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HomeMy WebLinkAbout02 ATTACHMENT E - EXHIBIT A - APP F ppe iii m iii III' urlll Study T 0 ju C II VII IL.... [:::::IN G 1I IN I[:::::I[:::::IfR II IN G IL....AIN I[) U:RVll::::.a)l IN G s"I'll"i PRELIMINARY HYDROLOGY CALCULATIONS FOR MYFORD ROAD INDUSTRIAL 14321 & 14351 MYFORD ROAD TUSTIN, CA PREPARED FOR B8 MYFORD II INDUSTRIAL OWNER, LLC c/o PANATTONI DEVELOPMENT COMPANY, INC. 2442 DUPONT DRIVE IRVINE, CA 92612 P. (949) 296-2989 F. (916) 418-2941 FEBRUARY 14, 2022 REVISED APRIL 21, 2022 REVISED AUGUST 11, 2022 (ISAIND) JOB NO. 4040 PREPARED BY THIENES ENGINEERING 14349 FIRESTONE BLVD. LA MIRADA, CALIFORNIA 90638 P. (714) 521-4811 FAX (714) 521-4173 PRELIMINARY HYDROLOGY CALCULATIONS FOR MYFORD ROAD INDUSTRIAL 14321 & 14351 MYFORD ROAD PREPARED UNDER QRRD SSNq� THE SUPERVISION OF: R.C.E. NO. 56155 Exp. 12-31-22 D Q 9�F iv �� ors 8/11/2022 �F C A\- F REINHARD STENZEL DATE R.C.E. 56155 EXP. 12/31/2022 INTRODUCTION A: PROJECT LOCATION The project site is located on the northernly side of Myford Road between Michelle Drive and Walnut Avenue in the City of Tustin. See following page for vicinity map. B: STUDY PURPOSE The purpose of this study is to determine the 25- and 100-year peak flow rates for the project site that drain to an existing storm drain system located along the northerly property line. C: PROJECT STAFF: Thienes Engineering staff involved in this study include: Reinhard Stenzel Mark Benavides rs �Prr � "a R 1 r u W w, x bj r �� 1 t w ✓'° W " zsr Y M1M1 �9 i� srr m o rrgT i m✓" ^� w r�, rY � r , (v OThIenes Ergir�eerirq, ll7C• VICINITY MAP ISENG�/VEER/NG.LAND SUR�EY�NG FOR 1 7 74349 FIRESTONE BOULEVARD LA WHAEA, CAUFaRNiA 9063a 14351 MYFORD ROAD PH(774)527-4a77 f1lx(774)527-4173 TUSTIN, CA 92780 NTs DISCUSSION Project Description The project site encompasses approximately 7.18 acres. Proposed improvements to the site include the construction of one commercial/industrial building with approximately 148,437 square feet. There is a truck yard located on the northerly side of the proposed building. Vehicle parking is located along the northwest, northeast, and southerly areas of the project site. There will be landscaping adjacent to Myford Road and smaller areas throughout the site. Existing storm drains There is an existing storm drain system in Myford Road. This is a City of Irvine storm drain system. It does not appear that the project site is tabled to this drain. Instead, the project site appears to be tabled to the existing City of Tustin storm drain system that traverses through the project site along the northwesterly property line in an easement. This existing pipe is 48" diameter RCP through the site. There is one existing lateral onsite that convey runoff from the project site to this facility. The as-built plans do not indicate a peak flow rate or hydraulic grade line. It is assumed to be a 25-year design storm event storm drain. See Appendix "A" for reference storm drain plans. Existing Condition Hydrology Under existing conditions, the easterly parking areas drain to Myford Road through the existing driveway (nodes 300-301, 400-401, & 500-501 on Existing Condition Hydrology Map). The 25-year peak flow rates out the driveway are 0.8, 2.6, and 3.7 cfs. Runoff from the majority of the northerly lot of existing site drains westerly via gutters to an existing catch basin located at the westerly corner of the project site. This catch basin connects to the existing 48" storm drain. The 25-year peak flow rates for this area is 6.6 cfs. Runoff from the majority of the southerly lot of existing site drains westerly via gutters to an existing catch basin located at the westerly corner of the project site. This catch basin connects to the existing 48" storm drain. The 25-year peak flow rates for this area is 6.6 cfs. Total site 25-year peak flow rates is 20.3 cfs. See Appendix"B"for Hydrology Calculations and Appendix"F"for the existing condition hydrology map. Proposed Condition Hydrology Proposed conditions will table runoff to both existing storm drain systems at the westerly property line. Runoff from the northwesterly portion of the building and the northwesterly truck yard(nodes 100-101)will drain to a catch basin located in the truck yard. A proposed storm drain will convey runoff from truck yard and connect to the existing 18" lateral located at the westerly property line. The 100-year peak flow rates for this area are approximately 10.1 cfs. Flow from the southeasterly half of the building will be collected by a catch basin near the south driveway (node 201). A proposed storm drain will convey runoff westerly to the southwest corner of the site. This will confluence with the runoff from the southwesterly portion prior to connecting to the existing lateral. The 100-year peak now rate at this location is approximately 12.3 cfs, respectively. Detention As previously noted, the existing storm drain facility through the westerly portion of the site may be designed for 25-year events. With this assumption, 100-year runoff from the proposed improvements will be limited to the existing condition 25-year peak now rate currently tributary to each of the existing 18" laterals. This is achieved via onsite detention in the northwesterly truck yard area. Discharge from the truck yard area is dependent upon capacity of the proposed storm drain system, which is based on pipe length, pipe size, downstream H.G.L., and other hydraulic losses. Various peak flow rates were computed in an iterative trial and error method for this storm drain system to determine a water surface elevation in each truck yard area with a given peak flow rate. These peak flow rates and corresponding water surface elevation were used to determine the outflow rates from the truck yard area used in the detention calculations. The flow from the site will be limited to an existing condition 25-year storm event that drained from the site. This will require surface ponding in the truck yard to store the excess volume. The final limits of ponding and depths of ponding will be determined in final design. The existing condition 25-year peak flow rate of the entire site is approximately 20.3 cfs. To limit the 100-year peak flow rates to no more than 20.3 cfs, detention will be utilized in the northwesterly truck yard. Basin routing calculations for the truck yard show that approximately 5.2 cfs will discharge to the connection while detaining the remaining 100- year volume to a depth of approximately 0.92' (total volume of 4,312 cf) above the top of grate in the northwesterly truck yard. See Appendix "C" for the hydraulic calculations and Appendix "D" for detention calculations. Methodology Hydrology calculations were computed using Orange County Rational Method program (by AES Software). Orange County preset rainfall values were used in the 25- and 100- year calculations. The soil type is "C" per the Orange County Hydrology Manual. See Appendix "A" for reference materials. Small area unit hydrograph program, also by AES Software, was used for the basin routing and detention calculations. Summary With onsite detention, 100-year discharge will be limited to existing conditions 25-year peak flow rates at each of the existing laterals. In addition, significant area has been removed that previously drained to Myford Road and City of Irvine storm drain system. Overall, Q100 from the project site (17.5 cfs)with detention is less than existing condition Q25 (20.3 cfs), therefore development of the site will not adversely affect downstream facilities. APPENDIX DESCRIPTION A REFERENCE MATERIALS B HYDROLOGY CALCULATIONS C DETENTION CALCULATIONS D HYDROLOGY MAPS APPENDIX A REFERENCE MATERIALS ��� '"„� m ^' A ^w ruG rr b�, `k ry✓ rq a*. M 4` '"* + rr' "'� w�"`w "°w„ w�"�" " ''��'�w� �"��^,��° ' � � +„w ,a� w w;°✓ %✓r we °� 1�y'°,,^� ✓� r'r ✓ :sr " 1 4' r q w ,` I y � ��� �a"r � i "'w✓ r »+' ' v+,n A '�a aw b q^ I .I drr p � nC ,w �r"��lun ,a ° ✓� - „� � ,�;"' ,. �'"Mlgl "r�:.;^ �, „f6+ter J f y < V dI ,r u r m .n, mN✓ ,,,.,_ f fir, row" " EI �u 4"Ai�.mu J wry " q d t au uw^ " & w, tl 'a'wJi ' '✓ m ""� Jyad4 /ti 4 r' gym ,„ ea beta a� 1 � G �a q v w r I b� "^ '°9 W a y ?+'. .. ar -raa ki P ' ,„,J f 1'I Nr Syr i r r a"✓ ' �Yu � ✓J � 1� KKK On v✓�^, 1 �" "o as ,��. �' � f V his rl a r bu ev + V �a u u� V " d i u o � w u + t " uar»b °^$o emb mr ".r° %i Ki� k" q�� j 9�u �,� rl I ° ,.,y„ 1' '�I Ib 7 '� I � � ✓`u w ' � � 7�' r� s � /5 � �✓ rye, tl� :b b ��� �� � y !a f� "� sw III�R 0 II I � a k�` i k'"1 ,f + ' qb ,' �f yww, 14' / �°' �I �" �✓u,gw,a� �III „' � �, � ',,, a,.,. r , r�� .,.q��,���`.s� III ( � ,�� � � r+"� � ���� r ', m '� ✓� f f t 1a, ..� ` � m Lf � " r ✓ I ✓ ' J" y f �ftq r f r a s Ili W d` q V x 94 p^ I � �, � r �� ✓ 7 9 � d 6 k ._. ar '� r' lir.. ¢ � 4�'+ '� � I�::. MI�1V t ,q �"a.,. �"�d �1�( 4 (q�" ,� ...,�..�I� �.y (a"��.. f;r r✓,G fr �'+ " '�t'w rv+'^" ti � 9 r ... r -✓ y . r sr�, " :r " km ✓ a^m+ r a° t 6,r q p � � 4rri, " e Pas SAVO ki, I q u^^ 1. h,;{ � `'„,'` V�. � ''Y" �o s ,A, —... �w"V "y✓'u �a 4 u f" x a , a , w s 1g ,may &� ,_-' ., c ",h>+" n✓ ✓, r t S.+ 'W.1 by} q '7 A CAP r +� 'f ro r ti Wear � d ✓ I ,j��, ✓ �t t q �d�prq� �, 4 f I I l ✓t �4" f I�',.,�.A �� ^��" ;;:;;7•a % �, ��r�r I I�rar� ,� �riWw�° � �"��r u'��rhM�N✓ � Iq�m � r11 f �,q, r r ,,�y m " %- ✓ w bra. s p9 ,�'pq, u�w Icy " I / too b � C � r itu ^w�uw v"-w� f k t "e i q, Il ,1R ✓ 'ii ^ l.�ub p "!ty '�✓ "rM: � w I ✓ B ��°I� [ryu ""Aso r� +',"a� ''r � "'r'� � ✓ >" ''r" 4 a a" % �-r ��' w r jiu5, , " �',+� �� a rgwrw� �f"�" ' " q d r � qq� 6' w �� '� � � ��� � �la, ✓ �a I qr,ISO rq���M q "w', t ✓.+' t i1 a r+ a ! ✓'"f„Wi P" a i "roF r< ;�"'� �„ ;, ✓� 9 k I»✓`"'.r, ,,•r,✓A f Y 1�1'. `n r �I 7 1 I "'y„�; R,t `Y r s � ��� r y' ..<..'w' a +'°�� � .,.x .'+�.wr '�`, ."�` w,✓,d ''., . ., .� ,,1���`f n ------------ GENEPAL NOTES ,, 6 w 1� < V ' v _ �I y ��Ea� p p <n �ri r. MAI ,+ �.. O,�gNTA 4N4,.. _ _ "" PGAN du \, I Y M.4P s 4,� SANTd FE Tl - sor< rvr xeue .f" 21 _. .- or<v ox a'e'cr as2ee Z s k nov - e e oa .ecvs,earega cvr r r + a u f�/�4 7 $�' r STC14/iy er r>aanae-r z n h 'A ICI ELEVA r/ON FRONT 8 C n w,.. : Q¢AN6E CO,{//��`(_fG 00lJ gvv2avEn SECTION A-A �..'.,.:,�✓a..✓ <n<<.�.,u..,r`�r nu�..q...,r M,rn+.u-h-...ra.w..� �AS(5 OF BERR NGS: rsr.�.ara2-%' r.vacre�s run .wmrrv'rormr FIENCN MR.¢.p', sn vane atunxvvxr tqv ar o-c.3. s o Z:Ea ragcr rn sms w a r .a�.., _ REVISIONS REFERENCES " _- STPeeT G.9' ¢ y xo mr aex hp ..ems M. ,GiPA/N,/r1+P,PoF1P,r4/ENT9 N w hevMeo :: variu scw F�{ ...._ _.-.... .._ v� 7na'r ... .,.E ._... ._... :... G87Y C7FTUS,1'% GAYFdRVlA- b 4 70 66 _ 60 I OF v ..�'.'..�.i.4. pp � '�!d i Cv�1 sit t�ii✓l' �a554 5 kFrc h- .s:��X F _ � c M r cav rr%<F wr" 5r st23o - Ida Isr tz rr A zca Ca0000 oNsl �.53 46.Pem�i(ado d) { -_. I -4 5'.Fc> ¢'.�inaW - �'WY _ B 1 C_ � Z 8 � Nsf✓Av zra rrooa pJ�. cv mz S o. 122 123 /24 125 126 127 /28 129 130 /3I 139 133 134 /35 '. h m hl� � wil v 20 ° 22 molly J : J J W w� F v T D _ a , �m osF. •r;✓ �, .,ice �s � I M- A) hm 21 7 uo 130= II"II"'tl�„pll"= „ L//VE, A` � z R-907X 220 h ti W� h hk 75 �o� m"� ro 02 ��w G �ba 73 yp Q 70 i 0 .moo o� /35 136 /37 138 /39 140 141 14P 149 /44 -- 145 146- N m J a 1 o I a'IF�I pl L/NE F ih 25 a APPENDIX B HYDROLOGY CALCULATIONS **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * TEI ]OB NO. 4040 * MYFORD ROAD * EXISTING CONDITION 25-YEAR (100) ************************************************************************** FILE NAME: W:\4040\100X-25.DAT TIME/DATE OF STUDY: 15:46 02/10/2022 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) ----- --------- ----------------- ------ ----- ------ ----- ------- 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ------------------------------------ --------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) - 662.00 ELEVATION DATA: UPSTREAM(FEET) = 72.05 DOWNSTREAM(FEET) = 69.66 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 12.581 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.861 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL C 2.60 0.25 0.100 69 12.58 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 6.64 TOTAL AREA(ACRES) = 2.60 PEAK FLOW RATE(CFS) = 6.64 ---------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 2.6 TC(MIN.) = 12.58 EFFECTIVE AREA(ACRES) = 2.60 AREA-AVERAGED Fm(INCH/HR)= 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 6.64 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS T **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * TEI ]OB NO. 4040 * MYFORD ROAD * EXISTING CONDITION 25-YEAR (200) ************************************************************************** FILE NAME: W:\4040\20OX-25.DAT TIME/DATE OF STUDY: 15:51 02/10/2022 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) ----- --------- ----------------- ------ ----- ------ ----- ------- 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ------------------------------------ --------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) - 738.00 ELEVATION DATA: UPSTREAM(FEET) = 69.84 DOWNSTREAM(FEET) = 65.25 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.785 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 2.969 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL C 2.50 0.25 0.100 69 11.79 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 6.62 TOTAL AREA(ACRES) = 2.50 PEAK FLOW RATE(CFS) = 6.62 ---------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 2.5 TC(MIN.) = 11.79 EFFECTIVE AREA(ACRES) = 2.50 AREA-AVERAGED Fm(INCH/HR)= 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 6.62 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS T **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * TEI ]OB NO. 4040 * MYFORD ROAD * EXISTING CONDITION 25-YEAR (300) ************************************************************************** FILE NAME: W:\4040\30OX-25.DAT TIME/DATE OF STUDY: 15:55 02/10/2022 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) ----- --------- ----------------- ------ ----- ------ ----- ------- 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 300.00 TO NODE 301.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ------------------------------------ --------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) - 168.00 ELEVATION DATA: UPSTREAM(FEET) = 71.69 DOWNSTREAM(FEET) = 69.17 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 5.467 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 4.586 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL C 0.20 0.25 0.100 69 5.47 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 0.82 TOTAL AREA(ACRES) = 0.20 PEAK FLOW RATE(CFS) = 0.82 ---------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.2 TC(MIN.) = 5.47 EFFECTIVE AREA(ACRES) = 0.20 AREA-AVERAGED Fm(INCH/HR)= 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 0.82 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS T **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * TEI ]OB NO. 4040 * MYFORD ROAD * EXISTING CONDITION 25-YEAR (400) ************************************************************************** FILE NAME: W:\4040\40OX-25.DAT TIME/DATE OF STUDY: 15:58 02/10/2022 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) ----- --------- ----------------- ------ ----- ------ ----- ------- 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 400.00 TO NODE 401.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ------------------------------------ --------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) - 275.00 ELEVATION DATA: UPSTREAM(FEET) = 70.33 DOWNSTREAM(FEET) = 67.57 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 7.216 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.919 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL C 0.75 0.25 0.100 69 7.22 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 2.63 TOTAL AREA(ACRES) = 0.75 PEAK FLOW RATE(CFS) = 2.63 ---------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 0.8 TC(MIN.) = 7.22 EFFECTIVE AREA(ACRES) = 0.75 AREA-AVERAGED Fm(INCH/HR)= 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 2.63 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS T **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * TEI ]OB NO. 4040 * MYFORD ROAD * EXISTING CONDITION 25-YEAR (500) ************************************************************************** FILE NAME: W:\4040\50OX-25.DAT TIME/DATE OF STUDY: 16:01 02/10/2022 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 25.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) ----- --------- ----------------- ------ ----- ------ ----- ------- 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.* *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 501.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ------------------------------------ --------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) - 284.00 ELEVATION DATA: UPSTREAM(FEET) = 67.90 DOWNSTREAM(FEET) = 66.31 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 8.215 * 25 YEAR RAINFALL INTENSITY(INCH/HR) = 3.642 SUBAREA Tc AND LOSS RATE DATA(AMC II): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL C 1.15 0.25 0.100 69 8.21 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 3.74 TOTAL AREA(ACRES) = 1.15 PEAK FLOW RATE(CFS) = 3.74 ---------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 1.1 TC(MIN.) = 8.21 EFFECTIVE AREA(ACRES) = 1.15 AREA-AVERAGED Fm(INCH/HR)= 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 3.74 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS T **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * TEI ]OB NO. 4040 * MYFORD ROAD * PROPOSED CONDITION 100-YEAR (100P) ************************************************************************** FILE NAME: W:\4040\100P-100.DAT TIME/DATE OF STUDY: 14:09 02/14/2022 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) ----- --------- ----------------- ------ ----- ------ ----- ------- 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ------------------------------------ --------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) - 601.00 ELEVATION DATA: UPSTREAM(FEET) = 71.33 DOWNSTREAM(FEET) = 67.08 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 10.581 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 4.027 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL C 2.80 0.25 0.100 86 10.58 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 10.08 TOTAL AREA(ACRES) = 2.80 PEAK FLOW RATE(CFS) = 10.08 ---------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 2.8 TC(MIN.) = 10.58 EFFECTIVE AREA(ACRES) = 2.80 AREA-AVERAGED Fm(INCH/HR)= 0.03 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 10.08 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS T **************************************************************************** RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE (Reference: 1986 ORANGE COUNTY HYDROLOGY CRITERION) (c) Copyright 1983-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435 Analysis prepared by: ************************** DESCRIPTION OF STUDY ************************** * TEI ]OB NO. 4040 * MYFORD ROAD * PROPOSED CONDITION 100-YEAR (200P) ************************************************************************** FILE NAME: W:\4040\20OP-100.DAT TIME/DATE OF STUDY: 14:04 02/14/2022 ---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION: ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- --*TIME-OF-CONCENTRATION MODEL*-- USER SPECIFIED STORM EVENT(YEAR) = 100.00 SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00 SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 *DATA BANK RAINFALL USED* *ANTECEDENT MOISTURE CONDITION (AMC) III ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n) ----- --------- ----------------- ------ ----- ------ ----- ------- 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS: 1. Relative Flow-Depth = 0.00 FEET as (Maximum Allowable Street Flow Depth) - (Top-of-Curb) 2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S) *USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<< >>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ------------------------------------ --------------------------------------- INITIAL SUBAREA FLOW-LENGTH(FEET) - 718.00 ELEVATION DATA: UPSTREAM(FEET) = 71.33 DOWNSTREAM(FEET) = 65.93 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20 SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 11.222 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.893 SUBAREA Tc AND LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.) COMMERCIAL C 3.60 0.25 0.100 86 11.22 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA RUNOFF(CFS) = 12.53 TOTAL AREA(ACRES) = 3.60 PEAK FLOW RATE(CFS) = 12.53 **************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<< >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ---------------------------------------------------------------------------- -------------------------------- ELEVATION DATA: UPSTREAM(FEET) = 61.84 DOWNSTREAM(FEET) = 59.41 FLOW LENGTH(FEET) = 483.00 MANNING'S N = 0.012 DEPTH OF FLOW IN 24.0 INCH PIPE IS 15.4 INCHES PIPE-FLOW VELOCITY(FEET/SEC.) = 5.90 ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.53 PIPE TRAVEL TIME(MIN.) = 1.36 Tc(MIN.) = 12.59 LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 = 1201.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 202.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<< ---------------------------------------------------------------------------- MAINLINE TC(MIN.) 12.59 * 100 YEAR RAINFALL INTENSITY(INCH/HR) = 3.646 SUBAREA LOSS RATE DATA(AMC III): DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN COMMERCIAL C 0.80 0.25 0.100 86 SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.25 SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.100 SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 2.61 EFFECTIVE AREA(ACRES) = 4.40 AREA-AVERAGED Fm(INCH/HR) = 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.10 TOTAL AREA(ACRES) = 4.4 PEAK FLOW RATE(CFS) = 14.34 ---------------------------------------------------------------------------- END OF STUDY SUMMARY: TOTAL AREA(ACRES) = 4.4 TC(MIN.) = 12.59 EFFECTIVE AREA(ACRES) = 4.40 AREA-AVERAGED Fm(INCH/HR)= 0.02 AREA-AVERAGED Fp(INCH/HR) = 0.25 AREA-AVERAGED Ap = 0.100 PEAK FLOW RATE(CFS) = 14.34 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS T APPENDIX C DETENTION CALCULATIONS TEI JOB NO 4040 Truck Yard Ponding Elevation Depth Area Volume Z Volume Z Volume Q(Discharge) (feet) (sq. ft.) (c.f.) (c.f.) (ac-ft) (cfs) 67.08 0.00 0 6 6 0.00 4.0 67.20 0.12 97 192 198 0.00 4.3 67.40 0.32 1825 832 1030 0.02 4.6 67.60 0.52 6491 1966 2996 0.07 4.9 67.80 0.72 13173 3443 6439 0.15 5.2 68.00 0.92 21255 **************************************************************************** SMALL AREA UNIT HYDROGRAPH MODEL ---------------------------------------------------------------------------- (C) Copyright 1989-2016 Advanced Engineering Software (aes) Ver. 23.0 Release Date: 07/01/2016 License ID 1435 Analysis prepared by: **************************************************************************** ---------------------------------------------------------------------------- Problem Descriptions: TEI JOB NO. 4040 MYFORD ROAD HYDROGRAPH ---------------------------------------------------------------------------- RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 2.80 SOIL-LOSS RATE, Fm, (INCH/HR) = 0.250 LOW LOSS FRACTION = 0.066 TIME OF CONCENTRATION(MIN. ) = 10.50 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 100 5-MINUTE POINT RAINFALL VALUE(INCHES) = 0.52 30-MINUTE POINT RAINFALL VALUE(INCHES) = 1.09 1-HOUR POINT RAINFALL VALUE(INCHES) = 1.45 3-HOUR POINT RAINFALL VALUE(INCHES) = 2.43 6-HOUR POINT RAINFALL VALUE(INCHES) = 3.36 24-HOUR POINT RAINFALL VALUE(INCHES) = 5.63 ---------------------------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 1.10 TOTAL CATCHMENT SOIL-LOSS VOLUME(ACRE-FEET) = 0.22 **************************************************************************** TIME VOLUME Q 0. 2.5 5.0 7.5 10.0 (HOURS) (AF) (CFS) ---------------------------------------------------------------------------- 0.08 0.0006 0.21 Q 0.25 0.0036 0.21 Q 0.43 0.0066 0.21 Q 0.60 0.0096 0.21 Q 0.77 0.0127 0.21 Q 0.95 0.0157 0.21 Q 1.12 0.0188 0.21 Q 1.30 0.0219 0.22 Q 1.48 0.0250 0.22 Q 1.65 0.0282 0.22 Q 1.83 0.0314 0.22 Q 2.00 0.0346 0.22 Q 2.17 0.0378 0.22 Q 2.35 0.0410 0.23 Q 2.53 0.0443 0.23 Q 2.70 0.0476 0.23 Q 2.88 0.0510 0.23 Q 1 3.05 0.0543 0.23 Q 3.22 0.0577 0.24 Q 3.40 0.0611 0.24 Q 3.58 0.0646 0.24 Q 3.75 0.0680 0.24 Q 3.92 0.0715 0.24 Q 4.10 0.0751 0.25 Q 4.28 0.0786 0.25 Q 4.45 0.0822 0.25 Q 4.62 0.0859 0.25 Q 4.80 0.0896 0.25 Q 4.97 0.0933 0.26 Q 5.15 0.0970 0.26 Q 5.32 0.1008 0.26 Q 5.50 0.1046 0.27 Q 5.68 0.1085 0.27 Q 5.85 0.1124 0.27 Q 6.03 0.1163 0.27 Q 6.20 0.1203 0.28 Q 6.38 0.1243 0.28 Q 6.55 0.1284 0.28 Q 6.72 0.1325 0.29 Q 6.90 0.1367 0.29 Q 7.07 0.1409 0.29 Q 7.25 0.1452 0.30 Q 7.43 0.1495 0.30 Q 7.60 0.1539 0.30 Q 7.78 0.1583 0.31 Q 7.95 0.1628 0.31 Q 8.12 0.1674 0.32 Q 8.30 0.1720 0.32 Q 8.48 0.1767 0.33 Q 8.65 0.1814 0.33 Q 8.82 0.1862 0.34 Q 9.00 0.1911 0.34 Q 9.18 0.1961 0.35 Q 9.35 0.2012 0.35 Q 9.52 0.2063 0.36 Q 9.70 0.2115 0.36 Q 9.88 0.2168 0.37 Q 10.05 0.2222 0.38 Q 10.23 0.2277 0.38 Q 10.40 0.2333 0.39 Q 10.57 0.2390 0.40 Q 10.75 0.2449 0.41 Q 10.93 0.2508 0.42 Q 11.10 0.2569 0.42 Q 11.27 0.2631 0.44 Q 11.45 0.2694 0.44 Q 11.62 0.2759 0.46 Q 11.80 0.2826 0.46 Q 11.98 0.2894 0.48 Q 12.15 0.2967 0.52 Q 12.32 0.3050 0.63 Q 12.50 0.3143 0.64 Q 12.68 0.3238 0.67 Q 12.85 0.3335 0.68 Q 13.02 0.3436 0.71 Q 13.20 0.3539 0.72 Q 13.38 0.3645 0.75 Q 13.55 0.3756 0.77 Q 13.73 0.3870 0.81 Q 13.90 0.3989 0.83 Q 14.07 0.4113 0.88 Q 14.25 0.4243 0.91 Q 2 14.43 0.4380 0.98 Q 14.60 0.4524 1.02 Q 14.77 0.4678 1.11 Q 14.95 0.4842 1.16 Q 15.12 0.5020 1.30 Q 15.30 0.5214 1.39 Q 15.48 0.5423 1.50 Q 15.65 0.5648 1.62 Q 15.82 0.5932 2.31 Q. 16.00 0.6327 3.15 Q 16.17 0.7245 9.54 Q . 16.35 0.8071 1.88 Q 16.52 0.8315 1.50 Q 16.70 0.8512 1.23 Q 16.88 0.8678 1.06 Q 17.05 0.8823 0.95 Q 17.23 0.8953 0.86 Q 17.40 0.9072 0.79 Q 17.58 0.9182 0.74 Q 17.75 0.9286 0.69 Q 17.92 0.9383 0.66 Q 18.10 0.9476 0.62 Q 18.27 0.9555 0.47 Q 18.45 0.9622 0.45 Q 18.62 0.9685 0.43 Q 18.80 0.9746 0.41 Q 18.98 0.9804 0.39 Q 19.15 0.9860 0.38 Q 19.33 0.9914 0.37 Q 19.50 0.9966 0.35 Q 19.67 1.0017 0.34 Q 19.85 1.0066 0.33 .Q 20.02 1.0113 0.32 Q 20.20 1.0159 0.31 Q 20.38 1.0204 0.31 Q 20.55 1.0248 0.30 Q 20.73 1.0291 0.29 Q 20.90 1.0333 0.28 Q 21.08 1.0373 0.28 Q 21.25 1.0413 0.27 Q 21.42 1.0452 0.27 Q 21.60 1.0491 0.26 Q 21.77 1.0528 0.26 Q 21.95 1.0565 0.25 Q 22.12 1.0601 0.25 Q 22.30 1.0636 0.24 Q 22.48 1.0671 0.24 Q 22.65 1.0705 0.23 Q 22.83 1.0739 0.23 Q 23.00 1.0772 0.23 Q 23.17 1.0804 0.22 Q 23.35 1.0836 0.22 Q 23.52 1.0868 0.22 Q 23.70 1.0899 0.21 Q 23.88 1.0929 0.21 Q 24.05 1.0959 0.21 Q 24.23 1.0974 0.00 Q ---------------------------------------------------------------------------- -------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 1000 of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Duration Peak Flow Rate (minutes) 3 ----------------------- --------- ----------------------- --------- 0% 1449.0 100 157.5 200 31.5 300 21.0 400 10.5 500 10.5 600 10.5 700 10.5 800 10.5 900 10.5 Problem Descriptions: TEI JOB NO. 4040 MYFORD ROAD HYDROGRAPH ---------------------------------------------------------------------------- RATIONAL METHOD CALIBRATION COEFFICIENT = 0.90 TOTAL CATCHMENT AREA(ACRES) = 2.80 SOIL-LOSS RATE, Fm, (INCH/HR) = 0.250 LOW LOSS FRACTION = 0.066 TIME OF CONCENTRATION(MIN. ) = 10.50 SMALL AREA PEAK Q COMPUTED USING PEAK FLOW RATE FORMULA ORANGE COUNTY "VALLEY" RAINFALL VALUES ARE USED RETURN FREQUENCY(YEARS) = 100 5-MINUTE POINT RAINFALL VALUE(INCHES) = 0.52 30-MINUTE POINT RAINFALL VALUE(INCHES) = 1.09 1-HOUR POINT RAINFALL VALUE(INCHES) = 1.45 3-HOUR POINT RAINFALL VALUE(INCHES) = 2.43 6-HOUR POINT RAINFALL VALUE(INCHES) = 3.36 24-HOUR POINT RAINFALL VALUE(INCHES) = 5.63 ---------------------------------------------------------------------------- TOTAL CATCHMENT RUNOFF VOLUME(ACRE-FEET) = 1.10 TOTAL CATCHMENT SOIL-LOSS VOLUME(ACRE-FEET) = 0.22 **************************************************************************** TIME VOLUME Q 0. 2.5 5.0 7.5 10.0 (HOURS) (AF) (CFS) ---------------------------------------------------------------------------- 0.08 0.0006 0.21 Q 0.25 0.0036 0.21 Q 0.43 0.0066 0.21 Q 0.60 0.0096 0.21 Q 0.77 0.0127 0.21 Q 0.95 0.0157 0.21 Q 1.12 0.0188 0.21 Q 1.30 0.0219 0.22 Q 1.48 0.0250 0.22 Q 1.65 0.0282 0.22 Q 1.83 0.0314 0.22 Q 2.00 0.0346 0.22 Q 2.17 0.0378 0.22 Q 2.35 0.0410 0.23 Q 2.53 0.0443 0.23 Q 2.70 0.0476 0.23 Q 2.88 0.0510 0.23 Q 3.05 0.0543 0.23 Q 3.22 0.0577 0.24 Q 3.40 0.0611 0.24 Q 3.58 0.0646 0.24 Q 3.75 0.0680 0.24 Q 4 3.92 0.0715 0.24 Q 4.10 0.0751 0.25 Q 4.28 0.0786 0.25 Q 4.45 0.0822 0.25 Q 4.62 0.0859 0.25 Q 4.80 0.0896 0.25 Q 4.97 0.0933 0.26 Q 5.15 0.0970 0.26 Q 5.32 0.1008 0.26 Q 5.50 0.1046 0.27 Q 5.68 0.1085 0.27 Q 5.85 0.1124 0.27 Q 6.03 0.1163 0.27 Q 6.20 0.1203 0.28 Q 6.38 0.1243 0.28 Q 6.55 0.1284 0.28 Q 6.72 0.1325 0.29 Q 6.90 0.1367 0.29 Q 7.07 0.1409 0.29 Q 7.25 0.1452 0.30 Q 7.43 0.1495 0.30 Q 7.60 0.1539 0.30 Q 7.78 0.1583 0.31 Q 7.95 0.1628 0.31 Q 8.12 0.1674 0.32 Q 8.30 0.1720 0.32 Q 8.48 0.1767 0.33 Q 8.65 0.1814 0.33 Q 8.82 0.1862 0.34 Q 9.00 0.1911 0.34 Q 9.18 0.1961 0.35 Q 9.35 0.2012 0.35 Q 9.52 0.2063 0.36 Q 9.70 0.2115 0.36 Q 9.88 0.2168 0.37 Q 10.05 0.2222 0.38 Q 10.23 0.2277 0.38 Q 10.40 0.2333 0.39 Q 10.57 0.2390 0.40 Q 10.75 0.2449 0.41 Q 10.93 0.2508 0.42 Q 11.10 0.2569 0.42 Q 11.27 0.2631 0.44 Q 11.45 0.2694 0.44 Q 11.62 0.2759 0.46 Q 11.80 0.2826 0.46 Q 11.98 0.2894 0.48 Q 12.15 0.2967 0.52 Q 12.32 0.3050 0.63 Q 12.50 0.3143 0.64 Q 12.68 0.3238 0.67 Q 12.85 0.3335 0.68 Q 13.02 0.3436 0.71 Q 13.20 0.3539 0.72 Q 13.38 0.3645 0.75 Q 13.55 0.3756 0.77 Q 13.73 0.3870 0.81 Q 13.90 0.3989 0.83 Q 14.07 0.4113 0.88 Q 14.25 0.4243 0.91 Q 14.43 0.4380 0.98 Q 14.60 0.4524 1.02 Q 14.77 0.4678 1.11 Q 14.95 0.4842 1.16 Q 15.12 0.5020 1.30 Q 5 15.30 0.5214 1.39 Q 15.48 0.5423 1.50 Q 15.65 0.5648 1.62 Q 15.82 0.5932 2.31 Q. 16.00 0.6327 3.15 Q 16.17 0.7245 9.54 Q . 16.35 0.8071 1.88 Q 16.52 0.8315 1.50 Q 16.70 0.8512 1.23 Q 16.88 0.8678 1.06 Q 17.05 0.8823 0.95 Q 17.23 0.8953 0.86 Q 17.40 0.9072 0.79 Q 17.58 0.9182 0.74 Q 17.75 0.9286 0.69 Q 17.92 0.9383 0.66 Q 18.10 0.9476 0.62 Q 18.27 0.9555 0.47 Q 18.45 0.9622 0.45 Q 18.62 0.9685 0.43 Q 18.80 0.9746 0.41 Q 18.98 0.9804 0.39 Q 19.15 0.9860 0.38 Q 19.33 0.9914 0.37 Q 19.50 0.9966 0.35 Q 19.67 1.0017 0.34 Q 19.85 1.0066 0.33 .Q 20.02 1.0113 0.32 Q 20.20 1.0159 0.31 Q 20.38 1.0204 0.31 Q 20.55 1.0248 0.30 Q 20.73 1.0291 0.29 Q 20.90 1.0333 0.28 Q 21.08 1.0373 0.28 .Q 21.25 1.0413 0.27 Q 21.42 1.0452 0.27 .Q 21.60 1.0491 0.26 Q 21.77 1.0528 0.26 Q 21.95 1.0565 0.25 Q 22.12 1.0601 0.25 Q 22.30 1.0636 0.24 Q 22.48 1.0671 0.24 Q 22.65 1.0705 0.23 Q 22.83 1.0739 0.23 Q 23.00 1.0772 0.23 Q 23.17 1.0804 0.22 Q 23.35 1.0836 0.22 Q 23.52 1.0868 0.22 Q 23.70 1.0899 0.21 Q 23.88 1.0929 0.21 Q 24.05 1.0959 0.21 Q 24.23 1.0974 0.00 Q ---------------------------------------------------------------------------- -------------------------------------------------------------------------------- TIME DURATION(minutes) OF PERCENTILES OF ESTIMATED PEAK FLOW RATE: (Note: 1000 of Peak Flow Rate estimate assumed to have an instantaneous time duration) Percentile of Estimated Duration Peak Flow Rate (minutes) ----------------------- --------- ----------------------- --------- 0% 1449.0 100 157.5 200 31.5 300 21.0 6 400 10.5 500 10.5 600 10.5 700 10.5 800 10.5 900 10.5 Problem Descriptions: TEI JOB NO. 4040 MYFORD ROAD HYDROGRAPH ---------------------------------------------------------------------------- FLOW-THROUGH DETENTION BASIN MODEL SPECIFIED BASIN CONDITIONS ARE AS FOLLOWS: CONSTANT HYDROGRAPH TIME UNIT(MINUTES) = 10.500 DEAD STORAGE(AF) = 0.00 SPECIFIED DEAD STORAGE(AF) FILLED = 0.00 ASSUMED INITIAL DEPTH(FEET) IN STORAGE BASIN = 0.00 INFLOW V _effective depth ------------- (and volume) detention I . . . .V. . . . . . . . . . . . . basin I<-->I outflow ------------- I I \ storage basin outlet V ----------- OUTFLOW DEPTH-VS.-STORAGE AND DEPTH-VS.-DISCHARGE INFORMATION: TOTAL NUMBER OF BASIN DEPTH INFORMATION ENTRIES = 7 *BASIN-DEPTH STORAGE OUTFLOW **BASIN-DEPTH STORAGE OUTFLOW * (FEET) (ACRE-FEET) (CFS) ** (FEET) (ACRE-FEET) (CFS) * 0.000 0.000 0.000** 0.120 0.001 4.000* * 0.320 0.003 4.300** 0.520 0.020 4.600* * 0.720 0.050 4.700** 0.830 0.070 5.100* * 0.920 0.100 5.400** ---------------------------------------------------------------------------- BASIN STORAGE, OUTFLOW AND DEPTH ROUTING VALUES: INTERVAL DEPTH {S-O*DT/2) {S+O*DT/2) NUMBER (FEET) (ACRE-FEET) (ACRE-FEET) 1 0.00 0.00000 0.00000 2 0.12 -0.02793 0.02993 3 0.32 -0.02810 0.03410 4 0.52 -0.01326 0.05326 5 0.72 0.01601 0.08399 6 0.83 0.03312 0.10688 7 0.92 0.06095 0.13905 WHERE S=STORAGE(AF) ;O=OUTFLOW(AF/MIN.) ;DT=UNIT INTERVAL(MIN. ) ---------------------------------------------------------------------------- DETENTION BASIN ROUTING RESULTS: NOTE: COMPUTED BASIN DEPTH, OUTFLOW, AND STORAGE QUANTITIES OCCUR AT THE GIVEN TIME. BASIN INFLOW VALUES REPRESENT THE AVERAGE INFLOW DURING THE RECENT HYDROGRAPH UNIT INTERVAL. 7 TIME DEAD-STORAGE INFLOW EFFECTIVE OUTFLOW EFFECTIVE (HRS) FILLED(AF) (CFS) DEPTH(FT) (CFS) VOLUME(AF) ---------------------------------------------------------------------------- 0.075 0.000 0.21 0.01 0.20 0.000 0.250 0.000 0.21 0.01 0.40 0.000 0.425 0.000 0.21 0.01 0.40 0.000 0.600 0.000 0.21 0.01 0.40 0.000 0.775 0.000 0.21 0.01 0.41 0.000 0.950 0.000 0.21 0.01 0.41 0.000 1.125 0.000 0.21 0.01 0.41 0.000 1.300 0.000 0.22 0.01 0.42 0.000 1.475 0.000 0.22 0.01 0.42 0.000 1.650 0.000 0.22 0.01 0.42 0.000 1.825 0.000 0.22 0.01 0.42 0.000 2.000 0.000 0.22 0.01 0.43 0.000 2.175 0.000 0.22 0.01 0.43 0.000 2.350 0.000 0.23 0.01 0.43 0.000 2.525 0.000 0.23 0.01 0.44 0.000 2.700 0.000 0.23 0.01 0.44 0.000 2.875 0.000 0.23 0.01 0.45 0.000 3.050 0.000 0.23 0.01 0.45 0.000 3.225 0.000 0.24 0.01 0.45 0.000 3.400 0.000 0.24 0.01 0.46 0.000 3.575 0.000 0.24 0.01 0.46 0.000 3.750 0.000 0.24 0.01 0.46 0.000 3.925 0.000 0.24 0.01 0.47 0.000 4.100 0.000 0.25 0.01 0.47 0.000 4.275 0.000 0.25 0.01 0.48 0.000 4.450 0.000 0.25 0.01 0.48 0.000 4.625 0.000 0.25 0.01 0.49 0.000 4.800 0.000 0.25 0.01 0.49 0.000 4.975 0.000 0.26 0.01 0.50 0.000 5.150 0.000 0.26 0.02 0.50 0.000 5.325 0.000 0.26 0.02 0.51 0.000 5.500 0.000 0.27 0.02 0.51 0.000 5.675 0.000 0.27 0.02 0.52 0.000 5.850 0.000 0.27 0.02 0.52 0.000 6.025 0.000 0.27 0.02 0.53 0.000 6.200 0.000 0.28 0.02 0.53 0.000 6.375 0.000 0.28 0.02 0.54 0.000 6.550 0.000 0.28 0.02 0.54 0.000 6.725 0.000 0.29 0.02 0.55 0.000 6.900 0.000 0.29 0.02 0.56 0.000 7.075 0.000 0.29 0.02 0.56 0.000 7.250 0.000 0.30 0.02 0.57 0.000 7.425 0.000 0.30 0.02 0.58 0.000 7.600 0.000 0.30 0.02 0.59 0.000 7.775 0.000 0.31 0.02 0.59 0.000 7.950 0.000 0.31 0.02 0.60 0.000 8.125 0.000 0.32 0.02 0.61 0.000 8.300 0.000 0.32 0.02 0.62 0.000 8.475 0.000 0.33 0.02 0.63 0.000 8.650 0.000 0.33 0.02 0.64 0.000 8.825 0.000 0.34 0.02 0.64 0.000 9.000 0.000 0.34 0.02 0.65 0.000 9.175 0.000 0.35 0.02 0.66 0.000 9.350 0.000 0.35 0.02 0.67 0.000 9.525 0.000 0.36 0.02 0.69 0.000 9.700 0.000 0.36 0.02 0.70 0.000 9.875 0.000 0.37 0.02 0.71 0.000 10.050 0.000 0.38 0.02 0.72 0.000 10.225 0.000 0.38 0.02 0.74 0.000 10.400 0.000 0.39 0.02 0.75 0.000 10.575 0.000 0.40 0.02 0.76 0.000 8 10.750 0.000 0.41 0.02 0.78 0.000 10.925 0.000 0.42 0.02 0.79 0.000 11.100 0.000 0.42 0.02 0.81 0.000 11.275 0.000 0.44 0.03 0.83 0.000 11.450 0.000 0.44 0.03 0.85 0.000 11.625 0.000 0.46 0.03 0.87 0.000 11.800 0.000 0.46 0.03 0.89 0.000 11.975 0.000 0.48 0.03 0.91 0.000 12.150 0.000 0.52 0.03 0.97 0.000 12.325 0.000 0.63 0.04 1.12 0.000 12.500 0.000 0.64 0.04 1.24 0.000 12.675 0.000 0.67 0.04 1.27 0.000 12.850 0.000 0.68 0.04 1.30 0.000 13.025 0.000 0.71 0.04 1.34 0.000 13.200 0.000 0.72 0.04 1.38 0.000 13.375 0.000 0.75 0.04 1.43 0.000 13.550 0.000 0.77 0.04 1.47 0.000 13.725 0.000 0.81 0.05 1.53 0.000 13.900 0.000 0.83 0.05 1.59 0.000 14.075 0.000 0.88 0.05 1.66 0.000 14.250 0.000 0.91 0.05 1.74 0.000 14.425 0.000 0.98 0.06 1.83 0.000 14.600 0.000 1.02 0.06 1.93 0.000 14.775 0.000 1.11 0.06 2.05 0.001 14.950 0.000 1.16 0.07 2.19 0.001 15.125 0.000 1.30 0.08 2.38 0.001 15.300 0.000 1.39 0.08 2.60 0.001 15.475 0.000 1.50 0.09 2.79 0.001 15.650 0.000 1.62 0.09 3.01 0.001 15.825 0.000 2.31 0.28 3.69 0.003 16.000 0.000 3.15 0.44 4.36 0.013 16.175 0.000 9.54 0.92 4.93 0.099 16.350 0.000 1.88 0.74 5.07 0.053 16.525 0.000 1.50 0.38 4.58 0.008 16.700 0.000 1.23 0.07 3.38 0.001 16.875 0.000 1.06 0.06 2.21 0.001 17.050 0.000 0.95 0.05 1.94 0.000 17.225 0.000 0.86 0.05 1.74 0.000 17.400 0.000 0.79 0.05 1.59 0.000 17.575 0.000 0.74 0.04 1.48 0.000 17.750 0.000 0.69 0.04 1.38 0.000 17.925 0.000 0.66 0.04 1.30 0.000 18.100 0.000 0.62 0.04 1.24 0.000 18.275 0.000 0.47 0.03 1.06 0.000 18.450 0.000 0.45 0.03 0.89 0.000 18.625 0.000 0.43 0.02 0.85 0.000 18.800 0.000 0.41 0.02 0.81 0.000 18.975 0.000 0.39 0.02 0.78 0.000 19.150 0.000 0.38 0.02 0.75 0.000 19.325 0.000 0.37 0.02 0.72 0.000 19.500 0.000 0.35 0.02 0.70 0.000 19.675 0.000 0.34 0.02 0.68 0.000 19.850 0.000 0.33 0.02 0.65 0.000 20.025 0.000 0.32 0.02 0.64 0.000 20.200 0.000 0.31 0.02 0.62 0.000 20.375 0.000 0.31 0.02 0.60 0.000 20.550 0.000 0.30 0.02 0.59 0.000 20.725 0.000 0.29 0.02 0.57 0.000 20.900 0.000 0.28 0.02 0.56 0.000 21.075 0.000 0.28 0.02 0.54 0.000 21.250 0.000 0.27 0.02 0.53 0.000 21.425 0.000 0.27 0.02 0.52 0.000 21.600 0.000 0.26 0.02 0.51 0.000 21.775 0.000 0.26 0.01 0.50 0.000 21.950 0.000 0.25 0.01 0.49 0.000 9 22.125 0.000 0.25 0.01 0.48 0.000 22.300 0.000 0.24 0.01 0.47 0.000 22.475 0.000 0.24 0.01 0.46 0.000 22.650 0.000 0.23 0.01 0.46 0.000 22.825 0.000 0.23 0.01 0.45 0.000 23.000 0.000 0.23 0.01 0.44 0.000 23.175 0.000 0.22 0.01 0.43 0.000 23.350 0.000 0.22 0.01 0.43 0.000 23.525 0.000 0.22 0.01 0.42 0.000 23.700 0.000 0.21 0.01 0.42 0.000 23.875 0.000 0.21 0.01 0.41 0.000 24.050 0.000 0.21 0.01 0.40 0.000 24.225 0.000 0.00 0.00 0.20 0.000 24.400 0.000 0.00 0.00 0.00 0.000 ---------------------------------------------------------------------------- 10 APPENDIX D HYDROLOGY MAPS --------------------- hs rvn ' SfiE . I III UICW)Y M9P O a0. e5o AC • � HAD I I II �� 9 nAYFO Ra ROA D- e iso I E)clemNcamoN FreDRO COY MAP HYDROLOGY MAP 14351 MYFORD ROAD U U U J — Y Ir �n 4.O.0 1 " Qm 2 NG/NITY MAP N I` l R °B00' �19 oO,,POOR a I� , IHATI iDNG AR� 1 4375F I I' n I �ti u� /®®Th Eg enng,lnc CT'OF TUSTN PROPOSED CONDITION FiYDROLOOY MAP a% 14 1 WY D ROAD 1 1