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Home My WebLink AboutAppendix 8-5_Hydrology and Water Quality Reports Drainage Study Project Name : Chick-fil-A Restaurant No . 4003 For: Chick-fil -A Restaurant No 4003 202 S . Main Street Orange , California Prepared for: Chick-fil -A, Inc . 15635 Alton Parkway , Suite 350 Irvine , CA 92618 Prepared bv: QROFEss�oN Joseph C . Truxaw & Associates , Inc . ��,° ,� � , pF q< <„ Civil Engineers & Land Surveyors �`� !�° �'fin y� 265 S . Anita Drive , Suite 111 � � Nu " m Orange , CA 92868 � � -' ,8 � (714) 935-0265 ` _ �fA� OF CAl\F��a\P June 26 , 2018 Drainage Study Chick-fil-A Restaurant 202 S. Main Street Orange, California Table of Contents ProjectDescription . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 HydrologyComputations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 Peak Stormwater Runoff Discharge Rates . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 Pre-development Condition . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 Post-development Condition . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 Hydraulic Computations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 Appendix . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 VicinityMap . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 Site and Project Plans . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 i I i � ; I I � 2 Drainage Study Chick-fil-A Restaurant 202 S. Main Street Orange , California Project Description The subject site is approximately 0 . 96 acres in size , with a single story building and paved parking area and is bounded on the north by Almond Avenue , on the west by a preschool , on the east by Main Street and south by an office/medical building . The site slopes westerly towards an opening in the wall at the southwest corner of the property. The existing site is a closed restaurant. Existing onsite runoff sheet flows across the site to a hole in wall at the southwest corner of the site. The runoff is then collected in a grated inlet on the southerly adjacent property and is conveyed to a underground storm drain system . RunofF is then conveyed to the Orange County storm drain system which discharges runoff to the Santa Ana River and ultimately to the Pacific Ocean . The redevelopment of the site includes the demolition of the existing building and asphalt pavement, the construction of the new Chick-fil-A Restaurant, trash enclosure , asphalt parking , and landscape planters . The proposed development will not alter the existing drainage patterns . Site runoff will be collected by a private storm drain system and conveyed to an underground infiltration system to be treated . Once the system reaches capacity, the storm water will flow by the proposed catch basin at the southwest corner of the site and discharge through a proposed concrete channel to the existing hole in the wall . Hydrology Computations 1 . Peak Stormwater Runoff Discharge Rates This project should be designed for 10-year and 100-year rainfall event. As per the Riverside County Hydrology Manual , the peak flow is determined by the equation Q =0 . 9*( I -Fm)*A using the Advanced Engineering Software (AES) program . Pre-development Condition Sub-area Node 100 to Node 102 Area = 0 . 66 acres L = 281 ft. Qza = 2 • 37 cfs . Q � oo = 3 . 04 cfs . Tc = 6 . 88 min . Tc = 6 . 88 min . I = 4 . 03 in/hr. I = 5 . 16 in/hr. 3 Drainage Study Chick-fil-A Restaurant 202 S. Main Street � Orange , California Sub-area Node 101 to Node 102 Area = 0 . 30 acres L = 228 ft. Q25 = 1 . 12 cfs . Qioo = 1 . 44 cfs . Tc = 6 . 45 min . Tc = 6 .45 min . I = 4 . 18 in/hr. I = 5 . 35 in/hr. Total runoff pre-development condition . (1� 0 = 2 • 37 + 1 . 12 = 3 .49cfs Q � oo = 3 . 04 + 1 .44 = 4 . 48 cfs . Ultimate disposition of on-site runoff. The discharge for onsite drainage will be located northwest corner of the property . See Hydrology Map Burn Factor. The site is paved , no Burn Factor is calculated Post-development Condition The following calculations are used to size the required grate inlets and piping . Sub-area Node 100 to Node 101 Area = 0 . 53 acres L = 256ft . Qze = 1 . 84 cfs . Qioo = 2 . 36 cfs . Tc = 7 . 32 min . Tc = 7 . 32 min . I = 3 . 89 in/hr. I = 4 . 97 in/hr. Sub-area Node 200 to Node 201 Area = 0 . 20 acres L = 115ft. Q25 = 0 . 86 cfs . Q � oo = 1 . 11 cfs . Tc = 5 . 00 min . Tc = 5 . 00 min . I = 4 . 82 in/hr. I = 6 . 19 in/hr. Sub-area Node 300 to Node 301 Area = 0 . 12 acres L = 110 ft. Qze = 0 . 52 cfs . Q � oo = 0 . 66 cfs . Tc = 5 . 00 min . Tc = 5 . 00 min . I = 4 . 82 in/hr. I = 6 . 19 in/hr. 4 Drainage Study Chick-fil-A Restaurant 202 S . Main Street Orange, California Sub-area Node 400 to Node 401 Area = 0 . 083 acres L = 21ft. Qz5 = 0 . 30 cfs . Q � oo = 0 . 39 cfs . Tc = 6 . 12 min . Tc = 6 . 12 min . I = 4 . 30 in/hr. I = 5 . 51 in/hr. Total runoff post-development condition . Q25 = 1 . 84 + 0 . 86 + 0 . 52 + 0 .30 = 3 .52 cfs . Qioo = 2 • 36 + 1 . 11 + 0 . 66 + 0 . 39 = 4 . 52 cfs . Volume to Retain The volume to retain will be the difference in volume between the Post Q25 = 3 .52 cfs minus the Pre QZS = 3 .49 cfs OQ = 0.03 cfs 0 .03 cfs is only a 0 .9% increase which does not require retention . 5 Drainage Study Chick-fil-A Restaurant 202 S . Main Street Orange, Califomia Appendix 6 Drainage Study Chick-fil-A Restaurant 202 S. Main Street Orange, California I . Vicinity Map � � � z Q CHAPMAN � AVE. �� ,�;:.:. SITE ��\'11r N { � 1 ALMOND AVE. :_� � N r �, a o t\ } S � 57 PAUL AVE. � - ¢ , PALMYRA AVE. °' �.) � t ;{ "' z 0 �j , � � CULVER AVE. BENCH MARK LA VETA ' � 22 s VICINITY MAP � � NOT TO SCALE � � i � � � � i , Drainage Study Chick-fil-A Restaurant 202 S . Main Street Orange, California II . Site and Project Plans ,� i I 1 I I I : y E � � � � � � � I � � � � } g � � � � � * * * � * * * * * * * � � � � � � � � � * * * * * * � � � � � � � � � � � � * * * * * * � � � � � � � � � * � � � * * * * * * * � � � � � � � I2ATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE ( Reference : 1986 ORANGE COUNTY HYDROLOGY � CRITERION ) ( c ) Copyright 1983 - 2012 Advanced Engineering Software ( aes ) Ver . 18 . 2 Release Date : OS / 08 / 2012 License ID 1537 Analysis prepared by : Joseph C . Truxaw & Associates , Inc . 265 S . Anita Drive Suite 111 Orange CA 92868 * * * * * * * * * * * * * * * * * * * * * * * * * * DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * * * * Chick - fil -A Restaurant No . 4003 * * Pre - Development Condition * * 2 - Year Storm Frequency � * � * * * * x * x * * * � � � � � � + � � * * * x * * * * � � � + r + + + � + * * * * * * * * * * � � � � � � * * * * * * * * * * � � � � � � � � * * + � FILE NAME : CFA46PRE . DAT � ��.. TIME / DATE OF STUDY : 10 : 01 07 / 18 / 2018 �'�,. - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ��, USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION : '' - - - - - - - _ - - - - - - - - - - - - - - — — - - - - - - - - - - - - - - - - - - - _ _ - - - - - - - - - - - - - - - �'� - - - - - - - - - - - - - - - - - - - - - - - i - - * TIME - OF - CONCENTRATION MODEL * - - I USER SPECIFIED STORM EVENT ( YEAR ) = 2 . 00 SPECIFIED MINIMUM PIPE SIZE ( INCH ) = 6 . 00 ( SPECIFIED PERCENT OF GRADIENTS ( DECIMAL ) TO USE FOR FRICTION SLOPE = 0 . 95 * DATA BANK RAINFALL USED * i *ANTECEDENT MOISTURE CONDITION ( AMC ) II ASSUMED FOR RATIONAL METHOD * i *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 : � F l . Relative Flow - Depth = 0 . 00 FEET p 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 � � � � � � � � � :r � � + + * * * * * * * * � � � � + � � � � * * * * * * * * � � � � � � � � � � � * * * * * * * � � � � � x � � � � � * * * * * * * * t � FLOW PROCESS FROM NODE 100 . 00 TO NODE 102 . 00 IS CODE = 21 � - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - � » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « « < � »USE TIME - OF - CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« £ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - _ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ? INITIAL SUBAREA FLOW - LENGTH (� FEET ) 281 . 00 ELEVATION DATA : UPSTREAM ( FEET ) = 159 . 60 DOWNSTREAM ( FEET ) = 155 . 85 Tc = K* [ ( LENGTH * * 3 . 00 ) / ( ELEVATION CHANGE ) ] * * 0 . 20 ' E SUBAREA ANALYSIS USED MINIMUM Tc ( MIN . ) = 6 . 875 1 * 2 YEAR RAINFALL INTENSITY ( INCH / HR ) = 1 . 885 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 B 0 . 66 0 . 30 0 . 100 56 6 . 88 . SUBAREA AVERAGE PERVIOUS LOSS RATE , Fp ( INCH/ HR ) = 0 . 30 SUBAREA AVERAGE PERVIOUS AREA FRACTION , Ap = 0 . 100 SUBAREA RUNOFF ( CFS ) = 1 . 10 TOTAL AREA ( ACRES ) = 0 . 66 PEAK FLOW RATE ( CFS ) = 1 . 10 * :r * * * * :r * t * x * * * t * * * � � � � � � � � � :rx :r � � � + � � :r � � � :r � * :r :r * x * * * * * * * * * :r � � � � � x � � + � + + � :e + * * � * . FLOW PROCESS FROM NODE 101 . 00 TO NODE 102 . 00 IS CODE = 21 » » > RATIONAL METHOD INITIAL SUBAREA ANALYSIS « « < »USE TIME - OF - CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - INITIAL SUBAREA FLOW - LENGTH ( FEET ) 228 . 00 ELEVATION DATA : UPSTREAM ( FEET ) = 158 . 60 DOWNSTREAM ( FEET ) = 155 . 85 Tc = K* [ ( LENGTH * * 3 . 00 ) / ( ELEVATION CHANGE ) ] * * 0 . 20 SUBAREA ANALYSIS USED MINIMUM Tc ( MIN . ) = 6 . 453 * 2 YEAR RAINFALL INTENSITY ( INCH/HR ) = 1 . 955 � 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 B 0 . 30 0 . 30 0 . 100 56 6 . 45 SUBAREA AVERAGE PERVIOUS LOSS RATE , Fp ( INCH / HR ) = 0 . 30 SUBAREA AVERAGE PERVIOUS AREA FRACTION , Ap = 0 . 100 SUBAREA RUNOFF ( CFS ) = 0 . 52 TOTAL AREA ( ACRES ) = 0 . 30 PEAK FLOW RATE ( CFS ) = 0 . 52 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - END OF STUDY SUMMARY : TOTAL AREA ( ACRES ) = 0 . 3 TC ( MIN . ) = 6 . 45 EFFECTIVE AREA ( ACRES ) = 0 . 30 AREA - AVERAGED Fm ( INCH / HR ) = 0 . 03 AREA -AVERAGED Fp ( INCH / HR ) = 0 . 30 AREA - AVERAGED Ap = 0 . 100 PEAK FLOW RATE ( CFS ) = 0 . 52 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - END OF RATIONAL METHOD ANALYSIS 2 * * * * * * * * * * * � * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * � � * * * * � � * * � � * * * � � * * * * * * * * * * * * RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE ( Reference : 1986 ORANGE COUNTY HYDROLOGY CRITERION ) ( c ) Copyright 1983 - 2012 Advanced Engineering Software ( aes ) Ver . 18 . 2 Release Date : OS / 08 / 2012 License ID 1537 Analysis prepared by : Joseph C . Truxaw & Associates , Inc . 265 S . Anita Drive Suite 111 Orange CA 92868 * * * * * * * * * * * * * * * * * * * * * * * * * * DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * * * * Chick - fil -A Restaurant No . 4003 * * Pre - Development Condition * * 25 - Year Storm Frequency * � * � � � � x � � � � � � * * � � * � � � * � � � � � � * � � � � � � � � � � � * * � * � � � � * � : � � � : � � : � � � � � � � * � � * � * * * * FILE NAME : CFA46PRE . DAT TIME / DATE OF STUDY : 10 : 00 07 / 18 / 2018 � - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - — USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION : - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - * TIME - OF - CONCENTRATION MODEL * - - USER SPECIFIED STORM EVENT ( YEAR ) = 25 . 00 SPECIFIED MINIMUM PIPE SIZE ( INCH ) = 6 . 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 - / PARIC- 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 : l . 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 . * * USFR - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED * :r � + + � � � � + � + � + � :e � + � + � � + + � � + � � � + � * � � * � * * + � :r � � � � + + + � * * + * * * :r * :r :r * x � � � * + + � � � � � x + + FLOW PROCESS FROM NODE 100 . 00 TO NODE 102 . 00 IS CODE = 21 » » > RATIONAL METHOD INITIAL SUBAREA ANALYSIS « « < »USE TIME - OF - CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« - - - - - - - - - - - - - - - - - - - - - - - - - _ - - - - - - - - - - - - - - - - - - - - - - - - - - - - INITIAL SUBAREA FLOW - LENGTH ( FEET ) 281 . 00 ELEVATION DATA : UPSTREAM ( FEET ) = 159 . 60 DOWNSTREAM ( FEET ) = 155 . 85 Tc = K * [ ( LENGTH * * 3 . 00 ) / ( ELEVATION CHANGE ) ] * * 0 . 20 SUBAREA ANALYSIS USED MINIMUM Tc ( MIN . ) = 6 . 875 1 * 25 YEAR RAINFALL INTENSITY ( INCH / HR ) = 4 . 028 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 B 0 . 66 0 . 30 0 . 100 56 6 . 88 SUBAREA AVERAGE PERVIOUS LOSS RATE , Fp ( INCH / HR ) = 0 . 30 SUBAREA AVERAGE PERVIOUS AREA FRACTION , Ap = 0 . 100 SUBAREA RUNOFF ( CFS ) = 2 . 37 TOTAL AREA ( ACRES ) = 0 . 66 PEAK FLOW RATE ( CFS ) = 2 . 37 x :r * * * * * * * * * * � � � � � + * * * * * * * * :r * * * * * � � * :r � x � + � * * + * * * * * * * * * � � � � + � � � � :r * :rx * * * * � x � � + � .. FLOW PROCESS FROM NODE 101 . 00 TO NODE 102 . 00 IS CODE = 21 » » > RATIONAL METHOD INITIAL SUBAREA ANALYSIS « « < »USE TIME - OF - CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW - LENGTH ( FEET ) = 228 00 ELEVATION DATA : UPSTREAM ( FEET ) = 158 . 60 DOWNSTREAM ( FEET ) = 155 . 85 Tc = K* [ ( LENGTH * * 3 . 00 ) / ( ELEVATION CHANGE ) ] * * 0 . 20 � SUBAREA ANALYSIS USED MINIMUM Tc ( MIN . ) = 6 . 453 �. * 25 YEAR RAINFALL INTENSITY ( INCH/ HR ) = 4 . 175 �'� � SUBAREA Tc AND LOSS RATE DATA ( AMC II ) : �'�,. DEVELOPMENT TYPE / SCS SOIL AREA Fp Ap SCS Tc '��.. LAND USE GROUP ( ACRES ) ( INCA/ HR ) ( DECIMAL ) CN ( MIN . ) '��.. COMMERCIAL B 0 . 30 0 . 30 0 . 100 56 6 . 45 ''��. SUBAREA AVERAGE PERVIOUS LOSS RATE , Fp ( INCH / HR ) = 0 . 30 '��, SUBAREA AVERAGE PERVIOUS AREA FRACTION , Ap = 0 . 100 �'��.. SUBAREA RUNOFF ( CFS ) = 1 . 12 ''�, TOTAL AREA ( ACRES ) = 0 . 30 PEAK FLOW RATE ( CFS ) = 1 . 12 � - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - END OF STUDY SUMMARY : TOTAL AREA ( ACRES ) = 0 . 3 TC ( MIN . ) = 6 . 45 i EFFECTIVE AREA ( ACRES ) = 0 . 30 AREA -AVERAGED Fm ( INCH/ HR ) = 0 . 03 AREA-AVERAGED Fp ( INCA/ HR ) = 0 . 30 AREA -AVERAGED Ap = 0 . 100 PEAK FLOW RATE ( CFS ) = 1 . 12 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - END OF RATIONAL METHOD ANALYSIS � � � I � �( 3 � 8 t; � 2 4 � � � � � � � � � � � � � � � � � � � � � * * * * * * * * * * * * * * * � . , . , � � � � � � � � � � � � � � � � � � � * * * * � * * * * * * * * * * * * RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE ( Reference : 1986 ORANGE COUNTY HYDROLOGY CRITERION ) ( c ) Copyright 1983 - 2012 Advanced Engineering Software ( aes ) Ver . 18 . 2 Release Date : 05 / 08 / 2012 License ID 1537 Analysis prepared by : Joseph C . Truxaw & Associates , Inc . 265 S . Anita Drive Suite 111 Orange CA 92868 * * * * * * * * * * * * * * * * * * * * * * * * * * DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * * * * Chick - fi1 - A Restaurant No . 4003 * * Pre - Development Condition * * 100 - Year Storm Frequency * * * * * * �* * * * * * * * * * * * * * * * * * * * * * * * � � � � � � � � + x + + + � + * * * * * * * * * * * * * * * * * * * * * * * * * * * * * � � � � . FILE NAME : � CFA46PRE . DAT � TIME / DATE OF STUDY : 09 : 58 07 / 18 / 2018 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - USER SPECIFIED HYDROLOGY AND AYDRAULIC MODEL INFORMATION : - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - * TIME - OF - CONCENTRATION MODEL * - - USER SPECIFIED STORM EVENT ( YEAR ) = 100 . 00 SPECIFIED MINIMUM PIPE SIZE ( INCH ) = 6 . 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 F1ow - 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 * * * * * * * * * * * � � � � � x � � � � � � � + � � + + � + � � � � :r * * a * x * * * * * * * * * * � x � � x � + � � � + � + xx :e � � � + � � � � + FLOW PROCESS FROM NODE 100 . 00 TO NODE 102 . 00 IS CODE = 21 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - � . » » > RATIONAL METHOD INITIAL SUBAREA ANALYSIS « « < �� »USE TIME -0E - CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« '� - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - _ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - '. INITIAL SUBAREA FLOW - LENGTH ( FEET ) 281 . 00 �'�.. ELEVATION DATA : UPSTREAM ( FEET ) = 159 . 60 DOWNSTREAM ( FEET ) = 155 . 85 '��.. Tc = K* [ ( LENGTH * * 3 . 00 ) / ( ELEVATION CHANGE ) ] * * 0 . 20 �'��... SUBAREA ANALYSIS USED MINIMUM Tc ( MIN . ) = 6 . 875 �'��.. 1 ' * 100 YEAR RAINFALL INTENSITY ( INCH / HR ) = 5 . 155 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 B 0 . 66 0 . 30 0 . 100 56 6 . 88 SUBAREA AVERAGE PERVIOUS LOSS RATE , Fp ( INCH / HR ) = 0 . 30 SUBAREA AVERAGE PERVIOUS AREA FRACTION , Ap = 0 . 100 SUBAREA RUNOFF ( CFS ) = 3 . 04 TOTAL AREA ( ACRES ) = 0 . 66 PEAK FLOW RATE ( CFS ) = 3 . 04 * * * * * x � � * � � x :r + � + � * * * :r * * * t � � :r � + x + � � :r * * * :r * * * � � � � � + � a + * :r * * * t * * � � � + � � � + * * * :r :r * * * * . FLOW PROCESS FROM NODE 101 . 00 TO NODE 102 . 00 IS CODE = 21 » » > RATIONAL METHOD INITIAL SUBAREA ANALYSIS « « a »USE TIME - OF - CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - _ _ _ INITIAL SUBAREA FLOW - LENGTH ( FEET ) 228 . 00 ELEVATION DATA : UPSTREAM ( FEET ) = 158 . 60 DOWNSTREAM ( FEET ) = 155 . 85 Tc = K* [ ( LENGTH * * 3 . 00 ) / ( ELEVATION CHANGE ) ] * * 0 . 20 . SUBAREA ANALYSIS USED MINIMUM Tc ( MIN . ) = 6 . 453 * 100 YEAR RAINFALL INTENSITY ( INCH/ HR ) = 5 . 346 � SUBAREA Tc AND LOSS RATE DATA ( AMC II ) : DEVELOPMENT TYPE / SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP ( ACRES ) ( INCH / AR ) ( DECIMAL ) CN ( MIN . ) COMMERCIAL B 0 . 30 0 . 30 0 . 100 56 6 . 45 SUBAREA AVERAGE PERVIOUS LOSS RATE , Fp ( INCH/HR ) = 0 . 30 SUBAREA AVERAGE PERVIOUS AREA FRACTION , Ap = 0 . 100 SUBAREA RUNOFF ( CFS ) = 1 . 44 TOTAL AREA ( ACRES ) = 0 . 30 PEAK FLOW RATE ( CFS ) = 1 . 44 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - END OF STUDY SUMMARY : TOTAL AREA ( ACRES ) = 0 . 3 TC ( MIN . ) = 6 . 45 EFFECTIVE AREA ( ACRES ) = 0 . 30 AREA-AVERAGED Fm ( INCH /HR ) = 0 . 03 AREA-AVERAGED Fp ( INCH/ HR ) = 0 . 30 AREA-AVERAGED Ap = 0 . 100 PEAK FLOW RATE ( CFS ) = 1 . 44 �. - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - _ �� END OF RATIONAL METHOD ANALYSIS '��. 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PATH OF FLOW 'I � SOIL GflU11P TYP_E_8" � " o! 2 sHc£Is * * * * * * * * * * * * � � * � � � � � � * * � � * * * * * * * * * * * * * * * , � � � � � � � * * * * * * * * * * * * * � * * , � * * * � � � � � * � RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE ( Reference : 1986 ORANGE COUNTY HYDROLOGY CRITERION ) ( c ) Copyright 1983 - 2012 Advanced Engineering Software ( aes ) Ver . 18 . 2 Release Date : O5 / 08 / 2012 License ID 1537 Analysis prepared by : Joseph C . Truxaw & Associates , Inc . 265 S . Anita Drive Suite 111 Orange CA 92868 * * * * * * * * * * * * * * * * * * * * * * * * * * DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * * * * Chick - fil -A Restaurant No . 4003 * * Post - Development Condition * * 2 - Year Storm Frequency * * * * * * � � � � * � * * * * * * * * * * * * * * * * * * * * � � � � � + + * * * * * * * * * * * t * * t * * * * * x � + � � � � � + * * * * * * * FILE NAME : CFA46PO . DAT TIME / DATE OF STUDY : 17 : 21 06 / 27 / 2018 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - USER SPECIFIED AYDROLOGY AND HYDRAULIC MODEL INFORMATION : - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - * TIME - OF - CONCENTRATION MODEL * - - USER SPECIFIED STORM EVENT ( YEAR ) = 2 . 00 SPECIFIED MINIMUM PIPE SIZE ( INCH ) = 6 . 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 / 5 ) ' * SIZE PIPE WITH A FLOW CAPACITY GREATER THAN �'��. OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE . * �'��.. * USER - SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECT�'D * * * * * * * * * :r * tx :r * * t � * � � � � a * * :r :r * * * * t * * :r * * * * * * * * * � � � + � * * * * * x * * * :r * * * * x :r * * * * * * * * * * II FLOW PROCESS FROM NODE 100 . 00 TO NODE 101 . 00 IS CODE = 21 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I » » >RATIONAL METAOD INITIAL SUBAREA ANALYSIS « « < � »USE TIME - OF - CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« — - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - _ - i INITIAL SUBAREA FLOW - LENGTH ( FEET ) = 256 . 00 . ELEVATION DATA : UPSTREAM ( FEET ) = 158 . 30 DOWNSTREAM ( FEET ) = 156 . 23 Tc = K* [ ( LENGTH * * 3 . 00 ) / ( ELEVATION CHANGE ) ] * * 0 . 20 SUBAREA ANALYSIS USED MINIMUM Tc ( MIN . ) = 7 . 322 1 * 2 YEAR RAINFALL INTENSITY ( INCH / AR ) = 1 . 819 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 B 0 . 53 0 . 30 0 . 100 56 7 . 32 SUBAREA AVERAGE PERVIOUS LOSS RATE , Fp ( INCH/ HR ) = 0 . 30 SUBAREA AVERAGE PERVIOUS AREA FRACTION , Ap = 0 . 100 SUBAREA RUNOFF ( CFS ) = 0 . 85 TOTAL AREA ( ACRES ) = 0 . 53 PEAK FLOW RATE ( CFS ) = 0 . 85 + * * * * * * :r * * * * * * * :r * * * * * * * � � � � + � * * * + � * * * * * * * :r * * * * * * * * * * * � � � * � � � * * * * * * * * * * * * * * * * FLOW PROCE55 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 ) 115 . 00 ELEVATION DATA : UPSTREAM ( FEET ) = 158 . 50 DOWNSTREAM ( FEET ) = 157 . 15 Tc = K* [ ( LENGTH * * 3 . 00 ) / ( ELEVATION CHANGE ) ] * * 0 . 20 SUBAREA ANALYSIS USED MINIMUM Tc ( MIN . ) = 5 . 000 * 2 YEAR RAINFALL INTENSITY ( INCH/HR ) = 2 . 264 � 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 B 0 . 20 0 . 30 0 . 100 56 5 . 00 SUBAREA AVERAGE PERVIOUS LO55 RATE , Fp ( INCH / HR ) = 0 . 30 SUBAREA AVERAGE PERVIOUS AREA FRACTION , Ap = 0 . 100 SUBAREA RUNOFF ( CFS ) = 0 . 40 TOTAL AREA ( ACRES ) = 0 . 20 PEAK FLOW RATE ( CFS ) = 0 . 40 * * * * * * * * * � � * + * � * :r :r * x :r * * * * * x * * * * * * * * * * * * * � � + x * * :r * * * * * x * :rx :r * * * * * * * * * * * * * * * * * � � 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 ) 110 . 00 ELEVATION DATA : UPSTREAM ( FEET ) = 159 . 04 DOWNSTREAM ( FEET ) = 157 . 32 Tc = K* [ ( LENGTH * * 3 . 00 ) / ( ELEVATION CHANGE ) ] * * 0 . 20 SUBAREA ANALYSIS USED MINIMUM Tc ( MIN . ) = 5 . 000 * 2 YEAR RAINFALL INTENSITY ( INCH/ HR ) = 2 . 264 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 B 0 . 12 0 . 30 0 . 100 56 5 . 00 SUBAREA AVERAGE PERVIOUS LOSS RATE , Fp ( INCH/ HR ) = 0 . 30 SUBAREA AVERAGE PERVIOUS AREA FRACTION , Ap = 0 . 100 SUBAREA RUNOFF ( CFS ) = 0 . 24 TOTAL AREA ( ACRES ) = 0 . 12 PEAK FLOW RATE ( CFS ) = 0 . 24 � � � + � � � :r * * * * * :r * * * * * * x * * * * * * * * * * � * * � � � � x � � * * * :r * * :r * * x * * x * * * * * * * * * � � � � � � � � � � :r � � 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 ) = 21 . 00 '��. 2 ELEVATION DATA : UPSTREAM ( FEET ) = 159 . 00 DOWNSTREAM ( FEET ) = 158 . 23 Tc = K* [ ( LENGTH * * 3 . 00 ) / ( ELEVATION CHANGE ) ] * * 0 . 20 SUBAREA ANALYSIS USED MINIMUM Tc ( MIN . ) = 6 . 121 * 2 YEAR RAINFALL INTENSITY ( INCH / HR ) = 2 . 015 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 . ) NATURAL GOOD COVER " GRASS " B 0 . 08 0 . 30 1 . 000 61 6 . 12 SUBAREA AVERAGE PERVIOUS LOSS RATE , Fp ( INCH / HR ) = 0 . 30 . . SUBAREA AVERAGE PERVIOUS AREA FRACTION , Ap = 1 . 000 SUBAREA RUNOFF ( CFS ) = 0 . 13 TOTAL AREA ( ACRES ) = 0 . 08 PEAK FLOW RATE ( CFS ) = 0 . 13 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - END OF STUDY SUMMARY : TOTAL AREA ( ACRES ) = 0 . 1 TC ( MIN . ) = 6 . 12 EFFECTIVE AREA ( ACRES ) = 0 . 08 AREA -AVERAGED Fm ( INCH/ HR ) = 0 . 30 AREA - AVERAGED Fp ( INCH/ HR ) = 0 . 30 AREA -AVERAGED Ap = 1 . 000 PEAK FLOW RATE ( CFS ) = 0 . 13 � — - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - — - - - - - - - - - - - - - - � END OF RATIONAL METHOD ANALYSIS 3 * * * * * * * * * * * * * * * * * * * * * * * * * * � � � * � � * * � � � � � � � � * � � * * � � * * * * � � * * * * * * * * * * * * * * * * * * * * * RATIONAL METHOD AYDROLOGY COMPUTER PROGRAM PACKAGE ( Reference : 1986 ORANGE COUNTY HYDROLOGY CRITERION ) ( c ) Copyright 1983 - 2012 Advanced Engineering Software ( aes ) Ver . 18 . 2 Release Date : OS / OS / 2012 License ID 1537 Analysis prepared by : Joseph C . Truxaw & Associates , Inc . 265 S . Anita Drive Suite 111 Orange CA 92868 * * * * * * * * * * * * * * * * * * * * * * * * * * DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * * * * Chick - fil -A Restaurant No . 4003 * * Post - Development Condition * * 25 - Year Storm Frequency * * * * * * * * * * * * * * * * * * * � * � � � + * * � * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * x * * * * * FILE NAME : CFA46PO . DAT TIME / DATE OF STUDY : 17 : 20 06 / 27 / 2018 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION : - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - * TIME - OF - CONCENTRATION MODEL * - - USER SPECIFIED STORM EVENT ( YEAR ) = 25 . 00 SPECIFIED MINIMUM PIPE SIZE ( INCH ) = 6 . 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 WIDTA LIP HIKE FACTOR N0 . ( 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 : l . 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 * * x * :r :r * * * x * * * x * * :r * * * * * vr :r * * * * * t * * * * tt * * � * * * + � � � � * :r :r + * * * * * * * :r * * * :r * x * :r * * * * :r * * * * 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 ) 256 . 00 ELEVATION DATA : UPSTREAM ( FEET ) = 158 . 30 DOWNSTREAM ( FEET ) = 156 . 23 Tc = K* [ ( LENGTH * * 3 . 00 ) / ( ELEVATION CHANGE ) ] * * 0 . 20 SUBAREA ANALYSIS USED MINIMUM Tc ( MIN . ) = 7 . 322 1 * 25 YEAR RAINFALL INTENSITY ( INCH/ HR ) = 3 . 887 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 B 0 . 53 0 . 30 0 . 100 56 7 . 32 SUBAREA AVERAGE PERVIOUS LOSS RATE , Fp ( INCH/HR ) = 0 . 30 SUBAREA AVERAGE PERVIOUS AREA FRACTION , Ap = 0 . 100 SUBAREA RUNOFF ( CFS ) = 1 . 84 TOTAL AREA ( ACRES ) = 0 . 53 PEAK FLOW RATE ( CFS ) = 1 . 84 + + � � � � � � � � * * * * * * * * * * � * * t * * * * * * * * * * * * * t * * t * * * * * * * t * * * * * * * * * * * * * * � * * * :r * * * * * * * * 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 ) = 115 . 00 ELEVATION DATA : UPSTREAM ( FEET ) = 158 . 50 DOWNSTREAM ( FEET ) = 157 . 15 Tc = K* [ ( LENGTH * * 3 . 00 ) / ( ELEVATION CHANGE ) ] * * 0 . 20 SUBAREA ANALYSIS USED MINIMUM Tc ( MIN . ) = 5 . 000 * 25 YEAR RAINFALL INTENSITY ( INCH/HR ) = 4 . 824 � 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 B 0 . 20 0 . 30 0 . 100 56 5 . 00 SUBAREA AVERAGE PERVIOUS LOSS RATE , Fp ( INCH/ HR ) = 0 . 30 SUBAREA AVERAGE PERVIOUS AREA FRACTION , Ap = 0 . 100 SUBAREA RUNOFF ( CFS ) = 0 . 86 TOTAL AREA ( ACRES ) = 0 . 20 PEAK FLOW RATE ( CFS ) = 0 . 86 * * * * * * * :r * * x * * * * x * * * x * * * * * * :r * * * * * * * * :r * * * * :r * ;r * * * * * * :r * * * * * * * * t :r * * * x * � x � * * � * � * * � FLOW PROCESS FROM NODE 300 . 00 TO NODE 301 . 00 IS CODE = 21 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - » » >RATIONAL METHOD INITIAL SUBAREA ANALYSIS « « < »USE TIME - OF - CONCENTRATION NOMOGRAPII FOR INITIAL SUBAREA« - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - INITIAL SUBAREA FLOW - LENGTH ( FEET ) = 110 . 00 ELEVATION DATA : UPSTREAM ( FEET ) = 159 . 04 DOWNSTREAM ( FEET ) = 157 . 32 Tc = K* [ ( LENGTII * * 3 . 00 ) / ( ELEVATION CHANGE ) ] * * 0 . 20 SUBAREA ANALYSIS USED MINIMUM Tc ( MIN . ) = 5 . 000 * 25 YEAR RAINFALL INTENSITY ( INCH/HR ) = 4 . 824 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 B 0 . 12 0 . 30 0 . 100 56 5 . 00 SUBAREA AVERAGE PERVIOUS LOSS RATE , Fp ( INCH / IIR ) = 0 . 30 SUBAREA AVERAGE PERVIOUS AREA FRACTION , Ap - = 0 . 100 SUBAREA RUNOFF ( CFS ) = 0 . 52 TOTAL AREA ( ACRES ) = 0 . 12 PEAK FLOW RATE ( CFS ) = 0 . 52 * t * * * * * * * * * * * * * * * * * * * * * * * * :r * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * :r :r * * * * * * x � � + � + � + � � * 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 ) = 21 . 00 2 ELEVATION DATA : UPSTREAM ( FEET ) = 159 . 00 DOWNSTREAM ( FEET ) = 158 . 23 Tc = K* [ ( LENGTH * * 3 . 00 ) / ( ELEVATION CHANGE ) ] * * 0 . 20 SUBAREA ANALYSIS USED MINIMUM Tc ( MIN . ) = 6 . 121 * 25 YEAR RAINFALL INTENSITY ( INCH/HR ) = 4 . 302 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 . ) NATURAL GOOD COVER " GRASS " B 0 . 08 0 . 30 1 . 000 61 6 . 12 SUBAREA AVERAGE PERVIOUS LOSS RATE , Fp ( INCH /HR ) = 0 . 30 . SUBAREA AVERAGE PERVIOUS AREA FRACTION , Ap = 1 . 000 SUBAREA RUNOFF ( CFS ) = 0 . 30 TOTAL AREA ( ACRES ) = 0 . 08 PEAK FLOW RATE ( CFS ) = 0 . 30 - - - - - - - - - - - - - - - - - - - - - - - - - - END OF STUDY SUMMARY : TOTAL AREA ( ACRES ) = 0 . 1 TC ( MIN . ) = 6 . 12 EFFECTIVE AREA ( ACRES ) = 0 . 08 AREA-AVERAGED Fm ( INCH/ HR ) = 0 . 30 AREA -AVERAGED Fp ( INCH/ HR ) = 0 . 30 AREA-AVERAGED Ap = 1 . 000 PEAK FLOW RATE ( CFS ) = 0 . 30 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - � END OF RATIONAL METHOD ANALYSIS 3 * * * * * * * * * * * * * * * * * � � * � � � � � � � � � � � � � � * * * * * * * * * * * * * * * * * * * * * * * * � � � � � � � � � * * * * * * * * * RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE ( Reference : 1986 ORANGE COUNTY HYDROLOGY CRITERION ) ( c ) Copyright 1983 - 2012 Advanced Engineering Software ( aes ) Ver . 18 . 2 Release Date : OS / OS / 2012 License ID 1537 Analysis prepared by : Joseph C . Truxaw & Associates , Inc . 265 S . Anita Drive Suite 111 Orange CA 92868 * * * * * * * * * * * * * * * * * * * * * * * * * * DESCRIPTION OF STUDY * * * * * * * * * * * * * * * * * * * * * * * * * * * Chick - fil -A Restaurant No . 4003 * * Post - Development Condition * * 100 - Year Storm Frequency * � * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * + � � * : * * * * * * * * * * * * * * * * * * * * * * * * * * � * + � � � * * * * * FILE NAME : CFA46PO . DAT TIME / DATE OF STUDY : 17 : 17 06 / 27 / 2018 - - — - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION : - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - * TIME - OF - CONCENTRATION MODEL * - - USER SPECIFIED STORM EVENT ( YEAR ) = 100 . 00 SPECIFIED MINIMUM PIPE SIZE ( INCH ) = 6 . 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 : l . 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 TH21N OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE . * * USER - SPECIFIED MINIMUM TOPOGRAPAIC 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 ) 256 . 00 ELEVATION DATA : UPSTREAM ( FEET ) = 158 . 30 DOWNSTREAM ( FEET ) = 156 . 23 Tc = K* [ ( LENGTH * * 3 . 00 ) / ( ELEVATION CHANGE ) ] * * 0 . 20 SUBAREA ANALYSIS USED MINIMUM Tc ( MIN . ) = 7 . 322 1 * 100 YEAR RAINFALL INTENSITY ( INCH / HR ) = 4 . 973 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 B 0 . 53 0 . 30 0 . 100 56 7 . 32 SUBAREA AVERAGE PERVIOUS LOSS RATE , Fp ( INCH/ HR ) = 0 . 30 SUBAREA AVERAGE PERVIOUS AREA FRACTION , Ap = 0 . 100 SUBAREA RUNOFF ( CFS ) = 2 . 36 TOTAL AREA ( ACRES ) = 0 . 53 PEAK FLOW RATE ( CFS ) = 2 . 36 * * * * * :r * * * :r * * :rx * :r * * * :r * * * * * * x * � � � + * * * x * * * x :r * * * :r :r * * x * * * * * * * * * � + � � � + + + � � � + * * * + * :r FLOW PROCESS FROM NODE 200 . 00 TO NODE 201 . 00 IS CODE = 21 » » > RATIONAL METAOD INITIAL SUBAREA ANALYSIS « « < »USE TIME - OF - CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - INITIAL SUBAREA FLOW - LENGTH ( FEET ) 115 . 00 ELEVATION DATA : UPSTREAM ( FEET ) = 158 . 50 DOWNSTREAM ( FEET ) = 157 . 15 Tc = K* [ ( LENGTH * * 3 . 00 ) / ( ELEVATION CHANGE ) ] * * 0 . 20 SUBAREA ANALYSIS USED MINIMUM Tc ( MIN . ) = 5 . 000 * 100 YEAR RAINFALL INTENSITY ( INCH/ HR ) = 6 . 187 � 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 B 0 . 20 0 . 30 0 . 100 56 5 . 00 SUBAREA AVERAGE PERVIOUS LOSS RATE , Fp ( INCH / HR ) = 0 . 30 SUBAREA AVERAGE PERVIOUS AREA FRACTION , Ap = 0 . 100 SUBAREA RUNOFF ( CFS ) = l . 11 TOTAL AREA ( ACRES ) = 0 . 20 PEAK FLOW RATE ( CFS ) = l . 11 * * * * * * * * * * * * * * * * � � � � � :r * * * * * * * * * * * * * * * * * * * * * * * * : � � � * + * * * * * * * * * * * * * * * * * * * * * * * * 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 ) 110 . 00 ELEVATION DATA : UPSTREAM ( FEET ) = 159 . 04 DOWNSTREAM ( FEET ) = 157 . 32 Tc = K* [ ( LENGTH * * 3 . 00 ) / ( ELEVATION CHANGE ) ] * * 0 . 20 SUBAREA ANALYSIS USED MINIMUM Tc ( MIN . ) = 5 . 000 * 100 YEAR RAINFALL INTENSITY ( INCH/ HR ) = 6 . 187 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 B 0 . 12 0 . 30 0 . 100 56 5 . 00 SUBAREA AVERAGE PERVIOUS LOSS RATE , Fp ( INCH/ HR ) = 0 . 30 SUBAREA AVERAGE PERVIOUS AREA FRACTION , Ap = 0 . 100 SUBAREA RUNOFF ( CFS ) = 0 . 66 TOTAL AREA ( ACRES ) = 0 . 12 PEAK FLOW RATE ( CFS ) = 0 . 66 � * * * * * * � * * � � * * � + � � * � � * * * * * * * * * * * * * * * * * * * * * * * * * * � � + � * * * * * * * * :r * * * * * * * * * * * * * * * * 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 ) 21 . 00 2 ELEVATION DATA : UPSTREAM ( FEET ) = 159 . 00 DOWNSTREAM ( FEET ) = 158 . 23 Tc = K* [ ( LENGTH * * 3 . 00 ) / ( ELEVATION CHANGE ) ] * * 0 . 20 SUBAREA ANALYSIS USED MINIMUM Tc ( MIN . ) = 6 . 121 * 100 YEAR RAINFALL INTENSITY ( INCH /HR ) = 5 . 510 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 . ) NATURAL GOOD COVER " GRASS " B 0 . 08 0 . 30 1 . 000 61 6 . 12 SUBAREA AVERAGE PERVIOUS LOSS RATE , Fp ( INCA/ HR ) = 0 . 30 . SUBAREA AVERAGE PERVIOUS AREA FRACTION , Ap = 1 . 000 SUBAREA RUNOFF ( CFS ) = 0 . 39 TOTAL AREA (ACRES ) = 0 . 08 PEAK FLOW RATE ( CFS ) = 0 . 39 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - END OF STUDY SUMMARY : TOTAL AREA (ACRES ) = 0 . 1 TC ( MIN . ) = 6 . 12 EFFECTIVE AREA ( ACRES ) = 0 . 08 AREA - AVERAGED Fm ( INCH /HR ) = 0 . 30 AREA-AVERAGED Fp ( INCH / HR ) = 0 . 30 AREA - AVERAGED Ap = 1 . 000 PEAK FLOW RATE ( CFS ) = 0 . 39 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - � END OF RATIONAL METHOD ANALYSIS 3 / � j ALMOND AV,E!!!UE _ ' '' ; ' � � � � -� � re�a� s�r�, " � � � � „ - > - �= — - - n — �� ` , � � ' 100 ` - Q 0.30 cfs. ' e � ' - LIMITS OF 25 0 , _ . i L .. ... �5H.3O _ ORAINAGE AREA 0.0�3 � 4O� � = E.�Z, fTllfl. � ; _. .._ � � r ' _::. ' ;_ _ .., r� d �' � . . , , . - � _. . � � a � � ,� � � f� � , \ � _ "�` -, � � 15923 , Qz �- 0.13 cfs. ceaeH�c scaLE � v c � , . _ ' —L '-- �_- T� = 6.12 min. � � � — . � ; : � , � � . � " s �� .. � , mm�' 0.39 Cfs. � �o� ea ' �� a _ I � 2i � � � � -- � . . � � � , I ��3 � � 159.0 ' � , , r nzST 0.86 cfs. o 0 L-256' L-115' 201 Tc 5.00 min. v = � � � .� � 0.53 � , 0.20 ,; 15�15 4 � i O.q�O cfs. a . � r a � W R _-_ �. _. � � _ _ - , TcI = 5.00 min. � i � �rr � � f ; FvE ' . . . i � i = 4 � � N 1.11 cfs. Qzs 1.84 Cfs. i i � � � , ; � a � , ra� „ � 101 Tc = 7.32 min. L � � � ? ;y �� . � � 156.23 Q - 0.85 cfs. "� � / �� i i i�� ' � f'i �'t I� � � � T'C = 7.32 min. � ` `�� {' i i i i �i 30'0 ' � � � � Q,uu 2.36 cfs. ' � o � ��. � � a � � ��,', -'�` �,I; � ' � _ ��ti �'� � � �`, � �' , ' . � i; � i � i i;i -� E,.4 15 t7 9.04 ; � 4�LL ZOO J II , Jc, ' � � , , _' � �� ` 158 50 `' ' � . 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L '� _ _ ' J � i � �' aa.oa � ime n cuaa m wr�a aea c nuuc sm a .NASEPN G TRUXAW m m �s 3 � � . . � ., �. { i .� .,_ � d ASSGq'A /YL _ . . . . . _. _ � ,,, �-. � � _ _ —_ _�— � .- . ,... _ .. smuc. voewau Pm c n ov oau ce sm Pux ia an cav �S �, ._ _,� ` n o�e _ - T — � = � _J � ` io�es��ne o� �� — — � '� w�� E.— �e.o � , � a. � * ��aA��E _' , r FOR MPRa�E ,E�rs ��,�,� _� s G, z� � ;�Ep��a� �RRI„PER ,,;, 9� o�� . ma 9u o,os �� OVEAiLOW 1NLL W LL W nOF � � WI�SCME MEA NIO E � � ,,, . � .,, � NaGHep+ c ORux�c[�Snma _ . . 3 .�� I i _I I � ? i - " —- , . _.... ...._. 3 . . . , � .. . .._.. e .. ' � l I I . I 1 I I STORE MAIN STREET & ' � ALMOND AVE. EASEIAENT NOiES TNIB PLAN 19: � a � a .o A�r<. �o PnE REo�r �� wo�n�a� ��F�M�n«� ��o oE�a« pREL /M/NARY zoz s. uniN sr. a+w� oA cxn A� 6 ,4 � O E zos, oo�i� a' aiani recca+os. uasr 5, iv2s ii� eoort �o�, vncF (NOT FON CONBTRUCTION) ORANGE, CA E � (i2m)2' �' ( ) 6 r_c_EtE�A io ��w.crar� SHEET 11RE � s�E�NGl�nonc�.wli�c o _ n u p VpF � a � . I g ie, —� nrn� co,i�aii. �, ��'^ � , CONSTRUCTION , ai�� . � � , � : ' n _ �so�srnoeon �ar� �;/�="o"�+o=.��°'.� NOiES i31 � oi,wER . o Fa�r �r Pa�� w� a �.�.. .. �. .o, . ��,��,. i sr -. � : � � �i` : . . . _ ( � , prE�eu�x� �p�p�o � I�� BENCH MARN `iERS�ON: H-V6 - �I �r 7 -� �1 oq noi c� ssSrtEr ISSUE OAiE: 12-2075 ' S �� y�� \ 9a1�^F�i2 � �uw ) o.�sn�rrvr_ a �Evc�co zo o .� N „� ,, � � co� aachosuocaxocJ co� anc osve R ^oretl^ / �r av � cvatsoas �� , u � ~ Job No. . . . , . ao�ma cr cuae ro ee s . areo i me Store � aaoo.t � I inNxa� w.o sNaeEo so - �-oAn�srz � ca �c or c� i. �er< a��E n.o en.nn ' 5 f , ExVOSE� C0 �C2 Au ^ siFECi_ uq ��Wi51Rfl ERSEC�IX+ OFBAiA�vA �tlty �12=18 � � ss° csaunac� oEupz Exanxso�� aa . . Drown By Gi �JS [t[ N au a�rmua �o i��[ R[aa[�[ is oF � �[ BA515 OF BEARINCS Checked By :�AH '��Ai�c�aA a�cLLm�[. amcsminry e�'opr cays�mu� a��(uac �[cx o�oaRl n�po¢ raR creL1L GRAPIIIC SCALG wrc 9 r - 0 ) 0.9 nNPNOv[� [wa� WAEUE�»5 OFn�tE G�vEPt�ixL nGEi�Cv_ �eek - � sxo-n4 ot mACi ha 3oe5 e ' ' �IIv a e �e m n f6h ' n m DOUBLE 6 " CURB & 24" GUTTER DETAIL n °` °'" " �`"" °""""' z Of 4 24" x24" CONCRETE CATCH BASIN BOX � io p�� k ,p , s,qQ� NASU� s fdssa. aE „ �s � ss�q�r. ' � �x�A��E �.�ASE��o•,s � xoi .o sc��c xor ro scn� ^ _ 20 J �~��o� �oR� �� . � � :� ��: * � � :�� . ��.. :o� G'�C�' ' • , APr;� e, iasa . •Py� r° Uiv�c c PRELIMINARY PRIORITY WATER QUALITY MANAGEMENT PLAN (VVQMP) For: CHICK-FIL-A RESTAURANT # 4003 202 S . Main Street City of Orange , County of Orange , California 92868 Prepared for: �,o Q��F�s a N'�� Chick-fil-A, Inc. ,�'�� y F��J-�„ `�y�, 15635 Alton Parkway, Suite 350 " Q' '0 y Irvine, Ca 92618 a No. 81077 A (404) 305-4834 ;c i} J}� CI411 ��' Prepared by: �' oF C�UFo Joseph C . Truxaw & Associates, Inc. Engineer of Record : Randy Decker RCE : 81077 1915 W Orangewood Ave. Suite 101 Orange, CA 92868 (714) 935-0265 Original Date : 11 -09-2018 Revised on : 3-18-19 Public Works Director Date City Engineer Date OWNER'S CERTIFICATION WATER QUALITY MANAGEMENT PLAN FOR CHICK-FIL-A RESTAURANT # 4003 This Water Quality Management Plan (WQMP) for the Chick-fil-A Restaurant # 4003 has been prepared for Chick-fil-A, Inc. This WQMP is intended to comply with the requirements of the City of Orange's GENERAL PLAN AMENDMENT NO . 2018-0002 , ZONE CHANGE NO . 1287- 18 , CONDITIONAL USE PERMIT NO . 3044- 17 , DESIGN REVIEW NO . 4909 17 , MINOR SITE PLAN NO . 0904- 17 , AND ENVIRONMENTAL REVIEW NO . 1858- 18 requiring the preparation of a Water Quality Management Plan . The undersigned , while it owns the subject property, is responsible for the implementation of the provisions of this plan and will ensure that this plan is amended as appropriate to reflect up-to-date conditions on the site consistent with the City of Orange Local Implementation Plan (LIP) , and the intent of NPDES Permit and Waste Discharge Requirements for the City of Orange , County of Orange , Orange County Flood Control District and the incorporated Cities of Orange County within the Santa Ana Region . This WQMP will be reviewed with the facility operator, facility supervisors , employees , tenants , maintenance and service contractors , or any other party having responsibility for implementing portions of this WQMP . Maintenance requirements within Section V and Appendix D will be adhered to with particular emphasis on maintaining the BMPs described within Sections IV and V. The Owner's Annual Self Certification Statement along with a BMP maintenance implementation table will be submitted by June 30�h every year following project completion . At least one copy of the approved WQMP shall be available on the subject property in perpetuity. Once the undersigned transfers its interest in the property, its successors-in-interest shall bear the aforementioned responsibility to implement and amend the WQMP . The City of Orange will be notified of the change of ownership and the new owner will submit a new certification . Signature : Date : Name : Jennifer M . Daw Title : Director of Desiqn and Construction Company: Chick-fil-A, Inc. Address : 15635 Alton Parkway, Suite 350 Telephone Number: (404) 305-4834 Notiee of Transfer of Responsibilitv Water Quality Management Plan (WQMP) WQMP Number — As assigned by the City of Orange : Submission of this Notice of Transfer of Responsibility constitutes notice to the City that responsibility for the Water Quality Management Plan (WQMP) for the subject property identified below, and implementation of that plan, is being transferred from the Previous Owner (and his/her agent) of the site (or portion thereof) to the New Owner, as further described below. I . Owner/ Responsible Party information Company: Chick-fil-A, Inc. Contact Person : lennifer M . Daw Street Address : 15635 Alton Parkwav, Suite 350 Title : Director of Desi�n and Construction City: Irvine State : California Zip : 92618 Phone : (404)305-4834 II. Information about Site Relevant to WQMP Name of Project : Chick-fil-A Restaurant # 4003 Title of WQMP applicable to site : Prioritv/WQMP-Chick- Fil-A Restaurant #4003 Street Address of the site : 202 5. Main Street, Citv of Oran�e , California 92868 ' Date of Transfer of Responsibility: III . New Owner (Upon Transfer)/ Responsible Partv Information j Company/ Individual : Contact Person : Street Address : Title : City State_ Zip Phone : I 3 � � 4' � '£ i { WQMP for Chick-fil-A Restaurant # 4003 Table of Contents I . Discretionary Permit Number(s) , Water Quality Condition Number(s) and Conditions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 II . Project Description . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 III . Site Description . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 IV. Best Management Practices . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 IV. 1 Site Design BMPs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 IV. 2 Source Control BMPs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 IV. 3 Low Impact Development BMP Selection . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 IV. 4 Water Quality Credits . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17 IV. 5 Alternative Compliance Plan . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17 IV. 6 Vector Control . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17 IV. 7 Drainage Management Areas . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17 IV. 8 Calculations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18 V. Implementation , Maintenance and Inspection Responsibility for BMPs (O& M Plan ) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19 VI . Reference Maps . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 27 VII . Reference Plans . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 28 VIII . Educational Materials . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 29 Appendices A. Conditions of Approval , Resolution Number ( Pending ) dated ( Pending ) B . Educational Material C . BMP Details D . BMP Maintenance Information E . Geotechnical Infiltration Testing (for reference only) F . Hydrology Information (Q2 — Two-year frequency storm evaluation) List of Tables Table 1 Site Design BMPs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 Table 2 Routine Non-Structural BMPs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 Table 3 Routine Structural BMPs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11 Table 4 Hydrologic Source Control BMPs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 13 Table 5 Infiltration BMPs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14 Table 6 Evapotranspiration , Rainwater Harvesting . . . . . . . . . . . . . . . . . . . . 15 Revised on : 3-18-19 j WQMP for Chick-fil-A Restaurant # 4003 Table 7 Biotreatment BMPs . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16 Table 8 Frequency Inspection Matrix . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19 Revised on: 3-18- 19 li WQMP for Chick-fil -A Restaurant # 4003 I . Discretionary Permit Number(s ) , Water Quality Condition Number(s ) and Conditions of Approval Tract No . 3086 Lot No . 27 GPS Coordinates : Latihide : 33 . 78587° N Longitude : - 117 . 86763 ° W Water Quality Conditions (WQMP conditions listed below) A complete copy of the signed Conditions of Approval, Resolution Number (Peuding) Dated (Pending) are included as Appendix A Conditions of Approval : 1 . Prior to issuance of a Grading Permit, Applicant shall submit a Final Water Quality Management Plan to the City of Orange Public Works Department for review and approval . 2 . Prior to the issuance of any grading peimits the applicant shall submit a Priority Project WQMP for review and approval to the Public Warks Department tl1aC: a. Prioritizes the use of Low Impact Development principles as follows : preseives natural feah�res ; miniinizes runoff and reduces impervious surfaces; and uti]izes infiltration of runoff as the meChod of pollutant treatment. Infiltr�ation BMPs to be considered include the use oPpermeable materials such as concrete and concrete pavers, infiltration trenches, infiltration planters, and other infiltr�ation BMPs as applicable, b . Incorporates fhe applicable Routine Source and Shuctural Control BMPs as defined in the Drainage Area Management Plan (DAMP), c . Maintains the hydrologic characteristics of the site by matching time of concenh�ation, iunoff velocity, volume and hydrograph for a 2-year storm event, d . Minimizes the potential increase in downstream erosion and avoids downstream impacts to physical structures, aquatic and riparian habitat. e. Generally describes the ]ong-teim operation and maintenance requireinents for sh�uctural and Treatment Conh•ol . BMPs, f. Identifies Che entity or employees that will be responsible for long-term operation, maintenance, repair and or replacement of the structural and Treahnent Control BMPs and the training that qualifies them to operate and maintain the BMPs, g. Describes the mechanism for funding the long-Yerm operation and maintenance of all sh•uctural and Treatment Control BMPs, h. Includes a co�y of the forms to be used in conducting maintenance and inspection acrivities, i . Meets recordkeeping requirements (forms to be kept for 5 years) . j . Includes a copy of the foi�n to be submitted aimually by the project owner to the Public Works Deparhnent that certifies that the project' s structural and h•eatment BMPs are being inspected and maintained in accordance with the project' s WQMP . Revised on: 3-18-19 1 WQMP for ' Chick-fil -A Restaurant # 4003 ' 3 . Prior to the issuance of certificates for use of occupancy, the applicant shall demonsU•ate the following to the Public Works Department: a. That all stiuctural and treatment conn•ol best nzanagement practices (BMPs) described in the Project WQMP have been constructed and installed in conformance with the approved plans and specifications, b. That the applicant is prepared to implement all non-structural BMPs described in the Project WQMP, a That an adequaYe number of copies of the projecYs approved final Project WQMP are available for the future occupiers. 4. Prior to the issuance of certificates for use of occupancy or final signoff by the Public Works Department, the applicant shall demonstrate to the satisfaction of Public Works, that the preparer of the WQMP has reviewed the BMP maintenance requirements in Section V of the WQMP with the responsible person and that a copy of the WQMP has been provided to that person. A certification letter from the WQMP preparer may be used to safisfy this condition. 5 . Prior to issuance of building permits, the applicant shall review the approved Water Quality Management Plan (WQMP) and grading plan to ensure the sh•ucYure' s downspouts or drainage outlet locations are consistent with those documents. Copies of the building or architectural plans specifically showing the downspouts and drainage outlets shall be submitted to the Public Works Department for review. 6 . The project applicant shall maintain all structural, treatment and low impact development BMPs at the fi•equency specified in the approved WQMP. Upon transfer of ownership or management responsibilities for the project site, the applicant shall notify the City of Orange Public Warks Departrnent of the new person(s) or entity responsible for maintenance of the BMPs. 12. For those food seivice establishments projects installing Grease Interceptors : Prior to issuance of building permits the applicant shall idenfify the location of the grease interceptor and provide evidence to the Building Official that the design meets and is consistent with the City' s latest adopted building codes. Revised on : 3-18-19 2 WQMP for Chick-fil -A Restaurant # 4003 II . Project Description Planning Area (Location) : Southwest corner of Almond Avenue and Main Street Project Site Area (ac) : 0. 95 Project Distm�bed t�•ea within Property Limits (ac) : 0. 95 Percent Change in Impermeable Surfaces : 19. 5 % (Reduction) SIC Code (if applicable) : 5812 (Eating Places) ProjecY Description : According to City of Orange Zoning map the project site is in " NMU-24" Zone area (Neighborhood Mixed Use) . The existing condition consists of a vacant one to two story restaurant building with a basement (approx . 6,983 square feet perimeter wall) A complete demolition of the existing site improvements is proposed and a new single- story Chick-Fil-A Restaurant will be constructed along with associated parking, landscaping, drainage features such as curb & gutter, v-gutter, concrete channels, grated inlet catch basins, and underground infiltration system. Existing driveways will be re-located in the Public R/ W in both Main St. and Almond Ave . Street trees are proposed along Almond Ave. and decorative features are proposed at the corner of Main St. and Almond Ave. The proposed development is to include a drive-thru and an overhanging canopy structure at the menu order area for weather protection and aethestics. A trash enclosure is also proposed for this project. The trash enclosure will be covered and will also have a drain inside that is connected to the grease waste line . The trash enclosure surface will Ue graded so that storm water will not enter the interior drain. The site will be designed so that all surface runoff from the site will be captured by grate inlet catch basins and conveyed to a storm water treatment system. Project Purpose and Activities The purpose of the development is for the sale of prepared foods and onsite activities include preparation of foods and drinks for consumption, including stationary lunch counters and refreslunent stands selling prepared foods and drinks for immediate consumption. Customers will either dine-in or take food offsite. Outdoor seating will not be provided at this site, customers who dine-in will be inside the store only . Refuse will take place onsite in a covered trash enclosure that drains to the grease waste. A grease interceptor will Ue installed and implemented onsite to treat grease waste from the kitchen and trash enclosure . A storage area will also Ue constructed alongside the Revised on: 3-18- 19 3 WQMP for Chick-fil -A Restaurant # 4003 trash enclosure to store materials and equipment. The drive-thru is designed to be two lanes two serve customers quicl<ly to avoid any bacl<up and employees typically wall< the drive-thru to serve and take orders from the customers. Routine deliveries will take place onsite in the loading zone provided in front of the trash enclosure . Landscape will planted with drought tolerant species and will be irrigated. Potential Stoim Water Po1luYants The facility mainly generates non-hazardous waste such as: • Paper and cardboard which are collected and sent to recycling centers, • Food waste that gets emptied in the trash Uin, located outside of the restaurant. Pollutants of Concern: Suspended Solid/Sediments, Nutrients, Pathogens, Pesticides, Trash & Debris, and Oil & Grease . Primary Pollutants of Concern: Suspended Solid/Sediments, Nuh•ients, Pathogens, Pesticides, and Metals. Hydrologic Conditions of Concern The resulted Tc (Time of concentration far the 2 year storm event in the proposed condition is greater than the time of concentration in the existing condition, 6.88 min. < 7.32 min. (+6.4 %) Based on 2-year Unit Hydrograph analysis, the volume (ac-ft.) in the proposed condition is less than existing condition, 0.0841 ac-ft. < 0.0950 ao-ft. (-11 .5 %) The peak flow in the developed condition is less than a 5% increase from existing. Q2 developed = 1 .69 cfs > Q2 existing = 1.62 cfs. (+4.3 %) Per the analysis, the project does not have HCOC. See detail calculations in Appendix F. Post Development Drainage Chaxacteristics In the proposed condition the site has Ueen divided into one DMA (Drainage Management Area) and one STA (Self treating area) . The runoff mostly slopes in the same direction as in existing condition. In DMA-1 (approximately 0.858 ac.) the runoff sheet flows from the northeast to southwest corner of the site . For the purpose of water quality an underground infiltration system (manufactured by CULTEC) is designed to capture and treat the Design Capture Volume. Once the underground infiltration system reaches its designed capacity, the remaining / excess discharge (High flow, Q25 and Q100) will Uypass the underground infiltration system and will sheet flow to the concrete channel. Runoff from High Flow events will then discharge through the existing concrete block wall opening where it will be collected by Revised on: 3-18-19 4 WQMP for Chick-fil -A Restaurant # 4003 the existing storm drain system on the neighboring site . The proposed catch basins will have Oldcastle Flogard Filter Inserts for trash and debris capture. Upstream of the underground infiltration system, one stormfilter (manufactured by CULTEC) is installed to separate and trap trash, deUris, sediment and hydrocarUons from stormwater runoff. - The STA-1 (approximately 0.010 ac.) is a self-treating area and it sheet flows into the existing curU and gutter along Almond Avenue and Main Street. The discharge flow path from this site is into the municipal storm drain system, Reach 2 Santa Ana River and ultimately the Pacific Ocean. See Proposed Hydrology Map in this report. Commercial Projects For this project site, the onsite activities include preparation of foods and drinks in the kitchen area . The dining and beverage areas are inside the building only. A large roll- off trash bin is located in a separate covered structure adjacent to the building. This bin is typically removed once a week during normal business hours. Grease waste barrels, recycling bins and organic waste will also be stared within the covered trash enclosure and typically removed once a weel<. The grease interceptar will be located just narth of the trash enclosure and can Ue easily accessed for routine maintenance when necessary. In addition, kitchen BMPs will be implemented where all kitchen sinl< drains and floor drains will connect to the grease waste line and pass through the grease interceptar for treatxnent. Raw materials are received via trucks . These materials are transferred to and from truck into the buildings . There is not currently, nor will there be in the future, any bulk storage of fertilizers, herbicides, or pesticides; typically, these items are contracted and purchased in just the quantity needed and applied promptly via approved means. Site Ownership and any Basements Property Owner: 202 S Main St. LLC Business Owner/Lessee: Chick-Fil-A, Inc. Easement Item No . 3 An Easement for pipeline and incidental purposes, recorded July 24, 1929as book 293 , page 498 and august 6, 1929 in book 301 , page 206, both of official records . In favour of: Santa Ana Valley Irrigation Company Revised on : 3-18-19 5 WQMP for Chick-fil -A Restaurant # 4003 III . Site Description Reference Location Map : See section VI in this report for Location Map Site Address : 202 S . Main Street Oranqe California 92868 Zoning : The proiect site is in " NMU -24" Zone area ( Neiqhborhood Mixed Use) Predominant Soil type : Type " B" (source : Technical Guidance Document, Appendix XVI-2) Pre-project percent pervious : 1_1 Post-project percent pervious : 20 . 6 Pre-project percent impervious : 98 . 9 Post-project percent impervious : 79 . 4 Site Characteristics The existing 0.95 acre site is occupied by a vacant one to two story Manhattan Steak and Seafood Restaurant building with basement (approximately 6,983 square feet perimeter wall) . It is unknown if the existing basement extends beneath the entire building. The site consists of parking area, paved driveway and wallcway of approximately 41 , 107 square feet and a minor landscaped area of approximately 478 square feet. The discharge flow from this property sheet flows from north and east to the southwest corner of the property. An existing block wall opening directs the flow toward an exisYing grated inlet that is located in the neighboring property. Precipitation Zone : The site is located in Precipitation Zone of 0 . 80 inch Design Capture Storm Depth. (See Figure XVI- 1 in appendix "C". T000graphv: The existing site is relatively flat condition and gently slopes fi�om the northeast of the project site toward the southwest. Drainage Patterns/ Connections : A public storm drain system is accepting fl1e runoff from the site and deliverutg to the Santa Ana River and to the Pacific Ocean. Soil Type Geolo�y, and InfiltraHon Properties: Based on GILES field investigation, the site is underlain by Young Alluvial Fan Deposits that typically consist of unconsolidated, loose to moderately dense sand, sandy silt and silt The infiltration test procedure outlined in the Orange County Technical Guidance Document (OCTGD) was used as a guide in the infiltxation testing. A summaiy of the results of the percolation test is provided in table 1 below, additionally, the calculated inf lri�ation rates were Revised on: 3-18-19 6 WQMP for Chick-fil -A Restaurant # 4003 also adjusted to reflect a Factor of safety (FS) of 2 applied to the rates obtained from the infiltration test results. TABLES — PERCOLATION TESTItE5U3,T5 i Pxe Adjusted � � x Test Depth IuCdtrntlou Rnte Test Hole ��ePf� PerroisHon R te . (idhr) Soil T��pe ini��i � B-6 S.Of 12,24 I .OU SiltySand H-7 b.0—` 24.d8 1.12 Silry9neid i) DeptL is rafrreueed to tl�a existmg n�dace gesde st the iesFlocahon 2) Retlects FS of 2 pzr Worksheet H oFOCl'GD Hvdrologic (Groundwater) Conditions: Groundwater was not encountered during the subsurface investigation to the maximum depth explored ( 16. 5 feet). Based on a review of the Seismic Hazard Zone Report for the Orange Quadrangle, the depth to historic high groundwater is reported to be greater than 40 feet below grade. However, fluctuations of the groundwater table, localized zones of perched water, and rise in soil moisture content should be anticipated during and after the rainy season. Irrigation of landscape areas on or adjacent to the site can also cause fluctuations of local or shallow perched groundwater levels. Watershed Characteristics Watershed : Lower Santa Ana River Downstream Receivinq Waters : Santa Ana River-Reach 2, Reach 1, Pacific Ocean Water Quality Impairments (if applicable) : Identify hvdromodification susceptibility: Downstream channels are not susceptible to hydrologic degradation. Per the regional map (TGD, Fig. 3 Susceptibility Analysis) . Revised on: 3-18-19 7 TECHNICAL GUIDANCE DOCUNI�NT APPENDICES Worksheet H: Factor of Safety and Design Infiltration Rate and Worksheet Assigned Factor Product (p) ' Factor Category ' Factor Description Weight (w) Value (v) p = w x v ` ' Soil assessment methods 0.25 � � � sp ! Predominant soil te�cture 0.25 �v � U � A Suitability Site soil variability 0.25 � � Assessment � - 2 --��--- Depth to groundwater / impervious 0.25 layer .� � � � i — -- — ; Suitability Assessment Safety Factor, SA = Ep I , b i Tributary area size 025 � � . ZS Le pretrealment/ expected � � sediment loads �'25 � I e Design ° Redundancy D25 --� b , � 1 � -- �--6,�zs C�tian during construction 0.25 � � � — — �_� i Design Safety Factor, SB = Ep � ' Combined Safety Factor, STo,a�= SAx SB �� 1 � Observed Infiltration Rate, inch/hr, Kobs�,etl (corrected for test-speCific bias) Design Infiltration Rate, in/hr� KpESiGN — Kpbservetl I STotal � i . Briefly describe infiltration test and provide reference to iest forms: Plote: The minimum combined adjustment factor shall not be less than 2.0 and tfie maximum combined adjustment factor shall not exceed 9. 0. VII-35 Decembet 20, 2013 WQMP for Chick-fil-A Restaurant # 4003 IV. Best Management Practices Based on site plan layout and infiltration rate from soil investigation, undergxound infiltration tanks (chambers manufactured by Cultec) were possible and have been proposed for this site. _ The infiltration chambers will be pre-treated (via Stormfilter unit and Oldcastle Flogard Catch Basin Inserts) and the DCV will get infilh•ated within 48 hours. IV. 1 Site Design and Drainage Characteristics Table 1 Site Design BMPs Included? Technique yes No If no, state justification. Minimize Directly Connected Impervious Areas (DCIAs) X GFactor Reduction Create Reduced or "Zero Discharge" Areas X No Zero Discharge is proposed onsite Runoff Volume Reduction Minimize Impervious Area/Maximize Permeability X Landscape has been added GFactor Reduction Conserve Natural Areas X Developed site with no natural areas GFador Reduction 1 Delention and relenlion areas incorporated into landscape design provide areas for retaining and detaining stormwater flows, resulting in lower mnoff rates and reductions in volume due to limited infiltration and evaporation. Such Site Design BMPs may reduce lhe size of Trealment Control BMPs. 2 The "C Factoi" is a represenlalion of the ability of a surface to produce runoff. Surfaces thal produce higher volumes of mnoff are represented by higher C Factors. By incorporating more pervious, lower C Factor surfaces into a development, lower volumes of runoff will be produced. lower volumes and rates of runoff transiate directly to lowering treatmenl requirements. The site has been developed with the goals of minimizing Directly Connected Impervious Areas (DCIAs) via separation of parking from public sidewallc with landscape buffer, various sized landscaped areas around building and between parking, landscape separation between drive-thru and property limits, and a landscape separation of the sidewalk and trash enclosm•e and maximizing permeability but utilizing planting in landscaped areas to slow down surface runoff and allow infiltration into the native soil . Impervious Areas have been minimized to the allowable level for normal operation, i.e. parlting stalls are designed to the minimum size, drive aisles designed to minimum size, minimal sidewall< used around the building utilizing typical access only. Revised on: 3-18- 19 8 WQMP for Chick-fil -A Restaurant # 4003 IV. 2 Source Control BMPs IV. 2 . 1 Routine Non -Structural BMPs Table 2 Routine Non -Structural BMPs BMP Check One If not applicable, No. Name Included Not state brief reason. A licable Education for Property Owners, Tenants and N1 Occu ants X N2 Adivi Restriction X N3 Common Area Landsca e Mana ement X N4 BMP Maintenance X � This BMP is not applicable. NS Title 22 CCR Com liance X No hazardous waste at this site. This BMP is not applicable. The City of Orange does not issue N6 Local Water uali Permit Com liance X water uali ermits. This BMP is not applicable. No spill contingency plan is N7 S ill Contin enc Plan X re uired for this site. No underground storage of N8 Under round Stora e Tank Com liance X hazardous materials This BMP is not applicable. No N9 Hazardous Materials Disclosure Com liance X hazardous waste at this site. Property owner is not required to comply with Article 80 of the N10 Uniform Fire Code Im lementation X Uniform Fire Code. Nll Common Area Litter Control X N12 Em lo eeTraining X This BMP is not applicable. No N13 Housekee in of Loadin Docks X ro osed loadin dock at this site. N14 Common Area Catch Basin Ins ection X N15 Street Swee in Private Streets and Parkin Lots X Revised on: 3-18-19 9 WQMP for Chick-fil -A Restaurant # 4003 NON-STRUCTURAL MEASURES: N1. Education for Property Owners, tenants and occupants - No Property Owners Association. Copies of this manual shall be used by the owner of this site and the Owner shall be responsible for the training of their employees on proper BMP procedures that apply to their portion of the site annually. N2. Activity Restrictions - Documents shall be prepared by the owner for the purpose of surface water quality protection. Vehicle maintenance, washing, power washing discharges, etc . are prohibited site activites and must remain in compliance with Orange Municipal Code at all times. N3. Common Area Landscape Management - Ongoing maintenance consistent with County Water Conservation Resolution, with the City of Orange model water efficient landscape ordinance, and fertilizer and pesticide usage consistent with County. Weekly inpection and maintenance of all landscape areas shall occer in compliance with the Orange Municipal Code. N4. BMP Maintenance - The owner will be responsible for implementing each non- structural BMP and schedule deaning and maintenance of all BMP structural facilities as shown in Section V. N11. Common Area Litter Control - The owner will be required to implement trash management and litter control procedures in the areas aimed at reducing pollution of drainage water. Daily inspection of all areas shall occur and any trash and/ or debris will be removed. Weekly inspection/ maintenance will alos occur. N12. Employee Training - Education program as it would apply to future employees of the restaurantes. Business operator shall provide training upon gire and annually thereafter on activities and maintenance on site regarding surface water/ starm water protection; to include awareness training of all Post-Construction BMPs and activity restrictions. N14. Common Area Catch Basin Inspection - The owner shall have all onsite proposed catch basins inspected and, if necessary, cleaned prior to the wet season, no later than October 1st each year. Inspection of all on-site drainage features shall also occur following all storm events . N15. Street Sweeping Private Streets and Parl<ing Lots - Sweeping of the parking area and drive aisles shall occur weekly. Revised on : 3-18- 19 1 � WQMP for Chick-fil -A Restaurant # 4003 IV .2 .2 Routine Structural BMPs Table 3 Routine Structural BMPs Check One If not applicable, state brief Name Included NOt reason A licable Provide storm drain system stenciling and si na e- "No Dum in — Drains to Ocean" X Design and construct outdoor material storage This BMP is not applicable. No areas to reduce ollution introduction X Hazardous materials at this site. Design and construct trash and waste storage areas to reduce ollution introdudion X Use efficient irrigation systems & landscape design X - Protect slopes and channels and provide energy This BMP is not applicable. No slope dissi ation X areas at this site. Incorporate requirements applicable to individual ro 'ectfeatures This BMP is not applicable. No loading a . Dock areas X area is ro osed at this site This BMP is not applicable. No maintenance bay area is proposed at b. Maintenance ba s X this site This BMP is not applicable. No c. Vehicle or communi wash areas X communi wash areas at this site This BMP is not applicable. No outdoor d . Outdoor rocessin areas X rocessin area at this site This BMP is not applicable. No outdoor e. E ui ment wash areas X e ui ment wash areas at this site This BMP is not applicable. No fueling f. Fuelin areas X areas at this site This BMP is not applicable. Site is not . Hillside landsca in X located within hillside landsca in . h . Wash water control for food preparation areas X Revised on: 3-18-19 11 WQMP for Chick-fil -A Restaurant # 4003 Structural Measures 51- Storm Drain System Stenciling and Signage . Storm drain stencils are highly visiUle source control messages, typically placed directly adjacent to starm drain inlets. The stencils contain a brief statement that prohibits the dumping of improper materials into - the municipal storin drain system. S3 -Design Trash Enclosures to Reduce Pollutant Introduction. Trash enclosure areas will be paved and have perimeter walls and gates. S4 - Use Efficient Irrigation Systems and Landscape Design Projects shall design the timing and application methods of irrigation water to minimize the runoff of excess irrigation water into the municipal storm drain system. 513 - Wash Water Controls for Food Preparation Areas . All l<itchen sinks and floor drains will drain to the grease waste line and pass through the grease interceptor for prior to discharge into the public sewer system. Revised on : 3-18-19 12 WQMP for Chick-fil -A Restaurant # 4003 IV. 3 Low Impact Development BMP Selection IV. 3 . 1 Hydrologic Source Controls Not Applicable Table 4 Hydrologic Source Control BMPs Name Check If Used Localized on-lot infiltration ❑ Impervious area dispersion (e.g . roof top � disconnection) Street trees (canopy interception) ❑ Residential rain barrels (not actively managed) ❑ Green roofs/Brown roofs ❑ Blue roofs ❑ Other: ❑ Other: ❑ Other: ❑ Other: ❑ Other: ❑ Other: ❑ Other: ❑ Other: ❑ Revised on: 3-18-19 13 WQMP for Chick-fil -A Restaurant # 4003 IV.3 . 2 Infiltration BMPs Table 5 Infiltration BMPs ��• Name Check If Used Bioretention without underdrains ❑ Rain gardens ❑ Porouslandscaping ❑ Infiltration planters ❑ Retention swales ❑ Infiltration trenches ❑ Infiltration basins ❑ Drywells ❑ Subsurface infiltration galleries � French drains ❑ Permeable asphalt ❑ Permeable concrete ❑ Permeable concrete pavers ❑ Other: Trash Filter Insert � Other: Pre-TreatmentJSeparation Device � In the proposed condition the site has been divided into one DMA (Drainage Management Area) and one STA (Self treating area) . The runoff mostly slopes in the same direction as in the existing condition. The Self Treatin� F1rea (STA- 1 ) is approximately 4,227 square feet of landscaping area along Main Sh•eet and Almond Ave. In DMA- 1 (approximately 0 . 858 ac.) the runoff sheet flows from northeast to southwest of the property site. Flow will get intercepted and treated prior to exiting the site by a debris and sediment separation unit (manufactured by CULTEC), Stoxm filter 330, and an underground infiltration system (manufactured by CULTEC), Recharger 330XLHD (IIeavy Duty Chambers) . RooP downspouts will not be conneeted directly to the onsite storm drain system but rather will spill to landscaped planters or finished sw•faces adjacent to the buildings. The overall site in DMA- 1 , will sheet flow toward tlu•ee 24" by 24" grated inlets . The proposed grated inlets will have trash filter inserts installed and are sized to capture the 100 year storm event and direct the flow toward the debris and sediment separator unit and finally into the underground storm infiltration system. Onee the undergrotmd system reaches its designed capacity, the remaining / excess discharge (High flow, QZs and Q � oo) will bypass through the stoim drain system and will outlet from the lowest grated Revised on : 3-18-19 14 WQMP for Chick-fil -A Restaurant # 4003 inlet onsite by sheet flow and will be conveyed into the proposed 2 .0 ' wide concrete channel and through the existin� concrete block wall opening and will get collected by the existing storm drain system in the neighbaring project site. The LID Design Storm Capture Volume is fully treated. IV. 3 .3 Evapotranspiration , Rainwater Harvesting BMPs Not Applicable Table 6 Evapotranspiration, Rainwater Harvesting BMP Name �� Check If Used AII HSCs; See Section IV.3. 1 ❑ Surface-based infiltration BMPs ❑ Biotreatment BMPs ❑ Above-ground cisterns and basins ❑ Underground detention ❑ Other: ❑ Other: ❑ Other: ❑ Revised on : 3-18-19 I S WQMP for Chick-fil -A Restaurant # 4003 IV. 3.4 Biotreatment BMPs Not Applicable Table 7 Biotreatment BMPs Bioretention with underdrains ❑ Storm water planter boxes with underdrains ❑ Rain gardens with underdrains ❑ - Constructed wetlands ❑ Vegetated swales ❑ Vegetated filter strips ❑ Proprietary vegetated biotreatment systems ❑ Wet extended detention basin ❑ Dry extended detention basins ❑ Other: ❑ Other: ❑ IV.3 .5 Hydromodification Control BMPs Hvdromodification is not required . IV. 3.6 Regional/Sub-Regional L.ID BMPs Not Applicable. IV .3 .7 Treatment Control BMPs Not Applicable. Revised on: 3-18-19 16 WQMP for Chick-fil -A Restaurant # 4003 IV. 4 Water Quality Credits Not Applicable IV.5 Alternative Compliance Plan Not Applicable. IV .6 Vector Control Based on site grading design all surface water will drain to a grated inlet catch basin so no standing water will occur onsite in paved areas . Landscaped areas will also drain to grated inlets , any standing water behind curbs will be minimal and will infiltrate the native soil . The infiltration surface area of the underground infiltration chambers is large enough to infiltrate the full capacity of the chambers within 48 hours . IV. 7 Drainage Management Area ( DMA) Describe each DMA used in roject, the BMPs in each DMA and the area treated. MA Number BMPs Area Treated 1 nderground infiltration . 852 Acres system with pre-h•eatment debris and sedimentation separation device and trash filter inserts wiYhin each catch basin (Cultec Stormfilter and Recharger Chambers, Oldcastle Flogard Inserts) 3 5 6 otal Area 0 . 852 Acres Total Project Area= 0 .95 Acres Note : The 0 . 097 Acre of landscaped area facing Almond Avenue and Main Street is categorized as STA (Self Treating Area) . Revised on: 3-18-19 17 WQMP for Chick-fil -A Restaurant # 4003 IV.8 Calculations Required Storm capture volume for ( DMA-1 ) . DCV = C x d x A x 43 ,560 sf/ac x 1/ 12 in/ft Where: C = runoff coefficient = (0 .75 x imp + 0 . 15) d = storm depth (inches) A — Tributary area The impeivious area = 0. 81 (post-development) C= (0 .75 X0 . 86 + 0. 15) = 0 . 80 d = 0 . 8 inches A = 0 . 858 Ac. DCV = 0 . 80 X 0 . 8 X 0 . 858 X 43560 X 1 /12 = 1 ,993 .3 cubic —feet F Drawdown time calculation for ( DMA- 1 ) Dm = maximum allowable depth (ft.) Dm = [(t) x (I)] / 12 Where : I = site infilh•ation rate (in/lu�) [Two results fiom Soils Report: 1 . 0 and 1 .2 in/hr with safety factor of 2 applied] 1 . 0 used to be conseivative t = maximum drawdown time (48 hoLus) Dm = [(48) x ( 1 . 0)] / 12 Dm = 4. 0 feet maximum Cultec 330XL-HD selected to provide LID treatment has a maximum height of 30. 5 inches. BMP sizing provided by Cultec spreadsheet attached in Appendix C . Drawdown Time (30. 5 in)/( 1 . 0 in/lu•) = 30 . 5 hr; 30 . 5 hr. < 48 lu• DCV required : 1 ,9933 cubiafeet Volume Provided : 2, 122.4 cubic-feet Treatment is complete. Revised on : 3-18-19 18 v � N yo c - o �- « m = � � � w w w _ u a> a� � ' ffi w � nl = _ c m m o o a ..- o - a c E ro N m `w u� o u�io "' v, E a c . 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A ., U � w E � v I��'4 ` � ( I 1 �, � �� ' P{� �G ' E °- � 1� � �� i0 U Z N V N . Q QI U � W LL (7 v N �O O - - a U Ci � � m � o Ua WQMP for Chick-fil -A Restaurant # 4003 V. Implementation , Maintenance and Inspection Responsibility for BMPs (O&M Plan ) Responsible Party Infarmation: Store Operator (pending) Name : Jennifer M . Daw Title : Director of Design and Construction Company: Chick-fil-A, Inc. Phone Number: (404) 305-4834 Table 8 - Frequency Inspection Matrix MP esponsible * Maintenance Activity * Inspection/Maintenance Part Fre uency Source Control BMPs (Structural and Non-structw•al NI : Chick-fil-A Site manager shall be responsible for nnually and to all new ducation fox (Store the tr�aining of employees on proper employees property Owner(s), Operator) BMP procedures that apply to their Tenants and portion of the site. Information Occupants materials on Best Management Practices that contribute to the protection of stoimwater quality will be provided by the manager to all em loyees. N2: Chick-fil-A These restrictions shall include the aily Activity Restrictions (Store following: Operator) 1 . Pesticides and fertilizers shall be applied at the minimum rate recommended by the manufacturer, and shall be consistent with label requirements for use of pesticides and fertilizers in close proximity to starm drains, creeks, etc. 2 . Parking lots, walkways, driveways, patios and sidewalks shall be swept instead of washed or hosed down. All debxis collected shall be disposed of in approved h•ash receptacles and shall not be directed into sidewalk, parking lot, streets and storm drains. 3 . Vehicle maintenance and Revised on : 3-18-19 19 WQMP for Chick-fil -A Restaurant # 4003 vehicle washing shall not be allowed in any outside area ofthe site. N3 : Chick-fil-A andscape crews shall inspect the eekly or eveiy two weeks Common Area (Store iirigation system after each landscape for maintenance and Landscape Operator) procedure and shall report all broken system inspection. Daily anagement sprinklers and all drainage problems visual inspection for trash to the owner. All routine landscaping and debris and/or damage. maintenance shall be done in confoimance with BMP factsheet in Appendix B , including proper sweeping and cleanup / removal of landscape mowing/cutting/trimming waste. Nl l : Chick-fil-A rash dumpsters will be emptied a n-going daily Common Area Litter (Store minimum of once a week or more inaintenance Control Operator) often if they are routinely filled. Landscape maintenance fii�n to sweep and clean the site during regularly scheduled maintenance, which should consist of litter patrol, emptying of trash receptacles in, and noting trash disposal violations by customers or empioyees and reporting the violations to the ro erty owner for investigation. N12 : Chick-fil-A All conh•actors shall be trained and t first hire and annually mployee Training (Stoxe made aware of this WQMP and Operator) operation and maintenance requirements of BMPs. Education programs (seeNl ) as it would apply to future employees of individual businesses. N14: Chick-fil-A On-site catch basins shall be inspected eekly or eveiy two weeks Common Area Catch (Store monthly during the rainy season for maintenance and Basin Inspection Operator) (October-May) and before and after system inspection. Daily each storm to ensure proper visuai inspection for trash operation. The owner shall contract and debris and/or damage. with a qualified contraeYor to inspect and clean ouY accumulations of h•ash, litter and sediment and check for evidence of illegal dumping of waste materials into on-site drains. N15 : Chick-fil-A Parking lots shall be swept weekly to onthly and prior to Street Sweeping (Store prevent sediment, garden waste, and October lst each year. Pxivate O erator) trash, or other ollutants from Revised on : 3-18-19 20 WQMP for Chick-fil -A Restaurant # 4003 Streets and Parking entering on-site drains and public Lots storm channels. Sweeping will be done be a landscape contractor or other contractor provided by the owner. S1 : Chick-fil-A Check stencilling and labelling of all Once a year. Private storm drain (Store stoim drains and catch basins. The e-stencil as necessary but system Operator) message `No Dumping-Drains to at minimum once every stencilling and Ocean' must be visible and legible. five years. signage S3: Chick-fil-A Design trash storage areas to reduce nce a week with Design and (Store pollutant introduction, maintenance activities. Construct trash Operator) he contractor will clean out and nd waste storage cover trash receptacles weekly to areas to reduce prevent spillage. Stoxage area will pollution store supplies only and will be introduction covered. S4 : Chick-fil-A Verify that the runoff minimizing nce a week with se efficient (Store landscape design continues to maintenance activities. irrigation system and Operator) funetion by checking fliat water landscape design, sensors are functioning properly, water conservation, irrigation heads are adjusted properly smart controllers, to eliminate overspray to landscape and source control areas, and that irrigation timing and cycle lengths are adjusted in accordance with water demands, given time of year, weather and day or night time temperatures. S 13 Chick-Fil-A erify that all kitchen drains are clear nspect Annually Wash Water Controls (Store and drainin� properly without any for Food Preparation Operator) backup . Perform drain cleaning as Areas necessaiy. ow Im act Develo ment and Treatment BMPs rash Pilter Insert Chick-fil-A rash Filter Inserts shall be inspected onthly and prior to (Oldcastle Flogard) (Store with the routine catch basin October lgt each year. Operator) inspection for trash and debris . The owner shall contraet with a qualified contractor to inspect and clean out the filters of accumulated Yrash and debris. re-heatment Control Chick-Fil-A Storm Filter Device shall be inspected isually inspect and (CULTEC Storm (Store and cleaned of accumulated debris remove debris and Filter 330) Operator) and sediment tl�rough the access sediment 3 times annually, cover at surface elevation. and prior to the rainy season. Revised on : 3-18- 19 21 WQMP for Chick-fii -A Restaurant # 4003 F-7 Chick-Fil-A nderground infiltration chambers onthly and prior to the ndei•ground (Store shall be inspected tlu•ough the rainy season, OcYober 1 st Infilh•ation Operator) provided inspection ports at surface each year. Chambers (CULTEC elevation for accumulation of debris Rechager 330 and sedimentation. XLHD) *Attach in appendix additional inspection , maintenance and operations information if required . Regulatory Permits N/A Funding The entity responsible for the long-term inspection and maintenance of all BMPs will be the projecYs business operator (Chick-fil-A, Inc . ) . The project' s owner will be the responsible entity until such time that a management firm is contracted to perform those inspection and maintenance responsibilities. Revised on : 3-18-19 22 WQMP for Chick-fil -A Restaurant # 4003 OWNER SELF CERTIFICATION STATEMENT As the owner representative of the Chick-fil-A Restaurant # 4003 for which a Water Quality Management Plan (WQMP) was approved by the City , I hereby certify under penalty of law that all Best Management Practices contained within the approved Project WQMP have been maintained and inspected in accordance with the schedule and frequency outlined in the approved WQMP Maintenance Table . The maintenance activities and inspections conducted are shown in the attached table and have been performed by qualified and knowledgeable individuals . Structural Treatment BMPs have been inspected and certified by a licensed professional engineer. To the best of my knowledge , the information submitted is true and accurate and complete . I am aware that there are significant penalties for submitting false information , including the possibility of fines and citations for violating water quality regulations . Signed : Name : Jennifer M . Daw Title : Director of Desiqn and Construction Company : Chick-fil-A, Inc . Address : 15635 Alton Parkway Suite 350 Telephone Number: (404) 305-4834 Date : Revised on: 3-18-19 23 WQMP for Chick-fil -A Restaurant # 4003 BMP Implementation Tracking Table MP Activity ompletion Dates or nitial Frequenc Source Control BMPs (SYructural and NonstiucYural) NI : raining of employees on proper BMP � ducation for procedures that apply to their portion of property Owner(s), the site. Information materials on Best Tenants and Management Practices that contribute Occupants to the protection of stormwater quality will be provided by the manager to all employees. N2: 1 . Pesticides and fertilizers applied ctivity RestricCions at the minimum xate recommended by the manufacturer, and shall be consistent with label requirements for use of pesticides and fertilizers in close proximity to storm drains, creeks, etc. 2 . Parking lots, walkways, driveways, patios and sidewalks have been swept instead of washed or hosed down. All debris eollected was disposed ofin approved trash receptacles and not directed into sidewalk, parking lot, streets and stoim drains. 3 . Vehicle maintenance and vehicle washing was not allowed in any outside area of the site. N3 : nspect the in•igation system after each Common Area landscape procedure and report all Landscape broken sprinklers and all drainage anagement problems to the owner. All routine landscaping maintenance donein confortnance with BMP factsheet in Appendix B , including proper sweeping and cleanup / removal of landscape mowing/cutting/h�imming waste. N11 : rash dumpsters are emptied a minimum Common Area Litter of once a week or more often if they Control are routinely filled. Sweep and clean Revised on: 3-18- 19 24 WQMP for Chick-fil -A Restaurant # 4003 the site dtn�ing regularly scheduled maintenance, consisting of litter patrol, emptying of h•ash receptacles, and noting trash disposal violations by customers or employees and reported the violations to the property owner for investigation. N12 : Employees and contractors were mployee Training h�ained and made aware of this WQMP and operation and maintenance requirements of BMPs . N 14 : On-site catch basins inspected monthly Common Area Catch during the rainy season (October-May) Basin Inspection and before and after each stoim to ensure proper operation. The owner conh�acted with a qualified conn•aetor to inspect and clean out accumulations of trash, litter and sediment and check for evidence of illegal dumping of waste materials into on-site drains. N 15: arking lots swept weekly to prevent Street Sweeping sediment, garden waste, and trash, or Private other pollutants from entering on-site Streets and Parking drains and public stoim ehannels. Lots Sweeping done be a landscape contractor and/or site maintenance contractor rovided b the owner. S1 : Verified legibility of storm water rivate stoi�n drain messaging for all storm drains and system catch basins. stencilling and signage S3 : Trash storage areas continue to prevent Design and pollutant introduction. Construet trash he contractor cleans out and eovers nd waste storage trash receptacles weekly to prevent areas to reduce spillage. pollution introduction S4 : unoff minimizing landscape design Use efficient continues to function, watex sensors are inigation system and functioning properly, in•igaYion heads landscape design, are adjusted properly to eliminate water conseivation, overspray to landscape a�•eas, and smart controllers, irri�ation Yiming and cycle lengths were Revised on : 3-18-19 25 WQMP for Chick-fil -A Restaurant # 4003 and source control adjusted in accordance with water demands, given time of year, weather and da or ni�ht time tem eratures. S13 itchen BMPs were followed and no ash WaYer Conri•ols discharge of wash water from interiors for Food Preparation reached exterior areas Areas ow Impact Development and Treatment BMPs rash Pilter Insert Removed and cleaned trash filter insert. (Oldcastle Flogard) Replaced if necessaiy. re-Treatment Inspected pre-treatment control device Control (CULTEC tl�rough access hole. Removed debris Storm Filter 330) and sediment buildup as needed. nderground Inspected undeiground infiltrators Infiltration tlu•ough access port. Removed debris Chambeis (CULTEC and sediment buildup as needed. Rechargers 330XLHD) * This sheet is to be submitted annually with the Owner Self Certification Statement. * * Structural Treatment BMPs should be certified by a Licensed Professional �ngineer. Revised on: 3-18-19 26 WQMP for Chick-fil -A Restaurant # 4003 VI . Reference Maps Revised on : 3-18-19 27 F_ � z d CH �PMAN � AVE . _ _._. __ __ _ ------- � �J , � �\ �J�� I � � �� ' N � <<' j ALMO(�ID AVF . �� ' '- cn > = a o �� U J/ � 57 PAUL AVE . � C m PALMYRA AVE . I __ -- - 1 � w � `� � OCULVER AVE . - BENCN MARK LA VETA 22 5 VICINI � Y MAP NOT TO SCALE WQMP for Chick-fil -A Restaurant # 4003 VII . Reference Plans Revised on : 3-18-19 28 CONCEPTUAL GRADING & UTILITY PLAN � �� CHICK — FIL — A RESTAURANT N0 . 04003 � ��p� �� 202 SOUTH MAIN STREET " s�� ° � � 0 RA N G E , C A � s� � - �� . a p, z a ,.,,N m _ ° ° °� 9 � � �^ � BEtICH 520� Huf�ing�an Rtl. �'��C�LKR . ARK A�Ianio Geo�qia. CENERAL CRADING NOTES TITIE REPORT *# SITE PIANNING DATA *� 30349-2998 Paov i n vEIA S uAV[ SnDvn� ��lF[�!� nRE BASED PY i�lraa�,i4lioii DEo 6r JOsfPN c iR�%n at n inlFS nlC i - GeaOi�iG OA COJS�AUCnG;i. 7 �� [aSEUF��2 vESnGniipV PEPORI �AR� OAv/09/�6. SS � R2VIB�Of18: . c+u cm ��socc.o.e n<-�a<asis io n�amir� ucEnxc roc. asipnu Aicui�nnc�wsuanrtc rouao�e, . acraA¢o uv. munc � E m iuiu- z< (ne Haaxxaoo oaxco usE) 22 Mark Dote By aw v�ans aio samnanors��avn�ue� wi an �r�esnc oa ni u�c o�rr.iEerewc seai oi�co�cA sziiz� �� su � n � � � �Rnoioie snn� oE �a� niio siui orrir�>, lesai +�o-zisi � z cn. �Poao�ai w Pu�is ooEs imr eE��eK �nc o��io� �uu wcsasa�otir. ro� TMe coii� in.�Ei�� i�i�ocR� i�c�eme�o so aoimi�i��. i�c�rx — �a ��., sWn� = o ��... s VICINITY MAP � nUGUSI 01, 10i6 n = � � r., v, si = o . nno poA nRE anCER- IFux BPOnN / JnwCE m[nuoa �u�Osc�PL - ouI � OEFEE NOT TO SCALE muinna x� onrE. . _ n[51 ` o `EEi . . Mark Date By niio uPxo�o av TMc ary ci.eucm vaiaa io iup��[rnnic exn�.t,fi e� n�[ Fiun EV� LE6AL DESCRIPTION * * � i i��Epx i ni_ as �u� oR rNR[c nai.s vnno�[v[a is �ss. Q AEAt PPOPERiv i iH[ CiIY OF OHAtILE. CWll�v OF btnNGF, 5121E 0� �Aaxiuun BUL� 6 EG . , a CaIISE �AunGE, BUi nLwnvs x��LRf It�[ Cu� OR FiLL ENLEEDS a[ (�) vEHliCat �OOi. CntiFp9i�in, �ESCRiB[� n5 FCltO�K: �. ur a �o, z� or �aac, 3oae, s sHo��,,� «� n unv ,xcAea FL000 ZONE t* TI TLE TM� ��RTM � SHEET ucwreoEo m aoox 9<. Pnc� 3� w ��ac�uauEas A�aPs, aEcoaos or aren�i�E mu� Y uu�.mra�. os �e o�bia. E�cuvE �n�E�. o�c�i�aEa 3. soo9 101° Mark �ate By � cax ., c irwuin zo�+F � (misnweo) 0z 1 — TITLE SHEET i5 pN�[ s�Au u a n Ovn C S�iP e�Pln ulo PERUILLNU�51 I . w.enico vAo�, mc c�rr amm..i� nh9ni eeroac nn ca,. u n � w nn7 ��e , ucea, TMe xesiEa�r ez vEcr, vreoaEeir �mr w a maiai Fmoo xeznao nacn, nre�n oeieauwEo io oe Z — GONCEPTUAL GRADING PLAN & 0 c ��o (z) norearnne� �o one 1p �encu �uwce�r �s �Er, w�smr mc azz umuni wnn� F�,000vun�. DRAINAGE PLAN � � u�ii�o�c�s s¢wca noves�nee�nuTMoa�ico e�i��c saa en�uiees noo eaveoxo m �xe n�so ne�rmm m� s m�oeiannn� oainweo Fean c�ennm ti000 sv.acus, me. ori m/ie/zois '� F °°E A- a�so c�cEv�we ixe Ensr z veer. 3 — CONSTRUCTION NOTES � RECORD DATA *t 4 — CONCEPTUAL UTILITY PLAN eausxwc �Lso [xc[Nnnc n u.w �oor er isc� rooi iwaHcuuw sHnPtn sicnou Oe GauAsi�ic o � ��niuRu M E.e�S�iriG CR<nE Mni a aa[Pasn�Oar �0 (a<oi��c � UQUE� Pv iNE iNi[RSECT�!I OF �xk FnSi tlti[ 0� SAiD NOR�H xat=, ABOV[ (H) _ �aB6 FlLE� i�� WN 9 P GE T/ � SQO� � � � IxF rvWi11 IIY.[ Oi LOi 2] CF 1PnG� NO_ �006, M1S SNOVAI Q'1 n � ' ' F ix BOOk 9a, PA6E 3� 0� 4iSLEltAUE WS �IAPS, PEC('ROS 01 S�iD n �4 b �p R�E aapY 01 NSCELUIIEWS IAnV2. _ NQa�vo�� m�sc aaurKnnais Poscs w u * 1 = ALTA SURVEY (TITLE SHEET) _ a� v�nu eE �cEo vmx TMc �m aaiox io nic aEiusE a acuawcr. nr ava�r n�iciEs �reou Mc <cin�reui�c or EANiXWOflK �UANi1TY ES7IMATEB * 2 ALTA SURVEY (BOUNDARY) unui siaiii�ns�iAiiow Exsrs�pE t 3 — ALTA SURVEY (TOPO) ao�a 9 �anan�cirt o� covvuii�tt oFu�toauEn Ri��p��i-)zAw e[ navreou�o er M[ ciry � �xfRE�kou ixni aoanai �ni�G EnS� OF TM[ u�csi uii[ o� ranii� NAW CUT: 1�00 CU. 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'� �� C m SI 0.11DE Aol'C CwPnCnON ESIS I E I L F A � �� EocSOP�WInnNu BEI�LHuaFM oiSK F°Q . � G �AW ePfn�4t PaiOR r0 �wnt G4MIuc RE1£PSC. �OE NalnEu naPPOvpt OF �nlnv mExCH RSECP0.'irzOf u VfinRAK�lUE9uip OninxA nnES' nAE nPPPO%iNq�E MIDpDO5N�i51NCLU�E 8 ASSL�ATES A�. caxeoe rn,a e nv. u �r�uer� sxnu aao o�sica�r coRUER c� �rvc urtc w�+�r E.. i w V�ci i�oR ENatr or TMc ummux� wirze�cnmi a earaa< o�aczcnvn cxe qr0 Englneers and i ne�o w necaeonnec x�M mE cuaaEm v�avav a wc enuFa�nu s�acE.. � ue� is � �n x wF vo�wn�H_ nau ouniirmcs, n.moar aii aaimncs. Land Survayors wi�na�� coo[ noovrto ev �nE ciir m a[sva�na� ci�cuitmixc ucaiunionno.vs. UilLltt PROVIDERS sis w0.RlAG[XUq �v[. � BASIS OF BEARINGS ** .....Citt w mn��c[, 20o E. CxncuAii ar�iu[, oau�GE t1865, xu sau�t�aa ('i�4) �4 -s 24 5 surz �o� tt G OPAkGE-WAIEP Orv., �89 5. WAiFA SiREEi Oftu1GE 9ie6B, P��IIC 'NtwkS (]ia)�3B M4M£� G 91BW ron5'to' fn21 as ixE CEURAIitiE u uuN SiREEr ns �.....Ciry C� a�AIIGE lao E. 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OPni�GE 9ie66, JACMI SCOn ()�<) ]a aEuailCEe CF THF PFo�4cl�n PFENWAv ACC4!.PLIs�Eo ulo HIs AESPWILBiIItt FIXi lHE i atA�Eoni+r oAono� ae o[haiasa�co nDanc[rrt ausuc inmqs-�UCNa[ n¢twvis L�EOEND� p� _ ��n�p� � �pir = StsucaimaBOK �O DEVELOPER STORE �.u.ao vue�rc Ewnu, onw c� aae nun w.na. nr.o o.��ncm wmTwnr naawis. - = ux�a uu,wnE (�iom x� - �rccavu o�u —_..— - cax�PRE�cnoa � = 5�v[ ��' u_ � u�emamo�u �° M� MAIN STREET & � ncreuucsano _ = s�n�.urc aaw' eao. = nrova�monin O � C}IICIf—FQ,—A ALMOND AVE. ,c�ccou+�.ou�canm, uaa �u� o� cu�smocho m,omcewim. _ u� ;i = iro �r cuxe nnm c - mmieno o�ie � oa¢ner etow - ona u 9ocxu� = u�p� BeS�i h = �nn9� �it'wvmE I�n.w'�e fu�["vAr� 5200 BUfFINGTON ROAD - � qc r-or-x r ^a�Erir PCAuir is a[w��o Fa+ x�oaR vERFasu[o iri auAiic curzB ir.tF m = R�[vHal[ Pw[ - O ATLANTA, GEORGIA 30348 � �� n . - mnn = 1Au,AnG1 — — , � � eca�N eroat a �aaTM uaiErein� cairnn - a01e rw� m�xt ire�wwa —� _ �in�i�vrt � �unam�rna �tL 202 S. 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TUSTIN, CA 92]BU F a ro ar. ra nxo i i� R[vaar rae n� novn� i rosunro � uio nrrni�s� ry �i a unuc rn. ewroua - - ' - � STY804S � (714) 832- 1836 FAX (714) 832- 1970 Q E a i EnsEUFxi raa a v[u [ a��m �ic oE� rnt vuxeoscs, re[caeom a�tv xa ��N � �u R F x��u�� u ireE[ ' 9 a5 HpDK 49}L PpGE I9B A � nUGUSi 6, 949 t BOOrt 30 naGE P�EO AWfaU �Q �N.� � K �ERSION: H-V6 106 BO1H OF OFF nt AECOflDS M1,nE g��x SW SIALEI ltlli . , pwEhA 4i0v'� ' � � � � SOILS ENGINEER IssuE oaiE: 12-2075 n ca� o�i wn au�. u � � � c o ce Wiy � ocs cwEw A� � n5 OESLA9EDpt [Y[Rp 5 � �pf� � � � � PO�E , 4 I �ry jx[a�[orzexxi�aaou oAmHs uno[ ex � �caa vnx�S Job No. : c a�&i p4e a c �oo- i a�veca r�as�Ee�r i.o voor o� Poauai or »esnip11 ;�r � �� u�un �ae� � � �'� �u K wxoE�Ea wom �, GIL83 &NBIN&ERING ASSOCIATRS, INC. Siore � oaooa � ixE Suav[r. = ac�nn� [w+ma vu�c - " _, , . 1965 NORTH MAIN STREET � sni anac�� ns sxo�+.i oi - wn� mx °/o = (— �ur xw[ a u�aaa � . . . Date � ot-ie.t9 - 10 = uGxi Sinnnu+o 5/0 - �. ORANGE, CA 92865 u'aiEa u[itA - �ww��^�� = tEM c �nG W�o - k EucuExi ��. PH (714) 279-081] FA% (]14) 279-968] �fOW� BY �GI PJ$ ` """" '" " "`n`p1 = �' �EG�iio f = AEMEaivleiE " u R nus . PROJECT No. 2G- 1610007 Y : S61H - � - fac iax[N raon� TMc a�nv re[rcatrve[o ac�ow. �� REPORT DATE: DECEMBER 14, 2016 Checked B - nNLpa �nc mll�tvlE wxim vn� , = K �,� yPC A�/w = AN'I q' vinx Gni vnLV[� Sheal L4 a u . r � s RPD?h O w p � �u,z �u°,� � � F, ; x.w ,T =� ,E ,o, �= ow �«o ��= Pwow ,o �o�,�A�. o 1 of 4 _ fP u�wEoonu � ;o��x�c�n,b ��. - axx - fi�orcucow�cw�A nrzo o+u lxwh Rwia oee�,c : _ _ " " 00� / � Ex� „� , : . �� ,au ACMl7ND - AV�NU� : �,�� : - ��. � � �- � - ��, �„� , � _ �� ,� � � � � rl ( 56�6i) R . , • (PUBLIC SiflFEil , ( 5)W) R ( 5165) R . �- ... ... . � _ �::_ ..._— _ — . w5 ._. ( 5 tJfl � �� ( Ysk) cc� . _ � 5 ) � � , l _... p ¢-�- - — — � � 5200 Du!lnqlon Ra. �� [G ` i -. 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MAIN ST. - 7.89' � �� 384' 2' I0.0' � i �n £Ezo � a ORANGE, CA � � P�L 1 .32' �� A54' snEEf nnE / PROPOSED � 3.�5' z' io.o' a.a3 PROPOSED CONCEPTUAL CHICK — FIL—A / CHICK— FIL—A � fi�i GRADIMGg � RESTAURANT RESTAURANT i DRAINAGE PLAN � �o / wiosc vnwoseo �a� oavc �rvRu i omv[ mrtu o[wa � Da � ixAu 4ERSION: H—V6 vnoPo av ' I � snxc Ci+noE � �� 7NIS PLAN 18: ' � tr � fF 158.50 snxc crenm 2 20I5 �_ <x ' , .. : : � I �= PREL/M/NAR Y � � -- ' �— _.. _.. . - �p�E [qsnrvc vn�cu[ �bEN CFAI6046 `� �'� � � " � � ' �` � � � I 51 % - -2X� �NOT FOR CONSTNUCTIONI $lofe o 0900J Ew _ — � , . . . i .d � �'a/ax ' - - �. _ ' — � DOte ��_ FF I58.50 I � ' � � ovo , . : , � . . . .. ,- . : . . _ , . . . . . - � � : „— . : � � � iav cxisnxcaae� ._ I .._. _.. � . . . .� _ _._.: � .. . .. �«•��°� •u Drawn 6y GI PJS : ��„�a � . . �-�Ex� �� , � � ' ° �v�, '�� ,� �� ` Checked By : s��H ``owsnxc wau roonxc I orrix nxo six`0onxc � J I cvix w�xxow sheet ..;. sniic wu c xxnovm .mN. b 6f. � asnrvc w � SECTION 8—B µo �=E ��K�� SECTcON C—C SEC�TION A—A � 2 0 f 4 CONSTRUCTION NOTES - ON-SITE I �� I �i snncur e recuo�: usr. nc annnc corvcaeh auos, erc. - � (? ' . . . . Q cois�reucr cuRe� cv 6 u� �ss o,�cax�se snovv u� P�axs � '� O3 COvSIRUCi fi C�PB k 34' GUiiER � Q4 CINl51flULi ae' Y G�i1FA �o�'� ALMOND AVENUE a €"';�°`z<`RE�A�E�'� Ao ��oE�E�"� n �rA,oRAos`�o° o ��"�� e musu� smar� . . �. � ARa h�NRai �E,uis u (f' — p��cc �RU�rcn�Fn oo.u[s PCA noa acaa[u,Ervis 5200 B ffngton R � j � � ns oF , AUunto GeorgB d — � ... .. . _ . 'I— —. � I � Pnoxc a �� O cIX�s�R'�ci cw�cre[� vo[wnuc/naRoscnNf. 30349 2 \� I � 3 � �(� 9 .l0 �o o Pp C n.m 3 ICtEs nG oVFR 6 up ES AB oVfA [oHPnC1Eo O > :. O � �-O � �� o i �:. . . o vav��nne; (oai� �va). cne vrn couracho Revisions: _ _ _ _ _ _ _ _ _ .M, , . s � � � ' e uera �sPE , �� sueeaace (cn�aiirvc sc ov�a a � s nA o Mark Date By , \ ,� � ,�, o--'1 I s n , �s) _.._i (� ' fl �lJ . .. a 'll �. - ,� � � . . . ) . ... .. �-s � q � p �fiQ P�vE NiN 6 tCHES PLL YAIH g3 flENFORCNG 9nR5 � IB' OC. � — - - - - — PRO mEE - - - - qp O O � � � � oi n� ox � _. . eneH nnv o�re a Hr�es ne o . , ua�enoe i _ _ — *'�O C�YEkE� 1RASN Ei CLOSUPE/Si0 . D PEIE APRON � � z �z I I i 2 �q � � rw aacnrzcnRni oErn��s. Mark Date By R � 3 i v � � coxsmucr sn' x za� cxnho �+ r � rnu cuihc sro � � i i _ O I � p6.00" W O N ALL�CULiEC RECHARGEPS (2 . 9 i. Sf.) T z I �i � 0 ns � � a � a � �� ' ~ � � Nsrsmucrs�c��nc��mre�as(PacnimOnmxcs� s ' a i a � s � � 's Mark Date By � � �� o � � ,s �� a=nF �a��` o°�.��a��Rr ar A« �ara, o - � . _ -- — 9 _ - - — _ _ , ,� �_ � ,o, � �. . = I —'r— r ! � Q � B�StS � - — OO O Qz O .. �� .. � <•• Q 'su"e noE a xcncs ssov�re a xa�qs ne ovm caucnc�o I ., � O s . '° s � � � 9 5 � �8 ° i � u c RE AccE w�c� sEE n E �ns,cw P�n� Fae nreE � _ , ..;, 1, . .. - . . ncass �weocrw�s. - wean "•• .O � O O �.. ' �.; '/ s Seal o i a �� —' OO �,osc�c �Ea PCR �ARAh � �osc�E P� s. `o°k 3 0 �o , o � � I E�xN�� aEPoar � �� , a � .. P��.E„r sE�no�= =�a« �o„rTME�E� �Eo�� a� �O � � o � � � �� RE�o� aE�o��= Pao� o� �� or n F . OO � o o u i�� I � er c �s ei eineen �m onho s� �e �e � � 5 p popa � I fi�� PqVEMFNi SECT�N SHAII. COMPLY Y�1H GEOiEflllCA� n e � �---0 �I � � I R 9 ( dl.�'—�{ GIlES N�HAPONGP EpEU N� gE LETIER VP�N�EO BT ,�� ^" � F / I� � t_ EFRN n I oixc ��, a O li y � y ii I -` i � � *" CONSTRUC710N NOTES OFF-SITE °I � 58 T OO / O _� t. a _�_ �� O I � I � . ,. � iouceE�oa�c°rvnx"aRe i curicanais ar ncEvnve.�.exr. `"°°,•' >r�e �I n � w,LL � ' . , , nr nereaoE EA nn m� oeni ce sm. i ia _ m� Pwrs a , a' � z i s.ro � --- i n .,OO s � � � ior{l � � i �i. . 'i �°'a�'�is �' � O 5 . .. . ] IS �� \ ` � �O� I 5 � I .�..... 4000 0 NC� �'� O PER C�ttCOF qtNICE SN �AY PPRO � xiM �EPRESXO 4DEWAt1( M �s po � q z Lo ° � � O i � musrauci curea � wiica a A asn azoanuc< sm rwi n> A �A 1fS IYG ,� " . . , rmc n.� .. � _ „ ,. ,., , , .. -t � . .� � - . --�-_ _ _ - - � ' � Crvil Englneers ond _ -_ _ _ _ _ �_ c — _= . .. . ..`., � � E . � T� �p .. . 3s pa, Q cmusmucr socrvau e�x an ar oanxcE sro Pi<x iia_ [and Surveyors � � %3 0 Ci EqSi WNY -� GMOING� I � I Q CONSLAIIti iPEE YIELL PFR t tt OG ONNiGE 510. I9/5 W ORM5EWIX0 AYF SMF 10f i ..�- ... - IO' � M/Nci, G 9lese � - �� PRO C ENISP 5 pa01ECi EYSIING PAUI 1REE5 `~ � 3'�� CONiR OR SHM.L nPPLY FOR PND OBiA N A (](f 9�35 0/06 (lAYJ pi pLUYC SW1H BLOCN MNL 10 . SEE ENCFOACHMENi PlNM T F02 AIPROVE AE JTS \vllH N — ' OVFAROW YnLL SPLL W W1H K W (10). YE ( ) I� � P{E PUBLC H/W LnNUSCAPE ARFA Yi0 IX SIINC � PUN FOR OETNL,S., . . .... . . . . IqNDSCAPE PIANS fCA OEfNIs, hP N�tGnea2wc 0 aNAcc�Srs�.t I � � . . � ,.,.� � . . . . . . . ., . . . . . . . ... . . . . . . .. :: .... . .... . 1 . � � ', ,,, ',, k , . STORE , �. ' �. ,....,,. i MAIN STREFT & . ''.... i .. .. � ALMON� AVE. EASEMENT NOTES THIS PIAN I8: 3 m�M ��o o�MP�� - oaa �R ,o a� r.A. A�o ,�,�E REP�r �oa Aoo�n�a� �H��anav �o oE�a« pRELIM/NARY �oa�nsnc a•� awi�Eice Eh soRiacE s reE 202 S. MAIN ST. -` aa PiuS 1' ,� Q a� [nson[xi t'oR viP[ut�[ nxo ivaooirnt PUReos[s, accaAoco ,n��r ta. (NOT FOP CONSTRUCTION) ORANGL, C� ; RE Ftp EWAL) �EVICE IIISiAtlfD �� 7yp) 19)9 AS 900A 193. PAGE 490 NIO A�GUST 6. �9191N BW% 30�, PAGE SHEET 117LE � OLOCFS � lH a dR APPROVE M' �FI 2' hvnC[ 10 [a11W.CNA � �eA � auuFneNe�nsreecoG�ueimmays. ore � � � zos oon o� emcAiuworeos. CONSTRUCiION FRANE � �2fi GAAIE '� . � . . � YOa OF. SNIt� NlA VNLEY ftR GAPO` CONPN�T u iau�a oisi or �u i i�4�I c n��cc�s ns oesrn eco , rnox , �"°aa"°,�ce ;µ,'�„��,�„„� NOTES `F PYCREit NOIE PLOIIEO, GSEFIEeVi PL�[C15 ENShatY .0 f00i Of YOI111GY OF - � �s) as rvoicnrzo s« � � snn aaaca as mon� au wc suau�r • irv. �yqP . ovEfux '� � �� 4ERSION: H—V6 , BENCN MAtte � . � �. FPEs e cu1cN ��iF wa'c[ x u. � o. sc tzn ri flcvnnary is> s�5 �c[r .A N ISSUE DAIE: 12-2015 . �ae� � I : I .. G' (iawee)Wsssao.usuE . i � � - � � � E _�, •� . m.uvacho suacre n accare ense � � e Job No : CFA�soas � I~ i wnN t0 B 5 s[r ai cav,rncho su9 cano[ at q S[ore � �4003 BOROM OF i NPiuqnl. �xas aeEo qt. �ws[cnox oF aniann �afe ' �'-��19 - z Flr+i� nu EraosEo ca�rnE� soaFntEs suoon�. 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Educational Materials Refer to the City' s website www. cityoforange . org or the Orange County Stormwater Program (ocwatersheds . com) for a library of materials available . Attach only the educational materials specifically applicable to the project. Education Materials Residential Material Check If Business Material Check If (http :/Iwww.ocwatersheds.com) Applicable (http://www.ocwatersheds.com) Applicable The Ocean Begins at Your Front Door � Tips for the Automotive Industry ❑ Tips for Car Wash Fund-raisers ❑ Tips for Using Concrete and Mortar ❑ Tips for the Home Mechanic ❑ Tips for the Food Service Industry � Homeowners Guide for Sustainable � Proper Maintenance Practices for Your � Water Use Business Household Tips ❑ Check If Proper Disposal of Household Other Material qttached Hazardous Waste � Recycle at Your Local Used Oil � � Collection Center (North Counry) Recycle at Your Local Used Oil � � Collection Center (Central County) Recycle at Your Local Used Oil � � Collection Center (South County) Tips for Maintaining a Septic Tank � � System Responsible Pest Control � ❑ Sewer Spill Response � ❑ Tips for the Home Improvement � � Projects Tips for Horse Care ❑ ❑ Tips for Landscaping and Gardening ❑ ❑ Tips for Pet Care ❑ ❑ Tips for Pool Maintenance ❑ ❑ Tips for Residential Pool, Landscape � � and Hardscape Drains Tips for Projects Using Paint ❑ ❑ Revised on: 3-18-19 31 WQMP for Chick-fil -A Restaurant # 4003 Appendix A : Conditions of Approval Resolution Number dated ( Pending) Revised on : 3-18- 19 30 WQMP for Chick-fil -A Restaurant # 4003 Appendix B : Educational Material Revised on: 3-18-19 31 � hT . - M�. ,— � � � � �� y`� � �� , /r'� i' , I ` �'� � , ' ' ' '�,�- ` - � �._.w * _ � � .� �� ,n ,; , I , . , Ek .� . —.1T . !e '1 � Y � ` ` i N `t 1°�f . �`r � � � � �� 1. � � �� , +�(` �, �' � ; i�� '�� '� . `�,S ,� ' t il • raw l+TM + a`� tl ,� \' � M � i y { �� , \\t�� • ,,�M- ' ��, I �� F ��4` `1 �` r � � i �,+ � ' � v x � ' � � � f t, i , � � �. t. , II . , � � `� � � - Y � � �� ' ' � 1 d 1 }b�r . .l i � 1 i � + ,/� �r T- s.�,�`� �. 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County and city water quality ordinances prohibit discharges containing pollutants. - C� Q�� ¢� � �; � � aau� Gy 66e� lth Ce � a � /�� ee� �y _ r � � _ _ ?�' �ovua�ea � ei� e� aa4 �in B� e � 9tclo — e, — ( 714) a33- 64 '1 �J � ' ` _ _ =-,=i�� . _ California Health and Safery Code, Sections 5410-5416 ��y . ' - � � - .,..` . No person shall discharge raw or treated sewage or other waste m a "'�'� , � �� +� � . mannerthatresultsinwntamination, pollutionoranuisance � � � - s � �� - �, -4 5- � ' r :fi + b . Any person who causes or permits a sewage discharge m any �Fa ur .e-4� �.. - y ; � -� statewaters: C ��„�-�,, �',z ` ,�, ��.�„� ��c ' • mustimmediatelynotifythelocalhealthagencyofthedischarge. �' -�� - � II • shall reimburse the local health agency for services that protect : thepublic'shealthandsafety �watervcontactreceivingwaters). i ij • who fails to provide the required notice to the local health agency - - ` �- _�� is guilty of a misdemeanor and shall be punished by a fine @etween - _ . � � $500-�i ,000� and/orimprisonmentforlessthanoneyeac _ - + - , - ': ::-."'�-,._. 6 �� a �rou �a !, oliY�a 's: e: e e2a� � Veti: e;� u � � o '� u ��a 'u �:-� ira� � � u7t� /� � � �Se � ooa� � �� u� I� aQsgo E; e � ficsaa ( 951 ) 782 -4130 ( & 58 ) 467-2952 _ 1 , i • i . Requires the prevention, mitigation, response to and reporting of � - 1 1 sewagespills. ' _ � �asifors� o � �DEf� ce o'r €` w�a2 �a� esn � y � eavga; e �; ( 800 ) 352 -7550 California Water Cade, Article 4, Chapter 4, Sections 13268-13271 ,.�Il�� P �t O J E e T CaliforniaCodeofRepulations, Title23, Division3, Chapter9.2, Article2, �n /�1,� � I�O5SN�1O� Sections2250-2260 I�� » . Any person who causes or permits sewage in excess of 7 ,000 gallons P R E V E N 7 1 o N robedischargedtostatewatersshallimmediatelynotifytheOHiceof - � � � - Emer9ency Services. . Any person who fails to provide the notice required by ihis section " is guilty of a misdemeanor and shall be punished by a fine (less than $20,000� and/or imprisonment for not more than one year. i . � � � � ,,. .� . �� :�r..i6��o;�J� : : �� i� � � � �� ,_ �> �� g � � � � � � `��' x, Sewage spills occur when the wastewater being transported via underground pipes overflows through ' � ' a manhole, cleanout or broken pipe. Sewage spills can ` cause heakh hazards, dama e to homes and businesses, " "" '" F 9 eleanout r �� . and threaten the environment, local waterways and iocai - `�r. beaches. ��va�� r� : : ., _ 5 �r � � S'd� 19�➢ (B6"➢ �� 49 � � � c� f Sev�vag �; � pill � Grease builds up inside and eventually blocks `'1?�'a ! � fdsa� dlR �� _� RL `p �� A � sewer pipes. Grease gets into the sewer from food establishments, household drains, as well as from poorly Allowing sewage from your home, business or property maintainedcommercialgreasetrapsandinterceptors. todischargetoagutterorstormdrainmaysubjectyouto penalties and/or out-of-pocket costs to reimburse cities Structure problems caused by tree roots in the lines, or public agencies for clean- up and enforcement efforts. broken/cracked pipes, missing or broken cleanout caps See Regulatory Codes 8 Fines section for pertinent codes or undersized sewers can cause blockages , and finesthat apply. Infiltration and inflow (III) impacts pipe capacity and is caused when groundwater or rainwater enters the �i�¢ y� �� •g� �� k FOI' sewer system through pipe defects and illegal connections . Sewage spills can be a very noticeable gushing of water from a manhole or a slow water leak that may take time to be noticed . Don't dismiss unaccounted-forwet areas. You Are Responsible for � Lookfor : Sewage Spill Caused by a Blmc@z �� g � . Drain backups inside the building . OC � 9"� e"l �t iIA 1(t� lll° � CEIU� Y <.� Y"B � � ? � Wet ground and water leaking around manhole lids onto your street. Time is of the essence in dealing with sewage spills . You � Leaking water from cleanouts or outside drains . are required to immediately : Control and minimize the spill . Keep spills contained • Unusual odorous wet areas : sidewalks, external on private property and out of gutters, storm drains and walls or ground/landscape around a building . public waterways by shutting off or not using the water. � c'� l8 $ I � fS Use sandbags, dirt and/or plastic sheeting to preventsewagefromenteringthestormdrainsystem . Keep people and pets away from the affected area . Clear the sewer blockage. Always wear gloves and Untreated sewage has high levels of disease-causing wash your hands. It is recommended that a plumbing viruses and bacteria . Call your local health care agency protessionalbecalledtorclearingblockagesandmaking listedonthebackformoreinformation . necessary repairs. Always notify your city sewer/public works department or public sewer distric2 of sewage If You See a Sewage Spill Occurring, spills. If the spill enters the storm drains also notify the Notify Your City Sewer/Public Works Health Care Agency. In addition, if it exceeds 1 ,000 Department or Public Sewer District gallons notify the Office of Emergency Services. Referto IMMEDIATELY! the numbers listed inthis brochure . L1Ub'9iJES± � � Yli/ � � � 1l1/ � d° � � `j� �� i �; [ft(�i ��tr� C_� [i' �� c �l _ �rn ;� ��i�, �� A property owner's sewer pipes are called ; � ,s � � � nic�; � � ��=�� ,� servicelateralsandareconnectedtolarger P� eaw � i� � ''j local main and regional trunk lines. Service �ov si �o < < ,�� 'vvu �c �' � laterals run from the connection at the ■ ■ n � � r<�a7s j�� home to the connection with the public � � � � ' � sewer (includingtheareaunderthestreet) . ' � These laterals are the responsibility of the /� ;// Local Main � � —�. i�, / Sewer L� ne ro ert owner and must be maintained / A P Y / � '" �� by the property ownec Many city agencies j �� ' � � � have adopted ordinances requiring � ��' � � maintenance of service laterals . Checkwith C�, �vi:, �,r,oit �% � ; your city sewer/ local public works 7 -- — departmentfor more information. Operation and maintenance of local and regional sewer lines are the responsi- bility ofthe city sewer/public works depart- G:ec� iona ! I mentsandpublicsewerdistricts. 'ae'tdo� lc line � ewer s: � . r � , � Plant Preventing � � �?�� o`dJ � �� fAaG'I� � � � �% . � ' � The drain is not a dump ! Recycle or dispose of grease properly and never pour grease down the drain . Homeowners should mix fats, oils and grease with absor- bentwaste materials such as paper, coffee grounds, or kitty litter and place it in the trash . Wipe food scraps from plates and pans and dump them in the trash . Restaurants and commercial food service establishments should always use " Kitchen Best Management Practices ." Theseinclude : . Collecting all cooking grease and liquid oilfrom pots, pans andfryersincovered greasecontainersforrecycling. . Scraping or dry-wiping excess food and grease from dishes, pots, pans andfryers intothetrash . . Installing drain screens on all kitchen drains . Sewage spills can cause I . Having spill kits readily availablefor cleaning up spills . damage to the environment. Help prevent them ! . Properly maintaining grease traps or interceptors by having them serviced regularly. Checkyour local city codes. Orange County Report Sewage Spilis ! City SewerlPublic Works Departments Agency Responsibilites AlisoViejo . . . . . . . . . . . . . . . . . . . . . . . . . 1949I425-2500 Anaheim . . . . . . . . . . . . . . . . . . . . . . . . . . . �114� 7fi5-6860 Brea . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . p14� 990-7691 . City Sewer/Public Works Departments— Buena Park . . . . . . . . . . . . . . . . . . . . . . . . (714) 562-3655 Costa Mesa . . . . . . . . . . . . . . . . . . . . . . . . �999� 695-8400 � Responsible for protecting city property Cypress . . . . . . . . . . . . . . . . . . . . . . . . . . . �774� 229•67s0 and streets, the local storm drain system, sewage pana Point . . . . . . . . . . . . . . . . . . . . . . . . . (999) 2903562 collection system and other public areas . Fountain Valley . . . . . . . . . . . . . . . . . . . . . (7t4� 593-46ao Fullerton . . . . . . . . . . . . . . . . . . . . . . . . . . . �719� 738•6697 . Public Sewer / Sanitation District — GardenGrove . . . . . . . . . . . . . . . . . . . . . . . (774� 141 -5375 Responsible for collecting, treating and disposing Huntington Beach . . . . . . . . . . . . . . . . . . . �119) 536•5921 of wastewater. Irvine . . . . . . . . . . . . . . . . . . . . . . . . . . . . . (949) 453-5300 Laguna Beach . . . . . . . . . . . . . . . . . . . . . . �999� 497-0765 . County of Orange Health Care Agency— Laguna Hills . . . . . . . . . . . . . . . . . . . . . . . . �999) 707•2650 Responsible for protecting public health by closing Laguna Niguel . . . . . . . . . . (999) 362-4337 . . . . . . . . . . . . ocean/bay waters and may close food -service Laguna Woods . . . . . . . . . . . . . . . . . . . . . . �949) 639•0500 businesses if a spill poses a threatto public hea�th . La Hahra. . . . . . . . . . . . . . . . . . . . . . . . . . . �562) 905-s�92 Lake Forest . . . . . . . . . . . . . . . . . . . . �949� 461 •3480 . Regional Water Quality Control Boards— La Palma . . . . . . . . . . . . . . . . . . . . . . . . . . (714) 6903310 Responsiblefor protecting State waters . Los Alamitos . . . . . . . . . . . . . . . . . . . . . . . (56z) 437 •3536 Missian Viejo . . . . . . . . . . . . . . . . . . . . . . . (949) 831 •2500 . Orange County Stormwater Program— NewportBeach . . . . . . . . . . . . . . . . . . . . . �949� 644-3077 Responsible for preventing harmful pollutants from Orange . . . . . . . . . . . . . . . . . . . . . . . . . . . . �719) 532•6460 being discharged or washed by stormwater runoff orenge County . . . . . . . . . . . . . . . . . . . . . . p74� 567-6363 into the municipal storm drain system, creel<s, bays Placentia . . . . . . . . . . . . . . . . . . . . . . . . . . �714) 993-8245 and the oceafl . Rancho Santa Margarita . . . . . . . . . . . . (999� 635•1 B00 San Clemente. . . . . . . . . . . . . . . . . . . . . . . �949� 366-0553 San Juan Capistrano . . . . . . . . . . . . . . . . (949) 943-6363 Santa Ana . . . . . . . . . . . . . . . . . . . . . . . . . �714) 6473360 � � � � ' . � . Seal Beach . . . . . . . . . . . . . . . . . . . . . . . . . 1562� 431 -2527 Stanton . . . . . . . . . . . . . . . . . . . . . . . . . . . �714� 379•9222 . � ' � � � � ' � Tustin . . . . . . . . . . . . . . . . . . . . . . . . . . . . . �714� 962-2471 . ,,;i . �. .� 1- . . - - " ' " Villa Park . . . . . . . . . . . �774) 998-1500 ,, .. _ . . . . . . . . . . . . . �'�� nl� . ` I ;,�� r��n[l�Ni� ii� . �, Westminster . . . . . . . . . . . �774� 893-3553 . . . . . . . . . . . Yorha Linda . . . . . . . . . . . . . . . . . . . . . . . . �774� 961 -7170 (L�od dI � _uadni 4°� u � @�,��.i� 1 . = Li ;,t;+X � IE 7 fa�i fYE1d �3 � �K� i== public Sewer/Water Districts }��i Cn,�o,� (�iiS , N s XS�k=��6 cAi� !��K�NFi{r,( �, � C�JnA.�.!�t • i7nA9�? Costa Mesa Sanitary �istnct . . . . . . . . . . (779) 393•4933/ ��,rtiv �� iC�o�('�dj��iC � li�?npl�AoPK:�o';, �949) 645-H900 .. EI Toro Water District . . . . . . . . . . . . . . . . �949) 831-0660 „ v ; v o " � ^ � Emerald Bay Service District . . . . . . . . . . (999) 494-6577 nFlx� jl} I � 2YFP,{ `Kfl� ,�) �iGi� Yl� ,,ik�F-A � ��q nl «X'qnc�dlf GardenGroveSanitarpDistrict . . . . . . . . . �779� 797 -5375 4/ / "� � � - Irvine Hanch Water Oistrict . . . . . . . . . . . . �949� 453•5300 •`ek�� k-�lqo) �ohr u�riC ' S�� A^xr ��v�1�� '�,;CXc7r �� ,^ �� LosAlamitos/RossmoorSewerDistrict . , . (562� 437 -2223 °�� 1:3 i1� � h"99 ° C=,�,' f�� 4 � �$p� � 11�10. bii�titln7",' CuSr fa�, ��i'�,� MidwayCitySanitaryDistrict �Westminster) (119� 893•3553 � ��j�, �o��Co�p�, =oi�'�, Moulton Nipuel Water District . . . . . . . . . �999) 831-2500 , � Orange County Sanitation �istrict. . . . . . . �774� 962-2911 , , � a �, �� "-v""� � � �-rr-� � � ; .�. , ��;-� � - ` -; � �t� � � e ��.'� SantaMargaritaWaterUis[rict . . . . . . . . �949� 459-6420 South Coast Water District . . . . . . . . . . . . �949) 499-9555 - � � � . � � . i . - South Orange County Wastewater Authority �999) 234-590D Sunset Beach Sanitary District . . . . . . . . . (562� 493�9932 � � � � - Trahuco Canyon Sanitary Uistrict . . . . . . . (949� 85DA217 Yor6a Linda Water �istrict . . . . . . . . . . . . (114) 7113018 — = � ' Other Agencies — �� Orenge County Health Care Ayency . . . . . (714) 433-6479 Office of Emergency Services . . . . . . . . . . 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Slze (LxWxH) B' x55" x36" 2.44mx1397mmx914mm Access Opening 22.5" 572 mm Capaclty 419.5 gai. 1584 I Number of Fllters 2 Typlcal (�n �o q a�ananie� Flltratlon Capab(Ilty 740.6 gpm 2eoo I/min Apparent Opening Slze of 30 US Std. Sleve Fllter 0.60 mm Max. Allowable Cover 4' 1 . 22 m Weight 300 Ibs. Y36. 1 kg Max. Inlet Opening In Cnd Wall 8° (rouy euerea� 203 rtlfTl (Iully Bltered) ?h�� (W/ bypass capablllty) 600 fllln (vd.hypass <apa6111ty) � � 96.0' (f4�Omm� I � 25.0' �835mm] OIA. RISER ; P2.5' [51P I�m] OIA � I �CCESSPORT b5.0' �1397 mm] � 76.0' (7905 mm� SAIFLL RI9 IARGE RIB �6.0' �91Amm� 30.C [77Gmm� — � 1P.0' �]OSmm) 10.5' [20T mm] 65,0' [1397mni] For more Informatlon, contact CULTEC at (2D3) 775-4416 pr visit www,cuitec.com� ], ( " 1 • Frame Detail THE OUTFLOW PIPE UPPER QUADRANT CANNOT 6E HIGHEft THAN 19' FfiOM THE 90TfOM OF 3H6' (9.8 mm) THECHAMBEREN� WnLL 7/I6" (11mm) THICKMATERIAL � - THICI( MATERIAL ��(� 7/16' (11 mm) 7HICI( MATERIAL 1 s.a" �403 mml � THEOUTFLOWPIPELOWER I L3.0" smm 3N6' �4.Bmm) �' qUAORANTCANNOTBEIOWERTHAN n � TryICKMATEft1A1. I 3" (/6 mm) FROM THE 60TTOM oF II THE CHAMBER F.N� WAIL � ��-96.0" [2438 mm) INFLOW PIPE ELEVATION MAY BE MANIPULATE� OEPEN�INa UPON 76.0° (19�5mm]—� FLOW ftEOIIIREMENTS � COLIAPSIBLEFMME I .....0. .. .......... 36.0° [914 mm] � 65.0' [1397 mm] COLLAPSIBLE FFAMES ANO FILTERS (2 FRAMES TYPICAL lIP TO A FftAMES AVAILABIE) Typical C��oss Section for Paved Traffic Application 100.0• �z14� mm) 61PEBAR121NCHE5�]YSmn�) O.C. � — �'.,'— ,-` ' ' �'� . �6' �B74mm� 0MIN. CA3TIftON � � . ,, . i y. ':. �.�' MANHOLECOVER3FPAM1IE I I • �� ! ' ,'`�I 6'x9'XU' [fAmx2.i9mx20]mm� . Y1.U' �7B20mm) ,O° •�� '�THICKCOtfCftETEPAUTOBE � ';• �� MINIM�M1,OooPSI. 3B' (9iqmn�� 0M111N. CA5TIftON �� ,�� : : _� MFNNOLECOVEftfiFRAh1E � . �� . ` � L��,�.-----.,�.�-----`�`�-_ 6'n8' % 0' (I.OmH4.]4mxROf j A4RE6ARI21NCHES (905mn) O.C. THICK CONCflETE PA0T09E MINIMVMi,000P51. � 30.0' �919mm� — � •: �• .. r 0.0' 203mmJ .�� 7' : � � _Sy ,:._ : n.o'li.zzmltamt. _ _ _ _ ' _ _' a.�min�mc. , 911ftIRL �EPTN ;. � 9Uft�AL �EPiH ��f ; � ; 6.6 Omm� � � 1.21NOHI2&SImm101A %% I ; WASHED, CRUSHeOSTONE /� � � \ 80.6' �176mm� � I II ) � II I II � . C11L1ECNO. AIONONWOVEH 1 \ I� � GEOTEKIIIEMOLIN� StONE TOP \'•_ l � 36.ti` �91� mm� 01.0. �I � 1 _ ( �\i � _. 'ii1l � � I � 'f-I I � III �II f I� IIi; AND8IUESANNOATORV,-B071Oh1 PER ENGINEEftS DESIGN PftEfEflENCE CORRUGATE� HOPE � B.0' �162mm) - - ' CIILTECST011A1FILTER9]0 fi6.0' �1�9� mm� 95.5' �2426mm� .�— �zA� (lozemm7 mo.o• �z7namm� For more information� contact CULT�C at (203) 775-4416 or visiC www.cultec.com. 2 .,, �� T�� .... ,��i., ,o� � S� �a�G,�� ,_� < �� CC�� , �='i �il �' �� n � l�{'�� iN_ ��(. �� A ��O� • ��tis:� — Overflow/ �ypass Plan View �etail CULTEC N0. A10 NON�WOVEN GEOTEMIIE T09E PIACEU 6ENEATH ALL CHqtABEflS �CCEPTINU INIETPIPIN6 CaNNECiIONSGREf�TFRTNAN10.01NC11E5 �950mm� o1P. .�,��,,,,,;,,,,,;,,,;,,,,,,;,,,,;,,� PAVEM[NiOpFINISHE� GPAOE GEOTEMIlE19TOEXTEN�AIAIN. OFO.OfEEf�3.AAm) PAST f� }� �, � { � � ND. fifiWOVEN4fOTF.XiILENJDOVEPIAPAIAIN. OF1.aFODT I �0�05m7 �ENEATHiNENO. fiBWOVENGEOTE%tILE E.J ' - � PAVEhIENiSUB�e�SE (WHENAPPLIGAeIE) � , . . 1 � ��F \ . . \ IAIN. 05!$ COhIPACIEOFItI n \� t ` �4 c�LIEG N0. 41� NON-WOVEN GEOTE%iiLE BO'�2.i4nQhIIN. ' �y �� qOUN� STONE. TOPANOSI�EShNNDATORY; CULTECNO.AfONON�WOVEN � � \ ��'\ : pOTlOMPERENGINEER'S �ESIQNPREFERENCE 4EOiEXI1lE - � � — h CULTECHVLVFEEDLONNECTOR � I ' . - 1 ! VVNEPE6PECIFlEo I — � — � '�� /- 6.oINCN �152mmJhIIN. �EPIHOF• [ _ � ' � � 1-21NCH �1S51mm)WASHE� CRIISHED � : } SiONEBENEATH �VIUMOVECHNA0Eft5 8.�` �1.B � MIN. CULIEONO, 66Y/OVENOEOTEXIIIE I � � - � � _ T �(i � OENEl�THfEE LONNECTOftS ' � I � CULTECCNPMBER I � �` ) —�-�-+�� ` if ,� F' —i 10.0' �3.0 )AIIN, � �� '- -T � 1�.OINCH ��6mm�MIN. WIDIHOF CIILTECN0. 88WOVENGEOT[%fllE . -� G 1�21NCH �RSb1mm�WASHEUGRU5ME0 BENEATHI LETPIPES �� ' 5 SiUNEBOpoEft5UflR0UN01NGAlL ' � I I Ir—��r � CHMIBERS �6� 1 � f : "�' � _ � . ' cIIITEc sTORkFIIIER 9]0 ` � , SURROUN�EOBY12' �]09mmjMIN. STONE 901i0ER - I ALLPIPEELEVATION3� 612ES� FlTfINGS, PNO OqIENTATION Ttl0 OY ENDINEEF - (AN%,�IA. PIPEPERCIILTECCHMIBER �� , .SPECIFICpTI0N9) ii u�i CFTCH BA6IWMANHaIE 6if1UCRIHE TBU9YENOINEEfl Visit www. cultec. com/downloads. html for Product Downloads arid CAD details. For more informakion, contact CULTEC ah (203) 775-4416 or visit www.cultec.can. $ — '� i I ° 1 • Clll�TEC �i�c� (,3 �NJFILTER° 330 9fVater Quality �Jnit Specifieations GENEFiAL CULTEC 5tormFllter9 330 designed as a water quallty unit: 7he unlC inay be used l�o filter starmwater run-off vla pass-thru filtratlon baffles. STOHt4FILTE•R 330 PARAMETERS . i , The chamhers shall 6e manufactured by CULTEC, Inc, of Brool<fleld, CI' (203•775-4416 or 1-800-428-5832) , �� 2. The chamber shall be vacuum thermofamed of 6facic polyethylene. I 3, The chamber shall be arched In shape. � 4. The chamber shall have a welded and secured solld bottom plaCe. 5, The nominal cham6er dlmensfons of the CULTEC StormFllter° 330 shall he 361nches (914 mm) tall, 551nches (1397 mm) wide ' and D feet (2.44 m) long. 6. The chamber shall have a 22.5 Inch (572 mm) dlamefer access opening located aC fhe top of the uNC. , 7. Maxlmum InIeC opening on tlie chamber end wall Is 24 Inches (600 mm) when utillzing hypass capability. 8. The recommended Inlef plpe diameter Is B Incites (200 mm) for (ull filterin9 capacity. 9. The recommended outlet plpe dlameter Is YS lnches (37S mm) for full filtering capaclLy, 10. The chamher shall have two slde porfals to accept CULTEC HVLV"' FC-24 Feed Connectors, Tlie nominal dlmenslons of each Slde portal shall be 12 Inches (305 mm) hlgh by 50.5 Inches (267 mm) wide. Maximum allowa6le plpe size In [he side portal Is 10 Inches (25o mm), The side poi`tals may only be used when utllizing the StormFllter housing wlthout filter frames/bags. Yl � The nominal storage volume of the StormFilter"� 330 shall 6e M1S8,5 gal / unit (15841/unit). 12. The StormFllter� 330 chamber shall have 14 corrugations. 13. Tlie SformFllter 330 shall be deslgned to wfthstand traffic loads when Installed according to CUITEC's ?ecommended Installatlon Instructlons. 14, The StormFllter° 330 has a maxlmum filtering capacity of 740,6 gpm (2800 I/mIn) � 15. The maximum burlal depth shall not exceed 4 feet (1 :22 m). 16. The chamher shall be manufactured In an ISO 9001 : 2008 certlfled facllity. FILTER FRAME BpG SPECIFICATIONS GENERAL CULTEC's fliter enclosures, manufactured hom a geotextlle composed of polypropylene yarns, whlch are woven Info a stable network such that the yarns retaln thelr relative posltlon. The geote%tlle fllters are Inert to blologlcal degradatfon and resist naturally encoun- tered chemicals, alkalls, and acids and are designed to flt collapsible metal frames. FILTER FRAME 6AG PARAMETEpS 1 . The gwEextlle shall 6e proVlded by CULTEC, Inc, of 9rool<field , CT (203-775-4416 or 1-800-428-583Z), 2.. The filter enclosures are mnstructed from geotexdle composed of polypropylene yarns, whlch are woven intn a stable networl< such that the yarns retaln theh� relative positlon. � 3, The filter 6a� shall have a nominal area of 6.44 ft� (0.60 m'). h. The geotextlle shall be black In appearance, 5. The geotextlle shall have a Grab Tenslle Strength value of 400 Ibs MD/335 Ibs CD (1780 N MD/1491 N CD) per ASTM DAG32 testing method . - 6, The geotextlle shall have an Grab Tenslle Elongatlon value of 20% MD/15"/o CD per ASTM D4632 testing me[hod . 7. The geotextlle sHall have a Trapezold Tear value of Y45 Ibs MD/125 Ibs CD (645 N MDJ556 N CD) per ASTM D4533 testln9 method, 8. The geotextile shall have a C6R Puncture Strength v�lUe of 1250 Ibs (5563 N) per ASTM D6241 testing methad. 9. The geotextlle shall have a Percent Open Area value of 8% per COE-02215 lesting metliod. � S0, The geotexflle shall have a Flow Rate value oP 115 gpm/ft� (4685 Ipm/m�) per ASTM Dq491 testing method. 11. TFie geotextlle shall have an Apparent Opening Size (AOS) value of 3o U.S, Sleve (0, 60 mm) peC ASiM D4751 testing method . 12. The geotextlle shall have a UV Reslstance (at 500 hours) value of 90% sfrengtll re[alned per ASTM D4355 testing method. FILTERINa SPECTFICATIONS 1 . The filter removes more than 70% of the total suspended solids typlcally present In stormwater run off. 2, Contlnuous Hlfratlon capa6lUty for clean filters Is rafed at Y.65 CFS (OA467 m'/s). 3. Treatment capablliry is approxlmately 740.G gpm (2000 I/min). �or more information, contacC CULTEC at (203) 775-4416 or visit www.culhec,com, 4 � - 1 i e � - ti� w 3�� - �„ ' - The Rech� rgerL� 33oXLFlp is � 30 . 5 " ( 775 mm ) kall , �: � .. � ��y�� -. high c.apacily chamber, Typically when usin� this mod - i el , fewer chambers ai'e requlred resulCing in less la - , bor and a smaller installation area . The Recharger� 33DXLHD has the side portal internal n'ianiFold feature . HVLVS' fC- 7_5� Feed Connectors are inserted inko I:he sir.le portals to create the internal maniFold . Size (L x W x N) 8. 5' x 52" x 30 . 5" - 2. 59 m x 1321 mm x 775 mm ��` Installed Length 7' 7.. 13 m Recharger� 330)CLHD 6are Chamber 5toraqe Volumes LengthAdjuslmentperRun 1 .50' . � -. . . " , � � . � . r- � . � '; I .. u . . li , i , • , . . . ll , �; v . � . - L' i . 4 .4f1 Ill ChamberSY.ora�e 7 .46ft'/h �� „ � � � � � � , . . . � � � " , ., � 0 . G9 m°/m aos ns o.oao o.ouo o.aoo o.noo sz.zi3 � �n� ao ie9 o.ot9 o.00z o. Lt3 0.�0�� s?.xt3 � .9]9 52 'Li ft'/unit . 2� n� o.o,i a.00s o.�,� o.oio svooa i.a�s 1 .46 m3/unit zo �ii o.00a o.oue o.sae o.oi� si.�z3 i.�es Min . Installed Storage 11 . 92 fN/ft z� 6B6 u.iza u.mz o.eso o.ozs si. i3s i.aae 1 .05 Ill��lil 26 6fi0 0.150 0.014 1.05 0.030 50.26] IA24 �9 .26 ft��Ull�t 25 635 O.il3 0.036 1 .211 0.03�1 49,217 1,39q 2 . 2�� f115�Ulllt ?�1 n119 f1.191 f1.019 1.337 U.U30 AB.Oab 1360 Mln . Area Required 33 .63 ft� z3 soa n.?o� o.oi� i.a•ie 0.0•Il 9fi.G69 i.az2 3. 14 m� 2z sss azzi o.ozi is�� o,ot�+ is.zzo i.ze� (+1111. CP.IIIP.f-CO-C211t2f SP�CIn[J 4 .83' 11 533 0,233 0.022 1.631 O.U96 43.673 1.237 20 500 0.24q 0.023 1.]OB O.OVB 42.Oi2 1.191 1.47 m ic .ie3 o.zs� o.oz•i i.ne o.oso q0334 i. iax Max. Allowable Cover 12' �o ns� o.zcu o,ozs i.00e o.osz 36.556 � .osz 3 .G6 m » .}�z 6,T]l. 0.025 t .nm o.as�i :�a.�os i.o•m Max. Lilet Opening In End WaII 2A " ie ao� o,zo3 o.ozc i .eoi a.as� 39.911 0.98G 600 Illlll 15 301 0.24J 0.027 2.058 0.058 32.830 0.930 Max. Allowable O.D. I1J5" » 3se ozos o.ov z.o�z o.oss ao.��a o.s�i In Side Portal 29� ��i�� t3 aao o.z99 o.oza 2.093 o.ass zn.�uo o,ei3 Compalible Feed Connector tIVLV fG24 Feed Connec[or iz aos o.aoi o.oso z.Lo� o.oco ze.ev� o.�s•� ii z�s a.aa3 o.oze z.iu u.aea z��ao o.ti�a lU 254 0.309 0.028 2,128 0,060 22.3�9 0.639 i� � l '; i = ' : t �l � lilil :! o�:li ! %•� v1ii �� 9 229 0.306 0.028 2.192 0.061 20.251 0.574 , 8 203 0.313 0.029 2.191 O.U62 18.109 0.513 7 170 0.321 O.OiO 2.297 0.069 15.9t8 0.951 �illi�� : lil: . , .11il . �:� �11 �� G 152 0.]22 O.OlO 2.]59 0.064 13.6]1 0.]0] Chamber end Stone Storage 79 . 2G fN 86.03 fN 92J9 ft' � ,� o.aza o.03o z.z�i O,OGq ii,an o,aza Per Chamber 224 rn' 2 .44 rn' 2 .63 rn� , 9 lU2 0.�24 0.1130 �.168 O.Ufi4 9.15u 0.259 Min . Effective �epth 3 .54' 4 . 04' 4. 54' 3 �e o.3zs o,030 2.vs aosa a.aeo o.tes 1 .08 fll 1 . 23 m 1 ,38 flt Z 51 0.32] 0.030 2.289 0.065 9.611 0.131 5tone Required Per Chamber 2. 50 yd' 3 . 13 yd' 376 yd' 1 �s 0.332 o.o3i 2.324 o.use 2.az� o.nee 1 .91 in3 2. 39 m' 2.87 m' Totai . . c.,ic�naeo�; are n�:zd o� t�,i.,ued r.nam�e� ie„�m. caiculatlonn are baseA un Insta�led clumlier len9th. �ncludes 6" ( ] 52 mm) srone a6o•re cro�vn of chamber and typlcal stone =unound. s`O1ep°'a "1io1aiedaiqo=,` Uisit www .cultec . com/downloads. html for Product Downloads ancl CAD details. - For more information, wntact CULTEC at (203 ) 775-4416 or visit www.cultec.com, ,�. p cu��c, m�, r nn�,ry zois su:saaoxi.tin oz-� s . 9 ^ , S . 1: . ' � , 9 9 " �fit°Ee �/14�BN DI^c�WII7t,a .-,.. �..-. �r.o• luz ��ny M0� •1330XLRNb S7AN6 pLON[ so• �nz m�G an. IH9PEl.�ICNPORT SMALLftie tARGERIB .._... _ �_.."_'.... .�"'.�____..__..-.. � � �� ( _ _ ' _ _ _ _ _ _ — ' f� � - 5zn"It331 mm� I j �( . �`f,�� . A40�EL 37DXLSHO STARTER SMALLRIB IARGEl113 - - ' - ' ' T ` T ' - . - _ � _ _ _. _ _ _ _ _ .� -• • .. ��n�' ty°r��' -- -- j "�. � 101.0' I2591n�ii:� 1 �-.�'� �— I�iSYALIEOLENuiH = WJ' ltlJ3miQ —.- �,�r t ! " V\ � .� � � , +2v'lieicmml-- dtd'110t6nm) MODEL930%LIHDINTERMfiDIATE �� - - � ��^« A�a � unn[mn Shl ILR�9 IARGE RIB ,1�.,��n � � "��:%�� n ' " ' " _ ,�11� ! `�� ' " m� mT� �s.u• �ss� ��.,�i I � � r000�uaao i.eHoeNo �� sia� �nramm� � - sioeanmaircx; oanoua. SMALLRIB IAflGElll9 INTERNALE1hNIFOLO 6?0' I�dE7 ��1 (ACC011tA0GA1ES CUlTEC /fV4V J _ FG2A �[[OCQNNF.CTOROR i i.]51�GH L�AB mm� MAX. Q.�.. PIPE �"`ti:.r� � CUl7ECRECHM6ER330%LY.6CH/J�DERSTORACE - '(,459CFiF1'�0.69] m'Im� INBTAt4EU L[NGTtI ADJUSTAIENT= 1.5' �OA6 m� SIPB PORTAL nCqEPTS CV4T[C HV4V FC-44 FEE� GONNECTOR Typical TnterlucMc xnstallatinn Hidden �nd J �^J Model EHq Model IHD Model IHp �� ti� Mndal SHD � ^ ! ^ Hidden End � -- shown wieh slde portal trimmed and optional CULTEC NVLV Feed Connector inserted . For more informakion, contect CULTEC at (203) 775-44Y6 or visit wwW. aulteq.aain. �t y [.IILT[C, Snc.� Fe6ruary 2016 5V83?OXIHD D2-16 . . e - � 4 A e . . . - Pl� r� View Qrawing � ++t��i'�� , �;;''''`�'•- —"— pAVEI.IfNTORfIkISHEOGRADE �. �. �.� �r� i �z�'-.�, � � V � � pAV�IAENI'6VO�BASEiYIiEN \PPLiCpoLE) :L � J/ � � .� � _ hA1LRALLYCO1.iPACTEOFitI � +, , \.� . �, � YS � aI - f.ULTCLI:O. Jt� N�Y.WOY[NG[OTCXTi[ � :1 AROIIntlSTON57tlPAt10Si0�S1AAN0ATp9Y, � y _ � $+ (IOTTnIIPERGNf>INI'CR:ipES10NPREFFflEhCC - WLTLC I{yLV 1"G!J FCN GONN[C7(1R - ��:�5 � WHEFESPECIFIEb t = - ��'�7z ,, - GUNGNf4G2mm� AlIN. UEf'THUF I 1 21�CH �2551 �nm)WA5HF0 CftlI8NE0 STONE 6ENEATHANO Al10VE CHAAIHERS 69' C1.B ni)MU:. . '. � CULTE6 NO. Gn WOVEY GEOiF4TILE - PLACEOAENEnTHFEEttCO�'.ECiORS �• ' CIILTCCIEtCHM1RCER3]U%LIiO - MEAW�DUTYCHAAIRER I z 91NG11�o5 �m�� MIH.1vi0TH OF ' i-21NCH (29-5f mmJ WASNE6 CP�SHF� }d.p' �3A ni� AIIN, STONE P.4ROER SURROVNOINC, All CHM1M6ERS CULiEGNO_ fi6WOVEVGEOTE%TIIE � - PIACEOBEN� I�l67PIPE3 � ..-. -. _.......-.-��___ —".._._._ PIP6 Ufi51CN hN� fIEVAT1pN Ttlf� RY EkGINF.f'R PIPE Tp 8° IYSEftTED 8.O IMGNES �7P1 mmI ��N. IqTO CHhNAEP. MA%. 2h OIYCNf:S �0� mm� I�.ALLOw[0 M LNOWnt,l, Typical Cross Sec�ion for 7'raffic /#ppNication cut�ec-ryo a�oNUNM'OVk�IGG41F.X11W AI1uuXo6lq�t �'N<v SmEsi�ulp�ioPY, �tlYlM.Ipf.qCHGWC[rtSOES�Hanf.i'EnENCE YiNpNA� fiECHHIGE0. ?Y1XlNG ��° ��y�� .NN,ViCYditkOC9HNE5iORNnE�ESFF.C�FlEG nrnwuurvr.uaunen ,, o. �, �am� rF�s,E�a��w� ,.z ,,.r,, ,:ss, M,�.k,vu�E�. M1LU. OUqUIOCPiH U 1 1 ��0' �2y4mm� MIN. l9HPhV[ll : _ .� iR0'150sm� I �A�N. I'OliUliVrW[t1 y . � J`�.y _Z ra- � :. y . �.2r 2. 9. 60' ��51mnQNIY ' . - - � - . � Sas' pl5nnQ I } (j� �� i�i 6d' I152rnn � 1.11Y. ' . /. � � `.hY��vl�� `��i ��'1R/ft/..`��i��vn� � eJ. �R.O'1-4� ix� IM111tJ. .- ---•- 506'I�A)d IAN. _� , t�� fiE0 �111. ��1n� —�I C[NT[rtTOClNI[I1 Ghi[C IIO. 6B WOVE N V E6I E%IItE(FOH SCOUH PAO�[Ci�O!I)t0 CL ULtit�ti6�G�vEkY� Pf:S/�L'l�LNtGI'tIRCN!IUI1�1:0111[ 1`:I�CFO6ENEATHII�F.�HN. I:�WFM� �Pl.T]tFNIpP.FiiFAT1f1L itinun�[J�EM��. V�r�tArvOfFx�I1t1PTf)fF�Oliti�tt� � �'�-Elr1tIRE1R.PE5 ' For more informaEinp, contack CULTEC a4 (203) 775-44Y6 or visit www.aultea.com. � ,�. (� Ci1LTLC, [ne, Feh�uary 2016 GUE5330XI.Hp 6R-Ifi '� - - .e ^ s � A i � e. - m. " .��..�.. �IJL7" �� Recl� ar� er� � � �3CL, HfD S � � ci�ic�tion � - _ N.,E.. CULTEC Recbargei� 33QXlHD chambers are de5lpnecl Por underground stormwater managemenk. The chambers may be used for �'��..... retentloii , recharging , detentton or caitrolli�p the flow of on-s�te stormwater runoff, ' r:#a��+SA�«�;�k .=i,s?G4P+1 �-l�'€::�;,n I 1 . The chambers shall be manuPactw�ed tn the U.S, A. by CUCI�E"C, 7nc. of Brookfield, CT (cultec.com, 203-775-44�16). �'��... 2. The chamber shall be vacuum thermofonned of 61ack polyethylene. ''��.... 3. The r.hamber shall be arr.hed in >hape;. '��.... A�, The chamber shall be opeirbotlomed. ��''.�.,. 5. The chamber shall 6e joined usinq an Interlocking overlapping rib method. Connectlons must be fully shouldered uverlappinc� ��',, ribs, havinc� no separate couplings oe separate end tvaUs. '�, fi. The nvminal cham6er dimenstons of the CULTEC Reeharger� 330XI.HD shall be 30.5 inches (775 mm) tall, 52 inches ( 1321 '�,, mm) wide and 8. 5 feet (2.59 m) long. The Installed length af a joined Recharger$ 3u0XLHD shall be 7 feet (2.13 ni). '��, 7 . Maximtim iniet openh�9 on the chamber end wall !c 2�1� inehes (500 mm). '�., S . The chamber shall have Csvo slde portals to accepC CULTEC HVLVy FG24 Feed Connectors to create an Infernal manifold. '��, Maxfmum allowable O.D, in the side po�tal (s 11 .75 inches (298 mm) . '�,, 9. The nominal chamber dimensions of the CUCfEC FIVLV9 FC-24 Feed Connector shall be 12 Inches (305 mm) tail, iti inches '��, (406 mm} tuide and 24-2 inches (G14 mm) long . i 10. The nomina) storege volume of the Recbarger� 33DXLHD chamber shali 4e 7,459 ft3 / R (0.493 m' / m) - tivithout stone. II The nominal storage volinne of a surgle Recharc�era 330XLRND 5tand Alone uNt sbali Ue 63�,40 ft' (i. 80 m') - without stone. ',, The nominal storage volume of a joined Rechargery 330XLIHD [nhermediake uNt shall be 52. 213 ft' ( La7S m') - wlthout ''�, stone. The noinfnni storage volmne of the le�yth adjuskment amounC per run shall be 'Ai . i4 fC' {1 .U4 m'} - wiChout stone. 11. The nominal skorage voiume of the HVLV�' FG24 Feed Connector sliali be 0.913 ft' J ft (O. p26 m' 1 m) - witbout stone. 12. The Recharger� 33(1XlHD chamber shall have flRy-six dlscharge holes bored into the stdewalls of the uNNs core� to promote � lateial conveyance of Water. 13. Tfie Recbargcr'� 330XLHD chamber shall have 16 wrrugations. 14. The end wall of Che chamber, lvlien prasent, shall be an infepral parf of the contlmwu�ly fbrmed unit. Separate end places ' cannot be used wlth this �miC. j S5. The Reqharc�ei� 330XLRHD Stand Alone unit muat be fqrmed as a whole cbamber hav(ng two fulty formed integial end walls 'i and having no separate end plates or separate end walis. 16. The Recbarc7e� 330XLSHD Sta�ter imit must be formed as a wl�ole chamber having one fully foi'med tntegrnl end �Nall and one partially Formed integral end wali with a lower transfer oReNng of i4 inches (356 mm) hlgh x 34. 5 inches (8�6 mnr} wfde. ll. The Recharger� 330XLIHD I�iCermediate unit muat be fa�med as a whole chember having one fully open end wall and one partially formed Integial end 4vall with a lower transfer openinc� of 14 incbes (35S mm) Iflc�h x 34.5 Inches (876 mm) wide. � i Y8. The Recharger� 330XLEHD End unit must be formed as a whnle chamber having one Rdly formed integ�al end wall and one fully open end wall and having no se�rarate end plaCes oi end walls. 19. The FNLVa FC44 Feed Connector must he formed as a whole chamber huving two open end walls and having no cepante ( end platec or sepa�ate end walls. Thc unit shall flt Into the sidc portals of the Recharper 33DXLHD and act as cross feed conner.tions. 20. Chambers must have horizonEal stiFfeniny Flex �eduction steps between Che ribs. i 21. Heavy duty units are designated bY a colored sb�Ipe formed fnto tbe pa�t along the Iengtli af the chainUer. � 22. The chamber shaU have a ralsed inkegral cap at the top of the arch In the center of each unit tn be osed as an optionai in- spection port or clea��-out. 23. Tfie units may be trimmed to custom lengths 6y cutting back to any coriugatian on the Iarge rib e�id, 24. The chambershall be manufncturetl in an I50 9001 :2008 certlfied facfliCy. 25. Maximwn allowable cover over the top of the chamber shall be i2' (3 .66 m). � ?fi. The chamber shall be. destc�ned to withstand traffic Inads when installed accord(ng to CUITECs recommenAed ii�stallation instivctions. i For lnore information, conEact CUITEC afi {203) 775-4416 or visit www.cUiteacom. !?. �� c� cuurr, m�., ��i�«��ry aoie sun3amiwo ox-ie # «..E�.�a:.��o»�.w..on.....�iM.ro.a ...Rm�.r��.e.e..«m�r�oo�x� e•rcaK.i�.. _ " �r I SIAALLRI9 wxi.�Lo..o....�mowJns aF"'oswa.+ � <A..�.-.nere.e..�.:wa � I '"'� LAROEflIU ENU02T�i1. fN OETpIL e nnmuiweurcv,.a�� r� arviw� uirenviarcraenmuvraw.�r � �6II � 1L � a �ao�...eu�na� .�.a++e �sw � � s Fw.av>rs�� em��vmx�n � �ou�rs�n v e ma > .uiw�mns.0 � � ' � �',' ' rMw.uxnuue�iou.�xu.ma...ouaruro�en �oa. ` «uav�� wnvi�.uanoiu.u�muensn ... wenm�em ' � ' � ' I � s 1 / "J�F .: /r :%;. ;/ . .:. �m I i s,u�ouo E:E�� 'Y�i� inooe� axo ac 'l:�� t� ',._ . .��:�.��.; s�, M.. . ,�a,,,�,,,. .�.�.�, �.,.E.�.,,�, b , � \ . � I� _ II ; �i ( I .� p� �kt,€�ll,' � (� — � S '�. �?tP�.( �,.�.,�.,� .,,e,.oti�„„�,oe� �u.,...m� w�,a�o��,.E,��t,�„ �,. ,.�o:;�,,,._.aM ,,..,o,�,��,.«.«�W,,«„ �..,�a,�a, ,.� L� . `r�1 � •� I , � �.,._.u.ao„�anea,�..a.,a.�� ., � ,.�f...,«�.� . :i'" �o,a » f k1 �\ � Y �-�� r ' � �, � � � ..�.o�.�n�..m� ro��uiA� iE t t , _ �,�t�t� s mooe� sxo . . 7 i� � � I�( .��" � ,.� ,,,��.,�,,. a . n. -:.r � . t,-, - a � _ta :.� .l— � ._,,.. .�a«,.,E,a...E.,.o,�..,�«k�<m..<� �m�..�w.,,..,. i _ j I �I�. � . ,�1LIY �'. . � ;=-_"__ °� �,�E�>w,.��e.,..�M,�.«: �»„ � ... . � . ,:1�' ; �P � MH�. . ei � -j _ .�� e.,,.n . �m o�.�.�,.�.m.�,a��a� ��,ao,�„Y.o,.w.a�o�a�,� - - . �.. .No .��..,�,�.A.�a.,,..�,..�,or.��"5;:�`,�, .�,�w,�,� �cEroa � ' � a ��..�,�,.�,.��.,s,,,w.a. ,.,,,o� �..,�.,o. ., I� - , . �l ::l;r� - �.� t' _ - ss, /q.. ,. .�-�'"r. n �.: .- .�o a. 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CULTGCRECHARGER� 390XLN� f 'fHIS �RAWING WAS PREPARED TO SUPPORT THF pESIGN ENGMEER FOR THE PROPOSED SYSTEM. 1715 T41E RECHARGER 330X1.HD SvbswfceSNrnnrmerMnrmgemenrSysren� ULTIMATERESPONSIBIIITVOFTHEDESiGNENGINEERTOASSURETHATTHESTORMWATCRSYSTEM'SDESIGNISIN PROJECTNO: - DATE' 02l2016 - _ _ , P.O. BO% 280 PH: (Z03) 775-441G FUlICOMPLIANCEW7THALlAPPLICABLELAWS �NDftEGULATIONS. 1TISiHE �ESIGNENGWEER'SRESPONS1BIlITY DETAILSHEET __ � - 878 FEd2f21 ROad PH: (800) 4-CULTEC TO £NSURE THATTHE CULTEC PRODUCTS AftG DESIGNED IN ACCORDANCE Vv1TH CULTECS MINIMUM REQUIREMENTS. � TRAFFIC APPI.ICATION �[SIGNED BY: CULTEC, INC DRAV'1N BY: TECH ^ �~ 8f00kfiCid, CT 0�804 FX: (203) 775-1462 CU4TEC INC. �0[5 NOTAPPROVE PIANS, SILING, OR SYSTEM DESIGNS. THE �ESIGNING ENGINE�R IS R[SPONSIBLE . CULTEC ww�v.culteacom feCh@Gu1(eC.GOtil FOftALL �ESIGN �ECISI0N5. SCALE; N.T.S. 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Ec I�mTV�� '^TMOF x.o'1� M ymEuuQtf I � J � — � BIo1E��PofNsuPxaYEocxuxxEo i�o[as nNYCllonoFusP[croxwNrwaKqrt o � ' aeErt �Y So �Immm� ��sP[cndtwniPVE P�Eoa��".�: "hE4'6E5" � , . �� —_ � � � �u��w. �__, . �::E'meoai�,:m'�"�`w,oEw, oREA ,Ai.�n�i�nT�OEENp�',nErPPes ois�oEPoa,.�rwu,��',�pamm"iEaiEa;°<c � t'- � ` E� —�� - za �wsm�q =: ' espo�myr.�iui.�tirto<xwe[x. �`� .— � CULTEC RECHARGER 330XLHD HEAVY DUTY PLAN VIEW - .�—� �eocoN�iuecioeiHeEev�Ew � OPTIONAL WSPECTION PORT- ZOOM DETAIL � CULTEC INTERNAL MANIFOLD- OPTIONAL INSPECTION PORT DETAIL CUITEC RECHARGEIi� 930XLHP "� CULTEG Inc. - ) 7HIS �RAIMNG WAS PREPARED 70 SUPPORT THE DE516N ENGINEER FOR THE PROPOSED SYSTEM. IT IS TNE REC HARGER 330XLH D — ;� � _, 31d�snrfrsn5'ronnu»IerAlmmgt�uenl3}vmuu U4TIMATERESPONSIBILIIYOFTNEOESIGNENGMEEftTOASSURETHNT "�}3ES70RMWAT[RSYSTEM'S �ESIGNISM � PR��ECTNO: - DATE: 02/2076 � P.O. BOX280 PH: (203) 775-4476 fUL4COMPLIANCEWiTHALLAPPLICA�LELAVJSAtJOREGULATIONS. ITISTHEDESI6NENGINEER'SRESPONSIHILITY DETAILSFIEET . �'u� 878Fedef2lROdd PH: (80�) 4-CULTEC TOENSlIRETHATiHECULiECPRODUCTSARE �ESIGNEDINACCOROANCEIMTHCULTf.CSMINIMIIMRE�UIREMFNTS. NON- TRAFFICAPPLICAT�ON DESIGNEOBY: CULTEC, INC DRAWNBY: TECH - Brookheld, CT 06804 FY.: 203 775-7462 CULTEC INC. DOES NOTAPPROVC PLANS, SIZIN6, OR SYSTEM �ESIGNS. 7HE OESICNING ENGINEER IS RESPONSIBIE ( � fORAlLDE51GNDEGSiONS. SCALE N.T.S. SHEETIJO: 20F2 CULTEC www.culteacom tech@cWtec.com WQMP for Chick-fil -A Restaurant # 4003 Appendix D : BMP Maintenance Information Revised on : 3-18-19 33 - . . t -� - . . - - �, . �'�1i�f��i `Kj'M'� � • , , . 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' • � � � a - _ . . . _ . . wc .._::•� , , �-. � .— '� ��.G . . - ' , I Operation & Maintenance ' 7hls manual conta/ns 9uldelMoe recommended by cULTEC, Inc, and may be used In conJunctlon wlth, but not to supersede, � local regulaClons or regulatory authorRles, OSNA Guldellnes must be followed when Inspectln9 or deaning any structure. IIIY.YUCIUChIOII ' The CULTEC SubsurFace Stormwater Manac�ement System is a hlgh -density polyethylene ( HPPE) chamber sys- fem aYYanged In parallel toWs sul'rounded by Washed stone . The CULTEC chambers create al'ch-shaped volds wllhin the washed slone lo provlde slormwaler delentlon, retenflon, Infilli'aUon, and reclamatlon . Flllei fabPlc Is placed between the native soll and stone Inherface to prevent hhe Intruslon of flnes Into the system. In order to minlmize the amount of sedlmenl which may enter fhe CULT[C system, a sediment collection devlce (sfoYmwaLel' preCreatment devlce) Is recommended upstream from the CULTEC chamber system . Examples of pYetreatment devlces Include, buL are nol Ilmlled to, an approprlately slzed catch basln Wlth sump� pYetreat- ment catchmenl device, oll grlC seperaloi; o�• baffled dlsh•Ibution box, ManuFaclw•ed precreatment devlces may also be used in accordance wlth CULTEC chambers. Tnslallatlon, operatlon, and malnfenance of these devlces shall be In accordance wilh manuFacturer's recommendaGons, Almost all of lhe sedlmenC entering the storm- water managemenl• system wlll be collected wlthln the pretreahment devlce, 6esl ManaOemenL Pracflces alloW for the malntenance of lhe prellminary collectlon syslems prlor to feeding the CULTEC chambers. The pretreatmenl struclures shall be Inspected for any debrls L•haC wlll restrlct Inlet flow rates. Outfall slructures, IF any, such as outlet conlrol musC also 6e Inspected for any obstructlons that would restrlct ouUel flow rakes. OSHA Guldellnes must be followed when Inspecting or cleaning any structw•e. Operation and Maintenance Requirements T . Operation CULTEC slormwater management systems shall be operated L'o recelve only stormwal•er run-oFf In accordance wlth appllcable local regulatlons, CULTEC subsurPace stormwater management chambers operale at peal< pei•- formance when Installed In serles wlth pretroatmenl. Pretreatment of suspended sollds Is superlor to treat- menl of sollds onco lhey have been Introduced Into the system , The use of prelreatment Is adequate as long as lhe strucL•ure Is malntalned and the slle remalns slable wlth Hnlshed Impervlous surfaces such as parl<Inc� lots, wallcways, and pervlous areas are properly malntalned , If there Is to be 2n unstable condltlon, such as Improvemenls lo bulldings or parl<Ing areas, all proper slit control measures shall be Implemented according to local regulatlons. YI. InspecCion and Maintenance Options A, The CULTEC system may be equlppecl wil•h an Inspectlon port located on lhe Inlet row. The Inspectlon port Is a clrcular casl box placed In a rectangular concrete collar. When the Ild Is removed, a G-Inch ( 150 mm) plpe wlth a screw-In plu� wlll be exposed . Remove the plug. This wlll provlde access to L•he CULTEC Chamber row below. From the surFace, through lhis access, the sedlment may be measured at thls locatlon. A stadla rod may 6e used to measure the depth of sedlment IF any in thls row, If the depth of sediment Is In excess of 3 Inches (76 mm), then thls row should be cleaned wlth Iiigh pressure water through a culverC cleaning nozzle. This would be caYrled out through an upstream manhole or khrough Llie CULTEC StormFllter Unit (or okher pre-Lreatment devlce) . CCTV Inspectlon oF thls row can be deployed through titis access port l•o determine IF any sedimenl' has accumulated In the Iniel• row, B . If Che CULTEC bed Is noC equlpped wlth an Inspectlon port, fhen access to the Inlet row wlll be through an upstream manhole or the CULTEC StormFlller, 1. Manl�ole Access Thls Inspection should oniy be cai•rled out by persons tralned In confined space enkry and sewer Inspecllon servlces , After the manhole cover has heen removed a gas deteclor must• be lowered Into the manhole lo ensure that there are not high concentratlons of toxlc c�ases present, The Inspector should be lowered Into the manhole wlth lhe proper safety eqtdpment as per OSHA requlrements , The Inspector may be able to observe sedlment from thls locatlon . If this Is not posslble, llte Inspec- tor wlll need lo deploy a CCTV robot lo permlt vlewing of the sediment. 2 For more Informatlon, conlact CULTEC at (203) 775-4416 or vislt www.cultec.cam, , � - � � ' -� � Operation 8c Maintenance � CULTEC 2. StormFilter Access Remove the manhole covel' lo allow access to the unit, 'ryplcally a 30-Inch ( 750 mm ) ptpe Is used as a rlser from lhe SformFlller Co lhe surface, As In fhe case wlth manhole access, thls access polnC requlres a Cechnlclan tralned In conflned space entry wllh proper gas deCecllon equlpmenC Thls Indlvldual musl be equlpped wlth the proper safety equlpmenl for enLry Inlo tha SlormPlltec The technlclan wlll be lowered onto the StormPlller unit. The hacch on lhe unil• musl be reinoved , Inslde lhe unlL are two fllters whlch may be removed according to Stormf-11ter mafntenance guldellnes. Once these fllLers are removed Che Inspeclor can enler the StormFllter unle to launch the CCTV camera robot, C. 7he Inlet row oF the CULTEC systein Is placed on a polyelhylene Ilner to prevent scouring oF the washed stone beneath thls row, This also facllltates t•he flushing of Lhls row wllh hlgh pressure waler through a culvert cleaning nozzle , The nozzle Is deployed lhrough a manhole or the SlormFlller and extended to the end of the row, The water Is turned on and t•he Inlet row Is baclt-Flusherl Inho the manhole or StormFllter. Thls water is to be removed from the manhole or SlormFl�l•er using a vacuum trucl<. IIZ . Maintenance Guidelines The Following guidelines shall be adhered lo for the operatlon and malntenance of the CULTEC stormwater management system ; A. The owner shall I<eep a malnLenance log whlch shall Include detalls of any events whlch would have an effecl on the sysl•em 's operal•lonal capaclty. B. The operatlon and malntenance procedure shall be reviewed perlodlcally and changed Co meet slte condll•lons , C. Malntenance of the sl•ormWaler managemenl system shall be perFormed by qualifled worlcers and shail follow appllcable occupatlonal health ancl safety requlrements, D. Debrls removed from the stormwalei� management system shall be dlsposed of In accordance wlth appllca6le laws and regulatlons. IV. Suggested Maintenance Schedules A. Mlnm• Mafntenance The pollowing sugc�ested schedule shall be followed for routlne malntenance during the regular operation of the stormwater system ; Monthly In first year Checl< Inlets and outlets for clogging and remove any debrls as req�dred , Spring and Fall Checl< Inlets and outlets for clogging and remove any debrls as �equlred. One year aRer commissloning and every thlyd Checl< Inlets and outlets for clogging and remove any debrls us year following requlred. B. Major Malntenance 7he following suggested malntenance schedule shall be followed to malntaln the perFormance of the CUI.TEC stormwater manac�emenh chamhers, Addltlonal worl< may be necessary due to insufficlenl performance and other Issues that mlght be found during the Inspection oP lhe stormwater management chambers . (See table on next page) ' 3 For mol'e Informatlon, contact CULTEC at (203) 775-A416 or vislt www,cultec,com, I � Maloi' M�� iritc� nena� ( � nnr.�ini „t�l ' ' Inlets and Outlets Every 3 years 06taln documentatlon tliat the Inlets, outlets and vents have been cleaned and wlll functlon as Intended. Spring and Fall Check Inlel and ouUets for clogging ancl remove any debrls as re- ' quired , CULTEC SFormwater 2 years after commis- Inspecl the InCerior of the stormwatei• management chambers I Chambe�s sloning through Inspectlon port for deflclencles using CCfV or compai'able � technlque, I Obtaln documentatlon that the stormwater mana9ement chambers �� end feed connectors wlll functlon as enticlpated, 9 years after commis- . Clean stormwater managemant chambers and Peed connectors of sloning every 9 years any debrls. following Inspect the Inferlor of the stormwater managemenl sh�uctures for I deBciencles usln9 CC'fV or comparable techNque. ' Obtain documenta[lon that the stormwater management chambers I and feed connecfors have been cleaned and wlll functlon as Intend- I ed, 45 years after com - Clean sformwafer management chambers and feed connectors of missloning any debrls. � petermine tho remalning Ilfe expecFancy of the stormwater man - agement chambers and recommended schedule and actlons to reha- ' bllltate the stormwater management cliamhers as requlred. Inspect the Inferlor of the stormwater management cham6ers for daflclencles using CCTV or comparable technique. ! 45 to 50 years aRer Replace or resto��e the stormwater managemenf chambers In accor- commissloning dance w�th lhe scheduie determined al the 45-year Inspectlon, Attaln the approprlate approvals as requlred, EsLahllsh a new operatlon and malntenance schedule, surrounding SICe Monthly In 1�� year Checl< for depresslons In areas over and surrounding the stormwater management system. 5pring and Fall checl< For depresslons In areas over and surrounding fhe stormwater management system. Yearly Con�rm that no unauthorized modiflcatlons have been performed to the slte, For additlonal Informatlon concerning the malntenance of CULTEC Subsurface Stormwater Management Chambers, please i contacl CULTEC, Inc, at 1-B0o-428-583z. TM� I CULTEC Chamber oP Cholce"' CULTEC, Inc . 878 Federal Road • P. O . Box 280 • Broolcfield , CT 06804 phone : 203 - 775-4416 � Toll Free : 800 -4 • CULT�C • Fax : 203 - 775- 1462 Web : www. cultec , com • E- mail : custservice@culCec, com p copyrlght 2010 cU�Tec, lna All rlghts resarved, cu�co0a oa•�o WQMP for Chick-fil -A Restaurant # 4003 ' Appendix E : Geotechnical Information (Storm water infiltration BMP evaluation ) ' Revised on: 3-18-19 34 � RED Geotechnical Engineering Exploration and Analysis Proposed Chick-fil -A Restaurant #4003 � Main & Almond FSU a - 202 N . Main Street . •� , Orange , California Prepared for: Chick-fil -A, Inc . I' Irvine , California l _ . ; . � Prepared by : � Giles Engineering Associates , Inc . May 18 , 2018 Project No. 2G -1610007 �7 � i ' GIpLES u . . , � �� ENGWEERING l 15SOCIATES. INC . .. . _ _ .. . � : _ GILES �� NGIN �ERING PISSOCIATES, INC. • Allonta, QA C�EOTEGHNICAL� �NVIRONMENTAL �e CONSTRIICTION AAATERIASS GONSULTANTB • @alGmora, M� � • Dallas, TX - Los Angelea, CA • Menessas, VA May 18 , 201 S • MIM'nukee, WI Chiek-fil-A , Inc. 15635 Alton Parkway, Suite 350 Irvine , California 92618 Attenkion : Ms . Beth Witt pevelopment Coordinator Subject: Geotechnical Engineering Exploration and Analysis Prnposed Chick-fil-A Restaurant #4003 Main & Almond F5U 2D2 N . Main Street Orange, California Project Na. 2G- 1610Q07 �ear Ms . Witt: Giles Engineering Associates , Ina (Giles) is pleased to present our Geotechnical �ngineerir�g Exploration and Analysis report prepared for the above-refer�nced project. Conclusions and recommendations developed from the exploration and analysis are discussed in the accompanying repprt. We appreciate the opportunity to be of service on this project. If we may be of additional assistance, should geotechnical related problems o�cur or to provide construction observation and testing services, please do not hesitata to call et eny time . Respectfully submitted , GII�ES ENGINEERING ASS(�CIATE �_� �oF�ss��'�,J.,R � / �� y L.;'�.`�! _= �,"t� c�T' �T �1' , ��= � k� f{D c�C �� c o7osa? r� � Edg . Gatus , P. � , * E%P W:.�_..' ._ � * A�s stant Branch Manager s� Cn11t� •r '��ofcA��'�`� Distribution : Chick-fil-A, Inc. Attn : Ms . Beth Wikt (email: Beth .Witt aC�efacoro com) Attn: Ms . Jennifer paw (email: Jennifer. Daw cfacor . com ) ( 1 upload to Buzzsaw) 1965 North h7ain Street • Onange, CA 92865 � � 714127e�o817 • FaY 7141279•9687 � Eddall IosangelesCvgll�sengr,com li TABLE OF CONTENTS GEOTECHNICAL ENGINEERING EXPLORATION AND ANALYSIS PROPOSED CHICK-FIL-A RESTAURANT #4003 MAIN & ALMOND FSU 202 N . MAIN STREET ORANGE , CALIFORNIA PROJECT NO . 2G- 1610007 Description Page No . 1 . 0 EXECUTIVE SUMMARY OUTLINE . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 2 . 0 SCOPE OF SERVICES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 3 . 0 SITES AND PROJECT DESCRIPTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 3 . 1 Site Description . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 3 .2 Proposed Proiect Description . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 4. 0 SUBSURFACE EXPLORATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 4 . 1 Subsurface Exploration . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 4. 2 Subsurface Conditions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 4. 3 Infiltration Testinct . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 4 . 4 Photoionization Detector (PID) Screeninq . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 5. 0 LABORATORY TESTING . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 6. 0 GEOLOGIC AND SEISMIC HAZARDS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 6. 1 Active Fault Zones . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 6. 2 Seismic Hazard Zones . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 6. 3 Landslide Hazards . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 7 . 0 CONCLUSIONS AND RECOMMENDATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 7 . 1 Seismic Desiqn Considerations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 7 . 2 Site Development Recommendations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 11 7 . 3 Construction Considerations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14 7 .4 Foundation Recommendations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15 7 . 5 Fioor Slab Recommendations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16 7 . 6 New Pavement . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17 7 . 7 Recommended Construction Materials Testinq Services . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19 7 . 8 Basis of Report . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19 APPENDICES Appendix A - Figures (4) , Boring Logs (8) and Percolation Test Data Appendix B - Field Procedures Appendix C - Laboratory Testing and Classification Appendix D - General Information (Modified Guideline Specifications) and Important Information About Your Geotechnical Report `� GILES ENGINEERING ASSOCIATES , INC . . - GEOTECHNICAL ENGINEERING EXPLORATION AND ANALYSIS PROPOSED CHICK-FIL-A RESTAURANT #4003 MAIN & ALMOND FSU 202 N . MAIN STREET ORANGE , CALIFORNIA PROJECT NO . 2G- 1610007 1 .0 EXECUTIVE SUMMARY OUTLINE The executive summary is provided solely for purposes of overview. Any party who relies on this report must read the full report . The executive summary omits a number of details , any one of which could be crucial to the proper application of this report. Subsurface Conditions • Site Class designation D is recommended for seismic design considerations . . Based on our review of the Geologic Map for the Orange County California prepared by California Department of Conservation , the site is mapped as being underlain by Young Alluvial Fan Deposits that typically consist of unconsolidated , loose to moderately dense sand , sandy silt and silt. • Fill materials were encountered within test borings B- 1 to B-5 to depths of about 1 '/z to 2 feet below existing grades . These materials were noted to be generally moist, very loose silty sand with trace to little clay . • Native soils encountered below the fill materials and beneath the pavement within test borings B-6 to B-8 were generally damp to very moist, very loose to medium dense in relative density silty sand and clayey sand , and soft in comparative consistency sandy clay. Site Deveiopment . The proposed site development will include the demolition of existing building (with basement) for the construction of a new Chick-fil-A (CFA) single-story building and site improvements that will include new concrete walkways , parking stalis , driveways , drive thru lane , and trash enclosure. The new CFA building will be Iocated to the south of the existing building and along the southerly end of the property . • New Building : Due to the presence of variable and low strength soils and the likely disturbance of the subgrade soils during clearing operations , we recommend that the subgrade beneath the proposed building area be over-excavated to a depth of at least 2 feet below the bottom of proposed footings and/or slabs and at least 3 feet below existing grade , whichever is deeper. The soil exposed at the bottom of the soil over-excavation should then be examined by the geotechnical engineer to assess the suitability of these soils for building support . The exposed soils should then be scarified to a depth of 12 inches , moisture conditioned and then compacted to at least 90% of the soil's maximum dry density. Building Foundation • Shallow spread footing foundation systems or turned-down slabs may be designed for a maximum , net allowable soil pressure of 2, 500 psf soil bearing pressure underlain by competent subgrade soils . . We recommend that all strip footings be reinforced with at least 4 No . 5 bars (2 top and 2 bottom) . GILES ENGINEERING ASSOCIATES , INC . _ _ Geotechnical Engineering Exploration and Analysis Proposed Chick-fil-A Restaurant #4003 Main & Almond FSU Orange , California Project No . 2G- 1610007 Page 2 Building Floor Slab • It is recommended that on grade slab be a minimum 4- inch thick slab-on-grade or turned -down slab over properly prepared subgrade . • A minimum 10-mil vapor retarder is recommended to be directly below the floor slab or base course where required to protect moisture sensitive floor coverings . • Minimum slab reinforcing recommended consisting of No . 3 rebars spaced at 18 inches on center, each way. Parking Improvement • Asphalt Pavements : 3 inches of asphaltic concrete underlain by 4 and 6 inches of base course aggregate in parking stalls and driveways , respectively . • Portland Cement Concrete : 6 inches in thickness underlain by 4 inches of base course in high stress areas such as entrance/exit aprons , trash enclosure-loading zone, and the drive through area . RED - This site has been given a red designation due to potential increased costs associated with the removal of the basement and placement of engineered fill , and also the presence of low strength near surface on site soils . GILES ENGINEERING ASSOCIATES , INC . I Geotechnical Engineering Exploration and Analysis Proposed Chick-fil-A Restaurant #4003 Main & Almond FSU Orange , California Project No. 2G- 1610007 Page 3 2.0 SCOPE OF SERVICES This report provides the results of the Geotechnical Engineering Exploration and Analysis that Giles Engineering Associates, Inc. ("Giles") conducted regarding the proposed deveiopment . The Geotechnical Engineering Exploration and Analysis included several separate, but related , service areas referenced hereafter as the Geotechnical Subsurface Exploration Program , Geotechnical Laboratory Services , and Geotechnical Engineering Services . The scope of each service area was narrow and limited , as directed by our client and in consideration of the proposed project. The scope of each service area is briefly explained in this report. Geotechnical-related recommendations for design and construction of the foundation and ground- bearing floor slab for the proposed building are provided in this report. Geotechnical-related recommendations are also provided for the proposed parking lot improvements. Site preparation recommendations are also given ; however, those recommendations are only preliminary since the means and methods of site preparation will depend on factors that were unknown when this report was prepared . Those factors include the weather before and during construction , the water table at the time of construction , subsurface conditions that are exposed during construction , and finalized details of the proposed development. Giles conducted a Phase 1 Environmental Site Assessment for the subject site. The results of that assessment were provided under separate cover. 3 .0 SITES AND PROJECT DESCRIPTION 3. 1 Site Description A new Chick-fil-A restaurant with drive-thru lane is proposed at 202 N . Main Street in the city of Orange, California . The site is currently occupied by a vacant one to two story Manhattan Steak and Seafood restaurant building with basement. It is unknown if the existing basement extends beneath the entire building . The building is located in the northeast corner of the property with paved parking stalls and driveways to the west and south of the building . The site is bordered on the north by Almond Avenue , on the east by Main Street, on the south by a two story office/medical building and on the east by a single story preschool building . Access to the site is through driveways at Almond Avenue and Main Street. Other existing site improvements include asphalt pavements, concrete curbs and gutters, concrete walkways , block walls along the southerly and westerly property lines , some planter areas that contain trees and shrubs and underground utilities . The existing site parking lot and parking areas are considered to be in fair condition. Our review of the ALTA/ACSM survey prepared by Truxaw and Associates Inc. (Truxaw) indicated elevations within the site ranged from Elevation (EL . ) 159. 8 feet along the northeast corner of the site to EI . 156 . 7 along the southwest corner of the site . Additionally, according to Truxaw site survey, the GILES ENGINEERING ASSOCIATES , INC . Geotechnical Engineering Exploration and Analysis Proposed Chick-fil-A Restaurant #4003 Main & Almond FSU Orange , California Project No. 2G- 1610007 Page 4 existing multi story vacant building has basement . However, whether this is a full or partial basement is not known as of the date of this report. The subject property is situated at approximately latitude 33 . 7859° North and longitude - 117. 8677° West. 3 . 2 Proposed Prolect Description The proposed developments include the demolition of existing building and site improvements for the construction of a new, single-story Chick-fil-A restaurant building to be located to the south of the existing building along the southerly end of the property. The new building will be a single-story wood- frame structure , 4 , 998 square feet, with no basement or underground levels . We were not provided with specific loading information for this project at the time of this report; however, based on previous Chick-fil-A projects, we expect maximum combined dead and live loads supported by the bearing walis and columns of 2 to 3 kips per lineal foot (klt� and 40 to 50 kips , respectively. The live load supported by the floor slab is expected to be a maximum of 100 pounds per square foot (psfl . Other planned improvements include a drive-thru lane to the north , east and south of the new building , new parking stalls , menu board signs, a new trash enclosure , an outdoor patio, new concrete walkways , storm water infiltration system and new planter areas . According to the Conceptual Grading and Drainage Plan (Sheet 2 of 4) , prepared by Joseph C . Truxaw & Associates , dated March 12 , 2018 , the planned finished floor elevation for the proposed building will be at EI . 158 . 5 feet. Existing ground surface elevations within the new building range from EI . 157 .4 to EI . 158. 5 . Therefore, site grading will consist of minor fill (up to 1 foot) in order to establish the necessary site grade to accommodate the planned floor elevation exclusive of site preparation or over-excavation requirements necessary to create a stabie site suited for the proposed development . The traffic loading on the proposed parking lot is understood to predominantly consist of automobiles with occasional heavy trucks resulting from deliveries and trash removal . The parking lot pavement sections have been designed on the basis of an assumed Traffic Index of 4. 0 for the parking stall areas (light duty) and 5. 0 for the drive lanes (medium duty) . Pavement designs are based on a 20- year design period . 4.0 SUBSURFACE EXPLORATION 4. 1 Subsurface Exploration Our subsurface exploration consisted of the drilling of eight (8) exploratory test borings to depths of about 5 to 16'/z feet below existing ground surfaces . Some of the boring locations were restricted due to the existing building . The approximate test boring locations are shown in the Test Boring Location Plan (Figure 1 ) . The Test Boring Location Plan and Test Boring Logs ( Records of Subsurface Exploration) are enclosed in Appendix A. Field and laboratory test procedures and results are enclosed in Appendix B and C , respectively. The terms and symbols used on the Test Boring Logs are defined on the General Notes in Appendix D. GILES ENGINEERING ASSOCIATES , INC . _ Geotechnical Engineering Exploration and Analysis Proposed Chick-fil-A Restaurant #4003 Main & Almond FSU Orange, California Project No. 2G- 1610007 Page 5 Our subsurface exploration included the collection of relatively undisturbed samples of subsurface soil materials for laboratory testing purposes . Bulk samples consisted of composite soil materials obtained at selected depth intervals from the borings . Relatively undisturbed samples were collected (per ASTM D-3550) using a 3-inch outside-diameter, modified California split-spoon soil sampler (CS) lined with 1 -inch high brass rings . The sampler was driven with successive 30-inch drops of a hydraulically operated , 140-pound automatic trip hammer. Blow counts for each 6-inch driving increment were recorded on the field exploration logs. The central portions of the driven core samples were placed in sealed containers and transported to our laboratory for testing . Where deemed appropriate , standard split-spoon tests (SS) , also called Standard Penetration Test (SPT) , were also performed at selected depth intervals in accordance with the American Society for Testing Materials (ASTM) Standard Procedure D 1586. This method consists of inechanically driving an unlined standard split-barrel sampler 18 inches into the soil with successive 30-inch drops of the 140-pound automatic trip hammer. Biow counts for each 6-inch driving increment were recorded on the exploration logs. The number of blows required to drive the standard split-spoon sampler for the last 12 of the 18 inches was identified as the uncorrected standard penetration resistance (N) . Disturbed soil samples from the unlined standard split-spoon samplers were placed in plastic containers and transported to our laboratory for testing . 4. 2 Subsurface Conditions The subsurface conditions as subsequently described have been simplified somewhat for ease of report interpretation . A more detailed description of the subsurface conditions at the test boring locations is provided by the logs of the test borings enclosed in Appendix A of this report. Site Geoloaic Settina Based on our review of the Geologic Map for the Orange County California prepared by California Department of Conservation , the site is mapped as being underlain by Young Alluvial Fan Deposits that typically consist of unconsolidated , loose to moderately dense sand , sandy silt and silt. Pavement Existing pavement encountered consisted of approximately 2Y to 6 inches thick asphaltic concrete with no base noted , except at Test Boring B-5 where about 4 inches of aggregate base was encountered . Based on our visual observation , the existing pavement is in fair condition . Soil Fill materials were encountered within our exploratory Test Borings B- 1 to B-5 to depths of about 1 Yz to 2 feet below existing grades . These materials were noted to be generally moist, very loose silty sand with trace to Iittie clay. Additional fill soils may be situated adjacent to the existing basement foundation walls associated with the existing building . GILES ENGWEERING ASSOCIATES , INC . Geotechnical Engineering Exploration and Analysis Proposed Chick-fil-A Restaurant #4003 Main & Almond FSU Orange , California Project No. 2G- 1610007 Page 6 Native soils encountered below the fill materials and beneath the pavement within Test Borings B-6 to B-8 were generally damp to very moist, very loose to medium dense in relative density silty sand and clayey sand , and soft in comparative consistency sandy ciay . Groundwater Groundwater was not encountered during our subsurface investigation to the maximum depth explored (16 . 5 feet) . Based on a review of the Seismic Hazard Zone Report for the Orange Quadrangle , the depth to historic high groundwater is reported to be greater than 40 feet below grade . However, fluctuations of the groundwater table, localized zones of perched water, and rise in soil moisture content should be anticipated during and after the rainy season . Irrigation of landscape areas on or adjacent to the site can also cause fluctuations of local or shallow perched groundwater levels . 4. 3 Infiltration Testinq On-site below grade storm water infiltration system is being planned to the east of the new building and at least 30 feet lateral distance from the building . Two percolation tests (B-6 @ 5 feet and B-7 @ 6 feet) were conducted at the site (Figure 1 ) and involved the drilling of a test boring utilizing a hollow-stem auger drill rig with an outside diameter of approximately 8 inches . Within the drilled test hole gravel about 2 inches in thickness was placed at the bottom ot the test hole , then a two-inch diameter perforated pvc pipe was installed inside the boring and pea gravel was used as filter pack around the outside diameter of the pipe . Testing involved presoaking the test holes and filling the test holes with water, and recording the drop in the water surface . The approximate locations of the percolation tests are shown on the attached Figure 1 . The infiltration test procedure outlined in the Orange County Technical Guidance Document (OCTGD) was used as a guide in our percolation testing . A summary of the results of the percolation tests is provided in Table 1 below. The drop in water level over time is the pre-adjusted percoiation rate at the test location . The pre- adjusted percolation rates were reduced to account for the discharge of water from both the sides and bottom of the boring . The formula below was used to calculate for the infiltration rate. Infiltration Rate = oH (60r) / �t (r + 2Havg) Where: r is the radius of the test hole (in) 4H is the change in height over the time interval (in) 4t is the time interval (min) Havg is the average head height over the time interval GILES ENGWEERING ASSOCIATES , WC . Geotechnical Engineering Exploration and Analysis Proposed Chick-fil-A Restaurant #4003 Main & Almond FSU Orange, California Project No. 2G- 1610007 Page 7 Additionally, the calculated infiltration rates were also adjusted to reflect a factor safety (FS) of 2 applied to the rates obtained from the infiltration test results and are summarized below. TABLL, 1 — PCRCOLATION TEST RCSULTS i Pre-Adjusted x Test Depth Lifilt��ation Rate Test Hole (feet) Percolation Rnte �.n�� r� Soil Type (in/lu B-6 S.Ot 12.24 I .00 Si(Ty Sand 13-7 6.Ot 24.48 1 . 12 Silty Sand I ) Dep[h is reFerenced to the existiog surTaca grade at thc test ]ocation. 2) Reflects PS of 2 per Worksheet H of OCTGD It should be noted that the infiltration rate of the on-site soils represents a specific area and depth tested and may fluctuate throughout other areas of the site . The percolation test field data sheet, percolation rate conversion calculations and Worksheet H are attached in this report. 4.4 Photoionization Detector ( PID) Screeninq Soil samples taken from our subsurface exploration were screened with a Photoionization Detector ( PID) to check for the possible presence of volatile vapors . Volatile vapors were detected within test borings B- 1 at 3 . 5 feet and B-4 at 10 feet and measured about 42 . 1 and 18 . 2 ppm , respectively, with the use of a PID instrument. PID field-screening results are included on the soil boring logs and also provided to our environmental department. 5.0 LABORATORY TESTING Several laboratory tests were performed on selected samples considered representative of those encountered in order to evaluate the engineering properties of on-site soils . The following are brief description of our laboratory test results . In Situ Moisture and Densitv Tests were performed on select samples from the test borings to determine the subsoils dry density and natural moisture contents in accordance with Test Method ASTM 2216-05 . The results of these tests are included in the Test Boring Logs enclosed in Appendix A. GILES ENGINEERING ASSOCIATES , INC . Geotechnical Engineering Exploration and Analysis Proposed Chick-fil-A Restaurant #4003 Main & Almond FSU Orange, California Project No. 2G- 1610007 Page 8 Sieve Analvsis Sieve Analyses including Passing No . 200 Sieve were performed on selected samples from Test ' Borings B-2 , B-4 , B-6 and B-7 to assist in soil classification . These tests were performed in ' accordance with Test Method ASTM D 1140-00 (Reapproved 2006) and ASTC C 1369-96 . The ' results of the sieve analyses are graphically presented as Figure 2 and passing no . 200 sieve results ' are presented on Test Boring Logs , Appendix A. ' Expansion ' To evaluate the expansive potential of the near surface soils encountered during our subsurface exploration , a composite sample collected from Test Boring B-2 ( 1 to 5 feet) was subjected to Expansive Index (EI ) testing in accordance with Test Method ASTM D 4829-08a . The result of our expansion index (EI ) test indicates that the near surface sample has a very low expansion potential ' (EI = 0) . ' Consolidation Test ' The consolidation characteristics of the site soils under anticipated loads were made on the basis of ' one-dimensional consolidation tests. These tests were performed in general accordance with Test Method ASTM D 2435- 11 . The test samples were inundated at 2 , 000 psf pressure in order to evaluate the sudden increase in moisture condition (swell or collapse potential) . Results of this tests indicated that the near surFace soils exhibited a low collapse potential of 0. 04% and 0. 63% at a loading of 2000 psf. The Consolidation test curves , Figures 3 and 4 are included in Appendix A. Soiuble Sulfate Analvsis and Soil Corrosivitv i A representative sample of the near surface soils which may contact shallow buried utilities and � structural concrete was perFormed to determine the corrosion potential for buried ferrous metal conduits and the concentrations present of water soluble sulfate which could result in chemical attack of cement. The following table presents the results of our laboratory testing . � � Parameter B-2 � 1 to 5 feet � H 7.88 � Chloride 96 m j Sulfate 0.0156% Resistivit 4,000 ohm-cm � � The chloride content of the near-surface soils was determined for a selected sample in accordance I with California Test Method No . 422 . The results of this test indicated that tested on-site soil has a � Low exposure to chloride . The results of limited in-house testing of soil pH and resistivity were �� determined in accordance with California test Method No . 643 and indicated that on-site soil is slightly � alkaline with respect to pH . i s GILES ENGINEERWG ASSOCIATES , INC . ' Geotechnical Engineering Exploration and Analysis Proposed Chick-fil-A Restaurant #4003 Main & Almond FSU Orange, California Project No . 2G- 1610007 Page 9 These test results have been evaluated in accordance with criteria established by the Cast Iron Pipe Research Association , Ductile Iron Pipe Research Association , the American Concrete Institute and the National Association of Corrosion Engineers. The test results on a near surface bulk sample from the site generally indicate that tested site soils has a moderate corrosive potential when in contact with ferrous materials . Therefore , special protection for underground cast iron pipe or ductile pipe may be warranted depending on the actual materials in contact with the pipe . We recommend that a corrosion engineer review these results in order to provide specific recommendations for corrosion protection as well as appropriate recommendations for other types of buried metal structures. Corrosivity testing also included determination of the concentrations of water-soluble sulfates present in the tested soii sample in accordance with California Test Method No . 417 . Our laboratory test data indicated that near surface soils contain approximately 0 . 0156 percent of water soluble sulfates . Based on the 2016 California Building Code (CBC) , concrete that may be exposed to sulfate containing soils shall comply with the provisions of ACI 318-05 , Section 4 . 3. Therefore, according to Table 4 . 3. 1 of the ACI 318-05 , a low exposure to sulfate corrosivity can be expected for concrete placed in contact with the tested on-site soils . No special sulfate resistant cement is considered necessary for concrete which will be in contact with the tested on-site soils . 6.0 GEOLOGIC AND SEISMIC HAZARD 6. 1 Active Fault Zones The project site is located in the highly seismic Southern California region within the influence of several fault systems . However, the site is not mapped within the boundaries of an Earthquake Fault Zone as defined by the State of California in the Alquist-Priolo Earthquake Fault Zoning Act. 6. 2 Seismic Hazard Zones Our review of the published Seismic Hazard Evaluation Report for the Orange Quadrangle (within which the subject site is located) indicates that the subject site does not lie within a designated Liquefaction Hazard Zone. Therefore, an assessment of the potential for Iiquefaction is not considered necessary. General types of ground failures that might occur as a consequence of severe ground shaking typically include landsliding , ground lurching and shallow ground rupture . The probability of occurrence of each type of ground failure depends on the severity of the earthquake, distance from faults , topography, subsoils and groundwater conditions, in addition to other factors . Based on our subsurface exploration and the seismic designation for this site, all of the above effects of seismic activity are considered unlikely at the site . GILES ENGINEERING ASSOCIATES , INC . Geotechnical Engineering Exploration and Analysis Proposed Chick-fil-A Restaurant #4003 Main & Almond FSU Orange , California ' Project No. 2G- 1610007 ' Page 10 ' 6 . 3 Landslide Hazards ' The subject site does not lie within the designated Landslide Hazard Zone based on our review of the ' published Seismic Hazard Evaluation Report for the Orange Quadrangle . Since the subject site is generally level and not located near unstable slope , mitigation of landslide hazards is not necessary ' for the site. ' 7.0 CONCLUSIONS AND RECOMMENDA710NS Based on the results of our subsurface exploration and laboratory testing , the planned development ' for the subject site is considered feasible from a geotechnical point of view provided the following conclusions and recommendations are incorporated in the design and project specifications . Conditions imposed by the proposed improvement have been evaluated on the basis of the engineering characteristics of the subsurface materials encountered during our subsurface ' investigation and their anticipated behavior both during and after construction . Conclusions and ' recommendations, along with site preparation recommendations and construction considerations are ' discussed in the following sections of this report. ' We recommend that Giles Engineering Associates , Inc. be involved in the review of the grading and foundation plans for the site to ensure our recommendations are interpreted correctly. Based on the ' resufts of our review, modifications to our recommendations or the plans may be warranted . Effect of Proposed Gradinq and Construction on Adiacent Propertv It is our opinion that the proposed construction and grading will be safe against geotechnical hazards ' from landslides , settlement, or slippage and the proposed work will not adversely affect the geologic stability of the adjacent property provided grading and construction are performed in compliance with the city code and in accordance with the recommendations presented herein . ' 7. 1 Seismic Design Considerations ' Faultinq/Seismic Desiqn Parameters Research of available maps published by the California Geological Survey (CGS) indicates that the site is not located within an Alquist-Priolo Earthquake Fault Zone. The potential for fault rupture ' through the site is , therefore, considered to be low. The site may however be subject to strong ' groundshaking during seismic activity. The proposed structure should be designed in accordance with the current version of the 2016 California Buiiding Code (CBC) and applicable local codes. Based ' on our subsurface exploration , a Site Class D is recommended for design . GILES ENGINEERING ASSOCIATES , INC . Geotechnical Engineering Exploration and Analysis Proposed Chick-fil-A Restaurant #4003 Main & Almond FSU Orange, California Project No. 2G- 1610007 Page 11 According to the 2008 National Seismic Hazard Maps prepared by USGS , the San Joaquin Hills , Puente Hills (Coyote Hills) , E�sinore :W+GI +T+J +CM , and Newport Inglewood Connected alt 2 faults are the closest known active faults and are located about 6. 51 , 6 .67 , 9 .41 and 10.46 miles, respectively, from the site and with an anticipated maximum moment magnitude (Mw) of 7 . 10, 6 . 90, 7 . 85 and 7 . 50, respectively. The proposed structure should be designed in accordance with the current version of the 2016 California Building Code (CBC) and applicable Iocal codes . Within the International Code Council's 2015 International Building Code ( IBC) , the five-percent damped design spectral response accelerations at short periods , SoS, and at 1 -second period , So� , are used to determine the seismic design base shear. These parameters , which are a function of the site's seismicity and soil , are also used as parts of triggers for other code requirements . The following values are determined by using the USGS published U . S . Seismic Design Maps program based upon the 2016 CBC referenced ASCE 7 (with July 2013 errata) . �'; `: C66Zb`16� �arihiquake 4.o�d;s„ „ „; . , �, ; '" � � ' „ <,..L._ _ ,, , � , . „ Site Class Definition (Table 1613.52) D Mapped Spectral Response Acceleration Parameter, Ss (Figure 1613.3. 1 (1 ) for 0.2 second) 1 .488 Mapped Spectral Response Acceleration Parameter, S� (Figure 1613.3. 1 (2) for 1 .0 second) 0.543 Site Coefficient, Fa (Table 1613.3.3 (1 ) short period) 1 .000 Site Coefficient, F� (Table 1613.3.3 (2) 1 -second period) 1 .500 Adjusted Maximum Considered Earthquake Spectral Response Acceleration Parameter, SMs (Eq. 16-37) 1 .488 Adjusted Maximum Considered Earthquake Spectral Response Acceleration Parameter, SMi (Eq . 16-38) 0.814 Design Spectral Response Acceleration Parameter, Sos (Eq . 1639) 0.992 Design Spectral Response Acceleration Parameter, Soi (Eq. 16-40) 0. 543 7.2 Site Development Recommendations The following recommendations for site development have been based upon the assumed floor elevation and foundation bearing grades and the conditions encountered at the test boring locations . Site Clearinq & Demolition Clearing operations should include the demolition and removal of all existing landscape areas and structural features such as building footings and floor slab , basement walls or other below-grade construction , asphaltic concrete pavement, and concrete walkways within the area of the proposed new building and site improvements. GILES ENGINEERING ASSOCIATES , INC . Geotechnical Engineering Exploration and Analysis Proposed Chick-fil-A Restaurant #4003 Main & Almond FSU Orange, California Project No . 2G- 1610007 Page 12 If desired , basement walis may be left in-place (outside the new building location) . Ail basement walls to be left in-place should be cut-off at least 3 feet below finished grade. The locations of any walis to be left in-place should be evaluated to verify that the existing walls will not interfere with future utility line excavation . The basement should be backfilled with a properly placed and compacted fill as recommended in a subsequent section of this report. All soils disturbed by the demolition and clearing operations should be removed and stockpiled for future use . All debris resulting from the demolition and clearing operations should be legally disposed off-site. Clearing operations should also include the removal of all vegetation within the area of proposed development. Trees and large shrubs to be removed should include their stumps and major roots . Existing pavement within areas of proposed development should be removed or processed to a maximum 3-inch size and stockpiled for use as compacted fill or stabilizing material for the new development . Processed asphalt may be used as fill , sub-base course material , or subgrade stabilization material beyond the building perimeter. Processed concrete or existing base may be used as fill , sub-base course material , or subgrade stabilization material both within and outside of the building perimeter. Due to the moisture sensitivity and variable support characteristics of the on-site soils , the pavement is recommended to remain in-place as long as possible to help protect the subgrade from construction traffic. Should any unusual soil conditions or subsurface structures be encountered during clearing/demolition operations or during grading , they should be brought to the immediate attention of the project geotechnical consultant for corrective recommendations . Existinq Utilities All existing utilities shou�d be located . Utilities that are not reused should be capped off and removed or properly abandoned in- place in accordance with local codes and ordinances . The excavations made for removed utilities that are in the influence zone of new construction are recommended to be backfilled with structural compacted fill . Underground utilities , which are to be reused or abandoned in-place , are recommended to be evaluated by the structural engineer and utility backfill is recommended to be evaluated by the geotechnical engineer, to determine their potential effect on the new improvement. If any existing utilities are to be preserved , grading operations must be carefully performed so as not to disturb or damage the existing utility. Buildina Area Due to the presence of variable and low strength soils and the likely disturbance of the subgrade soils during clearing operations , we recommend that the subgrade beneath the proposed building area be over-excavated to a depth of at least 2 feet below the bottom of proposed footings and/or slabs and at least 3 feet below existing grade, whichever is deeper. The soil exposed at the bottom of the soil over- excavation should then be examined by the geotechnical engineer to assess the suitability of these soils for building support. The exposed soils should then be scarified , where possible , to a depth of 12 inches , moisture conditioned and then compacted to at least 90% of the soil's maximum dry density . The lateral extent of this recommendation should include the area at least 5 feet beyond the new building limits . GILES ENGINEERING ASSOCIATES , INC . Geotechnical Engineering Exploration and Analysis Proposed Chick-fil-A Restaurant #4003 Main & Almond FSU Orange, California Project No . 2G- 1610007 Page 13 Positive drainage devices such as sloped concrete flatwork, earth swales , and sheet flow gradients in landscape , setback, and easement areas should be designed for the site. The drainage system should drain to a suitable discharge area. The purpose of this drainage system is to reduce water infiltration into the subgrade soils and to direct water away from buildings and site improvements . Proofroll and Compact After site clearing and lowering of site grades where necessary , the subgrades within the proposed pavement areas should be proofrolled in the presence of the geotechnical engineer with appropriate rubber-tire mounted heavy construction equipment or a loaded truck to detect very loose/soft yielding soil which should be removed to a stable subgrade. Following proofrolling and completion of any necessary over-excavation , the subgrade should be scarified to a minimum depth of 12 inches, moisture conditioned and recompacted to at least 90 percent of the Modified Proctor (ASTM D1557- 00) maximum density. The upper 1 foot of the pavement subgrade should have minimum in-place density of at least 95% of the maximum dry density. Low areas and excavations may then be backfilled in lifts with suitable very low expansive ( EI less than 21 ) structural compacted fill . The selection , placement and compaction of structural fill should be performed in accordance with the project specifications . The Guide Specifications included in Appendix D ( Modified Proctor) of this report are recommended to be used , at a minimum , as an aid in developing the project specifications . The floor slab subgrade may need to be recompacted prior to slab construction due to weather and equipment traffic effects on the previously compacted soils . Reuse of On-site Soil On-site material may be reused as structural compacted fill within the proposed building and pavement improvement area provided they are moisture conditioned and compacted as recommended , and do not contain oversized materials , significant quantities of organic matter, or other deleterious materials. Care should be used in controlling the moisture content of the soils to achieve proper compaction for pavement support. All subgrade soil compaction as well as the selection , placement and compaction of new fill soils should be performed in accordance with the project specifications under engineering controlled conditions . Import Structural Fill Any soil imported to the site (if required) for use as structural fill should consist of very low expansive soils (EI less than 21 ) . Material designated for import should be submitted to the project geotechnical engineer no less than three working days prior to placement for evaluation . In addition to expansion criteria , soils imported to the site should exhibit adequate shear strength characteristics for the recommended allowable soil bearing pressure; soluble sulfate content and corrosivity; and pavement support characteristics . GILES ENGINEERING ASSOCIATES , INC . Geotechnical Engineering Exploration and Analysis Proposed Chick-fil-A Restaurant #4003 Main & Almond FSU Orange, California Project No . 2G- 1610007 Page 14 Subqrade Protection The near surface soils that are expected to comprise the subgrade are sensitive to water. Unstable soil conditions will develop if these soils are exposed to moisture increases or are disturbed (rutted) by construction traffic . The site should be graded to prevent water from ponding within construction areas and/or flowing into excavations . Accumulated water must be removed immediately along with any unstable soil . Foundation concrete should be placed and excavations backfilled as soon as possible to protect the bearing grade . The degree of subgrade instability and associated remedial construction is dependent, in part, upon precautions taken by the contractor to protect the subgrade during site development. Silt fences or other appropriate erosion control devices should be installed in accordance with local , state and federal requirements at the perimeter of the development areas to control sediment from erosion . Since siltfences or other erosion control measures are temporary structures , careful and continuous monitoring and periodic maintenance to remove accumulated soil and/or replacement should be anticipated . Fill Placement Material for engineered fill should be moisture conditioned and compacted in accordance with the specifications , be free of organic material , debris , and other deleterious substances , and should not contain fragments greater than 3 inches in maximum dimension . On-site excavated soils that meet these requirements may be used to backfill the excavated pavement areas . All fill should be placed in 8-inch-thick maximum loose lifts , moisture conditioned and then compacted in accordance with recommendation herein and with the enclosed "Guide Structural Fill Specifications" . A representative of the geotechnical engineer should be present on-site during grading operations to verify proper placement and compaction of ail fill , as well as to verify compliance with the other geotechnical recommendations presented herein . 7. 3 Construction Considerations Construction Dewaterincr Groundwater was not encountered during our subsurFace investigation . Therefore , groundwater is not expected to impact shallow excavations for footings and utilities . However, the site may be susceptible to shallow perched water conditions . In the event that shallow perched water is encountered , filter sump pumps placed within pits in the bottoms of excavations are expected to be the most feasible method of construction dewatering . GILES ENGINEERING ASSOCIATES , INC . Geotechnical Engineering Exploration and Analysis Proposed Chick-fil-A Restaurant #4003 Main & Almond FSU Orange , California Project No. 2G- 1610007 Page 15 Soil Excavation Some localized slope stability problems may be encountered in steep , unbraced excavations considering the granular nature of the subsoils . All excavations must be performed in accordance with CAL-OSHA requirements , which is the responsibility of the contractor. Shallow excavations may be adequately sloped for bank stability while deeper excavations or excavations where adequate back sloping cannot be performed may require some form of external support such as shoring or bracing . 7 .4 Foundation Recommendations Vertical Load Capacitv Upon completion of the building pad preparation , the proposed structure may be supported by a shallow foundation system underlain by newly placed engineered fill . The foundation system may consist of either independently constructed spread footings or monolithically constructed foundation and floor slab thereby using a turned-down slab construction technique . Foundations may be designed for a maximum , net, allowable soil-bearing pressure of 2 , 500 pounds per square foot (psf) . Minimum foundation widths for walls and columns should be 16 and 24 inches , respectively, regardless of the calculated soil bearing pressure . The recommended allowable soil bearing pressure may be increased by one-third for short term wind and/or seismic loads . Reinforcinp The recommended minimum quantity of Iongitudinal reinforcing for geotechnical considerations within continuous strip footing is four No. 5 bars (2 top and 2 bottom) continuous through column pads within the strip footings . The recommended quantity of longitudinal reinforcing pertains to a minimum 12- inch thick and a maximum 24-inch wide footing pad ; additional reinforcing may be necessary if a thinner or wider footing pad is used to develop equivalent rigidity. Conventional reinforcing is considered suitable in isolated column pad footings. The final design of the foundations as well as determination of the actual quantity of steel reinforcing and the footing dimensions should be performed by the project structural engineer. Lateral Load Resistance Lateral load resistance will be developed by a combination of friction acting at the base of foundations and slabs and the passive earth pressure developed by footings below grade . Passive pressure and friction may be used in combination , without reduction , in determining the total resistance to lateral loads . A one-third increase in the passive pressure value may be used for short duration wind or seismic loads . A coefficient of friction of 0 . 35 may be used with dead load forces for footings placed on newly placed compacted fill soil . An allowable passive earth pressure of 250 psf per foot of footing depth (pcf) below the lowest adjacent grade may be used for the sides of footings placed against newly placed structural fill . The maximum recommended allowable passive pressure is 1 , 500 psf. GILES ENGINEERING ASSOCIATES , INC . Geotechnical Engineering Exploration and Analysis Proposed Chick-fil-A Restaurant #4003 Main & Almond FSU Orange , California Project No . 2G- 1610007 Page 16 Bearinq Material Criteria Soil suitable to serve as the foundation bearing grade should exhibit at least a loose relative density (average N value of at least 8) for non-cohesive soils for the recommended 2 , 500 psf allowable soil bearing pressure. For design and construction estimating purposes , suitable bearing soils are expected to be encountered at nominal foundation depths following the recommended site preparation activities . However, field testing by the Geotechnical Engineer within the foundation bearing soils is recommended to document that the foundation support soils possess the minimum strength parameters noted above . If unsuitable bearing soils are encountered , they should be recompacted in-place , if feasible , or excavated to a suitable bearing soil subgrade and to a lateral extent as defined by Item No . 3 of the enclosed Guide Specifications, with the excavation backfilled with structural compacted fill to develop a uniform bearing grade . As an alternate , a lean concrete slurry (minimum 28-day compressive strength of 500 psi) could be used as backfill and would limit the lateral over-excavation as needed with a soil backfill . If the Iean concrete siurry option is used , it should extend at least 3 inches beyond to footing element. The effectiveness of the lean concrete option may also be limited due to anticipated caving within the granular soils . Foundation Embedment The California Building Code (CBC) requires a minimum 12-inch foundation embedment depth . However, it is recommended that exterior foundations extend at least 18 inches below the adjacent exterior grade for bearing capacity and to provide greater protection of the moisture sensitive bearing soils . Interior footings may be supported at nominal depth below the floor. All footings must be protected against weather and water damage during and after construction , and must be supported within suitable bearing materials . Estimated Foundation Settlement Post-construction total and differential static movement (settlement) of a shallow foundation system designed and constructed in accordance with the recommendations provided in this report are estimated to be less than '/4 and Yz inch , respectively, for static conditions . The estimated differential movement is anticipated to result in an angular distortion of about 0 . 002 inches per inch on the basis of a minimum clear span of 20 feet . The maximum estimated total and differential movement is considered within tolerable limits for the proposed structure provided it is considered in the structural design . 7.5 Floor Siab Recommendations Subqrade The floor slab subgrade should be prepared in accordance with the appropriate recommendations presented in the Site Development Recommendations section of this report. Foundation , utility trenches and other below-slab excavations should be backfilled with structural compacted fill in accordance with the project specifications . GILES ENGINEERING ASSOCIATES , INC . Geotechnical Engineering Exploration and Analysis Proposed Chick-fil-A Restaurant #4003 Main & Almond FSU Orange , California Project No . 2G- 1610007 Page 17 Desiqn The floor of the proposed building may be designed and constructed as a conventional slab-on-grade supported on a properly prepared subgrade. If desired , the floor slab may be poured monolithically with perimeter foundations where the foundations consist of thickened sections thereby using a turned-down slab construction technique . The minimum slab reinforcing for geotechnical considerations is recommended to consist of No . 3 rebars at 18 inches on center, each way. Based on the recommended reinforcing and the assumed live loading , the slab is recommended to be a minimum of 4 inches in thickness . A qualified structural engineer should perform the actual design of the slab to ensure proper thickness and reinforcing . A minimum 10-mil synthetic sheet should be placed below the floor slab to serve as a vapor retarder where required to protect moisture sensitive floor coverings (i . e . tile , or carpet, etc. ) . The sheets of the vapor retarder material should be evaluated for holes and/or punctures prior to placement and the edges overlapped and taped . If materials underlying the synthetic sheet contain sharp, angular particles , a layer of coarse sand (Sand Equivalent>30) approximately 2 inches thick or a geotextile should be provided to protect it from puncture. An additional 2-inch thick layer of coarse sand may be needed between the slab and the vapor retarder to promote proper curing . Proper curing techniques are recommended to reduce the potential for shrinkage cracking and slab curling . Estimated Movements Post-construction total and differential movements of the floor slab designed and constructed in accordance with the recommendations provided in this report are estimated to be less than YZ and '/ inch , respectively . Movements on the order of those estimated for foundations should be expected when the foundation and floor slab are structurally connected or constructed monolithically. The estimated differential movement is anticipated to occur across the short dimension of the structure. The maximum total and differential movement is considered within tolerable limits for the proposed structure, provided that the structural design adequately considers this distortion . 7 . 6 New Pavement The following recommendations for the new pavement are intended for vehicular traffic associated with the restaurant development within the subject property. New Pavement Subqrades Following completion of the recommended subgrade preparation procedures , the subgrade in areas of new pavement construction are expected to consist of existing soil that exhibit a very low expansion potential . The anticipated subgrade soils are classified as a fairs subgrade material with estimated R- value of 40 to 50 when properly prepared based on the Unified Soil Classification System designation of SM . An R-value of 40 has been assumed in the preparation of the pavement design . It should GILES ENGINEERING ASSOC�ATES , INC . Geotechnical Engineering Exploration and Analysis ' Proposed Chick-fil-A Restaurant #4003 Main & Almond FSU Orange , California Project No. 2G- 1610007 Page 18 however, be recognized that the City of Orange may require a specific R-value test to verify the use of the following design . It is recommended that this testing , if required , be conducted following completion of rough grading in the proposed pavement areas so that the R-value test results are indicative of the actual pavement subgrade soils . Alternatively, a minimum code pavement section may be required if a specific R-value test is not performed . To use this R-value , all fill added to the pavement subgrade must have pavement support characteristics at least equivalent to the existing soils , and must be placed and compacted in accordance with the project specifications . Asphalt Pavements The following table presents recommended thicknesses for a new flexible pavement structure consisting of asphaltic concrete over a granular base, along with the appropriate CALTRANS specifications for proper materials and placement procedures . An alternate pavement section has been provided for use in parking stall areas due to the anticipated lower traffic intensity in these areas . However, care must be used so that truck traffic is excluded from areas where the thinner pavement section is used , since premature pavement distress may occur. In the event that heavy vehicle traffic cannot be excluded from the specific areas, the pavement section recommended for drive lanes should be used throughout the parking lot. ASPHALT PAVEMENTS Materials Thickness (inches) CALTRANS Parking Stalls Drive Lanes Specifications TI=4.0 TI=5.0 Asphaltic Concrete 1 1 Section 39, (a) Surface Course b Asphaltic Concrete 2 Z Section 39, (a) Binder Course b Crushed Aggregate 4 6 Section 26, Class 2 (R-value at least 78) Base Course NOTES: (a) Compaction to density between 95 and 100 percent of the 50-Blow Marshall Density b The surface and binder course ma be combined as a sin le la er laced in one lift if similar materials are utilized. Pavement recommendations are based upon CALTRANS design parameters for a twenty-year design period and assume proper drainage and construction monitoring . It is, therefore , recommended that the geotechnical engineer monitors and tests subgrade preparation , and that the subgrade be evaluated immediately before pavement construction . Portland Concrete Pavements Portland Cement Concrete pavements are recommended in areas where traffic is concentrated such as the entrance/exit aprons as well as areas subjected to heavy loads such as the trash enclosure loading zone . The preparation of the subgrade soils within concrete pavement areas should be GILES ENGINEERING ASSOCIATES , WC . Geotechnical Engineering Exploration and Analysis Proposed Chick-fil-A Restaurant #4003 Main & Almond FSU Orange , California Project No. 2G- 1610007 Page 19 performed as previously described in this report. Portland Cement Concrete pavements in high stress areas are recommended to be at least 6 inches thick containing No . 3 bars at 18-inch on-center both ways placed at mid-height. The pavement should be constructed in accordance with Section 40 of the CALTRANS Standard Specifications . A minimum 4-inch thick layer of base course (CALTRANS Class 2) is recommended below the concrete pavement. This base course should be compacted to at least 95% of the material 's maximum dry density. The maximum joint spacing within all of the Portland Cement Concrete pavements is recommended to be 15 feet to control shrinkage cracking . Load transfer reinforcing is recommended at construction joints perpendicular to traffic flow if construction joints are not properly keyed . In this event, 3/<-inch diameter smooth dowel bars , 18 inches in length placed at 12 inches on-center are recommended where joints are perpendicular to the anticipated traffic flow. Expansion joints are recommended only where the pavement abuts fixed objects such as light standard foundations . Tie bars are recommended at the first joint within the perimeter of the concrete pavement area. Tie bars are recommended to be No. 4 bars at 42-inch on-center spacings and at least 48 inches in Iength . General Considerations Pavement recommendations assume proper drainage and construction monitoring and are based on traffic loads as indicated previously. Pavement designs are based on either PCA or CALTRANS design parameters for twenty (20) year design period . However, these designs are also based on a routine pavement maintenance program and significant asphalt concrete pavement rehabilitation after about 8 to 10 years , in order to obtain a reasonable pavement service Iife . 7.7 Recommended Construction Materials Testinq Services The report was prepared assuming that Giles will perform Construction Materials Testing (CMT) services during construction of the proposed development. In general , CMT services are recommended (and expected) to at Ieast include observation and testing of foundation and pavement support soil and other construction materials. It might be necessary for Giles to provide supplemental geotechnical recommendations based on the results of CMT services and specific details of the project not known at this time . 7. 8 Basis of Report This report is based on Giles' proposal , which is dated October 18 , 2016 and is referenced by Giles' proposal number 2GEP-1610016 . The actual services for the project varied somewhat from those described in the proposal because of the conditions that were encountered while performing the services and in consideration of the proposed project. This report is strictly based on the project description given earlier in this report. Giles must be notified if any parts of the project description or our assumptions are not accurate so that this report can be amended , if needed . This report is based on the assumption that the facility will be designed and constructed according to the codes that govern construction at the site . GILES ENGINEERING ASSOCIATES , INC . Geotechnical Engineering Exploration and Analysis Proposed Chick-fil-A Restaurant #4003 Main & Almond FSU Orange, California Project No. 2G- 1610007 Page 20 The conclusions and recommendations in this report are based on estimated subsurface conditions as shown on the Records of Subsurface Exploration. Giles must be notified if the subsurface conditions that are encountered during construction of the proposed development differ from those shown on the Records of Subsurface Exploration because this report will likely need to be revised . General comments and limitations of this report are given in the appendix. O Giles Engineering Associates , Inc. 2018 GILES ENGINEERING ASSOCIATES , INC . APPENDIX /a i ' FIGURES AND TEST BORING LOGS The Test Boring Location Plan contained herein was prepared based upon information supplied by Gi/es' client, or others, along with Giles'- field measurements and observations. The diagram is presented for conceptual purposes only and is intended to assist the reader in ; report interpretationi The Test Boring Logs and related information enclosed herein depict the subsurface (soil and water) conditions encountered at the specific boring locations on the date that the exploration was performed . Subsurface conditions may differ between boring locations and within areas of the site that were not explored with test borings . The subsurface conditions may also change at thelboring locations over the passage of time. ALMOND ° � A VENUE ' � �� u) re -' �(�a�) R . . .rrusuc smrerl � _. . . . (15&51k) fC� ' � � _ _ _ . . . � _ _ . _ — . . - - 136.t2 R (151.211 IC r . .__ `. (1519�) 1C tse.2lrt , �o.];t'M1'�\ �5am! rc ��s�.n:) R � \ � 757.IDF) EC o � Osare� n �I I bse��xl n isi.xa) re� (os%1 0 � uurrs or � , . . �ise.aa� ¢o .i ,l I^� �isasa�I �c . i L ( ) �, _ . . . . � ow�niec ix�e� re : 1 ) ) m _ , � � , _ 1 f115x1 I 166 �1 EC f5&91S R . _ .. � �. . � ISG2D1 R � � . . 1s.� � . . 'I I� I . . (�S/�OSf FS . T" �LI6i.� FS � I I I � I I J � � � �I II � � - � � .b _ _ _ _ ' _ L _ _ _� N895 I,mYF 46��+� T ati�ti � .•tt�_�n . � rca � zi p�� 7iszaml rs pn.sael rs—/ Osaso�l rsJa�� (i�.ai: rsJ 182B116TM�_ I •• 15�.3{ R � d� . � I5118F5�� ISi142J K��' o KG I ��- APPRO%IMATE K �' K� 'a/ I R ' �$ � � F I � F �� E%ISTING � � � � /,�. � ml � � i�� J - - 1 BUILDING CANOPV �N' �5ggg �, � I ��m O� I� � f �, �x�A r� �- I `'y�" I� . I � I � m 151.15m I , 1Y 20 NV 3 156.62 R 151.IO R � i57.`A R- p p.5x �I 0_l%� _��i5/.P9 R O.Sx I N "" — — . — _ _ _ _ _ _ _ '" _ p I f � � F � �� F � � � � I 15&1 W E ZI�' � d I � � 56S � g / k � � !SF / b � � /r � I �G � �� 9�G A � 151E� � 15�flW f�S� � —B�—L% � I 8 uFF � s a I� �— I ^ � I iFS 3 � � � G � � � a � � _ J , ' 7� 'i// : � 5 �es.s� nv I � $ � a �t � i � �� ; i — .� � . ., e o � � ' r� �J ..: � � RY3 �' � =� ' LIS&IPIC 565� I � ; i , �' � � . e4 � . , �I _' � isi.asrs i n. ni � � 66x �. �! - � � . I.11{ III I IIQII T I� .� . L�� . 15fl`AR . pppp �� 16&50R �I I I � I I� i LIMIR �F � pppp cawwo � . � � iTz �i�.w �c �ii i i _ iO4 i � �5�� . \ rv-� ssas //�� ,�� /� is�.eors ,� I I ia � dzere ix�AR �� /�,^ � . . . . 1�.11uu�..'� '��y--�`^ rr=iseso LJ� �unic I � i�� .5�t�i�eenrs, t�ez� w "I ro ��4 G - � tsasa rs - �s�si rs h � i � ISI.iJNV �.(I , h R WOR� � f5&� F. �ii / �', ., � S� 1� I� FS ISSJ1i5 t.8x 2.0 � �151311NV � k ISfl61 {� ... % 15158 FS h . . . . \' N� 3j,f 15650 F. ' I ' 151.fA 7C �N ISfl131C `5 /584! iC � 15&Y9 Fl (155.18) FC �\ I � �158.69 R ��N 151.BS 1C ISfl9B iC �� 151.9J RL � 151.91 R �" _ 15853 iC _ - _ _ ISdJ) F: � ,� 15/AS R � .lA O.yi 15fl61 R 25x �x 15fl59 R� /ti� � �- i � i m r ,� � isae4 fc � i61 S2 iW / /I I - - � - - — - - —� N89'S7'02"W 26B. 6I ' � "T �I 153�I INY-N 1557A R-� ' � Wn5 Of i57.7/ N4-W 181.4) TN . �, \\ I axeoixn mm wv-c / pwoe) rc ///\�� 1965 N. MA � GILES ENGINEERING ASSOCIATES, INC. . . . . . . . 0 20' 40' _. � z..�n __ IN STREET APPRO7(IMATE ORANGE, CA 92865 (714)279-0817 SCALE FIGURE 1 TEST BORING LOCATION PLAN PROPOSED CHICK-FIL-A RESTAURANT N0. 04003 LEGEND: MAIN 8 ALMOND FSU O 202 SOUTH MAIN STREET ORANGE, CALIFORNIA � GEOTECHNICAL TEST BORING NOTES: DESIGNEO DRAWN SCALE DATE REVISEO 1 .) TEST BORING LOCi . . �� GEOTECHNICALTESTeORING / ELG JSZ approx. 1 "=40' 12-OB-16 OS-16-18 �"-�;-"i PEftCOLATION TEST 60RING 2.) BASE MAP DEVELC PROJECT NO. : 2G-1610007 CAO No. 2g1610007-b1p2 (SHEET PSP-7�, RE\ U.S. SIEVE OPENIN('3IN INCHES � U. 6. SIEV� NUh96ERS f HY�ROh9ETER 8 '�- 3 Z 1 .5 � 3/4 7!2 g 3 6 g1q � q162� 30 qb 50 70700140200 100 . _ � r). ' ' � _ ' � ,.. ` � _ .� _. `� ' � ,o� �' _ _. .f' ,--- 90 ` , - _ _ .._--- - - - - ' a.. . ! , _ . _ i � � � 80 _ _ _ � _ _ _ - —� � � ; �. � � . � _ � i �' � - ; � - - :�� _ ._ , R70 - ��iw _ � __. . _ _ ' �� - — __ . . _ __ C , � 1 � E ' � � � � � � - . ' ; - - --� _.z . _ . � ' . __ . . . . .�-�- . — -�. ._...� Tgp _ � _ � i -____. , � -- -�,- _ _� � p ' i � . � _ ' ,� , _ 1 ,� � 5D - - -- ' ' 1t ' - -- ._._ _. . � .� R ., - �, . ._.. _ . . _ . ' • - — . . _ .. _._. __,_.� ,.��,,,, _ _ . @ �` i I i � Yqp � � e� r ; W � � E � � I H 30 ' � _ � E � ,�. . � � _ � E — T i 2D ' - - � ' ' ' : ; ` ; 10 - __.._ . .. '.� _ • am ,� _ . _ �, , _ � , � , 0 100 10 1 4, 1 0.01 0.00 GRAIN SIZE IN MILLIMET�RS C�BBLES G�A��' SAND � SILT OR CLAY coarse fine coarse medium fine Speamen Identification Ciassification MC°/a LL RL PI Cc �u • B-B 3.5 SiitySand � __ _ i--- - ----- � B.7 3.S Sity 3and with litkle Gravel Specimen Identt6cation D100 d80 D$p D10 ' %Gravel °loSand %Silt %Clay • 8-G 3.5 A.75 Q,12 OA 5Q.0 46.0 ._. _ _ � �-7 3.5 9.50 0.21 ' S.0 80.0 35.0 PROJECT Proposed CFA #4D03 - 0ran�e, CA JOB NO. _.0 ZG-9610007 ' FIGURE 2 ` " �ATE 7TJ12/16 GRADATIUN CURVES �� Giles Engineerfng Assnciates, Inc ' C4NSOLIbATI(2N ! COLLAPS� 7EST ASTM D2435lASTM DS333 ____ �a� �, _ � _ � �.__ �� b.. � .� n.aoo � --- e _ _ o.00s . �� _�_ � � -- r _ _ � _ _ o.oio -- � - - ' - _� _. _ . O.Oib � --__�..�,___ . .- � — ,..,.� . ,_. �� . U.ti20 ,.. ..__..._ . � ,. �-. -- __. ..._..v .r -� -'- - - ,. . . . � ��,.. . OA25 �..,...- --- -- - i ;...,_..._. ,.� _..--- - �- ,�� . _ _ ,. _.. __- _ _ . ....- �- -�`- - - � 0.030 - - '._ . . . ...._. . __ _.. � . .,.._. .,,-- --- - - . -r- � _. ,,, .. --- - .._ ,.._ �I 0.035 - �---- .,.... _,_ . .. _''- - -- �� '� _. ._ _ . . �'.,_ .. _. . — �'— � . :..�.__ __ ._. .'� .. : - 0040 � -- :- � � '��.. � D.045 ., �.�„�_ � _ - � _ �__. ,. . _.. _ . . ,_ � ..LL _ _ �— �., ._ ,.-- - -�.... ._ _ . ' z DABO ........._ .._.'_ �.. ... _ _ � . _ - � ,.:_,._ ----- - - -.. , , . _ � 0.055 -- -, -- - - - — - -,i_,_ _ _ — _. _ . . .. z 0.060 , , . . _ � - — '' - -- ___ _ . --- _ ,. , _�_�l. i - Q 0.085 - � . � ' ... .. .._..�_ __. � . „ _ _r _ jOA70 . . ._.__.._ _ ,... .,,.. ._, - - � �-- - - -,- � n , , ..._.. , _ . _ _ '.,,. _,- ;.. � ',. � 0.075 - �_....,�. ,u _.._. .� .- --'- -;— --- ._...... .._ -____ ___. ---- - -. ,.. .. _. _�. — „_. .. ... .. , � O.tlBo . _� . � .. _ . - - - �_ � . .., - — , . ... ,_ _. 6.083 � -'-- . ...�. - . 0.09D - ��., .. � ' ' ' - _._ _U __ �.� _ m � . -i_ - -_ _,. .i , - ;. 0,095 - - - ..._. . ,.� _ _L _ � _._ .� . ... . . . ( .. .._._. . . '. . _ . , ,� � . .. ,. , _._ .� �_ . 0.100 �..,... .� . s.._ ...._...... . ____ __._ _...�- - - - - — -._ . .��. D.105 . ._..__._.;— i _ -�__...__...._ ,._._.. ._�� W.._ �' - - , 0.110 . ' ��...... ..,- __ �.� _, ..__ _ _. ...... _{ � _ _ . � 0. 120 � � _.�. _. _. � .,..L..L_ , .. ...- �� .._..� LLl.g _ _._, I�. . 10 160 1tl00 700Q0 10P000 � Y�RTICAL LOAD {ps!) , �. I _..._ ..m.�... - . ._...,.,.,_ �..............�..� Ciassificatfon 3ilty Sand Baring Na. e-1 Sample Na 2•CS Inftlal Moisture Content ("/n) 11 .4 Depth (H.) 3,5 - 5, 0 Finai Moisture Content (%] 14.5 Elevation Natural densiry (pcf) 119,9 Liquld Llmit NP Inifial Dry Density (pcf} 107.6 Plasiic Limit NP Final �ry Density (pcf) 118.6 3pacimen biameter {In. ) 2,42 Col(apse at 2000 psf pA4�k, Initial Specimen Thickness (In. ) 1 .00 Sample inundated at 200d pst pressure f�roject: C�A#4003 Orange, CA � 1��5 ENGINE�RING ASSOCIATES, INC. Client: Chick-tll-A Inc. -0EOTECHNICAL, ENVIRbNMENYAI, AN6 CQNSTRUC710N DAATGR�A4.S- Prof ect No. : 2G-1610007 19f5 NORTH MAIN STREET, ORANGE. CALIFORNIA pFFICE: 714�279•DB17 FAX : 71d-279-988T Figur� No�: 3 _ _ _ CONSOLIDATIOAI ! C41L�AP3� TEST A8TRA D2435/A&TM D5333 n.oao � _ __ __ ,. o.oas — —° - - . _ � � � � � . � � � 0.010 �-- � _ �._ ._ __ _ - _ 1._._ _ , . � .�,...... _.._ — ...' � � �, �, _ ....,,,��,- .. _ ! O.U15 ._...�....�, .w ..._.. . . - - a _ . ._ . _. .. . _..._ . 0.02D . � � _._ �_ _,-j- - -'---�..- { . _,_ -. .. __ i ,. '- - -:., -_..._.- - - -� - 0.025 , ..__. . ....� . .._.. , . ..,___ i� -- . _',.. .�.. _,,,,.�.. .— - � �- - - ._ . ... ... �,_ _ ,. 0.080 . -_.___.. . _:��. .._ � ; � 0.035 � ----._ . ..��,, �. . _.._..- - - - _ _ .. .. -- _._ __ . . .. ... .. ...._- -- - i - �; _ � 0.046 ' ... � - - ,, ,.. ,. ._ .. __. ... ... , . ___ ._�._ . . .,. _ , __ — _, _ . � .__ _ � .� a ,. . Q0.050 ---_ , ._ . _'- . .. ; - �� - . ,. '',--- - ._ . :,..- . ..- - - - - - - .,. _ 4p 0.455 - �-- --- , ,,.-- -- - '_..�.. _.,.-- � - - .. , �.... ; _ . ! O O.tl60 , . ,.......... ... - - � . ..---_. . ..,_ ..�. .. � - --... . . ... .. __ . _ . . .. ._ .. _ . � 0,086 - - ,. . �_ i . � — - , � _ __ V 0.070 � .. .. . i ' . ;�. - - --......_- . - -- .. _.__..___.. �_. -. - ..�,.v �, _ . 0.675 _. .��_ �_, - - - - 0.084 ---.__._ _ �___...._ _ � �.. . _ _ ..,.�w. , �'�.. '�.. 0.086 � --- -.... . ._. . ,�,. --- - � , _._.. .....,� .� ��_ _ _ �._ �_�._ .,.. ,. ._ _ .. ; ; 0.090 . ..�,..._...�..., .N. .�.. _.. ; ' ��.:. ::._._. ..., _ .,. . _ '�., _, , ._ _I _ ,. , 0.095 — � �..,.. �,�. .P.. .�._ � _ _ �_ ,..�__ _ - � I _ ._. . . �_'- — - � D.100 . ---� _ � ,�.._ �� _ (_......l.�._ ml _ . _ _ �__.I.. _ 1D 10U � 70D0 70000 100060 VERTICAL LOA� (psf) ''��. .._� _,�.�..,._ ..��,..�..,. _,......,. ._ i ClaSsiflGallon Siily Sand Baring No. B-1 Sample No. 4CS Initlaf Mtiisture Content {a/o} 18.2 Depth (H.} 10.0 - 11 .5 Final Moisture Content (%) 20. 1 Elevatlan Natural Densiiy (pcf) 119.7 Liquid Limit NP Inflial Dry Density (pc� 101 .3 Plastic lfmit NP Final Dry Denaily (pcf} 107.6 5pecimen Diameter (in.) 2,42 Collap6e at 20d0 psf 0.63°/a Initial Sp�cimen 7hfckness (in.} 1 .00 Sample inundated at 2000 psf pressure Project: CFA#4D03 Orange, CA GIL�S ENGINEERINC3 ASSOCIA7�S , INC . CI(ent: Chick-fil-A Inc. •GEOTECHNICAL, �NVIRpNMENTAL, AND CONS7RUCTION hAATEftIALS- Project Na : 2C3-1fi10D07 1966 NORTH MAM STREE7, O(2ANGE, CALIFORNIA OFFICE: 71M279-0817 FAX : 71A-279a69T �igure No. : a 80RIN6 N0. & LOCATION: �-� TEST BORIhlG LC� G sur�aceE�,�va7ioN: pROPOSED CNICK-FIL-A RES7AURANT #AQQ3 1�� 188,6 feet t coMa��TioN pa7E: 202 SpU7M MAIN STRE�T � � �� ai� s oRANGE , CA ��g ��RING FIELCIREP: AS$dCIA7��i I� ,�`i. LARRY BALLARD pROJEC7 N0: 2G-1610007 � G � MATERIAL OESCRIPTION � � n� N Q" A" p' W p�p NOTES �, � � � ftaR 1� (�fl f%) w x Approximately 4.61nchea of asphallic _ concrete @rown Silty fine Sand • Moist Fi�l) 1 -SS A 9 BDL Llght Brown Silty fine Sand, trace of Clay - Moisl {Nat(ve} 1 &5 2-CS 8 � 11 42. 7 Dd=7o7. 6 pef 5 Brown to light Brown flne ta caarse 8and, _ frace to Iftt10 Slll, some Gravel - 15amp to Q � � 3-CS 8 5 BDL Dd=11D.2 pcf Moist c . y:� � -.. 150 � 10 dllve 8fown Silty flne to c4aY5e Sand, some 4 �S Q 18 eqL Dd-101 .3 pcF Clay, irace to little Gravel , some thin layers of Sandy Clay - Moist lo Very Moist 146 15 5SS 2 21 BDL, No groundwater oncnuntered Boring 7erminated at aboui 16.5 feet (EL. 142'} a � � $ q � g � �� YUater bbservaCion pata Remarks: � Water encountered During DrIlling; Nona GS = CaliTnrnia Split Spoan � 1 Water Level At End of DYillfng: S9 = Standard Penetratian Test � Cave Depth At End of Driiling: s Weter Level After Drilling: BDL - eetow oetecuan Levai � Cave Depth AHer Ddlling: iqalimm�pntNoeona^gLceyllcnRja�" araappmMimolebountlorybotwomedlrypae. Theec!ue� Uanelllonmaybegtatlualandmay �nryoondtlorahtyhetueoen �estnadngi, lacatlonoftesl6oAng �.. 9dRING NO. & LOCATI4N: � s-z T� ST BORf NG LOG suR�ACEe�variora: PROPOSEDCHICK-FIL-ARESTAURANT #48�3 l�� 158.$ feet ` COMPLETION DATEo 202 SOUTH MAIN STREET tv� sne ORAN�E, cA GILES ENGINEERING �� o REw ASSt}CIATES, INC. LARRY BALI.ARD pROJEC7 N(�: 2Q�1610007 I{(�4TERIALpESC�tIW7tON � p °1 � � n q, w � � �°8 " I�n t+�n ttsn 1�} aio rvor�s �i m �i � Approximately 4.5 inchas of asphaltic concrete P,,,=aa r Brown Silty Flne 5end, trace of Clay - Molst i •SS a 11 BDL {Fill) Brawn to Ligirt BroUm Sil1y flne Sand, trace to Ifttlo Clay, Iittle Grevel - Damp to Moist (NBfive) . . 1G5 z-�5 2 12 BDI. P�A35°!o 5 / % Paoo=76°/a 3•SS 1-0 5 B�L 16D Brown flne Sand , trace to IiNle 3ilt, liitle °. . i0 P,�,=B/ - GfdVB� - Ddl'tlp :o�. ' . . 4-SS N 3 BI]I. 0.' ; :a o. �a5 � 18 OIIVB 6rown Sandy Clay, liqle 511t, irace of � 5-SS 3 22 BDL �ravel - Very Mbisi No groundwater encountered �oYing Tarminated at about 18.5 feet (EL. t b2.d') a 'a� c� Ni � 3 °� � � Water dbservatian 17ata Remarka: � � i! Water Encountered Ciuring Drilling: None SS = 5fandaM Penetration Teat °� x Water level At End of Drilling: BbL, • 9e1ow DetacUon Level C�ve Depth At End of Drllling: � � NJater Level Aftsr Drllling: ;� Cave bepth Afler Drillin : (en�xhWm qn II e BortnD LooMton�M�en� aro approx�m�ta dauMNry bohvoon soll lypaa. lho oaluel irensliim may 6e gredun! and may vary coneiJera6ty baiwean taat horin0e, LarelknollnseboAnB 80ftING NO, & LflCATIpN: a-� TEST BORING L(� C suru�qce �et�evarioM: PROPOSEDCHICK-FIL-ARESTAURANT #4003 �`�� 15BA feel coMP��.7IpN onTe: 2D2 SOUT`H MAIN STREk'T' 71l79/16 ORANGE, CA G� LES ENGfNEERING Fid.a REw ASSC3CIATES, INC. I.kRRY BA�LARD PROJECT NCJ; 2C�-161000T ^ c MA7ERIaL 17ESCRIPTION � � m � N Q" 4A �• w P�a Nores � _ � a (kaQ (teq {ts� (96) w z Approximately 8 Inches of asphaltic concrete Brown Siliy fine Sand - Moist (Fili) L1�ht Brown to Brown Silty flne 3and, IitUe � •S$ 2 9 60� Clay - Moist (Native) - 158 2-CS 6 11 9DL Dd=toA.4 pcf 9 llght 8rown flne to coarse Sand, traca to 1(ttle r Silt, some Gravel - bamp o `,� 3-CS 17 3 8�L Dd�103.A pcf p . d '.Q 150 .�p; �;�. � d - o '�� 4-�� 2� 3 18.2 Od=110.1 pef P ' ° � 145 . ��:�...'. ,�. . r�.' � �� T5 ' Olive Brown Clayey fine Sand - Mofst 5-CS G 71 6DL No groundwater encountered Boring Terminated at abaut 18.6 feet (EL. 14'1 .9') � "a � � � � � � - � �y Water Observatian Data 12emarks; � S� Nlater Encountered puring Driiling: None CS = Callhrmla Sp!if Spoon � � �7_ Water Level At End of Drlllfng ; SS = Stendsrd Penetration Test �, > Cave Depth At End of Drilling: � -_L Waier l�evel Afler Deilling : BDL - eeiow Detectlon i.euel 3 Cave Oepth After Drfilln : CAanryan ln �irota iidlradad b • tha Ilwe mo �praalmala houndory bolvraan eoll rypea. Ths aeiuel traneltian mey ba gredual and may v+uy eanaidorahly belwaon toat Eari�� Lnce�ion o/ teel boMg I� ahown on ma eodne taca�Iw� Plm. � BORMG N0. & LOCATION: �'�. s.4 TEST BO (� INC Lt7G suaKpC� e�.�vaTioru: PROPdSEO CHICK-FIL-A R�STAURANT �Ed003 �� 159.3 fept COMPLETICIN DATE: 202 SOUTH MAIN .5TF2EET 11 /19/16 o�ANt�� , ca GILES �NGINE�RING FlELO REP: ASSOCIATES, INC. LARRY BALlARO pROJECT Np: 2G-1610007 ^. c � MAT�RIAL �ESCRIPTION � � �,� r� Q" �^ Q' 'N pip Nores s. � e °" i�n �� ua ��r o w �i z° Approximatety q inches of asphal8e concrete - Brown S(Ity fine Sand, irace of Gravel - Moist p�_37,� (FIII) �� - � 9-55 3 12 BDL Light Brown to Brown fine to coarse Sand , " trace lo little Sllt, Iittle Gravel - Damp (Native) pxoo=g%� � ss z•ss > > s eo� 5 P�LL5% 3-SS 15 3 B6L 150 10 A-SS 10 6 60l 011ve Brown to Brown Silty 8ne Sand, somo Clay, some layere of Sandy Glay - Very Molst � 1A5 7G 8•6S 9 � 18 BQL No groundwater ancountered Bpring Terminated at about 16.5 feet (�L. 142.8? a � o - � �; � � � � `° Water Observetion Data Remarks: � � Waler Encauntered During Drlllingc Nane ss = standem Penetratfon Test °� �L N/ater l.evsl Ai End of Drilling: B�L - Betow Detedian Levei Cave Qepth At �nd of Drilling: ��' ? Water levei Aher Drilling: � = Cave De th AfteY Dtllling ; Changos In etrala Indicamd b� tl�o ilnas em approzimaoo bauntlnry bonuaen not typoa. lha nclual Venailtan may tio gredual and rray vary coneldereb y befwoon mat 6arinps. LeeOile� �( �oytbrnlry� IsellownonlhB8o11n0 �o onPlon. BOIiING N0. 8 LtlCAT10N: � � � � a-s T� ST B� RING LOG 9uRFAae ��rpTioN: PROPOSED CHICK-FIL-A RESTAURANT #4003 �`�� 156 teet coMPLerIpNDAr�: �02 SOUTM MAIN STREET � v� s» e ORANGE, ca GILES ENGIN�ERING FIEL6f�p; ASSOt,'IAT�S, INC. LP,RRY BALI .ARD pROJECT Np: 2G- 1610Q07 MA7EI�IAL �ESCRIP710N � � +g '� Q� M Q° Q^ 4. w p10 NOiES o W � z t�n i�n �e�n ��s� Approxfmately 4 inches of asphal8c concrate overd inches of ag regate base � �7 Brawn Silty tlne Sand, trace to Ilttle Gay - Moisf (Fill} Brown to Light Brown Silty fine Sand to 1�� g 7 BDL Glayey fine Sand, some pockets of Sand - Damp to h9oist (Native} 2.8 f 155, 2-SS 7 5 BDL � - No groundwater encountered Boring Terminated af atiout 6 feet �EL. 153') S � 0 u � � ug E � Water Dbsenratian Data Remarks: � � � Water Encountered During �rilling: None SS = Standard Penetreilon Test � � Water I.evel Af End of brilling: �p� _ ealaw Detactio,a Levsl p > ' Gave (Jepth At End of Drilling: ; 3" Water L.evel After Drilling: n Cave pepth After D�Iling: le andvn �n tsMe�Bor�ng Lantlo�n Plan�� ero opp�ozimale W��dary Uoiwoan sotl typos. Tha eutual Moneitlon mey be grequnl andmny very caneitlarebly UMxann loct borin�. Lacetla� o! �osi borinp BORING NO. & LOGAT�ON: � � e-s T� ST B4RING L �� auaFAc� �vnrioM; RROPOSEDCHICK-FIL-ARESTAURAN7 #4008 r��r� 157 feet ` �C"� coMat,ErloNOA7e: 2025dUTH MAfN STREET � � nene ORANGE, CA GILE3 ENGIN�ERING FIELDR�p; ASSOCIATES� ( ��. IARRY BALLARD pROJECT NO: 2G-16100a7 m c g' Q� W MAT�(2IALpESCRIPTION o � �� N (�s� �kan Ip� f� P�o N07ES Approxfmately 5 Inches of asphaltic poncrete Brcwn S11ty fine Ssnd, ifttle Ciay - oamp (Native) � . `. �. t -SS T 5 BDL 158. 2.9 2-SS 17 � 5 BDl 162, Boring Termineted at about 5 feet (EL. 152') � a" a' - 0 � � � � � �y Water Ohservatian t7ata Rernsrks: � -�I N�ateY Encountered During �rilling: None SS = 5tandard Pensitation Tesi ° 9' Water Levei At End of driiling: o > � Cava Depth At End ot Drllling: �p� - @��ow Detec!fon �evei � � Water Level After Dd�ling: ; = Cave Depth Afler Drilling; CbanpaelnsMatqfndicnhtlpy Uolineseroapproxtmatobaunderybolwaancolltypos, 7haenuNfmneWanmaybepmtluelendmayrxrycamldorah(ybohreantaelhwings. Lncartanp( taetAcrirg le shovm on �hs eonnp 4antlan Plnn BORING N0. & LOCA710Nt � s-� TEST BORIN ,r``.a LC) C,� SUaFac� e�EvarioN: pROPOSED CHICK-FIL-A RESTAURANT #4D03 157,6 Ceet coma4�rioN oAT�: 202 SOUTH fNAIN S7REET 1v� 9116 ORANGE , CA GILES ENGINEERING FI�Lb R�P: ASSOCIATES� �N�.'. IARRY BALI.ARd pROJEGT N0: 2C�-1610007 ^ C IYIATERII�I. DE$CFYIPTIQN � � �� N 4n �, a. w PID NO't�5 � a ftstl (tsfl (�%fl 1%1 w � a° Approxlmately 5.5 inches af asphaltic �g�� canorete Brown Silty fine Send, trace to little Clay - ivloist (Native) 1 -SS 4 8 60L 1 . �� . 2.5 155. 2-SS 2 8 BDL � � . 6.0 152 No groundwater encountered �oring Terminated at about 6 ieet (EL. 151 .8� � a - 8 � � � � � Water Observation Data Remarks: � SZ ' Water Encountered During Drllling : None S8 = 3t�ndartl Panetration Tast �� 2 Water Level At End of L7rllling: 9DL - 6elow �etectlon Level Cave I�epth At End of Drflling: � .� Water Level After Drlllin� : � Cave Depth Atter Drilling: C�engasinelrplalndlcetadUvtlfolli5coaroepprvxlmMo6oundnrybatwoanaollrypoc, 'theacWMtrunaitbnmayhagraduelandmoyvarywnaltlarahfybalwconrentbarinps. Locatlonq4eetdorin I> nhown m �ha Barin9 ��atlon Plan 9 90RING NO. �& LCiCATION: � s-e -r�sT BQRiNG � a � sutunc� E�EvaTioN: PROPOSEn CHICK•FIL-A RESTAURANTdW003 1�� 157.5 faet ` CdMPLeTroN DA7E: 202 SOl1TH MAIN STR �ET 11I19/18 �RANGE, CA GILES ENGIN�ERING Fi�w R�: ASS�CIA7�5, INC. LARRY BALLAR6 p�p� ��- NO: 2G-161 Q007 � '� c �" Qu (VIATERIAL D�SCRIPTION � '��, �.� N �° Q' � Pio N4T�3 � � � � (rs� {tsfJ {te0 (96) Approximatefy 2.5 tnches of asphaltic concrete 8rawn Siity fine Sand, trace to Ilttle Clay, some popkets of fine 5and - Malst (Native) i � ` 1 •SS 3 9 8DL 2.5 165. 2-58 7 7 9pL / No graundwa9er encountered Borin� Terminated at abaut 5 feet (EL. 152.5 ) , � � . � � u t� � � WaterObeervation Data � Remarks: g � Wat9r Encountered burir�g Drilling: None SS = Stendard penetratinn Test � q , Water �evel At End of Drilling: gDL • Belnw Detealon Levei �, I Cave Depth At End of 17�1111ng: w L Water Level Af1er Ddlling: � = Cave Dept15 After Dtillfng: Chenpoa In aNa'n indlc�letl Cu Ihe Ilnos ara appraxlmala 6wndary IwRwan cdl typos. Tha ectual trans0lon mey 6o grcGual and may very contldtt�Lly 6vhvaon tast borinps. Lnmticn of test bMrg Is 9hmvn On 1Me 9eripg LacMion Plan. TECk�lt�l'�CAL G�TT3ANC� DOCUMBivT APPENI7ICES . Percnlatlorr Test DataSheet PreeeC h � - An 2 PrneetNa: �, - � UO Dete: li -) - 4 Test Hole No: � . Tested : Iv DepthofTestNole, Dr: ^ � USCS5ollClasslFicattom S� � �� ., p( (,� Yh- TestHole Dlmensions (inches Len h Width oiame#er{ffraund)= ° Sides (Ifreck�n ular = 5and 5011 Criterie Test° Greater Time Initial Final Change In than or In#erval, �eptfito Depthto Water Equefto8"? Tr1aINo. St�rtTime Sto Time (mtn.) WakeK In. Wate� �in. i.�Ve) In, ( /n � 2 "if two consecuttve m�asu rements show lhat slx tnches of water aeeps away In Iess than 25 minutes, khe kest shall be run t'oran addltional hourwith measurementsteken every x0 minutes. other wlse, pre-saek (filq ovemight� dbtein at least twelve measureme�#s p�r hole vver at least sixhnurs {a rnxiroaYe) 30minu#efntervals wttha reats(onofatlesst0.25". 6t �m ... .. �{ . 4Q . . . . .. 71me Initl�l Flnai Change In Per�olatlan interval Depthto Deptht Water„� Rate TrialNo. StertTPme StopTime (min.) Water .� Water . I,evel (I . {inin.fln, i � .CS` 2 : 25 S �F 0 x ' G 7.; 54 30 • !.� 0 3 ; S ' t � D 4 ' 1 i S D .5' s , �. ; . 0 �3 6 ' o `va �! ) 0, x' � � i � 1 3 ; 1 U Y ^ � ' Y ' D q L 9 �.Q 11 12 13 ]t1 LS COMMENTS: ad4ftal 1 � �� _ .�._ rl ��jua�e � ��taeolGt � yn �ti� - b,11 � 12...i.� �G °,_�,..'" � j2, 2�. th � � , , i hr / � T T GILES ENGINEERING ASSOCIATES , INC . T��INICAL GLTID�t.NCE DOCUMENT APP�NI7ICES Percalation Test aata Sheet Proect: �i � Dra � pro"ectNo: '� — (, 1000 Qate: If�iq ' t Test Hole Nb: Tesied B : I� Depth ofTest Hole, �: � � USCSSoII Classiflcatian: S M TestHoleDlmenslons Inches Len h Width Dfam�ter if round = �' Sldes (If rectsn ular}= Sandy Soil Criteria TesY� Greater Time Inttlel Finai Change In fhan ar intervel, oepth ta Depth ta Weter Equal to 6"4 TNeI No. StariTime Sta Time mfa. Water in. Water In. Level ((n, ( /n 1 z "If tw� r�nsecuttve measurements showihet stx mehes of waber seeps eway in less than x5 minutes, the test shell 6e run faran additional haarwlth measurementsteken evgry lOminutes. C?ther wfse, pre•soak (fili) ovemtght. Obtain at least tweive measurements per hole over at least slx hours_ ep roximetel 30 m(nute intervels wRh a precfslon of at IeeSk0.25", Ilt �o � hU 7ime initial Ftnal Changeln Percolatlon Intervei Deptht Deptht Water Rate TriaiNo. StartTtme StopTime (min.) Weker . Water , Level tnin./in. 1 G u ,� ( 2 I : vt .0 3 0. � 3 ' OY � i � y .. (� . . . f,f. ?j � " '✓ 4 1 � p • b o 4S �3b �i t? '� 5 2: � 1 ; 4 �F. � 47 D i' s , n � ; y b _ o .i r S i ' '� ; S S ' ; - b i 7 9 io ii iz 13 14 15 . CAMMENTS: (tittAdurae! � h at,�' �f{ pr �Ul.� � �ti'Lo �t "� OM '�a.�l : n, �� !� / � G..�u.• : ��, `�$ � '� f � T T GILES ENGI(VEERING ASSOCIATES � INC. --- - - _ _ _ /� _ _.- - - ---- - - _ . .. _ _ ,_ , _. i lJGn Q.�bh _ ai� LOnJtJS � un . �_� ... _ ._ � � - - — ._ _ _ __ — ._ ---•-- �'��lin - � ,_ - - - -- ____ _ _ - -- — --- -- - �___ . .. . ,�. Ti'e�u �x'�� I ' 3 � nn� w .�_ s .�.,-_ . _ . . __�.W`, � ` I � L� '1 ' 'f� �Y�'-� �/�. � 6 � �'� � � y IN - -- - -- - - - - - -- -- - -... _ . .._ _ �'L'na � �L �I .�. .�'0 �Ll ,� ! D (; : .� '�� bY' � h' -- - --- -- __ ., _ _. . __.e__�� - ._t - S — I . _._ �,�_ _ .� 'To �� l �ty.}�ji, 6�, �i�ck �P�� Y $ � � Go Jw . — Itd � af �� < � c� �US � U � � Irvc�, + � - -- . .. _ _ _ �.��._ __ _ � _-- I i � � � }1 � � D i � _ _ .__..;_ A � _ � r �- a� �b�� _ _ --- --- — _ _.. _._ - - - --- -- -- -- - I , � �1 = L �. 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Briefly describe Inflifration test �nd providereference to lest forms: Note : The minimum combined adjustment factor shall not be less ihan 2.0 and the mezimurn comhlnad edjusiment factor shell noi e�eed 9.0. VII-35 becemUar 20, 2013 APPENDIX B FIELD PROCEDURES The field operations were conducted in general accordance with the procedures recommended by the American Society for Testing and Materials (ASTM) designatiorri D 420+ entitled "Standard Guide for Sampling Rock and Rock" and/or other relevant specifications. Soil samples were preserved and transported to Giles' laboratory in general accordance with the procedures recommended by ASTM designation D 4220 entitled "'Standard Practice for Preserving and Transporting Soil Samples ." Brief descriptions of the sampling , testing and field procedures commonly performed by Giles are provided herein . GENERAL FIELD PROCEDURES Test Borinq Elevations The ground surface elevations reported on the Test Boring Logs are referenced to the assumed benchmark shown on the Boring Location Plan (Figure 1 ) . Unless otherwise noted , the elevations were determined with a conventional hand-level and are accurate to within about 1 foot. Test Borinq Locations The test borings were located on-site based on the existing site features and/or apparent property Iines . Dimensions illustrating the approximate boring locations are reported on the Boring Location Plan (Figure 1 ) . Water Level Measurement The water levels reported on the Test Boring Logs represent the depth of "free" water encountered during drilling and/or after the drilling tools were removed from the borehole: Water levels measured within a granular (sand and gravel) soil profile are typically indicative of the water table elevation . It is usually not possible to accurately identify the water table elevation with cohesive (clayey) soils, since the rate of seepage is slow. The water table elevation within cohesive soils must therefore be determined over a period of time with groundwater observation wells . It must be recognized that the water table may fluctuate seasonally and during periods of heavy precipitation . Depending on the subsurface conditions, water may also become perched above the water table, especially during wet periods . Borehole Backfillinq Procedures Each borehole was backfilled upon completion of the field operations . If potential contamination was encountered , and/or if required by state or local regulations, boreholes were backfilled with an " impervious° material (such as bentonite slurry) . Borings that penetrated pavements, sidewalks, etc. were "capped" with Portland Cement concrete , asphaltic concrete, or a similar surface material . It must, however, be recognized that the backfili material may settle , and the surface cap may subside, over a period of time . Further backfilling and/or re-surfacing by Giles' client or the property owner may be required . � T T GILES ENGINEERING ASSOCIATES , INC . FIELD SAMPLING AND TESTING PROCEDURES Auqer Samplinq (AU) Soil samples are removed from the auger flights as an auger is withdrawn above the ground surface. Such samples are used to determine general soil types and identify approximate soil stratifications. Auger samples are highly disturbed and are therefore not typically used for geotechnical strength testing . Split-Barrel Samplinq (SS) — (ASTM D- 1586) A split-barrel sampler with a 2-inch outside diameter is driven into the subsoil with a 140- pound hammer free-falling a vertical distance of 30 inches . The summation of hammer- blows required to drive the sampler the final 12-inches of an 18-inch sampie interval is defined as the "Standard Penetration Resistance" or N-value is an index of the relative density of granular soils and the comparative consistency of cohesive soils . A soil sample is collected from each SPT interval . Shelbv Tube Samplinq (ST) — (ASTM D- 1587) A relatively undisturbed soil sample is collected by hydraulically advancing a thin-walled Shelby Tube sampler into a soil mass . Shelby Tubes have a sharp cutting edge and are commonly 2 to 5 inches in diameter. Bulk Sample (BS) A relatively large volume of soils is collected with a shovel or other manually-operated tool . The sample is typically transported to Giles ' materials laboratory in a sealed bag or bucket. Dvnamic Cone Penetration Test (DC) — (ASTM STP 399) This test is conducted by driving a 1 . 5-inch-diameter cone into the subsoil using a 15- pound steel ring (hammer) , free-falling a vertical distance of 20 inches. The number of hammer-blows required to drive the cone 13/4 inches is an indication of the soil strength and density , and is defined as " N" . The Dynamic Cone Penetration test is commonly conducted in hand auger borings, test pits and within excavated trenches. - Continued - CT T GILES ENGINEERING ASSOCIATES , INC . Rinq- Lined Barrel Samplinq — (ASTM D 3550) In this procedure, a ring-lined barrel sampler is used to collect soil samples for classification and Iaboratory testing . This method provides samples that fit directly into laboratory test instruments without additional handling/disturbance. Samplinq and Testinq Procedures The field testing and sampling operations were conducted in general accordance with the procedures recommended by the American Society for Testing and Materials (ASTM) and/or other relevant specifications . Results of the field testing (i . e . N-values) are reported on the Test Boring Logs . Explanations ot the terms and symbols shown on the logs are provided on the appendix enclosure entitled "General Notes" . � i I I ( i � 3 i �� GILES ENGWEERWG ASSOCIATES , INC . i � APPENDIX C LABORATORY TESTING AND CLASSIFICATION The laboratory testing was conducted under the superuision of a ;geotechnical engineer in ' accordance with the procedures recommended by the American Society for Testing and Materials : (ASTM) and/or other rele�ant specifications . Brief descriptions of laboratory tests commonly perFormed by Giles are provided herein. LABORATORY TESTING AND CLASSIFICATION Photoionization Detector (PID) In this procedure , soil samples are "scanned" in Giles ' analytical Iaboratory using a Photoionization Detector (PID) . The instrument is equipped with an 11 . 7 eV lamp calibrated to a Benzene Standard and is capable of detecting a minute concentration of certain Volatile Organic Compound (VOC) vapors , such as those commonly associated with petroleum products and some solvents . Results of the PID analysis are expressed in HNu (manufacturer's) units rather than actual concentration . Moisture Content (w) (ASTM D 2216) Moisture content is defined as the ratio of the weight of water contained within a soil sample to the weight of the dry solids within the sample. Moisture content is expressed as a percentage . Unconfined Compressive Strenqth (qu) (ASTM D 2166) An axial load is applied at a uniform rate to a cylindrical soil sample. The unconfined compressive strength is the maximum stress obtained or the stress when 15% axial strain is reached , whichever occurs first. Calibrated Penetrometer Resistance (qp) The small , cylindrical tip of a hand-held penetrometer is pressed into a soil sample to a prescribed depth to measure the soils capacity to resist penetration . This test is used to evaluate unconfined compressive strength . Vane-Shear Strenqth (qs) The blades of a vane are inserted into the flat surface of a soil sample and the vane is rotated until failure occurs . The maximum shear resistance measured immediately prior to failure is taken as the vane-shear strength . Loss-on- Icrnition (ASTM D 2974 ; Method C) The Loss-on- Ignition ( L. O . I . ) test is used to determine the organic content of a soil sample . The procedure is conducted by heating a dry soil sample to 440°C in order to burn-off or "ash" organic matter present within the sample. The L. O. I . value is the ratio of the weight loss due to ignition compared to the initial weight of the dry sample. L . O . I . is expressed as a percentage. CT T GILES ENGINEERING ASSOCIATES , INC . Particle Size Distribution (ASTB D 421 D 422 and D 1140) This test is performed to determine the distribution of specific particle sizes (diameters) within a soil sample. The distribution of coarse-grained soil particles (sand and gravel) is determined from a "sieve analysis, " which is conducted by passing the sample through a series of nested sieves. The distribution of fine-grained soil particles (silt and clay) is determined from a " hydrometer analysis" which is based on the sedimentation of particles suspended in water. Consolidation Test (ASTM D 2435) In this procedure, a series of cumulative vertical loads are applied to a small , laterally confined soil sample. During each load increment, vertical compression (consolidation) of the sample is measured over a period of time . Results of this test are used to estimate settlement and time rate of settlement. Ciassification of Samples Each soil sample was visually-manually classified , based on texture and plasticity, in general accordance with the Unified Soil Classification System (ASTM D-2488-75) . The classifications are reported on the Test Boring Logs. Laboratory Testina The laboratory testing operations were conducted in general accordance with the procedures recommended by the American Society for Testing and Materials (ASTM) and/or other relevant specifications . Results of the laboratory tests are provided on the Test Boring Logs or other appendix enclosures. Explanation of the terms and symbols used on the logs is provided on the appendix enclosure entitled "General Notes . " CT T GILES ENGINEERING ASSOCIATES , INC . California Bearinq Ratio (CBR) Test ASTM D- 1833 The CBR test is used for evaluation of a soil subgrade for pavement design . The test consists of ineasuring the force required for a 3-square-inch cylindrical piston to penetrate 0 . 1 or 0 . 2 inch into a compacted soil sample. The result is expressed as a percent of force required to penetrate a standard compacted crushed stone . Unless a CBR test has been specifically requested by the client, the CBR is estimated from published charts , based on soil classification and strength characteristics. A typical correlation chart is below. CALIFORNIA BEARING RATIO - CBR 2 3 4 5 6 7 8 9 10 15 20 25 30 40 50 60 70 8090700 GP GW ASTM SOIICLASSIFICATION SYSTEM GM (UniTed Gassfication) GC 9W SM SP SC OH ML CH Cl OL MH pASHTO SOIL CLASSIFICATION A'� '� A-1-0 A-2�4 A-2-5 A4-6 A4-7 A3 A-0 A-5 A£ A-7-5 A-78 FEDERALAVIATION ADMINISTRATION E"� SOILCLASSIFICATION E-2 E9 E-4 E5 E-6 E-7 E-B E-9 E-70 E-11 E12 RESISTANCE VPLUE - R 5 0 20 0 0 50 60 70 MODULUSOF SlI8GRA0E ftEACTION KPSI PER IN 1 0 150 2 0 2 0 OQ 400 5 0 0 70 BE INGVALUEPS 7 2 40 5 CALIFORNIA BEARING RATIO - C6R 3 4 5 fi 7 S 9 10 15 20 25 30 40 50 60 70 8090100 CT T GILES ENGINEERING ASSOCIATES , INC . APPENDIX D GENERAL INFORMATION GUIDE SP�CT�`[CA1'IONS FOEL SUBGRA�E ANU PREPARATIQ� �bR �'+ XC.Ls F'(}IINUA.'['�OIV, FLOOR. SLhB �iND PAVE�IENT 9UY}'{1RT; �N7? SEI.�C7TO1V, PLACEhi�N7' hN73 COMPACTTON UF F'IL.I. ,sOiT� QSING MODIFI�D �ItC1�7'OR PIIOCEDURES 1 . Cansiruciion monitoring and testin� pf subgrerlt� and grades far fi0, foundation, floar slab snd pavement; nstd fill selection, placement and cumpaction shall be performed by an experienced sails engincer aatd��or his rc.*presentatives. 2, A11 �acted fill. sulrgrades, and grades shall bc (a) wnderlain by suitable beurin� ma�erial, (b} free of nll orga��ic fiozen, or olher tk.leteriaus material, and (c) observc�l, tcsted and approved by qualified engincerin� personriel eepr�sentiog an expericnce<I soils en�ineer, Prepmalion ofsubgazJr� efie� strippin� vcgctation, organic or othar unsuitable matcrials shall consist of (a) proafrollang to detsct �tt, wet, yield'uag soils or a4her unsteble materials thut must Ue undercuf, (1�) sczeifying top 6 to 9 inches, (c) moistwe �ndiGaniag the soils as requia`a:d, snd (d) recomp�ction ta same minimum in-situ dcnsity requirad tor similnr materiat indieated under Itern 5. Nate: Compaction regtiirements f'crr pavemenc subgrade are iu�her than oiher nreas. Weatt�er and cans�ruction equipmeot may danaage ��npacted �il surface nnd reworking and r�teslin� may be necessary far ptroper performance. 3 . In overexcavation and fi1] areas, ihe compncied fill mast e+clend (a) a miniatium 1 fac>t letcral distancc bcyand the exterior edge of the famdauon at bearis�g grasle vr pavement �i sukrgrade and dawn ta r,campacted fall sub�ede on a maximum ff.5(I°�; 1 (v) slnpe. (b) t foot above fa�tiug gadc ot�.side the buildin�, and (c) tn Ito� sub�ade inside the building, Fill shall he plsccd and opaupncte�l an a 5{fI}: 1 (t� slc�e cn mu4t bc steppecl or henehed as rtqnered [o flatten if not specifically approved by qualified personnel under [he direclion of an expecienced soils e�agin�*er. 4 . The ccuryracted filt rnateriats sii�ll befrec of deleterio�s, ors�nia, or frozun matter, shall cnntain no alicxnicals thnt muy result in the materiel t�eing classificd es "contaminnred", and shell be ]ow<expa�vsive with a maximum Liquid Limit (ASTM D•423) and Plastiaity Inde�c (AS'�M D-424) c7f 30 azGd 15 , resfx�etively, unl�ss spocificn[ly te�ie�3 and fovnd to hnw�e low expansive proptrties aud approved by an experienced soils eragineer. The lop ! 2 inches of compacteci fill should have a ma�cimum 3 inch psrtiole diameter nnd all underlying campectal filt a maximum 6 inctr diamtter unless spec�celly approved by an experienced soils enginecr. Alf Cdl mateeial must be te�ed and appraved uculer ih� clirection of an c�cperienced soila enginecr priar ro pl�c�ment. If'the fill rs ta peovide non•frnst si��ceplible cbaracterisiics, it �m�st Ua cla.ssiGr.ci as a clean GW, G[', Str3 ar Sl' perUnified Soils CI�iScatian System (ASTM D-2487}, 5. For swctural fill depths les.z tisnn 20 fcet, the tltnsity oft}se s�uctu�l rrompacted fill and scarified sub�rade and grades shall no� he 1e�c thpn 90 }�cent ti�the mnacimum dry d�nsiry s.s deternrined l�y Modified Proctor (ASTM i?- 1557) wi9h tha exception of Ihe top I2 incl�es ofpavemenh subgrade wlrich shall have n mieummn in-sim densiry af 95 perceni df maximum dcq density, or 5 percent higher than underlying structural fil] materials. �Vhere the strttictural fill depth is greater than 20 feet, the portion betow 20 feet slwuld Lave a mu�unwn in-plac� densiry of 95 �ercent ofits maximt�a dry density or 5 percent higher then the top 20 feel Cokresi��e soils shefl nat vnry by more 4han - I ta +3 ��it rnoisture content and granutar sdil �3 percent fivm tl�e optimum when placed snd compneted or recompact�d, wtless spec�catly rocommended/approved by the soils engincer abserving thc placement and campaction. Cohesive soils with maderate to kugh expnnsion potenlials (PI> ( 5) should, however, be placetl, cumpacted and maintained prior to eonttrractiar at a 3m1 percent moistuTe content above optimum maiswre contmt to limit fuhu e heave. Fill shall be plaarl in lay�s ivith a maximum laate t6iclmess of$ inches for foundations and 10 inches far flcror slabs and pavements, un(ess apeciftcally appraved by thc sqils eta�.inter Wkipg into consideration the type of muterinls �nd compaction equipmenE being uscd. The wmpatdon equ�pm4mt should caatist of sviteble mec6�nnical equipment specificelly designed for soil compaction Bulldozers or similar fracked vehicles nre t}�ically not suitable for compaction. 6 . Exenvation, 6ling, subgade gmde preparation �liall be peN'arnted ut m m�nner anel sequence Uiai will provide drainage at all times and pmper ccmtrol of erosion Pr�ipifntion, sprin�s, and s�ange wncer enmuntered shall be pumped or drained to providt a suitable wn[king platfrnm Sprin�s or water s�ageencotmtcnxl d�ing grnde/fatuadaticm c:onstntetion must be crilled tn ttte soils engin�ee's attention immediatety for possible canshuction procedure revisian ur inelusion nf an underdrain system. 7 , Nan-sUuct�ual Gll nd}nceni tcr sUtKtural fill should typically6e placc�l in unison ta prbvide latetal support. Backfill along walls must be �lac�d and compatted with care to s.�stae exo�sivc imbalanced feternl pressiues do not �ievelog. 77�e Iype of fall material pluced adjacent to lrelow grade watls (i.e. Uasement walls and zetainuag walls) must be properly tested and apptoved by an erperienced soils en�ineer wiUa cansideratian Sor thc lateral prassure used in il�e wall design. 8. Wherever, in the opiniott of the svils engimxr or thc Qwnar s Representatives, ao unstnble condition is being crcated �ithcr tiy cutcing or Pilling, tha work should not procced into khat area untll an apprQpriale geotechnicul exploration and analysis has 6een �erformed r�nd the greding plan red�isecl, if found necassary. GTL�S ENGTI��RING AS50CIA`CES, INC . GENERAL COMMENTS The soil samples obtained during the subsurface exploration will be retained for a period of thirty days. If no instructions are received , they will be disposed of at that time . This report has been prepared exclusively for the client in order to aid in the evaluation ' of this property and to assist the architects and engineers in the design and preparation of the project plans and specifications . Copies of this report may be provided to contractor(s) , with contract documents, to disclose information relative to this project. ' The report, however, has not been prepared to serve as the plans and specifications for ' actual construction without the appropriate interpretation by the project architect, structural engineer, and/or civil engineer. Reproduction and distribution of this report ', must be authorized by the client and Giles. ' This report has been based on assumed conditions/characteristics of the proposed ' deveiopment where specific information was not available. It is recommended that the ' architect, civil engineer and structural engineer along with any other design � professionals involved in this project carefully review these assumptions to ensure they ' are consistent with the actual planned development. When discrepancies exist, they should be brought to our attention to ensure they do not affect the conclusions and recommendations provided herein . The project plans and specifications may also be submitted to Giles for review to ensure that the geotechnical related conclusions and recommendations provided herein have been correctly interpreted . The analysis of this site was based on a subsoil profile interpolated from a limited subsurface exploration . If the actual conditions encountered during construction vary from those indicated by the borings, Giles must be contacted immediately to determine if the conditions alter the recommendations contained herein . The conclusions and recommendations presented in this report have been promulgated � in accordance with generally accepted professional engineering practices in the field of � geotechnical engineering . No other warranty is either expressed or implied . � i � 1 � � �� 4 GILES ENGINEERING ASSOCIATES , INC . i ARACTERISTICS AND RATINGS OF UNIPIED SOIL SYSTEM CLASSGS I'OR SO[L CONSTRUCTION " Maz. Dry Value as Value as Tempora�y Density Value as an Subgrade Pavement ion Compressibilify Drainage and Value as Base Standard Gmbankment When Not With istics proctur �nd Expansion Permoability Material Sub'ect to Course �y�tl� Dust 7 Bi W m inous (pcQ Frost Pa��fltive Treatment �-tired, steel 125- 135 Almost none Good drainage, Very stable Excellenl Good Fair to Exccllcnt �ller crvious oor '-tired, steel I15- 125 Almost none Good drainage, Reasonably Excelfent to Poor to fair Poa' �ller ervious stablc ood rlight 120- 135 Slight Poordrai�age, Reasonably Excelle�tto Fairtopoor Poor Poortofair semi ervious stable ood tired or I 15- 130 Slight Poor drainage, Reasonably Good Good to fair Excellent Excellent im ervioas stable *` �-tired or I 10- I30 Almost uone Good drainage, Very stable Good Fair to poor Fair to Good GI'V10U5 OOI '-tired or 100- 120 Almost none Good drainagc, Reasonably Good to fair Poor Poor Poor to fair petvious sta6Lewhen dense r sheepsfoot 110- 125 Slight Poor drainage, Reasonably Good to fair Poor Poor Poor to fair impervious stable when dense tiied or 105- 125 Slight to Poor drainage, Reasonably Good to Pair Fair to poor Fxcellent Exccllent medium im ervious stable �-tired a' 95- 120 Slight to Poor drainagc, Poor stability, Fair to poor Not suitable Poor Poor medium impervious highdensiry re uired bot or rubber- 95- 120 Medium No drainage, Good stability Fair to poor Not suitable Poor Poor im ervious �ot or rubber- 80- 100 Medium to high Poor drainage, LJnslable, should Poor Not suitable Not suitable Not suitable impervious not be used �ot or rubber- 70.95 High Poor draina�e, Poor stability, Poor Not suitable Very poor Not suitable impervious should not be used oot roller 80- 105 Very high No drainage, Fair stabiliry, Poor to very Not suitable Very poor Not sui[able impervious may soften on poor ex ansion �ot roller 65- 100 High No d�ainage, Unstable, should Very poor Nof suitable Not Not suitable impervious not be used suitaUle Very high Pair to poor Should not bc Not suitable Not suitable Not Not suitable draina e used suitablc pendix A - Characteristics of Soil, Gronps Pertaining [o Roads and Airfields, and Appendix B - Characteris[ics of Soil Groups Pertaining [o Gmbankments ;morandum 357, U.S. Waterways ]xperiment Station, Vicksbnrg, 1953. GINEERING ASSOCIATES INC. � UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D-2487) MajorDivisions Group TypicalNames LaboratoryClassificationCriteria Symbols v � Well-graded gravels, „ D �p3o�, a� � � GW gravel-sand mixtures, �, � C� = 0°a greater than 4; C� = p o x p60 between 1 and 3 — � a � little or no fines � � � °u � � � °1 �c Poorly graded gravels, _ � v °1 � GP gravel-sand mixtrues, v N � Not meeting all gradation requirements for GW _ u � „ � little or no fines � o, � °' > ' c v � ` v w v_ � `° � a � d � � �v � .,_. d c � �,`-� � � Atterberglimits 0 o z �c ° GMr Silty gravels, gravel- s o �; � � v below "A" line or P.I, Limits plotting within shaded `�- � Y � � sand-silt mixtures z 3 ,� v� � area, above "A" line with P.I . o E � o less than 4 z � � 3 9 � u � s o N ,�„ v between 4 and 7 are � ` Y � � `F v v � ' v � borderline cases requiring � " v `0 v iO — w 3 � a Atterberg limits use of dual symbols vo, � � a GC Clayey gravels, gravel- � E � � � m° above "A" line or P.I. _ ,� „ sand-daymixtures @ � � — o _ greater than 7 rn "' � '@ u �, o Well-graded sands, � � D (�,o�� ` �� '" � c SW gravelly sands, little or o �- � � C� = p`�° greater than 4; C� = p o x p� between i and 3 � o v N o � nofines v � �� E o � '� v J � Poorly graded sands, � o '��' v a � �� , > v �- SP gravelly sands, little or � v '� a � � Not meeting all gradation requirements for SW L N � pl � C � - nofines v � a Y � o � av Y ,t,�, ' . c a Z c d c v v o .. �n ._ c u, 'o E Q v ° � Atterber hmiu ' E .c � � � r. SM' Silty sands, sand-silt v o � � '^ below "A" I ne or P.I. Limits plotting within shaded � � � V v c u mixtures o m . . � lessthan4 area, above "A" IinewithP.L �� _ '3 � ,G � between 4 and 7 are ��. v E -a 'v o " v " borderline cases requiring � N N a Clayey sands, sand-day o � Atterberg limits use of dual symbols . Q SC mixtures � � � above "A" line or P.L �.. � greaterthan 7 '��.... Inorganic silts and �'��.. very fine sands, rock °1i"°`Y`n"` �''.. � ML flour, silty or dayey fine 60 �'��.. v � sands, ordayeysilts ''��.. - � Y with slight plasticity '��.... v -a v Inorganic days of low so ''�,, to medium plasticity, �� o _ �� CL gravellydays, sandy w �'��... o �^ 'a days, siltydays '�,, z o 9 qa c 6 Or anic silts and '' �o Y `� OL organic silty days of '�. a _ low plasticity ''� v — 5 � o Inorganicsilts, mica- � 3o �'� m � MH ceous or diatomaceous � . i v '� fine sandy or silty soils, '°' c¢ oxa� MH � `- '- � v elasticsihs - LL � — " zo j ,`o m CH �norganic clays of high rY plasticity, fatdays �i c - � y � :4 Organic days of �o Q OH medium to high «-M� ° plasticity, organicsilts ML aoi � ` ,. � T � � s .o Pt Peat and other highly °a m za 3o ao so ao �a en 9a �oo = organic soils ❑q��a ❑m�, `o a Division of GM and SM groups into subdivisions ofd and u are for roads and airfields only. Subdivision is based on Atterberg limits, suffix d used when L.L, is 28 or less and the P,I. is 6 or less; the suffix u is used when LL. is greater than 28. ��,� e Borderline dassifications, used for soils possessing characteristics of two groups, are designated by combinations of group sympols. For �� example GW-GC, well-graded gravel-sand mixture with clay binder. ; Giles Engineering Associates, Inc. GENERAL NOTES SAMPLE IDENTLFICAT/ON All samples are visually classified in general acco�dance with the Unified Soi] Classification System (ASTM D-2487-75 or D-2488-75) DESCXIPTI vE TERM (% BY DRY WEIGHT) PARTICLE SIZE (DIAMETER) Trace: I - 10% Boulders: 8 inch and larger Little: I1 -20% Cobbles: 3 inch to 8 inch Some: 2135% Graveh coarse - % to 3 inch And/Adjective 3G-50% fine — No. 4 (4.7G mm) to % inch Sand: coa�se — No. 4 (4.76 mm) to No. 10 (2.0 mm) medium — No. 10 (2.0 mm) to No. 40 (0.42 mm) finc — No. 40 (0.42 mm) to No. 200 (0.074 mm) Silt: No. 200 (0.074 mm) and smaller (non-plastic) Clay : No 200 (0.074 mm) and smaller (plastic) SOIL I'ROI'BRTY SYMBOLS DRILLING AND SAMPLINC SYMBOLS Dd: Dry Density (pcfl SS : Split-Spoon LL: Li9uid Limit, peroent ST: Shelby Tube - 3 inch O.D. (exceptwhere noted) PL: Plastic Limi[, percent CS: 3 inch O.D. Califomia Ring Sampler PI: Plasticity Index (LL-PL) DC: Dynamic Cone Penetrometer per ASTM LOi : Loss on Ignitioq porcent Speeial '1'echnical Pablicatio� No. 399 Gs: Specific Gravity AU: Augcr Sample K Coefficient of PermeabiliTy DB : Diamond Bit w: Moisture conteut, percent CB : Carbide Bit qp: Calibrated Penetrometer Resistance, tsf WS: Wash Sample qs: Vane-Shear Strength, tsf RB : Rock-Roller Bit qu: Unconfined Compressive Strength, fsf I�S: Balk Sampla qc: Static Cone Penetrometer Resistance Note: Depth i�tervals for sampling shown on Record of (correlated to Unconfi�ed Compressive Strengih, ts� Subsurface Exploration are not indicative of samplc PID: Results of vapor analysis conducted on representative �ecovery, but position where sampliog initiated samples utilizing a Photoionization Detector calibrated to a benzenc standa��d. Results expressed in IINiJ-lJnits. (BDL=Below Detection Limit) N: Penetration Resistance per 12 inch interval, or fraction thereof, for a standard 2 inch O.D. (I% inch I.D.) split spoo� sampler driven with a 140 pound weight free-falling 30 inches. Performed iu general accordance with Standard Penetration Test Speeifieations (ASTM D- 158G). N in blows per foot equals sum of N-Values where plus sign (i-) is shown. Ne: Penetration Resistance per 1 '/< inches of Dynamic Cone Penetrometec Approximatcly equivalent to Standard Penetration Test N-Value in blows per foot. Nc Penetration Rosistance per 12 inch intervel, or Praction thereof, for Califa'nia Ring Sampler driven with a 140 pound weight free-falliug 30 inches per ASTM D-3550. Not equivalent to Standard Penetration Test N-Value. SOIL STRENGTH CHARACTBItISTICS COHESIVE (CLAYEY) SOILS NON-COHESIVE (GRANULAR) SOILS UNCONFINED COMPARATIVE BLOWS PER COMPRESSIVG R�LATIV� BLOWS PER CONSISTENCY FOOT (N) 5TRENGTH (TSF) DENBITY FOOT (N) Vety Soft 0 - 2 0 - 0.25 Very Loose 0 - 4 Soft 3 - 4 0.25 - 0. 50 I,00se 5 - 10 Medium StifP 5 — 8 0.50 - 1 .00 Pirm I1 - 30 Stiff 9 — 15 L00 - 2.00 Dense 31 - 50 Very Stiff 16 — 30 2.00 - 4.00 Vety Dense 51 + Hard 31 + 4.00+ DCGREE OI+ DEGRGG OF EXPANSIVE PLASTICITY PI POTGNTIAL PI None to Slight 0 - 4 L,ow 0 - 15 '�. Slight 5 - 10 Medium 15 - 25 '��.. Medium 11 - 30 Righ 25+ �'��.. IIigh to Very High 31 + '�,. \` (/�l ' GILES ENGINEERING ASSOCIATES, INC. ' T T Important I�formation About Your Geotechnicai ngineerin Re ort 9p Subsurlace problems are a principal cause of construction delays, cost overruns, claims, and disputes. The following inlormation is provided to help you manage your risks. 6eotechnical Services Are Pertormed for • elevalion, coniiguration, location, orienlation, or weight of the SpCCIfIC PUPpOSCS, Persons, and Projects proposed siructure, ' Geotechnical engineers structure their services to meel lhe specific needs ot • composition of the design leam, or ' their ciienis. A geotechnical engineering study conducted for a civil engi- • project ownership. ' neer may not fultili the needs o( a consimction contractor or even another civil engineec Because each geotechnial engineering study is unique, each As a general rule, always inform your geotechnical engineer of project ' geotechnical engineering report is unique, prepared sole/yfor ihe client. No changes�ven minor ones—and request an assessment of iheir impacL , one ezcept you should reiy on your geotechnical engineering report without Geotechnical enginezrs rannot accept responsibiliry or liability lo�problems first conferring with �he geotechnical engineer who prepared it, And no one that occuibecause their reports do not considerdevelopments ol which — not euen you — should apply the repod for any purpose or project they we�e not iNormed. ' except ihe one originally contemplaled. ' SubsuMace Conditions Can Change ', Read tlie Full Report A geoiechnical engineering report is based on conditions that existed at , Serious problems have occurred because those relying on a geotechnical the time Ihe study was performed. Do not rely on a geotechnicai engineer- engineering report did not read it all. Do not rely on an ezecutive summary. ing reportwhose adequacy may have been atfected by: ihe passage of Do not reatl selected elements only. time; by man-made events, such as constmction on or adjacent to the site; or by natural events, such as floods, eadhquakes, or groundwater fluctua- A 6eotechnical Engineering Report Is Based on tions. Always contact the geotechnical engineer before applying �he report A Unique Set of Project•Specihc Faetors io determine if it is still reliable. A minor amount ot additional testing or � Geotechnical engineers consider a number of unique, project-specific fac- analysis coultl prevent major problems. tors when establishing the scope of a study. Typical tactors include: the clienPs goals, objectives, and risk management preferences; �he general Most 6eotechnical Fndings Are Prolessional nature of the structure involved, its size, and contiguration; ihe location of �pI1110115 i , the sfructure on ihe site; and other pianned or existing site improvements, Site exploration itlenlities subsurface conditions only at those points where � such as access roads, parking lots, and underground utilities. Unless the subsurface tests are contlucted or samples are taken. Geotechnical engi- geotechnical engineer who conductetl the sludy specifically indicates oih- neers review tield and laboratory dala and ihen apply iheir professional j erwise, do not rely on a geotechnical engineering repod that was: jutlgment to render an opinion about subsurface conditions throughoui the ' • not prepared for you, site. Actual subsurface conditions may difler—sometimes significantiy— • not prepared for your projeci, from those indicated in your report. Relaining ihe geolechnical engineer = • not prepared ior the specific site explored, or who developed your repod to provide construction observation is the ; • compiefed before impodant project changes were made. mosi eBeclive method oi managing the risks associated with unanticipatetl conditions. Typical changes that can erode 1he reliability of an existing geotechnical ;, engineering report include those lhat aBeG: A RCpOPt's Recommendations Are Not Fnal � • the function of the proposed slructure, as when iPs changed from a Do not overrely on ihe conshudion recommendations includetl in your � parking garage to an olfice building, or irom a light induslrial plant report. Those recommendations a�e not final, because geotechnical engi- to a refrigerated warehouse, neers develop ihem principally from judgment and opinion. Geotechnical engineers can finalize their recommendations only by observing actuai subsuriace condilions revealed during construclion. The geotechnica( have letl to disappointments, claims, and disputes. To help reduce the risk engineer who developed your repoR rannot assume responsibiliry or o( such outcomes, geotechnical engineers commonly include a variery o( liability (or the reporPs recommendations il tha! engineer does not perlorm explanatory provisions in their reports. Sometimes labeled "Iimitations" constmc�ion obseroation. many of lhese provisions intlicate where geotechnical engineers' responsi- bilities begin and end, to help others recognize lheir own responsibilities A 6eMechnical Enginecring RepoM Is 8u6ject to antl risks. Read these provisions closely. Ask questions. Your geotechnical Misinterpretation engineer should respond fully and frankly. Other tlesign team members' misinterpretation of geotechnical engineering repods has resulted in costly problems. Lower that risk by having your geo- GCOCIIYIP011111611�81 �OIICCPIIS APC NOt �OYEPCd technical engineer confer with appropriate members of the design team afler The equipment, techniques, and personnel used to per(orm a geoenviron- submilting the repod. Also retain your geolechnical engineer lo review perti- men�al study differ significantly from Ihose used to pedorm a geotechnical nent elements ot 1he design team's plans and specifications. Contractors can study. For that reason, a geotechnical engineering report does not usually ' also misinterpret a geotechnical engineering reporl. Reduce that risk by relate any geoenvironmental findings, wnclusions, or recommendations, having your geotechnical engineer participate in prebid and precons�mction e.g., about the likelihood o( encoun�ering underground storage tanks or conferences, antl by providing conslruclion observafion. regulated wntaminants. Unanticipated environmeMal problems have led to numerous project lailures. If you have not yet obtained your own geoen- Do Not Redraw the Engineer's Logs vironmentai information, ask your geotechniral consultant for risk man- ' Geotechnical engineers prepare final boring and testing logs based upon agement guidance. Do not rely on an environmenta! repod prepared ior ' their interpre�ation of tield logs and la6oratory data. To prevent errors or someone else. omissions, Ihe logs included in a geotechnicai engineering repod shoultl neverbe redrawn for inclusion in architectural or other design drawings. �IIt8111 PP0I�SSI01181 ASSISt811C8 TO D881 WII�I MOId Only photographic or elecironic reproduction is acceptable, butrecognize Diverse strategies can be applied during building design, constmction, ' Ihat separating logs lrom the report can eleuate risk. operation, and maintenance to prevenl significant amounls of mold (rom growing on intloor surfaces. To be eitective, all such strategies should be ' 6ive Contractors a Complete Report and devised for the express pwpose ol mold prevention, integrated into a com- 6UId811CC prehensive plaq antl executed with diligent oversight by a professional ', Some owners and design professionals mistakenly believe they can make mold prevention consultanL Because just a small amount of water or ' contractors liable for unanticipated subsudace conditions by limiting whaf moisture can lead to the development of severe moltl infestations, a num- they provide tor bid preparation. To help prevent costly problems, give con- ber of mold prevention sirategies focus on keeping building sudaces dry. ', tractors the complete geotechnical engineering repod, butpreface it with a While groundwater, water iniiltration, and similar issues may have been ' clearly written letter of transmittal. In that leller, ativise contractors that the atldressed as part oi the geotechnical engineering study whose tindings ' repod was not prepared for purposes of 6id development and that ihe are conveyed io-this report, the geotechnical engineer in charge of ihis ' report's accuracy is limitetl; encourage them to confer with the geotechnical project is not a mold prevention consultaM; none olfhe services per ' engineer who prepared the repod (a modest fee may be required) and/or to iormed in conneclion wilh �he geotechnica! engineer's study ' conduct additional study to obtain the specific types of information ihey were designed or conducted for lhe pmpose of mald preven- need or prefec A prebitl conference can also be valuable. Be suie contrao- tion. Proper fmp/emeMa►ion oi �he recommendafions conveyed tors have sullicienl timeto perform additional study. Onty then might you in this repoA wilt nat ol i�seH be sulliclent tu prevent mold lrom be in a position to give coniractors the best inlormation available to you, g�owing in or on the s�mcture invalved while requiring them to at least share some of the financiai responsibilities stemming irom unanticipated conditions. RCI Y, on Your AS�E-Member Geotechnclal Engineer tor Additional Assistance Read Responsihility Prouisions Closely Mem6ership in ASFE/fhe Best People on Eatlh exposes geotechnical Some clienls, design professionals, and wntractors do not recognize that engineers to a wide array ot risk management techniques that can be oi geotechniral engineering is far less exact �han other engineering disci- genuine benefit for everyone involved with a constmction projecl Confer ' plines. This lack of understanding has created unrealistic expectations that with you ASFE-member geotechnical engineer for more information. ASFE ie � u : � rui � e � e unq ''�,. 8817 Golesville Road/Suile G106, Silver Spnng, MD 20910 ' Telephone: 307/565-2733 Facsimile: 301 /589-2017 e-mail: info�asfe.org wvnvasfe.org ' Capydght 2004 6y ASFE, Inc. Duplicatlon, iepraduction, ar copying ol this document, In whole or in part, by any means whalsoever, is stric(lyOrahiblfed, exce0� with ASFE's �'��,. speci/ic wntten permiss(on. ExcerpNnp, quoftng, or afherwlse eMracflnq wordinp hom this dacumenf is peimitted only wilh the express written permission al ASFE, and onty /or '�,, puryoses o! scholady ieseaich or book �eNew Onty members ofASfE may use fhls documenf as a complemenf to o�as an element ol a geotechnical engineering ieport. Any ofher '�� firm, individual, ar other entiry that so uses fhls document wlthout being an ASFE member could be committing neqligent or 1n(entional (Iraudalent) misrep�esentation. IIGER06045.OM Geotechnical, EnvironmenCal & Construction Maberials Consultants " ��'��, . , . ,Y �� ' r, � a I��' �` �,�� : � . _, . � „ � ,. : � .� � _ � /� GILES GNCaINEERING HSSOCIATES, INC. www . gilesengr . com ATLANTA, GA DALLAS, TX LOS ANGELES, CA (770) 4583399 (214) 358-5885 (714) 279-0817 MILWAUKEE, WI ORLANDO, FL TAMPA, FL BALTIMOREIWASHINGTON, D,C. (262) 544-0116 (407) 321-5356 (813) 283-0096 (410) 636•9320 WQMP for Chick-fil -A Restaurant # 4003 Appendix F : Hydrology Information (Q2 — Two-year frequency storm evaluation ) Revised on: 3-18-19 35 CF46PR2 . RE5 , i: i; i: iri; :ri: i: �i :; :: :: :: i; ': :".: ': 4: i� �Ri: i: i� irt� �k '.� irirRi4i; i: i� i; i� irirl: irtic ;'� i< irt: ir ;'rici; iri; i: i� �'ti: i; {: i'eiY4ririr ',rti� i; iri: 'wi: iri: i� iri: i: I RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACI<AGE I ( Reference : 1986 ORANGE COUNTY HY�ROLOGY CRITERION) ( c) Copyright 1983 - 2012 Advanced Engineering Software <aes ) ver . 18 . 2 Release Date : OS /08/ Z012 License ID 1537 i Analysis prepared by : 7oseph C . Truxaw & Associates , Inc . 265 S . Anita Drive I suite 111 orange CA 92868 ,. .. � ,•� r� ,•� ;; ;: t; ;rir ;: ;rr� rcr� s� ;� s� ;� +� r� r; ;; r; DESCRIPTION OF STUDY ,•r.� trr� ;� ,rt� a� t� ,rr; ,�� ,•: r: s� >•� i� �r.� +: r� +� ,t ,r ;� +� �, �� chi cl< - fi 1 - n ftestaurant No . 4003 {` I �� Pre - Development Condition �` i� 2 -vear storm Frequency •` �': i� iriririr �, i� irir �; ici; ir :: +Y �Y �': i� iri: i'ri: i� :riri� iriri'ririri� irtrirxirit �'rWi� i� irrtiri� i� iririritiririr4rrt4rtr ,'r ;r 'r ;: � i; i: '.: .'rtri� iYi� i� ir I FILE NAME : CFA46PRE . DAT TIME/DATE OF STUDY : 10 : 01 07/18/2018 � ____________________________________________________________________________ i USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION : --------------------------------------------------------------------------- � -------------------- - --------- - - ''`TIME- OF- CONCENTRATION MODEL ''' - - �, USER SPECIFIED STORM EVENT (YEAR) = 2 . 00 , SPECIFIED MINIMUM PIPE SIZE (INCH) = 6 . 00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = 0 . 95 �` DATA BANI< RAINFALL USED ''' � {`ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD'�' AeUSER- DEFINED STREET- SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL ''` , HALF - CROWN TO STREET- CROSSFALL : CURB GUTTER- GEOMETRIES : MANNING WIDTH CROSSFALL IN - / OUT- / PARI< - HEIGHT WIDTH LIP HII<E FACTOR N0 . ( FT) ( FT) SIDE / SIDE/ WAY ( FT) ( FT) ( FT) ( FT) ( Yl ) � 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 . Reldtive F1oW- Depth = 0 . 00 FEET as (maximum Allowable Street Flow oepth ) - (Top - of- curb) 2 . (�epth) '° (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 AD7USTMENT NOT SELECTED i: tl: 4t �'riri'rrti� irir 'r '.rirrt4r4riYiYi� 4ri� 4ri� 9ririr �'ririr4rit4e �V4e �YiYiririrtri: i: i: rti; ?: :: h :: i: �Y4rir4: it �Yirix4� i'ri� i� Y< iri� ir9ti� 4r �'ri� iri: i< i; FLOW PROCESS FROM NODE 100 . 00 TO NODE 102 . 00 IS CODE = 21 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - »»> RATIONAL METHOD INITIAL SUBAREA ANALY5I5««< » USE TIME -OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITSAL SUBAREA FLOW- LENGTI� ( FEET) = 281 . 00 ELEVATION DATA : UPSTREAM ( FEET) = 159 . 60 DOWNSTREAM ( FEET) = 155 . 85 TC = I< " [ ( LENGTHi"'' 3 . 00) / ( ELEVATION CHANGE) ] �"'`0 . 20 SUBAREA ANALYSIS USED MINIMUM Tc (MIN . ) = 6 . 875 " 2 YEAR RAINFALL INTENSITY ( INCH /HR) = 1 . 885 SUBAREA Tc AND LO55 RATE DATA (AMC II ) : DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN . ) Page 1 CF46PR2 . RE5 COMMERCIAL B 0 . 66 0 . 30 0 . 100 56 6 . 88 SUBAREA AVERAGE PERVIOUS LOSS RATE , Fp (INCH/HR) = 0 . 30 SUBAREA AVERAGE PERVIOUS AREA FRACTION , Ap = 0 . 100 SUBAREA RUNOFF ( CFS ) = 1 . 10 TOTAL AREA (ACRES) = 0 . 66 PEAI< FLOW RATE (CFS) = 1 . 10 ;: r: ;: d: ,•: �: ;: +< r: :: ;: :� t: :� t: ;: r, r� :: ;:• t, r� t� r� r: r� r: :: t: tr.� t: ,o- ;, ,er� t� xt� t� :� r� t� ;� ;� t� :; �,� r: t: t: d; r: t; �: ;� �: ;: ,: +: r: �: t� t� tr.r.� ;: ;� r� i� ;: t; tr +� ;r FLOW PROCESS FROM NODE 101 . 00 TO NODE 102 . 00 IS CODE = 21 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - »»> RATIONAL METHOD INITIAL SUBAREA ANALYSIS««< » USE TIME - OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW- LENGTH ( FEET) = 228 . 00 ' ELEVATION DATA : UPSTREAM ( FEET) = 158 . 60 DOWNSTREAM ( FEET) = 155 . 85 TC = I<{` LCLENGTH " ''` 3 . 00) / ( ELEVATION CHANGE) ] �` �� 0 . 20 SU6AREA ANALYSIS USED MINIMUM Tc (MIN . ) = 6 . 453 °` 2 YEAR RAINFALL INTENSITY ( INCH/HR) = 1 . 955 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 B 0 . 30 0 . 30 0 . 100 56 6 . 45 SUBAREA AVERAGE PERVIOUS LOSS RATE , Fp (INCH/HR) = 0 . 30 � SU6AREA AVERAGE PERVIOUS AREA FRACTION , Ap = 0 . 100 SUBAREA RUNOFF (CFS) = 0 . 52 TOTAL AREA (ACRES) = 0 . 30 PEAIC FLOW RATE ( CFS ) = 0 . 52 --------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY : TOTAL AREA (ACRES) = 0 . 3 TC (MIN . ) = 6 . 45 EFFECTIVE AREA (ACRES ) = 0 . 30 AREA -AVERAGED Fill ( INCH/HR) = 0 . 03 AREA-AVERAGED fp ( INCH/ HR) = 0 . 30 AREA-AVERAGED Ap = 0 . 100 PEAI< FLOW RATE (CFS ) = 0 . 52 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF RATIONAL METHOD ANALYSIS � � Page 2 CFA16046_2 - YR POST . RES a� a� ,� r� �.� +� ,r ;� ,� ;: ;� ;� ;� ;� ,rt: t, ,�� +� ,tr� ,r ;� a� ;� ;� ;� ;� ,e ;; +� :� ;; ,; �r �; t, r: t; ,�: t� t: ,:• ,: +: ::• r< a� r� c� t� r: t: t� r� r; r� ;; ,; r, ;; ;; +� :� +: :: t: t: +: t� ,rt� t� ,� a� ;; RATTONAL METHOD HYDROLOGY COMPUTER PROGRAM PACI(AGE (REf21'211C2 : 1986 ORANGE COUNTY HYDROLOGY CRITERION) ( c) Copyright 19II3 - 2012 Advanced Engineering software (aes ) Ver . 18 . 2 Release Date : OS /08/2012 � icense Io 1537 Analysis prepared by : " " ."' ': �^'"� �� "•° ,'' �� ' {"Y ''"'"'' {: ,� :° ;; * '; DESCRIPTION OF STUDY innti� Trin'n'ririniiri� i� i: {tir4� 4ririn'r 'rinYi� °` CHICI< - FIL -A #4003 MAIN & ALMOND ' �` 2 - YR STORM EVENT '` �� POST DEVELOPMENT �` .. .. .. .. �YiYiri'ri'ri'ri'r 'ri� iti� iri� i� i: iriri'ri; 4ri: i: �, iriririri� �'r �4i� iritit �'� {eirit �'rir ': iriri: �'ri� i: ir {� iri� iririririri� iri� ie �': �Y �'t � hirirrti� i'r FILE NAME : CFA46PO . DAT TIME/DATE OF STUDY : 11 : Z6 11/01/ 2018 ____________________________________________________________________________ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION : - - ''`TIME - OF- CONCENTf2ATI0N MODELi' - - USER SPECIFIED STORM EVENT (YEAR) = 2 . 00 SPECIFIED MINIMUM PIPE SIZE ( INCH) = 6 . 00 SPECIFIED PERCENT OF GRADIENTS (DECIMAL) TO USE FOR FRICTION SLOPE = 0 . 95 '� DATA BANI< RAINFALL USED {� i�ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHODi� {' USER-DEFINED STREET- SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL ''° HALF - CROWN TO STREET- CROSSFALL : CURB GUTTER- GEOMETRIES : MANNING WIDTH CROSSFALL IN - / OUT- / PARI< - HEIGHT WIDTH LIP HII< E FACTOR N0 . ( FT) ( FT) SIDE / SIDE/ WAY ( FT) ( FT) ( FT) ( FT) (n ) 1 30 . 0 20 . 0 0 . 018/0 . 018/0 . 020 0 . 67 Z . 00 0 . 0312 0 . 167 0 . 0150 GLOBAL STREET FLOW- DEPTH CONSTRAINTS : 1 . Relative Flow- Depth = 0 . 00 FEET as (Maximum Allowable Street Flow �epth ) - (Top - of- curb) 2 . (oepth ) �� (velocity) constraint = 6 . 0 ( FT''� Fr/s) ''' SIZE PIPE WITH A FLOW CAPACITY GREATER THAN OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE . i` 'tUSER- SPECIFIED MINIMUM TOPOGRAPHIC SLOPE AD ] USTMENT NOT SELECTED ititiri'riririr �ii: i; iri; iri: iri: 4ririri� i� 4r {� iri� irir {ri� ieir4r4riri': 4rie4ri'� 4r { 4r4ri� {� i� iriririr4� i: :� ;r :: ': :: rt '; ': t, '.; i� ir '.r {� i'; itiriri� iriri'; i; ir 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) = 256 . 00 ELEVATION DATA : UPSTREAM ( FEET) = 158 . 30 DOWNSTREAM ( FEET) = 156 . 23 Tc = I<�� [ ( LENGTH °r'' 3 . 00) / ( ELEVATION CHANGE) ] T' " 0 . 20 SUBAREA ANALYSIS USED MINIMUM Tc (MIN . ) = 7 . 322 {� 2 YEAR RAINFALL INTENSITY ( INCH/HR) = 1 . 819 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 . ) Page 1 CFA16046_2 - YR POST . RES COMMERCIAL B 0 . 53 0 . 30 0 . 100 56 7 . 32 SUBAREA AVERAGE PERVIOUS LOSS RATE , Fp (INCH/HR) = 0 . 30 SUBAREA AVERAGE PERVIOUS AREA FRACTION , Ap = 0 . 100 SUBAREA RUNOFF (CFS ) = 0 . 85 TOTAL AREA (ACRES) = 0 . 53 PEAI< FLOW RATE (CFS) = 0 . 85 r, t� r� r� r� r� tn, ;n: ;: :� :; ;: ;; r. ;� ;r ;; r: r; ;� r; r� d: +: r; t; ;� t; +; t; t: ;� :; ;; +. t� ;; t� r: t: ;� s� a ;� ;� :, ;; ;� t: ,; ;� t; :: ;; ;; +; ;; �; r; +; ;: :; ,� +: t: rrr� r� r� ;� r� r� :� ;� FLOW PROCESS FROM NODE 200 . 00 TO NODE Z01 . 00 IS CODE = 21 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - »>»RATIONAL METHOD INITIAL SUBAREA ANALYSIS ««< » USE TIME - OF- CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA« INITIAL SUBAREA FLOW- LENGTN ( FEET) = 115 . 00 ELEVATION DATA : UPSTREAM ( FEET) = 158 . 50 DOWNSTREAM ( FEET) = 157 . 15 Tc = I<i` [ ( LENGTHi` {` 3 . 00) / ( ELEVATION CHANGE) ] ''� f� 0 . 20 SUBAREA ANALYSIS USED MINIMUM Tc (MIN . ) = 5 . 000 '� 2 YEAR RAINFALL INTENSITY ( INCH/HR) = 2 . 264 SUBAREA Tc AND LO55 RATE DATA (AMC II ) : DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) ( INCH/HR) (DECIMAL) CN (MIN . ) COMMERCIAL 6 0 . 20 0 . 30 0 . 100 56 5 . 00 SUBAREA AVERAGE PERVIOUS LOSS RATE , Fp ( INCH/HR) = 0 . 30 SUBAREA AVERAGE PERVIOUS AREA FRACTION , Ap = 0 . 100 SUBAREA RUNOFF (CFS ) = 0 . 40 TOTAL AREA (ACRES) = 0 . 20 PEAI< FLOW RATE (CFS) = 0 . 40 irirYri� i4iri� ici: i� iri.� irkiri: i: i� i: i: ti: 'ei� i: 4� ici'� i: i� irir �'riairir4rir �tiri< iriirtiri� 4riri� iri� ii� 'ri� hir �Yir �Yi� i'ririri� iririritir4r �'riri'ri'riY FLOW PROCE55 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) = 109 . 00 ELEVATION DATA : UPSTREAM ( FEET) = 159 . 04 DOWNSTREAM ( FEET) = 157 . 32 TC = I<�' [ ( LENGTH �^'` 3 . 00) / ( ELEVATION CHANGE) ] * * 0 . 20 SUBAREA ANALYSIS USED MINIMUM TC (MIN . ) = 5 . 000 °r 2 YEAR RAINFALL INTENSITY ( INCH/HR) = 2 . 264 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 B 0 . 12 0 . 30 0 . 100 56 5 . 00 SUBAREA AVERAGE PERVIOUS LOSS RATE , Fp (INCH/HR) = 0 . 30 SUBAREA AVERAGE PERVIOUS AREA FRACTION , Ap = 0 . 100 SUBAREA RUNOFF (CFS) = 0 . 24 TOTAL AREA (ACRES) = 0 . 12 PEFlI< FLOW RATE (CFS) = 0 . 24 f'ei'� �4 �'ti� �'ritiriririYiti: i; �Y �: iriri: i; iririri; i: iri� iritie :V {e �'ei: �4ir �'e +Y �'ririririri; ': {r �"; rti: � i: i: i: i: '.e :'; ir .'� �'e 'ti: 'r �ti� �4iriri� iri� i: i: i: iri: 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) = 21 . 00 ELEVATION DATA : UPSTREAM ( FEET) = 159 . 00 DOWNSTREAM ( FEET) = 158 . 23 Tc = I<* [ ( LENGTH �' '� 3 . 00) / ( ELEVATION CHANGE) ] '° �� 0 . 20 SUBAREA ANALYSIS USED MINIMUM Tc (MIN . ) = 5 . 000 '° 2 YEAR RAINFALL INTENSITY (INCH/HR) = 2 . 264 SUBAREA Tc AND LOSS RATE DATA (AMC II) : DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc LAND USE GROUP (ACRES) ( INCN/HR) (DECIMAL) CN (MIN . ) Page 2 CFA16046_2 -YR POST . RES COMMERCIAL B 0 . 10 0 . 30 0 . 100 56 5 . 00 SUBAREA AVERAGE PERVIOUS LOSS RATE , Fp (INCH/ HR) = 0 . 30 SUBAREA AVERAGE PERVIOUS AREA FRACTION , Ap = 0 . 100 SUBAREA RUNOFF ( CFS ) = 0 . 20 TOTAL AREA (ACRES ) = 0 . 10 PEAI< FLOW RATE ( CFS) = 0 . 20 ---------------------------------------------------------------------------- ---------------------------------------------------------------------------- END OF STUDY SUMMARY : TOTAL AREA (ACRES) = O . 1 TC (MIN . ) = 5 . 00 EFFECTIVE AREA (ACRES) = 0 . 10 AREA -AVERAGED Fln ( INCH/HR) = 0 . 03 AREA -AVERAGED Fp ( INCH/HR) = 0 . 30 AREA -AVERAGED Ap = 0 . 100 PEAI< FLOW RATE (CFS) = 0 . 20 ----------------------------------------------------------------------- ------------------------------------------------------------------------ _------------------------------------------------------------------------ END OF RATIONAL METHOD ANALY525 � Page 3 2 - YR FIYDROGRAPH_PRE . tXt t: t� ,rt: ,t +� r� a< arr: ,tr� ;� a� s� a� r� ;, ,�� r� ;� ;� ,�� s� +� t� ;� tr ;; ;� ;; ;: t: +; ;: t: ,: r: ,: t: t� :rr: �: �• t� r� �xr� ;� r� ,�� t� ;� ;� ;� r� >� ,t >� ;; ;� r: t: :: �- +: t. +: ;� ;� +� ;; ;� f� ;� SMALL AREA UNIT HYDROGRAPH MODEL (c) copyright 1989 - 2012 Advanced Engineering software (aes ) Ver . 19 . 0 Release Date : 06/O1/2012 License ID 1537 Analysis prepared by : 7oseph C . Truxaw & Associates , znc . 265 S . Anita orive , suite 111 orange , CA 92868 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - RATIONAL METHOD CALIBRATION COEFFICIENT = 0 . 90 TOTAL CATCHMENT AREA (ACRES) = 0 . 96 SOIL - LOSS RATE , FIf1 , ( INCH/HR) = 0 . 030 LOW LOSS FRACTION = 0 . 940 TIME OF CONCENTRATION (MIN . ) = 6 . 88 SMALL AREA PEAI< Q COMPUTED USING PEAI< FLOW RATE FORMULA ORANGE COUNTY " VALLEY " RAINFALL VALUES ARE USED RETURN FREQUENCY (YEARS ) = 2 5 - MINUTE POINT RAINFALL VALUE ( INCHES) = 0 . 19 30- MINUTE POINT RAINFALL VALUE ( INCHES) = 0 . 40 1- HOUR POINT RAINFALL VALUE ( INCHES) = 0 . 53 3 - HOUR POINT RAINFALL VALUE ( INCHES) = 0 . 89 6- HOUR POINT RAINFALL VALUE (INCHES) = 1 . 22 24 - HOUR POINT RAINFALL VALUE ( INCHES) = 2 . 05 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - TOTAL CATCHMENT RUNOFF VOLUME (ACRE - FEET) = 0 . 09 TOTAL CATCHMENT SOIL - LOSS VOLUME (ACRE - FEET) = 0 , 07 i: i� iriYYriririririr :ri; i< ie4eiri� ir {ei: ie +'ri: ir �'r �'eir �tiri'ri� ir �'ri� i: ;� iririiiri; ti: fkir �S �k4ri: '� e'tirfe '.r �tirieui: iYi: ir :: :: i: ti: i: i� i: i: ': tei': ': �Yiri� TIME VOLUME Q 0 . 2 . 5 S . 0 7 . 5 10 . 0 ( HOURS) (AF) (CFS) - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 0 . 07 0 . 0000 0 . 00 Q . . . . 0 . 19 0 . 0000 0 . 00 Q . . . . 0 . 30 0 . 0000 0 . 00 Q . . . . 0 . 42 0 . 0001 0 . 00 Q . . . . 0 . 53 0 . 0001 0 . 00 Q . . . . 0 . 65 0 . 0001 0 . 00 q . . . . 0 . 76 0 . 0001 0 . 00 Q . . . . 0 . 88 0 . 0001 0 . 00 Q . . . . 0 . 99 0 . 0002 0 . 00 Q . . . . 1 . 10 0 . 0002 0 . 00 Q . . . . 1 . 22 O . 00OZ 0 . 00 Q . . . . 1 . 33 0 . 0003 0 . 00 Q . . . . 1 . 45 0 . 0003 0 . 00 Q . . . . 1 . 56 0 . 0003 0 . 00 Q . . . . 1 . 68 0 . 0003 0 . 00 q . . . . 1 . 79 0 . 0004 0 . 00 Q . . . . 1 . 91 0 . 0004 0 . 00 4 . . . . 2 . 02 0 . 0005 0 . 00 Q . . . . 2 . 14 0 . 0005 0 . 00 Q . . . . z . zs o . 000s o . 00 Q . . . . 2 . 36 0 . 0006 0 . 00 Q . . . . 2 . 48 0 . 0006 0 . 00 Q . . . . 2 . 59 0 . 0007 0 . 00 q . . . . Page 1 2 -YR I�YDROGRAPH_PRE . txt 2J1 0 . 0007 0 . 00 Q . , . . 2 . 82 0 . 0008 0 . 01 Q . . . . 2 . 94 0 . 0008 0 . 01 Q . , . . 3 . 05 0 . 0009 0 . 01 Q . . . . 3 . 17 0 . 0009 0 . 01 Q . . . . 3 . 28 0 . 0010 0 . 01 q . . . . 3 . 40 0 . 0010 0 . 01 Q . . . . 3 . 51 0 . 0011 0 . 01 Q . . . . 3 . 62 0 . 0011 0 . 01 Q . . . . 3 . 74 0 . 0012 0 . 01 Q . . . . 3 . 85 0 . 0013 0 . 01 q . . . . 3 . 97 0 . 0013 0 . 01 Q . . . . 4 . 08 0 . 0014 0 . 01 Q . . . . 4 . 20 0 . 0015 0 . 01 Q . . . . 4 . 31 0 . 0015 0 . 01 Q . . . . 4 . 43 0 . 0016 0 . 01 Q . . . . 4 . 54 0 . 0017 0 . 01 Q . . . • 4 . 66 0 . 0018 0 . 01 Q . . . . 4 . 77 0 . 0018 0 . 01 Q . . . . 4 . 89 0 . 0019 0 . 01 Q . . . . 5 . 00 0 . 0020 0 . 01 Q . . . . 5 . 11 0 . 0021 0 . 01 Q . . . . 5 . 23 0 . 0022 0 . 01 Q . . . . 5 . 34 0 . 0023 0 . 01 q . . . . 5 . 46 0 . 0024 0 . 01 Q . . . . 5 . 57 0 . 0024 0 . 01 q . . . . 5 . 69 0 . 0025 0 . 01 q . . . . 5 . 80 0 . 0026 0 . 01 q . . . . 5 . 92 0 . 0027 0 . 01 Q . . . . 6 . 03 0 . 0028 0 . 01 q . . . . 6 . 15 0 . 0029 0 . 01 q . . . . 6 . 26 0 . 0031 0 . 01 q . . . . 6 . 38 0 . 0032 0 . 01 Q . . . . 6 . 49 0 . 0033 0 . 01 Q . . . . 6 . 60 0 . 0034 0 . 01 Q . . . . 6 . 72 0 . 0035 0 . 01 Q , . . . 6 . 83 0 . 0036 0 . 01 q . . . . 6 . 95 0 . 0038 0 . 01 Q . . . . 7 . 06 0 . 0039 0 . 01 q . . . . 7 . 18 0 . 0040 0 . 01 Q . . . . 7 . 29 0 . 0042 0 . 01 Q . . . . 7 . 41 0 , 0043 0 . 01 Q . . . . 7 . 52 0 . 0044 0 . 01 Q . . . . 7 . 64 0 . 0046 0 . 02 Q . . . . 7 . 75 0 . 0047 0 . 02 Q . . . . 7 . 86 0 . 0049 0 . 02 Q . . . . 7 . 98 0 . 0050 0 . 02 q , . . . 8 . 09 0 . 0052 0 . 02 Q . . . . 8 . 25 0 . 0053 0 . 02 Q . . . . 8 . 32 0 . 0055 0 . 02 Q . . . . 8 . 44 0 . 0057 0 . 02 Q . . . . 8 . 55 0 . 0058 0 . 02 Q . . . . 8 . 67 0 . 0060 0 . 02 Q . . . . 8 . 78 0 . 0062 0 . 02 Q . . . . 8 . 90 0 . 0064 0 . 02 Q . . . , 9 . 01 0 . 0066 0 . 02 Q . . . . 9 . 12 0 . 0068 0 . 02 Q . . . . 9 . 24 0 . 0070 0 . 02 Q . . . . 9 . 35 0 . 0072 0 . 02 Q . . . . 9 . 47 0 . 0074 0 . 02 Q . . . . 9 . 58 0 . 0076 0 . 02 Q . . . . 9 . 70 0 . 0078 0 . 02 Q . . . . 9 . 81 0 . 0080 0 . 02 Q . . . . Page 2 2 -YR HYDROGRAPH PRE . tXt 9 . 93 0 . 008Z 0 . 02 Q . . . , 10 . 04 0 . 0085 0 . 02 Q . . . . 10 . 16 0 . 0087 0 . 03 q . . , . ' 10 . 27 0 , 0089 0 . 03 q . . , . ' 10 . 39 0 . 0092 0 . 03 Q . . . . ' 10 . 50 0 . 0095 0 . 03 Q . . . . 10 . 61 0 . 0097 0 . 03 Q . . , . ' 10 . 73 0 . 0100 0 . 03 Q . . . . ' 10 . 84 0 . 0103 0 . 03 Q . . . . ' 10 . 96 0 . 0105 0 . 03 Q . . . . i 11 . 07 0 . 0108 0 . 03 Q . . . . 11 . 19 0 . 0111 0 . 03 Q . . . . 11 . 30 0 . 0114 0 . 03 Q . , , , 11 . 42 0 . 0118 0 . 03 Q . , . . 11 . 53 0 . 0121 0 . 03 Q . . . . 11 . 65 0 . 0124 0 . 04 Q . . . . 11 . 76 0 . 0128 0 . 04 Q . . . . 11 . 88 0 . 0131 0 . 04 q , . . . ! 11 . 99 0 . 0135 0 . 04 q . . . . 12 . 10 0 . 0139 0 . 04 Q . . . . 12 . 22 0 . 0143 0 , 06 q . . . . 12 . 33 0 . 0149 0 . 06 Q . . . . � 12 . 45 0 . 0154 O . Q6 q . . . . 12 . 56 0 . 0160 0 . 06 q . . . . 12 . 68 0 . 0165 0 . 06 4 . . . . I 12 . 79 0 . 0171 0 . 06 4 . . . . 12 . 91 0 . 0177 0 . 06 q . . . . � 13 . 02 0 . 0184 0 . 07 Q . . . , 13 . 14 0 . 0190 0 . 07 Q . . . , i 13 . 25 0 . 0197 0 . 07 Q . . , . � 13 . 36 0 . 0203 0 . 07 Q . , . . E 13 . 48 0 . 0210 0 . 07 Q . . . . j 13 . 59 0 . 0217 0 . 08 q . . . . 13 . 71 0 . 0225 0 . 08 Q . . . . � 13 . 82 0 . 0233 0 . 08 q . . , . 13 . 94 0 . 0241 0 . 09 q . . . . 14 � 05 0 . 0249 0 . 09 Q . . . . � 14 . 17 0 . 0258 0 . 10 Q . . . , i 14 . 28 0 . 0267 0 . 10 q . . . . 14 . 40 0 . 0277 0 . 11 Q . . . . � 14 . 51 0 . 0287 0 . 11 Q . . . . 14 . 62 0 . 0298 0 . 12 q . . . . 14 . 74 0 . 0309 0 . 12 Q . . . . 14 . 85 0 . 0321 0 . 13 Q . . . . _ 14 . 97 0 . 0334 0 . 14 Q . . . . � 15 . 08 0 . 0348 0 . 15 Q . . . . � 15 . 20 0 . 0362 0 . 16 q . . . . 15 . 31 0 . 0378 0 . 17 Q . . . . i5 . h3 0 . 0394 0 . 17 Q . . . . � 15 . 54 0 . 0410 0 . 18 Q . . . . 15 . 66 0 . 0429 0 . 22 Q . . . . � 15 . 77 0 . 0451 0 . 25 . Q . . . . 15 . 89 0 . 0481 0 . 37 . Q . . . . j 16 . 00 0 . 0523 0 . 52 . Q . . . . 16 . 11 0 . 0624 1 . 61 . q . . . . � 16 . 23 0 . 0715 0 , 30 . Q . . . . 16 . 34 0 . 0738 0 . 20 q 3 16 . 46 0 . 0756 0 . 18 q . . . . � 16 . 57 0 . 0772 0 . 15 Q . . . . ; 16 . G9 0 . 0786 0 . 13 q . . . . 16 . 80 0 . 0798 0 . 12 q . . . . ? 16 . 92 0 . 0808 0 . 11 q . . . . 17 . 03 0 . 0818 0 . 10 q . . . . Page 3 2 - YR HYDROGRAPH_PRE . tXt 17 . 15 0 . 0827 0 . 09 Q . . . . 17 . 26 0 . 0835 0 . 08 Q . . . . 17 . 38 0 . 08� 2 0 . 08 Q . . . . 17 . 49 O . OII49 0 . 07 Q . . . . 17 . 60 O . OII56 0 . 07 Q . . . . 17 . 72 0 . 0862 0 . 06 Q . . . • 17 . 83 0 . 0868 0 . 06 q . . . . 17 . 95 0 . 0874 0 . 06 q . . . . 18 . 06 0 . 0879 0 . 05 q . . • • 18 . 18 0 . 0883 0 . 04 Q . . . . 18 . 29 0 . 0887 0 . 04 Q . . . . 18 . 41 0 . 0890 0 . 03 Q . . . . 18 . 52 0 . 0893 0 . 03 Q . . • • 18 . 64 0 . 0896 0 . 03 Q . . . . 18 . 75 0 . 0899 0 . 03 Q . . . . 18 . 86 0 . 0902 0 . 03 Q . . . . 18 . 98 0 . 0904 0 . 03 Q . . . . 19 . 09 0 . 0907 0 . 03 Q . . . . 19 . 21 0 . 0909 0 . 02 Q . . . . 19 . 32 0 . 0911 0 . 02 Q . . . . 19 . 44 0 . 0914 0 . 02 Q . . • . 19 . 55 0 . 0916 0 . 02 Q . . . . 19 . 67 0 . 0917 0 . 02 Q . . . . 19 . 78 0 . 0919 0 . 02 Q . . . . 19 . 90 0 . 0921 0 . 02 q . . . • 20 . 01 0 . 0923 O . OZ 4 . . . . 20 . 12 0 . 0924 0 . 02 Q . . . . 20 . 24 0 . 0926 0 . 02 q . . . . 20 . 35 0 . 0927 0 . 02 Q . . . . 20 . 47 0 . 0929 0 . 01 Q . . . . 20 . 58 0 . 0930 0 . 01 Q , . . . 20 . 70 0 . 0931 0 . 01 Q . . . . 20 . 81 0 . 0933 0 . 01 Q . . . . 20 . 93 0 . 0934 0 . 01 Q . . . . 21 . 04 0 . 0935 0 . 01 q . . . . 21 . 16 0 . 0936 0 . 01 q . . . . 21 . 27 0 . 0937 0 . 01 q . . . . 21 . 39 0 . 0938 0 . 01 Q . . . . 21 . 50 0 . 0939 0 . 01 q . . . . 21 . 61 0 . 0940 0 . 01 Q . . . . 21 . 73 0 . 0940 0 . 01 q . . . • Z1 . 84 0 . 0941 0 . 01 Q . . . . 21 . 96 0 . 0942 0 . 01 Q . . . . 22 . 07 0 . 0943 0 . 01 Q . . . . 22 . 19 0 . 0943 0 . 01 Q . . . . 22 . 30 0 . 0944 0 . 01 q . . . . 22 . 42 0 . 0945 0 . 01 q . . . . 22 . 53 0 . 0945 0 . 01 Q . . . . 22 . 65 0 . 0946 0 . 01 Q . . . . 22 . 76 0 . 0946 0 . 01 Q . . . . 22 . 88 0 . 0947 0 . 00 Q . . . . 22 . 99 0 . 0947 0 . 00 Q . . . . 23 . 10 0 . 0947 0 . 00 Q . . . . 23 . 22 0 . 0948 0 . 00 Q . . . . 23 . 33 0 . 0948 0 . 00 Q . . . • 23 . 45 0 . 0948 0 . 00 Q , . • • 23 . 56 0 . 0949 0 . 00 Q . . . . 23 . 68 0 . 0949 0 . 00 q . . • . 23 . 79 0 . 0949 0 . 00 Q . . . . 23 . 91 0 . 0949 0 . 00 Q . . . . 24 . 02 0 . 0950 0 . 00 Q . . . . 24 . 14 0 . 0950 0 . 00 Q . . . . - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Page 4 2 - YR HYDROGRAPH_PRE . tXt - - - - - - - - - - - - - - - - - - - - - - - - - - - - � - - - - - - - _ _ _ _ - - - - - - - - - TIME DURATION (minUtes) OF PERCENTILES OF ESTIMATED PEAI< F�OW RATE : (Note : 100% of Peak Flow Rate estin�ate assurned to have an instantaneous tinte duration ) Percentile of Estimated ouration Peal< Flow Rate (minutes ) ---_�_�=��=0% _________ = 1443 . 8 10% 75 . b 20% 20 . 6 30% 13 . 8 40% 6 . 9 50% 6 . 9 60% 6 . 9 70% 6 . 9 80% 6 . 9 90% 6 . 9 Page 5 2 - YR HYDROGRAPH_POST . tXt �Yi': �:• i': i� i'ririrlriri� iritiri'r �'ririri'riri� i: i; i: i; iri; .: '.: '.: i: :Y ',r �'ri: i: ir ;r ,': ': �': +': it :': iri� iririririri: i: i� iri'; ',: i: :; i, i: i: i; i: i: :: '.: '� i� iriri: ;: �Y :ri': SMALL AREA UNIT HYDROGRAPH MODEL (C) Copyright 1989 - 2012 Advanced Engineering Software ( aes ) Ver . 19 . 0 Release oate : 06/O1/ 2012 License ID 1537 Analysis prepared by : 7oseph C . Truxaw & Associates , Inc . 265 s . Anita Drive , Suite 111 orange , CA 92868 RATIONAL METHOD CALIBRATION COEFFICIENT = 0 . 90 TOTAL CATCHMENT AREA (ACRES) = 0 . 85 SOIL- LOSS RATE , Fm , ( INCH/IiR) = 0 . 030 LOW LOSS FRACTION = 0 . 940 TIME OF CONCENTRATION (MIN . ) = 7 . 32 SMALL AREA PEAI< Q COMPUTED USING PEAI< FLOW RATE FORMULA ORANGE COUNTY �� VALLEY ' � RAINFALL VALUES ARE USED RETURN FREQUENCY (YEARS) = 2 5 - MINUTE POINT RAINFALL VALUE (INCHES) = 0 . 19 30 - MINUTE POINT RAINFALL VALUE (INCHES) = 0 . 40 1- HOUR POINT RAINFALL VALUE ( INCHES) = 0 . 53 3 - HOUR POINT RAINFALL VALUE (INCHES) = 0 . 89 6- HOUR POINT RAINFALL VALUE (INCHES) = 1 . 22 24 - HOUR POINT RAINFALL VALUE ( INCHES) = 2 . 05 TOTAL CATCHMENT RUNOFF VOLUME (ACRE- FEET) = 0 . 08 TOTAL CATCHMENT SOIL - LOSS VOLUME (ACRE - FEET) = 0 . 06 i: iriririr �'riririririr �'ririri: itiri� i: iiir .'riYiri'� irir :ri; '; i; ir ;; :; '.: i: ',: i: i: ir4rikir �4iririr4rie4ri� iririri� iri� :4ui� rti< iri: ir :: i: '.; i: ': :ri: 4ri� 4: ir TIME VOLUME Q 0 . 2 . 5 5 . 0 7 . 5 10 . 0 (HOURS) (AF) ( CFS) - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 0 . 01 0 . 0000 0 . 00 Q . . . . 0 . 14 0 . 0000 0 . 00 q . . . . 0 . 26 0 . 0000 0 . 00 Q . . . . 0 . 38 0 . 0000 0 . 00 Q . . . . 0 . 50 0 . 0001 0 . 00 Q . . . . 0 . 62 0 . 0001 0 . 00 Q . . . . 0 . 75 0 . 0001 0 . 00 Q . . . . 0 . 87 0 . 0001 0 . 00 Q . . . . 0 . 99 0 . 0001 0 . 00 Q . . . • 1 . 11 0 . 0002 0 . 00 Q . . . . 1 . 23 0 . 0002 0 . 00 Q . . . . 1 . 36 0 . 0002 0 . 00 Q . . . . 1 . 48 0 . 0003 0 . 00 Q . . . . 1 . 60 0 . 0003 0 . 00 Q . . . . 1 . 72 0 . 0003 0 . 00 Q . . . . 1 . 84 0 . 0003 0 . 00 Q . . . . 1 . 97 0 . 0004 0 . 00 Q . . . . 2 . 09 0 . 0004 0 . 00 Q . . . . 2 . 21 0 . 0005 0 . 00 Q . . . . 2 . 33 0 . 0005 0 . 00 Q . . . . 2 . 45 0 . 0005 0 . 00 Q . . . . 2 . 58 0 . 0006 0 . 00 Q . . • • 2 . 70 0 . 0006 0 . 00 q . . . . 2 . 82 0 . 0007 0 . 00 Q . . . . Page 1 2 -YR HYDROGRAPH_POST . txt 2 . 94 0 . 0007 0 . 00 Q . . � • 3 . 06 0 . 0008 0 . 00 4 . . . . 3 . 19 0 . 0008 0 . 01 q . . . . 3 . 31 0 . 0009 O . Ol Q . . . . 3 . 43 0 . 0009 0 . 01 Q . . . . 3 . 55 0 . 0010 O . Ol Q . . . . 3 . 67 0 . 0010 0 . 01 Q . . . . 3 . 80 0 . 0011 0 . 01 Q . . . . 3 . 92 0 . 0011 0 . 01 Q . . . . 4 . 04 0 . 0012 0 . 01 Q . . . . 4 . 16 0 . 0013 0 . 01 Q . . . . 4 . 28 0 . 0013 0 . 01 q . . . . 4 . 41 0 . 0014 0 . 01 q . . . . 4 . 53 0 . 0015 0 . 01 Q . . . . 4 . 65 0 . 0015 0 . 01 Q . . . . 4 . 77 0 . 0016 0 . 01 Q . . . . 4 . 89 0 . 0017 0 . 01 Q . . . . 5 . 02 0 . 0018 0 . 01 q . . . . 5 . 14 0 . 0019 0 . 01 q . . . . 5 . 26 0 . 0019 0 . 01 Q . . . . 5 . 38 0 . 0020 0 . 01 q . . . . 5 . 51 0 . 0021 0 . 01 q . . . . 5 . 63 0 . 0022 0 . 01 Q . . . . 5 . 75 0 . 0023 0 . 01 Q . , • • 5 . 87 0 . 0024 0 . 01 q . . . . 5 . 99 0 . 0025 0 . 01 Q . . . . 6 . 12 0 . 0026 0 . 01 Q . . . . 6 . 24 0 . 0027 0 . 01 Q . . . • 6 . 36 0 . 0028 0 . 01 q . . . . 6 . 48 0 . 0029 0 . 01 q . . . . 6 . 60 0 . 0030 0 . 01 Q . . . . 6 . 73 0 . 0031 0 . 01 q . . . . 6 . 85 0 . 0032 0 . 01 Q . . . . 6 . 97 0 . 0033 0 . 01 q . . . . 7 . 09 0 . 0035 0 . 01 Q . . . . 7 . 21 0 . 0036 0 . 01 Q . . . . 7 . 34 0 . 0037 0 . 01 Q . . . . 7 . 46 0 . 0038 0 . 01 q . . . . 7 . 58 0 . 0040 0 . 01 Q . . . . 7 . 70 0 . 0041 0 . 01 Q . . . , 7 . 82 0 . 0042 0 . 01 Q . . . . 7 . 95 0 . 0044 0 . 01 Q . . . . 8 . 07 0 . 0045 0 . 01 q . . . . 8 . 19 0 . 0047 0 . 01 Q . . . • 8 . 31 0 . 0048 O . OZ Q . • • . 8 . 43 0 . 0050 0 . 02 q . . . . 8 . 56 0 . 0052 O . OZ Q . . . • 8 . 68 0 . 0053 0 . 02 Q . • • . 8 . 80 0 . 0055 0 . 02 Q . . . . 8 . 92 0 . 0057 0 . 02 Q . . • • 9 . 04 0 . 0058 0 . 02 Q . . . . 9 . 17 0 . 0060 0 . 02 Q . . . . 9 . 29 0 . 0062 0 . 02 Q . . . . 9 . 41 0 . 0064 0 . 02 Q . . . . 9 . 53 0 . 0066 0 . 02 q . . . . 9 . 65 0 . 0068 0 . 02 Q . . . . 9 . 78 0 . 0070 0 . 02 Q . . . . 9 . 90 0 . 0072 0 . 02 Q . . . . 10 . 02 0 . 0074 0 . 02 Q . . . . 10 . 14 0 . 0077 0 . 02 Q . . . . 10 . 26 0 . 0079 0 . 02 Q . . • • 10 . 39 0 . 0081 0 . 02 Q . . • • 10 . 51 0 . 0084 0 . 02 q . . • . Page 2 2 - YR HYDROGRAPN_POST . txt 10 . 63 0 . 0086 0 . 02 Q . . . . 10 . 75 0 . 0089 0 . 03 Q . . . . 10 . 87 0 . 0091 0 . 03 Q . . . . 11 . 00 0 . 0094 0 . 03 Q . . . . 11 . 12 0 . 0097 0 . 03 Q . . . . 11 . 24 0 . 0100 0 . 03 Q . . . . 11 . 36 0 . 0103 0 . 03 Q . . . , 11 . 48 0 . 0106 0 . 03 q . . . . 11 . 61 0 . 0109 0 . 03 Q . . . . 11 . 73 0 . 0112 0 . 03 Q . . . . 11 . 85 0 . 0115 0 . 03 q . . . . 11 . 97 0 . 0119 0 . 03 Q . . , . 12 . 09 0 . 0122 0 . 04 q . . . . 12 . 22 0 . 0127 0 . 05 4 • � • • 12 . 34 0 . 0132 0 . 05 q . . . . 12 . 46 0 . 0137 0 . 05 Q . . . . 12 . 58 0 . 0142 0 . 05 Q . . . . 12 . 71 0 . 0147 0 . 05 Q . . . . 12 . 83 0 . 0153 0 . 06 Q . . . . 12 . 95 0 . 0159 0 . 06 Q . . . . 13 . 07 0 . 0165 0 . 06 Q . . . . 13 . 19 0 . 0171 0 . 06 Q . . . . 13 . 32 0 . 0177 0 . 06 Q . . . . 13 . 44 0 . 0183 0 . 07 Q . . . . 13 . 56 0 . 0190 0 . 07 q . . . . 13 . 68 0 . 0197 0 . 07 Q . . . . 13 . 80 0 , 0204 0 . 07 4 . . . . 13 . 93 0 . 0212 0 . 0$ Q . . . . ' 14 . 05 0 . 0220 0 . 08 q . . . . 14 . 11 0 . 0228 0 . 09 q . . . . 14 . 29 0 , 0237 0 . 09 4 . . . . 14 . 41 0 . 0246 0 . 09 Q . . . . 14 . 54 0 . 0256 0 . 10 Q . . . . ' 14 . 66 0 . 0266 0 . 11 Q . . . . ', 14 . 75 0 . 0277 0 . 11 Q . . . . ' 14 . 90 0 . 0288 0 . 12 Q . . . . ' 15 . 02 0 . 0301 0 . 12 q . . . . ' 15 . 15 0 . 0314 0 . 14 Q . . . . ' 15 . 27 0 . 0328 O . S4 Q . . . . 15 . 39 0 . 0343 0 . 16 q . . . . ' 15 . 51 0 . 0359 0 . 15 Q . . . . 15 . 63 0 . 0376 0 . 19 q . . . . � 15 . 76 0 . 0396 0 . 21 q . . . . , 15 . 88 0 . 0423 0 . 32 . q . . . . ' 16 . 00 0 . 0461 0 . 44 . q . . . . 16 . 12 0 . 0553 1 . 37 Q . . . . 16 . 24 0 . 0635 0 . 26 . Q . . . . 16 . 37 0 . 0656 0 . 17 Q . . . . 16 . 49 0 . 0672 0 . 15 Q . . . . 16 . 61 0 . 0687 0 . 13 q . . . . 16J3 0 . 0699 0 . 11 Q . . . . 16 . 85 0 . 077.0 0 . 10 Q • • • • 16 . 98 0 . 0720 0 . 09 Q . . . . 17 . 10 0 . 072$ 0 . 08 q . . . . 17 . 22 0 . 0736 0 . 07 a . . . . 17 . 34 0 . 0744 0 . 07 Q . . . . 17 . 46 0 . 0750 0 . 06 Q . . . . 17 . 59 0 . 0757 0 . 06 Q . . . . ll . 71 0 . 0762 0 . 06 q . . . . 17 . 83 0 . 0768 0 . 05 Q . . . . 17 . 95 0 . 0773 0 . 05 Q . . . . 18 . 07 0 . 0778 0 . 05 Q . . . . 18 . 20 0 . 0782 0 , 03 q . . . , Page 3 i i i 2 -YR HYDROGRAPH_POST . txt 18 . 32 0 . 0786 0 . 03 Q . . . . 18 . 44 0 . 0789 0 . 03 Q . . . . 18 . 56 0 . 0792 0 . 03 q . . . . 18 . 68 0 . 0795 0 . 03 Q . . . . 18 . 81 0 . 0797 0 . 03 q . . . . 18 . 93 0 . 0800 0 . 02 Q . . . . 19 . 05 0 . 0802 0 . 02 Q . . . . 19 . 17 0 . 0804 0 . 02 Q . . . . 19 . 29 0 . 0806 0 . 02 Q . . . . 19 . 42 0 . 0808 0 . 02 Q . . . . 19 . 54 0 . 0810 0 . 02 Q . . . . 19 . 66 0 . 0812 0 . 02 Q . . . . 19 . 78 0 . 0814 0 . 02 Q . . . . 19 . 91 0 . 0816 0 . 02 Q . . . . 20 . 03 0 . 0817 0 . 02 Q . . . . 20 . 15 0 . 0819 0 . 01 Q . . . . 20 . 27 0 . 0820 0 . 01 Q . . . . 20 . 39 0 . 0821 0 . 01 Q . . . . 20 . 52 0 . 0823 0 . 01 Q . . . . 20 . 64 0 . 0824 0 . 01 Q . . . . 20 . 76 0 . 0825 0 . 01 Q . . . . 20 . 88 0 . 0826 0 . 01 Q . . . . 21 . 00 0 . 0827 0 . 01 Q . . . . 21 . 13 0 . 0828 0 . 01 Q . . . . 21 . 25 0 . 0829 0 . 01 Q . . . . 21 . 37 0 . 0830 0 . 01 Q . . . . 21 . 49 0 . 0831 0 . 01 Q . . . . 21 . 61 0 . 0832 0 . 01 Q . . . . 21 . 74 0 . 0833 0 . 01 Q . . . . 21 . 86 0 . 0833 0 . 01 q . . . . 21 . 98 0 . 0834 0 . 01 Q . . . . 22 . 10 0 . 0835 0 . 01 Q . . . . 22 . 22 0 . 0835 0 . 01 Q . . . . 22 . 35 0 . 0836 0 . 01 Q . . . . , 22 . 47 0 . 0836 0 . 01 Q . . . . 22 . 59 0 . 0837 0 . 00 Q . . . . 22 . 71 0 . 0837 0 . 00 Q . . . . 22 . 83 0 . 0838 0 . 00 Q . . . . 22 . 96 0 . 0838 0 . 00 Q . . . . 23 . 08 0 . 0839 0 . 00 Q . . . . 23 . Z0 0 . 0839 0 . 00 Q . . . . 23 . 32 0 . 0839 0 . 00 Q . . . . 23 . 44 0 . 0840 0 . 00 q . . . . 23 . 57 0 . 0840 0 . 00 Q . . . . 23 . 69 0 . 0840 0 . 00 Q . . . . i Z3 . 81 0 . 0840 0 . 00 Q . . . . 23 . 93 0 . 0841 0 . 00 Q . . . . 24 . 05 0 . 0841 0 . 00 Q . . . . 24 . 18 0 . 0841 0 . 00 Q . . . . TIME DURATION (minUtes ) OF PERCENTILES OF ESTIMATED PEAI< FLOW RATE : (Note : 100% of Peal< Flow Rate estimate assumed to have an instantaneous tiine duration ) Percentile of Estiinated ouration Peal< Fl ow Rate (ini nutes ) ____-------��--------_ = 1442 . 4 10% 80 . 5 20% 22 . 0 30% 14 . 6 40% 7 . 3 Page 4 2 -YR HYDROGRAPH_POST . txt SO% 7 . 3 60% 7 . 3 70% 7 , 3 80% 7 . 3 90% 7 . 3 Page 5 � c�wp� ax — n�. ` N - SITE �. � s� enui - � , a nvc. / � rniMra � � —._.. ALMOND „ AVENUE - 9FNCN -�. _ _ _ , i � / � . _ . / . .� � IMI/9(IC 3iFFEi) ,�" % _ _ __ RK C1ILVER �A _ 0 �. l I.IA r"l� ' I � � � , l li a . .> >— , -, . ; � .� ' . s � � _- - _. __ — _ - � _ � ._ J � . .. n � /: _ . . � , 3 , � � � . �� . - � �� . _ . _ . = . � , ; � � � . �. � � . � . 5 � � IC NITY MA � � � t� ' �Nor ro scai_e� � � j �. - - � : > / <' � � ? �` .� � ` � ' ' ` � ` " ' � � i a 0.30 AC � -:r�'' - ; ` % ' i W � e � � . . �' 707 � � � � � � � ._ _ _ , , a , ;" " ��0. �` / 758.60 ,� , 2 � < . w f. � , - �.i " _ �� _ � � , � , �. ,;; ,, � � „ — , : ♦ � � i 9 � � =, , � � - �' � - i � — < � - � � � y _ i � ♦ _ _ ti /r _ � � c` U �'�., I „i . � I ,i . . ' . . � .� . . � , 1 , / � � - 1 � I � �� ' � : � i '� � ` � � � � �, " � � — -- � � � I 700 ,, � � ♦ 0.65 AC � � � ' , , � . I � s / 159.6 � i', ,� ♦ g'l. , � :% i" i . , , l l � I� _. ^ �_ � r / .� � , : . , �% i I I - � � . � � � / \ l� � � I , '' - . ., , - . . I , � : , . / ,-� < � , - � �`, �' � , �� y �I , j ; �� . . � �_ . ', :� . , 1 �II � . ��, , . / � � ` � � i � . ,. . S!� � � ,y ` .\ . � � I � �# � � � E I W � 1 � � . I > , , i � .r `= a� : " , i.-'� -/ ' < . _ , , _ - _ . ,. ,� _ ��. , I � ° „ . ,.. , ,, , � . ;., ... ,. . :. :.r , -. .. .. , � s-� . _ .. . . ,. . _ -� , . i� Q _ __ . _ . ._ . ,= \ . v ' . ' _ _ . _ _ .. � , { O � � � � � N 2Z � i � i � ' '' � � . z) a ;� x '�� • � � � � � l H � Pwo�m o�M :` i ��. Q W � Q25 3.49 cfs. ,.`� � � ,, �` � � � w � z 102 Tc = 6.88 min. " � � W � � t � � = o e ' >- p � 84 155.85 - � C9Jz _ a Qz - 1.62 cfs. - � _ a - , , �� :- - ' ' � � � w ` ' � Tc = 6.88 min. ' °"' � ,. � '' � W � < o Q = 4�48 cfs. � ';�� ceapaic ecAce O � � a W ioo � , fr�—�_�� 0 I No � � r � w N _ . . .. ._ . . . �. . _. � . . c w FE� � � _ _ . .. .._. , . __ . _. . . .;. _. „ . �� . i . � N�„ - zo = � — tt� ... , �,. `i � i +�'� ! i � , � u : r' I '', LEGEND „ _ . . . . x ! i ,, . —� z �� i UflAINAGE B�UN�ARY _�� ,� � � �. �'� � - - - - - DPAINAGE SUB—AHEA BOUNOABY � '� � � I NOOE ��,r �= i � 45 ELEVATION oarc �'�'��'�� , i ; i 107 CONCENTflATION POINT � � - I OB-26-18 I ' I A_� SI1B—AflEA oxaWN Bv I � R� ,. �,. i , � �'49� CHECKEO 9Y v..:- AqEA IN ACPES suH � I `�? I i � � Rz,= 1.17 cfs UESIGN PLOW �oe no. �� CONCflETE BLOCK WALL OPENIN� AT THE SOUTHWEST I �, �''�. pi = 1,77 cfs LOW FLOW cFA16046 SNEE/ N0. ' COBNEH OF THE PPOPERTY LINE (8"WIOE BY 18"HIGH) i �'�. . � , � i '�, I F�r PATH OF FLOW � , ,,. i �.,. ��, ' $UIL GNOOP TYPE "9" . or z sHccn „ �� r ,: � o _ ALMOND AVEPJUE , ' � � re�i� sm�n _. �: � a L . �� c - 1�0 Q Z 0.20 cfs. ' � � LIMITS Of • _ �5$.$0 DRAINAGE AREA � 40� T� = 5.00 min. _ -�z ��._ . - . -� - i ' 159.23 �, Q ' -�” 0 36 cfs. cxAexic seni,e � � - � —� . s. : ; �� V , � , _ , � � ,� , ., . — to • — Z � � � �— ' - " ~ ; Q,u = 0.55 cfs. — � _ _ — � . � - - : - , ° � � � 0.10 AC � _ �� . " " �, o � « a a 7' � ` `° � : ( �� _ , o 0 � � � - � � �� ' � f , �' � �10� � . ' Q �zl 0.40 cfa o ; � - 56' �' � L-115 �01 Tc� = 5_00 min. � „ ` , ' � 159.tlo � ;� i 0.53 AC � � 0.20 AC � I 157:15 p,a � OJ3 cfs. • .a � — -- — L��'---�—�-► --- - -_ . I P, n,00 1.11 cfs. � W � � � - � a � v U n � / � Q 2= 0.85 cfs. I �c � , � ` �'t � , ;, 101 Tcz = 7.32 min. � �� ^ � �' � 'r � � � �,." � � a o > ;� �' , "� ' ' � 156.23 C -,-o -r -, � � ' ' , Oio = 1.54 CfS. � � / �i i i a i� I � � Qiao 2,36 CfS � � `!A , � ; = i � 4Qe a �o +� � � i • � ,i. a � n y i l 300 I � � � � 'i i � a oJ� � . �� 59.Q4 C� � �ii � ai' u � `�� ,�, � 200 � �� a w u �. � " y � � � r � DMA-1 158.50 �� : i:� �� — , � � � - � � 0 � 0.12 AC i �ti ; � I �i� � ` ; i � � LEGEND � � � � . i -_ .. - , , i - ' _--� ' =�-..�--..�r '.'_ - '_ ''�'w".�«' 1 . : ""'"«"". � �_'� � � � — AINA SUB-AHEA BOUNUAflY � . _ i - � DP GE B�UNOAHY sre orcwa.ow ma rxmr n z rcormoc aaxx ' , - _ , : � � , � OE Z � am a5c�axcc mreoua+ n xcie �x wnu avro xoc+reavx � . . .- :�.- . . . .' . � .,- J� � OflN00E o � axcar.en am rNrtx xauvearvxc oaaxac� srsma 3 . ' � .. � . . i � 101 d z se' H a rsxicnnuucremmrraxorrartcoca.cwincws � � ; LIMITS OF � � nz ' 0.24 CfS. �I - 45 C�NCENTflATIUN POINT a �yj o rore ¢c ORAINAGE AREA �r ; �� EIEVATION � i- > a � 301 Tc = 5.00 min. , I S U B-A fl E A � � w � � � 157.32 Q,o - 0.44 cfs. I ; � � o.as� � � � � � ' ... . � .. . -.. Q - O.BB CfS. � I, ��: AREA IN ACflES � W ? W � �I tao , i pu 1.17 cfs DESIGN FLOW � W � Q o ' I., � �� i Uq = 1.17 cfs LOW FLOW � p � o F � � ,.... ', ... .� I � � "' a �—H- PATH OF FLOW 0 � � o � �-- N > N SOIL GHOU P TYPE "8" = O � d z oarc 11 -09-18 ORAWN BY PJS CHECKEO BY SIAH OO NO. CFAf6046 SHEEI N0. 2 � OF 2 SHEEIS