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HomeMy WebLinkAboutSW5230802_Stormwater Report_20230810 C2J ENGINEERING & ENVIRONIVIENTAL SCIENCE COMPANY 3008 ANDERSON DRIVE,SUITE 102 RALEIGH,NC 27609 (919)781-7798 May 10, 2023 Mr. Harvey Harman Chatham Habitat for Humanity PO Box 883 Pittsboro,NC 27312 RE: Storinwater Evaluation Chatham Habitat for Humanity Townhouse Development TBD Craft Lane Siler City,NC Chatham County Dear Mr. Harman: Engineering & Environmental Science Company (E2S) has completed the stormwater plan evaluation for the above referenced project. Following is a brief discussion of this project and our evaluation. Project Information The subject property is located off Craft Lane, approximately 1,200 ft. south of the intersection of HWY 64 and N. Chatham Avenue in Siler City, NC. The site totals 3.12 acres and is generally wooded. An existing building totaling approximately 3,280 sf is present near the northeast property corner. This structure will be removed. A vicinity map taken from a portion of the USGS Quadrangle Map is provided as Figure 1 of Attachment A. Proposed for construction are three (3) townhouse buildings with associated gravel parking area and driveway. The accompanying 24"x36" site drawings show the existing and proposed conditions for the site. The site is not located within a regulatory floodplain. No streams or riparian buffers are located within the project area. The existing ground at the site generally slopes from north to south with grades of 5 to 7%. Cut and fill construction activities will be required for the proposed buildings and parking areas. The total proposed land disturbance is 2.4 acres. An Erosion Control & Sedimentation Permit has been obtained through NCDEQ (Permit No. CHATH-2023-011). Based on the Town of Siler City's requirements, since the proposed impervious surface exceeds 7%, a stormwater plan is required to maintain pre-development hydrographic conditions for the post-development conditions for the 10-year, 24-hour rain event. An NCDEQ post-construction stormwater permit is also required for this project. Pre- and Post-Development Conditions The majority of the site is currently wooded. An existing building totaling approximately 3,280 sf is present near the northeast property corner. This structure will be removed. The total proposed post-development impervious surface for the site is 0.58 acres (18.6%). The remainder of the site for the post development condition is assumed to be grassed or wooded. The site is within the Georgeville silt loam (GaC) soil group, which is a HSG 'B' soil. Figure 2 contains a copy of the USDA Soil Survey Map showing the site location and soil type. The proposed stormwater control measure (SCM) at the site consists of one (1) Dry Detention Basin. Two (2) 36" culvert pipes and several shallow swales are proposed at the site to convey runoff to the basin. The locations of these items and specifications for outlet protection, protective lining, etc. are provided on the accompanying drawings. The vegetated swales and proposed Class B Erosion Control Stone at the front portion of the basin will provide pre- treatment to settle sediment and prevent erosion. Calculations are provided in Attachment B. Figure 3 contains the delineated drainage areas for the pre-development conditions. Figure 4 contains the delineated drainage areas for the post-development conditions. Please note the area labeled "Future Impervious Surface" on Figure 4. This future development will be permitted separately at a later date, but the future impervious surface (48,034 sf) was included in the calculations for the proposed SCM, since it is located within the upslope drainage area for this basin. Stormwater Peak Runoff and Volumes Evaluation HydroCAD was used to calculate the peak runoff flow rates and to route the runoff from the drainage area to the SCM. HydroCAD uses the SCS TR-20 method for runoff calculations and the storage-indication method was used for routing. Attachment B contains the calculations. The proposed Dry Detention Basin SCM outlet structure consists of a 8" PVC riser and 6" PVC outlet pipe. A 3" drawdown/attenuation orifice is provided to slowly drain the SCM. Due to the large storage volume of the SCM, the 8"riser is not activated by rain events less than the 2-year rain event. A 10' wide lined secondary spillway is provided to pass larger rain event. The following table summarizes the peak flow rates and runoff volumes for the 10-year, 24 hour rain event for the pre-development and post-development conditions. DRAINAGE PRE-DEV POST-DEV PRE-DEV POST-DEV AREA PEAK FLOW PEAK FLOW RUNOFF VOL. RUNOFF VOL. (CFS) (CFS) (CF) (CF) TOTAL SITE 15.62 5.35 1.149 1.138 The post-development peak flow rates and runoff volumes do not exceed the pre-development peak flow rates and runoff volumes for the 10-year, 24 hour rain event. The proposed project will maintain pre-development hydrographic conditions post development 62S Seasonally High Water Table (SHWT) Evaluation According to the U.S. Department of Agriculture Soil Survey of Chatham County, North Carolina, the subject property is underlain by Georgeville soils which have an estimated seasonally high groundwater table of greater than 80 inches. below ground surface (BGS) (See Figure 5). For site specific evaluation purposes, two (2) hand auger borings were conducted at the proposed Dry Detention Basin SCM location. The base of the proposed SCM will be near existing ground levels near the outlet structure, but will be approximately 7 ft. below existing ground level at the front portion of the SCM. As the soils were augered, the soil color was compared to the Munsell Soil Color Chart to estimate seasonally high water tables and the soils were visually classified in accordance with the Unified Soil Classification System. Any mottling or soil color with a Chroma of 3 and less is considered indicative of the seasonally high water levels. Based on soil color and site observations, the separation between the base of the SCM and the seasonally high water table is greater than the 1 ft. requirement for a Dry Detention Basin SCM. The proposed base of the SCM is at elevation 412.0', and the SHWT elevation is lower than 409.0'. The boring logs for the hand augering conducted at the proposed SCM location are provided in Attachment C. Closure We appreciate serving you on this project. Please contact us if you have any questions. Sincerely, \ ,�N CAR°� .i Robert W. Brantly, P.E. oQ' •••"••••. / Project Engineer �,••0F ioti9'L-7 Q SEAL =_ Attachment A: Figures •• 41984 Attachment B: Stormwater Routing Calculations Calculati �••.F GINE �'�'� Attachment C: Boring Logs /06 ' .. •.••, \� ''��R;W� g;\P\\` s-t i6 e2s Attachment A: Figures E2s 27) j-414/7-E E E Co .i,- .: - 'CNT --;"::-! - \.\\ --)f.; / ) C> II*161ZICI 'Z NV -':...,_j_r—r,_---- 11 ---..\,:\ , ---... ------11: --- "I ,10 .. C(_____- ...ko .. - i 41441 (---) ?- ---S ' liZ_ atialligg*4 '41 L-/ W T ,STl 11 ___ � 1211imorirr-r- �-��-/ Oakwood-`41, /q7-6, eb, ' __an; ' 4 - 0 ea. - i , TANGLEWOOD DR1.1m*in .DRIFTWOOD DR � r 4, \1.. /______ _„„,„? % ' RKW - ,• OOD DR a -% S'� „...i ik \ , ? , i',..„ 411% - ' i3 0,, , . _ LAKE DR _. . , \ ‘ ) ` �� cct ,�-1-.�L ----'6100-S 1 1.02. -- 0°'IS Vill As \ N 1- riN F ____, ------2, illt (#.2.0.1 ,, 0 si ... i t-/ V-41tol it Vivitti30. _ __.,-----_Y-- ‘ 41-s1 - f.„:- A \ ) j----__J\ 11: 0. c;_ N \ , '01 7,k iitillo , „„ lippro IllieV, \ / C ENGINEERINGCIE &ENVIRONMENTAL lk /\ SCIENCE COMPANY 3008 ANDERSON DR.,SUITE 102 1 RAL08 AN NORTH DR.,SUITE 27609 -j �� (919)781-7798 I> Vicinity Map DATE: Chatham Habitat for Humanity 5/10/23 Townhouse Devp. FIGURE NO. Scale 1 = 1,000' Craft Lane 1 Siler City,NC 1 W Eleventh " 44 ' J x illipi fr - Iv . • W eleventh SI E E 05 ii Memorial Dr I Q Iii 1111111111111 1. � :10 IlligV'' � ��em@�er�v Rd G n c e°. it: .'fitirt 7. *Oh . —a .- '101 * 4. CO r+ a Illitsr .. i , . . -..- .,',.- : „ . ,,,s1 .,, ',._ ''.‘ -40, y1. CV ven St -It' ' ,. W'Ninth Stir, mom l �->r Ilik • ITE K : 161..11 `ViiII • 1 . a5° it' *0 ' .• , ....- 1 .. . 1, Grip it, A el' _ . ' s a we " I 1 ' -: ilt: :ICI- • .G n C • 0 . 1 .• A-A • ik. • . • .. ., 0., r. . , ..._ I,- , - ..• - . ..k , , -: 7 ' • 5� cod ., :00 rA° . - - III it . ' b SYMBOL SOIL NAME HSG ChA Chewacla and Wehadkee B/D GaC Georgeville silt loam B GnC Georgeville-Urban land complex B Note:Typical depth to SHWT for Georgeville Soils is greater than 80 inches. ^ ENGINEERING&ENVIRONMENTAL 2 SCIENCE COMPANY 3008 ANDERSON DR.,SUITE 102 RALEIGH,NORTH CAROLINA 27609 N/ (919)781-7798 USDA Soil Map DATE: Chatham Habitat for Humanity 5/10/23 Townhouse Devp. riGuRE NO. Scale 1" = 300' Craft Lane 2 Siler City, NC 215 Mernarial Dr 1012 931' fsa • • �' 1010 Octkw' d 10i0 9z7 •• Cemetery 79521 1 • 925 % ♦ 1002 II f��� `• • 92: r, I ` • ♦♦ 660 926 , . 9 ::,s,- •922 ;1 Y: • ,: 918 916 • yeti 70067 .9 7 912• ' 1 911 t+)': 70750 q ` '\ .906 907`t,\ I. " I 82( PRE-DEVELOPMENT 829 DRAINAGE AREA I • ' 1 825 n� • , 1 + • 3 206 2e 202 821 c. •• ♦e • • N t, / , I I � c i ril:r •8i7 103 � -. ♦ • ♦ 6 • 104 ♦ 832 ♦ tot ♦ • ♦ • 904 C 204 302 _ PRE-DEVELOPMENT DRAINAGE AREA 0.32 AC. IMPERVIOUS ^2 ENGINEERING&ENVIRONMENTAL 2.18 AC. GRASS SCIENCE COMPANY 8.19 AC.WOODS 3008 ANDERSON DR.,SUITE 102 10.69 AC.TOTAL RALEIGH,NORTH CAROLINA 27609 WEIGHTED CN= 58 (919)781-7798 TC= 15.9 MIN. Pre-Development Drainage Area Map DATE: Chatham Habitat for Humanity 5/10/23 Townhouse Devp. FIGURE:NO. Scale 1" = 200' Craft Lane 3 Siler City, NC / . 215 : I M;I.2I-i1nflc1l Dr \hi .,i 1012 - - �931. 1010r 9 J._iIYA:c::,•1 1010' 927 • i:e-7ietery 79521 • • 925 1002 I ` II♦ I 41 921 I 660 ` 926 I • 922 .• 9 • �G POST-DEV • D.A.DRAINING � 918 916 . PROPOSED g • • BASIN • ,G� 97 .y 912 911 70750 � •1 r;. • .906 � 907 FUTURE- ll IMPERVIOUS SURFACE ` 829 ..i._ •82( �� ` ; � �� I • 825 • PROPOSED 3i. Gi GRAVEL • �j 206 � 'v '�202 821 `,' � P'RKING/DRIVE II •�j • 4oe • • ,\1, • 0 I I 44,1 ra:•iS -�'817 q:+I �s 205 POST-DEV / ;' ,s • 705 8 D.A.BYPASSING' • PROPOSED BASIN 1 • 106 • CS' 1 103 : 1 • 104 �`.) 216 � to t 1 / 904 / / r.: 204 , PR OSED .' • TOWNH USES 3Q2' �,r'1 902 `-�.,,�ti, • � \-- Scale 1" = 200' � Future Impervious Surface(48,034 sf) Note:48,034 sf of future impervious is included for dry detention basin design ENGINEERING&ENVIRONMENTAL 1 /\ SCIENCE COMPANY calculations.This future development will be permitted separately at a later date. 1 3008 ANDERSON DR.,SUITE 102 POST-DEVELOPMENT DRAINAGE AREA POST-DEVELOPMENT DRAINAGE AREA ` RALEIGH,NORTH CAROLINA 27609 BYPASSING PROPOSED DRY DETENTION BASIN DRAINING TO PROPOSED DRY DETENTION BASIN ., (919)781-7798 0.76 AC. IMPERVIOUS 0.94 AC.WOODS 1.10 AC. FUTURE IMPERVIOUS Post-Development Drainage Area Map DATE: 0.94 AC.TOTAL 7.89 AC. GRASS WEIGHTED CN=55 9.75 AC.TOTAL Chatham habitat for Humanity 5/10/23 TC=9.7 MIN. WEIGHTED CN=68 Townhouse Devp. FIGURE NO. TC=12.7 MIN. Craft Lane /� Siler City,NC `t Attachment B: Stormwater Routing Calculations e2s Precipitation Frequency Data Server htips://liclsc.mvs.noaa.gov/Iidsc/pRls/ptds prinlpagc.Iilntl?1a1=35,72... NOAA Atlas 14,Volume 2,Version 3,,4• Location name:Slier City,North Carolina,USA* ("'"'") Latitude:35.7208°,Longitude:-79.4893° Elevation:mfft" •source:ESRI Msps "source:USOS POINT PRECIPITATION FREQUENCY ESTIMATES O.M.Bonilla,O.Marlin,B.Lin,T.Perzybak,MYehta,and 0.Riley NOM,National Weather Service,Silver Spring,Maryland PF_taaLular I PF_araR11Lcal I Mu_ePi g aerials PF tabular PDS-based point precipitation frequency estimates with 90%confidence intervals(in inches Average recurrence Interval(years) Duration - • -- _- _-- II 2 L... .6 L_-- 10 - 26 _ 60 - 100 200 I 600 I 1000 0.417 0.494 0.673 0.627 0.688 0.724 0.760 0.787 0.017 f 0,037 6-Illln I(0.301-0.457)(0.462-0.642)(0.523.0.620),t0.571-0,868)(0.622-0.760)I�p.654.0.702)(0_802.0.830 I(0.704-0.082) (�0.724.0.896);L(0,730.0.9101 10•n11nJI 0,666 0.790 I 0.917 1.00 1.09 1.16 1.21 1.26 1.29 1.32 (0.800.0.730) (0.722-0.000), (0.830.1.01)j (0.013-1.10) (0.991.1.20) (1.04-1.26) (1.00.1.32JJ (1.12-1.37) (1.15-1.42 (1.18.1.45) 16-min 0.832 0.994 1.16 I 1.27 1.39 1.46 1.62 1.67 1.63 I 1.66 __ (0.761.0.013) (0.008-1.00) _(1.08.1,27) (1.16-1.39) (1.20.1.52) (1.32-1.60) (1.37-1.07) (1.41-1.72) (1.44-1.70) I (1,46.1.811 1.14 1.37 1.66 1.84 2.06 2.20 2.33 2.46 2.69 2.88 30-min (1.04.1.25) (1,25-1.61) (1 51.1.81) (1.67-2.01) ,(1.88.2.25) (1.00-2.41) 52.10.2.65) 12,19-2.60) _12.29.2.84) (2.3.6.2.94) 80-min 1.42 1.72 2.11 2.39 2.73 2.90 3.22 3,44 3.71 3.91 _ _ (1.30-1.68) (1.67-1.80)I (1.93-2.32) (2.18. ,021_ (2.40.2.99) (2.89.3.28) (2.89-3.52) I (3.07-3.70) (3.29.4.07)J (3.44-4.29)_ 2-hY 1.70 2.07 2.56 2.02 3.30 3.72 4.00 3 4.38 ` 4.80 6.12 j1.55-1.88) (1.89_2.20) (2.33.2.82) (2.05.3.22) (3.05-3.72) (3.34-4,09) (3.62.4.46) j402) I,(4.21-5.281 (4.45-5.65) 3•hr 1.82 2.21 2,75 3.16 am 4.07 4.47 4.86 6.39 6.01 2 (1.08-2.00) (2.02- .43) (2.51-3,02)_ (2.87-346)113.32-4.02) (3.68-4.46) (3.90.4,89)_ (4.31-5.33L_ (4.72-5.91) (5.02.6.30fl 6-hY 2,19 2.66 3.30 3.79 4.46 4.97 6.49 6.02 6.74 7.31 I (2.01-2.40) _(2.44-2,91) (3,02-3.01) (3_.46.4.14) I (4.03.4.05) (4.47-5.41) (4.00.5.98) (5.31.8.58) (6.88-7.36) 18.28-7.90) 12-hr 2.60 3.14 3.93 4.60 6.40 6.07 6.77 MO 0.51 9.32 (2.30-2.04) (2.89.3.45) 13.80.4.31) 14.16.4.901 (4.88.5.80) (5.46.8.00) (8.01-7.35) (8.58.0,13) j7.34.9.23) (7.92-10.1) 24-hr I 2.09 3.61 4.61 5.23 0.19 6.96 7.74 0.64 9.65 10.6 (2.70.3.21) (4 (3.38.3.87)___22.4.84) (4.87.5.81) (6.75.6.65) (8.44-7.47) _(7.14.0.32) (7.08-9.20) (0.84-10.4) .l (9.60_11.41_ 2-da 3.61 4.22 6.25 0.04 7.11 7.95 8.82 9.70 10.9 11.9 y (3.29-3.70) (3.98.4.63) (4.02-6.63) (6.84 6.48) _(8,82-7.84) _(7,38.8.54) _(6.18.949) (0.95-10.5) (10.0-11.0) (10.8.12,9) 3•day 3.72 4.47 6.63 0.36 7.48 0.37 9.27 10.2 11.6 12.5 (3.49.3.99) I (4.19.4.00) L(5.18.5.03)_15.94.6.821 _(6_.08.8.02)J (7.76-8.97) j68.9. e) (9.40-11.0) (10.5-12.4)J (11.4-13.5) 4-day 3.94 4.72 5.02 6.69 7.85 8.78 0.72 10.7 12.1 13.1 (3.89.4.22) (4.42-5.00) I (5.44.8.23) (8,23-7.15) (7.29.8.41)I (0.13.9A0) (8.90.10.44 (9.86-11.5) (11.0-13.0) (11.0-14.2) 7-day 4.62 6.40 6.56 7.49 8.76 9.78 10.0 11.8 13.3 14.6 (4.26-4.83) (6.07-5.76) (6.16-7.001 (7.02.7.99) 58,10-0.35) I (9.00-10.4) (9.99-11.5) (10.9-12.7) (12.2-14.3) (13.2-15.0)I 10-da 6.16 6.12 7.36 8.32 9.63 10.7 11.7 12.0 14.2 15.3 y (4.86.5.48) (5.77-6.52) (8.92-7.03) ,17.02-8.87) (9.01-10.3) (9.94-11.4) (10_0-12.5LI (11.8-13.0) (13.1-15.2) (14.1-18.5)_ - 20 da 6.92 0.16 9.64 10.8 12.4 13.6 14.9 16.2 17.9 19.3 y (0.54-7.31) (7.73.8.82) ( (9.11-10.2)_ (10.2-11.4) (i1.7-13.1) I (12.8-14.4) (13.0-15.0) (15.1-17.2) (16.8-19.1) I (17.0-20.6) 30-da 0.67 10.1 11.7 13.0 14.7 16.0 17.2 18.6 20.2 21.6 - (0.17-9.02) (9.00-10.8) I (11.1-12.3) (12.3-13.7) , (13.9.15.4) (15,1-18.8) (16.2-18.22) (17.4.19,8) (10.9-21.4J (20.1-22.9) 10.9 12.8 14.6 16.1 17.9 19.3 20.7 22,1 23.9 26.3 46•day (10.4-11.6) (12.2-13.4) (13.9_15.0_ (15.3-16.0) I (17.048.0) (18.3-20.3) (19.8-21.8) (20.8.23.2) (22.6.25.2) (23.7-28.7) 60-day II 13.1 ) 15.2 17.2 18.7 20.7 I 22.2 23.6 25.0 26.0 28.1 (12.5-13.7 If(14.6-16.0) (18.8.18.0) I (17.9-19.8) I (10.7-21.7)J (21.1-23.2) I (22.4-24.0)J (23.7-26.2) (25.3-20.2) (20.6-20.7) i Precipitation frequency(PF)estimates in this table are based on frequency analysts of partial duration series(PDS). Numbers In parenthesla are PF estimates at lower and upper bounds of the 90%confidence Interval.The probability that precipitation frequency estimates (for a given duration and average recurrence Interval)will be greater than the upper bound(or less than the lower bound)Is 5%.Estimates at upper bounds are not checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more Inlormallon__ ___..._. .- --.-- Back to Top PF graphical I o&4 3/3/2023, 1:52 PM 1S Pre-Development 2S 3S > 1P Post-Development Post-Development Dry Detention Basin Bypassing Basin Draining to Basin Subcat Reach 'On• 1111 Routing Diagram for Chatham Habitat for Humanity-Stormwater Prepared by{enter your company name here}, Printed 5/10/2023 HydroCAD®10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Chatham Habitat for Humanity- Stormwater Type 1124-hr 1 yr Rainfall=2.99" Prepared by {enter your company name here} Printed 5/10/2023 HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 2 Summary for Subcatchment 1S: Pre-Development Runoff = 1.67 cfs @ 12.15 hrs, Volume= 0.241 af, Depth= 0.27" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 1 yr Rainfall=2.99" Area (ac) CN Description 8.190 55 Woods, Good, HSG B 2.180 61 >75% Grass cover, Good, HSG B * 0.320 98 Impervious 10.690 58 Weighted Average 10.370 97.01% Pervious Area 0.320 2.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.6 100 0.0180 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.60" 6.3 1,281 0.0450 3.42 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 15.9 1,381 Total Chatham Habitat for Humanity- Stormwater Type ll 24-hr 1 yr Rainfall=2.99" Prepared by {enter your company name here) Printed 5/10/2023 HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 3 Summary for Subcatchment 2S: Post-Development Bypassing Basin Runoff = 0.08 cfs @ 12.09 hrs, Volume= 0.015 af, Depth= 0.19" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 1 yr Rainfall=2.99" Area (ac) CN Description 0.940 55 Woods, Good, HSG B 0.940 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.6 100 0.0470 0.25 Sheet Flow, Grass: Short n= 0.150 P2= 3.60" 3.1 262 0.0800 1.41 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 9.7 362 Total Chatham Habitat for Humanity- Stormwater Type II 24-hr 1 yr Rainfall=2.99" Prepared by {enter your company name here} Printed 5/10/2023 HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 4 Summary for Subcatchment 3S: Post-Development Draining to Basin Runoff = 7.30 cfs @ 12.07 hrs, Volume= 0.505 af, Depth= 0.62" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 1 yr Rainfall=2.99" Area (ac) CN Description 7.890 61 >75% Grass cover, Good, HSG B * 0.760 98 Impervious * 1.100 98 Future Impervious 9.750 68 Weighted Average 7.890 80.92% Pervious Area 1.860 19.08% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.6 100 0.0180 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.60" 1.6 390 0.0600 3.94 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.9 460 0.0200 8.41 14.86 Pipe Channel, 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013 Concrete pipe, bends & connections 0.4 170 0.0500 7.47 17.92 Channel Flow, Area= 2.4 sf Perim= 5.7' r= 0.42' n= 0.025 0.2 40 0.0500 3.60 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 12.7 1,160 Total Chatham Habitat for Humanity- Stormwater Type II 24-hr 1 yr Rainfall=2.99" Prepared by {enter your company name here} Printed 5/10/2023 HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 5 Summary for Pond 1P: Dry Detention Basin Inflow Area = 9.750 ac, 19.08% Impervious, Inflow Depth = 0.62" for 1 yr event Inflow = 7.30 cfs @ 12.07 hrs, Volume= 0.505 af Outflow = 0.28 cfs @ 17.33 hrs, Volume= 0.501 af, Atten= 96%, Lag= 316.0 min Primary = 0.28 cfs @ 17.33 hrs, Volume= 0.501 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 613.52' @ 17.33 hrs Surf.Area= 8,676 sf Storage= 11,989 cf Plug-Flow detention time= 596.4 min calculated for 0.501 af(99% of inflow) Center-of-Mass det. time= 592.6 min ( 1,485.2 - 892.6 ) Volume Invert Avail.Storage Storage Description #1 612.00' 49,675 cf Custom Stage Data (Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 612.00 6,944 0 0 613.00 8,060 7,502 7,502 614.00 9,248 8,654 16,156 614.50 9,800 4,762 20,918 615.00 10,508 5,077 25,995 616.00 11,840 11,174 37,169 617.00 13,172 12,506 49,675 Device Routing Invert Outlet Devices #1 Primary 612.00' 6.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/ Outlet Invert= 612.00'/611.70' S= 0.0100 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #2 Device 1 612.00' 3.0"Vert. Orifice/Grate C= 0.600 #3 Device 1 615.00' 8.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Primary 615.50' Asymmetrical Weir, C=3.27 Offset (feet) 0.00 4.50 14.50 19.00 Height (feet) 1.50 0.00 0.00 1.50 Primary OutFlow Max=0.28 cfs @ 17.33 hrs HW=613.52' (Free Discharge) -1=Culvert (Passes 0.28 cfs of 0.84 cfs potential flow) AL2=Orifice/Grate (Orifice Controls 0.28 cfs @ 5.68 fps) 3=Orifice/Grate ( Controls 0.00 cfs) 4=Asymmetrical Weir ( Controls 0.00 cfs) Chatham Habitat for Humanity- Stormwater Type ll 24-hr 2 yr Rainfall=3.61" Prepared by {enter your company name here} Printed 5/10/2023 HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 6 Summary for Subcatchment 1 S: Pre-Development Runoff = 4.52 cfs @ 12.12 hrs, Volume= 0.443 af, Depth= 0.50" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 2 yr Rainfall=3.61" Area (ac) CN Description 8.190 55 Woods, Good, HSG B 2.180 61 >75% Grass cover, Good, HSG B * 0.320 98 Impervious 10.690 58 Weighted Average 10.370 97.01% Pervious Area 0.320 2.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.6 100 0.0180 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.60" 6.3 1,281 0.0450 3.42 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 15.9 1,381 Total Chatham Habitat for Humanity- Stormwater Type II 24-hr 2 yr Rainfall=3.61" Prepared by {enter your company name here) Printed 5/10/2023 HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 7 Summary for Subcatchment 2S: Post-Development Bypassing Basin Runoff = 0.34 cfs @ 12.06 hrs, Volume= 0.030 af, Depth= 0.38" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 2 yr Rainfall=3.61" Area (ac) CN Description 0.940 55 Woods, Good, HSG B 0.940 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.6 100 0.0470 0.25 Sheet Flow, Grass: Short n= 0.150 P2= 3.60" 3.1 262 0.0800 1.41 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 9.7 362 Total Chatham Habitat for Humanity- Stormwater Type ll 24-hr 2 yr Rainfall=3.61" Prepared by {enter your company name here) Printed 5/10/2023 HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 8 Summary for Subcatchment 3S: Post-Development Draining to Basin Runoff = 12.21 cfs @ 12.06 hrs, Volume= 0.785 af, Depth= 0.97" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 2 yr Rainfall=3.61" Area (ac) CN Description 7.890 61 >75% Grass cover, Good, HSG B * 0.760 98 Impervious * 1.100 98 Future Impervious 9.750 68 Weighted Average 7.890 80.92% Pervious Area 1.860 19.08% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.6 100 0.0180 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.60" 1.6 390 0.0600 3.94 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.9 460 0.0200 8.41 14.86 Pipe Channel, 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013 Concrete pipe, bends & connections 0.4 170 0.0500 7.47 17.92 Channel Flow, Area= 2.4 sf Perim= 5.7' r= 0.42' n= 0.025 0.2 40 0.0500 3.60 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 12.7 1,160 Total Chatham Habitat for Humanity- Stormwater Type 1124-hr 2 yr Rainfall=3.61" Prepared by{enter your company name here} Printed 5/10/2023 HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 9 Summary for Pond 1 P: Dry Detention Basin Inflow Area = 9.750 ac, 19.08% Impervious, Inflow Depth = 0.97" for 2 yr event Inflow = 12.21 cfs © 12.06 hrs, Volume= 0.785 af Outflow = 0.36 cfs @ 18.09 hrs, Volume= 0.780 af, Atten= 97%, Lag= 361.6 min Primary = 0.36 cfs © 18.09 hrs, Volume= 0.780 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 614.47' @ 18.09 hrs Surf.Area= 9,770 sf Storage= 20,661 cf Plug-Flow detention time= 748.4 min calculated for 0.779 af(99% of inflow) Center-of-Mass det. time= 746.1 min ( 1,622.8 - 876.8 ) Volume Invert Avail.Storage Storage Description #1 612.00' 49,675 cf Custom Stage Data (Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 612.00 6,944 0 0 613.00 8,060 7,502 7,502 614.00 9,248 8,654 16,156 614.50 9,800 4,762 20,918 615.00 10,508 5,077 25,995 616.00 11,840 11,174 37,169 617.00 13,172 12,506 49,675 Device Routing Invert Outlet Devices #1 Primary 612.00' 6.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert= 612.00' /611.70' S= 0.0100 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #2 Device 1 612.00' 3.0"Vert. Orifice/Grate C= 0.600 #3 Device 1 615.00' 8.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Primary 615.50' Asymmetrical Weir, C= 3.27 Offset (feet) 0.00 4.50 14.50 19.00 Height (feet) 1.50 0.00 0.00 1.50 Primary OutFlow Max=0.36 cfs @ 18.09 hrs HW=614.47' (Free Discharge) 1=Culvert (Passes 0.36 cfs of 1.11 cfs potential flow) 4L2=Orifice/Grate (Orifice Controls 0.36 cfs @ 7.38 fps) 3=Orifice/Grate ( Controls 0.00 cfs) @Asymmetrical Weir ( Controls 0.00 cfs) Chatham Habitat for Humanity- Stormwater Type II 24-hr 10 yr Rainfall=5.23" Prepared by {enter your company name here} Printed 5/10/2023 HydroCAD®10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 10 Summary for Subcatchment 1S: Pre-Development Runoff = 15.62 cfs @ 12.10 hrs, Volume= 1.156 af, Depth= 1.30" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10 yr Rainfall=5.23" Area (ac) CN Description 8.190 55 Woods, Good, HSG B 2.180 61 >75% Grass cover, Good, HSG B * 0.320 98 Impervious 10.690 58 Weighted Average 10.370 97.01% Pervious Area 0.320 2.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.6 100 0.0180 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.60" 6.3 1,281 0.0450 3.42 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 15.9 1,381 Total Chatham Habitat for Humanity- Stormwater Type II 24-hr 10 yr Rainfall=5.23" Prepared by {enter your company name here} Printed 5/10/2023 HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 11 Summary for Subcatchment 2S: Post-Development Bypassing Basin Runoff = 1.41 cfs @ 12.03 hrs, Volume= 0.086 af, Depth= 1.10" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10 yr Rainfall=5.23" Area (ac) CN Description 0.940 55 Woods, Good, HSG B 0.940 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.6 100 0.0470 0.25 Sheet Flow, Grass: Short n= 0.150 P2= 3.60" 3.1 262 0.0800 1.41 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 9.7 362 Total Chatham Habitat for Humanity- Stormwater Type 1124-hr 10 yr Rainfall=5.23" Prepared by {enter your company name here} Printed 5/10/2023 HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 12 Summary for Subcatchment 3S: Post-Development Draining to Basin Runoff = 27.38 cfs @ 12.05 hrs, Volume= 1.662 af, Depth= 2.04" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 10 yr Rainfall=5.23" Area (ac) CN Description 7.890 61 >75% Grass cover, Good, HSG B * 0.760 98 Impervious * 1.100 98 Future Impervious 9.750 68 Weighted Average 7.890 80.92% Pervious Area 1.860 19.08% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.6 100 0.0180 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.60" 1.6 390 0.0600 3.94 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.9 460 0.0200 8.41 14.86 Pipe Channel, 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013 Concrete pipe, bends & connections 0.4 170 0.0500 7.47 17.92 Channel Flow, Area= 2.4 sf Perim= 5.7' r= 0.42' n= 0.025 0.2 40 0.0500 3.60 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 12.7 1,160 Total Chatham Habitat for Humanity- Stormwater Type 1124-hr 10 yr Rainfall=5.23" Prepared by {enter your company name here} Printed 5/10/2023 HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 13 Summary for Pond 1P: Dry Detention Basin Inflow Area = 9.750 ac, 19.08% Impervious, Inflow Depth = 2.04" for 10 yr event Inflow = 27.38 cfs @ 12.05 hrs, Volume= 1.662 af Outflow = 3.94 cfs @ 12.55 hrs, Volume= 1.655 af, Atten= 86%, Lag= 29.7 min Primary = 3.94 cfs © 12.55 hrs, Volume= 1.655 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 615.68' @ 12.55 hrs Surf.Area= 11,410 sf Storage= 33,560 cf Plug-Flow detention time= 548.6 min calculated for 1.655 af(100% of inflow) Center-of-Mass det. time= 546.2 min ( 1,399.4- 853.2 ) Volume Invert Avail.Storage Storage Description #1 612.00' 49,675 cf Custom Stage Data (Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 612.00 6,944 0 0 613.00 8,060 7,502 7,502 614.00 9,248 8,654 16,156 614.50 9,800 4,762 20,918 615.00 10,508 5,077 25,995 616.00 11,840 11,174 37,169 617.00 13,172 12,506 49,675 Device Routing Invert Outlet Devices #1 Primary 612.00' 6.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert= 612.00' /611.70' S= 0.0100 '/' Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #2 Device 1 612.00' 3.0"Vert. Orifice/Grate C= 0.600 #3 Device 1 615.00' 8.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Primary 615.50' Asymmetrical Weir, C=3.27 Offset (feet) 0.00 4.50 14.50 19.00 Height (feet) 1.50 0.00 0.00 1.50 Primary OutFlow Max=3.92 cfs @ 12.55 hrs HW=615.68' (Free Discharge) 1=Culvert (Inlet Controls 1.38 cfs © 7.04 fps) 4L2=Orifice/Grate (Passes < 0.45 cfs potential flow) 3=Orifice/Grate (Passes < 1.38 cfs potential flow) 4=Asymmetrical Weir (Weir Controls 2.53 cfs @ 1.30 fps) Chatham Habitat for Humanity- Stormwater Type II 24-hr 25 yr Rainfall=6.19" Prepared by {enter your company name here} Printed 5/10/2023 HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 14 Summary for Subcatchment 1S: Pre-Development Runoff = 23.71 cfs @ 12.10 hrs, Volume= 1.671 af, Depth= 1.88" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 25 yr Rainfall=6.19" Area (ac) CN Description 8.190 55 Woods, Good, HSG B 2.180 61 >75% Grass cover, Good, HSG B * 0.320 98 Impervious 10.690 58 Weighted Average 10.370 97.01% Pervious Area 0.320 2.99% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.6 100 0.0180 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.60" 6.3 1,281 0.0450 3.42 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 15.9 1,381 Total Chatham Habitat for Humanity- Stormwater Type ll 24-hr 25 yr Rainfall=6.19" Prepared by {enter your company name here) Printed 5/10/2023 HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 15 Summary for Subcatchment 2S: Post-Development Bypassing Basin Runoff = 2.21 cfs @ 12.03 hrs, Volume= 0.128 af, Depth= 1.63" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 25 yr Rainfall=6.19" Area (ac) CN Description 0.940 55 Woods, Good, HSG B 0.940 100.00% Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6.6 100 0.0470 0.25 Sheet Flow, Grass: Short n= 0.150 P2= 3.60" 3.1 262 0.0800 1.41 Shallow Concentrated Flow, Woodland Kv= 5.0 fps 9.7 362 Total Chatham Habitat for Humanity- Stormwater Type II 24-hr 25 yr Rainfall=6.19" Prepared by {enter your company name here} Printed 5/10/2023 HydroCAD® 10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 16 Summary for Subcatchment 3S: Post-Development Draining to Basin Runoff = 37.37 cfs @ 12.05 hrs, Volume= 2.249 af, Depth= 2.77" Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 25 yr Rainfall=6.19" Area (ac) CN Description 7.890 61 >75% Grass cover, Good, HSG B * 0.760 98 Impervious * 1.100 98 Future Impervious 9.750 68 Weighted Average 7.890 80.92% Pervious Area 1.860 19.08% Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 9.6 100 0.0180 0.17 Sheet Flow, Grass: Short n= 0.150 P2= 3.60" 1.6 390 0.0600 3.94 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 0.9 460 0.0200 8.41 14.86 Pipe Channel, 18.0" Round Area= 1.8 sf Perim= 4.7' r= 0.38' n= 0.013 Concrete pipe, bends & connections 0.4 170 0.0500 7.47 17.92 Channel Flow, Area= 2.4 sf Perim= 5.7' r= 0.42' n= 0.025 0.2 40 0.0500 3.60 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 12.7 1,160 Total Chatham Habitat for Humanity- Stormwater Type ll 24-hr 25 yr Rainfall=6.19" Prepared by {enter your company name here) Printed 5/10/2023 HydroCAD®10.00-26 s/n 07329 ©2020 HydroCAD Software Solutions LLC Page 17 Summary for Pond 1 P: Dry Detention Basin Inflow Area = 9.750 ac, 19.08% Impervious, Inflow Depth = 2.77" for 25 yr event Inflow = 37.37 cfs @ 12.05 hrs, Volume= 2.249 af Outflow = 16.34 cfs @ 12.22 hrs, Volume= 2.242 af, Atten= 56%, Lag= 10.4 min Primary = 16.34 cfs @ 12.22 hrs, Volume= 2.242 af Routing by Stor-Ind method, Time Span= 0.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 616.05' @ 12.22 hrs Surf.Area= 11,901 sf Storage= 37,746 cf Plug-Flow detention time= 418.6 min calculated for 2.242 of(100% of inflow) Center-of-Mass det. time= 416.7 min ( 1,261.0 - 844.3 ) Volume Invert Avail.Storage Storage Description #1 612.00' 49,675 cf Custom Stage Data (Prismatic)Listed below Elevation Surf.Area Inc.Store Cum.Store (feet) (sq-ft) (cubic-feet) (cubic-feet) 612.00 6,944 0 0 613.00 8,060 7,502 7,502 614.00 9,248 8,654 16,156 614.50 9,800 4,762 20,918 615.00 10,508 5,077 25,995 616.00 11,840 11,174 37,169 617.00 13,172 12,506 49,675 Device Routing Invert Outlet Devices #1 Primary 612.00' 6.0" Round Culvert L= 30.0' CPP, projecting, no headwall, Ke= 0.900 Inlet/Outlet Invert= 612.00'/ 611.70' S= 0.0100 'i Cc= 0.900 n= 0.010 PVC, smooth interior, Flow Area= 0.20 sf #2 Device 1 612.00' 3.0"Vert. Orifice/Grate C= 0.600 #3 Device 1 615.00' 8.0" Horiz. Orifice/Grate C= 0.600 Limited to weir flow at low heads #4 Primary 615.50' Asymmetrical Weir, C= 3.27 Offset (feet) 0.00 4.50 14.50 19.00 Height (feet) 1.50 0.00 0.00 1.50 Primary OutFlow Max=15.66 cfs @ 12.22 hrs HW=616.03' (Free Discharge) 1=Culvert (Inlet Controls 1.45 cfs @ 7.39 fps) ' 2=Orifice/Grate (Passes < 0.47 cfs potential flow) 3=Orifice/Grate (Passes < 1.71 cfs potential flow) 4=Asymmetrical Weir (Weir Controls 14.21 cfs @ 2.04 fps) Design Pipes OBJECTIVE: DESIGN PIPE Erosion/Sediment Control PROJ.NAME Habitat for Humanity Townhouses LOCATION: Suter City,NC PIPE NO. DETERMINE Q10 Q=CIA c=9(paved),c=.3(grass),c=.6(gravel) I= 5.4 (<5 min.concentration) Figure 8.03j Area(ac) 1.09 (paved) 6.2 (grass) 0 (gravel) BASIN INFLOW Q10 0.0 CFS PREV PIPE FLOW Q10 15.3 CFS, 0 CFS, 0 CFS TOTAL Q10 15.3 CFS MAX.PIPE FLOW Q=CdA 2 g b (g=32.2 FT./SEC.SQ.) (Orifice Equation) Cd= 0.5 Dia(ft)= 3 A= 7.065 h= 0.5 Qivax 20.0 cfs Design Pipes OBJECTIVE: DESIGN PIPE Erosion/Sediment Control PROJ.NAME Habitat for Humanity Townhouses LOCATION: Siler City,NC PIPE NO. 4 DETERMINE Q10 Q=CIA c=.9(paved),c=.3 (grass),c=.6(gravel) I= 5.4 (<5 min.concentration) Figure 8.03j Area(ac) 0.2 (paved) 0.2 (grass) 0.. (gravel) BASIN INFLOW Q10 2.3 CFS PREY PIPE FLOW Q10 15.3 CFS, 0 CFS, 0 CFS TOTAL Q10 17.6 CFS MAX.PIPE FLOW Q=CdA 2 g h (g=32.2 FT./SEC.SQ.) (Orifice Equation) Cd= 0.5 Dia(ft)= 3 A= 7.065 h= 0.5 Qmax 20.0 cfs Design Swales OBJECTIVE: Design a Swale SWALE NO 1 PROJ.NAME Habitat For Humanity Townhouses Slope: 0.14 LOCATION: Slier City SOLUTIONS: Determine the MAXIMUM velocity,V,through the TYPICAL SECTION Use Trial&Error to make the flow depth,d,result with Q=Q10 DETERMINE Q10 Q=CIA c=.9(PAVED),c=.3 (GRASS),c=.6(GRAVEL) 1= 5.4 (Less than 5 min.Tc)Fig. 8.03 j Area(ac): 0.10 (PAVED) 0.0I (GRASS) 0.01 (GRAVEL) DESIGN STORM: Q10: 0.5 cfs NOTE: The velocity of the water entering a maintained veg swale must be<5 fl/s MAXIMUM d= 0.320 FT A= 0.31 FTA2 Slope Condition P= 2.02 FT n= 0.104 (Table 8.05f) R= 0.15 B= 0 FT Q= 0.5 CFS Z= 3 :1 V= 1.53 FPS S= 0.140 FT/FT W= 1.92 FT LINING TYPE: LINING RRA S&M SEED&MULCH Shear Stress: T=YDS EM EXCELSIOR T= 2.80 Lb/SF SM SYNTHETIC MAT RR RIPRAP (A,B,1,2) TERMINOLOGY: RM REVETMENT Q= Peak Discharge,(CFS) A= Cross-Sectional Area of Flow, P= Wetted Perimeter of the Flow,(FT) d= Maximum Depth of Water,(FT) R= Hydraulic Radius,(FT) V= Trial Velocity,(FPS) S= Slope of the Channel,(FT/FT) n= Manning's"n"Coefficient Q= Trial Discharge,(CFS) B= Bottom Width of Channel,(FT) W= Top Width of Water in Channel, Z= Side Slope of Channel (Z:1) T= Shear Stress in Lb/SF Y= Wt of Water(62.4 lb/cf) D=Depth Of Flow S= Slope Of Swale FINISHED DIMENSIONS: MIN Depth 0.82 FT Bottom Width= 0 FT MAX Slope= 14.00% Side Slopes= 3 : 1 REFERENCES: (DE11NR,1988; DEHNR,1993) Design Swales OBJECTIVE: Design a Swale SWALE NO lA PROJ.NAME Habitat For Humanity Townhouses Slope: 0.035 LOCATION: Suter City SOLUTIONS: Determine the MAXIMUM velocity,V,through the TYPICAL SECTION Use Trial&Error to make the flow depth,d,result with Q=Q10 DETERMINE Q10 Q=CIA c=.9(PAVED),c=.3 (GRASS),c=.6(GRAVEL) I= 5.4 (Less than 5 min.Tc)Fig. 8.03 j Area(ac): 0.10 (PAVED) 0.06 (GRASS) 0.04 (GRAVEL) DESIGN STORM: QIO: 0.7 cts NOTE: The velocity of the water entering a maintained veg Swale must be<5 fl/s MAXIMUM d= 0.400 FT A= 0.48 FTA2 Slope Condition P= 2.53 FT n= 0.065 (Table 8.05e) R= 0.19 B = 0 FT Q= 0.7 CFS Z= 3 ;/ V= 1.42 FPS S= 0.035 FT/FT W= 2.40 FT LINING TYPE: LINING CM S&M SEED&MULCH Shear Stress: T=YDS EM EXCELSIOR T= 0.87 Lb/SF SM SYNTHETIC MAT RR RIPRAP (A,B,1,2) TERMINOLOGY: RM REVETMENT Q=Peak Discharge,(CFS) A= Cross-Sectional Area of Flow, P= Wetted Perimeter of the Flow,(FT) d= Maximum Depth of Water,(FT) R= Hydraulic Radius,(FT) V= Trial Velocity,(FPS) S= Slope of the Channel,(FT/FT) n= Manning's"n"Coefficient Q= Trial Discharge,(CFS) B= Bottom Width of Channel,(FT) W= Top Width of Water in Channel, Z= Side Slope of Channel (Z:1) T= Shear Stress in Lb/SF Y= Wt of Water(62.4 lb/cf) D= Depth Of Flow S= Slope Of Swale FINISHED DIMENSIONS: MIN Depth= 0.90 FT Bottom Width= 0 FT MAX Slope= 3.50% Side Slopes= 3 : 1 REFERENCES: (DEHNR, 1988; DEHNR, 1993) Design Swales OBJECTIVE: Design a Swale SWALE NO 2 PROJ. NAME Habitat For Humanity Townhouses Slope: 0.02 LOCATION: Slier City SOLUTIONS: Determine the MAXIMUM velocity,V,through the TYPICAL SECTION Use Trial&Error to make the flow depth,d,result with Q=Q10 DETERMINE Q10 Q=CIA c=.9(PAVED),c=.3(GRASS),c=.6(GRAVEL) I= 5.4 (Less than 5 min.Tc)Fig.8.03 j Area(ac): 1.19 (PAVED) 6.35 (GRASS) 0.15 (GRAVEL) DESIGN STORM: Q10: 16.6 cfs NOTE: The velocity of the water entering a maintained veg swale must be<5 ft/s MAXIMUM d= 1.000 FT A= 8.00 FT^2 Slope Condition P= 11.32 FT n= 0.069 Table 8.05.1) R= 0.71 13= 5 FT Q= 19.4 CFS Z= 3 :1 V= 2.42 FPS S= 0.020 FT/FT W= 11.00 FT LINING TYPE: LINING RRA S&M SEED&MULCH Shear Stress: T=YDS EM EXCELSIOR T= 1.25 Lb/SF SM SYNTHETIC MAT RR RIPRAP (A,B,1,2) TERMINOLOGY: RM REVETMENT Q= Peak Discharge,(CFS) A= Cross-Sectional Area of Flow, P= Wetted Perimeter of the Flow,(FT) d= Maximum Depth of Water,(FT) R= Hydraulic Radius,(FT) V=Trial Velocity,(FPS) S= Slope of the Channel,(FT/FT) n= Manning's"n"Coefficient Q= Trial Discharge,(CFS) B= Bottom Width of Channel,(FT) W= Top Width of Water in Channel, Z= Side Slope of Channel (Z:1) T=Shear Stress in Lb/SF Y=Wt of Water(62.4 lb/cf) D= Depth Of Flow S=Slope Of Swale FINISHED DIMENSIONS: MIN Depth= 1.50 FT Bottom Width= 5 FT MAX Slope= 2.00% Side Slopes= 3 : 1 REFERENCES: (DEEM,1988; DEHNR, 1993) Design Swales OBJECTIVE: Design a Swale SWALE NO 3 PRO.1. NAME Habitat For Humanity Townhouses Slope: 0.05 LOCATION: Siler City SOLUTIONS: Determine the MAXIMUM velocity,V,through the TYPICAL SECTION Use Trial&Error to make the flow depth,d,result with Q=Q10 DETERMINE Q10 Q=CIA c=.9(PAVED),c=.3(GRASS),c=.6(GRAVEL) 1= 5.4 (Less than 5 min.Tc)Fig. 8.03 j Area(ac): 1.20 (PAVED) 6.37 (GRASS) 0.45 (GRAVEL) DESIGN STORM: Q10: 17.6 cfs NOTE: The velocity of the water entering a maintained veg swale must be<5 ft/s MAXIMUM d= 0.900 FT A= 2.43 FTA2 Slope Caudillo', P= 5.69 FT n= 0.025 (Table 8.05e) R= 0.43 B = 0 FT Q= 18.4 CFS Z= 3 :1 V= 7.56 FPS S= 0.050 FT/FT W= 5.40 FT LINING TYPE : LINING ENKA S&M SEED&MULCH Shear Stress: T=YDS EM EXCELSIOR T= 2.81 Lb/SF SM SYNTHETIC MAT RR RIPRAP (A,B,1,2) TERMINOLOGY: ENKA ENKAMA' 7010 Q= Peak Discharge,(CFS) A= Cross-Sectional Area of Flow, P= Wetted Perimeter of the Flow,(FT) d= Maximum Depth of Water,(FT) R= Hydraulic Radius,(FT) V=Trial Velocity,(FPS) S= Slope of the Channel,(FT/FT) n= Manning's"n"Coefficient Q= Trial Discharge,(CFS) B= Bottom Width of Channel,(FT) W= Top Width of Water in Channel, Z= Side Slope of Channel (Z:1) T= Shear Stress in Lb/SF Y= Wt of Water(62.4 Ib/cf) D=Depth Of Flow S= Slope Of Swale FINISHED DIMENSIONS: MIN Depth= 1.40 FT Bottom Width= 0 FT MAX Slope= 5.00% Side Slopes= 3 : I REFERENCES: (DEHNR, 1988; DEHNR, 1993) Design Swales OBJECTIVE: Design a Swale SWALE NO 4 PROJ.NAME Habitat For Humanity Townhouses Slope: 0.025 LOCATION: Si1er City SOLUTIONS: Determine the MAXIMUM velocity,V,through the TYPICAL SECTION Use Trial&Error to make the flow depth,d,result with Q=Q10 DETERMINE Q10 Q=CIA c=.9(PAVED),c=.3(GRASS),c=.6(GRAVEL) I= 5.4 (Less than 5 min.Tc)Fig. 8.03 j Area(ac): 0.04 (PAVED) 0.14 (GRASS) 0 (GRAVEL) DESIGN STORM: Q10: 0.4 cfs NOTE: The velocity of the water entering a maintained veg swale must be<5 ft/s MAXIMUM d= 0.170 FT A= 0.29 FTA2 Slope Condition P= 3.42 FT n= 0.032 (DEHNR.1993) R= 0.08 13 = 0 FT Q= 0.4 CFS Z= l0 :1 V= 1.42 FPS S= 0.025 F7%FT W= 3.40 FT LINING TYPE : LINING S&M S&M SEED&MULCH Shear Stress: T=YDS EM EXCELSIOR T= 0.27 Lb/SF SM SYNTHETIC MAT RR RIPRAP (A,B,1,2) TERMINOLOGY: ENKA ENKAMAT 7010 Q=Peak Discharge,(CFS) A= Cross-Sectional Area of Flow, P= Wetted Perimeter of the Flow,(FT) d= Maximum Depth of Water,(FT) R= Hydraulic Radius,(FT) V= Trial Velocity,(FPS) S= Slope of the Channel,(FT/FT) n= Manning's"n"Coefficient Q= Trial Discharge,(CFS) B= Bottom Width of Channel,(FT) W= Top Width of Water in Channel, Z= Side Slope of Channel (Z:1) T= Shear Stress in Lb/SF Y= Wt of Water(62.4 lb/cf) D= Depth Of Flow S= Slope Of Swale FINISHED DIMENSIONS: MIN Depth= 0.67 FT Bottom Width= 0 FT MAX Slope= 2.50% Side Slopes= 10 : 1 REFERENCES: (Dertwx, 1988; DcnNE, 1993) Design Swales OBJECTIVE: Design a Swale SWALE NO 4A PROJ.NAME Habitat For Humanity Townhouses Slope: 0.1 LOCATION: Slier City SOLUTIONS: Determine the MAXIMUM velocity, V,through the TYPICAL SECTION Use Trial&Error to make the flow depth,d,result with Q=Q10 DETERMINE Q10 Q=CIA c=.9(PAVED),c=.3 (GRASS),c=.6(GRAVEL) T= 5.4 (Less than 5 min.'Fe)Fig. 8.03 j Area(ac): 0.04 (PAVED) 0.16 (GRASS) 0 (GRAVEL) DESIGN STORM: QIO: 0.5 cfs NOTE: The velocity of the water entering a maintained veg swale must be<5 fits MAXIMUM d= 0.220 FT A= 0.15 FTA2 Slope Condition P= 1.39 FT n= 0.032 (DEHNR, 1993) R= 0.10 B= 0 FT Q= 0.5 CFS Z= 3 ;I V= 3.26 FPS S= 0.100 FT/FT W= 1.32 FT LINING TYPE: LINING EM S&M SEED&MULCH Shear Stress: T=YDS EM EXCELSIOR T= 1.37 Lb/SF SM SYNTHETIC MAT RR RIPRAP (A,B,1,2) TERMINOLOGY: ENKA ENKAMAT 7010 Q= Peak Discharge,(CFS) A= Cross-Sectional Area of Flow, P= Wetted Perimeter of the Flow,(FT) d= Maximum Depth of Water,(FT) R= Hydraulic Radius,(FT) V= Trial Velocity,(FPS) S= Slope of the Channel,(FT/FT) n= Manning's"n"Coefficient Q= Trial Discharge,(CFS) B= Bottom Width of Channel,(FT) W= Top Width of Water in Channel, Z= Side Slope of Channel (Z:1) T= Shear Stress in Lb/SF Y= Wt of Water(62.4 Ib/cf) D= Depth Of Flow S= Slope Of Swale FINISHED DIMENSIONS: MIN Depth= 0.72 FT Bottom Width= 0 FT MAX Slope= 10.00% Side Slopes= 3 : 1 REFERENCES: (DEIINR,1988; DE'HNR, 1993) Design Swales OBJECTIVE: Design a Swale SWALE NO 5 PROJ.NAME Habitat For Humanity Townhouses Slope: 0.05 LOCATION: Siler City SOLUTIONS: Determine the MAXIMUM velocity,V,through the TYPICAL SECTION Use Trial&Error to make the flow depth,d,result with Q=QI O DETERMINE Q10 Q=CIA c=.9(PAVED),c=.3 (GRASS),c=.6(GRAVEL) I= 5.4 (Less than 5 min.Tc)Fig. 8.03 j Area(ac): 0.04 (PAVED) 0.07 (GRASS) 0 (GRAVEL) DESIGN STORM: Q10: 0.3 cfs NOTE: The velocity of the water entering a maintained veg swale must be<5 ft/s MAXIMUM d= 0.140 FT A= 0.20 FTA2 Slope Condition P= 2.81 FT n= 0.032 (DEHNR,1993) R= 0.07 g= 0 FT Q= 0.3 CFS Z= /0 :1 V= 1.76 FPS S= 0.050 FT/FT W= 2.80 FT LINING TYPE: LINING S&M S&M SEED&MULCH Shear Stress: T=YDS EM EXCELSIOR T= 0.44 Lb/SF SM SYNTHETIC MAT RR RIPRAP (A,B,1,2) TERMINOLOGY: ENKA ENKAMAT 7010 Q=Peak Discharge,(CFS) A= Cross-Sectional Area of Flow, P= Wetted Perimeter of the Flow,(FT) d= Maximum Depth of Water,(FT) R= Hydraulic Radius,(FT) V=Trial Velocity,(FPS) S= Slope of the Channel,(FT/FT) n= Manning's"n"Coefficient Q= Trial Discharge,(CFS) B= Bottom Width of Channel,(FT) W= Top Width of Water in Channel, Z= Side Slope of Channel (Z:1) T= Shear Stress in Lb/SF Y= Wt of Water(62.4 lb/cf) D= Depth Of Flow S= Slope Of Swale FINISHED DIMENSIONS: MIN Depth= 0.64 FT Bottom Width= 0 FT MAX Slope'= 5.00% Side Slopes= 10 : 1 REFERENCES: (DEIINR, 1988; DEII,\7t, 1993) Design Swales OBJECTIVE: Design a Swale SWALE NO 5A PROJ. NAME Habitat For Humanity Townhouses Slope: 0.05 LOCATION: Siler City SOLUTIONS: Determine the MAXIMUM velocity,V,through the TYPICAL SECTION Use Trial&Error to make the flow depth,d,result with Q=Q10 DETERMINE Q10 Q=CIA c=.9(PAVED),c=.3(GRASS),c=.6(GRAVEL) 1= 5.4 (Less than 5 min.Tc)Fig. 8.03 j Area(ac): 0.04 (PAVED) 0.09 (GRASS) 0 (GRAVEL) DESIGN STORM: Q10: 0.3 cfs NOTE: The velocity of the water entering a maintained veg swale must be<5 ft/s MAXIMUM d= 0.170 FT A= 0.17 FTA2 Slope Condition P= 2,07 FT n= 0.032 (DEHNR,1993) R= 0.08 B= 0 FT Q= 0.3 CFS Z= 6 :I V= 1.99 FPS S= 0.050 FT/FT W= 2.04 FT LINING TYPE : LINING EM S&M SEED&MULCH Shear Stress: T=YDS EM EXCELSIOR T= 0.53 Lb/SF SM SYNTHETIC MAT RR RIPRAI' (A,B,1,2) TERMINOLOGY: ENI{A ENKAMAT 7010 Q= Peak Discharge,(CFS) A= Cross-Sectional Area of Flow, P= Wetted Perimeter of the Flow,(FT) d= Maximum Depth of Water,(FT) R= Hydraulic Radius,(FT) V= Trial Velocity,(FPS) S= Slope of the Channel,(FT/FT) n= Manning's"n"Coefficient Q= Trial Discharge,(CFS) B= Bottom Width of Channel,(FT) W= Top Width of Water in Channel, Z= Side Slope of Channel (Z:1) T= Shear Stress in Lb/SF Y= Wt of Water(62.4 lb/cf) D= Depth Of Flow S= Slope Of Swale FINISHED DIMENSIONS: MIN Depth= 0.67 FT Bottom Width= 0 FT MAX Slope= 5.00% Side Slopes= 6 : 1 REFERENCES: (DEHNR,1988; DEHNR, 1993) Design Swales OBJECTIVE: Design a Swale SWALE NO 6 PROJ.NAME Habitat For Humanity Townhouses Slope: 0.05 LOCATION: Slier City SOLUTIONS: Determine the MAXIMUM velocity,V,through the TYPICAL SECTION Use Trial&Error to make the flow depth,d,result with Q=Q10 DETERMINE Q10 Q=CIA c=.9(PAVED),c=.3(GRASS),c=.6(GRAVEL) I= 5.4 (Less than 5 tnin.Tc)Fig. 8.03 j Area(ac): 0.04 (PAVED) 0.14 (GRASS) 0 (GRAVEL) DESIGN STORM: Q10: 0.4 cfs NOTE: The velocity of the water entering a maintained veg swale must be<5 ft/s MAXIMUM d= 0.150 FT A= 0.23 FT^2 Slope Condition P= 3.01 FT n= 0.032 (DEHNR,1993) R= 0.07 B= 0 FT Q= 0.4 CFS • Z= 10 :l V= 1.85 FPS S= 0.050 FT/FT W= 3.00 FT LINING TYPE : LINING S&M S&M SEED&MULCH Shear Stress: T=YDS EM EXCELSIOR T= 0.47 Lb/SF SM SYNTHETIC MAT RR RIPRAP (A,B,1,2) TERMINOLOGY: ENKA ENKAMAT 7010 Q= Peak Discharge,(CFS) A= Cross-Sectional Area of Flow, P= Wetted Perimeter of the Flow,(FT) d= Maximum Depth of Water,(FT) R= Hydraulic Radius,(FT) V= Trial Velocity,(FPS) S= Slope of the Channel,(FT/FT) n= Manning's"n"Coefficient Q= Trial Discharge,(CFS) B= Bottom Width of Channel,(FT) W= Top Width of Water in Channel, Z= Side Slope of Channel (Z:1) T= Shear Stress in Lb/SF Y= Wt of Water(62.4 Ib/cl) D= Depth Of Flow S= Slope Of Swale FINISHED DIMENSIONS: MIN Depth= 0.65 FT Bottom Width= 0 FT MAX Slope= 5.00% Side Slopes= 10 : 1 REFERENCES: (D1iHNn, 1988; DE/M ?, 1993) Design Swales OBJECTIVE: Design a Swale SWALE NO Sill PROJ.NAME Habitat For Humanity Townhouses Slope: 0.01 LOCATION: Siler City SOLUTIONS: Determine the MAXIMUM velocity,V,through the TYPICAL SECTION Use Trial&Error to make the flow depth,d,result with Q=Q10 DETERMINE Q10 Q=CIA c=.9(PAVED),c=.3(GRASS),c=.6(GRAVEL) I= 5.4 (Less than 5 min.Tc)Fig. 8.03 j Area(ac): 0.40 (PAVED) 1.2 (GRASS) 0 (GRAVEL) DESIGN STORM: Q10: 3.9 cfs NOTE: The velocity of the water entering a maintained veg swale must be<5 fl/s MAXIMUM d= 0.750 FT A= 1.69 FTA2 Slope Condition P= 4.74 FT n= 0.032 (DEHNR,1993) R= 0.36 B= 0 FT Q= 3.9 CFS Z= 3 :1 V= 2.34 FPS S= 0.010 FT/FT W= 4.50 FT LINING TYPE: LINING EM S&M SEED&MULCH Shear Stress: T=YDS EM EXCELSIOR T= 0.47 Lb/SF SM SYNTHETIC MAT RR RIPRAP (A,B,1,2) TERMINOLOGY: ENKA ENKAMAT 7010 Q=Peak Discharge,(CFS) A= Cross-Sectional Area of Flow, P= Wetted Perimeter of the Flow,(FT) d= Maximum Depth of Water,(FT) R= 1-Iydraulic Radius,(FT) V=Trial Velocity,(FPS) S= Slope of the Channel,(FT/FT) n= Manning's"n"Coefficient Q= Trial Discharge,(CFS) B= Bottom Width of Channel,(FT) W= Top Width of Water in Channel, Z= Side Slope of Channel (Z:1) T= Shear Stress in Lb/SF Y= Wt of Water(62.4 lb/cf) D= Depth Of Flow S= Slope Of Swale FINISHED DIMENSIONS: MIN Depth= 1.25 FT Bottom Width= 0 FT MAX Slope= 1.00% Side Slopes= 3 : 1 REFERENCES: (DEHNR,1988; DEHNR,1993) Attachment C: Boring Logs 62S CLIENT: Chatham Habitat for Humanity BORING NO.: B-1 DATE:4/26/23 PROJECT NAME: Chatham Habitat for Humanity Townhomes JOB NO.: PROJECT LOCATION:_ TBD Craft Lane Suer City, NC STATION: BORING METHOD: Hand Auger FOREMAN: Robert Brantly ROCK CORE DIA.: INSPECTOR: SHELBY TUBE O.D.: **SPT w WELL DIAGRAM o OE N„ DESCRIPTION & REMARKStg fari- a a aza� n yo .> o 8 ° 28 8z SURFACE ELEVATION: 619.0 CO aw — Dark brown silty CLAY(CL),moist 1.0 I — Reddish brown(2.5YR-4/6)silty 2 — CLAY (CL),moist 3 - 4- 5 — 6 — 7— - - 8.0 s Boring Terminated at 8 ft. (El. 611.0) Well Legend _ ®-Bentonite -Cement Grout -Sand _ Y'Diameter No.IO Screen. Schedule 40 PVC 2"Dlid Piancteripc PVC So BORING METHOD \ , GROUND WATER CFA-CONTINUOUS F IGG T AUGER *ORGANIC VAPOR METER, v NOTED ON RODS ry FT. AFTER ._HRS. FT. DC-DRIVEN CASING PARTS PER MILLION AT COMPLETION DIY FT. _ AFTER HRS. _FT. MD-MUD DRILLING RC-ROCK CORING **STANDARD PENETRATION TEST _ AFTER HRS. FT. _ AFTER I-IRS. FT. CLIENT: Chatham Habitat for Humanity BORING NO.: B-2 DATE:4/26/23 PROJECT NAME: Chatham Habitat for Humanity Townhomes JOB NO.: PROJECT LOCATION: TBD Craft Lane SIIer City, NC STATION: BORING METHOD: Hand Auger FOREMAN: Robert Brantly ROCK CORE DIA.: INSPECTOR: SHELBY TUBE O.D.: - **SPT WELL DIAGRAM OE DESCRIPTION & REMARKS Fx '' 0- • -,au. j oz M°F. (0n Nz 0 $ SURFACE ELEVATION: 614.0 a - Dark brown silty CLAY(CL),moist I.0 I - Reddish brown(2.5YR-4/6) silty 2 — CLAY(CL),moist 3 — 4 — 5.0 5 - - - Boring Terminated at 5 ft. (El. 609.0) Well Legend 5-Bentomte M-Cement Grout — l-Sand _ 2"Diameter No.10 Serece. Schedule 40 PVC ❑ SolimP 2"Didaeipe PVC ter BORING METHOD GROUND WATER HSA-HOLLOW STEM AUGER NOTED ON RODS Dry FT. AFTER HRS. CFA-CONTINUOUS FLIGHT AUGER *ORGANIC VAPOR METER, `� Dry DC-DRIVEN CASING PARTS PER MILLION AT COMPLETION ry FT. _ AFTER IIRS. _ -I- MD-MUD DRILLING RC-ROCK CORING **STANDARD PENETRATION TEST _ AFTER _IIRS. FT. — AFTER HRS. F t.