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Home My WebLink AboutSouthridge Village Development PH 1STRUCTURAL DESIGN CALCULATIONS CREATIVE COMMUNITIES SOUTHRIDOE VILLAGE DEVELOPMENT PHASE 1 CITY OF FONTANA TRACT 12064-1 JULY 1982 CONTENTS 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 Avenue system 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 r 13oU10 Cl7qfnef--rf '7q Carr-xyatA r7 BY DATE b SUBJECT U/�VL �� P/7c/ SHEET NO. / OF CHKD. BY DATE-�TVl%Yl �/ /j� �Cl/%(' /d�� / L//i�tS JOB NO. eolp-100-/S QES/C�v /-aSSUr�,�TioiyS ,��5/9l� JL/�7C7'/Brr SI�c/C�L1YC.� Get l��i/'J1`�r�eG7 C'o/x`e711- (5701zlz/-f •� . Qvo`-��6 S_ t'c � vies �'`'` c�s�v� ��/e 14 6a�ncc L7�S/f'f�.. Tei- .. /��'�. f��i7 14-4,aov Jr,lloer_ _Zll& `767/rleer- 00d'//o74 1175 / Az�(6,5 �len> �� 1 5/z SECTION 1__ BANANA AVENUE JUNCTION STRUCTURE `- F.3o[4le Erx71r7c-1--f xj Carp raUan BY DATE b Z� SUBJECT ��G��y�� V f SHEET NO. / OF / GHKD. BY DATE JOB NO. COU —1()0-15 ty -7�/ Lo � o 6f LL cis w 2 C o o �7 UL 6p; 6+ r. ao .. -0 N ¢ Lr) D �-- Le N fo 0 0 0 Q I 00 r= r - o � Q- d� i U C� Csy C -7�/ L LL cis w 2 UL 6p; 6+ rz- I � � U C� Csy C Co �� ► E _ Lu Q U i ( Ty p.) cv G - Bar - Optional Const. Joint 1 — •I - i-7 C! -Bar 3 2"T, c- Ba. D- Bar— Longitudinal ar Longitudinal Bars 4 P 18" equally spaced fol f9 B- Bar, B! -Bar - #S6,w .9� • _ Distribution Bars ' equally spaced p 1-7 I C3 - B n r Const Joint Pr - -914e18" (Typ.) C2-BarCL F.- B or 7W /9 F, - B or ;0 19x5 -z N c%j c4 DO Asn' i SCHEMATIC OF SINGLE BOX .��crrotl 14 14 149 4 P I E3 ( TY P.) Optional Const. Joint Cl -Bar ,, -r Z„TYP- C -Bar D -Bar¢/B' Longitudinal Bars A�' 4 P 18 equally spaced /-3 C3 - Bar Const Joint -;41,4,e I E3 (TYP•) PC F- cv �— G - Bar I . a N � •_ \� B --B.,Nr,' BI-Bor I - _ Distribution Bars ' equally spaced TP- I f-0 f C2-Bor or -EN N Ll -Inil d f/-a`stc�'/oXs a i N fEl- /� OD ave e SCHEMATIC OF SINGLE BOX SECTio�v �-B 11-17aX24 n -/4 P 18'1, r- ( Ty p.) cv SCHEMATIC OF SINGLE BOX l -G - Bar a Optional Const. Joint ,T— / -r _—Q N FT "� C -Bar 1 _ B - Bor , BI -Bar . *v �/0 "I Al"',.A �-� if 9j 2"T yp Distribution Bars _ equally spaced - C -Bar , p- D -Bar Longitudinal Bars Aro P 18 equally spaced C3 - Bar�� Const Joint Q. 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Zr HU w J W ti w W aw -i LO W¢G: Lr, W z Y U r tr6 ¢z M U' V- U •0n 0 MM k U' S= aU o ra -O 0E- W rv. w[1 ¢ ZU4 ¢o A.- r 7 NN w IL > o r a rW. 0 w r CL S r to W A z O Z -i z O M U Cl CL z Q Gl�<1 JMr in QQ .G n Q 7 Po QN NM 747 tli jr, .G 7L7 Ill CDP )0 V) —Rl .0 .0 vin, .0.0 FO n o .A •f, �0nn o.-. M r n r 7.0n nn D nm NM mtD 47.0 CD ED )IIP Co ED k3 T R 9 i__9 �1_ S� _7-i 2 SECTION 2 - CHERRY AVENUE JUNCTION STRUCTURE Eff-IL 10 Erx7ineerk- j Corr_)oratADr7 BY DATE SUBJECT �UUT�I��C �/ 601-e., 5, / SHEET NO. / OF / CHKD. BY DATE STYJY/J� �i2�/h /�/%�'y/O�l JOB NO. - Sr/2vc rU,c��U intra mss' �h'E,�.?r 41 E C,4A 9 s C> LIQ - c 0 2 <> 0. I p Ar I co 00 O •1 u ul . LA tf 01 o cp -- - - LP u` No � � `! � 0 y 00 o —. a I j i/J cr t 10 Ln \IA tn t ( E p � o Q f � o oo r r V i o 0 0 Ln 'f ' J.' D r !n 1: 0V N U (J s c s Ar •1 u .� tf 01 o cp -- - - u` No � � `! � Q � W d �: O zra lea Q V _ U (J ZS V .m 2i 6 �4p I r Q 2 D, �� o 4 P 1811, ---� (Ty p. ) Optional Const. Joint " J Ci- Bor C-BarC- D- Bar �.1�/B' Longitudinal Bars ,r4 P 18 equally spaced fo,so N �—G -Bar - n ' N B -Bor Distribution Bars - - equally spaced • 211 i - - I T P. i8 I a C3 -Bar Const Joint 1 9 _1_914 4 618 It (Typ.) I 3-9 h�F, C2-Bor F.- Bar 'a8 /3 - ~ F1-Bor PVCA, N • t a ��— --T' .I yl • l r f D SCHEMATIC OF SINGLE BOX O l C'onsA- Al 4 P I8 (Typ.) a N Optional Const. Joint C - 8 or _ B - Bar , Bi-Bor # 7(p9 ,. *.;P J ..x 6 �. 9"g 2"Typ. _ Distribution Bars _ "�� equally spaced C -ear 2•'T P. D- Bar- Longitudinal ar Longitudinal Bars I #r4 P 18 equally spaced 74,, /-9 C3 -Bar 07 ca. Const Joint C2 -Bar _ F.- Bar SSP O (TYp•) `U r SCNEMATI C OF SINGLE BOX G - Bar Flom SE-�rio-v .B- 3 ;:�e4P 18'�� (Typ. ) Optional Const. Joint C�- Bar s- 2T�� .� yP• C - Bar N D- Bar Longitudinal Bars Ar4 P 18 equally spaced Y -o N C3 -Bar Const Joint 4e18`� (TyP.) C'or�s�r a f— rN ' or, B�-Bar ribution Bars equally spaced _ 2.� T P: i �5"Pi3"x-o G - Bar It-9�I cl CZ -Bar F.- Bar =_ FI -Bar J SCHEMATIC OF SINGLE BOX - SECr-/o v C'-�' i l _ 'dAl ,iz L O m m t a; CL � v • -91 — 'I 'del M� Z m -d 1C j_ o 1 � L O • F— J � Q (.)._j `*'V uj Z U)m Z 0 F— L QX _V O m Q Ld Ld m M:3 U p 0 0 JS C77py 1r 7-1k:61191117 n m y2 o >. v cn Co o'� S` m %-- z N S U U4, I� I 'dAl ,iz L O m m t a; CL � v • -91 — 'I 'del M� Z m -d 1C j_ o 1 � L O • F— J � Q (.)._j `*'V uj Z U)m Z 0 F— L QX _V O m Q Ld Ld m M:3 U p 0 0 JS C77py 1r 7-1k:61191117 n p7 w fes•. J U F- o 410 .+ [� 00 - < f' F- z M o m LL: W :> 0c [G N c i N P Q G LL. 2 Y K I ¢ ALL: b z G i F tic }' piniHd r G. ff X, r~i ��IL11 3 K G - 3 J J Q zr o I9 N Ir _ S G I� P GYM YIn M .- GO . w r .- c Ez C IL IIGGjj,�JJ ti ff G� LL. Z <C 2 R W) u0 P 0 H H� �•^ CC Xm• H Q U SIL' Ur-. IiJ M w .» z in ti c a •^ JAC SCC W¢ U M ¢ a w Ili .•• Q f ..•... .-. .. m r. G [z� or U ~cn. 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W � D( c C D o C o b c o D ro C c o G CD c W o boo t \ fn o 0 cl M o -i o c c f 0 P N .. c o 00 o dDOO Go D CD 00 Gn Loc c PYI tM • o h.. o M M Lc t N - r w L: z H V CC G= G O C G c C c o D b w c o 0 o p o z cG0000 co H ooheyo LL !6 M Q ac N N I o c t^ w L1r o: tZ f Q o G O c }-C[c poo me G µ. lic 0006-- z \F -o ,oh C.^ -1-4 _ " 1 f v Ir cc �•" - N o AU.• z G .c tr H cc - U Di x n A O 0 0 C P o b 0 o m c J d•bGoo cc ¢ca o O c o G c z m F- o Y7o�c W F- t, A -li¢ NM me ... � rF-cch W W Y.Qr CCF - u z U =� z ¢zD_ o Boz J C U H .o.r G o C I W a 0 0 0 oocpo - r cyo c Go J o 00 on oo n W c,+ oocc P Z\ N \ o o c o y rUi CDD r z In w LL _ — in � ll'_ o LSM M P co 0 3 ^ O d _ Ct) m W Li r c odo c 1 Lp Y L m W 3. ¢ Q cY o o n o J7 o do oLGot<, L) La0w z 7 z a rs=br, Z r h V P •m t .t. Mr Ili .+•oc -- cl Li O c? o O U li M N m N z r z LD U w r LL r r{� �_ o c .•� sn u+ m :>H pp U) U) a J x ID z z H cD ti cU zd • • U rr n W Ad, A Y n N W cc a s o o o o dc W 4+ 0 0 o c � z C%, rED L) h�' -� `M +-� [� Q z dock c 0 L D - LC w - - 11}N� r LL C x Ul ¢ .D �-• U P c N N I N m r i i, N c c Co N z O d F- vK> « w z CPz >, H iZ ¢ oc cc O J )- -r. ooco c W q L] ¢ c o - O r�p a) C. W W W ¢ -j WO Za TLLc a W ¢N n _ vLn _ _ n Q vv H el�L mrt DN o -L = -r !L r. .D qU c LL- q �� - ¢LL d U) n } a z c ED r U G m H :> W r. �Kz o oc o a a o [ U) J -.t:docco c LU e] ? c I J L7 W LLL WCz r21K I m W z O ¢ W z¢ .r L6 0 o d c c ¢ ci 0Y)Gcc ra r C CP h 1n r J r F -- r I k - U; �xww(n 3z r OC -1 of I U) W r d' ¢ "M .- q Q S LLQ•1•nN o c tLrc oh Oc HU11 CZ z ¢ z LT+ir UULVU A LL CU rCL N x Ln LL, I 1¢L: U r+ C r U� U !-a Gar Lu r. Ln z ¢za cY tr M+OKw x w O zCoz bra UH -O 11 C 0' M v- u-) ,C d' 1T C, r+ fu V Y) la m C,o .-CJ M v' L 1 D h P o N M 6i D h m P � n porno. QJNN -r C1JNN .-�-'-•-�++-^n QJN Vj NNNNN i NNQJ L� NN iJN N�N�N MMMMMI)V) NT-rQN(}!NN({1�1 Q i T Q'�'q`T S. INN-�NN-N�N ivwn 1AY C` SEDIMENT PRODUCTION COMPUTATIONS ALLUVIAL PLAIN AREA 5700 ACRES (8.9 SQ. MI.) (EXCLUDING JURUPA MOUNTAIN AREA) 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= 1.25% X3= 40% X4= 0 X5= 50 csm Using these parameters sediment production was computed: log (Y + 100) = 524.37231 -270.65625 log (0.344 + 100) -541.71616 +6.41730 log (1.25 + 100) +12.86922 -1.70177 log (40 + 100) -3.65222 +4.03317 log (0 + 100) +8.06634 +0.99248 log (50 + 100) +2.15973 2.51935 Y + 100 = 126 Y = 26 tons/sm = 26 cu. yds./sm (approx.) - mean annual sediment production Revised Flaxman Method The equation used in the revised Flaxman method is: log (Y+100) = 524.37231 - 270.65625 log (XI + 100) + 6.41730 log (X2 + 100) - 1.70177 log (X3 + 100) r + 4.03317 log (X4 + 100) + 0.99248 log (X5 + 100) J! in which 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= 1.25% X3= 40% X4= 0 X5= 50 csm Using these parameters sediment production was computed: log (Y + 100) = 524.37231 -270.65625 log (0.344 + 100) -541.71616 +6.41730 log (1.25 + 100) +12.86922 -1.70177 log (40 + 100) -3.65222 +4.03317 log (0 + 100) +8.06634 +0.99248 log (50 + 100) +2.15973 2.51935 Y + 100 = 126 Y = 26 tons/sm = 26 cu. yds./sm (approx.) - mean annual sediment production 7 a 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) = 524.37231 - 270.65625 log (XI + 100) + 6.41730 log (X2 + 100) - 1.70177 log (X3 + 100) + 4.03317 log (X4 + 100) + 0.99248 log (X5 + 100) in which Y = mean annual sediment production - tons/sm Xl= 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: � 0 524.37231 27 -270.65625 log g (0.344 + 100 -541.71616 +6.41730 log (30 + 100) +13.56581 -1.70177 log (40 + 100) -3.65222 +4.03317 log (0 + 100) +8.06634 +0.99248 log (55 + 100) +2.17386 Y + 100 = 330 Y = 645 tons/sm 2.80994 = 645 cu. yds./sm (approx.) = mean annual sediment production SEDIMENT PRODUCTION COMPUTATIONS ALLUVIAL PLAIN AREA - 5700 ACRES (8.9 SQ. MI.) � (EXCLUDING JURUPA MOUNTAIN AREA) i Universal Soil Loss Equation The Universal Soil Loss Equation is: A = RKLSCP 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 = 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 = 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) 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.) 0 Ij SED114ENT PRODUCTION C014PUTATIONS JURUPA MOUNTAIN AREA - 1300 ACRES (2.0 SQ. MI.) Universal Soil Loss Equation The Universal Soil Loss Equation is: A = RKLSCP 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 P = Support practice factor = 1 A = 50 x 0.24 x 18.5 x 0.003 x 1 = 0.666 tons/ac./yr. = 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 4260 cu. yds./sm (approx.) 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BY DATE �7 r/7 �I ��% (/!�%� -/iSTfZ�OYV{�i� JOB NO. Ax/ Ae7 - - �> C'o�eNc9ne - 7�0� _ 2 ,• _ %-�is� Z L y �l%r7 . - -- _ 12is�viot7 Ar .O• �i�y�aNh'_ .,gvErvUE ��1N�Ti�N Sy"�dcr-�ieC. _ : _ _ . . _ _ . - - - - - - B ff !✓�o'i9a'!�e j Cl s,a�ec,1 ,iL r ♦L 2 _ F-kN410 Erx7fr7C?er)x7 Carparo(AD rn BY DATE 6 Z2-gZ SUBJECT ✓dU/�Y��C �v' �� SHEET NO..OF 7 p CHKD. BY DATE Srrorrr� 9rn'ii� dU/>��oh ✓`T�LrCrUY� JOB NO. Z20I -100 -/ S AF_ aha z: IS SAFE : s: .7 _ `t:t_}b 2 _ _ jLl 6 n i ::_ "` t z :a in wet/a '/5W— 4.31.3' ` 1J-_7.9/��. - 70G 53___ ff5 As . - - - ---- - -''-- -- cgB 7r& CC_- /7vrlc . DVei-/a r�o = 0. 75,. 0¢ - 0.709/7 = D- 637. �s C'C z2, -2. •tlrS> ,131'1 � C �cc K �Yylii �Qr - tJ- 9� fl� _ = f'loT� e /''may uiYG ,�F = go -5 = z918 i FER714le Er X7#-700,rk7p C'0rr-)0r0fk3r7 -7 BY DATE b' SUBJECT SHEET NO. 0 F Z CHKD.BY-DATE - JOB NO.rOlf-/'20 -15" ;!�A.-- ':' - -, - --r -7 - 10,9 ehev -�.2 Q 7 10 4 2* 15- y4 i e,4 2 7 3- 71 c t- 7, 2= Q /Z L '--f 4 j 71 c t- 7, 2= Q /Z F3o410 Erx7fi70erA-x7 Carr�oer--3tk:)n BY DATE � Z3 8% SUBJECT �JK'02Z � i f Z!`! �Z11 ^ SHEET N/O. 5 OF CHKD. BY DATE ✓'<'7%i�� %�C7��li Vy�C" VN J JOB NO.071 -/00 -I-< %CIG ale _lie•fes - �� : . O 87g7S" - O.6'// 7 -7. ; O.OG z9� �3@ZZ �& zy 51 /Ji,-, 4', a ova �ays eV. 5-1705 — O- SL 0-612- 7a 6- r 2.3-15-9Z4 - 0-67 = z-2- o3flb �� nej °� SECTION - 3 - D LOAD ANALYSIS PROGRAM OLOAD INTRODUCTION DLOAD IS A PROGRAM TO CALCULATE THE 0 -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- : 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 B 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 D INSIDE PIPE DIAMETER (INPUT) - INCHES DL INTERPOLATE=D 0 -LOAD - PSF OLD DEAD LOAD ON PIPE - LB/FT DLO COMPUTED O -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 O -LOAD TABLE LF LOAD FACTOR (INPUT) LL LIVE LOAD ON PIPE - LB/FT M SUBSCRIPT FOR LOAD CONDITION N U -LOAD ROU^:D-OFF VALUE NDATA 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 SF FACTOR OF SAFETY (INPUT) ;STA STATION ON PROFILE FOR OUPUT - FEET S1 STATION OF DOWNSTREAM PROFILE POINT - FEET S2 STATION OF UPSTREAM PROFILE POINT - FEET T PIPE WALL THICKNESS (INPUT) - INCHES TITLE NAME OF JOB W X XI XMAX XMIN X1 X2 Y UNIT WEIGHT OF BACKFILL (INPUT) - PCF CALCULATED DEPTH TO INVERT - FEET PROFILE DEPTH TO INVERT (INPUT) - FEET MAXIMUM DEPTH TO INVERT (INPUT) - FEET MINIMUM DEPTH TO INVERT (INPUT) - FEET DEPTH OF DOWNSTREAM PROFILE POINT - FEET DEPTH OF UPSTREAM PROFILE POINT - FEET DEPTH TO INVERT IN D -LOAD TABLE - FEET LIVE LOAD DISTRIBUTIOM i = 1-75H K = Ca.K la F..t t = t�xt�rLmd D(rir , NOTE: OVERLAP MUST BE CONSIDERED FOR DEPTHS OVER 8 FEET. NEGLECT LIVE LOAD -WHERE H IS OVER 8 FEET AND EXCEEDS SPAN. 0 a and b DISTRIBUTION—A.A.S.H.O. [-„r Is FPO a = T..� 17i6.o � I r = 1_rSK NOTE: OVERLAP MUST BE CONSIDERED FOR DEPTHS OVER 3A FEET_ T (PICAL-TREt,1CN CLASS A BEDDING CLASS B BEDDING to 0d ►- Bd 1 V tL i' _ S O Z w ' I • L� tL F `O Ot_ ¢ Q Z y Z m `, O} s F Bc Dtc j_— IS O O Bc 11 cld 4• _ ,�. I_ MIN - ;t INSIDE DIAM 0'6B c LOAD FACTOR - 3.0 LOAD FACTOR - 1.9 i CLASS C BEDDING LOAD FACTOR - 1.6 CLASS D BEDDING Bd - Bc !� t L LOAD FACTOR - m ER:?"le Erx7b-;eerrX7 Corporz-tb n BY DATE 7 27 �Z SUBJECT SHEET NO./ OF / CHKD. BY DATE C/dlc e / , 7/ 0/-7s JOB NO. J2o6�100_CGo �/e COIy!%JG/eve .D �Z dao I'�yQr-g"n _7ZP4'14'c e1c"olvi Looted �iS�i��ifdr� / �/6� �/7<f c/) - -7'�1o,V1 /�Jer ✓a,/.` / d O 28 - 8z .G/rvE ,L/MLT TEtiL/! So�� WioTH ` TEST %S�- O✓f ,., 117- j �"fl STfI 7 -A CO /.01-- 7257 20 `03 9-3 7z20 OVS /7 -ole z�w 13) z T5 // Z I / S !o o //4 /jb ,� D eanar�a ��laii� / r� �`r-� T? 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IN 10 114- zi�i 4C-: < X 4C D, r_ 00 a CIL, 11-3 4q lq- n U-; n CC m) cc LL. n-_ ice' o"o 4([ vj ('J 2: z z 4c CD C-- cD CD C CD C-- C:D v r') r�-, IT .4- z vJ (IJ C'-, cl-, Z% -i = P -j 'TV7 -0 (- o �MCa) C'-I,-) U) 'r 'o '0 r- -D :IJ "i oj LIJ vi 1 vi U-) U-3 in ip, j7UZ if) vj C -i vj vi oj C-� cu cl- C-.1 VJ al cli oj V-1 cl-i C'J PJ C'j LIJ CIJ (Ij ('-I CU oi (Ii VJ iS Er CQ od 4C .74 EK oj W CO cr; im IF C, — 0 a, :> N n m a, 'o C�: C*- LLI r+ aIN PJ CC D, IN 0 ;cz Z <-L 4T41 Z Im i= CD CD C -- 4C[ 10 CD C, co Er- 1-) 0 a L CD, CZ, nJ C's T) Ld n LN c— C- CO C� c) Eli a, a, 0'. t4) r.� (,j PJ PJ ru 3119 0 D 60.0 T R 5.00 CL 12.0 Xl : 7-11 X2 a 15.0 bl s 106 KU II .192 IF 1.90 SF 1.?5 1 H CP PFAP IMPACT PRFS LIVF 1)-L(IA)) UFPIH 313 314 1.58 .194 1265 20 '.`.O1 X861 14`.88 20H67.00 6 2.58 .310 2015 .10 5023 926 8.00 7 3.`,8 .419 2728 .011 416 24?6 678 9.00 SIB 4.56 .524 3408 .00 285 1660 667 10.00 319 5.58 .623 4055 .(10 ?(1H 1;111 693 '11.00 -o 6.58 .718 4671 .011 159 925 736 12.00 1 7.58 R08 :.257 .00 125 7.,10 7HFl 13.00 2 8,58 .894 5815 .00 105 612 846 14.00 3 9.`.B .976 6347 .00 91 533 905 15.110 324 10.58 1.054 6853 .00 80 468 963 16.00 325 11.5FI 1.12H 7334 .00 71 415 1020 _ 17.110 r, 12.5FI 1 .198' - -- 7793- :00 63- 3711 1074 18.00 7 13.5(1 1.265 P230 .00 :i7 33? 1127 19.00 B K BANANA AVENUE STORM DRAIN, JURUPA AVE WEST (3+60 TO 12+55) 3",29 DEPTH 10 330 D-LOAD INVERT-FT. 1 2 20ti0 7.03 .3 2000 7.07 „R4 1950 7.12 335 1900 7.16 X36 10'x'.0 7.20 ;7 1800 7.25 ;H 17`.0 7.29 S9 1700 7.33 340 11.50 7.38 341 1600 7.42 12 1`50 7.46 13 1500 7.51 k4 1450 7.55 .�45 1400 7.59 346 13°`10 7.63 '17 1300 7.68 18 1250 7.72 19 1200 7.76 ,:.0 1150 7.81 351 1100 7.85 352 10`.;0 7.89 53 1000 7.94 i4 950 7.98 55 900 8.11 k'6 850 8.31 357 800 8.51 -NF1 7`�0 8.71 59 700 8.91 60 700 11.16 161 750 12.27 362 800 13.21 363 850 14.07 64 900 14.91 65 950 15.77 66 1000 16.65 167 1050 17.56 36F1 1100 18.49 69 70 71 END (IF PROGRAM 00030000 J7? :RUN DL(IAD.PUP.ENC - -'-- + C::, C-- LQ U� x VQ N Lj 4x < CIJ z 4C <: C CD CU Lv ::D I N m m m 0- Q c n N IN 01, N L.U. z I-- n C- 0 N N CD M -a- r-- C-- — — N M ":r Iq- 0 1^1, CD VJ LL: :> C-- - - - - - - - - - - - - - - - - - - - - - - D CD 3:j C n LI-I w Of �) - - - 7-' z a_ CD CD t= --7) c c C-- c C: I i 7-1 cC-- t-- C:: C=X C, C=, o c CD C::) 0 N '0 0 n OJ z PJ Cr Ca LU o n, CD re) 4q a, NM q, -0 N M M a- M :1- M = M 0- 0, 0" a, 0., PS -q- � A D 36.0 T = 3.00 Cl 1? -0 X1 - 4.0 X? 5.0 VI ;i H CD DEAD IMPACT PRF.S I. IVF D -I OAD 1)E PTH 424 s2`, 11 75 .133 416 .30 1;1074 4-PPAD Y:161 4.00 7 1.75 .299 960 .20 2047 7165 1782 5.00 H 2.75 .455 1458 .10 760 1660 903 6.00 q.:9 3.75 .600 1923 .00 388 1359 720 7.00 430 4.7`• .735 2356 .00 269 941 7?3 8.00 S1 5.75 .861 2760 .00 198 693 757 9.00 14ANANA AVFNUF STORM DRAIN, .IIIRUPA AVF 41FST (14+11 lO 15410 DEPTH TO D -TOAD INVERT -FT. 435 '116 3000 4.04 2950 4.85 2900 4.85 9 2850 4.86 440 2(400 4.87 441 2750 4.87 - �3 2700 2650 4.88 4.09 14 2600 4.89 -.115 2550 4.90 446 2500 4.91 47 2450 4.91 13 2400 4.92 9 2350 4.93 0 2300 4.93 451 2250 4.94 Aft? 2?(10 4.94 -3 2150 4.95 4 2100 4.96 .5 2050 4.96 4:.6 2000 4.97 457 1950 4.98 `It 1900 4.98 119 1850 4.99 .kU 1800 5.00 - S1 1750 5.04 462 1700 1.11.09 163 1650 5.15 1600 5,21 i4 5 1550 5.2.6 f, 1500 5.32 467 1450 5.30 , 460 1400 5.43 ^p9 1350 5.49 1300 5,55 �() 1 1250 5.61 0 1200 5.66 473 1150 5.72 174 11(10 5,78 11rr,�5 1050 5.83 p6 1000 5.89 ¢7 950 5.95 47E1 900 6.02 479 850 6.29 flu N00 6.56 t11 750 6.83 p? 7:.0 8.79 484 485 8E. END OF PROGRAM CPII SEC. v 14. FI.APSI:D MIN. = 2. IMI, AUC 19, 19(42, 2:32 PM ti I 'i. c 1 CD CD IrI 1 U-3 0- Ld- LL:l CD :> 13 - - - - - - ->- ry 411 0- C) -q- N m co o- U-) 0 N C3 a, ;z a: ,z- n -C lbw zo, OJ vi P N PJ N pi N i�j N n m m M m I i ti f. ll VQ - C VJ c w IN M If IN Z> I— CL ckf: -Q I, = 1 a- C -i ca co In IN a, :;?4747 C -C '0 Li I{ a r ({ C –^ I o' C:3 .. i X if 1 i — ice' - • � v !•rte - ! X zr- - --- V C-_ ! a %r- N w acs C c CC - .1 tD_ i— [�%cCaili M_ {_ z = = T3 C � !'1 : ' ,• a- C P rn 47 ;7� IL LI �:• M C 1. :=; .c s E 0- c <L � - - - - - - - - - - - - }^ z U" of Of _ L LL, co L^^I C,v v v G v v v L � � C (-• � 1--f c C C Q' Q• C q C Q• x t_: .^_. a ai U-% N 1 C0 -, a •--.'` O = ,^ •,� inj ! x - - - - - - - - - - - - ! L n n— c ,-• { r ID C* r, i : L7. 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C ..r O L �4;,' c1:s I LL +.au •=� ,� �rCQ.CtT M 1CR !,! Q �--•' i'`7 Ili S' I1r ""�,- a a. C','- . -. CQ N sv -r N V q oGOG oGaGa LL G a r, a cD V) cD U-) �� -1 If D v tt NO ivNr, cMl Z q � A o N M -q— '0 N m C 1 I Ix 2- V U , • C'� M w \ w c PS ! c '._: W \ - r o - ^� M G v7 .L C� r 0- ^ ,-' `� [C j� i!7x " '0 c `0 -0 10 moi: 10 I� N ^ : M C is^•; El, NI I M e M SiSt'JC'.;oSOJ K �, C c' 0 -C'S C � C Q •^. oo L % : 17 CL 0i('S0i idej0,:Z:jPS (_(VL, Nr`S 0iNNPJC'SPSNCTSNNNNNNNNNNN 1 195 196 .. « CHERRY AVFNIIF- STnRM DRAIN .ST.A.20+P0 -T(1 STA ?1+07x -- 197 198 D - 24.0 T t 2.50 CI_ = 12.0 X1 = 3.2 X? 12.0 N = 120 K1.1 .19? LF 1.90 GF n 1.25 199 200 H CD DEAD IMPACT PRFS I. IVF D-1. OAT) PFPTH 201 20? 201 .99 .215 504 .30 69nh 16691 5656 3.20 204 1.99 414 969 .20 1580 3820 1575 4.20 205 2.99 .596 1396 .10 642 .155? 970 5.20 206 3.99 .763 1787 .00 353 853 868 6.20 207 4.99 .916 2145 -.00 249 601 901 7.20 208 5.99 1.057 2474 .00 185 447 961 8.20 209 6.99 1.186 2775 .00 143 347 1097 9.20 210 7.99 1.303 3D51 .00 114 277 1095 10.20 211 8.99 1.41? 3104 .00 99 239 1166 11.20 212 9.99 1.511 3536 .00 87 209 1232 12.20 213 10.99 1.601 3749 .00 76 184 1294 11.20 21A 11.99 1.685 3941 .00 68 164 1351 14.2n 215 12.99 1.761 4122 .00 61 147 1404 15.20 216 x CHFRRY AVENUE STORM DRAIN STA ?0+00 TO CTA ?1+07+1 217 DEPTH TO 218 P -LOAF TNVF-RT-FT. 219 220 3000 3.85 221 2950 3.66 222 2900 3.FIB 223 2850 3.89 224 28Dn 3.90 225 2750 3.91 226 27n0 3.92 227 2650 3.94 228 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 4.08 240 2000 4.10 241 1950 - 4.11 242 1900 4.12 243 1800 4.13 244 1800 4.14 245 1750 4.16 246 1700 4.17 247 1650 4.10 248 1600 4.19 249 1550 4.24 250 1500 4.32 25.1 147-0 4.41 25? 14n0 4.49 253 1350 4.57 254 1300 4,65 255 1250 4.74 256 12nO 4.82 257 1150 4.90 258 1100 4.98 259 1050 5.07 260 1000 5.15 261 950 5.39 26? ?or) 5.P9 263 900 7.10 264 950 8-01 265 1000 8.79 266 1050 9.54 267 1100 10.28 268 1150 10.98 269 1200 11.72 270 1.?:In 12.49 271 line 11.31 272 1350 14.18 273 1400 15.12 274 27`. I 04 N o- Cli q- C 0 0 N all l E x 4- i=-: M m M I CU lq- if) 0� ON <Z Cj Or" 4-- CD L. z is rQ ry rl, vj m a- n c ,4- I -- Er ::D F- U Ic- C- C+- T v^i 2 a- ,:Z- :> C cD u-, Cli Tr U-) •-0 P: ,fir c cc o- Lt �r in < co V,0, PV frM 'r w L'i Vj c, PJ 03 re L.0 m C2 - U N u $=z I_- C-- C:), z:: CD LL- T r_ 'o c- 'o 'o 'oE c:x c:> E C C:) n CD o- C-- co z 0 r—n U LN co CD — N 'a M N i M M w 6- a, 0- r1. O C O C CD CD C- C- trj r -j Illustration 5.2 (Continued) — Dimensions and Approximate Weights of Concrete Pipe These tables are based on concrete weighing 150 pounds per cubic foot and will vary with heavier or lighter weight concrete_ ) ASTM C 76 Reinforced Concrete Culvert, Storm Drain and Sewer Pi e, Ton ue and Groove Joints WALL A WALL 8 WALL C lnlernat Minimum Wall rApproximale Minimum Wall Approximate Minimum Wall ApDrpumale Diameter, Thickness, Weight. pounds Thickness. Weight. pounds Thickness. Weight, pounds inches inches E per loot inches perloot inches perlool 12 13/4 79 2 93 — — 15 1>/8 103 23/4 t 127 — — 18 2 131 21/2 168 — — 21 23/4 171 23/4 214 — — 24 232 217 3 264 33'4 366 27 2% 255 31/4 322 4 420 30 23/4 295 33/2 384 43/4 476 33 22/s 336 33/4 451 43/2 552 36 3 383 4 524 4344 654 42 33/2 520 432 686 53/4 811 48 4 683 5 867 53/4 1011 54 432 864 51/2 1068 63/4 1208 60 5 1064 6 1295 63'4 1473 66 51/2 1287 63/2 1542 73/4 1735 72 6 1532 7 1811 73/4 2015 78 61/2 1797 73/2 2100 83/4 2410 84 k -7— 2085 8 2409 83/4 2660 96 732 2395 81/2 2740 93/4 3020 96 8 2710 9 3090 93/4 3355 102 8th 3078 91/2 3480 103/4 3760 108 9 3446 10 3865 103'4 4160 Large Sizes of Pipe Tongue and Groove Joint Internal Internal Wall Approximate Diameter Diameter Thickness Weight. pounds Inches Feet Inches per tool 114 93/2 93/2 3840 120 10 10 4263 126 101/2 101/2 4690 132 11 11 5148 138 111/2 1132 5627 144 12 12 6126 150 121/2 121/z 6647 156 13 13 7190 162 13 V2 131/2 7754 168 14 14 8339 174 141/2 141/z 8945 180 15 15 9572 These tables are based on concrete weighing 150 pounds per cubic foot and will vary with heavier or lighter weight concrete_ ) a l r— ' •J O G � O ti Z Q W a A J CO 'n z V Q 7 uj I m IH 0 uj U) ,a U LL) LLJ d d L ' N �I�1NIN N OM r) m-) t1) dT dl,nito 0 (D (D (D 1(D I-- t- tom- 00 ,a m T dtn a 3 o C C:o (0 ti y o v � L (D O m [O 0 N y .L i� at o` l y to y o d LO m I U Im m v N a C L mo ayi O m 3 U o U O 1, o C - d G U -0 3 a) C C O= 7 f y O O 0 oy `o (u Iq U)NN n I0I � E II o 111 o oy It m Z O U V N O m c L p (D C - c 3 CL n O m O U y U N a' a0i y 2 b N o -0 , m ro I 1 1 " II (D O l p 0o L N (D C c 3 0 � N mC 7 y y o a) I m L 7 O 'r' J a) _ v O w ` d c 0 v • - a`� ar a� a� c'` ar E m E at E o -O O O G o U 0 '0 '0 o � L I L o c c c y I I� � oN � W LO- y y y y O L 1 J 0 7 N c6j 1 >'-0 _ rn C0 v J aD N (D y On p o > LL I U d 0 c 0 O a) w d O - 0 1 n n n 0 0 O I 0 ayi .J — -- o O 0 c o 0 N N O n 0 r ,n O L _ - L O o w 0 ar N LC) N w N N 0 0 y y r 0 - 3 - 3 3 - C C O (L)3 U 3 3 LL "_' _ O O O L a1 O L L a1 i o � a o (n U = U 0 -C ._ N a) O 0 U-� o 0 0 0 L L 3 u0i - N M d C) I0I I I I Iw0 I Iw � to �0) 10 0 Iit IIII II� 1111111 om I0. 1 0 cli o�� Ul)to U-) 101 VolI 1011 ISI I I I I I i ISI Iv ISI i INI � rol C)0INI - I� o I� Mi LO N C- INI I ! ! 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III Lr) l 0 I I I I� � rI .�I V QI II ! I I I I II r, SI � I ( I0 lol NI i i I il � iQ �� INI ISI p� L1.N N'a`m'- vltilQjrni(DIQ�INirAr07�lOjrnl(D�miNit011-IvIr-I0lK,) cD rnjC' IV Ictltniniu-)i(DIcOI(DItDlt�Ir�I!�Itn �ImlC��m O� d (n I j-iNiN!NIM;MIM On C m m O U L .3 C 0 m d X 3 C 3 N N Z C O n O it O Lli (D ti m b Z C O Q ti O) (D a O r Lu U) N aa� 7 U a � E ILL0 O O J C W O m U) O O' C N C_ O O U co O (l v U m H C D d m U O N Z 0 U Go m o 0 m y i L _0 L _N 41 m U)U a�o 'p C ` O J 0 0 N 3 0 w o LO G C C Z U0 C O H O W N m m � Z F N 0 O' •- N m d m N O ar U m a Y 0 F- O o o ` o 0 0 a U Q � ` 7 _U O U "O C C ami o U " G c m U) � d " O O r J rA N co (D - N N t d u n u jr E 3 3 3 Cd U m O C O '0 U ; d o o O O D 00 N L C n m ') O O+ .O C rU C @ O W m U X O 'o v N t:0 O U d - m o 3 ^ t :� ° b � o d d C 0 U — O m O w 11 - ; Z o U U =3 - C O m C n v v o o LL- tL -0 o o m 0 0 C F --a N C y •. N O O U v _ d m 0 — O .V O U 0 - �- H ar U O C O O U � U o G (O E :) O o 0 Lo � Z m h O C U m (n CL 0 0 0 0 -• Q 0 J 0 J 0 o N 0 O O D - N M W H O Z On C m m O U L .3 C 0 m d X 3 C 3 N N Z C O n O it Lli m b Z Q ti O) (D H O r Lu U) N aa� U a O ILL0 J SECTION 4 ♦` F- W ti CU b y C: 6 U 0�.4 U C\b O z h- F- N 13 0h b v b a U J �- 'C �a w O L 4 ♦C .4•� Q N� i 4 C 4 4 C OC 1a W M z t ► i;� ♦c bt�o cV4 ao lO,�,C�4�� ` WZ �•d C �� ♦�� .J y`43 ..� c4 i ,b O C �� uU QQ 0 ZZ O qu< 4 `-Q • V .0 •Gd •�" ° O O O� 1r� C y� r '1� ,C O b 4 Z U Z o t4i -b O O D v q Uv O \ p O.0 'C Q Z a-- o vj lz IZ b� V 9�1fo4O V t toh �o �c ro Q C Iz C�Jc o O h �j� LL ` OlC l bQ�� h a V) 0 C �, �.0 4 Z •--c •� \ •G -O IV q •y.' b h b 0 It- 0 WO t, 3 'O ` F V COQ t `C '0 'b OaQO��O°e0F 0�4 °OJ c ��p3o��OyuCO Zv ZoJ Qb C m • z,� CO o G z.�a�^bv� `. o\ y JCOt Lb bo b QtO O.0 C� �; v O `n >,b�� W 00� 0 rooObC °♦Z1.0 .J,D °Q si 3k .1,01 0 p�eo 4Z J a � a l rk th V\ 4 rata n 1 C �.6'� O j` �.0 l.0 yam\ j'1 O h O h O O 10 O C S r �� x C Ca 4 e a C b ti o.� c 3 F� iv a o C o •o o o p� - �� - =\mF rco o°-b� utio x'�o ,_cu �a+•6 6 V�OC�O�� °o �o v3+� c.c'-00 %)--z C Q h� a j • �c4z > ac 3 O > �• Iv i� o W b 4 z n 14 W ti 44i C % 0 W .N ` ' ~ 9 i ° a3 4 � � 10 p i 24 ; s •O JV ��•.o e �O j / O OJ v � CO o -boS� I c } C 0 3 a� �•Eb 3 o CQ or I C CL CL e 4 •uijy ' x w / �I •: � f / � � C ®\`� � Q/ �t� j J ° ,i �.SO � \ � V .•. i•- O �X � r �•' lu-..� l ti 0 v r.iog p s.I 03 N1\* to TYPICAL SECTION OF SINGLE BOX TYPICAL SECTION OF DOUBLE BOX RAIL 22 GA, SHEET METAL SECTION A -A RAIL SPACING RAIL WEIGHT D IZ PAVEMENT MINIMUM 317 35LB./YD. 3j& 40LEL/YD. "EMENT MINIMUM 45LBJYQ 34 f A l 55LB/YD 4 3 44• f rA 1 5' 4• S -B• - 5 6i/ 71• B4 1 1380 65 #4 @14 d -2•d-0• 2.343+0041V 5"6 M *L'�4 1 NOTEI .. RAIL I L. Ae6a: 6'-0• 2,692+0,04[V 2267 104 T4. fl• :e NOTFI RAIL �Ad - DOU 3.386t0062V 1818 67 •849' 4 081 3.747+0.062V 5-e7"7fl6-2• an #4@IB DOUBLE I q'_ 4.lOt +0062V 2756 118 #4 @15 DOu LE q 444+0062V :a••:• ABARS # 4 @ 12 ..d.:Q-: 54 63 74 ABARS 6•-B" 5,141+001.2V 1 4571 189 05015 NOTE 2 NOTE 3 .0 NOTE 2 NOTE 3 NOTE 2 NOTE 3 #4@18 #4@IH i- 9 S- 8• S- T }---8•-�--- S 8 -y TYPICAL SECTION OF SINGLE BOX TYPICAL SECTION OF DOUBLE BOX RAIL 22 GA, SHEET METAL SECTION A -A RAIL SPACING RAIL WEIGHT D 30LB./Y0. 317 35LB./YD. 3j& 40LEL/YD. 31 45LBJYQ 34 50LBJYD. l 55LB/YD 4 60LBJY0. 44• BOLE./YD. 1 5' NOTES: 1. PLACE ALL RAILS ON CLASS -8- MORTAR, 2 MINIMUM. 2. FLOW LINE ELEVATION AS SHOWN ON PLAN, 3. FLOOR OF BOXES TO BE TROWELED SMOOTH. 4- RAIL WEIGHT IS OPTIONAL UNLESS OTHERWISE SHOWN. 5. USE MANHOLE FRAME AND COVER NO.4 UNLESS OTHERWISE SHOWN. S 3016. 35LB. 4018. 45LB SM6OLB ENGTH2•-6• A BAR 7,�" el' 10• 10• - 3'-0• 1.635+0.041 V �-2'3•-O' - 6 7-' 8� 94 48 W4@17 4•-0- S -B• -6• 5 6i/ 71• B4 1 1380 65 #4 @14 d -2•d-0• 2.343+0041V 5"6 74 7• 1 2.520+0.041V 1974 89 d-8" 6'-0• 2,692+0,04[V 2267 104 T4. fl• 8� 9+1 5'-2• - DOU 3.386t0062V 1818 67 •849' 4 081 3.747+0.062V 5-e7"7fl6-2• an #4@IB DOUBLE I q'_ 4.lOt +0062V 2756 118 #4 @15 DOu LE q 444+0062V 3a00 140 # 4 @ 12 DQUBJ_E 6 54 63 74 B� 6•-B" S CUYD OF CONCJIO F -E LBS. OF STEEL /[OFT. V IN INCHES RAIL I RE AR A BAR 1.451 + 0-041V 507 - - 3'-0• 1.635+0.041 V 677 - - 3�-6•- 1.814+0.041V 910 48 W4@17 4•-0- 1994+0-041V I 1121 59 #4@16 4•-6- 2.171 +0.041V 1 1380 65 #4 @14 5-0• 2.343+0041V 1701 74 #4 @12 2.520+0.041V 1974 89 #5 @17 6'-0• 2,692+0,04[V 2267 104 #5 @14 0"E I 33- 3028+OA62V 1354 - - DOU 3.386t0062V 1818 - - 4 081 3.747+0.062V I 2240 96 #4@IB DOUBLE I q'_ 4.lOt +0062V 2756 118 #4 @15 DOu LE q 444+0062V 3a00 140 # 4 @ 12 DQUBJ_E 6 4796+QO62V 3947 f56 W S @ 18 DOUBLE 5,141+001.2V 1 4571 189 05015 LOS ANGELES COUNTY ROAD DEPARTMENT RAIL TOP BOX CULVERT NO. 13 STANDARD PLAN ,sJ9r,6s 60-13 APPROVED — ROAD COMMISSIONER DATE I REVISED 11 - 76 vis/�i'� Bc�'a�✓�ecY ?r'ol� ,j�9n �i��o C Oci/� /51 1, 9 FSC- 1`rv'r 4gx en �.. •a .i Tom- TT' aA. r z t S�eO h n /ofc�-zy I aA. r z X= - cv/Css c-I;UG;i_ c NOTES w ` joints shall be set in vfz°'ins�/mos 1. All a.�aa.v.� J SECTION C -C PLAN class C mortar. 2. All precast cgmponents shall be reinforced with 3" diamel steel wound spirally on 4" Mailers. 3. Maintain 1?" clear spacing between reinforcing and surface. j 4. Concrete base shall be Class A. 5. Exposed edges shall be round• with a radius of in. 6. Reinforced concrete flat tops I� shall be installed when depth of cover over cleanout top does not exceed 3' LEGEND ON PLANS 3 STORM DRAIN CLEANOUT 2-(/4 bars t �T�� X ' IT #4 Bars placed diagonally �� t t A lo both waysH– TYPE PIPE DIA X Y Z A4 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' A 8 75" to 84" 8' 4' 1 8' Bend Down —� 15" (Typ.) PLAN Manhole Frame and Cover Bend Down see drawing M-3 15" (Typ) 5„ N —I For step details, -rr:: � 3' _ 0•• ' � see drawing D-11 .Diagonal Bars 1 (IL 4 - # 4 Around pipe 2 . # 4 bars Rounded Pipe Ends L See Drawing D-61 !I. N = : Slope floor 12:1 towards outlet Elev. shown � I on plans i I D I -. --►1 T �. 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, wound spirally on 4" centers. LEGEND ON PLAN: 4. All joints shall be set in Class C mortar. 5. Maintain 1 1/27clear 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 RECOWWNCIED BY SAN DIEGO REGIONAL STANDARD DRAWING REGIONAL STANDARDS ECO kSAN �TEE C..,d—,u, R C E 19607 Oste STORM DRAIN CLEANOUT - TYPE A DRAWING NUMBER 0-9 s•.. QJNN�JNN QJN N�N NQJNNQJNN i wQJ NN QJN NlJ NN N IV 0j NMtj'IMM _i z - _ _ _ _ ==iR - A A __ G A A� it _ [ R X O U F (ij LL F- CI L' W Ifi - � ti o v t C-. z rr cr ca o li ti U U :> O O A F- U _m Z ZF- L" o z o c U Q W z .. 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BY DATE �7 r/7 �I ��% (/!�%� -/iSTfZ�OYV{�i� JOB NO. Ax/ Ae7 - - �> C'o�eNc9ne - 7�0� _ 2 ,• _ %-�is� Z L y �l%r7 . - -- _ 12is�viot7 Ar .O• �i�y�aNh'_ .,gvErvUE ��1N�Ti�N Sy"�dcr-�ieC. _ : _ _ . . _ _ . - - - - - - B ff !✓�o'i9a'!�e j Cl s,a�ec,1 ,iL r ♦L 2 _ F-kN410 Erx7fr7C?er)x7 Carparo(AD rn BY DATE 6 Z2-gZ SUBJECT ✓dU/�Y��C �v' �� SHEET NO..OF 7 p CHKD. BY DATE Srrorrr� 9rn'ii� dU/>��oh ✓`T�LrCrUY� JOB NO. Z20I -100 -/ S AF_ aha z: IS SAFE : s: .7 _ `t:t_}b 2 _ _ jLl 6 n i ::_ "` t z :a in wet/a '/5W— 4.31.3' ` 1J-_7.9/��. - 70G 53___ ff5 As . - - - ---- - -''-- -- cgB 7r& CC_- /7vrlc . DVei-/a r�o = 0. 75,. 0¢ - 0.709/7 = D- 637. �s C'C z2, -2. •tlrS> ,131'1 � C �cc K �Yylii �Qr - tJ- 9� fl� _ = f'loT� e /''may uiYG ,�F = go -5 = z918 i FER714le Er X7#-700,rk7p C'0rr-)0r0fk3r7 -7 BY DATE b' SUBJECT SHEET NO. 0 F Z CHKD.BY-DATE - JOB NO.rOlf-/'20 -15" ;!�A.-- ':' - -, - --r -7 - 10,9 ehev -�.2 Q 7 10 4 2* 15- y4 i e,4 2 7 3- 71 c t- 7, 2= Q /Z L '--f 4 j 71 c t- 7, 2= Q /Z F3o410 Erx7fi70erA-x7 Carr�oer--3tk:)n BY DATE � Z3 8% SUBJECT �JK'02Z � i f Z!`! �Z11 ^ SHEET N/O. 5 OF CHKD. BY DATE ✓'<'7%i�� %�C7��li Vy�C" VN J JOB NO.071 -/00 -I-< %CIG ale _lie•fes - �� : . O 87g7S" - O.6'// 7 -7. ; O.OG z9� �3@ZZ �& zy 51 /Ji,-, 4', a ova �ays eV. 5-1705 — O- SL 0-612- 7a 6- r 2.3-15-9Z4 - 0-67 = z-2- o3flb �� nej °� SECTION - 3 - D LOAD ANALYSIS PROGRAM OLOAD INTRODUCTION DLOAD IS A PROGRAM TO CALCULATE THE 0 -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- : 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 B 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 D INSIDE PIPE DIAMETER (INPUT) - INCHES DL INTERPOLATE=D 0 -LOAD - PSF OLD DEAD LOAD ON PIPE - LB/FT DLO COMPUTED O -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 O -LOAD TABLE LF LOAD FACTOR (INPUT) LL LIVE LOAD ON PIPE - LB/FT M SUBSCRIPT FOR LOAD CONDITION N U -LOAD ROU^:D-OFF VALUE NDATA 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 SF FACTOR OF SAFETY (INPUT) ;STA STATION ON PROFILE FOR OUPUT - FEET S1 STATION OF DOWNSTREAM PROFILE POINT - FEET S2 STATION OF UPSTREAM PROFILE POINT - FEET T PIPE WALL THICKNESS (INPUT) - INCHES TITLE NAME OF JOB W X XI XMAX XMIN X1 X2 Y UNIT WEIGHT OF BACKFILL (INPUT) - PCF CALCULATED DEPTH TO INVERT - FEET PROFILE DEPTH TO INVERT (INPUT) - FEET MAXIMUM DEPTH TO INVERT (INPUT) - FEET MINIMUM DEPTH TO INVERT (INPUT) - FEET DEPTH OF DOWNSTREAM PROFILE POINT - FEET DEPTH OF UPSTREAM PROFILE POINT - FEET DEPTH TO INVERT IN D -LOAD TABLE - FEET LIVE LOAD DISTRIBUTIOM i = 1-75H K = Ca.K la F..t t = t�xt�rLmd D(rir , NOTE: OVERLAP MUST BE CONSIDERED FOR DEPTHS OVER 8 FEET. NEGLECT LIVE LOAD -WHERE H IS OVER 8 FEET AND EXCEEDS SPAN. 0 a and b DISTRIBUTION—A.A.S.H.O. [-„r Is FPO a = T..� 17i6.o � I r = 1_rSK NOTE: OVERLAP MUST BE CONSIDERED FOR DEPTHS OVER 3A FEET_ T (PICAL-TREt,1CN CLASS A BEDDING CLASS B BEDDING to 0d ►- Bd 1 V tL i' _ S O Z w ' I • L� tL F `O Ot_ ¢ Q Z y Z m `, O} s F Bc Dtc j_— IS O O Bc 11 cld 4• _ ,�. I_ MIN - ;t INSIDE DIAM 0'6B c LOAD FACTOR - 3.0 LOAD FACTOR - 1.9 i CLASS C BEDDING LOAD FACTOR - 1.6 CLASS D BEDDING Bd - Bc !� t L LOAD FACTOR - m ER:?"le Erx7b-;eerrX7 Corporz-tb n BY DATE 7 27 �Z SUBJECT SHEET NO./ OF / CHKD. BY DATE C/dlc e / , 7/ 0/-7s JOB NO. J2o6�100_CGo �/e COIy!%JG/eve .D �Z dao I'�yQr-g"n _7ZP4'14'c e1c"olvi Looted �iS�i��ifdr� / �/6� �/7<f c/) - -7'�1o,V1 /�Jer ✓a,/.` / d O 28 - 8z .G/rvE ,L/MLT TEtiL/! So�� WioTH ` TEST %S�- O✓f ,., 117- j �"fl STfI 7 -A CO /.01-- 7257 20 `03 9-3 7z20 OVS /7 -ole z�w 13) z T5 // Z I / S !o o //4 /jb ,� D eanar�a ��laii� / r� �`r-� T? 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IN 10 114- zi�i 4C-: < X 4C D, r_ 00 a CIL, 11-3 4q lq- n U-; n CC m) cc LL. n-_ ice' o"o 4([ vj ('J 2: z z 4c CD C-- cD CD C CD C-- C:D v r') r�-, IT .4- z vJ (IJ C'-, cl-, Z% -i = P -j 'TV7 -0 (- o �MCa) C'-I,-) U) 'r 'o '0 r- -D :IJ "i oj LIJ vi 1 vi U-) U-3 in ip, j7UZ if) vj C -i vj vi oj C-� cu cl- C-.1 VJ al cli oj V-1 cl-i C'J PJ C'j LIJ CIJ (Ij ('-I CU oi (Ii VJ iS Er CQ od 4C .74 EK oj W CO cr; im IF C, — 0 a, :> N n m a, 'o C�: C*- LLI r+ aIN PJ CC D, IN 0 ;cz Z <-L 4T41 Z Im i= CD CD C -- 4C[ 10 CD C, co Er- 1-) 0 a L CD, CZ, nJ C's T) Ld n LN c— C- CO C� c) Eli a, a, 0'. t4) r.� (,j PJ PJ ru 3119 0 D 60.0 T R 5.00 CL 12.0 Xl : 7-11 X2 a 15.0 bl s 106 KU II .192 IF 1.90 SF 1.?5 1 H CP PFAP IMPACT PRFS LIVF 1)-L(IA)) UFPIH 313 314 1.58 .194 1265 20 '.`.O1 X861 14`.88 20H67.00 6 2.58 .310 2015 .10 5023 926 8.00 7 3.`,8 .419 2728 .011 416 24?6 678 9.00 SIB 4.56 .524 3408 .00 285 1660 667 10.00 319 5.58 .623 4055 .(10 ?(1H 1;111 693 '11.00 -o 6.58 .718 4671 .011 159 925 736 12.00 1 7.58 R08 :.257 .00 125 7.,10 7HFl 13.00 2 8,58 .894 5815 .00 105 612 846 14.00 3 9.`.B .976 6347 .00 91 533 905 15.110 324 10.58 1.054 6853 .00 80 468 963 16.00 325 11.5FI 1.12H 7334 .00 71 415 1020 _ 17.110 r, 12.5FI 1 .198' - -- 7793- :00 63- 3711 1074 18.00 7 13.5(1 1.265 P230 .00 :i7 33? 1127 19.00 B K BANANA AVENUE STORM DRAIN, JURUPA AVE WEST (3+60 TO 12+55) 3",29 DEPTH 10 330 D-LOAD INVERT-FT. 1 2 20ti0 7.03 .3 2000 7.07 „R4 1950 7.12 335 1900 7.16 X36 10'x'.0 7.20 ;7 1800 7.25 ;H 17`.0 7.29 S9 1700 7.33 340 11.50 7.38 341 1600 7.42 12 1`50 7.46 13 1500 7.51 k4 1450 7.55 .�45 1400 7.59 346 13°`10 7.63 '17 1300 7.68 18 1250 7.72 19 1200 7.76 ,:.0 1150 7.81 351 1100 7.85 352 10`.;0 7.89 53 1000 7.94 i4 950 7.98 55 900 8.11 k'6 850 8.31 357 800 8.51 -NF1 7`�0 8.71 59 700 8.91 60 700 11.16 161 750 12.27 362 800 13.21 363 850 14.07 64 900 14.91 65 950 15.77 66 1000 16.65 167 1050 17.56 36F1 1100 18.49 69 70 71 END (IF PROGRAM 00030000 J7? :RUN DL(IAD.PUP.ENC - -'-- + C::, C-- LQ U� x VQ N Lj 4x < CIJ z 4C <: C CD CU Lv ::D I N m m m 0- Q c n N IN 01, N L.U. z I-- n C- 0 N N CD M -a- r-- C-- — — N M ":r Iq- 0 1^1, CD VJ LL: :> C-- - - - - - - - - - - - - - - - - - - - - - - D CD 3:j C n LI-I w Of �) - - - 7-' z a_ CD CD t= --7) c c C-- c C: I i 7-1 cC-- t-- C:: C=X C, C=, o c CD C::) 0 N '0 0 n OJ z PJ Cr Ca LU o n, CD re) 4q a, NM q, -0 N M M a- M :1- M = M 0- 0, 0" a, 0., PS -q- � A D 36.0 T = 3.00 Cl 1? -0 X1 - 4.0 X? 5.0 VI ;i H CD DEAD IMPACT PRF.S I. IVF D -I OAD 1)E PTH 424 s2`, 11 75 .133 416 .30 1;1074 4-PPAD Y:161 4.00 7 1.75 .299 960 .20 2047 7165 1782 5.00 H 2.75 .455 1458 .10 760 1660 903 6.00 q.:9 3.75 .600 1923 .00 388 1359 720 7.00 430 4.7`• .735 2356 .00 269 941 7?3 8.00 S1 5.75 .861 2760 .00 198 693 757 9.00 14ANANA AVFNUF STORM DRAIN, .IIIRUPA AVF 41FST (14+11 lO 15410 DEPTH TO D -TOAD INVERT -FT. 435 '116 3000 4.04 2950 4.85 2900 4.85 9 2850 4.86 440 2(400 4.87 441 2750 4.87 - �3 2700 2650 4.88 4.09 14 2600 4.89 -.115 2550 4.90 446 2500 4.91 47 2450 4.91 13 2400 4.92 9 2350 4.93 0 2300 4.93 451 2250 4.94 Aft? 2?(10 4.94 -3 2150 4.95 4 2100 4.96 .5 2050 4.96 4:.6 2000 4.97 457 1950 4.98 `It 1900 4.98 119 1850 4.99 .kU 1800 5.00 - S1 1750 5.04 462 1700 1.11.09 163 1650 5.15 1600 5,21 i4 5 1550 5.2.6 f, 1500 5.32 467 1450 5.30 , 460 1400 5.43 ^p9 1350 5.49 1300 5,55 �() 1 1250 5.61 0 1200 5.66 473 1150 5.72 174 11(10 5,78 11rr,�5 1050 5.83 p6 1000 5.89 ¢7 950 5.95 47E1 900 6.02 479 850 6.29 flu N00 6.56 t11 750 6.83 p? 7:.0 8.79 484 485 8E. END OF PROGRAM CPII SEC. v 14. FI.APSI:D MIN. = 2. IMI, AUC 19, 19(42, 2:32 PM ti I 'i. c 1 CD CD IrI 1 U-3 0- Ld- LL:l CD :> 13 - - - - - - ->- ry 411 0- C) -q- N m co o- U-) 0 N C3 a, ;z a: ,z- n -C lbw zo, OJ vi P N PJ N pi N i�j N n m m M m I i ti f. ll VQ - C VJ c w IN M If IN Z> I— CL ckf: -Q I, = 1 a- C -i ca co In IN a, :;?4747 C -C '0 Li I{ a r ({ C –^ I o' C:3 .. i X if 1 i — ice' - • � v !•rte - ! X zr- - --- V C-_ ! a %r- N w acs C c CC - .1 tD_ i— [�%cCaili M_ {_ z = = T3 C � !'1 : ' ,• a- C P rn 47 ;7� IL LI �:• M C 1. :=; .c s E 0- c <L � - - - - - - - - - - - - }^ z U" of Of _ L LL, co L^^I C,v v v G v v v L � � C (-• � 1--f c C C Q' Q• C q C Q• x t_: .^_. a ai U-% N 1 C0 -, a •--.'` O = ,^ •,� inj ! x - - - - - - - - - - - - ! L n n— c ,-• { r ID C* r, i : L7. W : ;^- �Trs�} {� 1[�r, iZNmma-mmmEn�C"'DMa0--Q.c�-!a,ao.a afS oco'^oco li ii 0- 4- X Ll Ol 1 r �� _ CD 3.r- O c00� ca z C-- CD C=;Q CD iii 11 L L i — M -,;r N ctj Li-, on q- N tI 04 ct- M N to n' - - - - - - - - - - - - - - - - IN M vj SY c= CD c::- CD � CD c__ C__ -_z:; C__ r_ `0 -.0 10 Ir- 10 IZ" "CI:_- 10 110 10 cD o Q = n cD a- D, 0- D_ ON C_ r,' (IJ r*"' rn OJ VJ M N N tK M M t -j .4- v7_- -, in n n on n 0 n 'o a iI C - o 0 ci A i ?i • 1 CD c X j X V .� w :'� �i v = V ! ._. - ^moi l_•-' fit" C'T.: K L ` 41.•. ...- PQ M� _ V d X i- --- a a c a c a r � Cc M OJ C' - LI 2 C'a C L; c oco^ cCD _ y vj a Pa . c+a ; Pa x ,-. Pa : a M M a z YK 7 C O�GA o� M�tli "-L\wAc ••itM Gar•P�i;. '�' '0 'r- A A rr4 .� T T .T-1 T ..., ...-r •--• --T-4 •r--T T —. T-' T -rr r+ T T T T T'•r T, 1'T L: C� I I iE sn _ I ' — Y t . + G 1 • O 1 � I i iI v j � • v tK V, a: o r t'S [gyp r iv E! i—e f rM CQ I :.f: '` w 1 -0 r: its l -q M : r_ M �e-_ - t --s i y_ fir: O G O^ z C.._. C ..r O L �4;,' c1:s I LL +.au •=� ,� �rCQ.CtT M 1CR !,! Q �--•' i'`7 Ili S' I1r ""�,- a a. C','- . -. CQ N sv -r N V q oGOG oGaGa LL G a r, a cD V) cD U-) �� -1 If D v tt NO ivNr, cMl Z q � A o N M -q— '0 N m C 1 I Ix 2- V U , • C'� M w \ w c PS ! c '._: W \ - r o - ^� M G v7 .L C� r 0- ^ ,-' `� [C j� i!7x " '0 c `0 -0 10 moi: 10 I� N ^ : M C is^•; El, NI I M e M SiSt'JC'.;oSOJ K �, C c' 0 -C'S C � C Q •^. oo L % : 17 CL 0i('S0i idej0,:Z:jPS (_(VL, Nr`S 0iNNPJC'SPSNCTSNNNNNNNNNNN 1 195 196 .. « CHERRY AVFNIIF- STnRM DRAIN .ST.A.20+P0 -T(1 STA ?1+07x -- 197 198 D - 24.0 T t 2.50 CI_ = 12.0 X1 = 3.2 X? 12.0 N = 120 K1.1 .19? LF 1.90 GF n 1.25 199 200 H CD DEAD IMPACT PRFS I. IVF D-1. OAT) PFPTH 201 20? 201 .99 .215 504 .30 69nh 16691 5656 3.20 204 1.99 414 969 .20 1580 3820 1575 4.20 205 2.99 .596 1396 .10 642 .155? 970 5.20 206 3.99 .763 1787 .00 353 853 868 6.20 207 4.99 .916 2145 -.00 249 601 901 7.20 208 5.99 1.057 2474 .00 185 447 961 8.20 209 6.99 1.186 2775 .00 143 347 1097 9.20 210 7.99 1.303 3D51 .00 114 277 1095 10.20 211 8.99 1.41? 3104 .00 99 239 1166 11.20 212 9.99 1.511 3536 .00 87 209 1232 12.20 213 10.99 1.601 3749 .00 76 184 1294 11.20 21A 11.99 1.685 3941 .00 68 164 1351 14.2n 215 12.99 1.761 4122 .00 61 147 1404 15.20 216 x CHFRRY AVENUE STORM DRAIN STA ?0+00 TO CTA ?1+07+1 217 DEPTH TO 218 P -LOAF TNVF-RT-FT. 219 220 3000 3.85 221 2950 3.66 222 2900 3.FIB 223 2850 3.89 224 28Dn 3.90 225 2750 3.91 226 27n0 3.92 227 2650 3.94 228 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 4.08 240 2000 4.10 241 1950 - 4.11 242 1900 4.12 243 1800 4.13 244 1800 4.14 245 1750 4.16 246 1700 4.17 247 1650 4.10 248 1600 4.19 249 1550 4.24 250 1500 4.32 25.1 147-0 4.41 25? 14n0 4.49 253 1350 4.57 254 1300 4,65 255 1250 4.74 256 12nO 4.82 257 1150 4.90 258 1100 4.98 259 1050 5.07 260 1000 5.15 261 950 5.39 26? ?or) 5.P9 263 900 7.10 264 950 8-01 265 1000 8.79 266 1050 9.54 267 1100 10.28 268 1150 10.98 269 1200 11.72 270 1.?:In 12.49 271 line 11.31 272 1350 14.18 273 1400 15.12 274 27`. I 04 N o- Cli q- C 0 0 N all l E x 4- i=-: M m M I CU lq- if) 0� ON <Z Cj Or" 4-- CD L. z is rQ ry rl, vj m a- n c ,4- I -- Er ::D F- U Ic- C- C+- T v^i 2 a- ,:Z- :> C cD u-, Cli Tr U-) •-0 P: ,fir c cc o- Lt �r in < co V,0, PV frM 'r w L'i Vj c, PJ 03 re L.0 m C2 - U N u $=z I_- C-- C:), z:: CD LL- T r_ 'o c- 'o 'o 'oE c:x c:> E C C:) n CD o- C-- co z 0 r—n U LN co CD — N 'a M N i M M w 6- a, 0- r1. O C O C CD CD C- C- trj r -j Illustration 5.2 (Continued) — Dimensions and Approximate Weights of Concrete Pipe These tables are based on concrete weighing 150 pounds per cubic foot and will vary with heavier or lighter weight concrete_ ) ASTM C 76 Reinforced Concrete Culvert, Storm Drain and Sewer Pi e, Ton ue and Groove Joints WALL A WALL 8 WALL C lnlernat Minimum Wall rApproximale Minimum Wall Approximate Minimum Wall ApDrpumale Diameter, Thickness, Weight. pounds Thickness. Weight. pounds Thickness. Weight, pounds inches inches E per loot inches perloot inches perlool 12 13/4 79 2 93 — — 15 1>/8 103 23/4 t 127 — — 18 2 131 21/2 168 — — 21 23/4 171 23/4 214 — — 24 232 217 3 264 33'4 366 27 2% 255 31/4 322 4 420 30 23/4 295 33/2 384 43/4 476 33 22/s 336 33/4 451 43/2 552 36 3 383 4 524 4344 654 42 33/2 520 432 686 53/4 811 48 4 683 5 867 53/4 1011 54 432 864 51/2 1068 63/4 1208 60 5 1064 6 1295 63'4 1473 66 51/2 1287 63/2 1542 73/4 1735 72 6 1532 7 1811 73/4 2015 78 61/2 1797 73/2 2100 83/4 2410 84 k -7— 2085 8 2409 83/4 2660 96 732 2395 81/2 2740 93/4 3020 96 8 2710 9 3090 93/4 3355 102 8th 3078 91/2 3480 103/4 3760 108 9 3446 10 3865 103'4 4160 Large Sizes of Pipe Tongue and Groove Joint Internal Internal Wall Approximate Diameter Diameter Thickness Weight. pounds Inches Feet Inches per tool 114 93/2 93/2 3840 120 10 10 4263 126 101/2 101/2 4690 132 11 11 5148 138 111/2 1132 5627 144 12 12 6126 150 121/2 121/z 6647 156 13 13 7190 162 13 V2 131/2 7754 168 14 14 8339 174 141/2 141/z 8945 180 15 15 9572 These tables are based on concrete weighing 150 pounds per cubic foot and will vary with heavier or lighter weight concrete_ ) a l r— ' •J O G � O ti Z Q W a A J CO 'n z V Q 7 uj I m IH 0 uj U) ,a U LL) LLJ d d L ' N �I�1NIN N OM r) m-) t1) dT dl,nito 0 (D (D (D 1(D I-- t- tom- 00 ,a m T dtn a 3 o C C:o (0 ti y o v � L (D O m [O 0 N y .L i� at o` l y to y o d LO m I U Im m v N a C L mo ayi O m 3 U o U O 1, o C - d G U -0 3 a) C C O= 7 f y O O 0 oy `o (u Iq U)NN n I0I � E II o 111 o oy It m Z O U V N O m c L p (D C - c 3 CL n O m O U y U N a' a0i y 2 b N o -0 , m ro I 1 1 " II (D O l p 0o L N (D C c 3 0 � N mC 7 y y o a) I m L 7 O 'r' J a) _ v O w ` d c 0 v • - a`� ar a� a� c'` ar E m E at E o -O O O G o U 0 '0 '0 o � L I L o c c c y I I� � oN � W LO- y y y y O L 1 J 0 7 N c6j 1 >'-0 _ rn C0 v J aD N (D y On p o > LL I U d 0 c 0 O a) w d O - 0 1 n n n 0 0 O I 0 ayi .J — -- o O 0 c o 0 N N O n 0 r ,n O L _ - L O o w 0 ar N LC) N w N N 0 0 y y r 0 - 3 - 3 3 - C C O (L)3 U 3 3 LL "_' _ O O O L a1 O L L a1 i o � a o (n U = U 0 -C ._ N a) O 0 U-� o 0 0 0 L L 3 u0i - N M d C) I0I I I I Iw0 I Iw � to �0) 10 0 Iit IIII II� 1111111 om I0. 1 0 cli o�� Ul)to U-) 101 VolI 1011 ISI I I I I I i ISI Iv ISI i INI � rol C)0INI - I� o I� Mi LO N C- INI I ! ! 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III Lr) l 0 I I I I� � rI .�I V QI II ! I I I I II r, SI � I ( I0 lol NI i i I il � iQ �� INI ISI p� L1.N N'a`m'- vltilQjrni(DIQ�INirAr07�lOjrnl(D�miNit011-IvIr-I0lK,) cD rnjC' IV Ictltniniu-)i(DIcOI(DItDlt�Ir�I!�Itn �ImlC��m O� d (n I j-iNiN!NIM;MIM On C m m O U L .3 C 0 m d X 3 C 3 N N Z C O n O it O Lli (D ti m b Z C O Q ti O) (D a O r Lu U) N aa� 7 U a � E ILL0 O O J C W O m U) O O' C N C_ O O U co O (l v U m H C D d m U O N Z 0 U Go m o 0 m y i L _0 L _N 41 m U)U a�o 'p C ` O J 0 0 N 3 0 w o LO G C C Z U0 C O H O W N m m � Z F N 0 O' •- N m d m N O ar U m a Y 0 F- O o o ` o 0 0 a U Q � ` 7 _U O U "O C C ami o U " G c m U) � d " O O r J rA N co (D - N N t d u n u jr E 3 3 3 Cd U m O C O '0 U ; d o o O O D 00 N L C n m ') O O+ .O C rU C @ O W m U X O 'o v N t:0 O U d - m o 3 ^ t :� ° b � o d d C 0 U — O m O w 11 - ; Z o U U =3 - C O m C n v v o o LL- tL -0 o o m 0 0 C F --a N C y •. N O O U v _ d m 0 — O .V O U 0 - �- H ar U O C O O U � U o G (O E :) O o 0 Lo � Z m h O C U m (n CL 0 0 0 0 -• Q 0 J 0 J 0 o N 0 O O D - N M W H O Z On C m m O U L .3 C 0 m d X 3 C 3 N N Z C O n O it Lli m b Z Q ti O) (D H O r Lu U) N aa� U a O ILL0 J SECTION 4 ♦` F- W ti CU b y C: 6 U 0�.4 U C\b O z h- F- N 13 0h b v b a U J �- 'C �a w O L 4 ♦C .4•� Q N� i 4 C 4 4 C OC 1a W M z t ► i;� ♦c bt�o cV4 ao lO,�,C�4�� ` WZ �•d C �� ♦�� .J y`43 ..� c4 i ,b O C �� uU QQ 0 ZZ O qu< 4 `-Q • V .0 •Gd •�" ° O O O� 1r� C y� r '1� ,C O b 4 Z U Z o t4i -b O O D v q Uv O \ p O.0 'C Q Z a-- o vj lz IZ b� V 9�1fo4O V t toh �o �c ro Q C Iz C�Jc o O h �j� LL ` OlC l bQ�� h a V) 0 C �, �.0 4 Z •--c •� \ •G -O IV q •y.' b h b 0 It- 0 WO t, 3 'O ` F V COQ t `C '0 'b OaQO��O°e0F 0�4 °OJ c ��p3o��OyuCO Zv ZoJ Qb C m • z,� CO o G z.�a�^bv� `. o\ y JCOt Lb bo b QtO O.0 C� �; v O `n >,b�� W 00� 0 rooObC °♦Z1.0 .J,D °Q si 3k .1,01 0 p�eo 4Z J a � a l rk th V\ 4 rata n 1 C �.6'� O j` �.0 l.0 yam\ j'1 O h O h O O 10 O C S r �� x C Ca 4 e a C b ti o.� c 3 F� iv a o C o •o o o p� - �� - =\mF rco o°-b� utio x'�o ,_cu �a+•6 6 V�OC�O�� °o �o v3+� c.c'-00 %)--z C Q h� a j • �c4z > ac 3 O > �• Iv i� o W b 4 z n 14 W ti 44i C % 0 W .N ` ' ~ 9 i ° a3 4 � � 10 p i 24 ; s •O JV ��•.o e �O j / O OJ v � CO o -boS� I c } C 0 3 a� �•Eb 3 o CQ or I C CL CL e 4 •uijy ' x w / �I •: � f / � � C ®\`� � Q/ �t� j J ° ,i �.SO � \ � V .•. i•- O �X � r �•' lu-..� l ti 0 v r.iog p s.I 03 N1\* to TYPICAL SECTION OF SINGLE BOX TYPICAL SECTION OF DOUBLE BOX RAIL 22 GA, SHEET METAL SECTION A -A RAIL SPACING RAIL WEIGHT D IZ PAVEMENT MINIMUM 317 35LB./YD. 3j& 40LEL/YD. "EMENT MINIMUM 45LBJYQ 34 f A l 55LB/YD 4 3 44• f rA 1 5' 4• S -B• - 5 6i/ 71• B4 1 1380 65 #4 @14 d -2•d-0• 2.343+0041V 5"6 M *L'�4 1 NOTEI .. RAIL I L. Ae6a: 6'-0• 2,692+0,04[V 2267 104 T4. fl• :e NOTFI RAIL �Ad - DOU 3.386t0062V 1818 67 •849' 4 081 3.747+0.062V 5-e7"7fl6-2• an #4@IB DOUBLE I q'_ 4.lOt +0062V 2756 118 #4 @15 DOu LE q 444+0062V :a••:• ABARS # 4 @ 12 ..d.:Q-: 54 63 74 ABARS 6•-B" 5,141+001.2V 1 4571 189 05015 NOTE 2 NOTE 3 .0 NOTE 2 NOTE 3 NOTE 2 NOTE 3 #4@18 #4@IH i- 9 S- 8• S- T }---8•-�--- S 8 -y TYPICAL SECTION OF SINGLE BOX TYPICAL SECTION OF DOUBLE BOX RAIL 22 GA, SHEET METAL SECTION A -A RAIL SPACING RAIL WEIGHT D 30LB./Y0. 317 35LB./YD. 3j& 40LEL/YD. 31 45LBJYQ 34 50LBJYD. l 55LB/YD 4 60LBJY0. 44• BOLE./YD. 1 5' NOTES: 1. PLACE ALL RAILS ON CLASS -8- MORTAR, 2 MINIMUM. 2. FLOW LINE ELEVATION AS SHOWN ON PLAN, 3. FLOOR OF BOXES TO BE TROWELED SMOOTH. 4- RAIL WEIGHT IS OPTIONAL UNLESS OTHERWISE SHOWN. 5. USE MANHOLE FRAME AND COVER NO.4 UNLESS OTHERWISE SHOWN. S 3016. 35LB. 4018. 45LB SM6OLB ENGTH2•-6• A BAR 7,�" el' 10• 10• - 3'-0• 1.635+0.041 V �-2'3•-O' - 6 7-' 8� 94 48 W4@17 4•-0- S -B• -6• 5 6i/ 71• B4 1 1380 65 #4 @14 d -2•d-0• 2.343+0041V 5"6 74 7• 1 2.520+0.041V 1974 89 d-8" 6'-0• 2,692+0,04[V 2267 104 T4. fl• 8� 9+1 5'-2• - DOU 3.386t0062V 1818 67 •849' 4 081 3.747+0.062V 5-e7"7fl6-2• an #4@IB DOUBLE I q'_ 4.lOt +0062V 2756 118 #4 @15 DOu LE q 444+0062V 3a00 140 # 4 @ 12 DQUBJ_E 6 54 63 74 B� 6•-B" S CUYD OF CONCJIO F -E LBS. OF STEEL /[OFT. V IN INCHES RAIL I RE AR A BAR 1.451 + 0-041V 507 - - 3'-0• 1.635+0.041 V 677 - - 3�-6•- 1.814+0.041V 910 48 W4@17 4•-0- 1994+0-041V I 1121 59 #4@16 4•-6- 2.171 +0.041V 1 1380 65 #4 @14 5-0• 2.343+0041V 1701 74 #4 @12 2.520+0.041V 1974 89 #5 @17 6'-0• 2,692+0,04[V 2267 104 #5 @14 0"E I 33- 3028+OA62V 1354 - - DOU 3.386t0062V 1818 - - 4 081 3.747+0.062V I 2240 96 #4@IB DOUBLE I q'_ 4.lOt +0062V 2756 118 #4 @15 DOu LE q 444+0062V 3a00 140 # 4 @ 12 DQUBJ_E 6 4796+QO62V 3947 f56 W S @ 18 DOUBLE 5,141+001.2V 1 4571 189 05015 LOS ANGELES COUNTY ROAD DEPARTMENT RAIL TOP BOX CULVERT NO. 13 STANDARD PLAN ,sJ9r,6s 60-13 APPROVED — ROAD COMMISSIONER DATE I REVISED 11 - 76 vis/�i'� Bc�'a�✓�ecY ?r'ol� ,j�9n �i��o C Oci/� /51 1, 9 FSC- 1`rv'r 4gx en �.. •a .i Tom- TT' aA. r z t S�eO h n /ofc�-zy I aA. r z X= - cv/Css c-I;UG;i_ c NOTES w ` joints shall be set in vfz°'ins�/mos 1. All a.�aa.v.� J SECTION C -C PLAN class C mortar. 2. All precast cgmponents shall be reinforced with 3" diamel steel wound spirally on 4" Mailers. 3. Maintain 1?" clear spacing between reinforcing and surface. j 4. Concrete base shall be Class A. 5. Exposed edges shall be round• with a radius of in. 6. Reinforced concrete flat tops I� shall be installed when depth of cover over cleanout top does not exceed 3' LEGEND ON PLANS 3 STORM DRAIN CLEANOUT 2-(/4 bars t �T�� X ' IT #4 Bars placed diagonally �� t t A lo both waysH– TYPE PIPE DIA X Y Z A4 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' A 8 75" to 84" 8' 4' 1 8' Bend Down —� 15" (Typ.) PLAN Manhole Frame and Cover Bend Down see drawing M-3 15" (Typ) 5„ N —I For step details, -rr:: � 3' _ 0•• ' � see drawing D-11 .Diagonal Bars 1 (IL 4 - # 4 Around pipe 2 . # 4 bars Rounded Pipe Ends L See Drawing D-61 !I. N = : Slope floor 12:1 towards outlet Elev. shown � I on plans i I D I -. --►1 T �. 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, wound spirally on 4" centers. LEGEND ON PLAN: 4. All joints shall be set in Class C mortar. 5. Maintain 1 1/27clear 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 RECOWWNCIED BY SAN DIEGO REGIONAL STANDARD DRAWING REGIONAL STANDARDS ECO kSAN �TEE C..,d—,u, R C E 19607 Oste STORM DRAIN CLEANOUT - TYPE A DRAWING NUMBER 0-9 4@6"O.C. /M # 4 bars placed diagonally 4So TYPE PIPE DIA X Y Z B5 up to 51" 4' 5' 5' B 6 54" to 60" 4' 6' 6' B 7 63" to 89" 4' 7' 7' B 8 72" to B1" 4' 8' 8' B 9 84" to 90" 4' 1 9' 1 9' Bend Down f ---►-� T r Y I T �_15" (TYP) A --*J IManhole frame and cover PLAN see drawing M-1 or M-2 -- Bend D 15"IT Rounded pi see drawing IElev. show on plans. 2'- 0" z For step detail, see drawing D-11 5.. 0 0 N own o 4' Dia (Ty v:' Diagonal Bars pe ends I r� r N r r �•I n ,I � I E r_ I I X �-1 T P� ` I T I� SECTION A—A RECOMMENDED BY THE SANDIEGD I+ REGIONAL STANDARDS COM4I TTEE &'-, /973 coo'd—lr R.C.E. 19807 Dare DRAWING D_10 NUMBER I 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 ON PLANS SAN DIEGO REGIONAL STANDARD DRAWING Revision By Approved Date STORM DRAIN CLEANOUT - TYPE B Vertical reinforcing 14 @ 18" max., for 1 horizontal reinforcing, see table, r � I I 1 1/2" clearance typical -F 2" Typical TYPICAL BOX SECTION 10" , 14„ 3"bars,hppg ,Z'�= STEP DETAIL 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. 8. 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. I Revision BY Approved Datq SAN DIEGO REGIONAL STANDARD DRAWING r INLETS AND CLEANOUTS NOTES AND DETAILS RECOMMENDED BY THE SAH OIEGO REGIONAL STANDARDS COMMITTEE Ql�/OP te-0 .0,- .if75 Cwd.mlm RCE 19801 Dao DRAWING NUMBER D-11 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 @ 18" 4' - 1" to 7' - 0" 6" # 4 @ 12" 7' - 1" to 8' - 0" 6" # 4 @ 8" 3' - 0" to 4' - 0" 4'to i„ 81 - 011 6" # 4 @ 18" 4' - 1" to 5' . 0" 6" # 4 @ 12" 5'- 1" to 6'-G" 6" # 4 @ 8" 6' - 1 " to 8' - 0" 6" # 4 @ 6" 3' - 0" to 4' - 0" 81- ill 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 T-0" 8" # 4 7' - 1" to 8' - 0" 8" # 5 @ 8" 3' - 0" to 4' - 0" 16'- 1" to 20' - 0" 8" # 4 @ 12" 4'-1" to 5'-0" 10" # 4 @ 12" 5' - 1" to 6'-0" 10" # 4 @ 8" 6' - 1" to 7' - 0" 10" # 4 @ 6" 7' - 1" to 8' - 0" 10" # 5 @ 8" 3' - 0" to 4' - 0" 20' - 1" to 24' - 0" 8" # 4 @ 12" 4' - 1" to 5' - 0" 10" # 4 @ 12" 5'- 1" to 6'-0" 10" # 4 @ 8" 6' - 1" 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. 8. 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. I Revision BY Approved Datq SAN DIEGO REGIONAL STANDARD DRAWING r INLETS AND CLEANOUTS NOTES AND DETAILS RECOMMENDED BY THE SAH OIEGO REGIONAL STANDARDS COMMITTEE Ql�/OP te-0 .0,- .if75 Cwd.mlm RCE 19801 Dao DRAWING NUMBER D-11 O o n dim\! `�� • N • b B �S I � ky.,�"v IOI•n . 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W Oa „ n. mJ „d N W 2 p U) m � E g )� fitly ji, a�311 Eli� t s9iS�s a oi� �� L Q�£�^'�:l`-�4C�S1YE �� ii �� mss-• ',�-��crg�•�� • h � �J 3 • a (� 53 M s1 to co 0 s � • �D Z4 53 M s1 to co 0 i # ; to o o m P rl r • �m 11__1L N•N o J =i Z .. G ! r fSZ l i] _ z o 8 J OF - SS O( 4 CW) Z - ao 1 WOW s j � 1.•nJO -.G ^ 0:x.0 -C g= �m_ ;!�� 1 '��QQ � f_n �9N2 i W 20 UJIL. - a h - cri ui in at Ir •«• 1 -c - v8 JM �Q lS �=• � �.515 a W=vo�� r_ �= v � o Ha g� aLL - 8 n hcso rv�b O c o�oc c 6 —E % on£ E= a I Iui Z y N C b D�c J O it ._', :F i_ �z z 5 o Y -FBSB t�iJlW W -1 �' __=L:.nn SscF�T-i ¢ - u•n j 21 .gn •�i � i nl• i J!u+l l �rcl� i ag g ora I o 6£eQ 1 i • a a.QQ �w = ae _` ao JSP f-ov cv5 ,uwl• e.,s n Q Z --;Su_ o `o' � O • 2 oea o [oma 2 H E -��c .: B^ 90 Ea�B.Eg--oPp M / P.oG lo\.ur i5 Ar Sy _( •;� J Z.. 'bo - \1 � 4 %J i W 15 iIz` ir Ad, Z 400 1 UI•1 D l a d • o `o b a r ¢ a a 3 0 •� i U �f !t w N_ $ Q J a_ U iD toS I ml 1 D3 - -iii^ice^•' J - I rr �:`r z =� M rr �:`r z =� ZI _I^_I�'�b 1ci:IR ole... I 1 14 BAR SIZE x D A J H B 3 24~ 5' 3" 4� 6" 4 3 6 4 1 8 5 3 ,¢ 7 5 5 /o 6 4 Z 8 6 6 /2 7 5 4 /O 7 7 /4 8 6 // 8 8 /6 9 9 15:, /O /04 /7 /2 � //2 02 14 /9 /,1 /2 4 24 /4 /7 26 202 /68 3/ 18 224 35 27 22 e 4/ -- rrrm vroce qu ony, where cvollode depth is /imiied, bars moy be bent with D = 5d for #3 ttrcuph #t //. BAR HOOK DE -TAIL Reference- Morwo/ of Slondord Proclice" American Concrete /nslilole LOS ANGELES COUNTY ROAD DEPARTMENT REINFORCEMENT DETAILS STANDARD PLAN APPROVED �_ / [�_ _(p� 112-01 ROAD COMMISSIONER DATE PAGE IOF2 <, r REVISED 10-76 C 0� Beam I 900 HOOK 135' HOOK BAR ' SIZE D 900 HOOK 1350 HOOK S A E F. 3 /z ~ 4 ¢ " 3e - 22 4 2 '4 4Z 4Z 3 5 2z 6 52 34 58 NOTE: 135' column fie hooks may not be bent to less than diameter of column vertical bar enclosed in hook. STIRRUP HOOKS ( Tie Sends Similar) Reference: Manual of Sfandord Procfice` American Concrete lnsfifufe LOS ANGELES COUNTY ROAD DEPARTMENT REINFORCEMENT DETAILS STANDARD PLAN /-/, /-, 3 1:12-01 APPROVED PAGE 2 OF 2 ROAD COMMISSIONER DATE M TABLE G EQUIVALENT BAR SPACINGS Spacing of Bars of various diameters for a given cross sectional area in sections 1'-0" wide. AREA #2 #3 #4 #5 #6 #7 #8 #9 #10 #11 AREA 0.05 12" 26" 2-3/8" 2-1/4 3-3/4" 5-1/4" 7-1/4" 9-1/2" 12" 15" I 18" 1.00 0.06 10-1/2 22 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 12-1/2 15-1/2 1.20 0.08 8 17 30" 2-7/8 4 5-1/2 7-1/4 9 11-1/2 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 1 #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 1 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 11-1/2 11 10-1/2 9-3/4 9-3/8 9-1/8 3-1/8 4-1/4 5-1/2 7 9 1 11 1.70 0.16 3-3/4 8-1/2 15 23 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 20-1/2 2-3/4 3-3/4 5 6-1/4 8 9-7/8 1.90 0.20 3 6-1/2 12 18-1/2 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 13-7/8118-1/4 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 17 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 15-1/2 3 4 5 6-3/8 7-3/4 2.40 0.26 2-1/4 5 9-1/4 14-1/4 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 13-1/4 1 2-5/8 #8 30" 128 26-1/4 25 23-3/4 22-1/2 21-1/2 20-1/2 19-3/4 19 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 12-1/2 3-1/8 4 5 6-1/4 3.00 0.32 4 7-1/2 11-5/8 3 3-3/4 4-5/8 5-7/8 3.20 0.34 3-3/4 7 11 2-3/4 3-1/2 4-1/2 5-1/2 3.40 0.36 3-1/2 6-3/4 10-1/4 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 3 4 3 3-3/4 3-5/8 3-1/2 #10 30" 29 28-1/4 27-1/4 26-1/4 5-1/4 3.60 0.38 3-1/2 6-1/2 9-3/4 5 3.80 0.40 3-1/4 6 9-1/4 4-5/8 4.00 0.42 3 5-3/4 8-7/8 4-3/8 4.20 0.44 3 5-1/2 8-1/2 4-1/4 4.40 0.46 2-3/4 5-1/4 8-1/8 4 4.60 0.48 2-3/4 5 7-3/4 3-5/8 4.80 0.50 2-1/2 1 4-3/4 1 7-1/2 3-3/4 5.00 0.52 I 1 2-1/2 1 4-1/2 7-1/8 110-1/8 0.54 2-1/4 4-1/4 6-7/8 0.56 2-1/4 4-1/4 6-5/8 0.58 2-1/4 4 6-3/8 0.60 2 4 6-1/4 8-3/4 12 15-3/41 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 1 3-1/4 5 7 9-5/8 12-5/8 16 20-1/4 25 0.80 ( I 3 4-5/8 6-1/2 9 111;7/8 15 19 23-1/2 0.85 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 0.95 2-1/2 3-7/8 5-1/2 7-5/8 10 12-5/8 16 19-3/4 1.00 2-3/8 3-3/4. 5-1/4 7-1/4 9-1/2 12 15 18 - - APPENDIX- Ali F COMPUTER APPUCATION MANUAL Los Angeles County Flood Control District Structural Design of Reinforced Concrete Box Conduits Computer Program No. 0501 Purpose: 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. Scone: The program is limited at the present time to single and double barrel 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 cuantities. The checking phase of this program' calculates stresses at preset sections. The input data for this phase are previously calculated structural details. 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 Manuall.- 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 Marston's equations2. Design Criteria: Two sets of basic design criteria are set forth internally. of the following - DESCRIPTION Ultimate Concrete Stress at 28 Days, f'c Allowable Concrete Stress, fc Yield Point Stress of Steel, fy Allowable Steel Stress Modular Ratio Allowable Bond Stress 3 A DISTRICT 4, 000 psi 1, 800 psi 60,000 psi 24,000 psi 8 ACI 318-63 Sec: 1301 They consist ALTERNATE 3, 000 psi 1, 000 psi 4o, 000 psi 20,000 psi 10 300 usi DESCRIPTION Allo-vaable Shear Stress Soil Density (Marston's Formula) Lateral Soil Pressure Minimum Top Slab Thickness Minimum Invert Slab 'Thickness Minimum Wall Slab Thickness T) T STR TPT 70 psi ACI 318-63 Sec. 1201 110 pcf 37 Ib/ft EFP 6.511 7.011 8.011 Positive Steel Cover, Top Slab and Wall 21' Negative Steel Cover, Top Slab and Wall 2" Positive Steel Cover, Invert Slab 2.5" Negative Steel Cover, Invert Slab 2.5" Trench Clearance 31 Settlement Ratio, rsd, Positive Projection 0.7 Settlement Ratio, rsd, Negative Projection -0.5 Soil Friction Coefficient, Ku .15 Option Design Criteria: A T TPT MA TF 90 psi at face of support 90 pcf 30 lb/ft EFP 6.511 7.011 8.0" 211 211 2.511 2.511 31 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 ofube 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. B. Calculation of Leads 1. D-rth loads are checked in accordance with Marston's equations. a. Trench condition - check made for wide trench. 4 b. Negative projection. c. Positive projection. 2. Dive Loads. a. Zero. b. Truck (variable axle load). c. Railroad (variable axle load). 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 Initialized 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. Moments Are Distributed A four-cycle Hardy Cross distribution is utilized. G. Moments, Shears, And Thrusts Are Accumulated Ma- imum 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 rea_uirements. 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 Calculated 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. a. Minimum steel is No. 4 bars at 18 -inch centers. b. N,inimum bar size is No. 4, maximum size No. 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. Oulu -out Is Printed 1. Title 'card. 2. Design criteria. 3. Concrete thickness. 4. Steel layout. �. Quantities. . Program Out -out 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 sbearing stress, and u - bond stress. 2. Stresses are computed at all R.C. box corners based on the maximum negative moments. 3. Stresses are computed at midspa.n of the top and invert slabs based on the maximum positive moments. 4. Stresses are computed at the centerline of the walls based on maximum -positive moment with axial load through the entire wall. Out -put Description: Refer to sample output and standard schematics of box design in Ap-pendix 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. 1+. Hydrostatic pressure head. 5. interior width of box. 6. Interior height of box. 7. Minimum top slab-hickness. 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. Legative steel cover - invert slab. 15. Legative steel cover - wall. 16. Trench clearance. 17. Positive projection settlement ratio. 18. Rega.tive projection settlement ratio. 19. Soil Friction coefficient. 20. Compressive concrete stress at 28 days, V c. 21. Allowable concrete stress, fc. 22. Yield point steel stress, fy. 23. Allowable steel stress, fs. 24. Modular ratio. 25. P ao---,-ble bond stress. 26. Allowable sbea-stress. 27. Soil density. 28. Allowable bond stress top bar. 29. Laterai soil equivalent fluid pressure. .�f-1,vII- LC. f f-\vluL_LlvI DESIGN OUTPUT LOS ANGELES COUNTY FLOOD CONTROL DISTRICT DESIGN DIVISION DESIGN OF SINGLE BARREL REINFORCED CONCRETE BOX BARREL x I SAMPLE PROBLEM FOR DESIGN MANUAL 10_00 WIDE BY 12.00 HIGH DESIGN COVER 8.0 FT TYPE INSTALLATION TRENCH PROJECTION RATIO 0.0 SOIL DENSITY .110 KCF LTVF LOAD TRUCK AXLE LOAD 32.0 KIPS TOTAL DESIGN VERTICAL LOAD TOP 13.23 KIPS INVERT 14.50 KIPS PRESSURF HEAD 0.0 FT DESIGN STRESSES FC = 1B00. PSI FS = 24000. PSI THICKNESSES (IN) TOP 8.75 INV(C.L.) 9.75 LK 8.00 RW 8.0n HORIZONTAL t_FNGTH STEEL LAYOUT BAR BAR BAR DESIGNATION SIZE SPACING 2.5 2. MY 8 7. 10.0 B1 4. 10.0 C 4. 11.0 Cl 6. 11.0 C2 .4. 11.0 C3 6. 11_0 D _ 5. 11.0 F 9. 14.0 F1 5. 14.0 G 4, 11.0 H 4. 11.0 LONGITUDINAL BARS 66. NO. 4 BARS IN TOP SLAB 17. IN INVERT SLAB 17. QUANTITIES HORIZONTAL t_FNGTH (FT)(TN) 12.00000 11. 1.0 5. 11.5 4. 2.5 2. 0.5 4. 2.5 ?. 8.5 0. 0.0 11. 1.0 6. 2.5 5. 0.0 5. 0.0 CONCRETE 1.26 CU. YOS./FT. REINFORCING STEEL INPUT DATA E DESIGN CRITERIA: 8.00000 8.500000 32.00000 12.00000 6.50000 7.00000 2.50000 2.00000 2.00000 3.00000 0.70000 -0.50000 1800.00000 60000.00000 24000.00000 70.00000 0.11000 350.00000 VERTICAL LrNGTH (FT){ IN) 0. 0.0 0. 0.0 12. 2_.0 2. 10.0 2. 3.0 2. 5.0 13. 3.5 0. 0.0 0. 0.0 0. 0.0 0. 0.0 IN WALLS 32. 217.2 LBS./FT. D.0 1.0.0000( 8.00000 2.0000( 2.50000 2.0000f 0.15000 4o00.000nc 8.00000 500.0000C 0.03700 4,Y1,0,7 =--PZr J q yfJ02 PPS, .n O e � O44 �o Q < Z ' o0 n � � O J to = J NZ }- 03� � Hn� < u F o ►- w i- aclQ�� v UJ WtLMv J q yfJ02 PPS, .n O e � � y �o Q < Z ' o0 n � � O J to = J NZ }- 03� � Hn� < Z w i- aclQ�� v UJ WtLMv v CL <i uo Q Zw� A.jW O QZ 2 J q yfJ02 PPS, .n O k. k. � � y �o Q < Z ' o0 n � Q as J J q yfJ02 PPS, .n Z O k. k. I Z ami �o Q < Z CIS) OO td � Q as J q yfJ02 PPS, .n Z O I h � J J W cc Hn� < Z Q W i- aclQ�� v 3 v CL <i uo A.jW O QZ 2 WL' Q z U-) :1`� ``� W W Q�<�o No U _ Q V h U .+ - 1l��f Dfl �`�O'O/�• 1 � J q yfJ02 PPS, .n J J 3 W < a 3 ° LJ z W j o C 4 O U� e _ b + v }C + i y -JOY pp.s- v V X 16 U) Z d O F- W Z Z UU)o z �LL. U O 0O UQ 'I m V JLJ�i W d 0 d F- Z0Q0 Q t,._ CO U � J Z O I H J cc Hn� W Q W i- aclQ�� v v CL z A.jW i QZ 2 J J 3 W < a 3 ° LJ z W j o C 4 O U� e _ b + v }C + i y -JOY pp.s- v V X 16 U) Z d O F- W Z Z UU)o z �LL. U O 0O UQ 'I m V JLJ�i W d 0 d F- Z0Q0 Q t,._ CO U � J " IIo TL nJl apJ 4JJ0� �S 4-- JO�GF Ja4- L_--- Ja; DIV] s �.i GIP 4� JOS aP!S qn Q W z U f= W W u? : 0Q U W h X X x O f- e <J pa3 W F -H z W W � U O < id) m < J di to J h M O h- e ~� J b o << <3� z W o Cl- cc cn 0-0 21, U F= z zz0 W LJF ¢ 00< g=z )<)< ' IP4-Pt 9 Pa#'oo/1 �1 Y r !l r1 TDO8 POPOO/I - u./Jo aprs -CI7e IJ�iSy � La N ti Q O J a O o o42 -� W N <��c ►u CO Z J ®z JO<82 z W ' IP4-Pt 9 Pa#'oo/1 �1 Y r !l r1 TDO8 POPOO/I - u./Jo aprs 1 m 0 P � La N Q W Q O J a O o o42 -� W N <��c ►u CO Z J ®z JO<82 z W aw w =2�u ~ O O_ O 0 X 0 _ ,o �T z�=QC?� < J zasz -iZ;;J Ci =-J=0WW i- >- i 4� cC 0 � F- Q -1 Qf < V � G ?C� z�3Z0O _ D � J 1 m 0 P N n Q O J a O o o42 -� 39: n .� t W z W � J ~ v q _ ,o �T < O O �• �' LaO i- '� t X O m N O OL Q -1 wU V � G ��< _ a Q J J � W O .� t W cn z W o a < N a� -#4P 18", 2 Bars Mina (Ty p. ) Optional Const. Joint Cl -Bar 2"TYP C -Bar -- - - D -Bar -------- Longitudinal Bars ,r4 P IS equally spaced C3 -Bar Const Joint X46918", 2 Bars Min— TYp•) Sym. About N `—G - Bar - a I B - Bar , BI -Bar _ Distribution Bars equally spaced For cover under 3' } P i i C2 -Bar I F: - Bar 1171-BarN • ♦ • e I F—M T— T2 -N t I H -Bar T W SCHEMATIC OF SINGLE BOX 12 H Zl I v o a a o m Cn f�i m m cV l ~ U U U U oil 1 LI a v T c v. " o a m v m del li] m i • � _ t �i l M - N L C� L7 CO N �n v c�i aL v U- > > L d A.L 112 L L p � U CD m an m m I N dX_L Z � T O p N 14 M U.� LLJ Q Cy >- D . (n_ ZF— U— O X V_ O m aW M. W' �s .. Ca Up tJ) p I -to cr CD L 1 C L v •--cn y1 J c F- -"!0- "!0 - co L C o > oa -� N lL O L ( I U I � I [n N I CL @'F— I �C o p m m a m m O m ' I I to N U U p U U 14 M U.� LLJ Q Cy >- D . (n_ ZF— U— O X V_ O m aW M. W' �s .. Ca Up tJ) p VOL. III Design Aids BRIDGE PLANNING AND DESIGN MANIIAI o_T) 'ld NI NVdS 0 n N D n r tl O f O 4` O O D •E m O h N N O n 19 f Y N O h 0 LL - r r n o �+ Y f• _ _ i J V n tl w<19 p N n 0 V O H O n 0 _ m D L, f O H ,:1 O n V r H T tl p h O n O N n J F o o n n r o - O LL O - n n n o Ll r o o n tl oIL r+ q- r z Y Y H a r w m ,rtt W O h- Vn 1.LI P r O n 1i r f T O O O ME H n b b q 0 O ^ LU 7- tl H O g 0 N H O n f f O V O p ID n y - w a W m n r N m o f n n tl tl n f e ^ r o n o n LL 0 LU f n H A O n n H f n O n o P f V Y IO�yJIII N N Y J N r N R O H q q A J V• o tl o b o Y, N tl 0 o ff n o O O O N N Y Y H tl h r O - .v o T o n n or a 0 .o t• N n r H n r .Yi o }.1 tl Iy H o J N n p H nliY r r f tl O N i m P Y P n w Y p - n O tl n O n Y �• O r n m SN VdS �o N 7Vnb3 Z 0 0W o Y no31dW15 ON011bV321 2131NabNVdSbIW -O U 000^oq W 1V HV3HS Y Lu - fa c q 0 0 0 0 o w Hv3IMS 210 Q •- CD N011b Via ❑N3 N N N p q - J D z � m -wl� i LU u in ! .:1 W m H tl n n O n a n n O ^ r sn LL ^ o N 0 E r .J •�' - J ± N H b n P O N V tl h 0 n O r H N O 0 w I In- _ _ _ < z It: t CD o N w o av Y o 1� o q wo q n H LU„ 1 •? 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