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Consultant Review - 160 FLAGSHIP DRIVE 9/29/1997
DRAINAGE ANALYSIS FOR PROPOSED SITE DEVELOPMENT FLAGSHIP DRIVE MAP 25, LOT 75 NORTH ANDOVER, MASSACHUSETTS Prepared For CHANNEL BUILDING COMPANY,INC 355 MIDDLESEX AVE. WILMINGTON,MA 01887 PROJECT#42697 H1= Design Consultants, Inc. ENGINEERS • PLANNERS • SURVEYORS 12-B Manor Parkway, Salem, N.H. 03079 Tel: (603) 893-0720 Fax: (603) 893-0733 August 5, 1997 Revised Sept. 22, 1997 Revised Sept. 29, 1997 TABLE OF CONTENTS INTRODUCTION SECTION I PreviousDrainage Calculations from Abutting Lot (Lot 82) SECTION II Site Overlays of Lots 1, 2 & 3. These sketches illustrate that a portion of the site drainage, drains towards the cul-de-sac drainage system in Flagship drive. SECTION III Pipe Report and Drainage System Analysis SECTION IV Outlet Protection Design SECTION V Miscellaneous Charts &Reference Materials SECTION VI Existing Conditions Plan SECTION VII Proposed Drainage Svstem Runoff Areas INTRODUCTION This project is situated on a undeveloped 2.587 acre lot, in the North Andover Business Park Extension. This business park is located in the Town of North Andover. The parcel is known as Lot 75 on Map 25. It is located within the I-1 Industrial Zone. The proposed development will consist of the construction of a 30,216 square foot facility and include the construction of related parking, circulation, drainage and necessary utility connections. The parcels which abut this parcel have been developed. In the process of these parcels obtaining approvals the infrastructure as it relates to the future drainage runoff from this parcel, has been previously planned. This drainage report will analyze the impact of the proposed improvements with respect to on site drainage improvements and compare these drainage runoff calculations with previously reserved infrastructure improvements, which this site must tie into. Reference in doing so will be made to the original plan known as "Definitive Subdivision Plan,North Andover Business Park Extension, Willow Street -Flagship Drive", prepared by Thomas E. Neve Associates, Inc., dated December 1, 1989. A portion of this plan is Xeroxed in section II of these drainage calculations. This plan sets the original concept of this lot draining into three separate drainage systems. • Shown on this plan, from more or less the middle of the lot north, the drainage is planned to outfall into a closed drainage system at the cul- de-sac of Flagship Drive. This is denoted as area R-7. The closed drainage system in Flagship Drive was sized to accommodate this site's future drainage. A 24" RCP stub was laid to the property line for future drainage connection. A large storm water retention basin was constructed at the north westerly corner of Flagship Drive and Willow Street Extension. • The Northern portion of the drainage easterly of a ridge line on the lot drains towards another drainage system further easterly along flagship drive. This area is denoted as R-9 on this plan. • Finally, drainage from a third on site drainage divide, for the southern portion of this lot was planned into the drainage system design for what is now Lot 82. The southerly portion of the site drainage was planned to go towards Lot 82 and mitigated through the storm water detention basin built as part of this project. Previous calculations show that a planned drainage flow from this site was 7.2 cfs with the equivalent of 1.0 "cA acres" (weighted drainage runoff acres) was designed into the sizing of this drainage system. This compares with an actual site design of 4.5 cfs having a weighted"cA acres" of 0.88 acres. (Refer to Section I of this drainage report for the previous design calculations for Lot 82 and Section III of this report for the Pipe Sizing Report and closed drainage system analysis.) Under the proposed design for Lot 82 a 18" RCP pipe was constructed to the property line for this future drainage from this site to tie into. The northern portion of the site is split into two drainage divides east and west of an existing stone wall on the site. This stone wall straddles the high point of the lot. A portion of this runoff is therefore designed to tie into the drainage system at the entrance drive to Lot 82 off from Flagship Drive. This drainage system outfalls further down Flagship Drive into a large natural drainage detention basin. In the proposed drainage design a small portion of the roof and parking lot drainage runoff into catch basins CB-5 and CB-6 tie into this system. This drainage runoff amounts to a Q10 of 2.07 cfs, with a weighted cA acres of 0.30 acres. The final planned drainage system outlet for this lot, lies to the west of the stone wall for the northern portion of this site. This drainage was planned into the design of the proposed drainage system at the cul-de-sac of Flagship Drive. A 24" diameter pipe was extended from a basin just to the north of the entrance drive to the abutting Lot 85. The proposed site drainage runoff from CB-4 is planned to tie into this drainage system. This drainage runoff amounts to a Q10 of 1.29 cfs with a weighted cA acres of 0.26 acres. The existing 24" stub pipe is more than ample to handle this flow. 2 SECTION I DRAINAGE ANALYSIS FOR PROPOSED SITE DEVELOPMENT ASSESSORS "25 LOT 82 0 150 FLAGSHIP DRIVE NORTH ANDOVER, MASSACHUSETTS p�S Prepared By MHF DESIGN CONSULTANTS, INC. 12-B MANOR PARKWAY SALEM, NEW HAMPSHIRE 03079 PROJECT#40996 Prepared For CHANNEL BUILDING COMPANY, INC. 242 NECK ROAD HAVERHILL,MASSACHUSETTS i April 26, 1996 Revised May 10, 1996 Revised June 13, 1996 Revised June 24, 1996 = O r IL S ° r o LL a O � € -� U) Q c w U U 00 O IL I m N U rn M _ # CD 2 U ° L 0 N Q !n to h r n � CCU U 0 3 Z n � H 9 _ Ec w m 1 U C N 'D O v m O N U 0 z Q IL 2 o n 0 z o E j a Z d� N Z U m�! ° IZJI Cj a v O r C, 0 r 0 c LL U @ a L: E a U 0 N n. aaa. n. daaa rj U U U U U U U U U I W E 0cgoo0oroi0n ° � ° O )= LOO LO to m ttoo 0 (n ttoo v o F m N N N N N N N N N a O—) C 0 0 0 0 0 0 0 M O N N N C 2 N N N N N N N N N 0) W (NO (ND t LQ q(0o m IQ N y Cl) (h (`7 (h Cl) O O O 0) D.U r r N U to N aNi 0 0 0 0 0 0 0 0 0 � c 0 0 0 0 0 0 0 0 0 n L m : m 0 N O d U U U U U U U U U Q N� C ,C C C ; C C C C U) M O tp M N m O -p O O O O N o 0 o rl aU- r r r 0 — — r 0 0 0 0 0 0 0 0 0 ) 0 0 0 0 0 0 0 0 0 U cm L O t O U `u ^ 0 0 0 0 0 0 0 0 0 p O m to O m O to to to m > N (0 O N N to M N N a J r r r r a Q. 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ON, .................. ........................... V............ ................... .................. ......... .. .............. ............. ... ............... ... ..... ... .... ... ... .. ..... ........ ........ .'2.,:: 1 1 ............... ......... ......... ............................................................... ................. .................. ..................... a i w Gir <'TbeM L--)AT�E Z, '-IA 1-A t"l,t 6z0S c o N V' Cl[;434°`' 061-6 Pe,� �2 aiv »6y q P - — - — C - co - - 0 i.r1 N - LO L - 1__ -- co co CU It - '' Ap P I FIGIIRE 7-44 -- MEDIAN RIPRAP DIAMETER FOR STRAIGHT P TRIANGULAR CHANNELS Source: Rockingham County Conservation District 7-135 MEOW PROJECT No. 4 9 LL__ AM MMW AB ZMM PROJECT NAME: C-14A L4A:1- A� NEW AM ....... MOE GJ MHF Design Consultants, Inc. CALC. BY. CHECKED .BY DATE. 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Y.- ......................... :1........ ...................... ............ ...... .. . . ...... .. ............ .... ......... ..... ............. ...... ......... 0. .... ............. ... ....... .... ........1:.... ... .............. .............................................. .................. .........................:1 ......... ....... ........1; ......................... ..... ...................... ............ ...... ........... ............. ............. ............ ............. .................. . ...... ............. ................ .....................................11......... ......... ................................................. ............. ......... t .. .... ................... ................ ......... ............................................. ......... .................1:..................:1 ......... ...... ........ ......... ...... ............. ...... .......k ..........w ....... ............ A ................ . ..... ... ............4 .......... ...................... .. ..... ........ .............. ................................................... .. ...... ........... ......... ........ ........ ..... .. _ I JA 7 � Cc _ C — o ( E Ln E _ _ = _ .mss =z_--= .. co Cn N - co Cc 17 7 IF . . . : i: 4- Ln r FIGURE 7-44 -- MEDIAN RIPRAP DIAMETER FOR STRAIGHT TRIANGULAR CHANNELS Source: Rockingham County Conservation District 7-135 Elf- SECTION V i i I i Design Criteria . Apron Dimensions The dimensions of the apron at the outlet of the pipe shall be determined as follows: 1. The width of the apron at the outlet of the pipe or channel shall be 3 times the diameter of the pipe or width of the channel. 2. The length of the apron shall be determined from the following formula when the tailwater depth at the outlet of the pipe or channel is less than one-half the diameter of the pipe or one-half the width of the channel: 1.8 Q La = DO 3/ + 7 Do z Where: L is the length of the apron Yis the discharge from the pipe or channel Do is the diameter of pipe or width of channel 3. When the depth of the tailwater at the outlet of the pipe or channel is equal to or greater than one-half the diameter of the pipe or the width of the channel, then the following formula applies: 3.0 Q La = Do 3/z 4. Where there is no well defined channel downstream of the outlet, the width of the downstream end of the apron shall be determined as follows: a. For minimum tailwater conditions where the tailwater depth is less than the elevation of the center of the pipe: W = Do + La b. For maximum tailwater conditions where the tailwater depth is greater than the elevation of the center of the pipe: W = Do + 0.4La 5. Where there is a stable well-defined channel downstream of the apron, the bottom width of the apron shall be equal to the width of the channel 6. The side slopes of the apron in a well-defined channel shall *be 2:1 (horizontal to vertical) or flatter. The height of the structural lining along the channel sides shall begin at the elevation equal to the top of 7-114 conduit and taper down to the channel bottom through the length of the apron. 7. The bottom grade of the apron shall be level (0% grade). No overfall is allowable at the end of the apron. 8. The apron shall be located so that there are no bends in the horizontal alignment of the apron. Rock Riprap The following criteria shall be used to determine the dimensions of the rock riprap used for the apron: - 1. The median stone diameter shall be determined using the formula: 0.02 Q4i3 d50 - Tw Do Where: I Sp is the median stone diameter in feet w is the tailwater depth above the invert of the pipe channel in feet Q is the discharge from the pipe or channel in cubic feet per second Do is the diameter of the pipe or width of the channel in feet 2. Fifty percent by weight of the riprap mixture shall be smaller than the median size stone designated as d50. The largest stone size in the mixture shall be 1.5 times the d50 size. 3. The quality and gradation of the rock, the thickness of the riprap lining, - filter material-and the quality of the stone shall meet the requirements in the Rock Riprap BMP. The minimum depth shall be 6 inches or 1.5 times the largest stone size in the mixture whichever is larger (d). Maintenance The outlet protection should be checked at least annually and after every major storm. If the riprap has been displaced, undermined or damaged, it should be repaired immediately. The channel immediately below the outlet should be checked to see that erosion is not occurring. The downstream channel should be kept clear of obstructions such as fallen trees, debris, and sediment that could change flow patterns and/or tailwater depths on the pipes. Repairs must be carried out immediately to avoid additional damage to the outlet protection apron. 7-115 -Construction 5r►g;fcations 1. The subgrade for the filter material, geotextile fabric and riprap prepared to the lines and grades shown on the plans. p p shall be 2. The rock or gravel used for filter or riprap shall conform to the specified gradation. 3. Geotextile fabrics shall be protected from puncture or tearing during the placement of the rock riprap. Damaged areas in the fabric shall be repaired by placing a piece of fabric over the damaged area or by complete replacement of the fabric. All overlaps required for repairs or joining two pieces of fabric shall be a minimum of 12 inches. 4. Stone for the riprap may be placed by equipment and shall be constructed to the full layer thickness in one operation and in such a manner as to prevent segregation of the stone sizes. 7-116 ado A A d�. Plan ii d WITT L _ Section A-A Pipe Outlet To Flat Area With No Defined Channel Note: Geotextile fabric or filter material to be placed between riprap and soil. A ----� A r 1 Plan La d Section A-A Pipe Outlet To Well-Defined Channel FIGURE 7-35 -- PIPE OUTLET PROTECTION Source: Virginia Soil & Water Conservation Commission 7-117 O�� FIGURE 7-43 MEDIAN RIPRAP DIAMETER FOR STRAIGHT TRAPEZOIDAL CHANNELS EVA co __ --- :.j t -- --1— "r CL co co co to L FIGURE 7-44 -- MEDIAN RIPRAP DIAMETER FOR STRAIGHT TRIANGULAR CHANNELS Source: Rockingham County Conservation District 7-135 C O -C^ _ W O U A N � P4 e I I I` \ \ I •~ CD -� O v1 m GI j N H W CD O . V 0 0 0 0 0 �n a ►,c� o .� c-� c\.z Wd) M.M 3!lRUP4/JTUllllad PIR 0 • U 0 UZ 7-136 1.2 1.1 I I I I I I 1.0 I I I I I I Side Siope I I 4:1 3:1 0.8 I I I I 2:1 0.7 0.6 0.5 I I I I I I I I 0 2 4 6 8 10 8/d FIGURE 7-47 -- DISTRIBUTION OF BOUNDARY SHEAR AROUND THE WETTED PERIMETER OF A TRAPEZOIDAL CHANNEL Source: USDA Soil Conservation Service 45 45 Angle of Repose 40 — — — 40 35 — — - -1.5 3g 30 — 30 — u u 2 0 25 25 — — v u -2.5 n 20 '^ 3 20 _v 4 o _4 u 10 - a —8 5 -10 — 0 0 0.2 0.4 0.6 0.8 1.0 K2 FIGURE 7-48 -- RATIO OF CRITICAL SHEAR ON SIDES TO THE CRITICAL SHEAR ON THE BOTTOM OF A CHANNEL Source: USDA Soil Conservation Service 7-138 i i .08 ^; r i - t \' •1 ,,1 1I f '11' :,! I I ,I :I. {. ..y.. I 1 ; III 1!1. '1 I I I till I I 111, 11,1111 ' I Jill '1. rTrl I I I I U• ,!• ,n ! 1 1 1 1 , 1 1 TT I 11:. nl I , 1. 1 ; r.• 1 1 1 1 r 1 1 1 1 111 Ill: ,.1, ul I11' 1 11 : I I I N 111 1 1 1 III ll:' II l;l' 7, I;. ::1. I 1 I I I I I I 1 I•^ I 11 I 1 I I I III IT, - I y.07 II I 1 II111nn I I III IIII - (21.6 tog,o y1dso) + 14,0) I 111111 I t I I I 1111 I I I I I III I I 1 1 I I 1 1 (y = depth of flow)I I 1. 1111 ,1 ,, I I I I 1 1 I 1 1 1 1 1 1 111; 'ul u'I 1 ✓I I I I I I 11tit!� 1 111 IIII II I ttl! III!IlnlT..I 1 I I I I till I I I'l k f l I ll 111411:, I :I' 1111 ,Ili I I I I I IIII 1 111 1111 11 !111 •.I, I'n I I I I 1 1 1 ! 11 lil;ljil, L',! 'Ic 1 1 1 1 1 1 1 1 1 111 1111 Ifl' 11' All I I' 111' II' ,1,• ,', I I I I 1 1 1 1 1 II ' 111"'n ,•„ I I I I I I III 111 111• III• III' IIII ill 111 Ir r'• I I I I I I I -- .06 1 I I,u !In J I I I I , 1111 , '11111' 11, ,,, 111. :,, I I I 1 I I I . , 111•• n. , 1 1 1 i l 1 ( , , ,1 I I•. II1.I;1:' I i,i t 1... :I'. .,1 1, I 11 f I I I 17 . I 11, I.Ii nl I I I I 1 1 1 I I 111 Itl, 111 I, I II11 111 In• ': 1 1 1 1 I I I I till 111, I:I I I I I I 1 1 I I I I I I ! , *I.• L 111 I I' III I Jill '1! I„' •1:' 1 1 1 1 1 1 1 1 1 M i l l :t. II'I 1 1 1 1 Jill ''Ill I I I I I 1 1 1, ' J. I” 1 1 1 1 I I I I �•: 1 1 1 1 1 1 111 111, •II,1111 1111 „tl 1 "I'I�' 1• 1 I 1 I I ! , I 1 1C I I I' , I I I I 11 t l I I I:I IIII'• I, I ! '11' 1"I n•��' I 1 1 1 1 1 1 1 p I I, 1 1 1 ,,; L I 1 1 1 1 1 ! 1 1 1 1 1 1 1 1 I I" 1 I I I I I I I' a ',1 I• I I I I t i l l y lilt N'' ,111 r 1 I I 1 1 , I I I, 'III Il l,lnn I I I 'I ' •Ii' 1 1 1 1 it 1 ! Ln C .05 1111 II I•Iln ' I I 1 1 1 1 , IIII, !il ,I,' IIII I- I:;1 LI 1 1 1 1 1 1 ' 111 111. •, ',1 I I I I , I I I I I I I "1,11,i, 1 I, 111, , „• ' I I I I I I I .0 1 IIII t ,1111• I 1 1 1 1 1 I I I I I I •II I I I !111 1;t: �1;1 �1 1 1 I I I I I I I I I 1 1 !I I I A l ( l I l i l t 111111, I t l l IIII III, •11• 1;o I I I I t l l S 1111 I: 1111 1 1 1 1 1 1 1 IIII I ill! I1. I I I I11! 'It: IiL 11 I 1 I I I , I, i•li ,•I I I I 1 1 1 1 1111 I:It , 1 l 111• !I', ,tl' JI: 1 I I I I I I I I I I I! '1,1 I t l 1 1 1 1 1 1 1 1 1 1 1 1 1. t i l l ill 11,1 I,I, Ilt• ;,•, 1 1 1 , 1 1 1 I 1 1 I I I I I 1 11. - I 1111 III: 1111 I I I II II„ I I ,1 !I1� 11:. ,�1 fill I III! nl I I 1 1 1 111 I I ll 11, I I l l t •I ;,II••. 1 I ' 1 1 1 1 I l i t 111, I I' • 1 1 .04 111 11, Inl. , I 1 1 1 1 1 1 ' 1 111' III' 111. ''I I,,, I,I. ,, '• , (��, '. 1111 III, I, •,1"� I I I ( I I I I I 111, •n: I I Illy 1• GI lil , I I I I 11111111 11:,1,,. • I I I I 1 1 IIII 111111• ' ' I I II11 iris n, 1 1 1 1 1 1 ' I I III, 111. 'u,11••. I 1 ( 1 1 1 1 1 1 !III � 'lu I I ' ,111 L' nl,nl' 1 ' ' ' I I '. I I,i, 111 ,y.,•.1 1 I I I 1 1 1 1 1 '1111111,1', 'I 111: ' r' I 1 1 1 1 1 1 , ', 1 1 1 1 i nl ,: �1 ,I I 11 , 1 1 1 1 1 1 1 11, '• " I I I I 1 ' 1 1 1., I 1111111' I '• I I IIII " !II lil111111..1 ' " IIII11.111"L- 111It1I , , III; 111 11,: ,1 1 1 1 I l l f l l l � •' .11'1111' III , 1 1 1 1 1 Itl1 111' I,I. 11: I I I I 1 I I 1 111 il'I IIII :III I, .,i• •' � ' I I I •, .03 Illt III; I1: „ ; I 1 I I 1 I I !.I,111 � ;'I 111 I•I. ,. 1 1 . 'I 1111 IIr •IL t I I ( I I I I 1 I III I I1: ii. , ' ., I II, I I 1 1 1 1 1 111111 1111 Il:•I:Ir 1111 Itll •! I I I I I I I I , 1111 'ill 1111111!• 1111 111: :It 11 I III, ',t I I I 1 I ,1 1111 ,11.1;1 1111 III! i•• - 1I I I I III, ,U: nl I I I I I I I 1 1 1 11 f I I,I '111 u,' I I I I •I'I , , , I I I I I I I I I;I, 1 •I I I I I t ( l l l l 1 1 1! I I I I I I I I t I U' I I 1 t i l l I I I II'1 ';I• ' ,•1 1 1 1 1 I I I I I I I I IIII I „I' I I 02 I I I I ! I 1 1 0.5 0.8 1 2 3 4 6 8 10 20 Depth of flow (ft) FIGURE 7-52 -- VALUES OF "n" FOR RIPRAP LINED CHANNELS D50 SIZE VERSUS DEPTH OF FLOW Source: USDA Soil Conservation Service 7-143 Appendix A.-TABLES Y Table 1,--llanning roughness coefficients, n I Manaing's Iv• Ifichwny channcls and sn'nlr_s with Maintained rccciallon 17 I. Closed Concrete conduits: n range 1 (ra!aes shoom are for velocities of 2 and 0 Lps.); A. Cnncrcle pipe________________•_ A. Depth of Iluw up to O.i foot:D. Corrugated-metal pipr or pipo•arch: --------•---..... 0.011-0.013 1. IIr•rmudngrass, Kcublck-bluegrass,buffalo ass; `n run 3zi: 1. 2'5 by!4.111.corrugation(riveted pipe):t a. Mowrd to 2 inches......................�..._.._ 0.07 ,045 a. Plain or full} coated... h. Lrngi)14-0inrhrs_________________•_• ' b. Paved Invert(ranee values are for 25 and 50 percent 0.024 2. Good stand,nnc ------ 0.03-r?,05 12 us: of c!rcur+ll]depth paved): a. Length about 11 inches_...___•____. ___ 0.1�.C3 ow tu�l depth,_,_------- 0.021-0.018 b• Length about 2•f inches-- 0 3(} 3) low 0.,,depth-_---___ 3. Fairsland,att 0.021-0.O1G gross: lb (3) Flow 0.G depth________ -- s. Length shout 1^_fuches---0.01SLA.013 0.14=.08 2. G by 2,111.corrugation(field bolted)----------------•-' b. Lrnetb about 21 iuches___.__.•-______,__ C. t'ifrifled cloy pipe..---° --'-°•----- 0.03 R. De 1tb of flrlr 0.7-1.5 feet: "-'°--•• 0.2x,,13 - 0.01^--0.014 I. �ermudagra's,Frnhlckv blue rn« D.Cast-iron pipe,tutconted___.__,_, g. __ buffnicrs;s: E. Steel pipe 0.013 0.000-0.011 a. Mourd l0 2 incbrs-------------------Brick 0.05-0.C-35 G. Aionolfthic concrClr.: 0.014-0.017 2. 000ri stand.mil .......•........ O.Ci,.;t -- Y grass: 1, \Coed forms,rough........_ a. Uilpth about 12 Inches__________________ 0.01;>-,1.017 Len 2. \Coo(1 farms,sm^nth,_,,,,-_ h. ctu about 24 incl:ts.•__•-__-,___- 3. Steel form,.............. .._____""'......__ O.Oi'rO.U14 3. Fairslnm.!,m1c "' 0.'i',.'0 0.012-1.011 grass: 11.Cemantrd ntholc ma-nnry n01s: n. Lrllg!Il ah0nt 1'2 incL•cs............................ 0.1C-0.Cfi 2.1. Neturclr floor and to h. I,cu p------------------------------- 0-017,.072 ;Lh about 24 inches__._____,___-- •_... 0.!i-0."9 I. Lnminotc•I Irrnlcd:rand............................ ....................... 0.0181•.01 d, S(rect and rz rrsswa -•------------•---___. O,C:;�:1.017 A. C011MIC ru[trr,lru veled finis'u___,,,__,_•__._._...__. J. \rRrircrl clay liner plaits_____ _____ ----•----•-•------• O.Oi;� II. As hall •- P parrincnt: L Sm;oth!esturc_....._..,,_„__,- 11. Open ehnnncls,)filed t(rtrafght alinement):1 2, (touch Texture--,___,_- 0.0; A. Concrrtr,u'ilh.,<urfnr•rs as indicated: Concrrtr.cult^r with asp!ta!t pnvcmcnt: 'I5 I. Formed,no Finish 0.0.01.7.-0.n17 1. Smooth-•------------- 2. Trowel fnish.__.._.._ 2. Iloueh_____________•__ n.n:21.C11 D.Conrrctr pnvrr,;cnt: -------------- n^;: 3. Float nnish._._... c ------------------ 0 1,.015 1. Flom rnia,.-•- 4. Gunn e,goo some v.raeel on hottout._._...• 5. Guni!c,Wood station._---- ..0.01( 0.017 2. ?lremn rni;1...._...-- 1 I'- Gun!0, section..____,_, E. Forct:a°rn•.rithm;allslo,:•, _ '•- ___________________•._ 0.rns-0.C•22 L wllCrescd:mcnt^ay II. I. resye hMtonl Cons rut!shr(I,sides. !rid!Gird: muiatc,inrrrasc abort vt.iu^s of n by,_•-__.• - I. Dressed stu,tc fn mortar_____________ "'----- -•-`•=- 2. Pandnln stone in mnrtnr............ ..""__ o.nl;-0.017 t'1. Nsturnl slrrnnt rlmnncfa:' :I. Cement rubble lmlsonr "•"'-"-'-"'- 0'01711'02'1 A. t.1!nar sticr.uts t(stn fax tvidlh at ru0(i singe less then lGO y, -------------------_ 0.620-0.025 ,t.): 4. Dry nthblc mnsmv},pinstcred------------ ---- 11.016-0.020 5. Drynillhie(riprap)„__„_____-__-_•.-• 1. Fairlyrrgularrection: C. Gr:lvel hottom,sides os indlcatcd: -------•-'" 0.0_0-0'030 a. 'oinr grass end uceds.lit tie or no hrus, 0.03:-;.035 2. Random 1. Fdrme-lconcrete.____________________„_.- 0.01711.029 b. Dcnsr fao•.nUt of wrcris, (Icpth of ne!v tnalcr:.nil9 grentcr than ll of hreds, d_„_,_ ryr,ostoneIlip)----r._____.________._ 0.020-0.921 c 0.035-7.05 D. Brick_ 3. Dryrubblc(riprap) -- C. ,n;nr wcp:ls,]:chi hrsh 0a banks_.._---_-• 0.l"t5-?.CS _,____,__ ""'-"-••••••------. 21-0.0;.3 d.Soule leer.((:,heavy bnch en banks,...__.. 0.01,-0,0 i 0.05-9.07 E. 1. Smooth c. Cnmr• red;.densrw!1lowsonbnnks...__..___-__. 0.Ga-).03 L Smooth_,_--_--,..................................... f. For lrrclz within r!t,uutcl,rci!h hnnrhr<subr'rrt>cd 0.013 al high stave,inerras.a 2. Roligh.,,,_„-•• -• ( It shove.values hy...._ 0.::=?.0_ 0.UI6 2. Irrrgnlnr sec;ion:,Icilh 1ceb,Slight ^ F, Wood,pl nr(i,clean....------- " ' 0. Concrete-lined e%cavuted rock:---------------------r--- U.ntl-0.013 I i;Out.t,u;r•c.._ecnder: inrr:,-r raiucs giver,!r:ia-c IIi;oet_____ ______ •3.0 _j.01 1. Goo(lsrcl.lon_____._ 3. \In(tntaiu slivanls, Till vc nation In ci,muul. hanks -•---•---•-•••••--••• IT.[]I u;nally sire t, 2. Irrcgularscction.,..,,____,_ ,_,_ 0.n22-0.02, 1 trees an, brush along banks sub. Ilwi•r I at hiph stars.: flutlmn of gravel,eobl•lrs,will fow houldrrs...._.. U5 III. Open channels, ezcn,nted 1 (straight rlinement,l natural b. It:"tont of cobbles,with farce boulders..._._____.. 0,05 ),0] linh,g): B. Flood plains(adjacent to nautrnl slrcaur): A. Earth,uniform scOim1: 1. ;ustnrr,Ile 1-,rush: I. Clean,rrrcnll;•completed._„°-•- 0-DIG-0.Otfi a. Fharigrns-------- _,___0. =:.CAS h. Ili,:h rr.nss...__. can,nntcr n cnthrrinc__-_--,-,_-•,-_-• D.015-O.n:U --• - -J.05 "-•--•- .. ('nitiralyd are::( ._...._..._ I. (With short crass,fr,r wrc(Is.___-•.................... 0.u72-n.0: • I I , E.0 \_ r ' •�1 ! � 11 1 I I i I I � ,I 1 ' ! IIII ! I i { III I I ! � N �\� I I I III I I i I ' ! I I I I I I I I I I I I C .07' .051 nn I I I �! I I I III I I I I i ICI i 1 I I I •J: � ill �-I iI IIII I I i ' I ! ! I ' ^I I I I s 0 7 8 5 .0 .s 20 :0 40 50 60 2 7 DURA T iON (HOU Sn' Fiaure 10-4. Intensity.— Duration — Frequency 11%1°9, 11.?9 5?'oc.3`;F95 J T - I FORM 11 - SOIL EVAIXATOR POk,11' Page 2 of 3 L,ocarion Address or Lot Nc. view Deep Hole Number Date: �2 Q �7 Yitne: P,M I .-3 0 Weather G �' S va.�y Location {identity on site plan► s�� �<T� �L�N Land Use Wa o a Slope (%) 5 Surface Stones Ffe tit! Vegetation Iva�p s Landform v U f Position on landscape (sketch on the 58ck) SE6 sire no;"i Distances from: Open Water Body y I oo feet Drainage way 7�d p feet Fossibie Wet Area 710p fee; Property Line 21, t feet Drinking Water Well — feet Other DEEP OBSERVATION HOLE LOG' Depth from soil$-�oritcrl Sail 7enur4 Soil Color Soil swrface linc"kes! ;USDAI tMunsslll lAOttl(n Other 0 -structure,$tones. 8oulders.'Cnntistency, % Gravel$ �2 �w F%, L L. 2,'5'i 7,,vy IF/& 5tc7: �-11CM •� r&W 90 oLC Po 5 5. R F—r-, A-r 'yq . i • ~G i r S A I Psrnnt!d+atefiaf(peplo@itl .f r L t_ „ • �94xu'f3ed'oCS_ I c ;h toGrovndwrftEC :tand;n�,Wat4r.n the Hole: '- woaping from Pit Face; Estimated Sessonsl ►•$Qn Gocx,d Wale•.: •+ i DU ATTRot=PORK• I110Tl73 I I i 09/11/1S57 11:-_9 00668367''5 TJ5 S011. EVA1,UAT0R FORM Page2of3 Location Address or Lot tqo. �T 7 rj On-Site Review . Deep Hole Number 7- 2 Date: 4°7 rim,: 1: 30, P.fYI t Weather 65® Sv v-Y Location (identity on site plan{ �ECG. S�r� PG An/ Land Use Wo a�g Slope tom{ '6 Surface Stones Vegetation ,t/DoDS Landform Position on landsca,,c (sketch n f o the back! �.�� 4; r-4AAJ Di�tartces:f;om: Open Water Body r 1dC feet Drainage way rp feet Fcssible We; Area 7100 feet ' Fropery Line 20 feet Drinking Water Well feet Other DEEP 0BSERVATt0N HOLE LOG- a 04,11 r oM Sed Sd Terve SwfaCt S(tio!d v mCtlr ocb (VSbAI ) 50d Cthcr MotZtinq .SUVCtwe,Stones.Boulr�o:t,'Coniistcrur, X 1 GlaVelj I o-iZ' Ap ry�- !oyes/z �8 -io8 C •.. L $ Z.4Y4 r,6Y1/l .grtis r!pis fa F3ot��7'S e Pf v.F. fit, C. SAND, Parent N,atecial{pcolap cS r _ Oeoth�oC_�ou2qwatcr; Sta ^d t0 Water in the Hole: 7�- Est;mateq Seatavt H. Cw W010w19 ba-Pit Face: . ouriq witec; �� -- UCl A?,"OVED ro"•I Ito),is 09/11/199 11:29 E36b92F59J �1� P-3E 04 hUiZ�t t 1 SOtI, EVALUATOR FORnt Pagc 2 of location /Address or Lot No. Ort-szle Review Deep Hole Number r' pBt�: �_ ' —'17 Time' E Fln Weather G�° g JNJVY location (identity on site plant �, g;�-� P�R;J Land Use !&/o o D S, Slope tit z &reface Stones F,0� Vegetation ,�®� �� . Landform V e v W L 10 . Position on landscape (sketch on the back) Oistances from: Open Water ocdy 100 beet Drainage waY 7 yep feet Pcssible We: Area y ram feet F't0perty line ;oo t feet Drinking Water Well feet Otter - DEEP OBSERVATION HOLE LOG' Depth from So f}'oriren Sod Tenure Soil Cotoe Surtact Itncnesl Sol Other tt1SDW (MunsetR Montirq Svu<twt.Siorv:.aouldaf.'Cons iacncy.X uraveti '.. 4 - O`�� Ap ��L ry�G�i -�• . 8 w r5 L zr Y13 7,57 */8 pue�t t.tatr sat tpcotoQl�l ' 7 '� t l Osf�aoFie.Soe� �.i - C�.Pt1i a Ground atcr• SUndi W i ^Q s nt u+the Holt: •-^ Eitimattd WaCC"ll from Pit Face- 5ca��vl tl''9h G*�d Water. q i t)t:t MtAOV>�i"OAM.t]ro lr)i 05!11/19�7 11:29 5✓j;3&S,t.5?;�7 JJ� 1'Ol��i ll • So H, LVAi.UATQR FOfthi Pzgc 2 or 3 [,oca;aon Addresi or i.ut No. .r rt-st1e Re view deep t4ole !lumber "]�� �- Date r `1 X47 Mime: 2 p/�7" Waaihcr G 5 Location tide:.tify on site plans ��•g • g r7� r�'Gfi rl Land Use Woo D S Slope (°k1 � Surface Stones VC station Woo V-3 pfg kV Landlofm C v M ` t Position on landscape (Sketch on th• back) 5 is E Distances tram: Open Water L'ody IOQ lcet Drainage way feet Possible Wet Area 71dp Ieet Properve Line 10 feet Drinking Wa;Cr 4"rest feet Other DEEP OBSERVATION HOLE LOG' Ocpth room Sgit FtGi2on Sol(Tcnvrc smi(,Ala Sataee Ilr+truit Sea tither ' IU5Q�1 ihlwse�a l.cOt'.:inp •S;r�Eg,e.Stones.Bo.ftdut.•Cor+iistency, x Gravcll - �~ IO AF, L IDVle 10 2-6" y,, L a ►6glb a'-sravr.L., 'F'/, spa Parcnl rdatc.id tgcologicl ,. �� 4y cotfitoGravnd•..arcr: �` �GC*.aElaBroc�_ `j 1/7 '' Standing Vlitxr in the Hots; .�.� ---°---cya Est,rT4r "' Wocpin9 from Pit Ficc: --� c4 SCITeh11 If'9h G.o.M"C Witl,•f; �� �—'^�— 1 i t7E' APrX0VrD rort.M. l2ro1r , uy/11/! y .2'J 5�i8"t8JEa 5 JJS ?^,.ate E6 I'O Lm i 1 • SOiI, L1 AMATOU FOitnt rage Z of 3 Location /Address or Lot No. Ott-site review Deep Hole Mimber 7--� Date: Y-q -17 Location (identify on site pinny 56-e . 5� Time: P�'I. Weather 65o �6 �G�4 wl • Land Use woo P.5 S;cpe M � Surface Stones Vegetation v%/ p 5 . Landform 0 bw Position on landscape (sketch on the back) Gistances from: Open Water Body 7100 feel Drainage way - feet Possible Wet Area feet Property Line �J feet T/d0 �t Orinkin� Water Well E.ct Other - DEEP OBSERVATION HOLE LOG' Ocpth from 5o r H�,Iiton Soil 7ert xt Soil Color Surta<e{lnthell Sad Ocher hJS0A1 fM„ntttt� t.SOttGnp .SJUUUre.Sionll•BOVId<rt,CCniii'IOCy. �! v, )9,>~n fob, (5:44 v.j TL ATr Parent/�aterial Ivtaloa�cl , Oc thtoGrov�d...atcr. Si+ � t YJater;n he i-lols: w�P�9 from Ait Facc: _ �� • Estirrtit� 5tasorul rlr�h G oxy water; .i i i U!P AXMO V ED Fop-t1.l 1.,g t n$ ' FOR-m I - Soil. LVAWATOR FOUI\t • P�$c t oC 3 Location ,Address or Lot No Q11-Site Review Deep Hole Number 7'r(v; Time: 3:'S 4 �� Weather 5 c Location (identity on site plank 5�6 • 5i7� ,9 Al Land Use Woo p5 Slope (%I � Surface Stones Vegetation Woo P$ +'v Landform b e—L) WA L l I Position on landscape !sketch on the back] qE sr g,rH pGA)V Distances from: Open Water Cody 7 to 8 feet Drainage way feet Possible Wet Area >.14© feet Property Line .0 feet Drinking Water Well feet Other DEEP OBSERVATION HOLE LOG' Ot.oth from Soy Horitnn Sod Te .xc Soi Coto( Surf�ec Itrxhcsl n Sol (USOAI (Mun Ocher scal Mortlin� 5vvtture,5torc�,BoulCcrs,' ns oistc. Gr 1d t C nCY•X F vu So v L V F X-e, oaf" S14T Fare(tt t.4actrlal(pcnlogicl Oecflxa8.e6oeE t j 4 `� Oc tt.to CrovnOwsrcr; +t+r+d N Water in the H°tc; Pit it ste: i Estirryte4 $ccsonrt Ilgh Cxa.rd wirer: N i j t)C.l�.Pf'RO'/'CD F'J RJ'4 ll/°tr�f t'Olt�t I I Solt- C\'Al.l1A'1_0R lOfZ,�t Locitior, Addre;� or l,x hio / !� On-site Revie.,sU Dee; Hole ,umber -7-. 'i 'J Uate: ` _ ' q- a Location (identity on site Ian 1 J Time: . . , a/y) Land Use P 1 - G c l7- f�G f f r ''." 61`� i�r� Slopc ISi,} Surface Stones '*V?"1 .0-) y Vegetation Larld,ror rrl Position on Landscape (sketCh On the back) Distances from; `� c' : rre VL t? rJ Open Water Eddy j( )Ieet Drainage way Possibl., Wet Area et �Glect P(0,') rty Line io if-seer Drinking Watcr We(, feet _ Other DEEP 0BSERVAT(ON HOLE LOG* Depth rtOnl $oil Hpri.pr, S.rlaee UnclSest St.1 Tsrt„<c Soil Color go; (VSDnt Wvr"C'11 MORtin Othcr 7 S tucture- Stones, Bo�l,jers.Con;;slenR. 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