,JiLrXLIM/PS'JOt _ 'IV-4444%e i EXPANSION • //1k•lw_ a P.YCJ (TYPK'At aPewees) a- /i7s0 I_______________ SAN.�Y,e am X0,9 r/f/an Rot BD !ll — �j► ca> t r[ors s -.+iar +.+Q'�sec exrENVA 34-oPe so CONCRETE w`SE ANN 01W.W AUly HEADWORKS - GRIT SEE a /NS"acrr/te�xav(rnr) iaveo»vszoES 45".°c STRUCTURE ere.00 00 fl LN.v'et S s»- I SECTIONS "AVM/ ec/.+oo 1 '� c/iA50 1 EL/61.00 I 419e/ewe . en aa6a t A(ILL _ I lr -GRx/r I N A SECTION f'Ae'Yr`s • �'CAtf:£r/cod .. ■ s[Pw EL g1/1/ES,see 'X/301 see so 304,}04 ,der NoC see Avee a .- �.Sa • _ Et . 3.50 {` EtAffrrS/An.ireetb .� • ■� ■� �� °i'" r..,,-- �,/,\.-a• -. ;0 �M'KLS Ii!/O;IJ IA — MMft AAKhV.f/OLTS eL/7!.00./r uN ,-See WOrel n..r.. fYO.D.e D2.44,NI" /LL,6w/Y37Y/,OR7, II i rSEEMOrEI see4wT.N[O(rYPJ '� RN ADC A et/7500 — �,)� • 11��ya.,�, i'• •� Q/n./7 �" T:∎•∎.. -r"r^T∎_ ---r--- iZ/7!/7 NAY !9/9 � I w• 1I Iavae°la` l- � I r I a,r.waa.uuya rra Efsr, rrPfscec/rrq/ J + H I caw,/ills J . mc«.sw�.cco.o..cv fir, R .....wR.%At ( ! ` ,l7,aE ' I .S. •hxuA� s-+?�'� rii.arnaelolr riiii:111!: rE(7HJ GNMPL•R I f-O" FirAw�rrJ F -, �E.rrlr werAr i go !M1 l DOW .�iw.fe l s/*�qlp 1 - /7.30 .1 Ill' S el/rw sr Et/7L.30 I 1 7Y/� ,, 1........,Jr �_/ SLIDE GATE SUPPORT ,►ri I I�� f7ANR/70.�T D ED E T� �, ,- I I 1� It I EL Xi 9.00 **cm J,_ li •._______ f: i.....__ it r-I-7YP Atl I ---- ' Et icor oo o s�Arc ltvtess IL------- I�a o/ esrA+vr/AVlea� - ��y ! Ec/4s.ao anuesaniainsims LUNA['8,878 see 111111 ti,6'�w,w i+�... �s s _ _ sea gi r liiii ■IgI� ■mss iii 510ili t SECTION 8 1fe//bc �,"1°01111 sr�LE:J ./1 0# ti�wr,rse 4. Is`w:`. 4$ sac sN"04 JOS."OS A< , , NOres /. A[L REwro.ft74,07VM fsa'/r WC 44CESS SECTION C o"••• awe-Arose NOre.o. _ _ r s,°GC.q.M�y,• Z.ARC#I7EC/WA.K DETRE 407$YOA✓N.see DEE SE e -• - _IC.4L6: 4r-/-01. • s4W-Oe vD reRr/e-44"EEL 7D CJNTERR/.w[ - bee•ON 3103,3tli,205 OR PARAPET HALL. • w-w.wwr 316 • 4,•ese.P)� 1 A-D.-S'-O• 30-34I EL/es.aa f �•�' - ✓. HES 23 Iv rei 83.00 ✓✓✓ NORMAL •r • see NOTE Z • SGE NOTE E FtOw CHANNEL - m77bM OF$EAM 6L VAR/6S FROM /e0.G0 Ct MALLS{ . B A/R PoLYMfR 2•,gL),y l .PLOGES 7E26L..L7'7.Eta.�FZG�O,e Lie4/NS V27 t. 5� 1�1_ cGL/79seo `, !FL /78.3 - " 'PC/79./7 •=1121 �� „'ti . . . _tea I . . .- - , . Yn/IS=•IJgDT•�•• , �fl1N c AOE CWC-HDR.Inc 2'' \RE3 P5-FCD 6`O'O.0•MAX'(TYP) • - EXCESS FLOW CHANNEL [Ln&"oo FIN-i_ WA F/N GRADE • • _ _ SL�De GATE• J•17[LP f3E.00KOf/T FOR -G" y' 7-3Ce CiETAK. Mk 1 .!2'I'PAD �, exiSr GRADE END of FLLIME,(TYP) 111•-n we %% 1 fI e'•-•A J�EL 17425 1 DURHAM • • j . UN[R 'I �� "-EC/TZAR o _ ,`wr ex/57 GR4LY-1 1:-Ell ...IP -�,�- idyl, . . + " • C.GL 170.50 PHASE I _. �' ENCASEMENT EXPANSION 4 LPA OM 7kL EZ LG9.DO . , F/LLC.SEE FoR App?ICWAL oPNG REIN/ • 1 1'CH[M �� see ASH 303 . SCE SHEET 809 PEW WHOA. LETA1L 0 I HEADWORKS-GRIT•t.GL//62 255�iYALLL T NOTC3: /ALL RfJNFOAtC/MS TD se �'SN K•4C. UtEs5 OTHGtw/3C MVTCT.1 ELex PIPE 70WT - Z.ARCN/rrCTL/R4L ceTAK_horsf omi. see CeTA/C STRUCTURE 3MP EGVO v5Ai-4G L.STEEL TD e n SECTIONS • 555 J E OP MAC4PEr AMLG. I'(7.PA/N CL"/G 4.C+C• /,.' 1 M1 09 EL/GS.sO�lotLL ==i1,1 t 'r .�.. II EL/63.07 f�Yicv ap o sge .-.1_1,-_-__-.--44-6-4-3--0- 4 SECTION A CONCRETEF/LL ''�/E"°C 1I [ I SCALE: 1if••/:O• _ SLOPE TDtAt a/N CW., T D. . 1.-414 SEE SH J'03,304,'305 •2f(/C-.)) CL 139.50--f }0 1 ��'T--T' - -1'"�I tY • a.r.•w "7(D/Z"O.C. - IPT,NDC Om - r-t!')2',VT hfl) - ORV,MMK • GRIT CYCLONE(TYP) •NDC NOTE: INJrALLATIQN S!M/LAR b G,f/T(rYP) I`l' FOR 2.2•ALLN1 2-P•POLYM[R v. �IGGL-3/21 f• IGGL-3/i I '•''°"'•n-e,r,/ C 2-2'SP4R PMES TYPICAL INSTALLATION II Q!af/r cru-ave iY -4- fY°11 G►7 - ALSO SEE FOR S-12.PLUG VALVES 4 OyE'ifFLOK/ ' a•'• WAY, I4'd• /•MOSC QU/CK Ol.'�CdVh{<'CT ece (F GL 178.007 r CIrP) _/ 1-- eCC RED •.,. EL/53.SE9 ' '' I` li I--y CSf2; TOPP/NG(APPLY SOn/D t. �j.PO [GCL-324�•^"' I GGL-31 �`�" *ms UK n.wc" " • afEARE,f IVNEAf�GyfO,r CLWTACT3 '•__ COMM M K.SOT n KO 7=0'FRP/ERNE L/NEA. OR CGNC T1 WCl2 eOX .-.-. w..wu.rio.wa.. F/LL.)(TYP) CENTERED OvE,C I �' I CLASSIFIER GLriC FiLL� eL YA?/ES FRCN4 /AO.Ap,O NHCL3 i 1 1 �SCC ETC L IGICVE L7/BfATUR ,-I /�._\I !` �O j..--- �\ N0 / �C/O6C3 TtJ GL /79.03(.�F1va�L1p4iNS R1 yl 1 I II--------,,��•� L\ .3 I GC-310 -i =�-- ..�.GiMI all CL/7f l 1 �� CLASS/Fief • • Z`s/AACC i{/4,A/-- ' rP• Z'S0fEE 6PACL7C GRrr \yam I OVERFLOW IRII e .4LUN �� CLA53/F/CR '11'II"Il' 11 rfTp) 4'U'PA4IN e(., e3.S0 L EL./7$'0 Ow') FIN GRADE NO E (TYP) •' / • EL MR/4,4 !L' �,- `p (• cove H IRO PAD 1 I GL-920 I (•1 fl see s/+elo I �� 7/ EL /72.LS "`l 1 EL✓.4R7Es �A _EL/LL ZS = �l '1II!!-11 • ///,.rHiin,.. „�\�q\\\ . eL L n.oo I r.-�� , NORMAL " „ i .1, •'_♦ 4 r t 'r '''' • EL/50.3'3 FLOW • ,, EXCESS • . CHANNEL • FLOW A • /? 1'B'rrPALtDOw[LS .1 1'I' 11u, II II .. II 11r CHAES , uvccss ExTGVS.WJ� � -- ,� " __11 t' • EL ITL.SO I SAND FkL •.•. i, _ °THERMIC NOTED l - 11 rr,, [[' (TYP.]-�!. .' 11. L N t //. * - , T • ( .. ._' . .111 GL L7/00 r 211-aktlo 4 M � T-�� = - /2"Gt?CMLLWE LL'" "*-E'AU/M _OYeRF[DW GL/7/.00. I{ 'HPA _ Z=//11 t L=64."11 J=Z• 3/Z" s (=G"I 4, O• � .� 7 k _�____ . /2"GRIT CYCLONE - Co FILL ,1• ` 7•SFMRe 6'LE% 4I dL4wOOKN +�� 6L/7f.Q,7 TNRMf"WIN CH[M 1 �i /'ChlfM ` EL /74.25- \� /�=p� /L' ,I JJJ J 6-- TT/ACCNT W/OTN TH,fOgT W/DTN If/G9.00(TyP) VOTES. I.ALL REINFORaNG TD se.3-,o/Z''O.C. �.Syr C,�/1e `�\l>f 1!!!/j U.tf O7?,f "rse t iZa SECTION B a�,`»/"`�/4' L.ARL'.W/TECTUt4L • A/L NOT SNokw. A / See DETAIL Q SCALe:-/5••/=0• ` . 40P RfAD czty - see 3H 304,303 mom VERTICAL STEEL 7D 6 OF/)1TAPETAHL.L. - V �' NOTes: SECTION C - f- I..SEE secr/ON A ON sH[fT.313 SCALE•-/e",i'',=" - FOR REINFORCEMENT NOT SHOWN HERE see .S• 304,305 2.*De/vQTE3 DIMENSION TO SE DETER/4"ED .,+••M••^4 WITH EOLAPML•NT MFR. . 323 ' aft. 1 CH2MHILL® Job No. __ Sheet No. HES 24 Job Name jic i4cc . 51 Date Subject 6,-1"",-S Computed By S'i Jvi c. ( , , Checked By VC('jiGa( If 071eX P IA* l'iT) (aco s r 0(C _ oz '�- �i�s � Ppr (x`(17 - 176)(! `S(ISv, 11(/. 2) = 571 /% Coo/15Q1- .`/e ,c-1r 0 ')17 P 11 _ (JILL UP/ �Y11--)O3 ) 7G 3 47, v g I = � � - d) - 102- 7 U 075( *-112/ 69 "X, G`S) - 'f / k k > 1/ 7/.Y fail Aloe /erie--f ass-b,, 70,011)(60D61(` M6 k- r , C/ 9'141A - rtg, e '4/1— v /e s CH2MHILL. Job No. 111111b. Sheet No. HES 25 Job Name , , ,c4d Date Subject 1/ealiir&as / Computed By • F2c7 _Ctc ie. glad- Checked By V. ec r ylr c 2 4 P/4/ c-K-eotr Pp U , / J'& h/A1 V i€i 7 ' OD, s ( �✓/ S"(-mss wk-2,I. tfA ,� 7 ' �y s� A 7/O i rvii.zv ��/✓ , A-)6'r`r�1 1,14 I t W-/ (Joe f I Ay,,fit.. V G i 11.12.1/ DyL si ly 17, ,�i Te-`1 J 4? !i�-' 1/1/71 ee,� VA 1( )' . t& a LI el'. Int/ yis r s;:„le ef Lvi/v4. / 1, l' �rr 7 4- e-r Ives-= xi-A-it / ( h a it sir .517 10 di to rla( ti- (6-5- 4)4C-1111k)(16-1) +� o21(�S')I = c) - 4,) 1( V = 3.3-Jr )1 d L k _ k t C1 � /S •/fv /ces41 Job No. ..:15;71 CH2I11 HILL. Sheet No. HES 26 Job Name 14/.,/ 41, ± - ,4 . Date ,' Subject /1/e-ef_et., pelf__,( Computed By Checked By )1/# de: A ,-‘1) 1 1 7 ii /'Z r IS14't (' i-, -- (Th it-f(•:' ___-,.,__I ,t. :,,, , e .‘ 'r- e/ . ....../,/ ..., 4 • rt. • er s_e:e, i ./T.g. ,1- 1_,/",t i'• ,,..-c ,, , v./ 0/ /),.2' it, -rie ,. , ' / 1?"1..; C' ....1 61e., ...,., ,1 i v 75-.•,- .,...•.. 1 7 s;/-(-P . / .':, .j,:' -::, 4" : 3 - / -- . i 1 / -: I 1 4 //4- 1/171.7) ,,I,i ,,_.,,`L■.:".' 02-- / ,...,..,_„,. tvi-/-. . • - Nfr oe— - ...-: "-; ,---5- 17 ) .//7 r e:7 vAl 4'li,... • ALLOWABLE BENDING MOMENTS USING ACI350R-01, ALTERNATE DESIGN METHOD CATEGORY NO. = 3 WALL THICKNESS = 12 inches EQUIVALENT EQUIV.WALL HT Z= 95 fc = 4000 psi CANTILEVER WALL (PINNED @ TOP& CRACK WIDTH = 0.009 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 g = g = g = g = # 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 6.98 6.62 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 10.53 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), 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 m P bay =0.5*(0.45 1C)*k/fs (/) ,M =As*a*d <= K*b*d^2, k-ft/ft ACI 350 A(01) 1 of 1 11/1/2014 L Scoggins CH2M HILL C:\Users\lscoggin\Desktop\Durham 5b2 Design\EXST NW' Summal} o�t Service Cases: 1)Soil Loads Factored Cases: <none> 18 ft ► X owl 18ft Thickness= 1 ft Concrete(F'c=4 ksi) Mesh=36x36 E=519100Ksf v=0.1700 y=0.1500 K/ftA3 Max Value Location (x,y) Load Case Min Value Location (x,y) Load Case Displacement 4.72e-005 ft (8.500 ft,14.50 ft Soil Loads -0.0002 ft (0 ft,13.50 ft) Soil Loads Shear - X 6.250 K/ft (5 ft,6 ft) Soil Loads -6.175 K/ft (0.5000 ft,9 ft) Soil Loads Shear- Y 4.627 K/ft (5 ft,5.500 ft) Soil Loads -6.641 K/ft (0 ft,9.500 ft) Soil Loads Moment - X 1.291 ft-K/ft (3 ft,6 ft) Soil Loads -2.241 ft-K/f (0 ft,9 ft) Soil Loads Moment - Y 1.536 ft-K/ft (5.500 ft,3.500 ft Soil Loads -2.601 ft-K/f (4.500 ft,0 ft) Soil Loads J AnalysisGroup 3.5 www.iesweb.com Nov 1,2014 5:51 PM p. 1 L Scoggins CH2M HILL Service tilt emits C:Wsersllscoggin\Desktop\Durham 5b2 Design\EXST HW' It L Soil Loads 1 t Value Location Vedic Moment Moment (x,Y)(ft) K -ft -ft Displacemen 4.72e-OC (8.500,14 ' 8.829 0.1100 Ksl Displacemen -0.00021 (0,13.50) ` 1'004 0 2'.;_,-: Shear-X(+) 6.250 Kt (5,6) L 0.2 1.296% 'g4 , s,, . Shear-X(-) -6.175 K (0.5000,9 ; 1.428 1 Shear-Y(+) 4.627 Kt (5,5.500) E 1.465 " ; Shear-Y(-) -6.641 K (0,9.500) i 1.426 `1;4tti Moment-X( 1.291 ft-I (3,6) f 1.282 . f 0�`�s,,'�° Moment-X( -2.241 ft• (0,9) 5. 1.144 Nri,4+` Moment-Y 1.536 ft-I (5.500,3.1 ' -0.4152; ,,, Momen t-Y -2.601 ft. (4.500,0)? ' 0.8527 >�t. 0.0368 .1462 -0.0795 ' 0.7556 .2898 -0.5978 ''' ��`' ' 1.695 .2771 -1.240 i Edge Shear Moment Stress ' 2.201 .1589 -1.694 p: K K-ft Ksf ' 2.307 .0331 -1.869 �;,. � Top 0.53E 0.002 0.00 ' 2.176 -0.0474 -1.839 ® -1 Ksf Bottor 13.92 13.748 4.58: 1.930 -0.0642 1.712 : 1.683 0.0034 -1.626 Right -0.131 -0.349 -0.111 : 1.804 0.2856 -1.786 Left 0.00( 0.000 0.001 : 5.803 1.622 -2.498 I _ Deflection(ft) -Soil Loads CH2M HILL C:\Users\Iscoggin\Desktop\Durham 5b2 Design\EXST HW1.rpl AnalysisGroup 3.5 L Scoggins 18 Nov 1,2014 5:51 PM 0.00005 16 -0.00000 14 12 -0.00005 1' x -0.00010 8 6 •0.00015 4 -0.00020 2 -0.00025 -- -.. 0 2 4 6 8 10 12 14 16 18 (n) J AnalysisGroup 3.5 www.iesweb.com Nov 1, 2014 5:51 PM p.2 L ins CH2M HILL Service C G§ ltS C\Users\lscoggin Desktop Durham 5b2 Design\EXST HW- Soil Loads Moment-x(ft-K/ft)-Soil Loads Moment-y(ft-K/ft)-Soil Loads CH2M HILL C\U4ers\15,099",\De5kt0p 30urh4m 5b1 Design51X5T HW1.rpl AnalysoGroup 3.5 CH2M HILL C\users\Iscoggin\Desktop\Durham 5b2 Design\EXST HWlrpl AnalysisGroup 3.5 L Scoggins Nov 1,1014 5'51 PM L Scoggins Nov 1.2014 5:51 PM 1.1242 1 u,ru, ,1 1.5510 1 I,II,I", 1.1035 I. , 1 it �IUH 12925 11111111 0.1828 1.0340 10.4414 1IIUUHHHH �:o -imigm a 207 0.2585 1 11111111 -g $ o.0000:� I-0 207 S .. " -0.2585 Ir , -0. 14 -0.5170 ' 11'11 -0. 31 .1_ UlIlil -onss 8ruin" -10340-12925 lilel 1.5519 IPahihl -1.449 IL• -1.856 `1111111 -2.06805 ..111111 -1 63 .^ E 11111111 -23265 •2 I� 070 -2.5850 -2 277 0 2 4 6 8 10 12 14 16 18 .24335 0 2 4 6 8 10 12 14 16 18 MI (99 I I Shear-x(K/ft)-Soil Loads Shear-y(K/ft)-Soil Loads CH2M HILL C:\Users\Iscoggin\Desktop\Durham 5b2 Design\EXST HWASM1ys6Group 3.5 CH2M HILL C..Uses\Iscoggin\Desktop\Durham 5b2 Design\EXST HWAoplysisGroup 3.5 L Scoggins Nov 1,2014 551 PM L Scoggins Nov 1,2014 5:51 PM I 18 18 IP 6.9885 16 4.9294 16 3 6.2120 4.2252 ` 5.4355 14 3.5210 14 ' ) t 1 4.6590 S;. 2.8161 3.8825;... u 2.1126 12 3.1060 1.4084 I 2.329S,_ 1 0.7042 1.5530 to 0.000 0 X • 0.7765 8 -0.7042 0.0000 1 8 .4084 -0.7765 „tL -2.1126 H _ -2 -1.5530 NI( 6 r .8168 -2.3295 -3.5210 4 4 -3.1060 -4.2252 . I -3.8825 -4.9294 -4.6590 2 2 -5.6336 -5.4355 -6.3378 1 t -6.2120 0 5 10 15 -7.0420 t 0 S 10 15 I (ft) (R) I J AnalysisGroup 3.5 www.iesweb.com Nov 1,2014 5:51 PM p.3 Job No 1-15, ..1• 7 4 CH2MH ILL. 11111■• Sheet No. HES 31 Job Name /AV ilt--'. '.., L- ,-- Date Subject ,ge,.....-fli.4.--r(.4...s- , Computed By JF2":<7 . -i/bie-ift'l<1 1/J Checked By Fill-IA L27-■A7 6'1 rE. or1L)6 _., --- -): i , ' ,......k f= 1E tv V Ty., (6 1. / 1(1 : 14 ii>' 1ro 76,5"- f 9 deA -- l . ., _PC vve 1 Po(c c : .,---- ' uclF I l 7- , ), Li ry + ,,--,1.- i = /..1-/(;,,,--, ';<i-_, J •-- -- ;,' ' . ii /`c'l ti ' ir.,r, • www.hilti.us Profis Anchor 2.4.9 Company: Page: Specifier. Project: Address: Sub-Project I Pos.No.: S H E 32 Phone I Fax: I Date: 11/2/2014 rl J E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: HIT-HY 200+Reber A 615 Gr.60#5 Effective embedment depth: hd,t=4.724 in.(h,r =-in.) Material: ASTM A 615 GR.60 Evaluation Service Report: ESR-3187 Issued I Valid: 5/1/2014 1 3/1/2016 Proof. design method ACI 318/AC308 Stand-off installation: -(Recommended plate thickness:not calculated) Profile: no profile Base material: uncracked concrete,4000,fe'=4000 psi;h=420.000 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[lb,in.Ib] Z i1 0 6 6 X- C V ....AP,- _ sue' fig"= `. V.'YX '� x 'SC 8 •{' A -y4 x 4i 4.i'-r* .r tr .X Input data and results must be checked for agreement with the existing conditions and for plausibility/ PROFIS Anchor(c)2003-2009 HIIII AG,FL-9494 Schwan HIS is a registered Trademark of Hat AG.Schoen 4301 CO CO W NEW I TO PRIMARY TO PRIMARY HEADWORKS _ _ EXISTING EFFLUENT CLARIFIER 3 CLARIFIER 1 STRUCTURE HEADWORKS Mil 48'PI awl 48•PI TANDEM THRUST a OE 11 \= ■ =I 2'POL FROM COUPLING •N MI I.MI=(#I EXISTING (15540) TYP 111;•••;111 11111111111111 POLYMER FEED 1 ni zq I EXISTING I 11 •••1111 1111•••1111 ALUM FEED INBM ln en a IMI MN m1 FLOW DISTRIBUTION a awn r.\ N AM ■ M► WEIR TROUGH.TYP I 1 I I SEE x 24'SCUM I 1 I f REMOVAL REMOVAL HATCH FOR 220-M-501 1\ VACTOR TRUCK,TYP sesodand 6uiuedo „gx27Builepow Joj eenbs se NOTE 2 1 I FLUSHING 77k72FABRICATED aiji dwis Je noaI^^ CONNECTION :*: CHANNEL GATE,TYP p I•I J N d 0 J (15191) 1 t "eS lt, 11111 O V II WALL SLEEVE 200.0508 1 1 POLYMER 11 NOTE2 I Q INJECTION I ALUM DISPERSION � 1 QUILL(15950 II PUMP,NOTE4 Q 6uiuedo 220-M-301 �II� 10'CEPT ), 1 220-M-301 u alQ�l 11 8'CEPT DS „Z 1, ewnssy Ah STOP LOG 77��r� M'• III '1 • 220-M-301 CHANNEL.TYP 22000804 1 Os u9 pew nssy mp I I II. (!11.- �, -- - � 20000505 , IV I I _ 'r I I NOTE 1 II WALL SLEEVE 1� li 1 �. ii r4-1I‘ § 1 / I II I TO PRIMARY 4 CLARIFIER 5 /� I I 1 I N 2"V330 (FUTURE)_� peo 4S 1 CjL I, 0 O} 2•TEE DN PIPE SUPPORT 7 AL\ / I NOTES ped DuoD ,£x,g iiel 2'AL (15501) alpq ALUM }, uo dwnd d'l INJECTION OS IIZ pewnssy 48'FROM ��Y .'1� .I_ !1'lTif 220.0802 FUTURE WET r 0 WEATHER 6uiuedo ,1'j.i,x SCREENING I 1 7 i FACILITY C EXISTING FA DUCT D I TO HEADWORKS 301 ODOR CONTROL 220-M�0 ina MM. MI WEIR TROUGH I1 IMF.11 INSERT,TYPICAL FOR I 1 I I•••1 111 111110111•1111 ;N.; PC1 8 PC2, NOTES: SEE DWG 220-M-501 urn ui I 1. INSTALL NEW GATE ACTUATOR FOR 60'W x 60 H'SLIDE lii GATE WITH •STEM.CONTRACTOR TO COORDINATE X TORQUE REQUIREMENTS. 1111•••1111 1111•••1111 ~O I=∎=I I= M1 2. INSTALL NEW GATE ACTUATOR FOR 48'W x 60 H'SLIDE MINI IM■ a GATE WITH_'STEM.CONTRACTOR TO COORDINATE 48'PI MO 48'PI TORQUE REQUIREMENTS. IIMP 3. INSTALL STEEL WALL PIPE FLUSH PE x FL 7-0'FROM I1 EXTERIOR WALL.INSTALL BLIND FLANGE.INSTALL I,^ r 70 PRIMARY 1 TO PRIMARY STOP LOG CHANNEL ON INTERIOR WALL. CLARIFIER 2 CLARIFIER 4 4. COORDINATE PUMP LOCATION TO AVOID CONFLICTS WITH EXISTING FLOOR DRAIN AND HATCH OPENINGS, .x AND ENSURE N CENTERED BETWEEN FLOOR BEAM AND BAFFLE GROUND FLOOR PLAN WALL BELOW. I W B '0114 -0. 1- 0 20-M-301 cc F- 2 a C DRH ORIG SHEET TIRE. SHEET or DWG IF ERB DATE - - CLEAN WATER SERVICES HEADWORKS EFFLUENT STRUCTURE xx DURHAM AWWTF °SN DJG DWG\ 220-M-141 THIS BAR IS /�� c __-_ MECHANICAL POT ° CAD FILE A ONE INCH WHEN n ►7CTV1ces CH2MH ILL PHASE 5B2-PRIMARY PLAN - 220-M-141 I e OWB 220-11-141_495379 dun DRAWING IS - - O■.eorsi sent is chief TREATMENT AND HYDRAULIC "°° LCC SCALE AS NOTED FULL SCALE. a DATE BY � DESCRIPTION 2550 SW Hillsboro Hwy Hillsboro,Oregon 97123-9379 IMPROVEMENTS PROJECT 6491 _ M k'-er. l/l-!' ./r•O' Ba=O' _ .F• 1=o• JNty• 9 , (./.) , 1 /0 4' •• A D G\ fii) n I :.1� G,� r1 A.• ao ,.., . ) iv/O:•• At'O' '°' l%. .e ta4_/!/OD I.J t• Ei woo t u,ls// POW I'I7— l j e:e q . h move/S4OL toe/MCA AT 7itt°QN,Mii.Sf —— AM/tL3(r rr�- • re/o.rveF riscorE.V - ----- - ---r�- - - p■GNOR.Mw. .•i Ap0URS45N Rp) / I �� Py r t Edna MIS f�l �'j' ' t Oh ® ► ti3'- 1 1 1 l� a•c7N '�� ;� INII I i:, 1 t seeefrn.) c S I � urar�oacw� olnwre�al 1111%4 I \_ I ,', I"I�a. w 1 AW WT PIKE�__ I I -- II ITD• �� / ITDASNNO ` '�• iI$ iiIi•1 I ,�ljz ��FAN R00 V / I 1I I , I I Fy _ • €-!o I 3ID I ® I !' 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N / 0/041-_f 7b EL/7r��/LOAfPa eVf /.:1"2:,,,,, f :ftLL Ld1:T7/0I I 1 Il'AI „,.... „E ✓ - ,......„---AL. / { �� , L er AIM aJ(MO ilill towT. ON a ✓./ a CNf N011.Iwo. �l CtMro 4e.tty 1 8.00 Edmonds,WA ■ l ��r`o• sntxtN+s a I T=0'•. -T/N ef+ae t • ∎ G7oMC'Alit EFFUIENT GMIMIEL NO.1 0 I ry') d ac CrtrJ 2 sec etw v D�frt s I r.lT/1r M , LT ; !N.E02 (rYr) I UNTIED SewFAP[3E AOEULv j Gam + 1 1 I I-RK%/CE MOM I -Et/ST Y OF 110,SHNO1ON COlNrtY,t_" 1.'- - 4_J I IL nr.�r I 0 t•••► I DURHAM �� ma/ssTi I rte. �- •- �•-�-- -� -.—.r ,� AWWTP ,--r ' i I PHASE I -$ R AIFLOEO'2'411•1494,• ,►.v cir i 9rr avrr-sec EXPANSION •/4.w4k,Le Poe/ (7Y/Kwt s/lc ACEf) IA'/4 oLC 1-- 'N MOM'.see IN J 03 fs/II AO . - `s(_ /6100 •. v i X,7. CONCRETE F-- 1! 1 4•-oo ewes ex,rMS 4 -o'e 1D rM44 COr- ScOrs. .04 MINOR L'RASROW SEE �' , av1 arT/cEtrtsx rrrr) av SOOT SRtes I 2:::57 STRUCTURE - GRIT tilts I rawtAV t etAtilao� �' ty. TO. I SECTIONS 00 se%44%OD tA41 �utr so •U �t �--- TTY T-•— �- \ ..—.- .-T - - - -I- % i av es.a'nt SECTION N A eVAYIY reef . SCALE:6,.J•0_ . ![RA ei L. 'e&See 5.1.900 SEE S// 303,504,30- • See.wren Or'We rt b9 so e/A/fCfiror/ees� �'U. • MU a'N � .� — R tJl9U _ i riED_.i.._s -- 0 1 snctrarosrs m — — — �' II 17 w4CAY.�sat7s Ip'j��j /SC/aE NtrJ�orwri ii rSEf more eAM it II u I....SEE NorE C PA� f'LO�Ot RPw/NS II ! AfPii[�(r1�J it/Mid '` M` weir AT-1----r., a err. ` Rs _ �' '''fit+ �-Y "∎•:.4'!_ i _ v __.—. sr.!».Jr '—.,�.r __ ry • rn► 1: :■ J I L_J L J I S ,____, i /Ls' 11 1 , 1u IrFr s‘euic K✓ , C.a[C' 4:' �l' --- ' ■ ( . iwi� 'vv. n [sweat It SEAL .Et0' :K./7• /kW arE(YMJ • I 1 I _ • 1 (rjDDJT •awry wx(TriJ I �-� "1 axsr 1 I II sr♦iIp 11 tee IJh ECnsa (I� ant JS i J / SLIDE GATE SUPPORT ,,;11 ` I I • { \A: , . n �pM/1LJ70.G7 I I Or......jr 1 DETAIL 11 AIL 1 i EC.K.••00 . IC EL./70..10 J SC /r"e.cv H . :_ _ I , M R/'RYA Aid I �-- �_ C wMeirorMS .I -___. ___-_-. —__. .- - �,4..� tslrarEylrlwr 1e®tea �oeteca��w ��ai�asea�la prim-al a�snaeI ac"44.00 t aa�wrrr .iii •Filli "ilil� ■__� "611 rims , SECTION B I ,. �tr I �• IN IIIMI ® s•-0' M©+' SCALE �'-�•-o. ei.wr rs ++a+... ...�tl _ice sN JOS 504,J05 4107E3" + r.."/ /Lt"ENAS4C/N6 is AE 5.9IP/r 0C awe- SEC T ION C OTNERAPSE.4'TED ! E.AR c. rECrW.K OErw/L fv7-AONN Sec PfritK ��' ' 1=0" �`4 'M�� •WpA RENO FER7/C.K$EEL RI CEN7ERl/Ne see s//.903,004,SOS OA'.'EM.ET NAG L. 316 HFS 36 ALLOWABLE BENDING MOMENTS SLAB THICKNESS VARIES TO MINIMUM 8" USING ACI350R-01, ALTERNATE DESIGN METHOD THICK. #5©12" TYPICAL REINFORCING CATEGORY NO. = 3 WALL THICKNESS = 8 inches EQUIVALENT EQUIV.WALL HT Z = 115 fc = 4000 psi CANTILEVER WALL (PINNED @ TOP& CRACK WIDTH = 0.009 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 = 9 = 9 = g = # 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 23.6 299 1.717 5.75 5.25 0.0032 0.0145 1.97 1.80 5.7 5.1 7.8 6.9 5 12 0.31 2.31 23.2 302 1.683 5.69 5.06 0.0051 0.0149 2.97 2.64 6.6 5.8 8.9 7.9 6 12 0.44 2.38 22.8 305 1.651 5.63 4.88 0.0075 0.0154 4.09 3.54 7.3 6.5 9.9 8.8 7 12 0.60 2.44 _22.4 307 1.621 5.56 4.69 0.0107 0.0158 5.41 4.56 8.0 7.1 10.9 9.6 8 12 0.79 2.50 22.0 310 1.591 5.50 4.50 0.0146 0.0162 6.91 5.66 8.7 7.7 11.8 10.5 9 12 1.00 2.56 21.7 312 1.563 5.44 4.31 0.0193 0.0167 9.24 5.81 9.6 8.5 13.0 11.5 10 10 1.524 2.63 22.6 305 1.641 5.38 4.13 0.0308 0.0155 8.83 5.20 9.4 8.4 12.8 11.3 11 10 1.872 2.69 22.3 308 1.613 5.31 3.94 0.0396 0.0159 8.69 4.77 9.4 8.3 12.8 11.3 4 6 0.40 2.25 29.7 ▪ 263 2.201 5.75 5.25 0.0063 0.0100 5.06 4.62 7.9 6.9 10.7 9.4 5 6 0.62 2.31 29.1 266 2.158 5.69 5.06 0.0102 0.0103 7.61 6.77 9.0 8.0 12.2 10.8 6 6 0.88 2.38 28.6 269 2.118 5.63 4.88 0.0150 0.0106 8.50 6.38 9.3 8.3 12.7 11.2 7 6 1.20 2.44 28.1 271 2.079 5.56 4.69 0.0213 0.0109 8.39 5.96 9.3 8.2 12.6 11.2 8 6 1.58 2.50 27.7 • 274 2.041 5.50 4.50 0.0293 0.0112 8.28 5.54 9.2 8.2 12.5 11.1 9 6 2.00 2.56 27.2 276 2.006 5.44 4.31 0.0386 0.0115 8.17 5.14 9.2 8.1 12.5 11.1 10 6 2.54 2.63 26.8 279 1.971 5.38 4.13 0.0513 0.0118 8.06 4.74 9.2 8.1 12.4 11.0 11 6 3.12 2.69 26.4 281 _ 1.938 _ 5.31 _ 3.94 _ 0.0660 _ 0.0121 _ 7.94 _ 4.36 _ 9.1 8.1 _ 12.4 _ 11.0 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 bal= 0.5*(0.45*fc)*k/fs M = As*a*d <= K*b*d^2, k-fUft ACI 350 A(01) 1 of 1 11/16/2014 C:1._EXST HW pump on slab rpl SurhnlE @p37 Service Cases: 1) Dead Loads T 2) Live Loads Factored Cases: 3) D + L 1*(2) + 1*(1) 12 ft 7 — x 10 IDH ft Thickness = 0.83300 ft Concrete (F'c =4 ksi) Mesh = 40 x 48 E = 519100 Ksf v= 0.17000 y = 0.15000 KIft^3 Max Value Location (x,y) Load Case Min Value Location (x,y) Load Case Displacementl0 ft (0.25000 ft,1 ft) D + L -0.00033 ft (5 ft,6.2500 ft) D + L Shear-X 2.0372 K/ft (10 ft,6.5000 ft) D + L -3.6510 K/ft (1.2500 ft,8 ft) D + L Shear Y 2.1079 K/ft (1 ft,7.2500 ft) D + L -1.8314 K/ft (1 ft,7.7500 ft) D + L Moment- X 1.2611 ft-K/ft (5 ft,6.5000 ft) D + L -2.6795 ft-K/fi (10 ft,6.2500 ft) D + L Moment-Y 0.96330 ft-K/f (5 ft,7 ft) D + L -2.4729 ft-K/fi (4.7500 ft,12 ft) D + L L Scoggins CH2M HILL Service Case Results C:\...EXST HW pump on slab.rpl H ES 38 Dead Loads II Value Location (x,y)(ft) Displacement(+; 0 ft (0.25000,1 250 PSF LOAD FOR Displacement(-) -0.00028 ft (5,6) MECHANICAL FLOOR Shear-x(+) 1.7337 K/ft (10,6) Shear-X(-) -3.1912 K/ft (1.2500,8) Shear-Y(+) 1.8441 K/ft (1,7.2500) Shear-Y(-) -1.6060 K/ft (4.7500,0) Moment-X(+) 1.0651 ft-K/ft (5,6) Moment-X(-) -2.2806 ft-Kff (0,5.7500) Moment-Y 0.80032 ft-K/ (3,5.2500) Moment-Y -2.1416 ft-K/f (4.2500,12 Edge Shear Moment Stress K K-ft Ksf To. 8.076 -10.023 -8.667 ' Bottom 8.842 11.228 9.708 I,MM 13.07( 17.142 12.352 (includes self-weight) Left 12.661 -16.892 -12.172 Deflection (ft) - Dead Loads CH2M HILL C:\...EXST HW pump on slab.rpl AnalysisGroup 3.5 L Scoggins Nov 16 2014 9:13 AM 12 0.00005 11 10 -0.00000 111 . -0.00005 $ ` -0.00010 x 6 -0.00015 Ill 5 4 i0 -0.00020 0 3 0 2 -0.00025 1 II I lil IIII 1111 1111 lilt 1111 IL1 1111 IIII 1111 -0.00030 0 1 I 1.. L Scoggins CH2M HILL Service Case Results C:\...EXST HW pump on slab.rpl HES 39 Dead Loads Moment-x(ft-K/ft)-Dead Loads Moment-y(ft-IC/ft) - Dead Loads CH2M HILL C\...EXST HW pump on slab.rpl AnalysisGroup 3.5 CH2M HILL C.\...EXIT HW pump on slab.rpl AnalysisGroup 3.S L Scoggins Nov 16,2014 9:13 AM L Scoggins - 12 12 Nov 16,2014 9.13 AM 1.2546 11 L��■�� 0.9190 11 IL0455 1 / 0.7352 l0_ 0.8364 1........ 0.5514 I 0.6273 i....... ::::: 0.4182 1.IUII__� $- 1 0.2091 -0.0000 Fr 0.2090 ••••• :. -0.3676 T_ . -0.2091 -0.3676 " i 6 x -0.4182 -0.5514-0.6273 I 5 1..... 1 -0.7352 5 - ihIlihlhl -0.8364 4 -0.9190 4 I -1.0455 3 111E11111111111111 _1.2866 3 _1.2546 lUll . 2-1.6542 -1.4637 -1.4704 -1.8819 ..... I -1.880 1 _ 1 -2.0910 -2.0218 ,,,,, aiu..iii.j.ci, -2.3001 0 1 2 3 4 5 6 7 8 9 10 -2.2056 0 1 2 3 4 5 6 78 9 10 (ft) (ft) Shear-x(K/ft)-Dead Loads Shear-y (K/ft) - Dead Loads CH2M HILL C:\...EXST HW pump on slab.rpl AnalysisGroup 3.5 CH2M HILL C:\...EXST HW pump on slab.rpl AnalysisGroup 3.5 L Scoggins Nov 16,2014 9:13 AM 12 L Scoggins Nov 16,2014 9:13 AM ,, 12 �- I I 1.8468 11 , 11 1.5390 1.9404 1.2312 10 1.7248 10 - I , 1.5092 0 9234 . 9 9 '. 1.2936 r= 0.6156 8 1.0780 0.3078 0.8624 0.0000 7 7 , 0.6468 -0.3078 �. ,r 6 0.4312 E 6 „w _ -0.6156 0.2156 -0.9234 s " 0.0000 5 -1.2312 -0.2156 4 4 -1.5390 -0.4312 -1.8468 3 , -0.6468 3 -2.1546 -2.4624 2 -1.0780 2 -2.7702 1 -1.2936 1 I -3.0780 -1.5092 0 I1 1111 ll�,iilii 1111 1111 1,1i 1111 0 -3.3858 U -1.7248 0 1 2 3 4 5 6 7 8 9 10 0 2 4 6 8 10 (ft) (ft) II Service Case Results C:\...EXST HW pump on slab rpl H E S 40 4 h v., ve Loam _ _.. - - Value Location (x,Y)(ft) Displacement( 0 ft (0.75000,1) Displacement( -0.00005 ft (5.2500,7.251 Shear-X(+) 0.34979 K/ft (10,7.5000) Shear-X(-) -0.45981 K/I (1.2500,8) I Shear-Y(+) 0.26385 K/ft (1,7.2500) Shear-Y(-) -0.24510 K/1 (1,7.7500) Moment-X(+) 0.21396 ft-K (5.2500,7.251 Moment-X(-) -0.44204 ft-1 (10,7.2500) Moment-Y 0.23765 ft-K (5.2500,7.501 Moment-Y -0.33463 ft-1 (5.2500,12) Edge Shear Moment Stress K K-ft Ksf Top 0.712 -1.474 -1.275 1 Bottom 0.151 0.545 0.471 Right 1.42E 2.454 1.768 I Left 0.69E -1.599 -1.152 IDeflection (ft) - Live Loads CH2M HILL C\,..EXST HW pump on slab.rpl AnalysisGroup 3.5 I L Scoggins 17 Nov 16,2014 9:13 AM 0.000005 '`°; 11 lip -0.000000 10 I -0.000005 9 il I -0.000010 8 pool -0.000015 7 I -0.000020 x 6 E - -0.000025 5 -0.000030 4 -0.00003,- 3 I 0.000040 2 -0.000045 1 I ,IIII ItlIillll Ill III IIII IIII fill Illlitlit -0.000050 , 1 3 1 5 6 F, 9 10 .ft, 1 I- L Scoggins CH2M HILL Service Case Results C:\...EXST HW pump on slab.rpl H E S 41 Live Loads I Moment-x(ft-K/ft) -Live Loads Moment-y(ft-K/ft) -Live Loads CH2M HILL C:\...EXST HW pump on slab.rpl AnalysisGroup 3.5 CH2M HILL C:\-.EXST HW pump on slab.rpl AnalysisGroup 3.5 L Scoggins Nov 16,2014 9:13 AM L Scoggins Nov 16,2014 9:13 AM 12 ,T Al '' 111111111111111111111i. 12 liIllir-lrIIIII"gr"r 0.2454 31 ,K. , UU11111 0.2499 11 0.2045 0.2142 0.1636 10 / 0.1765 10 0.1227 9 0.1428 9 l --- I 0.0818 8 111 1111 0.1071 8 ! 0.0409 11111 Il 0.0714 - -0.0000 7 0.0357 7 -0.0409 0.0000 x 6 x 6 -0.0818 ......� -0.0357 - I -0.1227 5 -0.0714 5 4 ....... 4 -0.1636 -0.1071 I -0.2045 (!...... -0.1428 -0.2454 3 -0.1785 3 I -0.2863 2 .-JI........ -0.2142 2 it I -0.3272 1 I......... -0.2499 I -0.3681 -0.2856 -0.4090 IIUIUI • _0.3213 o -0.4499 0 1 2 3 4 5 6 7 8 9 10 -0.3570 0 1 2 3 4 S 6 7 8 9 10 (ft) (ft) Shear-x(K/ft) -Live Loads Shear-y (K/ft) - Live Loads CH2M HILL C:\...EXST HW pump on slab rpl AnalysisGroup 3.5 CH2M HILL C.\_EMT HW pump on slab.rpl AnalysisGroup 3.5 L Scoggins Nov 16.2014 9:13 AM 12 L Scoggins Nov 16,2014 9:13 AM 12 I0.3535 11 11 0.3030 0.2862 10 0.2525 "i®. 0.2544 10 I 0.2020 9 ' - 0.2226 9 0.1908 0.1515 8 0.1590 8 I 0.1010 0.1272 0.0505 7 0.0954 7 -0.0000 Es 0.0636 E. 6 -0.0505 0.0318 -0.1010 5 , . -0.0000 5 -0.1515 4 I -0.0318 4 -0.2020 -0.0636 -0.2525 3 - -0.0954 3 -0.3030 -0.1272 - --0.3535 2_ -0.1590 2 ., . -0.4040 1- -0.1908 1 -0.4545 ,,. , ., F. -0.2226 ` „i+ 0 1 1 1 1 1 1 -0.5050 0.2544 0 2 4 6 8 10 0 1 2 3 4 5 6 7 8 9 10 (ft) (ft) I Scoggins H2M HILL Factored Case Results EXST HW pump on slab.rpl H E S A 2 0+L `t ,rvice Cases Value Location (x,Y)(ft) 1.000 * Live Loads _Displacement(+;'0 ft (0.25000,1 1.000 * Dead Loads Displacement(-) -0:00033 ft (5,6.2500) Shear-X(+) 2.0372 K/ft (10,6.500C Shear-X(-) -3.6510 K/ft (1.2500,8) Shear-Y(+) 2.1079 K/ft (1,7.2500) Shear-Y(-) -1.8314 K/ft (1,7.7500) Moment-X(+) 1.2611 ft-K/ft (5,6.5000) Moment-X(-) -2.6795 ft-K/f (10,6.250C Moment-Y 0.96330 ft-K/ (5,7) Moment-Y -2.4729 ft-K/1 (4.7500,12 Edge Shear Moment Stress K K-ft Ksf Top 8.789 -11.497 -9.941 Bottorr 8.993 11.772 10.180 Right 14.49E 19.596 14.120 Left 13.362 -18.490 -13.324 Deflection (ft) - D + L CH2M HILL C\ EXST HW pump on slab.rpl AnalysisGroup 3.5 L Scoggins 12-pu- 12 Nov 16,2014 9'13 AM 0.00005 Sr" 11 10 WM 0.00000 - 9fr -0.00005 8 7 -0.00010 F. 6 -0.00015 5 -0.00020 4 3 -0.00025 2 -0.00030 1 - 0,1111 Illl 1111 liiil 111 Jill 1111 till 1111 II I -0.00035 0 1 2 1 4 5 6 7 8 9 10 (ft) L Scoggins CH2M HILL Factored Case Results C:1...EXST HW pump on slab.rpl HES 43 D+L Moment-x(ft-K/ft) -D+ L Moment-y(ft-K/ft) - D + L CH2M HILL C:\...EXST HW pump on slab rpl AnalysisGroup 3.5 CH2M HILL C:\-_EXST HW pump on slab.rpl AnalysisGroup 3.5 L Scoggins - Nov 16,2014 9:13 AM L Scoggins - Nov 16,2014 9:13 AM 12 12 ' L4772 11 1 1.0735 11 7 1.2310 0.8588 _ 10 , - 10- 0.9848 0.6441 0.7386 9 0.4294' 9 - 0.4924 0.2147 - 8 8 . 0.2462 It 0.0000 - I0.0000 7 - • i - -0.2147 7 -0.2462 I -0.4294 -0A924 -0.6441 I -0.7386 5 - - -0.8588 5 - -0.9848 -1.0735 - 4 I q -1.2310 - -1.2882 - y 2.7 K-FT/FT _1.4772 3 . 'AXIMUM IS LESS- -1.502' 3 1.7234 2 1 HAN CAPACITY OF -1.7176 2- I -1.9696 '2.9 K-FT/FT. SLAB -1.9323 _ -2.2158 1 OK FOR LOADS - -2.1470 1 - II-2.4620 F " -2.3617 _ 2-7082 0 1 2 3 4 5 6 7 8 9 10 -2.5764 0 1 2 3 4 5 6 7 8 9 10 (ft) (ft) Shear-x(K/ft)-D + L Shear-y(K/ft) - D + L CH2M HILL C:\...EXST HW pump on slab.rpl AnalysisGroup 3.5 CH2M HILL C:\...EXST HW pump on slab.rp' AnalysisGroup 3.5 L Scoggins Nov 16,2014 9:13 AM 12 FIIIIIIa . L Scoggins Nov 16,2014 9:13 AM .... 12 .,, 2.1330 11 ,,... 11 1.7775 2.2158 •Y 10 14220 1.9696 10 - 1.0665 9 1.7234 0.7110 ..... 1.4772 9 8 I 0.3555 `, ..... 0.9848 8 0.0000 7 i i IRIIIIIIU iinieffitimantita 0.7386 7 -0.3555 C 6 0.4924 x 0.7110 0.2462 ad r ..... -1.0665 5 5 -0.0000 -1.4220 4 r�. SHEAR CAPACITY OF 8" SLAB: -0.2462 4 -1.775 r 1.1*SQRT[4000PSI](12"/')(5.75") -0.4924 -2.1330 3 =4.8 K/FT. -0.7386 i 24885 2 SLAB HAS REQUIRED SHEAR -09848 2 a.. LOAD' -1.2310 D' -2.8440 CAPACITY FOR LOA _ a -3.1995 1 1.01111111111111111111.111111 .0 t { -1.4772 1 A...�.,.,.,- 3.5550 1.7234 . - -.o -1.9696 0 -3.9105 0 1 2 3 4 .9 ,6 7 8 9 10 0 2 4 6 8 10 (ft) (ft) II CH2MHILL® Job No. //15-371 + ► Sheet No. Bl0 I Job Name Yu�nc, 1 A ('l1 )1 Date Subject L1, '1-i of Computed By , E,:i25,A 0/1 Checked By tJ L‘90d Co& s'f fie.<L leve,0 WF/� - /\(EGt n_a( el ( �x 7) ift kt= a Ps- 0dvas61 1SXy� k4, dgs ?' . Is" 31-*1- ) (.97Y) Mt' (3=1 �, y ��•t �fe%�> se-e- ra. ��11- - 4 - ' (ij'euiiti i dy My,4 a",: = D 1-e 4Z•r/ -b.J : 40= -0_1 (1,i; C't 11,Ar _ f�� - ,fin..v`��t�z._ � r,� lh �7 °-1(.0 IAA/ 6/0=PiF s; Q 1,J4 ti cto 8_ 7 14v.i 7-- -0.5 (0 (0 k elf) Job No. /"lam. / `� CH2MHILL® +'► / Sheet No. BIO 2 Job Name PUr Date Subject ii g 1`� (fie..r Computed By / CAA Checked By Ipso c Pte ,;�:� C1� '�`d _ �G h . s - 11.4/ ,tee = - s-(,,E) � - ' (� r.� ;:m � ,l �. _;�� , (A t 14/-41( @ , 2(9,-,)c = 6-17 1_ 2 f A-v,e:' G i =X30 ` ' yr1AS 11O t — (Zoyte-- 1)Gi-roll rS 0Q0-0 --D /-4 =2 , 1/- 1-13 (2�i� 2) v Pd,' /n r / 7.1 - 85 ( ; << 35 O1n ! YC I a t � 'E. D.� • f ' °'F / t't,J 'I /v1/ (/I( G� Y' �; r a� /7c\ tit CA ;it; e.Py2� �s .e ,'as7e rocmcl Sp1tw 11; is 19tip c„,. CH2MHILL® Job No iwe► / D Sheet No BIO 3 Job Name diji�t12�-� , , (j _ Date Subject 1��p 11 :41e f- Computed By ) . l tai/ v Checked By ,t;f/AVAc.rt 4. 1 iksotie c2O ' .f e'"g C . - (IP i.cf)(k,1,5 -1- f% = Sc l% PI 1111= a4lrflO('‘ / 4" D?0 X=3 So C1s = 6'2Sifis4YC ` 5 - ,x.5`0 to- = ot,(6t)(<2.3. 4- = _77 /YP- ritru 1A?:;:t=, °'46T- '11-7 ffic) =7_515- ,-' -5 �SO %) = 230 rex 47- = 30 %� - I` �%f - - 1;5 % (o. �� -0- 0.6 w ;15;-- k-- -C:4 (J).6 --- .0‘' / ) H. - -(74 (fb , )0 /) rts.1.11 H l Oo () 4 � ri = - 480 16 (1/b'-40 4 10. 7" � a CH2MHILL. Job No � 95, 371 +fir. Sheet No. B 10 4 Job Name J2L'1i4.�~L 56#2_ Date Subject gi, i�-/.2-7 Computed B efiy Checked By )29 1 Gam' rZ (co-ci.y-S 6-1Y-) 44%,-0/-re- 1?D se./ ' L4. - 05-/,‘)(-42f,,`, )Ivr Ais- of(ils )��) f D6(50 t y-5 7)6 9" ) r'xik k Vr1 i•1_ /J r 1453 ,` d 73 if w x3o � L)s� �`- = .2?8 ;,4.1./ "4- - 1-1 k- L 6 aD CH2MHILL. Job No. )7/76 ?71 �wr / Sheet No. B10 5 Job Name Ai hart : .e,,1 Date 1 r://1 Subject ?J,I er Computed By y_ cam ,, - «�' Checked By 6.0-1"F J -f9)'&-/A4 _ - � p t� ( Liz,rifF,e-r L C2.1)69(45 +aO. ! .7 l S(' (gble.._ 3 er.:st,,r-85 tf-X (5ffI — f ;is 0`'5 ) sci �s 1 f aS : '�� 4- ,a rte ,c 7-,j��S (JP — .7aa %% n -f;to 0. r b 4 .s,=y.vs _ 035 az T 6�� as ose, ft , - rS I /TITg i cjV�, ( S� aK /� = fl.I j B.7 A = 000t`` <� .s CH2MH I LL. Job No '`-/f- 27 •�► Sheet No. B I O 6 Job Name 1)17 Date Subject ,v lst i Computed By /. Sc-Sc-2r4.-E.C-®"' °�j Checked By 3 r; / f Sh-lt 410 114-1- r / � - X3/5 _ G D L-11- 1 A vr_S, P1, V 1s 1114-: - Y Y_ f �v a J - xi, v.-v. 1 .. d l�P 04543.2071, J /86 k z- 7.= r�lS eye €r:f- :.' 1.-° ._. CH2M H I LL. Job No. 2/751377 law Sheet No. / B 10 7 Job Name JV/fhe^ry 5LY Date 1 r/ ��( Subject �i e, f �i��r Computed By 2. ,S'e-e j ep". Checked By i?' u_ ; (-0 if / )"- (s,r /4-6(i) az6 4-yr, = aiq is- gt, F" • — F x LS/- ✓ C 1. 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