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Home My WebLink About20190111 Ver 1_Yonkers_Stormwater_Analysis_20190124DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 Yonkers Road Improvements Storm Drain Calculations, Stormwater Analysis and Erosion Control Calculations Prepared For: The City of Raleigh, North Carolina Public Works Department Prepared By Rummel, Klepper & Kahl, LLP 900 Ridgefield Drive — Suite 350 Raleigh, NC 27609 (919) 878-9560 NC Firm License No. F-1185 ,� }*��...��*�+ } � # �,� .��:��i''�,�.': ��i'': Develo ment Review Submittal +�� E�lL ��' � p �� s,�-�,�.,`�� 'r ��t` October 2017 � �� w ��. �DocuSigned by: +"'�•'t""��4 F ��'-� w, �tado� 10/17/2017 y For Review Only- Do Not Use For Construction DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 Yonkers Road Improvements O �� Stormwater Analysis Introduction The City of Raleigh proposes to improve Yonkers Road from Capital Boulevard to New Bern Avenue. The existing typical section is primarily open shoulder. The roadway generally has one lane in each direction but has turn lanes in some locations. There are almost no sidewalks along the roadway with limited connectivity to the surrounding area. The roadway improvement project will create a consistent curb and gutter section with a multi-use path on the south side of the road. The roadway crosses three jurisdictional streams including Marsh Creek and one of its tributaries as well as one unnamed tributary to Crabtree Creek. There are two wetlands that have been delineated along the project. The streams, associated buffers and wetlands are all shown on the roadway plans. The surrounding development along the south side of the roadway is commercial/industrial. Interstate 440 runs parallel to Yonkers road to the north. Only limited opportunity for additional development exists along the corridor. The purpose of this stormwater analysis is to identify the major stormwater management requirements for the project and show how the current design meets regulatory requirements while minimizing maintenance, construction costs and right-of-way impacts. Assumptions The stormwater management design included in the current design builds on the preliminary stormwater plans that were submitted with previous roadway submittals. The features that were selected for final design were selected from the stormwater matrix developed at those stages. Borings to determine the Seasonal High Water Table (SHWT) at each bioretention cell was conducted by Three Oaks Engineering. The results of these borings can be seen in the appendix at the end of this document. Yonkers Road lies within North Carolina's Neuse River Basin. The land area within the Neuse River Basin is subject to the Neuse Buffer Rules. Based on a review of the rules and conversations with City stormwater staff the following rules are expected to apply to the project: Existing Yonkers Road DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 Yonkers Road Improvements Stormwater Analysis '� `� �� • :I.O 1� • 85% Total Suspended Solids (TSS) removal should be provided for the pavement area in excess of the existing amount of pavement within the corridor. TSS treatment can be provided at any location along the project regardless of outfall. • A maximum increase of 10% will be allowed in peak discharge at each outfall along the corridor. Outfalls will be checked for capacity regardless of the increase or decrease in peak discharge rate. • No new concentrated discharge points can be created within the existing stream buffers. • Nitrogen and Phosphorus removal will be provided via the Stormwater Control Measures required to meet 85% TSS removal as noted above. Nutrient removal will be provided to get the nutrient export from the project area below the maximum rate before buy down of 10 Ibs/acre/year. • No rise in the FEMA floodway & floodplain; 1044 CY was added in the floodplain, so an additional 1044 CY was cut from -L- Station 11+15 to 15+00 to balance earthwork in this sensitive area Summary of Impervious Areas and Treatment Requirements To determine the amount of stormwater quality treatment that will be required an accounting of the existing impervious area as well as the proposed impervious area was completed for the project corridor. A summary of the impervious areas and the preliminary increase caused by the project is given in Table 1. Table 1— Summa of Impervious Areas Condition Impervious Area (Acres Existin Im ervious 8.94 Proposed Impervious 11.93 II7 �� . - � . . �'�'� The increase in impervious area from 8.94 acres to 11.93 acres represents an approximately 33% increase from the existing condition. The increase in impervious area is primarily attributed to the following characteristics of the proposed design: • New multi-purpose path on the south side of the road • Additional concrete islands • Bulb for U-turn safety Treatment for 85% TSS Removal The stormwater quality treatment objective for the project is to try to treat an amount of impervious area equal to the increase in impervious area for the project. As noted above the increase in impervious area is 2.99 acres for the project. The stormwater control measures proposed for the project provide treatment for 2.52 acres of impervious surface. Table 2 provides a summary of the water quality treatment proposed for the project. 2 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 Yonkers Road Improvements O �� Stormwater Analysis Table 2— Summary of Water Quality Treatment Stormwater Feature Impervious Required Provided Drainage WQv (Ft3) WQv (Ft3) Area (Ac) Bioretention Cell B-1 0.12 407 615 Bioretention Cell B-2 0.17 587 704 Bioretention Cell B-3 0.12 427 854 Bioretention Cell B-4 0.25 871 1143 Bioretention Cell B-5 0.18 701 1268 Bioretention Cell B-6 0.20 694 1082 Bioretention Cell B-7 0.15 526 994 Bioretention Cell B-8 0.10 369 609 Bioretention Cell B-9 0.33 1149 1195 Bioretention Cell B-10 0.22 773 1012 Bioretention Cell B-11 0.53 1857 1857 Bioretention Cell B-12 0.15 536 762 Total 2.52 8,896 12,095 Nutrient Accounting The stormwater control measures proposed for the project also provide nutrient removal. Table 3 provides a summary of the nutrient loading rates for the project based on the City of Raleigh Stormwater Manual (Apportioning Method). Bioretention cells designed for the full water quality volume provide Nitrogen removal rates as shown in the NCDENR BMP Design Manual. Removal rates for the BMPs are shown in Table 4. Nitrogen export was calculated using the City's apportioning method. The project boundary for calculations was assumed to be the control of access fence between Yonkers Road/I- 440 to the North and the back property line of the parcels to the South. Approximately 6.75 Ib/yr of Nitrogen will need to be removed by BMPs before nutrient buy down can be utilized. Table 3— Summa of Nitro en Export — Existin Conditions (3) TN Export TN (5) TN (1) Type of Land (2) Site Area Coef Watershed Export from Cover (ac) (Ib\ac\yr) Export Site (Ib\yr) (Ib\ac\yr) Undisturbed Open 0.00 0.60 0.00 - Managed Open 9.32 1.20 11.18 - Impervious 8.94 21.20 189.53 - Total 18.26 - 200.71 - Average for Site - - - 10.99 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 Yonkers Road Improvements O �� Stormwater Analysis Table 4- Summary of Nitrogen Removal from BMPs TN ( � (1) Type of Land (2) Site Area (3) TN Export Watershed Removal Export Export Cover (ac) Coef Export Rate (%) P�St from Site (Ib\ac\yr) (Ib\yr) BMP (Ib\ac\yr) (Ib\yr) Bioretention Cell 61 Undisturbed Open 0.00 0.60 0.00 0.00 - Managed Open 0.02 1.20 0.03 0.02 - Impervious 0.12 21.20 2.48 40.00 1.49 - Bioretention Cell 62 Undisturbed Open 0.00 0.60 0.00 0.00 - Managed Open 0.06 1.20 0.07 0.04 - Impervious 0.17 21.20 3.54 40.00 2.13 - Bioretention Cell B3 Undisturbed Open 0.00 0.60 0.00 0.00 - Managed Open 0.06 1.20 0.07 0.04 - Impervious 0.12 21.20 2.56 40.00 1.54 - Bioretention Cell 64 Undisturbed Open 0.00 0.60 0.00 0.00 - Managed Open 0.08 1.20 0.10 0.06 - Impervious 0.25 21.20 5.26 40.00 3.16 - Bioretention Cell 65 Undisturbed Open 0.00 0.60 0.00 0.00 - Managed Open 0.42 1.20 0.51 0.30 - Impervious 0.18 21.20 3.84 40.00 2.30 - Bioretention Cell 66 Undisturbed Open 0.00 0.60 0.00 0.00 - Managed Open 0.07 1.20 0.09 0.05 - Impervious 0.20 21.20 4.18 40.00 2.51 - Bioretention Cell 67 Undisturbed Open 0.00 0.60 0.00 0.00 - Managed Open 0.04 1.20 0.05 0.03 - Impervious 0.15 21.20 3.19 40.00 1.91 - Bioretention Cell 68 Undisturbed Open 0.00 0.60 0.00 0.00 - Managed Open 0.05 1.20 0.06 0.03 - Impervious 0.10 21.20 2.22 40.00 1.33 - Bioretention Cell 69 Undisturbed Open 0.00 0.60 0.00 0.00 - Managed Open 0.08 1.20 0.10 40.00 0.06 - DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 Yonkers Road Improvements Stormwater Analysis '� `� �� • :I.O 1� Impervious 0.33 21.20 6.97 4.18 - Bioretention Cell B10 Undisturbed Open 0.00 0.60 0.00 0.00 - Managed Open 0.08 1.20 0.10 0.06 - Impervious 0.22 21.20 4.66 40.00 2.80 - Bioretention Cell B11 Undisturbed Open 0.00 0.60 0.00 0.00 - Managed Open 0.18 1.20 0.22 0.13 - Impervious 0.53 21.20 11.21 40.00 6.73 - Bioretention Cell 612 Undisturbed Open 0.00 0.60 0.00 0.00 - Managed Open 0.06 1.20 0.07 0.04 - Impervious 0.15 21.20 3.22 40.00 1.93 - Untreated Portions of Project Undisturbed Open 0.00 0.60 0.00 0.00 - Managed Open 8.12 1.20 9.74 9.74 - Impervious 6.59 21.20 139.73 0.00 139.73 - Totals 18.43 182.34 Average for Site 9.90 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 Yonkers Road Improvements O �� Stormwater Analysis Peak Flow Rates An analysis was conducted to determine the peak flow rate at outfalls along the project. Table 5 summarizes the peak flow rates at each outfall along the project. Outfall locations and drainage areas are shown in the calculation section of this report. Table 5- Summa of Peak Dischar es Pre Development Post o Outfall Discharge (cfs) Development Change (cfs) Change (/o) Dischar e cfs 1 10.5 10.9 0.4 3.95 2 35.9 36.6 0.7 1.82 3 107.6 110.5 2.8 2.63 4 28.3 29.5 1.2 4.36 5 51.3 51.0 -0.3 -0.62 6 36.2 36.9 0.6 1.72 7 2.3 2.9 0.5 23.48 8 24.5 24.4 -0.1 -0.41 9 7952.8 7954.7 1.9 0.02 10 698.0 698.2 0.2 0.03 11 4.9 5.7 0.9 17.44 11 A 18.5 19.4 0.9 4.64 12 0.3 0.4 0.1 8.94 13 1.0 1.0 0.0 0.78 14 6.7 6.7 0.0 0.06 Outfall 1: is an existing 18" pipe under Yonkers road near the intersection with Capital Blvd. The pipe outlets to the buffer zone at the culvert for Crabtree Creek. Increases to the peak flow rate at this location are small and flooding is not a concern at this location. No additional improvements are recommended at this outfall. Outfall 2: is an existing 30" pipe that crosses under Ratchford drive and outlets to the buffer zone upstream of the culvert for Crabtree Creek. The outfall is slightly off the project limits but we are proposing a drainage system to tie to an existing system which outlets to this 30" pipe. Increases to the peak flow rate at this location are small and flooding is not a concern at this location. No additional improvements are recommended at this outfall. Outfall3: is where an existing 54" and 42" pipes converge to outlet to an existing 48" pipe. Increases to the peak flow rate at this location are small and flooding is not a concern at this location. No additional improvements are recommended at this outfall. Outfall 4: is an existing ditch which travels between properties and eventually travels through existing pipes to Crabtree Creek. In the existing condition, water sheet flowed off the road and traveled between these properties. Once proposed curb and gutter is constructed, the existing ditch will need to be reestablished and tied down to. The outfall calculation was taken at the end of the property lines where the ditch ends at the creek/existing pipe. No additional improvements are recommended at this outfall. 0 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 Yonkers Road Improvements O �� Stormwater Analysis Outfall 5: is where existing 30" and 18" pipes converge to outfall to Crabtree Creek. The project will cause a decrease in the peak flow rate at this outfall. No additional improvements are recommended at this outfall. Outfall6: is an existing 30" pipe that travels under the First Assembly of God Church of Raleigh. The project will cause an increase in the peak flow rate at this outfall. The 30" pipe leaving outfall 6 was analyzed for capacity and was found to provide adequate capacity during the 10- year storm. No additional improvements are recommended at this outfall. Outfall 7: is an existing 15" pipe that travels along the side of the building on parcel 20. The project will cause a small increase in the peak flow rate at this outfall, but an overall increase of 23%. The 15" pipe leaving outfall 7 was analyzed for capacity and was found to provide adequate capacity during the 10-year storm. No additional improvements are recommended at this outfall. Outfall8: is an existing 24" pipe that travels along the side of the building on parcel 20. The project will cause a decrease in the peak flow rate at this outfall. No additional improvements are recommended at this outfall. Outfall 9: is the existing 3@ 9'x11' RCBC at Marsh Creek. Increases to the peak flow rate at this location are minimal and flooding is not a concern at this location. No additional improvements are recommended at this outfall. Outfa1110: is the existing 7'x7' RCBC and Unnamed tributary of Marsh Creek. Increases to the peak flow rate at this location are minimal and flooding is not a concern at this location. No additional improvements are recommended at this outfall. Outfall 11: is an existing roadside ditch along the entrance to St. David's School. This ditch continues along the property and eventually travels to an existing 15" pipe. The project increases the peak flow rate at the proposed ditch tie-in by more than 10% and therefore an outfall analysis was conducted to prove stabilization. An additional outfall site, 11A, was conducted about 600' downstream at the entrance to the existing 15" pipe. These calculations show the increase in peak flow rate being less than 5% at this downstream location. See Outfall Capacity Calculations to show stability with grass, no additional improvements are recommended at this outfall. Outfall 12: is an existing roadside ditch along the entrance to the Carolina Freightliner property. Increases to the peak flow rate at this location are small and flooding is not a concern at this location. No additional improvements are recommended at this outfall. Outfall 13: is an existing roadside ditch along the entrance to the Carolina Freightliner property. Increases to the peak flow rate at this location are small and flooding is not a concern at this location. No additional improvements are recommended at this outfall. Outfall 14: is an existing outfall where both the existing 15" pipe under Yonkers Rd. and the currently under construction driveway on Parcel 32, outlets to. Increases to the peak flow rate at this location are small and flooding is not a concern at this location. No additional improvements are recommended at this outfall. 7 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 STORM DRAIN COMPUTATIONS DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 CREATE DATE: 5/9/2016 REV. DATE: I.D. NO.: DESCRIPTION: Yonkers Rd. PROJ. NO.: INLET COMPUTATION SHEET COUNTY: Wake DESIGNED BY: RKK-AKS REVD BY: RKK-BDB LOCATION ROADWAY RUNOFF INLET w Z W w�+ 2 C7 � w v � a � � H � z a �� E J� � c� � � W w � W � w w O W � O LLJ O Q ig LL LL Q Q r Q Q � O Q � (� =', !n (n � �m � � a o� �� z¢ o� c� LL � =o =} ¢= w �" ¢ ¢� REMARKS (� V� Z ~ LL � a x Q� (� � Q W Z W W Z Z U g U� U W x W � Q > � � � � H � a a � �� C7 � LL U w � cn �r� �O �O qZ � ° � Q p�� a �Q } %� �J (n � Z J (n O (n J Q � Q � U H U L.L _ � li � U H �� (n � Z� m'�i m Z � a � W V D.A. C T� I Q�.n. Qc �T �+ I(mx) Qg Q�.n.+Qc 04EX1 0410 L 12+g3 68 Lt JB W/ MH 198.62 0.007 0.500 0.00 0.00 0.0 0.3 0.0 0.3 04EX1 0408 L 13+20 32 Lt COR CB 198.97 0.005 0.040 0.16 0.85 5.0 5.7 0.8 0.0 0.8 4.0 0.8 0.0 409 04EX1 0407 L 13+20 3 Rt DI 200.82 0.005 0.040 0.14 0.85 5.0 5.7 0.7 0.0 0.7 4.4 0.6 0.1 406 5' MAX SPREAD 04EX1 0409 L 13+64 32 Lt COR CB 199.58 0.003 0.015 0.04 0.85 5.0 5.7 0.2 0.0 0.2 4.0 0.2 0.0 403 04EX1 0406 L 13+40 3 Rt DI 200.67 0.004 0.028 0.01 0.80 5.0 5.7 0.1 0.1 0.1 3.0 0.1 0.0 04EX1 0405 L 13+40 21 Rt COR CB 200.73 0.004 0.012 0.00 0.85 5.0 5.7 0.0 0.0 0.0 1.5 0.0 0.0 409 04EX1 0403 L 14+55 17 Rt COR CB 199.59 SAG 0.040 0.35 0.85 5.0 5.7 1.7 0.0 1.7 2.9 N/A N/A 04EX1 0404 L 14+55 53 Rt OEP 202.00 0.003 0.500 0.76 0.69 10.0 0.0 0.0 0.0 0.0 SEE PIPE DATA (10min Tc, 0.6 C value) Page 1 of 1 Printed 10/16/2017 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 CREATE DATE: 5/9/2016 REV. DATE: I.D. NO.: DESCRIPTION: Yonkers Rd. STORM DRAIN DESIGN COMPUTATIONS PROJ. NO.: COUNTY: Wake DESIGNED BY: RKK-AKS REVD BY: RKK-BDB LOCATION RUNOFF PIPE DESIGN N � TIME OF ~ H`' W� � J w� � � p STRUCTURE = v� C� w � � �� Q � g CONCENTRATION Z = J i �� 11 � � Q Z a ^ Q 2 � w Y NUMBER p ui g x � (min) w � U Z J � J " �� Q � w� > Q � z �' � z �� N - w o w "' � w w Z � c� � W � m REMARKS � � �� cn�? 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DATE: I.D. NO.: DESCRIPTION: YONKERS RD. PROJ. NO.: INLET COMPUTATION SHEET COUNTY: WAKE DESIGNED BY: RKK-AKS REVD BY: RKK-BDB LOCATION ROADWAY RUNOFF INLET w Z W w�+ 2 C7 � w v � a � � H � z a �� E J� � c� � � W w � W � w w O W � O LLJ O Q ig LL LL Q Q r Q Q � O Q � (� =', !n (n � �m � � a o� �� z¢ o� c� LL � =o =} ¢= w �" ¢ ¢� REMARKS (� V� Z ~ LL � a x Q� (� � Q W Z W W Z Z U g U� U W x W � Q > � � � � H � a a � �� C7 � LL U w � cn �r� �O �O qZ � ° � Q p�� a �Q } %� �J (n � Z J (n O (n J Q � Q � U H U L.L _ � li � U H �� (n � Z� m'�i m Z � a � W V D.A. C T� I Q�.n. Qc �T �+ I(mx) Qg Q�.n.+Qc 04EX2 0414 L 18+75 27 Lt REPIACEOTCB 202.02 SAG 0.500 1.07 0.75 5.0 5.7 4.6 0.0 4.6 1.2 N/A N/A EX. OTCB BROKEN 04EX2 0413 L 18+75 13 Lt COR CB 203.89 0.018 0.020 0.01 0.85 5.0 5.7 0.0 0.0 0.0 2.0 0.0 0.0 04EX2 0412 L 19+40 13 Lt COR CB 205.19 0.022 0.020 0.00 0.85 5.0 5.7 0.0 0.0 0.0 0.8 0.0 0.0 413 04EX2 0411 L 19+40 13 Rt COR CB 204.67 0.022 0.020 0.21 0.85 5.0 5.7 1.0 0.0 1.0 5.0 0.9 0.1 04EX2 0506 L 21+20 13 Rt COR CB 209.32 0.032 0.040 0.06 0.85 5.0 5.7 0.3 0.0 0.3 1.5 0.3 0.0 411 04EX2 0504 L 22+70 15 Rt JB W/MH 215.85 0.037 0.015 0.00 0.00 0.0 5.6 0.0 5.6 04EX2 0503 L 24+73 13 Rt COR CB 221.83 0.030 0.015 0.09 0.85 5.0 5.7 0.4 0.0 0.4 2.7 0.4 0.0 505 04EX2 0505 L 22+70 13 Lt COR CB 215.02 0.037 0.015 0.24 0.85 5.0 5.7 1.1 0.0 1.1 5.5 0.8 0.3 04EX2 0502 L 27+10 13 Rt COR CB 228.98 0.038 0.020 0.03 0.85 5.0 5.7 0.2 0.0 0.2 1.4 0.2 0.0 503 04EX2 0501 L 28+40 13 Rt COR CB 233.48 0.028 0.040 0.13 0.85 5.0 5.7 0.6 0.0 0.6 2.1 0.6 0.0 Page 1 of 1 Printed 10/16/2017 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 CREATE DATE: 5/13/2016 REV. DATE: I.D. NO.: DESCRIPTION: YONKERS RD. STORM DRAIN DESIGN COMPUTATIONS PROJ. NO.: COUNTY: WAKE DESIGNED BY: RKK-AKS REVD BY: RKK-BDB LOCATION RUNOFF PIPE DESIGN N � TIME OF ~ H`' W� � J w� � � p STRUCTURE = v� C� w � � �� Q � g CONCENTRATION Z = J i �� 11 � � Q Z a ^ Q 2 � w Y NUMBER p ui g x � (min) w � U Z J � J " �� Q � w� > Q � z �' � z �� N - w o w "' � w w Z � c� � W � m REMARKS � � �� cn�? J � ?� o� O �O o Q��a > ax J w J � v w W � �n TOP, TOP, �n z cn � w a � m � � FROM TO CA � Z O o I Q INV INV � W �> � � 4EX 414 0414 04EX2 1.84 1.46 104 5 21 21 4.4 6.4 202.02 0.00 0.026 0.003 18 C E 13.0 9.4 2.32 200.85 EXISTING BOX DEPTH=2.32' 199.70 196.97 4EX 413 0413 0414 0.77 0.66 14 5 21 21 4.4 2.g 203.89 202.02 0.039 15 C 9.0 7.3 3.65 201.12 200.24 199.70 4EX 412 0412 0413 0.76 0.65 65 5 21 21 4.4 2.g 205.19 203.89 0.010 15 C 7.0 5.4 4.30 201.76 200.89 200.24 4EX 411 0411 0412 0.76 0.65 26 5 21 21 4.4 2.g 204.67 205.19 0.005 15 C 4.9 3.1 3.65 201.96 BOX DROPPED FOR 201.02 200.89 UNDERDRAIN TIE-IN 4EX 506 0506 0411 0.55 0.46 179 5 19 19 4.6 2.� 209.32 204.67 0.026 15 C 9.0 7.0 3.65 206.29 205.67 201.02 4EX 504 0504 0506 0.49 0.42 147 17 17 4.7 2.p 215.85 209.32 0.038 15 C 9.0 7.9 4.62 211.94 211.23 205.67 4EX 503 0503 0504 0.25 0.21 206 5 13 13 5.2 1.1 221.83 215.85 0.034 15 C 9.0 6.4 3.65 218.62 218.18 211.23 4EX 505 0505 0504 0.24 0.20 28 5 5 5 7.3 1.5 215.02 215.85 0.005 15 C 4.9 2.0 3.65 212.05 211.37 211.23 4EX 502 0502 0503 0.17 0.14 237 5 8 8 6.4 0.9 228.9$ 22�.83 0.030 15 C 9.0 5.8 3.65 225.71 225.33 218.18 4EX 501 0501 0502 0.13 0.11 128 5 5 5 7.3 0.8 233.48 22$•9$ 0.035 15 C 9.0 6.0 3.65 230.31 229.83 225.33 Page 1 of 1 Printed 10/16/2017 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 CREATE DATE: 5/16/2016 REV. DATE: I.D. NO.: DESCRIPTION: YONKERS RD. PROJ. NO.: INLET COMPUTATION SHEET COUNTY: WAKE DESIGNED BY: AKS REVD BY: LOCATION ROADWAY RUNOFF INLET w Z W w�+ 2 C7 � w v � a � � H � z a �� E J� � c� � � W w � W � w w O W � O LLJ O Q ig LL LL Q Q r Q Q � O Q � (� =', !n (n � �m � � a o� �� z¢ o� c� LL � =o =} ¢= w �" ¢ ¢� REMARKS (� V� Z ~ LL � a x Q� (� � Q W Z W W Z Z U g U� U W x W � Q > � � � � H � a a � �� C7 � LL U w � cn �r� �O �O qZ � ° � Q p�� a �Q } %� �J (n � Z J (n O (n J Q � Q � U H U L.L _ � li � U H �� (n � Z� m'�i m Z � a � W V D.A. C T� I Q�.n. Qc �T �+ I(mx) Qg Q�.n.+Qc 07EX1 0610 L 38+42 36 Rt 2G1B 219.78 SAG 0.500 0.03 0.65 5.0 5.7 0.1 0.0 0.1 0.1 N/A N/A 07EX1 0609 L 35+87 31 Rt CONV TO MH 227.gg 0.024 0.500 0.00 0.00 0.0 5.6 0.0 5.6 07EX1 0612 L 38+41 13 Rt COR CB 222.56 0.018 0.020 0.02 0.85 5.0 5.7 0.1 0.5 0.5 3.4 0.5 0.0 07EX1 0608 L 35+gg 15 Lt COLLAR 230.34 0.024 0.500 0.00 0.00 0.0 0.0 0.0 0.0 07EX1 06EX1 L 34+g0 32 Rt Poss.�6 228.71 0.003 0.500 0.00 0.00 0.0 0.0 0.0 0.0 07EX1 0611 L 38+40 24 Lt ADJUST DI 220.82 SAG 0.500 0.88 0.65 5.0 5.7 3.2 0.0 3.2 1.6 N/A N/A 07EX1 0613 L 38+25 13 Rt CB 222.87 0.020 0.020 0.36 0.85 5.0 5.7 1.7 0.0 1.7 6.7 1.3 0.5 612 07EX1 0607 L 35+g9 26 Lt OEP 230.00 0.025 0.500 0.83 0.65 9.0 8.0 4.3 0.0 4.3 07EX1 0604 L 32+61 35 Rt JB W/MH 227.77 0.014 0.500 0.00 0.00 0.0 5.6 0.0 5.6 07EX1 0603 L 32+51 13 Rt COR CB 230.65 0.015 0.040 0.28 0.85 5.0 5.7 1.4 0.0 1.4 4.0 1.2 0.1 605 07EX1 0602 L 32+39 15 Lt JB W/MH 232.76 0.016 0.500 0.00 0.00 0.0 5.6 0.0 5.6 07EX1 0605 L 32+g0 13 Rt COR CB 230.26 0.011 0.040 0.03 0.85 5.0 5.7 0.1 0.1 0.2 1.7 0.2 0.0 07EX1 0601 L 32+35 36 Lt OEP 230.00 0.017 0.500 2.35 0.57 7.0 3.6 4.8 0.0 4.8 07EX1 0606 L 33+gg 13 Rt COR CB 229.72 SAG 0.040 0.10 0.85 5.0 5.7 0.5 0.0 0.5 1.1 N/A N/A Page 1 of 1 Printed 10/16/2017 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 CREATE DATE: 5/16/2016 REV. DATE: I.D. NO.: DESCRIPTION: YONKERS RD. STORM DRAIN DESIGN COMPUTATIONS PROJ. NO.: COUNTY: WAKE DESIGNED BY: AKS REVD BY: LOCATION RUNOFF PIPE DESIGN N � TIME OF ~ H`' W� � J w� � � p STRUCTURE = v� C� w � � �� Q � g CONCENTRATION Z = J i �� 11 � � Q Z a ^ Q 2 � w Y NUMBER p ui g x � (min) w � U Z J � J " �� Q � w� > Q � z �' � z �� N - w o w "' � w w Z � c� � W � m REMARKS � � �� cn�? J � ?� o� O �O o Q��a > ax J w J � v w W � �n TOP, TOP, �n z cn � w a � m � � FROM TO CA � Z O o I Q INV INV � W �> � � 7EX1 610 0610 07EX1 1.69 1.26 759 5 15 15 16.5 20.7 219.78 0.00 0.016 54 C E 160.0 10.1 6.45 214.84 213.33 201.08 7EX1 609 0609 0610 0.41 0.35 255 11 11 46.8 16.5 22�.$$ 2�9.�$ 0.008 48 C E 120.0 7.5 12.36 216.94 SP. DETAIL FOR DEEP BOX 215.52 213.38 7EX1 612 0612 0610 1.25 0.89 23 5 6 6 7.1 6.3 222.56 2�9.�$ 0.032 30 C E 43.0 8.1 7.89 215.71 214.67 213.93 7EX1 608 0608 0609 46 0 3.9 230.34 22�.$$ 0.049 0.003 15 C E 9.0 10.0 3.57 227.57 226.77 224.47 7EX106EX1 06EX1 0609 0.41 0.35 105 10 9 36.2 12.8 22$'�� 22�'$$ 0.023 48 C E 120.0 9.8 10.70 219.18 218.01 215.57 7EX1 611 0611 0612 0.88 0.57 37 5 5 5 7.3 4.2 220.82 222.56 0.030 30 C E 43.0 7.8 5.03 216.70 215.79 214.67 7EX1 613 0613 0612 0.36 0.30 16 5 5 5 7.3 2.2 222•$7 222.56 0.099 15 C 9.0 9.8 5.34 218.40 217.53 215.92 7EX1 607 0607 0608 11 9 3 9 230.00 230.34 0.094 0.003 15 C 9.0 9.6 2.22 229.02 SEE PIPE DATA SHEET 227.78 226.77 7EX1 604 0604 06EX1 0.41 0.35 213 9 9 36.2 12.8 22�.�7 228.71 0.015 0.013 18 C E 13.0 8.9 4.43 225.20 223.34 220.15 7EX1 603 0603 0604 0.41 0.35 24 5 9 9 36.2 12.8 230.65 22�•�� 0.026 0.013 18 C 13.0 9.7 6.35 226.05 224.30 223.67 7EX1 602 0602 0603 31 0 10.6 232.76 230.65 0.025 0.009 18 C E 13.0 9.4 7.68 226.42 225.08 224.30 7EX1 605 0605 0603 0.13 0.11 29 5 8 8 6.4 0.7 230.26 230.65 0.034 15 C 9.0 0.6 4.73 226.02 225.54 224.55 7EX1 601 0601 0602 21 7 10.6 230.00 232.76 0.068 0.009 18 C 13.0 11.7 3.50 228.92 SEE PIPE DATA SHEET 226.50 225.08 7EX1 606 0606 0605 0.10 0.09 107 5 5 5 7.3 0.6 229.�2 230.26 0.005 15 C 4.9 2.8 3.65 226.50 226.07 225.54 Page 1 of 1 Printed 10/16/2017 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 CREATE DATE: 5/26/2016 REV. DATE: I.D. NO.: DESCRIPTION: YONKERS RD PROJ. NO.: INLET COMPUTATION SHEET COUNTY: WAKE DESIGNED BY: RKK-AKS REVD BY: RKK-BDB LOCATION ROADWAY RUNOFF INLET w Z W w�+ 2 C7 � w v � a � � H � z a �� E J� � c� � � W w � W � w w O W � O LLJ O Q ig LL LL Q Q r Q Q � O Q � (� =', !n (n � �m � � a o� �� z¢ o� c� LL � =o =} ¢= w �" ¢ ¢� REMARKS (� V� Z ~ LL � a x Q� (� � Q W Z W W Z Z U g U� U W x W � Q > � � � � H � a a � �� C7 � LL U w � cn �r� �O �O qZ � ° � Q p�� a �Q } %� �J (n � Z J (n O (n J Q � Q � U H U L.L _ � li � U H �� (n � Z� m'�i m Z � a � W V D.A. C T� I Q�.n. Qc �T �+ I(mx) Qg Q�.n.+Qc 09EX3 0912 L 2 69+07 14 Rt DI 213.42 0.008 0.020 0.14 0.85 5.0 5.7 0.7 0.0 0.7 6.4 0.5 0.1 911 09EX3 0911 L 2 70+00 6 Rt DI 212.78 0.003 0.020 0.08 0.85 5.0 5.7 0.4 0.1 0.5 7.0 0.5 0.1 910 09EX3 0915 L_2 69+06 14 Lt COR CB 212.47 0.008 0.020 0.26 0.85 5.0 5.7 1.3 0.0 1.3 7.3 1.2 0.1 909 7.5' max spread 09EX3 0910 L 2 70+41 4 Rt DI 212.67 SAG 0.020 0.10 0.85 5.0 5.7 0.5 0.1 0.6 7.0 N/A N/A 09EX3 09EX4 L 2 69+05 35 Lt EX DI 208.26 0.008 0.500 6.86 0.55 28.0 0.1 0.2 0.0 0.2 09EX3 0909 L 2 70+41 13 Lt COR CB 211.93 SAG 0.020 0.09 0.85 5.0 5.7 0.4 0.1 0.5 1.5 N/A N/A 09EX3 0916 L 70+41 55 Rt 2G1B 211.50 SAG 0.500 0.16 0.50 5.0 5.7 0.4 0.0 0.4 0.2 N/A N/A 09EX3 1009 L 2 71+00 3 Rt DI 212.78 0.004 0.020 0.07 0.85 5.0 5.7 0.4 0.0 0.4 5.8 0.3 0.0 910 09EX3 10EX4 L 2 70+03 45 Lt EX DI 208.21 0.003 0.500 0.68 0.60 9.0 2.1 0.9 0.0 0.9 09EX3 10EX3 L 2 71+07 123 Lt EX DI 210.03 0.004 0.500 1.04 0.65 12.0 1.3 0.9 0.0 0.9 09EX3 10EX2 L 73+18 119 Lt EX DI 213.03 0.000 0.020 2.90 0.55 30.0 0.2 0.2 0.0 0.2 09EX3 10EX1 L 2 73+53 45 Lt EX DI 212.40 0.019 0.500 0.88 0.45 6.0 5.7 2.2 0.6 2.8 2.9 2.8 0.0 09EX3 1001 L 2 73+71 17 Lt COR CB 215.17 0.020 0.020 0.42 0.80 5.0 5.7 1.9 0.0 1.9 7.0 1.4 0.6 10EX1 09EX3 1003 L 72+g3 14 Rt DI 214.70 0.015 0.020 0.19 0.80 5.0 5.7 0.9 0.0 0.9 6.2 0.7 0.2 Page 1 of 1 Printed 10/16/2017 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 CREATE DATE: 5/26/2016 REV. DATE: I.D. NO.: DESCRIPTION: YONKERS RD STORM DRAIN DESIGN COMPUTATIONS PROJ. NO.: COUNTY: WAKE DESIGNED BY: RKK-AKS REVD BY: RKK-BDB LOCATION RUNOFF PIPE DESIGN N � TIME OF ~ H`' W� � J w� � � p STRUCTURE = v� C� w � � �� Q � g CONCENTRATION Z = J i �� 11 � � Q Z a ^ Q 2 � w Y NUMBER p ui g x � (min) w � U Z J � J " �� Q � w� > Q � z �' � z �� N - w o w "' � w w Z � c� � W � m REMARKS � � �� cn�? J � ?� o� O �O o Q��a > ax J w J � v w W � �n TOP, TOP, �n z cn � w a � m � � FROM TO CA � Z O o I Q INV INV � W �> � � 9EX 912 0912 09EX3 13.89 8.06 39 5 32 32 3.5 2g.5 213.42 0.00 0.011 0.004 30 C E 43.0 9.1 10.24 205.16 203.19 202.75 9EX 911 0911 0912 0.51 0.38 94 5 8 8 6.4 2.4 212.78 213.42 0.032 15 C 9.0 7.8 5.39 208.04 207.39 204.44 9EX 915 0915 0912 13.24 7.57 28 5 31 31 3.5 2g.g 212.47 213.42 0.012 0.004 30 C E 43.0 8.8 8.96 205.29 203.51 203.19 9EX 910 0910 0911 0.43 0.31 41 5 8 8 6.6 2.p 212.67 212.78 0.005 15 C 4.9 3.8 5.08 208.37 207.59 207.39 9EX 09EX 09EX4 0915 12.98 7.34 22 28 31 31 3.5 26.0 208.26 212.47 0.012 0.003 30 C E 43.0 8.6 4.50 206.19 203.76 203.51 9EX 909 0909 0910 0.09 0.08 17 5 5 5 7.3 0.6 211.93 212.67 0.042 15 C 9.0 5.5 3.65 208.68 208.28 207.59 9EX 916 0916 0910 0.16 0.08 52 5 5 5 7.3 0.6 211.50 212.67 0.005 15 C 4.9 0.7 3.65 208.39 207.85 207.59 9EX 1009 1009 0910 0.07 0.06 59 5 5 5 7.3 0.5 212.78 212.67 0.026 15 C 9.0 4.5 3.65 209.48 209.13 207.59 9EX 10EX 10EX4 09EX4 6.12 3.57 97 9 31 31 3.6 12.7 208.21 208.26 0.012 24 C E 25.0 8.3 3.28 206.44 EXISTING BOX DEPTH 204.93 203.76 9EX 10EX 10EX3 10EX4 5.43 3.16 129 12 31 31 3.6 11.3 210.03 208.21 0.011 0.010 18 C E 11.8 7.6 3.72 207.98 206.31 204.93 9EX 10EX 10EX2 10EX3 4.40 2.48 204 30 30 30 3.6 g.g 213.03 210.03 0.006 0.006 18 C E 9.0 5.1 5.45 209.52 207.58 206.31 9EX 10EX1 10EX1 10EX2 1.50 0.89 81 6 7 7 6.8 6.1 212.40 213.03 0.015 0.008 15 C E 8.6 5.0 3.60 210.49 EXISTING BOX DEPTH 208.80 207.58 9EX 1001 1001 10EX1 0.42 0.34 33 5 5 5 7.3 2.5 215.17 212.40 0.082 15 C 9.0 10.5 3.67 212.43 Box dropped for underdrain tie-in 211.50 208.80 9EX 1003 1003 10EX1 0.19 0.15 91 5 5 5 7.3 1.1 214.70 212.40 0.019 15 C 9.0 5.2 4.20 211.07 Box dropped for underdrain tie-in 210.50 208.80 Page 1 of 1 Printed 10/16/2017 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 CREATE DATE: 5/27/2016 REV. DATE: I.D. NO.: DESCRIPTION: YONKERS RD. PROJ. NO.: INLET COMPUTATION SHEET COUNTY: WAKE DESIGNED BY: RKK-AKS REVD BY: RKK-BDB LOCATION ROADWAY RUNOFF INLET w Z W w�+ 2 C7 � w v � a � � H � z a �� E J� � c� � � W w � W � w w O W � O LLJ O Q ig LL LL Q Q r Q Q � O Q � (� =', !n (n � �m � � a o� �� z¢ o� c� LL � =o =} ¢= w �" ¢ ¢� REMARKS (� V� Z ~ LL � a x Q� (� � Q W Z W W Z Z U g U� U W x W � Q > � � � � H � a a � �� C7 � LL U w � cn �r� �O �O qZ � ° � Q p�� a �Q } %� �J (n � Z J (n O (n J Q � Q � U H U L.L _ � li � U H �� (n � Z� m'�i m Z � a � W V D.A. C T� I Q�.n. Qc �T �+ I(mx) Qg Q�.n.+Qc 10EX5 1004 L 78+09 13 Rt COR CB 225.31 0.023 0.016 0.08 0.90 5.0 5.7 0.4 0.0 0.4 3.0 0.4 0.0 Page 1 of 1 Printed 10/16/2017 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 CREATE DATE: 5/27/2016 REV. DATE: I.D. NO.: DESCRIPTION: YONKERS RD. STORM DRAIN DESIGN COMPUTATIONS PROJ. NO.: COUNTY: WAKE DESIGNED BY: RKK-AKS REVD BY: RKK-BDB LOCATION RUNOFF PIPE DESIGN N � TIME OF ~ H`' W� � J w� � � p STRUCTURE = v� C� w � � �� Q � g CONCENTRATION Z = J i �� 11 � � Q Z a ^ Q 2 � w Y NUMBER p ui g x � (min) w � U Z J � J " �� Q � w� > Q � z �' � z �� N — w o w "' � w w Z � c� � W � m REMARKS � � �� cn�? J � ?� o� O �O o Q��a > ax J w J � v w W � �n TOP, TOP, �n z cn � w a � m � � FROM TO CA � Z O o I Q INV INV � W �> � � 10EX 1004 1004 10EX5 0.08 0.07 80 5 5 5 7.3 0.5 225.31 0.00 0.071 15 C 9.0 6.7 3.65 222.05 221.66 216.02 Page 1 of 1 Printed 10/16/2017 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 CREATE DATE: 5/31/2016 REV. DATE: I.D. NO.: DESCRIPTION: YONKERS RD PROJ. NO.: INLET COMPUTATION SHEET COUNTY: WAKE DESIGNED BY: RKK-AKS REVD BY: RKK-BDB LOCATION ROADWAY RUNOFF INLET w Z W w�+ 2 C7 � w v � a � � H � z a �� E J� � c� � � W w � W � w w O W � O LLJ O Q ig LL LL Q Q r Q Q � O Q � (� =', !n (n � �m � � a o� �� z¢ o� c� LL � =o =} ¢= w �" ¢ ¢� REMARKS (� V� Z ~ LL � a x Q� (� � Q W Z W W Z Z U g U� U W x W � Q > � � � � H � a a � �� C7 � LL U w � cn �r� �O �O qZ � ° � Q p�� a �Q } %� �J (n � Z J (n O (n J Q � Q � U H U L.L _ � li � U H �� (n � Z� m'�i m Z � a � W V D.A. C T� I Q�.n. Qc �T �+ I(mx) Qg Q�.n.+Qc 10EX6 1008 L 79+96 30 Rt JB w/MH 228.99 0.023 0.500 0.00 0.00 0.0 0.2 0.0 0.2 10EX6 1006 L 80+15 26 Lt JBW/MH 228.70 0.023 0.500 0.00 0.00 0.0 0.2 0.0 0.2 10EX6 1007 L 80+40 13 Rt COR CB 230.58 0.023 0.020 0.32 0.85 5.0 5.7 1.5 0.0 1.5 6.1 1.2 0.4 7.5' MAX SPREAD 10EX6 1005 L 80+15 34 Lt 2G1B 225.50 SAG 0.500 1.06 0.80 5.0 5.7 4.8 0.0 4.8 1.2 N/A N/A Page 1 of 1 Printed 10/16/2017 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 CREATE DATE: 5/31/2016 REV. DATE: I.D. NO.: DESCRIPTION: YONKERS RD STORM DRAIN DESIGN COMPUTATIONS PROJ. NO.: COUNTY: WAKE DESIGNED BY: RKK-AKS REVD BY: RKK-BDB LOCATION RUNOFF PIPE DESIGN N � TIME OF ~ H`' W� � J w� � � p STRUCTURE = v� C� w � � �� Q � g CONCENTRATION Z = J i �� 11 � � Q Z a ^ Q 2 � w Y NUMBER p ui g x � (min) w � U Z J � J " �� Q � w� > Q � z �' � z �� N - w o w "' � w w Z � c� � W � m REMARKS � � �� cn�? J � ?� o� O �O o Q��a > ax J w J � v w W � �n TOP, TOP, �n z cn � w a � m � � FROM TO CA � Z O o I Q INV INV � W �> � � 10EX 1008 1008 10EX6 1.38 1.12 127 5 5 7.2 g.p 22$•99 0.00 0.049 0.013 15 C E 9.0 12.6 9.61 220.89 219.38 213.15 10EX 1006 1006 1008 1.06 0.85 58 5 5 7.3 6.2 228.�� 228.99 0.049 0.008 15 C E 9.0 11.3 6.46 223.37 222.24 219.38 10EX 1007 1007 1008 0.32 0.27 47 5 5 5 7.3 2.p 230.58 228.99 0.099 15 C 9.0 11.0 6.52 224.87 224.06 219.38 10EX 1005 1005 1006 1.06 0.85 8 5 5 5 7.3 6.2 225.50 228.70 0.062 0.008 15 C 9.0 8.8 2.75 224.59 222.75 222.24 Page 1 of 1 Printed 10/16/2017 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 CREATE DATE: 6/2/2016 REV. DATE: I.D. NO.: DESCRIPTION: YONKERS RD PROJ. NO.: INLET COMPUTATION SHEET COUNTY: WAKE DESIGNED BY: RKK-AKS REVD BY: RKK-BDB LOCATION ROADWAY RUNOFF INLET w Z W w�+ 2 C7 � w v � a � � H � z a �� E J� � c� � � W w � W � w w O W � O LLJ O Q ig LL LL Q Q r Q Q � O Q � (� =', !n (n � �m � � a o� �� z¢ o� c� LL � =o =} ¢= w �" ¢ ¢� REMARKS (� V� Z ~ LL � a x Q� (� � Q W Z W W Z Z U g U� U W x W � Q > � � � � H � a a � �� C7 � LL U w � cn �r� �O �O qZ � ° � Q p�� a �Q } %� �J (n � Z J (n O (n J Q � Q � U H U L.L _ � li � U H �� (n � Z� m'�i m Z � a � W V D.A. C T� I Q�.n. Qc �T �+ I(mx) Qg Q�.n.+Qc 12EX1 1207 L 97+70 17 Lt JB W/MH 196.32 0.002 0.500 0.00 0.00 0.0 0.2 0.0 0.2 12EX1 1205 L 96+29 13 Lt COR CB 194.75 0.008 0.020 0.00 0.75 5.0 5.7 0.0 0.0 0.0 1.0 0.0 0.0 12EX1 1224 L 97+60 24 Lt 2G1B 193.62 SAG 0.500 0.30 0.80 5.0 5.7 1.4 0.0 1.4 0.5 N/A N/A 12EX1 1204 L 96+20 19 Lt 2G1B 194.72 SAG 0.500 0.44 0.45 5.0 5.7 1.1 0.0 1.1 0.4 N/A N/A 12EX1 1206 L 93+50 13 Lt COR CB 197.15 0.030 0.020 0.00 0.85 5.0 5.7 0.0 0.0 0.0 0.8 0.0 0.0 12EX1 12EX3 L 96+31 105 Lt EX DI 199.67 0.007 0.500 0.83 0.80 14.0 0.4 0.2 0.0 0.2 12EX1 1202 L 91+25 13 Lt COR CB 207.79 0.065 0.020 0.00 0.85 5.0 5.7 0.0 0.0 0.0 0.7 0.0 0.0 12EX1 1101 L 89+50 24 Lt 2G1B 218.00 SAG 0.500 0.80 0.70 5.0 5.7 3.2 0.0 3.2 0.9 N/A N/A 12EX1 1201 L 91+25 30 Lt A�JU$TJeW�M� 214.44 0.065 0.500 0.00 0.00 0.0 0.2 0.0 0.2 12EX1 12EX2 L 91+03 111 Lt EX DI 213.45 0.068 0.500 1.08 0.80 6.0 0.3 0.2 0.0 0.2 Page 1 of 1 Printed 10/16/2017 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 CREATE DATE: 6/2/2016 REV. DATE: I.D. NO.: DESCRIPTION: YONKERS RD STORM DRAIN DESIGN COMPUTATIONS PROJ. NO.: COUNTY: WAKE DESIGNED BY: RKK-AKS REVD BY: RKK-BDB LOCATION RUNOFF PIPE DESIGN N � TIME OF ~ H`' W� � J w� � � p STRUCTURE = v� C� w � � �� Q � g CONCENTRATION Z = J i �� 11 � � Q Z a ^ Q 2 � w Y NUMBER p ui g x � (min) w � U Z J � J " �� Q � w� > Q � z �' � z �� N - w o w "' � w w Z � c� � W � m REMARKS � � �� cn�? J � ?� o� O �O o Q��a > ax J w J � v w W � �n TOP, TOP, �n z cn � w a � m � � FROM TO CA � Z O o I Q INV INV � W �> � � 12EX1 1207 1207 12EX1 3.45 2.53 23 15 15 4.9 12.4 196.32 0.00 0.036 0.012 18 C E 13.0 10.4 11.48 186.61 184.84 184.00 12EX1 1205 1205 1207 3.15 2.28 141 5 15 15 5.0 11.4 194.75 196.32 0.012 0.010 18 C E 12.2 7.9 8.11 188.20 186.64 185.01 12EX1 1224 1224 1207 0.30 0.24 12 5 5 5 7.3 1.8 193.62 196.32 0.090 15 C 9.0 8.5 3.65 190.73 189.97 188.89 12EX1 1204 1204 1205 0.44 0.20 11 5 5 5 7.3 1.4 194.72 194.75 0.380 15 S 9.0 9.8 3.65 191.73 191.07 186.89 12EX1 1206 1206 1205 1.88 1.43 279 5 7 6 6.9 g.g 197.15 194.75 0.024 0.008 18 C 13.0 10.2 3.90 194.49 193.25 186.64 12EX112EX 12EX3 1205 0.83 0.66 92 14 14 14 5.1 3.4 199.67 194.75 0.060 15 C E 9.0 10.8 6.48 194.32 193.19 187.66 12EX1 1202 1202 1206 1.88 1.42 224 5 6 6 6.9 g,g 207.79 197.15 0.047 0.008 18 C 13.0 13.2 3.90 205.61 203.89 193.25 12EX1 1101 1101 1202 0.80 0.56 175 5 5 5 7.3 4.1 218.00 207.79 0.058 0.003 15 C 9.0 11.3 3.65 215.64 214.35 204.14 12EX1 1201 1201 1202 1.08 0.86 17 6 6 7.0 6.1 214.44 207.79 0.099 0.007 15 C 9.0 11.6 8.65 206.87 205.79 204.14 12EX112EX 12EX2 1201 1.08 0.86 84 6 6 6 7.0 6.1 213.45 214.44 0.024 0.007 15 C E 9.0 8.9 5.67 209.58 207.78 205.79 Page 1 of 1 Printed 10/16/2017 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 CREATE DATE: 6/2/2016 REV. DATE: I.D. NO.: DESCRIPTION: YONKERS RD PROJ. NO.: INLET COMPUTATION SHEET COUNTY: WAKE DESIGNED BY: RKK-AKS REVD BY: RKK-BDB LOCATION ROADWAY RUNOFF INLET w Z W w�+ 2 C7 � w v � a � � H � z a �� E J� � c� � � W w � W � w w O W � O LLJ O Q ig LL LL Q Q r Q Q � O Q � (� =', !n (n � �m � � a o� �� z¢ o� c� LL � =o =} ¢= w �" ¢ ¢� REMARKS (� V� Z ~ LL � a x Q� (� � Q W Z W W Z Z U g U� U W x W � Q > � � � � H � a a � �� C7 � LL U w � cn �r� �O �O qZ � ° � Q p�� a �Q } %� �J (n � Z J (n O (n J Q � Q � U H U L.L _ � li � U H �� (n � Z� m'�i m Z � a � W V D.A. C T� I Q�.n. Qc �T �+ I(mx) Qg Q�.n.+Qc 12EX5 1221 L 100+24 21 Lt JB W/MH 194.40 0.007 0.500 0.00 0.00 0.0 2.2 0.0 2.2 12EX5 1220 L 100+24 34 Lt 2G1B 189.18 SAG 0.500 1.25 0.65 10.0 5.7 4.6 0.0 4.6 1.2 N/A N/A 12EX5 1222 L 100+37 13 Rt COR CB 194.25 0.007 0.015 0.04 0.85 5.0 5.7 0.2 0.0 0.2 2.4 0.2 0.0 1301 12EX5 1301 L 101+55 13 Lt COR CB 193.77 SAG 0.020 0.14 0.85 5.0 5.7 0.7 0.0 0.7 1.8 N/A N/A 12EX5 1223 L 100+00 13 Rt COR CB 194.44 0.006 0.020 0.17 0.85 5.0 5.7 0.8 0.0 0.8 6.2 0.8 0.0 1222 12EX5 1302 L 101+75 13 Lt COR CB 193.78 0.003 0.020 0.14 0.85 5.0 5.7 0.7 0.0 0.7 6.6 0.7 0.0 1301 Page 1 of 1 Printed 10/16/2017 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 CREATE DATE: 6/2/2016 REV. DATE: I.D. NO.: DESCRIPTION: YONKERS RD STORM DRAIN DESIGN COMPUTATIONS PROJ. NO.: COUNTY: WAKE DESIGNED BY: RKK-AKS REVD BY: RKK-BDB LOCATION RUNOFF PIPE DESIGN N � TIME OF ~ H`' W� � J w� � � p STRUCTURE = v� C� w � � �� Q � g CONCENTRATION Z = J i �� 11 � � Q Z a ^ Q 2 � w Y NUMBER p ui g x � (min) w � U Z J � J " �� Q � w� > Q � z �' � z �� N - w o w "' � w w Z � c� � W � m REMARKS � � �� cn�? J � ?� o� O �O o Q��a > ax J w J � v w W � �n TOP, TOP, �n z cn � w a � m � � FROM TO CA � Z O o I Q INV INV � W �> � � 12EX 1221 1221 12EX5 1.74 1.23 183 10 10 5.9 7.2 194.40 0.00 0.013 0.011 15 C E 8.1 7.5 8.03 188.02 186.37 183.90 12EX 1220 1220 1221 1.25 0.81 13 10 10 10 5.9 4.8 189.18 194.40 0.005 0.005 15 C 4.8 3.9 2.75 188.32 186.43 186.37 12EX 1222 1222 1221 0.21 0.18 36 5 6 6 7.1 1.3 194.25 194.40 0.099 15 C 9.0 9.6 4.27 190.55 189.98 186.37 12EX 1301 1301 1221 0.28 0.24 131 5 5 5 7.2 1.7 193.77 194.40 0.028 15 C 9.0 6.8 3.74 190.60 190.03 186.37 12EX 1223 1223 1222 0.17 0.15 37 5 5 5 7.3 1.1 194.44 194.25 0.022 15 C 9.0 5.4 3.65 191.35 190.79 189.98 12EX 1302 1302 1301 0.14 0.12 20 5 5 5 7.3 0.9 193.78 193.77 0.005 15 C 4.9 1.6 3.65 190.66 190.13 190.03 Page 1 of 1 Printed 10/16/2017 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 CREATE DATE: 6/3/2016 REV. DATE: I.D. NO.: DESCRIPTION: YONKERS RD PROJ. NO.: INLET COMPUTATION SHEET COUNTY: WAKE DESIGNED BY: RKK-AKS REVD BY: RKK-BDB LOCATION ROADWAY RUNOFF INLET w Z W w�+ 2 C7 � w v � a � � H � z a �� E J� � c� � � W w � W � w w O W � O LLJ O Q ig LL LL Q Q r Q Q � O Q � (� =', !n (n � �m � � a o� �� z¢ o� c� LL � =o =} ¢= w �" ¢ ¢� REMARKS (� V� Z ~ LL � a x Q� (� � Q W Z W W Z Z U g U� U W x W � Q > � � � � H � a a � �� C7 � LL U w � cn �r� �O �O qZ � ° � Q p�� a �Q } %� �J (n � Z J (n O (n J Q � Q � U H U L.L _ � li � U H �� (n � Z� m'�i m Z � a � W V D.A. C T� I Q�.n. Qc �T �+ I(mx) Qg Q�.n.+Qc 13EX4 1313 L 109+03 13 Lt COR CB 198.38 0.026 0.020 0.00 0.80 5.0 5.7 0.0 0.0 0.0 0.8 0.0 0.0 13EX4 1312 L 110+22 13 Lt COR CB 202.19 0.038 0.020 0.00 0.80 5.0 5.7 0.0 0.0 0.0 0.7 0.0 0.0 1313 13EX4 1314 L 109+03 13 Rt COR CB 197.86 0.026 0.020 0.37 0.80 5.0 5.7 1.7 0.4 2.0 6.7 1.3 0.7 1315 13EX4 1316 L 110+22 13 Rt COR CB 201.68 0.038 0.020 0.29 0.80 5.0 5.7 1.3 0.0 1.3 4.9 1.0 0.4 1314 13EX4 13EX3 L 110+76 111 Lt EX DI 208.60 0.043 0.500 0.16 0.90 5.0 2.1 0.3 0.0 0.3 13EX4 1315 L 108+g0 13 Rt COR CB 197.28 0.024 0.020 0.03 0.80 5.0 5.7 0.2 0.7 0.8 4.3 0.8 0.1 Page 1 of 1 Printed 10/16/2017 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 CREATE DATE: 6/3/2016 REV. DATE: I.D. NO.: DESCRIPTION: YONKERS RD STORM DRAIN DESIGN COMPUTATIONS PROJ. NO.: COUNTY: WAKE DESIGNED BY: RKK-AKS REVD BY: RKK-BDB LOCATION RUNOFF PIPE DESIGN N � TIME OF ~ H`' W� � J w� � � p STRUCTURE = v� C� w � � �� Q � g CONCENTRATION Z = J i �� 11 � � Q Z a ^ Q 2 � w Y NUMBER p ui g x � (min) w � U Z J � J " �� Q � w� > Q � z �' � z �� N - w o w "' � w w Z � c� � W � m REMARKS � � �� cn�? J � ?� o� O �O o Q��a > ax J w J � v w W � �n TOP, TOP, �n z cn � w a � m � � FROM TO CA � Z O o I Q INV INV � W �> � � 13EX 1313 1313 13EX4 0.86 0.70 17 5 8 8 6.4 4.5 198.38 0.00 0.073 18 C E 13.0 9.8 7.65 191.78 190.73 189.50 13EX 1312 1312 1313 0.46 0.38 119 5 7 7 6.7 2,g 202.19 198.38 0.019 15 C E 9.0 6.6 5.94 197.11 196.25 194.01 13EX 1314 1314 1313 0.40 0.32 26 5 7 7 6.6 2,� 197.86 198.38 0.090 15 C 9.0 10.2 4.02 194.65 193.84 191.50 13EX 1316 1316 1312 0.29 0.23 26 5 5 5 7.3 1.7 201.68 202.19 0.068 15 C 9.0 8.8 3.65 198.77 198.03 196.25 13EX 13EX 13EX3 1312 0.16 0.15 111 5 5 5 7.3 1.1 208.60 202.19 0.064 15 C E 9.0 8.0 5.21 203.95 203.39 196.25 13EX 1315 1315 1314 0.03 0.03 23 5 5 5 7.3 0.2 197.28 197.86 0.005 15 C 4.9 0.2 3.32 194.65 193.96 193.84 Page 1 of 1 Printed 10/16/2017 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 CREATE DATE: 6/9/2016 REV. DATE: I.D. NO.: DESCRIPTION: YONKERS RD PROJ. NO.: INLET COMPUTATION SHEET COUNTY: WAKE DESIGNED BY: RKK-AKS REVD BY: RKK-BDB LOCATION ROADWAY RUNOFF INLET w Z W w�+ 2 C7 � w v � a � � H � z a �� E J� � c� � � W w � W � w w O W � O LLJ O Q ig LL LL Q Q r Q Q � O Q � (� =', !n (n � �m � � a o� �� z¢ o� c� LL � =o =} ¢= w �" ¢ ¢� REMARKS (� V� Z ~ LL � a x Q� (� � Q W Z W W Z Z U g U� U W x W � Q > � � � � H � a a � �� C7 � LL U w � cn �r� �O �O qZ � ° � Q p�� a �Q } %� �J (n � Z J (n O (n J Q � Q � U H U L.L _ � li � U H �� (n � Z� m'�i m Z � a � W V D.A. C T� I Q�.n. Qc �T �+ I(mx) Qg Q�.n.+Qc 15EX2 15EX1 L 130+83 45 Lt EX DI 228.61 SAG 0.500 0.60 0.55 10.0 5.7 1.9 0.0 1.9 1.1 N/A N/A 15EX2 1509 L 130+88 26 Lt COR CB 234.72 0.020 0.029 0.29 0.85 5.0 5.7 1.4 0.0 1.4 4.7 1.2 0.2 1508 15EX2 1508 L 130+69 24 Lt COR CB 234.76 0.017 0.015 0.04 0.85 5.0 5.7 0.2 0.2 0.4 3.5 0.4 0.0 1506 15EX2 1507 L 129+59 15 Lt COR CB 234.48 SAG 0.020 0.00 0.55 5.0 5.7 0.0 0.0 0.0 0.1 N/A N/A 15EX2 1506 L 129+59 15 Rt COR CB 233.89 SAG 0.020 0.23 0.85 5.0 5.7 1.1 0.0 1.1 3.4 N/A N/A 15EX2 1505 L 128+46 13 Rt COR CB 234.91 0.018 0.021 0.24 0.85 5.0 5.7 1.1 0.0 1.1 5.4 1.0 0.1 Page 1 of 1 Printed 10/16/2017 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 CREATE DATE: 6/9/2016 REV. DATE: I.D. NO.: DESCRIPTION: YONKERS RD STORM DRAIN DESIGN COMPUTATIONS PROJ. NO.: COUNTY: WAKE DESIGNED BY: RKK-AKS REVD BY: RKK-BDB LOCATION RUNOFF PIPE DESIGN N � TIME OF ~ H`' W� � J w� � � p STRUCTURE = v� C� w � � �� Q � g CONCENTRATION Z = J i �� 11 � � Q Z a ^ Q 2 � w Y NUMBER p ui g x � (min) w � U Z J � J " �� Q � w� > Q � z �' � z �� N - w o w "' � w w Z � c� � W � m REMARKS � � �� cn�? J � ?� o� O �O o Q��a > ax J w J � v w W � �n TOP, TOP, �n z cn � w a � m � � FROM TO CA � Z O o I Q INV INV � W �> � � 15EX 15EX1 15EX1 15EX2 1.40 1.01 149 10 10 10 5.9 5.9 22$•61 0.00 0.043 0.007 15 C E 9.0 11.2 4.80 225.22 223.81 217.45 15EX 1509 1509 15EX1 0.80 0.68 19 5 8 8 6.5 4.4 234.72 228.61 0.289 0.016 15 S 9.0 12.4 5.27 230.64 229.45 223.81 15EX 1508 1508 1509 0.51 0.43 19 5 8 8 6.6 2.g 234.76 234.72 0.005 15 C 4.9 2.4 5.22 230.66 229.54 229.45 15EX 1507 1507 1508 0.47 0.40 110 5 7 7 6.9 2.7 234.48 234.76 0.005 15 C 4.9 4.1 4.38 230.94 230.10 229.54 15EX 1506 1506 1507 0.47 0.40 29 5 7 7 6.9 2.7 233.89 234.48 0.005 15 C 4.9 3.1 3.65 231.16 230.24 230.10 15EX 1505 1505 1506 0.24 0.20 113 5 5 5 7.3 1.5 234.91 233.89 0.007 15 C 5.7 3.9 3.91 231.67 Box lowered for underdrain tie-in 231.00 230.24 Page 1 of 1 Printed 10/16/2017 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 CREATE DATE: 6/30/2016 REV. DATE: I.D. NO.: DESCRIPTION: YONKERS RD PROJ. NO.: INLET COMPUTATION SHEET COUNTY: WAKE DESIGNED BY: RKK-AKS REVD BY: RKK-BDB LOCATION ROADWAY RUNOFF INLET w Z W w�+ 2 C7 � w v � a � � H � z a �� E J� � c� � � W w � W � w w O W � O LLJ O Q ig LL LL Q Q r Q Q � O Q � (� =', !n (n � �m � � a o� �� z¢ o� c� LL � =o =} ¢= w �" ¢ ¢� REMARKS (� V� Z ~ LL � a x Q� (� � Q W Z W W Z Z U g U� U W x W � Q > � � � � H � a a � �� C7 � LL U w � cn �r� �O �O qZ � ° � Q p�� a �Q } %� �J (n � Z J (n O (n J Q � Q � U H U L.L _ � li � U H �� (n � Z� m'�i m Z � a � W V D.A. C T� I Q�.n. Qc �T �+ I(mx) Qg Q�.n.+Qc 415 0402 L 15+75 17 Rt JB w/MH 2O0.90 0.007 0.035 0.00 0.00 0.0 0.3 0.0 0.3 415 0401 L 17+30 13 Rt COR CB 201.35 0.010 0.020 0.12 0.85 5.0 5.7 0.6 0.0 0.6 4.5 0.6 0.0 MAX SPREAD 5' Page 1 of 1 Printed 10/16/2017 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 CREATE DATE: 6/30/2016 REV. DATE: I.D. NO.: DESCRIPTION: YONKERS RD STORM DRAIN DESIGN COMPUTATIONS PROJ. NO.: COUNTY: WAKE DESIGNED BY: RKK-AKS REVD BY: RKK-BDB LOCATION RUNOFF PIPE DESIGN N � TIME OF ~ H`' W� � J w� � � p STRUCTURE = v� C� w � � �� Q � g CONCENTRATION Z = J i �� 11 � � Q Z a ^ Q 2 � w Y NUMBER p ui g x � (min) w � U Z J � J " �� Q � w� > Q � z �' � z �� N — w o w "' � w w Z � c� � W � m REMARKS � � �� cn�? J � ?� o� O �O o Q��a > ax J w J � v w W � �n TOP, TOP, �n z cn � w a � m � � FROM TO CA � Z O o I Q INV INV � W �> � � 415 402 0402 0415 0.12 0.10 26 9 5 7.3 0.7 200.90 0.00 0.005 15 C 4.9 2.9 3.77 197.55 197.13 197.00 415 401 0401 0402 0.12 0.10 154 5 5 5 7.3 0.7 201.35 200.90 0.004 15 C 4.2 2.0 3.65 198.16 197.70 197.13 Page 1 of 1 Printed 10/16/2017 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 CREATE DATE: 5/18/2016 REV. DATE: I.D. NO.: DESCRIPTION: YONKERS PROJ. NO.: INLET COMPUTATION SHEET COUNTY: WAKE DESIGNED BY: RKK-AKS REVD BY: RKK-BDB LOCATION ROADWAY RUNOFF INLET w Z W w�+ 2 C7 � w v � a � � H � z a �� E J� � c� � � W w � W � w w O W � O LLJ O Q ig LL LL Q Q r Q Q � O Q � (� =', !n (n � �m � � a o� �� z¢ o� c� LL � =o =} ¢= w �" ¢ ¢� REMARKS (� V� Z ~ LL � a x Q� (� � Q W Z W W Z Z U g U� U W x W � Q > � � � � H � a a � �� C7 � LL U w � cn �r� �O �O qZ � ° � Q p�� a �Q } %� �J (n � Z J (n O (n J Q � Q � U H U L.L _ � li � U H �� (n � Z� m'�i m Z � a � W V D.A. C T� I Q�.n. Qc �T �+ I(mx) Qg Q�.n.+Qc 708 0707 L 46+06 34 Lt JB W/ MH 212.38 0.029 0.500 0.00 0.00 0.0 3.6 0.0 3.6 708 0705 L 45+80 20 Lt COR CB 215.35 0.030 0.040 0.18 0.85 5.0 5.7 0.9 0.0 0.9 2.6 0.8 0.1 704 708 0706 L 46+00 47 Lt HW 215.00 0.030 0.500 51.77 0.55 27.0 0.1 3.6 0.0 3.6 708 0704 L 44+49 21 Lt �,^p,=�e��,•� �, 213.01 SAG 0.040 0.33 0.85 5.0 5.7 1.6 0.1 1 J 4.5 N/A N/A 708 0703 L 43+04 13 Lt COR CB 215.94 0.020 0.025 0.00 0.85 5.0 5.7 0.0 0.0 0.0 0.8 0.0 0.0 704 708 0702 L 43+04 13 Rt COR CB 215.55 0.020 0.015 0.09 0.85 5.0 5.7 0.4 0.0 0.4 3.5 0.4 0.0 704 708 0701 L 40+55 13 Rt COR CB 219.54 0.014 0.020 0.12 0.85 5.0 5.7 0.6 0.0 0.6 4.1 0.6 0.0 Page 1 of 1 Printed 10/16/2017 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 CREATE DATE: 5/18/2016 REV. DATE: I.D. NO.: DESCRIPTION: YONKERS STORM DRAIN DESIGN COMPUTATIONS PROJ. NO.: COUNTY: WAKE DESIGNED BY: RKK-AKS REVD BY: RKK-BDB LOCATION RUNOFF PIPE DESIGN N � TIME OF ~ H`' W� � J w� � � p STRUCTURE = v� C� w � � �� Q � g CONCENTRATION Z = J i �� 11 � � Q Z a ^ Q 2 � w Y NUMBER p ui g x � (min) w � U Z J � J " �� Q � w� > Q � z �' � z �� N - w o w "' � w w Z � c� � W � m REMARKS � � �� cn�? J � ?� o� O �O o Q��a > ax J w J � v w W � �n TOP, TOP, �n z cn � w a � m � � FROM TO CA � Z O o I Q INV INV � W �> � � 708 707 0707 0708 0.73 0.62 99 16 16 217.2 135.2 212.38 0.00 0.022 0.015 42 C E #90# 17.0 11.83 205.81 SEE PIPE DATA SHEET 200.54 198.33 708 705 0705 0707 0.73 0.62 28 5 16 16 4.8 3.0 215.35 212.38 0.117 0.007 15 S 9.0 8.1 9.23 206.97 206.12 202.79 708 706 0706 0707 15 27 132.2 215.00 212.38 0.021 0.004 54 C 160.0 8.3 15.15 206.94 BURIED 1.0' 199.85 199.54 708 704 0704 0705 0.55 0.47 126 5 15 15 4.9 2.3 213.01 215.35 0.005 15 C 4.9 4.0 6.26 207.44 BOXES LOWERED TO GO 206.75 206.12 UNDER BIORETENTION CELLS 708 703 0703 0704 0.22 0.19 142 5 12 11 5.6 1.0 215.94 213.01 0.016 15 C 8.9 4.9 6.88 209.56 209.06 206.75 708 702 0702 0703 0.22 0.18 26 5 11 11 5.6 1.0 215.55 215.94 0.099 15 C 9.0 8.9 3.92 212.15 211.63 209.06 708 701 0701 0702 0.12 0.11 243 5 5 5 7.3 0.8 219.54 215.55 0.018 15 C 9.0 4.6 3.65 216.36 215.89 211.63 Page 1 of 1 Printed 10/16/2017 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 CREATE DATE: 5/20/2016 REV. DATE: I.D. NO.: DESCRIPTION: YONKERS RD. PROJ. NO.: INLET COMPUTATION SHEET COUNTY: WAKE DESIGNED BY: RKK-AKS REVD BY: RKK-BDB LOCATION ROADWAY RUNOFF INLET w Z W w�+ 2 C7 � w v � a � � H � z a �� E J� � c� � � W w � W � w w O W � O LLJ O Q ig LL LL Q Q r Q Q � O Q � (� =', !n (n � �m � � a o� �� z¢ o� c� LL � =o =} ¢= w �" ¢ ¢� REMARKS (� V� Z ~ LL � a x Q� (� � Q W Z W W Z Z U g U� U W x W � Q > � � � � H � a a � �� C7 � LL U w � cn �r� �O �O qZ � ° � Q p�� a �Q } %� �J (n � Z J (n O (n J Q � Q � U H U L.L _ � li � U H �� (n � Z� m'�i m Z � a � W V D.A. C T� I Q�.n. Qc �T �+ I(mx) Qg Q�.n.+Qc 712 0711 L 46+96 48 Rt JB W/MH 213.25 0.010 0.500 0.00 0.00 0.0 0.6 0.0 0.6 712 07EX6 L 47+75 62 Rt EX CB 217.80 0.003 0.500 0.19 0.85 5.0 3.9 0.6 0.0 0.6 712 07EX5 L 2 48+11 51 Lt EX CB 217.92 0.003 0.500 0.33 0.85 5.0 2.3 0.6 0.0 0.6 712 07EX2 L 2 48+54 80 Lt EX CB 216.76 0.005 0.500 7.52 0.70 30.0 0.1 0.6 0.0 0.6 712 0710 L 2 49+25 42 Lt JB W/MH 216.59 0.011 0.500 0.00 0.00 0.0 1.6 0.0 1.6 712 07EX4 L 2 48+g5 83 Lt EX OEP 221.00 0.004 0.500 0.15 0.55 5.0 7.8 0.6 0.0 0.6 712 0709 L 49+25 24 Lt COR CB 215.17 SAG 0.032 0.69 0.60 5.0 5.7 2.3 0.0 2.3 5.0 N/A N/A MAX SPREAD 5' (WHEN BIOCELL FULL) 712 0806 L 2 51+00 32 Lt 2G1B 216.55 SAG 0.500 0.40 0.50 5.0 5.7 1.1 0.0 1.1 0.5 N/A N/A Page 1 of 1 Printed 10/16/2017 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 CREATE DATE: 5/20/2016 REV. DATE: I.D. NO.: DESCRIPTION: YONKERS RD. STORM DRAIN DESIGN COMPUTATIONS PROJ. NO.: COUNTY: WAKE DESIGNED BY: RKK-AKS REVD BY: RKK-BDB LOCATION RUNOFF PIPE DESIGN N � TIME OF ~ H`' W� � J w� � � p STRUCTURE = v� C� w � � �� Q � g CONCENTRATION Z = J i �� 11 � � Q Z a ^ Q 2 � w Y NUMBER p ui g x � (min) w � U Z J � J " �� Q � w� > Q � z �' � z �� N - w o w "' � w w Z � c� � W � m REMARKS � � �� cn�? J � ?� o� O �O o Q��a > ax J w J � v w W � �n TOP, TOP, �n z cn � w a � m � � FROM TO CA � Z O o I Q INV INV � W �> � � 712 711 0711 0712 9.28 6.41 15 31 31 3.6 22.g 213.25 0.00 0.005 36 C 51.1 6.8 10.42 204.60 202.84 202.76 712 07EX 07EX6 0711 9.28 6.41 81 5 31 31 3.6 22,g 217.80 213.25 0.005 36 C E 50.0 6.9 9.65 210.10 208.15 207.76 712 07EX 07EX5 07EX6 9.09 6.24 119 5 30 30 3.6 22.4 217.92 217.80 0.020 36 C E 64.0 11.1 7.40 212.30 210.52 208.15 712 07EX 07EX2 07EX5 8.76 5.96 52 30 30 30 3.6 21.5 216.76 2��.92 0.004 30 C E 29.5 6.2 5.88 213.12 210.88 210.65 712 710 0710 07EX2 1.09 0.61 80 7 7 6.6 4.1 216.59 216.76 0.003 18 C 6.0 2.3 5.49 213.28 Box lowered for underdrain tie-in 211.10 210.88 712 07EX 07EX4 07EX2 0.15 0.08 31 5 5 5 7.3 0.6 221.00 216.76 0.127 15 *C* E 9.0 8.5 4.96 216.45 216.04 212.14 712 709 0709 0710 0.69 0.41 17 5 5 5 7.3 3.0 215.17 216.59 0.029 15 C 9.0 2.5 3.32 213.41 211.85 211.35 712 806 0806 0710 0.40 0.20 171 5 5 5 7.3 1.5 216.55 216.59 0.014 15 C 8.4 5.1 2.75 214.47 213.80 211.35 Page 1 of 1 Printed 10/16/2017 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 CREATE DATE: 5/23/2016 REV. DATE: I.D. NO.: DESCRIPTION: YONKERS RD. PROJ. NO.: INLET COMPUTATION SHEET COUNTY: WAKE DESIGNED BY: RKK-AKS REVD BY: RKK-BDB LOCATION ROADWAY RUNOFF INLET w Z W w�+ 2 C7 � w v � a � � H � z a �� E J� � c� � � W w � W � w w O W � O LLJ O Q ig LL LL Q Q r Q Q � O Q � (� =', !n (n � �m � � a o� �� z¢ o� c� LL � =o =} ¢= w �" ¢ ¢� REMARKS (� V� Z ~ LL � a x Q� (� � Q W Z W W Z Z U g U� U W x W � Q > � � � � H � a a � �� C7 � LL U w � cn �r� �O �O qZ � ° � Q p�� a �Q } %� �J (n � Z J (n O (n J Q � Q � U H U L.L _ � li � U H �� (n � Z� m'�i m Z � a � W V D.A. C T� I Q�.n. Qc �T �+ I(mx) Qg Q�.n.+Qc 804 0803 L 2 57+30 13 Rt COR CB 216.43 0.003 0.020 0.16 0.85 5.0 5.7 0.8 0.0 0.8 7.2 0.8 0.0 802 SPREAD LESS THAN 7.5' 804 0802 L 2 56+90 13 Rt COR CB 216.39 SAG 0.020 0.19 0.85 5.0 5.7 0.9 0.0 0.9 2.4 N/A N/A 804 0805 L 58+50 13 Rt COR CB 217.03 0.007 0.020 0.18 0.85 5.0 5.7 0.9 0.0 0.9 6.1 0.9 0.0 803 804 0801 L 2 54+77 13 Rt COR CB 217.27 0.011 0.040 0.13 0.85 5.0 5.7 0.7 0.0 0.7 3.0 0.7 0.0 804 0808 L 56+g0 13 Lt CB 217.24 SAG 0.020 0.00 0.90 5.0 5.7 0.0 0.0 0.0 0.2 N/A N/A 804 0812 L 53+45 13 Rt CB 219.09 0.013 0.024 0.15 0.85 5.0 5.7 0.7 0.0 0.7 4.2 0.7 0.0 801 804 0807 L 56+gg 20 Lt COLLAR 227.93 0.003 0.500 0.00 0.00 0.0 0.1 0.0 0.1 804 0811 L 53+45 13 Lt COR CB 219.70 0.003 0.024 0.00 0.90 5.0 5.7 0.0 0.0 0.0 1.1 0.0 0.0 801 804 08EX1 L 56+gg 32 Lt EX OEP 240.00 0.003 0.500 0.65 0.90 5.0 0.1 0.1 0.0 0.1 804 08EX2 L 53+45 27 Lt EX JB 227.28 0.003 0.500 10.51 0.70 29.0 0.3 2.1 0.0 2.1 Page 1 of 1 Printed 10/16/2017 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 CREATE DATE: 5/23/2016 REV. DATE: I.D. NO.: DESCRIPTION: YONKERS RD. STORM DRAIN DESIGN COMPUTATIONS PROJ. NO.: COUNTY: WAKE DESIGNED BY: RKK-AKS REVD BY: RKK-BDB LOCATION RUNOFF PIPE DESIGN N � TIME OF ~ H`' W� � J w� � � p STRUCTURE = v� C� w � � �� Q � g CONCENTRATION Z = J i �� 11 � � Q Z a ^ Q 2 � w Y NUMBER p ui g x � (min) w � U Z J � J " �� Q � w� > Q � z �' � z �� N - w o w "' � w w Z � c� � W � m REMARKS � � �� cn�? J � ?� o� O �O o Q��a > ax J w J � v w W � �n TOP, TOP, �n z cn � w a � m � � FROM TO CA � Z O o I Q INV INV � W �> � � 804 803 0803 0804 11.97 8.63 376 5 31 31 3.6 30.8 216.43 0.00 0.020 36 C 64.0 12.5 8.07 210.67 208.36 201.03 804 802 0802 0803 11.62 8.34 40 5 31 31 3.6 2g.g 216.39 216.43 0.055 36 C 64.0 13.9 5.83 212.48 210.56 208.36 804 805 0805 0803 0.18 0.15 120 5 5 5 7.3 1.1 217.03 216.43 0.027 15 C 9.0 6.0 3.65 213.95 213.38 210.11 804 801 0801 0802 10.79 7.60 212 5 30 30 3.6 27.6 217.27 216.39 0.005 36 C 51.1 7.4 5.65 213.38 211.62 210.56 804 808 0808 0802 0.65 0.58 26 5 5 5 7.3 4.2 217.24 216.39 0.049 0.004 15 C 9.0 9.4 3.65 214.50 213.59 212.31 804 812 0812 0801 10.66 7.48 130 5 29 29 3.7 27.5 219.09 2��•2� 0.011 36 C 64.0 9.5 6.07 215.20 213.02 211.62 804 807 0807 0808 0.65 0.58 8 5 5 7.3 4.2 22�'93 217.24 1.025 0.048 12 S 6.0 22.1 6.27 222.60 EXISTING 12" 221.66 213.84 804 811 0811 0812 10.51 7.35 26 5 29 29 3.7 27.1 219.70 219.09 0.005 0.004 30 C 31.4 7.3 6.05 215.44 213.65 213.52 804 08EX1 08EX1 0807 0.65 0.58 12 5 5 5 7.3 4.2 240.00 22�.93 1.042 0.048 12 S 6.0 25.7 5.98 235.82 EXISTING 12" 234.02 221.66 804 08EX 08EX2 0811 10.51 7.35 14 29 29 29 3.7 27.1 22�'2$ 219.70 0.100 0.004 30 C 43.0 13.1 12.25 217.93 215.03 213.65 Page 1 of 1 Printed 10/16/2017 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 CREATE DATE: 5/24/2016 REV. DATE: I.D. NO.: DESCRIPTION: YONKERS RD PROJ. NO.: INLET COMPUTATION SHEET COUNTY: WAKE DESIGNED BY: RKK-AKS REVD BY: RKK-BDB LOCATION ROADWAY RUNOFF INLET w Z W w�+ 2 C7 � w v � a � � H � z a �� E J� � c� � � W w � W � w w O W � O LLJ O Q ig LL LL Q Q r Q Q � O Q � (� =', !n (n � �m � � a o� �� z¢ o� c� LL � =o =} ¢= w �" ¢ ¢� REMARKS (� V� Z ~ LL � a x Q� (� � Q W Z W W Z Z U g U� U W x W � Q > � � � � H � a a � �� C7 � LL U w � cn �r� �O �O qZ � ° � Q p�� a �Q } %� �J (n � Z J (n O (n J Q � Q � U H U L.L _ � li � U H �� (n � Z� m'�i m Z � a � W V D.A. C T� I Q�.n. Qc �T �+ I(mx) Qg Q�.n.+Qc 908 0917 L 63+60 48 Rt JB w/MH 2O8.62 0.008 0.500 0.00 0.00 0.0 0.1 0.0 0.1 908 0905 L 2 63+65 16 Rt JB w/MH 217.41 0.008 0.020 0.00 0.00 0.0 0.5 0.0 0.5 908 09EX5 L 2 61+2g 281 Lt EX DI 220.92 0.002 0.500 19.37 0.50 30.0 0.1 0.6 0.0 0.6 908 0903 L 2 63+g7 27 Lt JB w/MH 214.07 0.008 0.500 0.00 0.00 0.0 0.6 0.0 0.6 908 0906 L 2 65+25 15 Rt COR CB 215.31 0.008 0.020 0.03 0.85 5.0 5.7 0.2 0.0 0.2 1.9 0.2 0.0 WATER IN BIO CELL ROUTED TO INSURE 908 0902 L 2 61+73 21 Lt JB W/MH 218.41 0.003 0.500 0.00 0.00 0.0 0.6 0.0 0.6 NO EXTRA SPREAD TO BOX 0906, SEE CALCS 908 0904 L 2 64+15 32 Lt 2G1B 210.50 SAG 0.500 1.25 0.75 5.0 5.7 5.3 0.0 5.3 1.3 N/A N/A 908 09EX1 L 2 64+44 167 Lt EX DI 219.82 0.008 0.500 2.97 0.70 29.0 0.3 0.6 0.0 0.6 908 0901 L 2 61+50 13 Rt COR CB 217.63 0.003 0.030 0.11 0.80 5.0 5.7 0.5 0.0 0.5 4.4 0.5 0.0 908 09EX2 L 2 61+72 39 Lt EX(2)OEP 225.00 0.003 0.010 0.83 0.90 5.0 0.9 0.6 0.0 0.6 Page 1 of 1 Printed 10/16/2017 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 CREATE DATE: 5/24/2016 REV. DATE: I.D. NO.: DESCRIPTION: YONKERS RD STORM DRAIN DESIGN COMPUTATIONS PROJ. NO.: COUNTY: WAKE DESIGNED BY: RKK-AKS REVD BY: RKK-BDB LOCATION RUNOFF PIPE DESIGN N � TIME OF ~ H`' W� � J w� � � p STRUCTURE = v� C� w � � �� Q � g CONCENTRATION Z = J i �� 11 � � Q Z a ^ Q 2 � w Y NUMBER p ui g x � (min) w � U Z J � J " �� Q � w� > Q � z �' � z �� N - w o w "' � w w Z � c� � W � m REMARKS � � �� cn�? J � ?� o� O �O o Q��a > ax J w J � v w W � �n TOP, TOP, �n z cn � w a � m � � FROM TO CA � Z O o I Q INV INV � W �> � � 908 917 0917 0908 24.56 13.57 5 31 31 3.6 48.3 208.62 0.00 0.050 0.004 36 C 64.0 10.6 11.87 199.58 196.75 196.50 908 905 0905 0917 5.20 3.88 33 30 30 3.6 14.1 217.41 208.62 0.099 0.003 24 C 25.0 15.0 11.91 207.06 205.50 202.21 908 09EX 09EX5 0917 19.37 9.68 411 30 30 30 3.6 34.9 220.92 208.62 0.031 0.006 30 C E 43.0 15.5 6.90 217.69 214.02 201.10 908 903 0903 0905 5.16 3.85 53 30 30 3.6 14.0 214.07 217.41 0.008 0.003 24 C 21.7 7.2 8.15 207.57 205.92 205.50 908 906 0906 0905 0.03 0.03 160 5 5 5 7.3 0.2 215.31 217.41 0.034 15 C 9.0 3.9 3.65 211.91 elevation lowered to travel below 211.66 206.25 bioretention cell stone 908 902 0902 0903 0.94 0.84 226 6 6 6.9 5.8 218.41 214.07 0.031 18 C E 13.0 9.9 4.88 214.82 213.53 206.42 908 904 0904 0903 1.25 0.94 19 5 5 5 7.3 6.9 210.50 214.07 0.010 0.010 15 C #6.9# 6.4 3.65 208.92 206.85 206.67 908 09EX1 09EX1 0903 2.97 2.08 147 29 29 29 3.7 7.7 219.82 214.07 0.064 0.005 18 C E 13.0 13.7 3.90 217.68 215.92 206.42 908 901 0901 0902 0.11 0.09 41 5 5 5 7.3 0.6 217.63 218.41 0.005 15 C 4.9 0.6 3.65 214.83 213.98 213.78 908 09EX 09EX2 0902 0.83 0.75 18 5 5 5 7.3 5.5 225.00 218.41 0.500 0.080 12 S E 6.0 19.7 2.16 223.99 222.84 214.03 Page 1 of 1 Printed 10/16/2017 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 CREATE DATE: 6/1/2016 REV. DATE: I.D. NO.: DESCRIPTION: YONKERS PROJ. NO.: INLET COMPUTATION SHEET COUNTY: WAKE DESIGNED BY: RKK-AKS REVD BY: RKK-BDB LOCATION ROADWAY RUNOFF INLET w Z W w�+ 2 C7 � w v � a � � H � z a �� E J� � c� � � W w � W � w w O W � O LLJ O Q ig LL LL Q Q r Q Q � O Q � (� =', !n (n � �m � � a o� �� z¢ o� c� LL � =o =} ¢= w �" ¢ ¢� REMARKS (� V� Z ~ LL � a x Q� (� � Q W Z W W Z Z U g U� U W x W � Q > � � � � H � a a � �� C7 � LL U w � cn �r� �O �O qZ � ° � Q p�� a �Q } %� �J (n � Z J (n O (n J Q � Q � U H U L.L _ � li � U H �� (n � Z� m'�i m Z � a � W V D.A. C T� I Q�.n. Qc �T �+ I(mx) Qg Q�.n.+Qc 1212 1213 L 97+50 49 Rt JB w/MH 198.67 0.003 0.500 0.00 0.00 0.0 5.5 0.0 5.5 1212 1216 L 97+50 13 Rt COR CB 194.86 0.003 0.020 0.08 0.80 5.0 5.7 0.4 0.0 0.4 4.9 0.4 0.0 1215 SPREAD LESS THAN 7.5' 1212 1219 L 96+2g 45 Rt JB W/MH 195.75 0.008 0.500 0.00 0.00 0.0 0.0 0.0 0.0 1212 1215 L 96+7g 13 Rt COR CB 194.55 0.006 0.020 0.07 0.80 5.0 5.7 0.3 0.0 0.3 3.7 0.3 0.0 1218 1212 1218 L 96+29 32 Rt oRivewnvoi 194.27 0.008 0.020 0.48 0.80 5.0 5.7 2.2 0.0 2.2 9.9 2.2 0.0 1210 DRIVEWAY DI, SPREAD OK 1212 12EX4 L 95+56 43 Rt EX OEP 195.00 0.007 0.500 3.41 0.65 18.0 0.1 0.2 0.0 0.2 1212 1210 L 95+16 13 Rt COR CB 193.81 SAG 0.020 0.13 0.85 5.0 5.7 0.6 0.0 0.6 1.6 N/A N/A 1212 1211 L 94+36 13 Rt COR CB 194.64 0.017 0.020 0.06 0.85 5.0 5.7 0.3 0.0 0.3 2.0 0.3 0.0 1210 1212 1209 L 92+g5 13 Rt COR CB 198.90 0.040 0.020 0.10 0.75 5.0 5.7 0.4 0.0 0.4 2.0 0.4 0.0 1208 1212 1203 L 91+12 13 Rt COR CB 208.13 0.067 0.020 0.51 0.85 5.0 5.7 2.5 0.0 2.5 5.9 1.2 1.2 1208 Page 1 of 1 Printed 10/16/2017 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 CREATE DATE: 6/1/2016 REV. DATE: I.D. NO.: DESCRIPTION: YONKERS STORM DRAIN DESIGN COMPUTATIONS PROJ. NO.: COUNTY: WAKE DESIGNED BY: RKK-AKS REVD BY: RKK-BDB LOCATION RUNOFF PIPE DESIGN N � TIME OF ~ H`' W� � J w� � � p STRUCTURE = v� C� w � � �� Q � g CONCENTRATION Z = J i �� 11 � � Q Z a ^ Q 2 � w Y NUMBER p ui g x � (min) w � U Z J � J " �� Q � w� > Q � z �' � z �� N - w o w "' � w w Z � c� � W � m REMARKS � � �� cn�? J � ?� o� O �O o Q��a > ax J w J � v w W � �n TOP, TOP, �n z cn � w a � m � � FROM TO CA � Z O o I Q INV INV � W �> � � 1212 1213 1213 1212 1.42 1.17 65 9 9 16.7 19.5 198.67 0.00 0.014 36 C E 64.0 9.1 11.62 188.74 187.04 186.12 1212 1216 1216 1213 0.95 0.79 36 5 9 9 6.3 5.0 194.86 198.67 0.006 0.005 15 C 5.5 5.2 5.87 190.22 188.99 188.77 1212 1219 1219 1213 0.48 0.38 121 5 5 39.4 15.0 195.75 198.67 0.014 36 C E 64.0 9.0 6.97 190.22 188.78 187.05 1212 1215 1215 1216 0.87 0.72 72 5 8 8 6.4 4.6 194.55 194.86 0.005 0.004 15 C 4.9 3.8 5.20 190.48 189.35 188.99 1212 1218 1218 1219 0.48 0.38 14 5 5 5 7.3 2.g 194.27 195.75 0.035 15 C 9.0 7.0 3.25 192.01 191.02 190.53 121212EX 12EX4 1219 73 18 12.2 195.00 195.75 0.014 36 C E 64.0 8.2 5.18 191.36 189.82 188.78 1212 1210 1210 1215 0.79 0.66 162 5 7 7 6.6 4.4 193.81 194.55 0.005 0.004 15 C 4.9 3.8 3.65 191.11 190.16 189.35 1212 1211 1211 1210 0.67 0.56 80 5 7 7 6.7 3.8 194.64 193.81 0.010 15 C 7.1 5.8 3.65 191.79 190.99 190.16 1212 1209 1209 1211 0.61 0.51 151 5 6 6 7.0 3.5 198.90 194.64 0.028 15 C 9.0 8.4 3.65 196.04 195.25 190.99 1212 1203 1203 1209 0.51 0.43 173 5 5 5 7.3 3.2 208.13 198.90 0.053 15 C 9.0 10.2 3.65 205.56 204.48 195.25 Page 1 of 1 Printed 10/16/2017 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 CREATE DATE: 6/2/2016 REV. DATE: I.D. NO.: DESCRIPTION: YONKERS RD PROJ. NO.: INLET COMPUTATION SHEET COUNTY: WAKE DESIGNED BY: RKK-AKS REVD BY: RKK-BDB LOCATION ROADWAY RUNOFF INLET w Z W w�+ 2 C7 � w v � a � � H � z a �� E J� � c� � � W w � W � w w O W � O LLJ O Q ig LL LL Q Q r Q Q � O Q � (� =', !n (n � �m � � a o� �� z¢ o� c� LL � =o =} ¢= w �" ¢ ¢� REMARKS (� V� Z ~ LL � a x Q� (� � Q W Z W W Z Z U g U� U W x W � Q > � � � � H � a a � �� C7 � LL U w � cn �r� �O �O qZ � ° � Q p�� a �Q } %� �J (n � Z J (n O (n J Q � Q � U H U L.L _ � li � U H �� (n � Z� m'�i m Z � a � W V D.A. C T� I Q�.n. Qc �T �+ I(mx) Qg Q�.n.+Qc 1217 1208 L 93+95 32 Rt �RivEwnvoi 195.50 0.023 0.020 1.73 0.80 5.0 5.7 7.9 1.2 9.1 23.4 9.1 0.0 1211 DRIVEWAY DI, SPREAD OKAY Page 1 of 1 Printed 10/16/2017 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 CREATE DATE: 6/2/2016 REV. DATE: I.D. NO.: DESCRIPTION: YONKERS RD STORM DRAIN DESIGN COMPUTATIONS PROJ. NO.: COUNTY: WAKE DESIGNED BY: RKK-AKS REVD BY: RKK-BDB LOCATION RUNOFF PIPE DESIGN N � TIME OF ~ H`' W� � J w� � � p STRUCTURE = v� C� w � � �� Q � g CONCENTRATION Z = J i �� 11 � � Q Z a ^ Q 2 � w Y NUMBER p ui g x � (min) w � U Z J � J " �� Q � w� > Q � z �' � z �� N — w o w "' � w w Z � c� � W � m REMARKS � � �� cn�? J � ?� o� O �O o Q��a > ax J w J � v w W � �n TOP, TOP, �n z cn � w a � m � � FROM TO CA � Z O o I Q INV INV � W �> � � 1217 1208 1208 1217 1.73 1.39 19 5 5 5 7.3 10.1 195.50 0.00 0.011 0.008 18 C 12.0 7.3 3.50 194.30 192.00 191.79 Page 1 of 1 Printed 10/16/2017 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 CREATE DATE: 6/2/2016 REV. DATE: I.D. NO.: DESCRIPTION: YONKERS RD PROJ. NO.: INLET COMPUTATION SHEET COUNTY: WAKE DESIGNED BY: AKS REVD BY: LOCATION ROADWAY RUNOFF INLET w Z W w�+ 2 C7 � w v � a � � H � z a �� E J� � c� � � W w � W � w w O W � O LLJ O Q ig LL LL Q Q r Q Q � O Q � (� =', !n (n � �m � � a o� �� z¢ o� c� LL � =o =} ¢= w �" ¢ ¢� REMARKS (� V� Z ~ LL � a x Q� (� � Q W Z W W Z Z U g U� U W x W � Q > � � � � H � a a � �� C7 � LL U w � cn �r� �O �O qZ � ° � Q p�� a �Q } %� �J (n � Z J (n O (n J Q � Q � U H U L.L _ � li � U H �� (n � Z� m'�i m Z � a � W V D.A. C T� I Q�.n. Qc �T �+ I(mx) Qg Q�.n.+Qc 1305 1304 L 103+00 13 Rt COR CB 194.91 0.008 0.020 0.00 0.85 5.0 5.7 0.0 0.0 0.0 1.0 0.0 0.0 1305 1303 L 103+10 13 Lt COR CB 194.46 0.008 0.020 0.09 0.85 5.0 5.7 0.4 0.0 0.4 4.1 0.4 0.0 1302 1305 1311 L 105+50 13 Lt COR CB 194.61 0.007 0.020 0.11 0.85 5.0 5.7 0.5 0.0 0.5 4.7 0.5 0.0 1310 1305 1310 L 106+12 13 Lt COR CB 194.31 SAG 0.020 0.24 0.75 5.0 5.7 1.0 0.0 1.0 3.0 N/A N/A 1305 1309 L 106+g6 13 Lt COR CB 195.01 0.006 0.020 0.00 0.80 5.0 5.7 0.0 0.0 0.0 1.0 0.0 0.0 1305 1308 L 106+g6 13 Rt COR CB 194.49 0.006 0.020 0.29 0.70 5.0 5.7 1.2 0.0 1.2 7.3 1.1 0.0 MAX SPREAD 7.5' Page 1 of 1 Printed 10/16/2017 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 CREATE DATE: 6/2/2016 REV. DATE: I.D. NO.: DESCRIPTION: YONKERS RD STORM DRAIN DESIGN COMPUTATIONS PROJ. NO.: COUNTY: WAKE DESIGNED BY: AKS REVD BY: LOCATION RUNOFF PIPE DESIGN N � TIME OF ~ H`' W� � J w� � � p STRUCTURE = v� C� w � � �� Q � g CONCENTRATION Z = J i �� 11 � � Q Z a ^ Q 2 � w Y NUMBER p ui g x � (min) w � U Z J � J " �� Q � w� > Q � z �' � z �� N - w o w "' � w w Z � c� � W � m REMARKS � � �� cn�? J � ?� o� O �O o Q��a > ax J w J � v w W � �n TOP, TOP, �n z cn � w a � m � � FROM TO CA � Z O o I Q INV INV � W �> � � 1305 1304 1304 1305 0.74 0.56 45 5 9 8 6.3 3.5 194.91 0.00 0.090 15 C 9.0 12.2 6.27 189.40 188.64 184.64 1305 1303 1303 1304 0.74 0.56 28 5 8 8 6.3 3.5 194.46 194.91 0.005 15 C 4.9 4.5 5.68 189.75 188.78 188.64 1305 1311 1311 1303 0.65 0.48 240 5 7 7 6.7 3.2 194.61 194.46 0.005 15 C 4.9 3.2 4.64 190.75 189.98 188.78 1305 1310 1310 1311 0.54 0.39 62 5 7 7 6.9 2.7 194.31 194.61 0.005 15 C 4.9 4.1 4.02 190.99 190.28 189.98 1305 1309 1309 1310 0.29 0.21 84 5 5 5 7.3 1.5 195.01 194.31 0.005 15 C 4.9 3.5 4.30 191.32 190.71 190.28 1305 1308 1308 1309 0.29 0.21 26 5 5 5 7.3 1.5 194.49 195.01 0.005 15 C 4.9 3.5 3.65 191.52 190.84 190.71 Page 1 of 1 Printed 10/16/2017 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 CREATE DATE: 6/2/2016 REV. DATE: I.D. NO.: DESCRIPTION: YONKERS RD PROJ. NO.: INLET COMPUTATION SHEET COUNTY: WAKE DESIGNED BY: RKK-AKS REVD BY: RKK-BDB LOCATION ROADWAY RUNOFF INLET w Z W w�+ 2 C7 � w v � a � � H � z a �� E J� � c� � � W w � W � w w O W � O LLJ O Q ig LL LL Q Q r Q Q � O Q � (� =', !n (n � �m � � a o� �� z¢ o� c� LL � =o =} ¢= w �" ¢ ¢� REMARKS (� V� Z ~ LL � a x Q� (� � Q W Z W W Z Z U g U� U W x W � Q > � � � � H � a a � �� C7 � LL U w � cn �r� �O �O qZ � ° � Q p�� a �Q } %� �J (n � Z J (n O (n J Q � Q � U H U L.L _ � li � U H �� (n � Z� m'�i m Z � a � W V D.A. C T� I Q�.n. Qc �T �+ I(mx) Qg Q�.n.+Qc 1307 1306 L 102+42 40 Rt JB W/MH 191.15 0.005 0.500 0.00 0.00 0.0 0.9 0.0 0.9 1307 13EX2 L 103+52 63 Lt EX JB 194.00 0.006 0.500 1.80 0.55 15.0 0.9 0.9 0.0 0.9 1307 13EX1 L 103+55 33 Lt EX DI 190.23 0.006 0.500 0.80 0.80 8.0 1.4 0.9 0.0 0.9 Page 1 of 1 Printed 10/16/2017 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 CREATE DATE: 6/2/2016 REV. DATE: I.D. NO.: DESCRIPTION: YONKERS RD STORM DRAIN DESIGN COMPUTATIONS PROJ. NO.: COUNTY: WAKE DESIGNED BY: RKK-AKS REVD BY: RKK-BDB LOCATION RUNOFF PIPE DESIGN N � TIME OF ~ H`' W� � J w� � � p STRUCTURE = v� C� w � � �� Q � g CONCENTRATION Z = J i �� 11 � � Q Z a ^ Q 2 � w Y NUMBER p ui g x � (min) w � U Z J � J " �� Q � w� > Q � z �' � z �� N - w o w "' � w w Z � c� � W � m REMARKS � � �� cn�? J � ?� o� O �O o Q��a > ax J w J � v w W � �n TOP, TOP, �n z cn � w a � m � � FROM TO CA � Z O o I Q INV INV � W �> � � 1307 1306 1306 1307 2.60 1.63 16 16 15 4.9 $�� 184.02 184.00 0.001 24 C 8.0 5.0 7.13 185.17 1307 13EX 13EX2 1306 2.60 1.63 151 15 15 15 4.9 g.p 194.00 191.15 0.001 24 C E 8.0 4.3 9.82 185.69 LOCATE OUTLET 184.18 184.02 130713EX1 13EX1 13EX2 0.80 0.64 30 8 8 8 6.5 4.1 190.23 194.00 0.004 0.003 15 C E 4.4 4.8 5.18 186.35 185.05 184.93 Page 1 of 1 Printed 10/16/2017 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 CREATE DATE: 6/9/2016 REV. DATE: I.D. NO.: DESCRIPTION: YONKERS RD PROJ. NO.: INLET COMPUTATION SHEET COUNTY: WAKE DESIGNED BY: RKK-AKS REVD BY: RKK-BDB LOCATION ROADWAY RUNOFF INLET w Z W w�+ 2 C7 � w v � a � � H � z a �� E J� � c� � � W w � W � w w O W � O LLJ O Q ig LL LL Q Q r Q Q � O Q � (� =', !n (n � �m � � a o� �� z¢ o� c� LL � =o =} ¢= w �" ¢ ¢� REMARKS (� V� Z ~ LL � a x Q� (� � Q W Z W W Z Z U g U� U W x W � Q > � � � � H � a a � �� C7 � LL U w � cn �r� �O �O qZ � ° � Q p�� a �Q } %� �J (n � Z J (n O (n J Q � Q � U H U L.L _ � li � U H �� (n � Z� m'�i m Z � a � W V D.A. C T� I Q�.n. Qc �T �+ I(mx) Qg Q�.n.+Qc 1401 1401 L 112+20 63 Rt HW 207.00 0.038 0.500 7.08 0.70 8.0 0.2 0.9 0.0 0.9 Page 1 of 1 Printed 10/16/2017 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 CREATE DATE: 6/9/2016 REV. DATE: I.D. NO.: DESCRIPTION: YONKERS RD STORM DRAIN DESIGN COMPUTATIONS PROJ. NO.: COUNTY: WAKE DESIGNED BY: RKK-AKS REVD BY: RKK-BDB LOCATION RUNOFF PIPE DESIGN N � TIME OF ~ H`' W� � J w� � � p STRUCTURE = v� C� w � � �� Q � g CONCENTRATION Z = J i �� 11 � � Q Z a ^ Q 2 � w Y NUMBER p ui g x � (min) w � U Z J � J " �� Q � w� > Q � z �' � z �� N — w o w "' � w w Z � c� � W � m REMARKS � � �� cn�? J � ?� o� O �O o Q��a > ax J w J � v w W � �n TOP, TOP, �n z cn � w a � m � � FROM TO CA � Z O o I Q INV INV � W �> � � 1401 1401 1401 1401A 86 8 37.4 207.00 0.00 0.007 36 C 58.8 8.7 4.80 205.34 PIPE DATA SHEET 202.20 201.63 Page 1 of 1 Printed 10/16/2017 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 CREATE DATE: 6/8/2016 REV. DATE: I.D. NO.: DESCRIPTION: YONKERS RD PROJ. NO.: INLET COMPUTATION SHEET COUNTY: WAKE DESIGNED BY: RKK-AKS REVD BY: RKK-BDB LOCATION ROADWAY RUNOFF INLET w Z W w�+ 2 C7 � w v � a � � H � z a �� E J� � c� � � W w � W � w w O W � O LLJ O Q ig LL LL Q Q r Q Q � O Q � (� =', !n (n � �m � � a o� �� z¢ o� c� LL � =o =} ¢= w �" ¢ ¢� REMARKS (� V� Z ~ LL � a x Q� (� � Q W Z W W Z Z U g U� U W x W � Q > � � � � H � a a � �� C7 � LL U w � cn �r� �O �O qZ � ° � Q p�� a �Q } %� �J (n � Z J (n O (n J Q � Q � U H U L.L _ � li � U H �� (n � Z� m'�i m Z � a � W V D.A. C T� I Q�.n. Qc �T �+ I(mx) Qg Q�.n.+Qc 1405 1404 L 112+g1 13 Rt COR CB 212.55 0.032 0.020 0.04 0.85 5.0 5.7 0.2 0.0 0.2 1.6 0.2 0.0 1405 1403 L 112+g1 23 Lt 2G1B 211.29 SAG 0.500 0.24 0.80 5.0 5.7 1.1 0.0 1.1 0.4 N/A N/A WATER IN BIO CELL ROUTED TO INSURE 1405 1413 L 113+25 13 Rt COR CB 213.57 0.028 0.020 0.02 0.85 5.0 5.7 0.1 0.0 0.1 1.3 0.1 0.0 1404 NO EXTRA SPREAD TO BOX 1413, SEE CALCS Page 1 of 1 Printed 10/16/2017 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 CREATE DATE: 6/8/2016 REV. DATE: I.D. NO.: DESCRIPTION: YONKERS RD STORM DRAIN DESIGN COMPUTATIONS PROJ. NO.: COUNTY: WAKE DESIGNED BY: RKK-AKS REVD BY: RKK-BDB LOCATION RUNOFF PIPE DESIGN N � TIME OF ~ H`' W� � J w� � � p STRUCTURE = v� C� w � � �� Q � g CONCENTRATION Z = J i �� 11 � � Q Z a ^ Q 2 � w Y NUMBER p ui g x � (min) w � U Z J � J " �� Q � w� > Q � z �' � z �� N - w o w "' � w w Z � c� � W � m REMARKS � � �� cn�? J � ?� o� O �O o Q��a > ax J w J � v w W � �n TOP, TOP, �n z cn � w a � m � � FROM TO CA � Z O o I Q INV INV � W �> � � 1405 1404 1404 1405 0.31 0.25 45 5 10 10 6.0 1.5 212.55 0.00 0.104 15 *C* 9.0 10.3 5.10 207.96 MAX 12% FOR CONCRETE 207.45 202.74 PIPE 1405 1403 1403 1404 0.24 0.20 36 5 5 5 7.3 1.4 211.29 212.55 0.005 15 C 5.1 3.5 3.65 208.30 207.64 207.45 1405 1413 1413 1404 0.02 0.02 34 5 5 5 7.3 0.1 213.57 212.55 0.073 15 C 9.0 4.6 3.65 210.12 Box lowered for underdrain tie-in 209.92 207.45 Page 1 of 1 Printed 10/16/2017 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 CREATE DATE: 6/7/2016 REV. DATE: I.D. NO.: DESCRIPTION: YONKERS RD PROJ. NO.: INLET COMPUTATION SHEET COUNTY: WAKE DESIGNED BY: RKK-AKS REVD BY: RKK-BDB LOCATION ROADWAY RUNOFF INLET w Z W w�+ 2 C7 � w v � a � � H � z a �� E J� � c� � � W w � W � w w O W � O LLJ O Q ig LL LL Q Q r Q Q � O Q � (� =', !n (n � �m � � a o� �� z¢ o� c� LL � =o =} ¢= w �" ¢ ¢� REMARKS (� V� Z ~ LL � a x Q� (� � Q W Z W W Z Z U g U� U W x W � Q > � � � � H � a a � �� C7 � LL U w � cn �r� �O �O qZ � ° � Q p�� a �Q } %� �J (n � Z J (n O (n J Q � Q � U H U L.L _ � li � U H �� (n � Z� m'�i m Z � a � W V D.A. C T� I Q�.n. Qc �T �+ I(mx) Qg Q�.n.+Qc 1408 1407 L 113+92 30 Rt JB W/MH 216.43 0.022 0.500 0.00 0.00 0.0 2.6 0.0 2.6 1408 1406 L 114+07 28 Lt 2G1B 214.36 SAG 0.500 0.49 0.70 5.0 5.7 1.9 0.0 1.9 0.7 N/A N/A REPLACE EXISTING DI 1408 14EX2 L 114+31 117 Lt EX DI 219.00 0.019 0.020 1.38 0.70 8.0 2.7 2.6 0.0 2.6 INCLUDES UPSTREAM SYSTEM DA Page 1 of 1 Printed 10/16/2017 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 CREATE DATE: 6/7/2016 REV. DATE: I.D. NO.: DESCRIPTION: YONKERS RD STORM DRAIN DESIGN COMPUTATIONS PROJ. NO.: COUNTY: WAKE DESIGNED BY: RKK-AKS REVD BY: RKK-BDB LOCATION RUNOFF PIPE DESIGN N � TIME OF ~ H`' W� � J w� � � p STRUCTURE = v� C� w � � �� Q � g CONCENTRATION Z = J i �� 11 � � Q Z a ^ Q 2 � w Y NUMBER p ui g x � (min) w � U Z J � J " �� Q � w� > Q � z �' � z �� N - w o w "' � w w Z � c� � W � m REMARKS � � �� cn�? J � ?� o� O �O o Q��a > ax J w J � v w W � �n TOP, TOP, �n z cn � w a � m � � FROM TO CA � Z O o I Q INV INV � W �> � � 1408 1407 1407 1408 1.87 1.31 37 8 8 6.4 g.g 216.43 0.00 0.060 0.014 15 C 9.0 12.2 10.93 206.65 205.50 203.28 1408 1406 1406 1407 1.87 1.31 59 5 8 8 6.4 8.3 214.36 216.43 0.021 0.014 15 C E 9.0 9.0 3.85 211.75 210.51 209.25 140814EX 14EX2 1406 1.38 0.97 92 8 8 8 6.5 6.2 219.00 214.36 0.017 0.008 15 C E 9.0 8.0 6.90 213.96 212.10 210.51 Page 1 of 1 Printed 10/16/2017 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 CREATE DATE: 6/8/2016 REV. DATE: I.D. NO.: DESCRIPTION: YONKERS RD PROJ. NO.: INLET COMPUTATION SHEET COUNTY: WAKE DESIGNED BY: RKK-AKS REVD BY: RKK-BDB LOCATION ROADWAY RUNOFF INLET w Z W w�+ 2 C7 � w v � a � � H � z a �� E J� � c� � � W w � W � w w O W � O LLJ O Q ig LL LL Q Q r Q Q � O Q � (� =', !n (n � �m � � a o� �� z¢ o� c� LL � =o =} ¢= w �" ¢ ¢� REMARKS (� V� Z ~ LL � a x Q� (� � Q W Z W W Z Z U g U� U W x W � Q > � � � � H � a a � �� C7 � LL U w � cn �r� �O �O qZ � ° � Q p�� a �Q } %� �J (n � Z J (n O (n J Q � Q � U H U L.L _ � li � U H �� (n � Z� m'�i m Z � a � W V D.A. C T� I Q�.n. Qc �T �+ I(mx) Qg Q�.n.+Qc 1412 1411 L 117+36 35 Rt JB W/MH 219.99 0.019 0.500 0.00 0.00 0.0 2.6 0.0 2.6 1412 1410 L 117+51 26 Lt JB W/MH 219.69 0.019 0.500 0.00 0.00 0.0 2.6 0.0 2.6 1412 1409 L 117+57 31 Lt OEP 220.00 0.019 0.500 0.97 0.75 5.0 3.6 2.6 0.0 2.6 Page 1 of 1 Printed 10/16/2017 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 CREATE DATE: 6/8/2016 REV. DATE: I.D. NO.: DESCRIPTION: YONKERS RD STORM DRAIN DESIGN COMPUTATIONS PROJ. NO.: COUNTY: WAKE DESIGNED BY: RKK-AKS REVD BY: RKK-BDB LOCATION RUNOFF PIPE DESIGN N � TIME OF ~ H`' W� � J w� � � p STRUCTURE = v� C� w � � �� Q � g CONCENTRATION Z = J i �� 11 � � Q Z a ^ Q 2 � w Y NUMBER p ui g x � (min) w � U Z J � J " �� Q � w� > Q � z �' � z �� N — w o w "' � w w Z � c� � W � m REMARKS � � �� cn�? J � ?� o� O �O o Q��a > ax J w J � v w W � �n TOP, TOP, �n z cn � w a � m � � FROM TO CA � Z O o I Q INV INV � W �> � � 1412 1411 1411 1412 89 0 4.5 219.99 0.00 0.099 18 C 13.0 13.7 6.69 214.28 213.30 204.50 1412 1410 1410 1411 63 0 4.5 219.69 2�9.99 0.026 18 C E 13.0 8.4 4.76 215.88 214.93 213.30 1412 1409 1409 1410 8 5 4.5 220.00 219.69 0.090 18 C 13.0 8.9 3.50 217.72 PIPE DATA SHEET 216.50 215.76 Page 1 of 1 Printed 10/16/2017 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 CREATE DATE: 6/9/2016 REV. DATE: I.D. NO.: DESCRIPTION: YONKERS RD PROJ. NO.: INLET COMPUTATION SHEET COUNTY: WAKE DESIGNED BY: RKK-AKS REVD BY: RKK-BDB LOCATION ROADWAY RUNOFF INLET w Z W w�+ 2 C7 � w v � a � � H � z a �� E J� � c� � � W w � W � w w O W � O LLJ O Q ig LL LL Q Q r Q Q � O Q � (� =', !n (n � �m � � a o� �� z¢ o� c� LL � =o =} ¢= w �" ¢ ¢� REMARKS (� V� Z ~ LL � a x Q� (� � Q W Z W W Z Z U g U� U W x W � Q > � � � � H � a a � �� C7 � LL U w � cn �r� �O �O qZ � ° � Q p�� a �Q } %� �J (n � Z J (n O (n J Q � Q � U H U L.L _ � li � U H �� (n � Z� m'�i m Z � a � W V D.A. C T� I Q�.n. Qc �T �+ I(mx) Qg Q�.n.+Qc 1414 1502 L 121+01 13 Rt COR CB 227.31 0.009 0.020 0.02 0.85 5.0 5.7 0.1 0.0 0.1 1.5 0.1 0.0 1414 1501 L 122+19 13 Rt COR CB 229.30 0.020 0.020 0.13 0.85 5.0 5.7 0.6 0.0 0.6 3.6 0.6 0.0 Page 1 of 1 Printed 10/16/2017 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 CREATE DATE: 6/9/2016 REV. DATE: I.D. NO.: DESCRIPTION: YONKERS RD STORM DRAIN DESIGN COMPUTATIONS PROJ. NO.: COUNTY: WAKE DESIGNED BY: RKK-AKS REVD BY: RKK-BDB LOCATION RUNOFF PIPE DESIGN N � TIME OF ~ H`' W� � J w� � � p STRUCTURE = v� C� w � � �� Q � g CONCENTRATION Z = J i �� 11 � � Q Z a ^ Q 2 � w Y NUMBER p ui g x � (min) w � U Z J � J " �� Q � w� > Q � z �' � z �� N — w o w "' � w w Z � c� � W � m REMARKS � � �� cn�? J � ?� o� O �O o Q��a > ax J w J � v w W � �n TOP, TOP, �n z cn � w a � m � � FROM TO CA � Z O o I Q INV INV � W �> � � 1414 1502 1502 1414 0.14 0.12 41 5 8 8 6.4 0.8 22�•31 0.00 0.006 15 C 5.4 3.1 3.65 224.08 223.66 223.42 1414 1501 1501 1502 0.13 0.11 118 5 5 5 7.3 0.8 229.30 227.31 0.017 15 C 9.0 4.5 3.65 226.11 225.65 223.66 Page 1 of 1 Printed 10/16/2017 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 CREATE DATE: 6/9/2016 REV. DATE: I.D. NO.: DESCRIPTION: YONKERS RD PROJ. NO.: INLET COMPUTATION SHEET COUNTY: WAKE DESIGNED BY: RKK-AKS REVD BY: RKK-BDB LOCATION ROADWAY RUNOFF INLET w Z W w�+ 2 C7 � w v � a � � H � z a �� E J� � c� � � W w � W � w w O W � O LLJ O Q ig LL LL Q Q r Q Q � O Q � (� =', !n (n � �m � � a o� �� z¢ o� c� LL � =o =} ¢= w �" ¢ ¢� REMARKS (� V� Z ~ LL � a x Q� (� � Q W Z W W Z Z U g U� U W x W � Q > � � � � H � a a � �� C7 � LL U w � cn �r� �O �O qZ � ° � Q p�� a �Q } %� �J (n � Z J (n O (n J Q � Q � U H U L.L _ � li � U H �� (n � Z� m'�i m Z � a � W V D.A. C T� I Q�.n. Qc �T �+ I(mx) Qg Q�.n.+Qc 1504 1503 L 125+83 13 Rt COR CB 237.64 0.007 0.020 0.06 0.85 5.0 5.7 0.3 0.0 0.3 2.9 0.3 0.0 Page 1 of 1 Printed 10/16/2017 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 CREATE DATE: 6/9/2016 REV. DATE: I.D. NO.: DESCRIPTION: YONKERS RD STORM DRAIN DESIGN COMPUTATIONS PROJ. NO.: COUNTY: WAKE DESIGNED BY: RKK-AKS REVD BY: RKK-BDB LOCATION RUNOFF PIPE DESIGN N � TIME OF ~ H`' W� � J w� � � p STRUCTURE = v� C� w � � �� Q � g CONCENTRATION Z = J i �� 11 � � Q Z a ^ Q 2 � w Y NUMBER p ui g x � (min) w � U Z J � J " �� Q � w� > Q � z �' � z �� N — w o w "' � w w Z � c� � W � m REMARKS � � �� cn�? J � ?� o� O �O o Q��a > ax J w J � v w W � �n TOP, TOP, �n z cn � w a � m � � FROM TO CA � Z O o I Q INV INV � W �> � � 1504 1503 1503 1504 0.06 0.05 33 5 5 5 7.3 0.3 237.64 0.00 0.005 15 C 5.2 2.4 3.65 234.29 233.99 233.81 Page 1 of 1 Printed 10/16/2017 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 CREATE DATE: 6/23/2016 REV. DATE: I.D. NO.: DESCRIPTION: YONKERS RD PROJ. NO.: INLET COMPUTATION SHEET COUNTY: WAKE DESIGNED BY: RKK-AKS REVD BY: RKK-BDB LOCATION ROADWAY RUNOFF INLET w Z W w�+ 2 C7 � w v � a � � H � z a �� E J� � c� � � W w � W � w w O W � O LLJ O Q ig LL LL Q Q r Q Q � O Q � (� =', !n (n � �m � � a o� �� z¢ o� c� LL � =o =} ¢= w �" ¢ ¢� REMARKS (� V� Z ~ LL � a x Q� (� � Q W Z W W Z Z U g U� U W x W � Q > � � � � H � a a � �� C7 � LL U w � cn �r� �O �O qZ � ° � Q p�� a �Q } %� �J (n � Z J (n O (n J Q � Q � U H U L.L _ � li � U H �� (n � Z� m'�i m Z � a � W V D.A. C T� I Q�.n. Qc �T �+ I(mx) Qg Q�.n.+Qc 1511 1510 L 131+25 79 Rt 2G1B 224.63 SAG 0.500 0.09 0.50 5.0 5.7 0.3 0.0 0.3 0.2 N/A N/A Page 1 of 1 Printed 10/16/2017 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 CREATE DATE: 6/23/2016 REV. DATE: I.D. NO.: DESCRIPTION: YONKERS RD STORM DRAIN DESIGN COMPUTATIONS PROJ. NO.: COUNTY: WAKE DESIGNED BY: RKK-AKS REVD BY: RKK-BDB LOCATION RUNOFF PIPE DESIGN N � TIME OF ~ H`' W� � J w� � � p STRUCTURE = v� C� w � � �� Q � g CONCENTRATION Z = J i �� 11 � � Q Z a ^ Q 2 � w Y NUMBER p ui g x � (min) w � U Z J � J " �� Q � w� > Q � z �' � z �� N — w o w "' � w w Z � c� � W � m REMARKS � � �� cn�? J � ?� o� O �O o Q��a > ax J w J � v w W � �n TOP, TOP, �n z cn � w a � m � � FROM TO CA � Z O o I Q INV INV � W �> � � 1511 1510 1510 1511 0.09 0.04 47 5 5 5 7.3 0.3 224.63 0.00 0.118 15 *C* 9.0 6.8 4.13 220.80 RCP OKAY FOR LESS THAN 220.50 215.00 12% Page 1 of 1 Printed 10/16/2017 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 PIPE DATA SHEETS DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 PIPE DATA SHEET DATE: 04/13/17 PROJ. NO.: DESCRIPTION: YONKERS RD. REVISED: I.D. NO.: Shoulder 200.47 Elev. (@L 14+50) 404 COUNTY: WAKE SHEET 1 OF 8 DESIGNED BY: AKS CHECKED BY: BDB INSTALL 15" RCP-III NOT BURIED PIPE ANALYZED AS 15" RCP Station -L- STA. 14+55 Skew 90° Size/Type Pipe 15" Type Entrance Projecting Direction of Flow NORTH-WEST Hydrological Meth. Rational H.W. Control Elev. 199.40 H.�RCP LSo � Bed Elev. 196.40 - Inv. Elev. 196.40 B So = 0.0164 ft/ft L = 28.00 ft Depth = 0.0 ft Centerline PLAN SUMMARY DATA Elev. 200.36 Drainage Area 0.77 aCr'es (@L 14+50) Design Freq. 50 yrs � Design Disch. 3.1 Cfs Design H.W. Elev. 197.43 ft � T.W. Q100 Disch. 3.3 Cfs r� Q100 H.W. Elev. 197.45 ft _ Bed Elev. 195.94 Overtopping Freq. 500+ yrs Inv. Elev. 195.94 Overtopping Disch 10.1 Cfs Overtoppinca Elev. 199.40 ft 0.8'd= ANALYSIS Freq. Q Nat. Allow 1.00 INLET CONT. OUTLET CONTROL H.W. Vo SIZE (Yrs.) (cfs) H.W. H.W. T.W. HW/D H.W. Ke dc (dc+D)/2 ho H Lso H.W. Elev. (ft/s) COMMENTS RCP 15" 10 2.7 1.09 3.00 1.09 0.78 0.98 0.2 0.63 0.94 1.09 0.15 0.46 0.78 197.38 2.35 Inlet Con. 15" 25 2.9 1.13 3.00 1.13 0.80 1.00 0.2 0.67 0.96 1.13 0.17 0.46 0.84 197.40 2.52 Inlet Con. 15" 50 3.1 1.16 3.00 1.16 0.82 1.03 0.2 0.69 0.97 1.16 0.19 0.46 0.89 197.43 2.65 Inlet Con. 15" 100 3.3 1.18 3.00 1.18 0.84 1.05 0.2 0.72 0.98 1.18 0.21 0.46 0.93 197.45 2.77 Inlet Con. 15" 500 3.6 1.23 3.00 1.23 0.89 1.11 0.2 0.76 1.00 1.23 0.24 0.46 1.01 197.51 2.99 Inlet Con. 15" OT 10.1 1.24 3.00 1.24 2.40 3.00 0.2 1.13 1.19 1.24 1.84 0.46 2.62 199.40 8.23 Inlet Con. SUMMARY AND RECOMMENDATIONS: HW CONTROL IS DRIVEWAY NEAR "TURNING POINT FAMILY CARE" BUILDILNG (CORNER OF BUILDING ELEV=200.0), OT AT SAME LOCATION DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 DATE: 04/13/17 COUNTY: WAKE DESIGNED BY: AKS PROJ. NO.: 0.0000000 I.D. NO.: 0 STATION: -L- STA. 14+55 CHECKED BY: BDB DESCRIPTION: D= 1.25 FT. TAILWATER CALCULATIONS 0.8*D= 1.00 s= 0.0030 B y M S n A P Q Vc Use n= 0.045 No. cfs ft ft fUft ftlft sq.ft. ft cfs fUs TW Q5 2.39 0.0 1.05 2.0 0.0030 0.045 2.19 4.68 2.39 0.73 1.05 Depth= Q10 2.66 0.0 1.09 2.0 0.0030 0.045 2.37 4.87 2.66 0.75 1.09 slope= Q25 2.94 0.0 1.13 2.0 0.0030 0.045 2.55 5.05 2.94 0.77 1.13 2.0 Q50 3.14 0.0 1.16 2.0 0.0030 0.045 2.69 5.18 3.14 0.79 1.16 to 1 Q100 3.33 0.0 1.18 2.0 0.0030 0.045 2.80 5.29 3.33 0.80 1.18 base= 0.0 ft Q500 3.65 0.0 1.23 2.0 0.0030 0.045 3.00 5.48 3.65 0.81 1.23 V ditch QOT 3.78 0.0 1.24 2.0 0.0030 0.045 3.09 5.55 3.78 0.82 1.24 Q CALCULATIONS Tc I A Q No. min in/hr C acres cfs Q5 10.00 5.21 0.60 0.8 2.39 Q 10 10.00 5.80 0.60 0.8 2.66 Q25 10.00 6.39 0.60 0.8 2.94 Q50 10.00 6.84 0.60 0.8 3.14 Q100 10.00 7.24 0.60 0.8 3.33 Q500 10.00 7.94 0.60 0.8 3.65 QOT 10.00 8.23 0.60 0.8 3.78 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 PIPE DATA SHEET DATE: 04/13/17 PROJ. NO.: DESCRIPTION: YONKERS RD. REVISED: I.D. NO.: Shoulder 201.30 Elev. (@L 15+50) 404 COUNTY: WAKE SHEET 2 OF 8 DESIGNED BY: AKS CHECKED BY: BDB INSTALL 24" RCP-III NOT BURIED PIPE ANALYZED AS 24" RCP Station -L- STA. 14+55 Skew 90° Size/Type Pipe 24" Type Entrance Projecting Direction of Flow NORTH-WEST Hydrological Meth. Rational H.W. Control Elev. 201.74 H.�RCP LSo � Bed Elev. 198.15 - Inv. Elev. 198.15 B So = 0.0098 ft/ft L = 76.00 ft Depth = 0.0 ft Centerline PLAN SUMMARY DATA Elev. 200.67 Drainage Area 0.50 aCr'es (@L 15+50) Design Freq. 50 yrs � Design Disch. 4.4 Cfs Design H.W. Elev. 199.15 ft � T.W. Q100 Disch. 4.6 Cfs r� Q100 H.W. Elev. 199.19 ft _ Bed Elev. 197.40 Overtopping Freq. 500+ yrs Inv. Elev. 197.40 Overtopping Disch 26.3 cfs Overtoppinca Elev. 201.74 ft 0.8'd= ANALYSIS Freq. Q Nat. Allow 1.60 INLET CONT. OUTLET CONTROL H.W. Vo SIZE (Yrs.) (cfs) H.W. H.W. T.W. HW/D H.W. Ke dc (dc+D)/2 ho H Lso H.W. Elev. (ft/s) COMMENTS RCP 24" 10 3.7 0.72 3.59 1.60 0.50 1.00 0.2 0.65 1.32 1.60 0.06 0.75 0.91 199.15 1.37 Inlet Con. 24" 25 4.1 0.75 3.59 1.60 0.50 1.00 0.2 0.68 1.34 1.60 0.07 0.75 0.92 199.15 1.52 Inlet Con. 24" 50 4.4 0.78 3.59 1.60 0.50 1.00 0.2 0.70 1.35 1.60 0.08 0.75 0.93 199.15 1.63 Inlet Con. 24" 100 4.6 0.81 3.59 1.60 0.52 1.04 0.2 0.73 1.36 1.60 0.09 0.75 0.95 199.19 1.72 Inlet Con. 24" 500 5.1 0.85 3.59 1.60 0.56 1.12 0.2 0.76 1.38 1.60 0.11 0.75 0.96 199.27 1.89 Inlet Con. 24" OT 26.3 0.87 3.59 1.60 1.79 3.59 0.2 1.80 1.90 1.90 2.17 0.75 3.33 201.74 8.37 Inlet Con. SUMMARY AND RECOMMENDATIONS: HW CONTROL IS WHERE WATER WOULD OVERTOP THE BERM AT -L- 15+50 AND ROLL INTO EXISTING DITCH, OT AT SAME LOCATION DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 DATE: 04/13/17 COUNTY: WAKE DESIGNED BY: AKS PROJ. NO.: 0.0000000 I.D. NO.: 0 STATION: -L- STA. 14+55 CHECKED BY: BDB DESCRIPTION: D= 2.00 FT. TAILWATER CALCULATIONS 0.8*D= 1.60 s= 0.0069 B y M S n A P Q Vc Use n= 0.045 No. cfs ft ft fUft ftlft sq.ft. ft cfs fUs TW Q5 3.32 2.0 0.67 1.5 0.0069 0.045 2.03 4.43 3.32 1.10 1.60 Depth= Q10 3.70 2.0 0.72 1.5 0.0069 0.045 2.20 4.58 3.70 1.13 1.60 slope= Q25 4.09 2.0 0.75 1.5 0.0069 0.045 2.36 4.72 4.09 1.16 1.60 1.5 Q50 4.38 2.0 0.78 1.5 0.0069 0.045 2.49 4.82 4.38 1.18 1.60 to 1 Q100 4.65 2.0 0.81 1.5 0.0069 0.045 2.59 4.91 4.65 1.20 1.60 base= 2.0 ft Q500 5.10 2.0 0.85 1.5 0.0069 0.045 2.77 5.06 5.10 1.23 1.60 QOT 5.36 2.0 0.87 1.5 0.0069 0.045 2.87 5.14 5.36 1.25 1.60 Q CALCULATIONS Tc I A Q No. min in/hr C acres cfs Q5 5.00 6.50 0.60 0.9 3.32 Q10 5.00 7.25 0.60 0.9 3.70 Q25 5.00 8.02 0.60 0.9 4.09 Q50 5.00 8.59 0.60 0.9 4.38 Q100 5.00 9.11 0.60 0.9 4.65 Q500 5.00 10.00 0.60 0.9 5.10 QOT 5.00 10.50 0.60 0.9 5.36 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 PIPE DATA SHEET DATE: 04/13/17 PROJ. NO.: DESCRIPTION: YONKERS RD. REVISED: I.D. NO.: Shoulder 232.61 Elev. (@L 32+50) 601 COUNTY: WAKE SHEET 3 OF 8 DESIGNED BY: AKS CHECKED BY: BDB INSTALL 18" RCP-III NOT BURIED PIPE ANALYZED AS 18" RCP Station -L- STA. 32+46 Skew 67° Size/Type Pipe 18" Type Entrance Projecting Direction of Flow SOUTH Hydrological Meth. Rational H.W. Control Elev. 230.00 H.�RCP LSo � Bed Elev. 226.50 - Inv. Elev. 226.50 B So = 0.0363 ft/ft L = 78.00 ft Depth = 0.0 ft Centerline PLAN SUMMARY DATA Elev. 231.59 Drainage Area 2.35 aCr'es (@L 32+50) Design Freq. 50 yrs � Design Disch. 10.6 Cfs Design H.W. Elev. 228.65 ft � T.W. Q100 Disch. 11.2 Cfs r� Q100 H.W. Elev. 228.79 ft _ Bed Elev. 223.67 Overtopping Freq. 500+ yrs Inv. Elev. 223.67 Overtopping Disch 15.7 Cfs Overtoppinca Elev. 230.00 ft 0.8'd= ANALYSIS Freq. Q Nat. Allow 1.20 INLET CONT. OUTLET CONTROL H.W. Vo SIZE (Yrs.) (cfs) H.W. H.W. T.W. HW/D H.W. Ke dc (dc+D)/2 ho H Lso H.W. Elev. (ft/s) COMMENTS RCP 18" 10 9.0 1.72 3.50 1.72 1.21 1.82 0.2 1.18 1.34 1.72 0.96 2.83 -0.16 228.32 5.07 Inlet Con. 18" 25 9.9 1.78 3.50 1.78 1.33 2.00 0.2 1.25 1.37 1.78 1.17 2.83 0.12 228.50 5.60 Inlet Con. 18" 50 10.6 1.83 3.50 1.83 1.43 2.15 0.2 1.30 1.40 1.83 1.34 2.83 0.34 228.65 5.99 Inlet Con. 18" 100 11.2 1.87 3.50 1.87 1.52 2.29 0.2 1.35 1.42 1.87 1.51 2.83 0.54 228.79 6.35 Inlet Con. 18" 500 12.3 1.93 3.50 1.93 1.70 2.55 0.2 1.35 1.43 1.93 1.81 2.83 0.92 229.05 6.97 Inlet Con. 18" OT 15.7 1.97 3.50 1.97 2.33 3.50 0.2 1.35 1.43 1.97 2.94 2.83 2.07 230.00 8.87 Inlet Con. SUMMARY AND RECOMMENDATIONS: HW CONTROL IS WHERE WATER WOULD OVERTOP FALSE SUMP IN DITCH AT -L- 34+50 LT AND TRAVEL DOWN TO 15" CROSSING, OT WOULD NOT OCCUR DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 DATE: 04/13/17 COUNTY: WAKE DESIGNED BY: AKS PROJ. NO.: 0.0000000 I.D. NO.: 0 STATION: -L- STA. 32+46 CHECKED BY: BDB DESCRIPTION: D= 1.50 FT. TAILWATER CALCULATIONS 0.8*D= 1.20 s= 0.0030 B y M S n A P Q Vc Use n= 0.045 No. cfs ft ft fUft ftlft sq.ft. ft cfs fUs TW Q5 8.03 0.0 1.65 2.0 0.0030 0.045 5.43 7.37 8.03 0.99 1.65 Depth= Q10 8.95 0.0 1.72 2.0 0.0030 0.045 5.89 7.68 8.96 1.02 1.72 slope= Q25 9.89 0.0 1.78 2.0 0.0030 0.045 6.35 7.97 9.90 1.05 1.78 2.0 Q50 10.59 0.0 1.83 2.0 0.0030 0.045 6.68 8.18 10.60 1.06 1.83 to 1 Q100 11.22 0.0 1.87 2.0 0.0030 0.045 6.98 8.35 11.23 1.08 1.87 base= 0.0 ft Q500 12.32 0.0 1.93 2.0 0.0030 0.045 7.49 8.65 12.33 1.11 1.93 V ditch QOT 12.87 0.0 1.97 2.0 0.0030 0.045 7.74 8.80 12.88 1.12 1.97 Q CALCULATIONS Tc I A Q No. min in/hr C acres cfs Q5 7.00 5.98 0.57 2.4 8.03 Q 10 7.00 6.67 0.57 2.4 8.95 Q25 7.00 7.37 0.57 2.4 9.89 Q50 7.00 7.89 0.57 2.4 10.59 Q100 7.00 8.36 0.57 2.4 11.22 Q500 7.00 9.18 0.57 2.4 12.32 QOT 7.00 9.59 0.57 2.4 12.87 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 PIPE DATA SHEET DATE: 04/13/17 PROJ. NO.: DESCRIPTION: YONKERS RD. REVISED: I.D. NO.: Shoulder 230.08 Elev. (@L 36+00) 607 COUNTY: WAKE SHEET 4 OF 8 DESIGNED BY: AKS CHECKED BY: BDB INSTALL 15" RCP-III NOT BURIED PIPE ANALYZED AS 15" RCP Station -L- STA. 35+88 Skew 87° Size/Type Pipe 15" Type Entrance Projecting Direction of Flow SOUTH Hydrological Meth. Rational H.W. Control Elev. 229.00 H.�RCP LSo � Bed Elev. 227.78 - Inv. Elev. 227.78 B So = 0.0832 ft/ft L = 59.00 ft Depth = 0.0 ft Centerline PLAN SUMMARY DATA Elev. 229.32 Drainage Area 0.83 aCr'es (@L 36+00) Design Freq. 50 yrs � Design Disch. 3.9 Cfs Design H.W. Elev. 228.96 ft � T.W. Q100 Disch. 4.1 Cfs r� Q100 H.W. Elev. 228.99 ft _ Bed Elev. 222.87 Overtopping Freq. 100+ yrs Inv. Elev. 222.87 Overtopping Disch 4.2 Cfs Overtoppinca Elev. 229.00 ft 0.8'd= ANALYSIS Freq. Q Nat. Allow 1.00 INLET CONT. OUTLET CONTROL H.W. Vo SIZE (Yrs.) (cfs) H.W. H.W. T.W. HW/D H.W. Ke dc (dc+D)/2 ho H Lso H.W. Elev. (ft/s) COMMENTS RCP 15" 10 3.3 1.18 1.22 1.18 0.85 1.06 0.2 0.71 0.98 1.18 0.28 4.91 -3.46 228.84 2.74 Inlet Con. 15" 25 3.6 1.22 1.22 1.22 0.89 1.11 0.2 0.75 1.00 1.22 0.32 4.91 -3.36 228.89 2.97 Inlet Con. 15" 50 3.9 1.25 1.22 1.25 0.94 1.18 0.2 0.78 1.02 1.25 0.37 4.91 -3.29 228.96 3.16 Inlet Con. 15" 100 4.1 1.28 1.22 1.28 0.97 1.21 0.2 0.81 1.03 1.28 0.41 4.91 -3.22 228.99 3.35 Inlet Con. 15" 500 4.5 1.33 1.22 1.33 1.03 1.29 0.2 0.86 1.05 1.33 0.50 4.91 -3.09 229.07 3.67 Inlet Con. 15" OT 4.2 1.35 1.22 1.35 0.98 1.23 0.2 0.82 1.04 1.35 0.43 4.91 -3.13 229.01 3.42 Inlet Con. SUMMARY AND RECOMMENDATIONS: HW CONTROL IS WHERE WATER WOULD OVERTOP FALSE SUMP IN DITCH AT -L- 36+00 LT AND TRAVEL DOWN TO BOX AT 38+40 LT OT WOULD NOT OCCUR DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 DATE: 04/13/17 COUNTY: WAKE DESIGNED BY: AKS PROJ. NO.: 0.0000000 I.D. NO.: 0 STATION: -L- STA. 35+gg CHECKED BY: BDB DESCRIPTION: D= 1.25 FT. TAILWATER CALCULATIONS 0.8*D= 1.00 s= 0.0030 B y M S n A P Q Vc Use n= 0.045 No. cfs ft ft fUft ftlft sq.ft. ft cfs fUs TW Q5 2.95 0.0 1.13 2.0 0.0030 0.045 2.56 5.06 2.95 0.77 1.13 Depth= Q10 3.29 0.0 1.18 2.0 0.0030 0.045 2.78 5.27 3.29 0.79 1.18 slope= Q25 3.63 0.0 1.22 2.0 0.0030 0.045 2.99 5.47 3.63 0.81 1.22 2.0 Q50 3.88 0.0 1.25 2.0 0.0030 0.045 3.15 5.61 3.88 0.83 1.25 to 1 Q100 4.11 0.0 1.28 2.0 0.0030 0.045 3.28 5.73 4.11 0.84 1.28 base= 0.0 ft Q500 4.51 0.0 1.33 2.0 0.0030 0.045 3.52 5.93 4.51 0.86 1.33 V ditch QOT 4.69 0.0 1.35 2.0 0.0030 0.045 3.62 6.02 4.69 0.87 1.35 Q CALCULATIONS Tc I A Q No. min in/hr C acres cfs Q5 9.00 5.47 0.65 0.8 2.95 Q10 9.00 6.09 0.65 0.8 3.29 Q25 9.00 6.72 0.65 0.8 3.63 Q50 9.00 7.19 0.65 0.8 3.88 Q100 9.00 7.61 0.65 0.8 4.11 Q500 9.00 8.35 0.65 0.8 4.51 QOT 9.00 8.68 0.65 0.8 4.69 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 PIPE DATA SHEET DATE: 04/13/17 PROJ. NO.: DESCRIPTION: YONKERS RD. REVISED: I.D. NO.: Shoulder 216.83 Elev. (@L 46+00) 706 COUNTY: WAKE SHEET 5 OF 8 DESIGNED BY: AKS CHECKED BY: BDB EXTEND EXISTING 42" WITH 54" RCP-III BURIED 1.0' PIPE ANALYZED AS 42" RCP Station -L- STA. 46+00 Skew 90° Size/Type Pipe 54" RCP Type Entrance Headwall Direction of Flow SOUTH-WEST Hydrological Meth. Rational H.W. Control Elev. 212.59 H.�LSo � Bed Elev. 200.85 - Inv. Elev. 199.85 Inlet Bu 0.8'd= So = 0.0221 ft/ft L = 114.00 ft oth = 1.0 ft Centerline PLAN SUMMARY DATA Elev. 217.16 Drainage Area 51.79 aCr'es (@L 46+00) Design Freq. 50 yrs � Design Disch. 132.2 Cfs Design H.W. Elev. 208.91 ft � T.W. Q100 Disch. 141.3 cfs r� Q100 H.W. Elev. 209.70 ft _ Bed Elev. 198.33 Overtopping Freq. 500+ yrs Inv. Elev. 198.33 Overtopping Disch 179.7 Cfs Overtoppinca Elev. 213.59 ft ANALYSIS Freq. Q Nat. Allow 2.80 INLET CONT. OUTLET CONTROL H.W. Vo SIZE (Yrs.) (cfs) H.W. H.W. T.W. HW/D H.W. Ke dc (dc+D)/2 ho H Lso H.W. Elev. (ft/s) COMMENTS RCP 42" 10 108.5 4.44 11.74 4.44 1.79 6.27 0.2 3.15 3.33 4.44 3.50 2.52 5.41 207.12 11.28 Inlet Con. 42" 25 121.9 4.64 11.74 4.64 2.07 7.24 0.2 3.15 3.33 4.64 4.41 2.52 6.53 208.09 12.67 Inlet Con. 42" 50 132.2 4.78 11.74 4.78 2.30 8.06 0.2 3.15 3.33 4.78 5.18 2.52 7.44 208.91 13.74 Inlet Con. 42" 100 141.3 4.90 11.74 4.90 2.53 8.85 0.2 3.15 3.33 4.90 5.92 2.52 8.30 209.70 14.69 Inlet Con. 42" 500 158.7 5.11 11.74 5.11 3.00 10.49 0.2 3.15 3.33 5.11 7.47 2.52 10.06 211.34 16.49 Inlet Con. 42" OT 179.7 5.21 11.74 5.21 3.64 12.74 0.2 3.15 3.33 5.21 9.58 2.52 12.27 213.59 18.68 Inlet Con. SUMMARY AND RECOMMENDATIONS: HW CONTROL IS 1' BELOW SHOULDER/BERM AT LOW POINT (-L- 44+48.71), OT AT SAME LOCATION STANDARD OUTLET PROTECTION - CLASS I RIPRAP IS REQUIRED NOTE: 10YR FREEBOARD (2' MIN), 100YR FREEBOARD (0.5' MIN) DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 DATE: 04/13/17 COUNTY: WAKE DESIGNED BY: AKS PROJ. NO.: 0.0000000 I.D. NO.: 0 STATION: -L- STA. 46+00 CHECKED BY: BDB DESCRIPTION: D= 3.50 FT. TAILWATER CALCULATIONS 0.8*D= 2.80 s= 0.0030 B y M S n A P Q Vc Use n= 0.045 No. cfs ft ft fUft ftlft sq.ft. ft cfs fUs TW Q5 100.19 0.0 4.24 2.0 0.0030 0.045 36.03 18.98 100.19 1.87 4.24 Depth= Q10 112.89 0.0 4.44 2.0 0.0030 0.045 39.40 19.85 112.89 1.92 4.44 slope= Q25 126.74 0.0 4.64 2.0 0.0030 0.045 42.97 20.73 126.74 1.98 4.64 2.0 Q50 137.34 0.0 4.78 2.0 0.0030 0.045 45.67 21.37 137.47 2.02 4.78 to 1 Q100 146.77 0.0 4.90 2.0 0.0030 0.045 48.00 21.91 146.89 2.05 4.90 base= 0.0 ft Q500 164.68 0.0 5.11 2.0 0.0030 0.045 52.32 22.87 164.76 2.11 5.11 V ditch QOT 172.67 0.0 5.21 2.0 0.0030 0.045 54.21 23.28 172.74 2.14 5.21 Q CALCULATIONS ADDITIONAL TAILWATER Q FROM CLOSED SYSTEM Tc I A Q Tc I C A Q No. min in/hr C acres cfs No. min in/hr acres cfs Q5 27.00 3.38 0.55 51.8 96.28 Q5 5.00 6.50 0.85 0.7 3.91 Q10 27.00 3.81 0.55 51.8 108.53 Q10 5.00 7.25 0.85 0.7 4.36 Q25 27.00 4.28 0.55 51.8 121.92 Q25 5.00 8.02 0.85 0.7 4.82 Q50 27.00 4.64 0.55 51.8 132.18 Q50 5.00 8.59 0.85 0.7 5.16 Q100 27.00 4.96 0.55 51.8 141.29 Q100 5.00 9.11 0.85 0.7 5.47 Q500 27.00 5.57 0.55 51.8 158.67 Q500 5.00 10.00 0.85 0.7 6.01 QOT 27.00 5.84 0.55 51.8 166.36 QOT 5.00 10.50 0.85 0.7 6.31 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 PIPE DATA SHEET DATE: 04/13/17 PROJ. NO.: DESCRIPTION: YONKERS RD. REVISED: I.D. NO.: COUNTY: WAKE SHEET 6 OF 8 DESIGNED BY: AKS CHECKED BY: BDB RETAIN EXISTING 36" RCP-III Shoulder 194.63 Centerline PLAN SUMMARY DATA NOT BURIED Elev. Elev. 195.16 Drainage Area 3.41 aCres PIPE ANALYZED AS 36" RCP (@DRIVEWAY) (@DRIVEWAY) Design Freq. 25 yrs Station -L- STA. 95+55 RT 12EX4 Design Disch. 11.4 cfs Skew 90° H.� � Design H.W. Elev. 191.32 ft Size/Type Pipe 36" RCP LSo T.W. Q100 Disch. 12.9 Cfs Type Entrance Projecting � � Q100 H.W. Elev. 191.44 ft Direction of Flow NORTH-WEST Bed Elev. 189.82 So = 0.0143 ft/ft _ Bed Elev. 188.78 Overtopping Freq. 500+ yrs Hydrological Meth. Rational Inv. Elev. 189.82 L= 73.00 ft Inv. Elev. 188.78 Overtopping Disch 66.0 cfs H.W. Control Elev. 193.63 Bury Depth = 0.0 ft Overtopping Elev. 194.63 ft 0.8'd= ANALYSIS Freq. Q Nat. Allow 2.40 INLET CONT. OUTLET CONTROL H.W. Vo SIZE (Yrs.) (cfs) H.W. H.W. T.W. HW/D H.W. Ke dc (dc+D)/2 ho H Lso H.W. Elev. (ftls) COMMENTS RCP 36" 10 10.2 0.65 3.81 2.40 0.50 1.50 0.2 0.97 1.99 2.40 0.07 1.04 1.43 191.32 1.69 Inlet Con. 36" 25 11.4 0.68 3.81 2.40 0.50 1.50 0.2 1.02 2.01 2.40 0.09 1.04 1.45 191.32 1.87 Inlet Con. 36" 50 12.2 0.71 3.81 2.40 0.52 1.56 0.2 1.06 2.03 2.40 0.10 1.04 1.46 191.38 2.01 Inlet Con. 36" 100 12.9 0.73 3.81 2.40 0.54 1.62 0.2 1.09 2.05 2.40 0.12 1.04 1.47 191.44 2.12 Inlet Con. 36" 500 14.2 0.77 3.81 2.40 0.57 1.71 0.2 1.15 2.07 2.40 0.14 1.04 1.50 191.53 2.34 Inlet Con. 36" OT 66.0 0.78 3.81 2.40 1.60 4.81 0.2 2.70 2.85 2.85 2.23 1.04 4.03 194.63 9.33 Inlet Con. SUMMARY AND RECOMMENDATIONS: HW CONTROL IS 1' BELOW THE SHOULDER AT THE DRIVEWAY, OT AT SAME LOCATION (CORNER OF BUILDING AT197.33') STANDARD OUTLET PROTECTION - CLASS I RIPRAP IS REQUIRED DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 DATE: 04/13/17 COUNTY: WAKE DESIGNED BY: AKS PROJ. NO.: 0.0000000 I.D. NO.: 0 STATION: -L- STA. 95+55 RT CHECKED BY: BDB DESCRIPTION: D= 3.00 FT. TAILWATER CALCULATIONS 0.8*D= 2.40 s= 0.0766 B y M S n A P Q Vc Use n= 0.045 No. cfs ft ft ftlft fUft sq.ft. ft cfs ft/s TW Q5 9.18 2.0 0.61 1.5 0.0766 0.045 1.78 4.20 9.18 3.47 2.40 Depth= Q10 10.24 2.0 0.65 1.5 0.0766 0.045 1.92 4.33 10.24 3.58 2.40 slope= Q25 11.35 2.0 0.68 1.5 0.0766 0.045 2.07 4.47 11.35 3.68 2.40 1.5 Q50 12.17 2.0 0.71 1.5 0.0766 0.045 2.18 4.56 12.17 3.75 2.40 to 1 Q100 12.88 2.0 0.73 1.5 0.0766 0.045 2.27 4.64 12.88 3.81 2.40 base= 2.0 ft Q500 14.19 2.0 0.77 1.5 0.0766 0.045 2.43 4.78 14.19 3.92 2.40 QOT 14.70 2.0 0.78 1.5 0.0766 0.045 2.49 4.83 14.70 3.96 2.40 Q CALCULATIONS Tc I A Q No. min in/hr C acres cfs Q5 18.00 4.14 0.65 3.4 9.18 Q10 18.00 4.62 0.65 3.4 10.24 Q25 18.00 5.12 0.65 3.4 11.35 Q50 18.00 5.49 0.65 3.4 12.17 Q 100 18.00 5.81 0.65 3.4 12.88 Q500 18.00 6.40 0.65 3.4 14.19 QOT 18.00 6.63 0.65 3.4 14.70 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 PIPE DATA SHEET DATE: 04/13/17 PROJ. NO.: DESCRIPTION: YONKERS RD. REVISED: I.D. NO.: COUNTY: WAKE SHEET 7 OF 8 DESIGNED BY: AKS CHECKED BY: BDB INSTALL 36" RCP-III Shoulder 208.70 Centerline PLAN SUMMARY DATA NOT BURIED Elev. Elev. 208.39 Drainage Area 7.08 aCres PIPE ANALYZED AS 36" RCP (@DRIVEWAY) (@DRIVEWAY) Design Freq. 25 yrs Station -L- STA. 112+20 RT 1401 Design Disch. 34.9 cfs Skew 70° H.� � Design H.W. Elev. 205.23 ft Size/Type Pipe 36" RCP LSo T.W. Q100 Disch. 39.6 cfs Type Entrance Headwall � � Q100 H.W. Elev. 205.86 ft Direction of Flow NORTH-WEST Bed Elev. 202.20 So = 0.0066 ft/ft _ Bed Elev. 201.63 Overtopping Freq. 500+ yrs Hydrological Meth. Rational Inv. Elev. 202.20 L= 86.00 ft Inv. Elev. 201.63 Overtopping Disch 60.4 cfs H.W. Control Elev. 206.54 Bury Depth = 0.0 ft Overtopping Elev. 206.54 ft 0.8'd= ANALYSIS Freq. Q Nat. Allow 2.40 INLET CONT. OUTLET CONTROL H.W. Vo SIZE (Yrs.) (cfs) H.W. H.W. T.W. HW/D H.W. Ke dc (dc+D)/2 ho H Lso H.W. Elev. (ftls) COMMENTS RCP 36" 10 31.6 1.58 4.34 2.40 0.94 2.82 0.2 1.78 2.39 2.40 0.73 0.57 2.56 205.02 5.22 Inlet Con. 36" 25 34.9 1.65 4.34 2.40 1.01 3.03 0.2 1.89 2.44 2.44 0.89 0.57 2.76 205.23 5.75 Inlet Con. 36" 50 37.4 1.70 4.34 2.40 1.13 3.39 0.2 1.97 2.48 2.48 1.02 0.57 2.93 205.59 6.16 Inlet Con. 36" 100 39.6 1.75 4.34 2.40 1.22 3.66 0.2 2.03 2.52 2.52 1.14 0.57 3.09 205.86 6.53 Inlet Con. 36" 500 43.4 1.83 4.34 2.40 1.31 3.93 0.2 2.15 2.57 2.57 1.38 0.57 3.38 206.13 7.16 Inlet Con. 36" OT 60.4 1.86 4.34 2.40 1.45 4.34 0.2 2.61 2.81 2.81 1.96 0.57 4.19 206.54 8.54 Inlet Con. SUMMARY AND RECOMMENDATIONS: HW CONTROL IS CORNER OF BUILDING AT 111+g6 RT,FFE SURVEYED IN AT 206.54', OT OF THE ROAD WOULD NOT OCCUR STANDARD OUTLET PROTECTION - CLASS I RIPRAP IS REQUIRED DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 DATE: 04/13/17 COUNTY: WAKE DESIGNED BY: AKS PROJ. NO.: 0.0000000 I.D. NO.: 0 STATION: -L- STA. 112+20 RT CHECKED BY: BDB DESCRIPTION: D= 3.00 FT. TAILWATER CALCULATIONS 0.8*D= 2.40 s= 0.0066 B y M S n A P Q Vc Use n= 0.045 No. cfs ft ft ftlft fUft sq.ft. ft cfs ft/s TW Q5 28.39 3.0 1.50 3.0 0.0066 0.045 11.29 12.51 28.40 1.69 2.40 Depth= Q10 31.62 3.0 1.58 3.0 0.0066 0.045 12.22 12.99 31.62 1.74 2.40 slope= Q25 34.89 3.0 1.65 3.0 0.0066 0.045 13.15 13.45 34.89 1.78 2.40 3.0 Q50 37.36 3.0 1.70 3.0 0.0066 0.045 13.83 13.78 37.36 1.81 2.40 to 1 Q100 39.59 3.0 1.75 3.0 0.0066 0.045 14.44 14.07 39.59 1.84 2.40 base= 3.0 ft Q500 43.41 3.0 1.83 3.0 0.0066 0.045 15.48 14.55 43.45 1.88 2.40 QOT 45.29 3.0 1.86 3.0 0.0066 0.045 15.97 14.77 45.33 1.90 2.40 Q CALCULATIONS Tc I A Q No. min in/hr C acres cfs Q5 8.00 5.73 0.70 7.1 28.39 Q10 8.00 6.38 0.70 7.1 31.62 Q25 8.00 7.04 0.70 7.1 34.89 Q50 8.00 7.54 0.70 7.1 37.36 Q 100 8.00 7.99 0.70 7.1 39.59 Q500 8.00 8.76 0.70 7.1 43.41 QOT 8.00 9.14 0.70 7.1 45.29 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 PIPE DATA SHEET DATE: 04/06/17 PROJ. NO.: DESCRIPTION: YONKERS RD. REVISED: I.D. NO.: Shoulder 223.83 Elev. (@L 117+50) 1409 COUNTY: WAKE SHEET 8 OF 8 DESIGNED BY: AKS CHECKED BY: BDB EXTEND EXISTING 18" RCP NOT BURIED PIPE ANALYZED AS 18" RCP Station -L- STA. 117+45 Skew 78° Size/Type Pipe 18" RCP Type Entrance Projecting Direction of Flow NORTH-WEST Hydrological Meth. Rational H.W. Control Elev. 218.92 H.�LSo � Bed Elev. 216.50 - Inv. Elev. 216.50 B So = 0.0764 ft/ft L = 157.00 ft Depth = 0.0 ft Centerline PLAN SUMMARY DATA Elev. 222.81 Drainage Area 0.70 aCr'es (@L 117+50) Design Freq. 50 yrs � Design Disch. 4.5 Cfs Design H.W. Elev. 217.69 ft � T.W. Q100 Disch. 4.8 Cfs r� Q100 H.W. Elev. 217.78 ft _ Bed Elev. 204.50 Overtopping Freq. 500+ yrs Inv. Elev. 204.50 Overtopping Disch 10.2 Cfs Overtoppinca Elev. 218.92 ft 0.8'd= ANALYSIS Freq. Q Nat. Allow 1.20 INLET CONT. OUTLET CONTROL H.W. Vo SIZE (Yrs.) (cfs) H.W. H.W. T.W. HW/D H.W. Ke dc (dc+D)/2 ho H Lso H.W. Elev. (ft/s) COMMENTS RCP 18" 10 3.8 0.95 2.42 1.20 0.70 1.05 0.2 0.72 1.11 1.20 0.36 12.00 -10.44 217.55 2.52 Inlet Con. 18" 25 4.2 0.99 2.42 1.20 0.73 1.10 0.2 0.76 1.13 1.20 0.44 12.00 -10.36 217.60 2.79 Inlet Con. 18" 50 4.5 1.01 2.42 1.20 0.79 1.19 0.2 0.79 1.15 1.20 0.50 12.00 -10.30 217.69 2.99 Inlet Con. 18" 100 4.8 1.04 2.42 1.20 0.85 1.28 0.2 0.82 1.16 1.20 0.56 12.00 -10.24 217.78 3.17 Inlet Con. 18" 500 5.3 1.07 2.42 1.20 0.87 1.31 0.2 0.86 1.18 1.20 0.68 12.00 -10.12 217.81 3.48 Inlet Con. 18" OT 10.2 1.00 2.42 1.20 1.36 2.04 0.2 1.27 1.39 1.39 1.89 12.00 -8.73 218.54 5.79 Inlet Con. SUMMARY AND RECOMMENDATIONS: HW CONTROL IS WHERE WATER WOULD EXISTING DITCH AT -L- 116+44 LT , OT AT SAME LOCATION DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 DATE: 04/06/17 COUNTY: WAKE DESIGNED BY: AKS PROJ. NO.: 0.0000000 I.D. NO.: 0 STATION: -L- STA. 117+45 CHECKED BY: BDB DESCRIPTION: D= 1.50 FT. TAILWATER CALCULATIONS 0.8*D= 1.20 s= 0.0052 B y M S n A P Q Vc Use n= 0.045 No. cfs ft ft fUft ftlft sq.ft. ft cfs fUs TW Q5 3.42 0.0 0.91 3.0 0.0052 0.045 2.50 5.78 3.42 0.92 1.20 Depth= Q10 3.82 0.0 0.95 3.0 0.0052 0.045 2.72 6.02 3.82 0.94 1.20 slope= Q25 4.22 0.0 0.99 3.0 0.0052 0.045 2.93 6.25 4.22 0.97 1.20 3.0 Q50 4.52 0.0 1.01 3.0 0.0052 0.045 3.08 6.41 4.52 0.98 1.20 to 1 Q100 4.80 0.0 1.04 3.0 0.0052 0.045 3.22 6.56 4.79 1.00 1.20 base= 0.0 ft Q500 5.27 0.0 1.07 3.0 0.0052 0.045 3.46 6.79 5.26 1.02 1.20 V ditch QOT 4.33 0.0 1.00 3.0 0.0052 0.045 2.99 6.32 4.34 0.97 1.20 Q CALCULATIONS Tc I A Q No. min in/hr C acres cfs Q5 5.00 6.50 0.75 0.7 3.42 Q10 5.00 7.25 0.75 0.7 3.82 Q25 5.00 8.02 0.75 0.7 4.22 Q50 5.00 8.59 0.75 0.7 4.52 Q100 5.00 9.11 0.75 0.7 4.80 Q500 5.00 10.00 0.75 0.7 5.27 QOT 5.00 8.23 0.75 0.7 4.33 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 DITCH COMPUTATIONS DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 DATE' 4/13/2017 RE��SEo: DITCH CAPACITY CALCULATIONS R��!,�i� I.D.NO.: YONKERS PROJ.NO.: COUNTY:WAKE DESIGNED:AKS DESCRIPTION: VONKERS RD CHECKED: BDB Med. Sp. Trial PSH gegin End L Lateral G=grass Vc Shear Freq. Location Ditch Sp. Cut 6=class B y M S n A P R Q Stress - T Notes Freq. Tc I A C Q LINE Station Elev Station Elev Detail ft Tail TYPE 1=class I ft ft fUft fUft sq.ft. ft. ft. cfs ft/s Ib/ft� yr min in/hr acres cfs 4 T OK -L- 11+39 191.01 12+25 191.44 RT O 86 Lateral BASE G 6 0.20 2.0 0.0050 0.045 1.28 6.89 0.19 0.97 0.76 0.06 grass OK 10 5.0 7.25 0.24 0.55 0.97 4 T OK -L- 14+00 197.50 14+55 196.40 RT B 55 Lateral V G 0 0.52 2.0 0.0200 0.045 0.55 2.35 0.23 0.98 1.78 0.65 grass OK 10 5.0 7.25 0.25 0.55 0.98 4 T OK -L- 14+55 196.40 15+75 197.00 RT B 120 Lateral V G 0 0.96 2.0 0.0050 0.045 1.85 4.30 0.43 2.47 1.33 0.30 grass OK 10 5.0 7.25 0.62 0.55 2.47 6 T OK -L- 31+50 230.55 32+35 226.50 LT N 85 Sp. Cut V G 0 0.80 3.0 0.0476 0.035 1.91 5.05 0.38 9.28 4.86 2.37 Rein. Matt 10 5.0 7.25 1.97 0.65 9.28 6 T OK -L- 32+35 226.50 34+50 229.00 LT F 215 Sp. Cut V G 0 0.83 3.0 0.0116 0.035 2.04 5.22 0.39 5.02 2.46 0.60 grass OK 10 5.0 7.25 0.99 0.70 5.02 6 T OK -L- 34+50 229.00 35+gg 227.78 LT F 139 Sp. Cut V G 0 0.69 3.0 0.0088 0.035 1.44 4.39 0.33 2.74 1.90 0.38 grass OK 10 5.0 7.25 0.54 0.70 2.74 6 T OK -L- 35+gg 227.78 38+00 221.53 LT F 211 Sp. Cut V G 0 0.68 3.0 0.0296 0.035 1.37 4.28 0.32 4.71 3.43 1.25 grass OK 10 5.0 7.25 0.93 0.70 4.71 6 T OK -L- 38+00 221.53 38+40 220.82 LT F 40 Sp. Cut V G 0 0.46 3.0 0.0178 0.035 0.63 2.90 0.22 1.29 2.05 0.51 grass OK 10 5.0 7.25 0.25 0.70 1.29 6 T OK -L- 38+40 220.82 39+00 221.67 LT F 60 Sp. Cut V G 0 0.48 3.0 0.0142 0.035 0.69 3.02 023 1.29 1.88 0.42 grass OK 10 5.0 7.25 0.25 0.70 1.29 6 T OK -L- 37+65 221.10 38+42 219.78 RT M 77 Sp. Cut BASE G 1 0.15 2.0 0.0172 0.035 0.19 1.66 0.11 0.25 1.32 0.16 grass OK 10 5.0 7.25 OA5 070 0.25 6 T OK -L- 38+42 219.78 38+70 219.95 RT M 28 Sp. Cut BASE G 1 0.10 2.0 0.0060 0.035 0.11 1.43 0.08 0.07 0.61 0.04 grass OK 10 5.0 7.25 0.01 0.70 0.07 6-7 T OK -L- 39+50 220.65 40+50 219.11 LT F 100 Sp. Cut V G 0 1.16 2.5 0.0154 0.035 3.37 6.25 0.54 11.78 3.50 1.12 grass OK 10 5.0 7.25 2.32 0.70 11.78 7 T OK -L- 40+50 219.11 41+00 218.61 LT F 50 Sp. Cut V G 0 1.26 2.5 0.0100 0.035 3.96 6.78 0.58 11.78 2.97 0.79 grass OK 10 5.0 7.25 2.32 0.70 11.78 7 T OK -L- 42+64 214.72 42+81 214.63 LT E 20 Tail V G 0 0.69 2.0 0.0045 0.045 0.95 3.08 0.31 0.96 1.01 0.19 grass OK 10 5.0 7.25 0.21 0.70 1.05 7 T OK -L- 41+00 218.61 43+00 214.48 LT F 200 Sp. Cut V G 0 1.10 2.5 0.0207 0.035 3.02 5.92 0.51 11.78 3.90 1.42 grass OK 10 5.0 7.25 2.32 0.70 11.78 7 T OK -L- 43+00 214.48 44+00 211.12 LT N 100 Sp. Cut V G 0 1.06 2.5 0.0336 0.035 2.82 5.71 0.49 13.70 4.87 2.22 Rein. Matt 10 5.0 7.25 2.70 0.70 13.70 7 T OK -L- 44+00 211.12 44+50 210.86 LT D 50 Lateral V G 0 1.68 2.5 0.0052 0.045 7.09 9.07 0.78 14.36 2.03 0.55 grass OK 10 5.0 7.25 2.83 0.70 14.36 7 T OK -L- 52+00 218.41 53+00 220.00 LT F 100 Sp. Cut V G 0 0.43 2.5 0.0159 0.035 0.46 2.30 0.20 0.83 1.82 0.42 grass OK 10 5.0 7.25 0.23 0.50 0.83 8 T OK -L- 57+30 201.03 197.50 RT R 125 Tail V I 0 2.18 2.0 0.0282 0.061 9.49 9.74 0.97 38.28 4.03 3.84 class I OK 10 30.0 3.54 19.66 0.55 38.28 9 T OK -L- 62+00 216.30 64+15 210.50 LT F 215 Sp. Cut V G 0 0.64 2.5 0.0270 0.035 1.03 3.46 0.30 3.23 3.12 1.08 grass OK 10 5.0 7.25 0.59 0.75 3.23 9 T OK -L- 64+�5 210.50 66+00 214.00 LT F 185 Sp. Cut V G 0 0.72 2.5 0.0189 0.035 1.28 3.85 0.33 3.59 2.81 0.84 grass OK 10 5.0 7.25 0.66 0.75 3.59 9 T OK -L- 66+00 214.00 68+g5 209.00 LT F 285 Sp. Cut V G 0 0.83 2.5 0.0176 0.035 1.71 4.46 0.38 5.10 2.98 0.91 grass OK 10 5.0 7.25 1.08 0.65 5.10 9 T OK -L- 70+00 212.00 70+41 211.50 RT D 41 Lateral V G 0 0.18 2.5 0.0122 0.045 0.09 0.99 0.09 0.06 0.71 0.14 grass OK 10 5.0 7.25 0.02 0.50 0.06 9-10 T OK -L- 70+41 211.50 72+50 213.35 RT D 209 Lateral V G 0 0.44 2.5 0.0089 0.045 0.48 2.35 0.20 0.51 1.07 0.24 grass OK 10 5.0 7.25 0.14 0.50 0.51 10 T OK -L- 73+53 212.40 79+00 226.00 LT F 547 Sp. Cut V G 0 0.59 2.5 0.0249 0.035 0.88 3.19 028 2.49 2.84 0.92 grass OK 10 5.0 7.25 0.69 0.50 2.49 10 T OK -L- 79+50 226.50 80+�5 225.50 LT F 65 Sp. Cut V G 0 0.58 2.5 0.0154 0.035 0.85 3.15 0.27 1.89 2.22 0.56 grass OK 10 5.0 7.25 0.33 0.80 1.89 10-11 T OK -L- 80+�5 225.50 82+00 230.50 LT F 185 Sp. Cut V G 0 0.71 2.5 0.0270 0.035 1.27 3.84 0.33 4.26 3.35 1.20 grass OK 10 5.0 7.25 0.73 0.80 4.26 11 T OK -L- 88+00 226.65 89+50 218.00 LT N 150 Sp. Cut V G 0 0.67 2.0 0.0577 0.035 0.89 2.99 0.30 4.07 4.57 2.40 Rein. Matt 10 5.0 7.25 0.80 0.70 4.07 11-12 T OK -L- 90+50 212.97 96+25 194.31 LT G 575 Sp. Cut BASE G 1 0.32 2.0 0.0324 0.035 0.52 2.42 0.21 1.43 2.75 0.64 grass OK 10 5.0 7.25 0.44 0.45 1.43 R:\Hydra ulics\CALN IATIONS\Vonkers_Ditch_Ca Ics.zlsm DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 DATE: 4/13/2017 RE��SEo: DITCH CAPACITY CALCULATIONS R�� I.D.NO.: YONKERS PROJ.NO.: COUNTV:WAKE DESIGNED:AKS DESCRIPTION: YONKERS RD CHECKED: BDB 12 T OK -L- 94+�0 191.79 95+00 19020 RT I 90 Lateral BASE G 6 0.71 3.0 0.0177 0.045 5.81 10.51 0.55 17.24 2.97 0.79 grass OK 10 5.0 7.25 3.66 0.65 17.24 12 T OK -L- 95+00 19020 95+56 189.82 RT I 56 Lateral BASE G 6 0.93 3.0 0.0068 0.045 8.13 11.86 0.69 17.25 2.12 0.39 grass OK 10 5.0 7.25 3.66 0.65 17.25 12 T OK -L- 96+25 194.31 98+00 193.00 LT F 175 Sp. Cut V G 0 0.71 2.0 0.0075 0.035 1.02 3.20 0.32 1.76 1.72 0.33 grass OK 10 5.0 7.25 0.30 0.80 1.76 12 T OK -L- 98+00 193.00 99+00 190.69 LT F 100 Sp. Cut V G 0 0.33 2.0 0.0231 0.035 0.21 1.46 0.15 0.38 1.79 0.47 grass OK 10 5.0 7.25 0.08 0.65 0.38 12 T OK -L- 99+00 190.69 100+00 189.40 LT F 100 Sp. Cut V G 0 0.46 2.0 0.0129 0.035 0.42 2.05 0.21 0.71 1.68 0.37 grass OK 10 5.0 7.25 0.15 0.65 0.71 12 T OK -L- 100+00 189.40 100+24 189.18 LT F 24 Sp. Cut V G 0 0.52 2.0 0.0090 0.035 0.53 2.31 0.23 0.81 1.52 0.29 grass OK 10 5.0 7.25 0.17 0.65 0.81 12 T OK -L- 100+24 18g.i8 101+00 189.41 LT F 76 Sp. Cut V G 0 0.73 2.0 0.0030 0.035 1.06 325 0.33 1.17 1.11 0.14 grass OK 10 5.0 7.25 0.25 0.65 1.17 13 T OK -L- 102+g5 187.22 103+25 189.88 RT P 40 Lateral BASE I 1 0.93 2.5 0.0665 0.061 3.09 6.01 0.51 12.49 4.04 3.86 class I OK 10 5.0 7.25 2.30 0.75 12.49 13 T OK -L- 103+25 189.88 104+�6 190.81 RT D 91 Lateral V G 0 1.41 2.5 0.0103 0.045 4.94 7.57 0.65 12.49 2.53 0.90 grassOK 10 5.0 7.25 2.30 0.75 12.49 13 T OK -L- 104+00 190.25 106+00 191.25 LT F 200 Sp. Cut V G 0 0.54 2.0 0.0050 0.035 0.59 2.43 0.24 0.69 1.17 0.17 grass OK 10 5.0 7.25 0.19 0.50 0.69 13 T OK -L- 108+55 187.11 110+05 198.50 RT J 150 Lateral BASE I 3 0.79 2.5 0.0759 0.056 3.90 7.23 0.54 18.96 4.86 3.72 class I OK 10 20.0 4.44 7.12 0.60 18.96 13 T OK -L- 110+05 198.50 110+50 201.07 RT J 45 Lateral BASE I 3 0.84 2.5 0.0571 0.056 4.28 7.52 0.57 18.67 4.36 2.99 class I OK 10 20.0 4.44 7.01 0.60 18.67 13 T OK -L- 110+50 201.07 111+35 201.63 RT K 85 Lateral BASE G 3 128 2.5 0.0066 0.045 7.98 9.92 0.80 18.55 2.32 0.53 grass OK 10 20.0 4.44 6.96 0.60 18.55 14 T OK -L- 112+20 202.20 113+25 203.00 RT L 105 Lateral V G 0 2.30 2.0 0.0076 0.045 10.57 10.28 1.03 31.11 2.94 1.09 grass OK 10 5.0 7.25 6.13 0.70 31.11 14 T OK -L- 113+25 203.00 116+50 204.50 RT L 325 Lateral V G 0 1.70 2.0 0.0046 0.045 5.78 7.61 0.76 10.84 1.87 0.49 Rein. Matt 10 5.0 7.25 2.14 0.70 10.84 14 T OK -L- 112+g� 211.29 114+00 213.86 LT F 109 Sp. Cut V G 0 0.48 2.5 0.0236 0.035 0.59 2.61 0.23 1.42 2.42 0.71 grass OK 10 5.0 7.25 0.24 0.80 1.42 14 T OK -L- 117+00 218.49 117+57 216.50 LT F 57 Sp. Cut V G 0 0.49 2.0 0.0349 0.035 0.49 2.20 0.22 1.41 2.90 1.07 grass OK 10 5.0 7.25 0.26 0.75 1.41 14 T OK -L- 117+57 216.50 118+00 217.97 LT F 43 Sp. Cut V G 0 0.72 2.0 0.0342 0.035 1.04 323 0.32 3.87 3.71 1.54 grass OK 10 5.0 7.25 0.71 0.75 3.87 14 T OK -L- 121+00 225.26 221.00 RT Q 54 Tail V B 0 0.61 2.0 0.0789 0.063 0.74 2.72 0.27 2.06 2.79 2.99 Class B OK 10 5.0 7.25 0.41 0.70 2.06 14-15 T OK -L- 121+00 225.26 122+00 226.97 RT D 100 Lateral V G 0 0.59 2.5 0.0171 0.045 0.86 3.16 0.27 1.56 1.82 0.63 grass OK 10 5.0 7.25 0.27 0.80 1.56 15 T OK -L- 122+00 226.97 123+50 231.45 RT D 150 Lateral V G 0 0.32 2.5 0.0299 0.045 0.26 1.74 0.15 0.42 1.61 0.60 grass OK 10 5.0 7.25 0.09 0.65 0.42 15 T OK -L- 125+68 233.81 233.42 RT E 47 Tail V G 0 0.58 2.0 0.0083 0.045 0.68 2.61 0.26 0.84 1.23 0.30 grass OK 10 5.0 7.25 0.23 0.50 0.84 15 T OK -L- 125+68 233.81 126+31 236.00 RT D 63 Lateral V G 0 0.30 2.5 0.0350 0.045 0.22 1.61 0.14 0.37 1.66 0.65 grass OK 10 5.0 7.25 0.10 0.50 0.37 15 T OK -L- 130+30 225.34 131+25 224.63 RT G 95 Sp. Cut BASE G 1 0.15 2.0 0.0075 0.035 020 1.69 0.12 0.18 0.89 0.07 grass OK 10 5.0 7.25 0.05 0.50 0.18 R:\Hydra ulics\CALN IATIONS\Vonkers_Ditch_Ca Ics.zlsm DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 TIME OF CONCENTRATION COMPUTATIONS DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 TIME OF CONCENTRATION CALCULATIONS � t DATE: 4/13/17 REVISED: � � I.D. NO.: PROJ. NO.: COUNTV: WAKE DESIGNED: AKS DESCRIPTION: VONKERS ROAD CHECKED:BDB Tc by Kinematic Wave Equation Trial Tc calculated for Shallow Concentrated Flow Trial Tc calculated for open channels Total Discharge calculations by Rational Method Q Vavg No. L n S Tc I L Slope Paved Chart V Tc L B y M S n A P R Q Vc Tc Tc No. Station Freq. Tc I A C Q k fUft min in/hr ft fUft Unpaved it/s min k ft k ft/k ft/ft sq. k ft cfs fUs min min r min in/hr acres cfs 404 120.0 024 0.048 8.4 6.15 0 0.014 U 1.92 0.00 105 0.0 0.78 2.0 0.005 0.040 123 3.51 0.35 1.610 1.31 1.34 9.79 10 9.8 6.09 0.44 0.60 1.61 601 92.0 024 0.130 5.0 725 231 0.015 U 1.97 1.95 85 0.0 0.99 2.0 0.048 0.040 1.97 4.44 0.44 9.340 4.73 0.30 723 10 72 6.67 2.55 0.55 9.34 607 123.0 024 OA59 7.9 6A5 0 OA27 U 2.63 0.00 138 0.0 0.86 2.0 0.012 0.040 1.48 3.84 0.38 3.130 2.12 1.08 8.96 10 9.0 6.38 0.83 0.65 3.44 706 300.0 024 0.035 18.0 4.62 1470 0.035 U 3.02 8.12 411 3.5 2.10 2.0 OA24 0.040 16.12 12.87 L25 108.480 673 1A2 27.14 10 27.1 3.81 5177 0.55 108.48 1409 87.0 024 0.195 4.3 725 0 0.015 U 1.97 0.00 129 2.0 0.58 3.0 0.015 0.040 2.18 5.68 0.38 5280 2.42 0.89 5.16 10 52 725 0.97 O75 528 1401 'from 1409 52 725 157 O.W6 P 5.62 0.47 430 OA 2.31 2.0 0.006 0.040 10.71 10.35 1.03 31.620 2.95 2.43 8.05 10 8.1 6.38 7.08 O70 31.62 07EX2 300.0 024 0.017 23.3 4.15 634 0.017 U 2.N 5.00 432 0.0 1.51 2.0 0.005 0.020 4.59 677 0.68 18.640 4.06 177 30.06 10 30.1 3.54 7.52 O70 18.64 OSEX2 300.0 024 0.017 25.1 3.55 305 0.017 U 2.07 2.45 653 0.0 L21 2.0 OA29 0.020 2.94 5A2 0.54 24790 8.43 129 28.80 10 28.8 372 10.51 0.65 25.40 09EX5 300.0 024 0.017 23.3 4.09 1377 0.017 P 2.68 857 0 OD 2.47 2.0 0.005 0.040 12.18 N.04 1.10 34280 2.81 0.00 31.91 10 31.9 3.54 19.37 0.50 3428 09EX1 300.0 024 0.015 24.6 4.00 334 0.015 U 1.98 2.82 306 0.0 1.14 2.0 0.015 0.040 2.59 5.09 0.51 7.540 2.91 1.75 29.16 10 292 3.63 2.97 0.70 7.54 12EX4 300.0 024 0.051 15.8 4.82 405 0.051 U 3.66 1.84 155 6.0 0.51 2.0 0.018 0.040 3.60 829 0.43 10240 2.84 0.91 18.52 10 18.5 4.62 3.41 0.65 1024 1220 99.0 024 0.051 7.1 6.65 0 0.051 P 4.61 0.00 262 0.0 124 2.0 0.005 0.040 3.06 5.53 0.55 5.440 1.78 2.45 9.58 10 9.6 6.09 128 0.70 5.44 14EX2 73.0 OA2 OA20 17 7.85 580 0.010 U 1.64 5.89 95 0.0 0.88 2.0 O.ON 0.020 1.56 3.96 0.40 6.440 4.12 0.38 7.94 10 7.9 6.67 1.38 0.70 6.44 09EX4 260.0 024 0.023 18.8 4.55 625 0.005 U 1.14 9.13 292 0.0 0.80 2.0 0.083 0.020 129 3.60 0.36 14.039 10.85 0.45 28.42 10 28.4 3.72 6.86 0.55 14.04 10EX4 102.0 024 0.029 8.9 6.15 124 0.081 U 4.58 0.45 0 0.0 0.92 2.0 0.005 0.040 1.71 4.14 0.41 2.499 1.46 0.00 9.31 10 9.3 6.09 0.68 0.60 2.50 10EX3 113.0 024 OA27 9.9 5.85 0 0.007 P 170 0.00 204 0.0 1.02 2.0 0.006 0.040 2.09 4.57 0.46 3.639 174 1.95 11.86 10 11.9 5.62 1.03 0.65 376 10EX2 270.0 024 0.011 25.3 4.03 451 0.005 U 1.14 6.59 147 0.0 0.65 2.0 0.050 0.020 0.83 2.89 029 6.070 728 0.34 32.19 10 322 3.54 3.12 0.55 6.07 10EX1 55.0 024 0.145 3.5 7.50 0 0.005 U 1.14 0.00 555 0.0 0.56 2.0 0.025 0.020 0.62 2.49 025 2.870 4.64 1.99 5.49 10 5.5 725 0.88 0.45 2.87 1204 26.0 024 0.160 2.1 7.84 0 0.007 P 1J0 0.00 568 1.0 024 2.0 0.032 0.020 0.36 2.07 0.17 1.470 4.14 229 4.42 10 4.4 7.45 0.44 0.45 1.47 12EX3 78.0 024 0.010 10.7 5.70 520 0.017 P 2.65 327 0 0.0 1.06 2.0 0.005 0.040 223 4.73 0.47 3.571 1.60 0.00 14.01 10 14.0 5.07 0.83 0.85 3.57 12EX2 10.0 024 0.040 1.8 5.00 742 0.022 P 2.98 4.14 0 0.0 1.33 2.0 0.005 0.040 3.56 5.97 0.60 6.640 1.87 0.00 5.95 10 5.9 725 1.08 0.85 6.64 13EX2 325.0 024 0.111 12.6 5.31 0 0.007 P 1.70 0.00 310 0.0 1.02 2.0 0.011 0.040 2.09 4.57 0.46 4.829 2.32 223 14.88 10 14.9 5.07 1.80 0.55 5.01 13EX1 103.0 024 0.068 6.7 6.75 0 0.007 P 1.70 0.00 170 0.0 1.11 2.0 0.005 0.040 2.47 4.97 0.50 4.090 1.65 1.71 8.39 10 8.4 6.38 0.80 0.80 4.09 13EX3 9.0 0.02 0.005 0.7 S.OS 349 0.023 P 3.08 1.89 0 0.0 0.69 2.0 0.005 0.040 0.96 3.10 0.31 1.160 121 0.00 2.60 10 2.6 7.85 0.16 0.90 1.16 15EX1 69.0 024 0.025 7.1 6.65 0 0.007 P 1.70 0.00 429 0.0 0.68 2.0 0.015 0.040 0.92 3.04 0.30 1.900 2.05 3.48 10.61 10 10.6 5.80 0.60 0.55 1.90 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 WATER QUALITY COMPUTATIONS DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 Water Quality Volume Calculations Yonkers Road - Raleigh, NC Drainage Area Impervious Area o Required Water � Impervious Treated Site SCM Type Acres Acres Impervious /a Rvu (in_run/in_rain) Quality Volume Ft3 WQV Available FT 3 Acres B1 Bioretention 0.14 0.12 85 0.811 407 615 0.12 B2 Bioretention 0.22 0.17 75 0.722 587 704 0.17 B3 Bioretention 0.18 0.12 68 0.663 427 854 0.12 B4 Bioretention 0.33 0.25 75 0.727 871 1143 0.25 B5 Bioretention 0.60 0.18 30 0.320 701 1268 0.18 B6 Bioretention 0.27 0.20 73 0.704 694 1082 0.20 B7 Bioretention 0.19 0.15 80 0.768 526 994 0.15 B8 Bioretention 0.15 0.10 69 0.671 369 609 0.10 B9 Bioretention 0.41 0.33 81 0.775 1,149 1195 0.33 B 10 Bioretention 0.30 0.22 73 0.704 773 1012 0.22 B 11 Bioretention 0.71 0.53 74 0.720 1, 857 1857 0.53 B 12 Bioretention 0.21 0.15 71 0.692 536 762 0.15 Total Impervious Area Treated (ac) 2.52 8,896 12,095 2.52 Notes 1. Water quality volume computed using simple formula for 1" rainfall (NCDENR BMP Manual) 2. Bioretention surface area computed using ponding depth of 1.0' DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 Bioretention Calculations Bioretention Cell 1 Bioretention Cell Design Description Filter Profile Depth (in) Ponded Water 1z Mulch 4 Filter Media 30 No.57 Stone 12 Filter Media Design 87% Sand 10% Fines 3% Organic (Peat Moss) Phosphorous Index 10 < PI < 30 Permeability, K= 1.5 in/hr ***Soil media shall be sent to NC DA labs to be analyzed. Permeability shall be at least 0.5 in/hr. Determine the Time for Ponded Volume to Drein Time (hrs) = Depth of ponding/ K Time (hrs) = 8 OK, time to drain is less than the maximum allowable of 12 hrs. Determine Time to Drein 30" Filter Media Time (hrs) = Depth of inedia / K Time (hrs) = 20 OK, time to drain is less than the maximum allowable of 48 hrs. CELL A Design Underdrain System Determine flow rate through [he sand Area of Filter 205 sf Largest area to an underdrain within cell Factor of Safety (FS) = S 4f�,i�e, = Area of Filter * K* FS Rrn�e,(�fs)= 0.04 cfs Determine pipe size for filter flow rate D (in) = 16*[Qf;i�e,*n/S^0.5)^(3/8) n = 0.011 S (ft/ft) = 0.005 D�in�= 2.28 Use 6" pipes' CELL B Design Underdrain System Determine flow rote through the sand Area of Filter 205 sf Largest area to an underdrain within cell Factor of Safety (FS) = 5 4f,i�e, = Area of Filter * K* FS Qf;i�e�(cfs)= 0.04 cfs Determine pipe size for filter flaw rate D (in) = 16*[4r;me�*n/s^os)^(3/8) n = 0.011 5 (ft/ft) = 0.005 D�in�= 2.28 Use 6" pipesl CELL C Design Underdrain System Determine flow rate through [he sand Area of Filter 205 sf Largest area to an underdrain within cell Factor of Safety (FS) = 5 4f,i�e, = Area of Filter * K* FS Rr;i�e,(�fs)= 0.04 cfs Determine pipe size for filter flow rate D (in) = 16*[4r;me�*n/s^os)^(3/8) n = 0.011 S (ft/ft) = 0.005 D (in) = 2ZS Use 6" pipesl DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 Bioretention Calculations Bioretention Cell 2 Bioretention Cell Design Description Ponded Water Mulch Filter Media No. 57 Stone Filter Media Design Depth (in) 12 4 [eI�7 12 87% Sand 10% Fines 3% Organic (Peat Moss) Phosphorous Index 10 < PI < 30 Permeability, K = 1.5 in/hr ***Soil media shall be sent to NC DA labs to be analyzed. Permeability shall be at least 0.5 in/hr. Determine the Time for Ponded Volume to Drain Time (hrs) = Depth of ponding/ K Time (hrs) = 8 OK, time to drain is less than the maximum allowable of 12 hrs. Determine Time to Drain 30" Filter Media Time (hrs) = Depth of inedia / K Time (hrs) = 20 OK, time to drain is less than the maximum allowable of 48 hrs. CELL A Design Underdrain System Determine flow rate through the sand Area of Filter 704 sf Factor of Safety (FS) = 5 4f;ite, = Area of Filter * K* FS 4filter �CfS� = 0.12 CfS Determine pipe size for filter flow rate D (111) = 16*[Qpi�ter*n�S^0.5)^(3�8) Largest area to an underdrain within cell n = 0.011 5 (ft/ft) = 0.005 D (in) = 3.62 Use 6" pipesl Filter Profile DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 Bioretention Calculations Bioretention Cell 3 Bioretention Cell Design Description Filter Profile Depth (in) Ponded Water 1z Mulch 4 Filter Media 30 No.57 Stone 12 Filter Media Design 87% Sand 10% Fines 3% Organic (Peat Moss) Phosphorous Index 10 < PI < 30 Permeability, K= 1.5 in/hr ***Soil media shall be sent to NC DA labs to be analyzed. Permeability shall be at least 0.5 in/hr. Determine the Time for Ponded Volume to Drein Time (hrs) = Depth of ponding/ K Time (hrs) = 8 OK, time to drain is less than the maximum allowable of 12 hrs. Determine Time to Drein 30" Filter Media Time (hrs) = Depth of inedia / K Time (hrs) = 20 OK, time to drain is less than the maximum allowable of 48 hrs. CELL A Design Underdrain System Determine flow rate through [he sand Area of Filter 280 sf Largest area to an underdrain within cell Factor of Safety (FS) = S 4f�,i�e, = Area of Filter * K* FS Rrn�e,(�fs)= 0.05 cfs Determine pipe size for filter flow rate D (in) = 16*[Qf;i�e,*n/S^0.5)^(3/8) n = 0.011 S (ft/ft) = 0.005 D�in�= 2.56 Use 6" pipes' CELL B Design Underdrain System Determine flow rote through the sand Area of Filter 2S0 sf Largest area to an underdrain within cell Factor of Safety (FS) = 5 4f,i�e, = Area of Filter * K* FS Qf;i�e�(cfs)= 0.05 cfs Determine pipe size for filter flaw rate D (in) = 16*[4r;me�*n/s^os)^(3/8) n = 0.011 5 (ft/ft) = 0.005 D�in�= 2.56 Use 6" pipesl CELL C Design Underdrain System Determine flow rate through [he sand Area of Filter 280 sf Largest area to an underdrain within cell Factor of Safety (FS) = 5 4f,i�e, = Area of Filter * K* FS Rr;i�e,(�fs)= 0.05 cfs Determine pipe size for filter flow rate D (in) = 16*[4r;me�*n/s^os)^(3/8) n = 0.011 S (ft/ft) = 0.005 D(in�= 2.56 Use 6" pipesl DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 Bioretention Calculations Bioretention Cell 4 Bioretention Cell Design Description Filter Profile Depth (in) Ponded Water 1z Mulch 4 Filter Media 30 No.575tone 12 Filter Media Design 87% Sand 10% Fines 3% Organic (Peat Moss) Phosphoraus Index 10 <PI <30 Permea6iliTy,K= 1.5 in/hr '"'Soil media shall be sent to NC DA labs to be analyzed. Permeability shall be at least 0.5 in/hr. Determine the 7ime for Ponded Volume to Drain Time (hrs) = Depth of ponding/ K Time (hrs) = 8 OK, time to drain is less than the maximum allowable of 12 hrs. Determine Time to Drain 30" Filter Media Time (hrs) = Depth of inedia / K Time (hrs) = 20 OK, time to drain is less than the maximum allowable of 48 hrs. CELL A Design Underdrain System Determine flow rate through the sand Area of Filter 288 sf Largest area to an underdrain within cell Factor of Safety (FS) = 5 Qr;i�e, = Area of Filter * K* FS 4ruca,I�fs)= OAS cfs Determine pipe size for f'Iter flow rate D (in) =16* [Qfiica,*n/5^0.5)^(3/8) - 0.011 5 (ft/k) = 0.005 D�in�= 2.59 Use 6" pipes' CELL B Design Underdrain System Determine flow rate through the sand Area of Filter 285 sf Largest area to an underdrain within <ell Factor of Safety (FS) = 5 Qriie, = Area of Filter" K` FS 4f,i�„I�fs)= 0.05 cfs Determine pipe size for filter flow rate D (in) = 16"[Qf,i�„'n/5^0.5)^�3/8) n = 0.011 5 (ft/k) = 0.005 D�in�= 2.58 Use 6" pipes' CELL C Design Underdrain System Determine flow rate through the sand Area of Filter 284 sf Largest area to an underdrain within cell Factor of Safety (FS) = 5 Qr;i�e, = Area of Filter * K* FS 4ruca,I�fs)= OAS cfs Determine pipe size for f'Iter flow rote D (in) =16* [Qfiica,*n/5^0.5)^(3/8) - 0.011 S (ft/k) = 0.005 D(in�= 2.58 Use 6" pipes' CELL D Design Underdrain System Determine flow rate through the sand Area of Filter 286 sf Largest area to an underdrain within cell Factor of Safety (FS) = 5 Qr;i�e, = Area of Filter * K* FS 4ruca,I�fs)= OAS cfs Determine pipe size for f'Iter flow rote D (in) = 16*[Qf�,ice,*n/5^0.5)^(3/8) - 0.011 S (ft/k) = 0.005 D(in�= 2.58 Use 6" pipes' DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 Bioreten[ion Glcula[ions e�orerenNon Cell s Biore[enlion Cell Design o �rip�ian oep�x On� m��ve o::� ninry� e.io o /nr soumeaia:nanne:e�rmucoaiae:conea�aiy:ea. vermeaeuiry:nauneaciea:�osi�/nr. *ime Innle toeo n or ponaing/ Kvo ume w orain iime�M1rs�- e oN,nmemarainislesscM1antM1emaximumallowableoflxM1rs. iimerlM1nle�oeocM1otm�etl30%Fine Meaia iime�M1rs�=3o ok,nmemaainislesscM1antM1emaximumallowableofaeM1rs. Oeterm ne)lownores hro gM1 me sona afary�f'S�- 5 �ar¢escareatoanuntlertlrainwitM1incall p�i�F= rea oi ae,�n.� F o.oi n. oa�e,�,�eo na�.ni�a.no. �OM= s•f4.i�"NswsIH3/el slrt/tp= oU�1= zi� oeee.m�e/iow �yrlF�sler s s ar.a�oa��derdrai�wimi��en a��.F= n ea or Fu�e, � K� fs 4u�.,1«s�= o.oi ns oeee.m p zefarf��erPow o �'i�� - �s• �n,,,,"�/s^asl"13/e� slWn�- op��- z.ia oarz.m nepow�ioresmro gn ma:ona aferyr�fs�er 5 g area�oanunderdrainwiinincell pni� reaoiFl�er'rc•Fs �im.,l�s�= 0.03 cis Oetermmee ne/oifllteiPow oliN= s•f4.i�'NswsIH3/el s INn� - oU�1= zi� oarz.m nepow�ioresmro gn ma:ona aferyr�fs�er 5 g area�oanunderdrainwiinincell pni� reaoiFl�er'rc•Fs �im.,l�s�= 0.03 cis Oetermmee ne/oifllteiPow oliN= s•f4.i�'NswsIH3/el s�n/n�- oV�1= zi� oarz.m nepow�ioresmro gn ma:ona aferyr�fs�e= s e area�oanunderdrainwiinincell pru� rea oi Fl�er' rc• Fs �im.,l�s�= 0.03 cis Oetermmee ne/oifllteiPow eoliN= s•f4.i�'NswsIH3/el slWn�- oU�1= zi� oare� �e)�ow�•or�sm�o gn ua:o�a aferyrlfsler 5 6 area�oanunderdrainwiiFincell pni� reaoiFl�er'rc•Fs �im.,l�s�= 0.03 cis Oetermmee ne/oifllteiPow eoliN= s•f4.i�'NswsIH3/el slWn�- oU�1= zi9 oarzrm nepownores n�o gn ua:ona afary�f's�= 5 �ar¢escareatoanunaerarainwitM1incall p�i F= rea oi a��,�n.� �� o.oi e, oa�e,�,�eo na�.nua.now oliN= s•f4.i�'NswsIH3/el slrt/tp= oli�1= zis DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 Bioretention Calculations Bioretention Cell 6 Bioretention Cell Design Description Filter Profile Depth (in) Ponded Water 1z Mulch 4 Filter Media 30 No.57 Stone 12 Filter Media Design 87% Sand 10% Fines 3% Organic (Peat Moss) Phosphorous Index 10 < PI < 30 Permeability, K= 1.5 in/hr ***Soil media shall be sent to NC DA labs to be analyzed. Permeability shall be at least 0.5 in/hr. Determine the Time for Ponded Volume to Drein Time (hrs) = Depth of ponding/ K Time (hrs) = 8 OK, time to drain is less than the maximum allowable of 12 hrs. Determine Time to Drein 30" Filter Media Time (hrs) = Depth of inedia / K Time (hrs) = 20 OK, time to drain is less than the maximum allowable of 48 hrs. CELL A Design Underdrain System Determine flow rate through [he sand Area of Filter 314 sf Largest area to an underdrain within cell Factor of Safety (FS) = S 4f�,i�e, = Area of Filter * K* FS Rrn�e,(�fs)= 0.05 cfs Determine pipe size for filter flow rate D (in) = 16*[Qf;i�e,*n/S^0.5)^(3/8) n = 0.011 S (ft/ft) = 0.005 D�in�= 2.67 Use 6" pipes' CELL B Design Underdrain System Determine flow rote through the sand Area of Filter 413 sf Largest area to an underdrain within cell Factor of Safety (FS) = 5 4f,i�e, = Area of Filter * K* FS Qf;i�e�(cfs)= 0.07 cfs Determine pipe size for filter flaw rate D (in) = 16*[4r;me�*n/s^os)^(3/8) n = 0.011 5 (ft/ft) = 0.005 D�in�= 2.96 Use 6" pipesl CELL C Design Underdrain System Determine flow rate through [he sand Area of Filter 355 sf Largest area to an underdrain within cell Factor of Safety (FS) = 5 4f,i�e, = Area of Filter * K* FS Rr;i�e,(�fs)= 0.06 cfs Determine pipe size for filter flow rate D (in) = 16*[4r;me�*n/s^os)^(3/8) n = 0.011 S (ft/ft) = 0.005 D(in�= 2.80 Use 6" pipesl DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 Bioretention Calculations Bioretention Cell 7 Bioretention Cell Design Description Ponded Water Mulch Filter Media No. 57 Stone Filter Media Design Depth (in) 12 4 [eI�7 12 87% Sand 10% Fines 3% Organic (Peat Moss) Phosphorous Index 10 < PI < 30 Permeability, K = 1.5 in/hr ***Soil media shall be sent to NC DA labs to be analyzed. Permeability shall be at least 0.5 in/hr. Determine the Time for Ponded Volume to Drain Time (hrs) = Depth of ponding/ K Time (hrs) = 8 OK, time to drain is less than the maximum allowable of 12 hrs. Determine Time to Drain 30" Filter Media Time (hrs) = Depth of inedia / K Time (hrs) = 20 OK, time to drain is less than the maximum allowable of 48 hrs. CELL A Design Underdrain System Determine flow rate through the sand Area of Filter 995 sf Factor of Safety (FS) = 5 4f;ite, = Area of Filter * K* FS 4filter �CfS� = 0.17 CfS Determine pipe size for filter flow rate D (111) = 16*[Qpi�ter*n�S^0.5)^(3�8) Largest area to an underdrain within cell n = 0.011 5 (ft/ft) = 0.005 D (in) = 4.12 Use 6" pipesl Filter Profile DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 Bioretention Calculations Bioretention Cell 8 Bioretention Cell Design Description Ponded Water Mulch Filter Media No. 57 Stone Filter Media Design Depth (in) 12 4 [eI�7 12 87% Sand 10% Fines 3% Organic (Peat Moss) Phosphorous Index 10 < PI < 30 Permeability, K = 1.5 in/hr ***Soil media shall be sent to NC DA labs to be analyzed. Permeability shall be at least 0.5 in/hr. Determine the Time for Ponded Volume to Drain Time (hrs) = Depth of ponding/ K Time (hrs) = 8 OK, time to drain is less than the maximum allowable of 12 hrs. Determine Time to Drain 30" Filter Media Time (hrs) = Depth of inedia / K Time (hrs) = 20 OK, time to drain is less than the maximum allowable of 48 hrs. CELL A Design Underdrain System Determine flow rate through the sand Area of Filter 610 sf Factor of Safety (FS) = 5 4f;ite, = Area of Filter * K* FS 4filter �cfs) = 0.11 CfS Determine pipe size for filter flow rate D (111) = 16*[Qpi�ter*n�S^0.5)^(3�8) Largest area to an underdrain within cell n = 0.011 5 (ft/ft) = 0.005 D (in) = 3.43 Use 6" pipesl Filter Profile DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 Bioretention Calculations Bioretention Cell 9 Bioretention Cell Design Description Filter Profile Depth (in) Ponded Water 1z Mulch 4 Filter Media 30 No.575tone 12 Filter Media Design 87% Sand 10% Fines 3% Organic (Peat Moss) Phosphoraus Index 10 <PI <30 Permea6iliTy,K= 1.5 in/hr '"'Soil media shall be sent to NC DA labs to be analyzed. Permeability shall be at least 0.5 in/hr. Determine the 7ime for Ponded Volume to Drain Time (hrs) = Depth of ponding/ K Time (hrs) = 8 OK, time to drain is less than the maximum allowable of 12 hrs. Determine Time to Drain 30" Filter Media Time (hrs) = Depth of inedia / K Time (hrs) = 20 OK, time to drain is less than the maximum allowable of 48 hrs. CELL A Design Underdrain System Determine flow rate through the sand Area of Filter 294 sf Largest area to an underdrain within cell Factor of Safety (FS) = 5 Qr;i�e, = Area of Filter * K* FS 4ruca,I�fs)= OAS cfs Determine pipe size for f'Iter flow rate D (in) =16* [Qfiica,*n/5^0.5)^(3/8) - 0.011 5 (ft/k) = 0.005 D�in�= 2.61 Use 6" pipes' CELL B Design Underdrain System Determine flow rate through the sand Area of Filter 293 sf Largest area to an underdrain within <ell Factor of Safety (FS) = 5 Qriie, = Area of Filter" K` FS 4f,i�„I�fs)= 0.05 cfs Determine pipe size for filter flow rate D (in) = 16"[Qf,i�„'n/5^0.5)^�3/8) n = 0.011 5 (ft/k) = 0.005 D�in�= 2.61 Use 6" pipes' CELL C Design Underdrain System Determine flow rate through the sand Area of Filter 293 sf Largest area to an underdrain within cell Factor of Safety (FS) = 5 Qr;i�e, = Area of Filter * K* FS 4ruca,I�fs)= OAS cfs Determine pipe size for f'Iter flow rote D (in) =16* [Qfiica,*n/5^0.5)^(3/8) - 0.011 S (ft/k) = 0.005 D(in�= 2.61 Use 6" pipes' CELL D Design Underdrain System Determine flow rate through the sand Area of Filter 293 sf Largest area to an underdrain within cell Factor of Safety (FS) = 5 Qr;i�e, = Area of Filter * K* FS 4ruca,I�fs)= OAS cfs Determine pipe size for f'Iter flow rote D (in) = 16*[Qf�,ice,*n/5^0.5)^(3/8) - 0.011 S (ft/k) = 0.005 D(in�= 2.61 Use 6" pipes' DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 Bioretention Calculations Bioretention Cell 10 Bioretention Cell Design Description Filter Profile Depth (in) Ponded Water 1z Mulch 4 Filter Media 30 No.575tone 12 Filter Media Design 87% Sand 10% Fines 3% Organic (Peat Moss) Phosphoraus Index 10 <PI <30 Permea6iliTy,K= 1.5 in/hr '"'Soil media shall be sent to NC DA labs to be analyzed. Permeability shall be at least 0.5 in/hr. Determine the 7ime for Ponded Volume to Drain Time (hrs) = Depth of ponding/ K Time (hrs) = 8 OK, time to drain is less than the maximum allowable of 12 hrs. Determine Time to Drain 30" Filter Media Time (hrs) = Depth of inedia / K Time (hrs) = 20 OK, time to drain is less than the maximum allowable of 48 hrs. CELL A Design Underdrain System Determine flow rate through the sand Area of Filter 270 sf Largest area to an underdrain within cell Factor of Safety (FS) = 5 Qr;i�e, = Area of Filter * K* FS 4ruca,I�fs)= OAS cfs Determine pipe size for f'Iter flow rate D (in) =16* [Qfiica,*n/5^0.5)^(3/8) - 0.011 5 (ft/k) = 0.005 D�in�= 2.53 Use 6" pipes' CELL B Design Underdrain System Determine flow rate through the sand Area of Filrer 277 sf Largest area to an underdrain within <ell Factor of Safety (FS) = 5 Qriie, = Area of Filter" K` FS 4f,i�„I�fs)= 0.05 cfs Determine pipe size for filter flow rate D (in) = 16"[Qf,i�„'n/5^0.5)^�3/8) n = 0.011 5 (ft/k) = 0.005 D�in�= 2.55 Use 6" pipes' CELL C Design Underdrain System Determine flow rate through the sand Area of Filter 270 sf Largest area to an underdrain within cell Factor of Safety (FS) = 5 Qr;i�e, = Area of Filter * K* FS 4ruca,I�fs)= OAS cfs Determine pipe size for f'Iter flow rote D (in) =16* [Qfiica,*n/5^0.5)^(3/8) - 0.011 S (ft/k) = 0.005 D(in�= 2.53 Use 6" pipes' CELL D Design Underdrain System Determine flow rate through the sand Area of Filter 196 sf Largest area to an underdrain within cell Factor of Safety (FS) = 5 Qr;i�e, = Area of Filter * K* FS 4ruca,I�fs)= 0.03 cfs Determine pipe size for f'Iter flow rote D (in) = 16*[Qf�,ice,*n/5^0.5)^(3/8) - 0.011 S (ft/k) = 0.005 D(in�= 2.24 Use 6" pipes' DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 s�o�e�e��,o� ��a��o�, Biorerention Cell Design �nEm� �nl�� Iaea�Mo::l - 30'i�/m soil meeie sM1en ee senc�o rvc on lees m beanelnee. vermeabili�ysM1ell be e� lean a.s in/nr •ime��na��o ai�q/yv umeworain nmelnrs�� a orc.omeroareinislessmanmemaximumellowableoitzM1rs. oe�ermRne roea,n ooni�na3o � Fil�e� meaia nme�M1rs�=za orc.omeroarainislessmanmemeximumellowableoiaaM1rs. cerermne/� w nffsle- 5 re area�oa��awai�wrtni�ei Wiie�nrea oir rli u* K* rs 4��,.,1=r:l= oan �n oarerminev ne)oifl�e.now � o �in�=�s•�qi„, n/s^os�^(i/e� s�n/k�= Df�1= ia3 oere, �:P . arery�rsl= s ��aeneree�oanuneerarainwrtM1incel W�e'anreeofm�ef'K'�s 4��.,1«s)= naa cfs oere.m v :elo.fire.Paw oli�1- s*14,,,..`Ms�asl^13/el slh/rt� ol��l= ia3 cerermne/� w ery�sl- s ��aeneree�oenuneerarainwrtM1incell w��e= � o��,��,i � aaa �., o�,�,m��ao aeiam�e.now � o u�r �s•ia��, �isro.s�^roiei s ixiro= o��= aa3 cere,m�e�mw en�si- s �,aene,ae�oa��mem,a��w�mm�au w��e= � o��,i � aaa �., o�,�,m��ao aeiam�e.now � o u�r �s•ia��, �isro.s�^roiei s ixiro= o��= aa3 cere,m�e�mw en�si- s �,aene,ae�oe��eem,a��w�mm�au w��e= � o��,��,i � aaa �., o�,�,m��ao aeiam�e.now � o u�r �s•ia��, �isro.s�^roiei s ixiro= o��= aa3 cere,m�e�mw en�si- s �,aene,ae�oa��mem,a��w�mm�au w��e= � o��,i � aaa �., o�,�,m��ao aeiam�e.now � o u�r �s•ia��, �isro.s�^roiei s ixiro= o��= aa3 cere,m�e�mw n�sie_ 5 a a��oa��awa��w�m��@i w��e�nre, o�rr�xu� e� rs am.�e,r- aan � o��e,m��eo aem.n�e.now ce o u�r �s�ia��, �is•o.s�^nie� s ininp onm= aav o��e, �e�. afea�F:i= s �e,eene,ae�oa��ee,a,a��w�m��ai a��,..�an,ea or Fwer K W Fs a�,.,w�i= na3 �r, o��e,m o ,ew,n�re,naw oi��- s�ia��.��u^osi73ia� : inie� ou�i= ��3 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 Bioretention Calculations Bioretention Cell 12 Bioretention Cell Design Description Filter Profile Depth (in) Ponded Water 1z Mulch 4 Filter Media 30 No.57 Stone 12 Filter Media Design 87% Sand 10% Fines 3% Organic (Peat Moss) Phosphorous Index 10 < PI < 30 Permeability, K= 1.5 in/hr ***Soil media shall be sent to NC DA labs to be analyzed. Permeability shall be at least 0.5 in/hr. Determine the Time for Ponded Volume to Drein Time (hrs) = Depth of ponding/ K Time (hrs) = 8 OK, time to drain is less than the maximum allowable of 12 hrs. Determine Time to Drein 30" Filter Media Time (hrs) = Depth of inedia / K Time (hrs) = 20 OK, time to drain is less than the maximum allowable of 48 hrs. CELL A Design Underdrain System Determine flow rate through [he sand Area of Filter 254 sf Largest area to an underdrain within cell Factor of Safety (FS) = S 4f�,i�e, = Area of Filter * K* FS Rrn�e,(�fs)= 0.04 cfs Determine pipe size for filter flow rate D (in) = 16*[Qf;i�e,*n/S^0.5)^(3/8) n = 0.011 S (ft/ft) = 0.005 D�in�= 2.47 Use 6" pipes' CELL B Design Underdrain System Determine flow rote through the sand Area of Filter 254 sf Largest area to an underdrain within cell Factor of Safety (FS) = 5 4f,i�e, = Area of Filter * K* FS Qf;i�e�(cfs)= 0.04 cfs Determine pipe size for filter flaw rate D (in) = 16*[4r;me�*n/s^os)^(3/8) n = 0.011 5 (ft/ft) = 0.005 D�in�= 2.47 Use 6" pipesl CELL C Design Underdrain System Determine flow rate through [he sand Area of Filter 254 sf Largest area to an underdrain within cell Factor of Safety (FS) = 5 4f,i�e, = Area of Filter * K* FS Rr;i�e,(�fs)= 0.04 cfs Determine pipe size for filter flow rate D (in) = 16*[4r;me�*n/s^os)^(3/8) n = 0.011 S (ft/ft) = 0.005 D(in�= 2.47 Use 6" pipesl DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 SEASONAL HIGH WATER DETERMINATION DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 SEASONAL HIGH WATER TABLE DETERMINATION Yonkers Road Raleigh, North Carolina Job # 16-741 Prepared For: Patrick Alton, PE Froehling & Robertson, Inc. 310 Hubert Street Raleigh NC 27603 Prepared By: ��'��'. � � : �ri � � � � �� 1000 Corporate Drive, Suite 101 Hillsborough, NC 27278 Tel (919) 732-1300 July 8, 2016 � � John C. Roberts DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 INTRODUCTION Froehling & Robertson, Inc. (F&R) is investigating the possibility of installing stormwater control measures (SCMs) along Yonkers Road in Raleigh, NC. The proposed SCMs will collect and ireat runoff from adjacent impervious surfaces. As part of the design and application process, a soils investigation detailing soil type and depth to seasonal high water table (SHWT) is required. Three Oaks Engineering (Three Oaks) has been retained to perform the soils investigation. SITE DESRIPTION & INVESTIGATION METHODOLOGY The study area included the area immediately adjacent to Yonkers Road. The SCMs are generally proposed to be installed within 10 to 15-feet from the edge of pavement. The Wake County Soil Survey was reviewed prior to the field investigation to get an idea of the mapped soil series within the study area. Information for these soil series is listed in Table 1. Table 1. Soil Series, Map Unit Symbol, and Taxonomic Classification Map Unit Soil Series Taxonomic Class Symbol AfA Altavista Fine-loamy, mixed, semiactive, Thermic Aquic Hapludults AgB, AgC, Appling Fine, kaolinitic, thermic Typic Kanhapludults ApB AuA CeB2, CeC2, C1B3, C1C3 Cm FaB2 Me WkE Wo Ma Augusta Cecil Chewacla Faceville Mantachie Wake Wehadkee and Bibb soils Made land Fine-loamy, mixed, semiactive, thermic Aeric Endoaquults Fine, kaolinitic, thermic Typic Kandhapludults Fine-loamy, mixed, active, thermic Fluvaquentic Dystrudepts Fine, kaolinitic, thermic Typic Kandiudults Fine-loamy, siliceous, active, acid, thermic Fluventic Endoaquepts Mixed, thermic lithic Udipsamments N/A None The field investigation was performed on June 27-29, 2016, by John C. Roberts, LSS. Maintained roadway grass comprised the vegetation type at the boring locations. Soil borings were completed via a 2-inch split-spoon sampler. Soil borings were observed under moist conditions. Observations of soil properties (depth, texture, restrictive horizons, etc.) were recorded. Soil color was determined with a Munsell Soil Color Chart. RESULTS Soil Type and Depth to Seasonal High Water Table A soil series determination was made by comparing the soil boring description to the NRCS Official Series Description (OSD) and the results listed in Table 2. The sol surfaces had been manipulated and consisted of Human Transported Material (HTM). Soil characteristics used to determine the existence of a SHWT included redox concentrations and depletions. Table 2lists the depths for Yonkers Rd-SHWT Determination July 8, 2016 Three Oaks Job #16-741 1 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 SHWTs observed. Subsurface debris and a water main prevented evaluation of B 14 and B 16 to 120 inches. Full soil profile descriptions are attached. Table 2. Boring Station Number, Soil Series Determination, and Depth to SHWT Soil Boring # Station Number Soil Series Depth to SHWT Determination (in) Bl 13+64 LT Made land 80 B2 14-50 RT Made land 76 B3 19+40 RT Made land 150 B4 22+70 LT Made land > 120 BS 37+25 RT Made land >120 B6 44+49 LT Made land 58 B7 49+25 LT Made land 28 B11 74+14 LT Made land >120 B10 72+83 CL Made land >120 B14 108+80 RT Made land >72 B16 128+46 RT Made land >48 CONCLUSIONS The findings presented herein represent Three Oaks' professional opinion based on our and soil evaluation. This report is provided to assist in the application for a SCM by providing the soil information. The City of Raleigh, or other applicable permitting agency, must issue the final permit. Any concurrence with the findings in this report would be made at that time. Yonkers Rd-SHWT Determination July 8, 2016 Three Oaks Job #16-741 2 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 � � Cm L_1364L L1_ AfA L1 1940R � L1_2270L Ma � Soil Borings USDA-NRCS Soils - AfA - Altavista fine sandy loam, 0-4°10 slope - Ag6 - Appling gravelly sandy loam, 2-6% slope - AgC - Appling gravelly sandy loam, 2-6% slope, eroded - Ap6 - Appling sandy loam, 2-6% slope � Au - Augusta fine sandy loam, 0-4% slape - CeB2 - Cecil sandy laam, 2-6% slope, eroded - CeC2 - Cecil sandy loam, 6-10% slope, eraded - CIB3 - Cecil sandy loam, 2-6% slope, seVerely eraded - CIC3 - Cecil clay loam, 6-10% slope, severely eroded - Cm - Chewacla soil, 0-2% slope - FaB2 - Face�ille sandy loam, 2-6% slope, erod�ed - Ma - Made land - Me - Mantache soil, 0-4% slope - WkE - Wake soil, 10-25% slope - Wo - Wehadkee and Bibb soil � CeC2 L1_3750R CeB2 L1 4449L Au L2_4925L FaB2 � ��_ 1�'r�G�` a �� ., � �� a� ��5 b33N1 Prepared Far. � � ♦ Seasonal High Water Ta�le Determination Yonkers Rd (SR 2277) Raleigf� Wake County, North Carolina Da[e_ July 2016 Scale 0 100 200 Feet I i I Job No-- 16-741 �rawn By: Checked By NMS .iCR Figure DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 � � CeC2 � Soil Borings USDA-NRCS Soils - AfA - Altavista fine sandy loam, 0-4°10 slope - Ag6 - Appling gravelly sandy loam, 2-6% slope - AgC - Appling gravelly sandy loam, 2-6% slope, eroded - Ap6 - Appling sandy loam, 2-6% slope � Au - Augusta fine sandy loam, 0-4% slape - CeB2 - Cecil sandy laam, 2-6% slope, eroded - CeC2 - Cecil sandy loam, 6-10% slope, eraded - CIB3 - Cecil sandy loam, 2-6% slope, seVerely eraded - CIC3 - Cecil clay loam, 6-10% slope, severely eroded - Cm - Chewacla soil, 0-2% slope - FaB2 - Face�ille sandy loam, 2-6% slope, erod�ed - Ma - Made land - Me - Mantache soil, 0-4% slope - WkE - Wake soil, 10-25% slope - Wo - Wehadkee and Bibb soil Cm � ��_ 1�'r�G�` a �� ., � �� a� ��5 b33N1 Prepared Far. � � ♦ Seasonal High Water Ta�le Determination Yonkers Rd (SR 2277) Raleigf� Wake County, North Carolina Da[e_ July 2016 Scale 0 100 200 Feet I i I Job No-- 16-741 �rawn By: Checked By NMS .iCR Figure Au CIC3 7283 L2_7414L Me CIB3 FaB2 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 � � Cm � Soil Borings USDA-NRCS Soils - AfA - Altavista fine sandy loam, 0-4°10 slope - Ag6 - Appling gravelly sandy loam, 2-6% slope - AgC - Appling gravelly sandy loam, 2-6% slope, eroded - Ap6 - Appling sandy loam, 2-6% slope � Au - Augusta fine sandy loam, 0-4% slape - CeB2 - Cecil sandy laam, 2-6% slope, eroded - CeC2 - Cecil sandy loam, 6-10% slope, eraded - CIB3 - Cecil sandy loam, 2-6% slope, seVerely eraded - CIC3 - Cecil clay loam, 6-10% slope, severely eroded - Cm - Chewacla soil, 0-2% slope - FaB2 - Face�ille sandy loam, 2-6% slope, erod�ed - Ma - Made land - Me - Mantache soil, 0-4% slope - WkE - Wake soil, 10-25% slope - Wo - Wehadkee and Bibb soil L2_1284i FaB2 � ��_ 1�'r�G�` a �� ., � �� a� ��5 b33N1 Prepared Far. � � ♦ Seasonal High Water Ta�le Determination Yonkers Rd (SR 2277) Raleigf� Wake County, North Carolina Wo WkE ApB L2_10880R AgC AgB Da[e_ July 2016 Scale 0 100 200 Feet I i I Job No-- 16-741 �rawn By: Checked By NMS .iCR Figure DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 SQIL EVALUATION FORM Three Oaks Engineering Job: �b" �� nkc.s %�pf S 1� LJr 1040 Corporate Ori�e, Suite 101 County: l�Jfl k�; Hillsborough, NC 27278 Date; 6- Z 7-�� 919.732.1�00 Sheet:�of 3 ti � Q �� Structure / Consistence / MatrFx Mottle Cvlors o � �� Te�rture Mlneralogy Color (4ucntity, Size, Contrast, Colorj at � 4� Jrl �' — c � t �5�, r'� V/� - �.� �fl �- sCt � � f 5s, s,� 7�7�-'�� c,Z, � lav,� 413� c, Z, P/ayQ y�� `! r�- s'v}G �,/(� c Z, {� ' � •r � '�/ s C1 Sb -- �ct P r� ,.,a� �• c.� � lay� 4// � C� fq�o " SCL FR ss.sP 2-�r�� -.Z,� IoYRG/3 C. 2, f� 1D'`��G � C 2 0 � S�C � I / Ss, 5� �y�C 6/r c 3, P 7. 5� r,' �'/� �r� �' � �0„ �Z �7 4i — SL. �• ' ; Sg, �v �l+F' `'�� _ � � ro - �� Fr s�. � laY�' °Ir� ` Q -�I 3Q - ��. a 1 �s ��' T, �%.. ��' �'1ov,� `�r', c, �, « !�� y�� -' � . � 1 � � ��L � � ��i. .� I- i�,')V ' r/1O �' � �/ '" 1V / �i�3 �L �`� � G t� F 1 / S�. SP � s Y ��s �.�, ' �` :�. � �+ �/x ' �, z , �P � oy�P �I� �, �LO - Sc.� �� SS, Sp 1a�� % cr 3. � joyR �/� �, 2. p 1aY� �/ t,�17 �' � ,�n D ` SCc �, F S� S� VA p �r �0 ` JrCL ��5� rby ."�`� Zb°o var�r ��. �.raH/� o�;'� ��. � G z �so ` L YF.� / S�- �b vA � o��,� d G 3 I�0 — � l. Y�,� .SO,Ib EJI�t L�"�u 1 Dy� ' G conrr�-fr"�rs Z S � /Ou� 5�, �t � �'or S r-� �„J T ' M ,� - �� r 55� 5P :,�� ",/; J ac v� � c� r2 s'Ssp 5~(Z5/ c�� '�"/la � � 86 " L F 2 ,vs, N,� � �'v C r I 2 (� _ — _ � � l� a % {'!l � ' r� /�/ c.� �•� Evaluated by: � G�- DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 SDIL EVALUATI�N F4RM Three Oaks Engineering 1{Kl� Corporate Drive, Suite 101 Hillsborough, NC 27278 919.732.1300 }ob; 1�-7Y1 `�onkers l�� 5�1�/r County: U/a� Date: 6 -�� b `6-2 �-l�, 5#�ee#: � of� � � O = Structu�e / Cans►stence / Matrix Mottle Calars o � o � � �� %xture 1Nlneralogy Codar (Quantity, Size, Cantrasf, Colorj � � S � Ca�qyrt,� Pan(�,k, a ° �fTH� wz - �'cc Vr �, / s�: sP v r+� C� �z � .SL �r sa, I�p 7• sy� �I � Z z - CL � 1 / sS SP �,5/�� z� i ,ca 4 r o s i � �n � �� - Scc�c� �, ss; s,� Y/� � � I y � � C L � r S 5, �,'� �y�Q S 6 `7'0 ° , � � j� C�. 5�i - C C F r� S.S S r %5Y '�/ c z, D Z•Sy�Z f1� , c, 2 D lo/; 6 C � c� r- r SS. :� I y s/a �: i'�� y�� / c, c� F� �aYI� �/� ��? 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S # � � a ' � , � � � � a � �s E�aluated by: � G � DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 S�IL EVAL[JATION FQRM Three Oaks Engine�ring 1a00 Corporate Drive, Suite 101 Hillsho�ough, NC 27278 919.732.1300 iob: �t�-�� Yr��Cr✓S J�,c✓ Sk�Wf County: 4�u�, Date: �v • Z � -- ! � - G -2 �►- /� Sheet: 3 0�� " = v= o � o Structure / Consistenre / Matrix Mottle Cvlors �o � �� Texture Mineralogy C�lvr (Quan#ity, Size, Conrrost, Coforj � J � ►o Tm y2 — � c� F � �'�,5� ✓.4 � � I �$ � �cc FI -`�sxP i/� �i �v.�"�. ,rnvw� d��=�i�r� `� C i3 S �-- L �R so� P'� � v°/ ��, ' a �ak � ry/ J �,� ��Q � Cf%rµi 4 F �� i Xi r"" J p✓� � O c�/-� �rJ lx .. 9 '. [3 � 1°N� 7 Z -- .-� _ _ - � ' � � �;� t� Qc �� R� - -� � ,� � '-`� Nd S f� �� 7 �'' � a � ; �� d �# �!M `� `'� r � � ✓, a , ,$��w �` ��'' °�i4 h/ a �n ° � Eua�uated by: J C� DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 PRE AND POST CONSTRUCTION PEAK DISCHARGE COMPUTATIONS DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 TIME OF CONCENTRATION CALCULATIONS- EXISTING CONDITION DATE: 10/i6/17 REVISED: Yonkers Rd � I.D. NO.: PROJ. NO.: COUNN: Wake DESIGNED: AKS DESCRIPTION: CHECKED: JWM Tc by Kinematic Wave Equation Trial Tc calculated for Shallow Concentrated Flow Trial Tc calculated for open channels Total Discharge calculations by Rational Method Q Vavg No. L n S Tc I L Slope Paved ChartV Tc L B y M S n A P R Q Vc Tc Tc No. Station Freq. Tc I A C Q ft ft/k min in/hr k ft/k Unpaved Pos min ft k ft ft/ft ft/k sq. ft k cfs Pos min min r min in/hr acres cfs EXIST 1 112.0 0.01 0.005 22 725 206 0.019 U 225 1.53 419 0.0 1.31 2.0 0.013 0.040 3.46 5.88 0.59 10.499 3.04 2.30 6.04 1 -L- Sta. 11+38 RT 10 6.0 5.80 2.70 0.67 10.5 2 300.0 024 0.012 27.1 3.80 1154 0.012 U 174 11.08 100 0.0 2.15 2.0 0.012 0.040 921 9.59 0.96 35.900 3.90 0.43 38.63 2 -L- Sta. 10+00 LT 10 38.6 3.54 19.92 0.51 35.9 3 300.0 024 0.019 22.5 420 1295 0.019 U 221 9.76 840 0.0 4.17 2.0 0.003 0.040 34.80 18.65 1.87 107.600 3.09 4.53 36.82 3 -L- Sta. 46+08 RT 10 36.8 3.54 66.85 0.45 107.6 4 300.0 024 0.017 23.6 4.12 351 0.020 U 228 2.57 1190 0.0 1.58 2.0 0.039 0.040 5.00 7.07 0.71 29.000 5.80 3.42 29.56 4 -L- Sta. 57+30 RT 10 29.6 3.63 14.99 0.53 29.0 5 300.0 024 0.012 267 3.85 368 0.012 U 177 3.47 605 0.0 2.1 S 2.0 0.037 0.040 9.54 976 0.98 67.500 7.08 1.42 31 B2 5 -L- Sta. 63+60 RT 10 31.6 3.54 32.18 0.45 51.3 6 300.0 024 0.028 19.4 4.50 247 0.028 U 2.71 1.52 598 0.0 2.1 S 2.0 0.011 0.040 9.48 9.74 0.97 36.199 3.82 2.61 23.54 6 -L- Sta. 69+07 RT 10 23.5 4.17 15.73 0.55 362 7 15.0 0.01 0.015 0.5 725 132 0.074 U 4.38 Q50 0 0.0 0.65 2.0 0.027 0.040 0.86 2.93 029 2.300 2.69 0.00 0.98 7 -L- Sta. 77+75 RT 10 1.0 5.80 0.50 079 2.3 8 88.0 0.01 0.023 12 725 297 0.040 U 321 1.54 436 0.0 1.40 2.0 0.053 0.040 3.91 625 0.63 24.500 626 1.16 3.92 8 -L- Sta. 80+25 RT 10 3.9 5.80 7.16 0.59 24.5 MARSH CREEK- TIME OF 9 CONCENTRATION>30mins 9 -L-Sta.100+63RT 10 30.0 3.54 5601.84 0.40 7952.8 UT TO MARSH CREEK- TIME OF 10 CONCENTRATION>30mins 10 -L-Sta.108+4gRT 10 30.0 3.54 486.45 0.41 698.0 11 34.0 0.01 OD53 0.5 725 457 0.027 U 2.63 2.89 0 0.0 074 3.0 0.027 0.040 1.62 4.65 0.35 4.900 3A2 0.00 3.43 11 -L- Sta. 120+73 RT 10 3.4 5.80 1.13 075 4.9 12 32.0 0.01 0.018 07 725 84 OD52 U 3.68 0.38 0 0.0 026 3.0 0.027 0.040 020 1.63 0.12 0.301 1.50 0.00 1.10 12 -L- Sta. 125+15 RT 10 1.1 5.80 O.N 0.53 0.3 13 23.0 0.01 0.063 0.4 725 211 0.01 S U 2.19 1.61 0 0.0 0.41 3.0 0.027 0.040 0.49 2.56 0.19 1.000 2.03 0.00 2.01 13 -L- Sta. 125+50 RT 10 2.0 5.80 0.31 0.54 1.0 14 300.0 024 0.018 23.1 4.15 152 0.029 U 274 0.92 350 0.0 077 3.0 0.039 0.040 178 4.88 0.37 6700 376 1.55 25.57 14 -L-Sta.131+72RT 10 25.6 3.99 321 OS2 6.7 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 TIME OF CONCENTRATION CALCULATIONS- PROPOSED CONDITION �� DATE: 10/i6/17 REVISED: Yonkers Rd I.D. NO.: PROJ. NO.: COUNN: Wake DESIGNED: AKS DESCRIPTION: CHECKED: JWM Tc by Kinematic Wave Equation Trial Tc calculated for Shallow Concentrated Flow Trial Tc calculated for open channels Total Discharge calculations by Rational Method Q Vavg No. L n S Tc I L Slope Paved ChartV Tc L B y M S n A P R Q Vc Tc Tc No. Station Freq. Tc I A C Q ft ft/k min in/hr k ft/k Unpaved Pos min ft k ft ft/ft ft/k sq. ft k cfs Pos min min r min in/hr acres cfs PROP 1 300.0 0.01 0.008 3.5 725 104 0.007 U 1.35 L29 518 0.0 129 2.0 0.016 0.040 3.34 578 0.58 10.900 327 2.64 7.45 1 -L- Sta. 11+38 RT 10 7.4 5.80 2.80 0.67 10.9 2 300.0 024 0.012 27.1 3.80 1154 0.012 U 174 11.08 100 0.0 2.16 2.0 0.012 0.040 9.34 9.66 0.97 36.600 3.92 0.43 38.63 2 -L- Sta. 10+00 LT 10 38.6 3.54 20.10 0.51 36.6 3 300.0 024 0.019 22.5 420 1295 0.019 U 221 9.76 840 0.0 421 2.0 0.003 0.040 35.50 18.84 1.88 110.500 3.11 4.50 36.79 3 -L- Sta. 46+08 RT 10 36.8 3.54 67.55 0.46 110.5 4 300.0 024 0.017 23.6 4.12 351 0.020 U 228 2.57 1258 0.0 1.61 2.0 0.039 0.040 5.16 7.19 072 30.300 5.87 3.57 2972 4 -L- Sta. 57+30 RT 10 29.7 3.63 15.40 0.54 30.3 5 300.0 024 0.012 267 3.85 368 0.012 U 177 3.47 610 0.0 2.19 2.0 0.037 0.040 9.61 9.80 0.98 67.900 7.07 1.44 31.63 5 -L- Sta. 63+60 RT 10 31.6 3.54 31.89 0.45 51.0 6 300.0 024 0.028 19.4 4.50 247 0.028 U 2.71 1.52 598 0.0 2.19 2.0 0.011 0.040 9.62 9.81 0.98 36.900 3.84 2.60 23.53 6 -L- Sta. 69+07 RT 10 23.5 4.17 15.81 0.56 36.9 7 109.0 0.01 0.008 1.9 725 140 0.066 P 524 0.45 0 0.0 0.60 3.0 0.027 0.040 1.09 3.82 029 2.900 2.65 0.00 2.38 7 -L- Sta. 77+75 RT 10 2.4 5.80 0.62 0.80 2.9 8 88.0 0.01 0.023 L2 725 298 0.027 U 2.65 1.87 445 0.0 1.41 2.0 0.049 0.040 4.00 6.32 0.63 24.399 6.10 L22 4.31 8 -L- Sta. 80+25 RT 10 4.3 5.80 7.05 0.60 24.4 MARSH CREEK- TIME OF 9 CONCENTRATION>30mins 9 -L-Sta.100+63RT 10 30.0 3.54 5602.14 0.40 7954.7 UT TO MARSH CREEK- TIME OF 10 CONCENTRATION>30mins 10 -L-Sta.108+4gRT 10 30.0 3.54 486.19 0.41 6982 11 31.0 0.01 0.020 07 725 238 0.019 P 276 1.43 84 0.0 076 2.0 0.073 0.040 1.16 3.41 0.34 5700 4.91 029 2.40 11 -L- Sta. 120+73 RT 10 2.4 5.80 L29 077 5.7 12 66.0 0.01 0.034 0.9 725 68 OD57 U 3.85 029 0 0.0 029 3.0 0.027 0.040 025 1.82 0.14 0.400 1.61 0.00 120 12 -L- Sta. 125+15 RT 10 12 5.80 O.N 0.58 0.4 13 76.0 0.01 0.030 1.0 725 75 0.005 P 1.44 0.87 43 0.0 0.51 2.0 0.018 0.040 0.53 2.30 023 1.000 1.89 0.38 227 13 -L- Sta. 125+50 RT 10 2.3 5.80 0.31 0.55 1.0 14 300.0 024 0.015 24.6 4.03 143 0.031 U 2.83 0.84 350 0.0 0.78 3.0 0.039 0.040 1.80 4.90 0.37 6.800 3.77 1.55 26.99 14 -L- Sta. 131+72 RT 10 27.0 3.90 328 0.53 6.8 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 Outfall Analysis Summary Project No.: YONKERS ROAD Prepared By: RKK-AKS Date: 10/16/2017 TIP No : N/A Checked By: RKK-BDB Date: 10/16/2017 County: WAKE SITE # LOCATION PRE AREA PRE Q10 POST AREA POST Q10 Q DIFF % DIFF OUTFALL ANALYSIS ac cfs ac cfs cfs DESCRIPTION 1 -L- STA. 11+38 RT 2.7 10.5 2.8 10.9 0.4 3.95 EXISTING OUTLET PIPE AT INCREASE IS <10% STREAM 2 -L- STA. 10+00 LT 19.9 35.9 20.1 36.6 0.7 � 82 EXISTING OUTLET PIPE AT INCREASE IS <10 % STREAM 3 -L- STA. 46+08 RT 66.8 107.6 67.6 110.5 2.8 2.63 EXISTING OUTLET PIPES AT INCREASE IS <10% STREAM 4 -L- STA. 58+75 RT 15.0 28.3 15.4 29.5 1.2 4.36 DITCH TO OUTFALL INCREASE IS <10 % 5 -L- STA. 63+60 RT 32.2 51.3 31.9 51.0 -0.3 -0.62 EXISTING OUTLET PIPES AT INCREASE IS <10% STREAM 6 -L- STA. 69+p7 RT 15.7 36.2 15.8 36.9 0.6 1.72 EXISTING 30" RCP INCREASE IS <10 % 7 -L- STA. 77+75 RT 0.5 2.3 0.6 2.9 0.5 23.48 EXISTING 15" RCP OUTLET PIPE CAN HANDLE INCREASE, SEE STORM CALCS 8 -L- STA. 80+Z5 RT 7.2 24.5 7.1 24.4 -0.1 -0.41 EXISTING 24" RCP INCREASE IN NEGLIGIBLE 9 -L- STA. 100+63 RT 5601.8 7952.8 5602.1 7954.7 1.9 0.02 MARSH CREEK INCREASE IN NEGLIGIBLE 10 -L- STA. 108+48 RT 486.4 698.0 4862 698.2 0.2 0.03 CREEK INCREASE IN NEGLIGIBLE 11 -L-STA. 120+73 RT 1.1 4.9 1.3 5.7 0.9 17.44 DITCH/OUTFALL OUTFALL IS STABLE WITH INCREASE, SEE OUTFALL 11-A 11A -L- STA. 119+62 RT 4.2 15.5 4.4 19.4 0.9 q,gq DITCH 600' FURTHER INCREASE IS <10% DOWNSTREAM OF SITE #11 12 -L- STA. 125+15 RT 0.1 0.3 0.1 0.4 0.0 8.94 SHEET FLOW INCREASE IS <10% 13 -L- STA. 125+50 RT 0.3 1.0 0.3 1.0 0.0 0.78 DITCH/OUTFALL INCREASE IS <10% 14 -L- STA. 131+41 RT 3.2 6.7 3.3 6.7 0.0 0.06 DITCH/OUTFALL INCREASE IS <10% R:\Hydraulics\CALCULATIONS\Yonkers Pre VS Post.xls DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 OUTFALL CAPACITY CALCULATIONS DATE: 10/16/2017 PROJ. NO.: I.D. NO.: YONKERS ROAD COUNTY: WAKE DESIGNED: RKK-AKS DESCRIPTION: 0.0 CHECKED: RKK-BDB Med. Sp. Trial LINE Station L Lateral G=grass Vc Freq. to Location Ditch Sp. Cut 6=class B y M S n A P R Q Notes Freq. Tc I A C Q PSH Station Detail ft Tail TYPE 1=class I ft ft ft/ft ft/ft sq.ft. ft. ft. cfs ft/s yr min in/hr acres cfs Pre vs Post Site 11 L 120+73 RT - 0 Tail V G 0.0 0.824 2.0 0.0374 0.035 1.36 3.69 0.37 5.749 4.23 rass OK 10 10.0 5.80 1.287 0.77 5.748 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 O O O DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 EROSION CONTROL COMPUTATIONS DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 SKIMMER BASIN PEAK FLOW CALCULATIONS DATE: 10/16/17 REVISED: SHEET 1 OF 1 I.D. NO.: PROJ. NO.: COUNTY: WAKE DESIGNED AKS DESCRIPTION: Yonkers Road CHECKED JWM LOCATION ROADWAY RUNOFF INLET TRAFFIC INLET STATION INLET ELEV GRADE X-SLOPE DESC BOX DA C Tc 25 Q Q Q SPREAD BEARING INTER BYPASS No. TYPE ft. ft/ft ft/ft ac min in/hr cfs cfs cfs ft cfs cfs 8-1 -L- 58+46 - - - - - 1.95 0.65 5.0 8.19 10.36 - 10.36 - 10.36 - Yonkers_Peak Flows.xls 10/17/2017 DocuSign Envelope ID: 226D47AE-46A9-49ED-913E-CABOF8FCB619 Skimmer Basin 8-1 Okay 0.8168 Disturbed Area (Acres) 10.36 Peak Flow from 25-year Storm (cfs) 1470.24 Required Volume ft3 3367 Required Surface Area ft2 41.0 Suggested Width ft 82.1 Suggested Length ft 30 Trial Top Width at Spillway Invert ft 115 Trial Top Length at Spillway Invert ft 2 Trial Side Slope Ratio Z:1 2 Trial Depth ft (2 to 3.5 feet above grade) 22 Bottom Width ft 107 Bottom Length ft 2354 Bottom Area ft2 5783 Actual Volume ft3 Okay 3450 Actual Surface Area ft2 Okay � 10 Trial Weir Length ft 0.5 Trial Depth of Flow ft 10.6 Spiliway Capacity cfs Okay ' 1.5 Skimmer Size (inches) Skimmer Size 0.125 Head on Skimmer (feet) (Inches) � 0.75 Orifice Size (1/4 inch increments) 1.5 3.20 Dewatering Time (days) 2 Suggest about 3 days 2.5 3 4 5 6 8