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Tract 12064-1 Structural Design Calculations
1 � � I 1' i 1 � I I STRUCTURAL DESIGN CALCULATIONS CREATIVE COMMUNITIES SOUTHRIDGE VILLAGE DEVELOPMENT PHASE 1 CITY OF FONTANA TRACT 12064 -1 JULY 1982 1 1 1 1 e 0 i t i Section 1: Structural Design Calculations; Banana Avenue /Jurupa Avenue Storm Drain Junction Structure - Station 42 +93.00 Section 2: Structural Design Calculations; Cherry Avenue Storm Drain Junction Structure - Station 15 +71.52 Section 3: D -Load analysis calculations for reinforced concrete pipe storm drain conduits Mulberry venue system y y Calabash Avenue system Banana Avenue system Almond Avenue system Cherry Avenue system Section 4: Reference exerpts from Standard Plans and Details Appendix: Program Abstract - Los Angeles County Flood Control District Computer Application Manual Program 0501 for HP 3000 Computer I F3o"le Erx7ftleef#W7 Corporaf*W7 SUBJECT U /�`� /� / 'f P/Tio�SC/ OE Sic v /aSS�rf'Tio�vS BY DATE ' CHKD.BY DATE C� HI, 1 1 0 I 1 1 SHEET NO. / OF 7 JOB NO. eo(6 - 100 - _ �'OYJ/'c�iYr OSD/ - Lf�f3oX / 19L /_ f?��f7dGao - -- - Provi� ccy�� G ars - s7"e)(7a/ ' ,osi - = 24000 Bow c/ t ,6-00 60 add ! /any /A riy 14� 17 9 As ' C!%3 Tr 1-7,YO f -5OZ 09,9A - le �¢ e 16' > 2 e r r rr r r r rr r r x � x o T1- 1tiC�c'�•�ESSE- 5�11�1 _ < S�c. W � I_ ��OP BTM i C �, DESIGN A 6 .0 -$.O lO,O I "1 8:15 8.00 m t3 �3 10 J) 9.50 (0;5r3 8,00 o ,o i l •2s i2.25 so ! o •a ' '' S �. l�ein�rce�r�enf } I STRESS�s o m . C �, c C 1) f= F G H m m t3 c3 , n s a+ ��. �. l�ein�rce�r�enf } RE � ►.� F o C 1 �► G T3la 2 S n CS 1 G N - f = 2� STRESS�s SEc C �, c C 1) f= F G H /,0! t3 c3 , s k o. ��. 9 o a a� o A� 13 o i i S ° I� \ o � �• �N �'� �e o � o \b \C% r IN o` _ a m z i o z Qo Qj �D I O � i l C0/7s a - ' i}4 P 18", (T N �G -Bar - Op tional Const Joint _ n :- J ` Cr B ar B -BoTB, - Bar - 2 "T C -Bor _ Distribution Bars A plt`�r equally spaced D- Bar ' O`f4D/g I L Bars I p: &4 P 18 equally spaced tof.f9 obi C3-Bar 0 " F - Const Joint C2 -Bor ' F Bor '�9OP 9 F -Bor 78 � i9xs - cv �4 @18 g cV SCHEMATIC OF. ' SINGLE BOX l - L'o /J S�r a _ t �4P18 , — _ (Typ) cv G -Bar -- Optional Const. Joint -T -- n _ Cj C -Bar B- Bor , B -Bor - 0 -7 2 TO. _ Distribution Bors o il equally spaced _ j -- C -Bor D- Bar j ' Longitudinal Bars I ,t4 P 18 equally spaced t�! C -Bar N " Const Joint C2 -Bor ' F .- Bar v� FI -Bor -# 4 @ 18 (TYp•) SCHEMATIC OF ' SINGLE BOX ��JNi�Ji9 �iyE•yl1 _ 1 - a - itie4P 18", ' (T YP .) CQ G Bar Optional Const. Joint - ,T = . C, -Bar B - , B, -Bar - 4 2 "TYp - _ Distribution Bars ' ���•� equally spaced _ j -- C -Bar • 2 "T ' P' D- Bar i Longitudinal Bars ,#'4 P 18 equally spaced A4CP8o C - Bar Y C f Const Joint C2 -Bor F.- Bar v F -Bar ltS Vl X 7 -f cv cV fi! gv x 6=b SCHEMATIC OF SINGLE BOX s' a CL 4 #4 @ 18 , - -- - -- G - Bar (Typ.) h B, -Bar iv Gi- Bar�T B ar *9 oPzo " I C - Bor - •- .•_ Longitudinal Bars � cfis,�f' Q` yf dD/o "� #4 e 18 T , 3 ctia�,/e.- - c5 - 6c y p. ('.tae �a6 2 Typ. • .� ��/ / - .5'SO - C4 Distribution Bars equally spaced Distribution Bars • • equally spaced 2"T YG ci 'cle , • - D -Bar C -Bo -Bor - I Const. Joint N —CW- Bars �� -C Bo 8 F „ . F3-Bar' 7 s' T Bar \ \. � H-Bor = o Sb H Bar �gavi3 I A coo " SCHEMATIC OF UNSYMMETRICAL DOUBLE BOX WITH UNEQUAL WIDTH i 0 2 iJOB C0810036,TF.RRYH.BOY1_E,SB 3 PRIORITY - DSI TNPRI . 81 TIME ' UNL.IMITF.D SECONDS ' F'1tUM PER - - 0131 5 WED, JUN 23, 1982, 3134 6 HP3000 / MPE IV C.00,03 -tABOX PM , RUN . Ptf , _ e 9 < ,. It 12 LOS ANGELES COUNTY FLOOD CONTROI. DISTRICT PROF F0501A " E91-014 . 14 DESIGN OF STNGI..E BARREL REINFORCED CONCRF.TF BOX 15 BARREL 0 1 " 17 18 BANANA AVE STORM DRAIN JUNCTION STRUCTURE. SECTION A -A n 20 2.00 WIDE BY 8.00 HIGH DF.STGN COVER 9 ;0 FT 21 TYPF. INSTALLATION TRF•NCH r 23 Rf' . LIVE_ LOAD TRUCK AXLE. LOAD 32.0 KIPS a 24 TOTAI• DESIGN VERTICAL LOAD TOP 11,62 KIPS INVERT 12.57 KIPS " 5 - 'P'R P S GU RF. n 26 27 r DESIGN STRESSES FC - 1800. PST FS - 24000. PST „ a w , 29 30 THICKNESSES (IN) TOP 7.75 TNV(C.L.) 8.75 LW R.00 RW 8,00 n 32 STFEL. LAYOUT �� 33 - BAR BAR BAR HORY70NTAL VERTICAL I.FHOTH " 35 DESIGNATTON 912F spAefNe (IN) (FT)(TN) (FT)(IN) " 36 ; . 38 B1 5, 1810 5. 1.0 0. .0 39 1 4. 14.0_ 3.. R.5 S. 110 41 C2 . 4. 14.0 3, F.5 2. 2.0 U 42 C3 5. 14',0 1, 7,0 2. 4.0 44 F 9. 19,0 9. 110 0. .0 ., 45 F1 S. 1910 5. 2,0 0. .0 47 LONGITUDINAI. PARS 49. 4 PARR 48 IN TOP SI AS 14. IN TNVF.RT SLAB 15. IN WAILS 20. 9 50 QUANTITIES CONCRETE ,89 CU. YDS. /FT. REINFORCING STF.F.1. 120.1 LBS. /FT. 51 INPUT DATA 8 DESIGN CRITERIA( ° „�5 9x9000 --- 910 3 ?10 a 008 ---- .4 -- ° 0J1" „I 53 8.00000 6.50000 7.00000 8.00000 ?.00000 54 2,50000 2,00000 2,00000 2.50000 2.00000 7 3100000 --- .90000---- --i59900 11 5000- 4%00 -r A0(} ++I 5b 1000.00000 60000,00000 24000.00000 0.00000 500.00000 -- vn nnnnn >>nnn itn.nnnnn n :inn r r r� �■r �r r � r rr rr �■r J 59 LOS AN(:FL.ES COUNTY FLOOD CONTROL DISTRICT PROF F0501A 60 - 61 - DESTGN - �---62 DESIGN OF SING66 FIARRFI= REINFORGED GONGRFTF B9X ) 63 BARREL • 1 64 65 66 BANANA AVE STORM DRAIN JUNCTION STRUCTURE. SECTION B -R 68 10.00 WIDE BY 7.50 HIGH DESIGN COVER 9.5 FT 69 TYPE.. INSTAL.I.ATION TRENCH ' 70 FEETBN -ft 09 SO!!- OFNSITY .410 KGF 71 LIVE LOAD TRUCK AXLE LOAD 32.0 KIPS 72 TOTAL DESIGN VFRTICAI. LOAD TOP 14.90 KIPS TNVF.RT 15.73 KIPS 7-3 P 9SURF, , 74 DESIGN STRESSES FC 1800. PSI FS 24000. PSI 75 77 78 79 pp THICKNESSES (IN) TOP 9.50 INV(C.L.) 10.50 LW 8.00 RW 8.00 " 80 Q� STEF.1. LAYOUT 81 BAR. BAR BAR HORIZONTAL VERTICAL " A 83 (IN) (FT)(IN) (FT)(TN) n 84 n r 86 B1 3. 13.0 6. 4.0 0. .0 87 C 4. 1010 4. 2.5 7. 8.5 89 62 4. 1010 4. 2.5 2. 3.5. 90 C3 4. 10.0 1. 6.5 2. 8.0 " a 6 92 F 9. 14.0 11. 1 a_ a 0. 10 93 F2 5. 1410 6. 4.0 0. .0 " . 95 H 4. 1010 5. .0 r 0. .0 96 LONGITUDINAL. BARS 54. NO. 4 BARS 97 0. 1. - 1i� -#(F- ?FVERF -Rl n 98 QUANTITTES 4 99 CONCRETE 1.09 CU. YDS. /FT, REINFORCING STF.FI. 167.1 LBS. /Ff. 0 0 N PUT-BATR- 4- DEBlGN- 6R-1 -T ER 101 9.50000 9.50000 32,00000 .00000 10.00000 102 7.50000 6.50000 7,00000 8,00000 2100000 1-0 - L 2.5 0000-- 2T600a0 2.90000 P.50 000-- -- 2r080B0 104 3.00000 ,70000 - ,50000 ,15000 4000.00000 105 I ,nA. 1800.00000 60000.00000 "A nwnnn _4 .nnn 24000,00000 ._. awn wnnnn __._. 8.00000 __ _._ __ 500.00000 - 7 N U T IU/ .....(1. J............1..... STEEL LAYOUT _... . -' - °--- 'r mar. .. 108 BAR BAR LOS ANGELES COUNTY FLOOD CONTROI. DISTRICT PROD F0501A 110 DESIGNATION SIZE.. SPACING DESIGN DIVISION LENGTH 111 DFSTGN OF SINGLE BARREL RFTNFORCF.D CONCRETE BOX (FT)(TN) 113 B 8. 10.0 . 0 1 .. ° 114 91 5. 10.0 7. 5.5 ° 137 Cl 4. NA- . . ~ 116 C2 4. 8.0 4. 9.0 2. 515 ; 117 D 4, 12.00 WTDF. BY 7.00 HIGH DF.STGN COVER 10.0 FT " iiR F 9 1 Y F 2 4L-1 :& T-A TTpN TRFNGH 13 . 2.0 ° r 119 120 G G ' PROJECTION RAT M LIVE LOAD TRUCK .00 SOIL DENSITY .110 KCF AXI..E LOAD 32.0 KIPS ro " 144 H (1? ES; G N-V1.. f.. .0 n 122 123 IN TOP SLAB 20, p PRESSURE HEAD .0 DESIGN STRESSES FT FC - 1800. PSI', FS 24000. PST n + QUANTITIES " 125 126 911 - - --- -- THICKNFSSF.S TOP - Ln Kw 6-.:JU ' 129 STEEL LAYOUT 130 BAR BAR BAR HORIZONTAL VERTICAL 131 DESIGNATION SIZE.. SPACING LENGTH LENGTH 132 (IN) (FT)(IN) (FT)(TN) 134 B 8. 10.0 13. 2.0 0. .0 135 91 5. 10.0 7. 5.5 0. .0 ' 137 Cl 4. U . 8.0 1. P:O 4. 7.5 ' 138 C2 4. 8.0 4. 9.0 2. 515 ; 140 D 4, 18.4 _ 0. 10 r F. 8.5 " 141 F 9 1 11 13 . 2.0 0. .0 143 G 4. 8.0 6. .0 n 0. 10 144 H 4. 8.0 f.. .0 a. 10 " 146 IN TOP SLAB 20, TN INVERT SLAB 20, IN WALLS 16, " 147 QUANTITIES " -- CONCRETE 149 INPUT DATA 6 DESIGN CRITERIAI a 150 10,00000 10.00000 32.00000 .00000 12.00000 „ P @4 1r�'S48 @ a-@ @- 152 2150000 2.00000 2100000 2150000 2.00000 � 153 3100000 70000 - .50000 .15000 4000.00000 - 15 t"(r@fi0 R@0 24080,00600 0 'P00.forQO JJ 155 70.nnnnn .1Innn v.sn.nnnnn .n,7nn I 7 r J J i � I o a _ a > I 125 DESIGNATION SIZE. SPACING 102 LENGTH LOS ANGELES COUNTY FLOOD CONTROL DISTRICT PROD F0501A 103 (IN) (FT)(IN) (FT)(IN) 104 DESIGN DIVISION , 105 DESIGN OF DOUBLE BARREL REINFORCED CONCRETE BOX v 107 20.0 13. 6.0 U 108 C 4. 10.0 10 110 7. .5 BANANA AYE STORM DRAIN JUNCTION STRUCTURE SECTION D-D •, 111 10 5.50 WIDE BY 7.00 HIGH DESIGN COVER 10.0 FT 2. 1.0 113 D PROJECTION RATIO .00 SOIL DENSITY .110 KCF 18.0 114 8. .S LIVE LOAD TRUCK AXLE. LOAD 32.0 KIPS M 115 116 20.0 TUTAL DESIGN VERTMAT TOP U.67 KIPS INVERT 7.37 KIPS PRESSURE HEAD .0 FT 0. .0 ' 117 C DESIGN STRESSES FC 1800, PSI FS - 24000. PSI 12.0. 119 41 A 120 '� .5 n 1-= �� �e - - n ,. . 122 0. .0 ; 13S H1 123 Qom` STEEL LAYOUT 0. .0 125 DESIGNATION SIZE. SPACING LENGTH LENGTH 126 (IN) (FT)(IN) (FT)(IN) 127 129 B1 5. 20.0 13. 6.0 0. .0 130 C 4. 10.0 3. 1.0 7. .5 131 C2 4. 10 3. 1.0 2. 1.0 132 D 4. 18.0 0. 10 8. .S 134 F1 6. 20.0 S. 2.0 0. .0 ' ' 135 C 4. 12.0. 9, 6:0 0. .0 .5 Q. .0 ' 137 H 4. 13.0 9. 6.0 0. .0 ; 13S H1 6. 13.0 3. 1.3 0. .0 NGITMTNAL - H fi ' l4n TN Tnp ni An ?fl. TN TNUFRT AI AA ?0. 7 N WAI.I A 74. J I I 1 G J 1 r■ �r r rr s r r r� � .. _�....._.. .._._.. - -.._ .. .. .. i HbG 4 I.,I ,emu ..dove �uuu,vuvuu �ouu.vuuvv nuvuu.uuvvu v•ruov,uuuuv 191 8.00000 500.00000 70.00000 ,11000 350.00000 19? 1 0 r, I U _.. TY - F - .00 TR7 „ 143 - 144 DESIGN DIVISION 1 V=N OF DOUBLE RE NCRETE - B 146 BARREL * 2 " 147 149 BANANA AVE STORM DRAIN JUNCTION STRUCTURE SECTION D -D ,. a 150 a „ J 1 6 25 WIDE HY 7.UU HIGH DESIGN COVER , a 152 TYPE INSTALLATION TRENCH " 153 PR0JECTTON RATIO .00 SOIL DENSITY .110 KCF a 154 155 LIVE LOAD TRUCK AXLE LOAD 32 .0 KTP5 TOTAL DESIGN VERTICAL. LOAD TOP 9.72 KJPS INVERT „ 10.39 KIPS 156 PRESSURE.. HEAD ,0 FT 158 , P51 : ' 159 ; lbu 161 /a� THICKNESSES (IN) TOP 7,25 INV(C.l.) 8.00 CW 8.00 F..W 8.00 ' e 162 n ' 164 BAR BAR BAR HORIZONTAL VERTICAL 165 �(`� DESIGNATION SIZE SPACING LENGTH LENGTH 166 167 (IN) I- 168 C4 4. 14,0 3. 3,5 7. .5 .J 170 IC6 4. 14.0 3. 3.5 2. 1.0 171 C7 4. 14.0 1. 3.0 11 115 , J 173 F3 6. 2010 7. 4.5 0. 10 174 G3 4. 12.0 5. .5 0, 10 n 176 H 4. 13.0 5. 15 0. .0 177 H1 6. 13.0 1. 6.5 0. .0 179 LONGITUDINAL BARS 0. NO. 4 BARS U . 180 IN TOP SLAB 0, IN INVERT SLAB 0. IN WALLS 0. 182 CONCRETE 1.20 CU, YDS. /FT, REINFORCING STEEL 134.1 L.BS. /FT. 183 G3 & G4 BARS ARE INCLUDED TO SPECIFY RIGHT BARREL LENGTH OF G & G1 BARS. 185 5 INPUT DATA6 DESIGN CRITERIAi �� y l 186 10,00000 10.00000 32,00000 .00000 5,50000 J 188 8.00000 2.00000 2.50000 2.00000 2.00000 18 2.50000 2.0 3 .0000 0 .70000 - ,50000 ,emu ..dove �uuu,vuvuu �ouu.vuuvv nuvuu.uuvvu v•ruov,uuuuv 191 8.00000 500.00000 70.00000 ,11000 350.00000 19? 1 0 r, I U a � U � � •ti a 0 0 m i ,tit C O ' �o � 0 7' Z�o F 2 W m ' 11 N O ! lz i V J J a � U � � •ti a 0 0 m I i ,tit •�1 '1.0 4;0 �o � 0 7' w A I i \o I ZQ1a -N qo oo 6 Z � 441 , v S'� ,05:11 0'S' o�S' 0�' ��'� Qo'L o0•2.� � � o�Qi oo•8 52 o'0I as•ot 4 u 8 St_' 6 O 8 S L` S Qd l�, (ZI S' 1 S aQ- \A-1 1-� c10l. _ ! � 1 � h y� ' At �saN�otiNL I i a ' �ohs�r l - n iV4P 18", ( Typ.) cv �" G Bar Optional Const. Joint _ a Ci -Bar _ B - Bar , y B I -B a rr Jr 7 m/e r ' xJ - -:Y - s 0 2 "T _ Distribution Bars YP equally spaced _ - C -Bar D- Bar gC /B 2 T p. Longitudinal Bars #t4 P 18 equally spaced Seek /B I a C3 - Bor Const Joint C2-Bar ' F.- Bar NJ - -#4 @I8 - (TYp•) SCHEMATIC OF SINGLE BOX �1 Conslr- a _ Typ.� N G -Bar Optional Const. Joint - _ a �— .� N Ci-Bar rkv _ B -Bar, B,-Bar - - 9 "g 2 _ Distribution Bars ' T yp equally spaced _ C -Bar E P. ` D- Bar E Longitudinal Bars I �' &4 P 18 equally spaced ; g C3 - Bar �, �E� /2 v� I Const Joint C2 -Bor t ' # ' tit F.- Bar Ykp O 1 F� Bar Ox6 - -7 cv �74@18�� N I ]I SCHEMATIC OF SINGLE BOX C �E�� �. 9vE�vvE a C a - ( Typ) N G Bar Optional Const. Joint - _ n —T i- nJ C,-Bar B - Bar, , B - S@ 10 6 Distribution Bars ' equally spaced C- Bar— - -- D -Bar— Longitudinal Bars I #r4 P 18 equally 0 - spoced p 9 Pij �' .d 9 C3 -Bar Const Joint C2-Bar ' F.- Bar - v� 1 F, - Bar #.s" i /X7 -C N TYP•) _ y Cj SCHEMATIC OF _ SINGLE BOX �r rr �Ir rr rr rr � r r r CL #4@ 18 ~ — G -Bar �`gc�jz (Typ•) r N —G i -Bar h B - Bar ' 83- Bar O'BA2o x9 -d C - Bar-. ''r-- - Longitudinal Bars #4 9 18 TYp• ,��68 2 Ty p• -05- I - C4 D - Bar 5 �� 8' _ Distribution Bars equally spaced Distribution Bars • equally spaced 2 "T yp k 4® p CL D -Bar ---- C7 C2 -Bar N ��Q•�• � - Const. Joint ~ — Bars C -C6-8a CL F, n F - Bar H -Bar s SIN H�-Bar �'{P /�' -o N c SCHEMATIC OF UNSYMMETRICAL DOUBLE BOX WITH UNEQUAL WIDTH I t � i . I..-- .,. ... ...,...,,.... !en... rrnur_ -t 191 ' Fl 4, 13.0 5, 3.5 0, 10 192 G 4. 14.0 4. 3.0 0. .0 193 - LONGITUDINAL BARS 50. NO, 4 BARS 194 lN TO - SI= AB -15.- 114 FNVERT S6AB 15. - 114 WA668 20 195 QUANTITIES 196 CONCRETE.. .97 CU, 159 REINFORCING DESIGN DIVTFION ' -- t &u INPUT DATA & DESIGN DESIGN OF -- S#NGtE - BARREL R R£ED CeNf,RETE BOX ; 161 BARRFL # 1 11.00000 162 2 11 32.00000 100000 8.50000 i 164 CHERRY AVE STORM DRAIN JUNCTION STRUCTURE S ECTION A -A 6.50eeo 165 S.00 0.0 200 2,50000 V - WT9L -- RY - - F700 HTCH DP876 2.00000 167 2 TYPE INSTALLATION TRENCH 201 168 ,70000 PROJECTION RATIO 00 FOTL DENSITY ,110 KCF ,15000 4000.00000 I , tIvf_- AX1- F t�f�IY - 3�! 800-( !BOOR -ise" -00000 £4ot". 00 170 TOTAL DESIGN VERTICAL LOAD TOP 1 ?.85 KIPS INVERT 14.35 KIPS 171 350.00000 PRF.SSURF. HEAD .0 FT ESIBN- STRESS 173 174 176 THICKNESSES (IN) TOP 8.50 INV(C.L.) 9.75 LW 8.00 RW 8.00 177 nrrr. , - GUT 179 BAR BAR BAR HORIZONTAL VERTICAL 180 DESIGNATION SIZE SPACING LENGTH LENGTH . 182 183 A y 1 B 7. 12.0 9. 7.0 0, .0 i84 185 186 �_ 4. C 4, 14.0 3, 10.0 Cl 5. 14.0 1, 7.5 S. 1.5 2. 7.0 188 C3 5. 14.0 ,1. 8.0 2. 4.0 189 r/ D 4, 18.0 0, :0 9 3.0 191 ' Fl 4, 13.0 5, 3.5 0, 10 192 G 4. 14.0 4. 3.0 0. .0 193 - LONGITUDINAL BARS 50. NO, 4 BARS 194 lN TO - SI= AB -15.- 114 FNVERT S6AB 15. - 114 WA668 20 195 QUANTITIES 196 CONCRETE.. .97 CU, YDS. /FT. REINFORCING STEEL 129.0 LBS. /FT, 197 INPUT DATA & DESIGN CRI,TF.RIAi 198 11.00000 11.00000 32.00000 100000 8.50000 0.0 00 6.50eeo ?.Q(Wo S.00 0.0 200 2,50000 2.00000 2.00000 2.50000 2 201 3100000 ,70000 - .50000 ,15000 4000.00000 I , 0 800-( !BOOR -ise" -00000 £4ot". 00 0000 -- 1 500100400 701 70.n0n00 .11000 350.00000 .03700 ") I l 1 ,J ,J r � � � �■ � s ss s� m es� m e� e� era e.� r � � � "1 ll i 1 r.1 J r� ............... ..... PAGE 5 " 5 206 EIS A NG ... F1w6 TR76T P R99 F9504A ; 207 DESTGN DIVISION ?ff8 DESJ SINGLE -BARRE . RFIN 209 BARREL 0 1 210 212 CHERRY AVE STORM DRAIN JUNCTION STRUCTURE. SECTION B -B 213 5 0- w-TDE- -sy 9I.50- , 215 TYPE.. INSTALLATION TRENCH 216 PROJECTION RATIO .00 SOIL. DENSITY .110 KCF ' taf-- LOAD -TRtte ; 218 TOTAL DESIGN VFRTTCAI.I_CAD TOP 16.03 KIPS INVERT 17.45 KIPS 219 PRESSURE.. HEAD .0 FT GN -SF 221 222 224 THICKNESSES (IN) TOP 10.00 INV(C.L.) 11.25 LW 13.00 RW 8.00 225 .. LAYOUT 227 BAR BAR BAR HORTZ.ONTAI. VERTICAL 228 J DESIGNATION STZF. SPACING LENGTH LENGTH 229 230 (f B 7. 9.0 1t. 7.0 0. � 231 "' -- ,4 .0 233 Ei- - C 4. 1210 4. 4.0 7. 9.0 234 C1 5. 12.0 1. 9.0 3. 7.0 --23 236 C3 5.'. 12.0 1. 815 3. 1.0 237 D 4. 18.0 0. .0 9. 15 239 F1 4. 10.0 6. 6.5 0. 10 240 ,G 4. 12.0 5. 7.0 0. .0 42 LONGITUDINAL BARS 56, NOi,'4- MARS'''', � 243 IN TOP SLAB 10. IN;* INVERT AI_AH t8.. IN WAI.LS; 20, 244 Qt NT-FFIES 245 CONCRETE. 1.17 CU. YDS. /FT. REINFORCING STFF.I. 1713.3 I.BS. /FT. 246 r , -2 4 ' INPUT DATA 3 DESIGN CRITERIAi •, ^`000 11- .25000 32.000000 ,00000 16.500 248 7.50000 6.50000, 7.00000 8.00000 2.00000 249 2.50000 2.00000 2.00000 2.50000 ?.00000 'LL - 9 (1" 0 n7�0600 - x€9990 -, 490"x -" e 251 11300.00000 60000.00000 24000.00000 0.00000 500.00000 lt* vn nnnnn linnn 7Sn.nnnnn .WMO ll i 1 r.1 J r� SEDIMENT PRODUCTION COMPUTATIONS ALLUVIAL PLAIN AREA 5700 ACRES (8.9 SQ. MI.) (EXCLUDING JURUPA MOUNTAIN AREA) Revised Flaxman Method The equation used in the revise log (Y +100) = 524.37231 - + 6.41730 log - 1.70177 log + 4.03317 log + 0.99248 log in which I ?d Flaxman method is: 270.65625 log (X1 + 100) (X2 + 100) (X3 + 100) Xq 100 (X5 + 100) Y = mean annual sediment production - tons /sm X1= ay. an. precip. (in.) /ay. an. temp. ( °F) X2= weighted average slope X3= percentage of soil particles coarser than 1.0 mm Xq= 0 (when more than 25 percent of soil particles are coarser than 1.0 mm) X5= 50% chance of occurrence flood flow -csm For the Shay Meadow watershed the following values of the variable parameters were determined as follows: X1= 22 "/64 °F = 0.344 X2= 1.25% 4 X3= 40% Xq= 0 X5= 50 csm Using these parameters sediment production was computed: a J� log (Y + - 270.656; +6.41730 - 1.70177 +4.03317 +0.99248 25 log (0.344 + 100) log (1.25 + 100) log (40 + 100) log (0 + 100) log (50 + 100) 524.37231 - 541.71616 +12.86922 - 3.65222 +8.06634 +2.15973 .5 Y + 100 = 126 Y = 26 tons /sm = 26 cu. yds. /sm (approx.) - mean annual sediment production SEDIMENT PRODUCTION COMPUTATIONS JURUPA MOUNTAIN AREA - 1300 ACRES (2.0 SQ. MI.) Revised Flaxman Method The equation used in the revised Flaxman method is: log (Y +100) = 524.372 _ + 6.41730 - 1.70177 + 4.03317 + 0.99248 in which 31 - log log log log 270.65625 log (X1 + 100) (X2 + 100) (X3 + 100) (X4 + 100) (X5 + 100) Y = mean annual sediment production - tons /sm X1= ay. an. precip. (in.) /ay. an. temp. ( °F) X2= weighted average slope X3= percentage of soil particles coarser than 1.0 mm X4= 0 (when more than 25 percent of soil particles are coarser than 1.0 mm) X5= 50% chance of occurrence flood flow -csm For the Shay Meadow watershed the following values of the variable parameters were determined as follows: X1= 22 "/64 °F = 0.344 X2= 30% X3= 40% X4= 0 X5= 55 csm Using these parameters sediment production was computed: log (Y + 100) = 524.37231 - 270.65625 log (0.344 + 100) - 541.71616 +6.41730 log 0 + 100) +13.56581 - 1.70177 log R O + 100) - 3.65222 +4.03317 log (0 + 100) +8.06634 +0.99248 log (55 + 100) +2.17386 2.8099 _ Y + 100 = 330 Y = 645 tons /sm = 645 cu. yds. /sm (approx.) = mean annual sediment production i SEDIMENT PRODUCTION COMPUTATIONS ALLUVIAL PLAIN AREA - 5700 ACRES (8.9 SQ. MI.) (EXCLUDING JURUPA MOUNTAIN AREA) Universal Soil Loss Equation � The Universal Soil Loss Equation is: A = RKLSCP in which the parameters for Shay Meadow watershed were determined as follows: 4 A = Computed soil loss - tons /ac. /yr. .. R = Rainfall factor = 50 i K = Soil erodibility factor = 0.24 LS = Topographic factor = 0.23 Slope length assumed - 500 feet � Slope steepness = 1.25 percent C = Cover and management factor = 0.042 �® ® Idle land with 60% ground cover P = Support practice factor = 1 I A = 50 x 0.24 x 0.23 x 0.042 x 1 = 0.11592 tons /ac. /yr. = 0.11572 x 640 = 74 tons /sm /yr. (estimated average annual rate) 1 Assume 100 year flood produces 10 times the average annual sediment production Estimated sediment yield for 100 -year flood = 10 x 74 = 740 tons /sm 740 cu. yds. /sm (approx.) J w I1 SEDIMENT PRODUCTION COMPUTATIONS JURUPA MOUNTAIN AREA - 1300 ACRES (2.0 SQ. MI.) I � Universal Soil Loss Equation The Universal Soil Loss Equation is: A = RKLSCP T in which the parameters for Shay Meadow watershed were determined as follows: A = Computed soil loss - tons /ac. /yr. R = Rainfall factor = 50 K = Soil erodibility factor = 0.24 LS = Topographic factor = 18.5 Slope length assumed - 500 feet Slope steepness = 30 percent C = Cover and management factor = 0.003 Range with 95 +% ground cover a P = Support practice factor = 1 A = 50 x 0.24 x 18.5 x 0.003 x 1 = 0.666 tons /ac. /yr. j = 0.666 x 640 =.426 tons /sm /yr. (estimated average annual rate) Assume 100 year flood produces 10 times the average annual sediment production Estimated sediment yield for 100 -year flood = 10 x 426 = 4260 tons /sm a` 4260 cu. yds. /sm (approx.) D i 1 9 { B 3 � 1� -- � - - - i iii - I - - - -- . ��.- ��.� .�:, r - ��_:�. �•, t_� SAT, AUG 21, 1982, 2:36 PM PAGE 2 1000 INVERT GRADE BREAK 93.000 Xi i:'Sy - 6.000 .000 .000 Xi 12SnO.000 .000 .000 Xi 12300.000 .000 .000 Xi 12100.000 .000 .000 xi 11900.000 .000 .000 X! 11700.000 .000 ,000 Xi i1500.000 .000 .000 Xi 11300.000 .000 .000 200.000 INVERT GRADE BREAK 1000 Xi iiluO.000 .000 .000 Xi 10950.000 4.000 .000 GR 91S.650 .000 90S.6SO Xi 10900.000 4.000 .000 GR 914.910 .000 904.910 X1 10870.000 .000 .000 QT 1.000 4090.000 .000 CllkRRY AVE. JUNCTION PIPE X1 1 OB:vO .000 .000 .000 PAGE 2 1000 93.000 93.000 93.000 .000 -.68S .000 1000 200.000 200.000 200.000 1000 -.7S3 .000 .000 200.000 200.000 200.000 .000 -1.620 .000 ,000 200.000 200.000 200.000 .000 -1.620 .001 1000 200.000 200.000 200.000 .000 -1.620 .000 1000 200.000 200.000 200.000 1000 -1.620 OOD .000 200.000 200.000 200.000 .000 -1.620 .000 .000 200.000 200,000 200,000 1000 -1.620 .000 .000 150.000 iso.000 150.000 .000 -1.620 .000 42.000 50.000 50.000 50.000 .000 .000 .000 15.000 90S.6SO 27.000 91S.6SO 42.000 .000 .000 42.000 30.000 30.000 30.000 .000 1000 OOY 151000 904.910 27.000 914.910 42.000 1000 1000 1000 50.000 50.000 50.000 .000 -.444 .001 .000 .000 .000 1000 .000 .000 .000 .000 20.000 20 .000 20 .000 .000 - -.740 .Ono SAT, AUG 21, 1982, 2:36 PH PAGE 3 Xi 10800.000 000 ,000 .000 50.000 50.000 50.000 ,000 - -.296 .000 Xi 10750.000 .000 .000' .000 50,000 50,000 So. 000 .000 -,740 00b QT 1.000 4100.000 .000 ,000 .000 .000 ,000 ,000 .000 .000 LINE ) D)JUNCTION PIPE xi 1000.000 .000 ,000 .000 ioo.000 ioo,000 ioo,000 1000 —.740 .000 X1 10600,000 12 ,000 .000 .000 100,000 100,000 100,000 000 -1.480 .001 Xi JOS00.000 L 1 � 4.000 000 40.000 100.000 100,000 100,000 000 000 .000 GR 908.990 ,000 898.990 is. Ono 898.990 25,000 908,990 40,000 .000 000 Xi 10400.000 .000 ,000 ,000 200.000 200,000 200,000 ,000 -1,480 .000 Xi 10200.000 ,000 000 .000, 200.000 200,000 200,000 .000 - •2.960 .000 Xi i0000.000 .000 .000 .000 100.000 100.000 100.000 000 -2.960 .000 X1 9900.000 .000 ,000 .000 100.000 100.000 100.000 ,000 -1.480 .00D XS 9800.000 4,000 ,000 38.000 200.000 200.000 200,000 000 .000 .000 GR 898.630 .000 888.630 15.000 888,630 23.000 898.630 38,000 .000, ,001 Xi 9600,000 000 000 ,000 150.000 150.000 SS0.000 000 • -2.960 .000 X1 94SO.000 .000 000 1000 50,000 50,000 50,000 000 -2,220 000 QT 1.000 4160.000 .000 ,000 .000 .000 ,000 ,000 ,000 .000 LINt ) C' JUNCTION PIPE Xi 9400,000 ,000 000 1000 200.000 200.000 200.000 000 -,740 .000 Xi 9.'00,000 ,000 ,000 .000 2011,000 AM. 000 200,000 nn0 —2 .960 001 • 1_.. I t..9 L....1 U t__._9 t: � {.A .L i tL:_J le::,, 1,:__; 1__, L_., t_._. J., t._. ._...: r__: L...:; ...:; SA1 , AUG 21, 1982, 2:36 PM Pt:(,E 4 X1 9000.000 .000 .000 .000 200.000 200,000 200.000 .000 - -2.960 .000 Xl 8800.000 .000 .000 .000 200.000 200.000 200,000 .000 -'2.960 .000 XI 8600.000 .000 .000 .000 50,000 50.000 50.000 .000 -2.960 .001 lNVER1 GRADE TWEAK X1 1:550.000 4.000 .000 41.000 106.000 106.000 106.000 .000 .000 .0:::: R 001.130 .000 070.130 16.500 070.130 24.500 001.130 41.000 .000 .1:01 X.1 0444.000 .000 ,000 .000 50.000 50,000 .S0.000 .000 - 1.177 .0dJ UT 1.000 4210.000 .000 .000 .000 .000 .000 .000 .000 .061 ALMOND AVE, JUNCTION PIPE X1 0394.000 .000 .000 .000 194.000 194.000 .194,000 .000 •-.553 .000 Xi 8200.000 .030 .000 .000 150.000 150.000 150,000 .000 -2.153 ,000 X1 0050.000 .000 .000 .000 50.000 50.000 50.000 .000 • -1.665 .0!,0 X1 0000.000 .000 ,000 .000 200,000 200.000 200.000 .000 -.555 .0,10 X1 71100, 000 .000 .000 .000 200,000 200.000 200.000 .000 - .2 0 ..;P:1, XI 7600.000 .000 .000 .000 116.000 116.000 116.000 .000 -2.220 .G00 Xi 74(;4.000 .000 .000 .000 50.000 50.000 ¶i0, 000 .000 -1.200 ' 000 Ur 1.000 4200.000 .000 .000 .000 .000 .000 .000 .000 .000 LINE. '0' JUNCTION PIPE Xl 7464.000 .000 .000 .000 34,000 34.11011 34.000 .000 .`'.`■ • :inn a 1 I 1 la__. ∎ C , 1 _. T .. M... . _" at - ' 4 - 'ts _ - Ism . - ?ta _ Nit _ nt p. is _ 0 m a SAT, AUG 21, 1982, 2 :36 PM PAGE X1 7400.000 .000 .000 .000 70.000 70.000 70,000 .000 -.377 .000 X1 !330.000 ,000 .000 .000 100.000 100.000 100,000 .000 -.777 .001 Xi 7230.000 4.000 .000 43.000 10.000 10.000 10.000 .000 .000 .000 GR 066.480 .000 855.400 i6.500 855.400 26.500 066.400 43,000 .000 .01,1 Xi 720.000 .000 .000 .000 50,000 50.000 50.000 .000 -.111 .001 UT 1.000 4760.000 .000 .000 .000 .000 .000 .000 .000 .033 BANANA JUNCTION PIPE Xi '1'10.000 .000 .000 .000 170.000 170.000 170.000 .000 -.555 .005 X1 7000.000 .000 .000 .ono 200.000 200.000 200.000 .000 -1.007 .000 Xi (.100.000 .000 .000 .000 200.000 200.000 200.000 .000 2.273' X1 6600.000 .000 .000 .000 200.000 200,000 200.0011 .000 -2.220 , X1 6400.000 .000 .000 .000 150.000 150.000 150.000 .030 -- 2.220 03' X1 6250.000 .000 .000 .000 100,000 100.000 100.000 .000 -1.665 .0 X1 6150.000 4.000 .000 45.000 25.000 25.000 25.000 .000 .000 .33 ■N 054.490 .000 043.490 16.500 043.490 20.500 054,490 45.000 .000 .0i,1 Xi 6125,000 .000 .000 .000 50.000 50.000 50.000 .000 -.277 003 UT 1.000 4070. 000 .000 .000 .000 .000 .000 .000 .000 ,0;;t CALABASH JUNCTION PIPE Xt 60 %5.000 .000 ,000 .000 16.000 16.000 16,000 .000 -.S55 .000 X1 (.0',7.000 .000 .000 .000 . 16.000 16.000 16.000 .660 . 1711 .0111 ■ 1 -_._ L____ Lr 1. l_� L. IL= 'L. 11._, 'L_., 'a__.. 'L... S2, 2:36 PN ( AGE A1, AUG 21, 198 X1 6043.000 .000 .000 .000 43.090 43.000 43.000 .000 '-.170 .000 Xi 6000.000 .000 .000 .000 150.000 100.000 150.000 .000 -.477 .000 LINE 'A' JUNCTION PIPE Xi 1.1US0,000 .000 .000 .000 50.000 50.000 50.000 .000 -1.655 .000 Xi 5000.000 .000 .000 .000 200.000 200.000 200.000 .000 -,SSS .001 RIVERSIDE COUNTY LINE AT STATION 57 +67 Xi '.600.000 .000 .000 .000 200.000 200,000 200.000 .000 -2.220 .000 X1 5400.000 .000 .000 .000 200.000 200.000 200.000 .000 -2.220 .600 X1 ( .,200.000 .000 .000 .000 120.000 120.000 120.000 .000 -2.220 .000 X1 S000.000 .000 .000 .000 100.000 100.000 100.000 .600 -1.332 .001 x1 4 ?03.000 4.000 .000 45.000 100.000 100.000 100.000 .000 .000 .5;:u GR 041.500 .000 030.000 16.500 830.500 20,500 041,500 4`:.000 .000 Xi 4000.000 .000 .000 .000 200.000 200.000 200.000 .000 -1.998 .000 X1 4800.000 .000 .000 .000 200.000 200.000 200.000 .000 -2.220 .0_i Xi 4400.000 ,000 .000 .000 200.000 200.000 200.000 .000 -2.220' .000 Xi 4200.000 .000 .000 .000 200.000 200,000 200.000 .000 - 2..'70 .000 Xi 4000.000 .000 .000 .000 200.000 200.000 200.000 .000 -2.220 .000 X1 31300,000 .000 ,000 .000 200.000 200,000 200.000 .000 2.220 .003 SA1, AUI; 21, 1982, 2136 PM PAGE 7 Xi 3600.000 .000 .000 .000 200.000 200.000 200.000 .000 -2.220 .000 Xi 3400.000 .000 .000 .000 200.000 200.000 200.000 .000 -2.220 .000 Xi 3200.000 .000 .000 .000 200.000 200.000 200•.000 000 -2.220 000 Xi 3000.000 1000 .000 .000 136.000 136.000 136.000 .000 -2.220 .000 C1ri1NIRY VILLAGE ROAD a STATION 29 +30 X1 .Itsf.4.000 .000 .000 1000 S0.000 50.000 50.000 .000 --1.510 .000 QT 11000 5370.000 .000 .000 1000 .000 1000 .000 .000 .000 INVERT GRADE BRLAK/ MULBERRY JUNCTION PIPE Xi 2814.000 .000 .000 .000 150.000 150.000 150.000 .000 -.SSS .0on X1 26x,4.000 4.000 .000 48.000 50.000 50.0on $0.000 .000 .000 1000 GR 816.710 .000 805.710 i6.500 805.710 31.500 816.710 48.000 .000 .000 Xi 2614.000 .000 .000 .000 200,000 200.000 200.000 .000 -.2S0 .000 Xi 2414.000 .000 .000 .000 iS4.000 SS4.000 154.000 .000 -1.000 .000 xi 2260.000 .000 .000 .000 50.000 50.000 50.000 .000 -.770 .001 EXISIING FONTANA CHANNEL X1 .:210.000 6.000 .000 39.000 100.000 100.000 100.000 000 .000 .000 CR 817.440 .000 811.440 .010 803.440 i2.00n 803.440 27.000 0ii, 44n 39.001 GR S17.440 39.010 .000 .000 .000 100n .000 .000 .000 .000 X1 2110.000 1000 .000 .000 110.000 110.000 i10.000 .000 -.S00 .001 QT 5.000 5590.000 .000 .000 .000 .000 1000 loon .000 .000 X! 2000.000 Don 000 .ono S01000 So. 000 50.000 .000 446 UUO SAI, AUG 21, 1982, 2:36 PM CAGE 8 Xi 1950.000 .000 .000 .000 iS7.000 157.000 157.000 1000 -.200 .000 X1 1793.000 .000 .000 .000 156.000 156.000 iS6.000 .000 -.630 .000 Xi 1637.000 .000 .000 .000 237.000 237.000 237.000 .000 -2.lo0 .000 XS 1400.000 .000 .000 .000 200.000 200.000 200.000 .000 -1950 .000 xi 1200.000 .000 .000 .000 200.000 200.000 200.000 .000 -.800 .001 Cif 1.000 5810.000 .000 .000 .000 .000 .000 one .000 000 Xi 1000.000 .000 .000 .000 200.0o0 200.000 200.000 .000 -.800 .001 X1 800.000 .000 .000 .000 1So.00o !80.000 180.000 .000 --.000 .000 X1 6'20.000 .000 .000 .000 164.000 164.000 164.000 .000 -.720 .000 XS 456.000 .000 .000 .000 200.000 200.000 200.000 .000 -2.170 .000 X1 2S6.000 .000 .000 .000 180.000 180.000 i80.000 .000 -.800 005 Xi 76.000 .000 .000 .000 coo 0110 .000 .000 -.720 000 EJ 1000 .000 .000 .000 .000 ,OOo 000 .000 .000 .000 iw Al 's '.f - 1 ..faR �.. r.a _ { � in SA1, AUG 21, 1982, 2;36 PM SECNU DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS RANK EI_EV Q QLOR QCH QROB ALOB HACH AROB VOL TWA LEFT /RIGHT TIME VLOR VCH VROB XNL XNCH XNR WTN EL_MIN SSTA SLOPE XLORL XLCH XLORR ITRIAL IDC ICONT CORAR 1OPWID ENDST *PROF i CRITICAL DEPTH 10 BE CALCULATED AT ALL CROSS SECTIONS CCHV= .100 CEHV= .300 1.01 *GLUNU 13100.000 934.79 93S.79 .00 939.23 4.44 .26 .12 936.41 3720 CRITICAL DEPTH ASSUMED 390S. 0. 0. 231. 0. 1. 0. 1 3 /00.00 9.374 936.42 936.42 940.00 939.61 3.20 .00 .00 937.OS 3905. 0. 3905. 0. 0. 272. 0. 0. 0. 937.OS .00 .00 14.34 .00 .015 .015 .015 .000 927.OS .95 .002118 0. 0. 0. 0 18 0 .00 43.11 44.OS *SECN(j 13500.000 1645 )N1 SEC ADDED BY RAISING SEC 13500.00, 640FT AND MULTIPLYING BY 1.000 3301 HV CHANGED MORE THAN HVINS 1.01 8.38• 934.79 93S.79 .00 939.23 4.44 .26 .12 936.41 390S. 0. 390S. 0. 0. 231. 0. 1. 0. 936.41 .00 00 16.91 .00 ,015 .015 cis .015 926.41 2.44 .003313 100. 100. 100. 7 S 0 .00 40.13 42.S6 1645 1NT SEC ADDED BY RAISING SEC 1.01, - .640FT AND MULTIPLYING BY 1.000 i1S00.0O 8.06 933.83 93S.IS .00 938.82 4.99 .36 .OS 93S.77 ;1905. 0. 3905. 0. 0. 210, 0. 1. 0. 935.77 .00 .00 17.93 .00 ,015 .015 .015 .015 .925.77• 2.93 .0038ts:� 100. 100, i00. 6 8 0 .00 39.14 42.07 *'iECNO 13300. 000 13300.00 7.67 932.16 933.89 .00 937.89 S.73 .85 .07 934.49 3905. 0. 390S. 0. 0. 203. 0. 2. 0. 934.44 .01 .00 19,21, .00 .0i5 .015 .015 cis 924.49. 3,50 .004687 200. 200. 200. 6 B 4 .00 38.01 41.50 PAGE 9 L o AD An jtb SAT, AUG 21, 1982, 2:36 PM SFCN0 DEPTH CWSEL CRIWS WSELK EC HV HL. MOSS RANK ELEV Q QL.0b QCH QROB ALOB HACH AROB VOL. TWA LEFT /RIGHT LIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA Sl_UPL. XL0131- XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST *5ECNO 13100.000 i3i00.0U 7.47 930.60 932.58 .00 936.86 6.18 .99 .04 933.21 3905. 0. 3905. 0. 0. 196. 0. 3. 1. 933.21 .01 .00 i9.95 .00 .0i5 .0iS .015 .015 923.21 3.80 .005197 200. 200, 200, 5 11 0 .00 37.41 41.20 *SEL,N[l 12900.000 129OU.00 7.3S 929.28 931.30 .00 935.76 6.47 1.07 103 931.93 3905. 0. 390S. 0. 0. 191. 0. 4, 1. 931.93 .01 .00 20.42 .00 .015 .0iS .0iS .0iS 921.93 3.98 0055311 200. 200, 200. 4 11 0 no 37.05 41.0'2 *SECNO 12700.000 12700.00 7.27 927.92 930.02 .00 934.60 6.69 1.13 •.02 930.65 3905. 0. 3905. 0. 0. 188. 0. S. 1. 930.65 .n1. 100 20.75 .00 .015 .015 .0iS .015 920.65 4.10 .005707 200. 200. 200. 4 11 0 on 36.80 40.90 *SEC:NU 12593.000 INVEkl GRADE URLAK 12S93.a0 7.23• 927.20 929.34 .00 933.97 6.77 .62 .01 929.97 3905. 0. 3905. 0. 0. 187. 0. S. ,_1. 929.97 .02 .00 20.88 .00 .015 .0iS .015 .015 919:97 4.15 .005889 107. 107. 107. 4 ii 0 .00 36.70 40.8; *SECNO i2S00.000_ 12500.00 7.14 926.35 928.S8 .00 933.38 7.03 S6 .03 929.21 3905. 0. 3905. 0. 0. 184. 0. 6. 1. 929.21 .02 .00 21.28 .00 .015 .015 .015 .0i5 919.2i 4.29 .006198 93. 93. 93. 4 11 0 .00 36.42 40.71 *SECNU 12300.000 12300.00 7.00 924.59 926.96 .00 932.05 7.46 1.29 .04 927.59 3905. 0. 390S. 0. 0. M. 0. 6. 1. 927.59 .02 .00 2i.9i .00 .015 .015 .015 .015 917.S9 4.Si n067;'." ,!00. 200. 200. 4 11 0 no 35.97 40.0 PALL 10 r. 1 SAT, AUG 21, 1982, 2;36 PM FAGS 11 SECNO DEPTH CWSEL CRIWS WSELK EG HV HL GLOSS BANK ELEV Q QLOB QCH QROB ALOE HACH AROB VOL TWA LEFT /RIGIIT TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLODL XLL`H XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST *:stCNO 12100.000 200. 200. 200. 4 11 0 .00 35.11 40.06 i2l.00.00 6.89 922.87 92S.3S .00 930.64 7.77 1.30 03 925.97 3905. 0. 3905. 0. 0. M. 0. 7, 1, 925.97 .02 .00 22.37 .00 .0iS .015 ,OiS .015 91S.97 4,66 ,0071ti 200. 200. 200, 4 11 0 .00 3S.67 40.3t *SLcNU 11900.000 1190u,uu 6.82 921.18 923.73 .00 929.16 7.99 i.4S .02 924.35 390S. 0. 3905. 0, 0. 172. 0, 8. 2. 924.35 .02 .00 22.68 .00 ,015 ,015 015 .015 914.3S 4.77 .007387 200. 200. 200, 4 !i 0 .00 3S.47 40.23 *SECNO 11700.000 11700,00 6.78 919.Si 922.11 .00 927.6S 8.14 1.50 ,.02 922.73 3905. 0. 390S. 0. 0. 171. 0. 9. 2. 922.73 .03 .00 22.90 .00 .0iS .015 .015 .OiS 912.73 4.84 .007584 200. 200, 200. 4 11 0 .00 35.33 40.16 *SECNO iiS00.000 11500.00 6.74 917.86 920.49 00 926.11 8.25 i.S3 .01 921.11 3905. 0. 3905. 0. 0. 169. 0. 10. 2. 921. if. .03 .00 23.06 .00 .015 .015 .015 .015 911,11 4.88 .007726 200. 200, 200, 4 11 0 .00 35.23 40.12 *SECNO 11300.000 11300.00 6.72•• 916 +.21 918.88 .00 924.SS 8.33 1.56 ,01 919.49 31905. 0. 3905, 0. 0. 169. 0. 10. 2. 9!9.49 .03 .00 23.17 .00 .015 .015 ,015 .0SS 909.49 4.92 .00781 200. 200. 200. 4 11 0 .00 35.16 40.OS *SECNU 11i0U.000 INVLRI GkADE BREAK 1i1U0.00 6.70 914.58 917,26 .00 922.97 8,39 1.57 ,01 917.87 3905. 0. 3905. 0. 0, 168. 0. 11. 2. 917.87 .03 .00 23.2S .00 .OiS .015 .OiS .015 907.87 4.94 .n07903 200. 200. 200. 4 11 0 .00 35.11 40.06 .`yi'i'�4 A 1 JUNCTION PIPE 10020.00 SAT, AUG 21, 1982, 2 :36 PM .00 920.50 9.55 .45 .01 913.73 4090; SFCNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS RANK ELEV Q QLUR QCH QROR ALOR HACH AROR VOL TWA LEFT /RIGHT TIME VLOR VCH VROR XNL XNCH XNR WTN ELMIN SSTA SLOPE XLORL XLCH XLORR ITRIAL IDC ICONT CORAR TOPWID ENDST *SEC:NO i09SO.000 910.62 91.3.63 .00 920.30 9.68 to .01 913,43 4090. 10950.00 %.17 912.82' 915.62 .00 921.70 8,88 1.21 .Os 9iS.6S 3905. 0. 3905. 0. 0, 163. 0. 12, 2, 915.6!1 04 00 2:1.91 .00 .cis .015 .015 .015 905.65 4.24 008301 150. 150, is0. 5 14 0 .00 33.52 37.76 *SECNU 10900.000 909.80 912.89 .00 919.81 10.01 .46 .03 912.69 10900.00 7,08-- 911.99 914.91 .00 921.24 9.2S .43 .04 914.91 3905. 0. 3905. 0. 0. 160. 0. 12. 2. 914.91 ,04 .00 24.41 .00 .015 lots CIS .015 904.91 4.39 .00077S 50. SO. SO. 4 it 0 no 33.23 37,61 *SECNU 10870.000 10870.00 7.02 • 911.49 914.47 .00 920.95 9.46 .27 .02 914.47 3905. 0. 3905. 0. 0, 158. 0. 12. 2. 914.47 .04 .00 24.69 .00 .0is .0is ,01, 01s 904.47 4.47 .009051 30. 30. 30. 4 11 0 .00 33.06 37.53 *SEC140 10020.000 CHEkkY AVE. JUNCTION PIPE 10020.00 7.22• 910.95 90.9S .00 920.50 9.55 .45 .01 913.73 4090; 0. 4090, 0, 0, 16S; 0. 12. 2, 913.73 .04 00 24.80 .00 ,015 .0is .0i5 .01.5 903.73 4.16 .0013860 S0. S0, 50.. 4 it 0 .00 33.67 37.84 *SECNU 10000.000 t0HoU.00 7.19•' 910.62 91.3.63 .00 920.30 9.68 to .01 913,43 4090. 0, 4090, 0. 0. 164. 0. 12. 2. 913.43 .04 .00 24.97 .00 .0is .015 015 (I t !") 903.43 4.22 .009034 20. 20. 20. 4 it 0 .00 33.57 37.78 *SECNU 10750.000 10750.00 7.11• 909.80 912.89 .00 919.81 10.01 .46 .03 912.69 4090. 0, 4090. 0. 0. 161. 0. 12. 2. 912.69' .04 .00 25.39 .00 .Ois .015 .0is .015 902.69 4.34 00744', 50. �i0. SO. 4 it 0 .()0 33.33 37.66 PALL 12 Av - Am? SAT, AUG 21, 1982, 2136 PM SECN0 DEPTH CWSEL CRIWS WSELK EG HV Ht_ GLOSS BANK ELEV Q QLUB WCH QROB ALOD HACH AROD VOL TWA LEFT /RIGHT TIME VLOB VCH VROB XNL XNCH XNR WTN MAIN SSTA GLOPL Xl.OEL XLC'H XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST *SGCNO 10700.000 i0500.00 LINE 'D'JUNCTION PIPE 909,S6 .00 917,19 10.83 1.04 .00 908.99 10700.00 7.05 909.00 912.17 .00 919.30 10.30 .48 .03 911.95 4100. 0. 4100, 0. 0. iS9. 0. 13. 2. 91i.95 .04 ,00 2S.7S .00 .015 leis .015 leis 901.95 4.42 0091300 50, S0. S0. 4 11 0 .00 33.16 37.58 *SECNU 10600.000 10600.00 6.94 907,41 910.70 .00 918.23 i0.82 i.0i as 910.47 4100. 0. 4100. 0. 0, i55. 0, 0. 3. 910.47 .04 100 26.40 .00 leis .015 .015 ,ei5 900,47 4.60 .010A06 100. 100. 100. 4 11 0 .00 32.80 37.40 *SECNCJ 10500.000 i0500.00 7.37 906.36 909,S6 .00 917,19 10.83 1.04 .00 908.99 4100. 0. 4100. 0. 0, i55. 0. 13, 3. 908.91' .04 .00 26.41 .00 leis .015 015 ,cis 898.99 3.94 010340 100, 100. 100, 5 14 0 .00 32,12 36.06 -*SECNU 10400,000 10400.00 7.28 904.79 908.13 .00 916.08 11.29 1.06 as 907.51 4100. 0. 4100. 0. 0, iS2. 0. 14. 3. 907.51 .04 .00 26.97 .00 leis .0is leis .015 897.Si 4.09 010945 100. 5,00. 500. 4 11 0 00 31.81 35.91 4SECN0 10200.000 10:!00.00 7.12 901.67 90S.18 .00 913.72 12.05 2.29 .08 904.SS 4100. 0. 4100, 0. 0, 147, 0, 1.4, 3. 904,55 .04 .00 27.86 .00 ,015 leis ,015 leis 894.SS 4,32 .011947 200. 200. 200. S 11 0 .110 31.35 35.68 3 10000.000 10000.00 7.02 - 898.61 902.23 ,00 911,20 12.59 2,46 as 901.59 4100. 0. 4100. 0. 0. 144, 0. 15, 3. 901.59 105 .00 28.48 ,00 .0is leis leis leis 891.59 4,48 n121,713 200. 200. 200. 4 11 0 .00 31..05 35152 PALL. 13 l..."E 1Lr fU SAT, AUG 21, 19112, "36 f'M S(:.CNO DLF TH CWSEI_ CRIWS WSGLK EG IIV HL OI.OSS DANK ELEV Q QLC)D (ICII QROB ALOD 11ACH AROB VOL TWA I_EFT /RIL'HT TIME VLOB VCH VROB XNL XNCWI XNR W114 EL MIN S51 SUAIL XLODL XLCH XLODR ITRIAL IDC' ICONT CORAR TOW wID ENDST c".cNO v900.000 `f' /00,00 6,90 (197.09 900.60 00 909,90 1:'.01 1.;. G 900.11 4100. 0. 4100, 0. 0. 143, 0. 1S. 3, 900.11 05 .00 2(3.7;3 .00 .015 015 Ili; (liCI 090,11 4.S4 012970 100. 100. 100. 4 14 0 .00 30,92 35,46 *',C1:NO 9000.000 91300.00 7.S4 096, 1'l 099.63 00 900,50 12.33 1.26 .14 09£3.63 4100, 0. 4100. 0. 0. 14S. G. 16. 3. 090,63 .OS 00 20.10 .00 .015 .015 (lt5 015 SOO.63 3.7() .01107 t00, 100. 100, 6 14 0 .00 30.61 :4.30 CGEr,NU 9600.000 Y6110.00 7. 4i, (;93.12 096.74 00 901.95 iP.C3 ; ?.SO OS (395. 6'i 4100. 0. 4100. 0. 0. 143, n, 16. 3. 13l;S.6% . O'.i . 00 20.74 . 00 .015 .01s , 01') , () 1li (:0'3.67 3. C4 0120f:l0 200. 200. 2n0, 4 1t 0 00 30.33 34.16 4SECN(U 9450,000 9450,00 %.39 690.04 094,53 00 903.96 13.12 1.96 ,03 893.45 4100. 0. 4100. 0, 0. 1.41. 0. 17. 31 R93 .4'i 0 1 - 00 251.0% 00 0 I ,015 .015 [103 AS ;3.91 013241 150. ISO. ISO, 4 11 0 DO 30.17 34,09 *SECNU 9400,000 LINE 'C :' JUNCTION WIPE ?4110. UO 7.45 090. 16 (393.79 .00 903.30 1.,',.14 .61, 00 U92. 71 4160, 0. 416n. n. 0, 143. 0. 17, 3, H9;?.71 0 1 ; 00 :9.00 00 .015 O1S 015 O15 0132.71 i.fl 013132 50. 50. 50. 3 14 0 00 30.37 ?4. ai:Lt.Wi 9:00 . (100 9: ?00.00 7.40 0137.15 (190,03 no 900.60 1 ;3, 4S 1 1 ,67 03 I;(;'i.; ", 416(1. 0. 4160. 0. 0. 141, 0, Iii, 4. 00 0'1 00 2`.+.43 00 .015 015 015 01') 079.7; 3.9ii 01.' :1 0. 0n. ;?nn. 4 14 n 0 n 30.:)0 1 s ; 0 PAGE. i4 Ant SAT, AUG - 1, M 2 :36 PM SECNO DEPTH CWS11. CRIWS WSELK F [IV [it.. OL.OSS PANT EL.EV Q QLUff QCH QROB ALOB HACH AROB VOL TWA LET=T /RTGHT TIME VLOB VC. H VROB XNL XNCH XNR WTN EL.111 N SS7A SLUF'L XLOIIL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID FNDST CN0 ;'000,000 5000,00 %,36 804,15 807.87 100 897,83 13.60 2,74 02 006.79 4160. 0, 4160. 0, 0, 140, 0. 10, 4, 006.79 ,n6 00 29.69 00 .0 1.5 ,015 015 (115 076.79 3,96 01.30'73 200, 200, 200, 4 14 0 on 30,00 34.04 4SCLH(I 0';100.00(1 8f300,00 %.33 (101.16 804, 00 095,02 13,06 2,00 0,'. 683.63 4160. 0, 4160. 0, 0, 139, 0, 19. 4. (303,0:1 ,06 00 29.07 OO 0i5 015 OSSi 1115 (!73,03 4,00 014110 200. 200, 200, 4 14 0 00 29,94 34, 0(i FSLUN(i 01,00.000 0600,00 7.31 0%0.10 001.95 on 092.17 13,99 2.04 01 Cf00,C7 4160, 0. 4160, 0, 0, 139 0, 20. 4, (;Sn,£''r' ,01 00 30.01 OO ,015 0157 015 .017 070 07 4.04 01121;7 200. 200, 200. 4 14 0 00 °3 33 S'6 *GECNU 0550,000 It1VCkl GRADE I1 EM< 1:',.0,00 %,31 (1%%,44 001.32 .00 091,45 14.01 .72 00 0;11.13 4160. 0, 4160, n, 0, 139. 0, 20, A. [if', i.l't• 06 00 30.05 00 011 01.5 (11`.) 01`3 £:';'0,1;' 014314 ;0, ';n. 50. 3 14 0 On 29.;'2 4G LNU 1:444.000 0.144, C0 40 1 ;'/ 3r, 00(1,1 00 SC39,f31 13,45 1,40 17 07 9 . cl 4160, 0, 4160, 0, 01 1.41. 0. 20, 4. 0'79.9; ,OS 00 2y. 44 00 OiS 015 011; 017 (168,9 S140 013562 10L. 106. 106, 4 14 0 no 30,20 ?•S,60 1; (NU 03')4. 000 ALMOND AV(, JUNLTION PIPI" 0394,00 %,S1 f17S. 1 079,6x) 00 009.05 13,13 66 in 0'77.40 4210. 0. 4, 0, 0. 14;, 0. n, 4, f179 '10 Ur, 00 1'1.1111 00 01', 015; 01'1 111'; L1.611. '10 ;'.i 0 130 ?4 `,(1. 510, `.-,n. 4 1.4 0 .on 30,1 )'Ii ;,V;' E'A(,L 15 aw SAT, AUG 21, 1982, 2 :36 FM a(_CNO DEPTH CWSEI CRIWS WSELK FC HV HL OLOSS DANK F'LEV 0 QLOB h(:H OROD ALOD HACH AR 00 vol- TWA L EF T/R IGFI T TIME VLOD VCH VROD XNL. XNCH XNR WTN ELM IN SS - 1A SLOPL XLODL XLCH XLODR ITRIAL IDC ICONT CORAR IOPWID END;T : t' NO 2i-I 00.000 (:" 00.00 /.62 0"7.5.(x7 £1'1'7.5+0 on 01.3(3 ,42 1;3,56 2.45 17 077'21 4210 . 0 . 421 U . 0 . 0 . 140. 0 . 21 . 4. (;';' , ? S .O6 OU 28.44 no .019 .01S 015 Oil 866.25 5.07 01226t 194. 194. 194. 4 14 0 no 30,06 3S. 93 kliLCNH 6(150.000 1x050,00 %.60 87.,26 07S. F23 .00 004. S2 12.27 1.(31 .09 87`:.'.C, 421 0 . 0 . 421 0 , 0. 0 . 150. 0 . 21, 41 31',!- i.A .Ob 00 ;'8.11 .00 .015 .015 .015 .013 864.50 4.99 0110114 i IOU . ISO. 150. 4 14 0 00 31. .03 36.01 ►SFCNU 3000.000 0(100.00 %.60 (571.71 875,35 .00 003.91 12.21 S9 02 87 0 3 4210. 0. 4210. 0, 0. ISO. 0. 22 4. £;7S. V.- .06 .00 28.04 no 015 .015 Oil oil 064.03 A.97 0110113 50, 1 ;0. S0. 3 11 0 on 31.06 3F,.03 =11ECHO 7J00. (100 7(300.00 /.%3 £1,',5'.54 073.13 00 f3(1i.51 ii,97 ?.33 07 fi72 I;i 42 10 . 0. 421 0 , 0. 0. 152. 0. ;'; 5; , 0 .. ; i" 00 cis 01 015 01 1 ; (11) 1 .Ot 1 Y0 011:,0:' x'00, 200, 200. 4 11 0 .00 ;1,:'0 .10 *'5lCNU 7600,000 %600. uo %.'/6 06%,;;x, 070.91 .00 (379.19 11.04 ; ?8 04 070. 4210, 0. 4210. 0, n. 15 ?, 0. ?3. S. "I'/ 07 00 c %.ham 00 .015 01S 01 015 059,Si9 4.( ?6 011,337 200, 2(10, 200, 4 ii 0 0(I 31 .2CJ 3F,.14 kSC LN(I 74(14. 000 7404, 00 %.77 £;66. 06 1;69.6.2 00 077.87 1'..H(I 1 ,;71 Ot £;0?.3: 1 4210, 0. '12in. 0, 0. 1 ,3. 0. :'3, S. 0•/ 0U 27,57 00 .015 Ui5 n1'., 0 i , 050 3(1 0112113 1 16. 116, 116. 1 11 0 .0;; 11 .31 I'A.0 1f, SAT, AUG 21, 1982, 2:36 fH 5CCNU DEPTH CWSEL CRIWS WSFLK FG . ,-J L.,...J L.' L _J L.._.1 L-f L -f L_ .1 L -J L_.j L.rJ i..-L: i._ - L-,-, SAT, AUG 21, 1982, 2:36 fH 5CCNU DEPTH CWSEL CRIWS WSFLK FG I-IV HL OLOSS DANK ELEV Ci ,SLOB RCH QROB A!_OH HACH AROP VOL TWA LEFI /RIGHT TIME VLOB VCH VROB XNL XNC14 XNR WIN ELM IN SS1A SLOPE XLOPL XLLH XLOBR ITRIAL IDC MONT CORAR TOPWID ENDST C1al ;'434. 000 1.1 NE 'Ct JUNCTION PIPE 7434.00 %.09 865.63 669,14 ,00 877,26 11.63 S6 OS 060,74 4280. 0, 4200. 0: 0. 156. 0, 24, 5. 660,7! .07 00 2%.3% 00 .015 015 .015 .013' OS7.74 4 6 01.0930 SO. 5U. 50. 4 f1 0 no 31,66 36.:33 *SECNU 7400.000 7400.00 7,89 865,26 (360,75 00 876,09 11,63 ,37 OO Elbe 3" 4200, 0, 4200, 0, 0, 156, 0, 1..4, 5. 060.3'' U7 00 27.37 00 015 0i5 !11 013 857,37 ..67 01,)940 34. 34. 34, 0 11 0 00 31. 66 36.:.:'. *SECNCI 7330.000 7330.00 %.89 864:40 867,98 00 876.12 11:64 ,77 00 867.59 4.00. 0. 4200. 0. 0. 1;6, 01, 24.- 5, 067.'.1' .0% 00 2%,311 00 015 .0 i 015 cis 0351,. 59 4.1 O1U953 70. 70, 70, 3 11 0 00 31.65 36.3;; 1SL(',!f, 7230.000 72.':1.00 7,31 06,'.39 066.42 ,00 874,94 12. i5 1,1.1 05 1: 66.4G 0 . 4;'110. 0 , 0 : 153, 0 . ; 4 . 5. U7 00 ` %.%7 00 015 015 01£3 013 855.40 01172 100. IOO. 100, 7 it 0 00 31,91 ',7.;S 7:..'0.00 %.S1 t;(.:_.!:I 0 61) 1 00 0'!4,01 1;.'..13 12 Of 4:'00 . 0 . 4200 , 0 , 0 . 153. 0 , 24. 5 , £:66 . 31 .0'/ 00 /.Y5 GO 015 01! 013 015 £,5 ).37 ',.54 011700 f0, Si,. 10. 0 14 0 00 31.92 : :iSECNU 7170,000 1(,4S 1N1 SEC ADDED PY RAISING SEC 7170,00, 270FT AND MULTIPLYING PY 99? 1 . 01 7.1111 , It, 2. 70 £166,.'5 00 074, 30 11 , 60 ;'fl 1 (. (166. 01 4'.;'U. 0. 45:'0. 0, U. 16 11, ; Ile,(,.11Y Ili' 0 : ()0 O1`.; 015) 1115 111 O llS5.09 4, 9;/ OtU`.,YU ;`,, �: 2..S, li 1.4 0 1111 33 ,04 , f'AGc 17 SAT, AUG 21, 1982, 2136 PM SE CNO DEPTH CWSEL. Q QLOI1 QCH TIML VLON VCH SLOPE XI.OBL XLCII CRIWS WSELK EG QROD ALO£I HACH VROB XNL XNCH XLOPR IIRIAL IDC 1(,4'S 1N1 SEC; ADDED NY RAISING SEC I:ANANA JUNCTION f 1PE MIS . ill 1 7170.00 f1. 06 8(,; 866.22 476n, 0. 4760. 0. .0'I 00 26.%4 .00 11(191341 ;'S. ;'S. 25. *SLLNII 7000 , (100 00 (372,29 7000.110 8.00 060,93 864.3% 4760. 0. 4760, 0. .U7 .00 27,04 .00 .009939 170. 170, 170. *SLLNO 6000.000 11 0 6000.00 71 yS 056.66 U62.16 4760. 0. 4760, 0. ,00 .00 27.32 .00 010'16 200. 200, 200. t,;l (.110 6600 . 000 (i 15 050. 71 6(,0 0 . 0 0 % . 91 056 . 4 0 059 , 94 476n. 0. 4760. 0. .oU on 27.53 .00 0104, 7 .100. 200. 200. 4`,E(-N(1 6400 , 000 P;9,4P OSS 6400, U0 7, fit t G`'4.15 US7.72 4760 . 0 . 4760 , Il . . o CI 00 2'/ . 69 . 00 n 10 Soil : 00 . .100 . 200 . #Lt:Lt40 6250.000 0 . 172 , 0 6250 . (10 % . fi6 0l)2. 413 OS6. 06 4760. 0. 4764. 0. uu uu 2.70 nn t11116(I.S 1`.)ll. 150, 150. HV HI -. OLOSS BANK F_.LEV AROE1 VOL TWA LEFT /RIGHT XNR WTN EI_MIN SSTA ICONT CORAR TOPWI.D ENDS[ 1.01, - .278FT AND MULTIPLYING DY i3O01 .00 073,911 11,10 .25 .15 MIS . ill 1 n. 17n. (l. 125 1 S. O1•` >.01 015; 015 . 01.5 0 11; (154 . 01 4 . 4 t S 14 0 00 34. iD 00 (372,29 11.313 1.66 .03 ^u63.93 0. 176, 0. InS. S. (163,9;: 015 015 .015 tli5 US2.93 4,);0 4 11 0 .00 34.00 38,50 00 07n.25 11.59 2 , (1? 02 (16 , 71 0. 174. 0. 26, S. 861. 1 01S 015 015 (i 15 050. 71 4 11 0 00 31 a4 .00 060.16 11,77 2,0, 6 .0;. . 0, 173. 0. 27. 5, P;9,4P OSS 01.5 .015 .01 ; (;40.49 4.64 4 11 0 1 00 33 .73 -i; , :i() 00 066.05 I i . 90 ;' . t 0 01 b . 0 . 172 , 0 015 01.5 011; 015 846.27 i.Ln 4 i1 0 00 331 1.4 30.3' .00 064.45 ii.90 1,60 .01 HY.3.6n 0. 171. 0. 20, (1 . r1;;,(:n 01'.) . 01.') 01', . 01 `, 044 . 1.0 4 .'/ 1 4 1 1, 0 0 (l 33 . 59 sf:. ;" 1 PA[; 13 5F1, A',;;. . ^ _1, 13 e2, 2:36 PM ! ;CCNO DEPTH CWSEL CRIWS WSFLK E HV HI_ OLOSS RANK CLEV Q QLOL{ QCH QROD AL.00 FiACiI AR0It VU. IWA LEFT /RIGHT i1HE VLOD VCH VROD XNL XNCH XNR W1N R -MIN SSTA -- LUF'L XLORL XLCH XL.ODR ITRIAL IDC ICONT CORAR TOPWID ENDST * ;t.CNO "'1"O.000 !.iS0.00 7.31. 13SO.80 t3S4.53 .00 063.29 12. 49 1. 11 .0 S C>511.4^ 4760. 0. 4760. 0. 0. 160. 0, 29, 6, f ;'_14.47 .00 .00 20.36 00 015 .01S 01S 015 043.49 S.>•i 011449 100, 100. 100. 7 11. 0 00 33.93 35,46 3SECNU 6125,000 612S,UO 7,31 OSO.S2 854.22 .00 063.00 12.40 .29 00 054.21 4760• 0. 4760, 0, 0. 160, 0, 29, 6, GS4,2! .00 00 28.35 00 ,015 .015 .015 01 043.,'_1 " .5:; 011439 25. 25, 25. 0 1.4 0 00 33.93 39,47 1SELNU 6075.000 CAI -ABASH JUNCTION PIPE 6075,UO %.47 050.13 OS3.76. 00 062,37 1',24 56 07 0 3 f6 41370. 0. 4070. 0. 0, 173, (1. 29. 6. G , 6 . 011 . 00 2;1, OH 00 015 0151 a i 015 042.66 �.;''9 010'/59 S0. S0. 50. 4 14 0 00 34,42 34.'ii »SE;;NU 60'9,000 6O` - 4.00 7,•1% 649.9 053.59 .00 062.19 12.24 it) 00 GS.3, 41) 4:170 . 0 . 4070. 0 , 0 . 173. 0 . 29. 6, C',3 . ill .O8 00 20.00 Do 015 015 Dis 0 i [142.40 5.29 010';;.3 16, 16, 11). 0 1.4 0 ,00 34.42 - i9, /I *';LC.(1u 611.13.00n 604'1. 00 %.46 £i49. i6 G 100 (362,.02 1'.25 , 1(3 00 L'` - 1.,', , 0 48 0. 4170. 0. 0. 1.73, 0. 29. 6. GS;3,�0 .011 00 2(0.09 00 ,015 015 015 0]'i 842,30 5,29 010'175 16, 16. 16. 0 14 0 00 .34,41 ;9.';'1 C-l(.Nt1 LOUD,11(10 6000.04 7,4% 04%,;.:9 0 93 00 1`16 1.S4 4? 4070. 0, 4070. 0, 0, 1731 1) ?Y, 6, 115:',1;" .011 00 20.09 00 .015 .015 .015 nI 041,£12 5.29 010'171 4 ?. 43. 43, 2 14 0 00 34,41 3 9, 71 PAGE 19 e- SAT, AUG 21, 1982, 2:36 PM SECNO DEPTH CWSEL. CRIWS WSELK EG HV HL GLOSS BANK ELEV Q QLOB QCH QR08 ALOB 14ACH AROB VOL TWA LEFT /RIGHT TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLUFF XLOBL XLCH XLUBR ITRIAL• IDC ICONT CORAR 1OPWID ENDST *OCCNl) SOS0.000 LINE 'A' JUNCTION PIPE SOSO.00 7.48 847.64 8Si.27 .00 859,90 12.26 1.6S .00 SSi.i6 4870. 0. 4870. 0. 0. 173. 0. 30. 6. 85i.i6 .09 .00 Min .00 .O1S .015 .015 .015 840.16 S.30 .0109131 ISO. ISO. ISO. 0 14 0 .00 34.41 39.70 *SECNO 5800.000 S800.00 7.48 847.08 850.71 .00 8S9.3S 1.2.27 55 .00 SSO.60 4970. 0. 4870. 0. 0. 173. 0. 30. 6. 850161 .09 .00 28.11 .00 .0i5 .Oii ,015 .OiS 839.60 S130 .010992 S0. SO. SO. 3 14 0 .00 34.40 39.71 *SEC:NCI S600.000 IIVEkSIDE COUNTY LINE AT SIATION 57467 5600.00 7.47 844.86 848.49 .00 8S7.i4 12.29 2.20 .00 848.38 4870. 0. 4870. O. 0. 173. 0. 31. 6. 848.38 .09 .00 28.13 .00 .015 .OIS OJ.S .015 837.38 S.30 .0ii0i6 200. 200. 200. 3 14 0 .00 34.39 39.70 *S CNO 5400.000 5400.00 7.47 842.63 846.27 .00 SS4.94 12.30 2.21 .00 846,16 4870. 0. 4870. 0. 0. 173. 0. 32, 6. 846.1.6 .09 .00 28.ii .00 .OiS .cis .cis .015 835.16 S.31 .011037 200. 2nn. 200. 3 14 0 .00 34.38 39.69 *SEUNU 5200.000 5200.00 7.46 840.41 844.OS .00 852.73 1.2.32 2.21 .00 843.94 4870. O. 4870. 0. 0. 173. 0. 32. 7. 543.94 .09 .00 28.16 .00. .OiS .cis .015 .015 832.94 5.31 .OiiOS3 200. 200. 200. 3 14 0 .00 34.37 39.69 *SECNCI 5080.000 5080.00 7.44 839.06 842.72 .00 851.40 12.34 1.33 no 842,61 41370. 0. 41370. 0. 0. 1.73, 0. 33. 7. (142, 61 .119 OU 2ft.1.9 .00 015 .n1., nis 011; u3t.61 'i.:S' 111111111 ts'n. l2n. 120. 2 14 0 no 34.36 ;S9.f.11 FAGS 20 AM 14 01 1076 100. 100, inn. 2 n0 14.361 IQ 1 t I *:;ECNU 4800.000 4000.00 7.44 93S.94 839.61 .00 840.29 12.35 1.99 .00 839.SO 4870. 0. 4870. 0. 0. M. 0. 34. 7. 839.50 .10 .00 28.20 .00 .01S .015 Ais .015 828.SO 5.32 .011009 180, i80. i80. 0 14 0 .00 34.35 39.60 *SEUNO 4600,000 4600.00 7AS 833.73 837.39 .00 846.07 12.34 2.22 -.00 837.28 4870. 0. 4870. 0. 0. M. 0. 3S, 7, 037.2f: .10 .00 28.19 .00 Ais .0is Ais .0is 826.28 5,32 AtIOS2 200. 200. 200. 2 14 0 .00 34.36 39.68 *SECNO 4400.000 4400.00 7A5 831.51 835.17 loo 843.86 12.34 2.22 .00 03S.06 48 70 , 0. 4870, 0. 0. M. 0. 36. 7. 83S.01. .io .00 28.0 .00 .015 .015 .0is Als 824.06 5.32 011003 200, 200. 200, 2 14 0 .00 34.36 39.60 *SLL•NU 4200.000 4200.00 7.46 829.30 032.9s .00 1341.64 12.34 2.22 on 832.84 4870. 0. 4070, 0, 0, 173. 0, 36.' 7. 1132.04 .ic .00 28.iy .00 .0is .015 nis MS 921.04 5.32 .Oii083 200. 2on. 200. a 14 0 .00 34.36 39.68 *SECt4(l 4000. 000 4000.00 7AS 027.07 830.73 00 839.42 MIS 2.22 on 830.62 4870. 0. 4870, 0, 0. 03. 37. 7, 1130. 6;'. .ia .00 28.20 .00 Ais cis .015 Ais 019.62 5.32 .Oi1096 200, 200, 200. 2 14 0 An 34.35 39.68 a a. :t SAT, AUG 21, 1902, 2;36 PM GLOSS BANK ELEV ARGO SFCNO DEPTH CWSEL CRIWS WSELK EG Q QLUB QCH QROD ALOE HACH rink VLOB VCH VROB XNL XNCH SLUPE XLODL XLCH XLOBR ITRIAL IDC *SCCNG 3000.000 017.40 S.32 0 .00 3600.00 7.4S 624.8'_; 828.S1 .00 837.20 4870. 0. 4870. 0. 0. 173. .ti .00 26.20 .00 .Ois .Ois .011092 200. 200. 200. 2 14 *SECNU 3600.000 823.96 0. 40. 8. 3600.00 7.44 622.62 826.29 .00 834.90 4870. 0. 4870. 0. 0. M. .it .00 26.21 .00 lots .015 .011111! 200. 200. 200. 0 14 SECNU 3400.000 0 .00 34.35 39.611 3400.00 7.4S 820.41 824.07 .00 832.76 4870. 0. 4070. 0. 0. 173. .it 00 26.20 .00 .Ois cis .011092 200. 200. 200. 2 14 *SECNU 3200.000 3;.'00.00 7.4S 616.19 821.85 .00 830.S4 41270. 0. 4870. 0. 0. M. .it .00 28.20 .00 .015 lots .011090 200. 200, 200. 2 14 *SECNt1 3000.000 3000.00 7.4S SiS.97 819.63 .00 828.32 4070. 0. 4870, 0. 0. 173. .it .00 126.20 .00 lots .015 011095 200. 200. 2001 0 14 *SELNU 2864.000 COUN1kY VILLAGE ROAD R STATION 29 +30 21364.00 7.45 614.46 818.12 .00 826.81 4870. O. 4870. 01 0. M. .12 .00 28.20 .00 .0i5 .015 .0t1093 1311 . 136. 136. 2 14 HV HL GLOSS BANK ELEV ARGO Vol.. TWA LEFT /RIGHT XNR WTN ELMIN SSTA MONT CORAR TOPWID ENDST 12.35 2.22 00 828.40 0. 38. 0. 828.40 .Ois .01S 017.40 S.32 0 .00 34.3S 39.60 12.36 2.22 .00 826.18 0. 39. S. 826.1.8 lots .OiS 815.18 S.33 0 no 34.35 39.67 12.3S 2.22 .00 823.96 0. 40. 8. 823.96 .Oi5 .cis 812.96 S.32 0 .00 34.35 39.60 l2.35 2.22 .00 821.74 0. 40, 0. 821.74 .OiS .Ois 810.74 S.32 0 .00 34.35 39.611 12.35 2.22 .00 819.52 0. 41. 0. 8t9.S2 .0i5 .015 an 8.5,'.. ':13 2 0 loo 34.35 39.611 12.35 i.Si .00 8111.oi 0. 42, 8 81.8.01 .0i5 .Ois 807.01 5.32 0 on 34.3S 39.60 I•AGE 22 lift • z V • Y 1 r SAT, AUG 21, 1982, 2:36 Fri SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS BANK ELEV Q QL014 QCH QROB ALOE HACH AROB VOL TWA LEFT /RIGHT TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLUFL XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID ENDST *8KCNO 21314.000 INVER1 GRADE BREAK/ MULBERRY JUNCTION PIPE 2814.00 8.17 B14.63 BiB.04 .00 826.02 it.39 ,SO .29 817.46 b:570. 0. 5370. 0. 0. 198. 0. 42. 8. 817.46 .12 .00 27.09 .00 .015 .015 .OiS .OiS 906.46 4.24 .009282 S0. SO. SO. 6 14 0 .00 36.52 40.76 *SECHO 2664.000 2664.00 7.S6 813.27 816.74 .00 824.60 11.33 1.40 .02 816.71 5370. 0. 5370. 0. 0. 199. 0. 43. 9. B16.71 .12 .00 :! %.0'! .00 ,OiS .015 .015 .015 BOS.71 S.17 .009424 iSO. 150. ISO. 6 it 0 .00 37.6S 42.83 *SECNU 2614.000 2614.00 7.6S Bi3.ii 816.54 .00 824.01 10.90 .46 .13 816.46 S370. 0. S370. 0. 0. 203. 0. 43. 9. B16.46 .12 .00 26.49 .00 .015 .015 .015 .015 80S.46 S.02 .008932 SO. SO. SO. 4 11 0 .00 37.96 42.9E *SECNU 2414.000 1645 )N1 S1_C: ADDED BY RAISING SEC 2414.00, .SOOFT AND MULTIPLYING BY 1.000 1.01 7.8S 812.81 816.03 .00 822.93 i0.i2 BS .23 815.96 S370. 0. S370. 0. 0. M. 0. 43, 9. SiS.96 .12 .00 2S.S2 .00 .015 .015 .015 .015 804.96 4.72 .0000 100. 100, 100. 4 it 0 .00 38.57 43.29 1645 INt SEC ADDED BY RAISING SEC 1.01, ••.SOOFT AND MULTIPLYING BY 1.000 2414.00 0.04 612.50 S M S2 .00 821.96 9.47 .77 .0 8iS.46 S370. 0. S370. 0. 0. 217. 0. 44. 9. HiS.41. .12 .00 24.69 .00 .OiS .015 .015 .015 804.46 4.44 .007372 100. 100. 100. 4 11 0 .00 39.11 43.56 I'AGE 23 SAT, AUG 21, 1902, 2:36 PM SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS BANK ELEV Q QLOB QCH QROB ALOB HACH AROB VOL TWA LEFT /RIGHT TIME VLOB VCH VROB XNL XNCH XNR WTN ELMIN SSTA SLOPE XLOBL XLCH XLOBR ITRIAL IDC ICONT CORAR TOPWID LNDST * SLCNU 2260.000 2260.00 8.27 811.96 814.73 .00 820.66 8.70 1.07 .23 814.69 5370. 0. 5370. 0. 0. 227. 0. 4S. 9. 814.69 .12 .00 23.67 .00 .015 .nis .0is nis 803.69 4.09 .006569 iS4. 154. 154. 4 it 0 on 39.83 43.91 *SEL'NU 2210.000 EXISIING FONTANA C14ANNEL 22i0.00 8.35 Bit. 814.24 .00 820028 8.48 .32 .06 817.44 '3:570. n. 5370. 0. 0. 230. 0. 4S. 9. Hi1.44 12 .00 23.37 .00 .cis .0is lots .niS 803.44 of .006245 50. 50. 50. 4 11 0 .00 38.99 39.00 *SECNl1 2110.000 2i10.00 8.46 811.40 813.74 .00 819.s8 0.17 .61 .09 816.94 5370. 0. 5370. 0. 0. 234. 0. 45. 9. 810.94 .i .00 22.94 .00 .0is ,cis .0is .ois 802.94 lot .005906 100. ion. 100. 4 11 0 .00 38.99 39.00 *SECN(j 2000.000 1645 )NI SEC' ADDED BY RAISING SEC 2000.00, .220FT AND MULTIPLYING BY 1.000 i.oi 8.84 811.56 813.63 no Si9.08 7.53 .30 19 816.72 5460, 0. 5400. 0. 0. 249. 0. 46. 9. Sin.72 .12 on 22.02 .00 lots lots .0is CIS 802.72 .01 .O0s1103 SS. 5,5. S5. 4 it 0 on 39.00 39.00 1645 INT SEC ADDED BY RAISING SEC i.0i, - .22oFT AND MULTIPLYING BY 1.000 2000.00 9.30 611.80 813.52 ,00 018.62 6.02 .25 121 016.50 5590. o. SS90. 0. 0. 267. 0. 46, 9. 81n.50 .13 .00 20.96 .00 .0is 015 .0is .0i5 802.50 ni .004188 ss. Ss. SS. S it 0 on 38.99 39.00 PAGE 24 1 t l _. ` '� . x x i °. ` " "t k• . ':''. ° �� a�:� b ...i.. �; SAT, AUG 21, 1982, 2 :36 PM PAGE 2S SECNO DEPTH CWSEL CRIWS WSELK EG HV HL OLOSS BANK ELEV Q QLUB QCH QROB ALOR HACH AROB VOL TWA LEFT /RIGHT TIME VLOB VCH VROD XNL XNCH XNR WTN ELMIN SSTA SLEIF XLUBL XLCH XLODR ITRIAL IDC ICONT CORAR TOPWID END,T *SECN0 1950. 000 1950.00 9.30 8ii.60 813.32 .00 8i0.4i 6.80 .21 .01 816.30 S590. 0. SS90. 0. 0. 267. 0. 46. 9. 8i0.:i1 .i "3 .00 20.93 .00 ,015 .015 .015 .Ois 802.30 .ni .004171 SO. SO. SO. 2 11 0 .00 38.99 39,00 MSECNLI 1793. 000 1793.00 9.3S 811.02 Si2.69 .00 817.73 6.72 .6S .03 8iS.67 SS90. 0. SS90. 0. 0. 269. 0. 47. 9. 809.67 13 00 20.80 00 .015 .nis .015 CIS 801.67 n1 .004090 iS7. 157. 157. 3 11 0 no 38.99 39.00 *SECN0.1637.000 1645 1N1 SEC ADDED BY RAISING SEC 1637.00, i.0S0FT AND MULTIPLYING BY 1.001 3301 FIV CHANGED MORE THAN HVINS 1.01 8.87 809.49 Oii.64 .00 80.27 7.78 .36 ii 814.62 SS90. 0. 5590. 0. 0. 2SO. 0. 48. 91 808.62. .13 .00 22.30 .00 .015 .cis .015 .Ois 800.62 ni .005151 78. 78. 78. 6 11 0 .00 39.02 39.03 1645 1NT SEC ADDED BY RAISING SEC i.01, - i.OSOFT AND MULTIPLYING BY .999 1637.00 O.S3 808.in 850.59 .00 81.6.74 0.64 .44 .09 813.57 55, 0. SSY0. 0. 0. 237. 0. 48. 9. 807.57 .13 .00 23.S9 .00 .015 .Oi5 .015 .01.5 799.S7 .01 .0061%6 78. i8. 78. S ii 0 On 38.99 39.00 *SECNO 1400.000 1645 1N1 SLC ADDED BY RAISING SEC 1,400.00, .47SFT AND MULTIPLYING BY 11001 i.0i 8.77 807.86 810.12 .00 B1S.87 O.Oi .68 .19 813.i1 5%9n , n. S S90 . 0. 0. 246. a. 49. in. (107. 10 11.1 .00 22. .00 II it; 0 I fl is II1!1 799.10 .O1 0OS. 119. 119. 119. 4 11 0 .110 39.0; :tiv.03 1111. ....�,,,., . , .-.. r� --- i' �'=�' _ � ice � I SAT, AUG 2t, 1,982, 2:36 PM BASED ON MIN DIFF 1000.00 10.41 807.43 808.32 PAGE 26 SECNU DEP1 H L'WfikL CR IWS WSELK EG HV HI_ OLOSS BANK ELEV Q QLOD QCH QROD ALOD HACH AROD VOL TWA LEFT /RIGHT' TIML VLO14 VCH VROD XNL XNCH XNR WTN EL.MIN SSTA SLOPE XLODL XLCH XLODR ITRIAL IDC ICONT CORAR TOPWID ENDST 1645 INT SEC ADDED BY RAISING SEC i.0i, - .47SFT AND MULTIPLYING BY ,999 1400.00 8.97 807.S9 809.64 .00 815.12 7.53 .61 t4 812.62 S.Syo. 0. SSyo. 0. 0. 2S4. 0. 49. in. 806.62 13 .00 22.02 .00 .015 lots lots lots 798.62 101 .004Ltf; iiy. 119. 119. 4 it 0 .00 39.99 39.00 *SE.CNO 1200.000 1„00.00 9.20 807.02 808.84 .00 854.04 7.02 .92 is f3ii.82 `.:S90, n. 55901 0. 0. 263. 0. St. to. 80S.82 .14 .00 21.26 .00 .015 lots lots lots 797.82 01 .0043110 200. 200. 200. 4 it 0 .00 38.99 39.00 *SCCf40 1000. 000 1645 1141 SLL ADDED BY RAISING SEC 1000.00, 40OFT AND MULTIPLYING BY i.0on 1101. 9.74 807.16 808,SS .00 813.42 6.26 .39 .23 811.42 S700, 0. 5700. 0. O. 284. 0. St. 10. 805.42 .14 .Oo 20.07 .00 .015 cis lots lots 797.42. 01 .003583 too. 100. 100. S it 0 .00 39.00 39.ai 1645 INT SEC ADDED BY RAISING SEC 3601, 20 1R1ALS A11EMP1ED WSEL,CWSEL 3110 WSE1. ASSUMED BASED ON MIN DIFF 1000.00 10.41 807.43 808.32 5810. 0. Selo. 0. .14 .00 18.74 .00 .00830 100. ion, too. *SE(340 (100.000 39.00 39 .00 ,00 1300.00 10.08 006.30 807.47 Selo. 0. 5810, 0. .14 On iy.55 .00 00.121 P00. 200. 200. 1.01, - .40OFT AND MULTIPLYING DY 1.000 ,00 852.89 S.45 .32 .13 eii.02 0. 310. 0. S2, t0. 805.02 Ais lots .015 cis 797.02 .0t 20 8 0 .00 39.00 39 .00 ,00 812.23 S.93 .60 .os Bin .22 0. 297. 0. S3. 1o. 004.22 lots lots lots o15 796.21 01 e 8 0 no 39.00 39.00 will- SAT, AUG 21, 1982, 2:36 PM SECNO DEPTH CWSE(_ CRIWS WSELK EG HV HL OLOSS BANK ELEV Q QLOB WCH QROB ALOB HACH AROB VOL TWA LEFT /RIGHT rtME VLOB VCH VROB XNL XNCH XNR WTN EL.MIN SSTA SLOP L XLUBL XLCH XLOBR ITRIAL IDC ICONT CORAR 1OPWID ENDST *t;LCNU 620.000 620.00 9.9S 805.45 006.77 .00 Sii.6i 6.16 .60 .02 809.50 Seto. 0. 5810. 0. 0. 292. 0, s5. 10. 803.51 .t4 .00 19.92 .00 .015 .015 .015 .015 79S.SO .01 .003423 180. ISO, 180. 4 8 0 on 39.00 39.00 *SECNl1 - 4;6.000 1645 1141 SEC ADDED BY RAISING SEC 456.00, i.447FT AND MULTIPLYING BY .999 1.01 9.43 004.21 806.06 .00 Sit.3i 7.10 .21 .09 808.70 SW 0. 0. baio . 0. 0. 272. 0. 55. 1o. 802.78 .i4 .00 21.38 .00 .015 lots lots .015 794.78 01 10426 SS. SS. SS. 7 S 0 on ;18.96 38.97 t64'� (Nr SEC ADDED BY RAISING SEC i.01, - .723FT AND MULTIPLYING BY 1.000 i.02 9.10 803.i5 805.30 .00 810.99 7.83 12S .07 808.05 581.0. 0. 5810. 0. 0. 2S9. 0. 55. 10. 802.05 .IS 00 22.46 .00 .015 .015 lots .Ois 794.05 .01 .004980 55. SS, ss. 6 it 0 no 30.90 38.9P 1645 1NT SEC ADDED BY RAISING SEC 1.02, - .723FT AND MULTIPLYING BY 1.000 456.00 8.54 802.17 804.57 .00 510.63 8.46 .29 .06 807.33 SH1.0. 0. sUiO. 0. 0. 249. 0. S 6. 11. 801.33 .15 .00 23.34 .00 .01s lots lots lots 793.33 .()1 .005622 SS. SS. SS. S it 0 .00 38.99 39.00 V.;E 140 256.000 ;'56.00 9.16 b0i.69 003.78 00 809.36 7.66 1.04 .24 806.13 5810. 0. S;Ht0. 0. 0. 262. 0. 57. it. 800.5?; .it, .DO 22.21 .00 lots .015 .015 0I5 792.53 .01 .004812 200. 200. 200. 4 it 0 .00 38.99 39.00 FAGS 27 1 SAT, AUG 21, 1902, 2;36 I'M SL-(:N0 DEPTH CWSEL CRIWS WSELK EG 11 QLOD QCH QROD ALOP HACH TIME VLOD VCH VROD XNL XNCH `'L(ivL XLUHL XLCH XLOAR ITRIAL IDC *tsr'I:NO ib, a00 .0i 791.Si .ot 0 76.00 9.37 bo i.i£ 803.05 .00 808.39 S81n. 0. S8i0. 0. 0. 270. .SS .00 21.55 .00 .ois. .015 .004375 100. i80. 180. 4 11 HV HL OLOSS DANK ELEV AROB VOL. TWA LEFT /RIGHT XNR WTN ELMIN SSTA ICONT CORAR IOPWID ENDST 7.21 .83 .14 805.81 0. 58. ii. 799.81 ,Ola .0i 791.Si .ot 0 .00 38.99 39.00 VALE 28 Aw an . 110-ArrA + ZZW Lw-"-- JV immw- L SAT, Al1G 21, ty.12, 2:36 PM PAGE 29 HEC2 RLLEASE DATED NOV 76 UPDATED APRIL 1980 L'RROR CORR - Ot,02,03,04,05 MOUI11CATION - 50,Si,52,S3,S4 NUIE:-• AbILR1SK (*) AT Uk T OF CROSS- SECTION NUMPER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST 1.11ANNl.l. S1iE PE.R CONSTim !;IIMMARY I'RINft)(ll XLCII K #f:H9L DEPTH AREA 10PWID fd VCH E'.LMIN f:WOEL CRTWS EC R IIV/0(II000 OU 00 9,37 272.23 43.11 3905.00 14.34 927.05 436.42 936.42 939.61 * 13500.000 200.00 -6.40 8.06 217.83 39.14 390S.00 17.93 92S.77 933.83 93S.iS 938.0:! 13M0,000 200.00 -6.40 7.67 203.29 30.Oi 390S.00 19.21 924.49 932.16 933.89 4:{7.119 13100.000 200.00 -•6.40 7.47 195.75 37.41 3905.00 19.95 923.21 930.68 932.58 936.1!6 1 200. 00 -6.40 7.3S 191.2S 37.OS 3905.00 20.42 921.93 429.28 431.30 935.76 I2VO ().000 200. 00 -6.40 7.27 188.20 36.00 3905.00 20.75 920.65 927.92 930.02 934. bit 1::!+Y3.(10 U 107. no • -6.40 7.23 187.00 36.70 3905.00 20.00 919.97 427.20 4'2'1.34 S 10SOO.1100 93.00 -0.10 7.14 183.55 36.42 3905.00 21.28 919. 21 926.35 928. S8 933.311 3I':00.000 2110.011 8.10 7.00 1713,19 35.97 3905.00 21.91 917.;9 924.59 426.96 932. OS !2'101) .1100 2110.00 -0.10 6.89 174.S7 35.67 3905.00 22.37 915.97 922.87 925.35 930.Gt 11400.000 200.00 - -a.iO 6.82 M, 16 35.47 3905.00 22.68 914.35 921.10 4.'.3.73 424.ih 11700.000 200.00 -0.10 6.78 170.S2 3S.33 3905.00 22.90 912. 73 939.51 922.11 927. LS iI1'00.0(1(1 `:'00.00 - •0.1.0 6.74 1.69.37 35.23 39 05. 110 . 23.06 911.11 417.06 9:'0.49 92(,.1 31300.000 200.00 - -0'10 6.72 168. S6 3S. 16 3905.00 23.17 909.49 916.'1 918.80 ?24.5!; 111(10.01)11 :(1(1.110 -It. 10 6.711 167.911 3!'!.11 3ytl!i.(10 23.2!i 907.117 YI4.',11 YI'7.;'l. 10950.000 1!;0.00 --14.83 7.17 163.9 33.92 3905.00 2:1.91 905.65 912.0.'.' 915.6.'•' ?21.7(1 30Y09.000 50.00 -14.00 7.08 159.99 33.23 3905.110 24.41 904.91 911 .99 914.91 921 .24 6.r f Ar - f A • r' �y Jam. I� •• 4 ".�� �1��.� SAT, AUG 21, 1982, 2:36 PM PACE 30 SF L;140 XLCH K *CMSL DEPTH AREA TOPWID VCH ELMIN C:WSEL CRIWS EG inH70.000 30. on -14.80 7.02 i58.i8 33.06 39US.On 24.69 904.47 91.1.49 914.47 920,95 16820.000 50.00 - 1.4.80 7.22 164.9S 33.67 4090.00 24.80 903.73 910.95 913.95 920 SO iofl00.Ono 20.00 - 1.4.80 7.19 1.63.77 33.57 4090.no 24.97 903.43 910.6.'_ 913.63 920.30 1U%SO.non S0.n0 -14.80 7.11 161.11 33.33 4090.0 2S.39 902.69 909.!10 912.89 4!9.81 10700.000 50.00 -14.80 7.OS iS9.22 33.16 4100.00 2S.7S 901.95 909.00 912.17 919.30 SOl,nu.Ono 100.00 -14.80 6.94 iSS.31 32.80 4100.00 26.40 900.47 907.41 910.70 918.23 10500.000 in0.00 • -14.80 7.37 iS5.26 32.12 4100.00 26.41 898.99 9n6.36 909,S6 917.19 10406.000 too .On 14.80 7.28 iS2.02 31.81 4100.00 26.97 897.51 904.79 908.13 916.08 10200.Ono 2011.00 -14. SO 7.12 147.17 31.35 41n0.nO 27.86 894, S'S 9ni.67 90S. Is 913.7;! iou110.000 200.00 - -14.80 7.02 143.97 31.OS 4100,00 28.48 891.59 898.61 902.23 911. ?n 9900.000 100.n0 -14.80 6.98 142,72 30,92 4100.00 28,73 890.11 897.09 900.68 909.90 9060.000 100.n0 -44.8n 7.S4 145.48 30.61 4100,00 28,18 E188.63 896.17 899.63 900.Sn 9600.000 200.00 -14.80 7.4S 142,64 3n.33 4100,00 29.74 MIS. 67 093.12 896.74 905.95 9450.000 iS0.00 -14.80 7.39 141.06 30,17 4100,00 29,07 883.45 190.84 894.53 903.96 9400.1100 50.n0 -14.80 7.4S 143.03 30,37 4160.00 29.n8 882.71 890.16 893.79 903.30 9200.000 200,00 -14.00 7,40 141,36 30.20 4160.00 29.43 879.75 88'1.15 890.83 900.60 9000.000 200.n0 -•14.80 7.36 140.14 30.08 4160.00 29.69 876.79 884.iS 887.07 897.8.1 81100.000 (200.00 - 44.80 7.33 139.2S 29,99 4160,00 29.87 873.03 01h .16 894.91 095.0^ 8600.000 200.00 -14.80 7,31 138.61 29.93 4160.00 30,01 870.87 878.10 881.95 892.1' 8°50.000 $0.00 -14.80 7.31 138.51 29.92 4160.00 30.03 870.13 677.44 081.32 691.45 0444.000 106. no -11.10 7.40 141.32 30.20 4160.00 29,44 868.95 876.35 880.15 1109.01 BAY 4.000 SO .00 - 1.1.07 7.51 144,75 30.54 4210,00 29,08 0613.40 C17!i.91 879.6 ") 81SY.0', N?OII.Ono 194.00 -1.1 , 10 7.62 148.OS 30.86 4,2M On 28.44 EI66.25 873.87 877.50 1186.4:' UU!,0.000 iSu.00 --it. to 7.6U 149,78 ;31.03 4210.00 214. 11 B64.!.Al f.IYL!."'to U %!). US LiLI4..J ;. 8000.000 50.00 - it .in 7.68 i50.i6 31.06 4210,00 28.04 864.03 871.71 875.35 883.91 71;00.000 200.00 - -11.10 7.73 iSlAi 3 1.20 4210,00 27.77 861 .81 869.54 173.13 10!.51 f . SA1, At14: 21, 1982, 2 :36 PM SL.CNO XLCH K *CHSL 7600.000 200.00 -i1.i0 74134.000 116.00 -ii.i0 1434.000 50.00 -i1.10 7400.000 34.00 -ii.i0 1330.000 70.00 -11.i0 72:10.(100 100.00 -it .1.0 7220.000 io.on f.1.10 t /s' /0.000 So.00 -ii.io 7000.000 170.00 -ii.10 6t:00.000 200.00 -it .1.0 6600.000 200.00 -ii.10 6100.000 200.00 -ii.i0 8250.000 150.00 -51.10 61SO.00n 100.00 - -11.12 6123;.000 25.00 -31.30 f.U%5.000 $0.00 - .it .to 6059.000 16.00 -13.30 4.04:,.000 16.nn - °11.10 6000.000 43.00 -1i.i0 SEs��0.000 150.00 -it 5(10il.no0 SO. no --11.10 S600.000 200.00 -ii.10 5.400 : . no - 1.1 .10 1)"(10.110 0 ;!oo.(In - -ii.it) .2090.000 1"0.00 - ii.to 49110.000 100.00 - 11.1.3 PACE 31 DEPTH AREA TOPWID Q VCH ELM IN C ;WSEL CkIWS EG 7.76 iS2.44 31.28 4210.00 27.62 859.S9 867.3S 870.91 979.19 7.77 152.71 31.31 4210.00 27.S7 BSB.30 866.06 869.62 877.87 7.89 156.40 31.66 4280.00 27.37 857.74 86S.63 869.14 877.26 7.89 iS6.39 31.66 4280.00 27.37 857.37 865.26 868.7S 876.89 7.89 iS6.32 31.6S 4280.00 27.38 8S6.S9 864.48 867.98 876.12 7.31 iS3.00 31.91 4280.00 27.97 1155.48 1162.79 866.42 674.94 7.31 153.11 31.92 4280.00 27.95 855.37 862.68 866.28 87.1.81 8.06 178.01 34.18 4760.00 26.74 E►S4.B1 862.B7 866.22 873.9B 8.00 176.00 34.00 4760.00 27.04 BS2.93 860.93 864.37 072.29 7.9S 174.22 33.84 4760.00 27.32 9`:30.71 058.66 862.16 870.25 7.91 172.90 33.73 4760.00 27.S3 848.49 856.40 859.94 860.16 7.88 171.92 33.64 4760.00 27.69 846.27 854.15 857.72 U66.05 7.86 171.35 33.59 4760.00 27.78 844.60 852.46 856.06 064,4; 7.31 167.83 33.93 4760.00 28.36 843.49 850.(30 854.53 863.29 7.31 167.89 33.93 4760.00 20.35 843.21 B5O.S2 854.22 1163.01 7.47 173.46 34.42 4870.00 28.08 942.66 8!;0.t3 8S3.76 86;2.37 7.47 173.44 34.42 4870.00 28.08 842.48 849.95 853.59, 862.19 7.46 173.37 34.41 4070.00 28.09 842.30 849.76 05:3.41 1Sf.2.0 ;' 7.47 173.39 34.41 4870.00 28.09 841.B.? 049.29 BS2.93 861.S4 7.48 173.33 34.41 4070.00 28.10 840.16 847.64 851.27 859.90 7.48 173.27 34.40 4870.00 28.11 039.60 047.00 050.71 1159.3'. 7.47 173.13 34.39 41370.00 213. 13 037, 30 844.116 EMIL 49 11'17. 1 •1 7.47 173,01 34.311 41.170.00 28.15 1`135, 11) 042.63 046.27 OS,4.'14 7.46 172.91 34.37 4CI70.00 20.16 03,'...94 840.41 fs44.05 U'. ;.'.7:5 7.44 172.75 34.36 4870.00 28.19 931.61 839.06 842.72 US1.40 7.45 172.70 34.36 4870.00 28.19 030, SO 037.95 841.61 . EsSO.29 SAT, AUG 21, 1982, 2:36 PM PAGE 32 SLUNO XLCH K *CHSL DEPTH AREA TOPWID Q VCH ELMIN CWSEL CRIWS LG 4900.000 180.00 -11.10 7.44 172.71 34.35 4870.00 28.20 828.S0 83S.94 839.61 848.2 4600.000 200.00 -11.10 7.4S 172.7S 34.36 4870.00 28.19 826.28 833.73 837.39 846.07 4100.000 200.00 -11.10 7.4S 172.74 34.36 4870.00 28.19 824.06 831.51 83S.17 843.86 4::00.000 2001 On -11.10 7.46 172.74 34.36 4870.00 28;19 821.84 829.30 632.95 843 .6 4000.000 200.00 -11.10 7.4S 172.67 34.35 4870.00 28.20 819.62 827.07 830.73 839.42 3800.000 1200.00 -it. in 7.4S 172.69 34.35 4870.00 28.20 617.40 824.0S 820.51 637.20 3600.000 200.00 - 5.1.10 7.44 172.64 34.35 4870.00 28.21 815.18 022.62 826.29 834.'711 3400.000 200 .00 -11.in 7.4S 172.69 34.3S 4870.00 28.20 612.96 820.41 624.07 6:32.76 .5;.'.00.000 200.00 11. 10 7.4S 172.70 34.3S 4870.00 28.20 010.74 8i8.19 821.85 030.51; 3000.000 :.00.00 -11.10 7.4S 172.68 34.35 4070.00 28.20 608.52 81S.97 (119.63 628.3:.'. 2864.n00 136.00 -ii.in 7.4S 172.69 34.35 4870.00 28.20 807.01 814.46 8i8.12 826.01 2614.000 50.00 -it .10 8.17 198.24 36.S2 5370.00 27.09 806.46 614.63 81.0.04' F326.62 2664.000 150.00 -4.98 7.S6 198.78 37.6S 5370.00 27.02 805.71 813.27 816.74 134.60 26iil.000 50.00 -5.00 7.6S 202.72 37.96 5370.00 26.49 605.46 813.11 616.S4 824.01 * 2'414.1100 200.00 -S.00 8.04 217.Sn 39.11 S370.00 24.69 804.46 8 1.511 815.52 021.96 L':'G0.000 154.00 -5.00 8.27 226.90 39.83 S370.00 23.67 803.69 611.96 614.73 U20. 66 1'.210.000 50.00 --5.00 8.3S 229'.76 38.99 51370.00 23.37 803.44 811.79 814.24 820.211 2110.0110 100.00 • -S.00 8.46 234.10 38.99 51370.00 22.94 (102,94 1311.40 013.74 619.511 2000.000 110.00 -4.00 9.30 266.75 30.99 5590.00 20. 96 0n2. SO 811..00 813.52 II10.b' IC/So.0Oil 50.00 - -4.00 9.30 267.08 38.99 55190.00 20.93 802.30 811,60 613.32 61(3.41 1%'73.11110 1W.00 -4.01 9.35 268.77 30.99 SS90.() 0 '20'110 1101.67 Eli 1.0.! 812.69 tit %.7.5 4 1(•.1•/.11110 1!.6.00 "1.3.411 0.x.,3 236.92 311.1.99 !:x!,'70.00 23.59 /'!' S7 U0Ij 10 (110 .!1Y 1 141111.11110 ; 1 :37.1111 4.01 r1.97 r s3,n9 111.99 t;'W1.(In 1 2P.() ; 7/11.6;! 0(17.59 t)(19. 64 Ili j;' 1;1116.1100 rn0.nn -•4.011 9.20 262.95 ;38.'7'7 5:'i'7n.n11 21..21, 777.112 110'7.V 1100. C14 1114.0-1 >R 1000.000 200.00 -4.00 in .41. 310.07 39.00 SHSn.nn 18.74 797.02 007.43 800.32 t11;'.ti'/ 111111.11011 '200.00 -•4.00 1.0 .00 297.23 39.00 SMa.110 19 .SS 796.22 606.30 807.47 61.). 23 SAS, AUC 21, 1982, 2:36 PM SLUNO XL.CH K *CHSL 620.000 180.00 -4.00 f 41.6.000 164.00 -13.23 2H,6.000 200.00 -4.00 76.000 i80.00 -4.00 DEPTH AREA 9.95 291.66 8.84 248.89 9.16 261.SS 9.37 269.62 1OPWID W 39.00 SBi0.0O 38.99 SBi0.00 38.99 S8f.0.00 38.99 SBiO.00 PACE 33 VCH EI_MIN CWSEL CRIWS LG 19.92 79S.SO BOS.4S 806.77 Bii.61 23.34 793.33 802.17 804.S7 810.63 22.21 792.53 801.69 803.78 809.36 21.SS 1 /91.81 801.18 803.OS 808.39 mr " M & -- I imp - AN amp lAp NO imp . im" jm ANN SAf, AUG 21, 1982, 2:36 PM :.IIMMARY OF ERRORS CAIII'LIN bLAMI= 53700.000 PROFILE= i CRITICAL DEPTH ASSUMED (:AUfll'III SECNO= 13500.000 PROFILE= i INTERPOI..ATED XSECTIONS USED LAW It IN SLL.NCI= %170.000 PROFILE= 1 INTERPOLATED XSECTIONS USED CAlirf()N !;.CNO= 2414.000 PROFILE= i INTERPOLATED XSECTIONS USED Cri(I11UN t)E(.NU= 2000.000 PROFILE= i INTERPOLATE.D XSECTIONS USED CAUIION SECNO= (637.000 PROFILE= i INTERPOL.ATED XSECTIONS USEV C"MIION '*CN(I= 14(10.000 PROFILE= i INTERPIIL.ATED XSECTIONS USED CAII1 S'E'CNO= 1000 PROFII.E- i INTERPOLATED XSECTIONS USED CAI) IION !�kCNC)= 456.000 PROFILE= i INTERPOLATED XSECTIONS USED PACE 34 L :2 5 LOS ANGELES COUNTY FLOOD CONTROL DISTRICT PRO(: F0501A 55 5 6 D6sxGN P;yi +r ON 257 DESIGN OF SINGLE PARRF_L. REINFORCED CONCRETE BOX 258 BARRFL • 1 259-__---------------•-----•---------<.---- --- ---- • ------- - ---- -- - - - -- - -: - - - - -- -_ l 261 CHERRY AVE STORM DRAIN JUNCTION STRUCTURF SECTION C -C 262 263 12.00 WIDE BY 7.00 HIGH DESIGN COVER 11.5 FT 4 � 264 TYPE INSTALLATION TRENCH F fl n .J 3 r; `• J I-) I`/ i l l •.mss nw.. .•.ten ••va ` -. .. l- u.,. - 'r I1- ..... - .- -.•r. .V 266 ' LIVE"l.OAD TRUCK'' AXI.F LOAD 32.0 KIPS 267 TOTAL DESIGN VERTICAL,LOAD TOP 18.74 KIPS INVERT 20.13 KIPS ' 269 R E5 3ttR DESIGN STRESSES FC 1800. PSI FS . 24000, PST 270 - Z 272 273 THICKNESSES (IN) TOP 11.50 INV(C.L.) 12.50 LW- 8.50 RW 8.50 275 276 BAR E8NA10 STEEL LAYOUT BAR BAR HORIZONTAL VERTICAL 278 p- (IN) (FT)(TN) (FT)(IN) 279 281 Y C B1 S. 10.0 7. 5.5 0. .0 282 C S. 13.0 5. 1.0 7. 4.5 g r. • .. 284 C2 4;;;.' 13.0 4. 9.0 2. 5.g 285 C3 5 13.0 1. 11. 2. 5.5 287 F 9. 11.0 13. 2.0 0. .0 288 F1 5. 11.0 7. 6.0 0. .0 290 H 4, 13.0 h. .0 0.' .0 9 291 LONGITUDINAL BARS 56, -N0. 4 BARS . it -Tia". .. -. 293 QUANTITIES 294 CONCRETE. 1.39 CU. YDS. /FT. REINFORCING STFF.1. 215.E LAS. /FT. 296 fi.50000 ,; «; ; "- >.�- It050000',':;-, 32.00000 .00000 12 .00000." �';` -;:. '• .. �i 297 000 6:50tl00, ', 7.00000 8.00000 ?.:00000 �.... _ ... -29 i P99 o� ... 3.00000 .70000 - 150000 115000 4000.00000 300 M 1800.00000 60000.00000 24000.00000 8.00000 500.00000 set 302 ,I 70.00000 sit000 350,00000 , 303 r; `• J I-) I`/ i l l •.mss nw.. .•.ten ••va ` -. .. l- u.,. - 'r I1- ..... - .- -.•r. .V AM AM AM 4"ll AM A M.. Ar AM '�Ml AM M 0 0 2 iJOB C0810036,TFRRYH.BOYLE SB 3 PRIORITY - DS; INPRI - S; TIME _-_UNLIMITED SECONDS 4 5 JOB NUMBER = *J457 FRI , JUL 16, 1982, 4146 PM 6 HP3000 / MPE IV C.00.03 Y IKUN LAUUX.FUB.LNG 9 IU 11 FRI, JUL 16, 1982, 4147 PM LOS ANGELES COUNTY FLOOD CONTROL DISTRICT PAGF I PROG F05101A 12 13 14 1 1 11 1 DF-SIGN . ,"',DESIGN OF DOUBLE VIV15JUN BARREL REINFORCED CONCRETE BOX BARRED # 1 16 17 is CHERRY ABE STORM DRAIN JUNCTION STRUCTURE SECTION D-D 20 4.50 WIDE'BY 7.00 HIGH DESIGN COVER 11.5 FT 21 TYPE INSTALLATION TRENCH 23 Q HAILU u u LIVE LOAD TRUCK bUll. DF.NSliY AXLE LOAD .11U KUl- 32.0 KIPS 24 l TOTAL DESIGN VERTICAL. LOAD TOP 7.38 KIPS INVERT 8.37 KIPS 25 26 or FRESSURE.HEAD vU FT DESIGN STRESSES FC 1800. PSI FS - 24000. PSI 27 28 29 THICKNESSFR (IN) TOP 8.25 INV(C.L.) 9.25 EW 8,00 CW A.fln 32 STEEL LAYOUT 33 BAR BAR BAR HORIZONTAL VERTICAL 54 DESIUNATION SIZE SPACING LENGTH LENGTH 35 (IN) (FT)(IN) (FT)(IN) A 36 37 4. 2010 13. 9.0 0. ", .01 a 38 C. 4. 2- 10.0 7. 1.5 39 C2 4, 14. - 2. tO.0 2; . v 41 F 4. 20.0 13. 910 0. 10 a 42 Fl 8. 20.0 13. 9.0 0. .0 w 43 44 1; 4. G1 5. )Z.0 12.0 yo Btu 3. 4,0 U. lu 0. - .0 45 H 4. 11.0 ?. 810 ol .0 ICI 4 47 Hi 5. LONGITUDINAL BARS AS. NO. 4 PARS „ 50 LOS ANGELES COUNTY CONTROL DISTRICT PROG F0501A Wit, „ 51 u 53 DESIGN OF DOUBLE BARREL REINFORCED CONCRETE BOX ,. 54 BARREL # 2 „ N � l 1 56 l 57 CHERRY ABE STORM DRAIN JUNCTION STRUCTURE SECTION -D j 59 7.50 WIDE BY 7.00 HIGH DESIGN COVER 11.5 FT � 60 _. _ TYPE INSTALLATION TR_ENCH__ 61 PROJECTION RATIO . UO - ' • �� • SOIL. DENSITY .110 KCF 0 A.nnnnn tnn nnnnn +. .. ^ ^^ - .. 9 99 C e L- C. 62 LIVE LOAD TRUCK AXLF. LOAD 32.0 KIPS 63 TOTAL DESIGN VERTICAL LOAD TOP 11.67 KIPS INVERT 12.68 KIPS 64 PRF.SSURF HEAD .0 FT 65 DESIGN STRESSES FC 1800. PSI FS - 24000. PSI 66 6 68 69 THICKNESSES (IN) TOP 8.25'INV(C L ` 9.25 CW. 8.00 EW S , 00 ' 70 71 G � STEEL LAYOUT ; 72 BAR BAR BAR HORIZONTAL VERTICAL 73 j DESIGNATION SIZE.. SPACING LENGTH LENGTH ' 74 (IN) (FT)(IN) (FT)(IN) " 75 „ 6 B3 B. 20.0 B. 7.0 0. .0 " 11 77 C4 4. 14.0 3. 7.0 7. 1.5 ' „ 78 Cg 4 14.0 1. 5.0 1. 8.0 „ .5 ' 80 C7 4q, ., 14.0 l : 4.5 1. r 5. 0 t. „ 83 G4 S. 12.0 1. 7.5 0. .0 T 84 H 4. 11.0 5. 11.5 0. .0 I� .,. , . . :., .0 86 CW ` '4,• 18.0 0. .0 k 8i. 2.5 �„ 87 LONGITUDINAL. BARS; -;, O..NOi 4 BARS n Be IN TOP SLAB 0. IN INVERT SLAB 0. IN WALLS 0. V 89 QUANTITIES ,. 90 CONCRETE.. 1.31 CL1. YDS. /FT. REINFORCING STEEL. 149.1 LBS. /FT. 2s 91 G3 & G4 BARS ARE INCLUDED TO _ RIG p• 92 G 3 01 BARS TRAVERSE BOTH BARRELS.' '. n 93 INPUT DATA & DESIGN CRITERIAI L n 94 11 .50000 . 32.000 .00000 4.50060 95 7.00000 7.50000 7.00000 6.50000 7.00000 �n 96 8.00000 2.00000 2.50000 2.0000 2.00000 2. 50000 660 -1 50000 8 .15000 4000,00000 1800.00000 60000.00000 24000.00000 _ C e L- C. EuxlIe Erx.7bx r# Cor/)oratkw7 BY DATE 1: ?- SUBJECT SOfJf //11/ SHEET NO. OF CHKD. BY DATE �7O! (/ /O� STf� /C�fIY /� JOB NO. �bt� -�OO �•� in - - - -- - - - - - - - -- " -" _ lam Ors�ie � Defr�/� C'/� % �!�' 8 - - - • - S �l �D - -" - -- -- - - - - cd��� � __rls�tl� -: T? -�9_ ,S���r��ar� - 6Z9a19.- ��I<�S� /TDB - .O e X s T f a s,a� o O e4,� ` i : ._: :'a sue' ��x Aflf rti CGS" wa JSUX410 ErX7 # Cc r/aoratkx7 BY DATE 6 �2-8 SUBJECT S 0Z111 L 1 �C '� ' � / SHEET NO. � OF�.7 CHKD. BY DATE frlorrrl 9r� ii� /7��OfI - 7T�'LrCr!/Y� _ JOB NO. G_ »D - JS - t7 'r3anana Y ' • • Y .� �' � -. ec{ , . :A rIA . �- '�i�'t ,_ :-�*•.....,.�.;ji.;• -i �`i�:: - -~ — '.� < A l /��� 1 t - ; =c._ _ j� - . . = =L� �if" . .� '- / , r . -' _ _ ,^h''- � -[ t - - � . � ' �J ., y ._ Q —` • eS ' - - ,- ._- •_��./ N # (� LIB 'y - .. Q - — - _- - - - - -- - - - -�B? L'C - U 976 - 0,7 6 _— sayr 1 —>� - DVeY� • 1174 to /-,:r/5 D- 79..504' - D-70917 . 0,79562¢ a, 09S -$ - ® .tJrs>✓ ,p.�vS � �lrec��Y�tirdc�J - D 96 0� - �"�oT�e �e'vil -.e � - De i�'(�dyr����9Cross.pdJa�en�pvj z8e 1 L7 BY DATE 6l SUBJECT SOS /T�R /� !/ALL / _ SHEET NO. OF-L —_ CHKD. BY DATE �jV t.-6 M7N �TrV l'Yl - e JOB NO. r08 - IoO - aotpe ErxWneor&rx7 Corpc3radfoi7 ,f: ;.�� - ^_ °"+CFw T, �.. _ rTT!'Z.. s .. p ,_ _ . - ,i - - 4""_� E•- _- .. - �.,.fs.,. a_. 1 • r. - Y F �. S 3 i r �.�e A 11 /T � �C` Y 't i� f „ } , .t � � ��/�7 '•• ✓` ���yr�1 '�11r � _ s ` c _ Y�/� .. t.. f � ' i, ; - •' y `!'taY• l -. r ,_ i 3. , - - - `- _-. _ ' 'I° _ c = ' 4 • c 1 S_' ` _ _ ' '+CH. it >• _ f-' _? �_ ^ C x - - _ _ _ _ - : g .. Cis! «Y t/C��vLrl v v S r.��•�t�iCF _ - - -- - - - t >� S e t� - -- - - 04 _ Z relz ERN41a Erx7 r7eefrX7 Ccwr-x3rc ,6•3 - CIL4 o,�S9ZL - D -5Z c2--T .17 o� BY CHKD. BY DATE lD� DATE SUBJECT ✓ �� � 77 y r�� /'/ l° `�' l� SHEET NO. ., OF JOB NO (' C( - /Q0'TS 77 7 = : D, ohs IPR b - - - - - -- -- - - -- - - - 97 f7S7 a_ ,fi/77. r _ 0, - Al f WWI - -- - - -- h - -- - - - -- -- /Ji��r.4uTOv� ffays /ph I AW ,6•3 - CIL4 o,�S9ZL - D -5Z c2--T .17 o� PROGRAM OLOAD e� � INTRODUCTION DLOAD IS A PROGRAM TO CALCULATE THE D -LOAD OF REINFORCED CONCRETE PIPE IN.A TRLNCH CONDITION OVER A RANGE OF DEPTHS, THE PROGRAM DEVELOPS A TABLE OF D -LOAD (IN INCREMENTS OF 50) VERSUS DEPTH TO INVERT. THE USER MAY ALSO SUBMIT DATA DESCRIBING DEPTH BY PIPELINE STATIONING - OUTPUT WILL BE GENERATED FOR STATION VERSUS D -LOAD• 1 4 1l 11 - 1 mi 1 DEFINED VARIABLES A WIDTH OF LIVE LOAD SOIL REACTION AT TOP OF PIPE - FEET AREA AREA OF LIVE LOAD SOIL REACTION AT TOP OF PIPE - SQUARE FEET 8 LENGTH OF LIVE LOAD SOIL REACTION AT TOP OF PIPE - FEET BC OUTSIDE PIPE: DIAMETER - FEET BD TRENCH WIDTH - FEET co SOIL LOAD COEFFICIENT CL CLEARANCE FROM TRENCH TO OUTSIDE OF PIPE (INPUT) - INCHES 0 INSIDE PIPE DIAMETER (INPUT) - INCHES DL INTERPOLATE=D D-LOAD - PSF DLD DEAD LOAD ON PIPE - LB /FT DLO COMPUTED D -LOAD - PSF E OUTPUT D -LOAD FOR PROFILE - PSF H HEIGHT OF FILL OVER TOP OF PIPE - FEET I INDICATOR FOR PROFILE CALCULATIONS J COUNTER JJ INDICATOR FOR READING LOAD DATA JK SUBSCRIPT FOR INPUT PROFILE POINT K COUNTER KJ SOIL LOAD CONSTANT L SUBSCRIPT FOR D -LOAD TABLE LF LOAD FACTOR (INPUT) LL LIVE LOAD ON PIPE - LB /FT M SUBSCRIPT FOR LOAD CONDITION A3 D -LOO AD °OUND -OFF VALUE PNDATA NUMBER OF INPUT LOAD CONDITIONS ' NPRO NUMBER OF INPUT PROFILE POINTS PACT INCREASE IN LIVE LOAD DUE TO IMPACT PR LIVE LOAD PRESSURE ON PIPE - PSF 'S PROFILE STATION (INPUT) - FEET I SF FACTOR OF SAFETY (INPUT) STA STATION ON PROFILE FOR OUPUT - FEET S1 STATION OF DOWNSTREAM PROFILE POINT - FEET I S 2 STATION OF UPS(REAM PROFILE POINT - FEET T PIPE WALL THICKNESS (INPUT) - INCHES t I TLE NAnE OF JOB 1 �l W UNIT WEIGHT OF BACKFILL (INPUT) - PCF X CALCULATED DEPTH TO INVERT - FEET XI PROFILE ULPTH TO INVERT (INPUT) - FEET XMAX MAXIMUM DEPTH TO INVERT (INPUT) - FEET I XMIN MINIMUM DEPTH TO INVERT (INPUT) - FEET X1 DEPTH OF DOWNSTREAM PROFILE POINT - FEET X2 DEPTH OF UPSTREAM PROFILE POINT - FEET Y DEPTH TO INVERT IN D -LOAD TABLE - FEET I Bi r fl 1 11 11 F i; aF- I LIVE t-OAD DISTWIBUTIOM 1 = IJ5H N = Ca r 1• ►..t 16= lax 4 r a and b DISTRIBUTION— A.A.S.H.O. • = 1.75M M = C.*vr TQ 1Q r . i 1 - - 1JSi{ NOTE OVERLAP MUST BE CONSIDERED FOR DEPTHS OVER 3A FEET. NOTE: OVERLAP MUST BE CONSIDERED FOR DEPTHS OVER 8 FEET; NEGLECT LIVE LOAD-WHERE H IS OVER 8 FEET AND EXCEEDS SPAN. A I N r 0 > z 0 CL Iv. z > 2000 POUND CCNCAETE OR BETTER f Vny�t r > 0 lu L-a CO rn ex to m OI 1'140ROUGHLY TAMPED I > r 0 0 lu 0 CO rn cx m OI I > 0 lu 0 CO rn f3oyl� Etx7�rx.�r�rx7 Ctx�aoratAor7 BY DATE 7 Z7 dl SUBJECT " fir Z " SHEET NO. OF CHKD. BY DATE p �����d /r /�" ��� JOB NO. Ll e .V - Z vPV f agr - f�/? .�D ,� %�nv - .o .1 1 - O •, Z f2 d 7 /- ou .1.. 7t oo_ /3f is 7,25 �r 3 - �� C 011,6as1 /7 o �G� ta - - a) Z tTS /I 0 Al - 7w all 37 banana ��a�.� / /rI e t , 7-7 -rf f37 0. 145 -, A T /S' T1 - 0,192 /06 4'WIc'' 4/R O//evrrJ. /�1d /h ��c • � .B¢ Bt � ,T1 0.1929 /06�?b _ dF12 - f 7 eZ O- /65 fps 78 1 - ' �/ . u 9 10 * MULBERRY AVFNUE STORM DRAIN STA 0+57 TO STA 2+20* `j 11 D = 68.0 T = 5.0O CL = t2.0 X1 = 1P .O X2 = 14.0 W = 110 KU 1.98 SF LJ 13 14 H CD J) 1: TMPACT PR F"S 1. 1:VF D-LOAD DEPTH 15 16 ' (/ '7 5 58 .635 4287 .0U 208 1211 ?23 11 .0U ^- ^ 8 6 .�34 4954 .0O� 159 925 774 12.00 ' 9 7.58 .82q 55 93 .0O 1?5 . 7�0 (33 13,00 <� '0 8.58 .92O 6206 100 105 612 897 14.00 - - 1 9.58 1.007 6794 .00 91 53 964 15.O0 ^ 22 10.58 1.09O 7358 .8U 80 468 1030 16.U0 (� 3 11 58 1.t70 7B98 .U8 71 415 1094 17.00 ~~ � 4 12 ' 58 1.24? 8416 .O0 63 370 1156 18.U0 25 * MULBERRY AVENUE STORM DRAIN STA 0+57 TO 26 DEPTH TO 27 D-LOAD INVFRT-FT. 28 (' 29 750 11.53 30 800 12.45 31 85O 13.28 . 32 900 14.O4 33 950 14.79 34 1000 15.55 ' 35 1050 16.32 36 1100 17.10 37 115U 17.90 ~= 38 39 40 END OF PROQRAM O0010O00 r� 41 |RUN DLOAI).PUB.ENC ' ^ .'` KU = .16 IF = '1.. 9 0 h I'•" = 1. 2 1 , - ! 0001.4000 43 44 x Ni1.1LBEI? R Y AVV NUF STORM D17 AT.N ( G)TA "1.'4•2 TO (:i'T'A 7+00.x- 45 46 D= 60 0 T •••• 5. 0 0 CI.. = 1 2. 0 X =a 12. 0 X2 __= 16. 0 W i °: 110 47 AC -3 H CD DEAD :I:MF'ACT F'RF S I..AvF. 1)- I..0 A1:) 1)1• "1'T1-1 49 50 51 5. 50 , b 3;:; 4287 . 00 2 0 G 1211 7 2 :3 11 . 00 52 6.58 .734 4954 .(1 (1 159 925 774 12.00 5;3 7 . `.i(:1 . Ei�?9 ;:=::i93 . (1(1 1 �:'; "i '7;3(1 (:1;3;:'• 13.00 54 8.58 .920 6206 100 105 612 897 14.00 55, 9 .5( 1..007 6794 . 00 91 ;=; 3;5 964 '1.5 . () 0 56 10,50 1. 090 7 3', (:j . 00 C..) 4 6 (i1 1 (1 ;3 0 'l. 6.) . (10 57 11 . C; G 1 . 170 7 89 E1 , U (1 71 4 1 t.'i 1094 514 12. 5 R 1 .247 C14 16 . (1(1 63 37 0 1 1 .'i 6 11:1.0 (1 -1 59 13.58 1.320 8912 .00 57 332 1216 19100 60 14 .5(i1 1 . 391 9309 . 00 ;:i' 3 00 1.27 :.`; "' 61 x MULBERRY AVENUE STORM DRAIN `3TA 2 +20 TO .':')TA 7+00-x- 6 2 DEPTH T(:)-- 63 D -LOAD INVERT-FT, 64 l% 65 7 11 . "1.3 66• 800 12.45 67 B 0 13 . '. (3 U 68 900 14,04 69 950 14.79 70 1000 15.55 {.� 71 72 10 ; °i () 1100 16 . x •31? 1710 73 11.=5 () 17190 V 74 1200 18.73 75 1250 19.58 76 lU 77 7E1 END IIF F'RCI(URAM 79 ,RUN I)LOAI) . Pt.lT;I . I NG; KU = .16 IF = '1.. 9 0 h I'•" = 1. 2 1 , - ! 0001.4000 AN AM AM AM ] M -UM AM 4M -���N AM V��� WS -M . - On �M -= 82 * MULBERRY AVFMUE STORM STA 7+00 ` ' TO STA. 13+18* DRAIN 83 84 D = 54.0 T = 4.5O CL = 12.0 X = 14.4 X� 15.3 W = 112 KU 165 |.F = 1.90 S1 1.?� 85 86 H ' CD DEAD IMPACT PRFS LIVE D-LUAD DEPTH 87 Be 89 8.52 .975 5737 .00 106 555 920 13.40 90 9.52 1.066 6276 .00 9% 483 988 14.40 91 10. 52 1.153 6790 .0 O 81 424 1055 15.4O 92 11.52 1.23? 7282 .00` 7,.? 376 1120 16.40 93 12.52 1.317 7752 .08 64 33 1182 17.40 94 13,5? 1.39� 820l .00 1 157 30 1 1 P43 1(3 .40 95 * MULBERRY AUI STORM DRAIN STt). �f0o TO ST 13+1U* 96 1) E1* TO ` 97 D-LOAD INVERT-FT. L� 98 99 950 13.84 100 1000 14,58 �-' 101 1050 15.33 ' 102 1100 16.10 103 1150 16.89 104 1200 17.69 105 106 �J 107 END OF PROGRAM 108 |RUN DLOAD.PUT'I.ENG 00 0180 0 0 _^ �O9 ' - ~-_- --__--�- ` - ' ' - __ � ^ � 'AM tW 'M AM AM 4M 4M JW rm W U0��� v__ an m m 0 11t * MULBERRY AVENUE STORM DRAT.N STA '13f10 TO 20+03-x 112 ' �~ 113 D = 48.O T = 4.O0 CL = 12.0 XI = 11.2 X2 = 14 .2 W 111 KU = .165 L. F" = 1.9O SF = 1.?� 114 115 H CD DEAD IMP#CT PRE0 LTVF D~LOAD DEPTH -' 116 117 ^ 118 5.87 .764 3768 .00 19? 894 767 10.2U 119 6.87 .873 4308 .00 148 690 822 11.20 130 7.87 .977 4822 .00 118 549 883 121 ?0 121 8.87 1.077 5311 .00 101 470 951 13.20 1 22 9.87 1.171 5776 .00 88 411 1Ot8 14 0 123 10.87 1.261 6219 .00 77 36a 1082 15.20 124 11.87 1.346 6641 .U0 6g 321 1145 16.20 125 12.87 1.427 7042 .UO 61 IP87 1?O5 17.2U / 126 13.87'-. .1.�i0�}-' -.742-14 ''''.0l--- .5 IL. --_-Z58 U'--^- 127 * MULBERRY AVENUE STORM DRAIN GTA 13+10 TO STA 20+03* -/ 128 TO 129 INVERT-FT. 130 '-' 131 800 10.H0 132 850 11 .66 133 900 12.45 134 950 13.19 135 1000 13.94 136 1050 14.70 .137 ' 1100 15.48 138 1150 16.28 139 1200 17.11 . 140 1250 17.97 141 142 143 END OF PROGRAM 144 |RUN DLOAD.PUB.ENC 0 00 ?2U80 145 ~ as on l ��p� N0��� ���� N��� ���� mew ~-_~' ~ -=='=' =^--' =�-- ~-~- 0 . m � `� 147 j MULBERRY AVFNUF STORM DRAIN STA P0+02 TO STA 33+00* / 148 149 D = 36.0 T = 3.00 C � tP.0 X1 = 100 %2 = 12.0 W 112 KU = .165 \.F = 1.90 SF = 1W 150 151 H CD DEAD IMPACT PRES LIVE D~LOAD DEPTH / 152 153 154 6.05 1922 3125 100 182 638 825 9.30 u 155 7.05 1.045 3541 .00 141 495 8 85 1O.30 15& 8.05 1.161 3933 .00 1.13. 397 95U 11.30 157 9.05 1.270 4302 .00 98 344 1019 12.30 158 10.05 1.373 4649 .00 86 301 1085 13.30 159 11.05 1.469 4976 .00 76 265 1149 14.30 160 12.05 1.560 5284 .O0 67 236 1211 15.30 161 , * MULBERRY AVENUE STORM DRAIN STA 20+02 TO STA 33+00* 162 DEPTH TO 163 D-LOAD JNVERT-FT. �J 164 ' 165 850 9.71 ` 166 '90O 10.53 167 9 5O 11^31 168 12.03 169 '1O5O 12.77 170 1100 13.53 171 1150 14.31 172 1200 15.13 �~ 173 174 175 END OF PROGRAM 176 CPU SEC, = 7. ELAPSED MIN. = 4. THU AUG 19, 1982 204 PM 177 > � � `� �N��� ����| �00�� _�m��| �N��� ,�0�� ���� ����� ��0�� ���� NN�0� ����K -NN0�� m an am � �- � � ' � � ' . ` .. . 9 10 * CALABASH AVFNUF STORM DRAIN STA 0+55 TO STA 1+60� 12 D 60.0 T = 5.00 CL = 12.0 X1 1U.0 X2 = 11.O N = 112- KU = .165 |.F = 1.90 SF = 1.2� 13 14 H CD DFAD IMPACT PRES LJVE D~LOAD DEPTH 15 16 17 4.58 .532 3657 .00 285 1660 700 10 .0 0 18 5.58 .635 4365 .00 208 1211 734 11.00 19 6.58 .734 5044 .00 159 925 7 85 12.00 ' 20 7.58 .829 5695 .00 125 730 845 l3.00 21 8.58 .920 6319 .8U 105 612 ' 91? 14.00 22 9.58 1.007 6918 100 91 533 980 15.00 ` 23 * CALABASH AVENUE STORM DRAIN STA O+�� TO STA 1f60* 24 DEPTH TO 25 D-LOAD INVFRT-FT. L' 26 27 700 10.O1 28 750 11.32 L� 29 B00 12.24 30 850 13.07 31 / 90O 13.82 32 950 14.56 , 33 34 35 END OF PRU�RAM ~' 36 :RUN DLOAD.PUB.ENQ --''--- ' ----- 00006000 ----------- - N ' � � a r r■� s si � � � �r �r c� � rre► �■r s � ar � t 3 9 ++ CAI...ABA131-I F1V1 ":NUE f;TORM DRAIN S) TA 1;+-60 TO 1','rA d.+.00 40 ., 41 1) 0 , 0 T r 5 . 0 0 C.; L = 1 , (1 X 1 X 2 =µ 12 , 0 V) - 1 K 1.1 - , 1 L> `:= I .. r- - 1. .90 42 43 H C;1) 1)1-A1) :I: MPAC,T PRr: "4 1.1'V1=: D — L,.0A1) DI- .F''T'I� _ 44 45 46 5. 58 5H , 635 4443 (1 (1 r'O8 1.21.1 744 ). , 00 J 47 6, ,734 5134 ,00 1 5 9 925 797 12,00 49 7,50 ,8 ;.7/97 7.A0 G:°I9 1.3, 00 49 B,58 ,920 6432 ,00 105 612 927 14,00 50 9,58 1 , 007 7041 , 00 9 ;"i,33 997 '1.5, 00 51 10,58 1,090 7625 ,00 80 466 1065 16,00 52 x (',;AL..ABA,I••I AVENUE riTORM DIZATN STA 1 +60 TO S' rA 2• +00X. 53 DEPTH TO 54 D —LOAD :1NV1 =1' T—F'T', 55 56 750 11 57 800 12.0 5 fl B 110 12 , (3 It L 59 900 13,61 60 9. . 0 _ 14 , ;x, :3 -- -- - 61 1 000 15, 0`:, 6�'. 1050 15,'7(3 63 64 `- 65 END Ol PROCIRAM 66 .RUN 1)I..OA1),PUB .w__..._.. 000_!0000 t - - - -- _--- ---' ^--- ---- -- --- ---- ---- ---' ---- ---- ---- -- m "' . . . 68 69 H AVFNUE STORM DRAIN STA 2+00 TO GTA 12+42* 70 '-' 71 D 60.0 T ml 5.00 C1 12.0 Xt - tt.O X 2 = 1 0 W = t15 KU = .165 \F = 1.9O SF 72 73 H CD DEAD IMPACT PRES LJVE D~LOAD DFPTH 74 75 76 5.58 .635 4482 .00 208 1211 749 11.OU 77 6.58 .734 5179 .00 159 925 1403 12.00 78 7.58 .829 5848 .00 1,.'!5 ?��0 865 13.00 79 8.58 .920 6488 100 105 612 934 14.00 80 9.58 1,007 7 7 .U0 9 �33 1O05 15. 00 81 10.58 t1090 769 UO 80 468 1074 16.O0 82 11.58 1.170 8257 .00 71 415 1141 17.00 \- 83 12.58 1.247 8798 .00 63 370 1206 18.00 84 13. 0 1.1,20 9318 .O0 ',"; 7 3 *3 2 1. 270 19.00 85 * CALABASH AVENUE STORM DRAIN STA 2+00 TO STM 12+42* 86 DEPTH TO 87 D-LOAD INVERT-FT. 8B \~ 89 750 11.02 90 800 11.94 91 850 12.75 92 900 13.50 93 950 14.2� 94 1000 14.93 L' 95 1050 15.66 ~ 96 1100 16.39 97 1l50 17.14 [� 98 1200 17.90 ' 99 1250 18.69 100 101 102 END OF PROGRAM 1O3 /RUN DLOAD.PUB.ENG _ �� U001400O_ � � . ' � an NOW JOIN sm 11111 IllIll 411111 an me AINO moll illml Imps WNR rim ow an m m .' 105 106 * CA�ABASH AVENUE STORM DRAIN STA 12+42 TO STA 13+42* '.. 107 108 D = 6O.0 T = 5.00 CL 12.0 xi = 10s x2 = 12.5 W = 115 KU 165 LF = 1.90 SF = 1.2,' 109 Ito H CD DEAD IMPACT PREG LIVE D~LOAD DEPTH 111 ' 1t2 113 5.08 .584 4122 no 341 1409 728 10.50 114 6.O8 .685 4834 .00 18f 1O53 775 11.5O 115 7.08 .782 5517 .00 140 819 834 12.50 116 8.08 .875 6171 .00 113 658 899 13.50 . 117 9.08 .963 6799 .80 / 98 570 970 14.50 118 10.88 1.049 7401 .00 86 499 1039 15.50 �J 119 11.08 t.131 7977 .O0 75 440 1100 16.50 120 * CALABASH AVENUE STORM DRAIN STA 12+42 TO STA 13+42* 121 DEPTH TO `- 122 D-LOAD INVERT-FT. 123 124 750 10.97 L� 125 800 11.93 ' 126 85O 12.75 127 900 13.52 ~ . L� 128 95O 14.22 129 1000 14.94 130 1050 15.66 131 1100 16.39 132 133 134 END OF PROGRAM �35 |RUN DLOAD.PUB.ENG --' 00010000 - - -_ ` . ' ' ` = N�N�k ���N �N�N� �N��N �NoNN U� ���& ��w� �w�� Nw�w� �m�| N��� N�w�� j��� @or� iris N��� �� �� �� �� -� �� �� ��_ ��� �� �� �_� -� -�~ __ �� __ ` � 13 6 L/ 137 138 * CALABASH AVENUE STORM DRAIN STA 13+42 TO STA 15+00* 139 140 D = 6U.0 T = 5.00 CL = 12.0 %1 11.5 X2 = 12.5 W = 112 KU = .165 |.F = 1.90 SF = 1.2! / 141 142 H CD DEAD IMPACT PRES LIVE D-LOAD DEPTH .� 143 . 144 14',5 5.O8 .584 401 5 ^00 241 1409 714 10.58 146 6.08 .685 4708 .00 181 1053 758 11.50 147 7.08 .782 5373 on 140 819 815 12.50 148 8.08 .875 6010 .UO 113 858 877 13.50 149 9.00 .963 6622 .o0 98 570 946 14.5U 150 10.08 1.049 7208 .O0 86 499 1014 15.50 151 11.08 11131 7769 .0o 75 440 1000 16.50 152 * CALABASH AVENUE STORM DRAIN STA 1302 TO STA 15+00* 153 DEPTH TO 154 D-LOAD INVERT-FT. 155 . 156 75O 11.'32 157 800 12.24 15B 850 13.06 159 900 13.83 160 950 14.55 161 1000 15.29 162 1050 16.04 163 ( ' 164 165 END OF PROGRAM ~---' 166 ,RUN DLOAD.PUB.ENG - ----- ~-------'- - ''--' 00022000 '^ ' � ^ / ' � 1441001 AlAi v 16('3 169 x CALABASH AVENUE STORM DRAIN STA 15•+00 TO STA ?S+•27++ 170 171 D 42.0 T - 3 . C L = 12. 0 X1 9 . ',5 X2 _- 12. 0 t'1 114 K1.) == 16 ::= L 1- 90 <:,I° - 1 , 2 172 17 11 C DEA IMPA PRFS LIVE D - -LOA DEPTH 174 175 -� 176 5.7 .807 3404 IOU 2 0 0 B IB 7 9 .50 177 6.71 .924 3900 .00 154 627 851 10.50 178 7.71 1 . 036 4369 .00 1.22 497 915 11.5 �. 179 8.71 1 . 141 4813 . 00 103 421 984 12.50 '1.00 9. 1. ; °5234 .00 90 31,7 10:':53 J.:3.::i0 5 81 10.71 1.335 5633 .00 79 323 1119 14.50 u 1(:12 11.71 1.4 60 . 00 70 2 8 6 1184 1 183 CALABASH AVENUE STO DRAIN STA 15• +•00 TO SSA 28 +2 184 DEPTH TO 185 D -LOAD INVERT-FT. 186 187 000 9.l: ) 1 188 850 10.48 1(:19 900 11. 190 950 12.01 U 19'1 •1000 12,73 192 1 050 _ ... 13.46 19:3 1100 14.21 U 194 1150 14.98 19; ".i 196 U 197 END OF PROGRAM 190 ;RUN DL.OAD,PLJKEN(, OOO26000 r �N��� ��N� �N��� �N�N� �m�N�� �N��N �N�0� �oN� N��� ��B�| N��� m�m�m N�0�� �NM� Joni Nm�� f�@�� ���� - - - - -� fool -~-_~- _- IONS - - - -=__- � _^--' -_- . / ^� 200 201 * [,ALABASH AVENUE STORM DRAIN STA 28+27 TO STA 29+60* 202 T = 2.50 CL = 13.0 X1 = 8.5 %2 = 11.0 W = 114 KU = .165 KF = 1.90 SF = 1.25 D = 24.0 204 2O5 H CD DEAD IMPACT PQES LIVE D-LOAD DEPTH 206 207 200 �9 5.29 .99U 2201 .08 226 547 904 7.50 209 6.29 1 137 . 2527 . 00 171 413 967 8.50 210 7.29 1,273 2831 .00 134 �23 1U37 9.50 211 8.29 1.399 3112 . OU 109 264 1111 10.50 31 2 9.29 1.517 3373 .U0 95 230 1185 11.50 213 10.29 1.626 3615 100 83 301 1255 12.50 ` 214 11.29 1.727 3840 .00 74 178 1322 13.5) �J 215 12.29 1.821 4049 .00 66 158 1384 14.50 216 * CALABASH AVENUE STORM DRAIN STA 28+27 TO STA 29+60* 217 . DEPTH TO . 218 D-LOAD INVFRT-FT. . 219 220 9 5U 8 221 1000 8.97 . ' 222 ,1050 9.67 223 1100 10.35 224 1150 11.03 225 1200 ?1.71 226 12�j0 12.42 [} 227 1300 13.17 228 1350 13.95 229 ) 238 231 END OF PROGRAM 232 CPU SEC 9 ELAPSED MIN = 4 THU AUQ 19 1982 205 PM ® an >� 9 ` 10 x ALMOND AVENUE I)Tt1RM DRAIN I:i' 0+',.* TO STA 7.44.10* 11 1 C.'. D -- 4B. 0 T •••• 4,00 C: i... -- C 1.2 . 0 X 1 r.: 6.7 X is - ' 12 , 0 W �= 114 K (.1 - , ' 16 "N I., F - ' , 9 0 1 1 F - 1 , 2 5 13 14 H (1D 1)I:::A1) IMPACT P R FS I..TVI° D -L.OAD I >171: 15 16 17 2.37 , 335 169 7 1 'I N26 4 "l' 1:1(3 1067 6.70 18 3.37 .465 2357 .00 461 2151 741 7,70 19 4.37 .5F19 '2..905 . 00 307 1433 726 (3 .70 20 5.37 .707 3582 100 221 1033 759 9,70 21 6.37 . 819 4'1: °; 0 . 00 168 "I' flP 811 1 0 .70 22 7.37 .926 4691 .00 131 613 872 11,70 23 8.37 '1.02( -1 ; "5 1 2 () 6 00 1() ( ..1 5 9 'l. 70 24 9.37 1,124 5696 .00 94 439 1009 13.70 2!J 10.37 1 . 21 !7 61(-.s3 . it 0 F.I 2 31:1;':5 1077 '14.7 0 26 11.37 '1.304 6607 .(l (l 73 340 1143 1;'S.70 27 x A1...MOND AVI�:N1.1I° S TC)RM DRAIN SS 0+'1 T S TA. 7 28 DEPTH TO 39 D- I...0A1) INVERT -FT, 30 31 105(1 6.75 32 1000 6.91 33 950 7.06 34 900 7.21 J 35 a :i () 7 , 3 7 36 800 7.52 37 7 , : . - 1 0 '7 .6 7 38 750 9.42 39 8 () 0 10 . 40 40 850 11.33 -- 41 900 '12.1 ' 1 42 950 12.85 43 1000 13.;:;7 • 44 1050 14.30 4 5 1100 '15 . 46 47 413 END OF P R (:) (:� IR A M 49 i RUN I)I..OAI) , PU1-*3 , F:Nt3 00006 loss moll lost 41011 AMID fool m an lost Ems m an IMIN Immi r 11=0 52 A1..MOND AVFNUt= STORM DRAIN STA 7•+•65 TO STA 0+10x. r •'2 ' J3 54 D - 30.0 T .... 2.75 (;L. = 12.0 X1 - 5.0 Xr2. _. 6.0 W 120 KU - .165 I. F _ 1.90 SF - '1 , 25 55 . 56 H CD DEAD IMPACT PRES LIVE D•- LOAD DF-P'TI-1 57 58 59 2,27 . 425 1254 .10 1114 3297 1190 5100 60 3,27 . 593,,,, 1749 _ _ .00 ... _ _4B8 _ 1445....... .840 6.00 61 4,27 .750 2212 .00 ;318 940 B29 7.00 62 5.27 .897 2645 .00 228 674 873 8.00 63 6.27 1 , 0:34 3050 .00 172 508 936 9.00 64 7.27 1.163 3430 .00 134 397 1007 10.00 65 x ALMOND AVENUE STORM DRAIN STA 7• +•65 TO STA 0+•10x. 66 DEPTH 70 • 67 D -LOAD INVERT-FT. 68 69 11 1; U 5. 13 70 1100 5.27 71 1050 5.41 72 1000 5.55 73 950 5.69 J 74 900 5.03 7'5 850 5.97 76 850 7.47 -- 77 900 8,4;:'. 78 950 9.19 79 1000 9,90 - 'f30 81 82 END OF PROGRAM _ 83 ,RUN DLOAD.PUD.1=NG ,t 00010000 J. J u AW AM - I 8 86 ALMOND AVENUE STORM DRAIN ( WEST INLET CONNECTOR)* 87 ' 88 D — 24.0 T - 2.50 ( "L = 12.0 X1 - 6,0 X2 r.» 6,0 W - 120 KU 16:5 LF = 1,90 SF » 1,25 89 90 1 -1 CD DEAD IMPACT PRES 1. TVE D— LOAD DEPTH 91 92 93 3.79 .748 1750 .00 302 922 879 6,00 94 4.79 .912 2135 .00 265 641 913 7.00 -' 95 5.79 1 .064 2492 . 00 196 473 975 0. on 96 6.79 1.206 2823 .00 151 364 1048 9.00 97 7.79 1.337 3130 .00 120 289 1125 10.00 98 x ALMOND AVENUE STORM DRAIN (WEST ]INLET CONNECTOR)* 99 DEPTH TO 100 D —LOAD INVERT —FT. 102 900 6.62 103 950 7.59 -% 104 1000 8.34 105 1050 9.02 106 1100 9.68 J 107 100 109 END OF PROGRAM J 110 CPU SEC, =- 5, ELAPSED MIN, 3, TI••U, AUG 19, 1982, 017 PM 111 J. J u M M M AIM NMMI 10101 110 -10 11101 AWMI lmrl N��� AM �M AM 9 10 * BANANA AVENUE STORM DRAIN STA 8+57 TO STA 1f40* 11 12 D = B4.0 T = 7.00 CL = 12.0 X1 = 10.0/ X2 = 10.0 W = 106 KU = .165 LF = 1.90 SF 13 14 H CD DEAD IMPACT PRFS LIVE D~LOAD DEPTH 15 16 17 2.42 1229 2505 .10 984 8036 991 10.00 18 3.42 .318 3485 .00 447 3649 670 11.00 19 4.4? .405 4434 .OU 302 ?463 648 12.00 20 5.42 .489 5353 .00 218 1781 670 13.00 21 6.42 .570 6242 .00 165 1351 714 14.0U ' 22 * BANANA AVENUE STORM DRAIN STA 0+57 TO STA 1+40* 23 DEPTH TO 24 D-LOAD INVERT-FT. 25 26 950 10.13 27 900 1O.28 ~ 28 85U 10.44 29 800 10.60 30 75U 1O.7,!; � 31 700 10.91 32 650 11.9"? 33 650 12.08 ^ 34 780 13.68 35 ' 36 ~ 37 END OF PROGRAM 38 }RUN DLOAD.PUB.FNC 00U06O0U - _ Nm!2 V ff" m an rp N��� �=�� NT-1 m m m --- 39 40 41 * BANANA AV*UE STORM DRAJN GTA 1+40 TO STA 42 43 D = 84.0 T = 7.00 CL = 12.0 XI = 12.5 X2 = 17.5 W � 130 KU � .165 (.F = 1 .9U SF 44 45 H CD D EA D IM PACT PRES L�VE ' D-LOAD DFPTH ' 46 47 48 4 92 .447 �544 .00 255 �U8O 717 12 .�0 49 ' 5.92 . 529 6568 . OU �89 �543 762 13.50 50 -- 6 92 .6O9 7� 5 8 . U0 146 119� 8�? 14 50 . 5l ' 687 8517 7.92 . -- OO ' 116 9�0 890 15.�0 - 52 8 92 .76� 944� . 00 100 81� 96� 16 U 5 / . 53 ' 834 1| !|' 9.92 . U�** -- . 00 87 714 1039 t7^50 54 18 92 .904 11? 14 . 0U 77 629 1113 18 5U . ~ 55 11 .972 12057 .00 68 558 1186 19.50 56 12'�92 1.O38 1" �87',.* � .0O 61 499 12. 7 2 U .�U ' 57 13.92 11101 13661 .00 55 449 1326 21.50 58 * BANANA AVFNUE STORM DRAIN A 1f40 TO ISTA 59 DEPTH TO 60 D~LOAD INVERT-FT. `- 61 ` 62 75U 13.23 ' L/ 63 800 14.l3 . 64 850 14.91 65 900 15.64 66 950 16.31 67 1000 16.97 68 1050 17.65 . 69 1100 18.32 `- 70 1150 19 . 0 1 71 1200 19170 72 125U 20.41 73 1300 21.12 74 75 76 END OF PROGRAM 0001. 0000 77 |RUN ____ � m W1 an ir__pi JW3 an m m 1��N #T1 m m m 78 79 80 * BANANA AVENUE STORM DRAIN ,;TA 8+50 lO STA 17+98* 81 82 D 84.0 T � 7.00 CL = 12.O X1 = 17.5 %2 = P1.7 W = 106 KU = .192 |.F 1.90 SF = 1.25 83 84 H CD DEAD 1M1* ACT PRES LIVE D~LOAD DEPTH ' 85 86 87 8.92 .744 8156 .00 1O0 017 843 16.50 . 88 9.92 .813 8910 .00 87 714 905 17.50 89 1O.92 .880 9637 .00 77 629 965 18.50 90 11.92 .943 10336 100 68 558 1024 19.50 91 12.92 1.005 11010 .U0 61 499 t08 2U.50 92 13.92 1.O64 11659 .00 55 449 1138 21.50 93 14.92 1.121 12283 406 1193 22.5O 94 15.92 1.176 12884 .00 45 369 1246 23.50 95 16.9? 1.229 13463 .U0 41 337 12 97 24.5U 96 17.92 1.280 14031 .0U "A 8 309 1347 50 ~ 97 * fiANANA AVENUE STORM DRAIN STA 8+ TO STA 17+98* 98 DEPTH TO 99 D-LOAD INVERT~FT. 100 101 85O l6.61 102 900 17.43 .~ 1O3 - 950 18.25 104 1 00 19.09 105 1050 19.95 - 106 Ili 00 2O.83 ' 107 115O 21.72 ^ 10B 1200 22.64 ^� 109 1250 23.59 110 1300 24.56 111 112 113 END OF PROCRAM , 114 |RUN DLOAD.PUB.ENQ 00014000 W = 10B KU = .19? ( F = 1 .90 SF = 1 .,: DEPTH 15.80 16.8U t7.80 �8.80 19.80 2U.8O 21.8U 22.80 ,: 24.8U 25.80 26.B0 27.8O 28.130 ?9.80 3O.80 31.80 11� - �-' - �--- ---- ---- ---- 117 * BANANA AVFNUE STORM DRAIN STA 18f02 TO STA 42+V3* 118 119 D = 78.0 T 6.50 Cl = 12.0 X1 := 16.B X2 = 28.0 120 121 H CD DEAD IMPACT PRES LJVF D-LOAD 122 123 124 8.76 1771 7642 1 00 1U2 776 852 125 9.76 .842 8356 .00 B9 677 914 126 10.76 .912 9042 .O0 79 596 975 I '�7 11.76 .978 9700 .00 70 528 1035 130 12.76 1.U42 18333 .00 6P 47� 1094 12' 13.76 1.1O3 10941 .00 5" 6 424 1150 , 130 14.76 1.162 11 5 .00 50 383 1 5 131 15.76 1.218 12086 .00 46 34B 1258 13? 16.76 1.273 12625 .0O 42 317 1310 133 17.76 1.325 13142 .O0 38 290 1360 134 18.76 1.375 13639 .O0 35 267 1408 135 19.76 1.423 14117 .0O 32 246 1454 136 20.76 1.470 14576 .0U 30 228 1498 137 21.76 1.514 15017 .00 28 211 1541 138 22.7(-.1 1.557 1 5440 .0U ?6 197 1583 139 23.76 1.598 15847 ,O0 24 184 1623 140 24.76 t.637 16230 .0O 23 172 1661 141 * BANANA AVENUE STORM DRAIN STA I8+02 TO STA 42+93« 142 DEPTH TO . '143 D-LOAD INVERT-FT. ' 144 145 900 16.57 146 950 17.38 147 ^10U0 18.21 - 148 1050 19.05 149 1100 19.91 � 150 115U 2O.80 151 '4-200 21.70 152 1250 22.64 153 1300 23.61 154 1350 24.61 1 55 14U0 25.64 156 1450 26.72 157 1 5UO 27.84 158 1550 29.01 159 1600 30.23 160 1650 31.52 161 162 W = 10B KU = .19? ( F = 1 .90 SF = 1 .,: DEPTH 15.80 16.8U t7.80 �8.80 19.80 2U.8O 21.8U 22.80 ,: 24.8U 25.80 26.B0 27.8O 28.130 ?9.80 3O.80 31.80 ' 167 * 8ANANA AVFNUE STORM DRAIN JURUPA AVE FAST (2+40 TO END) 168 169 D � 30.0 T = 2.75 CL = 11? .0 X1 8.7 X2 = l3.0 W = .165 IF = 1.90 SF 1.25 170 171 H CD DEAD IMPACT PRES LIVE D-LOAD DEPTH 172 173 174 5.97 .994 2590 .0O 186 55t 826 8.7O 175 6.97 l.125 2931 00 144 426 B84 9.70 176 7.97 1.248 32�1 .0O 115 340 945 10 70 177 8.97 1.362 3550 .0O 99 294 1012 11.70 178 9.97 1.470 3830 .80 87 257 1O75 12.70 179 10.97 1.570 4092 .00 77 226 1136 13.70 180 11.97 1.664 4337 .00 68 201 1194 14.70 181 12.97 1.752 4566 .00 61 180 1249 15.70 I82 13.97 1.834 4781 .U0 55 14.12 1��� 16.70 183 * BANANA AVENUE STORM DRAIN JURUPA AVE EAST (2+40 TO END) 184 DEPTH TO 185 D-LOAD IMVERT --- FT. 1B6 187 850 9.11 188 900 9.97 189 95O 10.77 190 1000 11.53 191 1U50 12.30 ' 192 1100 13.1U 193 1150 13.94 194 1200 � '-14.81'- -' ' 195 1?50 15.72 196 1300 16.69 197 ' ' 198 199 END OF PRO�RAM 200 !RUN DLOAD PUB ENG . . 000211?000 . m NmmN some m m m m Irrs More NMNI N@��) 11141 11 11191 I .N��� m m 111110 20 1 --------' ------'-- � � 202 203 * BANANA AVENUE STORM DRAIN, JURUPA AVE EAST* 204 205 D = 66.0 T = 5.50 CL = 12.0 X1 = 16.5 X2 = 30.0 W 106 KU = .t65 W 1.90 SF = 1.25 206 207 H CD DEAD IMPACT PRES LIVE D~LOAD DEPTH 208 20 210 9.54 .946 7102 .00 92 589 920 15.50 211 10.54 1.026 7704 .00 ol 510 983 16^50 212 11.54 1.103 8282 .OU 71 458 1046 17.50 213 12.54 1.177 8839 .00 64 409 1106 18.50 214 13.54 1.248 9374 .U0 57 367 1165 19.58 215 14.54 1.317 9888 331 l222 20.50 216 15.54 1.383 10383 .00 47 300 1278 21.50 217 16.54 1.446 10859 .0O 43 374 1332 22.50 210 17.54 1.507 11316 .U0 39 P50 1384 23.50 219 * BANANA AVENUE STORM DRAIN JURUPA AVE EAST-x 220 DEPTH TO 221 D-LOAD INVERT-FT. 2?2 2 3 95O 15.97 224 1000 16.77 225 1050 17.57 ' 226 1100 18.40 227 1150 19.24 / 228 1200 20.11 229 1250 21 .00 230 1300 21.91 / 231 135O 2 85 232 233 / 234 END OF PROGRAM 235 >RUN DLOAD.PUB.ENC OU0?600O N -' '-------'-----'----'- 0 ® ® min J L17 230 x SANANA AVI ":NUE S TORM DRAIN, ,Tl.11' UPA AVI° EAST (0+03 TO '2 +•40 ) 239 0 0 T r :� 7 C; I,,, 1 i:l 0 X 1 1 ?(� I) X 2 16 . ;; _. -- (,1 -i� 1 (1 !t {< 1.1 16 ::i I.., (= 1 9 0 ('i (" 1 �.. `1 240 D , 3 J 241 24;_'. H CI) DEAD IM PACT 1' R1 -. (..1.VI -. I I)I`I' J 243 244 24 t.'; 9. 1 .395 3636 , t1 9 5 r C.. 1 1 031 1. �' (10 246 10,27 1,501 3911 .00 83 247 1094 13,00 247 11.27 1 . 1 599 4167 . () () 74 2 1 Cl 1 V. 1.4.0 0 248 12.27 1,691 4407 .00 66 194 1211 15,00 249 13. 27 1,777 4 (:+, 3? 00 `.19 174 1 P6 %5 16. 00 250 14.27 1.858 4842 .00 53 157 1316 17.00 G? ;7 '1 15 7 1. 9 3 4 ;:10 , 3 ��' 0 0 4 t:) 14 ' 6 ,?S 1 G . U 0 ( 252 16 . 2 7 2,004 r5i2,..'3 44 1 1 14 3 . 9 1408 1.9.00 .1 - 253 17.27 2.070 539;=1 .00 40 ' 11 8 14 :1 1 '(0 1:'0.00 254 x BANANA AVENU1: :: STORM DRAIN, J'Urft1PA AVI- FAST +•03 T � 255 DEPTH TO 2 :.1 6 D - I.. CLAD TNVI. RT•-•FT . 257 ` CJ 250 1 0 :`5 0 112.3 0 259 1100 13.10 260 11:°;0 13.93 261 1200 14.81 26'14. 12 Li0 ,. 1,.; . 13 263 1300 16.69 2 6 4 '13 t: 0 17.7 265 1400 18.81 266 '14; °i 0 19.98 U 267 2 6 ti) 269 END CIF PROGRAM 000;((100(1 27 0 R(JN DI...CIAD . P Ull . ENO f - `--_-- -. --_ _ ' . ____ ------ • -__- . • -, -__ ___. L.--.... ., __-_ . . '_ ___- ___' ===� ���1 '__- -' __ ' -_-_===== _. - __--__-_ - __-_ - _ _- 272 _ 273 * BANANA AVENUE STORM DRAIN JURUPA AVE WEST (0+31 TO 3+60) 274 275 D = 60.0 T = 5.00 CL = 12.0 %t = 15,0 X2 = 18.0 W = 106 KU m .192 |F = t 9U SP = 1 25 _, 276 � . . 277 . H CD DEAD IMPACT PQES LIVE D-LOAD DEPTH 278 279 � 280 8.50 .894 5815 .00 105 612 846 14.00 281 9.50 .976 6347 .00 91 533 905 15.00 282 10.58 1.054 6053 .00 ` 80 460 963 16,00 283 11.58 1.128 7334 .00 71 415 1020 17.00 204 12.58 1.190 7793 .00 63 370 1074 18,00 �� 285 13.50 1.265 8230 ,00 57 332 1127 19.00 286 14.58 1.329 0646 .00 51 300 1177 20.00 287 15.58 1.390 9041 .00 47 272 1225 21,00 [) 200 16.58 1,448 9418 .00 42 240 1272 22.00 289 * BANANA AVENUE STORM DRAIN SUQUPA AVE WEST (0+31 TO 3+60) 290 DEPTH TO 0 291 D-LOAD INVERT-FT. 292 293 8��O �4.07 � () 294 900 14.91 ' 295 950 15.77 296 1000 16.65 L) 297 1050 17.56 .` 298 1100 18.49 299 1150 19.46 Q 300 1200 20.47 301 1250 21.53 . 302 303 j O -' / / 304 END OF PROGRAM 1 305 :RUN DLOAD.PUB.EWG ) 00034000 • __ - ( � . � �'., -~"�^w - � � ., . � . ` • ' • ' � � � ' ` '.� ^ ^ ' � • � � �` �� ''/ r�� ' . � � � � • ' ..3,. ' � � '� � �^ � - � � ` ` . ' � � ' • � � � ^� ' � ^ �� � � . ' , � � � 9 D :• 60.0 T - 5.00 CL 12.0 X1 - %.0 X2 16.0 VI 106 KU ,192 LF 1.90 SF H Cl) DFAD IMPACT PkFS LIVF D -L11AU UFPTH 313 314 t 1.58 .194 1265 0 ?501 14`•08 2006 7.00 6� 2.58 .310 2015 .10 861 5023 926 8.00 3.`•8 .419 21720 00 416 ?446 67H 9.00 4.58 .52 3408 .00 285 1660 667 10.00 319 5.S8 .1.23 4055 .00 200 1211 693 '11 .00 °0 6.58 .718 4671 .00 159 925 736 12.00 1 7.58 008 :,257 .00 125 7 _30 7HH 1.4.00 2 8.58 .894 5815 .00 105 612 846 14.00 3 9.`,8 .976 6347 .00 91 537 905 15.00 324 10.58 1.054 6853 .00 80 468 963 16.00 °:� 11.50 1.120 7334 .00 71 415 1020 17,00 12.50 1.198 --- 7793 .00 63 37U 1074 10.00 13.5H 1.265 8230 .00 57 332 1127 19.00 8 • BANANA AVENUE STORM DRAIN, JURUPA AVE WEST (3+60 TO 12 +55) 3:19 DEPTH 10 330 D -LOAD INVERT - FT. 1 2 2.050 7.03 3 2000 7.07 ...4 1950 7.12 335 1900 7.16 9 6 1 H`:,0 7.20 7 1800 7.25 13 1750 7.29 9 1700 7.33 340 11.50 7.38 341 1600 7.42 ' 1550 7.46 3 1500 7.51 4 1450 7.55 045 1400 7.59 346 1350 7.63 0 7 1300 7.68 ti 1 ?50 7.72 9 1200 7.76 0 1150 7.81 351 1100 7.85 352 1050 7.69 3 1000 7.9 4 950 7.98 5 900 8.11 ;r6 050 8.31 357 BOB 8.5 0 H 750 8.71 9 700 8.91 0 700 11.16 61 ' 750 12.27 362 800 13.21 63 850 14.07 4 900 14,91 4 65 950 15.77 66 1000 16.65 67 1050 17.56 36H 1100 18.49 9 69 70 71 END OF PROGRAM 000300 7? :RUN DLOAD.PUH.ENC - L 0 u u 0 A m w an rp- rn rn ' 374 / 375 * DANANA AVFNUE STORM DRAIN JURUPA AVF WEGT (12+55 TO 14+11 376 377 D = 42.0 T = 3.50 CL = 12.O X1 = 5.5 %2 i.6 W "` 106 KU = .19� I.. F* I.90 GF = 1.25 ' 378 379 H C1) DEAD IMPACT PRES LIVF D-LOAD DEPTH 380 381 ' 382 1.71 .266 1044 .20 P148 0772 1 845 �0 383 2.71 .409 1605 .10 783 3199 903 6.50 / 384 3.71 .543 2 1 *3 1 .0U 395/ 704 7.50 385 4.71 .669 2626 .00 273 1114 703 8.50 306 5.71 .788 3090 .00 818 7 X 1 9.50 � 387 * BANANA AVENUE STORM DRAIN, JURUPA AVE WEST (12+55 TO 14+11 388 DEPTH TC.) 389 D-LOAD INVERT-FT. , 390 39*1 1800 5^55 392 '1750 5.60 - � 3 9 *3 1-700 5.65 394 1650 5.71 ' 395 1600 5.76 � 396 1550 5 . 81 ' 397 1500 5.87 398 1450 5.92 399 � 1400 5. 97 400 1350 6.03 ' 401 1300 6^08 J 402 1250 6 ' 13 40�3 1200 6 . 1 8 . 404 1150 6.24 40�� 1100 6 . 29 � 406 1050 6.34 407 1000 6 . 40 ' / 408 950 6.45 409 900 6 . 52 ` 410 850 6.77 411 80O 7.02 � 412 750 7.27 4t3 � 414 41'.: END OF PROGRAM 411-.) iRLJN 00042000 Y Y w ...... n. + r. n ,... .. .... .. , 0 D 36.0 T n 3,00 CI. = 12,0 X1 - 4.11 X? = 5,0 1, W = 106 KU = .19? IF = 1.90 S ?' 2 3 H CD DEAD IMPACT PR LIVF D-1 OAP DEPTH 424 . i .133 426 .30 1;074 4 , 9361 4.00 .75 D 1.75 ,299 960 .20 2047 7165 1702 5.00 b 2.75 .455 1458 .10 760 ?660 903 6.00 4e4 3.75 .600 1923 .00 388 1359 720 7.00 430 4.7`- .735 .:356 ,O(1 269 941 7 23 757 8,(10 9.00 1 5.75 .861 w BANANA AVFNUF 2760 .00 STORM DRAIN, 198 693 7URIIPA AVE WFST (14 +11 10 15410 DEPTH TO D -I OAD INVERT -FT. 435 i6 3000 4.84 2950 4.85 2900 4.85 2850 4.86 440 2000 4.87 41 2750 4,87 2700 4.68 C 3 2650 4.69 �4 2600 4.89 X45 2550 4.90 446 2500 4.91 2450 4.91 2400 [ 4.92 9 2350 4.93 U 2300 4.93 451 2250 4.94 2 2200 4.94 . 3 2150 4,95 4 2100 t 4.96 `5 2050 4.96 A56 2000 4,97 457 1950 4.98 `11 1900 4.98 9 1850 4.99 0 1800 5,00 1 1750 5.04 46? 1700 5.09 63 1650 5.15 4 1600 5.21 5 1550 P 5.26 6 1500 5.32 467 1450 5.38 q 6H 1400 5.43 9 1350 5.49 9 0 1300 5.55 1 1250 5.61 '[ 2 1200 5.66 473 1150 5.72 74 1100 5.78 5 1050 5.83 6 1000 5.89 7 950 5 470 900 6.0? 479 850 6.29 0 000 6.56 1 750 6.83 ? 750 8.79 3 " 464 405 END OF PROGRAM MIN. _ ?. lH(l, AUG 19, 1982, 2x32 PM LIE. CPU SFC. ° 14. F(.APSED 187 - -_ - - -- _ i I rrl r ���� r-"l V mn -' ' '--- ----' --- � ' -/ ------ 8 ' - - 10 * CHERRY AVENUE STORM DRAIN STA 0+57 TO STA 1+2O* 12 D (34.0 T = 7.U0 CL = 1 X1 = t4.0 X2 = 15.5 Q = 106 KU = .192 IF 1.90 SF = 1.25 13 ~/ 14 H CD DEAD IMPACT PRES LTVF: D~LOAD DEPTH 15 16 .J 17 5.42 .482 278 .00 218 1781 663 13.0U 18 6.42 .560 6139 .U0 165 1351 704 14.0O 19 7.42 .636 6969 .00 1 31) 1061 755 15.00 .� 20 8.42 .709 7768 ^00 107 87B 0 13 16.O0 21 9.42 .779 8537 .00 93 763 874 17.00 22 10.42 .847 9277 ^00 82 669 935 18.0O -� 23 11.42 .9t? 9990 .00 73 592 995 19.0O 24 * CHERRY AVENUE STORM DRAIN STA O+57 TO STA 1+20* 25 DEPTH TO ~� 26 D-LOAD INVERT--FT. 27 28 700 13.90 ' 29 750 14.91 30 80U 15.78 31 850 16.61 .� 32 900 17.43 . 33 950 18.25 34 ~/ 35 36 END OF PROCRAM ' 37 :RUN DLOAD.PUB.ENQ 00006000 \ _.--- . `^. ` . 39 40 CI• FRRY AVENUE STORM DRAIN ST 1•+•20 TO STA 5 +30 J 41 42 . D -- 04,0 T •••• 7,00 CL -- 12,0 X1 - 12.0 X R ••- 14.5 - 120 K U - .192 C F - 1,90 R F" F- 1,25 43 44 H CD DEAD IMPACT PRES LIVE D•- LOAD DEPTH 45 46 47 4.42 .400 4962 . 00 302 2463 690 12.00 48 5.42 . 482 5975 .00 2113 1781 729 13,00 49 6.42 .560 6950 .00 165 1351 7110 14.00 50 7.42 .636 7F.89 .00 130 1061 941 15.00 51 8.42 .709 8793 .00 107 078 909 16.00 52 9.42 .779 9664 ,00 93 763 980 17.00 J 53 10 , 4r .847 1 0115x2 . 110 1:12 669 1 0 113. 00 54 x CHERRY AVENUE STORM DRAIN ;TA 1•+20 TO STA 5+;3Ux 55 DEPTH TO J 56 D -LOAD INVERT--FT, 57 58 700 12.07 59 750 13.41 -- 60 800 _.._. 14.33..._ --._ 61 850 15.13 6,'. 900 15 . 137 63 950 16.58 64 1000 17.29 65 66 67 END OF PROMRAM 68 ; RUN PLOAD . UB . h`.NC 000'1000Q LM- ---- ' ' t ;-J irM '_rml - m 70 71 -X- CHERRY AVr7:NUE STORM DRAIN STA 5+30 TO GTA 14.4. 1 5 M 72 73 D = 78.0 T = 6.50 Cl.. = 13.O X1 = 9.5 X2 = t6.5 W = 120 ' 74 75 H CD DEAD IMPACT PNES LIVE D-LOAD DEPTH 76 / 77 78 2.46 .244 3692 .t0 9ll!"1 7211 tO02 9.50 79 3.46 .337 3713 .00 439 3327 713 10.50 � 80 4.46 .426 4694 .00 297 2253 703 11.5U 81 5.46 .511 5637 .00 215 1634 736 12.50 82 6.46 .594 6542 .0 0 UA 1�41 7(*-J 8 13.5O / 83 7.46 .673 7412 .00 129 97t..) 849 14.50 84 8.46 .748 8247 .00 107 810 917 15.50 85 9.46 .821 9050 .0O 93 704 987 16.50 � 86 10.46 .891 9821 .00 82 618 1U57 17.50 87 11.46 .958 10562 .0O 72 547 1134 18.50 88 12.46 1.O23 11273 .O0 &4 40 8 1190 19.50 . � 89 13.46 1.085 1l957 .00 58 437 1 P'To4 2U.50 98 * CHERRY AVENUE STORM DRAIN STA TO ISTA 14f50* 91 DEPTH TO d 92 D-LOAD . INVFRT-FT. '93 94 1008 9.51 �J 95 950 9.68 96 900 9.85 97 850 10.03 ' .J 98 Cl 00 10.20 99 750 10.37 _ 1O8 750 12.77 ~j 101 800 13.70 10 1 (: , * 85O 14^52 103 900 V5.25 � .J 104 95O 15.97 105 1000 ' 16.68 106 1050 17.40 ~/ 107 1100 18.14 1UR 1150 18.89 109 1200 19.65 1250 20.43 �11 11[, ^' I13 END OF PROGRAM - ' - -'- - - - - KU = .192 |.F = 1.90 SF = t.2� 114 -,RUN DLOAD.PVB.Q _ _ 00014000 --�- UWL-- WmL - M _ NW 117 x CHERRY AVI : "NUf" STORM DRAIN sT'A 14• +•50 T'O £:1TA 15+71* 118 III? D = 78, 0 T = 6 , ',i 0 ( ".I_. = 12 , 0 X1 = 1. 0 , 0 X �!(1 , 0 LJ =- 120 12 *1 I-I Cl) D1= AD :I: MP ACT 1:1R 8 I,.:I:V1= D--I_ CIAX) Y)IrI''>"H - 122 1 23 124 2.96 291 2 940 .10 657 4 9 V) 0 802 10.00 125 3.96 .382 385(3 . 0 0 357 2710 665 1 1 , 0 0 124 4,96 .469 47:39 .00 2;';'1. 190;'; 673 11:'.00 127 5.96 .553 5586 .00 187 1417 709 13.00 120 6.96 .(-.)33 6400 . () 0 I4.i 1096 7;:19 1.4. 00 129 7.96 .711 7181 .00 115 874 815 15.00 130 8 . 91:= .'7 (:15 7932 1 0 0 99 7 079 1.6. 0 () - 131 9.96 1857 8653 .00 87 659 943 17.00 1;3'2 10 . 9 ! , . 9, ?5 9346 . 00 77 ; °i8 1 1 0 (l 1 5 1 133 11.96 . 9 91 10011 . 00 6 0 Wi 16 '10 6; "i 1.9.(1(1 134 12 , S' (-., 1. 0 1 0 6,'.p 0 . U 0 6 1 4 61. 1. 1 is 15 20.00 135 13.96 1.115 11264 .00 55 415 1182 21.00 1:36 14.96 1 .173 11 * . 00 ;S (1 :37;:i 1 2'130 137 15.96 1,230 12421 ,00 45 341 1292 23.00 130 16,96 1 . 1 294)5 . 00 41 311 1344 2 4. 00 139 X• CHERRY AVENUE STORM DRAIN 8TA 14 +50 TO STA 15• +•71 •x• 14 0 DEPTH To 141 D -LOAD INVEIRT -w "T', 14 ' 14 3 ('3 10 . 01 144 750 10.31:) 1 4`5 700 '10.74 J 146 700 12.76 147 7 : "; 0 13 .03 148 800 14.73 J 149 8; °i 0 1;": 1. ri 4 150 900 16.33 1;:11 9; "50 17.'12 - 152 1000 17.92 1 `i 10 1 '154 1100 19,50 20.44 156 1200 21,32 1::1'1 1 1 ;:10 22 , 23 158 1300 23.16 i _; 9 160 . 161 END OF PR0C,RAM 19 I.. F = '1 , 9 164 IE,; "i x (..HF'RIRY AVI :'NLII: NORM Di�A:m 4:;'TA 1::,•+•9,? TO STA iii'• +•Opx 166 1 167 D 42 0 'T' ._ 3 50 CL. -- ' 't. . 0 X 1 = '1. (3 0 X 1:'. 0 0 L! 107 K U 19 1., F - 1 9 0 ',3 F - 1. . i 168 169 H CD D1 :::A 1 M r' A r.;T r' R rs I...I 1) 1..0A1) In I r' TH 170 171 17,:' 13.21. '1.. 4 7',?- 5820 0 0 5 9 2 42 1141 `J. 7. 00 173 14.21 •1 .541 6101 00 53 218 1 188 18 . () 0 174 15.21 1 .606 63; °,El , () O 4f) 197 1 1 .3 19.00 175 16.21 1.667 6599 .00 44 180 1274 20.00 -� 176 17 . r' 1 1 .724 6 (:1 i:'_ r 100 4 0 1. G 4 1',A 14 21. 0 0 177 18.21 1.777 7038 .00 37 15() 1351 22.00 170 19 , 1 2 . 1 1 . (32(3 .7 . U p 3 4 139 ' 13 (: 1 (:) ':3 . 0 0 179 20.21 1.875 7424 .00 31 128 1420 24.00 1 (:1(I x CI °(I:rRRY AVENUE 1 RM D R AIN ( TA 1 +•92 T (:1 STA 19•+•00-X 181 DE=PTH TO J 1 02 D- LOAD T. NV FR T--F 183 1(34 '11; "10 17.19 .� 185 1200 18.27 1 t1 12 :'J 0 1 187 1300 20.65 J 188 13:'i0 21.97 189 1400 23.41 190 J 191 192 .END..(')F -PROGRAM __._�_ _ 19"3 . R 1.1 N -.000-2Z 0 JM �� -- �� ~_ -_ __ � .__ -_ __ __ __ ' __ ___ __ __ __ __ 237 238 * CHERRY AVENUF STORM DRATN STA 19+00 TO �TA 20 f0 0 CTEM1: LEG,) ' 239 240 D = 24.0 T 2.50 CL =: 12.0 X1 = 12.0 X2 = 19.0 W = 1?0 KU = .t92 LF = 1.90 SF = 1.25 241 � 242 H CD DEAD IMPACT PRES LIVE D~LOAD - Y)EPTH 243 ?44 } 245 8.79 1.391 3255 .00 1 O2 46 115 11.U0 246 9.79 1.491 3491 .00 89 215 1219 12.00 247 10.79 1.584 3707 .U0 7B 1A9 128 13.00 / 248 11.79 1.669 3906 .00 69 168 1340 14.00 249 12.79 1.746 4087 .O0 62 150 {*394 15.8U 250 13.79 1.817 4254 .00 56 135 1444 16.00 � 251 14.79 1,882 4407 .0O 50 122 1490 17.00 252 15.79 1 .942 4546 . 00 46 110 1532 18, 00 253 16.79 1 .997 4675 .0O 42 tUt 1571 19.00 � 254 17.79 2.047 4792 ^00 38 92 1607 20.00 25� 18.79 2.093 4900 .00 �5 8 1640 2t.00 256 19.79 2.135 4999 .00 32 78 1670 22.00 � 257 20.79 2.174 5089 .0O 3U 7 "? 1698 23.00 258 * CHERRY AVENUE STORM DRAJN STA 19+00 TO STA ?.(if0o(TFMP iE�) _ 259 D1 T0 *� 260 D-LOAD INVERT-FT, 261 262 1200 11.72 _} 263 1250 12.49 264 1300 13.31 ' 265 1350 14.19 ) 266 1400 15.12 267 1450 16.14 268 1500 17.25 .� 269 1550 18.46 270 1600 19.81 271 1650 21.34 272 273 274 END OF PROGRAM ., 27 5_\RUN DLOAD'PUB.ENC_______ 00O"'A0000 � i 195 196 .. CHERRY AVFNItF_ STnRM DRAIN - ,TA- 2.0 +P0 TO STA ?1 +07* ._- 197 190 D 24.0 T - 2.50 CI_ . 12.0 X1 s 3.2 X2 12.0 N 120 K1.1 .192 LF 1.90 SF 199 t 200 H CD DFAD IMPACT PRFS LIVF D- I.11AD PFPTH 201 202 203 .99 .215 504 .30 6906 16691 5656 3.20 204 1.99 .414 969 .20 1580 3820 1575 4.20 205 2.99 .596 1396 .10 642 .1552 970 5.20 206 3.99 .763 1787 .00 353 853 868 6.20 EA 207 200 4.99 5.99 .916 1.057 2145 2474 ..00 .00 249 195 601 447 90; 961 7.20 8.20 209 6.99 1.186 2775 .00 143 347 1027 9.20 210 7.99 1.303 3051 .00 114 277 109r, 10.20 211 8.99 1.412 3384 .00 99 239 1166 11.20 212 999 1.511 3536 .00 87 209 1232 1 ?_.20 213 10..99 1.601 3749 .00 76 184 1294 13.20 214 11.99 1.685 3943 .00 68 164 1351 14.20 215 12.99 1.761 4122 .00 61 147 1404 15.20 216 CHFRRY AVENUE STCIRM DRAIN STA 20 +00 TO STA 21 +07■ ' 217 DEPTH TO 218 D -LOAD INVERT -FT. 219 220 3000 3.05 22.1 2950 3.86 222 2900 3.88 223 2850 3.09 224 2908 3.90 225 2750 3.91 226 2700 3.92 227 2650 3.94 220 2600 3.95 229 2550 3.96 230 2500 3.97 231 2450 3.99 232 2400 4.00 233 2350 4.01 234 2300 4.0? 235 2250 4.03 236 2200 4.05 237 2150 4.06 238 2100 4.07 239 2050 4.08 zoo z000 4.10 241 1950 4.11 242 1900 4.12 243 18 - .0 4.13 244 1000 4.14 245 1750 4.16 246 1700 4.17 247 1650 4.18 240 1600 4.19 249 1550 4.24 250 1500 4,32 251 1450 4.41 257 1400 4.49 253 1350 4.57 254 1300 4.65 255 256 1250 1200 4.74 4.92 257 1150 4.90 258 1100 4.98 • 259 1050 5.07 • 260 1000 5.15 267 950 5.39 267 900 5.09 263 900 7.10 264 950 8.01 267- 1000 8.79 266 1050 9.54 267 1700 10.29 268 1150 10.98 269 1200 11.72 270 1250 12.49 271 1300 13.31 272 1350 14.18 273 1400 15.12 274 j 275 - - -' - � � -d ` m �/c����o 27'��- 278 * CHERRY AVENUE STORM DRAIN JURUPA AVF FAST-X- 279 280 D = 78.0 T = 6.50 CL = 12.0 X1 = 16.5 %2 281 282 H CD DEAD IMPACT PRES LIVF D-LOAD 283 284 285 8.46 .766 7384 .00 107 810 829 286 9.46 .842 8123 .00 93 704 1893 20 7 10.46 1916 8837 .00 82 6t8 957 288 11.46 1988 9527 .00 72 547 10 20 289 12.46 1.057 10194 .00 64 480 1081 290 13.46 1.124 10838 .00 58 437 1141 291 14.46 1.I88 11460 .00 52 395 . 14 00 292 15.46 1.251 12061 .00 47 358 1257 293 16.46 1.311 12642 .OU 43 326 1"A13 294 17.46 1.369 13203 .00 39 298 1367 295 18.46 1.425 13746 .00 36 274 1419 296 19.46 1.480 14269 .00 '13 *13 252 1470 297 * CHERRY AVFNUE STORM DRAIN JURUPA AVF FAST* 298 DEPTH TO 299 D-LOAD TNVERT~FT. 300 301 850 15.82 302 900 l6.60 303 95O 17.39 304 1000 18119 305 10 50 18.99 306 1100 19.81 u7 tl 5O 20.65 308 1200 21.50 309 .125O 22.38 310 1300 23.27 311 1350 24.19 312 1400 25.14 313 1450 3&.11 314 3l5 316 END OF PROGRAM 317 CPU SEC. = I . ELAPSED MIN. = 3. THU AUG 19 1982 318 } W = 105 KU 6 5 LF = 1.90 DFPTH 15.58 16.50 17.5U 18.50 t9.5U 20.5O 21.5U 22.50 P3.50 24.50 25.5O 26.50 3|19 PM .J � Illustration 5.2 (Continued) — Dimensions and Approximate Weights of Concrete Pipe i 1 ' ASTM C 76 @I E Reinforced Concrete Culvert. Storm 6 L'. Ei Ei Internal Minimum Wall ;Approximate El Approximate G Diameter, Thickness. Weight. pounds These tables are based on concrete weighing 150 pounds per cubic toot and will vary with heavier or lighter weight concrete. ) 1 ASTM C 76 Reinforced Concrete Culvert. Storm Drain and Sewer Pipe, Ton ue and Groove Joints WALL A WALL 8 WALL C Internal Minimum Wall ;Approximate Minimum Wall Approximate Mmrmum Wall Approximate Diameter, Thickness. Weight. pounds Thickness. Weight. pounds Thickness. Weight. poun ds inches inches E per toot inches per toot inches per foot 12 1 79 2 93 — — 15 1 /e 103 23/4 1 127 — — 18 2 131 2 168 — — 21 23/4 171 2 214 — — 24 2 217 3 264 3 366 27 2% 255 334 322 4 420 30 2 295 332 384 4% 476 33 2 336 3 451 43 552 36 3 383 4 524 4 654 42 3 520 4 686 5 811 48 4 683 5 867 5 1011 54 432 864 5 1068 63/4 1208 60 5 1064 6 1295 6 1473 66 5 1287 632 1542 73/4 1735 72 6 1532 7 1811 7 2015 78 6 1797 7 2100 834 2410 84 _7 2085 8 2409 8 2660 96 7 2395 8 2740 93/4 3020 96 8 2710 9 3090 9 3355 102 832 3078 932 3480 103/4 3760 108 9 3446 10 3865 10 4160 Large Sizes of Pipe Tongue and Groove Joint Internal Internal Wall Approximate Diameter Diameter Thickness Weight. pounds Inches feet Inches nerfoot 114 93/2 9 3840 120 10 10 4263 126 101/2 1012 4690 132 11 11 5148 138 11 11 5627 144 12 12 6126 150 123/2 123'2 6647 156 13 13 7190 162 1332 13 7754 168 14 14 8339 174 14Yz 1432 8945 180 15 15 9572 These tables are based on concrete weighing 150 pounds per cubic toot and will vary with heavier or lighter weight concrete. ) 1 0 G R N E -W�__ T I P - - r CASE I BEDDING PER STANDARD PLAN 76-01 PIPE I DEPTH OF COVER IN FEET DEPTH OF COVER IN FEET PIPE SIZE I 1.25 1.5 1.75 2 3 4 5 6 7 8 9 10 11 12 13 14 115 16 17 18 19 20 21 22 23 24 25 SIZE 12 2250 2250 2250 2250 2250 12 2000 2000 2000 - 2000 - 2000 2000 2000 2000 2000 200 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 2000 15 19 2500 2000 2000 2000 - 2000 2000 18 - -- - -- 2 I 1750 2000 2 1 - - -- -- - 1350 1350 1350 1350 1350 1350 1350 1500 24 2 4 - 2 7 2250 _ -- 1750 - - _ _ __ 27 30 1500 - 1750 1750 1750 1750 1750 1750 1750 1750- 1750- 750 1750 1750 1750 - - - - - 1500 1750 30 3 __ 1250 1250 -- - 1250 1750 lzso -- 17 50 33 3 6 2000 -- — — 3 6 39 1700 1500 1400 1200 - 1 100 1400 - - _ _ 39 42 1600 1400 1300 - 1000 - 1000 - 1000 1000 1 100 42 -170o- — 45 45 1300 1200 1200 1500 1500 1500 1500 1500 1500 1500 48 1500 1100 -- 1800 48• _Yf 00 1200 1100 1500 -1600 •170 - - -- - 5 4 1300 1000 1000 1000 1300 - - _ 1700 1800 54 57 1100 1000 1400 1400 1400 1400 1400 1400 1600 1800 57 60 1200 1100 1000 900 900 900 60 1100 950 900 850 63 950 1850 1350 1350 1350 1350 1350 1350 1750 66 1050 900 850 1200 1500 1650 1050 69 1000 72 -850 1550 = - 1400 75 [66 950 1300 1300 1300 1300 1300 - 800 800 800 800 850 1150 1450 - 78 900 800 1900 8 1 900 800 _ __ 1300 1750 1800 1850 8 4 850 1000 1700 800 1250 1250 1250 1250 1650 87 1100 1250 1600 90 800 1200 1200 1200 1200 — 1950 96 Unrestricted Trench Width Trench Width = 0. D. + 20 ° , W = 10 ° ( See Note 4 ) Calculated for Projection Condition I Calculated for Trench Condition NOTE I. D -Loads shown on this plate are to be used in design and shown on project plans. 2. D-Loads shown are based on average soil conditions and should be increased where soil analysis indicates greater earth loads. Where soils have low cohesive values and cover is greater than 10, use D -Loads calculated for projection condition (Plate 2.6- 0697). 3. Data: Safety Factor = 1.25; Load Factor = 1.8 for Case I; Live Load = I- H2O -S16 Truck; Earth Load = I10 P.C.F (Marstons Formula). 4. Where cover is greater than 10', D-Loods shown may be used with Case II Bedding for values of ° W ° not exceeding the following " W ° = 15 for pipe 48 or less in diameter. W 22�' for pipe 72 or less in diameter. W"=28" for pipe 96" or less in diameter. Where ° W ° exceeds the above values, D -Loads shown on Plate 2.6 -0697, Option No. I, must be used with Case U Bedding. D -LOAD FOR CASE I BEDDING Plate 2.6- 0696 r r NK U I IW INOA G 9W F EC M N T E P -- M !!� CASE I AND CASE U BEDDING PER STANDARD PLAN 76 PIPE DEPTH OF COVER IN FEET I DEPTH OF COVER IN FEET PIPE SIZE II I 12 13 14 15 16 17 18 19 20 121 22 23 24 25 1 II 1 12 13 1 14 1 15 16 17 1 18 19 20 21 22 123 24 25 SIZE _12_ - 15 2 I 2 4_ _2 7 3 0 3 3 2200 z000_ 2250 2250 2500 _ 2750 2750 3000 3250 3000 3250 3500 3250 3750 3500 3750 400 3750 4000 — 2000 2250 2500 2250 2750 2500 3000 2750 3000 3250 3500 3500 3750 4000 4250 4500 4500 4750 12 4000 4250 4500 15 18 2 I 2000 - 2500 -3500 3750 3000 3250 3500 3750 4000 4250 1750 - 2250 -2750 - -- 000 - __ 3250 -3500 3500 1750 - 2000 2250 2500 2750 3250 3750 .42501 _2 4 2 7 - 1500 1750 - -1750 2000 - 2500 2750 -- 2250 - 2500 2750 3000 3250 2750 3000 3250 3500 3750 4000 3 0 33 - - - - _ 3 6 - 3 9 4 2 - 45 4 5 5 5 7 — — — — 2000 2500 2700 3000 3200 3500 3700 4000 3 6 3 9 1600 — _2 2300 2400 2600 - 2900 3000 3300 — 1400 1200 1800 2700 3100 3400 - 1600 1800 ' 21 00 2300 _ 2600 2600 3100 3300 3600 - 3800 42 45 2120 2500 2800 1900 - 24N 2900 3400 3900 48 51 1600 — 1900 2200 � 2300 3200 _ _ 1300 _— 1700 - 2600 2900 3300 1500 1700 _ 2000 - 2200 _ 2500 2700 3000 3200 3500 3700 5 4 57 - 2000 3000 60 _ 1400 __ 2 2700 1800 2300 2800 3300 3800 60 63 - 6 6 1250 1550 1650 1950 2100 2250 2550 3100 3250 1450 1950 2100 2450 2600 2750 2950 2 3100 3250 3450 3400 3350 63 1600 -2650 2800 2950 1600 -1750 2250 _ 3600 3750 6 6 69 - 69 72 - 7 5 -- 1200 1350 1500 2350 2500 1900 2050 2400 - -1750 1900 - _ 2050 - _ 2200 - 2450 2600 2750 2900 3050 3200 1400 255 2500 3050 3200 3550 3700 72 7 5 7 8 1600 1550 -1700 1850 2200 2350 2700 2850 7 8 - 8 I 4 1450 1550 1700 1850 2000 2150 _ 2100 2300 1300 -- _ 2 --- 2400 2550 2700 85 2 0 3000 3150 1350 1500 — 1650 1800 1750 2000 1950 1900 2150 2650 2800 3000 2950 2900 3150 3100 3050 3500 3650 81 8 4 87 9 93 1150 2300 2450 3300 3250 345 340 _8 8 _9 93 9 6 1250 1400 — 1800 _ 1950 2050 27.00 2350 2500 2650 2800 — 2750 295 2900 3100 3050 1300 1450 1600 -- 2100 2250 2400 2600 2550 2750 3600 1100 _ 1650 1500 1900 3550 9 6 OPTION NO. I (See Note 4 ) U nrestricted Trench Width -Case II Beddin OPTION NO. 2 ( See Note 5 ) Unrestricted Trench Width -Case I Beddi F Calculated for Projection Condition I Calculated for Projection Condition NOTES: I . D•Loods shown on this plate are to be used when field conditions do not meet the requirements for Case I Bedding as specified on Standard Plan 76-01 2. D-Loods shown are based on average soil conditions and should be increased where soil analysis indicates greater earth loads. 3. Data : Safety Factor = 1.25 ; Load Factor = 1.8 for Case I and 2.1 for Case II; Live Load = I- H2O -SI6 Truck ; Earth Load = 110 P.C.F. (Marston s Formula). 4. Use Option Number I for Case n Bedding when "W" exceeds the following : ° W ° = 15 in. for pipe 48 in. or less in diameter. ° W ° = 22 in. for pipe 721n. or less in diameter. It W" = 28 in. for pipe 96 in. or less in diameter. 5. Use Option Number 2 when ° W ° exceeds 10 in. with Case I Bedding. D - LOAD FOR CASE I AND R BEDDING Plate 2.6 -0697 gin M 7 ns/ruc /ion join/ •, 'C� `� ' / T I It r A ny standard / Y I �o 'o b k �1 f Bars pipe joint. 4. /e / Res red £oyes - try &W I Roundlayr %I x � yF Boni 27 Jn� ivdwt � ' - '' M J Boro Borg m \ I Z- G JAS tiara All. /Ssa µ/ jr ) .RocndedyeJ to / / , oyCrox roeius of P 4? le v. d / J. D. of /atero/ with b e I f - < o Maximum of .16. •W Bari 4B A ,•• ;�';� -Bock!' // under Jlruc/ure 4 9 1-5.5 mix coneivie, SECTION P or compact to re/e►/-v H, f C Bore de/rsiry required b)e,tpecifi:0Gons.Q c. I 1 /0 66 I 9 10 ^Oj! I/ ' I - Construction PLAN joint. / -Ntw or ei/s /�ng cros►nalia� ���.i•' ', ���� -{ -W Bons C dr Bore "J r 0 4 Boni, 18'a c., ! ;; both way✓ /bbe used when B 4t Co" or M" SECTION G-G TABLE /2r dimensions and bor sires e <ine/wy rk (/ncAol a b It r A ny standard . Bars �o 'o b k �1 f Bars pipe joint. 4. /e 1 4y Res red £oyes - try &W I 24 A6 1 de. I -•Pr- 27 mi I It ✓• R 3 0 Borg 35 Z- G 9 s 0 4? '0 ! b e 4 4B i :' t• `•,�,:• ,•• ;�';� -Bock!' // under Jlruc/ure 4 9 1-5.5 mix coneivie, SECTION P or compact to re/e►/-v 60 de/rsiry required b)e,tpecifi:0Gons.Q TABLE /2r dimensions and bor sires e <ine/wy rk (/ncAol a b It k �o 'o b k /d 1 4 4 1 /e 1 4y 2/ 24 3 27 J' 3 0 35 36 9 7 4? '0 ! b e 4 4B 5/ ' 4 9 7 60 1 941 6./ 1 /0 66 /0 9 10 2 I/ 6 r O /J 4 1 to Q� 96 /4 /02 / 5 /0e /C { /6 1 73 / /r6 7 r / /44 1 / Boekn// /nay be omitled if s/ructure it laid on onditturbrdeor/h 00 J /um driwn wall, fir NOTES ®/. Values For ,4, B and C are shown on the ,orc iect drawings. Elevation R and Elevotion 5 a shown when reQu -ed cer Note B. Z. J /alion✓ speelfied on drowirW apply o/ the rdeevet/on of center /Hies of main line and /araro /s, trcep/ /hat statism for catch basin conneclor pipe ggoly at inside we// of structure. 3 Reinforcing s teel shat/ be per t -D 171 , ttroight born I;F clear from face of concrete unless otherwise shown. W bors are of size and spacing specified for wall steel on p /on, and shall be cut in een/er or opening and bent into top and bottom of juncliorr druchre. Omit H bore when soffit of spur is /l'or lets below Jorrit of main tine, and omit C bars when invert of spur is /Z'or lets obove lbor• Of moire line . 4. Junction Jtructury shall be poured monolithicolly with main tine storm drain, manhole or Irontilion . 5 floor or struclure shat/ be steel • troweled to Me Jpriny /ins. C fC XJOOO psi al PB days. 7, Embedment P sha // be S' for B • 96 or less and 6 " for '6 over 96: m a. When Elevation R and Elevotion 5 are not shown on the project drowinys inlet opening shall fo // G inches below the soffit, and inlet pipe shall be laid on o straight grade from main line to catch basin or to 9rode break in inlet /ine. Elevation S shall be shown on the project drawings when inlet opening {oils more than G inches below the 50FTit, and in /et pipe sho // be laid on a straight 9rode as stated above. Elevation R shall be shown on the project drawings only when a stub is to be provided For Future construction of inlet pipe. r e El c G� �I �I 1 1. 1 1 1 BI TYPICAL SECTION OF SINGLE BOX TYPICAL SECTION OF DOUBLE BOX RAIL 22 GA. SHEET METAL SECTION A -A S 50L8. 35LB, 40LB. I,1 PAVEMENT MINIMUM 501-8. 55LO 1 PAVEMENT MINIMUM LENGTH 2 - -6 77," 8l" 55L8./YD. 10 r-A - r-A 10 10" 4 -0 6 77.21- " 4 4� 10" 10 10 3' -8 3 -6" 5 1" 6 f R6f 8; 9" NOTE 1 10 RAIL 4' -O" I L� :b:• o'. ¢ g:..0. ':a:4•: RAIL A :o :d: NOTE I L Ra1L A o a r...... 1 ¢ •: o•.o. e el" A 5 -2" 5 4" 5 6" 6 �. 84 9 118 5 34" 4z. 52" 6 s 7 T 4 82 •� A BARS 3 1 4;" 5 - 63 in '• o: A BARS NOTE 2 NOTE 3 d. .a :, ,o: : .- - NOTE 2 NOTE 3 is NOTE 2 NOTE 3 _ I m iY4 @IB #4 @IB I-8- ! S T 8--�-T �8• S TYPICAL SECTION OF SINGLE BOX TYPICAL SECTION OF DOUBLE BOX RAIL 22 GA. SHEET METAL SECTION A -A S 50L8. 35LB, 40LB. 45LB, 501-8. 55LO 601-8. LENGTH 2 - -6 77," 8l" 55L8./YD. 10 10 10 10" 3 -0 6 77.21- " 1121 4� 10" 10 10 3' -8 3 -6" 5 1" 6 f R6f 8; 9" 10 10 d -2" 4' -O" 5" 6 7j 82" 9f 10" 't 3 028 +OA62V 1354 — — 7l" e el" 9� 5 -2" 5 4" 5 6" 6 7 84 9 118 5 34" 4z. 52" 6 s 7 T 4 82 6-2- 6=0" 3 1 4;" 5 57 63 7; e 6 =8 RAIL SPACING RAIL WEIGHT D 3OLB. /Y0. 3 35LB. /YD. 3& 40LBJYD- 32 45LBJYCL 34 SOLBJYD. 3j 55L8./YD. 4, 60LBJYD. 4#" 8OL8. /YQ 1 5" NOTES: 1_ PLACE ALL RAILS ON CLASS "B MORTAR, 2 MINIMUM. 2. FLOW LINE ELEVATION AS SHOWN ON PLAN. 3. FLOOR OF BOXES TO BE TROWELED SMOOTH - 4. RAIL WEIGHT 15 OPTIONAL UNLESS OTHERWISE SHOWN. S. USE MANHOLE FRAME AND COVER NO.4 UNLESS OTHERWISE SHOWN. S CLLYD.OFCONCJIOFT V IN INCHES LBS. OF STEEL /IOFT. RAIL R R A -BAR 2'_6 1.451 + 0.041V 307 — — 0 L635+0 -0 677 "� E63 1.814 +0.041V 910 48 W4@17 4' -0 1.994 +0.041V 1121 59 #4 @16 4' -6" 1 2.171 +0.041 V 1380 65 #4 @14 S -O- 2,343+().041V 1701 74 #4 @12 5' -6 I 2.520+0.041V 1974 89 # 5 @ 17 2.692 +0.041 V 2287 104 #5 @14 3 5 ' E 3 028 +OA62V 1354 — — OOU 3 3.386 +0.062V 1818 •— — 4 O} 3.747+0.062V 2240 96 #4 @18 OUBLE D 4' - 4.101 +0.062 V 2756 118 # 4 @ 15 DOUBLE 4 3400 140 # 4 @ 12 0Q fi J_E 4796+QO62V 3947 156 +Y 5 @ 18 DOUBLE 5.141+0062V 4571 189 # S IS LOS ANGELES COUNTY ROAD DEPARTMENT RAIL TOP BOX CULVERT NO. 13 STANDARD PLAN 60-13 APPROVED ROAD COMMISSIONER DATE REVISED 11 - 76 Nib �rC . 2' ln5!b // H!4'y74"r9 /St�9 m t Ic- P /Fti� dA. Y Z G3 mG9' 7' i' 9' X= 4' cs7 /GAS cn%SUcvisc or�'in97b /as afia.i� t t PLAN NOTES 1. All joints shall be set in class C mortar. 2. All precast c9mponents shall be reinforced with I" diamet steel wound spirally on 4" centers. 3. Maintain 13" clear spacing between reinforcing and surface. 4. Concrete base shall be Class A. 5. Exposed edges shall be round with a radius of 1 ^. 6. Reinforced concrete flat tops shall be installed when depth of cover over cleanout top does not exceed 3' _LEGEND ON PLANS_ 3 STORM DRAIN CLEANOUT SECTION C -C 2 - #4 bars I � T X T # 4 Bars �. placed diagonally t — �I A l # 4 @ 8" both ways t- TYPE PIPE DIA X Y Z A 4 up to 39" 4' 4' 6' A 5 42" to 48" 5' 4' 6' A 6 51" to 60" 6' 4' 6' A 7 63" to 72" 7' 4' 7' F A 8 75" to 84" 8' 4' 8' Bend Down —� 15" (Typ.) PLAN Manhole Frame and Cover Bend Down see drawing M -3 15" (TYp) _ 5 ,r N N co _ �' For step details, j f t 3' _ Dr• = � see drawing D-11 . Diagonal Bars � r 4 - # 4 Around pipe 2 # 4 bars Rounded Pipe Ends > See Drawing D -61 Slope floor 12:1 JJJ /i- ! towards outlet Elev. shown I I D I on plans ' ' TI X I T SECTION A —A ' NOTES 1. See Standard Drawing 0-11 for additional notes and details. ' ! 2. Concrete base shall be 564 - C - 3000. 3. All precast components shall be reinforced with 1/4" diameter steel, LEGEND ON PLAN: wound spirally on 4" centers. ' 4. All joints shall be set in Class C mortar. 5. Maintain 1 1/2 clear spacing between reinforcing and surface unless otherwise noted. 6. Exposed edges of concrete shall be rounded with a radius of 1/2 ". Revision By Approved Date SAN IYIEGO SAN DIEGO REGIONAL STANDARD DRAWING REGIONAL STAN / DARDS E CO TTEE - a&-la &- .07'. /975 Coord�ruror H.C.E. 19807 One STORM DRAIN CLEANOUT TYPE A DRAWING NUMBER D-9 4 @ 6" O.C. A T I Y A---*J Manhole frame and cover PLAN see drawing M -1 or M -2 —� For step detail, see drawing D -11 Bend Down 15 "ITYP) Rounded pipe ends see drawing 0 -61 Elev. shown on plans. - // 4 bars placed diagonally ¢So TYPE PIPE DIA X Y Z 85 up to 51" 4' 5' 5' B 6 54" to 60" 4' 6' 6' B 7 63" to 69" 4' 7' 7' 88 72" to 81" 4' 8' 8' 89 84" to 90" 4' 9' 9' h Bend Down �15" (TYP) T NOTES 1. See Standard Drawing D -11 for additional notes and details. 2. All joints shall be set in Class C mortar. 3. All precast components shall be reinforced with 1/4" diameter steel wound spirally on 4" centers. - 4. Maintain 1 1/2" clear spacing between reinforcing and surface. 5. Concrete base shall be 564 - C - 3000. 6. Exposed edges of concrete shall be rounded with a radius of 1/2 ". 4 - # 4 around pipe Slope floor 12:1 towards outlet LEGEND O PLANS RECOMMENDED BY THE SAN DIEGO REGIONAL S TANDARDS COMMITTEE &'. /975 Coo,O.m1w B.L.E. 19807 Date DRAWING D-�O NUMBER Revision SAN DIEGO REGIONAL STANDARD DRAWING STORM DRAIN CLEANOUT - TYPE B roved I Date SECTION A —A fl 1 L' D J ti Vertical reinforcing 1 4 @ 18" max., for 1 horizontal reinforcing, see table. r } I �1 1/2" clearance typical 2" Typical --►� �- TYPICAL BOX SECTION 14" 3 hot ppeg NOTES 1. Concrete shall be 564 - C - 3000 unless otherwise noted. 2. Reinforcing steel shall comply with this drawing unless otherwise specified. 3. Reinforcing steel shall be intermediate grade deformed bars conforming to latest ASTM specifications. 4. Bends shall be in accordance with latest ACI code. 5. Minimum splice length for reinforcing shall be 30 diameters. 6. Floor shall have a wood trowel finish and, except where used as junction boxes, shall have a minimum slope of 1" per foot toward the outlet. 7..Depth V is measured from the top of the structure to the flowline of the box. B. Wall thickness and reinforcing steel required may be decreased in accordance with table above. 9. Wall thickness shall be stepped on the outside of the box. 10. When the structure depth V exceeds 4', steps shall be cast into the wall at 15 inch intervals from 15" above floor to within 12 inches of top of structure. Where possible place steps in wall without pipe opening, otherwise over opening of smallest diameter. Revision IByI Approved I Date SAN DIEGO REGIONAL STANDARD DRAWING INLETS AND CLEANOUTS NOTES AND DETAILS RECOMMENDED BY THE SAN DIEGO REGIONAL STANDARDS COMMITTEE 0k. 1975 Cuade;;;i. R.C.E. 19907 Date DRAWING NUMBER D ,���= STEP DETAIL BOX SECTION REINFORCEMENT MAXIMUM SPAN X or Y DEPTH V THICK- NESS T HOR. & FLR. REINF. 3' - 0" to 4' 0'• 4' - 0" 6" 4 V 18" 4' - 1" to 7' - 0" 6" # 4 @ 12" 7' - 1" to 8' - 0" 6" # 4 @ 8" 3' - 0" to 4' - 0" 4• - 1.• to 8'- 011 6 " # 4 @ 18" 4' - 1" to 5' - 0" 6" # 4 @ - j - 4 12" 5' -1" to 6' -0" 6•• @ 8" 6 - 1" to 8' - 0" 6" # 4 @ 6" 3' - 0" to 4' - 0" 8 1 to 12 - 0" 6" # 4 @ 15" 4' - 1" to 5' - 0" 8" # 4 @ 12" 5' - 1" to 6' - 0" 8" # 4 @ 8" 6' - 1" to 8' - 0" 8" # 4 @ 6" 3' - 0" to 4' - 0" 12'- 1" to 16'. 0" 6" # 4 @ 12" 4' - 1" to 5' - 0" 8" # 4 @ 12" 5' 1" to 6' 0" 8" # 4 @ 8" 6' - 1" to 7' - 0" 8" 4 7' - 1" to 8' - 0" 8" # 5 @ 8" 3' - 0" to 4' - 0" 16' - 1" to 20' - 0" 8" # 4 @ - V4 12" 4' - 1" to 5' 0" 10" @ 12" 5' - 1" to 6' - 0" 10" # 4 @ 8" 6' - 1" to 7' - 0" 10" # 4 @ 6" T - 1" to — 8 - -0 - 10" # 5 @ 8" 3' - 0" to 4' - 0" 20' - 1 •• to 24' - 0" 8" # 4 @ 12" 4' - 1" to 5' - U" 10" # 4 @ 12" 5' - 1" to 6' - 0" 10" # 4 @ 8" 6' - I" to 7'- 0" 10" # 4 @ 6" 7' - 1" to 8' - 0" 12" # 5 @ 8" NOTES 1. Concrete shall be 564 - C - 3000 unless otherwise noted. 2. Reinforcing steel shall comply with this drawing unless otherwise specified. 3. Reinforcing steel shall be intermediate grade deformed bars conforming to latest ASTM specifications. 4. Bends shall be in accordance with latest ACI code. 5. Minimum splice length for reinforcing shall be 30 diameters. 6. Floor shall have a wood trowel finish and, except where used as junction boxes, shall have a minimum slope of 1" per foot toward the outlet. 7..Depth V is measured from the top of the structure to the flowline of the box. B. Wall thickness and reinforcing steel required may be decreased in accordance with table above. 9. Wall thickness shall be stepped on the outside of the box. 10. When the structure depth V exceeds 4', steps shall be cast into the wall at 15 inch intervals from 15" above floor to within 12 inches of top of structure. Where possible place steps in wall without pipe opening, otherwise over opening of smallest diameter. Revision IByI Approved I Date SAN DIEGO REGIONAL STANDARD DRAWING INLETS AND CLEANOUTS NOTES AND DETAILS RECOMMENDED BY THE SAN DIEGO REGIONAL STANDARDS COMMITTEE 0k. 1975 Cuade;;;i. R.C.E. 19907 Date DRAWING NUMBER D ,���= STEP DETAIL oar evl•orfs mey Ds railed in heremten or 91 ytt RR O+Meansnl for& l6' 16' t0' foe of Slope Tee o/ wolf. IL �. rDp of Foelhr �llpnel FOO/Mr Cho w �b � cereu!�Lhe rt1! N _ N•!6' TYP /CAC LAYOUT EXAMPLE Fer /oink reouleed, see *0 o ;OJ Ni lI' Number *beer O bars me,talts dhloner from top of fool'" /o vppv end of © bees. -- O cereal trot 40 £Mario• ton wrl /eel Z Shore m v v seep © f4• Fo aksire limp of swchoroe and slop• see e `Gvlp £fer. or 'slope Intersection Approprie/t dNoilt el lop of roll rrt 00" tlesrA*re. Q 038 <4 Sheri O Boller Bocltece O iLL �_ 4UlT_1.19a S'Shol cO ' ##/#A �C'enrlrurl /en Idol 0 4 &, by sp/ke n /rh J I / c s 0 4 w I • /ep s �4 0 l • /ep s w/IA Sb /epees R� Omit n B • a� 45T PILE FOOTING S£cTION N - 1 Mew N - tt '^ S'Shol cO ' ##/#A �C'enrlrurl /en Idol J J / �.r- Bvndle bees �.r- /or N•PB'end JO' 0 4 w I • /ep s �4 0 l • /ep s w/IA Sb /epees R� Omit n B • , C 1 4 v t I• * m - ¢r ?•B 9 • Q IQTQ 1 8 11 4.0 1 / 4.1 14 • 4'-S ~ 6.9 1• I!9 r belt ti r 1 tat O I F 6.1 i Is l _ (+ dSg ¢�lB ,•! T 7 AS 7 9 T6. .QI.¢ !Eg lAb/ parr B ••• LLL q' 4.* 4•e 4- .e -r -r -r -r -r Hoe pr snf /. 6 1.6 1.9 Z 2.1 2.6 di © 31 4. 4.J w 6 13 1.7 . 41 elf. n-e! s•r wv M•Nwb' _ 11 15 20 1J N•!t 3.3 wiJfaN,ct 45T PILE FOOTING SECTION 4.7 1.1 19• 61 7.l 7.1 N• 14' TArr N•30 s 13 w 2l 11 Rnnfocem0nl detailed is to of dead M eddllbn h 36 I3 48 to Mat shown ter 1preed teener. All pass her •Aw •w ••• oil. t 1 w wr1,•. M. wr• 18 61 barn r YS•�•.o ®R 9" 11 " TABLE Of REINFORCING STE£(. DIMENSIONS AND DATA ##/#A -- �-r-IP J J J6 f C n� l• 1•4 I• ¢ 0 2.4 /1 - ¢r ?•B 9 • Q IQTQ 1 l • J•6 11 4.0 1 / 4.1 14 • 4'-S 11 •l 6.9 1• I!9 r belt J A �_� 1.94Y_ B�fl 1p =� �i S e9a'� lS� 011 _ 69. , F 6.1 i Is l _ (+ dSg ¢�lB ,•! T 7 AS 7 9 T6. .QI.¢ !Eg lAb/ parr 4• 4.* 4•e 4- .e -r -r -r -r -r f 10.1 rrcN pr snf /. 6 1.6 1.9 11 2.1 2.6 J.3 31 4. 4.J 4.6 4 9 13 1.7 . 6.2 n-e! s•r pe sM _ 11 15 20 1J 2l 3.3 le _- 4.t 4.7 1.1 19• 61 7.l 7.1 11.1.41!• *Isle PIP s/✓ 13 17 2l 11 29 34 36 I3 48 14 18 61 7t 7.1 1prea* rerwy ZeiiT! . S Nil en/II Jta /s>sn �- J i33 -!� b _'Io2 `1. �'r mil. -T 7. s. d _ T J' 7. 1 46 / _ g l% T40 t7 / )'S - 4T§ - f � e Ns/ne. tent r/ I 1 16 1 4. 4 1 J!'erCAU l` yy/ //vo at (, / 7( //V NOf£S Fa 0110112 not shown end oM /here notes see Q ouonlilles do trot Induole the hell portion abornt, £l*roNen "end 0n to delion pwposes en/7. Fa 0110 reo/In7 Design N•4'vs0 semt loolbo dimensions ^ as Design N•6, i �Y REV WORDING lrsM is REV VALUES CALIFORNIA STRI REV DETAILS DEPUT1 SIT GI TUIRNGRTIMN o-w • w••� N '1•• ••IwN n� • . • . We RE TAININ G WALL TYPE I H-4'-30' .: x 0 CA3 1/ea Al Al ?T/ rw nr+nl• N N eNe11•r+.re be "0. As N D.eFI bell s.ea w A b elal. Nr• 1e.reelaw aal !pear N 1d .sew Nan b N lathe, M !d •+w.rrr� (all .t o - W W r be - I.. /.r imi tern li Net•N i 1 nel•N Lea l IS0.17t.1sli WNe O.OW lead E •E-M Lea/ L L. Lad I •Irpel Call red teal haNer • N\rN Lse/y ar , M!0 Awl 30•A woad' 4 r feel I - w eeaw I tern ro - 1 t•.Irr w e•a.e Ur! mw a•+N IasO N.rrEr/M . el lad r ( e a mrtetewr/ rw•• F+rN lee. Nhr . N e+rl r Y Idghuerglt N wr�ll T w .Nw ✓ N tN.rl ,ar11e MIrN N✓YI r rr MF I.slMnt) .nlat•+rerl O+! ser e I l YeM Iv. e l is M ro . N ed r --al ew t 101x1 N bi ll r Nall M I1) avt .1 Apse ✓ - a , eI b'yr 1 beed I e bel i .- le. weal Nve sera - -0, A -1 aae -4 b e bel s Isoll ./Ibwve al w N pM so- a IN wleel I•.•N 1. N 11aAd 1101 • e N .e•ryl ar.rrbW Mere- ✓rl ro w N N141.4 NaM r N F.on e.p 1.N N.pl•tl M rd rat .err Y Y•.1- M 1' N •seeeN 4.er1 eN...r •N•ry •dN lard asp de.W- - ft rant . to yr se . N Pad M M W P. 1 elr ,, a N Nav, N N 1„ae tlM..y tlMte 1. eMe..1 b M eedlrr NO aalN -el 42 N P-.-ft R P-.-ft NO INAI R -i NO i R brnrl✓. 710 IlarrsVr .oM p•eeN 0*1 M N •.Mild IV Nae 0 .'seal to r 7' tere1 W lie . re • 7 71 11 • 60 114 ae1 11rrn'1' end' .41 rYOr C w.se/e .. p.•ar+ r N11 Pee l 1,61-ill Pee QQ wa 50% Ita. Ir1'aleer� Jj' .• I p dn'e+a1a sat IteW a•l Nr.Nr •Irn, ] 1 IT, w e.arre.a •.n N ben N 1 de t hall N rsosll't eener GNeen: C-- HW.-i W 11.00Mw.r. elai Der al al A ro .e Add eeAy . le-+Nn has M N. ea141 alive .NI r - We re .0-111 T llae. " 0- be IW, Ih N till Lj• I f tMv11l._I r•w ti veh Ne-eIe ona w lad IMe: ] 17 RCB alN IDs - 7 I CIL 10 1 1 1 nM 20' ✓ -1 1 IN e11oNIN•.. A1-neeYel' pr, nlipl 11.;11 NII N111r '1 INtll. /r•1 N•• .1.1111.It nvl\ 1••1.111 1• .e11 yyq�a 0111 Iltal dl r ell Webb 1r1e110AN FMr1' 'ltd Will r rll. seMl. Ill.- Y t.-1 r Ftlred A ewaaA M1d Ro' JULY I, PIBO 7 ee- tw Ill "I r rN 1•u.. 'M Mrr r N tr bell ree.rw Gdl d 1 NI r revdd ii 'el e.A�.. /e111pWld 0 a(]NNN ill /. t =MI NI) Psol N se Nan 11..11. dwplard N g.e Sol di twea i N 0".. h hIN W wile, ell d Nr l I.1 Oarrr. M b N 11.A r n1 hill N A ro Will '� b'1• N N nr esael gIll I WN IR•t I j ..r. IN.7 N nhhrta'.M b Well , WWI l eNN r pa.lr rod +.. l WIl ( Well (Will N 1.1 i Ivebtlrwt le r r pool I - el fr - Ad Nwrll. Idld 7Me11 7N. Yu 011. -, l nb04 1e aq r _l el" Na ( 91o00er 1pFte1 - ro ene.n Naas Irq r rererd N nay a raar1 la cl s- PART KAN- SREWLD AT S TION 1 7e.tl'eol e•a. .Frei. •CNer ]N. Ba to pi T M be be used In se/elrr N a en1ENM 0,4111 al r er Nn e 1 IM't ell rin. INlsl N h Irw l aule- SNW Isey\ MIN b t0aa ✓M 1lrldlrrr. rW W o- V11ar Pal 1'ee• ill M N WI • IN 11.01 WII AM N b Will oil 00x.011 Ill nel , /r OWarl arse rWroed Mdry, -ft .0x.11 AREA. Iw. eOeC /W1M S er weed al der :0 - aM NN /a1 !t, NIN, I.r MWI.I. /IHrtrrar N N 14YS1'del tee tuNal N dlel o1.IFN .l."i PARAPET DETAIL r.r.1•t' ► l•r1 rNte • I /i' 1e /..e ae 1.1.1 t Iw I I t e•tleese 11 l .. 111 t0 TO TO 1.111 se N•I(hl 1'.. 1 I ;^n't•. NnON 1 N•N IMse IN ' LU 1' N h 1 1 A .t et 1 ]' _-4 1 rt t 011el L•It11.( 10' �7 1 �/ M•a I C li' vt �1 �1 twlNtll. 11 I. -1 1 r] 1 7 N•1 1 .rr 10' 2d �� ]• tp I.1 PARAPET REINFORCEMEN t' 1.1 1.1 ❑ _ 0' 1.2 j 1.1 It' L) 1.1 TYPICAL 3 CELL 1/ 1.4 tD DESIGN BEARING PRESSUREtTSF) r Wall U.. l WS t wM✓1+� I 171 e. rM. IT -10 II r1 9ONSTIR1CTlm NOTES MSi isess reald ■ Nan . I l r. T',evh.la. Leal.. Cewa1A' tel N+1 tout Ne .•ear+Wl INr•. NWI N 1aeMd Pi Re✓ N .N\ a ru 11x.0 N. Val _ he" N p1.a Ib4n4 b 1 i $2 r SIX bell VNn 1011 -d al bv. WN se•.r a end ell teal ryM . n earoe r Nape.. ly,e1111p. N's.er.. Pere A N pN.N. h�a.e e 4 ee I p b d�wersam11la 1 r Am al oA.n .Nr .'stall adr en a N r.Md r NN Wb MAN lib sR.pa W-41 h M N 1••.se N••re Nan Mee. rdN w r b e� ✓tl 1 •aaW eee-ba rA1nl tl N .al !w ].rrelrt.l Au -t l.Ml S. II'mil SOeNItNsr, r N N drta r r -tl F r. beel r./r1 t o/eA wIJ Nat ro .r.d O A4N.n be •so W r N 1 .0- elawtl d1 Wser1 a rot r N lu-n.N - rsees se AS- Me.' L•I.rM WNIC _ ad 14 .1611.1 r -d Wem PART KAN•SECTION er D•IeR 3 -1 A. 10 -31 e b' er INe ••rvnrN IdM NIN. hN - c . N �N, t .' .1 l NNMII I 11 1 C 11 RNI PART KAIt to P. IIIMr, 0.0x1/ NIh I NN l!Il nN l 1 RIe•M .1100'• I. R•..•rl " 1• seed INIY10 .11 NMdllel rn011rIM•I ll M sever 1, - r.Nr M duel -1, DrT10NAL 11'eme. - CULVERT E XTENSION (.1 of 0-1 .seer I. Nr •1 •x011 TNIIU �� RCI 1 . LwlrletN Tre.••.••� l It N il -/lr NMe 1 '1' l'1'Nr 1•NI 1111 eNr N•r.(. !1 II✓M rW 'Al rN.' tel l•. Ww 't 11n SIC.wr W.rW. er11Nnr e NI,.N.1W IN .1pM 1t' 1 � „ ` 00.N ] l. .« INr L 'I F r IN,N MNe..t /Mr. M. /. t N Ott N!1- i t- NO 1 t' -0' -INnI LONOITUONAL SECTION PART LONOITUOINAL IECTION MANHOL UTILITY OPENING -WALL If - "ll RCB TERMINOLOGY Cill N• Loser Tip. 96 I t, 11 .r•ser/ Te le N' �NNr1, !e•'NRAKT RtIN /OMtYt N' Now BARRIER SECTION (30'MINIMUM) STATE OF CALIFORNIA BUSINESS ANO TRANSPORTATION AGENCY DEPARTMENT OF TRANSPORTATION SPECIAL DETAILS BOX CULVERT MISCELLANEOUS DETAILS - rM .. - - -In r - - — — — .. a rnu I 1 S!ON D•em Wall itec � Mrn l 'w i k � 4411••1 � - - � E Ledde• J Be'd ue pa Cul CS P See Note j / J6 Ipgd Cur.t6t N C P only, A C Pipe SECTION A•A_ ale.nt w ~1KI'+\ ¢ See Nth 7 — nol +ro•n nmde. 1e 1 See Neta 6 lro+�e er C. P,a . 114. PJ A N R.C.P, or A.C.P. Crete Orerrt— Cren 4C P PiNr 3 O t --•1 0.0. Wall I I P•t•cat 0 t Mtkn I� 3'.0 6' Nolen •Plate " ls'V �} -M,n WITH 36 C.S. P RISER ALTERNATI E COLLAR DETAIL me 1 1 1 Ce6 - y SCI Net. 6 — j e Cut w.A be'd - See NOb 6 4112'! u0 011 ppe and q G po + n d t y +roI IhO ' S• Nell - ' _ v tar ke rro+e le. re , pear dal NO le R. P,pa algN S' 36'C.S Or 04-W Sae N0444 so' Mw O• ate 540 Nola6 ` \ non nun alCaAC. \ E ere011r 0104 DrON, S J DIE 1 \ Set WITH 36" R,C.PIPE RISER WITH 36" PR ECAS T RISERS R.C. OR A.C,PIPE DRAIN 3 41 Nall 16 "t S P al See Note 6 r I •• Leader Soa IblI l its No 6 Imwwlpr+rol skew' M'vIw Ie tMN for - al.G Oqe al4w allow Safety eggs 4'Mos NMa t -}yc mi /r11er t0latr aeerl Mlr a.11 mi1111 D'al ."I Intel . Is" Nola I I >< G,S P'Riser " •...i an 1•.►� r eon 12'Mln 1„101 "JULY 1. 1969 . Ob'.eler at Sllo Joint b be 4 3 Don lMgpw wIlk - 0664 101'11 Ygnela, IP6' ele'wur of — moterlol Down w owholl a leetae bwtee. 1 el 1 ' r n C P w ACP 5116 J61nI Lvg Great 1 i IdJ�ll;l.t ate Use E00.1 neln ^ cdhulre Islet • I 2 S W40 61J!06 RISER SAFETY CAGE DETAIL = to Op'drg eb idrt OiP/ to eras e1n. —' E'L.E1ev. I r % bub 4-1 nemd ter•0 fritter "a"" C.S.P. RISER FOR 61►:.o'•6't�++hw DRAINAGE INLET • �:' » • 6rotleMQ q Cr•l efea Filter Safety Cope 4'�rr 6rI 0'44 O r 1'- 4' c! 'hdn w secul w rat ti i I 5 N'ban4 r 0,0 Intel 15ae Not e 6 o C.S.P Fiber '. 12' Min. t ` ? o y, • '_2 2•-Wn feet sad �PaUlnp of suitable matevto, k ;P t • 1 IKer'ts r;'Delre Oakum n asphalt looked outgo. -r .1�1 I IL _ 7 I 1b ' 2.New+sli'aw s dantlr of y.p Jobe • t1'6mit+ of to be 3' o•totr than SPLICE PLATE dlomHer of mint, 2rf+ - w elwN all .414 Fier" 0'• D e.S.P Croat Dreln eSI"I rurgs C.S.P R Ste_ tsa. Not" z run et I FOR o_t l'k Steel rungs DRAINAGE INLET ISee Nall et WITH M ''M01` got WITH ,n tree L _U Leee.r Ise —r u I d M S' GENERAL NOTES I , Struclure of by of riser may be any standard drolnoge inlet, , at plot Inlet, sl; 10 FA milk veld Y 2 • Golvonlslrrgt See Standard Speclllcolions or Special Provisions, 3. In length R.C.P. Inlet - _ ale k 4 „e •r r & • Ladder may be constructed one at conlroetatl option on 1 /2, t v+'` n� 4 . On C.S.P. risef conneel ladder splice plots a Ipinl can tempreu t ADDER HAIL b • • `' I r o S. Ladder iplies plate to be connected A V2 f belhl with double nut► "C$ ahi 6. Use Epolty resin adhesive (Slots Specification 6040- 61J•061 la bendeg concrete col la r s A.C. Pipe. - _ gTATE OF CCAALIFOFiNIA WITH 36 RI R •' rlw4,pp Ild lalwtl a i for mil 7. Poy Ilmll for 36'rlterl IO CL,oI crou pipe. BUSINESS AND TRANSPORTATION AGENCY DEPARTMENT OF TRANSPORTATIDN P. CS. OR STRUC r tz'kane.e ate. l3'e24 B. d Ladder- None mqulred wheri V is less then 30 Inches Whare'N'h 3p incnel at mone,lnslall ladder with lowe rung not mate than 121rschos above the floor and k gnell ry g.not man the t2 Inches below top ef Inlet. The distance betwet I DRAINAGE PLATE PIPE DRAIN %V 110 ' eal , J'bell4 rungs sha not eacted it inches and shall be uniform throughout the lengthef INLET T41e1:4_ -. the wall. Place adder In the well without on opening, RISER CONNECTIONS w 0) N r ( 1 I t _ 1 ' I = T- t' ' j — +- -I- 7 L ' j' �_z I — i�' e� +k rl l I I I I x• 'y • 1 I+ - Y 2 f L V� l � L } «f•YM I' f O FRONT ELEV SINGLE HEADWALL « fRONT LE HEe - SECTION, SINGLE B FRONT ELEV. SINGLE HEADW L _I S g E • NE NGLE S �� DOUBLE HEADWALLS FRONT ELEV DOUBLE MEAOWALL S I NG LE STRAIGHT MEAOWALLS 0 � 4 w .r lY Yr NM •rw ... P••.. A'0 ...M•�.11. sw A 1 twwr "it —•' I� • �I r p .�' 'r' '•r C r II. I I I e . . FRONT ELEV '0 HEADWALL 0.u1 .«new w N•.. I.r F -- w LLL +y f' SECTION Nl' HEADWALL' HEADWAL PrK DIA StRUt SII[ E M P OOL IN O " L SI « CYe l SIrrI CYY aTo 1 .. n•w U. u.0 n•1+ L•r . rN 1r if tae 7_il oeo Oi! t•o !o o.e. 1.1 ! t•0 �i •0 1.1 I 0 "io on 10.6 T! L)7 71 3.5 •e e0 lot Ili SO 1.12 71• Si 1}-f 1! 170 1!•a 100 I.T2 1T T ;'•e » I„ 1••0 I15 200 !a • 11 e! 1 1!1 15.0 Its L21 II• 1 1e•0 1 0 2! 7 3� 7'j 1, 11 1 It 0 3 T Ira 1e•0 14 no 1F ree �1 i.1 tYi – ,16 - 2T� 11~0 le! 5A �i S'S . 0't - -SS• Ttb - 16 , 5 1t! !!e S'ii -i•b uo w '1H� 1T too ii5 ii. 402 n 1 Ti i T•e - fi A>o STRAIGHT MEAOWALLS 0 � 4 w .r lY Yr NM •rw ... P••.. A'0 ...M•�.11. sw A 1 twwr "it —•' I� • �I r p .�' 'r' '•r C r II. I I I e . . FRONT ELEV '0 HEADWALL 0.u1 .«new w N•.. I.r F -- w LLL +y f' SECTION Nl' HEADWALL' HEADWAL 'L' MEAOWALIS SMCIUO IN Fitt M T.K. ST. U'S FOR S T RUCTUAAL STEEL PLATE II ►t PrK DIA StRUt SII[ E M P M[IDNT OF FILL IN rt(T L SINI 50 •0 !0 b /0 1 I r aTo e.e S.o 1.o S.o 1.o S.o !Sl rig 1,0 e.e •.1 6•f 9�. •• 2.f' T4 1}-f 1 rT 1 +.•tA• r,F• e, Ai ;'•e uo tie ®R .99 11 .1+ •/• 1 i• i 50.0 5,09 -mo ll M uu =® mom....... �® frL f1AI���� �� SiAI lLl3tl[IIl������e -ltA- - �£lQa 'L' MEAOWALIS SMCIUO IN Fitt M T.K. ST. U'S FOR S T RUCTUAAL STEEL PLATE II ►t PrK DIA StRUt SII[ E M P M[IDNT OF FILL IN rt(T L SINI 50 •0 !0 b /0 1 I r aTo e.e S.o 1.o S.o 1.o S.o !Sl Io.10 1,0 e.e •.1 6•f STRAIGHT HEADWALLS HEADWALLS -Ir F e. u II � I , C. — 11.0 Weil ��CTI�F��A•AA•A _� GENERAL NOTES I. NOdeduOtlen made In ellmntkbe In Mck"n of Fite Vella t All relnfenln0 end 04 len. All TerMal end Rartrm.Nlf M• Den IB' madmem e00e1n0, ] L/n4th of roll 'W meT Ee "Hed to eult woltims ttraenfed M IN field, end eh°laet line InArPeletbn moy M r•ad te coo"" A. OIr01111I1e/ ere for 6ee11A PW"Wl Only, SINGLE DOUBLE E M P 7 SH.I Cvc L SINI CoK ARCM SIZE H l lD• Cu Y& Lae Cu YOe 6•f 9�. •• 2.f' T4 1}-f 1 rT 1 +.•tA• r,F• e, Ai ;'•e uo tie ®R .99 11 .1+ •/• 1 i• i 50.0 5,09 STRAIGHT HEADWALLS HEADWALLS -Ir F e. u II � I , C. — 11.0 Weil ��CTI�F��A•AA•A _� GENERAL NOTES I. NOdeduOtlen made In ellmntkbe In Mck"n of Fite Vella t All relnfenln0 end 04 len. All TerMal end Rartrm.Nlf M• Den IB' madmem e00e1n0, ] L/n4th of roll 'W meT Ee "Hed to eult woltims ttraenfed M IN field, end eh°laet line InArPeletbn moy M r•ad te coo"" A. OIr01111I1e/ ere for 6ee11A PW"Wl Only, FRONT ELEV 'L' HEADWALL SECTION 'L' MEADwALL 7 r r •r n' y L_L 1 II' FRONT ELEV 'L' HEADWALL SECTION 'L' MEADwALL - • H •PIPE-ARCH C STATE Or CALI<O"MA BUSINESS AND TRANSPORTATION AGENCY DEPARTMENT OF TRANSPORTATION PIPE HEADWALLS AND STRUT DETAILS twom 1 10® ammp ®R .99 - • H •PIPE-ARCH C STATE Or CALI<O"MA BUSINESS AND TRANSPORTATION AGENCY DEPARTMENT OF TRANSPORTATION PIPE HEADWALLS AND STRUT DETAILS H A length length Eli 0 4 4 1 A 1 i 1 BAR SIZE D# A J H B 3 2 4 ~ 5H 3 ,. 4 - 6 ,. 4 3 6 4 4- 8 5 34 7 5 5 /0 6 42- 8 6 6 12 7 54 /0 7 7 14 8 6 /l 8 8 16 9 9 /5 // 4 /08 l9 /0 10 17 12 T 11 22 11 19 14 , 124 24 14 17 26 202 16-Z 3/ /8 22- 35 27 22 41 +� With Grade 40 only, where ovoitoY& depth is Limited, bars moy be bent with D = Sd for #3 through # //. BAR HOOK DE TAIL Reference= 'Mono/ of Standard Practice" American Concrete Institute LOS ANGELES COUNTY ROAD DEPARTMENT REINFORCEMENT DETAILS STANDARD PLAN APPROVED , 112 -01 ROAD COMMISSIONER DATE ?AGE IOF2 REVISED 10 -76 F1 1 I 90 ° HOOK BA R SIZE D 90 ° HOOK 135 HOOK _ B A E F. 4 2 42 42 42 3 5 22 6 52 5 e 34 NOTE_ 135 ° column fie hooks may not be bent to less than diameter of column vertical bar enclosed in hook. STIRRUP HOOKS ( Tie Bends Similar) Reference: ° Manual of Standard Practice" American Concrete Institute LOS ANGELES COUNTY ROAD DEPARTMENT REINFORCEMENT DETAILS STANDARD PLAN Il2 - 01 APPROVED GATE PAGE 2 OF 2 ROAD COMMISSIONER /35 ° HOOK 4r Beam I TABLE G EQUIVALENT BAR SPACINGS Spacing of Bars of various diameters for a given cross sectional area in sections 1' - wide. C� 0 t 1 1 A AREA 02 #3 #4 #5 #6 #7 #8 #9 #10 #11 AREA 0.05 12" 26" 2 -3/8" 3 -3/4" 5 -1/4" 7 -1/4" 9 -1/2" 12" 15" 18" 1.00 0.06 10 -112 22 2 -1/4 3 -1/4 4 -3/4 6 -1/2 8 -1/2 11 14 17 1.10 0.07 9 19 #4 2 3 4 -3/8 6 8 10 12 -112 15 -1/2 1.20 0.08 8 17 30" 2 -7/8 4 5 -1/2 7 -1/4 9 11 -112 14 1.30 0.09 7 15 26 2 -5/8 3 -3/4 5 -1/8 6 -3/4 8 -1/2 11 13 1.40 0.10 6 13 24 #5 2 -1/2 3 -1/2 4 -3/4 6 -1/4 8 10 12 -1/2 1.50 0.12 5 11 20 31" 2 -1/4 3 -1/4 4 -1/2 5 -7/8 7 -1/2 9 -1/2 11 -3/4 1.60 0.14 4 -1/4 9 -1/2 17 27 -1/2 23 20 -1/2 18 -1/2 17 15 -1/2 14 -1/4 13 -1/4 12 -1/2 11 -5/8 11 10-1/4 9 -3/4 9 -1/4 8 -7/8 8 -1/2 8 -1/8 7 -3/4 7 - 1/2 : -1/8 6 -7/8 6 -5/8 6 -3/8 2 -1/4 #6 29 -1/2' 26 -1/2 24 : 22 20 -1/4 19 17 -1/2 16 -1/2 15 -1/2 14 -3/4 13 -7/8 13 -1/4 12 -1/2 12 11 -112 11 10 - 112 10 -1/8 9 -3/4 9 -3/8 9 -1/8. 3 -1/8 4 -1/4 5 -1/2 7 9 11 1.70 0.16 3 -3/4 8 -1/2 15 2 -7/8 4 5 -1/4 6 -3/4 8 -1/2 10 -3/8 1.80 0_18 3 -1/4 7 -1/2 13 2 -3/4 3 -3/4 5 6 -1/4 8 9 -7/8 1.90 0.20 3 6 -1/2 12 2 -1/2 #7 30" 27 -1/2 25 -1/2 24 22 -1/2 21 20 19 - 18 17 16 -1/2 15 -5/8 15 14 - 3/8 13 -7/8 13 -1/4 12 -7/8 12 -3/8 3 -5/8 4 -3/4 6 7 -1/2 9 -1/4 2.00 0.22 2 -3/4 6 11 3 -.1/4 4 =1/4 5 -1/2 6 -7/8 8 -1/2 2.20 0.24 2 -1/2 5 -1/2 10 3 4 5 6 -3/8 7 -3/4 2.40 0.26 2 -1/4 5 9 -1/4 2 -3/4 3 -5/8 4 -5/8 5 -7/8 7 -1/4 2.60 0.28 2 4 -3/4 8 -1/2 2 -5/8 #8 30" 128 26 71/4 25 23 -3/4 22 -1/2 21 -1/2 20 -1/2 19 -3/4 19 18 -1/4 17 -1/2 16 -7/8 16 -3/8 3 -3/8 4 -1/4' 5 -1/2 6 -3/4 2.80 0.30 2 4 =1/4 8 3 -1/8 4 5 6 -1/4 3.00 0.32 4 7 -1/2 3 3 -3/4 4 -5/8 5 -7/8 3.20 0.34 3 -3/4 7 2 -3/4 3 -1/2 4 -1/2 5 -1/2 3.40 0.36 3 -1/2 6 -3/4 2 -5/8 #9 30 28 -1/2 27 -1/4 26 -1/4 25 24 23 22 -1/4 21 -1/2 20 -3/4 3 -3/8 4 -1/4 5 -1/4 3.60 0.38 3 -1/2 6 -1/2 3 4 5 3.80 0.40 3 -1/4 6 3 3 -3/4 4 -5/8 4.00 0.42 3 5 -3/4 3 -5/8 4 -3/8 4.20 3 -1/2 4 -1/4 4.40 4 4.60 #10 3 -5/8 4.80 30" 3 - 3/4 5.00 29 28 -1/4 27 -1/4 26 -1/4 0.44 3 5 -1/2 0.4 6 2 -3/4 5 -1/4 0.48 E 0.50 2 -3/4 5 -- 2 - 1/2 4 0.52 I 12 -1/2 4 -1/2 0.54 2 -1/4 4 -1/4 0.56 2 -1/4 4 -1/4 0.58 2 -1/4 4 0.60 2 4 6 -1/4 8 -3/4 12 15 -3/4 20 25 -1/2 #11 0.65 2 3 -3/4 5 -3/4 8 -1/8 11 14 -1/2 18 -1/2 23 -1/2 29 -1/2' 0.70 3 -1/2 5 -1/4 7 -1/2 10 -1/4 13 -1/2 17 -1/4 21 -7/8 27 0.75 3 -1/4 5 7 9 -5/8 12 -5/8 16 20 -1/4 25 0.80 I I 3 4 -5/8 6 -1/2 9 11;7/8 15 19 23 -1/2 2 -3/4 4 -3/8 6 -1/4 8 -1/2 11 -1 /8 14 -1/8 18 22 0.90 2 - 5/8 4 -1/8 5 -7/8 8 10 -1/2 13 -3/8 17 21 R 0.85 0_95 2 -1/2 3 -7/8 5 -1/2 7 -5/8 10 12 -5/8 16 19 -3/4 100 2 -3/8 3-3/4. 5 -1/4 7 -1/4 9 -1/2 12 15 18 - t t STRUCTURAL DESIGN E of STORM DRAINS COMPUTER- APPLICATION MANUAL Los Angeles County Flood Control District Structural Design of Reinforced Concrete Box Conduits Computer Program No. 0501 Purp ose: The purpose of Program No. 0501 is to furnish structural details for the construction of reinforced concrete box conduits and/or check structural calculations for these structures. Scope: _ -_ The program is limited at the p to time o sin g le and double barrel E 4 boxes. The double barrel box may be either symmetrical or unsymmetrical. The design phase of this program produces complete structural details including final member thicknesses, -steel layout, and concrete and steel r i auantities. The checking phase of this program`calculates stresses at preset sections. The input data for this phase are previously calculated structural details. 0 The working stress design method is used. The District's design criteria are set internally. These criteria are set forth in the District Structural Design Manual l .. Provisions have been made to override the allowable stress criteria and load specifications. Live load may be zero, truck load or railroad load. • The installation condition may be trench, negative projection, or positive projection. Vertical earth loads are calculated in accordance with M rston's equations Criteria Design Two sets of basic design criteria are set forth internally. They consist of the following: DESCRIPTION DISTRICT ALTERNATE Ultimate Concrete Stress at 28 Days, f' c 4,000 psi 3, 000 psi Allowable Concrete Stress fc 1,800 psi 1,000 psi Yield Point Stress of Steel, fy 60,000 psi 40,000 psi Allowable Steel Stress 24,000 psi 20,000 psi Modular Ratio 8 10 Allowable Bond Stress ACZ 318 -63 300 psi Sec: 1301 0 DESCRIPTION J L L U Allowable Shear Stress Soil Density (Marston's Formula) Lateral Soil Pressure Minimum Top Slab Thickness Minimum Invert Slab Thickness Minimum Wall Slab Thickness DISTRICT ATTTRNATR 70 psi ACI 318 -63 Sec. 1201 110 pcf 37 lb/ft EFP 6.5" 7. 011 8.0 Positive Steel Cover, Top Slab and Wall 2" Negative Steel Cover, Top Slab and Wall 2 Positive Steel Cover, Invert Slab 2.5" Negative Steel Cover, Invert Slab 2.5" Trench Clearance 3' Settlement Ratio, rsd, Positive Projection 0.7 Settlement Ratio, rsd, Negative Projection -0.5 Soil Friction Coefficient, Ku .15 Option Design Criteria 90 psi at face of support 90 pcf 30 lb /ft E P 6.5 it 7.O lt 8.0 2 11 2 11 2 .5 11 2.5 3' 0.7 -0.5 .15 Use of the design criteria listed above is optional; the user may override any or all of them. For details, see input instructions. Procedure The program is basically a six -part program: (1) single barrel box design, (2) single barrel box,check, (3) symmetrical double box design, (4) symmet- rical double barrel box, check, (5) unsymmetrical double barrel box design, and (6) unsymmetrical double box, check. There are numerous routines, such as establishment of criteria, load calculations, moment distribution, etc., that are common to several or all of ,the above parts. The program logic is based on the method of analysis set forth in detail in the District's Structural Design Manual. The following is a brief outline of the program procedure, with comments on significant items. A. Establishment of Stress Criteria 1. District or alternate criteria are set. 2. Optional criteria are checked and any modifications indicated are set. I B. Calculation of Loads 1. Earth loads are checked in accordance with Marston's eauations. a. Trench condition - check made for wide trench. M H P1111 b. Negative projection. c. Positive projection. 2. Live Loads. a. Zero. b. Truck (variable axle load. c. Railroad (variable axle load). i [l p� C. Loading Cases 1. Vertical and lateral earth, dead, internal water, and live loads are combined to give maximum stresses at critical sections. These are fixed combinations and cannot be modified by the user. The combinations are illustrated in Appendix 1. 2. The various cases are incremented. 3. Eleven locations along each member are analyzed. The loading case used at any point is that case that results in the maximum stress at that point. D. Thicknesses Are I nitialized Initial thickness for each member is set. The values are based on empirical formulae. E. Fixed -End Moments Are Set For The Loading Case Incremented Fixed -end moments are based on center line spans. F. Mom ents Are Distributed A four -cycle Hardy Cross distribution is utilized. G. Moments, Shears, And Thrusts Are Accumulated Nraximum values are retained. Design moment is at face of support. H. Thicknesses Are Finalized 1. Thicknesses are calculated for each member. Thicknesses are based on shear and flexure reouirements. The flexure check assumes balanced design and working stress theory. 5 2. Calculated thicknesses are checked against previously set values. If the differential is not within the set tolerance, steps B through H are rerun. I. Design Variables Are Cal culated Moment, shear, thrust, area of steel requirements,- etc., are calculated at eleven points in each member. J. Steel Layout Is Developed 1. Numerous steel patterns are checked. )+ b -+ 18 -inch n ceters a. Minimum steel is No. ars b. Minimum bar size is No. 4 ; maximum size Teo. 9. c. Minimum bar spacing is 4 inches, maximum spacing 18 inches. 2. Longitudinal steel is set based on No. 4 bars. K. Concrete And Steel Quantities Are Calculated L. put Is Printed 1. Title 'card. 2. Design criteria. 3. Concrete thickness. 4. Steel layout. 5. Quantities. Program Output Description The structural check program calculates various stresses based on input data and the applicable criteria for each case as follows: 1. Stresses computed are: fc - concrete compressive stress, fs - reinforcement tensile stress, v = unit shearing stress, and u - bond stress. 2. Stresses are computed at all R.C. box corners based"on the maxi mum negative moments. 3. Stresses are computed at midspan of the top and invert slabs based on the maximum positive moments. J, �+. Stresses are computed at the centerline of the walls based on maximum positive moment with axial load through the entire wall. Output Description: Refer to sample output and standard schematics of box design in Appendix 1. At the bottom of output sheet under Input Data and Design Criteria reading from left to right and top to bottom, the values are: 1. Depth to finish grade. 2. Depth to natural grade. 3. Axle load. 14. Hydrostatic pressure head. 5. interior width of box. 6. Interior height of box. 7. Minimum top slab thickness. 8. Minimum invert slab thickness. 9. Minimum wall thickness. 10. Positive steel cover - top slab. 11. Positive steel -cover - invert slab. 12. positive steel cover - wall. 13. Negative steel cover - top slab. 14. Negative steel cover - invert slab. 15. Negative steel cover - wall. 16. Trench clearance. 17. Positive projection settlement ratio. 18. Negative projection settlement ratio. 19. Soil friction coefficient. 20. Compressive concrete stress at 28 days, V c. 21. Ali able concrete stress, fc. 22. Yield point steel stress, fy. 23. Allowable steel stress, fs. 24. Modular ratio. 25. Allowable bond stress. 26. P110 shea -- stress. 27. Soil density. 28. Allowable bond stress top bar. 29. lateral soil equivalent fluid pressure. PROJECTION RATIO .�/ \iv1 L- U- DESIGN f f1VOLC.IVI OUTPUT ® ■ LOS ANGELES COUNTY FLOOD CONTROL DISTRICT AXLE LOAD DESIGN DIVISION TOTAL DESIGN VERTICAL DESIGN OF SINGLE BARREL REINFORCED CONCRETE BOX INVERT BARREL 9 1 FT SAMPLE PROBLEM FOR DESIGN MANUAL DESIGN STRESSES FC = 1800. PSI -- FS = 24000. PSI 10.00 HIDE BY 12.00 HIGH DESIGN COVER 8.0 FT TYPE INSTALLATION TRENCH STEEL LAYOUT PROJECTION RATIO 0.0 SOIL DENSITY .110 KCF LIVF LOAD TRUCK AXLE LOAD 32.0 KIPS TOTAL DESIGN VERTICAL LOAD TOP 13.23 KIPS INVERT 14.50 KIPS PRESSU.RF HEAD 0.0 FT DESIGN STRESSES FC = 1800. PSI -- FS = 24000. PSI THICKNESSES (IN) TOP 8.75 INVtC.L.) 9.75 LW 8.00 RW 8.00 STEEL LAYOUT BAR BAR BAR HORIZONTAL VERTICAL DESIGNATION SIZE SPACING LFNGTH Lr.NGTH (INJ (FT)(TN) (FT)tIN) 8 7, 10.0 11. 1.0 00 0.0 81 4. 10.0 5. 11.5 0. 0.0 C 4. 11.0 4. 2.5 12. 2.0 Cl 6. 11.0 2. 0.5 2. 10.0 C2 .4. 11.0 4. 2.5 2. 3.0 C3 ^_ 6. 11.0 7 8.5 2. 5.0 0 5. 11.0 0. 0.0 13. 3.5 F 91 14.0 11. 1.0 0. 0.0 F1 5. 14.0 6. 2.5 0. 0.0 G 4, 11.0 5. 0.0 0. 0.0 H 4. 11.0 5. 0.0 0. 0.0 LONGITUDINAL BARS 66. NO. 4 BARS IN TOP SLAB 17. IN INVERT SLAB 17. tN WALLS 32. vUANTITIES CONCRETE 1.26 CU. YDS. /FT. REINFORCING STEEL 217.2 LBS. /FT. INPUT DATA E DESIGN CRITERIA: 8.00000 8.D0000 32.00000 0.0 1.0.0000t 12.00000 6.50000 7.00000 8.00000 2.O000C 2.50070 2.00000 2.00000 2.50000 2.0000C 3.00000 0.70000 - 0.50000 0.15000 4000.00onc 1800.00000 60000_00000 24000.00000 8.00000 500.000OC 70.00000 0.11000 350.00000 0.03700 will ru ck or RX rruch a- A R. Po►vment i B ock - / /Ovc•f It Q Pa anent t Bo dru ent eck i/ To .37 __ l30 p.c.f. 7 roo 31ob ro ob 0 W u � b h O (D Jid Wa lldp.c.f. r o sT L Pavetmn ruc R. _ CASE I MAX.( +) MOMENT, TOP AND BOTTOM SLABS MAX.( -) MOMENT, SIDE WALLS vement t ©ock it T OP J/ab b L 0 u 0 V u h h Side Wol o�T P averrynt t Bockfil/ CASE III MAX.( +) MOMENT,SIDE WALLS l W h h 0 W h .Side wc 3 0 - 70 Pove, f BocAfi Truck or R.R. CASE II MAX. (-) MOMCNT CORNERS MAX. SHEARS Too slab U u 0 O W �i O h Nydrve ♦tic Prexr&re M V a a � Y, de 4 o/ 3' rolo Vf b Pavement i Bockfil/ CASE = 0 MAX.(-) MOMENT TOP SLAB AND SIDE WALLS WITH HYDROSTATIC HEAD flooded Bockfill At 60 p.s.f. A fc - 2,700 p. s. i fs a 36,000 p.s. i Top Slob CASE N: ( D MAX.( +) MOMENT,SIOC WALLS' * USING MARSTON FORMULA ,S,acciol Conditio>"s' - Aii boxcs Notc /. 0' treat ai bv (+ ) + lrndicotes tenlulon on ins/de of box. Z. Box ilndar hydrostatic beod. c -1 Indieateo tension on outside oftwr. C� Was chahaeor 1i /79 STANDARD LOADING CONDITION-c FOR DESIGN OF SINGLE BARREL BOX CONDUIT L.A. COUNTY FLOOD CONTROL. DISTRIC' --iio p.cf. *(D o u 7 k j pr R. iP I - Ion slob I - pct: To S o 4 b fnvemenl +Doc ktY Wo/ s `, Top Slab Pavenval Truck or R, R. To S h Chi 4 0 j 37p f..� IL Walls — Ibo pct T OD Sl Pa vemen t �- bcckfil I Trwk or9 o u 7 k j pr R. iP o Pgv ementfigackl7li To S o � b fnvemenl +Doc ktY Wo/ s `, Top Slab Pavenval Truck or R, R. CASE U m ,C6-10 MAX.(+) MOMENT, TOP AND BOTTOM SLABS. MAXA-) MOMENT, TOP AND BOTTOM MAXI -) MOMENT,SIDE WALLS. SLABS AT CENTER WALLS. * USING MARSTON FORMULA Po 1 To Slab � a Walls O / ovement -# bo+ck>,ll CASE IY MAXA4) MOMENT,SIDE WALLS _Sp ecial Conditans - All.Uoxei Z 0'- Z'Coyer, freot as bridge, 2. Box mater hydiwIctic hood. 1 ~ To2Slob - 1 NO _rj 8 Vl�olls fo b CASE ME MAX. (44 MOMENT SIDE WALLS FLOODED MCKFILL AT 80 P. S. F..'t Note 1 2700'.4.1. 11 34,000'••.1. cr ) Indicates tension an insiob of box. (n1 tensi p cv7 outside of box. CASE MAX.( -) MOMENT,CORNERS MAX. SHEARS Top S/vb Tr uck R 1 . . V b fnvemenl +Doc ktY `, h To S h Chi 4 0 j IL a s Top Slob o men t ♦ c Truck r CASE MAX.( -) MOMENT,CORNERS MAX. SHEARS Top S/vb To 0 CASE M MAX. ( —) MOMENT TOP SLAM AND SIDE WALLS. MAX. TENSION CENTER ' WALL, WHEN HYDRO. HEAD EXISTS_ STANDARD LOADING CONDITIONS FOR DESIGN OF DOUBLE. BARREL BOX CONDUI L.A. COUNTY FLOOD CONTROL Dl TRIO' 1 . . V b `, h h To 0 CASE M MAX. ( —) MOMENT TOP SLAM AND SIDE WALLS. MAX. TENSION CENTER ' WALL, WHEN HYDRO. HEAD EXISTS_ STANDARD LOADING CONDITIONS FOR DESIGN OF DOUBLE. BARREL BOX CONDUI L.A. COUNTY FLOOD CONTROL Dl TRIO' l Sym. About a X4918 ", 2 Bars Min. ~ G -Bar ( TY P• ) N � _ • T • ~ Optional Const. Joint _ n nJ C B -Bar , B 2 "Typ. _ Distribution Bars equally spaced C -Bar - - -- For cover under 3 2 T p. D- Bar - - - - - -- - i Longitudinal Bars I #;'4 P IS equally = spaced C - Bar im Const Joint C2 -Bar l _ F.- Bar P" v F -Bar N fail #4918��, 2 Bars Min. TYP•) T2 NIP W T2 SCHEMATIC OF SINGLE SOX 12 l - ... #4 @ 18'; 2 Bars Min (Typ.) CI- Bor - I � [III: • ~ C3 -Bar C 2- Bar - - -- a H h BI-Bar N B -Bar Longitudinal Bars #4 6 18' Typ. WI For cover less than 3 Distribution Bars equally spaced - Const. Joint T3 F F - Bar - HI ci H -IN N - -- G - B a r - ----G i -Bar r — B3 -Bar C 2 Ty p. 5 -Bar W2 _ C4 • For cover less than 3 _ Distribution Bars equally spaced 2 "Typ. • D -Bar C CW- Bars �� — Cg-Bar • N • T F3 Bor H -Bay �' T4 _IN N SCHEMATIC OF UNSYMMETRICAL DOUBLE BOX WITH UNEQUAL WIDTH V ONE LANE LIVE LOAD (H2O- S16 -44) POSITIVE MOMENTS {kip faaq (Impact not included) NEGATIVE LOADING SIMPLE SPAN 0 c 6 ♦ 9 A 9 A 5 A S SHEARS & A k' 9 TRUCK 7.X•5 5 S IT) �_i'L' 4 ^ SI ,YI n 5'X'Y y 5'SI S'6'y y 5'S' - RE CTIONS ALTERNATIVE �• (A) 1i 1 A- Z 0 n� LANE Pw w•0.64�I w 0.64 •0.14 w•OJI w•0.81k .. 0 4 F f1 Il f1 fl 1" W! 2 .. fl LL MOMENTS AT U & I- R z F 0.2 or 0.6 POINTS W W << O: Q U � 3 r a F< ^ n a SBM FEM FEM SBM FEM FEM 59M FEM SBM FEM 5BM FEM SBM FEM Z K Z O W 4 SBM FEM OL SBM FEM I A F @C TR FB @C @.2L ¢8 @C @,2L @8 @.4L t?B B.6L 98 If.8L ®B WO of UN In1D,42L @B FT"L 98 MOMENTS (kip t «t) 311 ft a l l 4 6_�is1___a 3 � F -{ LL Z t N 58M F.33L08 FEM FEM BC OL FT SBM @aL FEM 08 FEM oc ,300 COT 4.0 4.0 SAT 4.1 1,0 $.IT 3.1 7.77 6,4 7,7 6.1 6 1 A 6 32,0T 16.0 32 4 0 e 1.4 01 7 IT CIF 2A4 2 .300 16,0 0,0 6.0 10.2 0,2 2.0 10.2 6,1 13,1 10.6 15.4 t2.f 10 9.2 32.0 16,0 32.0 9.1 7 0.8 13.6 2 3 ,300 24.0 12.0 12.0 19.4 12.3 3.1 13.4 9.2 23.0 16,1 23,0 16,4 16,4 13.8 32.0 16.0 32,0 13.9 11,1 1.3 23 4 16.6 12 6 0 S A I 0 21 3 14,2 7.1 3 4 ,300 32.0 16.0 16,0 20.5 16.4 4.1 20.6 12.3 50,7 21,5 30.7 24.6 20,6 19.4 32.0 16.0 32.0 We 13.1 1,7 31,2 24.6 17.1 11 .5 6.2 1.3 26.4 19.0 9.3 4 5 .300 40.0 20.0 20.0 2S,6 20.5 5.1 25.6 15.4 38 4 26 9 311 4 30 1 6 14 CO 1 3S.6 23 7 11.9 7 6 .300 40.0 24,0 24,0 30.7 24,6 6,1 30.7 19.4 46.1 22.3 46,1 36.9 30,7 27.6 32.07 16,0 32.OT 29.2 23.7 2.8 46,9 37,0 26.6 17 9,9 2.0 42.7 25.4 14.2 6 7 .300 66,0 26.0 29.0 35,0 28.7 7.2 38.5 21.6 1 $3.8 37.5 33.e 43.0 33.8 32.3 34.3A 16.0 34,34 3 +.6 28.2 3.0 34.7T 43.1 31.5 21.3 11.9 2.3 49.0 33,2 16.6 7 0 ,300 6_4,0 32.0 32.0 41.0 32,S 0.2 41,07 24.6 1 61,4 43.0 61.4 49.2 41.0 36,9 36.0 15.0 36,0 40.1 32 i e 43.9A 64,1 36.6 24.7 14.1 2,7 56.9T 37.9 Il.o 9Q 42,9A 6 46 0 6 4 1 49 JA 45.3 3817 ! 10 .300 80.0 .40.0 40.0 $1.2 41.0 10.2 57.6 69,1 76,8 53.5 76.07 61,4 S1.2 45.1 30.4 16.0 38,4 $1,7 42.6 2.6 67,2 75,3 47,1 32.0 18.7 2.0 S7.6 $3.6 42.2 10 II ,300 00.0 44.0 44.0 66.3 45.1 11.3 63.3 76.1 04.3T 59.1 90,3 80,1 60.3 $0.7 1 39.3 16.0 31.3 57.6 47.6 3.0 78.2 66.9 S2.6 33,6 11.1 2.3 66.5 62.1 43.7 11 12 .300 90.0 45.0 40.0 61.1 482 12.3 73.0 02.6, 99,OA 97.2 99.8 91.0 61,1 55.3 40.0 16.07 40.0 64,0 S3.1 3.4 09.3 97.3 56.2 39,7 23.7 2.5 75.7 70.4 49.0 12 13 300 104.0 52.0 52.0 66.6 63.2 13.3 60.6 08.7 111.4 107,5 111.4 101 6 66.6 59.9 40,6 16.6 40,6A 70.3 30.6 113.8 100.6 107,5 64.0 43.7 26,3 2.6 05.2 75.3 52.3 13 14 300 112.OT $6.0 56.0 71 7 37.3 14.3 00.3 94.6 122 9 117.5 122,9 112.1 71.7T 64,5 41 1 17.1 41 1 76 0 r4.1 4,2 111.9 117.6 69,9 47,8 29.1 3,1 94,9 66,5 75.9 14 1S ,300 135.2A 72.8 91,2 76.0 61.4 13.4 96,0 100,3 134,4 127,1 134.4 122.5 90,0 A 120.5 41,6 17.6 41,6 03,9 70.0 4.6 123,3 Q 7.6 76,0 52.0 32.0 3.4 104.8 94.4 88.9 is 16 .300 147.0 76.9 90.1 51.9 65.8 16.4 103.7 105.0 145,9 136.6 143.9 132.7 103.7 12 &0 42.0 10.0 42.0 90.] 7S.7 - 3.0 U 4.S 137,5 62,2 36.3 35.0 3.7 114.3 101.2 62.2 16 0 8 5 1 104. 67.0T 69.6 17.4 1 1 1 4 1 1 1 1 157 4 145 0 157.4 142.0 111 t 37 42 / 18 4 42 4 97 3 02.0 5 4 146.3 147.4 So .$ - 60.7 - 38.1 4,0 Ito 9 110.0 65.5 17 18 ,300 170,7 91.3 111,4 119.OA 116.2 58.3 119,0 116,4 169.0 164,9 169,0 152.9 119.0 145,3 42.7 18,7 42.7 104,4 88.3 3.8 167,6 197,1 9S,0 66,3 41.3 4.3 133.0 117.6 60.9 14 19 • 300 182.5 97.4 110.0 126,7 123.4 89,9 126.7 121.6 160.6 163.9 100,3 162.D 126.7 153.4 42.9 18,9 42,9A 111.7 94,7 6.2 169,3 166,8 101.7 69.9 44.6 4.7 I4S,2 125.3 72.2 19 4 6 1 130.0 01.1 0 1 92.0 i t 9 4 1 6 0 7 7 46 S 0 135 S ]2 9 7S.11 20 21 .300 205. 109.7 130,9 142.1 137.6 63.0 142,t 131,9 I203.S 101.6 203,9 102.7 142.1 169,1 43'4 1994 45.3 126.7 108,0 7.0 192.5 106.1 111.4 79.8 St.$ S.3 165.6' 140,4 79.0 21 22 ,300 219.2 I1S,6 137.3 149.0 144,6 ' 64.3 149.6 136,8 215.0 190.3 215 0 192.5 149 8 176.9 43.6A 19.6 46.3 134,3 114.9 7.3 204,1 19! 7 122.4 64.5 95.1 3.6 176,2 147,9 82.3 22 Q a 153.4 05.7 23 24 00 24 126.1 119.9 165.1 158.4 67.5 165,1 116,7 230.1 207,6 238,1 212.0 1165,1 192 2 45 3 20,0 10.7 160.4 R 9.2 8.3 227,3 214,6 137.0 14,7 62.7 6.] 197,0 102.0 09.1 24 23 300 2 134.2 136.2 172.8 163.3 89.0 it a 151.6 249-4 216 1 19 6 221.6 17 0 46 20.1 49.6 138.6 135 6 5 7 9 224.3 144.4 100 0 66 6.6 07 4 170,2 92.6 25 26 ,300 26S.a 14 0,3 162.5 180,6 172.1 70,5 1e0,7 166.5 261.1 224.6 261,1 231,8 180.3 207.3 46.6 20.3 $0.8 167.0 144.1 9.1 250,6 233.8 132. 103.4 70,7 6,9 17.0 177,6 96.0 26 7 JO 0 46 166 ee 17 e 1 168. 161 2 6 2] 40 9 65 2 4 47.4 20.4 1 I 1 1 6 1 15 6 110.9 4.9 7.2 2e.3 103.0 99.4 27 Ia 300 269.7 t32.5 174.9 195.8 10! S 72.4 f99.6 166.2 204.2 241.5 284.2 250.5 19S ,S 222.2 40.0 20,6 32.0 184.2 159.7 '10 0 2 3 9A 232,7 167,6 116.3 79.1 7,6 236.0 192.3 102.2 28 21 49 741.E 15.0.5_ 19 24] 4.9 8 .9 .3 199.7 106.3 2f tit, 7 04 0 0 0 9 8A 7.0 109.6 30 -J1 C r 0 n N t1 N 1017 C G7 m '7 n z Z Z C7 a Z v D m N x a z c a r N tV Table 1. Coefficients (K, k, 1, a) for Rectanauler Snrltnne and le d: Effective P K I k I ) I P 2 n 3 � /a 8,000 a 0.53 J, 10,000 a 0.68 2000 700 750 161 177 0.568 0.584 0.811 0.806 0.0249 0,0274 149 163 0.512 0,529 0,830 0.824 0.0179 1.9 B00 192 0.600 0.800 0.0300 179 0.546 0.818 0.0198 0.0218 9. 15 900 1000 224 255 0,628 0.652 0.791 0.783 0.0353 0,0408 209 240 0.574 0,600 0.809 0.0258 2.2 2.7 1200 320 202 225 0.693 0.568 0.588 0.769 0.811 0.804 0,0520 0.0311 0,0349 303 186 0,643 0,512 0.800 0.786 0,830 0.0300 0.0386 0,0224 N.A. v. Aa 2500 875 950 1000 240 0.600 0.800 0.0375 208 223 0.533 0.546 0.823 0.818 0.0253 0,0273 4,2 12 1125 280 0.628 0,791 0.0442 261 0.574 0.809 0.0323 T Ar 900 1250 319 0.652 0.783 0,0509 300 0.600 0.800 0.0375 P' bd 7.0 1500 400 242 0.693 0,568 0.769 0,811 0,0650 0.0373 379 223 0,643 0.512 0.786 0.830 0,0482 0.0269 1000 0.67 1050 3000 1125 265 0.584 0.806 0.0411 245 0,529 0.824 0,0298 1 12,1 1200 1350 288 335 0.600 0,800 0.0450 268 0.546 0.818 0,0328 k 1 } J /nk 10 1500 383 0,628 0.652 0,791 0,783 0:0530 0.0611 313 360 0.574 0.600 0,809 0.800 0,0387 15.9 17.8 1800 480 298 329 0.693 0.565 0.583 0,769 0,812 0.806 0.0780 0.0459 0.0510 455 275 305 0.643 0,510 0.528 0.786 0.830 0,0450 0.0579 0,0332 3 P' 21� X k 3750 1300 1400 4.3 1500 360 0.600 0.800 0,0563 335 0,546 0.824 0.818 0,0370 0.0410 ° 875 1700 423 0.630 0.790 0.0669 396 0.576 0,808 0,0490 K kj 2 8 1875 479 0.652 0.783 0.0764 450 0.600 0,800 0,0563 19. 2250 600 327 0.693 0.529 0.769 0,824 0.0975 0.0496 568 299 0.643 0.474 0,786 0.842 0,0723 0.0356 a !4- X (averagej- value) 12,000 5.3 1500 5000 1750 403 0.568 0.811 0,0621 371 0.512 0,829 0.0448 for use In As d or da M R 0.71 2000 480 0 .600 0.800 0.0750 446 0,545 0,81a 0,0545 8,7 10.0 2250 559 0.628 0,791 0,0883 522 0.574 0.809 0.0646 O.B4 6 2500 638 0,652 0,783 0.1019 600 0,600 0.800 0.0750 K k j p 15.2 3000 799 10,692 1 0.770 0.1298 758 1 0.643 1 0.786 0,0965 2.48 3.38 /a 12,000 a 0.83 J, 14,000 a 0,98 /s 16,000 a - 1.13 2000 700 750 138 152 0.467 0,484 0.844 0,839 0.0136 0,0151 12� 9 142 0.429 0.657 0.0107 120 0.396 0.868 0,0087 1.29 800 167 0,500 0.833 0.0167 156 0.446 0.462 0,851 0.846 0,0119 0.0132 133 147 0.413 0,429 0,862 0.0097 15 900 1000 196 227 0.529 0.556 0.824 0,0198 185 0.491 0,836 0.0158 175 0,458 0.857 0.847 0.0107 0,0129 4.8 1200 288 0,600 0.815 0.800 0,0232 214 0.517 0,828 0.0185 203 0.484 0.839 0.0151 0.71 1.11 173 194 0.467 0.487 0.844 0,838 0.0300 0.0170 0,0193 274 161 0,563 0,429 0.812 0.857 0.0241 0,0134 262 150 0.529 0.396 0,824 0.868 0,0198 0,0108 2500 875 950 21.5 1000 208 0.500 0.833 0.0208 181 195 0.449 0.462 0.850 O.Bg6 0.0152 0,0165 170 184 0.416 0.861 0.0124 12 1125 1250 246 283 0.529 0.825 0.0248 231 0.491 0,836 0.0197 218 0.429 0,458 0.857 0.847 0.0134 0,0161 2,27 1500 360 0.556 0,600 0.815 0.800 0.0290 268 0.517 0,828 0,0231 254 0.484 0.839 0,0189 30. 36. 207 229 0,467 0.484 0,844 0,839 0,0375 0.0204 0,0227 343 193 0.563 0.429 0,812 0.857 0.0302 0.0161 327 180 0.529 0,396 0.824 0,868 0,0248 0.0130 3000 1050 1125 18.6 1200 250 0.500 0.833 0.0250 213 235 0,446 0.462 0,851 0.846 0.0179 0,0198 200 221 0.413 0,862 0.0145 10 1350 1500 294 340 0,529 0,556 0,824 0,0298 277 0.491 0.836 0,0237 262 0,429 0,458 0,857 O.B47 0.0161 0,0193 1800 432 0,600 0,815 0.800 0.0348 321 0.517 0,828 0,0277 305 0,484 0.839 0,0227 11.2 12.7 255 284 0.464 0,483 0,845 0.839 0,0450 0,0251 0.0282 411 238 0.563 0.426 0.812 0,858 0,0362 0,0198 392 223 0,529 0,394 0,824 0.869 0.0298 0.0160 3750 1300 1400 5.6 1500 312 0.500 0,833 0,0313 265 293 0.444 0.461 0.852 0.846 0.0222 0.0247 249 276 0.412 0.429 0.863 0.0180 B 1700 1875 371 425 0,531 0,556 0.823 0.815 0.0376 0.0434 350 0,493 0.836 0,0299 331 0.460 0,857 0.847 0,0201 0.0244 19.5 2250 540 276 :345 0.600 0,429 0.467 0,800 0.857 0,844 0,0563 0,0268 0.0341 401 514 255 0.517 0.562 0.391 0,828 0.813 0.870 0.0346 0.0452 0.0209 381 490 238 0.484 0.529 0.360 0,839 0.824 0.880 0.0284 0.0372 0.0169 5000 1500 "'0 11.3 2000 417 0.500 0,833 0,0417 322 391 0.429 0,462 0.857 0.846 0,0268 0.0330 301 368 0,396 0.868 0.0217 6 2250 2500 490 566 0,529 0.556 0.824 0,815 0,0496 462 0.491 0,836 0,0395 436 0.429 0.458 0.857 0.647 0268 0.0322 0. 41.4 3000 720 0.600 0.800 0.0579 0.0750 535 686 0517 . 0.563 0828 . 00462 . 508 0.484 0.839 0.0378 7.9 9.1 10.5 11.9 13.4 15.1 18. 22. 0.612 0.0603 654 0.529 0.824 0.0496 Table 2. (continued) "Balanced sleet ratio" applies to problems involving bending only. d: Effective depth /a I d n I c 2 2 3 3 4 1 414 1 67 5% 6 1 615 1 7 1 7% 1 8 1 814 9 10 11 12 700 0.38 0.60 0.86 1.18 1.54 1.9 2,4 2.9 3.5 4.1 4.7 5.4 6.1 6.9 7. 9. 11. 13. 2000 750 0.43 0.67 0.96 1.31 1.71 2.2 2.7 3.2 3.9 4.5 5.2 6.0 6.8 7.7 8.7 10, 12.9115. 800 0,47 0.74 1.06 1,4 1.89 2.4 3.0 3.6 4,2 5.0 5.8 6,6 7.6 8.5 9.6 11. 14.3 . 17 20. 900 0.57 0.89 1,29 1.75 2.29 2.9 3.6 4,3 5.1 6.0 7.0 8.0 9.2 10.3 11.6 14.3 17.3 15 1000 0.67 1,05 1.51 2.0 2.69 3.4 4,2 5.1 6.0 7.1 8.2 9.5 10.8 12,1 13.6 16. 20.3 24. 1200 0.88 1.38 1.98 2.70 3.52 4.5 6.5 6.7 1 7.9 9.3 10.8 12.4 14.1 15.9 17.8 22. 26. 31. 0,48 0.75 1.08 1.47 1.92 2.4 3.0 3.6 4.3 6.1 6,9 6.8 7.7 8.7 9.7 12. 14.5 17. 875 2500 950 0.55 0,86 1.23 1.68 2.19 2.1 3.4 4,1 4.9 5.8 6.7 7.7 8.8 9.9 11,1 13,7 16.61 19. 1000 0.59 0.93 1.33 1.81 2.37 3.0 3.7 4.5 5.3 6.3 7,3 8.3 9.5 10,7 12. 14, 17.9 21. 1125 0.71 1.11 1.60 2.18 2.85 3.6 4.5 5.4 6.4 7.5 8,7 10.0 11.4 12.9 14.4 17. 21.5 25. 12 1250 O.B4 1.31 1.89 2.57 3.36 4.3 5.3 6.4 7.6 8.9 10.3 11.8 13.4 15.2 17.0 21. 25.4 30. 1500 1.10 1.73 2.48 3.38 4.42 5.6 6.9 8.3 9.9 11.7 13.5 15.5 17.7 19,9 22.4 27.6 33.4 39. 0.57 0.89 1.29 1.75 2.29 2,9 3.6 4.3 5.1 6.0 7.0 8.0 9.2 10,3 11,6 14. 3 17. 20. 1050 3000 1125 0.64 1.00 1.44 1.96 2.56 3.2 4.0 4.8 5.8 6.8 7.8 9,0 10.2 11.6 13. 16, 19.4 23. 1200 0.71 1.11 1.60 2.18 2.85 3.6 4.5 5.4 6.4 7.5 8.7 10.0 11.4 12.9 14.4 17.8 21.5 25, 24,000 1350 0.86 1,34 1,93 2.62 3.42 4.3 5.4 6.5 7.7 9.0 10.5 12.0 13.7 15. 5 17.3 21,4 25.9130. 10 1500 1.01 1.58 2,27 3.09 4.03 5.1 6.3 7.6 9.1 10.6 12,3 14.2 16,1 1B.2 20. 4 25,2 30. 36. 1800 1.32 2.07 2.98 4 5.30 6.7 8.3 10.0 11.9 14.0 16.2 18.6 21.2 23.9 26.8 33.1 40.1 47. 0.70 1.10 1.58 2,16 2.82 3.6 4.4 5.3 6.3 7.4 8.6 9.9 11.3 12,7 14,3 17. 21,3 24.1 25. 28. 1300 3750 1400 0.80 1.24 1,79 2.44 3.18 4.0 5.0 6,0 7.2 8,4 9.8 11.2 12.7 14,4 16,1 19.9 1500 0.89 1.39 2.00 2.72 3.55 4.5 5.6 6.7 8.0 9.4 10.9 12.5 14.2 16.0 18.0 22, 2G,9 32. 1700 1.08 1,69 2.43 3.31 4.32 5.5 6.8 8.2 9.7 11.4 13.2 15.2 17.3 19.5 21.9 27. 32.7 3B. 8 1875 1,26 1.97 2.84 3.86 5.04 6.4 7,9 9.5 11.3 13.3 15.4 17.7 20.2 22.8 25. 31, 38,1 45. 2250 1.66 2.59 3.73 5.07 6.62 8.4 10.4 12,5 14.9 17.5 20.3 23.3 26.5 29.9 33. 41.4 60.1 59 0.74 1.16 1.6 2.28 2.98 3.8 4.7 5.6 6.7 7.9 9.1 10.5 11.9 13.4 15.1 18. 22. ,26 1500 5000 1750 0.96 1.49 2.15 2.93 3,82 4.8 6.0 7.2 8.6 10,1 11.7 13.4 15.3 17.3 19.4 23, 28,934 2000 1.18 1.85 2.66 3.63 4.74 6.0 7.4 9. 10.7 12.5 14,5 16.7 18.9 21.4 24.0 29. 35.8 42 2250 1.42 2.23 3.20 4.3 6 5.7 0 7.2 8.9 10.8 8 12 . 1 5.0 17.4 20.0 22.8 25.7 28.8 35. 43.1 51 6 3000 2.20 3.44 4.96 6.7 8.82 18.2 13.8 16.7 19.8 23.3 27,0 31,0 35.3 3 9.8 44,6 165.1 66.7179 700 0.36 0.56 0.80 1 . 09 1.42 1...7 8 2 2 2 3.2 3.8 4.4 5,0 5,7 6.4 7.2 8. 10.8 12 2000 750 0.40 0.62 0.89 1.21 1.58 2,0 2.5 3.0 3.6 4.2 4.9 5.6 6.3 7.2 8,0 9,9 12.O�t 800 0.44 0.69 1.00 1.36 1.78 2.2 2,8 3.4 4,0 4,7 5.4 6,2 7.1 8.0 9. 11.1 13.4 16 900 0,53 0,83 1.20 1.63 2.13 2.7 3.3 4.0 4.8 5.6 6.5 7.5 8.5 9.6 10.8 13.3 16.119 15 1000 0.63 0.98 1.41 1.92 2.51 3.2 3,9 4.7 5.7 6.6 7.7 8.8 10.0 11.3 12.7 15.7 19.0 1200 0.83 1.30 1,87 2.55 3,33 4.2 5.2 6.3 7.5 8.8 10.2 11.7 13,3 15.0 16.8 20. 25. 30 0.44 0.69 1,00 1,36 1.78 2.2 2.8 3.4 4.0 4.7 5.4 6.2 7.1 8.0 9.0 11.1 13.4 16 875 2500 950 0.51 0.79 1,14 1.56 2.03 2.6 3.2 3.8 4.6 5.4 6.2 7.1 8.1 9.2 10.3 12. 15.4 iR 1000 0.55 0.86 1.24 1.69 2.21 2.8 3.5 4.2 6.0 5.8 6,8 7,8 8.8 10.0 11.2 13. 16.7 19 1125 0.67 1.04 1.50 2.05 2.67 3.4 4.2 5,1 6.0 7.1 8.2 9,4 10.7 12.1 13.5 16. 20.2 24 12 1250 0.79 1.23 1,77 2.41 3.15 4.0 4.9 6.0 7.1 8.3 9.7 11,1 12,6 14.2 16. 19.7 23.8 28 1500 1.04 1.63 2.34 3.19 4.1 5.3 6.5 7.9 9.4 11.0 12.7 14.6 16.6 18.8 21.1 26. 31.5137 1050 0.53 0.83 1.20 1,63 2.13 2.7 3.3 4.0 4.8 5,6 6.5 7.5 8,5 9.6 10.8 13.3 16.1 19 3000 1125 0.60 0.93 1.34 1.83 2.38 3.0 3.7 4.5 5.4 6.3 7.3 8.4 9.5 10.8 12.1 14.9 18. 21 1200 0,66 1.04 1.49 2.03 2.66 3.4 4.2 5.0 6.0 7.0 8.1 9.3 10.6 12.0 13.4 16. 20.1 21 27,000 1350 0.80 1.25 1.80 2,45 3.20 4,1 5.0 6.1 7.2 8.5 9.8 11,3 12.B 14,5 16.2 20, 24.2 2P 10 1500 0.94 1.40 2.12 2.89 3.7B 4.B 5.9 7.1 8.5 10,0 11,6 13,3 15.1117.1 19, 1I23 ,G 2tl.G 3 125 800 1, 1.95 2.61 3.82 4.99 6.3 7.8 9.4 11,2 13.2 15.3 17.6 20.0 22.5 25.3 31.2 3I .0 4< 0.66 1.03 1,48 2.01 2.62 3.3 4,1 6.0 5.9 6.9 8, 9.2 10.5 11.8 13,3 16.4 18. 19.8 22.4 2: 21 1300 3750 1400 1500 0.74 0,83 1,16 1,29 1.67 1.86 2.27 2.54 2,96 3,31 3.7 4.2 4.6 5.2 6.6 6.3 6.7 7.5 7,8 8,7 9.1 10.1 10.4 11,6 11.8'13.4I15, 13,2 15.0 16.8 20 2' 1700 1.01 1,58 2.28 3.10 4.05 5.1 6.3 7.7 9.1 10.7 12.4 14,2 1G.2 18.3 20,5 25. 30. 8 1875 118 1.84 2.66 3.61 4.72 6.0 7.4 8.9 10.6 12.5 14.5 1G.6 16.9 21,3 23.9 29. 35.7 4; 2250 1 2.44 3,51 4.78 6.24 7.9 9.8 11.8 14.0 16.5 19.1 21,9 25.0 28.2 31,6 39. 47.2 b 0,69 1,08 1,55 2.11 2.75 3.5 4.3 5.2 6.2 7.3 8.4 9.7 11.0 12.4 13.9 17. 20.812 1500 5000 1750 0.89 1.39 2.00 2.72 3.55 4.5 5,6 6.7 8.0 9.4 10.9 12.5 14.2 16.0 18. 22. 26.9 3: 2000 1.10 1.73 2.48 3.38 4,42 5.6 6.9 B.3 9.9 11.7 13.5 15.5 17.7 19,9 22.4 27. 33.413' 2250 1.33 2.08 3.00 4.08 5,33 6.7 8.3 10.1 12,0 14.1 16.3 18.7 21.3 24.1 27. 33.31I40.3 4 6 ?.q 3000 2.08 3.25 4.68 6.37 8.32 10.5 13.0 15.7 18.7122.0 25.5 29.3 33.3I37.G 42.8 5 62.0 7 "Balanced sleet ratio" applies to problems involving bending only.