20040665 Ver 1-_COMPLETE FILE_20040422

Carolina Wetland services
August 19, 2004
WETLANDS/ 401 GROUP
Mr. Ed Schwartzman AUG 2 0 2004
NCDENR - Division of Water Quality
Wetlands Unit WATER QUALITY SECTION
2321 Crabtree Blvd.
Raleigh, NC 27604-2260
Subject: Additional Information regarding Storm Water Treatment
24-Acre University Crossing Site
Charlotte, North Carolina
Carolina Wetland Services Project No. 2003-0424
DWQ # 04-0665
Dear Mr. Schwartzman:
On behalf of our client REALTICORP, Carolina Wetland Services, Inc. (CWS) is submitting this letter in
response to your request for additional information in a letter dated May 6, 2004, regarding the 24-Acre
University Crossing Site (DWQ#04-0665) located in Charlotte, North Carolina. We are submitting seven
copies of this letter and the conceptual Storm Water Management Plan for the site. Gray Engineering is
developing the Storm Water Management Plan according to the NCDENR Manual for this project that will
incorporate a wet pond and avoid impacting on-site jurisdictional wetland areas. Based on the results of our
analysis, using an on-site floodplain wetland for storm water treatment is not feasible. Please see the attached
conceptual SWMP plan view and a cross section of the proposed Wet Pond for your review. Please don't
hesitate to call me if you have questions concerning this project. Thank you for your attention to this matter.
Sincerely,
Greg ry . Antemann, PWS
Principal Biologist
E Attachments: Conceptual Storm Water Management Plan and Wet Pond Cross Section
cc: Mr. Brian Rollar, REALTICORP
Mr. Chris Price, Gray Engineering
E
5000 Nations Crossing Road, Suite 230 • Charlotte, NC 28217 • [phone] Phone • [phone] Fax
i \1 www.carolinawetlandservices.com
F A?f,
JCB NAME JOB NUMBER r GE NO.
UNIV S ITY &os.???vG 2yvo7?
JOB CESCAIPTiON // BY DATE
T6F'lt-IV770A/ C??t/Cr?'?" ?L+ 07/
INC./ 1 C-2 Pi I cgnni Fcad! Groiznvii,,-, ??, '07 ? (iv i 1) 7-30027
i
.W ,?,:?
_;n.,
,Y
1 +??
_, ;;
?' ?- ?--- ?', ? ? ? 1 ?
\ ? ? `1'` ,l , `??
?T' >' ???
??? ? u
i ? LJ
J? ? U? ''
? 1? ?'?
1
? \ ,, , ;,
^?? ?`??? ? L. ?;???? ? ???
J ? , ?\\ \\ q ,1 1 '`
??? ? :1? '? \?\A???V 'd ?? ??1 It V\
??;?
li
??
,,;????
,,,
....
._ ._ ___ _ ?. _ ,V ? ?A 1 ?, ? ?
x i \ ?\\ ?, ? , 1 ?_
/1 ?1
7
\\\\\\ ? / ? ? i 1
l~
? ?, ? / o-
.?-?` ,r ,,,.?
!'
`,? ?, l :-
'? '`_,
,.¢ •; ?-
,,a
-.;.?? _.
;?
Carolina Wetland services
August 19, 2004
WETLANDS/ 401 GROUP
Mr. Ed Schwartzman
NCDENR - Division of Water Quality A UG 2 0 2004
Wetlands Unit
2321 Crabtree Blvd. WATER QUALITY SECTION
Raleigh, NC 27604-2260
Subject: Additional Information regarding Storm Water Treatment
24-Acre University Crossing Site
Charlotte, North Carolina
Carolina Wetland Services Project No. 2003-0424
DWQ # 04-0665
Dear Mr. Schwartzman:
On behalf of our client REALTICORP, Carolina Wetland Services, Inc. (CWS) is submitting this letter in
response to your request for additional information in a letter dated May 6, 2004, regarding the 24-Acre
University Crossing Site (DWQ#04-0665) located in Charlotte, North Carolina. We are submitting seven
copies of this letter and the conceptual Storm Water Management Plan for the site. Gray Engineering is
developing the Storm Water Management Plan according to the NCDENR Manual for this project that will
incorporate a wet pond and avoid impacting on-site jurisdictional wetland areas. Based on the results of our
analysis, using an on-site floodplain wetland for storm water treatment is not feasible. Please see the attached
conceptual SWMP plan view and a cross section of the proposed Wet Pond for your review. Please don't
hesitate to call me if you have questions concerning this project. Thank you for your attention to this matter.
Sincerely,
Greg ry . Antemann, PWS
Principal Biologist
Attachments: Conceptual Storm Water Management Plan and Wet Pond Cross Section
cc: Mr. Brian Rollar, REALTICORP
> Mr. Chris Price, Gray Engineering
5000 Nations Crossing Road, Suite 230 • Charlotte, NC 28217 • [phone] Phone • [phone] Fax
I! \? www.carolinawctIandserviccs.com
n
+,
1?1 +
Al un
'un
l t 1 \\\/ T ?fwi
\ '\\\\
.} YA
t
»-?-may

c
XG NAME JOB NUMBER PAGE NO.
JOB CESCRIPTICN // BY GATE
T6F-, t?v77oN t?.v?cPT' G?,,,? 07/?
U;;_a`I ..?Ic- INE.tinlt',la .. Imo. / 132 Pi,crim Fcad / Grp anvil

Carolina wetland services
August 19, 2004
Mr. Ed Schwartzman
WETLANDS / 401 GROUP
NCDENR - Division of Water Quality A UG 2 0 2004
Wetlands Unit
2321 Crabtree Blvd. WATER QUALITY SECTION
Raleigh, NC 27604-2260
Subject: Additional Information regarding Storm Water Treatment
24-Acre University Crossing Site
Charlotte, North Carolina
Carolina Wetland Services Project No. 2003-0424
DWQ # 04-0665
Dear Mr. Schwartzman:
On behalf of our client REALTICORP, Carolina Wetland Services, Inc. (CWS) is submitting this letter in
response to your request for additional information in a letter dated May 6, 2004, regarding the 24-Acre
University Crossing Site (DWQ804-0665) located in Charlotte, North Carolina. We are submitting seven
copies of this letter and the conceptual Storm Water Management Plan for the site. Gray Engineering is
developing the Storm Water Management Plan according to the NCDENR Manual for this project that will
incorporate a wet pond and avoid impacting on-site jurisdictional wetland areas. Based on the results of our
analysis, using an on-site floodplain wetland for storm water treatment is not feasible. Please see the attached
conceptual SWMP plan view and a cross section of the proposed Wet Pond for your review. Please don't
hesitate to call me if you have questions concerning this project. Thank you for your attention to this matter.
Sincerely,
Greg ry . Antemann, PWS
Principal Biologist
Attachments: Conceptual Storm Water Management Plan and Wet Pond Cross Section
cc: Mr. Brian Rollar, REALTICORP
Mr. Chris Price, Gray Engineering
l 5000 Nations Crossing Road, Suite 230 • Charlotte, NC 28217 • [phone] Phone • [phone] Fax
www.carolinawetlandserviccs.com
i
'x
'a
3

d s+
\X \, ; \!
11 ,
h

JCU NAME JCB NUMBER PAGE NO.
JCB BESCRIPTICN BY BATE
T677- -,UVON 6?vccP7- /,",p °'? a
G%.'?'? " IGIA3r?.:31,1G r.C?14.5 ;?.:.•., , . ?,, ?. ! 1.:?. .cr;;,i Fcad/ Gr anvil ,,, -? , 0 , (36») 2977-302'
Carolina Wetland Services
August 19, 2004
Mr. Ed Schwartzman
NCDENR - Division of Water Quality
Wetlands Unit
2321 Crabtree Blvd.
Raleigh, NC 27604-2260
Subject: Additional Information regarding Storm Water Treatment
24-Acre University Crossing Site
Charlotte, North Carolina
Carolina Wetland Services Project No. 2003-0424
DWQ # 04-0665
Dear Mr. Schwartzman:
On behalf of our client REALTICORP, Carolina Wetland Services, Inc. (CWS) is submitting this letter in
response to your request for additional information in a letter dated May 6, 2004, regarding the 24-Acre
University Crossing Site (DWQfl04-0665) located in Charlotte, North Carolina. We are submitting seven
copies of this letter and the conceptual Storm Water Management Plan for the site. Gray Engineering is
developing the Storm Water Management Plan according to the NCDENR Manual for this project that will
incorporate a wet pond and avoid impacting on-site jurisdictional wetland areas. Based on the results of our
analysis, using an on-site floodplain wetland for storm water treatment is not feasible. Please see the attached
conceptual SWMP plan view and a cross section of the proposed Wet Pond for your review. Please don't
hesitate to call me if you have questions concerning this project. Thank you for your attention to this matter.
Sincerely,
Greg ry . Antemann, PWS
Principal Biologist
Attachments: Conceptual Storm Water Management Plan and Wet Pond Cross Section
cc: Mr. Brian Rollar, REALTICORP
tQ Mr. Chris Price, Gray Engineering
ll 5000 Nations Crossing Road, Suite 230 • Charlotte, NC 28217 • [phone] Phone • [phone] Fax
?! ?l www.carolinawetlandservices.com
r?
'U)
`b '., ..r -_ ? ,111, •\ `?
0 t? u n t
1 ? , \t
\ ; PPP
l
.
1A 5
t

X0 NAME JOB NUMBER PAGE NO.
611v1V&ys 1r(t oS.Sive Z`?va7a
J00 DESCRIPTION BY 0A, E
;P6Fjr6-;V 770 t/ C ?.vLcP7- Z-111P lloyellv?
i rt1(.71 t It J t., i r Ir ? P17S, ,.1:? 'M. . 1 ^,'f eftc venvi l? 1 .,?, '16'.) '21071-3027,
r,;?:.'??3?,r? .3 i.? ;a 'i.T>?., / ..? ..ri;.i Rcad/ Gr -SC ;.:.?7,' (? _
Carolina Wetland Services
August 19, 2004
WETLANDS 1401 GROUP
Mr. Ed Schwartzman
NCDENR-Division of Water Quality AUG 2 0 2004
Wetlands Unit
2321 Crabtree Blvd.
Rale WATER QUALITY SECTION
Raleigh, NC 27604-2260
Subject: Additional Information regarding Storm Water Treatment
24-Acre University Crossing Site
Charlotte, North Carolina
Carolina Wetland Services Project No. 2003-0424
DWQ # 04-0665
Dear Mr. Schwartzman:
On behalf of our client REALTICORP, Carolina Wetland Services, Inc. (CWS) is submitting this letter in
response to your request for additional information in a letter dated May 6, 2004, regarding the 24-Acre
University Crossing Site (DWQ#04-0665) located in Charlotte, North Carolina. We are submitting seven
copies of this letter and the conceptual Storm Water Management Plan for the site. Gray Engineering is
developing the Storm Water Management Plan according to the NCDENR Manual for this project that will
incorporate a wet pond and avoid impacting on-site jurisdictional wetland areas. Based on the results of our
analysis, using an on-site floodplain wetland for storm water treatment is not feasible. Please see the attached
conceptual SWMP plan view and a cross section of the proposed Wet Pond for your review. Please don't
hesitate to call me if you have questions concerning this project. Thank you for your attention to this matter.
Sincerely,
('
Greg6ry C. Antemann, PWS
Principal Biologist
I Attachments: Conceptual Storm Water Management Plan and Wet Pond Cross Section
cc: Mr. Brian Rollar, REALTICORP
Mr. Chris Price, Gray Engineering
i
5000 Nations Crossing Road, Suite 230 • Charlotte, NC 28217 9 [phone] Phone • [phone] Fax
I.\1 www.carolinawctlandscrvices.com
T

JCO NAAAE JOB NUMBER PAGE NO.
U1v1l/6,,?-vs rTY ?.Voo73
JCB CESCRIPTICN oo
C??VGcP7^ ey DATE
TAT 7ON e Up 07e o `
I
-3021
r•/ r:a t
It l+ r"I !q i -\\?..., !..gi,p....,/ ...?. 11=2 C;t Fcad/ Gr3• 1? Z ' '8 ?.) 2i "; .,.?
G?:.1, "IU13?E;.3? i.? I \i,a....,.?.., i ,wi L,,, ??. 2....?. ?7 , (c,?>.? ?
i
Carolina Wetland Services
August 19, 2004
WETLANDS/ 401 GROUP
Mr. Ed Schwartzman AUG 2 0 2004
NCDENR - Division of Water Quality
Wetlands Unit WATER QUALITY SECTION
2321 Crabtree Blvd.
Raleigh, NC 27604-2260
Subject: Additional Information regarding Storm Water Treatment
24-Acre University Crossing Site
Charlotte, North Carolina
Carolina Wetland Services Project No. 2003-0424
DWQ # 04-0665
Dear Mr. Schwartzman:
On behalf of our client REALTICORP, Carolina Wetland Services, Inc. (CWS) is submitting this letter in
response to your request for additional information in a letter dated May 6, 2004, regarding the 24-Acre
University Crossing Site (DWQ#04-0665) located in Charlotte, North Carolina. We are submitting seven
copies of this letter and the conceptual Storm Water Management Plan for the site. Gray Engineering is
developing the Storm Water Management Plan according to the NCDENR Manual for this project that will
incorporate a wet pond and avoid impacting on-site jurisdictional wetland areas. Based on the results of our
analysis, using an on-site floodplain wetland for storm water treatment is not feasible. Please see the attached
conceptual SWMP plan view and a cross section of the proposed Wet Pond for your review. Please don't
hesitate to call me if you have questions concerning this project. Thank you for your attention to this matter.
Sincerely,
Greg 6ry C. Antemann, PWS
Principal Biologist
Attachments: Conceptual Storm Water Management Plan and Wet Pond Cross Section
cc: Mr. Brian Rollar, REALTICORP
Mr. Chris Price, Gray Engineering
5000 Nations Crossing Road, Suite 230 • Charlotte, NC 28217 • [phone] Phone • [phone] Fax
\1 www.carolinawetlandscrvices.com
I.A
w
( 1V0
N.
mo,
t
t _
Y? +

JC6 NAME JCB NUM©EA PAGE N0.
611VI?en ir?? o?.?i?ve Zyoo7c?
JCO OESCAIPTiCP4 / 9Y OATE
i
Czt^.'a , IGIA? ..,. 1.! a (;C ?;.a ; .. , ? ?,, !; :.. 3^ ?il,, , ??:, i^ j-? ? ???:+) ??n ? .,
E' E-q " G ?'r"?. i ; ,17,S N ! 1 crirm Rcad / Gr-oenvil a 027

Carolina Wetland Services
August 19, 2004
WETLANDS/ 401 GROUP
Mr. Ed Schwartzman
NCDENR - Division of Water Quality AUG 2 0 2004
Wetlands Unit
2321 Crabtree Blvd. wAIER QUALITY SECTION
Raleigh, NC 27604-2260
Subject: Additional Information regarding Storm Water Treatment
24-Acre University Crossing Site
Charlotte, North Carolina
Carolina Wetland Services Project No. 2003-0424
DWQ # 04-0665
Dear Mr. Schwartzman:
On behalf of our client REALTICORP, Carolina Wetland Services, Inc. (CWS) is submitting this letter in
response to your request for additional information in a letter dated May 6, 2004, regarding the 24-Acre
University Crossing Site (DWQ#04-0665) located in Charlotte, North Carolina. We are submitting seven
copies of this letter and the conceptual Storm Water Management Plan for the site. Gray Engineering is
developing the Storm Water Management Plan according to the NCDENR Manual for this project that will
incorporate a wet pond and avoid impacting on-site jurisdictional wetland areas. Based on the results of our
analysis, using an on-site floodplain wetland for storm water treatment is not feasible. Please see the attached
conceptual SWMP plan view and a cross section of the proposed Wet Pond for your review. Please don't
hesitate to call me if you have questions concerning this project. Thank you for your attention to this matter.
Sincerely,
"c'; C. Antemann, PWS
Principal Biologist
Attachments: Conceptual Storm Water Management Plan and Wet Pond Cross Section
cc: Mr. Brian Rollar, REALTICORP
Mr. Chris Price, Gray Engineering
5000 Nations Crossing Road, Suite 230 Charlotte, NC 28217 [phone] Phone [phone] Fax
I' \1 www.carolinawetlandservices.com
TVA
1
S -
F
t

JGO NAME JC0 NUMBER PAGE NO.
JCB CESCRIPMN BY OAic
T?7?770Al /1"P o?V//o
GRAY rep(GINrZ 2 I r•i?i `a,..... I??;. , 1?n ?{I J GmSnvil;a, _?. ..n r„ 7 (264) :??7
",! a t crri Rc. .^0 , r
i
\ I I I I r~, ~ ~ ~ \ \ \ \ ~ ~ I I III 11 \ ~'I I 1 ~ III 11 ~
/ / / / / ~ ~ I I I 1 1 ~ 1 ~ ~ ~ 1 I ~ ~ V ~ ~ A ~ ~ ~ ~ ~ ~ , / / / / , , ! I I ~ ~ 1 ~ ! / / / / / ~ / / / I 1 ~ II 1 ~ ~ ~ V ~ \ ~ / / I I ~ / / / ~ / i ~ ~ 1 \ V ~ II III I A ~ I I i ~ I III I / ~ ~ ~ \ ~ ~ ~ I II II II A1V1`_~ I 111 ~ I ~II I \ 1
/ / / I I 1 I I I I I I 1 1 / ~ A 1 \ 1 ~ ~ ~ ~ ~ ~ ~ / / ! ! ! l 1 I ~ ! / / / i ! l l / 1 I I ! ! 1 1 1 1 ~ ~ ~ ~ ~ _ i ~ / / ! l I l ~ / / i / , ~ ~ / 1 1 V A ~ ~ I 1 II Illlllll \V1111 I J II II ' V I IIII `III - ~ ~ ~ v ~ ~ II II I 0 I I I ~ 1 V A ~ 1 I I III 1 ~I I 1 1 I I I I
/ I I I ~ 1 ~ ~ / ! ~ ~ ~ I ~ - / ~ ~ / ~ ~ v v ~ ~ v III, IIII v ~ II tl1 1 II ;Ih v
/ / 1 ! I ~ ~ ~ ~ ~ 1 / ! r , / l l , ! 1 1 / , , ~ ~ / ~ \ ~ , l / ~ / / ~ 1 1 V~ i I~ ~ 1 ~I ~ ~ A V I I! ~ I ~ I
! l ! ! 1 / I l l l I 1 ! l 1 , 1 111 I I ~ I ~ ~ I ~ ~ ~ ~ ~ ~ / ~ / / l ~ . ~ 1 ~ / i / \ ~ - _ ~ / / 1 l / / 1 I l l l I I 1 _ - i , - - _ I ~ ~ ~ / / / / / / I I ~ ~ ~ I CJ \ \ A A \ ~ \ \ II i I 1 \ ~ i' I i ~ ~ I I„ \ \ ~
~ I I 'i
/ / / / / ~ / i ~ ~ / ~ 1 / / / / / / / ! ! / 1 I I ~ l ~ ~ ~ / / V ~ ~ ~ V~ ~ ~ \ V / / , I i ~ ~ 1 V I 1 ~ / / / l I 1 / ~ ~ ~ ~ ~v v ~ i ~ / / / l I I ~ ~ I ~ ~ ~I 1 I ~ 1 \ \ ( I
/ / / / / l 1 I I I 1 'V ~ ~ ~ I ~ \ I 1 II I I ~ ~ ~ v I I I/ I I I
1 ~ I , , ~ / / / I ~ 1 ~ ~ ~ , - ~ ~ ~ / / / I I i - ~ ~ A I I I I I 1 II I I I I I ~ ~ 1 ~ ~ 1 / ~i i ~ i A I 11 i I ~ IIl I I
/ / / / / / / / ~ 1 ~ I I ~ V V~~~ V~~A~~~~ / i - ~ / / 1 .I, , , II 1 I I :I / / / ~ ~ I I 11111/ / / ~ Ir~~l I II ~ , hl ql II ~ I I Ir I I ~ ~ I
~ ~ A ~ l ~ I ~ ~ i ~ \ 1 ~l l1 / / l `A ~~~'I` ~ ~ I I 1 1 1 ` ~t' ~ I 1111 ~ 11 I I i ~ V 1 I V 11 lI III I ~ I I I I i I I l Ill l l ~ ~ i 1 ~ 1 1
I I I 1 1 ~ I «I 1 / I I i ~ ,I / I I I 111 11 I l I III I
i V + I ~ ~ ~ ~~i ~ i ~ ~i~ ~i~ l ~ i/ / / / i~ 11 1 it ~ ~ i ~ ~ ~ 1 ~ ~ ~ ~ I 11 1 1 I ~ ,1 r I IIII -I- 1 l 1 1 i ~ 1 1 I ( ~ 11111 I v I l + 1 >l ~ I 1 1 I I 1
1 + 1 v - I I l 11 11 1 , I 1 V I I I I 1 I 11 I I I ~ ~ /,,r I , I, , , , 3 v I ~ III
- + + V ~ I I 111111,11 Il I (11111 I 1 I ~ I I I I( I I I ~ I / ~ I I / III I ~ l
~ ~ / ~ / 1 ~ ~ / ~ 1 + 1 I ~ / , - i ~ ~ ~ ~ ~ I "J ~ ~ ~ 1 l 111 I III l III ~ 1 I I I I I I I 1 I ~ I ~ 1 IIII 1
1 , ~ ~ ~ ~ ~ i ~ I ~ ? ~ 1 ~ i ~ _ ~ ~ I ~ _ _ ~ l I I ~ i ~ ~ ~ I ~ ~ ~ ~ ~ ~ I 1 ~ I 11 I 1 1 ~ 1 I i' I J 1 I I I 111 1111 v`,~ ~ ~ vvvI i'1 I! III I r 1 I I
\ ~ ~ ~ I ~ ~ ~ ~ ~ ~ .f ~ i ~ ~ / ~ ~ ~I I ~ / ~ ~ I I ~ ~ / I I' 1 1 ~ ~ A ~ ~ ~ I A l I I I l 1111111 I „j~ 1 l I 1! VIII I III ;I I l ~ 1 I I I !I 11 1 I~ \ I 111 II111 t VIII II 'IIII I \
~ ~ ~ I I I \ ~ 0 / i I I ~ , / ~ ~ ~'1 II 1~ ~ I ~ ~ ~ ~ i 1 - 1 I ~ \ I I 11 11111 III 1, 'I 1. AA ll ~ I I I III Il I I I I V I III ~ III I \ I I 1 I ~ ~ A ~ I I I I I I I I
/ ~ ~ I 1 A I Illnlll v / I ~ II X 1 1 III I~ 1 1 III. 111 1 I ~ I I 111 II I III I I I I\ 1 ' l III I i I 111 ~ I I I
/ / I / / ! I ~ I ~ ' 1 1 1 / / / 1 ~ ~ ! I ' i 1 I ~ I ~ 1 / I I ~ ~ ~ i ~ ~ 1 ~ ~ _ ~ I I III I I I I 11 ~ I h I I I I II •1 1 A ~ I I 11f111111 l I II I I I 1111 I ~ I I I i Ill 111 I
/ / , ~ l / / I I I ; I 1 1 + I ~ ~ - / ~ ~i ~ / / I ~ I / I ~ ~ ~ I ~ A rr__ / ! / / / I I I ~ ~ `CJ ~ 1 / III I1 I ' / / I II II~\ I I Ill I I l II~ I / I ~ I ~ / l l 1 1 1 I ~ I : II I I ~ ~ / I II I ~ I I I I ~ I F+ 1 I
I / / I + ~ I _ 1 / I ~ 1 ~ I ~ I I III 11 I 1 1 I I I I l I 1 I I I l 1 1 III I ~ ~ 111 111 I I i ~ 1 I II I 1 i/ I l / I~ I I I III II I l 1 ~ V I l l I. I l i l 1 II I 1 ~ ~ V ~ I I I
l 1 1 I / / / / I ~ ~ 1 I ~ _ ~ ~ 1 / / / ~ ~ / I ~ ~ ~ / ~ / v ~ \ 1~ I r 1 1 I I I tl, 11 1 ~ ~ ~ ~ ~ I I l IIII I I l l 1 l 1 1 1 I 11 l l l ~ IIII I I V 1 ~ 11 I I I~ I~ I 1 1 i 1 1 I 0 ~~11~ I 1
I 1 I / / / I I 1 ~A / ~ ~ I I I / / / / / /.I ~ / 1 I_ ~ ~ / i , ~ / / I ( / 1 I / / / / / / / 1 / ~ i I ~ ~ ~ ~ / V I ~ / / ~ ~ v ~ ~ I I I II l i I I I I i I I I III ~ 1 1 ~ i I I I 1 l V l I! V~ 1 I I I I ".J tl! a I I I i ~ A ~11j 11 i~ l 11 I I I I A I I v/ l 1 l l 1 I I III III I i
I / / / ~ ! I I V 1 ~ ~ / - I I I l / ~ / / / , ! ~ ~ ~ ~ / , l I ~ ~ ~ ~ ~ ~ I I I V I I A V I~ ~ I III I II ~ I /
! 1 I / / l / / l I ! I ! ~ I I ~ - ~ 1 / ~ i ~ j1111 ~ ~ ~ l \ I I 1 I I \ 1 ~ ~ ~ vI 111 111 l I 1 111 1111 ~ - - ~ ~ ~ l1l 1 ~ 1 1 \ \ \ ~ I l ` ~ , ~ ~ ~ ~ I II 1 111111 ~ III I
/ ~ llld i I 1 1 1 / / / I I I ! 11 ~ I / ~ I //11 I I ~ ~ v I 1 v 1 1, ~I IIII ~ t 1 11111'• 111 I / ~ ~ ~ i~ / ~ / ~ I I 1 ~ \ ~ ,~v1 I / 11 I III ~ ~ ~ ~ 11 11 I
I / / I ` n I ~ ~ ~ ~ / 1 ! ! ~ ! ~ / 1(I I I I I I II / / / ~ ~ ! 1 ~ ~ / ~ / ~ / i 1 1 1 I I 11 II ~ I 11111 I / ~ V ~ / l / ~ I 1 I I \ ~ 111 I 1 / III (IIII ~ ~ 1111 i 11 I
1 ! / , / / / ~n 11 r l I I 1 ~ I I 2~ / r~ / i / A ~ I I V I i V ~ l 1 / I I I I ~ III I/ l IIl 1 ~ II ~ III I ~ _ ~ / ~ / 1 1 1 I 1 A i I 1 I 1j / I 111v~ A A I 11111 i Ill 1
I l l/ / l I !I I ! I ! 1 ~c ~ ! l l , ill + , 1 + 1 ti~ 1 I ~ ~ ~ ~ ~ ~ i / ~ ~ / I I l I 1 1 1 I I I / \il I ~ 111 ~II 11
. i ~ / / / I ~ ( 1 1~1 I1 \ / 1 I 1 I ~ ~.J' 111: 1 V~~~ i-- ~ / ~ / I I I 1 1 ~ I IIII Ill 1
~ / i i / / i / ~l1 ~I I I l~ ~ ~ ~ ~ ~ l I , l% A,))~_Y~ r'~. 1 ~ ~ ~ ~ ~ V ~ V ~ / 1 A 1 i i ~ I I I~ 1 1 / \ / / ~ / / I I / / 1 I ` ~ 1111 I I j1 11
~ / l / / ~il I Il I ! / I I_ \ ~ ~ 1~ i i i / / I I 1, ~ / I I I ~ 1 I I II 1 i l l it 1 I\ ~ ! 1111 I I P 1 I ! I ~ I I I "J I I 11
i i ~ ~ IIII / I / ~ \ l / / I \ 1~. ~ / I l/ ~,1 1 1 1111.1 1 I I
~ , , / / ~ ~ IIII I i / / 1 / ~ ~ - - / / / I I I I / ~ ~ i / ~ 1~ ~ ~ \ / ~ - I ~ 1 I \ / f ~ ~ ~ - - / ! ! I / ~ l l i I ~ 111 11111 1 / ~ ~ l / / / l 1 / 1 ~ 1 III 1 e 11 1
i/~ i~ / / i / A\ ~ ~i i / I l/ll I ~ ~ i I / 1 ~ I - l r I I / I 1 1~~~ ~ / / / / ~ ~ / / / ~ 11 / ~ I 11111 111 1 11 \ ~ ~ ~ _ i _ ~ l / _ 1 I ~ II 11 I ~ 1 , V ~ 1 1 / ~ / / ~ / / / l / _ ~ , ~ ~ V~\ I l l 11 I ~ 11 I I1
/ / ~ / / ~ I ll'~ I ! / ~ ~ v ~ 1 ~ 1 I / / / / / / l I \ ,i l ~II I I 1111 A \ ~ I / / / ~l ~ 1 I
% ~ / ~ I !II ~ / / 1 ~ ~ I _ ~ , 1 / / 1 l v ~ ~ I ~ _ / / / / / / / / I I I~ A / I X111 ll 1 1~ 11 ~ c~ ~ v ~ ~ ~I / ~ ~ / / / / / i l ~ I / 1 1 II I I 1 I
J I ~ ~ ~ I! ~ 1 I ~ / ~ ~ II / I "J l ~ / III V ~ ~ ' ~ ~ II / / ~ I ~ ~ ~ ".1 I I / I I I I I \ \ ~ ~ I I ~ / ~ / ~ / / / < f_~ V / I I ~ IIII ' III I
III 1 1 ~ ~ ~ ~ / ~ / I I ~ / _ t ~ ~ ~ I ~ \ \ ~ ~ ~ I 1 i / / SCI VIII A \ ~ ~ . ~ l / 1 / ~ ~ ~ I I II 111/ i~ 1 1
i / 111 ~ I ~ ~1 'V ~ 1 _ q~ ~ / 1 / I ~ / I i I ~ 'CJ ! ~ - - ~ ~ i l I l ~ l ! II III ~ ~ A / I ~ 1 I ~ / l l 1 ~ ~ ~ I 111111111 ~ i "J I (11 ~ 11 I 1 ~ 1 I I i I I I II,,~~ I I~ 1
~ - - - - - + / ~ l ll 1 ~ ~ 1 ~ ~ ~ ~ + I ~ I / / / 1, CJ I ~ ~ J ~ / O C,1' I V 1 ~ ~ ` ~ / / l I ! 1 / l I ~ I ~ U11 IIII1 \ ~ I II l I ~ I ~ ~ ~ I 1 1 I l I I I i ~ ill 1 l l
/ / / / i I V / ~ _ ~ ~ ~ ~ A / \ / / ~ ~ / I / , ~ ~ ~ ~ ~ / / V A V ~ I I ~ ~ ~ / 1 I l l i ~ I ~ I I ~ ~ ~ ~ ' - I ~ I 1 1 / 1 I I II I I I \ ~ ~ IIII ; l I
/ i / ~ - ~ - ~ / / / I II ~ _ ,i i ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ , I ~ / 1 I I 1 1 ~ I 1 1 (IIII / I Il I l ' 1 11 I i ~ A l v~ / l I 1 ~ 1 ~ 1 I~ ll I
1 ~ / r 1 / ~0 ! ~ ¦ ~ - ~ I ~ ~ ~ ~ II_~ i ~ l 1 I I 0~• 1 I1 l v _ I ~l~l 111 I ~ ~ ~ I ~ I I I I I I I
, ~ /I / / I ~ , ~ I - / 1 ~ 1 ~ I I 2~ ~ /1 I ~ ~ ~ / I 1 ~ 1 I~ 111111 ~ ~ / V III ~ 11 I ~ Il I /I ~ ~ ~ _ 1 I I , I 1 ~ ~ - ~ 1 ~ III : I 1
~ ~ I I (1, 11 / ~ r, I / 'V ~ / 1 ti ~ , , ~o ` ~ 1 - J I I / ~ I v / 1 ~ ~111~ 111 1 ~ ~ ~ / ~ / 11 11 111 1
I I J ~ 1 \ ti ~ / / ~ ~ 1 ~ / / ~ ~ I + ~ ~ - _ 1 \ 1 / ~ \ ~ ~ ~ ~ _ _ _ _ - I - - _ _ _ / 111 ~ / ~ - - - 1I "I 11
~ ~ ! ~ ~ 11 11 ~ ~ ~ / ~ 1 ~ ~ ~ ~ ~ ~ ~ I I 1 ~ _ - - ~ _ _ _ _ ~ 1 1 I 42 ~ ~ ~ ~ I ~ y _ 11 t ~ ~ ~ ~ - ~ \ - ~ - - , J ~ ~ ~ 1111 1
\ ~ ~ ~ A ~ ! (p + ~~II ~ 1 1 ~ ! r _ 1 / ail I~p ~ _ I I ~ f 1 l I I ~ ~ - 1 1 111 i \ ~ _ 1 # ~ I I
~ ~ I ~ ~ ~ ! ~ 1 ~ ~ ~ / 1 1 ~ 1 ~ A / I / / _ I I ! I 1 \ ~ _ ~ ~~~~~11~ ~ V ~ + I I ~ _ _ 1 J V 1 - ~ I I I 1 1
~~n~l ~ ~ ~ ~ V ~ I V ~ I I II i - ~ I I \ ~ > ~ ~ ~ lam/
I 1 - ~ ~ I I/ 1 11~ X11 1 ~ ! ~ ~ 'r ~ / / ~ / 6 ~ I ~ _ i ¦ l I i I i - i ~ 1 I 11 111 1 ~ / ~ ~ \ - - - _ ~ t
\ I I I I l~' - / I I ¦ ~ . I \ _ _ - I _
/ ~ / ~ ~ ~ I ~I ~ + / I ~ ~///~l/j/11 / l /l ~ ll~I i,~ / ~ / / ~ i ~ ~ /I / I ! 1 ~I~ / ~ i \ I \ - I I /r i I , l I
i~ i l/ l I ~ l l l - ~ A ~ ~ 1 f I I _ - \ 9' I ~ I ~ / ~ V 1 1 I ~ i l ~ / //1 v 2 ~1 ~1 I Ill 11 / I,
l i ~i ~i / I ~ / ( 'U / / 1 I ~ ~ _ . I / , 1 , 1 ~ ~ ' I I ~ I 1 11 / /1I r ~ ~ \ ~ I1 i i 1 I I I l 1111 / /j ~ I ~ \ i i ~ 1 - - - - ~ l
~ / I _ - / ~ ! r1 r ~ I ~ / / ~ ~ I ~ ~ / / ~ I ~i ~i it ~ ~ f ~ - ~ ~ i ~ I i ~ / l i ' I I / ~ / , , 1 1 1 1 1 i l 1\ , r 1 I ~ ~ I I il`// ~ ~ 1 / 1 I I I 1 ~ / \1
l l t l/ ~ ~ I ~ i I ~ ~ ~ I I 1 v ~ ~ I /i l
/ / I A 1 ~ / ~ ~ / 'f- ~ / / ~ V ~ ~ / ~ i / I ~ ! / ~ / / !//ii/ I ~ ~ ~ l i~-- ~ ~ I ~ ~ v ~ / I / I 1v1 vvvv 1 ~ ~ I / %i ~V II I V ~ i i~ l ~ I 1 ~ I / ~ ~ 1 I /i 1 I 1 I A~ I I / ~ / / ~ A 1 I I l ii 1 I
i ~ ///iii ~ ~ ~ ~ - ! 1 ~l~~il ~ ll~ l I ~ ~ ~ i i ~ / / I 1 ~ + / I I ~ /l/ 11 I I i ~ ~ ~ I I ~ ` _ lr - ' ' ~ V l / l / r 111 II
! l! A ~ l I ~ i / I ~ ~ i ~ l 1111 I ~ i 1 ~ ~ / / III 1 1 ~ / / / I I I 1 ~ ` ' - - ~ ~ I - ~ ~ ~ ~I V/ 1 - I i~ ~ I/% ~ I1 I
~ II 1 ~ ~ ~ i/ _ ~A~ / X 1 1 t ~I ~ ~ I l l ~ A CJ ~ 1 I I I I III 1 \ ~ ~'C~~ I 1 i Ill ' ll ~`VVA I V ~ II I / / i A 11
1 I~ ~ / I I ! 1 , / / I III v 1 ~ ~ ~ I / - i ~ / 1 I A / ~1 I ~ - - it-' i / / i A\\
1 VIA V~V ~ / 1 ~ / ~A \ I 1 \~~A~ A a I I I I ~ ~ / 1 1 I ~ i J / \ I I _ ,j1 1 ~ `v 1 / / I ~ . 1 v l lil /il 1 / ~ / _ _ 1 / / / / vv1
~ V I' V ~ ~ - ~ A I I 1. ~ ~ ~ ~ 1 ~ i ~ 1 \V~~ J' I ~ I ~ ~ ~ / ~ ~ / ~ + V I l / _ i
I \11 1 \~AA~ 1 V ~ V I I i ! ~ ~ ~ / ) ~ ~i ~ ~ - - I \~A V I A ~ ~ I ~ ~ ~ ~ / / / A ~ - ~ 1 11 A~~ ~ l ~ A ~ ~ \ / , ~ ~ II ~ vvvvv1
11 1 I IIII 1 1 ~ V~ ~Q' ~ ~A 1 ~ 1 I I 1 ~ ~ ~ /r ~ / ~ ~ ~ ~ ~ / - - ' ~ ~ 1 ~ 11;,~ - / ~ / / ~ / / ~ ~ / 111v _ ~ ~ ~ I - - - ~ ~ , / I 1 ~ / /i l /il 1 11
1 ~ _ I I I I I 1 ~ ~ - ~ ~ I I I .I ! ~ ` i ' ~ I IIm ~ ~ ~ / /i l I ~ ~ ~ - ~ 1- _ ~ ~ I / r/l . l I ~ I -
1 \ ~ ~ I I - ti i I I„! A A ~ I I,l 1 ~ ~ _ _ - ~ _ ~ l ~ ii I III~;~ ~ I 1/ lj/ ~///I 1 1 ~ / i l I I11!1'> - l 111 lU/ 1 1
!1/111 ~ ~ A ! I ~ 1 ~ ~ 1 1 ~ ~ ~ ~ ~ ~ /I ~ _ _ , - I I ~ ~ I 1~ V V AA ~ I I I V ~ ~ ~ AI 11 l v~~ ~ / I I I I ~j I 1 i ~ ~l /li ! / I I - 1
I III A~ ~ ~ ~ ~ ~ ~ _ l ~ ~ ~ 1 / 1 II. I I ~ A ~ ~ V ~ ~ \ ~ ~ ~ ~ ~ V ~ I I I ~ 1 ~ ( ~ ~ ~ ~ I ~ ~ I I I - ' ~ i ~ ~ ~ 1 - 1 ~ /l ll/ ~ ///l l 11 I - 1 ;I / / / / ~ / l
I ~ I1~V ~~AA~~~ ~ ~ I I I I I1 ~ ~ ~ / ~ 1 _ VA ~ I I 1 ~ 1 , i ~ / ~ i i, / /1j III I 11 I A ~ A A~ ~ ~ ~ ~ I I ~ ~ ~ ~ ~ ~ - I l 1 IIII / ~ / I \ ~ ~ / 111 ~ ~ ~ / ~ 'V 1 I / I A ~ / r~ 1
/ I I I I III A ~ v ~ ~ ~ ~ I I I 1 ~ , ! ~ _ _ ~ , v i ~ ~ ` ~ ~ ~ ~ _ l ~ it ~ ~ ~ ~ { / / I - - 11~ I V _ _ I 'I I r ~ ~ / I 1 ~ /l/ I I IIII
111111 l I I l ~ I I l ~ I ~1 I ~ I / - ~ + ~;i ~~'~i~~ .l I 11 ~ I A I - ~ i I / II ~ ~ 11: ll /I ~ ~ 1 I II~,~ ~ ~ 0 / 1 I (I i _ ~ ~ 1 ~ , / I l I l d
, II 1 11 II ~ ~ CJ ~ ~ 1 ~ I I 1 ~ it ~ 1 I ~ 1 i ~ A 1 A 1 1 ~ ro I ~ ~ ~ ~ ~ I / ~ % i / / / I 1 11 _ A / A I V _ ~1 1 \ ~ ~ ~ ~ ~ / I ~ 1 ~ A
I,~ / 1 ~ \ ~ / i I A 1U' ~ ~ l~ 1 i ~ o l I I I I 1 ~~I ~ A~ ~ ~ 111 I ~ A .~V A I I , ~ - ,
I I / / ~ ~ ~ A I ~ V ~ - I ~ I I ~ ~ _ I I I 1/ ! ) AI ~ ~ II ~ ~ \ ~;,Y~ ~I I I I 1 / / ~ ~ ~ ly / I I ~ ~ ~ ~ ~ ~ / / 1 ~ / ~l ~ ~ 1 ~ ~ ~ ~ ~ ~ I ~ / / /
_ ~ r i I ~ ~ , ~ - ! I 1 I I I 1 1 I, I~ ~ II i 1' ` I I I I 1 / ~ ~ 1.11 ~ (11/, I/I I 1 ~ ~ ~I ~ 1 l I I i I I ~ 11 ! / / /l ~ I ~//1 A l A ~ lI II ~~I 1 l ~l l1 1 I V 1 / lII ~ 1 ~ ~ i I i /
~ 1 1 I //1 ~ I ~ ~ ~ ~ I I I ~ p~ I I 1 1 ~ ~ ~ ' - - _ ~ ~ ~ I ~ / \ / I 1 l/ 1 I 1 i / l ~ l ~ I / / / /
I ~ ~ l / / - ~ I ~ 1 \ ~ ~ ~ ~ 1 III i I I 1 I I ~ ~ ~ ~ V 1 / , I J , - . _ _ it I _ ~ ~ I I ~ I I I I 1 ~ / - _ I _ / 1 ~ ~ I i 1 I A ~ ~ ~ ~ I 1 1 ! ~ - ~ - (I i - V l/ l l/l ~ 6 i ' ~ / / / / / I ~ ~ ~ X11 ~ / l ~ l/
1 II 11 I / I I I ~ ~ ~ / I i I ~ A~ ~ ~ t I ~ ~ - I I I ~ ~ ~ i I ~ I I4 V ~ I I I - ~ - - ~ w A ll I III ~ ~ t l1 ~ I I / / / / / _ 1 ~ ! I I I I I I ~ /
I ~ I I 1 1 ~ ~ I ~ 1 ~ ~ ~ I ~ ~ ~ ~ - i ~ ~ ~ 11 f I i 11 I / / ~ l/l
\I I I A 1_ 7~~1 I 1v vv v / ~ ~ I 111 I 1 1 \ ~ 1 ~v vv V I`__f` ~
\1 ~ ~ ~ 1 A 1 A l v V A vv ~ ~ ~ \ I v A 1 ~ ~ ~ ~ III l I J. i - ~----a2e ~ I / i ; I I f 11 l ~ /j/ r /
( \v v / v ~ I ~ v 1 v ~ v 1 1 1 ~ _ ~ ~ ~ ~ ~ _ (0 ? I ~ / - I 1 / / ~ / ; rv II ~ I I / / ~ / ~ I I l I / ~ lj/ /lll ~ r
v ~ v, 1 ~ ~ I ~ ~ v~ - - i I 1 / ~ ( I I ~ / ~ / / ~ ~ / / ~.J I / / f _ _ _ ..r 2~ ~ ~ ~ I A / / ~ ~ ~ ~ ~ I ~ / / / /
+ \ 1 _ _ ~ I A v~ I ~ ~ ~ ~ vv ~ ~ ~ A vA II ~ ~ / 1 1 ~ ~ 1 ~ v~ I ~ ~ `~`~A ~ v~' v _ ~ ~ I I ~ I V I I / ~ ~ l / / ~ 11 / - m--~ V ~ ~i / ~ I I 1 \ ~ r / ~ /
I1 \ \ , ` I ~ ~ I Imo,- ~ ~ ~ ~ ~ _ ~ - 11 ' l ' ~ ~ r I \ V ~ ~ r /l Ill A
~ J ~ f l 1 1 ~ / 1 1 r~ _ r~ ~ / I ~l~ 11 ~
\ ~ I \ / r ti' ~ ~ ~ ~ ~ ~ ` 1 ~ ~ ~ lIf ~ f/11 ~ I - _ _ ~
- ? e' r ~ - a / 1 , / , - ~ ~ ~ l p I l 1 / " _ / I 0 Il / Ill - - ~ f r / / A V / II I ' L_ i~/ II
\ ~ _ ~ /I / ~ l / _ _ _ , ~ ~ A ~ v / r / II I - ~ r / 11 / I//I 1
~ ~ ~A ~ / / ~ ~ A ~ / I _ ~ ~ i - r ~ r / ~ V A \ ~ / ~ A ~ ~ / / 1 / - ~ I ~ ~ _ _ _ / r / i ~ ~
~ ~ ~ ~ 1 / ~ ~ / / I fl / A
i / / / / \ \ / / ~ ~ ~ 1 ~ ~ A ~ i /i _ f I ~ i r ~ ~ r ~ ~ ~ ~ ~ ~ . I ago / / ~ / / r / / ~ ~ A \ \ \ ~ ~ / I/ f-~ / / / V / I
rl / / f / i / - - \ \ \ V ~ ~ i'ii~ ~ I l / ~ f/ ~ f/// ~ \ ~ ~A \ ~ ~ V f r / ~ /
II / / ~ / / / ~ ~ ~ ~ ~ \ \ I / / / / / ~ \ \ \ \ ~ \ ~ ~ \ \ ~ \ ~ ~ ~ V / 1 I I / ~ r I /
I I I / / / / / (j' \ \ \ \ 1 ~I I I I / / ~ ~ ~v ~ \ V A ~ v 1 1 \ \ ~ \ \ \ \ \ ~ / 1 i !J l / fll ~ 1 / I V A VA,A \ V A\ ~ ~ / I << 1 r / f ' l l
I I I / ~ ~ ~ ~ \ \ v ~ 1 J 1 I I I 11 ~ / I I 1 v ~ V v ~ I I f / ~ v i ~ \ v V I I I / I 1 A A A v A ~ i I f r r r I Il ~ ~ I I v v v r I' ~ I / l l ~ 1 f \ \ ~~l l ~ ~ ~ / ~ I 11 ~
I 1 11 I I ~ v ~ \ ~ I / 1 ~ i I ~ I I \ v ~ 1 A \ \ y v I l I ~ V I ~ ~ v ~ / v ! I f I I ~ ~ 1 1 ~ A ~ \ ~ \ I I ~ ~ ~ I I / ~ I ~ I f ~ ~ I ~ 1 1 1 ~ / ~ / ~ I 5 / / fl 1 if , - i ~ ~ I I I l l ~ ~ A
1 III 1 1 I I I~ \ v ~v ~ ~ V A\ V v ~ ~ ~ I I I 1 1 1 1 I / v v / v v ~ v i 1 \ I ( ' ~ ~ ~ - ~ / / I ~ III f1f / ~ ~ < ~ i I / ~ \ ~
1 1 1 1 1 I I ~ / v A / I I \ \ V A v ~ 1 1 1\\ v I. 1 1 1 1 1 V 1 I I ~ \ / v v A\ 1 V A A v v 1 ~ \ ~ ~ ~ I 1 ~ ~ ~ / ~ / Iff ~ /f ~ f~ lr~/ ~ \
~ 1 ~ l ~ ~ ~ v I I I I V ~ I~ 1 A ~ ~ I , 1 I 1 1 1 1 \ V / ~ ~ v ~ I 1 v ~ V r 1 ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ _ _ - z / ~ % ~ ~ III ~ / l if lr ~ A ~ ~ ~c • / \ ~ I ~ ~ ~ ~ ~ I 11 / ~ ~ ~ _I A ~ I ~ ~ ~ ~ ~ f X92 III , / : II / ~i ~ ~
v / ~ i 1 1 v~ v V ~ / ~ v ! l ~ I I I ~ I ~ ~ ~ \ ~ ~ V ~ ~ I - I l / / ~ ~ ~ \ ~ I V ~ ~ V V I II r~ / / l ~ \ ~ i I l ~ v ~ v v~~ v ~ I ~r _ I I I ~ r~ ~ :1 /
I 1 1 1 1 ~ \ ~ / / \ \ \ ~ / / / i l i I / ~ I I I I 1 1 v V A \ V / _ ~ v v I 1 1 ~ ~ ~ ~ ~ ~ r °~°~-na - I / i ~ \ ~ I ~ ~ J I I r% / ~ I I I I ~ ~ ~ ~ v ~ ~ /r ~ `V ~ I / I ~ r ~r I I :J / / ~y V ~ ~ ~ ~ ~ ~ ~ ~ I ~ ' - - - ~ I I I ~ rj / / / ~ I I TJ ~ ~ /
1 1 1 1 \ \ V A~ A \ \ \ / ~ V v ~ V / / / / / / ~ / I \ \ / \ \ / / / i i / i i ~ / I l 1 1 \ \ \ \ \ \ \ / / / ~ / ~ ~ ~ ~ ~ ~AV / - I I / ~ / - r, ~ ll•
\ \ / 1 \ V v V A v v v~ / / ~ / ~ / / 1 1 ! V I \ \ \ \ \ \ \ / / ~ \ l / / / / / / i i ~ ~ / / /
V ~ V A V ~ ~ / / / / / \ ~ V` V A V / / / / / , / / ~ ~ ~ i ~ ~ i ~ / i i v ' - V ~ ~ ' I I i ~ / r r / r ~ ~ ~ ~ ~ ~ / ~ I I I ~ ` / l / ~ I V~' / / / ~v y II ~ a ~ i// f ~ ~ r r r
' a ~ s . .v. V v ~ ~ . ' ~ ~ / ~ ~ / ~ ~ r / r ~ ~ I , r ~ rr I ~ rr ~ r r
v ~ / / / ~ A A~ \ ~ / 1 1 V ~ \ / / / ~ vvv v~~ I ~ A ~ iI l lI ' /i ~lllr Cb r r l lr f v v ~ ~ ~ i ? ~ I I l ~ ~ / r ~ ~ / / r l ~ l ~ ~ I I I I/ /
v v V A V ~v \V A \ ~ I l I I f v ~ ~ \ 1 1 / / / / / / / / / / V A V A \ \ \ / / / V A \ A 1 1 / / / l l l i I f ~ I I ~ 1 1 ii r / ~ r f I ~ ? f
\ V - l l ~ ~ / i ~ \ V A / / / i ~ \ 1 1 / / / \ / ~ V A ~ \ V A \ \ ~ / / / / / v \ V A 1 l ~ / / l l l l l ~ ~ ~ ~ ~ ~ i ~ ' - ~ f , I ~ ~ v v v v f v v ~ ? ~ l 1 f III rr i iir r / / r e f I I f f / i~` \v ~ ,I III /i i l/ + / / / t I
V A ~ ~ V A~ V A ~ l l / / \ 1 \ ~ ~ / l / l i ~i , i v ~ ill 1 / / ~ / / / / I ~ ~ ~ I I ~i ~ / / / 1 / r / / ~ \ i I l / / r ~ r / / / I I I
V A V A A _ I / 1 1 1 / l l l/ ~ i i ~ / / V A \ V ~ / / / / 1 1 1 1 A / ~ / / / / / / / / / ~ ~ ~ / / ~ _ _ - i / I V A A ~ I I l ~ ~ i J ~ ~ / i- / / r I I ~ / ~ ~ v III I I % \ i ~ / I / r 1 I I ~ i~ ~ ~ _ ~ ~ / / I I
V A A ~ ~ / / 1 1 ~ / / / ~ / / / v ~ / l v 1 1 / / / r VA \ \\v~~ I ii// I 1 11 1 ~ / ~ / / i---' - ~ ~ ~ / I1 1 ~ lII ~ I / ~ ~ / / I ~ ~ I I I I ~ I I ~i i A~ ~ f f
~ ~ / V 1 ~ / / / / ' V V v \ v v i t I l V l I / / / / ~ / ~ / / / ~ / / f l S I I ~ \ ~ / v , - - ~ ~ / ~ ~ i ~ / ~ I i ~~ll ~ II ~ I II % ~ / /
v v v v v v ~ ~ / / / A 1 \ 1 1 V 1 / ~ / / / / / / / / / ~ - ~v ~ ~ A A V\ / / lI llll l/ l/ ~ ~ \ y~ ~ / V A A / / i , ~ ~ i i / ~ I 1 III I f /i ~ / ~ \ ~ ~ i . ~ ~ ~ / I 1 1 it ~ ~ I ll ~ I 1 ~ /
~ V A A l A V A V \ 1 ~ 1 / l/ l/ 1 1 ~ ~ i ~ i- / ~ i / / ~~,I Ill I If //i/ / ~
A ~ / V ~ A A / / / A \ i l l / / ~ ~ i ~ / I ~ ~ / ~ ~ I li ~ ~i / / /ice ~
~ A ~ ~ ~ i / / ~ V A v v ~ ~ ~ ~ / ~ \ V A ~ ~ / / / / / / i ~ / ~ / ~ / / ~ I I _ - - ~ ~ iii _ I / i 1 ~ i I / i ~ % / _ _ / / _ _
A A v A ~ A i l / ~ i V ~ ~ _ ~ i ~ ~ A V A V / ~ l l / i / ~ - - - - - - / i ~ ~il ~ ~ ~ ~ / / / i ~ ~ ~ / - - _ / G / i ~ I / ~ ~ / ~ / ~ / - i ~ i ~ - i ~ i i ~ i\~. Ill ii' \ ~ \ / / ~ i / / r'/ / -
v v ~ A / ~ i l / ~ ~ i v i A \ V A / ~ / l 1 / ~ / / v ` ~ - ' i ~i ~ ~ ~ - - A A \ \ \ V / ~ / / / l l J l / l / ~ ~ ~ ~ ~ ~ ~ / / ~ / ~ ~ ' ~ \U~ l ~ ii / AV A / ' / / / ~ / r/ / / / ' / V1V~ I i'i'i / / ~i\\\ ~ / / / / / i r / / / /
/ ~ i~ ~ I ~ ~ \VA\ \V I~ ~ ~ n ~\V A\\ r f l l ~ ~ / / / /
i ~ - / ~ A ~\\A ~ ~ A\~ / / f I i / / l / ~i ' i / i' - \ V V ~ ~ ~ A / - l / / i / i~ i ~ ~ ~ A 1\V % ~ ~ 1 \\l~ r / l l i~ l l / / ~
\ \ v v ~ ~ i / ~ \ A V l / / / 1 / ~ / ~ / i ~ A V A ~ Q~~i ~ \ f I ~ i / / l l ~ - ~ / i l A 1~ ~ l ~ ~ ~ 1 / / / / f ~ / i ~ A AA ~ ~ /i ~ / l f 1 l / I
V A V A 1 \ I I l 1 / ~ ~ / / i i \ ~ ~ ~ i i ' ~ \ l / I l ~ / / ~ i i ~ / ~_i ~ 1 1 I r 1 1 \ l I l ! i / / i i i ~ ~ i - I ~ \ ~ / / ~ VV ~ / / I ~ / / I / ~ i ~ 11I + /i/i ~ ~ \ \ 1 l r I I I / l I I 1. f
1 l / i / . ~ i ~ ' 1 ~ ( r / f i ~ ~ "J 1~ /i 'i ~ I~ 11 ~ V I I / / I f I
. _ ~ ' / / ~ / ~ ~ ~ / I I
`Ir I I l/ l , / , / r - , / ; ~J - ~ j ~ „i, I, I ~ ,f i , v
/ i ! l l l 1 1 / ~ I l l l - / / - ~ ~ ~ - I I I 1 ~ I I s ~ \
' + I I 1 / r ~ / / I 11 11 / / I ~ / 1 / / / of I ~ ~ ~ ~ V 1 I ~ I ~ ~ ~ / I I ~ \ ~ \ 1 ~ ~ ~ e4.. . i/iii l I ~ I I I ~ ~ \ \ ~ ~ \ ~ \ ~ ~ \ \ \ \ Q~ \ ~ \ ~
_ / III III I I / / 1 I I i ~ 1 / ' ~-T~.,/ f \ .l.''""` 1 / / ~ / 1 IIII I 1 , / l / f 1 1 I l I ~ ~ I I / / / I I \ \ \ \ \ \
~ / 1 III I I I I / l/ I I I I I l ,.T l I / / l ~I / ~ ~ I I I l I r ~ ~ \ v A A A ~ \ \ v ~ 9j0~ ~ ~ ~ / ~ > ~ ,i
, /I 1 IIII III I / / / I I I 1 I /I / / I I / / t \ / / 1 1 1 1 1 1 1 / / I I / v \ 1 / I / I I / ~i ~ I I l i / \ t V A V A ~ A \ ~ ~ ~ ~ ~ ~ A ~ I r r
/ I1 1 1 1 1 1 1 1 / / / l l l 11/ 1 1 1 / I 1 , I 1 1 1 ~ l / I f I 1 1 1 1 I I
1 1 11 1 v / / I I 1 I I 'A ~ 1 I l l I ~ _ / 1 1 v, 1 1\ 1 1 I / / ~ / a/ /r~ I I ~ \ ~ I / ~ /r / rr I I ~ ' ~ \ \ \ r ~ ~ r / { V A ~ \ V ~ . V ~ ~ ~
1 1 I I 1 I I v~~~ ~ / / 1 1 1 \ 1\ 1 I I / i r II l l vv v~
I

~'r
i I~ i~tii
;nr
~~I~ 5 r-
~ •ti 7
~FJ~ LI
++I r
-~Fal ~I~ -
,L ~ _ Y' •
_ ~ ~
'1~
- ~ ~ - I ' i~
a
~ ~ -
_ I
i
i~

`i I
i
I 11
_ _ \ \ ! ~ I ~ h
~ 1, / / 11 1 1 1 1 1 I I r / l l/ l/ / l r / v v v v~ I I III II v vv v v +I III I~ / ~ I III I v ~ II II v v v 1 ~11 ~ ~ / v v v v v ~ I I r ill! II vvvv1'-~ I III ~ ~ ~ I III .I
/ / 1 1 r 1 v \ VA v 1 / 1 ~ ~ \ ~~v~~ \ / / / l I I I I I I 1 / / l / / / / r ~ ~I I 1 ~ ~ I II v II v I ! II / v v v v ~ v I I I I I II vvv v i t ~ 0 I III ~ I ~ ~ ~ v v v v ~ , j1 1111 v I 1 II II an I 11 :III v
/ / lI I I 1 1 1 1 1 1 r 111 ~ \ \ V A r ~ ~ ~ \ ~~vv ~A~ / / / l1 11 1 r / / / / / / r \ 1 _ / / I I I1 I I > > I l ~ ~ 1 1 v rr ~ rrr 1 l1 r l/ / ? ////r ~ I I II II vv1 ~ 11 / ~ ~ I ~ v v v v ~ I IIII IIII ~ 1~ III 1 ~1~1
/ I I I 1 1 1 I ~ 1 1 1 \ , ~ ~ A v~ v~ - ~ / / 1 1 1 _ / / I / J 1 1 1 1 1 ~ A r /I~' ~ v~ / / i I ~ / / / / 1 I 1 1 1 \ ~ \ \ \ _ / / / l / / l ! I 1 1 I 1 v 1 1 1 1 r ~ f l ~ ~ ~ ~ ~ ~v r / / l 1 / - ~ I l / / / / / / ~ v v v I I G. I ~ I
l / / / / l 1 ( 1 1 1 1 I V v 1 V A 1 ~ ~ ~ ~ ~ ~ \ v~~ ~ ~ r / / / / l I l / / / l / / / / / 1 / II V 1 v ~ ~ v - I ~ / / ~ ~ V 1 v v` ~ v v I i1 III I I 11 v ~ ~ v ~0 ~ v ~ ` v v u Iv + I 1 :I
/ / I - 1 / l l 1/ 1 J l 1 l I A 1 1 1 A 1 / ~ 1 v~ v v~ ~v~ l / I l l 1 I nj \ \ \ \ I I I I ` " I
l 1 1 1/ 1 1 1 A ~ ~v\ ~ ~v~ ~ v l I / / I / / ~ ~v ~ / ~ I 1 \ ~ v \ I I I I ~ I I
l l I r I; ~ l / l 1 1 1 1 1 1 i/~ ~ I r ~ 11 ~ V A~~ v~~~\V l l 1 rr _----_-\I 1 11\ v v I I I I -f. ` ~ v v I I I I I I
/ / / I I r i ~ ~ ~ ~ ~~A A \ ) / / / / 1 1 / I I ~ / r Y / 7 / ~ \ VA V I I ~ v / / / f r ~ ~ v A ~ V _ ~ / V 1 / / / / / / 1 I I I v I r r 0' ~ ~ ~ v~ ~ v v ~ I ~ ~ v I I 1 1 ~ X11 I Ii ~ qi I I I ~ I I I I ~ ~ I v I 1 1 ~ 1 I III ,1 I I
/ / / / / I I 11 1 r 1 ~ ~ l ~ ~ ~ v~~~ ~v ~ ~ \ r - ~ I ~ / / / I 5 I ~ v v A v v~ _ - I ~ / 1 I I ~ r ~ ~ v~ ~v~ ~ - ~ v / / / / / l I 1 ~ ~ , v ~ v ~ ~ v 1 r! ~ , ~ _ ~ II ~ Gj, I ~ ql I I / ~ ~ 1111 / / / ~ r I I IIII ~ ~ ~ ~ I III ~I, I.
/ / I I I 11 A11 1 1 v ~v~~w r ~__1 / / / / / / I ~ \ V 1 - _ 1 / l ~ ~ ~A~~ ~ V ~ - / i I / / ~ v I ~ ~ 111!! ~ l ~ /I I I I I D~• <'J I II :i~l~ 1 ~ / I! / ( ~ a I I I I III 11 I I V I I ~ 111111`' / 1 "J i a ~~i I I I ".J I II
/ / I I A - ~ - - - ~ v A ~v~ ~ ~ - ~ r ~ 1 / / / / / / I 1 1 1 ~ ~ - r l ~ ~ I I I ~ I I 1 1 I ~ /
/ / / / 1 ~ I I ~ _ ! I 1/111! 1 I ! ~ / / .I ( ~ IIII I I ~ ~ I I 1 11 !1 1 / I ~O -I- ~ I t I I I I
/ r r r , ~v / / 1 ~ ~ ~ \v ~ A v ~r / \ / i r l / r I I / ~ 'f' I I / ! 11111 V I 1 ((~~I I III II I I I \ ! I I I I! , ~ v I I I I
/ r r r r r r / / / r I 1 ~ ~ ~ l ~ ~ / rr r ~rrr, l r r / 'U~ I 1 + - - I ! II 1 ~ ~ ; II I 1 ~ ~ V I I I 11 1 I I I I~ 111 I I I I. l I I I l1 I I I ~1 I / III 1 1 1
r r r r r ~ , / / ~ l CJ I ~ ~ O I ~ ~ \ + v v I ~ ! !1 I I I I I I III I ~ ~ `IIII ~ 1 I ( I I I I I y1 I I I I I I I I I II I
1 _ 1 1 ~ r / I ~ ~ ~ v _ 1 1 1v I ~ I I ~ I ~ I I I IIII I~ v v I 11 I! III III I I 1 11111 1 v~ _,1 vvII I I1 Ii1~1 v I :II
r r r'// r r r / I ~ I ~ ~ 1 v ~ r ~ l - I II 1 \
r r r ~ I / ~ ~y, 1 I I - ~ I v~ I ~ 1 ! I I I I 1111111111 ,I~~ vI I I I Ili! j~' IIII I III IIII I v ~ I I 1 111 1111 ~ l V\ III II III II 1 ~1 II I III;11 I I I ~ \ I I 1 II 11 111 ~ 1, ~1 \ 1 ~ I I 1 l '1 III I I III
~ 1 v vv ~ r ~ ~ vI 1 I 1 / ~ ~ ~ 1 I v ~ / r I I I ~ I I ~ ~ I ~ 1 ~ / r r - I II I I~ ~ / ~ - - - I ~ 1 I I 111 II V / I 1 1 I I I Ill 1~ ~ I I I I II I ~ III I
/ I I ~ I ~ / / / I / ~ ~ ~ V 1 I I 1 I I / r / / I I I I 11 ~ ~ I I ~ I I 111 11 I I V 1 1 I\ 1 1 I I I I I I I ~ ~ I I II II I / / I II II 111 I I ~I i~ III I I I III III I ~ I I 111 11 I I I I 1 I ( I~ I
l l/ l 1 ~ 1 1 / /lill II 1 1/ I 1 ~ ."s i--~ 1 \ ~ 1 1 I A 1 1/ 1111111111 I / III 11 III/\ I r I IIII I I ~ ~ III E III I I / \ ~ I1 I v l ~ 1 1 I! 1 I I ~ I I III I I I I
/ / / / ~ , l r / 1 I 1 ~ I / 1 ~ ~ I ~ 1 / / 1 1 1 / I I I r I ~ 1 I v / 1 / / 1 ~ ~ 3', I / / 1 ~ I 1 v I I I ~ ~ I v ~ ~ 1 / ~ I 1 1 1/ / ! I I I I 1 ~l 1 1 I I I 1 I ~ I ~ II I ~ I I 1 1 / I I I 1 V / ~ I I I I V I I II I 1 i~ I I I I 1 ~ ~t 1 1 1 I
/ I 1 ~ 1 / I 1I / ~ / / I ~ / 1 1 / / CJ ~ ~ \ ~ ~ / I I / / / I V I~ ~ I ~ F I ~ r v ~ ~ 1 1 I I I 1 1 ~ \ ! l 1 1 l~ i 1 11 1 ~ V 1 I II v A 1 I I I ! 1 f I ! I ~ ~ 1 1 ~ 111 ~ I I 1 i l ~ I I II / / I 1 1 1 ~ i I I I Q ~ ~ I II I I III ~ / t I I i I! / I A 1, I I I I o 1 1 i
I / / I \ I ~ ti - ~ f / \ / 1 I v I I ~ / / ~ ~ ~ ~ I I I I~~ l i ! I I I I I 11 / V III I ~ I IIII II 1 ~ ~ v ~ I I ~i 1 I ~ A 1 v ~ v ! I III 1 I ~ 11
1 1 1 I I / / / / / I I vv v~ / I ~ I ~ 1 ~ ~ ~ A 111 11 ill I I I ! 1 11 I I~ V I`~ v1 l 1 111 1 I I IIII III / ~ ~ 1 ~ 1 v ~ ~ I \ ~ A !II I I I V I I I I 1 v ~ v I! 1 1 IIII 1 ~ 11111 III I
1 I I / / / / / / /.I I I / 1 I l_ v 1 ~ / v _ / ~ r. t / r, v ~ 1 ~ / I I 1 / / I / / l / / / l/1 I 1 I v ~ ~ ~ / I ~ / ~ ~ III 1 ~ ~ ~ . v I' II I I I - \ ~ //I/! / I v v v I ~ I I v ~ ~ I' I III ~ I , Illil = III 1
/ v I r / I I 1 tp 1 1 1 ~ I ti I I v ~ 1 / / l 11 I1 ~ ~ ~ ~ I ~ , ,/I ! I ~ ~ v I I 1 ~ ! ~ II I ~ v ~ III II I / , / / ~ t ~ ~ ~1~ ~ ! III I I I Ih
1 1 1 / l / l/ 1 / ~ , I : r, r 1 I / 1 1 1 1 / I I ~ I 1 / / ~ I ~ ~ v _ / I 1 ~ I I / ~ ~ / / / , I I I I I v /III 1! n! 1j1111 I v 1 I (IIII '11
1 . I n / /1 ~ / I 1 vI l4 / / / 1 1 l 1 1/ l, 1~ 11 1 1 l - I I v °v~z:~ ~ ~ / I v ~~1 I ~1 I / A ~ / ! l / 1 1 I I I / III I/ ~ I 111111 V I (IIII , 111 I
I I l 1 1 / / ~ ~Il 1 1 1 / I I I I I / i ~ / I / / / ~ Q ~ V ~ ~ / ~ A ~_i, / / 1 I I I ~ 1 I 11111 / li I V vvv A ~ I ICI 111 II ~ - / / / I 1 1 11 v I I~ ~ 1
1 1 I ! 1 / / / / / / / ' 11 I 1 1 I I I I I ~ A- ' ~ v 1 \ 1 V ~ ~ / / / ~ 1 J / 11 1 ~ ~ _ ~ ~ / I l / / ~ 11 I l 1 ~ 1 \ i _ ~ ~ ~ ~ / / / I / I I I 1 / I ~ ~ ' III I I ~ ~ ~ / / / I 1 I 1 / I I I IIIII~11 1 v / / I 1 I I vv I II ~ II
I / / 1 ~ 1 'f' ~ ~ ~ ~ - / / / / I / A I ~ / ~ I ~ ~ A A I 1 / / / / / ~ / ~ . , ~ 1 ~ ~ ~ \ / V~ / / / ! I I 1 A t ~ III 11 ~ .1 V / / 1 I A I CAI I V'~. I Ill IIII
l I l / / / ~ I I 1 t l~ I ~ A l 1 2 1 ~ , , ~V ~ ^ ~ L ~ L-~ ~ I I ' I F~ III ~ 1 P f~ ~ ~ / 1i II I 1 i v v ~ I I I 11 I I ~ ~ I I ~ IIII I 1 ! ~ , ' / 1 1 / I 1 I III
l~ ~ ~ ~ 1 1 / I / I ~ ~ / 1 - l I j1 1111 I
% / / / % ~ III! / 1 / / I i ~ - V~ V V ~ 1 r~ ~ / / / , / ! ! 1 / I ~1 ~ 1 11111 111 III
r ~ 'C1 ~ ~ ~ I v~v e r r ~ / l / / ~ I II I ~ r ~ l V~V A~ / I i i / ~ I 1 ~ I "J v~ ! ~ , / I ~ I I ~ q vI / 1 1 , ~ ~ ~ , / / , , / / / / II , _ vv ! 1111;111 11 v ~ ! / ~ / / ! - , ~v I I I I I
/ ~ ~i~~ / / l l II11 1 i~ / r~ r ~ r (O I v~ v~\ I l 1 vv v / r ~ / l ~ ~ r ~ - / / / - ~11 I 1 1 v, v ! , / I 1 / ~ ~ I I1~
/ ~ r I l/11 I / r l ~ t A~ / ~ r - r I / l / r / / I 11 / I / ~ ~ I I v~~~ 1 ~v` 11 ! ! ~ ' / ' / / / / ~ I v / 11111;111 111 v ~ ~ v v ~ 0 _ / , / / / / / I I I~ I I / II ~ II~ I II I 1\ ~ ~ I I l / / ! l l l ~I i I / 1111
r ~ 1111 / / A ~ / / ~ I I ~ ~ ~ I 11 1 I V ~ I I / / / / ! / / / ~ A / ( I Ill i
'~iir~~ / 11 r I ~ / / / I ~ i / I I/ /i ~ / ~ 1 / ~ / ~ A v~~ / / / ! II / I ~ V A ~ ~v ~ ~ ~ I i / / / ! / 1 III Ill I - _ ~ i l
ii ~ r ~ Ill / I ~ ~ ! ~ 1 ~ ~ ~ ~ / III - / 2 ~ v~ 2 II 1 - i ~ ~ I \ ~ _ ~ ~ / / / / / ! ! ~ ~ i ! I 1 III I~_,- v ~ "J I I11~ I I I ~ ~ l l III II I I A V ` I I 1 I / I l l ~ I l I II 1 V ~ n~~ I 11 ~ III Q I
I I ~1 ,,{{~~1d ~ ~ III / ~ ''V l ~ ~ ~ ~1 / ~ I / I ~ / / I~ II v ~ / ~ r ~ / /ill I / I v 1 ~ ~ 1 ~ ~ I 1 I ~ A II III i ('U ~l I 1 I
/ /l 11 ( / - A s i ~ + l ~ ~ ~ , v ~ ~ ' I 1 1 1 / / ! V ~ ~ A IIII 1111 ( ~ IIII , I I \ ~ l 1 I 1 / / ! 1 I III / I III I 1
r + / ~ I / / / J V / i ~ ~ ~ \ ~ ~ ~ ~ _ ~ , I I ~ / / / I I I I I I I ~ IIII t v v~ I ~ / 1 I l I 1 1! ~V I/ ~ I ~I~I i 111
~ /r I ~ ~ /li + I (p ~ / / / ~ ~ / I 11 v - r r - 1 i ~ v ~ ~ ~ Il~v / / ! ! 1 I I 1/ 1 1 1 v I 111 ~ III I I ~ ~ I 111111 \ ~ / ~ \ II II 1
/ / / r ~ 1 r o' I vv 1 / ~>"5 - 1 ~ ¦ v / ! 1 ~ 1 I/ I 1 ~ ~ I V 111' 1 1
-----i ~ ~~i r v v v ~ I v /l1 ~ / 1 ~ r I l l ~ A ~ ~A ~ ~j' ~ / I 1 / V ~ rr ~ 1 1 ~ ~ I I I / v / v 111 /1 v L J ~ I ~ 1 ~ ~ II 111 1 ~ ~ ~ / v 1 / 11 I
ll l I l lI / I ~ / v~ 1 / / ~ / ~ ._-I 1 ti 1 j v ~ _ - _ I 1 ~ ! ~III~ 111 i 1~ v ~ ~ ~ ~ I / - - 11 I I
~ ~ 1 1 /l/ l l I r ~ l ~ ~ 1 l ~ ~ r vv + J r ~ ~ ~o ~ I ~ r ti 11 1 ~ ~ 1 ~ ~ III 111 ~ ~ ~ ~ ~ ~ I I 1 I
~1 ~ /lil//l r~i~ ~ 1' / vv11 ~ ~ t v v ~/l l// r r / ~ 1 ~ i v \ \ ~ - ~ ~ ~1~ G I I A 1 I I
l1 I r ~p rl I / III I 1 ~ ~ ~ \ ~ ` _ \ ~ ~ 1 ~ 1 \ ~ I I - - - - - - - - - - - - - v - J~~~ I I 1 e ~ ~ - - - - I II
~ _ //l r 1 ~ - / / 1 ~ i/ 1 l 1 ~ i \ I~ - v I I \ V 11~/j I
~•~~/l/ 11 ~ 1 ~ l / v ~ 1' - ~ ~ ~ ~ A\ 1 ~ ~ ~ ~ v / I i~~ A \ I I r ~ I l / ~ I / / \ \ v 1 1 v I 1 \ ~ 1 I 1 l 1 I ~ 1~ l
_ ~ ~ ~ ~ ~ VA 11 II _ / / ~ 1 / ~Q / ~ I \ \ I \ ' - SIGNAL \ I ( I I , ; , _ i _ , _ ` ~ 11 11 I - - Ir~~ / V v ~ \ ~ 1 I I _ ~ ~ __,~1 1 / 1
l r~ J1 1AIIIIIIII ! I 1l / l~ r l / 1 ~ 'r rrl 11 I II A VA\ rte- ~ / ~ / ~ / I 1 \ ~ ~ 1 1 1 I I _ ~ ~ / \ ~ j 1 ~
/ III I / l / ~ / r/ /l l 1 I ~ / I r ~ ~ l 1, l rr r , / //I III / / / / ,I / ~ r-~-- / / ;:r: 1 \ ~ I 1 i l ~v / l ~ II / - ~ ~1 I I I ~ ~i / ~ / v ~1 A V ~ ~ I I ~ ~ ~ 1 I I I I ~v / 1l 1
r ~ _ ~ ~ ~ i / / / / / jl ll//j I / / Y1l 1A1 / ~ 1 1 1 l ( / ? i I I ~ ~ I I III III / ~ 1 I I I t ~ 1 / I
/ i~ it r~%,%ll r t/ ~'~/1 IIl _ I / ' / ~ i /i~rirr l 1 r J~ ~ ~ ~ l ~ ~ 1 / r ~ I / ~ ~ I it / ~
l r/ ~ rr!rirrri ~ 1 ~ ~ /~V ~ / r I ~ - ! l / I / r ' / r/i ri rr ~ i ~ I r r ~ / / I r r i / r ~ 1 r I~ l / I I 1 I ~ v 1 1 I I I / ~ ~ I 1 I ~ I A\\ I i 1 i I I 1 i / ~ / 1 A A \\1 ~.I / / ~l \ i 1 V
l l rr ri ri r~ l / ~ ~ l I l r I r~ v r ~ 1 / l r rr r ~ ( I ~ I / / r r "j - r 1 1 l/ ~ ( l 1 ~ / \ \ 1 \ \ 1 ~ / ~ I I \ ~ \ \ I I _ \ / I / I \ 1 I ..F I / 11 ! 111 I I
I //r ~ ~ / / l T' ~ / / 1. r I l \ 1 ~ 11 1' ~ r/ ~ / ~ / / / A \ 1 - ~ ~ / i C I I I v A I 1~~ I / ~ / / I I V ~ 1 I V v V~ ~ ~ ~ i/ v / l ~11 / r l// II 1 1
/ l l j~ I \ v / 1 ~Q ~ ~ l l / ~ - - ~ ~ l I / / v ~ ~a l lr l ~ I 1 ~ ~ ~ _ _ 1~ ~ - ~ ~ ~ ~ - - , I l l /l Il l ~ l/l III I
/ r/ / I 2 , ? r r l I/l//ii I v ~ ~ 1 ' I I 1 ~ . / r ~ / ~ ~ r ~ ~ ~ 1 I ~ I I 1 ~ ~ I ! 1 I ~ ~ 1
r l /l1 //l 1 v / I , ~ ~ / ' /~i ~ II I r ~ r ~ r~ ~ ~ - r - _ I I 1 Il ~ I\ I ~ I I I 1~ / v I ~1,,--. / ~ / i A\ \
l / 111 I I ~ 1 1 1 l ~ V /I 1 1111 III ~ ~ ' / I ~ ~ i / ~ ~ / ~ ' I III I ~ 1 ~ / / ~ ~ r ~ ~ / II v II Illll I ~ l ~ \ r~ v ~ / ~ - ~ J / , vvv. I I 1 1 / l li ! lil _ _ , vv
/ I \ \ II ll 1~ \ I ~ ~ ~ I I ~ ~ ~ 1 / / J ~ / r r \V A\ V~ \ ~ / I 1 ~ / 1 / / I I v
\\VA\ ' / 1 ~ ~ r ~ r 1~ ~ I I ~ ~ A i i- \ 1 ~AV AV AA \ ~ l I 1 ~ / ~ ~ ~ ~ 1 / ~ I: A ~ AAAQVA ~ A ~ I I ~ ~ ~ ~ ~ ~ ~ / ~ - - ~ J' ! / / 1 I / - i t / ! / 11 ~ / 1 vvvv ~r ~ ~ ~ / / I 1 l ~ / ~ I ~ _ _ _ - - - - - i / ~ / III
V\I A\\ ~ ~ I~.I I / ~ / / I ~ ~ ` i / ~ V ' - ~ r r 1 AvA Q~v ~ 1 ~V I I ~ / ~ ~ ~ ~ V A/ ~ r t i _ _ ~ ~ / / i ~ i / / / 1 ~ ) 111r ~ ~ i / / / I I ZJ ~ //j l ~ !ll 1 \ 11
\ \\1 11 vvv~Q v ~ I A ~"t I I I I d 1 ~ / l~ \ ~ ~ / \ _ 1 1 1 A~~ v \ ~ ~r ~ I ~ ~ ~ / ~ ~ r A ~ _ - - \ .11 A vA ~A v 1 ~ V~ ~ ~ 1 I I ~ ~ / ~ / ~ ~ ~ ~ r ~ / ~ i' / / ~ I / _ k ~ i 1111 / 1_ _ ~ / / / / ~ 1 11 i / /
. 1 \ V V ~ ~ 1 1 I ~ I ~ ~ V~ 1111 I A VA v VA ~ I 1 t ~ ~ ~ r III I 1 A\~ v I ~ V ~ _ I I I ~i. 1 ~ A ~ ~ V A r / / / ti ~I I ~i ~ - ~ V I1
II \ v~ l v I 1 ~ ~ - - - I ~ ll 111 1 1 A ~ A \ v l"' I I I 1 I ~ \ \ _ '11 I V 1 A ~ ~ ~ I \ ~ V ~v ~ ~ I A 1 ~ ~ - - - / ~ _ ~ l / i ~ I lily . _ ~l ~;//l l i~~ ~ ~ ~ ti _ ~ - _ ~ /l l l l 1 II / I - ~ .I ~ l ~ ~ \ 1 ~ / l/ l ~ 111 / (
I 111 \ ~ A ~ V A ~ ~ \ V 1 ~ ~ I I I \ \ \ 1 ~ ~ ~ ~ ~ ~ ~ ~ 1 I ~ ~ ' 1 1111 ~ A \ ~ A~ ~ ~ \ ~ I I 1 - ~ ~ ~ n / l1 ~ r 1 1! ~ ~ III / / ! \ ~ ~ l~/ ll~ l / 11
I 111 1 \ \ I I \ I ~ - ~ ~ / 1 I 1 1 A V v v vv vv ~ ~ ~ l ~ I r - ~ A ~ ~ ~ it ~ ~ 1 1 I 1/ I l l ! 1r I 111 - - . \ / ! / i . ' ~ I 1 1 ~ ~ ~ / 1 A 1 ? I ! 11
I 11 I I 1 A/ V A 1 A A V A A A \ ~ A I 1 1 1 1 1 1 l I i~ I i s ~ 111, I \ \ \ \ \ ~ \ I I I / - ~ ~ ~ ~ / ~ irr _ ~ ! ~ l1 _ _ I !1 1 ~ ~ / 1 A 1 ll
l 1l III I 11 \ V Av vvv ` ~ ~ . ~ 1' I I I I 1 I 1 ~ ' r,,_~ ~~''rr-' / / I I A 1 \ \ V AA ~ \ ~ ~ ~ I I \ 1 1 I ~ ~ ~ ~ ~ /i ~ I ~ ! 11 ! A ~ I I IIA,'v~v~ ~ / ~ I 1 1 IIII / i ~ ~ ~ 1 ~ ~ / / ~ / I 111
I I I I \ V A\ 1 ' I 11 1 1 1 / ~ ~ / i/.~ ~ iii r j ~ / ~ ~ ~ I I ~ / v v ~ ~ Di 1 /i l ; l1/ I I I / /
II : I I I I 1 v ~ VA ~ V( i - v~ ~ 1 sal 1 A V ~ / / ~ i i /li i i 1 ~ I II 1 A \ OVA ~ V 1 i ~ V 1 1 I 1 ~ - ~ / i~-- \ ~ ~ / A ~ ~ ~ I I ~ ~ ~ ~ ~ ~ / / / / / / / r ~
I I I I II 1 V A \ \ VA ~ V~ ~ 1 1 1 A V A A 1 ( / - - - ~ ~ ~ - _ ~~A ~ / / ~ I I II v v vv v v ~ / V A I I II I 11 1`~1A V A~~ vAA ~~11 A \ \ 1 V 1 1 r r ~ o l - 1 ~ ~ ~ ~ ~ l/ / I / 1 ' ~ \ / 1 1 ~ ~ ~ l 1 1 I l/l CJ
1l~ll 1 1 / 1 ~v I A A vvv ~ / \ _ ~ ~ 111 i 1 A A V A VA 1 1 I / r r' - ~ I \ / 11 i 1 ~ ~ I / i / / / I ~ I I i l l l l
I III / / ~ ~ A 1 ~~~V ~ ~ ~ I 1 ? A V t 1 I / i - ~ ~ ~ \ ! I ~ \ I I 'J~ / / / / / I / !1 , , ~ ~ l/ l/l,~ lj/
II II I 1/ l l I 1 I 1 \ ~ ~ II ly \ \ P 1 I \ 1 / / / ~ ~ I ~~//l ~ ~ I l i l l (1~1 / l/ II/I III V A I I I ~ 1, 1 I I I I A 1 1 1 / / l 1 - ~~"llll l / / / / ~ I I "J l / ljl
I 1 \ / 1 l lI 1 \ \ I I, I I~ S I 1 \ 1 1 / 1 1 - _ I II II ~ I 1 ! 1 / r \ \ II 1~ 1 I \ 1 ~ ~ / 1 ll ~ l ~ ~ ~ \ IIII II ~ ~ I ~ I I I V~ / ~ /
'Il II v ~ 1 / v. 1 .vv v v~ .III ~ vim/ j~l i ~ ,v \ v. v\ V ~ / I ~ I v ~ ~ ~ - _ / ~ ~ I / ~ ~ ~ ~ Ill~~ ITV I II I ~ I ~~/l~~•~//~~ 1
1 ~ II ! I I ! 1 \ \ 1 \ ~ I l I I \ ` `mot 1 - ~ / / ~ v v II I! ~ / I I 1 I I ~ / I i A II I I \I I I /
~ I I 1 v , l 11 A I v ~ v ~ ~ , ~ ~ \ III I I 1 ~ / - I ~ / ~ / v ~ II I I 1
\ I I I A \ ~ I I / ~ 1 v \ v ~ "J I 1 1 - ~ ~ 1 ~ ~ A V A - ~ ~ ~ ~ ~ v.~ - _ _ , - ~-sz % ~ 0 II / I / i I III /j ~ l/l / M ~ ~ V A ~ II/ I I I / 1 ~ ~ ' I I I ( / /
/ / 1 \ ~ 1 - ~ ~ ~ ~ \ \ ' ~ / I \ I 1 V 1 1 ~ v~ \ ~ - V 'f' 1 II i I I ~ 1 / / ! I I / / / / - ~ ~ eti 1 / / I ~ ~ 1 / ~ ~ /1
_ _ 1 24 I I / I / , ~ I I I~ / / / / - ~ ' N. II I I V I \ .J / / 11 1
` v`~i v I 1 v v ~ r \ v v I ~~v ~ ~ ` v ~ ~~1 v
III 1 1 \ l 1 ~ _ \ I \ I ~ ~ I ~ ~ \ _ V1 ( ~ V ` ~ \ ~ I I ~ ~ ~ A` ~ ~ ~ ~ ~ - .7; II ~.I ~ I I ~ ~ / I \ III / ~ / / A
- ~ ~ Ill ~ I(II ~
I / A ~ / `I till / / ~ / / II 0 /1 , ~1~ I / ~ v A ~ / I I ~ - ~ / I l/l 11 l
\ v v v / I \ v / / I / / 1 ~ ~ A~ ~ ~ ~ ~ ~ ~ ~ ~ v 1 / V A A V II ~ ~ - lj/l 1111 1
~ / v 1 I I ~ ~ ~ -
~ \ \ ~ \ • \ \ \ ~ I / ~
V ~ \ VA \ V ~ V A / / ~ i / / \
- / / i _f~ ~ ~ \ \ \ \ \ ~ / 1 1 / \ \ 1 n / / / ~J v~ A v v v v v v ~ \ 1 1 1 / ~ I I / 1111 I
(I~ / / / / f~ \ v v v v A\ v v ( A I ~ I / / /
/ / / / / / / / / - i - \ \ \ \ \ \ ~ \ \ \ \VA \ V A \ V A - - ~ / ".J ~ I / / l I' Ill l I v I I I I I l / / V A \ V v v I l I ~ / I 1/ l~ 11 I
\ \ I f / (r ~ / / ~ / ~ / ~ - n ~ \ \ ~ ~ v \ \ \ V A \ V A \ \ V A \ \ \ ~ \ / 1 1/ ~ ~ / 1 ~ / 1 v A V A~ v ~ v~ I I ~ I / I 11 I
~ \ I I 1 / / / / ~ (j~, ~ \ \ \ \ \ \ \ II I r / / / / / / ~ ~ ~ ~ V v 1 1 1 I A \ v A \ v \ V V ~ / i / / / ! ~ l l I A \ \ vA v A \ \ \ ~ v / I 1 1 it ~ ~ 1 / Ill ? II I
I II I l l / / ~ ~ V ~ \ V A\ \ \ l l l r / I I I \ \ \ \\1 ~ ~ ~ \ \ 1 ! - II / ~ 11l Ill \ ~ / \ 1 I \ 1 ~ / ~ / I / / ~ ~ 1 ~ I ~I I ~ ) 1/ I I \ / / II Ill ` Illl / / \
I I I I I ~ !I I I ! / ~ v v \ ~v ~ I l r I I I I ! / ~ ~ r_~ 1 \ \ \ \ \ I / ~ I I / ~ \ / \ ~ / _ v i I~:: / / I/ ~ ~ Illl / v ~ A
I I ~ \ \ ~ \ \ \ 1 1 \ I I ~ 1 A V I I V v ~ v / V~ v " 1 ~ \ \ I I l \ l ~ ~ / ' ~ III / I / / ~ \ ~
` I I 1 I~ / v I I \ A \ v v~ I 1 1\\ v 1 1 l 1 \ 1 I I I / \ ~ / \ \ " ~r \ \ I I v v ~ ~ ~ ~v z. ~ i I 111 / ~i ~v ~ \ 1 V I I V A ~ 1\ ~ / I / 1 / /
II 1 \ I I \ ` \ \ \ \ I I I~I,1 \ 1 l 1 V ~ 1 L.' - I 1 ~ ! I I 1 I I v v V ~ vvv ~z III 1/ / / ~ ` v \ v I I I ~ v vv ~ l I II ~ n~/ \ ~ ~ ~ \ \ / I
1 1 1 1 1 1 v v /v v ~ v v ~ / I I I 1 1 1 \ \ ~ / ~ / \ ~ \ / / / / . . I \ \ ~ ~ \ \ ~r / / / ~ \ `CJ I v v I / ~o I~ I I ~ ~ J/ / ~ ` v ~ ~ 1 / I 1 ~ ~ / I A V ~ V ~ ~ ~ ~ / / ~ - ~Y ~ I I I ~ /
I \ \ \ \ / - ~ \ \ - I l 1 ~ / / / ~ ~ / / I P~ v v ~ ~~~~~~vvv / - ~ ~ I~ I! ~ % / / / / / / v ~ \ ~~~Vvvv ~I / - ~y I II / / / 1 ~ I
1 \ \ \ \ / \ \ \ \ / / / / / ~ i ~ ~ ~ / / / I 1 \ \ \ \ \ \ \ / / / / \ \ \ \ \ l / / / / ~ ~ i ~ ~ i / l a v - vv v I„ I ~ % 1 / ,e~ ~ v v v vv " i I ~ ~ / ~ ~ ~ l
V ~ \ \ / A V / ~ /
a i \ \ \ \ \ \ \ \ / / / / / \ \ \ \ \ ~ / / / / / / ~ ~ ~ ~ ~ ~ / / / ' \ \ \ \ \ \ ~ I / / / \ \ \ \ / / / / / / ~ / i ~ / / / I k~ ~ ~ ~'1 ~ ~ ~ I 1 ~ ~ ~ I I I q I I I I ~ l1 / Il ~ / / / ~ / I l
\ \ \ \ \ / / / / \ \ / / ~i i i / / / I \ \ \ \ \ \ / ! I \ \ \ \ \ \ \ / / / / / / ~ ~ ~ /
\ ` \ \ \ \ \ \ ~ / l I \ \ / / / l ~ i / / i v v \ \ \ \ ! l I I v v v \ 1 1 / / / / / / / / / ~ ~ ~ ~ / / ~ , ' / t~`~=~ 1 ~ I III % ~/l ~ ~ / / / / / / I I I 1 l / 1 \ V ~ III:,.. 11 I I / / / + ~ ~ / / / 1
\ \ \ \ \ / / / / \ \ \ \ 1 1 / / / / ~ / / / / 1 ~ I I l r/ I I ' I VA AV ~ III I I ~ ~ / / - I I ~ I v ~ I 11 ~ / /'r ~ ~ / / / / I I
\ \ \ \ \ \ \ \ \ / / / / \ \ \ \ 1 1 \ J/ / / r! / 1 / / ~ / V A V A \ v l / / \ V 1 / / ! I l l / / / ~ ~ ~ ~ ~ / - - - 1 / / , 4.:, ' / ~ \ \ n~~ it I I I) ~'/~i A ~ / 1 / ~ / / / II i / ~ / i / ~ \ ~ ~ (~~1 III i I I ~ \ ~ / /
/ / / / \ \ \ \ ~ / ( / 1 1 1 / / \ V A V A A ~ - ~ / - V A ~ / I / / / / ~ ~ - ~ / V A \ \ V ~ ~ i / / / / / v 1 1 1 A ~ ~ / / ! / / / / i II i i / _ / i i 1
\ \ \ \ I / I \ 1 / / I l / ~ / / _ I I / / ~ / / !I 1, 1I ~ III I \ ~ /
V v v / I \ V 1 ~ I I l l l ~ / ' / v v v v v v v~ ~ / ! r rv V 1 1 / / l I l / l l / / / / / ' / /I I / \111 ~ I III ~ \ ~ , ~ / ~ / ~ I III I / - ~ ~ ~ ~ / I 1 I I 11 I 1
\ \ \ ~ / / f \ 1 / / / / / / / / / / v vvV A \ V v~ A l / l l V A \ V A V ~ l / I l ! l/ / / / l ~ / / ~ ~ ~ /ll 1 1,. ~ I I ~ ~ ~ ~ ~ / I fl I I I ~ / / I I I ~ ~ 1 -
/ ~ ~ / l II III II ~/~/i/ l ~ ~ _ ~ / ~ / ~ ~ / ~ I II / III ~ ~ -
~ V A V A V ~ ~ - ~ ~ / / / \ V A A \ V ~ / / r / / / / / / ~ / / / ~ I I / 111 \ ~ - / / ~ ~ ice' i \ 1'1 / \ / / ~ ~uU~' - i
i / / \ \ / / / / ~ i~ ~ i i~ - A II 1 i ~i i ,i / VA~1V1 I / / i i ~ ~ / //i
v\ \v vvv v ~ - ~ ~ / / V A \ V A \ / / / / / / / / / / / ~ / / / i 1 . i V i _ - i / i i ~ / _ i i ,i / ~ - i _ ' ~ ~ ~ ~ -
v~ v v v v ~ / ~ / V A \ V A / / / / ~ / / / / / / ~ ~ v / \ ~ / i / / iii ~ i nn~ ,i / ~ ii f ~ ~ / / ~/i ~l / ~ - - / - ~ ~ ~ / ~ K~ III ~ \ / ~ / / - - ~
\ V A A v v ~ ~ ~ ~ ~ A A \ V A / / / / / / / / / / i / ~ ~ / / / \ \ i \ \ \ / / / l I / / ~ ~ ~ / ~ / ~ VA \ iii / ~ ' ' / /
\ \ \ \ i/// / \ \ / / / / / l I ! / / / / / \ V A v ~ A A V A V/ / 1 / / / ~ ~ ~ ~ ~ / ~ ~i / / - i / / ~ J ~ I / i / / / , -
v V / 1 I l / / ~ ~ / ! / ~ i ~ ~ / / \ \ \ \ \ \ \ J/ / l l l ! ! ! ! / / / / ~ i / j/~ /
\ V A ~ / / qA \ V A A \ \ ! l r ! r / / / v vv' ' ~ ~ v , l I I I l l/ I ~
li/ /1\\\ l! r rl 111 i'/ \ \ \ / ~ ~ ' ~ / / / \ \ \ \ \ \ \ \ ~ l l ! r r I / l / l ~ ~ i ~ / / / / / / / ' , ' r v , ~ ~ - ~ ~J / ,-y~, ~ vvv v r 1 I I / / I I I I I I ' ~ , I / I i I / I r / ~~,II~ ~ , v v v / 1 ~ /
~ v V / / A V A V ! J l ! ! ! / ~ / / v \ ~ / ~ ~ ~ ~ / ~1 V A \ V A \ \ ! ! / r r / r / l l / / i ~ i / / / / ~ , I ~ I / / ~~"`ti I ~ v I v I I I
v ~ V 1 1 1 1~ l I / l l I ~ ~ / ~ \ - vvv ~ 1 1 1 1 1 I I / / r / ! r ! ! / ! / / / / ~ ~ ~ / a ~ / ' ;/~'I~ III 1 \ \ \ \ / / I I I 1
\ ~ ~ / / \ \ I I / r I I r ! / / / / ~ ~ / / / I \ I I I ' ~ / ~ iii ~ I I III ~ VA \ V / 1 I / \
~ V A 1 1 1 1 I I I 1/ l / 1 1 ! l / l l / / / / / ~ i~ / / / / ~ / / \ \ \ \ 1 1 I I I / / ! r ! r / / / / / / / / / ~ / / / ' / ~ ~ ~ 1 1 V A \ \ I I I v \ i~ ~ V iii I ~ V A V A A
~ / V A 1 I r ] I / r 1 I l l / l / / / ~ / / v ~ V A I / l I l 1 1 l 1 1 / / / / ~ ~ii,° I I I I I l- A\ \ \ \ I V I I v A A i ~ \ ii ii I ~ V A \ \ ~ / iii' I I I I ~ / i A\ V A \ \ \ \ \ \ V A ~ ~ .i p, I v \ ~ \ \
A III I l l I / 1 / / l l/ l l l/ / / I / / / / / / / / ~ / / ' / I / v v v v v v / I I I II I / v \v ~ v v v A v v
v ~ / / IIII IIII r I / l ! l r ! I / l / / I / / / / / i i, ~ i/~ I I I I A\ V A~V AA V A\ V A V A A V ~ ~ A~
' ~ - ~ ~ / / I I IIII l l ~ / / l I I I l ! / / l / 1 V I l / / / / IIII I I I v-'~ ' I I I I ! I l ~ I I r / / / / / 1 III I I ` 1 1 1 r I I I I I l l I l l l / / / / ~ /i /~i / I I I I I / / \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ ~ ~ \ \ ~ ii / ~ I I I A\ 1 \ A A A\\ ~ V v ~
/ /1 I IIII III 1 - / / I I !I I / I 1 / / /~1 1/ II I I \ 1 V A\~A A VA V A A V A ~ / / / I I / \ \ \ \ \ ~ ~ l /~/Ol I/~ I I ~ \ 1 A A \ VAAA \ \ V ~
/ / I I I I I I I / r l l l I I! v I l / I l I / / / / 11 I \ V AA \ \ V ~ ~
v / / I/ I I I I I} V ~ / I I I I 11! A 1 1 1 1 / I / i / I III ~ i / / ! l l 1 1 1 1 1 I I / l I I a V\ \ \ \ \ \ " \ V A \ ~ I ' / / I I A \ \ VA \ V ~ V \
I I Il I I I I I vv ~ / / I I 1 I I 1 I v / / I I I v~ 1 1 1 1 1 V I I / ;~ii / l I 1 1 1 /i /
/ ~ ~ ! I III I ~ ~ ~ / / / / 1 I 1 \ \ V 1 I I /
p
_ ,t.
I
.
- _ 1
i I -
r u _ 1~
J:. i
I ~
7~i
'
I
•I'
i

_
/ ~ ~ _ 1 1 1 1 V~ ~ I I ~ ~I ~ II v VA Al \ I~ ! ~ I ~I~ l i l l
/ / ! ~ I 1 1 1 1 1 1 1 ~I ~ ~ V ~ v A ~ ~ ~ v ~ ~ ~ ~ / / / I / ~ I I I ~ I ~ ~ / / / / / / I I 1 ~ v ~ v ~ / / / / / l / ~ ~ \ \ 1 ~ ~ I III l \ i I / Ql I :1 i ~ 1 \ ~ ~ I I i ~I II 1 111~_~ I II ~ I III I
/ ~ I I I I l l I I I I 1 v \ 1 \ 1 ~ ~ ~ ~ ~ v vv~~ ~ / / / l! l ~ l l ~ I ~ l / / / / i I I I 1 v 1 1 ~ i ~ ~ ~ ~ i~ / ~ ~ 1 i / 1 1 1 ~ II I I V I ~ V I ~ II ~ ~ 1 ~ ~ A I 1 I II~~ II 1\ 1 ~ I~ II ~ V 1 III ; I
~ l ! I I 1 I ~ / I 1 1 1 1 1 ~ ~ ~ ~ A ~v~A~ ~A ~ - / / ~ I ~ ~ l l / / / / / ! ! / / ! ~ i ~ ~ / ~ 11 ~ A 1 1 1 1 1 A A i ~ ~ VA~~ V~ i / / / / l ~ I I ~ ~ ! / / ! / l ~ / / / / ~ 1 l I j I v 1 ~ 1 ` ~ ~ ~ A v / / ~ - ~ / / / / ~ ~ ~ ~i 1 1 1 A ~ ~ 1 I I~~ III I I ~1 1 ~ I~ I i i 0 ~ I~ 111 _
/ / I A 1 \ V - ~ l l I l I 1 1 1 ~ - ~ / ~ ~ ~ ~ ~ ~ / / / ~ l ~ l / / ! ~ i ~ l J ~ l l~/ ~ l l ~ ~ 1 A V V ~ ~ ~v~ / l I / ~ ~ / ~ ~ 1 1 V A ~ ~ 1 II I Il X11 ~ l III / ~ dl I II~~ II \ ~ ~ ~ II ~ i 1 ~ ~ A A V ~ A I i ~ I~ ~ I
/ 1 A \ \ I ~ \ v ~ vv ~ / / / / t / / / ~ l ~ ~ ~ / l l ! l I I ~ ~ ~ ~ ~ 1 1 I V 1 1 1 1 \ 1 ~ \ _ 1 ~ ~ ~ ~ ~ ~ ~v l / / / / ! ~ ~ 1 ~ ~ / / ~ l l I l 1 I ~v v~ i / l / 1 I ~ / l / l ~ I - ' - ~ v v~ ~ v l ~ ~ \ \ I I i I I' i 1 I I \ CJ \ \ \ \ \ 1 ' i I \ I' 14
l l/ / / I I I I ~ 1 ~ v\ ~ ~ ~v~v v~ A / / i~ A\~ / - / / / / / / l I l ~ ~ ~ ~ I I ~ ~ \A~ ~ ~ ~AA~ ~A VA / ! / ~ ~ I I 1 \ ~ A v ~ i ~
/ / / / i ~ l i / ~ / / / / ~ / / ~ 1 ~ ~ I ~ ~ ~ ~ i l ~ A ~ ~ v v \ / ! I r' ~ ~ V~ v I 1 1 ~ 1 ~ I ~ ~ ~ i i ~
/ / / / I 1 1 ~ ~ / ~ ~ ~ ~ A ~ V ~ ~ / / I I I \ l ~ ~ V A ~ 11 1 1 1 ~ / f I ~ n ~ ~ ~ ~ \V~ V l _ J / / / I 1 V~ ~ V ~ 1 + ` ~ ~ 1 ~ ~ ! : i I 1 1 ~ ~ ~ ~ I ~ I
/ ! 1 I 1 1 ~ i ~ ~ I ~ ~ ~ ~ v \ ~ / l ~ / / / / / ( I ~ 1 1 ~CJ , " / i ~ \ I I \ 1 i i,
A ~ I I I'i~ ~ ~ 1 I'i i ~ ~ 1 1 r! ~ ' iii ~ i ~ Ali i i
~ ~ i I A ~ ~ 1 v~ ~v ~ I / ~O' ~ ! ~ ~ ~1 , l ~ ! ~ ~ ~ 11 1 ~ r ~ I i D~' ~ I I
1 i I 1 u! -a 1 ! Iii 1 ~Il i l / ! ! ~ ~ ii ~ it ! ! a I ~ i I .I ! t t ~ ~ ~l I II ~ I I I 1 /1 / ~ I I ~ I i I
! I ll ll l ~ I i - 1111 ~i ~ ~ I N I 1 ! 0 i~ l I I I I I I
i ~ i i / V I 1 ~ 1 ~ r ! ! r! ! ! i ~O ! I ~ ~ I ~ i 1 i ~ ~ >II~ I i! Iiil11 1
~ i / / 1 i ~ ~ ! I ~ ' 1 ~ I A ~ ~ ~ I „ ! I I ~,,,r ~ ~ , ! I , , r ! ~ ll
1 ~ -i- v 1 I 1 I ~ ~ \ / 1 \ ~ / ~ i ~ I ~ ~ A ~ ~ i I ! I I I 1 v r !I ! i I I ~ ~I i ~ II i I I 1 !I ! I I l III ~ ~ I I ~ I I
~ / / i ~ ~ I i ~ ~ ~ J 1 ~ ~ I ~ ~ ~ rw \ I I 1 ! ! I I ~ 11111 ~~I I ~I~I! 1 - ~ I I l I III ll I ~ _ ~ A I ! ~l~ ~
~ \ / ~ I ~ I I III I \ ~ - ~ 1\ q ~ ~ I. ~~~I ~ ~ III I 1 l I ~ ! ! ll!!1 II (~fj~ \I \1 ll~~! 1 ~I i~ "II 1 I III I I \
I I ~ V I I ~ I I h III ~ V\ I III I I ! IIII \ I III ~ II
I I I / - ~ ¦ r( r- / ( ~ / I \ ( ~ ~ ~ I l I !!!I III ~ I~ 1 1 ~ ~ l II I! I ~ II ~I ~ ICI I \ ~ ~ i ! !I! II v ~ i I it ~ 1 ail I 1 ~ l' i i , I
/ / 1 'V / ! ~ III ~ \ 1 i I / / ~ 1 1 ~ ~ ~ I ~ ~ / ~ I 1 `i I / I I ~ C.1 ~ I i 1 ~ 1 ~ ! !I! I I l I 1 '~I `~h _ I ~ I I I!I II , ~ ~ I it 1 1 i lv, I I it i i I I~ l e i, 1 i _ ~ i A ~ I ! I ~IlIlIIlI i ~ ,'I I'll 111 I i~ III I I l ICI ` ~
~ 1 I I `i ~ / I I I 11 I ~ ~ 1 / ! ` ~ 1 ~ ICI !I ~l I ~ ~ ~ III ! 11~~1 I ~ i III ~ 1 ! 1i ~ i~1~
I I l / / 1 1 ~ I I r~ ~ ~ 1 1 / / / I V1 ~ ~ 1 ~ ~ I / / 'I I I ~ I \ ~ ~ ~ l it ~ , / !I I , l 1~: I l I ! + 1 ili !I ! i i I I 1 I~r l~ N I q I ~ ~ (pv I~ I II ! I ,.i„• I r I ~ I I I ~ ICI I I I
f 1 I I ! / / / ~ A~ v I I ~ ' ~ I I / / / I I l ~ ~ i i l ~ V I III II I I l ~ 1 !l / 1 I I! I II 1 ~ / I ~ IIII I f I l I i I ~ V I'I I ~ ~ ~ I C I I~Illl l! l ! I !I I i i ~ ~ ~ I 0 ICI ~l~ I I
I / / / I 1\ ~ ~ / I ~ I I j J 1 / ~ / I / ! / I 1 ~ / ~ I I I / I/ 1 ! II I I I 7~ ! ~ I I i ~ i ~ ~ ~ I i / / ~ I I I ~ I I I lil i ! I 1 1 I i I ~('U 0 ~''~Il ~ I~ I I
I / / ~ ! I I CJ ~ / 1 1 I I / / / I I V 1 ~ ~ ~ \ II I ~~II I 1 1 ~ l v 1 !i ~v / II 1 I ~.J ~ ~ a I I I ~ ~ ~ ~l I I 1 I I 11 v! I! I I ~ 1 ~ ~I I I I I~
~ I I / / l/ ! l 1 l 1~ 1 1 ~ _ ~ i ~ , , / , / ! / i ~ I 1 1 ~I I ~ I ~ ~ ! , ~ ~ _ ~ l~l I ~ ! ~ l \ I ~ 1 I 1 A ~ ! ~ IIII I I 1 ~11~ II i ~ ~ 1 1 ~ / I 1 ~ 1 1~` I ~ i I I l l 1 1 ~ I III ~ ~ ~ _ \ ~ I ! \ \ \ I I I 1 ~ ~ ~ II ~ I I ~ I I
I i / / / ! I I ~ ~ ! 1 I , ~ ~ I ~ ~ ~ ~ I / / / ~ 11,+1 / - ~ ~ 1 / 1 i ~ ~ ~ ~ l 1 X 1 1 1 \ 1~ 11~~ ~ I! I III ~ 1 I 1 111 ~ III _ / 1 ~ 1 ~ I ~ I I I
I / / / l ~ l I I 1 1 ~ AI ~ ~ / I l ~ ~ ~ / / / ~ I l i l I I I I I / I / / V ~ ~ ~ / i ~ ~ ~ ~ ~ 1 1 I I 1 1 \ ~ ~~1 I I I ~ 1 ~~II~ III ~ ~ ~ - ~ ~ ji ~i ~ ~ ~ ~ 1 1 1 1 I l ~I~~ / Illll ~ ~ I ~I~I~~ I I
,~il,, ~ ~ II o I 2• v~ ~ ~ ~ ~ ~ ~ i ! I ~ 1 1~~ I 11~ I ~ / 111 I~Ifi~ 1 ~ I 111 ICI ~
i ~ A i~ ~ ~ l l ~ I I 1 1 1 1 ~ III I~ I l X11 1 I ~ I II I ~I 1 1 ~ ~ I 1 I I I I~ V I I~ 1
/ - ~ ~ i / l ~ I I ! 1 ~ 1 III ~ I A~~~ \ I IIII ° Illl ~I V~ ~ ~ ~ ~ ~ / I 1 I IIII / l/ I l 1~~~ I I 1 ~ ~~l ~ II 1 V~ ~ ~ / / I 1 I ~ I ~1~' ~ l ~ I 1
, - - ~ ! ~ i ~ I I 1 I IIII ~ v ~ I I I ~I i li ! V ~ ~ ~ i~ ~ ~ l/ ! ,i ,i 1 I I ~ 1 I I l I~ I~~ I 1 ~ ~ ICI I I I ~
~ ~ i / / / / ~el I Il ~ l ! \ / ~ 11 I ~ ~A I I~ l I ~ ~ ~ 1 I l~l 11 i~ 1 i viii : i 11
~ / / ~ I ! ~ \ ~ / ! ~ v - ~ ~ i ~ , I I!I ~ i 1 ~ + I i li ill ~ ! ! 1 ~ Ali i! 1 v ~J lil~i r 1 i ~ I 1 ~ ~ ~ ! r I ! ~ ~ i ~ I~ I ~ ~ ~ l ~llii ~ ih II
~ ~ ~ / ! ~ 1111 I ~ I ~ 1 / ~ / / I VA~\ \V r ~ ~ ~ ~ ~ ~ / ~ / 11 ~ ' ~ ~ ~1 ICI
/ ~ - / / I 1 I 1 ~ / , ~ ~ 1\ \ ~ \ ~ / / I i i ~ "J \ \ ! I / 1 1 I ~ ~ ! ! / l I l 1 i ~ 1 1 ~ l~~ i 1 1~~~ ~ 1 i / / i ~ ~ / ~ / l ~ v III I~ 1 II
/ / - ~ r I I ~ l ~ ~ i- ~ l / I ~ l I 1 III ~ 11 11 ~ A ~ ~ 1 ~A ~ ! ! ~ ~ / ~ ~ ~ ~ I ~ ~ ~ ~~AAVA Il~~ 111 Il
\ ~ ~ ~ A \ ~ I ! / ~ / / ~ l ~ ~ ~ 1 1111111 1 ! ~ I I I I 11 I1 I ~ ~ - / / ~ ~ I / / I I
J. I~ ~ 1 ! ~ ~ ~ ~ / III V ~ i ~ ~ l 1 ~ ` ~ ~ ~ ~ I / ~ ~ ~ ~ ~ ~ I 11111111 1 I ~ 11 I 1~ 1 ~ ~ 1 C~ ~ ~ ~ ~ / ~ / / ~ ~ ! 1 ~ / ~~Il I I 1 ~ 1 ` ~ ~ ~ ~ I I ~ i l / ~J ~ ~ ~ I 11111111 i ~ l I ~I
2 II ~ ~ ~ ~ ~ I ~ III II ~ ~ I 1 1 ~ ~ / ~ i ~ ~ I ~ i A 1 ~ l ~ ~ l ~ ~ ~ A l I ~ ~ III I ~ ~ 1 ~ 1 ~ ~ _ ~ 1 i / / ~ ~ I ~I ~ ~ I III11 I 1 ~ i !
III / / ~ / ~ / ~ ~ I ~ ~ ~ ~ 1 ~ ~ 1~ 1 1 ~ ~ I ! ! 1 ~ ~ l l ! ~ ~ l ! 1 II III IA-__ ~ l ~ 1
- - - ~ ~ / / _ I V / J ~ I ~ CJ 1 ~ / / / / i \ ~ / 0 I ~ ~ ~ ~ ~ ~ ~ ~ ~ I t ! I ~ ! ~ ~ l ~ ` ~ 11111111 \ ~ ~ ( ~ ~ ~ I I ~ l ~ ~ I I I
~ ~ (O ~ ~ ~ I ~ ~ ! ! ~ ~ ~ ! V 1 ' ~ A I 1 V ~ i ~ ~I~~ I l ~ d
/ ~ 1 ~ ~ i/ / _ / ~ ~ i ~ ~ ~ ~ ~ ~ ~ ! ~ ~ 11111111 i ~ I ( I I I~ ~ I ! I ( I ~ ; A - I / ~ / / I ~ "J ~ II I . I ~ ~ I ~ ! ! ! ~ ! 1 I ~ ! ~Ill~l ~ / ~ Il ~ 111 ~
1 / ~ ~ ~ 1 i~ ~ ~ A ~ I I ~ ~ ~ ~ ! ! I ~ v / ~ I ICI I ~ ICI I I I; ~ ~ ~ ~ l l ! I ~ 1 1~ ~ I ~ - ~ ICI i I~~ 1
11 ~~~1 1 / ! ~ ~ ~ \ \ ~ 1 1 ~ ~i ~ \ Ili: II ~ ~ ~ ~ ~ / 1 ~ 1 I Iliillll V ~ ~I I ~ I ! ~ 1 I ~ ~ / ! ~ / \ II ~ ~ i ~ ~ ~ - ~ 1 -1 I
! 1 ' ~ ~v t , (,,~(p' (i ~ l I l ! ~ I ~ / / ~ ~ I ll!/ l I ~ ~ J ~ ~ 'V / ~ ~ l II ~ I ~ ~ ~ i _,ill! I ~ 1 _ J I l i ~ ~ ! 11 v Ij1~ IIII 1
I Jr b 1 ti ~ A ~ ! ~ / ~ vv 1 i ~ ~ ~ ~ ~ ~ - ~ ~ ~1I1~ 1 I \ r,_~~ ~ ~ ~ _ _ ~ 1~V~_ 11 ~ ~ 1 i 111
v ~ ~ ~ 1 ~ ~ ~ ~ / ~ ~ i Q vv11 I iii - ~ ~ ~ ~ _ i 1 ~ i ~ ~ ~ \ _ / I / ~ ~ 1 ~ 1 \ I 1 V ~ ~ ~ I 1 ~ Qj11 1 I I _ ~ I I ~ - _ _ "1 1 11
~ ~ ~ ~ ~i / l l~ I (i, i ~ ~ 'f' / \\II ~ \ ~ I 1 ~ ~ / / ~ / ~ /l! I ~ l ~ - - - - ~ I / , III / / / A i I 1 \ 1 ~ - ~ f~ ~ i ~ I ~ 1 111 111
~ ~ / I ~ ~ _ I I 1 / 1 ~ _ ~ ~ ~ ~ A \ \ ~ ~ ~ ~ ~ ~ ~ \ ~ / I / / ~ ! I / i 1
- ~ i ~ ~ AA V l i ' J ~ I / ~ ~ I A ~ ' ~ ~ / I ~ ~ I I / 1 1 ~ ~ I
~\II I I I O / \ / ~ 1) IA I I III III I I / ~ ~i ! ~ I l l
~ i i / I I I i l ~ ~ ~ i / !/I III II / / A11 i ! / / ~ / ~ ~ ~ \ ~ 1 1 1 ~ ~ - - - - I ~ ¦ ~ l ~ ~ I - _ ~ I I v / ~ v I 1 1 A 1 / 1 - ~GNAI A ~ ~ ! ,I I! r_(~ I III
~ ~ ~ ~ ~ ~ ~ ~ / ~ III / ~ ~ ! / ~ I 1 i / ~ ~ ~ _ ~ ~ / / ~ ~
- ~ i / ~ / / I / ~ 1 / ~ - - ~ ~ - / ~ ~ / / ~ ' ~ ~~i i!! / / `"1 1 11 ~ l ~ i ~ \ ~ 1 1 \ i i~ ~ ~ I ~ \ / ~ + Ill ~ 2 , I, I II _ 9 II ( / ~ ~ A V 1 1 ( i I I ~ ~ I i ~ ~
l i ~/ii i~i~ l ~ ~ _ ~ ~Q / / I 1 ~ - ~ ~ / i ~ l f ~ I I I I ~ i l ~ l ~ ~ 1 ~ 2 I I I I ~ I ~ ~ I I ~ ~ ~ \ 1 ~ ~ I I ~ ~ ~ I ~ I ~ I ~ III ° ~
~ i / i~~ ~ ~i ~ l ~ ~ I , / ~ ~ - v I i i / I iii ii ~ ~ ~ / ! / I i l ! i i ~ i _ l I ! ~ \ v ~ ~ 1 i ll, i ~ ~ I ~
~ ~ I ~i ii it ~ ~ ( .1 ~ ~ i ~ 1 i ~ / / / / I I I ~ ~ i r ii 1 I ~ i, ~ I i I / ~~i ir~ ~ ~ ~ ~ ~ , ; ~ ' ICJ ~ ~ / ~ _ ' l I I I ~ V ~ \ \ I I II, ~ ~ I 111 / ~ I I i~ \ ~ ~ 1 / / ~ I I ~ ~ ~ A ~ ~ ~ / I I I \1\ ~ ~ V ~ I ~ ~ ~ ~ ~ A V I l l I I \ ~ i I l~ 1
~ I / / 1 / ~ ~ 1 ~ / ~ ~ I / / I A 1 ~ ~ ~ ~ / / ~ \ ~ I / ~ ~ / ~ ~ / / A V ~ ~ ~ ~ ~ 1 ¦ / 1 I ".J I A ~ 1 A I ~ I 1A A\\\ 1 ~.J i% 11
/ / -1 ~ 1 ~ ~ ~ I ~ 1 \ A ~ ~ l /i-- \ i ~ I / ~ V ~ / ~ ~ I ~ ~ \ \ V I I - I ~ ~ A A A 1\\ 1 1 ~ i/ j ' 1 I I ~ ~ V ~ ~ ~ ~ ~ ~ I I / ~ ~ t I ~ I l /i 1 I
/ ' ~ ~ I I I I ? ~ ~ r / ~!~!i I v ~ ! 1 + ~ ~ ! I V I I ! 1 1. ~ ~ ~ ~ ~ ~ ~ I ! ~ Il I ~ I ~ ~ ~ ~ ~r~~ V A I / ~ / 1// r / 1
1 ~ 1 ~ ~ - I II 'I ? , i I II 1 IIIIII ~ ~ ~ / I I ~ 1 ~ , ~ 1 l ~ / ~ ~ ~ V~~ ' ~ ~ N 11 I ~ I I I I ~ ~ 1 ~ ~ ~ ~ i~ ~ ! ~ I ~ Il I I I ! ~ I ~ I I A~ ~ ~ l l ~
I / I i / v 1 ll ~ I I / / "_J ~ v: % ~ ~ ~ ~ 11 v 111 VA ~ I ~ ~ I ~ - 1 i _ ~ - ~ ~ i I I I ~ ~ 1 V _ ~ \ 'I I / I ~ ill ~jl i`~11
1 V1\ V~ ~ / / ~ ~ / ~ i i I I ! ~ I I ~ ~ I ~ l V~ ICI ~ ~ ' ~ ~ l i A\1~ 1
1 VAV AV AA ( I / ~ / ~ ~ \ \\~AV 1 V I I ~ 1 1 I / i i l I ~ ~ \ _ 1 I ' ! ~ ~ ill i i / ~ ! i ! I I / ~ ~ / ` 111 I~ - _ / 1
11 vv~ rA~ ~ I i ~ ~ / ~ ~ / _ / 1 111 1 ~Vv~v I V 'V V I 1 / ~ / 1 ~ v / ~ ~ ~ ~ ~ / I 1 I II _ i ! ~ i ~ / 1~
1 11 A~V t I ~ ~ ~ ~ ~ ~ 1 .Il v VA Q ~ I \ ~ ~ ~ 1 I 1 ~ ~ ~ / ~ \ _ ~ / ~ / . I \ v vv v J V ~ 1 I I ~ ~ ~ ~ ~ ~ / \ 11 V~ 1 ~ ~ i / ! ~ ~ I ! ! ~ ~ I - - - ~ ~ ~ ~ ~ ~ j~ l~ ~ 1 \\\1~ ~ ~ ~ i ~ l ! / ~ ~ I _ - - - i ~ ~ ~ V 1
I 1111 1 1 \ VA~~ \ VA~ ~ V 1 1 I I ~ ~ ~ ~ / ~ \ i ~ V ~ ~ ~ - - 1I 1 1 A\~~ v I `V V \ V 11 1 I ~ ~ ~ ~ ~ 1 ~ I I III \ y. y A~ ~ 1 I I I ~ ~ ~ - 1 1 I ~ i ~ / l~ l 1 11
- 1 ~ A ~ I - ~ ~ V ~ ~ I I ~ - - ~ V ~ \ lll~ A l A ~ ~ ~ I I I 1 I ~ ~ \ I ~ 11 \ V ~ A ~ V ~ A v ~ ~ _ I I 1 '~I - - , ~ i ~ ~ I I I \ ~ ~i I _ I i I ~ 111 ill I ~ ~ / ~ ~ ! ! \ 'f' ill ~ !I ~l ~ ~ - i i ~ l / % / 1 1 1
1 /ill ~ \ ~ A~ ~ ~ A V A I I 1 ~ \ 1 ~ ~ ~ ~ ~ ~ i ~ , - 1 i 1 11 1 A A v vA ~ ~v I I A _ A 11 ! ~ ~ i 1 ~ \ \ ~ I ~ i - / ~ ~ 1 ! \ \ ~ I I lll~, ~ _ _ i, i ~ i 1
I I v v v v ~ v l I I 1 ¦ 1 / I _ / I III V1 VAvv AA v I I 1 1 ~ _ ~ ~ 1 ~ n / I II. I I I A A \ v \ 1 I I I I I 1 i ~ ~ ~ / I I l A V ~ li _ IIII~~ i - - - , _ A ~ l~~ ~ l~~l l 1~ II ~ `k ~ !I ~ \ ~ ~ _ I, , ~ ~ ~ ~ ! !I
i / III I ~ 1A1 ~ AV A A\ \A \ ~ I I I I j I 1 ~ i ~ ~ ~ ~ ~ ~ ~ ~ ! I i- ,y, J I / \ ! I \ l I
/I II I 1111 vvAAv vv v ~ ~ I I I I 1 I ~ ~ ! ~ ! I III I I V A \ ~ \ Av ~ \ I 1 I 1 I 1 I ~ I ~ - _ _ _ ~ _ _ ~ / ~ / _ 1
/ hill 11 I 1\\ \VA\AA - ~ 1 1 11 \ \ 1 I 1 ! ~ ~ - ~ ~ ~-i~~^~~ ~~~~i~ ~ l ~ ~ ~ ~ ~i~ dl ~ ~ l I I I 1 111 1 v \ v w ~ v 1 ~ ~ \ 1 1 1 ~ t, 1 1 I / ~ ~ ~ ~ - ~ ~ ~ _~i~~~ ~ 1 l - I ~ ~ / ~ l I '1, ~ ll
I I II I 11 11 ~ v ~ Av 'V v ~ 1 1 ~ V 1 1 1 ~ r ~ ~ ~ ~ I I 1 ~ V \ 1 1 I 1 V A ~ ( ~ - ~ ~ ~ l I \ ~ ~ 1 ~ / / ~ / I ~ I ~ ~ ~ \ ~ ~ ~ ~ ~jl l~/ ! ! I ~o / I
I I I 1 ~ 1 1~1A ~ AAA v_ t 1 A 1 1 l ~ _ ~ I 1 ~ \ v - ~ `11 ~ V 1 1 / ~ ~ ~
I 11 1 ~v l ~ A\ ~ y ~ V 111 I t 1 A 11 1 A 11 i I ~i ~ I I / / ~ A ~ ~ ~ - - ~ 1 i ~i i ~ v ~ ~I ~ v ~ A ` ~ v ~ I iii lip I ~ l~1
1 I / I I 11 I 1 ~ ~ 1 1 1 1 1 I I 1 ! 1/ 1 \ ~ 1 1 ~ 1 1 1 1 i i i i ~ _ / I ~ A I I ~ I ~ 1 I i ~ ~j ~ ill
I I ~ /ry~ ! 1~ I II 1 ~ 1 1 A l / / i / ~ ~ i I I. II 1 ` JI 1/I 11 v V ~1 I 1 1 1 I 1 A 11 / i !l ~ I V ~ 1 l I ~ I 1 \ I / ~ l l l ~ I \ ~ ! I / _ ~ / ~ / / ~ ! l ~ il! I I A ~1 ~ ~ / ~
11 I ~ I ~ I I I 1\ v V 1 1 I 1 I l 1 I I ~ ~ I ~ / I ~1 1 I l VA I / t / ~ ~ II ,11 ~ , ~I 1 I~,Rvv,v, v±~,~ 1 I',1 II ~o, I',1 , ` ~ ~ ~ _ ,
~ I ~ i v ~ 6!.! illy ~ ~ I ~ / ~ ~ ~ ~ I i l ~ -I~G1~ ,i ~
~ I _ 11 I / ~ I 1 \ VA ~ ~ 'n ICI ~ v~~ 1 v\ v AV' \ ~ / I / I ~ ~ ' _ ~v " / - i ' r V l 1 J ~ i 1 ~ ~ I I I / / / / ~ / /
- _ \ ~ i / I I I I/ vv v I 1 I I V ~ ~ V v~ - / - ri rr 1 , r-~ ~ ~ /1 II / I ri~~ II 1I I I ~ / / ~ / / / ~ r r , ~ A 111 1 I ' 1 ~ 1 1 1 I ~
I I V A v v //l I I \ ~ I v ~ v~ 1 l l v v v~ v~~ - / 1 11 A I, 1 v v / I 1 I v v ~ v v ~ - ~ ~ ~ ~ 11 II r I I I I ~ / ///i /
VA I V A///~/ ~ / 1 A V 1 V 1 1 v v v A V ~ ~ ~ ~ _ / v~ ~v- ~ ~ 1 ~ ~ ~ I I1 I I ~ 1 ~ I I 1 1 1 i t I I I /i l / I i 1 II I I ' I 1 - r ~ ~ ~ I I i 1 I /
l VA\ \ i~~l I I 1 V v v ~ \ 1 ~ V 1 1 A ~ ~ `v ~ v - / 11 / I I I / ~ / I I1 "J - ~ ~ A A I I I 1 I I / / / / / ' I ' I I 1 / / ~ " ~ I 1 / / l ~ /i / _ A / I 1 I I / r - l r ~ ~ V ~ II I I / ~ r Q 1 - ~ / /
r ~ ' ~ r l \ V I 1 I I ~ ~ ( ~ ~ I I I I / ~ / /
1111 1 f \ 1 1 \ - 1 I \ \ \ I I - ~ ~ \ - _ / r II I ~ / / / -.J~ Q I / //F / ~ ~ A III I { / l " I I
- ~ / ~ ~ \ 111 ll I 1 I ~ - 1 i I I / 11 11 .J~ /jl: l
' r A I I A I I 11 / 1 ~ \ h ~ / / i ~ A I 1 ~ 1 / / ~ 1 I I ~ / A
\\V A A V~ I \ ~ / / / ' ~ y ~ - - ' ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ VA v~~ \ ~ /II 1 11 111 ~ / / ~ r 1 1 II \ r 11 / l/l \ . - _ ~ ~ ~ 11 1 \ 1 ~ 1 ~ l / ~ - ~ i I I ljl ~ /l ~
1 ~ ill`---- i ~ / l ~ ~ ~ ~ ~ ~ ~ / r ` ~ I 1 \ / i 1 II / / I I ~ i i / r 1 0 / 11
~ l ~ \ ~ \ / i'~ ~ l I I i~ / r l/1 ~l 11 l ~ 1~ A ~ ~ r 111 / II ~ I ~ / lil ° 1/I ~ ~ I~~ r ~ ~ ~ ~ rill 1 l~ I _ aa I' 1 - ~ V•
/ ^ / ~ ~ - ~ ~ ~A A V ~ ~ V ~ / 1 / 11 / / 1 ~ ~ i~ / f V A ~ ~ ~ \ A ~ 1~ / ~ ~ ~ ~ II 11 / ~ ~---r
\ \ - \ ~ V ~ ~ ~ ~ ~ ~ r ~ 1 / r I / I l I II ~ ~ / / / 1 ~ i ~ r ~ \ \ \ i I I 1 ~ ~ /
/ - i ~ / \ \ ~ v ~ ~ ~ + ~ ` r I , I ~ ' I I II ~ / iii V ~ ~ ~ ~ ~ ~ A~~ ~ ~ i 111 l I ~ r~ r~ /i/ ~ ~ii~ + 1
/ ' 'ice / / / / ~ - \ \ \ \ \ \ \ \ ~ \ ~ i ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ I I / 1 I I 1 I l ~ r ~ r ' ~ ; /j// 1 ~ ? r ~I ~ ~ Il
1 / - \ \ I l / /I ~ / ~ / ' ~ i ~ ~ \ \ \ \ \ \ \ \ \ \
\ I I I " / ' / ~ ~ \ \ \ \ \ \ ~ \ \ \ \ I I I ( / / ~ 2 \ ~ \ \ \ \ \ \ ~ II l~ / / ~ ~ ~ ~ A v\ V v v v I A v v ~ ~ ~ ~ ` v`~ ~ ? ~ ~ v ~1 IIII / I I I I / ~ + 1 I : lll/ I ~~1 ~ 1 ~ ~ ~ v 11 ~ - 1 Il ~ ~ ~ ~ 1 / ~ ~ I I ~ 11 ~ v v~v 1~ ~ ~ ~ , I I ~ 1 , I I
II I I I 1 / / / \ ~ ~ \ \ \ \ \ \ \ 1 1 1 \ I I I I ~ I , ~ v ~ \ v v ~ I 1 1 I'~ ~ v ~ ~ r II ~ / 1 ~ , ~ Il I 1 1 v~ v ~ ~ I I X 1 1 I / , 11 N I ~ 1 ~ ~~1 I \ ~ 11 ~ r , ~ 1/
I I I ~ / I I ~ ~ \ V A v ~ I I / I I I I I / vv v i v v v v I I I ~ I I 1 1 I / 1 1 / 1 ~ 1 1 ~ ` 1 1 1 1 t r 1 _ 1 ~ ~ 1~ 11 r I 1 J r ~ 1, ~ ~ r ~ 1 I 11 , ' ~ 1 r ~ 1111 111/ ~ I
I I I ~ \ \ I 1 \ \ \ \ \ \ I I ~ I I I \ I ~ ~ ~ ~ / \ ~ I I I I i< < I 1 i~ r ~~i ~r - ~ 'V~ 1 1 r 1 1 I ! 1 r ~ ~ 1 ~ ~ ~ ~<<~ ~ I I 11~ r r ~ III 111 111 , ~ ~
1 1 1 1 1 1 I I I~ \ v v ~ ~ ~ A A\ V A v v v l l( 1 \ 1 1 I / \ \ \ / \ \ \ \ I 1 \ 1 1 1 1 1 I I ~ / v A J / ~ I \ V A v v 1 1 1\\ V I l 1 - - ~ ~ - ~ ~ 1 / / ~ 1 ~ 1 I 1 ~ 1 ~ ~ ~ I 1 ~ r / r II I l / / ~ ~ ~ ~
1 1 1 1 1 1 1 I I ~ \ / v v \ \ V A v v v I I ~ 1 1 V 1 ~ _ V ~ v v v l l 11 1 V `I I 1 1 1 1 1 1 1 v v V / ~ ~ v ~ t I v \ I \ I 1 I ~ ~ ~ 1~ ~ 1 ~ ~ ~ ~ r r ~ 1 II /l 11 l/ / ~ ~ ~ r I ~ ~ ~ I ~ , r III / I/l1 ~ ~ ~ ~ ~ 1 i
I 11 1 1 1 1 vv v ~ ~ v v / / v v 1 ! I I I I I I I 1 1 v ~ ~ I I I I I I I v 1~ ~ 1 , r~ I I l~ I r/ ~i ~ ~ ~ I ~ ~ I / / \ I ~ ~ ~ \ ~ V - i r - I l / ~ 11 / l/ ~ ~ r
1 1 \ ~ \ ~ i \ ~ \ I I I I I I I 1 1 1 \ \ \ ~ / / / \ \ \ ~ / / / ' / ~l I / I 1 I I I I ~ ~ ~ ~ ~ ~ ~ 1 v ~ I I I I ~ ~ ~ \ ~ n
1 1 \ \ \ \ \ / _ ~ / ~ / / / ~ I I I 1 1 1 1 \ v v A~v \ \ \ / ~ v v v v / / / / ~ ~ / I I A I ~ ~ ~ ~ ~ ~ ~ r I i i ~ ~ I 1 ~ ~ ~ ~ I i ~ _ ~ I i ~ `r ~ ~ ~ ~ ~ I I ~ i I 1 \ ~ ~ ~ ~ ~ ~ I ~ ~ ~ _ ' I II iii i// ~ I ~ ~
/ \ \ / / / / i i / 1 ~ 1 A. v V v A V ~ v v v l ~ ~ ~ ~ ~ ' \ i 1 \ \ \ / ~ \ / / ~ i l I 1 V ~ ~ ~ ~V ~ / ~ _ i I I I / r 1 / /
\ \ \ \ \ \ \ \ \ \ / / / \ \ \ \ \ / / / / i i i l 1 \ V / / / / ~ i / / / - ~ \\V r ~ - ~ _ ~ ~ r ~ III ~ ~ / ~ / / / / / 1 ~ ~ . VA V~ ~ \v~~ ~ ~ ~ ~ II III -1• i i / / ~ / ~ + !
\\V A\\V~VA V VA\ ~ / 1 o A / I ~ - A~ / I / / / / /
v \ \ \ / / V / / ~ i ~ / / ~ VA Vv / ~ II I I ~ \ ~ A I 1 ~ - ~ V I I , / J~ / / ~ - \ ~ I I ~ / / / / 1 V~ II /l 1l ~ / /
~ \ \ / / I I \ \ \ 1 / / / l / ' i / ~ ~ A \ ~ ~ 1 1 a 1 I / + ~ ~ / / / i \ r I I I I l \ / r ~ ~ ~ ~A~ 11 ~ I ~ III M ~ / / / / l / l
vv v v vv v v I I v v v 1 1 / / / ' \ \ \ \ \ \ / / / / \ 1 1 / / / / 1 I ~ \ 11 \ 1111 ~ I 11 III r~ / / / I Il
\ \ \ \ \ ~ / l / / \ \ \ 1 / / / l / l / / / ~ ~ i / / / _ - - \ \ \ \ \ \ \J l l / l / \ \ \ 1 1 \ ' / / / l l ! / / ~ ~ / i i ~ 11 1\\ ~ ~I~ II IIII r/// ll ~ ~ / / , /11 1 l 1 1 A 1 _ ~ i,
V A ~ ~ / / / V A / / / ~ ~ / \ ~ \ v / / 1 1 / / / ~ / \ / _ A / / ~ ~ ~ ~ / l ~ / / ~ I \ _ I I /i ~ \ i l r r I r ~I 1 \ III , r'r (~,~'i- ~ ~ r I I
V A \ A \ ~ ~ / / / v 1 1 1 A i / ~ l l l l l / / i i , ~ / / - - - V A A \ \ V . ~ ~ ~ ~ ~ / / / / 1 1 1 / / / / / / / ~ - ~ / / / . v v~ v v ~ / / V 1 / / / / ~ ~ / r , I / 1 I 1 ~ i ~i ~ ~ ~ r - , r / / I ~ ~ / / i 1 I I III I I I ~ ~ ~ 1-r ~ r , ~ 1
VA v vvvv v / ~ ~ I ~ I V 1 1 11 1 ' ~ / / / / / ' - V v \v A ~ / / ) /A V 1 / / l l l / / ~ ~ / / ' / i / ~ II 1 ~ ri I - 1 III I~ I ~ ' ~ ~ ~ ~ ~ r ~ I ~ rr ~ ~ ~ 111 1 II ~ I I %i r r~ =_r r 111
v \ V ~ / 1 / / / ~ / v ~ v \ - / 1 1 1 / / / ~ / v v ` v \ v v ~ ~ ~ ~ / l l l l A V A 1 ~ / / ~ I l / / / / l / / / ~ / r ~ i / ~ I I 111 ~ III I I 11 I r~% ~ ~ r ~ _ _ ~ I ~ ~ 1 I \ 1 ~ III I 1 'r' ~ ~ \ ~ ~ ~ li I
~v V A ~ / / V A V \ ~ / / I l l / l / l ~ ~ / i / V A ~ A ~ ~ i / / / / V A A / / / / / / ' ~ ' ' - - ~ V A A v v ~ - - ~ ~ / / ~ \ \ V \ \ ~ / ~ / / / / / ~ ~ / / / / ' ' ~ ~ l I I 1 II ~ ~ I II ' r I 1 . ~r r ~ ~ 1 Ill I 1 i r/ ~ ~ - r i / / 1 II I II r~ r'~' ~/I I _ _
V~ V A A v v v v ~ ~ ~ , - ~ ~ / / / \ V A \ V ~ / / / / / / / / / / / ~ / / / \ ~ ~ i / V V A A / / / / / / _ ~ ~ ~ ~ ~ r I I ~ 111 I II / ~ / / ~ ~ ~ ~A1 I I 1 I ~ , ~?,~rr~ _ 111 ' ~
A V A V v ' ~ / V A A v / / / / / / / ~ / ~ / V A ~ ~ - - ~ ~ i A V A \ ~ ~ / / / /
\ V v ~ ~ ~ / / / V A A / / / / / / / / / ~ ' / / / / / ~ _ \ ~ 11 I / r \ 1 \ ~ ~ ~ ~ ~ _ _ - ~i ~ , ~ ii~,~ - ~ A\11 ~ II - / i~ 'i AA V / r ' ~ ~ / ~ r ~ ~ ~ ~ \ ~l II i~i ~ ri ~ \V ~ AA ~ l ~ ~ ' ~ 'r
v v ~ ~ ~ ~ ~ ~ A / ~ / / / ~ v ~ ~ . " / V A \ \ V / / / i / l l / l / / ~ / / l / A V A / / / i i ~ i / i ~ - - - - - i i ~ ~ ~ ~ A ~ ~ A \ i 'i ~ VA \ . / ~ ~ i ~ ' ' - ~ ~ - - - - - - - ' i i ~
V ~ i A ~ / / ~ / / ~ ~ ~ ~ A A \ V \ \ / / / / / / ~ i~ i r \ / / i i i ~ - -
v v v ~ ~ \ \ \ V A / l I l l ~ ~ ~ ~ / ' r A P\ I ~ ~ ~ ~A ~ r r r - - _ i i, i ' r ' r V III ~i ~'i, \ ~ r ~r~, ~ r ~ l ~ ~ r '~r
\ \ ~ / ~ ~ A \ V A A V \ ~ / l l I / / ~ i i i ~ ~ ' r , i ~ ~ ~ - 1 ~ - - - / \ ~ \ ~ ~ ~ ~ A\ ~ / / ! r ~ / l / l / ~ ~ r
\ \ \ \ ~ ' ' ' ' ~ / \ \ \ V l l ~ l ~ l l / i ~ ~ i i i ~ i / ' , / \ V \ ~ ~ ~ / 1 \ V A A \ \ l / / / / / / ~ / / ~ / i i i / ' ' ~ \ ~ J~ \I / ~ / / r ~ r r ~ ~ i AVA ~ ~ ~ i ~ ~ \ 1 / / / l 1 / l r / l / / ~ r
\ v i ~ V A V A A ~ / l ~ ' ' / i ~ v \V ' ~ ~ \ \ V A V ~ ~ / ~ ~ ~ l ~ l l / / ~ / i i / ~ r r 1 ~ / i i ~ / l 1 I l l~ ~ l r ' r ~ ~ ~ ~ III r , ~ ~ ~ ~ V`, 1 / / I I I / / l 4 .y ~
\ \ v _ - 1 1 1 I 1 1 / / / ~ / ~ / / / / i , r / ~ l 1 ~ ~ ~ 1 1 I / / /
v ~ v ~ / 1 1 1 1 I / / I / ~ / / / ~ / P ati - I 11 (~1 I I / / 1 o s ~ ~ I '.J / l I I G 1
~ - ~ ' i ~ / \ 1 1 I I I I / / / ~ / / / / i ' ~ i' / ' / i ~ ~ Y i / _ V A 1 1 1 I l/ / / 1 / ~ ~ l l ~ l l / / / / / ~ / / / ~ / , r ii~ ~I I1 ~ ~ \ A / I ~ 1 - , - ~ ~ I I 1 Ill 1~ ~ ~ ~ \ , / I ~ I
~ / ~ V 1 1 1 I l / / I / / / / / ~ ~ / / / ~ v ~ / /VA A V A I I I l l I 1 / l / / / / ~ ~ / / / v ~ , ~ / / V A A ! 1 / / / / / / / / / ~ ~ / ~ / / i ~ / 1 + ~ ~ ~ ~ I 1 I 1 1 - 1 I 1 ~ ~ 1, ~ v
~ ~ ' ' A I ~ I 1 / 1 I / l l / / l l l ~ ~ ~ , ' ' ~ / / / ~ - I I I I I I I / / / l ~ l l/ l / l l/ / ~ / / / ' 0' ~ I ~ I ~ ~ \ f I I 1 \ ~ ~ ' ' ~ ~ - iii % I I I 1 1 ~ ~ ~ V 1 I I ~ ~ \
/ I I l ~ I ~ l l l l/ / I / ~ / ~ II / / / / / ' ~ / i 'ii~ii I ~ ~ A 1 1 I ~ r , ~ ~ ~~'ii i Oi I I I I 1 I \ " i AV A ~ \ \ ~ A 1 \ 1 ~ ~ ~ V \
` - , /I I I IIII I I / / / lI 1 ~ ll / / 1 I / / / / ~ / / I I ~ / I / / / 1 I / /
~ / I IIII IIII I ~ - ~ / I I I I I I I I v I I / l / / / / /I I I I III I ~ l l I I I I I l / l l / l l r r 11 IIII ~ \ \V ~ ~ ~ ~ ~ ~ ~ ~ ~ ` ~ r ~ r I ~ ~ ~ 1 r ri / II ~ \ ~ ~
/ I I l l I lI 1 I ~I ~ / / I I I I I I I 1 1 / ~ l l l I ~ v I / I / I 'rir l l V VI I A \ ~ ~ ~ ~ ~ ~ ~ 1 ~ is , ~ ~ II I I I ~ A ~ 1 ~ ~ ~ ~ ~ ~ ~ i rr i
v ' / I I I I I I V / l/ / I I 11/ A 1 1 1 I / I I / I 111 I / / I I 1 I I ~ ~ i I ~i III ~ ~ ~ ~ ~ ~ ~ ~ ~ ~
s'~ I I 1 1 1 I I I v / / / ~ 1 1 I I v~ 1 1 1 1 V I i I I I I) v / / 1 1 1 A-, 1 1 1 1\ V I I I i ~ir~iii l % III I ~ ~ ~ ~ ~ ~ ri / / I /ii'~~i / / / III I ~ ~ ~ ~ \VA ~ ~ ~ ~ ~ ~
IIII ~ 1 1 1\ 1 1 I / / 1 1 /i- / I I ~ AV ~ \
~r T
~
~k
~1

Carolina Wetland services
Isolated Wetlands Permit
Prepared For:
Mr. Tom Bruce
Mr. Brian Rollar
REALTICORP
14120 Ballantyne Corporate Place, Suite 160
Charlotte, North Carolina 28277
[phone]
24-Acre University Crossing Site
Charlotte, North Carolina
Carolina Wetland Services Project No. 2003-0424
April 21, 2004
Prepared By:
Mr. Gregory C. Antemann, P.W.S.
Mr. Kip J. Kerecman
Carolina Wetland Services, Inc.
5000 Nations Crossing Road, Suite 230
Charlotte, North Carolina 28217
[phone]
I
)A?

WETLANDS 1401 GROUP
APR 2 2 2004
WATER QUALITY SECTION
5000 Nations Crossing Road, Suite 230 • Charlotte, NC 28217 • [phone] Office • [phone] Fax
www.carolinawetlandscrviccs.com
kia
L
n
u
n
r.
L

n
24-Acre University Crossing Site April 21, 2004
Isolated Wetlands Permit Application Project No. 2003-0424
Table of Contents
Executive Summary ......................................................................................................................... 1
Existing Conditions ......................................................................................................................... 2
Current Land Use ......................................................................................................................... 2
Jurisdictional Delineation ............................................................................................................3
Pre-Application Meetings ................................................................................................................4
Agency Correspondence ..................................................................................................................4
Purpose and Need for the Project .................................................................................................... 5
Avoidance and Minimization .......................................................................................................... 5
Proposed Impacts to On-Site Features ............................................................................................. 5
Compensatory Mitigation ................................................................................................................6
Storm Water Management Plan ....................................................................................................... 6
List of Attachments
Attachment A - Figure 1. USGS Site Location Map
Attachment A - Figure 2. NRCS Soil Survey
Attachment A - Figure 3. Wetland Boundary Survey
Attachment B - Agent Certification of Authorization Form
Attachment C - Pre-Construction Notification Application
Attachment D - Routine On-Site Data Forms
Attachment E - Stream Classification Forms
Attachment F - Representative Photographs
Attachment G - Agency Correspondence
Attachment H - U.S. Army Corps of Engineers Notification of Jurisdictional Determination
Attachment I - Figure 4. Proposed Impacts
r.
24-Acre University Crossing Site April 21, 2004
Isolated Wetlands Permit Application Project No. 2003-0424
Executive Summary
The 24-Acre University Crossing Site is located in Charlotte, North Carolina, in the southwest
corner of the Mallard Creek Church Road - North Tryon Street (US 29) intersection
(Attachment A - Figures 1 and 2). REALTICORP has contracted Carolina Wetland Services,
Inc. (CWS) to provide permitting services for this project (Attachment B).
The results of the on-site field investigation conducted by CWS indicate that there is one
jurisdictional wetland area (Wetland AA) and one non jurisdictional wetland area (Wetland BB)
located within the project limits. On-Site jurisdictional areas were field-verified by Ms. Amanda
Jones of the U. S. Army Corps of Engineers (USACE) on November 17, 2003. On behalf of
REALTICORP, CWS is submitting an Isolated Wetlands Permit application with attachments in
accordance with North Carolina Administrative Code T15A: 02H.1300 (Attachment C).
n
u
s
L,
24-Acre University Crossing Site April 21, 2004
Isolated Wetlands Permit Application Project No. 2003-0424
Existing Conditions
The 24-Acre University Crossing Site is located in Charlotte, North Carolina, in the southwest
corner of the Mallard Creek Church Road - North Tryon Street (US 29) intersection
(Attachment A - Figures 1 and 2). This project proposes to develop approximately 24 acres of land
into a commercial development. REALTICORP has contracted Carolina Wetland Services, Inc.
(CWS) to provide permitting services for this project (Attachment B). The following sections
describe the existing conditions of the project area.

Current Land Use
The current land use for the site is undeveloped woods. The current land usages for the
surrounding areas are commercial and residential and consist of apartment complexes and shopping
centers. Dominant canopy vegetation within the project area includes sweetgum (Liquidambar
adi
i
l
bl
ll
i
Pi
d
h
kb
lti
t
i
l
t
li
l
Li
i
d
d
t
)
C
ron
p
fera),
y p
ne (
nus
ac
erry (
e
s
s
yrac
?
ua),
u
p pop
ar (
r
o
en
o
o
ae
a
,
laevigata), and red maple (ricer nebmin). Dominant understory vegetation consists of Chinese
privet (Lignrstnun sinense), poison ivy (Toxicodendron radicans), Japanese honeysuckle (Lonicera
japonica), and kudzu (Pueraria ntontana).

According to the Soil Survey of Mecklenburg Countyt (Attachment A - Figure 2), on-site soils
predominantly consist of Enon sandy loam (EnB and EnD). This soil type exhibits slow
permeability and medium water capacity.

u
n

C!
1
U.S. Department of Agriculture, 1980. Soil Survey of Mecklenburg County, North Carolina.
1 2
L?
r
fl
0

u

n
n
u
r.
C
24-Acre University Crossing Site April 21, 2004
Isolated Wetlands Permit Application Project No. 2003-0424
Jurisdictional Delineation
From September 24 to September 26, 2003, CWS's Gregg Antemann, Isaac Hinson and Kip
Kerecman delineated on-site jurisdictional waters of the U.S.z within the project area. Jurisdictional
areas were delineated on site using the U.S. Army Corps of Engineers (USACE) - Routine On-Site
Determination Method. This method is defined in the 1987 Corps of Engineers Wetlands
Delineation Manual 3 Routine On-Site Data Forms representative of Wetland AA, the
non jurisdictional isolated wetland area, and adjacent upland areas have been included as
Attachment D.
On-Site channels were classified according to recent North Carolina Division of Water Quality
(NCDWQ)' and USACE guidance. These classifications included sampling with a D-shaped dip
net, taking photographs, and defining breakpoints (a point at which a channel changes
classification) within each on-site stream channel. No jurisdictional stream channels were located
on-site. A NCDWQ Stream Classification Form and USACE Stream Quality Assessment
Worksheet representative of on-site non jurisdictional channels have been included as
Attachment E.
Results
The results of the on-site field investigation conducted by CWS indicate that there is one
jurisdictional wetland area (Wetland AA) and one non jurisdictional isolated wetland area
(Wetland BB) located within the project limits (Attachment A - Figure 3). On-Site waters are
located within the Mallard Creek watershed. Mallard Creek is part of the Yadkin/Pee Dee River
basin (HU# 03040105)5 and is rated "Class C Waters" by the NCDWQ.
Wetland AA is approximately 0.35 acre in size (on-site) and is located within the floodplain of
Mallard Creek in the southeastern portion of the site (Attachment A - Figure 3). This wetland
exhibits hydrophytic vegetation consisting of false nettle (Boehnieria cylindrica), willow oak
(Quercus phellos), sycamore (Platanus occidentalis), tag alder (Abuts sernilata), poison ivy
(Toxicodendron radicans), Chinese privet (Ligntstnan sinense), and sweetgum (Liquidambar
styraciflua). Inundation and saturation within the upper twelve inches of the soil profile and low-
chroma soils (10YR 4/2) with mottles (5YR 4/6) were also observed within this wetland. A data
2 "Jurisdictional waters of the U.S." includes essentially all surface waters such as: all navigable waters and their tributaries, all
interstate waters and their tributaries, all wetlands adjacent to these waters, and all impoundments of these waters.
s Environmental Laboratory. 1987. "Corps of Engineers Wetlands Delineation Manual," Tcclmical Report Y-87-1, US Army
Engineer Waterways Experiment Station, Vicksburg, Mississippi.
° North Carolina Division of Water Quality, 1999 Stream Classification Method. Version 2.0.
s "HU#" is the Hydrologic Unit Code U.S. Geological Survey, 1974. Hydrologic Unit Map, State of North Carolina.
L
24-Acre University Crossing Site April 21, 2004
Isolated Wetlands Permit Application Project No. 2003-0424
point representative of this wetland has been included as Attachment D - DP 1. Photographs of
Wetland AA have been included as Attachment F - Photographs A and B.
An approximately 0.21-acre non jurisdictional isolated wetland area (Wetland BB) is located in the
north-central portion of the site (Attachment A - Figure 3). Mecklenburg County and USGS
mapping indicate that this wetland lies in the basin of an old farm pond. This wetland was
determined to be non jurisdictional based on its lack of a surface connection to any jurisdictional
waters of the U.S. Dominant vegetation includes cottonwood (Popullts deltoides), sycamore
(Platanus occidentalis), black willow (Salix nigra), and silky willow (Salix sericea). Inundation
and saturation within the upper twelve inches of the soil profile and low-chroma soils (2.5Y 4/2)
with mottles (10YR 4/6) were also observed within this wetland. A data point representative of this
non jurisdictional isolated wetland area has been included as Attachment D - DP2. A photograph
of this non jurisdictional isolated wetland has been included as Attachment F - Photograph C.
To the cast of the non jurisdictional isolated wetland area there are several non jurisdictional
channels (Attachment A - Figure 3). These channels were evaluated to be non jurisdictional based
on their lack of a continuous bed and bank and channel substrate. These channels also lack
biological indicators and hydric soils (Attachment E - SCP1). Channel A scored 5.5 out of a
possible 71 points on the NCDWQ Stream Classification Form and 27 out of a possible 100 points
on the USACE Stream Quality Assessment Worksheet. A photograph of a representative channel
has been included as Attachment F - Photograph D.
Pre-Application Meetings
On October 23, 2003, CWS representatives met on-site with Ms. Amanda Jones of the USACE
to field-verify the results of the jurisdictional delineation of the on-site features. All present
parties agreed that the 0.21-acre wetland area lacks a surface water connection and therefore is
isolated and non jurisdictional. Ms. Jones sent CWS a Notification of Jurisdictional
Determination on November 17, 2003 (Attachment H).
Agency Correspondence
Cultural Resources
A letter was forwarded to the State Historic Preservation Office (SHPO) on April 2, 2004, to
determine the presence of any areas of architectural, historic, or archaeological significance that
would be affected by the project. To date, no response has been received from SHPO.
4
24-Acre University Crossing Site April 21, 2004
Isolated Wetlands Permit Application Project No. 2003-0424
Protected Species
A letter was forwarded to the North Carolina Natural Heritage Program (NCNHP) on April 2,
2004, to determine the presence of any federally-listed species or critical habitat located within
the project area. In a letter dated April 13, 2004 the NCNHP responded stating "The Natural
Heritage Program has no record of rare species, significant natural communities, or priority
natural areas at the site nor within'/ - mile of the project area" (Attachment G).
Purpose and Need for the Project
The 24-Acre University Crossing Site project proposes to develop approximately 24 acres of
woods into a mixed-use commercial development. The purpose of this project is to provide
'i retail business space to an area experiencing significant population growth. This development
will bring retail shopping within walking distance of adjacent apartments, the university, and
residential subdivisions.
Avoidance and Minimization
On-Site jurisdictional waters of the U.S. will no
1by this de clopment. This project
proposes to completely avoid impacting Wetlacre). Impa is to non-jurisdictional
AA3
L
Wetland BB are necessary to accommodate the ce into t site
(Attachment I - Figure 4). This s ite is ideally 1 etail d elopment and provides good
visibility from both main roadways. Prime lots d Creek Church Road must be
built and sold to cover the development costs of the project. In addition, the North Carolina
Department of Transportation (NCDOT) has restricted the location of the central entrance and
it t
th
l
ti
d b
d
th
di
t
t
th
i
t
ti
f M
ll
d C
k Ch
h
e
ex
o
oca
on propose
ase
on
e
s
ance
o
e
n
ersec
on o
a
ar
ree
urc
Road and North Tryon Street (US 29).

Proposed Impacts to On-Site Features

Unavoidable impacts to on-site features will total approximately 0.21 acre of non jurisdictional
isolated wetlands (Attachment I - Figure 4). This project proposes to fill approximately 0.21 acre
f th
i
l
t
d
tl
d t
d
t
t
ti
f th
d
l
t
O
b
h
lf
f
e
a
e
o accommo
e cons
o
so
we
an
a
ruc
on o
e
eve
opmen
.
n
e
a
o
REALTICORP, CWS is submitting an Isolated Wetlands Permit application with attachments in
accordance with North Carolina Administrative Code T15A: 02H.1300 (Attachment C).
u
1
S
24-Acre University Crossing Site April 21, 2004
Isolated Wetlands Permit Application Project No. 2003-0424
Compensatory Mitigation
Given the limited nature of the proposed impacts, no formal mitigation is being proposed. The
additional hydrology generated by storm water will likely increase the function and value of the
on-site floodplain wetland area. In addition, the increase is hydrology will likely decrease the
density of weedy species such as poison ivy and Chinese privet growing within this wetland area.
L
Storm Water Management Plan
Because this project is proposing greater than 30% impervious coverage a Storm Water
Management Plan is being developed. This plan is proposing to utilize Wetland AA to treat
stormwater runoff. Wetland AA is located in a FEMA-regulated floodplain. Mecklenburg
County has agreed to allow direct storm water discharge into this forested floodplain to avoid
flooding concerns. This proposed plan will utilize the pollutant removal functions of Wetland
AA and enhance its hydrology. Due to Wetland AA's size, adjacent flat topography, and
1 forested nature of the floodplain this wetland should provide the same, or better, pollutant
removal functions as a constructed wetland area. Prior to entering Wetland AA, storm water
velocities will be dissipated through the use of a forebay. This forebay will capture sediments
and slow storm water prior to entering Wetland AA. Details regarding the design of this
® pretreatment device are being developed.
nw
N
1
C
L
L
1
24-A rc1'niccrsit (Ios?int,Site April 21. 21)414
kohlc•ci W(Ahilds Permit Application ho uct No. '0111A)124
Atfachmeni A -- Figures, 1-3
i
I
1
A;
`, j r. ? _ ?? 1 t''s ?i ? i li ??,..? J/.? -?__•s-'\ t ? + ?J.11?:! ?. f
Gf•?k
r •, I - ? ?.,g d•? ? ` f r ?? ;I?!'? ? I? r'J? 1? .??( s 1 i?' : s 4, ? `..:I ? J6Q
•?,? ?, ,\ - 111 ;,.: < r
\
- ? c
t r 1
?? ? 1 1 A?\\ Mallard Creek Church Road _ f ??f``??l / it ! e
io;l
SITE
"?` = \ ` ., \ ' / , a :fit , I ,S / •;? r u?r,!,=
.`,: ?? V `1, + v ,..z.. ??}.. .;?ice `Y, t• \,!
North T _ ?. .4
ryon Street
\ ar
- - M
1
? V
i
1 I r _}
f Y ??
01I I l - \ s l\ \ \ i s t 1 e r •?'. _ '
rte. ? \ {{? ! tom` / ? t ! 1 ?r??'' ?
darot r fl 1 ` o? // 1 l t . e 7' . it f, if z
-L ,?t•?,???., I v?`} 4 r I i??l r.`` ?! 4` yr,. ? ?`..?\s! ??;t1v'
4>r56_ FitiWti iufrarltf
i r` N
ir ` Ratk
f r ,
lei. of North' ?? ?.? ? ` c
"- - .. -s• t. _ _1,?,.-• ' :7.?.A.F,! ?at.Chy','jgEt?b`,,,7 ..? `\"a + r'?\ !?`' '.
j 1 Approximate Scale 1" = 2000'
Reference: USGS 7.5 Minute Topogr hic Map Series, Derita and Harrisburg, NC, quadrangles, dated 19%.
1 i
1
Carolina Wetland Services Figure 1. USGS Site Location Map
1 ( ! 5000 Nations Crossing Road, Suite 230 24 - Acre University Crossing Site
II Charlotte, North Carolina
Charlotte, North Carolina 28217
CWS Project No. 2003-0424
PREPARED BY DATE CHECKED BY DATE
KIT 9f y' d3 L c .? (? • • 0 3
1
j
1

I v V kE ????L j

'
\ MoEf
11
(?
"rl \ °s / ?_-.
-
1 ' c
r? ! ! 1 1 ? / o•

v •N6 kE
//% /
w =
? 3'• ^ /
?/ J
?
4
?
(
s ? ?
I
2
, //
y ? ((
- v ? YVi{f
?
1
,
? ?
?
MeB Doti ?
ii
?. ?O 3•r L__• r? -;t 6
En

B M W?
afia < w :Et 1

v
WkD

t c
\ 1
cep:'
1 •
1•L GTj GeB2 ??•.
?
,. - EnD
CeR2 r
?
?
,
1 4Sl P`E
u
r9 Gi+ ?
_,,??
f, t
oll nD W,'?F MeB

P?. •_; RD -
j MeD ! Wk
H• r
-?
e
`
Fr)F3 -+?WkE WkE?
, PaE En
M0 \
W), 7- WkE

SITE f
Pt
i

+ -r.
WkT) / ?J I IrY
4- ,
Wkt) • ? ?
?,

.
W kE t E?if3 3,
.r " t `1 W kB
-
WkE 'kD ? V
MO Wk€f \
? WkD
WkE 1 - l 1 WkC'

? =
wkE - -
?b
Ne?
?,
WkD - yyi?.D MD A J, ,.
t
C
0
r
?'
WkE
kD
Vd,.A ?`\,•?
/t
t
. a 1rH E?4 J
30?
?- -,E IrD ??,
'
'? i
Wk[ Qi

3 ? Q?
J JYkR ?
WkD

I'?'kD?c 4-
X, _nD

f
l n: !kA

Nees WkD
whf. i
' ) t wkE :?• En8
3
<,1 - yp f? ?"
t pw
EnD
s rv W s`y ?? t'1 L 50
EnD
e Wk /
? e \

WkD

? ?
•
7) nH
///
y
1 r r

? I
WkD l?D
`,
~
t
. MeB
q
?i'
c
7Wr' JR, Weu
/` Y 1r
C ;:, f
_?C ©
[ Ur Ur Ce82 Fri a
I ?

\J wkEf ?? \WkD
En8 np ,? 'K90
W -? FnR?
Cu6,, EnF1
/ J
II MeB ,
sk ?fI
f?
wkD ,e \ V
„t

' A PProximate Scal 1" = 2000'
Reference: NRCS Soil Survey ofho, klenburg County, North Carolina, Sheet Nos. 4 and 5, dated 1980.
I

' Carolina Wetland Services Figure 2. NRCS Soil Survey
5000 Nation
I
I Crossing Road, Suite 230 24 - Acre University Crossing Site
.
Charlotte, No rth Carolina 28217 Charlotte, North Carolina
j
CWS Pro
ect No. 2003-0424
?
PREPARED BY DATE

s?
9NQ CH ECKED BY

?,? DATE

lU - U
1
t
1
? f

? i
S 29'
TN°? Street
N°rth
-o
I
i
I L
i L
N
I
1
I 2
I ?
cu
Cc0
G
4
O cc0
U ? m
V) O c
:0 J.0
N
X 7
2 7
ac
CL 0
QZ
M
a
i
c
ca
a
co
N
m
m
N N
Jig
U
y Y UU
aZO
F 6y
P
CU
?
?" 8
N Q
K 9
W?
LO
M
r

?i
Z ?
C cc
c
N
L- U
m' o
c z
> ai
a> 'c o

a? cu
cyi v s
Q U
N
L.L
Mo
N

o

m

Y

m
a
Lu
0
0
o
I m
j
z

a
II
N 0
r
8
0
0:
CL
o
N n
Oct

ova
3 oz
v o
?z o?
a

D

W
O
O
d'
U
C*n
U
C7
J
Q W
W Z Z
w
a = Z
W q U Z
a a a a w
J
z W
Z A
J W 3 rn o
~ q
3 z z u a
L'i `" Z
o
a o ? N .,
O A A J I- Q Q
~ W 0 >- ? U O
a' a' d' a F J
q >
LL

W ? ? a W
. ¢
a
z ° z° a q cn CL
Z
W = ?CL
®-?::?
24-Acre University ('I ossing Site Allril 21, 2004
Is"isilcd Wetlands PermitApplicntion Project No. 2093-0424
Attachment 13 -- Agent CertNication (tf' Atithorizatian Form
AGENT CERTWICATION OF AUTHORIZATION
1, Brian Xellar, representing The REALTICORP, hereby certify that I have authorized
Gresozy C. Antemann of Carolina -?Tetland Services, Inc: to act on my behalf and take all
actions necessary to the processing, issuance, and acccptance of this Isolated Wetland
Permit and any and all standard and special conditions attached,
We hereby certify that the above information submitted in this application is true and
accurate to the best of our knowledge.
Applicazxt's signature
b
Date
Agent's signature
Date
Completion of this forma will allow the agent to sign all future application correspondence.
24-Acre University Crosshig Site Alnil 21, 2004
Isohttetl 11,0111ntis Permit AppllcuUon_, - - Project No. 2003-0424
Attachment C- Pre-Construction Notification Application
Office Use Only: Form Version April 2001
USACE Action ID No. DWQ No.
If any particular item is not applicable to this project, please enter "Not Applicable" or "N/A" rather than
leaving the space blank.
1. Processing
1. Check all of the approval(s) requested for this project:
? Section 404 Permit
? Section 10 Permit
? 401 Water Quality Certification
? Riparian or Watershed Buffer Rules
2. Nationwide, Regional or General Permit Number(s) Requested:
Isolated Wetlands Permit
3. If this notification is solely a courtesy copy because written approval for the 401 Certification
is not required, check here: ?
4. If payment into the North Carolina Wetlands Restoration Program (NCWRP) is proposed for
mitigation of impacts (see section VIII - Mitigation), check here: ?
II. Applicant Information
1. Owner/Applicant Information
Name: REALTICORP, Contact: Mr. Tom Bruce/Mr. Brian Rollar
Mailing Address: 14120 Ballantyne Corporate Place, Suite 160
Charlotte, North Carolina 28277
Telephone Number: [phone] Fax Number:_ [phone]
E-mail Address: brollargrealticorp.com
2. Agent Information (A signed and dated copy of the Agent Authorization letter must be
attached if the Agent has signatory authority for the owner/applicant.)
Name: Gregory C. Antemann, PWS
Company Affiliation: Carolina Wetland Services, Inc.
Mailing Address: 5000 Nations Crossing Road, Suite 230
Charlotte, North Carolina 28217
Telephone Number: 704-527-1177 Fax Number: 704-527-1133
1 E-mail Address: ereggocarolinawetlandservices.com
Page 1 of 7
III. Project Information
1. Name of project: 24-Acre University Crossing Site
2. T.I.P. Project Number (NCDOT Only): N/A
3. Property Identification Number (Tax PIN): 04744104, 04744102
4. Location
County: Mecklenburg Nearest Town: Charlotte
Subdivision name (include phase/lot number):_ University Crossing
Directions to site (include road numbers, landmarks, etc.): From Charlotte, take Interstate 85
(I-85) north to exit 46 (Mallard Creek Church Road). Go east from the exit for
approximately 1 mile. The site is located in the southwest quadrant of the intersection of
Mallard Creek Church Road and North Tryon Street (US HWY 29).
5. Site coordinates, if available (UTM or Lat/Long): N 35° 19'l 7" W 80°44' 13"
(Note - If project is linear, such as a road or utility line, attach a sheet that separately lists the
coordinates for each crossing of a distinct waterbody.)
6. Describe the existing land use or condition of the site at the time of this application: The
current land use for the site is forested with open areas. A portion of the site appears to be
an abandoned home site.
7. Property size (acres): 24 acres
8. Nearest body of water (stream/river/sound/ocean/lake): Mallard Creek
9. River Basin: Yadkin/Pee Dee River
(Note - this must be one of North Carolina's seventeen designated major river basins. The
River Basin map is available at http://h2o.enr.state.nc.us/admin/maps/.)
10. Describe the purpose of the proposed work: The University Crossing project proposes to
develop approximately 24 acres of land into a mixed-use commercial development The
purpose of this project is to provide retail business to an area experiencing significant
population growth.
11. List the type of equipment to be used to construct the project: Heavy equipment typically
used for site grading and paving work will be used.
12. Describe the land use in the vicinity of this project:_ The current land usages for the
surrounding areas are residential and commercial and consist of several apartment
complexes, shopping centers and office parks.

Page 2 of 7
IV. Prior Project History
There is no known prior project history.
V. Future Project Plans
A
VI. Proposed Impacts to Waters of the United States/Waters of the State
1. Wetland Impacts

Wetland Impact

Area of Impact Located within

100-yea
Distance to
Site Number Type of Impact*
(acres)
Floodplain
** Nearest Stream Type of Wetland***
(indicate on map) (es/no) (linear feet)
Wetland BB Site grading 0.21 ac. No 1,200 If Non-jurisdictional Isolated
Wetland
* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: mechanized clearing, grading, fill,
excavation, flooding, ditching/drainage, etc. For dams, separately list impacts due to both structure and flooding.
** 100-Year floodplains are identified through the Federal Emergency Management Agency's (FEMA) Flood Insurance Rate Maps
(FIRM), or FEMA-approved local floodplain maps. Maps are available through the FEMA Map Service Center at 1-800-358-9616, or
online at http:/%www.fenm.7,ov.
*** List a wetland type that best describes wetland to be impacted (e.g., freshwatcr/saltwater marsh, forested wetland, beaver pond,
Carolina Bay, bog, etc.)
List the total acreage (estimated) of existing wetlands on the property:
0.35 acre jurisdictional wetlands and 0.21 acres non-jurisdictional wetlands
Total area of wetland impact proposed: 0.21 acre of non-juri sdictional wetlands
2. Stream Impacts, including all intermittent and perennial streams
Stream Impact Length of Average Width Perennial or
Site Number Type of Impact* Impact Stream Name** of Stream Intermittent'?
(indicate on ma) (linear feet) Before Impact (please secif )
N/A
* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: culverts and associated rip-rap,
dams (separately list impacts due to both structure and flooding), relocation (include linear feet before and after, and net loss/gain),
stabilization activities (cement wall, rip-rap, crib wall, gabions, etc.), excavation, ditching/straightening, etc. If stream relocation is
proposed, plans and profiles showing the linear footprint for both the original and relocated streams must be included.
** Stream names can be found on USGS topographic maps. If a stream has no name, list as UT (unnamed tributary) to the nearest
downstream named stream into which it flows. USGS maps are available through the USGS at 1-800-358-9616, or online at
www.usgs.uov. Several intemet sites also allow direct download and printing of USGS maps (e.g., wWW.top07one.coin,
www.mapquest_com, etc.).
Cumulative impacts (linear distance in feet) to all streams on site: N/A
Page 3 of 7
3. Open Water Impacts, including Lakes, Ponds, Estuaries, Sounds, Atlantic Ocean and any
other Water of the U.S. N/A
L
1
Open Water Impact Area of
Name
Wat Type of Waterbody
Site Number Type of Impact* Impact )
(if
applicable) (lake, pond, estuary, sound,
(indicate on ma) (acres) bay, ocean, etc.)
N/A
* List each impact separately and identify temporary impacts. Impacts include, but are not limited to: fill, excavation, dredging,
' flooding, drainage, bulkheads, etc.
4. Pond Creation
If construction of a pond is proposed, associated wetland and stream impacts should be
included above in the wetland and stream impact sections. Also, the proposed pond should
be described here and illustrated on any maps included with this application.
Pond to be created in (check all that apply): ? uplands ? stream ? wetlands
Describe the method of construction (e.g., dam/embankinent, excavation, installation of
draw-down valve or spillway, etc.): N/A
Proposed use or purpose of pond (e.g., livestock watering, irrigation, aesthetic, trout pond,
local stormwater requirement, etc.): N/A
Size of watershed draining to pond: N/A
Expected pond surface area: N/A
VII. Impact Justification (Avoidance and Minimization)
On-Site jurisdictional waters of the U.S. will not be impacted by this development. This project proposes to
completely avoid impacting Wetland AA (0.35 acre). Impacts to non-iurisdictional Wetland BB are necessary
' to accommodate the central entrance into the site (Attachment I - Figure 4). This site is ideally located for a
retail development and provides good visibility from both main roadways. Prime lots fronting Mallard Creek
Church Road must be built and sold to cover the development costs of the project. In addition, the Nort
h
Carolina Department of Transportation (NCDOT) has restricted the location of the central entrance and exit to
' the location proposed based on the distance to the intersection of Mallard Creek Church Road and North Tryon
Street (US 29).

1 Page 4 of 7
1 VIII. Mitigation
Given the limited nature of the proposed impacts, no formal mitigation is being proposed. The
Storm Water Plan is proposing to utilize Wetland AA to treat storm water runoff. This will
likely enhance the hydrology of this floodplain wetland area.
t 1. Mitigation may also be made by payment into the North Carolina Wetlands Restoration
Program (NCWRP) with the NCWRP's written agreement. Check the box indicating that
you would like to pay into the NCWRP. Please note that payment into the NCWRP must be
reviewed and approved before it can be used to satisfy mitigation requirements. Applicants
will be notified early in the review process by the 401/Wetlands Unit if payment into the
NCWRP is available as an option. For additional information regarding the application
process for the NCWRP, check the NCWRP website at lutp://li2o.enr.state.nc.us/wm/iindex.htni. If
use of the NCWRP is proposed, please check the appropriate box on page three and provide
the following information: N/A
Amount of stream mitigation requested (linear feet): N/A
Amount of buffer mitigation requested (square feet): N/A
Amount of Riparian wetland mitigation requested (acres): N/A
Amount of Non-riparian wetland mitigation requested (acres): N/A
Amount of Coastal wetland mitigation requested (acres): N/A
IX. Environmental Documentation (DWQ Only)
Does the project involve an expenditure of public funds or the use of public (federal/state/local)
land?
Yes ? No
If yes, does the project require preparation of an environmental document pursuant to the
requirements of the National or North Carolina Environmental Policy Act (NEPA/SEPA)?
Note: If you are not sure whether a NEPA/SEPA document is required, call the SEPA
coordinator at [phone] to review current thresholds for environmental documentation.
Yes ? No ?
If yes, has the document review been finalized by the State Clearinghouse? If so, please attach a
copy of the NEPA or SEPA final approval letter.
Yes ? No ?
L
r
C
Page 5 of 7
I X.
0
U
0
L
U

F
L'
r
L
L'

r
r
Proposed Impacts on Riparian and Watershed Buffers (DWQ Only)
It is the applicant's (or agent's) responsibility to determine, delineate and map all impacts to
required state and local buffers associated with the project. The applicant must also provide
justification for these impacts in Section VII above. All proposed impacts must be listed herein,
and must be clearly identifiable on the accompanying site plan. All buffers must be shown on a
map, whether or not impacts are proposed to the buffers. Correspondence from the DWQ
Regional Office may be included as appropriate. Photographs may also be included at the
applicant's discretion.
Will the project impact protected riparian buffers identified within 15A NCAC 2B .0233
(Neuse), 15A NCAC 2B .0259 (Tar-Pamlico), 15A NCAC 2B .0250 (Randleman Rules and
Water Supply Buffer Requirements), or other (please identify: )?
Yes ? No ® If you answered "yes", provide the following information:
Identify the square feet and acreage of impact to each zone of the riparian buffers. If buffer
mitigation is required calculate the required amount of mitigation by applying the buffer
multipliers. N/A
Zone* Impact
(square feet) Multiplier Required
Mitigation
1 3
2 1.5
Total
* Zone 1 extends out 30 feet perpendicular from near bank of channel; Zone 2 extends an
additional 20 feet from the edge of Zone 1.
If buffer mitigation is required, please discuss what type of mitigation is proposed (i.e., Donation
of Property, Conservation Easement, Riparian Buffer Restoration / Enhancement, Preservation or
Payment into the Riparian Buffer Restoration Fund). Please attach all appropriate information as
identified within 15A NCAC 2B .0242 or.0260.
N/A
Page 6 of 7
r
XI. Stormwater (DWQ Only)
Describe impervious acreage (both existing and proposed) versus total acreage on the site.
Discuss stormwater controls proposed in order to protect surface waters and wetlands
downstream from the property.
Because this nroiect is nronosing greater than 30% imnervious coverage a Storm Water Management Plan is bein
developed. This plan is proposing to utilize Wetland AA to treat stormwater. Wetland AA is located in a FEMA-
regulated floodplain. Mecklenburg County has agreed to allow direct storm water discharge into this forested
floodplain'to avoid flooding concerns. This proposed plan will utilize the pollutant removal functions and enhance
Wetland AA's hydrology. Due to Wetland AA's size, flat topography, and forested nature of the floodplain this
wetland should provide the same, or better, pollutant removal functions as a constructed wetland area. Prior to
entering Wetland AA, storm water velocities will be dissipated through the use of a forebay. This forebay will
capture sediments and slow storm water prior to entering Wetland AA. Details regarding the design of this
pretreatment device are being developed.
XII. Sewage Disposal (DWQ Only)
Clearly detail the ultimate treatment methods and disposition (non-discharge or discharge) of
wastewater generated from the proposed project, or available capacity of the subject facility.
All new construction will be connected to the public sanitarv sewer and water svstem.
XIII. Violations (DWQ Only)
Is this site in violation of DWQ Wetland Rules (15A NCAC 2H .0500) or any Buffer Rules?
Yes ? No
Is this an after-the-fact permit application?
Yes ? No
XIV. Other Circumstances (Optional):
It is the applicant's responsibility to submit the application sufficiently in advance of desired
1 construction dates to allow processing time for these permits. However, an applicant may
choose to list constraints associated with construction or sequencing that may impose limits on
work schedules (e.g., draw-down schedules for lakes, dates associated with Endangered and
Threatened Species, accessibility problems, or other issues outside of the applicant's control).
Construction is scheduled to bet?inupon receipt of appropriate permits.

C. 4-Z( .

I
Applicant/Agent's Signature Date
(Agent's signature is valid only if an authorization letter from the applicant is provided.)
Page 7 of 7
24-Acre Uriivcrsilt 0o""illg Site April 2t. 2011.1
IsulalM 11cll.atl(1s Pcrmil Applica(lutt___ Ilio.1cct Ntt.2003-0IN
Attachment 1) -- Roy bic On-Site Data Forms
v
Z
O
Q 2
Z L
`j O
E W
K u! 'N
O O p
< z
Q p-
o?
u u
= O
? U
? r
K
N
?
> N
I1 - 4

O 1 -g E
- N 9 N p w
»
U
v e 1 N y
? ? =

3` s
a
d s a s E
O ? ? .= 5
3
LL Bz ?. 3z_a
z s W o o

R
72
I I I? I I
?
w m
?
.? 3 r

_ E

??
°
? o w U J
p o
d ? x x N a? 0 '?
Z I I I I I?
p c ? E
z'
? u
a
R "
E t
N -
d
a
O
'
^
6
3 3 3 = ?

LL LL
2 -E
m
O

- Y -
c?i of v ?ri m n E
2
C
a
f
c
U
3
I zz
O03-
Q '-
Z w
f a` „
Y m
L 4 d ?
L S.
j n 9 N
u `
x 3 x
m m c ^

° E m v
`m m
c? U ? a w C
a v p m? a g N? a

C N 's ? N? ,rj 0? LL O
E 4 >4 >4 >4 >4 >4 `g X414 4 04
a y

h ?
O
H
t
?
a
5 ? s a
m a 3 ? ?

o m m v -' _
m 3 m
?
Q N a 0 a vi y
I I I ? z -
Q
? z
o 0 0
O
C
C
C
3
ya
Q
E
3

0
-_n
E
N
K
3
C
N
w
U
7
E
q
O
y
O
C
C
v
Z
O
? c
Q ?
z 2
? co
K ?
u 'C
O c ?
LL. ? N
Q z a
C
Q ?
H
O uj S
W W
ZO
f- U
a-O rn
v

? .22
N

N
N l
m
J J
??
2 x 2
H q y? a
U .?
m y E N N =? N o"i
S 3 N a c

'gy
LL m _
m o z ?

ea
_ U 2 6 O
U
U _
9
? U
E n E
o
U
m ? o

3 w Ou ° -
u 2
'v v
N
Z m I I I I Iry
? c ?
? C o E

N
N e
v

LL
2
J
?
5

N n < v? N
? 2
1 E
K
z
c
H
LL
U
Z
m
1 a
H L
Q g
z w
z a N
.u m
L 4 0. ?
L m w
Z .X ? n
Q t w
5
N

m
3
? °
E c
o

.?.
w
O g w ? o? ? r= c
m
q
a `? c
o y o
'
?
CO
5 N? O N O a O ?? ?.a. O
E>I>I>1>I4.l
a` w

m Q 4

E 3
m t-t

? q d
0 3m= - y
$ 3 9
^n
g N Q O o
? ` ?
c N N
I l l y z :?.
3 ?
° a a a
0 0 om
s z O
E
c
C
>
2
a
j
3
N
O
N
N
CL
G
O
N
O
S
0
y
O
o`
K
C
V.
N
n m C

M K i N j r

a? F 7P
S N ? ? Y

D ? 5 ? m
LL m p Z
N
C ?(
O
-
m
[ O
? N N '?i IL`
U S O 7 ? 0
a ? IIIIII
w

E o

U 12

U
i E m c
U
? ?
v_ o
5. O o U J
`
- o W U `
2' 3 m
a N Q
N
d S S
K (7
9

E N O U m
C
119

Zoo
Z ^
O
a '9
z
c
K ?
? W c
00
LL p
N
a
U
^
H Q
Q J w' O
? W QI
LL,
U?
U)
w oo J

7m L".^.J S n c..
?? rr ...?
• c Q dh
G U
-
y
"? ?
"'Q ? O ? >
x a E
e
'
?
u
+? m
no
?-
.y N
C y N
N
.. E c a
U
U
..
C
.. 3
` ._ O?
C aN
U
m

Z

O o .m

m C_

h-
N ??
U N N 0_ F
W
as > O L ? W
d Q C Q y_ ?
? W Q U
<
? LL
F
3 2
N

m
3 W a v a a
W
f

t

?a
3
U ?
}
ZOC
T }
a c
z
Y a d
L o a L
L ? r y
? ? s v
Q o E
L S 3 2 C
_ m C

? g ?? rv U J ? H c
.S c O a` a9 c N m a

j E m
o
- 1 -3 N y v

mF
_?I?IIIIs?III ?
F a a
3

C
c 3 m -

a :,
a
m x O
m Oa
t? J L ?
6
? aS to
Q
v
?
O
`o ? 3 9 o D
5` t 0 t y ?
a N Q O a H ..
? I t s .2 0 0 0
D C
K Z h d 6 S
O O p

? O -
K
C
c
>
1
ya
a
Q

N
0
6'.
LL
O
N
0

LL
p
O
2?Acm Unix "Hy t'rvncsNg Site Awl 2" 2N4
isolated Wellnnds Permit Application. Prs+j=- t Nit. 21103-0424
Attachment E; - Stream Chissitication Forms
NCDWO Stream Classification Form SCP1 - Non-jurisdictional Channel A
Project Name: 24-acre University Crossing Site River Basin: Yadkin/Pee Dec County: Mecklenburg Evaluator(s): KJK GCA
DWQ Project Number: Nearest Named Stream: Mallard Creek Signature(s):1CS?k
Date: 9/26/03 USGS QUAD: Harrisburg Longitude: W 80a 44' 13" Latitude: N 35a 19' 17"
Location/Dircctions: From Charlotte take North Tryon (US 29) towards Concord. The site is located in the southwest quadrant of the Mallard Creek Church
Road - North Tryon Street (US 29) intemoction.
'PLEASE NOTE: If evaluator and landowner agree that the feature is a man-made ditch, then use of this form is not necessary. Also, if in the best professional judgement of the evaluator, the
feature is a man-made ditch and not a modified natural stream--this rating system should not be used-
Primary Field Indicators: (Circle One Number Per Line)
L Geomorphology Absent Weak Moderate Strona
1) Is Thcre A Riffle-Pool Sequence? Q 1 2 3
2) Is The USDA Texture In Streambed
Different From Surrounding Terrain? 0 2 3
3 Are Natural Levees Present? I 1 2 3
4) is The Channel Sinuous? 1 1 2 3

r
i
I
5) Is There An Active (Or Relic)
11. Hydrology Absent Weak Moderate Strong
1) Is There A Groundwater
Flow/Discharee Present? Q 1 2 3
PRIMARY HYDROLOGY INDIC 1 TOR POINTS: 0
1 Are Fibrous Roots Present in Streambed? 3 2 1 I
2) Are Rooted Plants Present In Streambed? 3 2 1 I
3 Is Per h ton Present? I 1 2 3
4) Are Bivalves Present? I 1 2 3
PRIMARY BIOLOGYINDICATOR POINTS: 0
Secondary field indicators: (Circle One Number Per Line)
1. Geomorpholoey Absent Weak Moderate Strong
1 is There A Head Cut Present in Channel? I 0.5 1 1.5
2) is There A Grade Control Point in Channel? H 0.5 1 1.5
3) Does Topography Indicate A
Natural Drainage Way? 0 1 1.5
SECONDARY GEOMORPHOLOGY I.1DIC t TOR POINTS: 0.5
i1. Hydrology Absent Weak Moderate Strong
1) Is This Year'i s (Or Last's) Leatlittcr
Present in Streambed? 15 1 0 0
2 Is Sediment On Plants Or Debris Present? I 0.5 I 1.5
3) Arc Wrack Lines Present? 1 0.5 1 1 5
4) Is Water In Channel And >48 firs. Since 1 0.5 1 1.5
Last Known Rain? ('NOTE: IiDitch Indicated lit 09 Above Skin This Step And k5 Below,')
' 5) Is There Water In Channel During Dry I© 0.5 1 1.5
Conditions Or In Growing Season)?
6) Are Hydric Soils Present in Sides Of Channel (Or In Hcadcut)o Yes=1 5 Ao=?
SECOIVDARYiIYDROLOGYiNDIC,4TOR POINTS: 0.5
ilioloty
111• Absent
? Weak Moderate Strong

i Are Fish Present? I 0.5 1 1.5
2 Are Amphibians Present? I 0.5 1 1.5
3 Are A uaticTuriles Present? 1 0.5 1 1.5
4 Are Crayfish Present? 1 0.5 1 1.5
5 Are Nfacrobenthos Present? 0.5 1 1.5
6) Are Imn Oxidizing, Bacteria,'Fungus Present? I 0.5 1 1.5
7 is Filamentous AI sae Present? 0.5 1 1.5
8) Are Wetland Plants In Streambed? SAV Mostly OBL Dfostly FACW Mostly FAC Mostly FACU Mostly UPI,
(' NOTE: if Total Absence Of All Plants lit Streambed 2 1 0.75 0 0
As Noled Above Skip This Step UNLESS S4V Present').
SECONDARY BIOLOGY INDIC 1 TOR POINTS: 0.5
TOT. IL POINTS (Primary +,Secondan')= 5.5 (If Greater Than Or Equal To 19 Points The Stream Is Al Least Intermittent)

('NOTE: If Bed & Bank Caused By Ditchine,4nd IVITHOUTSinaosity Then Score=0')
10) Is A 2od Order Or Greater Channel (As Indicated
On Topo Map AndlOr in Field) Present? Yes=-3 No=1
PRIMARY GEOAfORPHOLOGYINDiCATOR POINTS: 4
OFFICE USE ONLY
DWQ#
1
,{-
STREAM QUALITY ASSESSMENT WORKSHEET
SCPI: Channel A - Non-jurisdictional _,-
1. Applicant's Name: REALTICORP 2. Evaluator's Name: Gregg Antemann and Kip Kerecman
3. Date of Evaluation: 09/26/03 4. Time of Evaluation: 4:00 pm
5. Name of Stream: N/A 6. River Basin: Yadkin/Pee Dee
1 7. Approximate Drainage Area: 1 acre S. Stream Order: First
9. Length of Reach Evaluated: approximately 60 linear feet 10. County: Mecklenburg
11. Location of reach under evaluation (include nearby roads and landmarks): The site is located in the southwest quadrant of the
intersection of North Trvon Street (US 29) and Mallard Creek Church Road.
12. Site Coordinates (if known): N 35° 19'17" W 80°44' 13"
13. Proposed Channel Work (if any):
14. Recent Weather Conditions: No rain within 48 hours
1 15. Site conditions at time of visit: Sunny, 80°F
16. Identify any special waterway classifications known: -Section 10 -Tidal Waters -Essential Fisheries Habitat
-Trout Waters -Outstanding Resource Waters Nutrient Sensitive Waters -Water Supply Watershed (I-IV)
17. Is there a pond or lake located upstream of the evaluation point? YES SIf yes, estimate the water surface area: N/A
18. Does channel appear on USGS quad map? YES e) 19. Does channel appear on USDA Soil Survey? YE N
20. Estimated Watershed Land Use: 25% Residential % Commercial % Industrial 0 % Agricultural
75% Forested % Cleared / Logged % Other ( ;
1 21. Bankfull Width: 2-3 feet 22. Bank Height (from bed to top of bank): 1-3 feet
23. Channel slope down center of stream: -Flat (0 to 2%) X Gentle (2 to 4%) -Moderate (4 to 101/16) -Steep (>10%)
24. Channel Sinuosity: X Straight -Occasional Bends Frequent Meander -Very Sinuous -Braided Channel
Total Score (from reverse): 19 Comments: Channel appears to have been man made.
Evaluator's Si-nature ?/Gt?° Date ?o/a/D3
This channel evaluation form is intended to hused only as a guide to assist landowners and environmental professionals in gathering t fie data required by the United States Army
Corps of Engineers in order to make a preliminary assessment of stream quality. The total score resulting from the completion of this form is subject to USACE approval and does
not imply a particular mitigation ratio or requirement. Form subject to change - version 05103. To Comment, please call 111-376-3441 x 26.
1
CJ
L

USACE AID#_
24-Acre I nhersitp Cru?sinl; Siic April 21 2(1(',t
kohlicil N\ ctilintls Y(I mil Atlpilcplintt I'r+l?ct! Nr, 2U(1i-11?2d
lk achment F -- Ile, presellt<ltiVe I"I'Mo ttli•a)h5
24-Acre Unive ity Crossing Site

Photograph A. View of Wetland A4

Photograph B. View of Wetland AA
it
i
April 21,
No. 2003.
j
24-Acre Univeosity Crossing Site April 21,

Photograph C. View of non jurisdictional isolated wetland
II
WI
r
Photograph D. View of non jurisdictional Channel A
u
I
24-Ac rc I niVt.I it N. a I11"Nink, Site April 21, 004
kolAt'd W than, l'rrosit lpplicnlion 1'rol-vt No. 20131..01124
Attachment (: -- Algellcy ('01,11'esp lidencc

r
u
DE
North Carolina Department of Environment and Natural Resources
Michael F. Easley, Governor
U

1-1
P-
U

P.-
U

Mr. Kip Kerecman
Carolina Wetland Services
5000 Nations Crossing Road, Suite 230
Charlotte, NC 28217
April 13, 2004
William G. Ross Jr., Secretary
Subject: 24-Acre University Crossing Site - Commercial Development; Charlotte, Mecklenburg
County CWS Project No. 2003-0424
Dear Mr. Kerecman:
The Natural Heritage Program has no record of rare species, significant natural communities, or
priority natural areas at the site nor within 3/4-mile of the project area. Although our maps do
not show records of such natural heritage elements in the project area, it does not necessarily
mean that they are not present. It may simply mean that the area has not been surveyed. The use
of Natural Heritage Program data should not be substituted for actual field surveys, particularly if
the project area contains suitable habitat for rare species, significant natural communities, or
priority natural areas.
You may wish to check the Natural Heritage Program database website at
<www.ncsparks.net/nhp/search.html> for a listing of rare plants and animals and significant
natural communities in the county and on the topographic quad map. Please do not hesitate to
contact me at 919-715-8697 if you have questions or need further information.
Sincerely,
Z- Z
Harry E. LeGrand, Jr., Zoologist
Natural Heritage Program
HEL/hel
s
n
1601 Mail Service.Center, Raleigh, North Carolina 27699-1601
Phone: [phone] - FAX: [phone] • Internet: wMv.enr.state.nc.us
An Equal Opportunity ! Affirmative Aeon Employer- 50 % Recyded • 10 9% Post Consumer Paper
NorthCarolina
,I1'atura!!y
24-;sere lliik?:rsit? (.Iussint; Site
._
Isolated N%01 I)IIs PvIIII iI ApplicaIilIII
April 21, 2004
I'rn+c cf Nr). 2001-0424
Attacbmcnt 11 -- U.S. Army Corps o1' U',mvinvers Notificatioll of
Jurisdictional DetC'l'lllinatioll
L'
F
C
i
0
1.1
U.S. ARMY CORPS OF ENGINEERS
Wilmington District
Action ID: 200430108 County: Mecklenbur __?,
\,= P
NOTIFICATION OF JURISDICTIONAL DETERMINATION
U, Property Authorized
Owner Realtico
Attn: Brian Rollar
Address 14120 Ballantyne Corporate Place
Suite 160
Charlotte, NC 28277
Telephone Number 704-542-7773
Agent Carolina Wetland Services, Inc.
Attn: Gregory Antemann
Address 5000 Nations Crossing Road, Suite 230
Charlotte, NC 28217
Telephone Number 704-527-1177
Size and Location of Property (waterbody, Hi2liwav name/number, town, etc.): The property is
Basis for Determination: The site contains wetlands with indicators of ordinary high water marks
There are waters of the U.S., to include wetlands, on the above described property which we strongly. suggest
should be delineated and surveyed. The surveyed wetland lines must be verified by our staff before the Corps will
make a final jurisdictional determination on your property.
Because of the size of your property and our present workload, our identification and delineation of your wetlands
cannot be accomplished in a timely manner. You may wish to obtain a consultant to obtain a more timely
(US Hwy 29), in Charlotte, Mecklenburg County, North Carolina. The site is approximately 24 acres in
size.
located Indicate in the Which of th western the Follow quadrant ing of the iApplv:ntersection Mallard Creek Church Road and North Tryon Street
,
located adjacent to Mallard Creek, in the Catawba River Basin. There are also wetlands (labeled "wetland
BB") and ephemeral drainage features on the property that are considered non.-jurisdictional.
delineation of the wetlands. Once the consultant has flagged a wetland line on the property, Corps staff will
review it, and, if it is accurate, we strongly recommend that you have the line surveyed for final approval by the
Corps. The Corps will not make a final jurisdictional determination on your property without an approved survey.
X The waters of the U.S., to include wetlands, on your lot have been delineated, and the limits of the Corps
jurisdiction have been explained to you. Unless there is a change in the law or our published regulations, this
determination may be-relied upon for a period not to exceed five years from the date of this notification.
There are no waters of the U.S., to include wetlands, present on the above described property which are subject to
the permit requirements of Section 404 of the Clean Water Act (33 USC 1344). Unless there is a change in the law
or our published regulations, this determination may be relied upon for a period not to exceed five years from the
1 date of this notification.
Placement of dredged or fill material in wetlands on this property without a Department of the
1 Army Permit is in most cases a violation of Section 301 of the Clean Water Act (33 USC 1311). A
permit is not required for work on the property restricted entirely to existing high ground. If you
have any questions regarding the Corps of Engineers regulatory program, please contact
Amanda D. Jones at tele one number 828 271-7980 ext. 7
Project Manager Signature
Date November 17, 2003 ExpiraiiQn Date November 17, 2008
SURVEY PLAT OR FIELD SKETCH OF THE DESCRIBED PROPERTY AND THE WETLAND
DELINEATION FORM `LUST BE ATTACHED TO THE YELLOW (FILE) COPY OF THIS FORM.
t-Acre l -IiNcl ;it ( Io""ing Site lpril 21. 2004
l nlstir 1 1? ilai??l? l'i•rmtt \nplic ttimi i', njrcl it 1. <lNl 4)_t'_ 3
Aitachmoit I ---. Proposed laa p acts (Fi,,urc 4)

N
.? ,D
O -p
O
C
N Q
E
CO c? Q
? j M
(n > r
O
0-
0
CL
i : Aga
. p.
;\ f
({?;, ;
7 ? 4
l
co
0
Fla
I - a
f
o N i 1
H Z o
v t '?
Hr
w
'• 7 N L5Y ?
NEI
a
h
n ?

? o
U
-? cn
U
C m 0
,
CLC_
E 'Fn O
En L-
D
C U
-
o
UU
co -C
O
0 0
L Z
a_ j
U
C +-+
d- O
LQ) D
:Q U

ti ?.
N
w
m
o m Y 8 ?

Q
O K
O _
U
b g
m
D
N
?+{
a
N VU
"S N
a

(n
N

V) 00
y,?N

y
y
b ?,Vq ?ro
U
0v)in
3.? z:; N
o
°
.? z
d
c
0
u
?U
?erv/c
n
s
o
Ir
$7
ru }0?
b
0
It
m
Z
W
l7
W
J
W
U o 0
N N
? C

Q
¢

ZQ
J W
¢
¢
J
W
3
~
W
3

Z
O
r.
~ J

z
0
U
A
H

U H
?
2
Z

mm
05/26/2004 17:11 7045271133 CAROLINA WETLAND SVC PAGE' 01/02
r ? •
t•
J, CAROLINA WETLAND SERVICES INC.
? 11 5000 NATIONS CROSSING ROAD, SUI'T'E 230
a1 CHARLO'l T$, NC 28217
r,L704-527-1177-OFFICE
704-527-1133-FAX
FACSIMILE TRANSMITTAL SHEET
TO: FROM L-
Ed Schwar rn n GzeggAntemann
COMPANY: EdL\[i.:
NCDWQ - gre clrolinaa edandservices.con.T
FA : N'UmBi i T07AL NO. OF PAGLS [N(,I.U'DING COVLPL:
[phone] 2
PHONE NU.NIDL:L- DATr•_
[phone] May 26, 2004
RL: YOUR ILCk t -NC5 T4UMBER.
DWQ#04-0665
El URGLNT Q rOP. RZVILw ? PLEASE W mIENT ? PLEAS: K1 FLY ? PLEA L KECi CLE
N OT E 51 M-U4EN 1•S:
Ed
I'leasc see the attached letter requesting more time to prepare the xcquested information. If
you leave any questions give me a call at 704-527-1177.
Thalals,
Gregg
V EgI "DS 1401 GROUP

\sdIgER dPAulY SECTfO;d
S:4Sl11-"! f 141 1"rv t1'OTTCE: 1 rn raGi„ sp ye attmde oo y ror 1e< use of ho .,,,vtJ K l or ccnry r? w [ tbdrasrL ud my caw:atn amta(y;lhon' ct is pm il14cd.
?oafd-teal, and (z mp from dixloaure vAft applirahle law, If 1Lc ruder of this me- jc lY not the immded reelpiear, or the emplayee or q,;*t rtapcaaiblo fur de::?erint the
mmmge to nc% ialmded reapient, you mo hccaby arched that any dirsaaicadon, dlatrlpupon, or copyirg of iu4 communication iu i:riclly mohibit.L if you hnvt rcaa?w this
comaltulicatiua in error, pleat w;fy es i rmedutdy by tNephoae and ream the orl3 wl tern a[a to mat 1110 LjVYc oddres pis the U.S. Portal Stavice Thank yov.
IF TRANSMISSfON IS NOT R2CEIVED IN GOOD ORAER. PLEASE CALL GREGG ANTEMANN ;3 704.377.16:2
MAY-26-200,4 WED 16:03 TEL:[phone] NAME:DWQ-WETLAt-1DS P 1
or
05/26/2004 17:11 7045271133 CAROLINA WETLAIJD SVC
Carolina Wedand Services
May 26, 2004
Mr. Ed Schwartzman
NCDENR - Division of Water Quality
Wetlands Unit
2321 Crabtree Blvd.
Raleigh, NC 27604-2260
Subject: Request for an Extension to Provide Additional Information
24-Acre University Crossing Site
Charlotte, North Carolina
Carolina Wetland Services Project No. Z1003-0424
DWQ # 04-0665 .
Dear Mr. Schwartzman
PAGE 02/02
On behalf of our client REALTICORP, Carolina Wetland Services, Inc. (CWS) is submitting this letter in
response to your request for additional information in a letter dated May 6, 2004, regarding the 24-Acre
University Crossing Site (DWQ;#04-0665) located in Charlotte, North Carolina. Gray Engineering is
developing the Storm Water Management Plan for this project and needs additional time to come up with the
design details requested. We are requesting a two week extension to provide the information you requested.
Thank you for your attention to this matter.
Sincerely,
temann, PWS
Principal Biologist
Attachments.
ec: Mr. Brian Rollar, R1-ALTICORP
Mr. Lynn Solcsbee, Gray Engineering
1
?I 5000 Nations Crossing Road, Suite 230 • Charlotte, NC 28217 • [phone] Phonc . [phone] Fax
www.carolinawetlandsmices.com
MAY-26-2004 WED 16:04 TEL:[phone] NAME:DWQ-WETLAtJDS
P: 2
Carolina Wetland Services
May 26, 2004
Mr. Ed Schwartzman
NCDENR - Division of Water Quality
Wetlands Unit
2321 Crabtree Blvd.
Raleigh, NC 27604-2260
I,ArVE
'• r
TL,nni01?^ (1?l
i
Subject: Request for an Extension to Provide Additional Information
24-Acre University Crossing Site
Charlotte, North Carolina
Carolina Wetland Services Project No. 2003-0424
DWQ # 04-0665
Dear Mr. Schwartzman:
On behalf of our client REALTICORP, Carolina Wetland Services, Inc. (CWS) is submitting this letter in
response to your request for additional information in a letter dated May 6, 2004, regarding the 24-Acre
University Crossing Site (DWQ#04-0665) located in Charlotte, North Carolina. Gray Engineering is
developing the Storm Water Management Plan for this project and needs additional time to come up with the
design details requested. We are requesting a two week extension to provide the information you requested.
Thank you for your attention to this matter.
Sincerely,
egor C. Antemann, PWS
Principal Biologist
Attachments:
cc: Mr. Brian Rollar, REALTICORP
Mr. Lynn Solesbee, Gray Engineering
l'
t
it
5000 Nations Crossing Road, Suite 230 Charlotte, NC 28217 [phone] Phone [phone] Fax
11? www.carol inawctlandserviccs.corn
C
N
T
Cl?
O 01
0 N a
CL > -
E.6 2 7
o0)a?oE
U'y « > N
O ) CYO .L
O N
t U) O
0
(D U U
y
N
C a
?
? Q cJ LO. U
? C
U
-0 c a
.- ? co o V)
co U O C •p
P N U U IC
N C N ' y .-
O
CL air
EL " c
C _J O
U a
0
N
U
a
N
U
t
U
Z
O
n
U
2 N
aNi E O
a
O
X ¢ (U
?a ?
2 ?
CL a 2
U N N N
U CC 5
<n 8Y? ?
M
O
l0
h
J
u
h ?
4 ?^
.a
ti
o
0 u
o
U f`7 ?
00
y N ?
?zc
0 ; o
O d
a >
cG=U0
to
}
li
Z
N
O
V
N
m
m
R1
0•"
m
rq
0
Q N
U
N
C3 I u
rl C
ra a
m ILL
_ U
rn
o,
O I u
rz-
I-
1 c
N
n
u I `
I LL
h
af-
D ?Icc
N ? E
U C
r?lo
I¢
N ILL
I;.
i •?i
rr?

.u w Z
zQ 4?-?
NC?u Cd
C ? ?.
A C C
< ? o
°.
`o
? o a
G.C=;
?•?
C
0
?e
C
z

m
m

(n ? >
-
7
CL
(D m
(n
1 T
o
U)
(D
N

(D
r
Cl)
o m
-<

0
0
r- n?
m

;"

d
CL
(D
cn
iv
a
:. 1
N i

s -u -n,)
@No-,.

Cr C/) n
XO Z
O Qo N

O?O? \ NA
T F9pG
? r
O 'C
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
January 30, 2006
DWQ Project # 04-0665
Mecklenburg County
REALTICORP
C/O Mr. Tom Bruce
14120 Ballantyne Corporate Place
Charlotte, NC.28277
Subject Property: University Crossing Site
APPROVAL OF STORMWATER MANAGEMENT PLAN
Dear Mr. Bruce:
On August 25, 2005, the Division of Water Quality (DWQ) received the revised storm water management
plan prepared by your engineer, Mr. Chris Price, of Gray Engineering Consulting Inc. This Plan has been
reviewed and satisfies the storm water management conditions of the Isolated Wetlands Pen-nit issued on
August 27, 2004.
The structural storm water practices as approved by DWQ as well as drainage patterns must be
maintained in perpetuity. No changes to the structural storm water practices shall be made without
written authorization from the Division of Water Quality. Storm water easements shall be recorded for a
distance of at least 10 feet on each side of all storm water conveyances on all lots containing these
structures including future access for maintenance. The storm water easements shall allow for the ability
to maintain the structures, perform corrective actions as described above and shall provide protection of
the structures from potential alternations by future property owners.
This letter completes the review of the Division of Water Quality under Section 401 of the Clean Water
Act. If you have any questions, please telephone Mr. Samuel A. Aghimien at 919-733-3574.
Sincerely,
Cyndi B. Karoly
DWQ, 401 Oversight/Express Permitting Unit
CBK/Saa
cc: DWQ Raleigh Regional Office
USACE Asheville Regulatory Field Office
DWQ Mooresville Regional Office
File Copy
Central Files
Chris L. Price, P.E., Gray Engineering Consulting, 132 Pilgrim Road, Greenville, SC. 29607
Filename: 04-0665 University Crossing BMP Approval, 1-30-06
One
C
N arolina
401 Oversight/Express Review Permitting Unit .ptth?t`rr`!?
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] /FAX [phone] / Internet: http://h2o.cnr. state.no,us/ncwetlands
An Equal Opportunity/Affirmative Action Employer- 50% Recycled/10% Post Consumer Paper
,0
Project Name: University Cross
Project No. DWQ 04-0665
Pond No.
SUBMITTED DESIGN. 1 REQUIRED DESIGN:
8/31/2005
elevations 5.6 average depth status
Bottom of Basin (ft) 588
Permanent Pool (ft) 593 5 ft. depth ok
Temporary Pool (ft) 595.5 2.5 ft. depth ok

areas
Permanent Pool SA (sq ft)
25300
22626 sq. ft.
ok
Drainage Area (ac) 20.61 -6639; based on avg depth ok
Impervious Area (ac) 17.52 85.0%
-
volumes
Permanent Pool (cu ft) 141096
Temporary Pool (cu ft) 63700 60979 cu. ft. ok
Forebay (cu ft) 30000 21.3 % ok
other parameters
SA/DA 2.66 2.52 -
Orifice Diameter (in) 3 0.26 cfs drawdown -
Design Rainfall (in) 1 2.8 day drawdown ok
Linear Interpolation of Correct SAIDA***
5 ft. Permanent Pool Depth
% Impervious SA/DA fron (Avg. Depth)
Next Lowest 80 2.38 -0.969992095 1.08
Project Impervious 85.0 2.52 0.74 1.26
Next Highest 90 2.66 -0.509607905 1.43
3 ft 4
.r ' 1:8!25/2005 09:55 8642975187 GRAY ENGIHEERIlfG PAGE 01/02
FAX TRANSMITTAL
GRAY ENGINEERING CONSULTANTS, INC.
132 PILGRIM ROAD, GREENVILLE, SC 29607
PHONE: [phone] FAX: [phone]
TO: SAM ? C Wil ?7L/
COMPANY- ?LtJ
FAX NO.: 'J J 9- 733 -&&13
FROM: Cam, Ste(
G.E.C. PROJECT NO.: `?©CS?? 1? 0? 2S0 f J Co t)ojiye'1Z5('1`1 (R.osS /U(-, TOTAL.
DATE: PAGES:
(INCLUDING COVER PAGE)
COMMENTS:
.??1 -? r9Y ? ?1?2?1-? 1 ? 2c Vr ,??c? ?2.1cS f???-? T
l I ?`
IF YOU RECEIVE THIS FAX IN ERROR. FLEA5E NOTIFY U3 AT 004.297-3027 AND DISCARD ALL INFORMATION
RECEIVED IN ERROR. PLEASE REMEMBER THAT ALL FAXES ARE CONFIDENTIAL AND SHOULD NOT BE C1VEN
TO ANYONE OTHER THAN SPECIFIED ON THIS TRANSMITTAL. NEWrAXFM.NK4 c11:5ro1
AUG-25-2035 THU 03:21 TEL:[phone] NANE:DWO-WETLANDS P. 11
1 `
08/25/2005 09:55 8642975187 GRAY ENGINEERING PAGE 02/02
Project No. DWQ &I/, ogrs- (to be provided by DWO)
DIVISION OF WATER QUALITY - 401 WET DETENTION BASIN WORKSHEET
DWQ Stcrmwater Manogement Plan Review:
1. PROJECT INFORMATION (please complete the following information):
Project Name; 2!9 S it!
Contact Person: _2.Did/r/ L)AV7S Phone Number: a 9 0 D
For projects with multipL basins, specify which basin this worksheet applies to: _N1,
Basin Bottom Elevation 0 a ft. (average elevation of the floor of the basin)
Permanent Pool Elevation 593.06 ft. (elevation of the orifice invert out)
Temporary Pool Elevation 5-0 ft. (elevation of the outlet structure invert in)
Permanent Pool Surface Area ZS; &0 sq. ft. (water surface area at permanent pool elevation)
Drainage Area zt,. to 1 ac. (on-site and off-site drainage to the basin)
Impervious Area 17.57- ac. (on-site and off site drainage to the basin)
Permanent Pool Volume 141.01( cu. ft. (combined volume of main basin and forebay)
Temporary Pool Volume G 3 .moo o cu, a. (volume detaired on top of the permanent pool)
Forebay Volume 3 0 1"Q 2t7 cu, ft.
SAIDA used Z. U 0" (surface Brea to drainaga area ratio)
Diameter of Orifice 3 in. (draw down orifice diameter)
II. REQUIRED ITEMS CHECKLIST
The following checklist outlines design requirements per the Stcrmwater Best Management Practices Manual, Initial in the space
provided b indicate the following design requirements have been met and supporting documentation is attached. If a requirement has
not baen met, attach an explanation of why. At a minimum, a complete sormwater management plan submittal includes a worksheet for
each BMP, design calculations, plans and specifications showing all Bfi and outlet structure details, a detailed drainage plan and a
fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for additional information
and will substantially delay final review and approval of the project
Applicants Initials
C++° The temporary pool controls runoff from the 1 inch storm event.
ZPLN d The basin length to width rate is greater than 3:1,
The basin side slopes are no steeper than 3:1.
ce A submerg.d and vegetated perimeter shelf at less than 6:1 is provided.
(if 0 Vegetation to the permanent pool elevation is specified.
An emergency drain is provided to drain the basin.
G° The permanent pool depth is between 3 and 6 feet (required minimum of 3 feet).
CIO The temporary pool draws down in 2 to 5 days.
?Cle The forebay volume is approximately equal to 20°,'0 of the total basin volume.
(A4 S:dimant storage is provided in the permanent pool.
Ce Access is provided for maintenance.
edo A notarized site specific operation and maintenance (4&M) plan is provided.
+?•TG ZU-A vegetation managemenUrnowing schedule is provided in the 0&M plan.
Semi-annual inspections are specified in the 0&M plan.
G+?! A debrs check is specified in the 00 plan to be performed after every storm ovent.
c41 A specific sediment dean-out benchmark is listed (elevation or depth) in G&NI plan.
G° A responsible party is designated in the C&M plan.
Oki
AUG-25-2885 THU 88:21 TEL:[phone] NANE:DWQ-WETLANDS P. 2
o?OF W A TF9QG

Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
August 27, 2004
REALTICORP
C/o Mr. Tom Bruce
14120 Ballantyne Corporate Place
Suite 160
Charlotte, NC 28277
Subject Property: 24-Acre University Crossing Site
APPROVAL of Isolated Wetlands Permit
Dear Mr. Bruce:
Alan W. Klimek, P.E. Director
Division of Water Quality
DWQ Project # 04-0665
Mecklenburg County
You have our approval, in accordance with the attached conditions, to place permanent fill in 0.21 acre of
isolated wetlands in order to construct the 24-acre University Crossing Site at Mallard Creek Church
, as described in your application for the
Road and North Tryon Street intersection in Mecklenburg County
purpose of constructing a mixed use commercial development at the subject property, as described within
your application dated and received by the Division of Water Quality on April 22, 2004 and as modified
per the letter from your consultant dated August 19, 2004 (received August 20, 2004). After reviewing
your application, we have determined that this fill is covered by the State General Permit for Impacts to
Isolated Wetlands and Isolated Waters (IWGP100000). In addition, you should get any other federal,
state or local permits before you go ahead with your project including (but not limited to) Sediment and
Erosion Control, Non-Discharge and Water Supply Watershed regulations. Also, this Permit will expire
upon the expiration date of IWGP100000 (September 30, 2008) or unless otherwise rescinded by the
Director of the Division of Water Quality.
This approval is for the purpose and design that you described in your application. If you change your
project, you must notify us and you may be required to send us a new application. If the property is sold,
the new owner must be given a copy of this Permit and approval letter and is thereby responsible for
complying with all conditions. If total fills for this project (now or in the future) exceed one acre of
wetland or 150 linear feet of stream, compensatory mitigation may be required as described in 15A
NCAC 2H .0506 (h). This approval requires you to follow the conditions listed in the attached Permit
and any additional conditions listed below.
6?_ '? 0
f? S CO
J t V? 0, t 7/
401 Wetlands Certification Unit
1650 Mail Service Center, Raleigh, North Carolina 27699.1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] /FAX [phone] /Internet: http://h2o.enr.state.nc.us/ncwetiands
None Carolina
Naturally
An Equal Opportunity/Affirmative Action Employer- 50% Recycled/10% Post Consumer Paper
REALTICORP:
Page 2 of 3
August 27, 2004:
The Additional Conditions of the Certification are:
1. Impacts Approved
The following impacts are hereby approved as long as all of the other specific and general
conditions of this Certification (or Isolated Wetland Permit) are met. No other impacts are
approved including incidental impacts:
Amount Approved Plan Location or Reference
nits
Isolated Wetlands 0.21 (acres) Figure 4 - Proposed Impacts 24-Acre
University Crossing Site
2. Erosion & Sediment Control Practices
Erosion and sediment control practices must be in full compliance with all specifications
governing the proper design, installation and operation and maintenance of such Best
Management Practices in order to protect surface waters standards:
a. The erosion and sediment control measures for the project must be designed, installed,
operated, and maintained in accordance with the most recent version of the North Carolina
Sediment and Erosion Control Planning and Desigki Manual.
b. The design, installation, operation, and maintenance.of the sediment and erosion control
measures must be such that they equal, or exceed, the requirements specified in the most
recent version of the North Carolina Sediment and Erosion Control Manual. The devices
shall be maintained on all construction sites, borrow sites, and waste pile (spoil) projects,
including contractor-owned or leased borrow pits associated with the project.
c. For borrow pit sites, the erosion and sediment control measures must be designed, installed,
operated, and maintained in accordance with the most recent version of the North Carolina
Surface Mining Manual.
d. The reclamation measures and implementation must comply with the reclamation in
accordance with the requirements of the Sedimentation Pollution Control Act.
3. No Waste, Spoil, Solids, or Fill of Any Kind
No waste, spoil, solids, or fill of any kind shall occur in wetlands, waters, or riparian areas beyond
the footprint of the impacts depicted in the Pre-Construction Notification. All construction
activities, including the design, installation, operation, and maintenance of sediment and erosion
control Best Management Practices, shall be performed so that no violations of state water quality
standards, statutes, or rules occur.
4. No Sediment & Erosion Control Measures w/n Wetlands or Waters
Sediment and erosion control measures shall not be placed in wetlands or waters to the maximum
extent practicable. If placement of sediment and erosion control devices in wetlands and waters
is unavoidable, they shall be removed and the natural grade restored within six months of the date
that the Division of Land Resources has released the project.
5. Certificate of Completion
REALTICORP:
Page 3 of 3
August 27, 2004:
Upon completion of all work approved within the 401 Water Quality Certification or applicable
Buffer Rules, and any subsequent modifications, the applicant is required to return the attached
certificate of completion to the 401/Wetlands Unit, North Carolina Division of Water Quality,
1650 Mail Service Center, Raleigh, NC, 27699-1650.
6. Written Stormwater Management Plan (Final Plan Needed)
A final, written stormwater management plan (including a signed and notarized Operation and
Maintenance Agreement) shall be approved in writing by this Office before the impacts specified
in this Certification occur. The stormwater management plan must include worksheets, plans and
specifications for stormwater management facilities that are appropriate for surface waters
classified as Class C and designed to remove 85% TSS according to the most recent version of
the NC DENR Stormwater Best Management Practices Manual. These facilities must be designed
to treat the runoff from the entire project, unless otherwise explicitly approved by the Division of
Water Quality. Also, before any permanent building is occupied at the subject site, the facilities
(as approved by this Office) shall be constructed and operational, and the stormwater
management plan (as approved by this Office) shall be implemented. The structural stormwater
practices as approved by this Office as well as drainage patterns must be maintained in perpetuity.
No changes to the structural stormwater practices shall be made without written authorization
from the Division of Water Quality.
Violations of any condition herein set forth may result in revocation of this Permit and may result in
criminal and/or civil penalties. The authorization to proceed with your proposed impacts or to conduct
impacts to waters as depicted in your application and as authorized by this Permit, shall expire upon
expiration of IWGP100000 (September 30, 2008) or unless otherwise rescinded by the Director of
the Division of Water Quality..
If you do not accept any of the conditions of this Permit (associated with the approved wetland or stream
impacts), you may ask for an adjudicatory hearing. You must act within 60 days of the date that you
receive this letter. To ask for a hearing, send a written petition, which conforms to Chapter 150B of the
North Carolina General Statutes to the Office of Administrative Hearings, 6714 Mail Service Center,
Raleigh, N.C. 27699-6714. This Permit and its conditions are final and binding unless you ask for a
hearing.
This letter completes the review of the Division of Water Quality under the Isolated Wetlands Rules as
described within 15 NCAC 2H, Section 0.1300. If you have any questions, please telephone John Dorney
in the Central Office in Raleigh at 919-733-9721 or Alan Johnson in the DWQ Mooresville Regional
Office at 704-663-1699.
AWK/jrd
Enclosures: IWGP100000
Certificate of Completion
cc: Gregory Antemann; Carolina Wetland Services; 5000 Nations Crossing Road, Suite 230,
Sincerely,
REALTICORP:
Page 4 of 3
August 27, 2004:
Charlotte, NC 28217
USACE Asheville Regulatory Field Office
DWQ Mooresville Regional Office
File Copy
Central Files
Filename: 040665UniversityCrossing(Meeklenburg)ISO

GRAY ENGINEERING CONSULTANTS, INC.
July 15, 2005
Mr. Sam Aghimien t p "??IJ
IJ
NCDENR DWQ 2
321 Crabtree Blvd JUL R 2005
Suite 250
Raleigh, NC 27604 DENR -WATER QUAUTY
919-733-3574 WETLANDS RID STOPJAyATER BRANCH
Mr. Aghimien:
Re: University Crossing
Stormwater Design
DWQ Project #04-0665
GEC Job #250116
Enclosed is a copy of the stormwater calculations and design for this project. I think
there is some confusion on what is being constructed and I am hoping that this information will
clarify the issues. Below are responses to your comments dated May 23, 2005.
1. The pond is designed per the BMP Manual with the exception of vertical walls in the
detention pond. This was coordinated with Edward Schwartzman in the DWQ office.
2. See drainage calculations.
3. See drainage calculations.
4. See drainage calculations and plan.
Please contact me with any questions.
Si
ray,rjhqi4-eerVg Consultants, Inc.
s L. Price, P.E.
250116.11tr-sadenr.doc
132 Pilgrim Road - Greenville, S.C. 29607
Phone [phone] - Fax [phone]
?OF W ATF9o Michael F. Easley, Governor
?O DW 61 William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
Alan W. Klimek, P.E. Director
Division of Water Quality
May 23, 2005
CERTIFIED MAIL: RETURN RECEIPT REQUESTED
Realticorp Inc
Mr. Tom Bruce
14120 Ballantyne Corporate Place, Suite # 160
Charlotte, NC, 28277
Subject Property: 24- acres University Crossing Site
REQUEST FOR MORE INFORMATION
Dear Mr. Bruce:
DWQ Project # 04-0665
Mecklenburg County
On March 22, 2005, the Division of Water Quality (DWQ) received the revised storm water management
plan prepared by your engineer Mr. Chris Price, P.E., of Gray Engineering Consultants Inc, to comply
with the conditions of the Isolated Wetlands Permit issued on August 27, 2004. The following additional
information is needed before the plans can be approved.
1. 401 Wet Detention Basin Worksheet, and the ponds should meet 85 % TSS as per latest BMP.
2. The drainage area map shows 63.08 ac site, PCN shows 24.035 or 26 ac, and your worksheet shows
20.61 ac, account for all of the site flow rates and the differences in the area given.
3. The Forebay, the Orifice, and the Drawdown did not meet requirements.
4. Wet Detention pond design with level spreaders for more benefits and a map showing buffers area.
Please respond within three weeks of the date of this letter by sending three (3) copies of this information
in writing. This letter only addresses the Storm water Management Plan review and does not authorize
any impacts to wetlands, waters or protected buffers. Please call Mr. Sam Aghimien at 919-733-3574 if
you have any questions.
Sincerely,
Cyndi Karoly, Supervisor
401 Oversight/Express Review Permits Unit
CBK/SAA
cc: Alan Johnson, DWQ Mooresville Regional Office
USACE Asheville Regulatory Field Office
File Copy
Central Files
Chris Price, P.E., Gray Engineering Consultants Inc, 132 Pilgrim Rd, Greenville, SC. 29607
Filename: 04-0665 University Crossing info 5-19-05-1
401 Oversight/Express Review Permits Unit
1650 Mail Service Center, Raleigh, North Carolina 27699.1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone]/ FAX [phone]/ Internet: htto://h2o.enr.state.nc.us/ncwetiands
NocthCarolina
Alnturallj
An Equal Opportunity/Affirmative Action Employer- 50% Recycled/100o Post Consumer Paper
o?o? wAr?RQ?
C QWar/
? Y
Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
May 23, 2005
CERTIFIED MAIL: RETURN RECEIPT REQUESTED
Realticorp Inc
Mr. Tom Bruce
14120 Ballantyne Corporate Place, Suite # 160
Charlotte, NC, 28277
Subject Property: 24- acres University Crossing Situ
REQUEST FOR MORE INFORMATION
Dear Mr. Bruce:
Alan W. Klimek, P.E. Director
Division of Water Quality
DWQ Project # 04-0665
Mecklenburg County
On March 22, 2005, the Division of Water Quality (DWQ) received the revised storm water management
plan prepared by your engineer Mr. Chris Price, P.E., of Gray Engineering Consultants Inc, to comply
with the conditions of the Isolated Wetlands Permit issued on August 27, 2004. The following additional
information is needed before the plans can be approved.
1. 401 Wet Detention Basin Worksheet, and the ponds should meet 85 % TSS as per latest BMP.
2. The drainage area map shows 63.08 ac site, PCN shows 24.035 or 26 ac, and your worksheet shows
20.61 ac, account for all of the site flow rates and the differences in the area given.
3. The Forebay, the Orifice, and the Drawdown did not meet requirements.
4. Wet Detention pond design with level spreaders for more benefits and a map showing buffers area.
Please respond within three weeks of the date of this letter by sending three (3) copies of this information
in writing. This letter only addresses the Storm water Management Plan review and does not authorize
any impacts to wetlands, waters or protected buffers. Please call Mr. Sam Aghimien at 919-733-3574 if
you have any questions.
Sincerely
C di Karoly, Supervisor
401 Oversight/Express Review Permits Unit
CBKISAA
cc: Alan Johnson, DWQ Mooresville Regional Office
USACE Asheville Regulatory Field Office
File Copy
Central Files
Chris Price, P.E., Gray Engineering Consultants Inc, 132 Pilgrim Rd, Greenville, SC. 29607
Filename: 04-0665 University Crossing info 5-19-05-1
401 Oversight/Express Review Permits Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] FAX [phone] Internet: http://h2o.enr.state.nc.us/ncwetiands
None Carolina
?ttirn!!U
An Equal Opportunity/Affirmative Action Employer- 50% Recycled110% Post Consumer Paper
?,O+F WAT?9o Ivlichacl F. Easley, Governor
! ?i William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
0 .
Alan W. Klimek, P.E. Director
Division of Water Quality

May 23, 2005
CERTIFIED MAIL: RETURN RECEIPT REQUESTED
Realticorp Inc
Mr. Tom Bruce
14120 Ballantyne Corporate Place, Suite # 160
Charlotte, NC, 28277
Subject Property: 24- acres University Crossing Site
REQUEST FOR MORE INFORMATION
Dear Mr. Bruce:
DWQ Project # 04-0665
Mecklenburg County
On March 22, 2005, the Division of Water Quality (DWQ) received the revised Storm water management
plan prepared by your engineer Mr. Chris Price, P.E., of Gray Engineering Consultants Inc, to comply
with the conditions of the Isolated Wetlands Permit issued on August 27, 2004. The following additional
information is needed before the plans can be approved.
1. 401 `'Vet Detention Basin Worksheet, and the ponds should meet 85 % TSS as per latest BMP.
2. The drainage area map shows 63.08 ac site, PCN shows 24.035 or 26 ac, and your worksheet shows
20.61 ac, account for all of the site flow rates and the differences in the area given.
3. The Forebay, the Orifice, and the Drawdown did not meet requirements.
4. Wet Detention pond design with level spreaders for more benefits and a map showing buffers area.
Please respond within three weeks of the date of this letter by sending three (3) copies of this information
in writing. This letter only addresses the Storm water Management Plan review and does not authorize
any impacts to wetlands, waters or protected buffers. Please call Mr. Sam Aghimien at 919-733-3574 if
you have any questions.
Sincerely, /a?
C?n?roly, Supervisor
401 Oversight/Express Review Permits Unit
CBKISAA
cc: Alan Johnson, DWQ Mooresville Regional Office
USACE Asheville Regulatory Field Office
File Copy
Central Files
Chris Price, P.E., Gray Engineering Consultants Inc, 132 Pilgrim Rd, Greenville, SC. 29607
Filename: 04-0665 University Crossing info 5-19-05-1
401 Oversight/Express Review Permits Unit
1650 Mail Service Center, Raleigh, North Carolina 27699-1650
2321 Crabtree Boulevard, Suite 250, Raleigh, North Carolina 27604
Phone: [phone] / FAX [phone] Internet: http://h2o.enr.state.nC.us/ncwetlands
Nol-tliCarolina
Jlalrrrally
An Equal Opportunity/Affirmative Action Employer- 50% Recycledl10% Post Consumer Paper

JOB NAME JOB NUMBER PAGE NO.
d/viyCitc,im 1 iv 24W-7e-
JOB DESCRIPTION BY DATE
D/
?,o crl" V i 105 ??}SI IBS G? ?'?
GRAY ENGINEERING CCNSU11JANTS, INC. / 132 Pi!Orim Rcad / Greenville, SG 2S607 / (°64) 297-3027
WET [WETLAND] DETENTION BASIN OPERATION AND MAINTENANCE AGREEMENT
[Wetland maintenance wording is bracketed. Please modify the document as appropriate.]
The wet [wetland] detention basin system is defined as the wet [wetland] detention basin, pretreatment
including forebays and the vegetated filter if one is provided.
Maintenance activities shall be performed as follows:
After every significant runoff producing rainfall event and at least monthly:
a. Inspect the wet [wetland] detention basin system for sediment accumulation, erosion, trash
accumulation, vegetated cover, and general condition.
b. Check and clear the orifice of any obstructions such that drawdown of the temporary pool occurs within
2 to 5 days as designed.
2. Repair eroded areas immediately, re-seed as necessary to maintain good vegetative cover, mow
vegetative cover to maintain a maximum height of six inches, and remove trash as needed.
3. Inspect and repair the collection system (i.e. catch basins, piping, swales, riprap, etc.) quarterly to
maintain proper functioning.
4. Remove accumulated sediment from the wet [wetland] detention basin system semi-annually or when
depth is reduced to 75% of the original design depth (see diagram below). Removed sediment shall be
disposed of in an appropriate manner and shall be handled in a manner that will not adversely impact
water quality (i.e. stockpiling near a wet [wetland] detention basin or stream, etc.).
The measuring device used to determine the sediment elevation shall be such that it will give an accurate
depth reading and not readily penetrate into accumulated sediments.
When the permanent pool depth reads 4.5 _ feet in the main pond, the sediment shall be removed.
[For stormwater wetlands: If the elevation of the marsh areas exceed the permanent pool elevation, the
sediment should be removed to design levels. This shall be performed by removing the upper 6 inches of
soil and stockpiling it. Then the marsh area shall be excavated six inches below design elevations.
Afterwards the stockpiled soil should be spread over the marsh surface. The soil should not be stockpiled
for more than two weeks.]
When the permanent pool depth reads 3, o feet in the forebay [and micro-pool], the sediment shall
be removed.
BASIN DIAGRAM
(fill in the blanks)
Permanent Pool Elevation oo
Sediment Removal El.
Bottom Elevation 5$9.0x1
------ -------

75%
Sediment Removal Elevation 59?.50 75%
8
FOREBAY
MAIN POND
Page I of 2

5. Remove cattails and other indigenous wetland plants when they cover 50% of the basin surface. These
plants shall be encouraged to grow along the vegetated shelf and forebay berm.
[For wetlands: Wetland planting densities in the marsh areas should be maintained by replanting bare
areas as needed. Wetland plants should bd encouraged to grow in the marsh areas.]
6. If the basin must be drained for an emergency or to perform maintenance, the flushing of sediment
through the emergency drain shall be minimized to the maximum extent practical.
7. All components of the wet [wetland] detention basin system shall be maintained in good working order.
8. Level spreaders or other structures that provide diffuse flow shall be, maintained every six months. All
accumulated sediment and debris shall be removed from the structure, and a level elevation shall be
maintained across the entire flow spreading structure. Any down gradient erosion must be repaired and/or
replanted as necessary.
I acknowledge and agree by my signature below that I am responsible for the performance of the seven
maintenance procedures listed above. I agree to notify DWQ of any problems with the system or prior to any
changes to the system or responsible party.
cw
Print name: annul k . Q-A
Title
Address:
Phone: lbq _
Signature:
Date: Z1 t?,
Note: The legally responsible party should not be a homeowners association unless more than 50% of the
lots have been sold and a resident of the subdivision has been named the president.
I, a Notary Public for the State of ly/°'''i?
County of i' do hereby certify that
personally appeared before me'this 17' day of r?-ojGGai -?? 7
and acknowledge the due
execution of the forgoing wet [wetland] detention basin maintenance requirements. Witness my hand and
official seal,

c'
W O

T
v

SEAL
My commission expires
Page 2 of 2
? 5F xNATF9Q Michael F. Easley, Governor
William G. Ross Jr., Secretary
North Carolina Department of Environment and Natural Resources
> _? , =1 Alan Klimek, P.E., Director
CJ '? Division of Water Quality
Coleen H. Sullins, Deputy Director
Division of Water Quality
May 6, 2004
DWQ # 04-0665
Mecklenburg County
CERTIFIED MAIL - RETURN RECEIPT REQUESTED
Realticorp
Attn: Tom Bruce/Brian Rollar
14120 Ballantyne Corporate Place, Suite 160
Charlotte, NC 28277
Subject Property: 24-acres University Crossing Site
Dear Mr. Bruce and Mr. Rollar:
On April 22, 2004 the Division of Water Quality (DWQ) was notified by receipt of your application regarding your plan to
fill wetlands or waters for the purpose of a commercial development in Mecklenburg County. Approval from DWQ is
required to disturb these areas. Please provide 7 copies of the following information and refer to the DWQ # listed above in
your reply. Please show these on maps of suitable scale (for instance 1" = 100 feet) so we can begin to determine your
projects' compliance with 15A NCAC 2H .0500.
1. Please provide detail for the stormwater management practices.
2. Please indicate all stormwater outfalls on the site plan.
3. Stormwater Management: Applicant is proposing to use wetland "AA" to treat stormwater. Flows into this
wetland will need to be non-erosive and protect the wetland uses. A pretreatment device (likely a dry basin
with level spreaders) will be needed if the wetland is large enough to handle the flow. Applicant must provide
calculations to meet these design criteria. Wetland monitoring will also likely be needed with t backup plan if
wetland uses are lost. Please contact John Dorney at 733-9146 for details.
Please telephone John Dorney at 919-733-9646 if you have any questions or would require copies of our rules or procedural
materials. This project will remain on hold as incomplete in accordance with 15A NCAC 2H .0505(c). The processing time
for this application will begin when this information is received. If we do not hear from you by writing or by fax at (919)
733-6893 within three (3) weeks we will assume you no longer want to pursue the project and will consider it withdrawn.
Sincerely,
JRD/bs
0/1 *
rater y
1 lity Ce is ion Program
cc: Mooresville DWQ Regional Office
Asheville Corps of Engineers
Central Files
File Copy
Gregory Antemann, CWS, 5000 Nations Crossing Road, Suite 230, Charlotte, NC 28217
Ed Schwartzman, DWQ
N. C. Division of Water Quality, 401 Wetlands Certification Unit,
1650 Mail Service Center, Raleigh, NC 27699-1650 (Mailing Address)
2321 Crabtree Blvd., Raleigh, NC 27604-2260 (Location)
[phone] (phone), 919-733-6893 (fax), (httVIlh2o.enr.state.nc.us/ncwctlands)
Customer Service #: 1-877-623-6748
V?
NCDH-.?R
ITITITME In (07
L?<
GRAY ENGINEERING CONSULTANTS, INC.
CHRIS L. PRICE, P.E. (EXT. 28)
TO:
Gregg Antemann
Carolina Wetland Services
5000 Nations Crossing Road, Suite 230
Charlotte, NC 28217
704-527-1177
DATE: 3/8/2005 10:52 AM G.E.C. JOB#: 240078
RE:
University Crossing Development
U.S. 29 and West Mallard Creek Road
Charlotte, NC
WE ARE TRANSMITTING
SHOP DRAWINGS PLANS SOIL RESULTS LETTER
SUBMITTALS SPECIFICATIONS COST ESTIMATE SEE DETAIL
X PRINTS ATTACHED X CALCULATIONS DISK(S)
MAILED VIA
UNITED STATES MAIL OVERNIGHT-NEXT AFTERNOON BY BAND
x OVERNIGHT- NEXT MORNING 2- DAY DELIVERY COURIER SERVICE
AS CHECKED BELOW:
FOR APPROVAL PRELIMINARY REVIEW & COMMENT APPROVED AS SUBT.
X FOR YOUR USE FOR CONSTRUCTION BID DOCUMENTS APPROVED AS NOTED
FOR FIELD USE AS REQUESTED PERMIT REVISE & RESUBMIT
QTY. I REVISION NO. I DESCRIPTION
I Gregg Set of Full Size Civil Plans, Storm Calculations, Wet Detention Worksheet, Level Spreader
Worksheet
REMARKS:
Gregg,
Enclosed are the items requested for you to forward to the NCDENR Water Quality Division. Please contact me if you
have any questions. Thank you.
DISTRIBUTION: DISTRIBUTION:
1
FILE:240078-1tr-gacivs.doc SIGNED:
132 Pilgrim Road • Greenville, S.C. 29607
Phone [phone] • Fax [phone]

'C""ITOHna' V7cthand stnikcs
Aueust 19, 200.1
WETLANDS 1401 GROUP
Mr. Ed Sclnrtrtzman
NCDENR - Division of Water Quality AUG 2 0 2004
11 ctlands Unit
2321 Crabtree Blvd.
Ralcish, NC 27604-2260 WATER QUALITY SECTION
Subject: Additional Information regarding Storm Water Treatment
24-Acre University Crossing Site
Charlotte, North Carolina
Carolina Welland Services Project No. 2003-0424
DWQ tJ 04-0665
Dear Mr. Schwartzman:
On behalf of our client REALTICORP, Carolina Wetland Services, Inc. (CWS) is submitting this letter in
response to your request for additional information in a letter dated May 6, 2004, regarding the 24-Acre
University Crossing Site (DWQW-1-0665) located in Charlotte, North Carolina. We are submitting seven
copies of this letter and the conceptual Storm Water Management Plan for the site. Gray Engineering is
developing the Storm Water Managenient Plan according to the NCDENR Manual for this project that will
incorporate a wet pond and avoid impacting on-site jurisdictional wetland areas. Based on the results of our
analysis, using an on-site floodplain wetland for stone seater treatment is not feasible. Please see the attached
conceptual SWMP plan view and a cross section of the proposed Wet Pond for your review. Please don't
hesitate to call me if you have questions concerning this project. Thank you for your attention to this matter.
Sincerely,
Greg6ry C. Antcmann, PWS
Principal Biologist
t Attachments: Conceptual Stonn Water Management Plan mid Wet Pond Cross Section
s
cc: Mr. Brian Rollar, REALTICORP
Mr. Chris Price, Gray Engineering
tt
i(1
5000 Nations Crossing Road, Suite 230 Charlotte, INC 28217 (703) 527-1 177 Phone [phone] Fax
kv%vxv.carol ina«ctlandscrsiccs.com
A.lr 1
Y. • f-I o
e ?T
Auumst 19, 2004
WETLANDS 1401 GROUP
Mr. Ed Sch).vartzrrra n
NCDENR - Division of Water Quality AUG 2 0 2004
Wetlands Unit
2321 Crabtree Bhd.
Ralei-h, NC 27604-2260 WATER QUALITY SECTION
Subject: Additional information regarding Storm Water,rreatment
24-Acre University Crossing Site
Charlotte, North Carolina
Carolina Wetland Services Project No. 2003-0424
DWQ 4 04-0665
Dear Intr. Schwartzman:
On behalf ofour client REALTICORP, Carolina Wetland Services, Inc. (CWS) is submitting this letter in
response to your request for additional information in a letter dated May 6, 2004, regarding the 24-Acre
Universitv Crossing Site (DWQri04-0665) located in Charlotte, North Carolina. We are submitting seven
copies of this letter and the conceptual Storm Water Management Plan for the site. Gray Engineering is
developing the Storm Water Management Plan according to the NCDENR Manual for this project that will
incorporate a wct pond and avoid impacting on-site jurisdictional wetland areas. Based on the results of our
analysis, using an on-site iloodplain wetland for storm water treatment is not feasible. Please see the attached
conceptual SWMI' plan view and a cross section of the proposed Wet Pond for your review. Please don't
hesitate to call me if you have questions concerning this project. Thank you for your attention to this matter.
Sincerely,
AGrcg6ry C. Antcmann, PWS
Principal Biologist
1 Attachments: Conceptual Stonn Water Management Plan and Wet Pond Cross Section
t' cc: Mr. Brian Rollar, REALTICORP
t Mr. Chris Price, Gray Engineering
1 t
l
5000 Nations Crossing Road. Suite 230 • Charlotte, NC 28217 • (703) 527-1 177 Phone • [phone] Fax
?` I?\1 .%w.earolma%Nctlandsenices.com

?l
J00 NAME JOB NUMBER PAGE NO.
GlNlveres X7.1 ?r?os.;?lvc 2yno78
JOB DESCRIPTION / BY DATE
77 ON L??VGcPT? ?L' f? 107 o
.............. ...-.-.-..u.? i.-,"., n Y4 ..I--. If,1 , I .4 n-n no-.i... M....?4 1 (_rnn nvillr? Q(` ^C-4r)-7 I IP;'d) M7.?.(l,.;, i
(Carolina Wetland services
March 18, 2005
Mr. Ed Schwartzman
NCDENR - Division of Water Quality
Wetlands Unit
2321 Crabtree Blvd.
Raleigh, NC 27604-2260
Subject: Storm Water Management Plan
24-Acre University Crossing Site
Charlotte, North Carolina
Carolina Wetland Services Project No. 2003-0424
DWQ # 04-0665
Dear Mr. Schwartzman:
On behalf of our client REALTICORP, Carolina Wetland Services, Inc. (CWS) is submitting this letter and
the enclosed Final Storm Water Management Plans for the 24-Acre University Crossing Site
(DWQ904-0665) located in Charlotte, North Carolina for your review. Please don't hesitate to call me if you
have questions concerning this project. Thank you for your attention to this matter.
Sincerely,
C
Gregory C. Antemann, PWS
Principal Biologist
Attachments: Storm Water Management Plan
A`
? j
?1 i f
219@20YRN
MAH 2 2 2005
DENR - WATER QUALITY
titi1?1 AtJOS AND STOR PATER BRANCH
550 E. Westinghouse Blvd. • Charlotte, NC 28273 • [phone] Phone • [phone] Fax
www.cws-inc.net
DWQ Project No
DIVISION OF WATER QUALITY - LEVEL SPREADER WORKSHEET
1. PROJECT INFORMATION (please complete the following information):
Project Name : U IV V112-1;jn C?dSy/ivG,
Contact Person: a124 4N /?6L(,4lL Phone Number:
Level Spreader ID: .
Level Spreader Length / 80 ft.
Drainage Area 20. to 1 ac.
Impervious Area /7.52 ac.
Maximum Filter Strip/Buffer Slope O L4 %
grass
Max. Discharge from a 10 Year Storm 26.0 cfs
Max. Discharge to Level Spreader #z&. O cfs
Filter Strip/Buffer Vegetation (4RAS$
Pre-treatment or Bypass Method P
II. REQUIRED ITEMS CHECKLIST
(perpendicular to flow)
(on-site and off-site drainage to the level spreader)
(on-site and off-site drainage to the level spreader)
(6% for forested, leaf littler cover, 8% for thick ground cover)'
(thick ground cover or grass, canopied forest with leaf litter
groundcover)
Initial in the space provided to indicate the following design requirements have been met and supporting documentation is attached. If a
requirement has not been met, attach an explanation of why. At a minimum, a complete stormwater management plan submittal includes
a worksheet for each BMP, design calculations, plans and specifications showing all BMPs and outlet structure details, a detailed
drainage plan and a fully executed operation and maintenance agreement. An incomplete submittal package will result in a request for
additional information and will substantially delay final review and approval of the project.
Applicants Initials
!6e e Nare(1? Level spreader is at least 13 ft. per cfs for thick ground cover or grass or 100 ft per cfs in canopied forest with leaf
litter.
LJL - Pre-Form Scour Holes are on flat slopes only
life No structures are located in protected buffers"
If bypass method specified in the Draft Level Spreader Design Option Document:
?v??4- Bypass method is specified (if applicable) and plan details and calculations are provided
N14 Discharge to level spreader and subsequent filter strip is hydraulically and spatially separate from the bypass
discharge.
No structures are located in protected buffers.
KJ.4 Plan details for the bypass and outlets are provided.
GP The operation and maintenance agreement includes annual erosion and vegetation repair.
The operation and maintenance agreement signed and notarized by the responsible party is provided.
Level spreaders in series can be used on slopes of up to 15% in forested areas with leaf littler cover or on slopes of up to 25% in areas
with thick ground cover or grass if designed according to the Draft Level Spreader Design Option Document. This potentially requires a
minor variance in protected buffer areas. In any event the second level spreader cannot be located in Zone 1 of a protected buffer area.

JOB NAME JOB NUMBER PAGE NO.
UIV t V,-Vs f ssi fu Z?00-7 8
JOB DESCRIPTION
O BY , n DATE
-Vy'q/
ven- ?R ?L'YL- D2lLSl???
t GVr 7
GRAY ENGINEERING CONSULTANTS, INC. 1132 Pil.,dm Rcad / Greenville, SC 29607 / [phone]
r

dica d he wo6,1- Idsu??%f
dra?njjo,,j bps%? 6?4?1e-
d `y
ra?? ?e5 y? S
rn
0
Wetlands Unit Phone Numbers
Updated April 12, 2004
Beth Barnes ............................... 715-8394
Chet Buell ................................. 715-4631
John Dorney .............................. 733-9646
Alicia DuClos ............................ 733-9584
Larry Eaton ................................ 715-3471
Debbie Edwards ........................ 733-9502
John Hennessy ........................... 733-5694
Mike Horan ............................... 715-3404
Cyndi Karoly ............................. 733-9721
Steve Kroger ............................. 733-3574
Rob Ridings ............................... 733-9817
Rick Savage ............................... 715-3479
Ed Schwartzman ........................ 715-3477
Danny Smith .............................. 733-9716
Beverly Strickland ..................... 733-3176
Cynthia Van Der Wiele ............. 715-3473
Bob Zarzecki ............................. 733-9726
DOT ........................................... 733-9604
DOT ........................................... 715-3425
DOT Line .................................. 733-5715
EPA Tracking Grant .................. 715-4617
Open - Amanda ......................... 715-3475
Open - Dave .............................. 715-3481
Main Number .......................... 733-1786
Express Main Number............ 733-0203
Conference Room ................... 715-4616
Conference Room 2 ................. 715-4614
Fax Number ............................. 733-6893

a
7-1
O
- r- U
o LL
O U:)
c z'l
- C1
.. z
-- w

L:: _
It__IA
l
LZOS-/-6Z (V99) //.0963 OS '811)nuO9J!Z)/ peon WP61Id M PONI'S1NVI7InSNO3 !DNIa33NIJN3 "HE)

?11. 71,
-- - - -; • --- - ---?-- ` . ' + ' ?__ ' _ ._ 1.--
--1--
+ --•-?--
1 '

I Sim.

7-_ --

?- -?- ?I I I I t + ,

4z/,ig 1 <Y-7-;? -1cWiv/ )y?qnvZ
31Y0 A8 NOI1dIa0S30 60P
/
'ON 30Yd H3UVtnN HOP 3NJYN e0P

?v
s
?U
?n
-- 1A
vv ?I
oa
D
q
III.
k
O
O
QJ1
0
Project Information
Attach a vicinity map clearly showing the location of the property with respect to local
landmarks such as towns, rivers, and.roads. Also provide a detailed site plan showing property
\ndan d development plans,in relation to surrounding properties. Both the vicinity map
must include a s le and north arrow. The specific foo ? rints of all bu ildings,
urfaces, or other ities must be included. If possible, th maps and plans should
ppropriate USGS To ographic Quad Map and NRCS Soil urvey with the property
utlined. Plan drawin s, or other maps maybe included at he applicant's discretion,
e property is giearl defined. For administrative and istribution purposes, the
es informati¢n to e submitted on sheets no larger t an 11 by 17-inc ormat;
however, DW may ac ept pa erwork of any size. DWQ pre ers full-size oonstruction
drawings rather an a 4uentia sheet version of the full-size pl ns. If ful ize plans are
reduced to a small cale uch that he final version is illegible, the ap licant w'1 be informed that
the project has been pJa ed on hold until decipherable maps are prov ded
1. Name of project:?Ofislow County Water Treatment P1antkEaraHes -
2. T.I.P. Project Number or State Project Number (NCDOT Only):
3. Property Identifi ation Number ((fax PIN)
4. Location `?..
County: Onslo
Subdivision nage (include phase/lot nu
Directions to sitq (include road numbers
A
Nearest Town: Jacksonvill
andmarks, etc.): Take 1-4U east to exit 364 near
Warsaw and Jacksonville. The westernmost well is
proposed to be( located adjacent to ;
proposed well sites and raw water/
ghway 24, Sly 1428 south of SR 4?
Hig
5. Site coordinat I , if available (U_ ?M or
(Note - If project is linear, sucYt as a r(
coordinates for each crossimz of a disti
6. Property sizel(acres):
7. Nearest body of water
iti
1432.
/Long See Al
or utili ? line, attach a
waterbod .)
over a rox'matel on
locean/lake): Bell S"
8. River Basin: White Oak 1
(Note - this must b one of North Carolina's seventeen desi
River Basin map i available at http://h2o.enr.state.nc.us/adm
Sheet
that separately lists the
and
major river basins. The
9. Describe the cyXsting conditions on the site arid?general land use in the"vicinity of the project
at the time of this application: 1. HSW10 - Riggs Site: The northwestern portion of the
Riggs Site has been disturbed, and a production well is located in the disturbed area. The
Page 6 of 15
n file:///Untitled
U
Chris, ??//
Please forward these comments regarding the University Crossing Project to Len Solesby.
According to my review of the project and John Dorney's comments, you first need to show that the
wetland AA can effectively assimilate the stormwater generated from the site. Please provide calculations
for this, taking into account the area of the wetland, the drainage area, and percent impervious. An example
that may lend itself well to your model would be the design/sizing criteria of a constructed stormwater
wetland, as demonstrated in our Stormwater BMP Manual. However, I would recommend that when
calculating necessary surface area,use a ponding depth of 9" in the wetland as opposed to 2' as shown in
our manual. Another resource for sizing constructed wetlands from NCSU is at
http://www.neuse.ncsu.edu/SWwetlands.pdf.
If you can show that the wetland can assimilate the stormwater from the site, then we can begin to review
the dry detention basin design. I was mistaken when I suggested that the dry detention basin could remove
85% TSS, rather it is estimated to only remove 50%. If the wetland size is inadequate to handle the
stormwater flows, we may want to consider another design besides a dry detention basin, such as a wet
detention basin or a combination of BMP's in series that can provide 85% TSS before reaching the
wetland.
In regards to the dry detention basin design that you submitted, I will have to ask John Dorney's opinion
and unfortunately this may take a little while. My main concern is the fact that by using retaining walls as
opposed to grassed slopes, you will lose treatment ability and retention time. Furthermore I have concerns
over the long term maintenance required with the retaining walls should they eventually begin to weaken
and fall apart.
I would additionally recommend that you make sure to indicate the stormwater outlets on site in your final
plan. It's also a good idea to work with the consultants to develop a wetland monitoring plan for wetland
AA with annual monitoring that will measure hydrology and vegetation in order to assess potential impacts
to the wetland.
Please don't hesitate to contact me with any further questions. I will be in the field tommorow and next
Tuesday but will be in the office on Wednesday and Thursday of next week.
Ed Schwartzman
"Chris L. Price, P.E." wrote:
Ed,Attached is the "rough" concept plan for the detention. Please contact us with any questions. Regards,
Chris L. Price, P.E.
Gray Engineering Consultants, Inc.
132 Pilgrim Road
Greenville, SC 29607
Ph: [phone]
Fax: [phone]
[e-mail]
1 of 1 5/27/04 6:18 PM
DWQ# d 010 Date D * Who Reviewed: ?)_ '7Y 10?
Plan Detail Incomplete
? Please provide a location map for the project.
? Please show all stream impacts including all fill slopes, dissipaters, and bank stabilization on the site plan.
? Please show all wetland impacts including fill slopes on the site plan.
? Please indicate all buffer impacts on the site plan.
? Please indicate proposed lot layout as overlays on the site plan.
? Please indicate the location of the protected buffers as overlays on the site plan.
? Please locate all isolated or non-isolated wetlands, streams and other waters pf the State as overlays on the site plan.
? Please provide cross section details showing the provisions for aquatic life passage.
? Please locate any planned sewer lines on the site plan.
? Please provide the location of any proposed stormwater management practices as required by GC
Please provide detail for the stormwater management practices as required by GC
? Please specify the percent of project imperviousness area based on the estimated built-out conditions.
Please indicate all stormwater outfalls on the site plan.
? Please indicate the diffuse flow provision measures on the site plan.
? Please indicate whether or not the proposed impacts already been conducted.
Avoidance and/or Minimization Not Provided

? The labeled as on the plans does not appear to be necessary. Please eliminate the or provide additional
information as to why it is necessary for this project.
? This Office believes that the labeled on the plans as can be moved or reconfigured to avoid the impacts to the
. Please revise the plans to avoid the impacts.
? . This Office believes that the labeled on the plans as can be moved or reconfigured to minimize the impacts to the
. Please revise the plans to minimize the impacts.
? The stormwater discharges at the location on the plans labeled will not provide diffuse flow through the buffer because
. Please revise the plans and provide calculations to show that diffuse flow will be achieved through the entire buffer. If it
is not possible to achieve diffuse flow through the entire buffer then it may be necessary to provide stormwater management
practices that remove nutrients before the stormwater can be discharged through the buffer.
Other
? The application fee was insufficient because over 150 feet of stream and/or over I acre of wetland impacts were requested. Please
provide $ . This additional fee must be received before your application can be reviewed.
? Please complete Section(s) on the application.
? Please provide a signed copy of the application.
? Please provide' copies of the application,
f
Mitigation
copies of the site plans and other supporting information.
? of compensatory mitigation is required for this project. Please provide a compensatory mitigation plan. The
plan must conform to the requirements in 15 A NCAC 2H.0500 and must be appropriate to the type of impacts proposed.
? Please indicate which 404 Permit the USACE would use to authorize this project.
V v??
•
N
„Vn pSi JP U`?C- p?aD ? Flows 14
Cl;ks9? a Ay aay;? ?;VI?
YIID-
iCPf? YW?/
C4_ ?IWS ,
?e$I? ? ??\? ^wIa/c?vA. unVti ?
w;1l?aVso ?'?F??,??u`W!o?t' uses ?
b? ?n

STORMWATER MANAGEMENT
AND
EROSION CONTROL
REPORT
L1-- I
For the Proposed
UNIVERSITY CROSSING - PHASE I
N. Tryon Street (U.S. Hwy 29) and W. Mallard Creek Ch. Road (SR 2472)
Charlotte, North Carolina
Prepared for
REALTICORP, INC.
14120 Ballantyne Corporate Place
Charlotte, NC 28277
ACA,?
Prepared by
Chris L. Price, P.E. ado SEAL
• 029755 ?
f
R4'Gft1
GRAY ENGINEERING CONSULTANTS, INC.
132 Pilgrim Road
Greenville, SC 29607
4:i?
G.E.C. Job No. 240078
January 10, 2005
M P?? ?L ,? 7 n05
h ? 6R?ot
DEN S WpSt0;t1fi
V;E0

r
F_t
TABLE OF CONTENTS
Project Description 1
Soils 1
® Town of 6Vake Forest Stormivater 11anagement Requirements. 1
Site Location 11ap 2
Site Topographic flap. 3
Site Aerial Alap 4
Site Hydrology S
Pre-Development Conditions. 5
Post-Development Conditions 6
Permanent 6Vater Quality Requirements 7
Storm Drain and Rip-Rap Outlet Stabilization Design 7
Sedlmentology 7
Erosion and Sedimentation Control Devices . 8
Tables:
Table I. Pre-Development Area Peak Flow Summary 5
Table II. Post-Development Area No. I Peak Flow Summary. 6
Table III. Post-Development Area No. 2 Pond Outfall Summary 6
Table IV. Post-Development Area No. 2 Peak Flow Summary. 6
Appendices: APPENDIX I Pre-Development Conditions Map
Pre-Dev. Conditions SEDCAD Calculations
Precipitation Figures
APPENDIX II Post-Development Conditions Map
Post-Dev. Conditions SEDCAD Calculation s
Pond Volume Calculations
APPENDIX III Storm Drainage Map
Storm Drain Design
Riprap Outlet Protection Design
Buoyancy Calculations
F.-I'a,
APPENDIX IV Water Quality Design
Temporary Sediment Basin Calculations
Level Spreader Design
Additional Calculations

1 V.
STORi'VIWATER MANAGEMENT AND SEDIivIENTOLOGY REPORT
UNIVERSITY CROSSING - PHASE I
CHARLOTTE, NORTH CAROLINA
Project Description
RealtiCorp, Inc. is proposing the construction of the first phase of an office/retail
park located in the City of Charlotte, North Carolina. The site is located on a 24.035-acre
tract of land at the western quadrant of North Tryon Street (U.S. Highway No. 29) and
West Mallard Creek Church Road (SR 2472). Refer to the Site Location Map.
The project will include the construction of a city street, commercial drives,
private roads, a stormwater detention facility, perimeter landscaping, mass grading, and
buffer areas. This stormwater management report considers the pre-development and the
post-development conditions for the entire watershed to the project site. The stormwater
detention facility has been sized for the post-development conditions including the full
build-out of all development including all outparcels. The total disturbed area for this
project will be approximately 26-acres.
Soils
According to the Soil Map provided by the City of Charlotte, the predominant
soils in the project area are identified as Enon and Wilkes soils (see soils map attached).
The Enon and Wilkes soils belong to the hydrologic soil group C. To be conservative,
hydrologic soil group B was used to model the site hydrology.
City of Charlotte Stornnvater iblanabenzent Requirements
The proposed development must follow the requirements set forth by the City of
Charlotte. The following are a few of the stormwater management requirements for the
City:
• Stormwater Quality is required.
• Analyze the 2, 10, and 100-year storm events
• Desired that Post-Development release peak rates not to exceed Pre-Dev.
release peak rates for 2 and 10-year storms
• Emergency Spillway designed for 50-year storm event
Please refer to Charlotte-Mecklandburg Stormwater Design Manual and the
Charlotte-Mecklandburg Land Development Standards Manual for specific design
requirements. Also, the design of the ponds must also meet the minimum standards for
design criteria set forth by the North Carolina Department of the Environment and
Natural Resources, Division of Water Quality, 401 Wetlands Unit.
0

Page 1 of 9
240013-StormSedReport-RcvZOO-;O I I O.doc,
I
q'
o
I/
SITE p
J jo'J
/ Y ?Qr j? r
a\ GrO, / i 1`?!
tix
vC`cJ
? r°? ,f 0 0.28mI `FL
SITE VICINITY MAP
UNIVERSITY CROSSING - PHASE I
City of Charlotte, North Carolina
Not to Scale
Page 2 of 9
230078-StomiSedReport-Rev20050110.doc
0
CMUSGUSCharlotte, North Carolina, United States 01 Jul 1996
-As
> 3-`
~i irk
?? ll '? r ?I j/'ln ` \` ^ 1 ??, • _, i r. ±??-r f _ ^'r j? r j. ,? i
32
650
ci(
.?-?_ ?; i %•' ?%J '? _ -tic..-.- ? f ?( ' •
M
???\ V v l l'+ -w,1-'--`5 -- -??.?; , '? '`r'r ,.'yam ?*`..?; /? -r•.' r
`= -? ` ` "•?o (fir j f .? ?:? ? ? ? ? • `, 1 -; t ll ? 1_- ? -?:-? ' ( ;? , 1`y?
?= 'i 'r' .,'' 1 1T1 i I Sl l J ?J !" err j t J y F l- 1 ','r _.?/?' lY' f r ?.Z L=
m 1 100, 200, 300,
Will yds 100 200 300
USGS QUAD MAP
UNIVERSITY CROSSING - PHASE I
City of Charlotte, North Carolina

k-,_1
Page 3 of 9
240078-StormSedReport-Rev200501 I O.doc

r4'
t ? t A r Ill - t ^' '7r tt ? }
J - _ t j`T ?, 9 4
1 ?. ?. 1 - y b
x
?('1
I
•.-
`
or'i

i
V MlecklanburgCounty GIS r "
i
'c
SITE AERIAL MAP
UNIVERSITY CROSSING - PHASE I
City of Charlotte, North Carolina

Page 4 of 9
240073-StonnSedRcport-Rcv200501IO.doc

Site Hydrology
The proposed development's site stormwater management plan has been designed
such that the post-development peak runoff rates are less than the pre-development peak
runoff rates for the 2 and 10-year storm events. The emergency spillways have been
designed to handle the post-development 50 and 100-year storm events. Rainfall data
specific to Charlotte-Meeklandburg were used. The SEDCAD 4 method of analysis was
utilized to produce the pre- and post-development peak runoff rates. All data and
computations reported in the following narrative and presented in the Appendices reflect
the SEDCAD 4 method of analysis. Refer to Appendix I for pre-development
calculations and Appendix II for post-development and pond design calculations.
Pre-Development Conditions
The existing ground cover is assumed to consist of wooded areas. Even though
some of the watershed is developed, it is assumed that adequate detention was provided
to mimic their pre-developed conditions. Under pre-development conditions, the site
drains in two directions; a slight ridge running northwest-southeast divides the east corner
of the site from the rest of watershed. The majority of the site (Area 42) drains toward
the southwest, to Mallard Creek. This creek is off-site yet features a 100-year floodplain
that crosses the southern corner of the property. The creek also features a low flat
wetland area that also encroaches onto the southern corner of the property. Eventually,
Mallard Creek outlets to the south under North Tryon Street (US Hwy 29) flowing
toward the Rocky River. Where Mallard Creek intersects North Tryon Street is our Point
of Study (POS) 92. The east corner of the site (Area #1) drains to a 30" RCP culvert
under North Tryon Street (US Hwy 29). This culvert eventually flows to Mallard Creek
on the other side of North Tryon Street. The entrance to this culvert is our Point of Study
(POS) #1. There is little off-site area draining to the site and none of the off-site area
drains into the detention facility. The total watershed area studied under pre-
development conditions is approximately 68-acres. Supporting hydrologic data and pre-
development calculations can be found in the Appendix I.
Table I. Pre-Development Peak Flow Summary
J

PRE-DEVELOPMENT PEAK FLOW SUMMARY
STORM PRECIPITATION PRE-DEV AREA NO.1 PRE-DEV AREA N0.2
EVENT (CFS) OUTFLOW (CFS) OUTFLOW (CFS)
YEAR
2 3.12 5.38 26.47
10 4.80 11.87 86.68
50 6.48 18.88 159.10
100 6.96 20.92 181.14
Page of 9
2 30073-Storm&dReport-Re00050110.doc
0
a
s
s
A
e
s
s
s
s
s
A
e
e
e
e
e
s
Post-Development Conditions
Under post-development conditions, there is one (1) permanent on-site detention
facility designed to detain the increased runoff from the proposed outparcels and most of
the main site. The 360' of the northern most drive to North Tryon Street drains
undetained to the 30" RCP culvert (POS #1) under North Tryon Street. Supporting
hydrologic data and post-development calculations can be found in the Appendix II.
Tahle 111 Pnct-nevelnnment Area No_ 1 Peak Flow Summarv
POST-DEVELOPMENT AREA No.1 PEAK FLOW SUMMARY (POS #1)
STORM EVENT (YEAR) PRE-DEV OUTFLOW (CFS) POST-DEV OUTFLOW (CFS)
2 5.38 4.36
10 11.87 6.74
50 18.88 9.11
100 20.92 9.79
Tahle 11 Post-nevelopment Area No_ 2 Detention Outflow Summarv
STORM EVENT
(YEAR) PEAK FLOW TO
POND (CFS) PEAK OUTFLOW
FROM POND (CFS) MAX. WATER
SURFACE
ELEVATION
2 45.16 4.73 597.03
10 72.63 25.96 599.14
50 99.76 72.49 600.25
100 107.47 85.30 600.56
TOP OF DIKE = 601.50 E.S. CKESC = 60U.UU I UP Ur 1<1JEK =.)ys._)U FUUL tL _ .)ys.UU
Tnhle IV Pnct_nevelnrnnent area Nn 2 Peak Flow Suntmarv
POST-DEVELOPMENT AREA NO.2 PEAK FLOW SUMMARY (POS #2)
STORM EVENT (YEAR) PRE-DEV OUTFLOW (CFS) POST-DEV OUTFLOW (CFS)
2 26.47 24.99
10 86.68 84.52
50 159.10 192.79
100 181.14 221.88
Page 6 of 9
240073-StormSedReport-Rev2OO5Ol10.doc
a
Pertnartent Water Quality Requirements
Based on the requirements by NCDENR and the City of Charlotte, both
permanent water quality and post-development detention will be provided for this project.
The wet retention basin (Water Quality Pond) for stormwater will be provided for the on-
site permanent pond.
Permanent water quality is achieved by using the permanent detention pond.
Based on the drainage area and impervious areas to the pond, the required North Carolina
Coastal Surface Area to Drainage Area (SA/DA) is provided with a permanent pool.
Approximately 20% of the volume of the permanent pool will consist of a forebay. In
addition to the permanent pool, the first one-inch of runoff from the site will be detained
and released over 2 to 5 days from a temporary pool. For post-development detention
purposes, the 2 and 10-year storm events will be attenuated to below the pre-development
conditions for the respective storm event.
One pond in the southern corner of the site near the existing wetlands will be used
to achieve the detention and the water quality requirements. Also, the pond will
successfully achieve the 85% total suspended solids (TSS) removal requirements as set
forth by the NCDENR for the piedmont area. The pond shall be used as a temporary
sediment pond during construction. The pond will also successfully handle the 100-year
storm without overtopping the retaining wall. The pond will have a single outfall. This
outfall has been designed such that it will handle the temporary pool volume and will be
released upstream of the existing wetlands to a riprap apron and level spreader to slow
flow velocity. This outfall has been designed such that it will also handle the remaining
larger storm events and will release flow to the level spreader.
Store: Drain and Rip-Rap Outlet Stabilization Design
Refer to the site grading and storm drain plan for pond locations, grading, and
layout configuration of the stormwater collection and conveyance system. The
stormwater conveyance system was designed using the Rational method. The 10-year
storm assuming a rainfall intensity of 7.0 inches per hour was used for design.
The Rip-Rap Outlet Stabilization was sized based on the 10-year design flow
determined at each pipe outfall. Refer to Appendix III for additional information.
Sedimentolob y
In order to control sediment runoff during construction, the proposed on-site
stormwater detention pond will be used as temporary sediment pond. As shown in the
calculations below, the storage volume of silt per disturbed acre is greater than 1,800
cubic feet (67 C.Y.) per acre, implying that a minimum trapping efficiency of 80% for the
10-year storm event will be maintained.
Page 7 of 9
240078-StonnSedReport-Rev200_;01 I O. doc

In addition to the main detention pond, four (4) temporary sediment basins, all
sized to be greater than 1,800 cubic feet per disturbed acre, will be installed during the
initial phase of construction. Refer to Appendix IV for temporary sediment trap
calculations.
Best management practices such as silt fencing, inlet protection, temporary check
dams stone check dams, riprap outlet protection, and stone mud-mats will be used to
deter sediment-laden runoff from leaving the site.
Calculations (Refer to Appendix 11 for pond volume calculations)
Disturbed Acreage (on-site) = 20.61 acres
Basin No. 1 Volume (Permanent Pool Volume) = 141,096 ft3
Storage / Disturbed Acre = 6.845 ft
(253 C.Y./AC)
Erosion and Sedimentation Control Devices
Construction Exits
One (1) construction exit will be installed as per the plans and details. The
location will be at the proposed entrance off West Mallard Creek Church Road to
the new City road. It will be necessary to monitor and replace or repair these
entrances as needed.
2. Silt Fencing
Double rows of silt fencing will be installed along all the fill slopes. This barrier
will provide added sedimentation protection. Silt fencing is also required around
all topsoil stockpiles. Location of silt fencing is shown on all the erosion control
plans.
Sediment Basins
Four (4) temporary sediment basins will be constructed at the low points on the
project site as shown on the plans and details. These basins are being used to
provide sediment control for those low points which will exist during the
beginning phases of construction. The sediment basins have been designed
using the N.C.D.E.N.R. BMP Manual and the Charlotte-Mecklandburg Land
Development Standards. The basins have been sized for 1,800 CF/AC of
drainage area, the perforated riser and barrel have been sized for the Q10
using Rational, and the emergency spillways have been sized for the Q50
using C=3.0, H=0.5 in. or less.
4. Temporary Berms and Diversion Ditches
Temporary berms and diversion ditches will be used to intercept sediment laden
runoff from all the disturbed areas and direct runoff into the sediment basins.
Page8of9
240073-S to nn& dRepo rt-Rev=0050110. doc

5. Temporary Slope Drains with Berms
Several temporary slope drains and berms utilizing stone check dams will be
installed along the top slope of the wet detention pond in order to reduce sediment
and flow velocity running down the fill slope into the pond.
6. Storm Drain Inlet Protection
As added projection, anywhere there is a storm structure inlet proposed, inlet
protection will be installed to filter any sediment from entering the storm drains.
7. Riprap Outlet Protection
Anywhere there is a storm outfall, properly riprap aprons shall be installed to
reduce flow velocity, minimize sediment-laden runoff, and reduce erosion.
Pond Outlet Protection
The outlet from the detention pond will flow to an energy dissipater structure
surrounded by a rip-rap apron. From this structure water will flow through a level
spreader to the existing wetlands in the southern corner of the property. This
system will be installed to reduce flow velocity, minimize sediment-laden runoff,
and reduce erosion.

J
III
Project Stag es for Erosion Control
This project will consist of generally three (3) stages of construction:
Stage One shall consist of contractor mobilization and limited clearing only to install
all initial temporary erosion control devices as shown on the Clearing Limits and
Temporary Erosion Control Plan (CV-1). These measures include the construction
exit off West Mallard Creek Church Road, silt fencing, wet detention pond,
temporary sediment basins, temporary berms, temporary diversion ditches, and
temporary slope drains.
Stage Two shall consist of final pond construction, primary fill slopes on the south
side of the site, retaining walls, and initial storm drainage construction as shown of
the Grading, Drainage, and Erosion Control Plan (CV-2). Construction of the drives
to West Mallard Creek Church Road and North Tryon Street shall take place.
Additional erosion sediment control devices used during this phase include silt dams
around catch basins, additional temporary slope drains (as needed), and vegetative
matting to stabilize fill slopes.
Stage Three shall consist of installation of concrete curb and gutter for the site,
paving, installations of all utilities, highway improvements, and final stabilization and
grassing.
Refer to the Appendices for all calculations and refer to the detailed Erosion Control
Plans and Details for all specific details, notes, and the construction sequences.
Page 9 of 9
240073-5 tormSedReport-Rev20050110. doc

APPENDIX I
PRE-DE VEL OPMENT CONDITIONS
SEDCAD CALCULATIONS
PRECIPITATION FIGURES FOR 2, 10, 50 AND 100-YEAR STORMS
J

J
D
H
7
7

u
r?
E
i

-: k¦ -
aapoos
-1
r :- - ,s= I
Ioo,
_ ?" +?` ? ?1\11,,11,, 11 -
??.e?S'" ?'?? \ 2 ? I \ • III '1' 1'''' '1 ? /
? j \ \?" ???? _ , 1 ?,',i??O'. ?. ? , i i l 1'',111'11 1 ? _ ,' ''? '
/1 I I \\\\_.\•Co :. /,'j, ??\•i •?• ?, ,';\'``1`'11 ?,'?/ '',
O I \ \ \? I '? / \•?\ ' \11`11`1 \- /' '?;
CN LL
LLJ
nz \1
C5 U-1
M`
_______-
\X
A 0'.
Ilk
= W - I i 11,,,,,111,
04 V,
N M W \ \'? \ \ \'; \111,
' \ \1 `
a?
LL J cn `/ \ 1 \ \1 \1
\'11,1 ,i,- %` \, 1` \ 1 \1, ?1 1 \\ `s \ _
It \ 1111,'1, '` , X1,11 \ \' 1,• - -
I'' ,-?- \'1 11 X11 1\Ir--
I ,Y F-
?. Q _ c U)
CL CN
'? { W l
1 ,
N - -
c1r) CL
,
\ 11.1;1; '1111 `?'1;; ? ;.;;?, ;.
r: a
\1 `' _ _ ` \. %11,11111'\`,1111111\11111`111\1',11, 1/////
N
UJI
c_' - Q o 9
LL -i U)
SEDCAD 4 for. Windows
r`-'H. h/ IOQA D-1. I Crh.unh
?D?IIVE9?SH? t??OSSgMG
GEC 24®078
Existing Conditions
Basin 1
Paul J. Harrison
Gray Engineering Consultants, Inc.
132 Pilgrim Road
Greenville, SC 29607
Phone: [phone]
Email: [e-mail]
Filename: 240078-existBasinl sc4
1
Printed 01-10-2005
SEDCAD 4 for Windows
r-,-ht 1acA D-i. 1 Gh-h
General Information
Storm Information:
Storm Type: NR T e II
Design Storm: 2 yr - 24 hr
Rainfall Depth: 3.120 inches
2
Filename: 240078-existBasin1.sc4 Printed 01-10-2005
I
SEDCAD 4 for Windows
(`- inhf 1aca o-i. i Gh,u-h
3
Structure Networking:
Type Stru # (ffllow Stru # Musk. K Musk. X Description
Null #1 =_> End 0.000 0.000 1 Basin #1 to P.O.S. #1
#1
Null
Filename: 240078-existBasinl.sc4
Printed 01-10-2005
SEDCAD 4 for Windows
r-,,il ht I OCR 0-1. I crh-.h

Structure Summary:
Immediate Total Total
Peak
Contributing Contributing Discharge Runoff
Area Area Volume
(ac) (ac) (cfs) (ac-ft)
#1 5.320 5.320 5.38 0.39
4
H Filename: 240078-existBasinl.sc4 Printed 01-10-2005

SEDCAD 4 for Windows
r-,-Ht 10011 0-1 1 Crhw?h
5
0
Structure Detail:
Structure ,;?'l (gull )
Basin #1 to P.O.S. #1
Filename: 240078-existBasintsc4 Pnnted 01-10-2005
SEDCAD 4 for Windows
r-,-ht 1 OCR P-i. 1 Crho.esh
Subwatershed Hydrology Detail:
Peak Runoff
S
S SWS Area Time of Conc Musk K Curve
MuskX UHS Discharge Volume
A
Stru # (ac) (hrs) (hrs) Number (cfs) (ac-ft)
# 1 1 5.320 0.085 0.000 0.000 72.000 F 5.38 0.390

5.320 5.38 0.390
Subwatershed Time of Concentration Details:
Stru # SWS
# Land Flow Condition Slope (%) Vert. Dist. Horiz. Dist. Velocity (fps)
(ft) (ft) Time (hrs)
#1 1 7. Paved area and small upland gullies 2.83 24.00 847.00 3.380 0.069
9. Small streams flowing bankfull 0.43 1.50 350.00 5.890 0.016
#1 1 Time of Concentration: 0.085
6
Filename: 240078-existBasinl.sc4 Printed 01-10-2005
SEDCAD 4 for Windows
r--hl I COR D-1. I Ghwah

0
0
0

M
El

0
0
0
0
0
General Information
Storm Information:
Storm Type: NRCS Ty e II
Design Storm: 10 yr - 24 hr
Rainfall Depth: 4.800 inches
1
Filename: 240078-existBasinl.sc4
Printed 01-10-2005
0
SEDCAD 4 for Windows
(`nnurinh/ 100A D-i. 1 Cnh-h
1
Subwatershed Hydrology Detail:
Peak Runoff
S
S SWS Area Time of Conc Musk K Curve Discharge Volume
Stru# MuskX UHS
A (ac) (hrs) (hrs) Number (cfs) (ac-ft)
#1 1 5.320 0.085 0.000 0.000 72.000 F 11.87 0.907
5.320 11.8 0.907
10-4a-
Subwatershed Time of Concentration Details:
Stru # # SWS Land Flow Condition Slope (%) (ft) ( Vert. Dist. Hon(ft) Dist. Velocity (fps) Time (hrs)
#1 1 7. Paved area and small upland gullies 2.83 24.00 847.00 3.380 0.069
9. Small streams flowing bankfull 0.43 1.50 350.00 5.890 0.016
#1 1 Time of Concentration: 0.085
Filename: 240078-exist8asin1.sc4 Pnnted 01-10-2005
SEDCAD 4 for Windows
r'--fnhf 1 OQA 0-1c I ,,huiah
General Information
Storm Information:
Storm Type: NRCS T e II
Design Storm: 5 yr - 24 hr
Rainfall Depth: 6.480 inches
1
Filename: 24C078-existBasinl.sc4 Printed 01-10-2005
SEDCAD 4 for Windows
r,.. -h+ I ona D-I i c,h-.k
Subwatershed Hydrology Detail:
Peak Runoff
SWS SWS Area Time of Conc Musk K Curve
Musk X UHS Discharge Volume
Stru #
# (ac) (hrs) (hrs) Number (cfs) (ac-ft)
#1 1 5.320 0.085 0.000 0.000 72.000 F 18.88 1.503
T 5.320 18.88 1.503
5p. `R2--
Subwatershed Time of Concentration Details:
Stru # SWS Land Flow Condition Slope (%) Vert. Dist. Horif Dist. Velocity (fps) Time (hrs)
#1 1 7. Paved area and small upland gullies 2.83 24.00 847.00 3.380 0.069
9. Small streams flowing bankfull 0.43 1.50 350.00 5.890 0.016
#1 1 Time of Concentration: 0.085
1
Filename: 240078-existBasinl.sc4 Printed 01-10-2005
SEDCAD 4 for Windows
(`--ht 100A D-1. I Ghuinh
1
General Information
Storm Information:
Storm Type: NRCS Type II
Design Storm: 00 yr 24 hr
Rainfall Depth: 6.960 inches
Filename: 240078-existBasinl.sc4 Printed 01-10-2005
SEDCAD 4 for Windows
f -,HH Hf 100A P-1. 1 Crhuiah
1
Subwatershed Hydrology Detail:
Peak Runoff
SWS SWS Area Time of Conc Musk K Curve
Musk X UHS Discharge Volume
Stru #
# (ac) (hrs) (hrs) Number (cfs) (ac-ft)
#1 1 5.320 0.085 0.000 0.000 72.000 F 20.92 1.682
5.320 20.92 1.632
Subwatershed Time of Concentration Details:
Stru # SWS
# Land Flow Condition Slope (%) Vert. Dist. Horiz. Dist. Velocity (fps)
(ft) (ft) Time (hrs)
#1 1 7. Paved area and small upland gullies 2.83 24.00 847.00 3.380 0.069
9. Small streams flowing bankfull 0.43 1.50 350.00 5.890 0.016
#1 1 Time of Concentration: 0.085
Filename: 240078-existBasinl.sc4 Printed 01-10-2005
SEDCAD 4 for Windows
("--ht IGGA Q-1. I Ghwoh
1
U 1"VE RSH CROSSHIMG
GEC #240078
Existing Conditions
Basin 2
Paul J. Harrison
Gray Engineering Consultants, Inc.
132 Pilgrim Road
Greenville, SC 29607
Phone: [phone]
Email: [e-mail]
Filename: 240078-exist6asin2.sc4 Printed 01-10-2005
SEDCAD 4 for Windows
(`-1-h1 100%1 D.-In I Crh-h
General Information
Storm Information:
Storm Type: NR T e II
Design Storm: 2 yr - 24 hr
Rainfall Depth: 3.120 inches
2
Filename: 240078-existBasin2.sc4 Printed 01-10-2005
e
e
e
e
v
e
s
e
e
e
e
e
e
e
SEDCAD 4 for Windows
(`nn-Ht SODA P-1. I Gh?uah
3
Structure Networking:
Type Stru # (flow Stru # Musk. K Musk. X Description
Null j #1 =_> End ( 0.000 0.000 Basin #2 to P.O.S. #2
#1
Null
Filename: 240078-existBasin2.sc4
Pnnted 01-10-2005
SEDCAD 4 for Windows
r- inhf IGOA D.-I. I Ghwoh
4
Structure Summary:
Immediate Total Peak Total
Contributing Contributing Discharge Runoff
Area Area Volume
(ac) (ac) (cfs) (ac-ft)
#1 63.080 63.080 26.47 1.99

Filename: 240078-existBasin2.sc4
Printed 01-10-2005
SEDCAD 4 for Windows
r-,-ht 100H 0-1. 1 Ghwoh
5
Structure Detail:
Structure - .1 (Alull
Basin #2.to P.O.S. #2
Filename: 240078-existBasin2.sc4 Printed 01-10-2005
SEDCAD 4 for Windows
r-,-ht 100A P-i I Crhu.?h
Subwatershed Hydrology Detail:
Peak Runoff
S
S SWS Area Time of Conc Musk K Curve
MuskX UHS Discharge Volume
A
Stru # (ac) (hrs) (hrs) Number (cfs) (ac-ft)
# 1 1 63.080 0.092 0.000 0.000 60.000 F 26.47 1.985
E 63.080 26.47 1.985
5ubwatershed Time of Concentration Details:
Stru # SWS
# Land Flow Condition Slope (%) Vert. Dist.
(ft) Horiz. Dist.
(ft) Velocity (fps) Time (hrs)
#1 1 3. Short grass pasture 7.32 9.00 123.00 2.160 0.015
7. Paved area and small upland gullies 1.14 1.99 175.00 2.140 0.022
9. Small streams flowing bankfull 2.92 89.99 3,082.00 15.370 0.055
#1 1 Time of Concentration: 0.092
6
Filename: 240078-existBasin2.sc4 Printed 01-10-2005
SEDCAD 4 for Windows
r' inhf 100A o-1. i c,H-h
General Information
Storm Information:
Storm Type: NRCS Type II
Design Storm: 10 yr - 24 hr
Rainfall Depth: 4.800 inches
1
Filename: 240078-existBasinIsc4 Printed 01-10-2005
a
a
0
e
e
0
a
93
0
e
A
D
D
0
D
SEDCAD 4 for Windows
('--hf 1 OOA D-1. 1 Gh...?h
Subwatershed Hydrology Detail:
Peak Runoff
S
S SWS Area Time of Conc Musk K Curve
k X UHS
M Discharge Volume
A
Stru # us
(ac) (hrs) (hrs) Number (cfs) (ac-ft)
#1 1 63.080 0.092 0.000 0.000 60.000 F I 86.68 6.234
63.080 86.68 6.234
ID'K
Subwatershed Time of Concentration Details:
Stru # SWS Land Flow Condition Slope (%) Vert. Dist. Horiz. Dist. Velocity (fps) Time (hrs)
91 1 3. Short grass pasture 7.32 9.00 123.00 2.160 0.015
7. Paved area and small upland gullies 1.14 1.99 175.00 2.140 0.022
9. Small streams flowing bankfull 2.92 89.99 3,082.00 15.370 0.055
#1 1 Time of Concentration: 0.092
Filename: 240078-exiztBasin2.sc4
1
Printed 01-10-2005
SEDCAD 4 for Windows
1
General Information
Vill
Storm Information:
Storm Type: NRCS Tye II
Design Storm: 50 yr - 24 hr
Rainfall Depth: 6.480 inches
fl
0
0
Q
Filename: 240078-existBasin2.sc4
Printed 01-10-2005
SEDCAD 4 for Windows
r-,-ht 1aaa o-i. i c,ti..nti
1
Subwatershed HvdroloAv Detail:
Peak Runoff
SWS SWS Area Time of Conc Musk K Curve
Musk X UHS Discharge Volume
Stru #
# (ac) (hrs) (hrs) Number (cfs) (ac-ft)
#1 1 63.080 0.092 0.000 0.000 60.000 F 159.10 11.787
T 63.080 159.10 11.787
5ubwatershed Time of Concentration Details:
Stru # SWS Land Flow Condition Slope (%) Vert. Dist. Horiz. Dist. Velocity (fps) Time (hrs)
#1 1 3. Short grass pasture 7.32 9.00 123.00 2.160 0.015
7. Paved area and small upland gullies 1.14 1.99 175.00 2.140 0.022
9. Small streams flowing bankfull 2.92 89.99 3,082.00 15.370 0.055
#1 1 Time of Concentration: 0.092
Filename: 240078-existBasin2.sc4 Printed 01-10-2005
s

SEDCAD 4 for Windows
r-rinht I GOR 0-1. 1 Ghwah
Filename: 240078-existBasin2.sc4
General Information
Storm Information:
Storm Type: NRCS T e II
Design Storm: 1 0 yr - 24 hr
Rainfall Depth: 6.960 inches
1
Pnnted 01-10-2005
SEDCAD 4 for Windows
r-,,inht toga o-1. i c,.H-h
1
Subwatershed Hydrology Detail:
Peak Runoff
S
S SWS Area Time of Conc Musk K Curve Discharge Volume
Stru #
# MuskX UHS
(ac) (hrs) (hrs) Number (cfs) (ac-ft)
#1 1 63.080 0.092 0.000 0.000 60.000 F 181.14 13.538
63.080 181.14 13.538
Subwatershed Time of Concentration Details:
Stru # SWS
# Land Flow Condition Slope (%) Vert. Dist.
(ft) Horiz. Dist.
(ft) Velocity (fps) Time (hrs)
#1 1 3. Short grass pasture 7.32 9.00 123.00 2.160 0.015
7. Paved area and small upland gullies 1.14 1.99 175.00 2.140 0.022
9. Small streams flowing bankfull 2.92 89.99 3,082.00 15.370 0.055
#1 1 Time of Concentration: 0.092
Filename: 240073-existBasin2.sc4 Printed 01-10-2005

APPENDIX II

I
11

n

1

POST-DE VELOPIIAIENT CONDITIONS
SEDCAD CALCULATIONS
POND VOL UME CALCULATIONS
BUOYANCY CALCULATIONS
7
,WIV
'y?'i! - • O i - _ _ ` '?• ?? ? .. 1 \ ?, 1111' , 1 1, ,.?`\` ,'
C4
"111".
LLI
w LL
CL EL CL CL Co
O )
W L3
ba
0 CL
`- -" 2711: LL J (/) t- .\j' _ _ \ I1 O J (n a
11 i
/ •? - - \? O N II \\
0 M I I CL a+
----- --- = ,? 2 >
,f
a_ Cf)
co m
J O II II / T Z W
EL 00
co w
% '
N I LL J U)
CL - c,4
N M W ?) // IrJ? €j?4 I I ' 1' I ''1111'+1
Cf)
ILL _j
C*4 U)
LLI
14
LL)
12? U. LL
oil
CL w
W
a a
r ?• n \ ?'.
+'{,' i/ wax ?'' °
') r- 1114 ?4
LL _j 1 4
NNW ;3 si ? r 11 \` \ \\I r. --
r r
,i /; ., jY; Tai e F'- II II d -?' !T?? _ s - I, x? ?•' ??`'', ?`:` ` \`? `_ ?? -' _
LL _j U)
07
- ?1_
/la / (?, \ q,ii a CV o U
y?.-• dMN
Cf) C14
LL _j
, _13
`\`??\",?? ?-'-,; '.\1', \ I 1 .?\ 1, ?i?.r_=--%?=?<?_ .
vi"
mililm _01
s
e
e
i
SEDCAD 4 for Windows
r--ht I QQA Q-1. I Gh-h
NIVERSI CROSSING
GEC #240078
Proposed Conditions
Basin 1
Paul J. Harrison
Gray Engineering Consultants, Inc.
132 Pilgrim Road
Greenville, SC 29607
Phone: [phone]
Email: [e-mail]
1
Filename: 240078-prcpBasin1.sc4
Printed 01-10-2005
SEDCAD 4 for Windows
r-,-ht 100A o-i. I Crhw?h
E
H]
0
u
n
u
L
?I
P
2
General Information
Storm Information:
Storm Type: NRC.S Type II
Design Storm: 2 yr - 24 hr
Rainfall Depth: 3.120 inches
Filename: 240078-propBasinl.sc4
Printed 01-10-2005
SEDCAD 4 for Windows
(`n w-W IGOA P-1. I Crh?.?oh
Structure Networking.
3
Type Stru # ('fllotow, Stru # Musk. K Musk. X Description
Null I #1 =_> #3 0.000 0.0001 Basin #1A to P.O.S. #1
Null #2 =_> #3 0.000 0.000 Basin #1B to P.O.S. #1
Null #3 =_> End 0.000 0.000 P.O.S. #1

e
e
1
#2

Null
#1

Null
#3
Null
Filename: 240078-propBasinl.sc4
Printed 01-10-2005
e

SEDCAD 4 for Windows
r-,H..ro 100A 0-1. 1 c,ti,.,.h
4
Structure Summary:

P?,
s
a

E
u
n
u
0
0

Immediate Total Peak Total
Contributing Contributing Discharge Runoff
Area Area Volume
(ac) (ac) (cfs) (ac-ft)
#2 0.340 0.340 0.81 0.08
#1 1.500 1.500 3.55 0.36
#3 0.000 1.840 4.36 0.44
Filename: 240078-propBasinl.sc4
Printed 01-10-2005
F,
:i.
SEDCAD 4 for Windows
5
Structure Detail:
e
t
e
1
L
LI
C'.
D j
n
u
C
E
0
11
n
Structure w 2 (1!lull)
Basin #1B to P.O.S. #1
Structure =1 (Null
Basin #IA to P.O.S. #1
Structure #3 (Null
P.O.S. #1
Filename: 240078-prcpBasinl.sc4
Printed 01-10-2005
F I
SEDCAD 4 for Windows
(`--h/ 1 OQA D-1. I Crh.uoh

6
Subwatershed Hydrology Detail:
3
1
I-11

ri.
U
n
0-
-_I
L-j

Stru #
S#S SWS Area

(ac) Time of Conc

(hrs) Musk K

(hrs) Curve
MuskX UHS
Number Peak
Discharge
(cfs) Runoff
Volume
(ac-ft)
#2 1 0.340 0.026 0.000 0.000 98.000 F 0.81 0.082
0.340 0.81 0.082
#1 1 1.500 0.085 0.000 0.000 98.000 F 3.55 0.361
S 1.500 3.55 0.361
#3 1.840 4.36 0.443
Z-a-tl??
5ubwatershed Time. of Concentration Details:
Stru # SWS
# Land Flow Condition Slope (%) Vert. Dist.
(ft) Horiz. Dist.
(ft) Velocity (fps) Time (hrs)
#1 1 7. Paved area and small upland gullies 2.83 24.00 847.00 3.380 0.069
9. Small streams flowing bankfull 0.43 1.50 350.05 5.890 0.016
#1 1 Time of Concentration: 0.085
#2 1 7. Paved area and small upland gullies 3.24 11.01 340.00 3.620 0.026
9. Small streams flowing bankfull 5.00 3.00 60.00 20.120 0.000
#2 1 Time of Concentration: 0.026
Filename: 240078-prcp8asin1.sc4
Printed 01-10-2C05
'7
SEDCAD 4 for Windows
r'-w nh} 1 QQQ D-1 I -,hwah
1
General Information
Storm Information:
Storm Type: NRC Type II
Design Storm: 10 yr 24 hr
Rainfall Depth: 4.800 inches
Filename: 240078-prcpBasin 1.sc4 Printed 01-10-2005
SEDCAD 4 for Windows
r-,-ht 1 ooa o,,.,oi, I Crh-.h
e

H
1
Subwatershed Hydrology Detail:

Stru #
SAS SWS Area

(ac) Time of Conc

(hrs) Musk K

(hrs) Curve
Musk X UHS
Number Peak
Discharge
(cfs) Runoff
Volume
(ac-ft)
#2 1 0.340 0.026 0.000 0.000 98.000 F 1.25 0.129
T 0.340 1.25 0.129
#1 1 1.500 0.085 0.000 0.000 98.000 F 5.49 0.570
1.500 5.49 0.570
#3 1.840 C6.74 0.700

Subwatershed Time of Concentration Details:

t
e
t
1
1-1

e
Stru # SWS Land Flow Condition Slope (%) Vert. Dist. (ft) Dist. Velocity (fps) Time (hrs)
#1 1 7. Paved area and small upland gullies 2.83 24.00 847.00 3.380 0.069
9. Small streams flowing bankfull 0.43 1.50 350.05 5.890 0.016
#1 1 Time of Concentration: 0.085
#2 1 7. Paved area and small upland gullies 3.24 11.01 340.00 3.620 0.026
9. Small streams flowing bankfull 5.00 3.00 60.00 20.120 0.000
#2 1 Time of Concentration: 0.026
Filename: 240078-prop Basin 1.sc4
Printed 01-10-2005
u
SEDCAD 4 for Windows
(`--h} 100A P-1. 1 Crhwah
C
1
General Information
17
Storm Information:
Storm Type: NRCS Type II
Design Storm: 50 yr - 24 hr
Rainfall Depth: 6.480 inches
[7
n
;l
L-
U
e
w
Filename: 240078-propBasin tsc4
Printed 01-10-2005
I
SEDCAD 4 for Windows
r-,Hr hr 100A 10-1. I Z,i,-.h
I
P.,
u_---
1
Subwatershed Hydrology Detail:

Stru #
SAS SWS Area

(ac) Time of Conc

(hrs) Musk K

(hrs) Curve
MuskX UHS
Number Peak
Discharge
(cfs) Runoff
Vclume
(ac-ft)
#2 1 0.340 0.026 0.000 0.000 98.000 F 1.68 0.177
0.340 1.68 0.177
#1 1 1.500 0.085 0.000 0.000 98.000 F 7.43 0.780
1.500 7.43 0.780
#3 1.840 9.11 0.957

Subwatershed Time of Concentration Details:
Stru # SWS
# Land Flow Condition Slope (%) Vert . Dist.
(ft) Horiz. Dist.
(ft) Velocity (fps) Time (hrs)
#1 1 7. Paved area and small upland gullies 2.83 24.00 847.00 3.380 0.069
9. Small streams flowing bankfull 0.43 1.50 350.05 5.890 0.016
#1 1 Time of Concentration: 0.085
#2 1 7. Paved area and small upland gullies 3.24 11.01 340.00 3.620 0.026
9. Small streams flowing bankfull 5.00 3.00 60.00 20.120 0.000
#2 1 Time of Concentration: 0.026
H
r_?-
U
U-
I
I Filename: 240078-prepBasin1.sc4 Printed 01-10-2005
t
SEDCAD 4 for Windows
(`--l'/ 10051 P-I. 1 CrF?uoh
P1

pt4
t
9
n-,
H-
p

General Information
Storm Information:
Storm Type: NRCS Type II
Design Storm: 100 yr - 24 hr
Rainfall Depth: 6.960 inches
Filename: 240078-prop Basin 1.sc4 Printed 01-10-2005
1
I
SEDCAD 4 for Windows
r--ht I OCR 0-1. 1 IZ,H-h
Subwatershed Hydrology Detail:

Stru #
SAS SWS Area

(ac) Time of Conc

(hrs) Musk K

(hrs) Curve
MuskX UHS
Number Peak
Discharge
(cfs) Runoff
Volume
(ac-ft)
#2 1 0.340 0.026 0.000 0.000 98.000 F 1.81 0.190
0.340 1.81 0.190
#1 1 1.500 0.085 0.000 0.000 98.000 F 7.98 0.840
1.500 7.98 0.840
#3 '' 1.840 9.79 1.031
Subwatershed Time of Concentration Details:
Stru # SAS Land Flow Condition Slope (%) (ft) Vert. Dist. Hori (?f) Dist. Velocity (fps) Time (hrs)
#1 1 7. Paved area and small upland gullies 2.83 24.00 847.00 3.380 0.069
9. Small streams flowing bankfull 0.43 1.50 350.05 5.890 0.016
#1 1 Time of Concentration: 0.085
#2 1 7. Paved area and small upland gullies 3.24 11.01 340.00 3.620 0.026
9. Small streams flowing bankfull 5.00 3.00 60.00 20.120 0.000
#2 1 Time of Concentration: 0.026
1
Filename: 240078-prcpBasin1.sc4 Printed 01-10-2005
e
r
e
t
e
e
e
e
d
e
i
t
e
e
SEDCAD 4 for Windows
C. ...i?hf 1aaa o-1, i c,h-.h
1
UNIVERSITY CROSSING
GEC #240078
Proposed Conditions
Basin 2
Paul J. Harrison
Gray Engineering Consultants, Inc.
132 Pilgrim Road
Greenville, SC 29607
Phone: [phone]
Email: [e-mail]
Filename: 240078-propBasin2.sc4
Printed 01-10-2005
SEDCAD 4 for Windows
r-,Hnhf 1OCR 0-1. 1 Crhwnh

0
U
U
U
P
??z
General Information
Storm Information:
Storm Type: NRCS Type II
Design Storm: 2 yr - 24 hr
Rainfall Depth: 3.120 inches
2
I Filename: 240078-propSasin2.sc4 Printed 01-10-2005
E
e
t
i
t
A
1
I
e
r
SEDCAD 4 for Windows
r'---ht 100A P-1. I Crh-h
3
Structure Networking:
Type Stru # (Into Stru # Musk. K Musk. X Description
Null #1 =_> End I 0.000 0.000 Basin 2A to P.O.S. #2
Pond #2 =_> #1 0.010 0.443 I Basin 2B to P.O.S. #2
#2
Pond
#1
Null
Structure Routing Details:
Stru # Land Flow Condition Slope Vert. Dist. Horiz. Dist. (%) (ft) (ft) Velocity (fps) Time (hrs)
#2 9. Small streams flowing bankfull 2.19 10.99 502.00 13.31 0.010
#2 Muskingum K: 0.010
Filename: 240078-propBasin2.sc4
Printed 01-10-2005
SEDCAD 4 for Windows
(`nn.irin hf BOOR D-1. I Crh-h
4
Structure Summary:
Immediate Total Peak Total
Contributing Contributing Discharge Runoff
Area Area Volume
(ac) (ac) (cfs) (ac-ft)
In 45.16 4.07
#2 20.610 20.610
Out 4.73 3.57
#1 46.070 66.680 24.99 5.65
Filename: 240078-prcpBasin2.sc4 Printed 01-10-2005
SEDCAD 4 for Windows
r'nnvrinhf loon 0-1. 1 Crh-h
Structure Detail:
Str uctUre-= 2 (Pond )
Basin 2B. to P. O.S. #2
Pond Inputs:
Initial Pool Elev: 593.00
Initial Pool: 0.99 ac-ft
Fixed Siphon
Crest Elev Inlet Elev Outlet Elev Diameter (in) Length (ft) Manning's n
593.01 593.00 592.50 3.00 10.00 0.0130
Emeraencv Soillwa
Spillway Elev Crest Length Left Right Bottom
(ft) Sideslope Sideslope Width (ft)
600.00 16.00 3.00:1 3.00:1 30.00
Perforated Riser
Riser Riser Height Barrel Barrel Length Barrel Slope Number of
Diameter (in) (ft) Diameter (in) (ft) (ova) Manning's n Spillway Elev Holes per
Elev
60.00 5.511 30.00 16.00 5.00 0.0130 598.50 3
Pond Results:
Peak Elevation: 597.03 2-? ?-
Dewater Time: 2.36 days
Dewatering time is calculated from peak stage to lowest spillway
Elevation-Capacity-Discharge Table

Elevation Area

(ac) Capacity

(ac-ft) Discharge Dewater
Time
(CFs) (hrs)
591.00 0.412 0.000 0.000
591.25 0.432 0.105 0.000
591.50 0.452 0.216 0.000
591.75 0.472 0.331 0.000
592.00 0.493 0.452 0.000
592.25 0.514 0.578 0.000
5
Filename: 240078-propBasin1sc4 Printed 01-10-2005
e
e
e
e
s
e
i
e
t
e
SEDCAD 4 for Windows
r--ht 10QA 0-1. 1 ',,h-.h
6

Elevation Area

(ac) Capacity

(ac-ft) Discharge

(Cfs) Dewater
Time
(hrs)
592.50 0.536 0.709 0.000
592.75 0.558 0.846 0.000
593.00 0.581 0.988 0.000
593.01 0.581 0.994 0.219 0.32* Spillway #1
593.25 0.582 1.134 0.268 6.30*
593.50 0.582 1.279 0.311 5.66*
593.75 0.583 1.425 0.350 5.04*
594.00 0.584 1.571 0.385 4.59*
594.25 0.585 1.717 0.416 4.45
594.50 0.585 1.863 0.446 4.10
594.75 0.586 2.010 0.474 3.85
595.00 0.587 2.156 0.500 3.65
595.25 0.588 2.303 0.525 3.45
595.50 0.588 2.450 0.549 3.35 Low hole SPW #3
595.75 0.589 2.597 1.990 5.30
596.00 0.590 2.745 2.600 1.45
596.25 0.591 2.892 3.072 1.15
596.50 0.591 3.040 3.473 1.00
596.75 0.592 3.188 3.828 1.00
597.00 0.593 3.336 4.150 1.30
597.03 0.593 3.357 4.732 0.60 Peak Stage
597.25 0.593 3.485 8.387
597.50 0.594 3.633 10.296
597.75 0.594 3.782 11.809
598.00 0.595 3.930 13.113
598.25 0.596 4.079 14.279
598.50 0.596 4.228 15.346 Spillway #3
598.75 0.597 4.377 16.336
599.00 0.598 4.527 18.033
599.25 0.598 4.676 32.461
599.50 0.598 4.826 49.543
599.75 0.598 4.975 67.429
600.00 0.598 5.125 68.536 Spillway #2
600.25 0.598 5.274 72.491
600.50 0.598 5.424 76.430
600.75 0.598 5.573 111.384
600.99 0.598 5.717 135.713
F 601.00 0.598 5.723 148.723
*Designates time(s) to dewater have been extrapolated beyond the 50 hour hydrograph limit.
Detailed Discharge Table
Filename: 240078-propBasin2.sc4 Printed 01-10-2005
SEDCAD 4 for Windows
(`nrn-he loon Oomnlo 1 Crh\u.h
i
1
J
L
i

r

L
f]
u
7

Elevation
Fixed Siphon
cfs)
(
Emergency
Spillway (cfs)

Perf. Riser (cfs) Combined
Total

Discharge
(cfs)
591.00 0.000 0.000 0.000 0.000
591.25 0.000 0.000 0.000 0.000
591.50 0.000 0.000 0.000 0.000
591.75 0.000 0.000 0.000 0.000
592.00 0.000 0.000 0.000 0.000
592.25 0.000 0.000 0.000 0.000
592.50 0.000 0.000 0.000 0.000
592.75 0.000 0.000 0.000 0.000
593.00 0.000 0.000 0.000 0.000
593.01 0.219 0.000 0.000 0.219
593.25 0.268 0.000 0.000 0.268
593.50 0.311 0.000 0.000 0.311
593.75 0.350 0.000 0.000 0.350
594.00 0.385 0.000 0.000 0.385
594.25 0.416 0.000 0.000 0.416
594.50 0.446 0.000 0.000 0.446
594.75 0.474 0.000 0.000 0.474
595.00 0.500 0.000 0.000 0.500
595.25 0.525 0.000 0.000 0.525
595.50 0.549 0.000 6.00>0.000 0.549
595.75 0.572 0.000 1.418 1.990
596.00 0.594 0.000 2.006 2.600
596.25 0.616 0.000 2.456 3.072
596.50 0.637 0.000 2.836 3.473
596.75 0.657 0.000 3.171 3.828
597.00 0.676 0.000 10.00>3.474 4.150
597.25 0.695 0.000 7.691 8.387
597.50 0.714 0.000 9.582 10.296
597.75 0.732 0.000 11.077 11.809
598.00 0.750 0.000 12.363 13.113
598.25 0.767 0.000 13.512 14.279
598.50 0.784 0.000 14.562 15.346
598.75 0.801 0.000 15.535 16.336
599.00 0.817 0.000 17.216 18.033
599.25 0.833 0.000 31.628 32.461
599.50 0.848 0.000 48.695 49.543
599.75 0.864 0.000 66.565 67.429
600.00 0.879 0.000 67.657 68.536
600.25 0.894 2.866 68.731 72.491
600.50 0.909 5.732 69.789 76.430
600.75 0.923 39.629 70.831 111.384
Filename: 240078-propBasin2.sc4
Printed 01-10-2005
e
a
e
i
e
t
e
t
SEDCAD 4 for Windows
r'--ht DOA P-1. I Ghw.h
8
Combined
Fixed Siphon Emergency Total
Elevation cfs Spillway cfs) Perf. Riser (cfs)
( ) ( Discharge
(cfs)
600.99 0.937 62.959 71.817 135.713
601.CG 0.937 75.928 71.858 148.723
Structure #1 (iLlull
Basin 2A to P.O.S. #2
Filename: 240078-propBasinIsc4
Printed 01-10-2005
SEDCAD 4 for Windows
r,- inhr 1 QQR D-1. I C,h-h
9
Subwatershed Hydrology Detail:
Peak Runoff
S
S SWS Area Time of Conc Musk K Curve Discharge Volume
Stru # Musk X UHS
A (ac) (hrs) (hrs) Number (cfs) (ac-ft)
#2 1 20.610 0.047 0.000 0.000 93.000 F 45.16 4.069
7 20.610 45.16 4.069
#1 1 46.070 0.092 0.000 0.000 61.000 F 21.42 1.581
66.680 24.99 5.649
Subwatershed Time of Concentration Details:
Stru # SWS
# Land Flow Condition Slope (%Q) Vert. Dist.
(ft) Horiz. Dist.
(ft) Velocity (fps) Time (hrs)
#1 1 3. Short grass pasture 7.32 9.00 123.00 2.160 0.015
7. Paved area and small upland gullies 1.14 1.99 175.00 2.140 0.022
9. Small streams flowing bankfull 2.92 89.99 3,082.00 15.370 0.055
#1 1 Time of Concentration: 0.092
#2 1 3. Short grass pasture 24.00 6.00 25.00 3.910 0.001
7. Paved area and small upland gullies 3.12 10.01 320.84 3.550 0.025
9. Small streams flowing bankfull 3.51 45.03 1,282.90 16.860 0.021
#2 1 Time of Concentration: 0.047
Filename: 240078-prcpBasin2.sc4 Printed 01-10-2005
e
e
e
e
e
e
e
t
s
e
e
t
s
i
SEDCAD 4 for Windows
r,-rinhf 1 CQA P-1. I Crh-.h
1
General Information
Storm Information:
Storm Type: NRCS Type II
Design Storm: 10 yr 24 hr
Rainfall Depth: 4.800 inches
Filename: 240078-propBasin2.sc4
Pnnted 01-10-2005
SEDCAD 4 for Windows
r....,,,i?nt loos o,,.,oi? i c,h-h
Structure Detail:
Structure = 2 (Pond }
Basin 2B to P.O.S. #2
Pond Inputs:
Initial Pool Elev: 593.00
Initial Pool: 0.99 ac-ft
Fixed Siphon
Crest Elev Inlet Elev Outlet Elev Diameter (in) Length (ft) Manning's n
593.01 593.00 592.50 3.00 10.00 0.0130
Emeraencv Soillwa
Spillway Elev Crest Length Left Right Bottom
(ft) Sideslope Sideslope Width (ft)
600.00 16.00 3.00:1 3.00:1 30.00
Perforated Riser
Riser Riser Height Barrel Barrel Length Barrel Slope Number of
'
Diameter (in) (ft) Diameter (in) (ft) (%) s n Spillway Elev Holes per
Manning
Elev
60.00 5.511 30.00 16.00 5.00 0.0130 598.50 3
Pond Results:
Peak Elevation: 599.14 10 IL-
Dewater Time: 2.40 days
Dewatering time is calculated from peak stage to lowest spillway
Elevation-Capacity-Discharge Table

Elevation Area

(ac) Capacity

(ac-ft) Discharge Dewater
Time
(cfs) (hrs)
591.00 0.412 0.000 0.000
591.25 0.432 0.105 0.000
591.50 0.452 0.216 0.000
591.75 0.472 0.331 0.000
592.00 0.493 0.452 0.000
592.25 0.514 0.578 0.000
592.50 0.536 0.709 0.000
1
Filename: 240078-propBasin2.sc4 Printed 01-10-2005
e
e
s
a
s
a
t
t
t
t
SEDCAD 4 for Windows
(`-,-hl 1OOR D-I. 1 Crhuioh

Elevation Area

(ac) Capacity

(ac-ft) Discharge

(cfs) Dewater
Time
(hrs)
592.75 0.558 0.846 0.000
593.00 0.581 0.988 0.000
593.01 0.581 0.994 0.219 0.32* Spillway #1
593.25 0.582 1.134 0.268 6.30*
593.50 0.582 1.279 0.311 5.66*
593.75 0.583 1.425 0.350 5.04*
594.00 0.584 1.571 0.385 4.59*
594.25 0.585 1.717 0.416 4.40
594.50 0.585 1.863 0.446 4.10
594.75 0.586 2.010 0.474 3.90
595.00 0.587 2.156 0.500 3.65
595.25 0.588 2.303 0.525 3.45
595.50 0.588 2.450 0.549 3.30 Low hole SPW #3
595.75 0.589 2.597 1.990 3.60
596.00 0.590 2.745 2.600 1.65
596.25 0.591 2.892 3.072 1.30
596.50 0.591 3.040 3.473 1.15
596.75 0.592 3.188 3.828 1.20
597.00 0.593 3.336 4.150 1.30
597.25 0.593 3.485 8.387 0.75
597.50 0.594 3.633 10.296 0.30
597.75 0.594 3.782 11.809 0.30
598.00 0.595 3.930 13.113 0.25
598.25 0.596 4.079 14.279 0.20
598.50 0.596 4.228 15.346 0.25 Spillway #3
598.75 0.597 4.377 16.336 0.20
599.00 0.598 4.527 18.033 0.40
599.14 0.598 4.609 25.957 0.10 Peak Stage
599.25 0.598 4.676 32.461
599.50 0.598 4.826 49.543
599.75 0.598 4.975 67.429
600.00 0.598 5.125 68.536 Spillway #2
600.25 0.598 5.274 72.491
600.50 0.598 5.424 76.430
600.75 0.598 5.573 111.384
600.99 0.598 5.717 135.713
601.00 0.598 5.723 148.723
*Designates time(s) to dewater have been extrapolated beyond the 50 hour hydrograph limit.
Detailed Discharge Tab
Filename: 240078-propBasin2.so4
2
Printed 01-10-2005
SEDCAD 4 for Windows
( -,,inhf I QQQ 0-1n 1 -,h-.h
u
I-

[;z r

C
f

c

P-
L

u
nL
h
u
G
3

Elevation
Fixed Siphon
cfs
( )
Emergency
Spillway cfs
( )

Perf. Riser (cfs) Combined
Total

Discharge
(cfs)
591.00 0.000 0.000 0.000 0.000
591.25 0.000 0.000 0.000 0.000
591.50 0.000 0.000 0.000 0.000
591.75 0.000 0.000 0.000 0.000
592.00 0.000 0.000 0.000 0.000
592.25 0.000 0.000 0.000 0.000
592.50 0.000 0.000 0.000 0.000
592.75 0.000 0.000 0.000 0.000
593.00 0.000 0.000 0.000 0.000
593.01 0.219 0.000 0.000 0.219
593.25 0.268 0.000 0.000 0.268
593.50 0.311 0.000 0.000 0.311
593.75 0.350 0.000 0.000 0.350
594.00 0.385 0.000 0.000 0.385
594.25 0.416 0.000 0.000 0.416
594.50 0.446 0.000 0.000 0.446
594.75 0.474 0.000 0.000 0.474
595.00 0.500 0.000 0.000 0.500
595.25 0.525 0.000 0.000 0.525
595.50 0.549 0.000 6.00>0.000 0.549
595.75 0.572 0.000 1.418 1.990
596.00 0.594 0.000 2.006 2.600
596.25 0.616 0.000 2.456 3.072
596.50 0.637 0.000 2.836 3.473
596.75 0.657 0.000 3.171 3.828
597.00 0.676 0.000 10.00>3.474 4.150
597.25 0.695 0.000 7.691 8.387
597.50 0.714 0.000 9.582 10.296
597.75 0.732 0.000 11.077 11.809
598.00 0.750 0.000 12.363 13.113
598.25 0.767 0.000 13.512 14.279
598.50 0.784 0.000 14.562 15.346
598.75 0.801 0.000 15.535 16.336
599.00 0.817 0.000 17.216 18.033
599.25 0.833 0.000 31.628 32.461
599.50 0.848 0.000 48.695 49.543
599.75 0.864 0.000 66.565 67.429
600.00 0.879 0.000 67.657 68.536
600.25 0.894 2.866 68.731 72.491
600.50 0.909 5.732 69.789 76.430
600.75 0.923 39.629 70.831 111.384
Filename: 240078-propBasin2.sc4
Printed 01-10-2005
e
t
e
e
e
e
e
e
e
e
t
t
e
e
e
e
e
SEDCAD 4 for Windows
r-,-ht IGOR D-1. I
4
Combined
Fixed Siphon Emergency Total
Elevation cfs Spillway cfs Perf. Riser (cfs)
( ) ( ) Discharge
(cfs)
600.99 0.937 62.959 71.817 135.713
601.00 0.937 75.923 71.858 148.723
Filename: 240078-propl3asin2.sc4
Printed 01-10-2005
a
e
e
e
t
e
t
e
e
SEDCAD 4 for Windows
r-,,inhf 100A D-i. i Crhwoh
1
Subwatershed Hydrology Detail:
Peak Runoff
SWS
Stru # SWS Area Time of Conc Musk K Curve
Musk X UHS Discharge Volume
# (ac) (hrs) (hrs) Number
(cfs)
(ac-ft)
#2 1 20.610 0.047 0.000 0.000 93.000 F 72.63 6.873
S 20.610 72.63 6.873
# 1 1 46.070 0.092 0.000 0.000 61.000 F 66.55 4.801
66.680 8 11.674
!o `'t[L-
Subwatershed Time of Concentration Details:
Stru # SWS Land Flow Condition Slope (%) Vert. Dist. Horiz. Dist. Velocity (fps) Time (hrs)
#1 1 3. Short grass pasture 7.32 9.00 123.00 2.160 0.015
7. Paved area and small upland gullies 1.14 1.99 175.00 2.140 0.022
9. Small streams flowing bankfull 2.92 89.99 3,082.00 15.370 0.055
#1 1 Time of Concentration: 0.092
#2 1 3. Short grass pasture 24.00 6.00 25.00 3.910 0.001
7. Paved area and small upland gullies 3.12 10.01 320.84 3.550 0.025
9. Small streams flowing bankfull 3.51 45.03 1,282.90 16.860 0.021
#2 1 Time of Concentration: 0.047
Filename: 240078-prcpBasin2.sc4
Printed 01-10-2005
SEDCAD 4 for Windows
f nnvrinhf 1?Oq D?mul? 1 Crh.u?h
1
General Information
Storm Information;
Storm Type: NRCS T e II
Design Storm: 50 yr 24 r
Rainfall Depth: 6.480 inches
Filename: 240078-propBasin2.sc4 Printed 01-10-2005
SEDCAD 4 for Windows
r'--ht 100A D-1. I Crh.uah
1
Structure Detail:
Structure #2 (Pond
Basin 2B to P.O.S. #2
Pond Inputs:
Initial Pool Elev: 593.00
Initial Pool: 0.99 ac-ft
Fixed Siphon
Crest Elev Inlet Elev Outlet Elev Diameter (in) Length (ft) Manning's n
593.01 593.00 592.50 3.00 10.00 0.0130
Emeraencv Soillwa
Spillway Elev Crest Length Left Right Bottom
(ft) Sideslope Sideslope Width (ft)
600.00 16.00 3.00:1 3.00:1 30.00
Perforated Riser
Riser Riser Height Barrel Barrel Length Barrel Slope Number of
Diameter (in) (ft) Diameter (in) (ft) (oho) Manning's n Spillway Elev Holes per
Elev
60.00 5.511 30.00 16.00 5.001 0.0130 598.50 3
Pond Results:
Peak Elevation: 600.25 50-4 V--
Dewater Time: 243 days
Dewatering time is calculated from peak stage to lowest spillway
Elevation-Capacity-Discharge Table

Elevation Area

(ac) Capacity

(ac-ft) Discharge Dewater
Time
(cfs) (hrs)
591.00 0.412 0.000 0.000
591.25 0.432 0.105 0.000
591.50 0.452 0.216 0.000
591.75 0.472 0.331 0.000
592.00 0.493 0.452 0.000
592.25 0.514 0.578 0.000
592.50 0.536 0.709 0.000
Filename: 240078-propBasin1sc4 Printed 01-10-2005
0
i
t
e
i
1
1
1
1
1
1
SEDCAD 4 for Windows
('---ht 10011 0-1. 1 Crh-h
2

Elevation Area

(ac) Capacity

(ac-ft) Discharge

(cfs) Dewater
Time
(hrs)
592.75 0.558 0.846 0.000
593.00 0.581 0.988 0.000
593.01 0.581 0.994 0.219 0.32* Spillway #1
593.25 0.582 1.134 0.268 6.30*
593.50 0.582 1.279 0.311 5.66*
593.75 0.583 1.425 0.350 5.04*
594.00 0.584 1.571 0.385 4.59*
594.25 0.585 1.717 0.416 4.40
594.50 0.585 1.863 0.446 4.15
594.75 0.586 2.010 0.474 3.85
595.00 0.587 2.156 0.500 3.65
595.25 0.588 2.303 0.525 3.45
595.50 0.588 2.450 0.549 3.30 Low hole SPW 93
595.75 0.589 1597 1.990 1.60
596.00 0.590 2.745 2.600 2.55
596.25 0.591 2.892 3.072 1.45
596.50 0.591 3.040 3.473 1.35
596.75 0.592 3.188 3.828 1.30
597.00 0.593 3.336 4.150 1.80
597.25 0.593 3.485 8.387 1.05
597.50 0.594 3.633 10.296 0.40
597.75 0.594 3.782 11.809 0.30
598.00 0.595 3.930 13.113 0.25
598.25 0.596 4.079 14.279 0.25
598.50 0.596 4.228 15.346 0.25 Spillway #3
598.75 0.597 4.377 16.336 0.25
599.00 0.598 4.527 18.033 0.25
599.25 0.598 4.676 32.461 0.35
599.50 0.598 4.826 49.543 0.05
599.75 0.598 4.975 67.429 0.05
600.00 0.598 5.125 68.536 0.05 Spillway #2
600.25 0.598 5.274 72.491
600.25 0.598 5.274 72.494 0.05 Peak Stage
600.50 0.598 5.424 76.430
600.75 0.598 5.573 111.384
600.99 0.598 5.717 135.713
601.00 0.598 5.723 148.723
*Designates time(s) to dewater have been extrapolated beyond the 50 hour hydrograph limit.
Detailed Discharge Table
Filename: 240078-propBasin2.sc4
Printed 01-10-2005
SEDCAD 4 for Windows
f --h1100A 0-1. 1 Crh-h
3

Elevation
Fixed Siphon
cfs
( )
Emergency
Spillway (cfs
)

Ferf. Riser (cfs) Combined
Total

Discharge
(cfs)
591.00 0.000 0.000 0.000 0.000
591.25 0.000 0.000 0.000 0.000
591.50 0.000 0.000 0.000 0.000
591.75 0.000 0.000 0.000 0.000
592.00 0.000 0.000 0.000 0.000
592.25 0.000 0.000 0.000 0.000
592.50 0.000 0.000 0.000 0.000
592.75 0.000 0.000 0.000 0.000
593.00 0.000 0.000 0.000 0.000
593.01 0.219 0.000 0.000 0.219
593.25 0.268 0.000 0.000 0.268
593.50 0.311 0.000 0.000 0.311
593.75 0.350 0.000 0.000 0.350
594.00 0.385 0.000 0.000 0.385
594.25 0.416 0.000 0.000 0.416
594.50 0.446 0.000 0.000 0.446
594.75 0.474 0.000 0.000 0.474
595.00 0.500 0.000 0.000 0.500
595.25 0.525 0.000 0.000 0.525
595.50 0.549 0.000 6.00>0.000 0.549
595.75 0.572 0.000 1.418 1.990
596.00 0.594 0.000 2.006 2.600
596.25 0.616 0.000 2.456 3.072
596.50 0.637 0.000 2.836 3.473
596.75 0.657 0.000 3.171 3.828
597.00 0.676 0.000 10.00>3.474 4.150
597.25 0.695 0.000 7.691 8.387
597.50 0.714 0.000 9.582 10.296
597.75 0.732 0.000 11.077 11.809
598.00 0.750 0.000 12.363 13.113
598.25 0.767 0.000 13.512 14.279
598.50 0.784 0.000 14.562 15.346
598.75 0.801 0.000 15.535 16.336
599.00 0.817 0.000 17.216 18.033
599.25 0.833 0.000 31.628 32.461
599.50 0.848 0.000 48.695 49.543
599.75 0.864 0.000 66.565 67.429
600.00 0.879 0.000 67.657 68.536
600.25 0.894 2.866 68.731 72.491
600.50 0.909 5.732 69.789 76.430
600.75 0.923 39.629 70.831 111.384
Filename: 240078-prcpBasin2.sc4
Printed 01-10-2005
SEDCAD 4 for Windows
r-...sn ht 100A 0-1. 1 Q,H,..K
4
Combined
Fixed Siphon Emergency Total
Elevation Perf. Riser (cfs)
(cfs) Spillway (cfs) Discharge
(cfs)
600.99 0.937 62.959 71.817 135.713
601.00 0.937 75.928 71.358 148.723
Filename: 240078-prop6asin2.sc4 Printed 01-10-2005
t
e
i
i
i
t
e
e
e
t
e
e
e
SEDCAD 4 for Windows
(`.nnvrinhf 1 QOA D-i. I C,h.uoh
Subwatershed Hydrology Detail:

Stru # SAS SWS Area

(ac) Time of Conc

(hrs) Musk K

(hrs) Curve
MuskX UHS
Number Peak
Discharge

(cfs) Runoff
Volume

(ac-ft)
#2 1 20.610 0.047 0.000 0.000 93.000 F 99.76 9.716
S' 20.610 99.76 9.716
#1 1 46.070 0.092 0.000 0.000 61.000 F 120.30 8.958
66.680 192.79 18.673
Subwatershed Time of Concentration Details:

Stru # SWS
#
Land Flow Condition
Slope (%) Vert. Dist.
(ft) Horiz. Dist.
(ft)
Velocity (fps)
Time (hrs)
#1 1 3. Short grass pasture 7.32 9.00 123.00 2.160 0.015
7. Paved area and small upland gullies 1.14 1.99 175.00 2.140 0.022
9. Small streams flowing bankfull 2.92 89.99 3,082.00 15.370 0.055
#1 1 Time of Concentration: 0.092
#2 1 3. Short grass pasture 24.00 6.00 25.00 3.910 0.001
7. Paved area and small upland gullies 3.12 10.01 320.84 3.550 0.025
9. Small streams flowing bankfull 3.51 45.03 1,282.90 16.860 0.021
#2 1 Time of Concentration: 0.047
1
Filename: 240078-propEasin2.sc4
Printed 01-10-2005
I
SEDCAD 4 for Windows
r-wrinh} IQQR 13-1. 1 Crhw?h
ie
s
e
e
s
e
t3

e
e
t
s
e
s
e
General Information
Storm Information:
Storm Type: NRCS Type II
_24 hr
Design Storm: 100 yr -
Rainfall Depth: 6.960 inches
1
Filename: 240073-prcpBasin2.sc4
Printed 01-10-2005

SEDCAD 4 for Windows
r`-,,inh} 1 OOA D-1. 1 1Z,H-K
1
Structure Detail;
Structure 2 Pond
Basin 2B to P.O.S. #2
Pond Inputs:
Initial Pool Elev: 593.00
Initial Pool: 0.99 ac-ft
Fixed Siphon
Crest Elev Inlet Elev Outlet Elev Diameter (in) Length (ft) Manning's n
593.01 593.00 592.50 3.00 10.00 0.0130
Emeraencv SDillwa
Spillway Elev Crest Length Left Right Bottom
(ft) Sideslope Sideslope Width (ft)
600.00 16.00 3.00:1 3.00:1 30.00
Perforated Riser
Riser Riser Height Barrel Barrel Length Barrel Slope
Diameter (in)
Diameter (in) Number of
Manning's n Spillway Elev Holes per
(ft) (%)
(ft) Elev
60.00 5.511 30.00 16.00 5.001 0.0130 598.50 3
Pond Results:
Peak Elevation: 600.56
Dewater Time: 2.44 days
Dewatering time is calculated from peak stage to lowest spillway
Elevation-Capacity-Discharge Table

Elevation Area

(ac) Capacity

(ac-ft) Discharge Dewater
Time
(cfs) (hrs)
591.00 0.412 0.000 0.000
591.25 0.432 0.105 0.000
591.50 0.452 0.216 0.000
591.75 0.472 0.331 0.000
592.00 0.493 0.452 0.000
592.25 0.514 0.578 0.000
592.50 0.536 0.709 0.000
Filename: 240078-prop6asin2.sc4 Printed 01-10-2005
s
1
1
e
a
e
i
e
e
e
e
e
e
t
e
e
e
e
SEDCAD 4 for Windows
r`nnvnnhf loop D-1. I C-h-h

Elevation Area

(ac) Capacity

(ac-ft) Discharge

(cfs) Dewater
Time
(hrs)
592.75 0.558 0.846 0.000
593.00 0.581 0.988 0.000
593.01 0.581 0.994 0.219 0.32* Spillway #1
593.25 0.582 1.134 0.268 6.30*
593.50 0.582 1.279 0.311 5.66*
593.75 0.583 1.425 0.350 5.04*
594.00 0.584 1.571 0.385 4.59*
594.25 0.585 1.717 0.416 4.40
594.50 0.585 1.863 0.446 4.10
594.75 0.586 2.010 0.474 3.85
595.00 0.587 2.156 0.500 3.65
595.25 0.588 2.303 0.525 3.50
595.50 0.588 2.450 0.549 3.30 Low hole SPW #3
595.75 0.589 2.597 1.990 1.60
596.00 0.590 2.745 2.600 2.20
596.25 0.591 2.892 3.072 1.60
596.50 0.591 3.040 3.473 1.30
596.75 0.592 3.188 3.828 1.35
597.00 0.593 3.336 4.150 2.00
597.25 0.593 3.485 8.387 1.10
597.50 0.594 3.633 10.296 0.45
597.75 0.594 3.782 11.809 0.30
598.00 0.595 3.930 13.113 0.30
598.25 0.596 4.079 14.279 0.25
598.50 0.596 4.228 15.346 0.25 Spillway #3
598.75 0.597 4.377 16.336 0.25
599.00 0.598 4.527 18.033 0.30
599.25 0.598 4.676 32.461 0.30
599.50 0.598 4.826 49.543 0.10
599.75 0.598 4.975 67.429
600.00 0.598 5.125 68.536 0.05 Spillway #2
600.25 0.598 5.274 72.491 0.05
600.50 0.598 5.424 76.430
600.56 0.598 5.462 85.295 0.05 Peak Stage
600.75 0.598 5.573 111.384
600.99 0.598 5.717 135.713
601.00 0.598 5.723 148.723
*Designates time(s) to dewater have been extrapolated beyond the 50 hour hydrograph limit.
Detailed Discharge Table
Filename: 240078-prcpBasin2.sc4
2
Printed 01-10-2005
SEDCAD 4 for Windows
r'-,Hr hf I QQA D-1. 1 Crh-H
3
n
n
u
G?

1-1

L
Q

Elevation
Fixed Siphon
cfs
( )
Emergency
Spillway cfs
( )

Perf. Riser (cfs) Combined
Total

Discharge
(cfs)
591.00 0.000 0.000 0.000 0.000
591.25 O.CGO 0.000 0.000 0.000
591.50 0.000 0.000 0.000 0.000
591.75 0.000 0.000 0.000 0.000
592.00 0.000 0.000 0.000 0.000
592.25 0.000 0.000 0.000 0.000
592.50 0.000 0.000 0.000 0.000
592.75 0.000 0.000 0.000 0.000
593.00 0.000 0.000 0.000 0.000
593.01 0.219 0.000 0.000 0.219
593.25 0.268 0.000 0.000 0.268
593.50 0.311 0.000 0.000 0.311
593.75 0.350 0.000 0.000 0.350
594.00 0.385 0.000 0.000 0.385
594.25 0.416 0.000 0.000 0.416
594.50 0.446 0.000 0.000 0.446
594.75 0.474 0.000 0.000 0.474
595.00 0.500 0.000 0.000 0.500
595.25 0.525 0.000 0.000 0.525
595.50 0.549 0.000 6.00>0.000 0.549
595.75 0.572 0.000 1.418 1.990
596.00 0.594 0.000 2.006 2.600
596.25 0.616 0.000 2.456 3.072
596.50 0.637 0.000 2.836 3.473
596.75 0.657 0.000 3.171 3.828
597.00 0.676 0.000 10.00>3.474 4.150
597.25 0.695 0.000 7.691 8.387
597.50 0.714 0.000 9.582 10.296
597.75 0.732 0.000 11.077 11.809
598.00 0.750 0.000 12.363 13.113
598.25 0.767 0.000 13.512 14.279
598.50 0.784 0.000 14.562 15.346
598.75 0.801 0.000 15.535 16.336
599.00 0.817 0.000 17.216 18.033
599.25 0.833 0.000 31.628 32.461
.599.50 0.848 0.000 48.695 49.543
599.75 0.864 0.000 66.565 67.429
600.00 0.879 0.000 67.657 68.536
600.25 0.894 2.866 68.731 72.491
600.50 0.909 5.732 69.789 76.430
600.75 0.923 39.629 70.831 111.384
Filename: 240078-propBasin2.sc4
Printed 01-10-2005
SEDCAD 4 for Windows
r,-,inhf 9QOA Oomul? I Crh.u.h
Combined
Fixed Siphon Emergency Total
Elevation cfs) Spillway (cfs Ferf. Riser (cfs)
( ) Discharge
(cfs)
600.99 0.937 62.959 71.817 135.713
601.00 0.937 75.98 71.853 148.723
4
Filename: 240078-prop6asin2.sc4
Printed 01-10-2005
SEDCAD 4 for Windows
(`-,Hri hf I QQA D-I. I Gh.u?h
1
Subwatershed Hydrology Detail;
Peak Runoff
S
S SWS Area Time of Conc Musk K Curve Discharge Volume
Stru # MuskX UHS
A (ac) (hrs) (hrs) Number
(cfs)
(ac-ft)
#2 1 20.610 0.047 0.000 0.000 93.000 F 107.47 10.531
20.610 107.47 10.531
#1 1 46.070 0.092 0.000 0.000 61.000 F 136.59 10.263
N, 66.680 221.88 20.794
X00-1 F --
Subwatershed Time of Concentration Details:

Stru # SWS
#
Land Flow Condition
Slope (%) ' Vert. Dist.
(ft) Horiz. Dist.
(ft)
Velocity (fps)
Time (hrs)
#1 1 3. Short grass pasture 7.32 9.00 123.00 2.160 0.015
7. Paved area and small upland gullies 1.14 1.99 175.00 2.140 0.022
9. Small streams flowing bankfull 2.92 89.99 3,082.00 15.370 0.055
#1 1 Time of Concentration: 0.092
#2 1 3. Short grass pasture 24.00 6.00 25.00 3.910 0.001
7. Paved area and small upland gullies 3.12 10.01 320.84 3.550 0.025
9. Small streams flowing bankfull 3.51 45.03 1,282.90 16.860 0.021
#2 1 Time of Concentration: 0.047
Filename: 240078-prcpBasin2.sc4 Printed 01-10-2005

D--?
?-i
ri
n
n

n
t
fl
POND VOLUME CALCULATIONS
DETENTION POND
ELEVATION
(FT) SURFACE
AREA DEPTH
(FT.) VOLUME
(Cl,) CUM. VOL.
(C.F.) AREA
(AC.)
FOREBAY
589 2,518 0.058
1 2,831 2,831
590 3,143 0.072
1 3,488 6,319
591 3,833 0.088
1 14,565 20,883
592 5,209 0.120
1 15,323 36,206
593 6,865 0.158
MAIN BASIN PERMANENT POOL
587 8,632 0.198
1 9,168 9,168
588 9,704 0.223
1 17,760 26,928
589 10,835 0.249
1 18,382 45,310
590 12,025 0.276
1 19,030 64,340
591 13,275 0.305
1 19,655 83,995
592 15,755 0.362
1 20,895 104,890
593 18,431 0.423
TEMPORARY POOL VOLUME
593 25,296 0.581
1 25,366 25,366
594 25,436 0.584
1 25,503 50,869
595 25,569 0.587
0.5 12,816 63,685
595.5 25,569 0.587
2 -YR & 10-YR STORAGE
596 25,696 0.590
1 25,756 25,756
597 25,815 0.593
1 25,872 51,628
598 25,929 0.595
1 25,982 77,610
599 26,035 0.598
1 26,035 103,645
600 26,035 0.598
1 26,035 129,680
601 26,035 0.598
0.5 13,018 142,697
601.5 26,035 0.598
CLP
240078-SOCALCS-P8.XLS
1/10/2005
e
t
i
e
t
s
s
e
i
r
i
e
a
e
A
JOB NAME JCB NUMBER PAGE NO.
UN1 8f25ITt-f 6Zv5S -1% ASST 2q007'%
JOB DESCRIPTION BY 1 DATE
ll/%o/

Ll`fi` 1 11 0?
T00 A r,L
C:) too - (44 } G-?(0 o • 3 2 8. 3593 Fs AV
?qq? ? g2,Sa ?
a
l-
.
y?y 70 ?.
"U T
_ i 35
t '3, 13, 33S
59050
,71 coo/ (2-0)?15o) c1L MD 35-13
--(
GRAY ENGINEERING CONSULTANTS. INC. 1132 Pilcrim Road / Greenville. SC 29607 / [phone]
I
? --
•
? iR lr'IIr"
oc s e r i. a s
TINDALL CONCRETE PRODUCTS, INC. • P.O. BOX 1778 • SPARTANBURG. S.C. 29304 • TELEPHONE [phone] J 1979

?
6 -
W

c)
?I
Zi
Q)
?f
Lo
cal
r-

C)
LL

26" MAX.

"
8
5

24'-+1 8" --
rINS. DIA. (tyP
G48 SECTIONS
G60TT
48" INS. DIA.
G60 - 64R
G60 BASES
60 INS. DIA. .
AS REQUIRED
W
cc:
Z
Z
W
J
m
Q
cc
Q
2° SLOPE
GASKET
ENLARGED VIEW
OF JOINT
13/16'
ENLARGED SECTION OF
` O-RING GASKET
ONE OR MORE OPENINGS OR FLEXIBLE
CONNECTORS AS REQUIRED IN BASES
NOTES:
ALL STANDARD SEWER MANHOLE SECTIONS MEET OR EXCEED THE REQUIREMENTS OF
ASTM C478.
TWO LIFTING HOLES ARE PROVIDED IN EACH SECTION FOR ON-SITE HANDLING. PROPER
STRONGBACKS OR LIFTING HARNESSES ARE REQUIRED FOR SAFE HANDLING OF
SECTIONS. TINDALL CONCRETE PRODUCTS IS NOT RESPONSIBLE FOR DAMAGE OR INJURY
DURING HANDLING.
ALL STEPS INSTALLED IN MANHOLE SECTIONS HAVE SERRATED TREAD & TALL END LUGS
TO PREVENT FEET FROM SLIPPING.
BUTYL RUBBER SEALANT IS RECOMMENDED FOR SEALING JOINTS. O-RING GASXSTS MAY
BE USED.

F
series
r
TINDALL CONCRETE PRODUCTS, INC. • P.O. BOX 1778 • SPARTANBURG. S.C. 29304 • TELEPHONE [phone]' 1979
IL"
?1------ --- --- LAYING LGTH.
FLAT SLAB TOP i
G60 FST 2782 LBS.

F-1

n

0
0

E.
0
D
H

16"
,- ! - - - - - 1- - - --, LAYING LGTH.
TRANSITION TOP
G60 TT 2337 LBS.
RISER

40
LAYING LGTH.
-f
ECCENTRIC CONE
G60 - 40C 3449 LBS.
LAYING LGTH. SECTION POUNDS
64" G60-64R 7188
48" G60-48R 5391
32" G60-32R 3593
16" G60-16R 1798
-7
LAYING LGTH. SECTION POUNDS
64 " G60-64B 8586
56" G60-56B 8173
48" G60-48B 7473
40" G60-40B 6772
32" G60-32B 6071
8"
o
MONOLITHIC BASE
PIPE OPENINGS OR
FLEXIBLE CONNECTORS ARE
AVAILABLE ON SPECIAL ORDER.
s

APPENDIX III
r

i

u

Fl

i?
C
L?

STORM DRAIN DESIGN
ENERGY DISSIPfI TOR DETAIL
n

I
E
E
C
1. Developed Flow to Structures Recommended Pipe Size/Slope
G'
H-,
F
n
P-
1]
n
J
C1
U.

L
g

tructure p Area Rainfall Flow

se CwNlciarK ?,h ch

rom T. CumulaWe

Flow O Recammmded

Pi Size n.
m Pipe Capacity
=u
/, Oa /ch

7 VELOGTY
Acual =)(C
Slow Ca h MAX /
2A 2A to 26.14 18 1480
to

11B 006 0 95 7 00 0.40 11B 10B 0.40 18 0 50 74 0 68 87 YE: 4.91
1 CB 0.10 0 95 7 00 0.67 l CB 9B 1.06 18 0 50 7.4 0.83 96 Y-f' 5.43
91B 1.39 0 95 7.00 9.24 9.18 9B 9.24 18 1.00 105 1 22 11.6 rE. 6.56
9B 0 24 0 95 7.00 1.60 98 as 11.90 18 1.50 12.9 1 59 13.2 YE: 7.50
8B 013 0 95 7 00 0.86 88 7B 12.77 18 2.00 14.8 2 08 151 YEG - 8.57
7 28 1.37 0 95 7 00 9.11 7 2B 71B 9.11 18 1.00 10.5 1 56 13.1 YE, 7.43
7.18 0.21 0 95 700 1.40 7.18 7B 10.51 18 1 20 11.5 1.25 11.7 YE; 6.65
7B 0.10 095 7.00 7.67 78 6B 23.94 24 1.30 25.8 1.63 28.9 YE: 920
6.1 B 2.00 0 95 7 00 13.JO 618, 6B 13.30 24 0.50 16.0 1.63 299 YE` 9.20
6B 0 00 0 95 7 00 0.00 60 5B 37.24 24 3 00 392 3.03 393 Y=; 12.53
5.2B 1.06 0 95 7 00 7.05 5281 58 7.05 18 0 60 8.1 921 31 9 YE): 1 18.04
51B 0.70 0 95 7.00 4.66 51B 58 4.66 18 0 50 7.4 0.51 75 YE: 4.25
58 0.10 0 95 7.00 0.67 5B 4B 49.51 30 1.60 51.9 1.69 53.3 YE:. 10.87
4.2B 0.87 0.95 7.00 5.79 42B 4B 5.79 18 0.50 74 364 20.0 YE:: 11.34
418 0.72 095 7.00 4.79 41B 4B 4.79 18 0.50 7.4 051 75 YE; 425
48 0 20 0 95 7 00 1.33 48 3B 61.51 30 2.40 63.5 3 37 75.3 YE: 1534
3.3B 0 30 0 95 7 00 2.00 3.3B 32B 2.00 18 0.50 7.4 0.70 as YE:.: 4.98
3 2B 0 22 0 95 7 00 1.48 3.28 38 3.a6 18 0 50 7 4 0 51 75 VE:= 4.24
3113 8 46 0 95 7 00 56.26 3.18 38 56.26 J6 0 80 59.6 3.77 129.4 YE:. 18.31
30 0.00 0.95 7.00 0.00 3B 28 121.23 40 2.00 124.9 2.C9 127.6 YE: 14.62
2B 0 98 0 95 7 00 6.52 1 18 127.75 40 2.20 131.0 9 C7 265 9 'lE i. 30.48
1 B 0.00 0.95 7.00 0.00

3C 012 0.95 7 00 0.80 3C 2C 0 80 18 0.50 7.4 0.75 9.1 YE: 5.15
2C 0 26 0.95 7.00 1.73 2C 1 C 2.53 18 0.50 7.4 0.61 82 YF: 4.66
12C 0.30 0 95 7 00 2.00 1.2C 1 C 2.00 i8 0.50 7.4 10 00 33.2 18.80
1.1 C EXISTING 30 RCP (,1 0 50% 29.00 1.1 C 1 C 2900 30 0 50 290 9 78 128.2 vE:. 26.14
1 C 0.00 0.95 7 00 0.00

6D 3.50 0 95 7.00 23.28 6D 5D 23 28 24 1.20 24.8 2.42 352 YE: 11.21
51D 0.62 0 95 7 00 4.12 51D 50 4.12 18 0.50 7.4 0.58 8.0 YE: 4.53
50 0.14 0 95 7 CO 0.93 5D 40 28 33 24 1.70 29.5 1.92 31.3 YE: 9.98
41D 0.15 0.95 7 00 1.00 410 4D 1.00 18 0.50 7.4 0 56 78 YE: 4.43
40 0 21 0 95 7 00 1.40 4D 3D 30.72 30 0.60 31.8 1 82 55.3 YEC 1127
31D 0 37 0.95 7 00 2.46 3,11D 3D 2.46 18 0 50 7.4 0 83 9.6 YE: 5 43
30 0.30 0 95 7.00 2.00 3D 2D 35.18 30 0 80 36.7 1 05 421 YE: 8 57
2D 0.00 0 95 7 00 0.00 2D 10 35.18 JO 0 80 36.7 4 21 84.1 YE 17.15
1 D 0 00 0.95 7.00 0.00

3E 0.49 0 95 700 3
.26 3E 2E 3.25 18 0 50 7.4 0 80 9 4 32
5
2E 0.75 095 700 .
199 2E 1E 825 18 0.50 7.4 2.13 153 YEi 67
8
1.1E 0.08 0.95 7.00 0.53 1.1E 1E 0.53 18 0.50 7.4 0.94 10.2 YEE, 5.77
1E 0 00 0.95 7.00 0.00

2F 0 36 0 95 7 C0 2.39 2F IF 2.39 18 0.50 7.4 4 90 232 YE: 13.16
1F 000 0.95 7 00 0.00

C1o
2400795OCALCS- gXLS
111=005

n
U.

I
F -7
0
LJ

0

Q
U,
u
IJ
S TORM DRAIN SCHEDULE
STRUCTURE
PIPE INVERT ELEVATION TOP INLET
FROM TO LENGTH DIA. SLOPE INFL.END
(FT) (IN) % EFFL.END 010
(CFS) V10-MAX
(FPS) NO. TYPE COVER
ELEV. WEIR
ELEV. 3TM.
ELEV. DEPTH
(FT.)
AREA
2A 1A 18 24 3.13 592.50 592.00 2700 14.80 2A 0 .1. 598.50 593.00 590.50 8.00 20.61 AC
1A E.D. 592.00

11B 10B 22 18 0.68 627.25 627.10 0.40 4.91 "H.G.' 631.25 627.25 4.00 0.06 AC
10B 9B 42 18 0.83 627.10 626 75 1.06 5.43 "H.G " - 631.25 627.10 4.15 0.10 AC
9.1 B 9B 37 18 1.22 627.20 626.75 9.24 6.56 "W.I " 632.83 632.00 627.20 4 80 1.39 AC
9B 8B 22 18 1.59 626.75 626.40 11.90 7.50 r "H.G " 631.25 626.75 4.50 0.24 AC
88 7B 296 18 2.08 626.40 620.25 12.77 8.57 "H.G.' 631.25 828.40 4.85 0.13A
C
7.28 7.1B 32 i8 1.56 621.00 620.50 9.11 7.43 "W.I." 625.83 625.00 621.00 4.00 1.37 AC
7.13 7B 20 i8 1.25 620.50 620.25 10.51 6.65 7.1 "H.G.- - 625.75 620.50 525 021 AC
7B 6B 199 24 1.63 620.25 61700 2394 920 "H.G." - 625.75 620.25 5.50 0.10 AC
6.1 B 68 162 24 0.56 612.50 611.60 13.30 920 6.1B "W.I." 617.33 616.50 612.50 4.00 2.00 AC
6B 58 175 24 3 03 611.60 606.30 37.24 12.53 5B "M.H." 621.00 611.60 9.40 0.00 AC
528 5B 38 18 9.21 612.00 608.50 7.05 18.04 5.28 "W.I." 618.83 618.00 612.00 6.00 1.06 AC
5.18 5B 98 18 0.51 609.00 608.50 4.66 4.25 SAB "W.I.' 513.83 613.00 609.00 4.00 0.70 AC
5B 4B 189 30 1 69 606.30 60310 49.61 10.87 5B H.G." - 618 00 606.30 11.70 0.10 AC
4.28 4B 55 i8 364 612.00 610.00 5.79 11.34 4.2B "W.I." 618.83 618.00 612.00 8.00 0.67 AC
4.1B 48 137 i8 0.51 606.50 605.80 4.79 4.25 4.1B "W.I." 611.33 610.50 606.50 4.00 0.72 AC
46 3B 89 30 3.37 603.10 600.10 61.51 15.34 4B "H. G.' 615.50 603.10 12.40 0.20 AC
3.38 3.28 47 18 0.70 601.33 601.00 2.00 4.98 3.38 "H.G." 605.33 601.33 4.00 0.30 AC
3.28 3B 177 18 0.51 601.00 600.10 3.46 4.24 4 3.28 "H G.' - 605.33 601.00 4.33 0.22 AC
3.1 B 3B 316 36 3.77 612.00 600.10 56.26 18.31 3.1B "W.I." 621.83 621.00 612.00 9.83 8.46 AC
3B 2B 206 40 2.09 600.10 595.80 121.23 14.62 3B "M.H." 614.50 60010 14.40 0.00 AC
2B 1B 75 40 9.07 595.80 589.00 127.75 30.48 2B "W.I." 604.33 603.50 595.80 7.70 0.98 AC
iB U.W.O. 589.00

3C 2C 20 18 0.75 610.90 610.75 0.80 5.15 3C "H.G." 614.90 610.90 4.00 0.12 AC
2C 1 C 57 18 0 61 610.75 610.40 2.53 4.66 2C "H.G.' 614.90 610.75 4.15 0.26 AC
1 2C 1 C 31 18 10.00 610.50 607 40 2.00 18 80 1.2C W1NG' 615.83 615.00 610.50 4 50 0.30 AC
1.1C 1C 106 30 9.78 612.00 601.63 29.00 26.14 1.1C "M.H.-NC 618.50 612.00 6.50 EXIST
1C "M.H -NC 617.00 29.00 588.00

6D 50 243 24 2.42 640.24 63425 23.28 11.21 6D "M.H.-NC' 648.00 640.24 7.75 3.50 AC
5.10 5D 43 18 0.58 634.60 634.35 4.12 4.53 SAD "H.G." 638.60 634.60 4.00 0.62 AC
5D 4D 263 24 1 92 634.35 629.30 28.33 9 98 5D "H.G." 638.60 63435 4.25 0.14 AC
41D 4D 36 18 0 56 629 50 629 30 1.00 4 43 4.1D "H G." 633 50 629 50 4.00 0.15 AC
40 3D 264 30 1 82 629.30 62450 30.72 11.27 4D "H.&" 633.50 62930 4.20 0.21 AT
31 D 3D 24 18 0.83 624.70 624.50 2.46 5.43 3.10 "H.G.' 628.90 624.70 4.20 0.37 AC
3D 2D 76 30 1.05 624.50 623.70 35.18 8.57 35 -H G.- 628.90 624.50 4.40 0.30 AC
2D 10 19 30 4.21 623.80 62300 35.18 17.15 2D "M.H.' 630.00 623.80 8.20 0.00 AC
1D E.D. 35.18

3E 2E 50 18 0 80 601.40 601 00 3.26 5 32 3E "WING" 606.73 605
.90 601.40 4.50 0.49 AC
2E 1 E 110 18 2.13 601.00 598 66 8.25 8.67 2E G.I.-NC" .
60450 601.00 3.50 0.75 AC
1.1 E 1 E 89 18 0.94 599.50 598.66 0.53 5.77 1.1E "H.G: NC" 602.75 599.50 3.25 0.08 AC
1E "M.H: NC' 603.60 598.66 4.94

2F 1F 51 18 4.90 595.50 593.00 2.39 13.18 2F "WING" 600.33 599.50 595.50 4.00 0.36 AC
1F H.W. 603.60 59866 4.94

CLP
240076-SOCALCSP9.X1.1
1/102005

• ? r
10101011 i
r?
?'?---- ? .J? / ? ` , ? eA ??a ` Cwt+` .',l •, ? ? ? vv ?,
' v . r 1, l .? D _ t ? \ 3 ri
1 Y
r?''-?- t• , ? \, ,\ ' ! Dom- .-?.? ?? ,
Ol v iV 9ra L? i :?.
uj r4 o.
pl,
!? / ?'? ..999 ? ^ 1 ? ? `11,? ?•
•? !I :J cal ?>. ,??\ co 44
i/
/
i I
i
t
e
e
e
r
e
i
a
e
e
e
e
e
a
e
e
t
n?
? N
2 _
?v 'F?4
,I
O O
? N
In N
? 0
J J
W W
CL
r °
I I
? OO
< w w
CE X
w
¢ ~ u
N U U
7
WJ it ?
> N N
? N
L
%/? a o J
?a
? U Y ? V
z
Q
V
r
J-
O
a ~
I ?WOw
?0
a c N
? r U
©
?
Z
> r
-
a
u6 /.\ n

YI
Z
Q
a
0
N
N
W
?
W
W p
U <
W W J

O O N
9 N W O
ill l0 >
W ?
,
W J
w U Z

O
?
c
W w
t
N ? <
t
i
U V- W
O
Z
9 Q
- -'
w a a
?
~ I w a w
O c N in a:
111 J
o -- o o 111
I
Z O O U - w
wO ???II O
Z
W
S W . w O
J
W
° a _ J
•
? d
W O :III o Q
O O o H
N 0 1111= w
: w °
=1111 z

? O
v ~
w °
33d-
Q
?
u
J U) OJ (n b
d (n
O
a mw
rW
Q
U
-
Z ?
1
I w
vri >
?
W

w
w? Z
I 1:2 W
1 m ?-y
I J WI m?O zi 0?
Iz al ohm
?

? I
1 I 9w?
c
O
??? I J
+ J
Z < U

v<0
U U
ww.
N lY 'N
?a-
APPENDIX IV
PERMANENT WATER OUALITYPOOL DESIGN
TE111PORARY WATER OUALITYPOOL DESIGN
TEMPORARY SEDIMENT BASIN DESIGN,
LEVEL SPREADER DESIGN
ADDITIONAL CALCULATIONS
f
m

L!",
NA

LJ
I1: a
,1

0

JOB NAME JCB NUMBER PAGE NO.
UIVI? LSI CIS I? - P?45E1- 2k07
JOB DESCRIPTICN
!I1/E, SPL-r4DEIZ BY
GAP DATE
"/%s
t
,
' QLZ
---? -? - - - - - - - j-
i
L-- gO? _?lAr`? PIST/}KtCE ._L?I,CDL?1lS`U_ `Tb?D(?_Pslp(
?- _ _ 2 Cp s' F? ?P 6 orrT'yauzi F7-o1o From -_DT-r?v 1-tc9 t?1 }78 N ???
ro-` - T - - - ---, j
?f
1159,
---
}
_-ioLC__ g Fi,ouW_rt^_
- .ter' -i- -, - . , - ; ---- -
.
1 -2Cc GFS = V / ?I i- r -
cA,,J ln_f Tt?hruD Is DISK l2 'D ` ?3`_LzN 5R2
-
j
f
i
i
j.
,

GRXI ENGINEERING CONSULTANTS, INC. / 132 Pilgrim Road / Greenville, SC 29607 / [phone]
L
t
JOB NAME JOB NUMBER PAGE NO.
nn
qN 1 ?! I TL1 1.?9?f?G 2 Z 4OD78
JOB DESCRIPTION BY
G DATE
Dl
`,' ! - WAr?L uL l
7 !,+ o D5-
lj
Ell

E 0
?N
JOB NAME JOB NUMBER PAGE NO.
t/olive"a; r7Li (2v?s,?c ?tf.?sE Z1407C
JCS OESCRIPTICN BY ,?J OAM
?DIM?NT hStW IC,,.? GL-/- to ''OIOE
or")
r
e
e°
e
e
A
P
e

4
0
IJ
ns av cafe+ucc?fwff? ?nwfef n TAA,"Q iwir / two Cil-ri. 0^-ari / (SrocamAllo Q[-. 9CA07 / lRR11 9Q7_',r07
C!

P, I
H

?I
E
h-?

0
A

e
I :
L
U
u
rvr ? r
J0S NAME / JOB NUMBER PAGE NO.
t/)V!VSA''-177Lt ,2o?s„v? Sc Z4007?
JCB DESCRIPTION BY DATE /
?,??DlrittrNt ?il?SlW ?iES1Cft? G?'? ???IOS
/?C aV ?11n?o?I C.?Dlwln tIMM42111 TAAITQ IAIt` 1 112-7 Cilnrim ?nori / r.rcortvillo Ra^. 009117 / MAUI ')Q7-+tl5?7
a

d.-Ill
e'
A'
e
F!"ill
U

C
E0
JOB NAME JOB NUMBER PAGE NO.
JCS DESCRIPTION BY DATE
2 SPILGW 5I2e?
r-c av =a1r11UCt?l1.IP! Pf1hiC111 YA wriz mir 1 1,2,3 Milnrim ?^nA I (-riammi lla qr. 70r,07 / (AAA) ';q7..,; n97

F!",

7
e
a
e
e
e,
e
i
a
a
E C
c?,rH ca?.Nr
JOB NAME ?j`Fi? JOB NUMBER PAGE NO.
UJVIVCAz 17-q 620kijul 6 ,4,Se? Zgx)7e
JOB CESCRIPTICN BY CATE
?'`%S
GRAY E IGMEERING CCNSULTAMTS, INC. / 122 Pilgrim Road / Greenville, SC 29607 / (864) 297-::027
OVERLANp CHANNELIZEI
r-40 r-4
1 cAo OLi
900 ?' 30 3
b00 0.016
700 0.02 (PVUT'j
600 OD?/ 25 2.5
SC0 0DA 1
i
400 s O-5 20 Z
o 0.15
3.00 ODI 0 !0 = 0 20
-
= E. (B ARE Mi,xE D 901E Z 0.40 0.30
j 0:50 i
Q / W J y H
J 2C0 i 0.02 020 1.00 ? 13 LS
? _ W 1.50 _
? i 0.30 (PIOC}R GRASS) \ a. 2.00
?. J 3.00 2
Uj .00
ISO / j v on 3 0ZA.V. GRASS) W 5.00
?f
u. 10.00 ¢
0.80(DENSFG.tAS3 t-
o 0.06 in 20.00 l0 L0
o c 1.00 v
- /00 9 0.2
TO ox 0
® 0.9
W W
l`
S0 +- T 0.7
40
• a as
NOMOGRAPH..FOR
TIME OF CONCENTRATION
Fiz re 3-1
3-13
S 0.5
4 0.4
3 0.3
Sauna: Auat.in Ta:as Crainaas Manua!
OVERLANQ CHANFIELIZEI
r- 4 0 r--4
- K= 0A1
- 9C0
b00 0.016
-700 0.42(PYwTa
- 600
0A3 f?
RICO 0A4
0.03
400 ac.
OD I C3
C (HARK MCxzo s0? _
_ c
- ? O J
0.20
_ 200 - 0.02 Z
Z
z 0.30 (POCK GRASS) ?
- 1 = 0D3 \0.4-0 (AV GRASS)
0 0.04 Q.?
Li 0.8016 NS-F- GAA:1-31
-)00 0.06
-310 1.00
- 80
--70 4b
- 60
- 50
- 4,0
- 30 -
20
0.10
0.15
z '0
0.30
0.40 -
W 0:50
L
= 1.00
1.50
\ O .00
?i 4.00
W 5.00
E0.00
h ,zo
NOMOGRAPH. FOR
TIME OF CONCENTRATION
Figure 3-1
3-13
30 3
23 Z.5
20
W 15 I.S.
1--
2
0
a
r 10 1.0
9 0.2
.\ L..
'o t O.t
. ti
+- 0.7
6 0.6
5 0.5
4 0.4
3 0.3
5.]urLa: Aut in Tazaa Crainada Manual
1C?A
Li
0
900
ow 0.016
i
700 0.02(pvwTa f?
0D3
500 ODD
0
400 is
s
OD I z f
< as
(8 A-K PAZ.KZ D 94 K. W
e
15
_ O
J O
020 _
4J
W W
1 x 0.34 (POOR GRASS) ?
x i 0D3\ 0.4.0(AY, GRASS
* 0 0.04 '-o , -,%o
!2 W 0.9,0(DENSEGAASS
0 100 0.06
3t ?0 I.00?
o 00
o \\\
70 ap
6.0
50
40
30
OVERLAHp CHANNEIIZ,7I
r-40 r- 4 .
30 3
2S i 2.5
20 2
h 0.10
0.15
= 0.20
0.30
v
0.40 "
? 0:50
W
. An
°? W lS LS
= 1.
W 1. Z
o .00
.00 z
y 5.00
10. a
20.00 10? I.0
v
LL-
0 Q 0.9
W
} 7 0.7
L6 0.4
?-0.5
4 0.4
4
NOMOGRAPH FOR
TIME OF CONCENTRATION
[
3 10.3
Figure 3-1 Scums: Auwlin Tazaa Crainara M+nua1
3-13

OVERLAS CHANNELIZEI
r-40 ? 4

K'II-O
9CA ODI
^?
30
3
600 0.016
700 0.02(PY6(7U .
Zs 2.5
6C0
OD3
500 0
400 ' 2
c.
= v7 0.10
0
0DI z
?- 0.15
zo
o
300 < a)0 = .
3

c (8 PACxED 50K -j'
= v 0.
0

idLi
O W

r J uj

? 0:50 7

W

s

s
J
W
200 N
0.02 0.20 = •
? , ? I.00
1
50 }•-

rz
0.30 (POOR GRASS) W . Z

x
ISO /
<_
OD3
0
410 (AV
GRASS)
vi 3 00
s.00
W
2 i
/ U
O
G4 .
.
0.50 W •00 p
/ o . U. ` 10.00
!2
C3 /
iffCCC444 w
ti-
0
06 0.80(DENSFGAA33 ?
v7
20.00 ~
z_
10
L0
. 1
00 W
3z

o ?O m

o .
U

'

9

2
0
00 .
U.

p 0.s

? ?- 7 -0.7

40
6 0.6
30
5 0.5
2*?
4 0.4

NOMOGRAPH FOR
TIME OF. CONCENTRATION
3 0.3

Figure 3-1 Saw= Austin Teza s Crainada Manusl
3-13

u

r;-?

C
A

3.5 Desig 7 n Frequency
Rainfall
Intensity
3.5.2
nna€y?
- 50 1.64 1.90 2.23 2.66 3.10 3.43
1 1.45. 1.68 1.98. 2.36 2.76. 3.05 3
2 0.88 1.03 1.21. 1.45 1.70 1.89
3 0.65 - 0.76 0.90 1.07 1.25 1.40 1
6 0.38 0.44 •0.53 0.62 0.73 0.82 0
12 0.22 0.25 0.31 0.36 0.42 0.47 0
24 0.13 0.15 0,18 0.20 0.24 0.27 0
Taken from equation for OF curv e for Charlot.e, N.C.
as nyafo
Table 3-3
Rainfall Intensities - Charl otte, North Carol ina
Storm Duration Rainfall Intensirv(in./hr.)
Ret urn Period (Years)
hours minutes 2 3 5 10 25 50
0 5 5.03 5.60 6.30 7.03 8.21 9.00
6 4.78 5..33 6.02 6.75 7.89 8.65
7 4.55 5.09 5.76 6.49 7.59 8.32
8 4.34 4.88 5.53 6.26 7.31 8.03
9 4.16. 4.68 5.32 6.04 7.06 7.75
10 3.99 4.50 5.12 5.84 6.83 7.50
15 3.33 3.79 4.35 5.03 5.87 6.46
16 3.23 3.67 4.22 4.89 5.72 6.29
.17 3.13 3.57 4.10 4.77 5.57 6.13
18 3.04 3.47 3.99 4.65 5.43. 5.97
19 2.96 3.37 3.89 4.53 5.30 5.83
20 2.88 3.29 3.79 4.43 5.17 5.69
21 2.80 3.20 3.70 4.32 5.05 5.56
22 2.73 3.12 3.61. 4.23 4.94 5.44
23 2.66 3.05 3.53 4.14 4.83 5.32
24 2.60 2.98 3.45 4.05 4.73 '5.21
25 2.54 2.91 3.37' 3.96 4.63 5.10
26 2.48 2.85 3.30 3.88 4.54 5.00
27 . 2.43 2.79 3.23 3.81 4.45 4.90
28 2.38 2.73 3.17 .
3.73 4.36 4.81
29 2.33 2.68 .3..11 3.66 4.28 4.72
30 2.28 2.62 3.05 3.60 4.20 4.64
40 1.90 2.20 2.57 3.05 3.56 3.93
100
9.92
9.53
9.17
8.84
8.54
8.26
7.11
6.92
6.74
6.57
6.41
6.26
6.12
5.98
5.85
5.73
5.61
5.50
5.39
5.29
5.19
5.09.
4.32
3.76
.34
2.06
.52
.89
.51
.29

3.6 Rational Method
Introduction When using the rational method some precautions should be considered.
3.6.1
• In determining the C value (land use) for the drainage area, hydrologic analysis
should take into account future land use changes. Drainage facilities should
be designed for future land use conditions as specified in the County and City
Land Use Plans.
• Since the rational method uses a composite C value for the entire drainage
area, if the distribution of land uses within the drainage basin will affect the
results of hydrologic analysis, then the basin should be divided into two or
more sub-drainage basins for analysis.
The charts, graphs, and tables included in this section are given to assist the
engineer in applying the rational method. The engineer should use good
engineering judgement in applying these design aids and should make
appropriate adjustments when specific site. characteristics dictate that these
adjustments are appropriate.
Runoff The- rational formula estimates the peak rate of runoff at any location in a
Equation watershed as a function of the drainage area, runoff coefficient, and mean rainfall
3.6.2 intensity for a duration equal to the time of concentration (the time required for
water to flow from the most remote point of the basin to the location being
analyzed). The rational formula is expressed as follows:
Q = CIA (3..1)
Where: Q = maximum rate of runoff (cfs)
C = runoff. coefficient representing a ratio of runoff to rainfall
I = average rainfall intensity for a duration equal to the time of
concentration. (in/hr)
A = drainage area contributing to the design location (acres)

Infrequent The coefficients given in Table 3-5 are applicable for storms of 2-yr to 10-yr
Storms frequencies Less fret. lgl7er rntes?ssty storms y?ri1l segiilre rnodif)cafion >jf
3.6.3 $ e car rcrem `becausa fifL-atscn a ar ea' fiasses have a proponionaily smaller
.effete on runoff (Wright--McLaudhEn 5651. The adjustment of the rational
. ..
method for use with major storms can be made by multiplying the right side of
the rational formula by a frequency factor C,. The rational formula now becomes:
Q = CC,IA (3.2)

n
=1
G'

L
u
0
?J
1
u
U

J

Appendices
8.07 i
The design of temporary sediment basins for construction sites should meet all
minimum requirements contained in Practice Standards and Specifications:
6.61, Sediment Basin.
The following outline provides guidance in designing sediment basins to meet
those requirements.
Size, Location, and Structures intended for more than 3 years of use should be designed as perma-
Effieieney nent structures. Procedures outlined in this section do not apply to perma-
nent structures. See the Dam Safety Law of 1967 and supplementary North
Carolina Administrative code title 15A.
Rev. 1:193
Basic requirements for design of a sediment basin are the following:
• drainage area less than 100 acres;
• design structure life less than 3 years;
• minimum design storm, 10-yr peak runoff with minimum 1 ft freeboard;
• In High Quality Water (HQW) Zones, minimum design storm, 25-yr peak
runoff with minimum 1ft freeboard. The sediment basin shall settle the
40-micron particle with a minimum efficiency of at least 70 % during the
2-yr peak runoff event. See appendices beginning on pg. 8.07.13.
• maximum height shall be less than 15 ft, measured from the top of the
dam to the lowest point at the downstream toe;
• hazard classification: sudden failure should notcause loss of life or serious
property damage.
Basin location-Locate the basin so that a maximum amount of runoff from
disturbed areas can be brought into the structure. It should be accessible for
periodic cleanout and should not interfere with construction activities. When
possible delay clearing the sediment impoundment area until the dam is in place.
Keep the remaining temporary pool area undisturbed.
Basin volume-Minimum volume of the basin should be 1,800 ft3/acre for the
disturbed area draining into the basin. Volume is measured below the principal
spillway crest. Where possible the entire drainage basin is used for this compu-
tation, rather than the disturbed area alone, to help ensure adequate trapping
efficiency.
Trapping efficiency- For additional information see Appendices pg. 8.07.13
- 8.07.42) Maximize the trapping efficiency of the basin by:
• diverting runoff from undisturbed areas away from the basin;
• limiting drainage area to increase the ratio of basin surface area to peak
inflow rate. This ratio should be 0.01 acre/cfs or greater to achieve more
than 75% efficiency on most soils. Subdivide area with additional traps
and barriers to limit inflow rate and improve efficiency;
• maximizing the length-to-width ratio of the basin. Length to width should
be 2:1 or greater;
• locating sediment inflow points as far as possible from the principal
spillway inlet;
• controlling flow at inlet points to maintain nonerosive velocities.
8.07,1_
13
0
Basin cleanout-Plan to remove sediment when approximately one half of the
basin volume has been filled. The minimum volume requirement (1,800
ft3/acre) must always be met. tq?
Spillway System The spillway system, consisting of a principal spillway and an emergency
Design spillway, should carry the peak runoff from a 10-yr storm with a minimum 1 ft
freeboard above the design water surface in the emergency spillway. Base runoff
computations on the most severe soil cover conditions expected during the
effective life of the structure (Appendix 8.03).
PRINCIPAL SPILLWAY
The principal spillway consists of a vertical pipe riser fastened to a horizontal
pipe barrel with watertight connectors. The horizontal conduit must extend
beyond the toe of the dam and must be stabilized, usually by riprap.
Minimum capacity-0.2 cfs/acre of drainage, computed for water surface at
the emergency spillway elevation.
Crest elevation of the riser may be set no lower than the elevation of the
sediment detention pool as a minimum.
Barrel conduit and riser-The minimum barrel conduit size allowable is 8
inches for corrugated pipe and 6 inches for smooth-walled pipe. Limit the
maximum barrel diameter to 30 inches. The riser should have a cross-sectional
area at least 1.5 times that of the barrel. Rod and lug type connector bands with
gaskets are recommended for corrugated pipe to provide positive watertight
connections.
Basin dewatering can be accomplished by a single hole protected from trash
or a series of holes covered with gravel.
The pool may be drained by perforating the lower half of the riser with 1/4- to
1/2-inch holes approximately 3 inches apart on the outside pipe corrugations.
Cover the perforated section with 2 ft of gravel (DOT #57 washed stone is ap-
propriate for this application).
Trash guard-Install a trash guard on top of the riser. A fabricated cone of steel
rods, spaced 2 inches apart, fastened to the top of the riser is recommended.
Protection against piping-Secure at least one watertight antiseep collar with
a minimum projection of 1.5 ft around 8-inch or larger conduits. Locate the
collar just downstream from the centerline of the dam. A properly designed
drainage diaphragm installed around the barrel may be substituted for an
antiseep collar.
Protection against flotation-Anchor the riser with a mass with a buoyant
weight greater than 1.1 times the weight of water displaced by the riser.
Stabilize the outlet below the barrel against erosion (Appendix 8.06).
8.07.2
CI'
0

F1
fJJ
Rey. LIM
Appendices
EMERGENCY SPILLWAY
Construct the entire flow area of the emergency spillway in undisturbed soil.
Cross section should be trapezoidal, with side slopes 3:1 or flatter. Select
vegetated lining to meet flow requirements and site conditions (Figure 8.07a).
Capacity-Design the emergency spillway for runoff from the 10-yr storm less
any reduction due to flow in the principal spillway.
Inlet protection-Ensure that the approach section has a slope toward the
impoundment arear of not less than 2% and is flared at its entrance, gradually
reducing to the design width of the control section.
The control section should be level and straight and at least 20 ft long.
Determine the width and depth for the required capacity and site conditions.
Wide, shallow spillways are preferred because they reduce outlet velocities.
The outlet section should be straight, aligned and sloped to assure supercritical
flow with exit velocities not exceeding values acceptable for site conditions.
Outlet velocity-Ensure that the velocity of flow from the basin is nonerosive
for existing site conditions. It may be necessary to stabilize the downstream
areas or the receiving channels.
EMBANKMENT DESIGN
There should be a cutoff trench in stable soil material under the dam at the
centerline, extending up the abutments to the elevation of the emergency
spillway. The trench should be at least 2 ft deep with 1:1 side slopes, and
sufficiently wide to allow compaction by machine.
Top width-Fill height 10 ft: minimum top width 8 ft
Fill height 10-15 ft: minimum top width 10 ft
Allowance for settlement-10% of fill height.
Side slope-2.5:1 or flatter.
Freeboard-minimum 1 ft between the settled top of the dam and the design
water level in the emergency spillway.
Embankment material should be a stable mineral soil, free of roots, woody
vegetation, rocks or other objectionable materials, with adequate moisture for
compaction. Place fill in 8-inch layers through the length of dam and compact
by routing construction hauling equipment over it. Equipment must traverse the
entire surface of each layer by at least one wheel width.
EROSION CONTROL
Construct the structure to minimize the area disturbed. Divert surface water
away from disturbed areas. Complete the embankment before clearing the
impoundment area. Stabilize the emergency spillway, embankment, and all
other disturbed areas above the crest elevation of the principal spillway imme-
diately after construction (Practices 6.10-6.15, Surface Stabilization).
8.07.3
El

Level Portion Crest and Control Section
I?,I 11 ! I ?.i , II •? LJ
i i ,l it I ol''11 I I. l i
\ , - - - - - -' Flow
' t Exit Section
,C Berm
Approach
channel
Embankment
Water surface
Stage (Hp)
Min
Approach
channel

Note: Neither the location nor
alignment of the control section
has to coincide with the centerline
of the dam. -
I-
Plan
Control
section
i-nuHnl _
20' -
level or
greater
Profile along centerline
X - length of
exit channel
Exit Section
Cross section at control section
Excavated earth spillway
Figure 8.07a Design of excavated earthen spillway.
8.07.E
3
a
f]
L
f]
u

u
N
Appendices
Safety-Avoid steep side slopes. Fence basins properly and mark them with
warning signs if trespassing is likely. Follow all State and local safety require-
ments.
Design Procedure Step 1. Determine peak flow, Qto, for the basin drainage area (Appendix 8.03).
Step 2. Determine any site limitations for the sediment pool elevation, emer-
gency spillway or top of the dam.
Step 3. Determine basin volumes:
• Compute minimum volume required (1800 ft3/acre disturbed).
• Specify sediment cleanout level to be marked on riser (one-half the design
volume referenced to the top of the riser) and sediment storage area to be
cleared after the dam is built.
Step 4. Determine area and shape of basin:
• Check length/width ratio (should be greater than 2).
• Compute the basin surface area at principal spillway elevation.
• Check the ratio of basin surface area to peak inflow rate (should be greater
than or equal to 0.01 acres/cfs, if possible). Employ diversions with
additional traps and basins to reduce area drained.
Step 5. Determine size of principal spillway.
L
1
L
GI
I
j

BARREL
Determine barrel capacity required for site conditions (minimum capacity for
Op is 0.2 cfs/acre).
Use Tables 8.07a or 8.07b to select a pipe for the design elevation, usually the
head on the barrel. Alternatively, the size of the pipe barrel may be determined
by the general pipe flow equation:
OP = a 2gH
1 + Km + KpL
where:
Op = discharge from pipe, cfs,
a = pipe area, ft2,
g = acceleration of gravity, fVsec2,
H = elevation head differential, ft,
Km = coefficient/sum of minor losses, usually 1,
Kp = pipe friction coefficient,
L = pipe length, ft.
8.07.5
CI
0
a
Table 8.07a a
Pipe Flow Chart for Design of Corrugated Metal Outlet Conduit
(Q in cubic ft/sec) n
For Corrugated Metal Pipe Inlet Ke + Kb 1.0 and 70 feet of Corrugated Metal Pipe Conduit
n . 0.025. Note correction factors for other pipe lengths.
La.
H 11
12"
15"
18"
21"
24"
30"
36"
42"
2 2.84 4.92 7.73 11.30 15.60 26.60 40.77 58.12
3 48
3 6.03 9.47 13.84 19.10 32.58 49.93 71.19
4 t4.02 6.96 10.94 15.98 22.06 37.62 57.66 82.20
5 4.49 7.78 12.23 17.87 24.66 42.06 64.46 91.90
6 4.92 8.52 13.40 19.57 27.01 46.07 70.60 100.65
7 5.32 9.21 14.47 21.14 29.19 49.77 76.28 108.75
8 5.68 9.84 15.47 22.60 31.19 53.19 81.53 116.23
9 6.03 10.44 16.41 23.97 33.09 56.43 86.49 123.30
10 6.36 11.00 17.30 25.26 34.88 59.48 91.16 129.96
11 6.67 11.54 18.14 26.50 36.59 62.39 95.63 136.33
12 6.96 12.05 18.95 27.68 38.21 65.16 99.87 142.37
13 7.25 12.55 19.72 28.81 39.77 67.83 103.96 148.21
14 7.52 13.02 20.47 29.90 41.27 70.39 107.88 153.80
15 7.78 13.48 21.19 30.95 42.72 72.85 111.66 159.18
16 8.04 13.92 21.88 31.96 44.12 75.24 115.32 164.40
17 8.29 14.35 22.55 32.94 45.48 77.55 118.87 169.46
18 8.53 14.77 23.21 33.90 46.80 79.81 122.33 174.39
19 8.76 15.17 23.84 34.83 48.08 81.99 125.67 179.15
20 8.99 15.56 24.46 35.73 49.33 84.12 128.93 183.80
21 9.21 15.95 25.07 36.62 50.55 86.21 132.13 188.36
22 9.43 16.32 25.65 37.47 51.73 88.22 135.21 192.76
23 9.64 16.69 26.23 38.32 52.90 90.21 138.27 197.12
24 9.85 17.05 26.80 39.14 54.04 92.15 141.24 201.35
25 10.05 17.40 27.35 39.95 55.15 94.05 144.15 205.50
L Correction Factors For Other Pipe Lengths
40 1.23 1.22 1.20 1.19 1.16 1.14 1.13 1.11
50 1.14 1.13 1.12 1.11 1.10 1.09 1.08 1.07
60 1.07 1.06 1.06 1.05 1.05 1.04 1.04 1.03
70 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
80 0.95 0.95 0.95 0.96 0.96 0.96 0.97 0.97
90 0.90 0.91 0.91 0.92 0.92 0.93 0.94 0.94
100 0.86 0.87 0.88 0.89 0.89 0.90 0.91 0.92
0
8.07.6
Q
Appendices
Table 8.07b
Pipe Flow Chart for Design of Concrete Outlet Conduit
(Q in cubic ft/sec)
For R/C Drop Inlet, Ke + Kb = 0.65 with 70 feet of R/C conduit, n = .013. Note correction
factors for other pipe lengths.
la.1
H 1
12"
15"
18"
21"
24"
30"
36"
42"
2 4.54 8.01 11.74 16.60 22.44 36.74 54.65 76.02
3 5.56 9.81 14.39 20.33 27.49 45.00 66.94 93.11
4 6.42 11.33 16.61 23.48 31.74 51.96 77.30 107.52
5 7.18 12.66 18.57 26.25 35.49 58.09 86.42 .120.21
6 7.87 13.86 20.34 28.75 38.87 63.63 94.65 131.66
7 8.50 14.98 21.98 31.06 41.99 68.74 102.27 142.25
8 I 9.06 16.01 I 23.49 33.20 44.88 73.47 109.30 152.03
9 I 9.64 17.00 24.92 35.22 47.61 77.94 115.95 161.28
10 I 10.16 17.91 26.26 37.12 50.18 82.15 122.21 169.99
11 10.65 18.78 27.55 38.94 52.64 86.18 128.20 178.32
12 i t 11.13 19.62 I 28.77 40.67 54.97 89.99 133.88 186.22
13 11.58 20.42 29.95 42.33 57.23 93.68 139.37 193.86
14 12.01 21.18 31.07 43.93 59.37 97.19 144.59 201.12
15 12.44 21.93 32.17 45.47 61.46 100.62 149.69 208.21
16 12.85 22.65 33.22 46.96 63.48 103.92 154.60 215.04
17 13.24 23.35 34.24 48.40 65.43 107.12 159.35 221.65
18 i t 13.63 24.03 35.24 49.81 67.34 110.23 163.99 228.10
19 ! 14.00 24.68 36.21 51.17 69.18 113.25 168.48 234.34
20 ? i 14.36 25.32 37.14 52.50 70.97 116.18 172.84 240.41
21 14.72 25.95 32.()7 53.80 72.73 119.07 177.13 246.38
22 15.06 26.56 38.96 55.06 74.43 121.85 181.27 I 252.13
23 I 15.40 27.16 39.64 56.31 76.11 I 124.60 185.36 257.83
24 15.73 27.74 40.69 57.51 77.75 127.28 189.35 263.37
25 16.06 28.32 41.53 58.70 79.35 129.90 193.25 268.60
L i I Correction Factors For Other Pipe Lengths
40 i t 1.15 1.13 1.11 1.09 1.08 1.06 1.C6 1.05
50 j 1.09 1.08 1.07 1.06 1.05 1.04 1.04 1.03
60 i t 1.04 1.04 I 1.04 1.03 1.03 1.02 1.02 1.02
70 I 1.00 1.00 1.00 1.00 1.00 I 1.00 1.00 1.00
80 0.96 0.96 0.97 0.97 0.98 0.98 I 0.98 0.99
90 ` 0.93 0.94 0.94 I 0.95 I 0.95 0.96 0.97 0.97
100 0.90 I 0.91 0.92 I 0.93 I 0.93 0.95 0.95 0.96
8.07.7
El

RISER
Determine riser size from Figure 8.07b. Check the head and stage requirements.
If the design stage is too high, choose a larger barrel or reevaluate steps 2-4. As
a minimum, set the elevation of the riser at the same elevation as the top of the u
sediment pool. Select the type of trash guard.
Determine area of holes, Ao, to dewater the pool from the following equation:
_ A 2h
AO T Cd 20,428
where
Ao = total area of the dewatering hole, ft2,
As = surface area of the basin, ft2,
h = maximum head of water above the hole, ft,
T = detention time to dewater basin, hr, (8 hrs recommended min.),
Cd = coefficient of contraction for the orifice (approximately 0.6).
Step 6. Design antiseep collar.
Ensure that andseep collars are no closer than 2 ft from a pipe joint. Collar must
project at least 1.5 ft from the pipe. Indicate watertight connections.
Step 7. Design antiflotation block.
Determine the weight of water displaced by the empty riser, and design a block
with buoyant weight 1.1 times the weight of water displaced.
Step 8. Design outlet.
Determine discharge velocity from the barrel. Design outlet protection to assure
stable conditions. Riprap placement is usually necessary (.Appendix 8.06).
Step 9. Design emergency spillway.
• Determine the required capacity for the emergency spillway as
Qe=010-Op.
• From Table 8.07c or Table 8.07d, select the width and depth of the outlet,
depending on soil conditions. In general, the wider bottom widths and
lower slopes are preferred to minimize exit velocities at supercritical flow.
• Set the elevation of the crest of the emergency spillway a minimum of
1 ft above the crest of the riser.
Step 10 . Spillway approach section.
Adjust the spillway alignment so that the control section and outlet section are
straight. The entrance width should be 1.5 times the width of the control section
with a smooth transition to the width of the control section. Approach channel
should slope toward the reservoir no less than 2%.
8.07.3
Rev. 1:(93
0
1
Appendices
25C
20C
1SC
10C
9C
8C
7C
6C
50
U
Q. 4C
CZ
30
CL
E
20
10
9
8
7
6
5
0.5 1.0 1.5 2.0 2.5 3.0
Head required at crest of riser in feet (h)

Circular risers with
litt
ll
er wa
sp
"
bo

1 LH 3i2
3
Q =
.

Splitter-type
_
Crest headwall

2
- h
_
d

i 7( Pipe Z
riser

-
,
T -77- p
F

Pipe conduit
I 1 I
- - - - -- For conduit slope > friction slope
Z = 5D
- ,
F
d
it
l
f
i
i
or con
ope <
u
s
r
ct
on slope, Z = 2D

Inlet Proportions
Pipe Pipe
Conduit Riser
(D) - in (d) - in
8-12 18
15 21
18 24
21 30
24 30
30 36
36 48
42 54
48 60
Figure 8.07b Design chart fcr riser outlet.
Pipe drop inlet spillway design:
For a given Q and H, refer to Table 8.07a or 8.07b for conduit size.
Then determine the riser diameter (d) from the Inlet Proportions Table
on this figure. Next, refer to the above curves, using the conduit
capacity and riser diameter, and find the head (h) required above the
crest of the riser. The height of the riser should not be less than 5D - h,
except as noted in the above sketch.
Example - Given: CMP; Q = 20 cfs; H = 14 ft, h max. 1.0 ft; L = 70 ft.
From Table 8.07a find conduit size (D) = 18 inches. From Inlet Propor-
tions Table, riser size = 24 inches. Head (h) required for Q = 20 and
d = 24 is 1.0 ft.
Rev. 12M 3.07.9
13

Table 8.07c
Design Table for Vegetated Spillways Excavated in Erosion Resistant Soils
(side slopes-3 horizontal:1 vertical) 13
iacharge Slope Range Bottom Stage Discharge Slope Range Bottom St

Q

CFS
Minimum

Percent
Maximum

Percent
Width

Feet
Feet
Q

CFS
Minimum

Percent
Maximum

Percent
Width

Feet age

Feet
15 3.3 12.2 8 .83 2.8 5.2 24 1.24
3.5 18.2 12 .69 80 2.8 5.9 28 1.14
3.1 6.9 8 .97 2.9 7.0 32 1.06
20 3.2 13.0 12 .81 2.5 2.6 12 1.84
3.3 17.3 16 .70 2.5 3.1 16 1.81
2.9 7.1 8 1.09 2.8 3.8 20 1.45
25 3.2 9.9 ?2 .91 90 2.7 4.5 24 1.32
3.3 13.2 18 .79 2.8 5.3 28 1.22
3.3 17.2 20 .70 2.8 6.1 32 1.14
2.9 6.0 8 1.20 2.5 2.8 16 1.71
30 3.0 8.2 12 1.01 2.6 3.3 20 1764-
3.0 10.7 16 .88 2.6 4.0 24 1.41
3.3 13.8 20 .78 100 2.7 4.8 28 1.30
2.8 5.1 e 1.30 2.7 5.3 32 1.21
2.9 6.9 12 1.10 2.6 6.1 38 1.13
35 3.1 9.0 18 •94 2.5 2.8 20 1.71
3.1 11.3 20 .85 2.6 3.2 24 1.58
3.2 14.1 24 .77 120 2.7 3. 2 1.
2.7 4.5 6 1.40 2.7 4.2 32 1.34
2.9 8.0 12 1.18 2.7 4.8 36 1.26
40 2.9 7.8 16 1.03 2.5 2.7 24 1.71
3.1 9.7 20 .91 .45 3.2 28 1.58
3.1 11.9 24 .83 140 J
.6 3.6 32 1.47
2.6 4.1 8 1.49 [
.6 4.0 36 1.36
2.8 5.3 12 1.25 2.7 4.5 40 •1.30
45 2.9 6.7 16 1.09 2.5 2.7 28 17-75-
3.0 8.4 20 .98 2.5 3.1 32 1.58
3.0 10.4 24 .69 160 2. 3.4 38 1.4
2.7 3.7 8 1.57 2. 3.8 40 1.4
2.8 4.7 12 1.33 2.7 4.3 44 1.33
50 2.8 6.0 16 1.16 2.4 2.7 32 1.72
2.9 7.3 20 1.03 2.4 3. 36 1.
3.1 9.0 24 .94 180 2.5 3.4 40 1.51
2. 3.1 8 1.73 2.6 44 1.43
2.7 3.9 12 1.47 2.5 2.7 36 1.70

60 2.7 4.8 16 1.28 2.5 2.9 40 1.80
2.9 5.9 20 1.15 200 2.5 3.3 44 1.52
2.9 7.3 24 1.05 2.6 3.6 48 1.45
3.0 8.6 28 .97 2.4 2.6 40 1.70
2.5 2.8 8 1.88 220 2.5 2.9 44 1.61
2.6 3.3 12 1.60 2'.5 3.2 48 1.53
70 2.6 4.1 18 1.40 2. 2. 44
2.7 5.0 20 1.26 240 2.5 2.9 48 1.82
2.8 6.1 24 1.15 25 3.2 52 4
2.9 7.0 28 1.05
8 2.4 2.8 48 1.70
2.5 2.9 .12 1.72 2
0 2.5 2.9 52 1.62
80 2.8 3.6 18 1.51 280 2.4 2.8 52 1.7
2.7 4.3 20 1.35 300 2.5 2.8 58 1.89
Example of Use -
Given: Discharge, 0 = 87 c.f.s. Spillway slope, Exit section (from profile) = 40/6.
Find: Bottom width and Stage in Spillway.
Procedure: Enter table from left at 90 c.f.s. Note that Spillway slope (40%) falls within
slope ranges corresponding to bottom widths of 24, 28, and 32 ft. Use
bottom width, 32 ft., to minimize velocity. Stage in Spillway will be 1.14 ft.
Note: Computations based on: Roughness coefficient, n = .040. Maximum
velocity = 5.50 ft. per sec.
8.07.10 Rev. 1293
C
u
Appendices
Table 8.07d
Design Table for Vegetated Spillways Excavated in Very Erodible Solis
(side slopes-3 horizontal:) vertical)
Disoharge Slope Range Bottom Stage
Q
CFS Minimum
Percent Maximum
Percent Width
Feet
Feet
10 3.5 4.7 8 .68
5 3.4 4.4 12 .89
1 3.4 5.9 16 .60
3.3 3.3 12 .80
20 3.3 4'.1 16 .70
3.5 5.3 20 .62
3.3 3.3 16 .79
25 3.3 4.0 20 .70
3.5 4.9 24 .64
3.3 3.3 20 .78
0 3.3 4.0 24 .71
3 3.4 4.7 28 .65
3.4 5.5 32 .61
3.2 3.2 24 .77
35 3.3 3.9 28 .71
3.5 4.6 32 .66
3.5 5.2 36 .62
3.3 3.3 28 .78
0 3.4 3.8 32 .71
4 3.4 4.4 38 .67
3.4 5.0 40 .64
3.3 3.3 .32 .76
45 3.4 3.8 36 .71
3.4 4.3 40 .87
3.4 4.8 44 .64
3.3 3.3 36 .75
50 3.3 3.8 40 .71
3.3 4.3 44 .88
3.2 3.2 44 .75
60 3.2 3.7 48 .72
70 3.3 3.3 52 .75
80 3.1 3.1 56 .78
Example of Use
Given: Discharge, 0 = 38 c.f.s. Spillway slope, Exit section (from profile) = 4%.
Find: Bottom width and Stage in Spillway.
Procedure: Enter table from left at 40 c.f.s. Note that Spillway slope (4.0%) falls within
slope ranges correspcnding to bottom widths of 36 and 40 ft. Used wider
bottom width, 40 ft., to minimize velocity. Stage in Spillway will be 0.64 ft.
Note: Computations based on: Roughness coefficient, n = .040.
Maximum velocity = 3.50 ft. per sec.

p Rev. 12193 3.07.11
f:? i
0
0
Step 11. Spillway control section.
• Locate the control section in the spillway near where it intersects the ex-
tension of the centerline of the dam.
• Keep a level area to extend at least 'Oft upstream from the outlet end of
the control section, to ensure a straight alignment.
• Side slopes should be 3:1.
Step 12. Design spillway exit section.
• Spillway exit should align with the control section and have the same bot-
tom width and side slopes.
• Slope should be sufficient to maintain supercritical flow, but make sure
it does not create erosive velocities for site conditions. (Stay within slope
ranges in appropriate design tables.)
• Extend the exit channel to a point where the water may be released without
damage.
Step 13. Size the embankment.
• Set the design elevation of the top of the dam a minimum of 1 ft above
the water surface for the design flow in the emergency spillway.
• Constructed height should be 10% greater than the design to allow for set-
tlement.
• Base top width on the design height.
• Set side slopes 2.5:1 or flatter. J
• Determine depth of cutoff trench from site borings. It should extend to a
stable, tight soil layer (a minimum of 2 ft deep).
• Select borrow site-the emergency spillway cut will provide a significant
amount of fill.
Step 14. Erosion control.
• Locate and design diversions to protect embankment and spillway (Prac-
tice Standards and Specifications: 6.20, Temporary Diversions).
• Select surface protection measures to control erosion (Practice Standards
and Specifications: 6.10, Temporary Seeding; 6.14, ;Mulching; and 6.15,
Riprap).
• Select vegetation for emergency spillway to provide protection for design
flow velocity and site conditions.
Step 15. Safety.
• Construct a fence and install warning signs as needed.
1
3.07.12
7
-
F- _ i
;/ ? - \
//
,,
?, I
EL "I/ 1. '?", ? I., 1 , I I" f ,o. // 1 > 00, l:?
.. - ---'s =._ ------ _
.: \ /, ,.??- ? . .11 ? : , 7 I :/
- r -? _ ' -
?.
__ - == . - - _ ,
- --
. -`-- - -
11 -,.-a. --
11 --- I t.
., "I'll, i
,
- - n _ v S
- - ? - --4-1-'-- . ? i a- '-'? - ? I , ? I -- I I , :?', \ , I
--
f -- f
t ,
,
(,
r.
N ., - 1, I ;,. ? ; " I I - I I 1? " I - , I i,i: i ,, ? , , " ?, " " , -.,. I
C ? ,
t
1 ;
, 0 10 ? I ", . I . I" ? " , -? .." \ , , I 'o I ? ? " , 1- ?,,,, . , - - " I I ... . .. I , " p,
;//
\
._ - _._
; /
_? ,
, _
?- _
> -.r--- - -- i
i
- t
„? _
F
.. ;., -
-
, , .
, bl
,
, ?.
., v . -, ? - - ?t , ? ?
/_
`I
. _-
-
V \\
? ,
_-_`• -
,
- - - -?
,
?? _ _ .,
'
\
,: -
_ _ _
-
- - _ _ - _ __
-
t m ?
_?_ ? ? ' <
I
- " -- , ? , ?, ? ? ?. I . 1. ? I , ; I . I / I ,?, ! !'I " ..? ,?,,,,, ,?,, ,,, "
l
,?
__..- 1, , .. \\
. o., t \
,
..
?, z -
V
: I , A- " ,,, - I .1 CL ? I ? .--., " I", ?
9 . , : ?`
. .:
. ! V O-? _
.. - , , ' 1 .
,,-,\ / / -
, j
.
/ /
/,
\
// /.
J) ^%
,1 , C
C
- - - .
- ..
, , ,
/ /
W ,
/, ,
/
` j ` , ?? ,
; I li , , " , ? . , ?: \
' V / ,
,
?' - ' '
I , , i , / I 11 ?1, ,, ?' i? \, ? \, \ ?,, , , , , ?, , ? -- , " ? , " \ \ ,'?, '., - ?
\-
I
, ,,
, ? '/- ' /I ? - "-""\ L?,?'j" "' 11 I , ??,); ?\, 11
/ \ " /,'
,
.7fi
IJ I r ?? -
\ 1, I I ,-? , , " -, , I . "\,\,\\ , ? A \ ?'.,-, ,? .1? . , " _ , , 1? - '? - - " - - , - - " ?
/ / ?'O ,? i
//
rr
t ?- , n
v ?,
-
, , - r
v
-
?U, \
, - -, ?, I , ? ?,? \" ; . ? , - - , I I - - .. - - .
1 \l? / 1 {'
/ ??,' / /
?, ,,,,\??,,,",?, ??,, 1
v ? \ ,_
r \? ! „ r
\?
.t
? , ;" ,? ? , ? ? ,\ 1) . ? - ? - , I ? ,
\,, -, O 1 ) :"? ? / , 11 , ? , ? I , , , , I , ? - I- . I I I , \ 'I, 1, - " ?; I I " 11 1; 11 I - , " , I ; I , , I , ? I
/'?,
I , , , ?, \ , 'I, I , ,,;,?, ) " ,,, ? ,,,,,, I " , I \ I I / L ' ""\ ... . .. \" . .. " . 11 . " , ,
__ - /
?- ,.
/
/? ;
.?." -; \ '
; -
/,\
-
.
'
s?
.
o?,?
?'
y
- _
1 ?/
?, ,
--
v ,
-- -
,, , ; ??
--
, - I --

1
STORMWATER MANAGEMENT
AND
EROSION CONTROL
REPORT

For the Proposed
UNIVERSITY CROSSING - PHASE I
N. Tryon Street (U.S. Hwy 29) and W. Mallard Creek Ch. Road (SR 2472)
Charlotte, North Carolina
Prepared for
REALTICORP, INC.
14120 Ballantyne Corporate Place
Charlotte, NC 28277
;? CA
Prepared by C) FES3ip •!y'%
Chris L. Price, P.E. a?0'
SEAL V. -V
• 029755
>w •
i
ioo0-o`
GRAY ENGINEERING CONSITLTANTS, INC.
132 Pilgrim Road
Greenville, SC 29607
G.E.C. Job No. 240078
January 10, 2005

I
1
TABLE OF CONTENTS
Project Description 1
Soils 1
Town of JVake Forest Stormtivater 11anagement Requirements. 1
Site Location Nlap 2
Site Topographic Nfap. 3
Site 4erial iVfap 4
Site Hydrology 5
Pre-Development Conditions. 5
Post-Development Conditions 6
Permanent IVater Quality Requirements 7
Storm Drain and Rip-Rap Outlet Stabilization Design 7
Sedimentology 7
Erosion and Sedimentation Control Devices . 8
Tables:
Table I. Pre-Development Area Peak Flow Summary
Table II. Post-Development Area No. I Peak Flow Summary. 6
Table III. Post-Development Area No. 2 Pond Outfall Summary 6
Table IV. Post-Development Area No. 2 Peak Flow Summary. 6
Appendices: APPENDIX I Pre-Development Conditions Map
Pre-Dev. Conditions SEDCAD Calculations
Precipitation Figures
APPENDIX II Post-Development Conditions Map
Post-Dev. Conditions SEDCAD Calculations
Pond Volume Calculations
APPENDIX III Storm Drainage Map
Storm Drain Design
Riprap Outlet Protection Design
Buoyancy Calculations
APPENDIX IV Water Quality Design
Temporary Sediment Basin Calculations
Level Spreader Design
Additional Calculations
I J?J?
STORNIWATER MANAGEMENT AND SEDIMENTOLOGY REPORT
UNIVERSITY CROSSING - PHASE I
CHARLOTTE, NORTH CAROLINA
Project Description
RealtiCorp, Inc. is,proposing the construction of the first phase of an office/retail
park located in the City of Charlotte, North Carolina. The site is located on a 24.035-acre
tract of land at the western quadrant of North Tryon Street (U.S. Highway No. 29) and
West Mallard Creek Church Road (SR 2472). Refer to the Site Location Map.
The project will include the construction of a city street, commercial drives,
private roads, a stormwater detention facility, perimeter landscaping, mass grading, and
buffer areas. This stormwater management report considers the pre-development and the
post-development conditions for the entire watershed to the project site. The stormwater
detention facility has been sized for the post-development conditions including the full
build-out of all development including all outparcels. The total disturbed area for this
project will be approximately 26-acres.
Soils
According to the Soil. Map provided by the City of Charlotte, the predominant
soils in the project area are identified as Enon and Wilkes soils (see soils map attached).
The Enon and Wilkes soils belong to the hydrologic soil group C. To be conservative,
hydrologic soil group B was used to model the site hydrology.
City of Charlotte Stormwater illanab ement Requirements
The proposed development must follow the requirements set forth by the City of
Charlotte. The following are a few of the stormwater management requirements for the
City:
• Stormwater Quality is required.
• Analyze the 2, 10, and 100-year storm events
• Desired that Post-Development release peak rates not to exceed Pre-Dev.
release peak rates for 2 and 10-year storms
• Emergency Spillway designed for 50-year storm event
Please refer to Charlotte-Mecklandburg Stormwater Design Manual and the
Charlotte-Mecklandburg Land Development Standards Manual for specific design
requirements. Also, the design of the ponds must also meet the minimum standards for
design criteria set forth by the North Carolina Department of the Environment and
Natural Resources, Division of Water Quality, 401 Wetlands Unit.
Page l of 9
210078-StorinSedReport-Rvv20050110. doc
G
? .s
0 0,
-^-? <o
b
a
m'
tiry
?9 ! F.rF

SITE "
CrG
lpos 4? Pd rf
1 C7 _ C,q, ` f
a4ffn ?f
Q .1
3
4

0 0.28m1
SITE VICINITY MAP
UNIVERSITY CROSSING - PHASE I
City of Charlotte, North Carolina
Not to Scale
Cr
? cg,j,
Page 2 of 9
240073-StomiSedReport-Rev2OO5OIIO.doc

m
0
- ? WGSSCharlotte, North Carolina, United States 01 Jul 1996

i?- IV
' ? M L //,\
` i ` t' t '- ? tai •'? i ? • ? ?, !? `' • :e ? ? , ' JJ
\ yj
(550`1 32
=.? 65
7 !
ff?
4 t'?

,,t o j /\^r r t
t•' j t 4l ?4''? (?`\ fir.! /_?
? .-r'a? `•.?? 111 F
m 100, 200, 100,
N yds 100 200 300
USGS QUAD MAP
UNIVERSITY CROSSING - PHASE I
City of Charlotte, North Carolina

prwl
Page 3 of 9
240073-Stom1SedReport-Rev20050110. doc
u
4
n

SITE AERIAL MAP
UNIVERSITY CROSSING - PHASE I
City of Charlotte, North Carolina
A
ri
ilk
. ?,_ ..
?l »' r f i• C ?'
1
t ,11 X ??r
. a. a' 3?
am,
ti
44-1

Page 4 of 9
240073-StomiSedReport-Rev200501 10.doe

a Site HydroloV
The proposed development's site stormwater management plan has been designed
such that the post-development peak runoff rates are less than the pre-development peak
runoff rates for the 2 and 10-year storm events. The emergency spillways have been
designed to handle the post-development 50 and 100-year storm events. Rainfall data
specific to Charlotte-Mecklandburg were used. The SEDCAD 4 method of analysis was
utilized to produce the pre- and post-development peak runoff rates. All data and
computations reported in the following narrative and presented in the Appendices reflect
the SEDCAD 4 method of analysis. Refer to Appendix I for pre-development
calculations and Appendix II for post-development and pond design calculations.
Pre-Development Conditions
The existing ground cover is assumed to consist of wooded areas. Even though
some of the watershed is developed, it is assumed that adequate detention was provided
to mimic their pre-developed conditions. Under pre-development conditions, the site
drains in two directions; a slight ridge running northwest-southeast divides the east corner
of the site from the rest of watershed. The majority of the site (Area #2) drains toward
the southwest, to Mallard Creek. This creek is off-site yet features a 100-year floodplain
that crosses the southern corner of the property. The creek also features a low flat
wetland area that also encroaches onto the southern corner of the property. Eventually,
Mallard Creek outlets to the south under North Tryon Street (US Hwy 29) flowing
toward the Rocky River. Where Mallard Creek intersects North Tryon Street is our Point
of Study (POS) #2. The east corner of the site (Area 91) drains to a 30" RCP culvert
under North Tryon Street (US Hwy 29). This culvert eventually flows to Mallard Creek
on the other side of North Tryon Street. The entrance to this culvert is our Point of Study
(POS) #1. There is little off-site area draining to the site and none of the off-site area
drains into the detention facility. The total watershed area studied under pre-
development conditions is approximately 68-acres. Supporting hydrologic data and pre-
development calculations can be found in the Appendix I.
Fl
S
ow
ummary
Table I. Pre-Development Peak
U
G
L

U
n
PRE-DEVELOPMENT PEAK FLOW SUMMARY
STORM PRECIPITATION PRE-DEV AREA NO.1 PRE-DEV AREA N0.2
EVENT (CFS) OUTFLOW (CFS) OUTFLOW (CFS)
YEAR
2 3.12 5.38 26.47
10 4.80 11.87 86.68
50 6.48 18.88 159.10
100 6.96 20.92 181.14
Page 5 of 9
230073-StormSedReport-Rev200501IO.doc
e
r
a
i
e
t
t
e
s
M
Post-Development Conditions
Under post-development conditions, there is one (1) permanent on-site detention
facility designed to detain the increased runoff from the proposed outparcels and most of
the main site. The 360' of the northern most drive to North Tryon Street drains
undetained to the 30" RCP culvert (POS #1) under North Tryon Street. Supporting
hydrologic data and post-development calculations can be found in the Appendix II.
Lable HL. Post-Development Area No. L PealcPlow
POST-DEVELOPMENT AREA No.1 PEAK FLOW SUMMARY (POS #1)
STORM EVENT (YEAR) PRE-DEV OUTFLOW (CFS) POST-DEV OUTFLOW (CFS)
2 5.38 4.36
10 11.87 6.74
50 18.88 9.11
100 20.92 9.79
"Table 11. Post-Development Area No. l Detention Outflow S
STORM EVENT
(YEAR) PEAK FLOW TO
POND (CFS) PEAK OUTFLOW
FROM POND (CFS) MAX. WATER
SURFACE
ELEVATION
2 45.16 4.73 597.03
10 72.63 25.96 599.14
50 99.76 72.49 600.25
100 107.47 85.30 600.56
TOP OF DIKE = 601.50 E.S. CREST = 600.00 TOP OF RISER = 598.50 POOL EL = 593.00
"1 able IV. Post-Development Area No. Z Peak Plow
POST-DEVELOPMENT AREA NO.2 PEAK FLOW SUMMARY (POS #2)
STORM EVENT (YEAR) PRE-DEV OUTFLOW (CFS) POST-DEV OUTFLOW (CFS)
2 26.47 24.99
10 86.68 84.52
50 159.10 192.79
100 181.14 221.88
Page 6 of 9
240078-S tormSe dRe port-Re000501 10. doc
u
Permanent Water Quality Requirements
Based on the requirements by NCDENR and the City of Charlotte, both
permanent water quality and post-development detention will be provided for this project.
The wet retention basin (Water Quality Pond) for stormwater will be provided for the on-
site permanent pond.
Permanent water quality is achieved by using the permanent detention pond.
Based on the drainage area and impervious areas to the pond, the required North Carolina
Coastal Surface Area to Drainage Area (SA/DA) is provided with a permanent pool.
Approximately 20% of the volume of the permanent pool will consist of a forebay. In
addition to the permanent pool, the first one-inch of runoff from the site will be detained
and released over 2 to 5 days from a temporary pool. For post-development detention
purposes, the 2 and 10-year storm events will be attenuated to below the pre-development
conditions for the respective storm event.
One pond in the southern corner of the site near the existing wetlands will be used
to achieve the detention and the water quality requirements. Also, the pond will
successfully achieve the 85% total suspended solids (TSS) removal requirements as set
forth by the NCDENR for the piedmont area. The pond shall be used as a temporary
sediment pond during construction. The pond will also successfully handle the 100-year
storm without overtopping the retaining wall. The pond will have a single outfall. This
outfall has been designed such that it will handle the temporary pool volume and will be
released upstream of the existing wetlands to a riprap apron and level spreader to slow
flow velocity. This outfall has been designed such that it will also handle the remaining
larger storm events and will release flow to the level spreader.
Storm Drain and Rip-Rap Outlet Stabilization Design
Refer to the site grading and storm drain plan for pond locations, grading, and
layout configuration of the stormwater collection and conveyance system. The
stormwater conveyance system was designed using the Rational method. The 10-year
storm assuming a rainfall intensity of 7.0 inches per hour was used for design.
The Rip-Rap Outlet Stabilization was sized based on the 10-year design flow
determined at each pipe outfall. Refer to Appendix III for additional information.
SedimentoloV
In order to control sediment runoff during construction, the proposed on-site
stormwater detention pond will be used as temporary sediment pond. As shown in the
calculations below, the storage volume of silt per disturbed acre is greater than 1,800
cubic feet (67 C.Y.) per acre, implying that a minimum trapping efficiency of 80% for the
10-year storm event will be maintained.
Page 7 of 9
230073-StormSedReport-Rev20050 t t 0.doc,

In addition to the main detention pond, four (4) temporary sediment basins, all
sized to be greater than 1,800 cubic feet per disturbed acre, will be installed during the
initial phase of construction. Refer to Appendix IV for temporary sediment trap
calculations.
Best management practices such as silt fencing, inlet protection, temporary check
dams stone check dams, riprap outlet protection, and stone mud-mats will be used to
deter sediment-laden runoff from leaving the site.
Calculations (Refer to Appendix 11 for pond volume calculations)
Disturbed Acreage (on-site) = 20.61 acres
Basin No. 1 Volume (Permanent Pool Volume) = 141,096 ft3
Storage / Disturbed Acre = 6.845 ft'/AC
(253 C.Y./AC)
Erosion and Sedimentation Control Devices
1. Construction Exits
One (1) construction exit will be installed as per the plans and details. The
location will be at the proposed entrance off West Mallard Creek Church Road to
the new City road. It will be necessary to monitor and replace or repair these
entrances as needed.
2. Silt Fencing
Double rows of silt fencing will be installed along all the fill slopes. This barrier
will provide added sedimentation protection. Silt fencing is also required around
all topsoil stockpiles. Location of silt fencing is shown on all the erosion control
plans.
3. Sediment Basins
Four (4) temporary sediment basins will be constructed at the low points on the
project site as shown on the plans and details. These basins are being used to
provide sediment control for those low points which will exist during the
beginning phases of construction. The sediment basins have been designed
using the N.C.D.E.N.R. BMP Manual and the Charlotte-Meeklandburg Land
Development Standards. The basins have been sized for 1,800 CF/AC of
drainage area, the perforated riser and barrel have been sized for the Q1o
using Rational, and the emergency spillways have been sized for the Q;o
using C=3.0, H=0.5 in. or less.
4. Temporary Berms and Diversion Ditches
Temporary berms and diversion ditches will be used to intercept sediment laden
runoff from all the disturbed areas and direct runoff into the sediment basins.
Page 8 of 9
240073-StortnSedReport-Rev200?0110.doc

5. Temporary Slope Drains with Berms
Several temporary slope drains and berms utilizing stone check dams will be
installed along the top slope of the wet detention pond in order to reduce sediment
and flow velocity running down the fill slope into the pond.
6. Storm Drain Inlet Protection
As added projection, anywhere there is a storm structure inlet proposed, inlet
protection will be installed to filter any sediment from entering the storm drains.
7. Riprap Outlet Protection
Anywhere there is a storm outfall, properly riprap aprons shall be installed to
reduce flow velocity, minimize sediment-laden runoff, and reduce erosion.
8. Pond Outlet Protection
The outlet from the detention pond will flow to an energy dissipater structure
surrounded by a rip-rap apron. From this structure water will flow through a level
spreader to the existing wetlands in the southern corner of the property. This
system will be installed to reduce flow velocity, minimize sediment-laden runoff,
and reduce erosion.

Project Stases for Erosion Control
This project will consist of generally three (3) stages of construction:
¦ Stage One shall consist of contractor mobilization and limited clearing only to install
all initial temporary erosion control devices as shown on the Clearing Limits and
Temporary Erosion Control Plan (CV-1). These measures include the construction
exit off West Mallard Creek Church Road, silt fencing, wet detention pond,
temporary sediment basins, temporary berms, temporary diversion ditches, and
temporary slope drains.
¦ Stage Two shall consist of final pond construction, primary fill slopes on the south
side of the site, retaining walls, and initial storm drainage construction as shown of
the Grading, Drainage, and Erosion Control Plan (CV-2). Construction of the drives
to West Mallard Creek Church Road and North Tryon Street shall take place.
Additional erosion sediment control devices used during this phase include silt dams
around catch basins, additional temporary slope drains (as needed), and vegetative
matting to stabilize fill slopes.
¦ Stage Three shall consist of installation of concrete curb and gutter for the site,
paving, installations of all utilities, highway improvements, and final stabilization and
grassing.
Refer to the Appendices for all calculations and refer to the detailed Erosion Control
Plans and Details for all specific details, notes, and the construction sequences.
0
Page 9 of 9
24007 8-S tormSedRepo rt-Rev20050110.doc
60 1,
L11 -?
LO Lij
cr) C) X,
-j U)
li
CY)
CC)
00 c
, c
rJ-
olo
ti;j°'
LL
0, U)
' II fff
M M ?_ i \ \\
LL -i U)
x?'
71 <
CL C14
CY)
1?y,' `Tl v •?Et;' !?t ??f.1`r i Cam; , M N /
??`w?? _ ?ti X111..• ?'???+` ti 1 / J II II %j? _ _
I X1
o 43,
? I E?a??
TIA,
LL -i U)
_ ), - -
-Oc
Not
SEDCAD 4 for Windows
r-,,i,h! 1aaA o,molo I Crhw.h
UNIVERSITY CROSSING
GEC #240078
Existing Conditions
Basin I
Paul J. Harrison
Gray Engineering Consultants, Inc.
132 Pilgrim Road
Greenville, SC 29607
Phone: [phone]
Email: [e-mail]
1
Filename: 240078-existBasinl.sc4 Printed 01-10-2005
SEDCAD 4 for Windows
l?nnvnnhf loan P-1. I Ghui?h
General Information
Storm Information:
Storm Type: NR T e II
Design Storm: 2 yr - 24 hr
Rainfall Depth: 3.120 inches
2
Filename: 240078-existBasinl.sc4 Printed 01-10-2005
SEDCAD 4 for Windows
Structure Networking:
Type I Stru # ('fllotov) Stru # Musk. K Musk. X Description
Null I #i =_> End 0.000 0.000 Basin #1 to P.O.S. #1
#1
Null
3
Filename: 240078-existBasinl.sc4 Printed 01-10-2005
SEDCAD 4 for Windows
r-,rinhf 1GOA De-.1. 1 Crhuroh
4

Structure Summary:

Immediate Total Peak Total
Contributing Contributing Discharge Runoff
Area Area
(ac) (ac) (cfs) Volume
(ac ft)
#1 5.320 5.320 5.38 0.3g

A
A
e
t
e

Filename: 240078-existBasinl.sc4
i
Printed 01-10-2005
SEDCAD 4 for Windows
(`nrnirinh/ ?OOA Domolo I Crh-h
Structure Detail:
Structure #.I (Null )
Basin #1 to P.O.S. #1
5
Filename: 240078-existBasinl.sc4 Printed 01-10-2005
i
SEDCAD 4 for Windows
r^nvrinhl IQGA P-J 1 C-H-h
Subwatershed Hydrology Detail:
Peak Runoff
SWS SWS Area Time of Conc Musk K Curve
Musk X UHS Discharge Volume
Stru #
# (ac) (hrs) (hrs) Number (cfs) (ac-ft)
#1 1 5.320 0.085 0.000 0.000 72.000 F 5.38 0.390

5.320 5.38 0.390
Subwatershed Time of Concentration Details:
Stru # SAS Land Flow Condition Slope Vert. Dist. Horiz. Dist.
(%) (ft) (ft) Velocity (fps)
Time (hrs)
#1 1 7. Paved area and small upland gullies 2.83 24.00 847.00 3.380 0.069
9. Small streams flowing bankfull 0.43 1.50 350.00 5.890 0.016
#1 1 Time of Concentration: 0.085
6
Filename: 240078-existBasinl.sc4 Printed 01-10-2005
SEDCAD 4 for Windows
r- ., inh1 +oan D?-.1. I crh.unh

General Information
Storm Information:
Storm Type: NRCS Tye II
Design Storm: 10 yr 24 hr
Rainfall Depth: 4.800 inches
Filename: 240078-existBasinl.sc4 Printed 01-10-2005
SEDCAD 4 for Windows
r„ -hf to°{7 1 "H,..h
1
Subwatershed Hydrology Detail:
Peak Runoff
SWS SWS Area Time of Conc Musk K Curve
Musk X UHS Discharge Volume
Stru #
# (ac) (hrs) (hrs) Number
(cfs)
(ac-ft)
#1 1 5.320 0.085 0.000 0.000 72.000 F 11.87 0.907
5.320 11.8 0.907
1 0 • `{n''
Subwatershed Time of Concentration Details:
Stru # SWS
# Land Flow Condition Slope (%) Vert. Dist. Horiz. Dist. Velocity (fps)
(ft) (ft) Time (hrs)
#1 1 7. Paved area and small upland gullies 2.83 24.00 847.00 3.380 0.069
9. Small streams flowing bankfull 0.43 1.50 350.00 5.890 0.016
#1 1 Time of Concentration: 0.085
Filename: 240078-existBasinl.sc4 Printed 01-10-2005
SEDCAD 4 for Windows
r-,Hn hf 1 GOA D-i. 1 Crhwah
General Information
Storm Information:
Storm Type: NRCS Tyne II
Design Storm: 5 yr - 24 hr
Rainfall Depth: 6.480 inches
1
Filename: 240078-existBasin1.sc4 Printed 01-10-2005
SEDCAD 4 for Windows
r-,-h1 100A P?-.i. 1 Crh.u.h
1
Subwatershed Hydrology Detail;
I Peak Runoff
SwS SWS Area Time of Conc Musk K Curve Discharge Volume
Stru # Musk X UHS
(ac) (hrs) (hrs) Number (cfs) (ac-ft)
#1 1 5.320 0.085 0.000 0.000 72.000 F 18.88 1.503
Y- 5.320 18.88 1.503
50 • `f?
Subwatershed Time of Concentration Details:
Stru # SWS
# Land Flow Condition Slope (%) Vert. Dist. Horiz. Dist. Velocity (fps)
(ft) (ft) Time (hrs)
#1 1 7. Paved area and small upland gullies 2.83 24.00 847.00 3.380 0.069
9. Small streams flowing bankfull 0.43 1.50 350.00 5.890 0.016
#1 1 Time of Concentration: 0.085
Filename: 240078-existBasinl.sc4 Printed 01-10-2005
1
1
1
1
1
1
1
1
e
a
s
t
a
a
e
SEDCAD 4 for Windows
Filename: 240078-existBasin 1.sc4
General Information
Storm Information:
Storm Type: NRCS Type II
Design Storm: 00 yr 24 hr
Rainfall Depth: 6.960 inches
1
Printed 01-10-2005
SEDCAD 4 for Windows
(`nrn.rinh} 1ODA P-1. I Crh-'h
1
Subwatershed Hvdrolo9v Detail:
Peak Runoff
SWS SWS Area Time of Conc Musk K Curve
Musk X UHS Discharge Volume
Stru #
# (ac) (hrs) (hrs) Number (c{s) (ac-ft)
#1 1 5.320 0.085 0.000 0.000 72.000 F 20.92 1.682
S' 5.320 t20.92 1.682
I ww- -jrr
Subwatershed Time of Concentration Details:
Stru # SWS
# Land Flow Condition Slope (%) Vert . Dist. Horiz. Dist. Velocity (fps)
(ft) (ft) Time (hrs)
#1 1 7. Paved area and small upland gullies 2.83 24.00 847.00 3.380 0.069
9. Small streams flowing bankfull 0.43 1.50 350.00 5.890 0.016
#1 1 Time of Concentration: 0.085
Filename: 240078-existBasin 1.sc4
Printed 01-10-2005
SEDCAD 4 for Windows
r-,rinh/ IGOA D-1. I GMuah
1
?NIVERSITY CROSSING
GEC #24007
Existing Conditions
Basin 2
Paul J. Harrison
Gray Engineering Consultants, Inc.
132 Pilgrim Road
Greenville, SC 29607
Phone: [phone]
Email: [e-mail]
Filename: 240078-existBasin2.sc4 Printed 01-10-2005
SEDCAD 4 for Windows
r-,Iinhf IGOA D-1. I Ghuw.h
2
General Information
Storm Information:
Storm Type: NR T e II
Design Storm: 2 yr - 24 hr
Rainfall Depth: 3.120 inches
Filename: 240078-existBasinIsc4 Printed 01-10-2005
SEDCAD 4 for Windows
r-,rinh/ 1 OCR 0?-.1. 1 CZ,H-h
3
Structure Networking:
Type fl
o
) Stru # Musk. K Musk. X Description
stru # (
1
l
to
Null #1 =_> End 0.000 0.000 Basin #2 to P.O.S. #2
#1
Null
Filename: 240078-existBasin2.sc4 Printed 01-10-2005
SEDCAD 4 for Windows
r-,"i'M DOA P-1. I Crhwoh
4

Structure Summary:

Immediate Total
Peak Total
Contributing Contributing
Discharge Runoff
Area Area
(ac) (ac) (cfs) Volume
(ac-ft)
#1 63.080 63.080 26.47 1.99

1
a
1

t

1
Filename: 240078-existBasin2.sc4
Printed 01-10-2005
1
SEDCAD 4 for Windows
r--ht iaoR P,i. I z,h-h
5
Structure Detail:
Structure -= 1Nuli? 11 Basin #2 to P.O.S. #2
Filename: 240078-existBasin2sc4 Printed 01-10-2005
SEDCAD 4 for Windows
('-,-Ht IQQA 0-1. 1 Crhunh
Subwatershed Hydrology Detail:
6
Peak Runoff
SWS SWS Area Time of Conc Musk K Musk X Curve UHS Discharge Volume
Stn # # (ac) (hrs) (hrs) Number (cfs) (ac-ft)
#1 1 63.080 0.092 0.000 0.000 60.000 F 26.47 1.985
S' 63.080 26.47 1.985
CO- lt+r
Subwatershed Time of Concentration Details:
SWS
Land Flow Condition
Stru # o
Slope (/o) Vert. Dist.
(ft) Horiz. Dist.
(ft) Velocity (fps) s
tY (P ) Time hrs)
#
#1 1 3. Short grass pasture 7.32 9.00 123.00 2.160 0.015
7. Paved area and small upland gullies 1.14 1.99 175.00 2.140 0.022
9. Small streams flowing bankfull 2.92 89.99 3,082.00 15.370 0.055
#1 1 Time of Concentration: 0.092
Filename: 240078-existBasin2.sc4 Printed 01-10-2005
SEDCAD 4 for Windows
r-,,inhf 1GOR D?mnl. I Crh-h
General Information
Storm Information:
Storm Type: NRCS T e II
Design Storm: 10 yr - 24 hr
0% or
Rainfall Depth: 4.800 inches
Filename: 240078-existBasin2.sc4
1
Pnnted 01-10-2005
SEDCAD 4 for Windows
r-,6nh} 1 OCR D-1. I Gh.uoh
1
Subwatershed Hvdrologv Detail:
Peak Runoff
SWS SWS Area Time of Conc Musk K Musk X Curve UHS Discharge Volume
Stru #
#
(ac) (hrs) (hrs) Number
(cfs)
(ac-ft)
# 1 1 63.080 0.092 0.000 0.000 60.000 F 86.68 6.234
T 63.080 86.68 6.234
fir.--1
Subwatershed Time of Concentration Details:
Stru # SWS
# Land Flow Condition Slope (%) Vert. Dist.
(ft) Horiz. Dist.
(ft) Velocity (fps) Time (hrs)
#1 1 3. Short grass pasture 7.32 9.00 123.00 2.160 0.015
7. Paved area and small upland gullies 1.14 1.99 175.00 2.140 0.022
9. Small streams flowing bankfull 2.92 89.99 3,082.00 15.370 0.055
#1 1 Time of Concentration: 0.092
Filename: 240078-exisffiasin2.sc4 Printed 01-10-2005
SEDCAD 4 for Windows
r-,-Ht loan D?mul? I Crh.u.h
1
General Information
Storm Information;
Storm Type: NRCS Tye II
Design Storm: 50 yr - 24 hr
Rainfall Depth: 6.480 inches
Filename: 240078-existBasin2.sc4 Printed 01-10-2005
L
U.
SEDCAD 4 for Windows
(`nm.rinh} 1000. Pamclo 1 Cnh\.I?h
1
Subwatershed Hvdrolo9v Detail:
L]

1
A
e
e
Peak Runoff
SWS SWS Area Time of Conc Musk K Curve
Musk X UHS Discharge Volume
Stru #
# (ac) (hrs) (hrs) Number
(cfs)
(ac-ft)
#1 1 63.080 0.092 0.000 0.000 60.000 F
- 159.10
- 11.787
T
63.080 159.10 11.787
Subwatershed Time of Concentration Details:
Stru # SWS
# Land Flow Condition Slope (%) Vert. Dist.
(ft) Horiz. Dist.
(ft) Velocity (fps) Time (hrs)
#1 1 3. Short grass pasture 7.32 9.00 123.00 2.160 0.015
7. Paved area and small upland gullies 1.14 1.99 175.00 2.140 0.022
9. Small streams flowing bankfull 2.92 89.99 3,082.00 15.370 0.055
#1 1 Time of Concentration: 0.092
Filename: 240078-existBasin2.sc4
Printed 01-10-2005

1

1
1

N

e

i
t

SEDCAD 4 for Windows
r,-, nhf iQQA D-1. I Gh-h
Subwatershed Hvdroloqv Detail:
Peak Runoff
SWS SWS Area Time of Conc Musk K Curve
Musk X UHS Discharge Volume
Slru #
# (ac) (hrs) (hrs) Number (cfs) (ac-ft)
#1 1 63.080 0.092 0.000 0.000 60.000 F 159.10 11.787
Y- 63.080 159.10 11.787
by -714,
Subwatershed Time of Concentration Details:
Stru # SWS Land Flow Condition Slope (%) Vert. Dist. Horiz. Dist. Velocity (fps) Time (hrs)
#1 1 3. Short grass pasture 7.32 9.00 123.00 2.160 0.015
7. Paved area and small upland gullies 1.14 1.99 175.00 2.140 0.022
9. Small streams flowing bankfull 2.92 89.99 3,082.00 15.370 0.055
#1 1 Time of Concentration: 0.092
1
Filename: 240078-existBasin2.sc4
Printed 01-10-2005
SEDCAD 4 for Windows
(`-,-hf IQQR P-1. I Crhwnh
0
D

i
a
s
t
1
e
a
L
1
Filename: 240078-existBasin2.sc4
General Information
Storm Information:
Storm Type: NRCS Type II
Design Storm: C176 yr - 24 hr
Rainfall Depth: 6.960 inches
Printed 01-10-2005
SEDCAD 4 for Windows
r,-,,in Ht 10°R P-1. 1 CZ,H-h
U
1

r
e
C
e
1
t
a
Subwatershed Hydrology Detail:
Peak Runoff
S
S SWS Area Time of Conc Musk K Curve Discharge Volume
A
Stru # MuskX UHS
(ac) (hrs) (hrs) Number (cfs) (ac-ft)
# 1 1 63.080 0.092 0.000 0.000 60.000 F 181.14 13.538
63.080 181.14 13.538
(GU-%Iw--
Subwatershed Time of Concentration Details:
Stru # SWS
# Land Flow Condition Slope (%) Vert. Dist.
(ft) Horiz. Dist.
(ft) Velocity (fps) Time (hrs)
#1 1 3. Short grass pasture 7.32 9.00 123.00 2.160 0.015
7. Paved area and small upland gullies 1.14 1.99 175.00 2.140 0.022
9. Small streams flowing bankfull 2.92 89.99 3,082.00 15.370 0.055
#1 1 Time of Concentration: 0.092
1
t
0
Filename: 240078-existBasin2.sc4
Printed 01-10-2005
N?
111 i `_. \???? ? \? I•`•. ?' \ 1 '`\'\`\ /'
A AMA,
01
v J iCCC ) -?
W LL
?1 Q o ?- il, m
a- < EL
p =i -- I
(L C)
LIJ
(0 LO
d m '?? LL J U) F- ?Y I J I I I I ?- o
-,q A-\' s'77---
"4- LLJ
CI) M
W \` \
LL J
_ v eA /
i
,I
---
/ ? '? -, ?`___- -- -I -?. `. ?,, 11 . 1!. ?, G?'?I t ? I -
#01 -
-4- V
_ ?_ I .l 1 r. / f I a
7 y
0- cc,01
Cf)
pp cV W
IL LLJ
u) ?7
Q
00
on-
CI4
LL -i U)
Q 1 a ! ?` CIS
't w
f
/ N J i:y LL J U)
LL T w
1 \`\\\
c'j
Po co Jj' uj
h ,n Cam, '?' a- I- Vvv A V A'
EL IJ
2.? ?v V1` \ V1 A ,
_j CL
LL -i U) Vu
/ II
0 0/
LL -1 (1)
CL oo
0 IL
\\ \_ LL J CI) I- \ ` \ \ \ \ \\ \
\aD
t' LET {? \1 (C ?C, 'C ; 9 ' V \; ? \
--?' ?? v ? ?? ??- J/i ? /._ / )`? i•/. `? /,??' ? -tea ,yf?e? vA ?` ` v V . _'- - 'i,' ?'/
T4, 0 \I
I WI,
10
SEDCAD 4 for Windows
r-,rWO iQQA D-1. I Ghwrnh
1
UNIVERSITY CROSSING
GEC #24007
Proposed Conditions
Basin 1
Paul J. Harrison
Gray Engineering Consultants, Inc.
132 Pilgrim Road
Greenville, SC 29607
Phone: [phone]
Email: [e-mail]
Filename: 240078-prop Basin 1.sc4 Printed 01-10-2005
SEDCAD 4 for Windows
r'--ht 1 OCR P-1. I Crh-h
2
General Information
Storm Information:
Storm Type: NRCS Type II
Design Storm: 2 yr - 24 hr
Rainfall Depth: 3.120 inches
Filename: 240078-propBasin 1.sc4
Printed 01-10-2005
SEDCAD 4 for Windows
e
Structure Summary
Immediate Total Peak Total
Contributing Contributing Runoff
Area Area Discharge Volume
(ac) (ac) (cfs) (ac-ft)
#2 0.340 0.340 0.81 0.08
#1 1.500 1.500 3.55 0.36
#3 0.000 1.840 4.36 0.44
4
Filename: 240078-propBasin 1.sc4 Printed 01-10-2005
SEDCAD 4 for Windows
r-.m?ht 1 GOR 01-1, 1 q,H-h
5
Structure Detail:
Structure 4 2 (Null
Basin #1B to P.O.S. #1
Structure #1 (Null)
Basin #IA to P.O.S. #1
Structure -Y 3 (Null
P.O.S. #1
Filename: 240078-propBasin 1 sc4 Printed 01-10-2005
SEDCAD 4 for Windows
r-,rinhr SODA Dp-I. 1 Ghv,nh
6
Subwatershed Hydrology Detail:

Stru #
SWS
# SWS Area

(ac) Time of Conc

(hrs) Musk K

(hrs) Curve
Musk X UHS
Number Peak
Discharge

(cfs) Runoff
Volume

(ac-ft)
#2 1 0.340 0.026 0.000 0.000 98.000 F 0.81 0.082
0.340 0.81 0.082
#1 1 1.500 0.085 0.000 0.000 98.000 F 3.55 0.361
Y- 1.500 3.55 0.361
#3 1.840 4.36 0.443
Subwatershed Time of Concentration Details:
Stru # SWS Land Flow Condition Slope (%) Vert. Dist. Horiz. Dist. Velocity (fps) Time (hrs)
#1 1 7. Paved area and small upland gullies 2.83 24.00 847.00 3.380 0.069
9. Small streams flowing bankfull 0.43 1.50 350.05 5.890 0.016
#1 1 Time of Concentration: 0.085
#2 1 7. Paved area and small upland gullies 3.24 11.01 340.00 3.620 0.026
9. Small streams flowing bankfull 5.00 3.00 60.00 20.120. 0.000
#2 1 Time of Concentration: 0.026
Filename: 240078-propBasin 1.sc4 Printed 01-10-2005
SEDCAD 4 for Windows
r,-,-hf 100A D?mcla 1 Crhwah
General Information
Storm Information:
Storm Type: NRC Type II
Design Storm: 10 yr - 24 hr
Rainfall Depth: 4.800 inches
1
Filename. 240078-pro pBasin 1.sc4
Printed 01-10-2005
e
e
e
e
e
e
s
s
t
e
s
e
t
s
e
t
SEDCAD 4 for Windows
P'--inh} 1 OOA p-i- I Crh..unh
1
Subwatershed Hydrology Detail:

Stru #
SAS SWS Area

(ac) Time of Conc

(hrs) Musk K

(hrs) Curve
MuskX UHS
Number Peak
Discharge
(cfs) Runoff
Volume
(ac-ft)
#2 1 0.340 0.026 0.000 0.000 98.000 F 1.25 0.129
Z 0.340 1.25 0.129
#1 1 1.500 0.085 0.000 0.000 98.000 F 5.49 0.570
1.500 5.49 0.570
#3 1.840 6.74 0.700
(e-1112--
Subwatershed Time of Concentration Details:
Stru # SWS
# Land Flow Condition Slope (%) Vert . Dist.
(ft) Horiz. Dist.
(ft) Velocity (fps) Time (hrs)
#1 1 7. Paved area and small upland gullies 2.83 24.00 847.00 3.380 0.069
9. Small streams flowing bankfull 0.43 1.50 350.05 5.890 0.016
#1 1 Time of Concentration: 0.085
#2 1 7. Paved area and small upland gullies 3.24 11.01 340.00 3.620 0.026
9. Small streams flowing bankfull 5.00 3.00 60.00 20.120 0.000
#2 1 Time of Concentration: 0.026
Filename: 240078-p ropBasin 1.sc4
Printed 01-10-2005
ISEDCAD 4 for Windows
1`n rinhf 10091 D-1. 1 C'nh-h
P--
1
General Information
H
Storm Information:
Storm Type: NRCS Type II
Design Storm: 50 yr - 24 hr
Rainfall Depth: 6.480 inches
L
C?
UJ
L
0
n

P
n
N
Filename: 240078-propBasin 1.sc4
Printed 01-10-2005

s
e
s
e
e
e
a
e
e
e
e
a
i
SEDCAD 4 for Windows
(`nn..rinhf 10OA P?mnl? I Crh??nh
1
Subwatershed Hydrology Detail:

Stru #
SAS SWS Area

(ac) Time of Conc

(hrs) Musk K

(hrs) Curve
MuskX UHS
Number Peak
Discharge
(cfs) Runoff
Volume
(ac-ft)
#2 1 0.340 0.026 0.000 0.000 98.000 F I 1.68 0.177
0.340 1.68 0.177
#1 1 1.500 0.085 0.000 0.000 98.000 F 7.43 0.780
1.500 7.43 0.780
#3 S' 1.840 9.11 0.957
50 -n Y --
Subwatershed Time of Concentration Details:
Stru # SWS
# Land Flow Condition Slope (%) Vert . Dist.
(ft) Horiz. Dist.
(ft) Velocity (fps) Time (hrs)
#1 1 7. Paved area and small upland gullies 2.83 24.00 847.00 3.380 0.069
9. Small streams flowing bankfull 0.43 1.50 350.05 5.890 0.016
#1 1 Time of Concentration: 0.085
#2 1 7. Paved area and small upland gullies 3.24 11.01 340.00 3.620 0.026
9. Small streams flowing bankfull 5.00 3.00 60.00 20.120 0.000
#2 1 Time of Concentration: 0.026
Filename: 240078-propBasinl.sc4
Printed 01-10-2005
e
e
e
e
e
e
e
i
w
t
e
i
SEDCAD 4 for Windows
("--ht 100A D?TUI. I Crhwnh
1
General Information
Storm Information:
Storm Type: NRCS Type II
Design Storm: 100 yr - 24 hr
Rainfall Depth: 6.960 inches
Filename: 240078-propBasin 1.sc4
Printed 01-10-2005
SEDCAD 4 for Windows
r-,-ht 1009k Oomul? 1 Crhw?h
Subwatershed Hydrology Detail:
Peak Runoff
Stru # S
S SWS Area Time of Conc Musk K Curve
MuskX UHS Discharge Volume
A (ac) (hrs) (hrs) Number
(cfs)
(ac-ft)
#2 1 0.340 0.026 0.000 0.000 98.000 F 1.81 0.190
0.340 1.81 0.190
#1 1 1.500 0.085 0.000 0.000 98.000 F 7.98 0.840
1.500 7.98 0.840
#3 S 1.840 9.79 1.031
1
I co-`in.--
Subwatershed Time of Concentration Details:
Stru # S#S Land Flow Condition Slope (%) Vert . Dist.
(ft) Horiz. Dist.
(ft) Velocity (fps) Time (hrs)
#1 1 7. Paved area and small upland gullies 2.83 24.00 847.00 3.380 0.069
9. Small streams flowing bankfull 0.43 1.50 350.05 5.890 0.016
#1 1 Time of Concentration: 0.085
#2 1 7. Paved area and small upland gullies 3.24 11.01 340.00 3.620 0.026
9. Small streams flowing bankfull 5.00 3.00 60.00 20.120 0.000
#2 1 Time of Concentration: 0.026
e
e
e
i
a
Filename: 240078-prop Basin 1.sc4
Printed 01-10-2005
t
a
e
i
1
1
1
a
a
SEDCAD 4 for Windows
r-,,inhf 1Goa Domuh 1 c,h-h
1
UNIVERSITY CROSSING
GEC #24007
Proposed Conditions
Basin 2
Paul J. Harrison
Gray Engineering Consultants, Inc.
132 Pilgrim Road
Greenville, SC 29607
Phone: [phone]
Email: [e-mail]
Filename: 240078-prcpBasin2.sc4
Printed 01-10-2005
SEDCAD 4 for Windows
(`nnrtinhf 10?A D?mula I Ghuioh
2
General Information
Storm Information:
Storm Type: NRCS Type II
Design Storm: 2 yr - 24 hr
Rainfall Depth: 3.120 inches
Filename: 240078-prop6asin2.sc4 Printed 01-10-2005
SEDCAD 4 for Windows
(`nnvrinh/ 100A P?mul? I Crhw.h
Structure Networking:
Type Stru # (into) Stru # M(hrks?K Musk. X Description
Null #1 =_> End 0.000 0.000 Basin 2A to P.O.S. #2
Pond #2 =_> #1 0.010 0.443 Basin 2B to P.O.S. #2
#2
Pond
#1
Null
Structure Routing Details:
Stru # Land Flow Condition Slope (%) Vert. Dist. Horiz. Dist. Velocity (fps) Time (hrs)
(ft) (ft)
#2 9. Small streams flowing bankfull 2.19 10.99 502.00 13.31 0.010
#2 Muskingum K: 0.010
3
Filename: 240078-propBasin2.sc4 Printed 01-10-2005
SEDCAD 4 for Windows
(`--ht 1QQR Q-1. I Crhui?h
Structure Summary:
Immediate Total Peak Total
Contributing Contributing Runoff
Area Area Discharge Volume
(ac) (ac) (cfs) (ac-ft)
In 45.16 4.07
#2 20.610 20.610
Out 4.73 3.57
#1 46.070 66.680 24.99 5.65
Filename: 240078-propBasin2.sc4
4
Printed 01-10-2005
SEDCAD 4 for Windows
iooA o-i. i c,h-h
5
Structure Detail:
Structure =2 (Pond)
Basin 2B to P.O.S. #2
Pond Inputs:
Initial Pool Elev: 593.00
Initial Pool: 0.99 ac-ft
Fixed Siphon
k2Ht Eley Inlet Elev Outlet Elev Diameter (in) Length (ft) Manning's n
593.01 593.00 592.50 3.00 10.00 0.0130
Emeraencv Soillwa
Spillway Elev Crest Length Left Right Bottom
(ft) Sideslope Sideslope Width (ft)
600.00 16.00 3.00:1 3.00:1 30.00
Perforated Riser
Riser Riser Height Barrel Barrel Length Barrel Slope Number of
Diameter (in) (ft) Diameter (in) (ft) (%) Manning's n Spillway Elev Holes per
Elev
60.00 5.511 30.00 16.00 5.00 0.0130 598.50 3
Pond Results:
Peak Elevation: 597.03
Dewater Time: 2.36 days
Dewatering time is calculated from peak stage to lowest spillway
Elevation-Capacity-Discharge Table

Elevation Area

(ac) Capacity

(ac-ft) Discharge Dewater
Time
(cfs) (hrs)
591.00 0.412 0.000 0.000
591.25 0.432 0.105 0.000
591.50 0.452 0.216 0.000
591.75 0.472 0.331 0.000
592.00 0.493 0.452 0.000
592.25 0.514 0.578 0.000
Filename: 240078-prop6asin2.sc4 Printed 01-10-2005
SEDCAD 4 for Windows
rnm.rinhl lQQA O?mnl? I Cnh-h

Elevation Area

(ac) Capacity

(ac-ft) Discharge

(cfs) Dewater
Time
(hrs)
592.50 0.536 0.709 0.000
592.75 0.558 0.846 0.000
593.00 0.581 0.988 0.000
593.01 0.581 0.994 0.219 0.32* Spillway #1
593.25 0.582 1.134 0.268 6.30*
593.50 0.582 1.279 0.311 5.66*
593.75 0.583 1.425 0.350 5.04*
594.00 0.584 1.571 0.385 4.59*
594.25 0.585 1.717 0.416 4.45
594.50 0.585 1.863 0.446 4.10
594.75 0.586 2.010 0.474 3.85
595.00 0.587 2.156 0.500 3.65
595.25 0.588 2.303 0.525 3.45
595.50 0.588 2.450 0.549 3.35 Low hole SPW #3
595.75 0.589 2.597 1.990 5.30
596.00 0.590 2.745 2.600 1.45
596.25 0.591 2.892 3.072 1.15
596.50 0.591 3.040 3.473 1.00
596.75 0.592 3.188 3.828 1.00
597.00 0.593 3.336 4.150 1.30
597.03 0.593 3.357 4.732 0.60 Peak Stage
597.25 0.593 3.485 8.387
597.50 0.594 3.633 10.296
597.75 0.594 3.782 11.809
598.00 0.595 3.930 13.113
598.25 0.596 4.079 14.279
598.50 0.596 4.228 15.346 Spillway #3
598.75 0.597 4.377 16.336
599.00 0.598 4.527 18.033
599.25 0.598 4.676 32.461
599.50 0.598 4.826 49.543
599.75 0.598 4.975 67.429
600.00 0.598 5.125 68.536 Spillway #2
600.25 0.598 5.274 72.491
600.50 0.598 5.424 76.430
600.75 0.598 5.573 111.384
600.99 0.598 5.717 135.713
601.00 0.598 5.723 148.723
6
Vesignates time(s) to dewater have been extrapolated beyond the 50 hour hydrograph limit.
Detailed Discharge Table
Filename: 240078-prop8asin2.sc4 Printed 01-10-2005
e
i
s
e
e
s
e
e
a
SEDCAD 4 for Windows
r-,-ht 1 aaR Domnla 1 Crh?u?h
7

Elevation
Fixed Siphon
cfs
( )
Emergency
Spillway cfs
( )

Perf. Riser (cfs) Combined
Total

Discharge
(cfs)
591.00 0.000 0.000 0.000 0.000
591.25 0.000 0.000 0.000 0.000
591.50 0.000 0.000 0.000 0.000
591.75 0.000 0.000 0.000 0.000
592.00 0.000 0.000 0.000 0.000
592.25 0.000 0.000 0.000 0.000
592.50 0.000 0.000 0.000 0.000
592.75 0.000 0.000 0.000 0.000
593.00 0.000 0.000 0.000 0.000
593.01 0.219 0.000 0.000 0.219
593.25 0.268 0.000 0.000 0.268
593.50 0.311 0.000 0.000 0.311
593.75 0.350 0.000 0.000 0.350
594.00 0.385 0.000 0.000 0.385
594.25 0.416 0.000 0.000 0.416
594.50 0.446 0.000 0.000 0.446
594.75 0.474 0.000 0.000 0.474
595.00 0.500 0.000 0.000 0.500
595.25 0.525 0.000 0.000 0.525
595.50 0.549 0.000 6.00>0.000 0.549
595.75 0.572 0.000 1.418 1.990
596.00 0.594 0.000 2.006 2.600
596.25 0.616 0.000 2.456 3.072
596.50 0.637 0.000 2.836 3.473
596.75 0.657 0.000 3.171 3.828
597.00 0.676 0.000 10.00>3.474 4.150
597.25 0.695 0.000 7.691 8.387
597.50 0.714 0.000 9.582 10.296
597.75 0.732 0.000 11.077 11.809
598.00 0.750 0.000 12.363 13.113
598.25 0.767 0.000 13.512 14.279
598.50 0.784 0.000 14.562 15.346
598.75 0.801 0.000 15.535 16.336
599.00 0.817 0.000 17.216 18.033
599.25 0.833 0.000 31.628 32.461
599.50 0.848 0.000 48.695 49.543
599.75 0.864 0.000 66.565 67.429
600.00 0.879 0.000 67.657 68.536
600.25 0.894 2.866 68.731 72.491
600.50 0.909 5.732 69.789 76.430
600.75 0.923 39.629 70.831 111.384
Filename: 240078-propBasin2.sc4
Printed 01-10-2005
SEDCAD 4 for Windows
r,-,r-h} 1 OOA O?mcla I Crh1U.h
Combined
Fixed Siphon Emergency Total
Elevation cfs Spillway (cfs Perf. Riser (cfs)
( ) ) Discharge
(cfs)
600.99 0.937 62.959 71.817 135.713
601.00 0.937 75.928 71.858 148.723
Structure #1 (Null
Basin 2A to P.O.S. #2
8
Filename: 240078-propBasin2.sc4 Printed 01-10-2005
SEDCAD 4 for Windows
r-,-hr iooa PI-i. 1 -h-.h
9
Subwatershed Hydrology Detail:

Stru # S#S SWS Area

(ac) Time of Conc

(hrs) Musk K

(hrs) Curve
MuskX UHS
Number Peak
Discharge
(cfs) Runoff
Volume
(ac-ft)
#2 1 20.610 0.047 0.000 0.000 93.000 F 45.16 4.069
E 20.610 45.16 4.069
#1 1 46.070 0.092 0.000 0.000 61.000 F 21.42 1.581
66.680 24.99 5.649
e -161
Subwatershed Time of Concentration Details:
Stru # SWS
# Land Flow Condition Slope (%) Vert. Dist.
(ft) Horiz. Dist.
(ft) Velocity (fps) Time (hrs)
#1 1 3. Short grass pasture 7.32 9.00 123.00 2.160 0.015
7. Paved area and small upland gullies 1.14 1.99 175.00 2.140 0.022
9. Small streams flowing bankfull 2.92 89.99 3,082.00 15.370 0.055
#1 1 Time of Concentration: 0.092
#2 1 3. Short grass pasture 24.00 6.00 25.00 3.910 0.001
7. Paved area and small upland gullies 3.12 10.01 320.84 3.550 0.025
9. Small streams flowing bankfull 3.51 45.03 1,282.90 16.860 0.021
#2 1 Time of Concentration: 0.047
Filename: 240078-propBasin2.sc4 Printed 01-10-2005
SEDCAD 4 for Windows
r,-,inhf 100A 0-1. 1 Ghui?h
1
General Information
Storm Information:
Storm Type: NRCS Type II
Design Storm: 0 yr 24 hr
Rainfall Depth: 4.800 inches
Filename: 240078-prcpBasin2.sc4 Printed 01-10-2005
1
1
1
e
A
1
1
1
1
1
1
e
e
t
1
1
1
1
1
SEDCAD 4 for Windows
r-,Hnhf 1009 R-1, I Crhunh
1
Structure Detail:
lztructure =? LPornd )
Basin 2B to P.O.S. #2
Pond Inputs:
Initial Pool Elev: 593.00
Initial Pool: 0.99 ac-ft
Fixed Siphon
Crest Elev Inlet Elev Outlet Elev Diameter (in) Length (ft) Manning's n
593.01 593.00 592.50 3.00 10.00 0.0130
Emeraencv Soillwa
Spillway Elev Crest Length Left Right Bottom
(ft) Sideslope Sideslope Width (ft)
600.00 16.00 3.00:1 3.00:1 30.00
Perforated Riser
Riser Riser Height Barrel Barrel Length Barrel Slope
Diameter (in)
Diameter (in) Number of
Manning's n Spillway Elev Holes per
(ft) Elev
60.00 5.51 30.00 16.00 5.001 0.0130 598.50 3
Pond Results:
Peak Elevation: 599.14
Dewater Time: 2.40 days
Dewatering time is calculated from peak stage to lowest spillway
Elevation-Capacity-Discharge Table

Elevation Area

(ac) Capacity

(ac-ft) Discharge Dewater
Time
(cfs) (hrs)
591.00 0.412 0.000 0.000
591.25 0.432 0.105 0.000
591.50 0.452 0.216 0.000
591.75 0.472 0.331 0.000
592.00 0.493 0.452 0.000
592.25 0.514 0.578 0.000
592.50 0.536 0.709 0.000
Filename: 240078-propSasin2.sc4
Printed 01-10-2005
SEDCAD 4 for Windows
(`-,Hi hf IGOR 0-1. 1 Crh?u?h
2

Elevation Area

(ac) Capacity

(ac-ft) Discharge

(cfs) Dewater
Time
(hrs)
592.75 0.558 0.846 0.000
593.00 0.581 0.988 0.000
593.01 0.581 0.994 0.219 0.32* Spillway #1
593.25 0.582 1.134 0.268 6.30*
593.50 0.582 1.279 0.311 5.66*
593.75 0.583 1.425 0.350 5.04*
594.00 0.584 1.571 0.385 4.59*
594.25 0.585 1.717 0.416 4.40
594.50 0.585 1.863 0.446 4.10
594.75 0.586 2.010 0.474 3.90
595.00 0.587 2.156 0.500 3.65
595.25 0.588 2.303 0.525 3.45
595.50 0.588 2.450 0.549 3.30 Low hole SPW #3
595.75 0.589 2.597 1.990 3.60
596.00 0.590 2.745 2.600 1.65
596.25 0.591 2.892 3.072 1.30.
596.50 0.591 3.040 3.473 1.15
596.75 0.592 3.188 3.828 1.20
597.00 0.593 3.336 4.150 1.30
597.25 0.593 3.485 8.387 0.75
597.50 0.594 3.633 10.296 0.30
597.75 0.594 3.782 11.809 0.30
598.00 0.595 3.930 13.113 0.25
598.25 0.596 4.079 14.279 0.20
598.50 0.596 4.228 15.346 0.25 Spillway #3
598.75 0.597 4.377 16.336 0.20
599.00 0.598 4.527 18.033 0.40
599.14 0.598 4.609 25.957 0.10 Peak Stage
599.25 0.598 4.676 32.461
599.50 0.598 4.826 49.543
599.75 0.598 4.975 67.429
600.00 0.598 5.125 68.536 Spillway #2
600.25 0.598 5.274 72.491
600.50 0.598 5.424 76.430
600.75 0.598 5.573 111.384
600.99 0.598 5.717 135.713
601.00 0.598 5.723 148.723
*Designates time(s) to dewater have been extrapolated beyond the 50 hour hydrograph limit.
Detailed Discharge Table
Filename: 240078-prop6asin2.sc4 Printed 01-10-2005
SEDCAD 4 for Windows
(`nn..rinhf 1002 D?mnl? 1 Gh.u-h

is
u

s
n
s

Elevation
Fixed Siphon
cfs
( )
Emergency
Spillway (cfs
)

Ferf. Riser (cfs) Combined
Total

Discharge
(cfs)
591.00 0.000 0.000 0.000 0.000
591.25 0.000 0.000 0.000 0.000
591.50 0.000 0.000 0.000 0.000
591.75 0.000 0.000 0.000 0.000
592.00 0.000 0.000 0.000 0.000
592.25 0.000 0.000 0.000 0.000
592.50 0.000 0.000 0.000 0.000
592.75 0.000 0.000 0.000 0.000
593.00 0.000 0.000 0.000 0.000
593.01 0.219 0.000 0.000 0.219
593.25 0.268 0.000 0.000 0.268
593.50 0.311 0.000 0.000 0.311
593.75 0.350 0.000 0.000 0.350
594.00 0.385 0.000 0.000 0.385
594.25 0.416 0.000 0.000 0.416
594.50 0.446 0.000 0.000 0.446
594.75 0.474 0.000 0.000 0.474
595.00 0.500 0.000 0.000 0.500
595.25 0.525 0.000 0.000 0.525
595.50 0.549 0.000 6.00>0.000 0.549
595.75 0.572 0.000 1.418 1.990
596.00 0.594 0.000 2.006 2.600
596.25 0.616 0.000 2.456 3.072
596.50 0.637 0.000 2.836 3.473
596.75 0.657 0.000 3.171 3.828
597.00 0.676 0.000 10.00>3.474 4.150
597.25 0.695 0.000 7.691 8.387
597.50 0.714 0.000 9.582 10.296
597.75 0.732 0.000 11.077 11.809
598.00 0.750 0.000 12.363 13.113
598.25 0.767 0.000 13.512 14.279
598.50 0.784 0.000 14.562 15.346
598.75 0.801 0.000 15.535 16.336
599.00 0.817 0.000 17.216 18.033
599.25 0.833 0.000 31.628 32.461
599.50 0.848 0.000 48.695 49.543
599.75 0.864 0.000 66.565 67.429
600.00 0.879 0.000 67.657 68.536
600.25 0.894 2.866 68.731 72.491
600.50 0.909 5.732 69.789 76.430
600.75 0.923 39.629 70.831 111.384
3
Filename: 240078-propBasin2.sc4 Printed 01-10-2005
SEDCAD 4 for Windows
r`-, inh/ 1009 Damnlo 1 Gh-h
4
Combined
Fixed Siphon Emergency Total
Elevation cfs Spillway (cfs Perf. Riser (cfs)
( ) ) Discharge
(cfs)
600.99 0.937 62.959 71.817 135.713
601.00 0.937 75.928 71.858 148.723
Filename: 240078-prop6asin2.sc4
Printed 01-10-2005
e
e
s
e
e
s
e
e
e
e
s
e
B
e
e
s
B
SEDCAD 4 for Windows

Subwatershed Hydrology Detail:

Stru# S#S SWS Area

(ac) Time of Conc

(hrs) Musk K

(hrs) Curve
MuskX UHS
Number Peak
Discharge
(cfs) Runoff
Volume
(ac-ft)
#2 1 20.610 0.047 0.000 0.000 93.000 F 72.63 6.873
20.610 72.63 6.873
#1 1 46.070 0.092 0.000 0.000 61.000 F 66.55 4.801
66.680 84.52 11.674
t0-Kim
Subwatershed Time of Concentration Details:
Stru # SWS
# Land Flow Condition Slope (%) Vert. Dist.
(ft) Horiz. Dist.
(ft) Velocity (fps) Time (hrs)
#1 1 3. Short grass pasture 7.32 9.00 123.00 2.160 0.015
7. Paved area and small upland gullies 1.14 1.99 175.00 2.140 0.022
9. Small streams flowing bankfull 2.92 89.99 3,082.00 15.370 0.055
#1 1 Time of Concentration: 0.092
#2 1 3. Short grass pasture 24.00 6.00 25.00 3.910 0.001
7. Paved area and small upland gullies 3.12 10.01 320.84 3.550 0.025
9. Small streams flowing bankfull 3.51 45.03 1,282.90 16.860 0.021
#2 1 Time of Concentration: 0.047
Filename: 240078-prcpBasin2.sc4
Printed 01-10-2005
i
SEDCAD 4 for Windows
(?nn.innhf 1GOA D?-.Io I Cnh-.h
1
General Information
Storm Information:
Storm Type: NRCS T e II
Design Storm: 50 yr - 24 r
Rainfall Depth: 6.480 inches
Filename: 240078-propBasin2.sc4 Printed 01-10-2005
SEDCAD 4 for Windows
r--Ht 1002 GPTCIa I Gh.uoh
1
Structure Detail:
Structure ;?:-? (Pcnd
Basin 2B to P.O.S. #2
Pond Inputs:
Initial Pool Elev: 593.00
Initial Pool: 0.99 ac-ft
Fixed Siphon
Crest Elev Inlet Elev Outlet Elev Diameter (in) Length (ft) Manning's n
1 593.01 593.00 592.50 3.00 10.00 0.0130
Emeraencv Soillwa
Spillway Elev Crest Length Left Right Bottom
(ft) Sideslope Sideslope Width (ft)
600.00 16.00 3.00:1 3.00:1 30.00
Perforated Riser
Riser Riser Height
Diameter (in) Barrel Barrel Length Barrel Slope Number of
Manning's n Spillway Elev Holes per
Diameter (in)
(ft) (ft) (%)
I Elev
60.00 5.51 1 30.00 16.00 5.00 I 0.0130 598.50 3
Pond Results:
Peak Elevation: 600.25 5o-4 V2 -
Dewater Time: 2.43 days
Dewatering time is calculated from peak stage to lowest spillway
Elevation-Capacity-Discharge Table

Elevation Area

(ac) Capacity

(ac-ft) Discharge Dewater
Time
(cfs) (hrs)
591.00 0.412 0.000 0.000
591.25 0.432 0.105 0.000
591.50 0.452 0.216 0.000
591.75 0.472 0.331 0.000
592.00 0.493 0.452 0.000
592.25 0.514 0.578 0.000
592.50 0.536 0.709 0.000
Filename: 240078-propBasin2.sc4 Printed 01-10-2005
SEDCAD 4 for Windows
r`-,Iii hl IGOR D?mul? I Crh-h

Elevation Area

(ac) Capacity

(ac-ft) Discharge

(cfs) Dewater
Time
(hrs)
592.75 0.558 0.846 0.000
593.00 0.581 0.988 0.000
593.01 0.581 0.994 0.219 0.32* Spillway 91
593.25 0.582 1.134 0.268 6.30*
593.50 0.582 1.279 0.311 5.66*
593.75 0.583 1.425 0.350 5.04*
594.00 0.584 1.571 0.385 4.59*
594.25 0.585 1.717 0.416 4.40
594.50 0.585 1.863 0.446 4.15
594.75 0.586 2.010 0.474 3.85
595.00 0.587 2.156 0.500 3.65
595.25 0.588 2.303 0.525 3.45
595.50 0.588 2.450 0.549 3.30 Low hole SPW #3
595.75 0.589 2.597 1.990 1.60
596.00 0.590 2.745 2.600 2.55
596.25 0.591 2.892 3.072 1.45
596.50 0.591 3.040 3.473 1.35
596.75 0.592 3.188 3.828 1.30
597.00 0.593 3.336 4.150 1.80
597.25 0.593 3.485 8.387 1.05
597.50 0.594 3.633 10.296 0.40
597.75 0.594 3.782 11.809 0.30
598.00 0.595 3.930 13.113 0.25
598.25 0.596 4.079 14.279 0.25
598.50 0.596 4.228 15.346 0.25 Spillway #3
598.75 0.597 4.377 16.336 0.25
599.00 0.598 4.527 18.033 0.25
599.25 0.598 4.676 32.461 0.35
599.50 0.598 4.826 49.543 0.05
599.75 0.598 4.975 67.429 0.05
600.00 0.598 5.125 68.536 0.05 Spillway #2
600.25 0.598 5.274 72.491
600.25 0.598 5.274 72.494 0.05 Peak Stage
600.50 0.598 5.424 76.430
600.75 0.598 5.573 111.384
600.99 0.598 5.717 135.713
601.00 0.598 5.723 148.723
*Designates time(s) to dewater have been extrapolated beyond the 50 hour hydrograph limit.
Detailed Discharge Table
2
Filename: 240078-propBasin2.sc4
Printed 01-10-2005
SEDCAD 4 for Windows
r-sink/ loon o?mu1n i
3

Elevation
Fixed Siphon
cfs
( )
Emergency
Spillway cfs
( )

Ferf. Riser (cfs) Combined
Total

Discharge
(cfs)
591.00 0.000 0.000 0.000 0.000
591.25 0.000 0.000 0.000 0.000
591.50 0.000 0.000 0.000 0.000
591.75 0.000 0.000 0.000 0.000
592.00 0.000 0.000 0.000 0.000
592.25 0.000 0.000 0.000 0.000
592.50 0.000 0.000 0.000 0.000
592.75 0.000 0.000 0.000 0.000
593.00 0.000 0.000 0.000 0.000
593.01 0.219 0.000 0.000 0.219
593.25 0.268 0.000 0.000 0.268
593.50 0.311 0.000 0.000 0.311
593.75 0.350 0.000 0.000 0.350
594.00 0.385 0.000 0.000 0.385
594.25 0.416 0.000 0.000 0.416
594.50 0.446 0.000 0.000 0.446
594.75 0.474 0.000 0.000 0.474
595.00 0.500 0.000 0.000 0.500
595.25 0.525 0.000 0.000 0.525
595.50 0.549 0.000 6.00>0.000 0.549
595.75 0.572 0.000 1.418 1.990
596.00 0.594 0.000 2.006 2.600
596.25 0.616 0.000 2.456 3.072
596.50 0.637 0.000 2.836 3.473
596.75 0.657 0.000 3.171 3.828
597.00 0.676 0.000 10.00>3.474 4.150
597.25 0.695 0.000 7.691 8.387
597.50 0.714 0.000 9.582 10.296
597.75 0.732 0.000 11.077 11.809
598.00 0.750 0.000 12.363 13.113
598.25 0.767 0.000 13.512 14.279
598.50 0.784 0.000 14.562 15.346
598.75 0.801 0.000 15.535 16.336
599.00 0.817 0.000 17.216 18.033
599.25 0.833 0.000 31.628 32.461
599.50 0.848 0.000 48.695 49.543
599.75 0.864 0.000 66.565 67.429
600.00 0.879 0.000 67.657 68.536
600.25 0.894 2.866 68.731 72.491
600.50 0.909 5.732 69.789 76.430
600.75 0.923 39.629 70.831 111.384
Filename: 240078-propBasin2.sc4 Printed 01-10-2005
SEDCAD 4 for Windows
r-,,inht 7008 D?-.i. I Crhunh
Combined
Fixed Siphon Emergency Total
Elevation Perf. Riser (cfs)
(cfs) Spillway (cfs) Discharge
(cfs)
600.99 0.937 62.959 71.817 135.713
601.00 0.937 75.928 71.858 148.723
4
Filename: 240078-prcpBasin2.sc4
Printed 01-10-2005
SEDCAD 4 for Windows
Pn-rinhl 100A D-In I Cnh-h
1
Subwatershed Hydrology Detail:

Stru # SWS
# SWS Area

(ac) Time of Conc

(hrs) Musk K

(hrs) Curve
Musk X UHS
Number Peak
Discharge

(cfs) Runoff
Volume

(ac-ft)
#2 1 20.610 0.047 0.000 0.000 93.000 F 99.76 9.716
20.610 99.76 9.716
#1 1 46.070 0.092 0.000 0.000 61.000 F 120.30 8.958
66.680 192.79 18.673
Subwatershed Time of Concentration Details:
Stru # SWS
# Land Flow Condition Slope (%) Vert. Dist.
(ft) Horiz. Dist.
(ft) Velocity (fps) Time (hrs)
#1 1 3. Short grass pasture 7.32 9.00 123.00 2.160 0.015
7. Paved area and small upland gullies 1.14 1.99 175.00 2.140 0.022
9. Small streams flowing bankfull 2.92 89.99 3,082.00 15.370 0.055
#1 1 Time of Concentration: 0.092
#2 1 3. Short grass pasture 24.00 6.00 25.00 3.910 0.001
7. Paved area and small upland gullies 3.12 10.01 320.84 3.550 0.025
9. Small streams flowing bankfull 3.51 45.03 1,282.90 16.860 0.021
#2 1 Time of Concentration: 0.047
Filename: 240078-prcpBasin2.sc4 Printed 01-10-2005
SEDCAD 4 for Windows
r -,rinhf 1OQA P-1. 1 Crhwoh
1
General Information .
Storm Information:
Storm Type: NRCS T e II
Design Storm: 100 yr - 24 hr
Rainfall Depth: 6.960 inches
Filename: 240078-prcpBasin2.sc4
Printed 01-10-2005
SEDCAD 4 for Windows
1
Structure Detail:
Structure i=? (Pcnd}
Basin 2B to P.O.S. #2
Pond Inputs:
Initial Pool Elev: 593.00
Initial Pool: 0.99 ac-ft
Fixed Siphon
Crest Elev Inlet Elev Outlet Elev Diameter (in) Length (ft) Manning's n
593.01 593.00 592.50 3.00 10.00 0.0130
Emeraencv Soillwa
Spillway Elev Crest Length Left Right Bottom
(ft) Sideslope Sideslope Width (ft)
600.00 16.00 3.00:1 3.00:1 30.00
Perforated Riser

Riser Riser Height
Diameter (in) Number
Barre l Barrel Length Barrel Slope of
Manning's n Spillway Elev Holes per
Diameter (in)
(ft) (ft) (%)
Elev
60.00 5.51 30.00 16.00 5.00 0.0130 598.50 3
Pond Results:
Peak Elevation: 600.56
Dewater Time: 2.44 days
Dewatering time is calculated from peak stage to lowest spillway
Elevation-Capacity-Discharge Table

Elevation Area

(ac) Capacity

(ac-ft) Discharge Dewater
Time
(cfs) (hrs)
591.00 0.412 0.000 0.000
591.25 0.432 0.105 0.000
591.50 0.452 0.216 0.000
591.75 0.472 0.331 0.000
592.00 0.493 0.452 0.000
592.25 0.514 0.578 0.000
592.50 0.536 0.709 0.000
Filename: 240078-propBasin2.sc4 Printed 01-10-2005
SEDCAD 4 for Windows
(`--hl 1QQQ D?-.I. I Crhunh

Elevation Area

(ac) Capacity

(ac-ft) Discharge

(cfs) Dewater
Time
(hrs)
592.75 0.558 0.846 0.000
593.00 0.581 0.988 0.000
593.01 0.581 0.994 0.219 0.32* Spillway 11
593.25 0.582 1.134 0.268 6.30*
593.50 0.582 1.279 0.311 5.66*
593.75 0.583 1.425 0.350 5.04*
594.00 0.584 1.571 0.385 4.59*
594.25 0.585 1.717 0.416 4.40
594.50 0.585 1.863 0.446 4.10
594.75 0.586 2.010 0.474 3.85
595.00 0.587 2.156 0.500 3.65
595.25 0.588 2.303 0.525 3.50
595.50 0.588 2.450 0.549 3.30 Low hole SPW #3
595.75 0.589 2.597 1.990 1.60
596.00 0.590 2.745 2.600 2.20
596.25 0.591 2.892 3.072 1.60
596.50 0.591 3.040 3.473 1.30
596.75 0.592 3.188 3.828 1.35
597.00 0.593 3.336 4.150 2.00
597.25 0.593 3.485 8.387 1.10
597.50 0.594 3.633 10.296 0.45
597.75 0.594 3.782 11.809 0.30
598.00 0.595 3.930 13.113 0.30
598.25 0.596 4.079 14.279 0.25
598.50 0.596 4.228 15.346 0.25 Spillway #3
598.75 0.597 4.377 16.336 0.25
599.00 0.598 4.527 18.033 0.30
599.25 0.598 4.676 32.461 0.30
599.50 0.598 4.826 49.543 0.10
599.75 0.598 4.975 67.429
600.00 0.598 5.125 68.536 0.05 Spillway #2
600.25 0.598 5.274 72.491 0.05
600.50 0.598 5.424 76.430
600.56 0.598 5.462 85.295 0.05 Peak Stage
600.75 0.598 5.573 111.384
600.99 0.598 5.717 135.713
601.00 0.598 5.723 148.723
Vesignates time(s) to dewater have been extrapolated beyond the 50 hour hydrograph limit.
Detailed Discharge Table
Filename: 240078-propBasin2.sc4
2
Printed 01-10-2005
s
e
i
s
s
i
s
a
a
e
SEDCAD 4 for Windows
r,-,Hi hf 1 OCR Dpmoh 1 Crhu,ah
3

Elevation
Fixed Siphon
cfs)
(
Emergency
Spillway cfs
( )

Ferf. Riser (cfs) Combined
Total

Discharge
(cfs)
591.00 0.000 0.000 0.000 0.000
591.25 0.000 0.000 0.000 0.000
591.50 0.000 0.000 0.000 0.000
591.75 0.000 0.000 0.000 0.000
592.00 0.000 0.000 0.000 0.000
592.25 0.000 0.000 0.000 0.000
592.50 0.000 0.000 0.000 0.000
592.75 0.000 0.000 0.000 0.000
593.00 0.000 0.000 0.000 0.000
593.01 0.219 0.000 0.000 0.219
593.25 0.268 0.000 0.000 0.268
593.50 0.311 0.000 0.000 0.311
593.75 0.350 0.000 0.000 0.350
594.00 0.385 0.000 0.000 0.385
594.25 0.416 0.000 0.000 0.416
594.50 0.446 0.000 0.000 0.446
594.75 0.474 0.000 0.000 0.474
595.00 0.500 0.000 0.000 0.500
595.25 0.525 0.000 0.000 0.525
595.50 0.549 0.000 6.00>0.000 0.549
595.75 0.572 0.000 1.418 1.990
596.00 0.594 0.000 2.006 2.600
596.25 0.616 0.000 2.456 3.072
596.50 0.637 0.000 2.836 3.473
596.75 0.657 0.000 3.171 3.828
597.00 0.676 0.000 10.00>3.474 4.150
597.25 0.695 0.000 7.691 8.387
597.50 0.714 0.000 9.582 10.296
597.75 0.732 0.000 11.077 11.809
598.00 0.750 0.000 12.363 13.113
598.25 0.767 0.000 13.512 14.279
598.50 0.784 0.000 14.562 15.346
598.75 0.801 0.000 15.535 16.336
599.00 0.817 0.000 17.216 18.033
599.25 0.833 0.000 31.628 32.461
599.50 0.848 0.000 48.695 49.543
599.75 0.864 0.000 66.565 67.429
600.00 0.879 0.000 67.657 68.536
600.25 0.894 2.866 68.731 72.491
600.50 0.909 5.732 69.789 76.430
600.75 0.923 39.629 70.831 111.384
Filename: 240078-propBasin2.sc4
Printed 01-10-2005
SEDCAD 4 for Windows
(`-,-H/ 100A D?molo 1 Crh?unh
Combined
Fixed Siphon Emergency Total
Elevation cfs) Spillway cfs Perf. Riser (cfs)
( ( ) Discharge
(cfs)
600.99 0.937 62.959 71.817 135.713
601.00 0.937 75.928 71.858 148.723
4
Filename: 240078-propBasin2.sc4
Printed 01-10-2005
e
a
e
s
e
e
a
e
e
e
0
0
t
t
t
e
s
t
SEDCAD 4 for Windows
f`nnvrinhl 100A Domnlo 1 Ghw?h
Subwatershed Hydrology Detail:
Peak Runoff
SWS SWS Area Time of Conc Musk K Curve Discharge Volume
Stru # Musk X UHS
# (ac) (hrs) (hrs) Number (cfs) (ac-ft)
#2 1 20.610 0.047 0.000 0.000 93.000 F 107.47 10.531
20.610 107.47 10.531
#1 1 46.070 0.092 0.000 0.000 61.000 F 136.59 10.263
S 66.680 221.88 20.794
c CM --j r&-
Subwatershed Time of Concentration Details:
Stru # # SWS Land Flow Condition Slope (%) (ft) Vert. Dist. (Horiz.ft) Dist. Velocity (fps) Time (hrs)
#1 1 3. Short grass pasture 7.32 9.00 123.00 2.160 0.015
7. Paved area and small upland gullies 1.14 1.99 175.00 2.140 0.022
9. Small streams flowing bankfull 2.92 89.99 3,082.00 15.370 0.055
#1 1 Time of Concentration: 0.092
#2 1 3. Short grass pasture 24.00 6.00 25.00 3.910 0.001
7. Paved area and small upland gullies 3.12 10.01 320.84 3.550 0.025
9. Small streams flowing bankfull 3.51 45.03 1,282.90 16.860 0.021
#2 1 Time of Concentration: 0.047
1
Filename: 240078-propBasin2.sc4
Printed 01-10-2005
lJ
a
1J
e
i
I

j
1-1
0

u
n
J
E
E

POND VOLUME CALCULATIONS
DETENTION POND
ELEVATION
(FT.) SURFACE
AS FEA DEPTH
(FT.) VOLUME
(C.F.) CUM. VOL.
(C.F.) AREA
(AC.)
FOREBAY
589 2,518 0.058
1 2,831 2,831
590 3,143 0.072
1 3,488 6,319
591 3,833 0.088
1 14,565 20,883
592 5,209 0.120
1 15,323 36,206
593 6,865 0.158
MAI N BASIN PERMANENT POOL
587 8,632 0.198
1 9,168 9,168
588 9,704 0.223
1 17,760 26,928
589 10,835 0.249
1 18,382 45,310
590 12,025 0.276
1 19,030 64,340
591 13,275 0.305
1 19,655 83,995
592 15,755 0.362
1 20,895 104,890
593 18,431 0.423
TEMPORARY POOL VOLUME
593 25,296 0.581
1 25,366 25,366
594 25,436 0.584
1 25,503 50,869
595 25,569 0.587
0.5 12,816 63,685
595.5 25,569 0.587
2 -YR & 10-Y R STORAGE
596 25,696 0.590
1 25,756 25,756
597 25,815 0.593
1 25,872 51,628
598 25,929 0.595
1 25,982 77,610
599 26,035 0.598
1 26,035 103,645
600 26,035 0.598
1 26,035 129,680
601 26,035 0.598
0.5 13,018 142,697
601.5 26,035 0.598
CLP
_ 240078-SDCALCS-P8.XLS
1/10/2005
G
E C
rvrv vvr
JOB NAME JOB NUMBER PAGE NO.
u?v? ?t2s i7H Lzoss?N -1= Esc 2,400'1% 1
JOB DESCRIPTION BY DATE
57q Se)
i o?JQ t-
?'?
o - 3 2 P. 3593 #
'?? ?g2,So ?,a
i C Y
j
510 -SO
5 t .So- slo- o 8'
7 rT/4'(sol)(62,4)
( 712-j
r ? s'o
5,q SO - 594 ,So Z.o
0/l L
GRAY ENGINEERING CONSULTANTS. INC. / 132 Pilarim Road / Greenville.'SC 29607 / (854) 291- IUZi
T series
TINDALL CONCRETE PRODUCTS, INC. • P.O. BOX 1778 • SPARTANBURG, S.C. 29304 • TELEPHONE [phone] c 1979
24 8 ° ? -
T INS. D/A. rlYp
_ G48 SECTIONS 2' SLOPE
AS REQUIRED
GASKET
G60TT
c 48" INS. DIA. ENLARGED
JOINT VIEW
,j
rW _
1 O - -_ .13116'
G60 - 64R W
z cc
U ° Z
?? ENLARGED SECTION OF
co
O-RING GASKET
Cal ASTM C361
U-j
__
j
G60 BASES
u_ 1
1
26" MAX.
8"
60" INS. DIA.
ONE OR MORE OPENINGS OR FLEXIBLE
CONNECTORS AS REQUIRED IN BASES
NOTES:
ALL STANDARD SEWER MANHOLE SECTIONS MEET OR EXCEED THE REQUIREMENTS OF
ASTM C478.
TWO LIFTING HOLES ARE PROVIDED IN EACH SECTION FOR ON-SITE HANDLING. PROPER
STRONGBACKS OR LIFTING HARNESSES ARE REQUIRED FOR SAFE HANDLING OF
SECTIONS. TINDALL CONCRETE PRODUCTS IS NOT RESPONSIBLE FOR DAMAGE OR INJURY
DURING HANDLING.
ALL STEPS INSTALLED IN MANHOLE SECTIONS HAVE SERRATED TREAD & TALL END LUGS
TO PREVENT FEET FROM SLIPPING.
BUTYL RUBBER SEALANT IS RECOMMENDED FOR SEALING JOINTS. O-RING GASKETS MAY
RF 11RFn
LOOZIOIII
SIX 6Q S]IVOOS-SLDOtZ
ap

00'0 OOZ 960 00.0 jL
91 CL Z£z 06V VL OSO 8L 6£Z jl dZ 6E'Z 00L S60 9E-0 dz

00'0 OO L 96.0 00 0 3 l
LL9 !?? ZOL V60 VZ DSO 8l ESO 3l 3l-L ES'0 OOL 960 BOO 311
L99 3A. ES1 ELZ VZ OSO 8l SZ8 3L 3Z 66'0 00L 960 SL0 3Z
ZE S ?3A V 6 090 V L 09 0 8L 9ZE 3Z 3E 9Z'E OO L 560 6V0 3E

00'0 OO L S60 00.0 GL
SLZL ;3A LV9 2t, 19£ 090 or 9L SE OL Oz 00,0 00L 960 000 Oz
LS 8 3A L ZV SO L L 9E 090 OE 8L SE OZ OE OOZ 00 z 96.0 OE '0 OE
EVS ,FA 96 E80 VL 090 Bl 9VZ OE OLE 917 00L S60 LED OLE
LZ LL '=;A E SS ZB L 9 Ic 090 Or ZL-OE OE 0V 00'l OO L 960 LZ O OV
EVV 2L 990 VL 09-0 8t 00L OV OL -V 007 00Z 96.0 SLO OL-V
866 ?3A £-LE Z6 1 9 6Z OL L 1Z CE BZ OV OS r6'0 00 L 960 VL 0 OS
C9t, OB 890 V'L 090 I 8L ZL-V OS OL9 ZL'f 00L 960 Z90 OLS
LZ L L ''3A z-SE ZV z B VZ OZ -L /Z 8Z-EZ OS O9 9ZTZ 00 L 96.0 09 E O9

00'0 00-L 56.0 OOD OL
Vt-9Z '3A ZBZI 8C6 06Z OSO Or 0062 0L OL 1 00'62 %09-0 dN.."9011 $1X3 OL-t
08 81 ':'=A ZEE 00 OL VZ 090 8L 00-Z OL OZ I 00'Z OO L 960 OE O OZ l
99 V 4 Z 8 L90 V'L 090 8t ESZ Ol OZ EL'L OO L 960 9Z0 Oz
SLB ;3A L6 SLO VL 090 8L 09.0 Oz OE 08'0 00L S60 z10 OE

00'0 00Z S6.O 000 Bt
9V OE "_A 699Z 106 0LEL OZZ 00, SLCLZL 81 BZ ZS"9 OOL 960 86.0 Sz
Z9 VL ?3A 91ZL 60Z 611Zt 00z 01 EZ-LZL 8z Be 00'0 00z 960 00.0 BE
LE BL ""A 11 UL LLE 969 080 9E 9Z 93 Be BLE 9Z'99 00L S60 918 OLE
11Z V ?3A S-L 1S 0 V'L 09.0 8t 90c Be 9ZE 91"t 00 L 960 zz 0 8Z E
B6 -V '3 A. 8 B OL 0 V'L 09 0 81 OO Z 8ZE BE E 007 00 L 960 OE O BE E
K SL ;-3 A, E SL LE E S £9 OVZ Or LS L9 BE BV EE'! OO L S6.0 Oz 0 BV
SzV 3A 9L 190 VL 090 BG 6L 11 BV GL t, 6L"1 00L S60 ZL0 BL t,
VE L L '=A 0 OZ V9 r, V'L 090 BC 6L 9 8V BZ V 6L'9 OO L S60 LB 0 9Z V
L9 Dl '34 E ES 69 L 6 1S 09 L of t9 6V 8V BS 19'0 OO L 960 OL O BS
Sz V r3A 9L LSD VZ 09 0 8t 990 8S BLS 99'1 00 L 960 OL 0 B L S
V08L '?3A 6 LE LZ6 L'9 090 8L 901 99 13Z9 90'L 00Z 96.0 901 8z9
ES zt '3A E 6£ EO'E Z 6E 00 E 1Z VZ LE BS 89 00'0 00 L 96.0 000 99
OZ 6 ?3A 6 8Z C9 L 09L 090 OZ OEE L 89 G IL 9 OE'EL 00-L 960 OO Z B L 9
OZ 6 ;3A 6 8Z E9 1 B Sz OE- L 1Z V6 CZ 89 8L L9'0 OO L S60 NO SL
999 -'3A L LL Sz L S-LL OZ L 8t L9 DL 8L BL -L 01'l 00L S60 LZO BLZ
EVZ ''3A L CL 99 L S-OL 00 L 8l LL 6 81 L 9Z -L W6 00Z 960 LE L 9Z L
L99 !3A LSI 00z BVL 00z 8L LLZL 9L 08 88'0 00L 960 EL -0 89
OSL ;3A Z -EL 65l 6ZL OSL at 061L 99 86 09'L 00L 960 VZ0 86
959 'z3A 9L1 ZZ-L SOL 00-L 8L 11Z6 86 91,6 /Z'6 00L 560 6E-1 9L6
CV 9 '3A 96 E9 0 V L OS -0 8[ 90 L
2
0 86 SOL L9'0 OO L "0 O1 0 80 L
L6V "3A L9 890 VZ 090 8l , O V BOL BLL 010 00L 96.0 900 9LL

VL
OR VL 8G VL9z V1 Vz VZ
XVW s{a/ aD a e0 % ofS
A100-73A Ld0 < a0 leraaV lomoy sla •0
lvo dro did % ofS
wnww w u :ZIS 00!d
pap0awwoa0a 0 Mold
?Aa" ,w ,
0L wo/j sia
M014 4N
!ly01e21
walayyao0 'ac
euy
# u?4aMS
e 0!Slaz!S a !d p0p0aww000d swn;3rulS 0; ,Hold pa 0lanap
S00 L/L
Six Ed-50l V 00S-9L009Z
dl0

- 464 99869 - 09-C09 -M'H dL
OV 9£ 0 001, OS 969 05669 CC 009 .9NIM. dZ 9L'CL 6C'Z 00 £65 09'969 06 4 at LS dL dZ

- 46"4 99.965 - 09009 ,ON-'H"W. 3L
OV 800 5Z"£ 09 665 SL 209 - .ON-'0'H. 3L'L LES C4'O 99869 OS"66S 460 8L 69 9L 31' L
OV SL O 09'C OO L09 09409 - ..ON= 1"J. 3Z L9 8 9Z9 99965 00 L09 £L'Z at OIL 9L 3Z
OV 64.0 09 4 04109 06909 CL-909 ..0NIM. 3£ Z£ 9 9Z'C OO L09 04 L09 09.0 at OS 3Z 3C

- - 9I "SC - - '03 OL
OV 000 OZ "9 08 CZ9 - 000£9 :H W. OZ 9L'LL 8V9C 00 £Z9 09 CZ9 LZ'4 OE 6L O1 OZ
OV 0£"0 044 09 4Z9 06'BZ9 - :J "H.. or L98 SL 9C OL"CZ9 09 4Z9 90 L OE 9L OZ O£
OV L£"0 OZ 4 OLf4Z9 06 BZ9 - :0-H.. OLT £4-S 94'2 09 4Z9 OL 429 09 0 at 4Z 0£ OL"£
OV LZ 0 OZ'4 OC 6Z9 09B£9 - J'H. O? LZ' l l ZL OC OS 4Z9 0£6Z9 Z8" L OE 49Z O£ or
OV 9L 0 00 4 09 M 09 CC9 - : 9 H. OL-? 64 4 00- L OC 6Z9 09 6Z9 990 at 9C O4 O L'4
OV 4L'0 9Z'4 S£ 4C9 09809 - :`J H. OS 866 CC'8Z 0£"6Z9 9C K9 Z6' L ?Z £9Z O4 O9
OV
o 00 4 4£9 09'9C9 - ?
H= L-S C5 4 ZC4 SC 409 094£9 290 at C4 05 C V9
OV
R
o 9CL 4Z-049 - 00849 4
_
.ONW.. 08 lZ'll BZCZ SC'4C9 42049 Z4Z ?Z £4Z OS 09

- 00895 006Z - 00'Ll9 .ON-H OL
1SIX3 099 00ZL9 - 09BL9 .ON - HW. 0 VX 4L 9Z 006Z C9 L09 00ZL9 8L6 OE 901 2L OL'L
OVOCO 091, 09OL9 009L9 C99L9 099L OOZ 04L09 09OL9 OOOL at LC Ol OZL
OV 9Z 0 SL "4 SL'OL9 06 4L9 - .'D
= 994
r C9Z 0V OL9 SL"OL9 L9 0 at LS OI OZ
OV ZCO 00 4 06 0`9 O6419 - H. Or gk"S 090 9['019 06'OL9 SL'O at
OZ
OZ
O£

- - 00689 - - "OMn BL
OV 86 0 OL'L 09569 OS C09 CC 409 : I'M. 9Z 84 OC 9L M 00689 08-969 L0 6 06 SL E31 8Z
OV000 04'4L 0 L"009 - 094L9 :H W. H£ Z9 4L CZ"LZL 09969 OL"009 60'Z 06 90Z BZ 9C
OV94 8 £9"6 00'2`9 00'LZ9 £8 LZ9 .'I'M.. 9L-£ I£ 9L 9Z 99 Ol"009 00'Zl9 LL C 9£ 9L£ 9C BL'C
OV ZZ 0 CC 4 00 `09 CC 909 - 9 H. 9ZT 4Z 4 91, C O L 009 00 L09 L90 at LL L 8£ BZ"C
OV OC 0 00 4 £C' L09 CC 509 - 0 H. 9ET 86 4 OO Z OO L09 CC L09 OL 0 at L4 BZ C 8£ £
OVOZ"0 04'ZL 0 L"C09 09 9L9 - H. HI 4C SL L9, 19 OL"009 OL'C09 LC £ or 69 BC 94
OVZLf0 00'4 09909 090`9 CC"LL9 .TM. BL-? SZ4 6L4 08909 09909 L90 at LCL 94 804
OVLB0 00'9 00'219 00919 £9BL9 .TM 9Z'? 4£'LL 6L'9 00 00 00'ZL9 49"C at 55 84 9Z"4
OV OL O OL IL OC 909 00 SL9 - .0 H. 9S LB OL L964 OL"C09 0£909 69'L E 69L 84 99
OV OL'0 001, 00 609 00 C L9 C8 CL9 TM. 91.9 SZ"> 99 4 09 809 00609 L9 0 at 96 89 a vg
OV90'L 009 00'M 00'9L9 C8BL9 :I'M. 9Z-9 409L SO "L 09809 00 Z19 LZ6 L 9£ 89 BZ9
OV 00 0 04 6 09 L L9 00 LZ9 : H W. 99 CSZ L 4Z'LC OC909 09L l9 £0 £ Z
r SL L 89 89
OVOOZ 004 OSZL9 099L9 CCLL9 .IM.. 0V9 OZ6 0£CL 09LL9 OSZL9 950 Z Z9L 89 8L9
OVOL0 05'S 9ZOZ9 SL 9Z9 - H. 9L OZ6 46 CZ 00LL9 SZ OZ9 C9L Z 66L 89 9L
OV lZ 0 SZ 9 09 OZ9 W'M - .'O'H. 9LY 99 9 l9'0L SZ OZ9 O9 OZ9 9ZL L OZ 9L B LL
OVLCL 004 OOlZ9 OOBZ9 £8529 lM. 9Z'L £4'L 116 09029 OOLZ9 9SL k Z£ 9LL BZ'L
OV C L'O gall 04.929 SZ' IC9 - H. 88 LS 9 LL'Z L 9Z OZ9 04 929 80Z at 96Z at 89
OV 4Z"0 091, 9L 9Z9 SZ' LC9 - .'0 H. 96 OS L 06' L L 04 929 SL 9Z9 69' I at ZZ 89 96
OV6£'L 094 OZ LZ9 00'2£9 £9'ZC9 .'I'M. 91'6 999 4Z-6 SL 9Z9 OZ'LZ9 ZZ"L at LC 86 816
OV 000 SL "4 7=229 9Z'LC9 - .'0 H. BOL £4-S 90 1 9L M OL'LZ9 C8 0 BL Z4 86 90l
OV900 004 SZLZ9 SZ'LC9 - J'H. 9LL L611 040 OL-LZ9 9Z"LZ9 990 BL ZZ 90L 9LL

- - 00Z69 - - 0'3 VL
OV L9 OZ 002 09065 OO C69 09 969 5.O VZ 08'>L 00"LZ 00Z69 09 Z69 C L'C ?Z 9L V L VZ
V32IV ('Id)
Hld30 A313
W18 'A313
a13M -A313
Li3A00
3d11
ON (Sdd)
XtJW-D`A ISdO)
0i0
kc,3'ldd3 ON31dNl /
3dO1S lNU
VIO Cld)
HlON31
Ol
WOild
19-NI d01 NO IIVA3131H3ANI 3did
3anlonals
3lnO3HOS NIVNO WUOl S
C
0
W
s
? V?
m
W _
?--
??
l l ?
r
\
? ? u ???t f? / vii .,?,, ? t'J? }1..?e , -?•;?': Y ? `J ?? ??\?\ i ?\ - ?$? .i_- ?€ `? , ? ? _; •,.?-rte ...... _"..:..---
IC5
? I
R 1
C:o
I `\ l
j? ` 1 t, 9 t l \ `? I
I
e
t
A
1
1
1
1
1
e
a r,
¢w
ON
Z
3 j
?v
? N
? o
o?
?o
N
V Y O Q
H''z O
z Q
LLJ
O
i

o '1
Il
' a- N
U/ .
J
U j
W

n

_ a-
O O
Q?
c- a.
O O
I I
? OO
w (r ?
u u
N U U
0
0
N
N
Vl
W
U
G
O O
9 ?
N
I W
a N
W
a ?
U ?
O
O 9
n
w ?
? I
Q a
° -
z J
°
a ?
Z O
a
z ¢
r ?
o °n
O O

m
°
a
W J
WNI
W z
J 0
W U
V1 N
O
°..
3 Of
w
5 0
z
z d
J G
aM
a
o I w
J J
III ?
m ?
O
O Si co
w
U W z
J O °
J 2 J
<Z-
0z < Q
?<O
UU
a
W
W w.
N 5 h
i O
I ?
W J
O Q
Z
O IJ
w ?
Z ?
O ° ry
? z Q
U ° F-
W Q
V7 a
U a- F
Cn cn (n w cn
O m Q
U oa
z?
NZ'
nr,
O -
?w W
w I- Z
? O w
O ?
rl

n
d 4
U,

it

I
j
1j"
E C
JOB NAME JOB NUMBER PAGE NO.
UAJ I V Ee(, I C 1Z0 'e7 ' Pl * t?'-- Z?007
JOB DESCRIPTION
(,-E?VEZ, SPA D?IZ sic?l? BY
G?-P DATE
%s
GRAY ENGINEERING CONSULTANTS, INC. / 132 Pilgrim Road / Greenville, SC 29607 / [phone]
u

F
s
ri
t

0
I I

1
u

1]
E C
w?•H
JOB NAME JOB NUMBER PAGE NO.
N IVew-)C7f TLI ?L S& 1 Z 4w7e
JOB DESCRIPTION BY DATE
?451n? -1?1Aroe u?}? i D57-. Z- 0?,
GRAY ENGINEERING CONSULTANTS, INC. 1132 Pilgrim Rcad / Greenville, SC 296071(864) 297-3027
e
p"ll
0
L'I
u

e
u
? G
E 0
?rH =wr
Jos NAME JOB NUMBER PAGE NO.
(,f NI VgiS; 17-11 6U-elsj Z ?v7f
JOB DESCRIPTION BY DATE
?i jR?stw LESIC,,.? GGIG ??'?'los

4o
- --- ---- _ __ _ ?- - - ( usE 1
B
1
B
pm)
/?oav C]?P!1p11G^D?61!`_ l?AAICf II TAAITC IKIt` 11,21) Dilnrim C7nor1 / Mrccnvillc Qr, vaRn7 / 1APAI 907..,;n97

u
r?

G
v
D
0
t 11
u
F?',

I ,
t
11

J
G
E C
JOB NA/ME 610??lju JOB NUMBER PAGE NO.
UIVIV9-2;1711 ZLb 07q
JOB DESCRIPTION BY DATE
s5vimv-? `F,+slw LES?c,r.? 6I p cp/%s
^C2 AV >=a1n/A1C?D1•If'`_ /?f1A1Ci 11 'rA KITC IAICI I I'll) Dilnrim Cnori / rSraar-willa CP : 9QAn7 / /RFC11 9Q7-.;(177
5
0
Cl
0

r
-l
j?j
u
t11
i
E
I

1

u
L
Al'--
NAME / JOB NUMBER PAGE NO.
JOB
(,lit/1VF-A;171.1 C?2o?S?04? - N 5iEr ..? Z qab-7?
JCS DESCRIPTION BY ATE
R+siw t--F?Ic,,. GL.IC' %S
^c av ?a?r+?ic ?Hlwtf! /??1?IC111 TA k"Q IAit` 1 110) Dilnrirn ?nori / (-rocnvillo C(: 7CR07 / 19Rd1 9Q7.'gM)7

t
Cl

1
J
E
E

0
t
0
n
L
I

Il
51

A-.?'
JOS NAME JOB NUMBER PAGE NO.
JOB DESCRIPTION BY DATE
f
GRAY ENGINEERING CONSULTANTS, INC./ 132 Pilgrim Road/ Greenville, 5(; 29bU/ i (ab4) 4V1-,)Ue-1

OVERLANp CN_NEL?
40 4

K=
900 30 3
S00 0.016 `
700 0.o2(P.VUT3 25 5
2
600 .
OD3 ; `.
500 OD4,

400 = 0.05
20
2
,? t N 0.10
o 0.15

300 0DI = ?' 0.20
: c

Ad BAIK MC ZD 50K-)
0.30
0.40
J d 0:50 ?
W
IS
I.S
M
0
C J .()o
~
W

W 200 _
J

_ .
r
12

.30 (POOR GRASS) _
W
CL. -

t.SO

_
u
.
=

0.03

040 (AV
RASS)
F- 0
J
v? 3.00

4.00
2
1" . G
:,. 5.00,-
-- -
° 0.04 0 F.

H

%

W

0.60MENSEGRASS

- u
cr- 10.00

0 a

F?-

0

0
1
c 00 0
06 v? 20.0 Z .
90 . 1.00
U
0
J 04 o
l 9 0.!
i
TO 0.10 ?
0 ® 0.9
j0
t ?
? .1 t•- T 0.T
- 40
`\
6
0.6

30 .
S 0.5
2'0
4 0.4
NOMOG RAPN..FOR
TIME OF CONCENTRATION
3 0.3

Figure 3-1 Saurrw Austin Taza a Drsinapa Manua!
3-13

r
r
r
r•
r
i
r _ J
f-
W
W
W
U
f-
an
r
0
T
0
J
4.
r
r
1
1
r
r
r
1
0LI
900
s00 0.016
700 0.02(PYIATJ
600
OD3 r'
S00 04 r`
0
.

400
ac
s 005

OD I z /

\ c (HARE XZD 30 K.

jc z
? J

200

J
0.02 0.20 °
_

w

0.30 (PQOR GRASS) _
1 093 0.40 (AV. GRASS) ~

/ o O.G4 0\
w 0.80 CDEHSEGAASS
ICAO 0.06 \
1.00
\
°
e0 \
.70 410
W
50
40
3a
20
OVER!_AN CHANNEU2E1
r- 40 r- 4
h 0.10
0.15
= 0:20
0.30
0.40
30 F--3
23 2.5
2
W 0:50 /
.a. tir 13 I.S
1.00
W 1.50
4 2.06.
.00 Z
in '4 00
W 5.00 =o
w -
?? \10.00 a
= 00.
\20 ?- 10 0
1
v
i ..
. z .

U
L
a
•
0.9

?- 0.T
b 0.6
5 0.5

4 ` 0.4
NOMOGRAPH..FOR
TIME OF CONCENTRATION
Figure 3-1
3-13
3 ?-- 0.3
Saun:.a: Austin 7azaa Grainaaa Manua!
OVERMAN CHANNELIZEI
r--40 r- 4
1C= ODi
9CA
000 0.016
700 0.02(PVUTa
600
OD3

500
OD4 li
O.QS?
400 '

ODIC
o.a

W ?
^!
J ? 0.20 _
W ? W 2
?
z Z
= \
0D3 0:3Q (PQOfi GRASS) ?
0.40 (AV. GRASS)

0.04 ' . 0.50
e O
w
0:800DENSEGAAS3
0 100. 0.06 `•
3C !0 D LG01.
`
0 0.0 0 ?\
.
70 0.)0

50
40
30 _

20
30 3
25 2.5
ZQ 2
N 0.10 ?
O.IS
0
20 _
= :
0.30 , .
0.30 - =
W 0.50
W 15 I.5

I ,50 2
.00
Vi .00 z
N
5.00 0

u SQ. Q
/
' 20.00 ~• l0 ` L0
,
`
9 0.f

0 6 0.8
t trl
S,

t F- T 0.7
a 0.6
5 0.5
NOMOGRAPH. FOR
TIME OF CONCENTRATION
Figure 3-1
3-13
4 0.4
3 0.3
Sauma: Aurtin Tazaa Drainage Manual
r
OVERLANQ CHANF(EIIZEI
?-- 40 .-4

K= 0111
900 30 3
b00 0.016
700 O.o2(PVUTa .
? -
23 2.5
600
OD3 '
500
0D4
400 20 2
0.10
o \ 0.13

ODI z
-

?,

= 0
0
.20
300 ,?

W as
(9 M,C ZD $0x-
ui ;
v
O as
0

?
0:5 N

J ;1
° CL L
r IS LS

W

2Ca ~ 0.02 0.20

_
Z
__
t
4
`;
Ic
- I.00

1.50

_

0.30 (POOR GRASS) tiW
ti
2.00
00
r x 150 = OD3
0.40 (AV. GRASS) F- J
rn .
4.00
v
0
04
0.30

r i
h
/ 0
W .
80(DENSF-CAxs3
0 ? , `, 10.00'•, a
~
. . 20. 00 -10 1.0
o O
Q 0.06

39 ?0
M 1.00
v

a
.J

00 °
9
- 0.f

1 . U
70 410
o
a
O.a
a+0 W
r t- 7 7
0
50 .

O.L
30 -

L
ZO
4 0.4
NOMOGRAPH..FOR
TIME OF CONCENTRATION
3 0.3
r
Figure 3-1 Saute: Aurtin ?exam Drainage Manua!

r 3-13
1 ?

3.5 Design Fre quency
.
Design Descriatian' ©esis*n Storm
Frequencies
3.5.1
Stomt system P pe;
10 yr.
pitch systar;M ?g yr.
Wver t?; (subdivis;on -4rn=) Z5 yr, . .
l?i?terts (tttarau>?rfare raat€s}?, 5E1 Y.E........ ......;::
Rainfall
Intensity
3.5.2

Storm Duration
hours
0
1
2
3
6
12
24
Table 3-3
Rainfall Intensities - Charlotte, North Carolina
Rainfall Intensirv(in./hr. )
Return Period (Years)
minutes 2 3 5 10 25 50
5 5.03 5.60 6.30 7.03 8.21 9.00
6 4.78 5..33 6.02 6.75 7.89 8.65
7 4.55 5.09 5.76 6.49 7.59 8.32
8 4.34 4.88 5.53 6.26 7.31 8.03
9 4.16. 4.68 5.32 6.04 7.06 7.75
10 3.99 4.50 5.12 5.84 6.83 7.50
15 3.33 3.79 4.35 5.03 5.87 6.46
16 3.23 3.67 4.22 4.89 5.72 6.29
.17 3.13 3.57 4.10 4.77 5.57 6.13
18 3.04 3.47 3.99 4.65 5.43. 5.97
19 2.96 3.37 3.89 4.53 5.30 5.83
20 2.88 3.29 3.79 4.43 5.17 5.69
21 2.80 3.20 3.70 4.32 5.05 5.56
22 2.73 3.12 3.61 4.23 4.94 5.44
23 2.66 3.05 3.53 4.14 4.83 5.32
24 2.60 2.98 3.45 4.05 4.73 5.21
25 2.54 2.91 3.37' 3.96 .4.63 5.10
26 2.48 2.85 3.30 3.88 4.54 5.00
27 .2.43 2.79 3.23 3.81. 4.45 4.90
28 2.38 2.73 3.17 3.73 4.36 4.81
29 2.33. 2.68 3.11 3.66 4.28 4.72
30 2.28 2.62 3.05 3.60 4.20 4.64
40 1.90 2.20 2.57 3.05 3.56 3.93
50 1.64 1.90 2.23 2.66 3.10 3.43
1.45 1.68 1.98. 2.36 2.76. 3.05
0.88 1.03 _ 1.21 1.45 1.70 1.89
0.65 -0.76 0.90 1.07 1.25 1.40 1
0.38 0.44 -0.53 0.62 0.73 0.82
0.22 0.26 0.31 0.36 0.42 0.47
0.13 0.15 0.18 0.20 0.24 0.27
Taken from equation for IDF curve for Chario«e, N.C.
100
9.92
9.53
9.17
8.84
8.54
8.26
7.11
6.92
6.74
6.57
6.41
3.26
6.12
5.98
5.85
5.73
5.61
5.50
5.39
5.29
5.19
5.09
4.32
3.76
3.34
2.06
.52
0.89
0.51
0.29
a_, n

L?J

3.6 Rational Method
Introduction When using the rational method some precautions should be considered.
3.6.1
• In determining the C value (land use) for the drainage area, hydrologic analysis
should take into account future land use changes. Drainage facilities should
be designed for future land use conditions as specified in the County and City
Land Use Plans.
• Since the rational method uses a composite C value for the entire drainage
area, if the distribution of land uses within the drainage basin will affect the
results of hydrologic analysis, then the basin should be divided into two or
more sub-drainage basins for. analysis.
• The charts, graphs, and tables included in this section are given to assist the
engineer in applying the rational method. The engineer should use good
engineering judgement in applying these design aids and should make
appropriate adjustments when specific site characteristics dictate that these
adjustments are appropriate.
Runoff The -rational formula estimates the peak rate of runoff at any location in a
Equation watershed as a function of the drainage area, runoff coefficient, and mean rainfall
3.6.2 intensity for a duration equal to the time of concentration (the time required for
water to flow from the most remote point of the basin to the location being
analyzed). The rational formula is expressed as follows:
Q = CIA (3..1)
Where: Q = maximum rate of runoff (cfs)
C = runoff. coefficient representing a ratio of runoff to rainfall
I = average rainfall intensity for a duration equal to the time of
concentration. (in/hr)
A = drainage area contributing to the design location (acres)
Infrequent The coefficients given in Table 3-5 are applicable for storms of 2-yr to 10-yr
Storms fre uencies LPSs fr
q equrent.; I gher inten5lt3r SttZttAS inrt7f require xno iffcation Df
.6.3 :.
the cae resem bes:ause xtfiftraucxt antf otiseriass>rsftaVa a prnpartcona(Iy;smalfcr
affect on Tuff 4Zc5Fr ht-1? ci au hP 9
3..... _......:...:.:..:9. ,.,...,........}.. The adjustment of the rational
method for use with major storms can be made by multiplying the right side of
the rational formula by a frequency factor C,. The rational formula now becomes:
Q = CC,IA (3.2)
3-1 1
71
1? ?

r

Appendices
8.07
The design of temporary sediment basins for construction sites should meet all
minimum requirements contained in Practice Standards and Specifications:
6.61, Sediment Basin.
The following outline provides guidance in designing sediment basins to meet
those requirements.
Size, Location, and Structures intended for more than 3 years of use should be designed as perma-
Effieieney nent structures. Procedures outlined in this section do not apply to perma-
nent structures. See the Dam Safety Law of 1967 and supplementary North
Carolina Administrative code title 15A.
Basic requirements for design of a sediment basin are the following:
e
t
Rev. 1-1193
• drainage area less than 100 acres;
• design structure life less than 3 years;
• minimum design storm, 10-yr peak runoff with minimum 1 ft freeboard;
• In High Quality Water (HQW) Zones, minimum design storm, 25-yr peak
runoff with minimum ift freeboard. The sediment basin shall settle the
40-micron particle with a minimum efficiency of at least 70 % during the
2-yr peak runoff event. See appendices beginning on pg. 8.07.13.
• maximum height shall be less than 15 ft, measured from the top of the
dam to the lowest point at the downstream toe;
• hazard classification: sudden failure should not cause lass of life or serious
property damage.
Basin location-Locate the basin so that a maximum amount of runoff from
disturbed areas can be brought into the structure. It should be accessible for
periodic cleanout and should not interfere with construction activities. When
possible delay clearing the sediment impoundment area until the dam is in place.
Keep the remaining temporary pool area undisturbed.
Basin volume-Minimum volume of the basin should be 1,800 ft3/acre for the
disturbed area draining into the basin. Volume is measured below the principal
spillway crest. Where possible the entire drainage basin is used for this compu-
tation, rather than the disturbed area alone, to help ensure adequate trapping
efficiency.
Trapping efficiency- For additional information see Appendices pg. 8.07.13
- 8.07.42) Maximize the trapping efficiency of the basin by:
• diverting runoff from undisturbed areas away from the basin;
• limiting drainage area to increase the ratio of basin surface area to peak
inflow rate. This ratio should be 0.01 acre/cfs or greater to achieve more
than 759o efficiency on most soils. Subdivide area with additional traps
and barriers to limit inflow rate and improve efficiency;
• maximizing the length-to-width ratio of the basin. Length to width should
be 2:1 or greater;
• locating sediment inflow points as far as possible from the principal
spillway inlet;
• controlling flow at inlet points to maintain nonerosive velocities.
8.07,_

Basin cleanout-Plan to remove sediment when approximately one half of the
basin volume has been filled. The minimum volume requirement (1,800
f0/acre) must always be met.
Spillway System The spillway system, consisting of a principal spillway and an emergency
Design spillway, should carry the peak runoff from a 10-yr storm with a minimum 1 ft
freeboard above the design water surface in the emergency spillway. Base runoff
computations on the most severe soil cover conditions expected during the
effective life of the structure (Appendix 8.03).
PRINCIPAL SPILLWAY
The principal spillway consists of a vertical pipe riser fastened to a horizontal
pipe barrel with watertight connectors. The horizontal conduit must extend
beyond the toe of the dam and must be stabilized, usually by riprap.
Minimum capacity-0.2 cfs/acre of drainage, computed for water surface at
the emergency spillway elevation.
Crest elevation of the riser may be set no lower than the elevation of the
sediment detention pool as a minimum.
Barrel conduit and riser-The minimum barrel conduit size allowable is 8
inches for corrugated pipe and 6 inches for smooth-walled pipe. Limit the
maximum barrel diameter to 30 inches. The riser should have a cross-sectional
area at least 1.5 times that of the barrel. Rod and lug type connector bands with
gaskets are recommended for corrugated pipe to provide positive watertight
connections.
Basin dewatering can be accomplished by a single hole protected from trash
or a series of holes covered with gravel.
The pool may be drained by perforating the lower half of the riser with 1/4- to
1/2-inch holes approximately 3 inches apart on the outside pipe corrugations.
Cover the perforated section with 2 ft of gravel (DOT #57 washed stone is ap-
propriate for this application).
Trash guard-Install a trash guard on top of the riser. A fabricated cone of steel
rods, spaced 2 inches apart, fastened to the top of the riser is recommended.
Protection against piping-Secure at least one watertight antiseep collar with
a minimum projection of 1.5 ft around 8-inch or larger conduits. Locate the
collar just downstream from the centerline of the dam. A properly designed
drainage diaphragm installed around the barrel may be substituted for an
antiseep collar.
Protection against flotation-Anchor the riser with a mass with a buoyant
weight greater than 1.1 times the weight of water displaced by the riser.
Stabilize the outlet below the barrel against erosion (Appendix 8.06).
0
0

8.07.2
u

L

u
11
F
0
G
n
J

U
L
0
I
L°
Appendices
1 Rev, U193
EMERGENCY SPILLWAY
Construct the entire flow area of the emergency spillway in undisturbed soil.
Cross section should be trapezoidal, with side slopes 3:1 or flatter. Select
vegetated lining to meet flow requirements and site conditions (Figure 8.07a).
Capacity-Design the emergency spillway for runoff from the 10-yr storm less
any reduction due to flow in the principal spillway.
Inlet protection-Ensure that the approach section has a slope toward the
impoundment arear of not less than 2% and is flared at its entrance, gradually
reducing to the design width of the control section.
The control section should be level and straight and at least 20 ft long.
Determine the width and depth for the required capacity and site conditions.
Wide, shallow spillways are preferred because they reduce outlet velocities.
The outlet section should be straight, aligned and sloped to assure supercritical
flow with exit velocities not exceeding values acceptable for site conditions.
Outlet velocity-Ensure that the velocity of flow from the basin is nonerosive
for existing site conditions. It may be necessary to stabilize the downstream
areas or the receiving channels.
EiVIBANICiNIENT DESIGN
There should be a cutoff trench in stable soil material under the dam at the
centerline, extending up the abutments to the elevation of the emergency
spillway. The trench should be at least 2 ft deep with 1:1 side slopes, and
sufficiently wide to allow compaction by machine.
Top width-Fill height 10 ft: minimum top width 8 ft
Fill height 10-15 ft: minimum top width 10 ft
Allowance for settlement-10% of fill height.
Side slope-2.5:1 or flatter.
Freeboard-minimum 1 ft between the settled top of the dam and the design
water level in the emergency spillway.
Embankment material should be a stable mineral soil, free of roots, woody
vegetation, rocks or other objectionable materials, with adequate moisture for
compaction. Place fill in 8-inch layers through the length of dam and compact
by routing construction hauling equipment over it. Equipment must traverse the
entire surface of each layer by at least one wheel width.
EROSION CONTROL
Construct the structure to minimize the area disturbed. Divert surface water
away from disturbed areas. Complete the embankment before clearing the
impoundment area. Stabilize the emergency spillway, embankment, and all
other disturbed areas above the crest elevation of the principal spillway imme-
diately after construction (Practices 6.10-6.15, Surface Stabilization).
8.07.3
0
Level Portion Crest and Control Section

- - - - - Flow -?

'Ot
Berm Exit Section

Approach
channel Note: Neither the location nor
alignment of the control section
Embankment has to coincide with the centerline
of the dam.
I.
Plan
Water surface
Stage (Hp)
Nlin 2%
Approach
channel
X - length of
Control exit channel
section
20,.,
level or
greater
Profile along centerline
Exit Section
3
1f-
Cross section at control section
Excavated earth spillway
Figure 8.07a Design of excavated earthen spillway.
8.07.4 - -
Rev. 1 :x93
H
n

e
E
L<J

t
P

r
u

s
e
I]
n

Appendices
Safety-Avoid steep side slopes. Fence basins properly and mark them with
warning signs if trespassing is likely. Follow all State and local safety require-
ments.
Design Procedure Step 1. Determine peak flow, Qto, for the basin drainage area (Appendix 8.03).
Step 2. Determine any site limitations for the sediment pool elevation, emer-
gency spillway or top of the dam.
Step 3. Determine basin volumes:
• Compute minimum volume required (1800 ft3/acre disturbed).
• Specify sediment cleanout level to be marked on riser (one-half the design
volume referenced to the top of the riser) and sediment storage area to be
cleared after the dam is built.
Step 4. Determine area and shape of basin:
• Check length/width ratio (should be greater than 2).
• Compute the basin surface area at principal spillway elevation.
• Check the ratio of basin surface area to peak inflow rate (should be greater
than or equal to 0.01 acres/cfs, if possible). Employ diversions with
additional traps and basins to reduce area drained.
Step 5. Determine size of principal spillway.
BARREL
Determine barrel capacity required for site conditions (minimum capacity for
Cep is 0.2 cfs/acre).
Use Tables 8.07a or 8.07b to select a pipe for the design elevation, usually the
head on the barrel. Alternatively, the size of the pipe barrel may be determined
by the general pipe flow equation:
Qp = a
1 + Km + KpL
where:
Op = discharge from pipe, cfs,
a = pipe area, ftZ,
g = acceleration of gravity, ft/sec
Z,
H = elevation head differential, ft,
Km = coefficient/sum of minor losses, usually 1,
Kp = pipe friction coefficient,
L = pipe length, ft.
8.07.5

Table 8.07a
Pipe Flow Chart for Design of Corrugated Metal Outlet Conduit
(Q in cubic ft/sec)
For Corrugated Metal Pipe Inlet Ke + Kb = 1.0 and 70 feet of Corrugated Metal Pipe Conduit
n = 0.025. Note correction factors for other pipe lengths.
ia.
H
12"
15"
18"
21"
24"
30"
36"
42"
2 2.84 4.92 7.73 11.30 15.60 26.60 40.77 58.12
3 3.48 6.03 9.47 13.84 19.10 32.58 49.93 71.19
4 4.02 6.96 10.94 15.98 22.06 37.62 57.66 82.20
5 I 4.49 7.78 12.23 17.87 24.66 42.06 64.46 91.90
6 4.92 6.52 13.40 19.57 27.01 46.07 70.60 100.65
7 5.32 9.21 14.47 21.14 29.19 49.77 76.28 108.75
8 5.68 9.84 15.47 22.60 31.19 53.19 81.53 116.23
9 6.03 10.44 16.41 23.97 33.09 56.43 86.49 123.30
10 6.36 11.00 17.30 25.26 34.68 59.48 91.16 129.96
11 6.67 11.54 18.14 26.50 36.59 62.39 95.63 136.33
12 6.96 12.05 18.95 27.68 36.21 65.16 99.87 142.37
13 7.25 12.55 19.72 28.81 39.77 67.83 103.96 148.21
14 7.52 13.02 20.47 29.90 41.27 70.39 107.88 153.80
15 7.78 13.48 21.19 30.95 42.72 72.85 111.66 159.18
16 8.04 13.92 21.88 31.96 44.12 75.24 115.32 164.40
17 8.29 14.35 22.55 32.94 45.48 77.55 118.87 169.46
18 8.53 14.77 23.21 33.90 46.80 79.81 122.33 174.39
19 8.76 15.17 23.84 34.83 48.08 81.99 125.67 179.15
20 8.99 1.56 24.46 35.73 49.33 84.12 128.93 183.80
21 9.21 15.95 25.07 36.62 50.55 86.21 132.13 188.36
22 9.43 16.32 25.65 37.47 51.73 88.22 135.21 192.76
23 9.64 16.69 26.23 38.32 52.90 90.21 138.27 197.12
24 9.85 17.05 26.80 39.14 54.04 92.15 141.24 201.35
25 10.05 17.40 27.35 39.95 55.15 94.05 144.15 205.50
L Correction Factors For Other Pipe Lengths
40 1.23 1.22 1.20 1.19 1.16 1.14 1.13 1.11
50 1.14 1.13 1.12 1.11 1.10 1.09 1.08 1.07
60 1.07 1.06 1.06 1.05 1.05 1.04 1.04 1.03
70 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
80 0.95 0.95 0.95 0.96 0.96 0.96 0.97 0.97
90 0.90 0.91 0.91 0.92 0.92 0.93 0.94 0.94
100 0.86 0.87 0.88 0.89 0.89 0.90 0.91 0.92
?l

8.07.6
Appendices
Table 8.07b
Pipe Flow Chart for Design of Concrete Outlet Conduit
(Q in cubic ft/sec)
For R/C Drop Inlet, Ke + Kb = 0.65 With 70 feet of R/C conduit, n = .013. Note correction
factors for other pipe lengths.
la.
H
12"
15"
18"
21"
24"
30"
36"
42"
2 4.54 8.01 11.74 16.60 22.44 36.74 54.65 76.02
3 I I 5.56 9.81 14.39 20.33 27.49 45.00 66.94 93.11
4 6.42 11.33 16.61 23.48 31.74 51.96 77.30 107.52
5 7.18 12.66 18.57 26.25 35.49 58.09 86.42 .120.21
6 7.87 13.86 20.34 28.75 38.87 63.63 94.65 131.66
7 8.50 14.98 21.98 31.06 41.99 68.74 102.27 142.25
8 9.08 16.01 I 23.49 33.20 44.88 73.47 109.30 152.03
9 i 9.64 17.00 24.92 35.22 47.61 77.94 115.95 161.28
10 I 10.16 17.91 26.26 37.12 50.18 82.15 122.21 169.99
11 10.65 18.78 27.55 38.94 52.64 86.18 128.20 178.32
12 11.13 19.62 I 28.77 40.67 54.97 89.99 133.88 186.22
13 11.58 20.42 29.95 42.33 57.23 93.68 139.37 193.86
14 12.01 21.18 31.07 43.93 59.37 97.19 144.59 201.12
15 12.44 21.93 32.17 45.47 61.46 100.62 149.69 208.21
16 12.95 22.65 33.22 46.96 63.48 103.92 154.60 215.04
17 13.24 j 23.35 34.24 48.40 65.43 107.12 159.35 221.65
18 I 13.63
i 24.03 35.24 49.81 67.34 110.23 163.99 228.10
19 14.00 24.68 36.21 51.17 69.18 I 113.25 168.48 234.34
20 ? i 14.36 25.32 37.14 52.50 70.97 116.18 172.84 240.41
21 i t 14.72 25.95 3e.n7 53.80 72.73 119.07 177.13 246.38
22 ? j 15.C6 26.56 38.96 55.06 74.43 121.85 181.27 252.13
23 15.40 j 27.16 I 39.84 56.31 76.11 I 124.60 185.36 257.83
24 15.73 27.74 40.69 57.51 77.75 127.28 189.35 263.37
25 16.06 28.32 41.53 58.70 79.35 129.90 193.25 268.60
L Correction Factors For Other Pipe Lengths
40 1.15 1.13 1.11 1.09 1.08 1.06 1.06 1.05
50 1.09 I 1.08 I 1.07 1.06 1.05 I 1.04 1.04 1.03
60 1.04 1.04 1.04 1.03 1.03 1.02 1.02 1.02
70 1.00 ) 1.00 1.00 1.00 1.00 f 1.00 1.00 1.00
80 0.96 0.96 0.97 0.97 0.98 0.98 0.98 0.99
90 0.93 0.94 0.94 I 0.95 I 0.95 0.96 0.97 0.97
100 I 0.90 I 0.91 i 0.92 0.93 I 0,93 0.95 0.95 0.96
3.07.7
D
RISER
Determine riser size from Figure 8.07b. Check the head and stage requirements.
If the design stage is too high, choose a larger barrel or reevaluate steps 2-4. As
a minimum, set the elevation of the riser at the same elevation as the top of the
sediment pool. Select the type of trash guard.
Determine area of holes, Ao, to dewater the pool from the following equation:
A 2h
A° = T Cd 20,428
where
Ao = total area of the dewatering hole, ft
As = surface area of the basin, ft2,
h = maximum head of water above the hole, ft,
T = detention time to dewater basin, hr, (8 hrs recommended min.),
Cd = coefficient of contraction for the orifice (approximately 0.6).
Step 6. Design antiseep collar.
Ensure that antiseep collars are no closer than 2 ft from a pipe joint. Collar must
project at least 1.5 ft from the pipe. Indicate watertight connections.
Step 7. Design antiflotation block.
Determine the weight of water displaced by the empty riser, and design a block
with buoyant weight 1.1 times the weight of water displaced.
Step 8. Design outlet.
Determine discharge velocity from the barrel. Design outlet protection to assure
stable conditions. Riprap placement is usually necessary (Appendix 8.06).
Step 9. Design emergency spillway.
• Determine the required capacity for the emergency spillway as
Qe=Q10-Qp
8.07.8
• From Table 8.07c or Table 8.07d, select the width and depth of the outlet,
depending on soil conditions. In general, the wider bottom widths and
lowerslopes are preferred to minimize exit velocities at supercritical flow.
• Set the elevation of the crest of the emergency spillway a minimum of
1 ft above the crest of the riser.
Step 10 . Spillway approach section.
Adjust the spillway alignment so that the control section and outlet section are
straight. The entrance width should be 1.5 times the width of the control section
with a smooth transition to the width of the control section. Approach channel
should slope toward the reservoir no less than 2%.
Rev. L193
I,
11
?l

N

0
u

MI-
P
c
I `4
Iul
Appendices
250
200
150
100
90
80
70
60
50
U
a 40
cs
_o 30
U
n
11
20
10
8
7
6
5
0.5 1.0 1.5 2.0 2.5 3.0
Head required at crest of riser in feet (h)

Ci
l
i
ith
litt
ll
rcu ar r ser s w
sp
er wa
o"
b

l i t

H3/2
Q=3.1L I I i

3 -

°
o
S
plitter-type
_ T
- - Crest headwall h
?
2 -
_
- d

Pipe z -
riser

1

?
Pipe conduit
I I I I
For conduit slope > friction slope, Z = 5D
For conduit slope < friction slope
Z = 2D
,

Inlet Proportions
Pipe Pipe
Conduit Riser
(D)-in (d)-in
8-12 18
15 21
18 24
21 30
24 30
30 36
36 48
42 54
48 60
Figure 8.07b Design chart for riser outlet.
Pipe drop inlet spillway design:
For a given Q and H, refer to Table 8.07a or 8.07b for conduit size.
Then determine the riser diameter (d) from the Inlet Proportions Table
on this figure. Next, refer to the above curves, using the conduit
capacity and riser diameter, and find the head (h) required above the
crest of the riser. The height of the riser should not be less than 5D - h,
except as noted in the above sketch.
Example - Given: CMP; Q = 20 cfs; H = 14 ft, h max. 1.0 ft; L = 70 ft.
From Table 8.07a find conduit size (D) = 18 inches. From Inlet Propor-
tions Table, riser size = 24 inches. Head (h) required for Q = 20 and
d = 24 is 1.0 ft.
Rev. 12,93 8.07.9
s
Table 8.07c
Design Table for Vegetated Spillways Excavated in Erosion Resistant Soils
(side slopes-3 horizontal:) vertical)
iacharge Slope Range Bottom Stage
a
CFs Minimum
Percent Maximum
Percent Width
Feet Feet
15 3.3 12.2 8 .83
3.5 18.2 12 .89
3.1 8.9 8 .97
20 3.2 13.0 12 .81
3.3 17.3 18 .70
2.9 7.1 8 1.09
25 3.2 9.9 12 .91
3.3 13.2 18 ..79
3.3 17.2 20 .70
2.9 8.0 8 1.20
30 3.0 8.2 12 1.01
3.0 10.7 18 .88
3.3 13.8 20 .78
2.8 5.1 8 1.30
2.9 8.9 12 1.10
35 3.1 9.0 18 .94
3.1 11.3 20 .85
3.2 14.1 24 .77
2.7 4.5 8 1.40
2.9 6.0 12 1.18
40 2.9 7.8 18 1.03
3.1 9.7 20 .91
3.1 11.9 24 .83
2.8 4.1 B 1.49
2.8 5.3 12 1.25
45 2.9 8.7 18 1.09
3.0 8.4 20 .98
3.0 10.4 24 .89
2.7 3.7 9 1.57
2.8 4.7 12 1.33
50 2.8 6.0 18 1.18
2. 9 7.3 20 1.03
3.1 9.0 24 .94
2. 3.1 8 1.73
2.7 3.9 12 1.47
80 2.7 4.8 18 1.28
2.9 5.9 20 1.15
2.9 7.3 24 1.05
3.0 8.8 29 .97
2.5 2.8 B 1.88
2.8 3.3 12 1.80
70 2.8 4.1 18 1.40
2.7 5.0 20 1.28
2.8 8.1 24 1.15
2.9 7.0 28 1.05
2.5 2.9 12 1.72
80 2.8 3.8 18 1.51
2.7 4.3 20 1.35
ischarge Slope Range Bottom Stage
a
CFS Minimum
Percent Maximum
Percent Width
Feet Feet
2.8 5.2 24 1.24
80 2.8 5.9 28 1.14
2.9 7.0 32 1.08
2.5 2.8 12 1.84
2.5 3.1 18 1.81
90 2.8 3.8 20 1.45
2.7 4.5 24 1.32
2.8 5.3 28 1.22
2.8 8.1 32 1.14
2.5 2.8 le 1.71
2.8 3.3 20 1.57-
100 2.8 4.0 24 1.41
2.7 4.8 28 1.30
2.7 5.3 32 1.21
2.8 8.1 38 1.13
2.5 2.8 20 1.71-
2.6 3.2 24 1.58
120 2.7 3. 2 --171-
2.7 4.2 32 1.34
2.7 4.8 38 1.28
2.5 2.7 24 1.71
2.5 3.2 28 1.58
140 2.8 3.8 32 1.47
2.8 4.0 38 1.38
2.7 4.5 40 1.30
2.5 2.7 28 1.75-
2.5 3.1 32 1.58
180 2. 3.4 38 1.4
2. 3.8 40 1.4
2.7 4.3 44 1.33
2.4 2.7 32 1.72
180 2.4 3. 38 1. 60
2.5 3.4 40 1.51
44 i 1.43
2.5 2.7 38 1.70
200 2.5 2.9 40 1. 60
2.5 3.3 44 1.52
2.8 3.8 48 1.45
2.4 2.8 40 1.70
220 2.5 2.9 44 1.81
27.5 3.2 48 1. 3
2. 2. 44 1.
240 2.5 2.9 48 1.82
2. 3.2 52 1.54
280 2.4 2.8 48 1.70
2.5 2.9 52 1-62
280 2.4 2.8 52 1.7
300 2.5 2.8 58 1.89
Example of Use
Given: Discharge, 0 = 87 c.f.s. Spillway slope, Exit section (from profile) = 40/..
Find: Bottom width and Stage in Spillway.
Procedure: Enter table from left at 90 c.f.s. Note that Spillway slope (40%) falls within
slope ranges corresponding to bottom widths of 24, 28, and 32 ft. Use
bottom width, 32 ft., to minimize velocty. Stage in Spillway will be 1.14 ft.
Note: Computations based on: Roughness coefficient, n = .040. Maximum
velocity = 5.50 ft. per sec.
3.07.10
Rcv. 1203
Appendices
Table 8.07d
Design Table for Vegetated Spillways Excavated in Very Erodible Soils
(side slopes-3 horizontal:) vertical)
Discharge Slope Range Bottom Stage
Q
CFS Minimum
Percent Maximum
Percent Width
Feet
Feet
10 3.5 4.7 8 .68
3.4 4.4 12 .69
15 3.4 5.9 16 .60
3.3 3.3 12 .80
20 3.3 4'.1 16 .70
3.5 5.3 20 .62
3.3 3.3 16 .79
25 3.3 4.0 20 .70
3.5 4.9 24 .64
3.3 3.3 20 .76
3.3 4.0 24 .71
30 3.4 4.7 28 .65
3.4 5.5 32 .61
3.2 3.2 24 .77
35 3.3 3.9 28 .71
3.5 4.6 32 .66
3.5 5.2 36 .62
3.3 3.3 28 .78
3.4 3.8 32 .71
40 3.4 4.4 36 .67
3.4 5.0 40 .64
3.3 3.3 22 .76
45 3.4 3.8 35 .71
3.4 4.3 40 .67
3.4 4.8 44 .64
3.3 3.3 36 .75
50 3.3 3.8 40 .71
3.3 4.3 44 .68
3.2 3.2 44 .75
80 3.2 3.7 48 .72
70 3.3 3.3 52 .75
80 3.1 3.1 56 .78
Example of Use
Given: Discharge, Q = 38 c.f.s. Spillway slope, Exit section (from profile) = 41/o.
Find: Bottom width and Stage in Spillway.
Procedure: Enter table from left at 40 c.f.s. Note that Spillway slope (4.0%) falls within
slope ranges corresponding to bottom widths of 36 and 40 ft. Used wider
bottom width, 40 ft., to minimize velocity. Stage in Spillway will be 0.64 ft.
Note: Computations based on: Roughness coefficient, n = .040.
Maximum velocity = 3.50 ft. per sec.
Rev. 1193 8.07.11
0
Step 11. Spillway control section.
• Locate the control section in the spillway near where it intersects the ex-
tension of the centerline of the dam.
• Keep a level area to extend at least 20 ft upstream from the outlet end of
the control section, to ensure a straight alignment.
• Side slopes should be 3:1.
Step 12. Design spillway exit section.
• Spillway exit should align with the control section and have the same bot-
tom width and side slopes.
• Slope should be sufficient to maintain supercritical flow, but make sure
it does not create erosive velocities for site conditions. (Stay within slope
ranges in appropriate design tables.)
• Extend the exit channel to a point where the water may be released without
damage.
Step 13. Size the embankment.
• Set the design elevation of the top of the dam a minimum of 1 ft above
the water surface for the design flow in the emergency spillway.
• Constructed height should be 10% greater than the design to allow for set-
tlement.
• Base top width on the design height.
• Set side slopes 2.5:1 or flatter.
• Determine depth of cutoff trench from site borings. It should extend to a
stable, tight soil layer (a minimum of 2 ft deep).
• Select borrow site-the emergency spillway cut will provide a significant
amount of fill.
Step 14. Erosion control.
• Locate and design diversions to protect embankment and spillway (Prac-
tice Standards and Specifications: 6.20, Temporary Diversions).
• Select surface protection measures to control erosion (Practice Standards
and Specifications: 6.10, Temporary Seeding; 6.14, Mulching; and 6.15,
Riprap).
• Select vegetation for emergency spillway to provide protection for design
flow velocity and site conditions.
Step 15. Safety.
• Construct a fence and install warning signs as needed.
I
i
L±j
3.07.12
U
NN
N U
.?
C ?
N a U
?j o
QQ `o }Z

U

O
E
E N
w

?
C u
v v
T ? «
yy
f L=: ? C

C U 'O }

d X ri o
N
fJ
L
2
z
O
a
U
2 O
(L
E o
ago
6d
? t?
•h M
F- m
U d ? N
Z U C
N
O m ?
O
Q. N
Ev
o E L

•
?
` U
U N r
O
r ?
C/? :J
C
z
? --
N
E
M Z' U C3
O ril
D U 'p O O a U [?
O d c3 ~ O U
?yov 3? a
I S'.. 47 t!1
O >,N
rar ca N '? C U

0
0
¢" O
0
0
N N
N r`-

43 O U O
d? 7 i r L U O Q O?
CL
E E Cr'

',`O a)
U CS

?

'
-
i. ; .'
L
=a U) o U

U I
}

?I
7
O
9
N

0
N '
i?
0
m
N
-a
m
co
Lr)
r'•
La
Ln
C3
0
C3
0
.D
co
O
f?
i
A ?
Z'
rI
N
a
E
c
U
N
I ?
0
0
N
h
22
O
i ll.
r•
i co
E
i
CL
i
i?.

p

?-

?,
.
..,?.?+

. Rl LLJ
y'wp
N f Q 4 D
WoNycc
=

IF
.
1 ...U _Q¢
pYpW?'
??
. ........ Qp[a[Op -

Z?j

Ul Q
W y 1-?..
S h p c,
_
?.-.

Ir r-3
0 Q U cn
O
rl

? S
O
?Q
- O

if
E

1
y

C?
wx

O O
U
z N
A Q W U
V)

??¢C7

o a
U w ?"
i
\ I I I I r~, ~ ~ ~ \ \ \ \ ~ ~ I I III 11 \ ~'I I I ~ III 11 ~
/ / / / / ~ ~ I I I 1 1 ~ 1 ~ ~ ~ 1 I ~ ~ V ~ ~ A ~ ~ ~ ~ ~ ~ , / / / / , , ! I I ~ ~ 1 ~ ! / / / / / ~ / / / I 1 ~ II 1 ~ ~ ~ V ~ \ ~ / / I I ~ / / / ~ / i ~ ~ 1 \ V ~ II III I A ~ I I i ~ I III I / ~ ~ ~ \ ~ ~ ~ I II II II A1V1`_~ I 111 ~ I ~II I \ 1
/ / / I I 1 I I I I I I 1 1 / ~ A 1 \ 1 ~ ~ ~ ~ ~ ~ ~ / / ! ! ! l 1 I ~ ! / / / i ! l l / 1 I I ! ! 1 1 1 1 ~ ~ ~ ~ ~ _ i ~ / / ! l I l ~ / / i / , ~ ~ / 1 1 V A ~ ~ I 1 II Illlllll \V1111 I J II II ' V I IIII `III - ~ ~ ~ v ~ ~ II II I 0 I I I ~ 1 V A ~ 1 I I III 1 ~I I 1 1 I I I I
/ I I I ~ 1 ~ ~ / ! ~ ~ ~ I ~ - / ~ ~ / ~ ~ v v ~ ~ v III, IIII v ~ II tl1 1 II ;Ih v
/ / 1 ! I ~ ~ ~ ~ ~ 1 / ! r , / l l , ! 1 1 / , , ~ ~ / ~ \ ~ , l / ~ / / ~ 1 1 V~ i I~ ~ 1 ,1~1 ~ ~ A V I I! ~ I ~ I
! l ! ! 1 / I l l l I 1 ! l 1 , 1 111 I I ~ I ~ ~ I ~ ~ ~ ~ ~ ~ / ~ / / l ~ . ~ 1 ~ / i / \ ~ - _ ~ / / 1 l / / 1 I l l l I I 1 _ - i , - - _ I ~ ~ ~ / / / / / / I I ~ ~ ~ I CJ \ \ A A \ ~ \ \ II i I 1 \ ~ i' I i ~ ~ I I„ \ \ ~
~ I I 'i
/ / / / / ~ / i ~ ~ / ~ 1 / / / / / / / ! ! / 1 I I ~ l ~ ~ ~ / / V ~ ~ ~ V~ ~ ~ \ V / / , I i ~ ~ 1 V I 1 ~ / / / l I 1 / ~ ~ ~ ~ ~v v ~ i ~ / / / l I I ~ ~ I ~ ~ ~I 1 I ~ 1 \ \ ( I
/ / / / / l 1 I I I 1 'V ~ ~ ~ I ~ \ I 1 II I 1 ~ ~ ~ v I I I/ I 1 1
1 ~ I , , ~ / / / I ~ 1 ~ ~ ~ , - ~ ~ ~ / / / I I i - ~ 1 I I /i ~ I I I I I I I I ~ ~ ~ 1 I I I I l/~i ~ ~ i A I 11 i I ~ IIl I I
/ / / / / / / / ~ 1 ~ I I ~ V V~~~ V~~A~~~~ / i - ~ / / 1 .I, , , II 1 I I :I / / / ~ ~ I IIIIII~/ / / ~ Ir~~l I II ~ , hl ql II ~ I I Ir I I ~O ~ I
~ ~ A ~ l ~ I ~ ~ i ~ \ 1 ~l lI / / l `A ~~~'I` ~ ~ I I 1 1 1 ` ~t' ~ I 1111 ~ 11 I I i ~ V 1 I V 11 lI III I ~ I I I I i I I l Ill l l ~ ~ i 1 ~ I 1
I I I 1 1 ~ I «I I / I I i ~ ,I / I I I 111 11 I l I III I
i V + I ~ ~ ~ ~~i ~ i ~ ~i~ ~i~ l ~ i/ / / / i~ 11 1 it ~ ~ i ~ ~ ~ 1 ~ ~ ~ ~ I 11 1 1 I ~ ,1 r I IIII -I- 1 l 1 1 i ~ 1 1 I ( ~ 11111 I v I l + I >l ~ I 1 1 I I 1
1 + 1 v - 1 1 / 11 Ill , I ~ ~ 1 VIII I 1 I 11 I I I ~ ~ /,,r I , I, , , , 3 v I ~ III
- + + V ~ I I III 111,11 Il I (11111 I 1 I ~ I I I I( I I I ~ I / ~ I I / III I ~ l
~ ~ / ~ / 1 ~ ~ / ~ 1 + 1 I ~ / , - i ~ ~ ~ ~ ~ I "J ~ ~ ~ 1 l 111 I III l III / 1 I I I I I I I 1 I ~ I ~ 1 IIII 1
1 , ~ ~ ~ ~ ~ i ~ I ~ ? ~ 1 ~ i ~ _ ~ ~ I ~ _ _ ~ l I I ~ i ~ ~ ~ I ~ ~ ~ ~ ~ ~ I 1 ~ I 11 I 1 1 ~ 1 I i' I J 1 I I I 111 1111 v`,~ ~ ~ vvvI i'1 I! III I r 1 I I
\ ~ ~ ~ I ~ ~ ~ ~ ~ ~ .f ~ i ~ ~ / ~ ~ ~I I ~ / ~ ~ I I ~ ~ / I I' 1 1 ~ ~ A ~ ~ ~ I A l I I I l 1111111 I „j~ 1 l I 1! VIII I III ;I I l ~ 1 I I I !I 11 1 I~ \ I 111 II111 t VIII II 'IIII I \
~ ~ ~ I I I \ ~ 0 / i I I ~ , / ~ ~ ~'1 II 1~ ~ I ~ ~ ~ ~ i 1 - 1 I ~ \ I I 11 11111 III 1, 'I 1. AA ll ~ I I I III Il I 1 1 I V I III ~ III I \ I I 1 I ~ ~ A ~ I I I I I I I I
/ ~ ~ I 1 A I II1n111 v / I ~ II X 1 1 III I~ 1 1 III. 111 1 I ~ I I 111 II I III I I I I\ 1 ' l III I i I 111 ~ I I I
/ / I / / ! I ~ I ~ ' 1 1 1 / / / 1 ~ ~ ! I ' i 1 I ~ I ~ 1 / I I ~ ~ ~ i ~ ~ 1 ~ ~ _ ~ I I III I I I I 11 ~ I h I I I I II •1 1 A ~ I I 11f111111 l I II I I I 1111 I ~ I I I i Ill 111 I
/ / , ~ l / / I I I ; I 1 1 + I ~ ~ - / ~ ~i ~ / / I ~ I / I ~ ~ ~ I ~ A rr__ / ! / / / I I I ~ ~ `CJ ~ 1 / III 11 I ' / / I II II~\ I I Ill I I l II~ I / I ~ I ~ / l l 1 1 1 I ~ I : II I I ~ ~ / I II I ~ I I I I ~ I F+ 1 I
I / / I + ~ I _ 1 / I ~ 1 ~ I ~ I I III 11 I 1 1 I I I I l I 1 I I I l I I III I ~ ~ 111 111 I I i ~ 1 I II I 1 i/ I l / I~ I I I III II I l I ~ V I l l I. I l i l 1 II I 1 ~ ~ V ~ I I I
l 1 1 I / / / / I ~ ~ 1 I ~ _ ~ ~ 1 / / / ~ ~ / I ~ ~ ~ / ~ / v ~ \ 1~ I r 1 1 I I I tl, 11 1 ~ ~ ~ ~ ~ I I l IIII I I l l 1 l 1 1 1 I 11 I l l ~ IIII I I V I ~ 11 I I I~ I~ I 1 1 i 1 1 I 0 ~~11~ I 1
I 1 I / / / I I 1 ~A / ~ ~ I I I / / / / / /.I ~ / 1 I_ ~ ~ / i , ~ / / I ( / 1 I / / / / / / / 1 / ~ i I ~ ~ ~ ~ / V I ~ / / ~ ~ v ~ ~ I I I II l i I I I I i I I I III ~ 1 1 ~ i I I I 1 l V l I! V~ I I I I I ".J tl! a I I I i ~ A ~11j 11 i~ l 11 I I 1 1 1 I I v/ l 1 l l 1 I I III III I i
I / / / ~ ! I I V 1 ~ ~ / - I I I l / ~ / / / , ! ~ ~ ~ ~ / , l I ~ ~ ~ ~ ~ ~ I I I V I I A V I~ ~ I III I II ~ I /
! 1 I / / l / / l I ! I ! ~ I I ~ - ~ 1 / ~ i ~ j1111 ~ ~ ~ l \ I I 1 I I \ 1 ~ ~ ~ vI 111 111 l I 1 111 1111 ~ - - ~ ~ ~ lIl 1 ~ I 1 \ \ \ ~ I l ` ~ , ~ ~ ~ ~ I II 1 111111 ~ III I
/ ~ llld i I 1 1 1 / / / I I I ! 11 ~ I / ~ I //I~ I I ~ ~ v I 1 v 1 1, ~I IIII ~ t 1 11111'• 111 I / ~ ~ ~ i~ / ~ / ~ I I 1 ~ \ ~ ~v1 I / 11 I III ~ ~ ~ ~ 11 11 I
I / / I ` n I ~ ~ ~ ~ / 1 ! ! ~ ! ~ / 1(I I I I I I II / / / ~ ~ ! 1 ~ ~ / ~ / ~ / i 1 1 1 I I 11 II ~ I 11111 I / ~ V ~ / l / ~ I 1 I I \ ~ 111 I I / III (IIII ~ ~ 1111 i 11 I
1 ! / , / / / ~n 11 r l I I 1 ~ I I 2~ / r~ / i / A ~ I I V I i V ~ l 1 / I I I I ~ III I/ l IIl 1 ~ II ~ III I ~ _ ~ / ~ / 1 1 1 I 1 A i I 1 I 1j / I 111v~ A A I 11111 i Ill 1
I l l/ / l I !I I ! I ! 1 ~c ~ ! l l , ill + , 1 + 1 ti~ 1 I ~ ~ ~ ~ ~ ~ i / ~ ~ / I I l I 1 1 1 I I I / \il I ~ 111 ~II II
. i ~ / / / I ~ ( 1 1~1 I1 \ / I I 1 I ~ ~.J' 111: 1 V~~~ i-- ~ / ~ / I I I 1 I ~ I IIII Ill 1
~ / i i / / i / ~l1 ~I I I l~ ~ ~ ~ ~ ~ l I , l% A,))~_Y~ r'~. 1 ~ ~ ~ ~ ~ V ~ V ~ / 1 A I i i ~ I I I~ 1 1 / \ / / ~ / / I I / / 1 I ` ~ 1111 I I j1 11
~ / l / / ~il I Il I ! / I I_ \ ~ ~ 1~ i i i / / I I 1, ~ / I I I ~ 1 I I II I i l l it 1 I\ ~ ! 1111 I I P 1 I ! I ~ I I I "J I I 11
i i ~ ~ IIII / I / ~ \ l / / I \ 1~. ~ / I l/ ~,1 1 1 1111.1 1 I I
~ , , / / ~ ~ IIII I i / / 1 / ~ ~ - - / / / I I I I / ~ ~ i / ~ 1~ ~ ~ \ / ~ - I ~ 1 I \ / f ~ ~ ~ - - / ! ! I / ~ l l i I ~ 111 11111 1 / ~ ~ l / / / l I / 1 ~ 1 III 1 e 11 1
i/~ i~ / / i / A\ ~ ~i i / I l/ll I ~ ~ i I / 1 ~ I - l r I I / I 1 1~~~ ~ / / / / ~ ~ / / / ~ 11 / ~ I 11111 111 1 11 \ ~ ~ ~ _ i _ ~ l / _ 1 I ~ II 11 I ~ 1 , V ~ I / / ~ / / ~ / / / l / _ ~ , ~ ~ V~\ I l l 11 I ~ 11 I I1
/ / ~ / / ~ I ll'~ I ! / ~ ~ v ~ 1 ~ 1 I / / / / / / l I \ ,i l ~II I I 1111 A \ ~ I / / / ~l ~ 1 I
% ~ / ~ I !II ~ / / 1 ~ ~ I _ ~ , 1 / / 1 l v ~ ~ I ~ _ / / / / / / / / I I I~ A / I X111 ll 1 1~ 11 ~ c~ ~ v ~ ~ ~I / ~ ~ / / / / / i l ~ I / 1 1 II I I 1 I
J I ~ ~ ~ I! ~ 1 I ~ / ~ ~ II / I "J l ~ / III V ~ ~ ' ~ ~ II / / ~ I ~ ~ ~ ".1 I I / I I I I I \ \ ~ ~ I I ~ / ~ / ~ / / / < f_~ V / I I ~ IIII ' III I
III 1 1 ~ ~ ~ ~ / ~ / I I ~ / _ t ~ ~ ~ I ~ \ \ ~ ~ ~ I 1 i / / SCI VIII A \ ~ ~ . ~ l / I / ~ ~ ~ I I II 111/ i~ 1 1
i / 111 ~ I ~ ~1 'V ~ 1 _ q~ ~ / 1 / I ~ / I i I ~ 'CJ ! ~ - - ~ ~ i l I l ~ l ! II III ~ ~ A / I ~ 1 I ~ / l l 1 ~ ~ ~ I IIIIIIIII ~ i "J I (11 ~ 11 I 1 ~ 1 I I i I I I II,,~~ I I~ 1
~ - - - - - + / ~ l ll 1 ~ ~ 1 ~ ~ ~ ~ + I ~ I / / / 1, CJ I ~ ~ J ~ / O C,1' I V 1 ~ ~ ` ~ / / l I ! 1 / l I ~ I ~ U11 IIII1 \ ~ I II l I ~ I ~ ~ ~ I 1 1 I l I I I i ~ ill 1 l l
/ / / / i I V / ~ _ ~ ~ ~ ~ A / \ / / ~ ~ / I / , ~ ~ ~ ~ ~ / / V A V ~ I I ~ ~ ~ / 1 I l l i ~ I ~ I I ~ ~ ~ ~ ' - I ~ I 1 1 / 1 I I II I I I \ ~ ~ II 1 l : l I
/ i / ~ - ~ - ~ / / / I II ~ _ ,i i ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ , I ~ / I I I I I ~ I l 1 (IIII / I Il I l ' 1 11 I i ~ A l v~ / l I 1 ~ I ~ 1 I~ ll I
1 ~ / r 1 / ~0 ! ~ ¦ ~ - ~ I ~ ~ ~ ~ II_~ i ~ l 1 I I 0~• 1 I I l v _ I ~l~l 111 I ~ ~ ~ I ~ I I I I I I I
, ~ /I / / I ~ , ~ I - / 1 ~ 1 ~ I I 2~ ~ /1 I ~ ~ \ / I 1 ~ 1 I~ 111111 ~ ~ / V III ~ 11 I ~ Il I /I ~ ~ ~ _ 1 I I , I 1 ~ ~ - ~ 1 ~ III : I 1
~ ~ I I (1, 11 / ~ r, I / 'V ~ / 1 ti ~ , , ~o ` ~ 1 - J I I / ~ I v / 1 ~ ~111~ 111 1 ~ ~ ~ / ~ / 11 Il 111 1
I I J ~ 1 \ ti ~ / / ~ ~ 1 ~ / / ~ ~ I + ~ ~ - _ 1 \ 1 / ~ \ ~ ~ ~ ~ _ _ _ _ - I - - _ _ _ / 111 ~ / ~ - - - II "I 11
~ ~ ! ~ ~ 11 11 ~ ~ ~ / ~ 1 ~ ~ ~ ~ ~ I I I ~ _ ~ 11 I 42 ~ ~ ~ ~ I ~ y _ 11 t \ ~ ~11 ~ ~ - ~ ~ ~ 1111 1
\ ~ ~ ~ A ~ ! (p + ~~II ~ 1 1 ~ ! r _ 1 / ail I~p ~ _ I I ~ f 1 l I I ~ ~ - 1 1 111 i \ ~ _ 1 # ~ l I
~ ~ I ~ ~ ~ ! ~ 1 ~ ~ ~ / 1 1 ~ 1 ~ A / I / / _ I I ! I 1 \ ~ _ ~ ~~~~~11~ ~ V ~ + I I ~ _ 1 J V 1 - ~ I I I 1 1
~~n~l ~ ~ ~ ~ V ~ I V ~ I I II i - ~ I I \ ~ > ~ ~ ~ lam/
I 1 - ~ ~ I I/ 1 11~ X11 1 ~ ! ~ ~ 'r ~ / / ~ / 6 ~ I ~ _ i ¦ l I i I i - i ~ I I 11 111 1 ~ / ~ ~ \ - - - _ ~ t
\ I I I I l~' - / I I ~ ~ - - I A _ -
/ ~ / ~ ~ ~ I ~I ~ + / I ~ ~///~l/j/11 / l /l ~ ll~I i,~ / ~ / / ~ i ~ ~ /I / I ! 1 ~I~ / ~ i \ I \ - I I /r--- i I , l I \ ~V ~ I ~ I \ / III I ~
i~ i l/ l I ~ l l l - ~ A ~ ~ 1 f I I _ - \ 9' / ~ I ~ / ~ V 1 1 I ~ i l ~ / II v 2 ~1 ~1 I Ill 11 / I,
l i ~i ~i / I ~ / ( 'U / / 1 I ~ ~ _ . I / , 1 , 1 ~ ~ ' I I ~ I 1 11 / III ~ ~ \ ~ I1 i i 1 I I I l 1111 / I ~ ~ \ i i ~ 1 l
~ / I _ - / ~ ! r1 r ~ I ~ / / ~ ~ I ~ ~ / / ~ I ~i ~i it ~ ~ f ~ - ~ ~ i ~ I i ~ / l i ' I I / ~ / , , 1 1 1 1 1 i l 1\ , r 1 I ~ ~ I I il`// ~ ~ 1 / 1 I I I 1 ~ / \1
l l t l/ ~ ~ I ~ i I ~ ~ ~ I I 1 1 ~ ~ I /i l
/ / I A 1 ~ / ~ ~ / 'f- ~ / / ~ V ~ ~ / ~ i / I ~ ! / ~ / / !//ii/ I ~ ~ ~ l i~-- ~ ~ I ~ ~ v ~ / I / I 1v1 1vvv 1 ~ ~ I / %i ~V II I V ~ i i~ l ~ I 1 ~ I / ~ ~ 1 I /i 1 I 1 I A~ I I / ~ / / ~ A 1 I I l ii 1 I
i ~ ///iii ~ ~ ~ ~ - ! 1 ~l~~il ~ ll~ l I ~ ~ ~ i i ~ / / I A ' + / I 1 ~ /j/ 11 I l i ~ ~ ~ I I ~ ` _ lr - ' ' ~ V l / l / ~Il! r 111 111 II
! l! A ~ l I ~ i / I ~ ~ i ~ l 1111 I ~ i 1 ~ ~ / / III 1 1 ~ / / / I I I 1 ~ ` ' - - ~ ~ I - ~ ~ ~ ~I V/ 1 - I i~ ~ /l Ill ~ 111 I1 I
~ II 1 ~ ~ ~ i/ _ ~A~ / X 1 1 t ~I ~ ~ I l l ~ A CJ ~ 1 I I I I III 1 \ ~ ~'C~~ I 1 i Ill ' ll ~`VVA I V ~ II I / / i A 11
1 I~ ~ / I I ! 1 , / / I III v 1 ~ ~ ~ I / - i ~ / 1 I A / ~1 I ~ - - il- ~ i / / i A\\
1 VIA V~V ~ / 1 ~ / ~A \ I 1 \~~A~ A a I I I I ~ ~ / 1 1 I ~ i J / \ I I _ ,j1 1 ~ `v 1 / / I ~ . I 1 / lil /il 1 / ~ / _ _ 1 / / / / vv1
~ V I' V ~ ~ - ~ A I I 1. ~ ~ ~ ~ 1 ~ i ~ 1 \V~~ J' I ~ I ~ ~ ~ / ~ ~ / ~ + V I l / _ i
I \11 1 \~AA~ 1 V ~ V I I i ! ~ ~ ~ / ) ~ ~i ~ ~ - - I \~A V I A ~ ~ I ~ ~ ~ ~ / / / A ~ - ~ 1 11 A~~ ~ l ~ A ~ ~ \ / , ~ ~ II ~ vvvvv1
11 1 I IIII 1 1 ~ V~ ~Q' ~ ~A 1 ~ 1 I I 1 ~ ~ ~ /r ~ / ~ ~ ~ ~ ~ / - - ' ~ ~ i ~ 11;,~ - / ~ / / ~ / / ~ ~ / 111v _ ~ ~ ~ I - - - ~ ~ , / I 1 ~ / /i l /il 1 11
1 ~ _ I I I I I 1 ~ ~ - ~ ~ I I I .I ! ~ ` i ' ~ I IIm ~ ~ ~ / /i l I ~ ~ ~ - ~ 1- _ ~ ~ I / r/l . l I ~ I -
1 \ ~ ~ I I - ti i I I„! A A ~ I I,l 1 ~ ~ _ _ - ~ _ ~ l ~ ii I III~;~ ~ I Il lj/ ~///I 1 1 ~ / i l I I11!I'> - l 111 lU/ 1 1
!1/111 ~ ~ A ! I ~ 1 ~ ~ 1 1 ~ ~ ~ ~ ~ ~ /I ~ _ _ , - I I ~ ~ I 1~ V V AA ~ I I I V ~ ~ ~ AI 11 l v~~ ~ / I I I I ~j I 1 i ~ ~l /li ! / I I - 1
I III A~ ~ ~ ~ ~ ~ ~ _ l ~ ~ ~ 1 / 1 II. I I ~ A ~ ~ V ~ ~ \ ~ ~ ~ ~ ~ V ~ I I I ~ 1 ~ ( ~ ~ ~ ~ I ~ ~ I I I - ' ~ i ~ ~ ~ 1 - 1 ~ /l ll/ ~ ///l l 11 I - I ;I / / / / ~ / l
I ~ I1~V ~~AA~~~ ~ ~ I I I I I1 ~ ~ ~ / ~ 1 _ VA ~ I I 1 ~ 1 , i ~ / ~ i i, / /1j III I 11 I A ~ A A~ ~ ~ ~ ~ I I ~ ~ ~ ~ ~ ~ - I l 1 IIII / ~ / I \ ~ ~ / III ~ ~ ~ / ~ 'V 1 I / I A ~ / r~ I
/ I I I I III A ~ v ~ ~ ~ ~ I I I 1 ~ , ! ~ _ _ ~ , v i ~ ~ ` ~ ~ ~ ~ _ l ~ it ~ ~ ~ ~ { / / I - - 11~ I V _ _ I 'I I r ~ ~ / I 1 ~ /l/ I I IIII
111111 l I I l ~ I I l ~ I ~1 I ~ I / - ~ + ~;i ~~'~i~~ .l I 11 ~ I A I - ~ i I / II ~ ~ 11: ll /I ~ ~ I I II~,~ ~ ~ 0 / I I (I i _ ~ ~ 1 ~ , / I l I l d
, II 1 11 II ~ ~ CJ ~ ~ 1 ~ I I 1 ~ it ~ 1 I ~ 1 i ~ A 1 A 1 I ~ ro I ~ ~ ~ ~ ~ I / ~ % i / / / I 1 11 _ A / A I V _ ~1 1 \ ~ ~ ~ ~ ~ / I ~ 1 ~ A
I,~ / 1 ~ \ ~ / i I A 1U' ~ ~ l~ 1 i ~ o l I I I I 1 ~~I ~ A~ ~ ~ 111 I ~ A .~V A I I , ~ - ,
I I / / ~ ~ ~ A I ~ V ~ - I ~ I I ~ ~ _ I I I 1/ ! ) AI ~ ~ II ~ ~ \ ~;,Y~ ~I I I I 1 / / ~ ~ ~ ly / I I ~ ~ ~ ~ ~ ~ / / 1 ~ / ~l ~ ~ 1 ~ ~ ~ ~ ~ ~ I ~ / / /
_ ~ r i I ~ ~ , ~ - ! I 1 I I I 1 1 I, I~ ~ II i 1' ` I I I I 1 / ~ ~ 1.11 ~ (11/, I/I I 1 ~ ~ ~I ~ 1 l I I i I I ~ 11 ! / / /l ~ I ~//1 A l A ~ lI II ~~I 1 l ~l l1 I I V 1 / 111 ~ 1 ~ ~ i I i /
~ 1 1 I //1 ~ I ~ ~ ~ ~ I I I ~ p~ I I 1 1 ~ ~ ~ ' - - _ ~ ~ ~ I ~ / \ / I 1 l/ I I 1 i / l ~ l ~ I / / / /
I ~ ~ l / / - ~ I ~ 1 \ ~ ~ ~ ~ 1 III i I I 1 I I ~ ~ ~ ~ V 1 / , I J , - . _ _ it I _ ~ ~ I I ~ I I I I 1 ~ / - _ I _ / 1 ~ ~ I i 1 I A ~ ~ ~ ~ I 1 1 ! ~ - ~ - (I i - V l/ l l/l ~ 6 i ' ~ / / / / / I ~ ~ ~ III ~ / l ~ l/
1 II 11 I / I I I ~ ~ ~ / I i I ~ A~ ~ ~ t I ~ ~ - I I I ~ ~ ~ i I ~ I I4 V ~ I I I - ~ - - ~ w A ll I III ~ ~ t /1 ~ I I / / / / / _ I ~ ! I I I I I I ~ /
I ~ I I 1 1 ~ ~ I ~ 1 ~ ~ ~ I ~ ~ ~ ~ - i ~ ~ ~ 11 f I i 11 I / / ~ l/l
\I I I A 1_ 7~~1 I 1v vv v / ~ ~ I 111 I 1 1 \ ~ 1 ~v vv V I`__f` ~
\1 ~ ~ ~ 1 A 1 A l v V A vv ~ ~ ~ \ I v A 1 ~ ~ ~ ~ III l I J. i - ~----a2e ~ I / i ; I I f 11 l ~ /j/ r /
( \v v / v ~ I ~ v 1 v ~ v 1 1 1 ~ _ ~ ~ ~ ~ ~ _ (0 ? I ~ / - I 1 / / ~ / ; rv II ~ I I / / ~ / ~ I I l I / ~ lj/ /lll ~ r
v ~ v, 1 ~ ~ I ~ ~ v~ - - a ~ I 1 / ~ ( I I ~ / ~ / / ~ ~ / r ~.J I / / f ~ .y 2~ Y ~ ~ I A / / ~ ~ ~ ~ ~ 1 ~ / / / /
+ \ 1 _ _ ~ I A v~ I ~ ~ ~ ~ vv ~ ~ ~ A vA II ~ ~ / 1 1 ~ ~ 1 ~ v~ I ~ ~ `~`~A ~ v~' v _ ~ ~ I I ~ I V I I / ~ ~ l / / ~ 11 / - ~p-~ V ~I I / " I I 1 1 ~ r / ~ /
I1 \ \ , ` I ~ ~ I Imo,- ~ ~ ~ ~ ~ _ - ~ l / 1 / ~I ~ ~ I I + \ \ I ,~i~ / / A
~ J ~ f ` l 1 1 ' / 1 1 r~ _ r~ ~ / I ~l~ 11 v
\ ~ I \ / r ti' ~ ~ ~ ~ ~ ~ ` 1 ~ ~ ~ lIf ~ f/11 ~ I - _ _ ~
- ? e' r ~ - a / 1 , / , - ~ \ ~ l p I l 1 / " _ / I 0 Il / Ill - - ~ f r / / A V / II I ' L_ i~/ II
\ ~ _ ~ /I / ~ l / _ _ _ , ~ ~ A ~ v / r / II I - ~ r / 11 / I//I 1
~ ~ ~A ~ / / ~ ~ A ~ / I _ ~ ~ i - r ~ r / ~ V A \ ~ / ~ A ~ ~ / / 1 / - ~ I ~ ~ _ _ _ / r / i ~ ~
~ ~ Vv v ~ ~ ~ ~ \ ~ v / %r ~ r// ~ Q ~ ~ V ~ 1 / ~ A / / I II / A V
v v v ~ v v~ v 1~ ~ / 1 / I f ~ I ~ ~ ~ i/ 'I' TJ
i / / / / \ \ / / V A V~~ \ 1 ~ ~ A ~ i /i _ f I ~ i r ~ ~ r v v v ~ V ~ . I ago / / ~ / / r / / ~ V A \ \ \ ~ ~ / I/ f-~ / / / V / I
rl / / f / i / - - \ \ \ \ ~ ` VA \ ~ \ V f / f V A ~ i'ii~ ~ I l / ~ f/ ~ f/// ~
II / / ~ / / / ~ ~ ~ ~ ~ \ \ I / / / / / ~ \ \ \ \ ~ \ ~ ~ \ \ \ \ V V ~ V / 1 I I / ~ r I/
I I I / / / / / (j' \ \ \ \ 1 ~I I I I / / ~ ~ ~v ~ \ V A ~ v 1 1 \ \ \ \ \ \ \ \ \ / 1 i !J l / fll \ ~ 1 / I V A VA,A \ V A \ \ ~ / I << I r / / ' I l
I I I / ~ ~ ~ ~ \ \ v ~ 1 J 1 I I I 11 ~ / I I 1 v ~ V v ~ I I f / ~ v i ~ \ v V I I I / I 1 A V A V A ~ i I f r r r l 11 ~ ~ I I\ v ~ v v r I' ~ I / f l ~ I I \ \ v~l l ~ v ~ / ~ I 11 ~
I 1 11 I I ~ v ~ \ ~ I / 1 ~ i I ~ I I \ v ~ 1 A \ \ y v I l I ~ V I ~ ~ v ~ / v ! I f I I ~ ~ l 1 A A ~ \ ~ \ l l ~ ~ ~ I I / ~ I ~ I f ~ ~ I ~ 1 1 1 ~ / ~ / ~ I 5 / / fl 1 if , - i ~ ~ I I I l l ~ ~ A
1 III 1 1 I I I~ \ v ~v ~ ~ V A\ V v ~ ~ ~ I I I 1 1 1 1 I / v v / v v ~ v i 1 \ I ( ' ~ ~ ~ - ~ / / I ~ III f1f / ~ ~ < ~ i I / \ \ \ 1 1 ~ ~ ~ ~ v ~ ~ I ~ fll r ~ v
1 1 1 1 1 I I ~ / v A / I I \ \ V A v ~ 1 1 1\\ v I. 1 1 1 1 1 V 1 I I ~ \ / v v A\ 1 V A A v v 1 ~ \ ~ ~ ~ I 1 ~ ~ ~ / ~ / Iff ~ /f ~ f~ lr~/ ~ \
~ 1 ~ l ~ ~ ~ v I I I I V ~ I~ 1 A ~ ~ I , 1 I 1 1 1 1 \ V / ~ ~ v ~ I 1 v ~ V r 1 ~ ~ ~ ~ ~ ~ ~ ~ A ~ _ _ - z / ~ % ~ ~ III ~ / l if lr ~ A ~ ~ ~c • / \ ~ I ~ ~ ~ ~ ~ I 11 / ~ ~ ~ _I A ~ I ~ ~ ~ ~ ~ f X92 III , / : II / ~i ~ ~
v / ~ i 1 1 v~ v V ~ / ~ v ! l ~ I I I ~ I ~ ~ ~ \ ~ ~ V A ~ I - I l / / ~ ~ ~ \ i I V ~ ~ V V I II r~ / / l \ \ V i I l ~ v v v v~ v v ~ I ~r _ I I I ~ r~ ~ :1 / ~
I 1 1 1 1 ~ \ ~ / / \ \ \ ~ / / / i l i I / ~ I I I I 1 1 v V A \ V / _ ~ v v I 1 1 v ~ ~ ~ v ~ r °~°~-wa - I / / ~ \ 1 I v v ~ J I I r% / ~ I I I I ~ ~ ~ ~ v ~ ~ /r ~ `V ~ I / I I ~ r ~r I I :J / / ~y V ~ ~ ~ ~ ~ ~ ~ ~ I v ' - - - ~ I I I ~ rj / / / ~ I I TJ ~ ~ /
1 1 1 1 \ \ V A~ A \ \ \ / ~ V v ~ V / / / / / / ~ / I \ \ / \ \ / / / i i / i i ~ / I l 1 1 \ \ \ \ \ \ \ / / / ~ / ~ ~ ~ ~ ~ ~AV / - I I / ~ / I - r, ~ ll•
\ \ / 1 \ V v V A v v v~ / / ~ / ~ / / 1 1 ! V I \ \ \ \ \ \ \ / / ~ \ l / / / / / / i i ~ ~ / / /
V ~ V A V ~ ~ / / / / / \ ~ V` V A V / / / / / , / / ~ ~ ~ i ~ ~ i ~ / i i v ' - V ~ ~ ' I I i ~ / r r / r ~ ~ ~ ~ ~ ~ / ~ I I I ~ ` / l / ~ 1 Vv' / / / ~v y II ~ a ~ irr f ~ ~ , r r
' a ~ s . .v. V v ~ ~ . ' ~ ~ / ~ ~ / _ v v v v. , i ~ ~ I I / ~ ~ 1 ~ / v ~ r / r v ~ I ~ r ~ rr I ~ rr ~ r r
v ~ / / / ~ A A~ \ ~ / 1 1 V ~ \ / / / ~ vvv v~~ I ~ A ~ iI l lI ' /i ~lllr Cb r r l lr f v v ~ ~ ~ i ? ~ I I l ~ ~ / r ~ ~ / / r l ~ l ~ ~ I I I I/ /
v v V A V ~v \V A \ ~ I l I I f v ~ ~ \ 1 1 / / / / / / / / / / V A V A \ \ \ / / / V A \ A 1 1 / / / l l l i ~ l fi ~ l 1 ~ l l ~ `k , / r , ~ r f I I ? f
\ V - l l ~ ~ / i ~ \ V A / / / i ~ \ 1 1 / / / \ / ~ V A ~ \ V A \ \ ~ / / / / / v \ V A 1 l ~ / / l l l l l ~ ~ ~ ~ ~ ~ i ~ ' - ' ~ f , I ~ ~ v v v v f v v ~ ? ~ l 1 f III rr i ilr r / / r e f I i I f f / i~` \v ~ ,I III /i i l/ + / / / I l
V A ~ ~ V A~ V A ~ l l / / \ 1 \ ~ ~ / l / l i ~i , i v ~ ill 1 / / ~ / / / / I ~ ~ ~ I I ~i ~ / / / 1 / r / / ~ \ i I l / / r ~ r / / / I I I
V A V A A _ I / 1 1 1 / l l l/ ~ i i ~ / / V A \ V ~ / / / / 1 1 1 1 A / ~ / / / / / / / / / ~ ~ ~ / / ~ _ _ - i / I V A A ~ I I l ~ ~ i J V ~ / i- / / r I I ~ / ~ ~ v III I I % \ i ~ / I / r 1 I I ~ i~ V ~ _ ~ ~ / / I I
V A A ~ ~ / / 1 1 ~ / / / ~ / / / v ~ / l v 1 1 / / / r VA \ \\v~~ I ii// I 1 11 1 ~ / ~ / / i---' - ~ ~ ~ / I1 1 ~ lII ~ I / ~ ~ / / I ~ ~ I I I I ~ I I ~i i A~ ~ f f
~ ~ / V 1 ~ / / / / ' V V v \ v v i t I l V l I / / / / ~ / ~ / / / ~ / / f l S I I ~ \ ~ / v , - - ~ ~ / ~ ~ i ~ / ~ I i ~~ll ~ II ~ I II % ~ / /
v v v v v v ~ ~ / / / A 1 \ 1 1 V 1 / ~ / / / / / / / / / ~ - ~v ~ ~ A A V\ / / lI llll l/ l/ ~ ~ \ y~ ~ / V A A / / i , ~ ~ i i / ~ I 1 III I f /i ~ / ~ \ ~ ~ i . ~ ~ ~ / I 1 1 it ~ ~ I ll ~ I 1 ~ /
~ V A A l A V A V \ 1 ~ 1 / l/ l/ 1 1 ~ ~ i ~ i- / ~ i / / ~~,I Ill I If //i/ / ~
A ~ / V ~ A A / / / A \ i l l / / ~ ~ i ~ / I ~ ~ / V ~ I li ~ ~i / / /ice ~
~ A ~ ~ ~ i / / ~ V A v v ~ ~ ~ ~ / ~ \ V A ~ ~ / / / / / / i ~ / ~ / ~ / / ~ I I _ - - ~ ~ iii _ I / i 1 ~ i I / i ~ % / _ _ / / _ _
A A v A ~ A i l / ~ i V ~ ~ _ ~ i ~ ~ A V A V / ~ l l / i / ~ - - - - - - / i ~ ~il ~ ~ ~ ~ / / / i ~ ~ ~ / - - _ / G / i ~ I / ~ ~ / ~ / ~ / - i ~ i ~ - i ~ i i ~ i\~. Ill ii' \ ~ \ / / ~ i / / r'/ / -
v v ~ A / ~ i l / ~ ~ i v i A \ V A / ~ / l 1 / ~ / / v ` ~ - ' i ~i ~ ~ ~ - - A A \ \ \ V / ~ / / / l l J l / l / ~ ~ ~ ~ ~ ~ ~ / / ~ / ~ ~ ' ~ \U~ l ~ ii / AV A / ' / / / ~ / r/ / / / ' / V1V~ I i'i'i / / ~i\\\ ~ / / / / / i r / / / /
/ ~ i~ ~ I ~ ~ \VA\ \V I~ ~ ~ n ~\V A\\ r f l l ~ ~ / / / /
i ~ - / ~ A ~\\A ~ V A\~ / / f I i / / l / ~i ' i / i' - \ V V ~ ~ V A / - l / / i / i~ i ~ ~ ~ A 1\V % ~ ~ 1 \\l~ r / l l i~ l l / / ~
\ \ v v ~ ~ i / ~ \ A V l / / / 1 / ~ / ~ / i ~ AVA ~ Q~~i A \ f I ~ i / / l l ~ - ~ / i l A 1~ ~ l ~ ~ ~ 1 / / / / f ~ / i ~ A AA ~ ~ /i ~ / l f 1 l / I
V A V A 1 \ I I l 1 / ~ ~ / / i i \ ~ ~ ~ i i ' ~ \ l / I l ~ / / ~ i i ~ / ~_i ~ 1 1 I r 1 1 \ l I l ! i / / i i i ~ ~ i - I ~ \ ~ / / ~ VV ~ / / I ~ / / I / ~ i ~ 11I + /i/i ~ ~ \ \ 1 l r I I I / l I I 1. f
1 l / i / . ~ i ~ ' 1 ~ ( r / f i ~ ~ "J 1~ /i 'i ~ I~ 11 ~ V I I / / I f I
. _ ~ ' / / ~ / ~ ~ ~ / I I
`Ir I I l/ l , / , / r - , / ; ~J - ~ j ~ „i, I, I ~ ,f i , v
/ i ! l l l 1 1 / ~ I l l l - / / - ~ - I I I 1 V I I s v \
' + I I 1 / r ~ / / I 11 11 / / I ~ / 1 / / / of I ~ V A\ V 1 I ~ I \ ~ ~ / I l \ \ \ 1 ~ ~ \ e4.. . i/iii l I ~ I I I ~ ~ \ \ \ ~ \ \ \ \ \ \ \ \ \ QL ~ ~ \ \
_ / III III I I / / 1 I I i ~ 1 / ' ~-T~.,/ f \ .l.''""` 1 / / ~ / 1 IIII I 1 , / l / f 1 1 I l I ~ ~ I I / / / I I \ \ \ \ \ \
~ / 1 III I I I I / l/ I I I I I l ,.T l I / / l ~I / ~ ~ I I I l I r A ~ \ v A A A \ \ \ v ~ 9j0~ ~ ~ ~ / ~ > ~ ,i
, /I 1 IIII III I / / / I I I 1 I /I / / I I / / t \ / / 1 1 1 1 1 1 1 / / I I / v \ 1 / I / I I / ~i ~ I I l i / \ t V A V A V A\ ~ \ V~ ~ ~ A ~ I r r \
/ I1 1 1 1 1 1 1 1 / / / l l l 11/ 1 1 1 / I 1 , I 1 1 1 ~ l / I f I 1 1 1 1 I I I w ~ / I I I / ~ \ ' \y \ ~ ~
1 1 11 1 v / / I I 1 I I 'A ~ 1 I l l I ~ _ / 1 1 v, 1 1\ 1 1 I / / ~ / a/ /r~ I I \ \ ~ I / ~ /r / rr I I ~ ' ~ \ \ \ r ~ ~ r / { V A ~ \ V A . V ~ ~ ~
1 1 I I 1 I I v~~~ ~ / / 1 1 1 \ 1\ 1 I I / i r II l l vv v v
I

~'r
i I~ i~tii
;nr
~~I~ 5 r-
~ •ti 7
~FJ~ LI
++I r
-~Fal ~I~ -
,L ~ _ Y' •
_ ~ ~
'1~
- ~ ~ - I ' i~
a
~ ~ -
_ I
i
i~

`i I
i
I 11
_ _ \ \ ! ~ I ~ h
~ 1, / / 11 1 1 1 1 1 I I r / l l/ l/ / l r / v v v v~ I I III II v vv v v +I III I~ / ~ I III I v ~ II II v v v 1 ~11 ~ ~ / v v v v v ~ I I r ill! II vvvv1'-~ I III ~ ~ ~ I III .I
/ / 1 1 r 1 v \ VA v 1 / 1 ~ ~ \ ~~v~~ \ / / / l I I I I I I 1 / / l / / / / r ~ ~I I 1 ~ ~ I II v II v I ! II / v v v v ~ v I I I I I II vvv v i t ~ 0 I III ~ I ~ ~ ~ v v v v ~ , j1 1111 v I 1 II II an I 11 :III v
/ / lI I I 1 1 1 1 1 1 r 111 ~ \ \ V A r ~ ~ ~ \ ~~vv ~A~ / / / l1 11 1 r / / / / / / r \ 1 _ / / I I I1 I I > > I l ~ ~ 1 1 v rr ~ rrr 1 l1 r l/ / ? ////r ~ I I II II vv1 ~ 11 / ~ ~ I ~ v v v v ~ I IIII IIII ~ 1~ III 1 ~1~1
/ I I I 1 1 1 I ~ 1 1 1 \ , ~ ~ A v~ v~ - ~ / / 1 1 1 _ / / I / J 1 1 1 1 1 ~ A r /I~' ~ v~ / / i I ~ / / / / 1 I 1 1 1 \ ~ \ \ \ _ / / / l / / l ! I 1 1 I 1 v 1 1 1 1 r ~ f l ~ ~ ~ ~ ~ ~v r / / l 1 / - ~ I l / / / / / / ~ v v v I I G. I ~ I
l / / / / l 1 ( 1 1 1 1 I V v 1 V A 1 ~ ~ ~ ~ ~ ~ \ v~~ ~ ~ r / / / / l I l / / / l / / / / / 1 / II V 1 v ~ ~ v - I ~ / / ~ ~ V 1 v v` ~ v v I i1 III I I 11 v ~ ~ v ~0 ~ v ~ ` v v u Iv + I 1 :I
/ / I - 1 / l l 1/ 1 J l 1 l I A 1 1 1 A 1 / ~ 1 v~ v v~ ~v~ l / I l l 1 I nj \ \ \ \ I I I I ` " I
l 1 1 1/ 1 1 1 A ~ ~v\ ~ ~v~ ~ v l I / / I / / ~ ~v ~ / ~ I 1 \ ~ v \ I I I I ~ I I
l l I r I; ~ l / l 1 1 1 1 1 1 i/~ ~ I r ~ 11 ~ V A~~ v~~~\V l l 1 rr _----_-\I 1 11\ v v I I I I -f. ` ~ v v I I I I I I
/ / / I I r i ~ ~ ~ ~ ~~A A \ ) / / / / 1 1 / I I ~ / r Y / 7 / ~ \ VA V I I ~ v / / / f r ~ ~ v A ~ V _ ~ / V 1 / / / / / / 1 I I I v I r r 0' ~ ~ ~ v~ ~ v v ~ I ~ ~ v I I 1 1 ~ X11 I Ii ~ qi I I I ~ I I I I ~ ~ I v I 1 1 ~ 1 I III ,1 I I
/ / / / / I I 11 1 r 1 ~ ~ l ~ ~ ~ v~~~ ~v ~ ~ \ r - ~ I ~ / / / I 5 I ~ v v A v v~ _ - I ~ / 1 I I ~ r ~ ~ v~ ~v~ ~ - ~ v / / / / / l I 1 ~ ~ , v ~ v ~ ~ v 1 r! ~ , ~ _ ~ II ~ Gj, I ~ ql I I / ~ ~ 1111 / / / ~ r I I IIII ~ ~ ~ ~ I III ~I, I.
/ / I I I 11 A11 1 1 v ~v~~w r ~__1 / / / / / / I ~ \ V 1 - _ 1 / l ~ ~ ~A~~ ~ V ~ - / i I / / ~ v I ~ ~ 111!! ~ l ~ /I I I I I D~• <'J I II :i~l~ 1 ~ / I! / ( ~ a I I I I III 11 I I V I I ~ 111111`' / 1 "J i a ~~i I I I ".J I II
/ / I I A - ~ - - - ~ v A ~v~ ~ ~ - ~ r ~ 1 / / / / / / I 1 1 1 ~ ~ - r l ~ ~ I I I ~ I I 1 1 I ~ /
/ / / / 1 ~ I I ~ _ ! I 1/111! 1 I ! ~ / / .I ( ~ IIII I I ~ ~ I I 1 11 !1 1 / I ~O -I- ~ I t I I I I
/ r r r , ~v / / 1 ~ ~ ~ \v ~ A v ~r / \ / i r l / r I I / ~ 'f' I I / ! 11111 V I 1 ((~~I I III II I I I \ ! I I I I! , ~ v I I I I
/ r r r r r r / / / r I 1 ~ ~ ~ l ~ ~ / rr r ~rrr, l r r / 'U~ I 1 + - - I ! II 1 ~ ~ ; II I 1 ~ ~ V I I I 11 1 I I I I~ 111 I I I I. l I I I l1 I I I ~1 I / III 1 1 1
r r r r r ~ , / / ~ l CJ I ~ ~ O I ~ ~ \ + v v I ~ ! !1 I I I I I I III I ~ ~ `IIII ~ 1 I ( I I I I I y1 I I I I I I I I I II I
1 _ 1 1 ~ r / I ~ ~ ~ v _ 1 1 1v I ~ I I ~ I ~ I I I IIII I~ v v I 11 I! III III I I 1 11111 1 v~ _,1 vvII I I1 Ii1~1 v I :II
r r r'// r r r / I ~ I ~ ~ 1 v ~ r ~ l - I II 1 \
r r r ~ I / ~ ~y, 1 I I - ~ I v~ I ~ 1 ! I I I I 1111111111 ,I~~ vI I I I Ili! j~' IIII I III IIII I v ~ I I 1 111 1111 ~ l V\ III II III II 1 ~1 II I III;11 I I I ~ \ I I 1 II 11 111 ~ 1, ~1 \ 1 ~ I I 1 l '1 III I I III
~ 1 v vv ~ r ~ ~ vI 1 I 1 / ~ ~ ~ 1 I v ~ / r I I I ~ I I ~ ~ I ~ 1 ~ / r r - I II I I~ ~ / ~ - - - I ~ 1 I I 111 II V / I 1 1 I I I Ill 1~ ~ I I I I II I ~ III I
/ I I ~ I ~ / / / I / ~ ~ ~ V 1 I I 1 I I / r / / I I I I 11 ~ ~ I I ~ I I 111 11 I I V 1 1 I\ 1 1 I I I I I I I ~ ~ I I II II I / / I II II 111 I I ~I i~ III I I I III III I ~ I I 111 11 I I I I 1 I ( I~ I
l l/ l 1 ~ 1 1 / /lill II 1 1/ I 1 ~ ."s i--~ 1 \ ~ 1 1 I A 1 1/ 1111111111 I / III 11 III/\ I r I IIII I I ~ ~ III E III I I / \ ~ I1 I v l ~ 1 1 I! 1 I I ~ I I III I I I I
/ / / / ~ , l r / 1 I 1 ~ I / 1 ~ ~ I ~ 1 / / 1 1 1 / I I I r I ~ 1 I v / 1 / / 1 ~ ~ 3', I / / 1 ~ I 1 v I I I ~ ~ I v ~ ~ 1 / ~ I 1 1 1/ / ! I I I I 1 ~l 1 1 I I I 1 I ~ I ~ II I ~ I I 1 1 / I I I 1 V / ~ I I I I V I I II I 1 i~ I I I I 1 ~ ~t 1 1 1 I
/ I 1 ~ 1 / I 1I / ~ / / I ~ / 1 1 / / CJ ~ ~ \ ~ ~ / I I / / / I V I~ ~ I ~ F I ~ r v ~ ~ 1 1 I I I 1 1 ~ \ ! l 1 1 l~ i 1 11 1 ~ V 1 I II v A 1 I I I ! 1 f I ! I ~ ~ 1 1 ~ 111 ~ I I 1 i l ~ I I II / / I 1 1 1 ~ i I I I Q ~ ~ I II I I III ~ / t I I i I! / I A 1, I I I I o 1 1 i
I / / I \ I ~ ti - ~ f / \ / 1 I v I I ~ / / ~ ~ ~ ~ I I I I~~ l i ! I I I I I 11 / V III I ~ I IIII II 1 ~ ~ v ~ I I ~i 1 I ~ A 1 v ~ v ! I III 1 I ~ 11
1 1 1 I I / / / / / I I vv v~ / I ~ I ~ 1 ~ ~ ~ A 111 11 ill I I I ! 1 11 I I~ V I`~ v1 l 1 111 1 I I IIII III / ~ ~ 1 ~ 1 v ~ ~ I \ ~ A !II I I I V I I I I 1 v ~ v I! 1 1 IIII 1 ~ 11111 III I
1 I I / / / / / / /.I I I / 1 I l_ v 1 ~ / v _ / ~ r. t / r, v ~ 1 ~ / I I 1 / / I / / l / / / l/1 I 1 I v ~ ~ ~ / I ~ / ~ ~ III 1 ~ ~ ~ . v I' II I I I - \ ~ //I/! / I v v v I ~ I I v ~ ~ I' I III ~ I , Illil = III 1
/ v I r / I I 1 tp 1 1 1 ~ I ti I I v ~ 1 / / l 11 I1 ~ ~ ~ ~ I ~ , ,/I ! I ~ ~ v I I 1 ~ ! ~ II I ~ v ~ III II I / , / / ~ t ~ ~ ~1~ ~ ! III I I I Ih
1 1 1 / l / l/ 1 / ~ , I : r, r 1 I / 1 1 1 1 / I I ~ I 1 / / ~ I ~ ~ v _ / I 1 ~ I I / ~ ~ / / / , I I I I I v /III 1! n! 1j1111 I v 1 I (IIII '11
1 . I n / /1 ~ / I 1 vI l4 / / / 1 1 l 1 1/ l, 1~ 11 1 1 l - I I v °v~z:~ ~ ~ / I v ~~1 I ~1 I / A ~ / ! l / 1 1 I I I / III I/ ~ I 111111 V I (IIII , 111 I
I I l 1 1 / / ~ ~Il 1 1 1 / I I I I I / i ~ / I / / / ~ Q ~ V ~ ~ / ~ A ~_i, / / 1 I I I ~ 1 I 11111 / li I V vvv A ~ I ICI 111 II ~ - / / / I 1 1 11 v I I~ ~ 1
1 1 I ! 1 / / / / / / / ' 11 I 1 1 I I I I I ~ A- ' ~ v 1 \ 1 V ~ ~ / / / ~ 1 J / 11 1 ~ ~ _ ~ ~ / I l / / ~ 11 I l 1 ~ 1 \ i _ ~ ~ ~ ~ / / / I / I I I 1 / I ~ ~ ' III I I ~ ~ ~ / / / I 1 I 1 / I I I IIIII~11 1 v / / I 1 I I vv I II ~ II
I / / 1 ~ 1 'f' ~ ~ ~ ~ - / / / / I / A I ~ / ~ I ~ ~ A A I 1 / / / / / ~ / ~ . , ~ 1 ~ ~ ~ \ / V~ / / / ! I I 1 A t ~ III 11 ~ .1 V / / 1 I A I CAI I V'~. I Ill IIII
l I l / / / ~ I I 1 t l~ I ~ A l 1 2 1 ~ , , ~V ~ ^ ~ L ~ L-~ ~ I I ' I F~ III ~ 1 P f~ ~ ~ / 1i II I 1 i v v ~ I I I 11 I I ~ ~ I I ~ IIII I 1 ! ~ , ' / 1 1 / I 1 I III
l~ ~ ~ ~ 1 1 / I / I ~ ~ / 1 - l I j1 1111 I
% / / / % ~ III! / 1 / / I i ~ - V~ V V ~ 1 r~ ~ / / / , / ! ! 1 / I ~1 ~ 1 11111 111 III
r ~ 'C1 ~ ~ ~ I v~v e r r ~ / l / / ~ I II I ~ r ~ l V~V A~ / I i i / ~ I 1 ~ I "J v~ ! ~ , / I ~ I I ~ q vI / 1 1 , ~ ~ ~ , / / , , / / / / II , _ vv ! 1111;111 11 v ~ ! / ~ / / ! - , ~v I I I I I
/ ~ ~i~~ / / l l II11 1 i~ / r~ r ~ r (O I v~ v~\ I l 1 vv v / r ~ / l ~ ~ r ~ - / / / - ~11 I 1 1 v, v ! , / I 1 / ~ ~ I I1~
/ ~ r I l/11 I / r l ~ t A~ / ~ r - r I / l / r / / I 11 / I / ~ ~ I I v~~~ 1 ~v` 11 ! ! ~ ' / ' / / / / ~ I v / 11111;111 111 v ~ ~ v v ~ 0 _ / , / / / / / I I I~ I I / II ~ II~ I II I 1\ ~ ~ I I l / / ! l l l ~I i I / 1111
r ~ 1111 / / A ~ / / ~ I I ~ ~ ~ I 11 1 I V ~ I I / / / / ! / / / ~ A / ( I Ill i
'~iir~~ / 11 r I ~ / / / I ~ i / I I/ /i ~ / ~ 1 / ~ / ~ A v~~ / / / ! II / I ~ V A ~ ~v ~ ~ ~ I i / / / ! / 1 III Ill I - _ ~ i l
ii ~ r ~ Ill / I ~ ~ ! ~ 1 ~ ~ ~ ~ / III - / 2 ~ v~ 2 II 1 - i ~ ~ I \ ~ _ ~ ~ / / / / / ! ! ~ ~ i ! I 1 III I~_,- v ~ "J I I11~ I I I ~ ~ l l III II I I A V ` I I 1 I / I l l ~ I l I II 1 V ~ n~~ I 11 ~ III Q I
I I ~1 ,,{{~~1d ~ ~ III / ~ ''V l ~ ~ ~ ~1 / ~ I / I ~ / / I~ II v ~ / ~ r ~ / /ill I / I v 1 ~ ~ 1 ~ ~ I 1 I ~ A II III i ('U ~l I 1 I
/ /l 11 ( / - A s i ~ + l ~ ~ ~ , v ~ ~ ' I 1 1 1 / / ! V ~ ~ A IIII 1111 ( ~ IIII , I I \ ~ l 1 I 1 / / ! 1 I III / I III I 1
r + / ~ I / / / J V / i ~ ~ ~ \ ~ ~ ~ ~ _ ~ , I I ~ / / / I I I I I I I ~ IIII t v v~ I ~ / 1 I l I 1 1! ~V I/ ~ I ~I~I i 111
~ /r I ~ ~ /li + I (p ~ / / / ~ ~ / I 11 v - r r - 1 i ~ v ~ ~ ~ Il~v / / ! ! 1 I I 1/ 1 1 1 v I 111 ~ III I I ~ ~ I 111111 \ ~ / ~ \ II II 1
/ / / r ~ 1 r o' I vv 1 / ~>"5 - 1 ~ ¦ v / ! 1 ~ 1 I/ I 1 ~ ~ I V 111' 1 1
-----i ~ ~~i r v v v ~ I v /l1 ~ / 1 ~ r I l l ~ A ~ ~A ~ ~j' ~ / I 1 / V ~ rr ~ 1 1 ~ ~ I I I / v / v 111 /1 v L J ~ I ~ 1 ~ ~ II 111 1 ~ ~ ~ / v 1 / 11 I
ll l I l lI / I ~ / v~ 1 / / ~ / ~ ._-I 1 ti 1 j v ~ _ - _ I 1 ~ ! ~III~ 111 i 1~ v ~ ~ ~ ~ I / - - 11 I I
~ ~ 1 1 /l/ l l I r ~ l ~ ~ 1 l ~ ~ r vv + J r ~ ~ ~o ~ I ~ r ti 11 1 ~ ~ 1 ~ ~ III 111 ~ ~ ~ ~ ~ ~ I I 1 I
~1 ~ /lil//l r~i~ ~ 1' / vv11 ~ ~ t v v ~/l l// r r / ~ 1 ~ i v \ \ ~ - ~ ~ ~1~ G I I A 1 I I
l1 I r ~p rl I / III I 1 ~ ~ ~ \ ~ ` _ \ ~ ~ 1 ~ 1 \ ~ I I - - - - - - - - - - - - - v - J~~~ I I 1 e ~ ~ - - - - I II
~ _ //l r 1 ~ - / / 1 ~ i/ 1 l 1 ~ i \ I~ - v I I \ V 11~/j I
~•~~/l/ 11 ~ 1 ~ l / v ~ 1' - ~ ~ ~ ~ A\ 1 ~ ~ ~ ~ v / I i~~ A \ I I r ~ I l / ~ I / / \ \ v 1 1 v I 1 \ ~ 1 I 1 l 1 I ~ 1~ l
_ ~ ~ ~ ~ ~ VA 11 II _ / / ~ 1 / ~Q / ~ I \ \ I \ ' - SIGNAL \ I ( I I , ; , _ i _ , _ ` ~ 11 11 I - - Ir~~ / V v ~ \ ~ 1 I I _ ~ ~ __,~1 1 / 1
l r~ J1 1AIIIIIIII ! I 1l / l~ r l / 1 ~ 'r rrl 11 I II A VA\ rte- ~ / ~ / ~ / I 1 \ ~ ~ 1 1 1 I I _ ~ ~ / \ ~ j 1 ~
/ III I / l / ~ / r/ /l l 1 I ~ / I r ~ ~ l 1, l rr r , / //I III / / / / ,I / ~ r-~-- / / ;:r: 1 \ ~ I 1 i l ~v / l ~ II / - ~ ~1 I I I ~ ~i / ~ / v ~1 A V ~ ~ I I ~ ~ ~ 1 I I I I ~v / 1l 1
r ~ _ ~ ~ ~ i / / / / / jl ll//j I / / Y1l 1A1 / ~ 1 1 1 l ( / ? i I I ~ ~ I I III III / ~ 1 I I I t ~ 1 / I
/ i~ it r~%,%ll r t/ ~'~/1 IIl _ I / ' / ~ i /i~rirr l 1 r J~ ~ ~ ~ l ~ ~ 1 / r ~ I / ~ ~ I it / ~
l r/ ~ rr!rirrri ~ 1 ~ ~ /~V ~ / r I ~ - ! l / I / r ' / r/i ri rr ~ i ~ I r r ~ / / I r r i / r ~ 1 r I~ l / I I 1 I ~ v 1 1 I I I / ~ ~ I 1 I ~ I A\\ I i 1 i I I 1 i / ~ / 1 A A \\1 ~.I / / ~l \ i 1 V
l l rr ri ri r~ l / ~ ~ l I l r I r~ v r ~ 1 / l r rr r ~ ( I ~ I / / r r "j - r 1 1 l/ ~ ( l 1 ~ / \ \ 1 \ \ 1 ~ / ~ I I \ ~ \ \ I I _ \ / I / I \ 1 I ..F I / 11 ! 111 I I
I //r ~ ~ / / l T' ~ / / 1. r I l \ 1 ~ 11 1' ~ r/ ~ / ~ / / / A \ 1 - ~ ~ / i C I I I v A I 1~~ I / ~ / / I I V ~ 1 I V v V~ ~ ~ ~ i/ v / l ~11 / r l// II 1 1
/ l l j~ I \ v / 1 ~Q ~ ~ l l / ~ - - ~ ~ l I / / v ~ ~a l lr l ~ I 1 ~ ~ ~ _ _ 1~ ~ - ~ ~ ~ ~ - - , I l l /l Il l ~ l/l III I
/ r/ / I 2 , ? r r l I/l//ii I v ~ ~ 1 ' I I 1 ~ . / r ~ / ~ ~ r ~ ~ ~ 1 I ~ I I 1 ~ ~ I ! 1 I ~ ~ 1
r l /l1 //l 1 v / I , ~ ~ / ' /~i ~ II I r ~ r ~ r~ ~ ~ - r - _ I I 1 Il ~ I\ I ~ I I I 1~ / v I ~1,,--. / ~ / i A\ \
l / 111 I I ~ 1 1 1 l ~ V /I 1 1111 III ~ ~ ' / I ~ ~ i / ~ ~ / ~ ' I III I ~ 1 ~ / / ~ ~ r ~ ~ / II v II Illll I ~ l ~ \ r~ v ~ / ~ - ~ J / , vvv. I I 1 1 / l li ! lil _ _ , vv
/ I \ \ II ll 1~ \ I ~ ~ ~ I I ~ ~ ~ 1 / / J ~ / r r \V A\ V~ \ ~ / I 1 ~ / 1 / / I I v
\\VA\ ' / 1 ~ ~ r ~ r 1~ ~ I I ~ ~ A i i- \ 1 ~AV AV AA \ ~ l I 1 ~ / ~ ~ ~ ~ 1 / ~ I: A ~ AAAQVA ~ A ~ I I ~ ~ ~ ~ ~ ~ ~ / ~ - - ~ J' ! / / 1 I / - i t / ! / 11 ~ / 1 vvvv ~r ~ ~ ~ / / I 1 l ~ / ~ I ~ _ _ _ - - - - - i / ~ / III
V\I A\\ ~ ~ I~.I I / ~ / / I ~ ~ ` i / ~ V ' - ~ r r 1 AvA Q~v ~ 1 ~V I I ~ / ~ ~ ~ ~ V A/ ~ r t i _ _ ~ ~ / / i ~ i / / / 1 ~ ) 111r ~ ~ i / / / I I ZJ ~ //j l ~ !ll 1 \ 11
\ \\1 11 vvv~Q v ~ I A ~"t I I I I d 1 ~ / l~ \ ~ ~ / \ _ 1 1 1 A~~ v \ ~ ~r ~ I ~ ~ ~ / ~ ~ r A ~ _ - - \ .11 A vA ~A v 1 ~ V~ ~ ~ 1 I I ~ ~ / ~ / ~ ~ ~ ~ r ~ / ~ i' / / ~ I / _ k ~ i 1111 / 1_ _ ~ / / / / ~ 1 11 i / /
. 1 \ V V ~ ~ 1 1 I ~ I ~ ~ V~ 1111 I A VA v VA ~ I 1 t ~ ~ ~ r III I 1 A\~ v I ~ V ~ _ I I I ~i. 1 ~ A ~ ~ V A r / / / ti ~I I ~i ~ - ~ V I1
II \ v~ l v I 1 ~ ~ - - - I ~ ll 111 1 1 A ~ A \ v l"' I I I 1 I ~ \ \ _ '11 I V 1 A ~ ~ ~ I \ ~ V ~v ~ ~ I A 1 ~ ~ - - - / ~ _ ~ l / i ~ I lily . _ ~l ~;//l l i~~ ~ ~ ~ ti _ ~ - _ ~ /l l l l 1 II / I - ~ .I ~ l ~ ~ \ 1 ~ / l/ l ~ 111 / (
I 111 \ ~ A ~ V A ~ ~ \ V 1 ~ ~ I I I \ \ \ 1 ~ ~ ~ ~ ~ ~ ~ ~ 1 I ~ ~ ' 1 1111 ~ A \ ~ A~ ~ ~ \ ~ I I 1 - ~ ~ ~ n / l1 ~ r 1 1! ~ ~ III / / ! \ ~ ~ l~/ ll~ l / 11
I 111 1 \ \ I I \ I ~ - ~ ~ / 1 I 1 1 A V v v vv vv ~ ~ ~ l ~ I r - ~ A ~ ~ ~ it ~ ~ 1 1 I 1/ I l l ! 1r I 111 - - . \ / ! / i . ' ~ I 1 1 ~ ~ ~ / 1 A 1 ? I ! 11
I 11 I I 1 A/ V A 1 A A V A A A \ ~ A I 1 1 1 1 1 1 l I i~ I i s ~ 111, I \ \ \ \ \ ~ \ I I I / - ~ ~ ~ ~ / ~ irr _ ~ ! ~ l1 _ _ I !1 1 ~ ~ / 1 A 1 ll
l 1l III I 11 \ V Av vvv ` ~ ~ . ~ 1' I I I I 1 I 1 ~ ' r,,_~ ~~''rr-' / / I I A 1 \ \ V AA ~ \ ~ ~ ~ I I \ 1 1 I ~ ~ ~ ~ ~ /i ~ I ~ ! 11 ! A ~ I I IIA,'v~v~ ~ / ~ I 1 1 IIII / i ~ ~ ~ 1 ~ ~ / / ~ / I 111
I I I I \ V A\ 1 ' I 11 1 1 1 / ~ ~ / i/.~ ~ iii r j ~ / ~ ~ ~ I I ~ / v v ~ ~ Di 1 /i l ; l1/ I I I / /
II : I I I I 1 v ~ VA ~ V( i - v~ ~ 1 sal 1 A V ~ / / ~ i i /li i i 1 ~ I II 1 A \ OVA ~ V 1 i ~ V 1 1 I 1 ~ - ~ / i~-- \ ~ ~ / A ~ ~ ~ I I ~ ~ ~ ~ ~ ~ / / / / / / / r ~
I I I I II 1 V A \ \ VA ~ V~ ~ 1 1 1 A V A A 1 ( / - - - ~ ~ ~ - _ ~~A ~ / / ~ I I II v v vv v v ~ / V A I I II I 11 1`~1A V A~~ vAA ~~11 A \ \ 1 V 1 1 r r ~ o l - 1 ~ ~ ~ ~ ~ l/ / I / 1 ' ~ \ / 1 1 ~ ~ ~ l 1 1 I l/l CJ
1l~ll 1 1 / 1 ~v I A A vvv ~ / \ _ ~ ~ 111 i 1 A A V A VA 1 1 I / r r' - ~ I \ / 11 i 1 ~ ~ I / i / / / I ~ I I i l l l l
I III / / ~ ~ A 1 ~~~V ~ ~ ~ I 1 ? A V t 1 I / i - ~ ~ ~ \ ! I ~ \ I I 'J~ / / / / / I / !1 , , ~ ~ l/ l/l,~ lj/
II II I 1/ l l I 1 I 1 \ ~ ~ II ly \ \ P 1 I \ 1 / / / ~ ~ I ~~//l ~ ~ I l i l l (1~1 / l/ II/I III V A I I I ~ 1, 1 I I I I A 1 1 1 / / l 1 - ~~"llll l / / / / ~ I I "J l / ljl
I 1 \ / 1 l lI 1 \ \ I I, I I~ S I 1 \ 1 1 / 1 1 - _ I II II ~ I 1 ! 1 / r \ \ II 1~ 1 I \ 1 ~ ~ / 1 ll ~ l ~ ~ ~ \ IIII II ~ ~ I ~ I I I V~ / ~ /
'Il II v ~ 1 / v. 1 .vv v v~ .III ~ vim/ j~l i ~ ,v \ v. v\ V ~ / I ~ I v ~ ~ ~ - _ / ~ ~ I / ~ ~ ~ ~ Ill~~ ITV I II I ~ I ~~/l~~•~//~~ 1
1 ~ II ! I I ! 1 \ \ 1 \ ~ I l I I \ ` `mot 1 - ~ / / ~ v v II I! ~ / I I 1 I I ~ / I i A II I I \I I I /
~ I I 1 v , l 11 A I v ~ v ~ ~ , ~ ~ \ III I I 1 ~ / - I ~ / ~ / v ~ II I I 1
\ I I I A \ ~ I I / ~ 1 v \ v ~ "J I 1 1 - ~ ~ 1 ~ ~ A V A - ~ ~ ~ ~ ~ v.~ - _ _ , - ~-sz % ~ 0 II / I / i I III /j ~ l/l / M ~ ~ V A ~ II/ I I I / 1 ~ ~ ' I I I ( / /
/ / 1 \ ~ 1 - ~ ~ ~ ~ \ \ ' ~ / I \ I 1 V 1 1 ~ v~ \ ~ - V 'f' 1 II i I I ~ 1 / / ! I I / / / / - ~ ~ eti 1 / / I ~ ~ 1 / ~ ~ /1
_ _ 1 24 I I / I / , ~ I I I~ / / / / - ~ ' N. II I I V I \ .J / / 11 1
` v`~i v I 1 v v ~ r \ v v I ~~v ~ ~ ` v ~ ~~1 v
III 1 1 \ l 1 ~ _ \ I \ I ~ ~ I ~ ~ \ _ V1 ( ~ V ` ~ \ ~ I I ~ ~ ~ A` ~ ~ ~ ~ ~ - .7; II ~.I ~ I I ~ ~ / I \ III / ~ / / A
- ~ ~ Ill ~ I(II ~
I / A ~ / `I till / / ~ / / II 0 /1 , ~1~ I / ~ v A ~ / I I ~ - ~ / I l/l 11 l
\ v v v / I \ v / / I / / 1 ~ ~ A~ ~ ~ ~ ~ ~ ~ ~ ~ v 1 / V A A V II ~ ~ - lj/l 1111 1
~ / v 1 I I ~ ~ ~ -
~ \ \ ~ \ • \ \ \ ~ I / ~
V ~ \ VA \ V ~ V A / / ~ i / / \
- / / i _f~ ~ ~ \ \ \ \ \ ~ / 1 1 / \ \ 1 n / / / ~J v~ A v v v v v v ~ \ 1 1 1 / ~ I I / 1111 I
(I~ / / / / f~ \ v v v v A\ v v ( A I ~ I / / /
/ / / / / / / / / - i - \ \ \ \ \ \ ~ \ \ \ \VA \ V A \ V A - - ~ / ".J ~ I / / l I' Ill l I v I I I I I l / / V A \ V v v I l I ~ / I 1/ l~ 11 I
\ \ I f / (r ~ / / ~ / ~ / ~ - n ~ \ \ ~ ~ v \ \ \ V A \ V A \ \ V A \ \ \ ~ \ / 1 1/ ~ ~ / 1 ~ / 1 v A V A~ v ~ v~ I I ~ I / I 11 I
~ \ I I 1 / / / / ~ (j~, ~ \ \ \ \ \ \ \ II I r / / / / / / ~ ~ ~ ~ V v 1 1 1 I A \ v A \ v \ V V ~ / i / / / ! ~ l l I A \ \ vA v A \ \ \ ~ v / I 1 1 it ~ ~ 1 / Ill ? II I
I II I l l / / ~ ~ V ~ \ V A\ \ \ l l l r / I I I \ \ \ \\1 ~ ~ ~ \ \ 1 ! - II / ~ 11l Ill \ ~ / \ 1 I \ 1 ~ / ~ / I / / ~ ~ 1 ~ I ~I I ~ ) 1/ I I \ / / II Ill ` Illl / / \
I I I I I ~ !I I I ! / ~ v v \ ~v ~ I l r I I I I ! / ~ ~ r_~ 1 \ \ \ \ \ I / ~ I I / ~ \ / \ ~ / _ v i I~:: / / I/ ~ ~ Illl / v ~ A
I I ~ \ \ ~ \ \ \ 1 1 \ I I ~ 1 A V I I V v ~ v / V~ v " 1 ~ \ \ I I l \ l ~ ~ / ' ~ III / I / / ~ \ ~
` I I 1 I~ / v I I \ A \ v v~ I 1 1\\ v 1 1 l 1 \ 1 I I I / \ ~ / \ \ " ~r \ \ I I v v ~ ~ ~ ~v z. ~ i I 111 / ~i ~v ~ \ 1 V I I V A ~ 1\ ~ / I / 1 / /
II 1 \ I I \ ` \ \ \ \ I I I~I,1 \ 1 l 1 V ~ 1 L.' - I 1 ~ ! I I 1 I I v v V ~ vvv ~z III 1/ / / ~ ` v \ v I I I ~ v vv ~ l I II ~ n~/ \ ~ ~ ~ \ \ / I
1 1 1 1 1 1 v v /v v ~ v v ~ / I I I 1 1 1 \ \ ~ / ~ / \ ~ \ / / / / . . I \ \ ~ ~ \ \ ~r / / / ~ \ `CJ I v v I / ~o I~ I I ~ ~ J/ / ~ ` v ~ ~ 1 / I 1 ~ ~ / I A V ~ V ~ ~ ~ ~ / / ~ - ~Y ~ I I I ~ /
I \ \ \ \ / - ~ \ \ - I l 1 ~ / / / ~ ~ / / I P~ v v ~ ~~~~~~vvv / - ~ ~ I~ I! ~ % / / / / / / v ~ \ ~~~Vvvv ~I / - ~y I II / / / 1 ~ I
1 \ \ \ \ / \ \ \ \ / / / / / ~ i ~ ~ ~ / / / I 1 \ \ \ \ \ \ \ / / / / \ \ \ \ \ l / / / / ~ ~ i ~ ~ i / l a v - vv v I„ I ~ % 1 / ,e~ ~ v v v vv " i I ~ ~ / ~ ~ ~ l
V ~ \ \ / A V / ~ /
a i \ \ \ \ \ \ \ \ / / / / / \ \ \ \ \ ~ / / / / / / ~ ~ ~ ~ ~ ~ / / / ' \ \ \ \ \ \ ~ I / / / \ \ \ \ / / / / / / ~ / i ~ / / / I k~ ~ ~ ~'1 ~ ~ ~ I 1 ~ ~ ~ I I I q I I I I ~ l1 / Il ~ / / / ~ / I l
\ \ \ \ \ / / / / \ \ / / ~i i i / / / I \ \ \ \ \ \ / ! I \ \ \ \ \ \ \ / / / / / / ~ ~ ~ /
\ ` \ \ \ \ \ \ ~ / l I \ \ / / / l ~ i / / i v v \ \ \ \ ! l I I v v v \ 1 1 / / / / / / / / / ~ ~ ~ ~ / / ~ , ' / t~`~=~ 1 ~ I III % ~/l ~ ~ / / / / / / I I I 1 l / 1 \ V ~ III:,.. 11 I I / / / + ~ ~ / / / 1
\ \ \ \ \ / / / / \ \ \ \ 1 1 / / / / ~ / / / / 1 ~ I I l r/ I I ' I VA AV ~ III I I ~ ~ / / - I I ~ I v ~ I 11 ~ / /'r ~ ~ / / / / I I
\ \ \ \ \ \ \ \ \ / / / / \ \ \ \ 1 1 \ J/ / / r! / 1 / / ~ / V A V A \ v l / / \ V 1 / / ! I l l / / / ~ ~ ~ ~ ~ / - - - 1 / / , 4.:, ' / ~ \ \ n~~ it I I I) ~'/~i A ~ / 1 / ~ / / / II i / ~ / i / ~ \ ~ ~ (~~1 III i I I ~ \ ~ / /
/ / / / \ \ \ \ ~ / ( / 1 1 1 / / \ V A V A A ~ - ~ / - V A ~ / I / / / / ~ ~ - ~ / V A \ \ V ~ ~ i / / / / / v 1 1 1 A ~ ~ / / ! / / / / i II i i / _ / i i 1
\ \ \ \ I / I \ 1 / / I l / ~ / / _ I I / / ~ / / !I 1, 1I ~ III I \ ~ /
V v v / I \ V 1 ~ I I l l l ~ / ' / v v v v v v v~ ~ / ! r rv V 1 1 / / l I l / l l / / / / / ' / /I I / \111 ~ I III ~ \ ~ , ~ / ~ / ~ I III I / - ~ ~ ~ ~ / I 1 I I 11 I 1
\ \ \ ~ / / f \ 1 / / / / / / / / / / v vvV A \ V v~ A l / l l V A \ V A V ~ l / I l ! l/ / / / l ~ / / ~ ~ ~ /ll 1 1,. ~ I I ~ ~ ~ ~ ~ / I fl I I I ~ / / I I I ~ ~ 1 -
/ ~ ~ / l II III II ~/~/i/ l ~ ~ _ ~ / ~ / ~ ~ / ~ I II / III ~ ~ -
~ V A V A V ~ ~ - ~ ~ / / / \ V A A \ V ~ / / r / / / / / / ~ / / / ~ I I / 111 \ ~ - / / ~ ~ ice' i \ 1'1 / \ / / ~ ~uU~' - i
i / / \ \ / / / / ~ i~ ~ i i~ - A II 1 i ~i i ,i / VA~1V1 I / / i i ~ ~ / //i
v\ \v vvv v ~ - ~ ~ / / V A \ V A \ / / / / / / / / / / / ~ / / / i 1 . i V i _ - i / i i ~ / _ i i ,i / ~ - i _ ' ~ ~ ~ ~ -
v~ v v v v ~ / ~ / V A \ V A / / / / ~ / / / / / / ~ ~ v / \ ~ / i / / iii ~ i nn~ ,i / ~ ii f ~ ~ / / ~/i ~l / ~ - - / - ~ ~ ~ / ~ K~ III ~ \ / ~ / / - - ~
\ V A A v v ~ ~ ~ ~ ~ A A \ V A / / / / / / / / / / i / ~ ~ / / / \ \ i \ \ \ / / / l I / / ~ ~ ~ / ~ / ~ VA \ iii / ~ ' ' / /
\ \ \ \ i/// / \ \ / / / / / l I ! / / / / / \ V A v ~ A A V A V/ / 1 / / / ~ ~ ~ ~ ~ / ~ ~i / / - i / / ~ J ~ I / i / / / , -
v V / 1 I l / / ~ ~ / ! / ~ i ~ ~ / / \ \ \ \ \ \ \ J/ / l l l ! ! ! ! / / / / ~ i / j/~ /
\ V A ~ / / qA \ V A A \ \ ! l r ! r / / / v vv' ' ~ ~ v , l I I I l l/ I ~
li/ /1\\\ l! r rl 111 i'/ \ \ \ / ~ ~ ' ~ / / / \ \ \ \ \ \ \ \ ~ l l ! r r I / l / l ~ ~ i ~ / / / / / / / ' , ' r v , ~ ~ - ~ ~J / ,-y~, ~ vvv v r 1 I I / / I I I I I I ' ~ , I / I i I / I r / ~~,II~ ~ , v v v / 1 ~ /
~ v V / / A V A V ! J l ! ! ! / ~ / / v \ ~ / ~ ~ ~ ~ / ~1 V A \ V A \ \ ! ! / r r / r / l l / / i ~ i / / / / ~ , I ~ I / / ~~"`ti I ~ v I v I I I
v ~ V 1 1 1 1~ l I / l l I ~ ~ / ~ \ - vvv ~ 1 1 1 1 1 I I / / r / ! r ! ! / ! / / / / ~ ~ ~ / a ~ / ' ;/~'I~ III 1 \ \ \ \ / / I I I 1
\ ~ ~ / / \ \ I I / r I I r ! / / / / ~ ~ / / / I \ I I I ' ~ / ~ iii ~ I I III ~ VA \ V / 1 I / \
~ V A 1 1 1 1 I I I 1/ l / 1 1 ! l / l l / / / / / ~ i~ / / / / ~ / / \ \ \ \ 1 1 I I I / / ! r ! r / / / / / / / / / ~ / / / ' / ~ ~ ~ 1 1 V A \ \ I I I v \ i~ ~ V iii I ~ V A V A A
~ / V A 1 I r ] I / r 1 I l l / l / / / ~ / / v ~ V A I / l I l 1 1 l 1 1 / / / / ~ ~ii,° I I I I I l- A\ \ \ \ I V I I v A A i ~ \ ii ii I ~ V A \ \ ~ / iii' I I I I ~ / i A\ V A \ \ \ \ \ \ V A ~ ~ .i p, I v \ ~ \ \
A III I l l I / 1 / / l l/ l l l/ / / I / / / / / / / / ~ / / ' / I / v v v v v v / I I I II I / v \v ~ v v v A v v
v ~ / / IIII IIII r I / l ! l r ! I / l / / I / / / / / i i, ~ i/~ I I I I A\ V A~V AA V A\ V A V A A V ~ ~ A~
' ~ - ~ ~ / / I I IIII l l ~ / / l I I I l ! / / l / 1 V I l / / / / IIII I I I v-'~ ' I I I I ! I l ~ I I r / / / / / 1 III I I ` 1 1 1 r I I I I I l l I l l l / / / / ~ /i /~i / I I I I I / / \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ ~ ~ \ \ ~ ii / ~ I I I A\ 1 \ A A A\\ ~ V v ~
/ /1 I IIII III 1 - / / I I !I I / I 1 / / /~1 1/ II I I \ 1 V A\~A A VA V A A V A ~ / / / I I / \ \ \ \ \ ~ ~ l /~/Ol I/~ I I ~ \ 1 A A \ VAAA \ \ V ~
/ / I I I I I I I / r l l l I I! v I l / I l I / / / / 11 I \ V AA \ \ V ~ ~
v / / I/ I I I I I} V ~ / I I I I 11! A 1 1 1 1 / I / i / I III ~ i / / ! l l 1 1 1 1 1 I I / l I I a V\ \ \ \ \ \ " \ V A \ ~ I ' / / I I A \ \ VA \ V ~ V \
I I Il I I I I I vv ~ / / I I 1 I I 1 I v / / I I I v~ 1 1 1 1 1 V I I / ;~ii / l I 1 1 1 /i /
/ ~ ~ ! I III I ~ ~ ~ / / / / 1 I 1 \ \ V 1 I I /
p
_ ,t.
I
.
- _ 1
i I -
r u _ 1~
J:. i
I ~
7~i
'
I
•I'
i

_ 1
~ ~ _ 1 1 1 1 V~ ~ I 1 ~ I~ ~ N ~ VA Al \ I~ ! ~ I ~I~ l i l l
/ / ! ~ I 1 1 1 1 1 1 1 ~I ~ ~ V ~ v A ~ ~ ~ v ~ ~ ~ ~ / / / I / ~ I I I ~ I ~ ~ / / / / / / I I 1 ~ v ~ v ~ / / / / / l / ~ ~ \ \ 1 ~ ~ I III l \ i I / Ql I :J i ~ 1 \ ~ ~ I I i ~I II 1 111~_~ I II ~ I III I
/ ~ I I I I l l I I I I 1 v \ 1 \ 1 ~ ~ ~ ~ ~ v vv~~ ~ / / / l! l ~ l l ~ I ~ l / / / / i I I I 1 v 1 1 ~ i ~ ~ ~ ~ i~ / ~ ~ 1 i / 1 1 1 ~ II I I V I ~ V I ~ II ~ ~ 1 ~ ~ A I 1 I II~~ II 1\ 1 ~ I~ II ~ V 1 III ; I
~ l ! I I 1 I ~ / I 1 1 1 1 1 ~ ~ ~ ~ A ~v~A~ ~A ~ - / / ~ I ~ ~ l l / / / / / ! ! / / ! ~ i ~ ~ / ~ 11 ~ A 1 1 1 1 1 A A i ~ ~ VA~~ V~ i / / / / l ~ I I ~ ~ ! / / ! / l ~ / / / / ~ 1 l I j I v 1 ~ 1 ` ~ ~ ~ A v / / ~ - ~ / / / / ~ ~ ~ ~i 1 1 1 A ~ ~ 1 I I~~ III I I ~1 1 ~ I~ I i i 0 ~ I~ 111 _
/ / I A 1 \ V - ~ l l I l I 1 1 1 ~ - ~ / ~ ~ ~ ~ ~ ~ / / / ~ l ~ l / / ! ~ i ~ l J ~ l l~/ ~ l l ~ ~ 1 A V V ~ ~ ~v~ / l I / ~ ~ / ~ ~ 1 1 V A ~ ~ 1 II I Il X11 ~ l III / ~ dl I II~~ II \ ~ ~ ~ II ~ i 1 ~ ~ A A V ~ A I i ~ I~ ~ I
/ 1 A \ \ I ~ \ v ~ vv ~ / / / / t / / / ~ l ~ ~ ~ / l l ! l I I ~ ~ ~ ~ ~ 1 1 I V 1 1 1 1 \ 1 ~ \ _ 1 ~ ~ ~ ~ ~ ~ ~v l / / / / ! ~ ~ 1 ~ ~ / / ~ l l I l 1 I ~v v~ i / l / 1 I ~ / l / l ~ I - ' - ~ v v~ ~ v l ~ ~ \ \ I I i I I' i 1 I I \ CJ \ \ \ \ \ 1 ' i I \ I' 14
l l/ / / I I I I ~ 1 ~ v\ ~ ~ ~v~v v~ A / / i~ A\~ / - / / / / / / l I l ~ ~ ~ ~ I I ~ ~ \A~ ~ ~ ~AA~ ~A VA / ! / ~ ~ I I 1 \ ~ A v ~ i ~
/ / / / i ~ l i / ~ / / / / ~ / / ~ 1 ~ ~ I ~ ~ ~ ~ i l ~ A ~ ~ v v \ / ! I r' ~ ~ V~ v I 1 1 ~ 1 ~ I ~ ~ ~ i i ~
/ / / / I 1 1 ~ ~ / ~ ~ ~ ~ A ~ V ~ ~ / / I I I \ l ~ ~ V A ~ 11 1 1 1 ~ / f I ~ n ~ ~ ~ ~ \V~ V l _ J / / / I 1 V~ ~ V ~ 1 + ` ~ ~ 1 ~ ~ ! : i I 1 1 ~ ~ ~ ~ I ~ I
/ ! 1 I 1 1 ~ i ~ ~ I ~ ~ ~ ~ v \ ~ / l ~ / / / / / ( I ~ 1 1 ~CJ , " / i ~ \ I I \ 1 i i,
A ~ I I I'i~ ~ ~ 1 I'i i ~ ~ 1 1 r! ~ ' iii ~ i ~ Ali i i
~ ~ i I A ~ ~ 1 v~ ~v ~ I / ~0' ~ ! ~ ~ ~1 , l ~ ! ~ ~ i 11 1 ~ r ~ I i D~' ~ I I
1 i I 1 u! -a 1 ! Iii 1 ~Il / ! ! ~ ~ ii ~ it ! ! a I ~ i I .I ! t t ~ ~ ~l I II ~ I I I 1 /1 / ~ I I ~ I i I
! I ll ll l ~ I i - 1111 ~i ~ ~ I N I 1 ! 0 i~ l I I I I I I
i ~ i i / V I 1 ~ 1 ~ r ! ! r! ! ! i ~O ! I ~ ~ I ~ i 1 i ~ ~ >II~ I i! Iiil11 1
~ i / / 1 i ~ ~ ! I ~ ' 1 ~ I A ~ ~ ~ I „ ! I I ~,,,r ~ ~ , ! I , , r ! ~ ll
1 ~ -i- v 1 I 1 I ~ ~ \ / 1 \ ~ / ~ i ~ I ~ ~ A ~ ~ i I ! I I I 1 v r !I ! i I I ~ ~I i ~ II i I I 1 !I ! I I l III ~ ~ I I ~ I I
~ / / i ~ ~ I i ~ ~ ~ J 1 ~ ~ I ~ ~ ~ rw \ I I 1 ! ! I I ~ 11111 ~~I I ~I~I! 1 - ~ I I l I III ll I ~ _ ~ A I ! ~l~ ~
~ \ / ~ I ~ I I III I \ ~ - ~ 1\ q ~ ~ I. ~~~I ~ ~ III I 1 l I ~ ! ! ll!!1 II (~fj~ \I \1 ll~~! 1 ~I i~ "II 1 I III I I \
I I ~ V I I ~ I I h III ~ V\ I III I I ! IIII \ I III ~ II
I I I / - ~ ¦ r( r- / ( ~ / I \ ( ~ ~ ~ I l I !!!I III ~ I~ 1 1 ~ ~ l II I! I ~ II ~I ~ ICI I \ ~ ~ i ! !I! II v ~ i I it ~ 1 ail I 1 ~ l' i i , I
/ / 1 'V / ! ~ III ~ \ 1 i I / / ~ 1 1 ~ ~ ~ I ~ ~ / ~ I 1 `i I / I I ~ C.1 ~ I i 1 ~ 1 ~ ! !I! I I l I 1 '~I `~h _ I ~ I I I!I II , ~ ~ I it 1 1 i lv, I I it i i I I~ l e i, 1 i _ ~ i A ~ I ! I ~IlIlIIlI i ~ ,'I I'll 111 I i~ III I I l ICI ` ~
~ 1 I I `i ~ / I I I 11 I ~ ~ 1 / ! ` ~ 1 ~ ICI !I ~l I ~ ~ ~ III ! 11~~1 I ~ i III ~ 1 ! 1i ~ i~1~
I I l / / 1 1 ~ I I r~ ~ ~ 1 1 / / / I V1 ~ ~ 1 ~ ~ I / / 'I I I ~ I \ ~ ~ ~ l it ~ , / !I I , l 1~: I l I ! + 1 ili !I ! i i I I 1 I~r l~ N I q ~ ~ (pv I~ I II ! I ,.i„• I r I ~ I I I ~ ICI I I I
f 1 I I ! / / / ~ A~ v I I ~ ' ~ I I / / / I I l ~ ~ i i l ~ V I III II I I l ~ 1 !l / 1 I I! I II 1 ~ / I ~ IIII I f I l I i I ~ V I'I I ~ ~ ~ I C I I~Illl l! l ! I !I I i i ~ ~ ~ I 0 ICI ~l~ I I
I / / / I 1\ ~ ~ / I ~ I I j J 1 / ~ / I / ! / I 1 ~ / ~ I I I / I/ 1 ! II I I I 7~ ! ~ I I i ~ i ~ ~ ~ I i / / ~ I I I ~ I I I lil i ! I 1 1 I i I ~('U 0 ~''~Il ~ I~ I I
I / / ~ ! I I CJ ~ / 1 1 I I / / / I I V 1 ~ ~ ~ \ II I ~~II I 1 1 ~ l v 1 !i ~v / II 1 I ~.J ~ ~ a I I I ~ ~ ~ ~l I I 1 I I 11 v! I! I I ~ 1 ~ ~I I I I I~
~ I I / / l/ ! l 1 l 1~ 1 1 ~ _ ~ i ~ , , / , / ! / i ~ I 1 1 ~I I ~ I ~ ~ ! , ~ ~ _ ~ l~l I ~ ! ~ l \ I ~ 1 I 1 A ~ ! ~ IIII I I 1 ~11~ II i ~ ~ 1 1 ~ / I 1 ~ 1 1~` I ~ i I I l l 1 1 ~ I III ~ ~ ~ _ \ ~ I ! \ \ \ I I I 1 ~ ~ ~ II ~ I I ~ I I
I i / / / ! I I ~ ~ ! 1 I , ~ ~ I ~ ~ ~ ~ I / / / ~ 11,+1 / - ~ ~ 1 / 1 i ~ ~ ~ ~ l 1 X 1 1 1 \ 1~ 11~~ ~ I! I III ~ 1 I 1 111 ~ III _ / 1 ~ 1 ~ I ~ I I I
I / / / l ~ l I I 1 1 ~ AI ~ ~ / I l ~ ~ ~ / / / ~ I l i l I I I I I / I / / V ~ ~ ~ / i ~ ~ ~ ~ ~ 1 1 I I 1 1 \ ~ ~~1 I I I ~ 1 ~~II~ III ~ ~ ~ - ~ ~ ji ~i ~ ~ ~ ~ 1 1 1 1 I l ~I~~ / Illll ~ ~ I ~I~I~~ I I
,~il,, ~ ~ II o I 2• v~ ~ ~ ~ ~ ~ ~ i ! I ~ 1 1~~ I 11~ I ~ / 111 I~Ifi~ 1 ~ I 111 ICI ~
i ~ A i~ ~ ~ l l ~ I I 1 1 1 1 ~ III I~ I l X11 1 I ~ I II I ~I 1 1 ~ ~ I 1 I I I I~ V I I~ 1
/ - ~ ~ i / l ~ I I ! 1 ~ 1 III ~ I A~~~ \ I IIII ° Illl ~I V~ ~ ~ ~ ~ ~ / I 1 I IIII / l/ I l 1~~~ I I 1 ~ ~~l ~ II 1 V~ ~ ~ / / I 1 I ~ I ~1~' ~ l ~ I 1
, - - ~ ! ~ i ~ I I 1 I IIII ~ v ~ I I I ~I i li ! V ~ ~ ~ i~ ~ ~ l/ ! ,i ,i 1 I I ~ 1 I I l I~ I~~ I 1 ~ ~ ICI I I I ~
~ ~ i / / / / ~el I Il ~ l ! \ / ~ 11 I ~ ~A I I~ l I ~ ~ ~ 1 I l~l 11 i~ 1 i viii : i 11
~ / / ~ I ! ~ \ ~ / ! ~ v - ~ ~ i ~ , I I!I ~ i 1 ~ + I i li ill ~ ! ! 1 ~ Ali i! 1 v ~J lil~i r 1 i ~ I 1 ~ ~ ~ ! r I ! ~ ~ i ~ I~ I ~ ~ ~ l ~llii ~ ih II
~ ~ ~ / ! ~ 1111 I ~ I ~ 1 / ~ / / I VA~\ \V r ~ ~ ~ ~ ~ ~ / ~ / 11 ~ ' ~ ~ ~1 ICI
/ ~ - / / I 1 I 1 ~ / , ~ ~ 1\ \ ~ \ ~ / / I i i ~ "J \ \ ! I / 1 1 I ~ ~ ! ! / l I l 1 i ~ 1 1 ~ l~~ i 1 1~~~ ~ 1 i / / i ~ ~ / ~ / l ~ v III I~ 1 II
/ / - ~ r I I ~ l ~ ~ i- ~ l / I ~ l I 1 III ~ 11 11 ~ A ~ ~ 1 ~A ~ ! ! ~ ~ / ~ ~ ~ ~ I ~ ~ ~ ~~AAVA Il~~ 111 Il
\ ~ ~ ~ A \ ~ I ! / ~ / / ~ l ~ ~ ~ 1 1111111 1 ! ~ I I I I 11 I1 I ~ ~ - / / ~ ~ I / / I I
J. I~ ~ 1 ! ~ ~ ~ ~ / III V ~ i ~ ~ l 1 ~ ` ~ ~ ~ ~ I / ~ ~ ~ ~ ~ ~ I 11111111 1 I ~ 11 I 1~ 1 ~ ~ 1 C~ ~ ~ ~ ~ / ~ / / ~ ~ ! 1 ~ / ~~Il I I 1 ~ 1 ` ~ ~ ~ ~ I I ~ i l / ~J ~ ~ ~ I 11111111 i ~ l I ~I
2 II ~ ~ ~ ~ ~ I ~ III II ~ ~ I 1 1 ~ ~ / ~ i ~ ~ I ~ i A 1 ~ l ~ ~ l ~ ~ ~ A l I ~ ~ III I ~ ~ 1 ~ 1 ~ ~ _ ~ 1 i / / ~ ~ I ~I ~ ~ I III11 I 1 ~ i !
III / / ~ / ~ / ~ ~ I ~ ~ ~ ~ 1 ~ ~ 1~ 1 1 ~ ~ I ! ! 1 ~ ~ l l ! ~ ~ l ! 1 II III IA-__ ~ l ~ 1
- - - ~ ~ / / _ I V / J ~ I ~ CJ 1 ~ / / / / i \ ~ / 0 I ~ ~ ~ ~ ~ ~ ~ ~ ~ I t ! I ~ ! ~ ~ l ~ ` ~ 11111111 \ ~ ~ ( ~ ~ ~ I I ~ l ~ ~ I I I
~ ~ (O ~ ~ ~ I ~ ~ ! ! ~ ~ ~ ! V 1 ' ~ A I 1 V ~ i ~ ~I~~ I l ~ d
/ ~ 1 ~ ~ i/ / _ / ~ ~ i ~ ~ ~ ~ ~ ~ ~ ! ~ ~ 11111111 i ~ I ( I I I~ ~ I ! I ( I ~ ; A - I / ~ / / I ~ "J ~ II I . I ~ ~ I ~ ! ! ! ~ ! 1 I ~ ! ~Ill~l ~ / ~ Il ~ 111 ~
1 / ~ ~ ~ 1 i~ ~ ~ A ~ I I ~ ~ ~ ~ ! ! I ~ v / ~ I ICI I ~ ICI I I I; ~ ~ ~ ~ l l ! I ~ 1 1~ ~ I ~ - ~ ICI i I~~ 1
11 ~~~1 1 / ! ~ ~ ~ \ \ ~ 1 1 ~ ~i ~ \ Ili: II ~ ~ ~ ~ ~ / 1 ~ 1 I Iliillll V ~ ~I I ~ I ! ~ 1 I ~ ~ / ! ~ / \ II ~ ~ i ~ ~ ~ - ~ 1 -1 I
! 1 ' ~ ~v t , (,,~(p' (i ~ l I l ! ~ I ~ / / ~ ~ I ll!/ l I ~ ~ J ~ ~ 'V / ~ ~ l II ~ I ~ ~ ~ i _,ill! I ~ 1 _ J I l i ~ ~ ! 11 v Ij1~ IIII 1
I Jr b 1 ti ~ A ~ ! ~ / ~ vv 1 i ~ ~ ~ ~ ~ ~ - ~ ~ ~1I1~ 1 I \ r,_~~ ~ ~ ~ _ _ ~ 1~V~_ 11 ~ ~ 1 i 111
v ~ ~ ~ 1 ~ ~ ~ ~ / ~ ~ i Q vv11 I iii - ~ ~ ~ ~ _ i 1 ~ i ~ ~ ~ \ _ / I / ~ ~ 1 ~ 1 \ I 1 V ~ ~ ~ I 1 ~ Qj11 1 I I _ ~ I I ~ - _ _ "1 1 11
~ ~ ~ ~ ~i / l l~ I (i, i ~ ~ 'f' / \\II ~ \ ~ I 1 ~ ~ / / ~ / ~ /l! I ~ l ~ - - - - ~ I / , III / / / A i I 1 \ 1 ~ - ~ f~ ~ i ~ I ~ 1 111 111
~ ~ / I ~ ~ _ I I 1 / 1 ~ _ ~ ~ ~ ~ A \ \ ~ ~ ~ ~ ~ ~ ~ \ ~ / I / / ~ ! I / i 1
- ~ i ~ ~ AA V l i ' J ~ I / ~ ~ I A ~ ' ~ ~ / I ~ ~ I I / 1 1 ~ ~ I
~\II I I I O / \ / ~ 1) IA I I III III I I / ~ ~i ! ~ I l l
~ i i / I I I i l ~ ~ ~ i / !/I III II / / A11 i ! / / ~ / ~ ~ ~ \ ~ 1 1 1 ~ ~ - - - - I ~ ¦ ~ l ~ ~ I - _ ~ I I v / ~ v I 1 1 A 1 / 1 - ~GNAI A ~ ~ ! ,I I! r_(~ I III
~ ~ ~ ~ ~ ~ ~ ~ / ~ III / ~ ~ ! / ~ I 1 i / ~ ~ ~ _ ~ ~ / / ~ ~
- ~ i / ~ / / I / ~ 1 / ~ - - ~ ~ - / ~ ~ / / ~ ' ~ ~~i i!! / / `"1 1 11 ~ l ~ i ~ \ ~ 1 1 \ i i~ ~ ~ I ~ \ / ~ + Ill ~ 2 , I, I II _ 9 II ( / ~ ~ A V 1 1 ( i I I ~ ~ I i ~ ~
l i ~/ii i~i~ l ~ ~ _ ~ ~Q / / I 1 ~ - ~ ~ / i ~ l f ~ I I I I ~ i l ~ l ~ ~ 1 ~ 2 I I I I ~ I ~ ~ I I ~ ~ ~ \ 1 ~ ~ I I ~ ~ ~ I ~ I ~ I ~ III ° ~
~ i / i~~ ~ ~i ~ l ~ ~ I , / ~ ~ - v I i i / I iii ii ~ ~ ~ / ! / I i l ! i i ~ i _ l I ! ~ \ v ~ ~ 1 i ll, i ~ ~ I ~
~ ~ I ~i ii it ~ ~ ( .1 ~ ~ i ~ 1 i ~ / / / / I I I ~ ~ i r ii 1 I ~ i, ~ I i I / ~~i ir~ ~ ~ ~ ~ ~ , ; ~ ' ICJ ~ ~ / ~ _ ' l I I I ~ V ~ \ \ I I II, ~ ~ I 111 / ~ I I i~ \ ~ ~ 1 / / ~ I I ~ ~ ~ A ~ ~ ~ / I I I \1\ ~ ~ V ~ I ~ ~ ~ ~ ~ A V I l l I I \ ~ i I l~ 1
~ I / / 1 / ~ ~ 1 ~ / ~ ~ I / / I A 1 ~ ~ ~ ~ / / ~ \ ~ I / ~ ~ / ~ ~ / / A V ~ ~ ~ ~ ~ 1 ¦ / 1 I ".J I A ~ 1 A I ~ I 1A A\\\ 1 ~.J i% 11
/ / -1 ~ 1 ~ ~ ~ I ~ 1 \ A ~ ~ l /i-- \ i ~ I / ~ V ~ / ~ ~ I ~ ~ \ \ V I I - I ~ ~ A A A 1\\ 1 1 ~ i/ j ' 1 I I ~ ~ V ~ ~ ~ ~ ~ ~ I I / ~ ~ t I ~ I l /i 1 I
/ ' ~ ~ I I I I ? ~ ~ r / ~!~!i I v ~ ! 1 + ~ ~ ! I V I I ! 1 1. ~ ~ ~ ~ ~ ~ ~ I ! ~ Il I ~ I ~ ~ ~ ~ ~r~~ V A I / ~ / 1// r / 1
1 ~ 1 ~ ~ - I II 'I ? , i I II 1 IIIIII ~ ~ ~ / I I ~ 1 ~ , ~ 1 l ~ / ~ ~ ~ V~~ ' ~ ~ N 11 I ~ I I I I ~ ~ 1 ~ ~ ~ ~ i~ ~ ! ~ I ~ Il I I I ! ~ I ~ I I A~ ~ ~ l l ~
I / I i / v 1 ll ~ I I / / "_J ~ v: % ~ ~ ~ ~ 11 v 111 VA ~ I ~ ~ I ~ - 1 i _ ~ - ~ ~ i I I I ~ ~ 1 V _ ~ \ 'I I / I ~ ill ~jl i`~11
1 V1\ V~ ~ / / ~ ~ / ~ i i I I ! ~ I I ~ ~ I ~ l V~ ICI ~ ~ ' ~ ~ l i A\1~ 1
1 VAV AV AA ( I / ~ / ~ ~ \ \\~AV 1 V I I ~ 1 1 I / i i l I ~ ~ \ _ 1 I ' ! ~ ~ ill i i / ~ ! i ! I I / ~ ~ / ` 111 I~ - _ / 1
11 vv~ rA~ ~ I i ~ ~ / ~ ~ / _ / 1 111 1 ~Vv~v I V 'V V I 1 / ~ / 1 ~ v / ~ ~ ~ ~ ~ / I 1 I II _ i ! ~ i ~ / 1~
1 11 A~V t I ~ ~ ~ ~ ~ ~ 1 .Il v VA Q ~ I \ ~ ~ ~ 1 I 1 ~ ~ ~ / ~ \ _ ~ / ~ / . I \ v vv v J V ~ 1 I I ~ ~ ~ ~ ~ ~ / \ 11 V~ 1 ~ ~ i / ! ~ ~ I ! ! ~ ~ I - - - ~ ~ ~ ~ ~ ~ j~ l~ ~ 1 \\\1~ ~ ~ ~ i ~ l ! / ~ ~ I _ - - - i ~ ~ ~ V 1
I 1111 1 1 \ VA~~ \ VA~ ~ V 1 1 I I ~ ~ ~ ~ / ~ \ i ~ V ~ ~ ~ - - 1I 1 1 A\~~ v I `V V \ V 11 1 I ~ ~ ~ ~ ~ 1 ~ I I III \ y. y A~ ~ 1 I I I ~ ~ ~ - 1 1 I ~ i ~ / l~ l 1 11
- 1 ~ A ~ I - ~ ~ V ~ ~ I I ~ - - ~ V ~ \ lll~ A l A ~ ~ ~ I I I 1 I ~ ~ \ I ~ 11 \ V ~ A ~ V ~ A v ~ ~ _ I I 1 '~I - - , ~
1 /ill ~ \ ~ A~ ~ ~ A V A I I 1 ~ \ 1 ~ ~ ~ ~ ~ ~ i ~ , - 1 i 1 11 1 A A v vA ~ ~v I I A _ A 11 !
I I v v v v ~ v l I I 1 ¦ 1 / I _ / I III V1 VAvv AA v I I 1 1 ~ _ ~ ~ 1 ~ n / I II. I I I A A \ v \ 1 I I I I I 1 i ~ ~ ~ / I I / ~ 1 l A \ V I ' ~ - ~ / I l A V ~ li _ IIII~~ i - - - , _ A ~ l~~ ~ l~~l l 1~ II ~ `k ~ !I ~ \ ~ ~ _ I, , ~ ~ ~ ~ ! !I
i / III I ~ 1A1 ~ AV A A\ \A \ ~ I I I I j I 1 ~ i ~ ~ ~ ~ ~ ~ ~ ~ ! I i- ,y, J I / \ ! I \ l I
/I II I 1111 vvAAv vv v ~ ~ I I I I 1 I ~ ~ ! ~ ! I III I I V A \ ~ \ Av ~ \ I 1 I 1 I 1 I ~ I ~ - _ _ _ ~ _ _ ~ / ~ / _ 1
/ hill 11 I 1\\ \VA\AA - ~ 1 1 11 \ \ 1 I 1 ! ~ ~ - ~ ~ ~-i~~^~~ ~~~~i~ ~ l ~ ~ ~ ~ ~i~ dl ~ ~ l I I I 1 111 1 v \ v w ~ v 1 ~ ~ \ 1 1 1 ~ t, 1 1 I / ~ ~ ~ ~ - ~ ~ ~ _~i~~~ ~ 1 l - I ~ ~ / ~ l I '1, ~ ll
I I II I 11 11 ~ v ~ Av 'V v ~ 1 1 ~ V 1 1 1 ~ r ~ ~ ~ ~ I I 1 ~ V \ 1 1 I 1 V A ~ ( ~ - ~ ~ ~ l I \ ~ ~ 1 ~ / / ~ / I ~ I ~ ~ ~ \ ~ ~ ~ ~ ~jl l~/ ! ! I ~o / I
I I I 1 ~ 1 1~1A ~ AAA v_ t 1 A 1 1 l ~ _ ~ I 1 ~ \ v - ~ `11 ~ V 1 1 / ~ ~ ~
I 11 1 ~v l ~ A\ ~ y ~ V 111 I t 1 A 11 1 A 11 i I ~i ~ I I / / ~ A ~ ~ ~ - - ~ 1 i ~i i ~ v ~ ~I ~ v ~ A ` ~ v ~ I iii lip I ~ l~1
1 I / I I 11 I 1 ~ ~ 1 1 1 1 1 I I 1 ! 1/ 1 \ ~ 1 1 ~ 1 1 1 1 i i i i ~ _ / I ~ A I I ~ I ~ 1 I i ~ ~j ~ ill
I I ~ /ry~ ! 1~ I II 1 ~ 1 1 A l / / i / ~ ~ i I I. II 1 ` JI 1/I 11 v V ~1 I 1 1 1 I 1 A 11 / i !l ~ I V ~ 1 l I ~ I 1 \ I / ~ l l l ~ ~ I ! ~ 1 II / I A ~1 ~ / ~ ~ /
11 I ~ I ~ I I I 1\ v V 1 1 I 1 I l 1 I I ~ ~ I ~ / I ~1 1 I l VA I / t / ~ ~ II ,11 ~ , ~I 1 I~,Rvv,v, v±~,~ 1 I',1 II ~o, I',1 , ` ~ ~ ~ _ ,
~ I ~ i v ~ 6!.! illy ~ ~ I ~ / ~ ~ ~ ~ I i l ~ -I~G1~ ,i ~
~ I _ 11 I / ~ I 1 \ VA ~ ~ 'n ICI ~ v~~ 1 v\ v AV' \ ~ / I / I ~ ~ ' _ ~v " / - i ' r V l 1 J ~ i 1 ~ ~ I I I / / / / ~ / /
- _ \ ~ i / I I I I/ vv v I 1 I I V ~ ~ V v~ - / - ri rr 1 , r-~ ~ ~ /1 II / I ri~~ II 1I I I ~ / / ~ / / / ~ r r , ~ A 111 1 I ' 1 ~ 1 1 1 I ~
I I V A v v //l I I \ ~ I v ~ v~ 1 l l v v v~ v~~ - / 1 11 A I, 1 v v / I 1 I v v ~ v v ~ - ~ ~ ~ ~ 11 II r I I I I ~ / ///i /
VA I V A///~/ ~ / 1 A V 1 V 1 1 v v v A V ~ ~ ~ ~ _ / v~ ~v- ~ ~ 1 ~ ~ ~ I I1 I I ~ 1 ~ I I 1 1 1 i t I I I /i l / I i 1 II I I ' I 1 - r ~ ~ ~ I I i 1 I /
l VA\ \ i~~l I I 1 V v v ~ \ 1 ~ V 1 1 A ~ ~ `v ~ v - / 11 / I I I / ~ / I I1 "J - ~ ~ A A I I I 1 1 I / / / / / ' I ' I I 1 / / ~ " ~ I 1 / / l ~ /i / _ A / I 1 I I / r - l r ~ ~ V ~ II I I / ~ r Q 1 - ~ / /
r ~ ' ~ r l \ V I 1 I I ~ ~ ( ~ ~ I I I I / ~ / /
1111 1 f \ 1 1 \ - 1 I \ \ \ I I - ~ ~ \ - _ / r II I ~ / / / -.J~ Q I / //F / ~ ~ A III I { / l " I I
- ~ / ~ ~ \ 111 ll I 1 I ~ - 1 i I I / 11 11 .J~ /jl: l
' r A I I A I I 11 / 1 ~ \ h ~ / / i ~ A I 1 ~ 1 / / ~ 1 I I ~ / A
\\V A A V~ I \ ~ / / / ' ~ y ~ - - ' ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ VA v~~ \ ~ /II 1 11 111 ~ / / ~ r 1 1 II \ r 11 / l/l \ . - _ ~ ~ ~ 11 1 \ 1 ~ 1 ~ l / ~ - ~ i I I ljl ~ /l ~
1 ~ ill`---- i ~ / l ~ ~ ~ ~ ~ ~ ~ / r ` ~ I 1 \ / i 1 II / / I I ~ i i / r 1 0 / 11
~ l ~ \ ~ \ / i'~ ~ l I I i~ / r l/1 ~l 11 l ~ 1~ A ~ ~ r 111 / II ~ I ~ / lil ° 1/I ~ ~ I~~ r ~ ~ ~ ~ rill 1 l~ I _
/ ^ / ~ ~ - ~ ~ \ \ / I i ~ i ~ /l/ / / v ~ v v ~ 1~ / ~ II 11 / ~ ~ /
\ \ - \ ~ V ~ ~ ~ ~ ~ ~ r ~ 1 / r I / I l I 11 ~ ~ / / / 1 ~ i ~ r ~ \ \ \ i I I 1 ~ ~ /
/ - i ~ / \ \ ~ v ~ ~ ~ + ~ ` r I , I ~ ' I I II ~ / iii V ~ ~ ~ ~ ~ ~ A~~ ~ ~ i 111 l I ~ r~ r~ /i/ ~ ~ii~ + 1
/ ' 'ice / / / / ~ - \ \ \ \ \ \ \ \ ~ \ ~ i ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ I I / 1 I I 1 I l ~ r ~ r ' ~ ; /j// 1 ~ ? r ~I ~ ~ Il
1 / - \ \ I l / /I ~ / ~ / ' ~ i ~ ~ \ \ \ \ \ \ \ \ \ \
\ I I I " / ' / ~ ~ \ \ \ \ \ \ ~ \ \ \ \ I I I ( / / ~ 2 \ ~ \ \ \ \ \ \ ~ II l~ / / ~ ~ ~ ~ A v\ V v v v I A v v ~ ~ ~ ~ ` v`~ ~ ? ~ ~ v ~1 IIII / I I I I / ~ + 1 I : lll/ I ~~1 ~ 1 ~ ~ ~ v 11 ~ - 1 Il ~ ~ ~ ~ 1 / ~ ~ I I ~ 11 ~ v v~v 1~ ~ ~ ~ , I I ~ 1 , I I
II I I I 1 / / / \ ~ ~ \ \ \ \ \ \ \ 1 1 1 \ I I I I ~ I , ~ v ~ \ v v ~ I 1 1 I'~ ~ v ~ ~ r II ~ / 1 ~ , ~ Il I 1 1 v~ v ~ ~ I I X 1 1 I / , 11 N I ~ 1 ~ ~~1 I \ ~ 11 ~ r , ~ 1/
I I I ~ / I I ~ ~ \ V A v ~ I I / I I I I I / vv v i v v v v I I I ~ I I 1 1 I / 1 1 / 1 ~ 1 1 ~ ` 1 1 1 1 t r 1 _ 1 ~ ~ 1~ 11 r I 1 J r ~ 1, ~ ~ r ~ 1 I 11 , ' ~ 1 r ~ 1111 111/ ~ I
I I I ~ \ \ I 1 \ \ \ \ \ \ I I ~ I I I \ I ~ ~ ~ ~ / \ ~ I I I I i< < I 1 i~ r ~~i ~r - ~ 'V~ 1 1 r 1 1 I ! 1 r ~ ~ 1 ~ ~ ~ ~<<~ ~ I I 11~ r r ~ III 111 111 , ~ ~
1 1 1 1 1 1 I I I~ \ v v ~ ~ ~ A A\ V A v v v l l( 1 \ 1 1 I / \ \ \ / \ \ \ \ I 1 \ 1 1 1 1 1 I I ~ / v A J / ~ I \ V A v v 1 1 1\\ V I l 1 - - ~ ~ - ~ ~ 1 / / ~ 1 ~ 1 I 1 ~ 1 ~ ~ ~ I 1 ~ r / r II I l / / ~ ~ ~ ~
1 1 1 1 1 1 1 I I ~ \ / v v \ \ V A v v v I I ~ 1 1 V 1 ~ _ V ~ v v v l l 11 1 V `I I 1 1 1 1 1 1 1 v v V / ~ ~ v ~ t I v \ I \ I 1 I ~ ~ ~ 1~ ~ 1 ~ ~ ~ ~ r r ~ 1 II /l 11 l/ / ~ ~ ~ r I ~ ~ ~ I ~ , r III / I/l1 ~ ~ ~ ~ ~ 1 i
I 11 1 1 1 1 vv v ~ ~ v v / / v v 1 ! I I I I I I I 1 1 v ~ ~ I I I I I I I v 1~ ~ 1 , r~ I I l~ I r/ ~i ~ ~ ~ I ~ ~ I / / \ I ~ ~ ~ \ ~ V - i r - I l / ~ 11 / l/ ~ ~ r
1 1 \ ~ \ ~ i \ ~ \ I I I I I I I 1 1 1 \ \ \ ~ / / / \ \ \ ~ / / / ' / ~l I / I 1 I I I I ~ ~ ~ ~ ~ ~ ~ 1 v ~ I I I I ~ ~ ~ \ ~ n
1 1 \ \ \ \ \ / _ ~ / ~ / / / ~ I I I 1 1 1 1 \ v v A~v \ \ \ / ~ v v v v / / / / ~ ~ / I I A I ~ ~ ~ ~ ~ ~ ~ r I i i ~ ~ I 1 ~ ~ ~ ~ I i ~ _ ~ I i ~ `r ~ ~ ~ ~ ~ I I ~ i I 1 \ ~ ~ ~ ~ ~ ~ I ~ ~ ~ _ ' I II iii i// ~ I ~ ~
/ \ \ / / / / i i / 1 ~ 1 A. v V v A V ~ v v v l ~ ~ ~ ~ ~ ' \ i 1 \ \ \ / ~ \ / / ~ i l I 1 V ~ ~ ~ ~V ~ / ~ _ i I I I / r 1 / /
\ \ \ \ \ \ \ \ \ \ / / / \ \ \ \ \ / / / / i i i l 1 \ V / / / / ~ i / / / - ~ \\V r ~ - ~ _ ~ ~ r ~ III ~ ~ / ~ / / / / / 1 ~ ~ . VA V~ ~ \v~~ ~ ~ ~ ~ II III -1• i i / / ~ / ~ + !
\\V A\\V~VA V VA\ ~ / 1 o A / I ~ - A~ / I / / / / /
v \ \ \ / / V / / ~ i ~ / / ~ VA Vv / ~ II i I ~ \ ~ A I 1 ~ - ~ V I I , / J~ / / ~ - \ ~ I I ~ / / / / 1 V~ II /l 1l ~ / /
~ \ \ / / I I \ \ \ 1 / / / l / ' i / ~ ~ A \ ~ ~ 1 1 a 1 I / + ~ ~ / / / i \ r I I I I l \ / r ~ ~ ~ ~A~ 11 ~ I ~ III M ~ / / / / l / l
vv v v vv v v I I v v v 1 1 / / / ' \ \ \ \ \ \ / / / / \ 1 1 / / / / 1 I ~ \ 11 \ 1111 ~ I 11 III r~ / / / I Il
\ \ \ \ \ ~ / l / / \ \ \ 1 / / / l / l / / / ~ ~ i / / / _ - - \ \ \ \ \ \ \J l l / l / \ \ \ 1 1 \ ' / / / l l ! / / ~ ~ / i i ~ 11 1\\ ~ ~I~ II IIII r/// ll ~ ~ / / , /11 1 l 1 1 A 1 _ ~ i,
V A ~ ~ / / / V A / / / ~ ~ / \ ~ \ v / / 1 1 / / / ~ / \ / _ A / / ~ ~ ~ ~ / l ~ / / ~ I \ _ I I /i ~ \ i l r r I r ~I 1 \ III , r'r (~,~'i- ~ ~ r I I
V A \ A \ ~ ~ / / / v 1 1 1 A i / ~ l l l l l / / i i , ~ / / - - - V A A \ \ V . ~ ~ ~ ~ ~ / / / / 1 1 1 / / / / / / / ~ - ~ / / / . v v~ v v ~ / / V 1 / / / / ~ ~ / r , I / 1 I 1 ~ i ~i ~ ~ ~ r - , r / / I ~ ~ / / i 1 I I III I I I ~ ~ ~ 1-r ~ r , ~ 1
VA v vvvv v / ~ ~ I ~ I V 1 1 11 1 ' ~ / / / / / ' - V v \v A ~ / / ) /A V 1 / / l l l / / ~ ~ / / ' / i / ~ II 1 ~ ri I - 1 III I~ I ~ ' ~ ~ ~ ~ ~ r ~ I ~ rr ~ ~ ~ 111 1 II ~ I I %i r r~ =_r r 111
v \ V ~ / 1 / / / ~ / v ~ v \ - / 1 1 1 / / / ~ / v v ` v \ v v ~ ~ ~ ~ / l l l l A V A 1 ~ / / ~ I l / / / / l / / / ~ / r ~ i / ~ I I 111 ~ III I I 11 I r~% ~ ~ r ~ _ _ ~ I ~ ~ 1 I 11 ~ III I I rr ~ (1 \ ~ ~ - / / l
~v V A ~ / / V A V \ ~ / / I l l / l / l ~ ~ / i / V A ~ A ~ ~ i / / / / V A A / / / / / / ' ~ ' ' - - ~ V A A v v ~ - - ~ ~ / / ~ \ \ V \ \ ~ / ~ / / / / / ~ ~ / / / / ' ' ~ ~ lII 1 II ~ ~ I II r r L1 I 1 ~ ~r r ~ ~ 1 Ill I 1 i r/ ~ ~ - r i / / 1 II I II r~ r'~' ~/I I _ _
V~ V A A v v v v ~ ~ ~ , - ~ ~ / / / \ V A \ V ~ / / / / / / / / / / / ~ / / / \ ~ ~ i / V V A A / / / / / / _ ~ ~ ~ ~ ~ r I I ~ 111 I II / ~ / / ~ ~ ~ ~A1 I I 1 I ~ , ~?,~rr~ _ 111 ' ~
A V A V v ' ~ / V A A v / / / / / / / ~ / ~ / V A ~ ~ - - ~ ~ i A V A \ ~ ~ / / / /
\ V v ~ ~ ~ / / / V A A / / / / / / / / / ~ ' / / / / / ~ _ \ ~ 11 I / r \ 1 \ ~ ~ ~ ~ ~ _ _ - ~i ~ , ~ ii~,~ - ~ A\11 ~ II - / i~ 'i AA V / r ' ~ ~ / ~ r ~ ~ ~ ~ \ ~l II i~i ~ ri ~ \V ~ AA ~ l ~ ~ ' ~ 'r
v v ~ ~ ~ ~ ~ ~ A / ~ / / / ~ v ~ ~ . " / V A \ \ V / / / i / l l / l / / ~ / / l / A V A / / / i i ~ i / i ~ - - - - - i i ~ ~ ~ ~ A ~ ~ A \ i 'i ~ VA \ . / ~ ~ i ~ ' ' - ~ ~ - - - - - - - ' i i ~
V ~ i A ~ / / ~ / / ~ ~ ~ ~ A A \ V \ \ / / / / / / ~ i~ i r \ / / i i i ~ - -
v v v ~ ~ \ \ \ V A / l I l l ~ ~ ~ ~ / ' r A P\ I ~ ~ ~ ~A ~ r r r - - _ i i, i ' r ' r V III ~i ~'i, \ ~ r ~r~, ~ r ~ l ~ ~ r '~r
\ \ ~ / ~ ~ A \ V A A V \ ~ / l l I / / ~ i i i ~ ~ ' r , i ~ ~ ~ - 1 ~ - - - / \ ~ \ ~ ~ ~ ~ A\ ~ / / ! r ~ / l / l / ~ ~ r
\ \ \ \ ~ ' ' ' ' ~ / \ \ \ V l l ~ l ~ l l / i ~ ~ i i i ~ i / ' , / \ V \ ~ ~ ~ / 1 \ V A A \ \ l / / / / / / ~ / / ~ / i i i / ' ' ~ \ ~ J~ \I / ~ / / r ~ r r ~ ~ i AVA ~ ~ ~ i ~ ~ \ 1 / / / l 1 / l r / l / / ~ r
\ v i ~ V A V A A ~ / l ~ ' ' / i ~ v \V ' ~ ~ \ \ V A V ~ ~ / ~ ~ ~ l ~ l l / / ~ / i i / ~ r r 1 ~ / i i ~ / l 1 I l l~ ~ l r ' r ~ ~ ~ ~ III r , ~ ~ ~ ~ V`, 1 / / I I I / / l 4 .y ~
\ \ v _ - 1 1 1 I 1 1 / / / ~ / ~ / / / / i , r / ~ l 1 ~ ~ ~ 1 1 I / / /
v ~ v ~ / 1 1 1 1 I / / I / ~ / / / ~ / P ati - I 11 (~1 I I / / 1 o s ~ ~ I '.J / l I I G 1
~ - ~ ' i ~ / \ 1 1 I I I I / / / ~ / / / / i ' ~ i' / ' / i ~ ~ Y i / _ V A 1 1 1 I l/ / / 1 / ~ ~ l l ~ l l / / / / / ~ / / / ~ / , r ii~ ~I I1 ~ ~ \ A / I ~ 1 - , - ~ ~ I I 1 Ill 1~ ~ ~ ~ \ , / I ~ I
~ / ~ V 1 1 1 I l / / I / / / / / ~ ~ / / / ~ v ~ / /VA A V A I I I l l I 1 / l / / / / ~ ~ / / / v ~ , ~ / / V A A ! 1 / / / / / / / / / ~ ~ / ~ / / i ~ / 1 + ~ ~ ~ ~ I 1 I 1 1 - 1 I 1 ~ ~ 1, ~ v
~ ~ ' ' A I ~ I 1 / 1 I / l l / / l l l ~ ~ ~ , ' ' ~ / / / ~ - I I I I I I I / / / l ~ l l/ l / l l/ / ~ / / / ' 0' ~ I ~ I ~ ~ \ f I I 1 \ ~ ~ ' ' ~ ~ - iii % I I I 1 1 ~ ~ ~ V 1 I I ~ ~ \
/ I I l ~ I ~ l l l l/ / I / ~ / ~ II / / / / / ' ~ / i 'ii~ii I ~ ~ A 1 1 I ~ r , ~ ~ ~~'ii i Oi I I I I 1 I \ " i AV A ~ \ \ ~ A 1 \ 1 ~ ~ ~ V \
` - , /I I I IIII I I / / / lI 1 ~ ll / / 1 I / / / / ~ / / I I ~ / I / / / 1 I / /
~ / I IIII IIII I ~ - ~ / I I I I I I I I v I I / l / / / / /I I I I III I ~ l l I I I I I l / l l / l l r r 11 IIII ~ \ \V ~ ~ ~ ~ ~ ~ ~ ~ ~ ` ~ r ~ r I ~ ~ ~ 1 r ri / II ~ \ ~ ~
/ I I l l I lI 1 I ~I ~ / / I I I I I I I 1 1 / ~ l l l I ~ v I / I / I 'rir l l V VI I A \ ~ ~ ~ ~ ~ ~ ~ 1 ~ is , ~ ~ II I I I ~ A ~ 1 ~ ~ ~ ~ ~ ~ ~ i rr i
v ' / I I I I I I V / l/ / I I 11/ A 1 1 1 I / I I / I 111 I / / I I 1 I I ~ ~ i I ~i III ~ ~ ~ ~ ~ ~ ~ ~ ~ ~
s'~ I I 1 1 1 I I I v / / / ~ 1 1 I I v~ 1 1 1 1 V I i I I I I) v / / 1 1 1 A-, 1 1 1 1\ V I I I i ~ir~iii l % III I ~ ~ ~ ~ ~ ~ ri / / I /ii~'i~ / / III I ~ ~ ~ \ VA ~ ~ ~ ~ ~
IIII ~ 1 1 1\ 1 1 I / / 1 1 ~ : ~ /1 I I I ~ \ \ \ V A ~ ~ ~ ~ ~ A ~ ~ ~
~r T I
tii
~1

- - r - '
1
/ / / 11 I I I I 1 V 1 A 1 11 v v A VA v A vv ~ v v vv`v t~ / / / / I 1 1 1 1 1 11 , / I / / / / / ~ / 1 I 1 1 I r 1 v ~ 1 v v V~ vvv \ V / / I / / / , 1 / l I I 1 i I I I I I I v A 1 1 1 v , v~ v \V V~ / / 1 1 / 1 1 1 1 / / 1 \ ~ ~ III IIII AVA1 A I I III ~ l V A I I I 1 I I / Q~ I
( l J I I / I \ 1 1 1 1 V v , v v A Vv v / / l 1 ~ / / 6 ~ ~ 1 III II 1 I I III I ~ ~ / t v v v ~ ~ II it I I vv1 11 ~ II } ~ V I ~ II
v v v ~ ~ v I 11j111 IIII 1v111 I /III 1:~~ ~ I IIII `II 1 111111 II v v}, I I l l' I I c I 111 III -
/ / ( I v ~ ~ , / / , / / / 1 / v v ( / / 1 / ( 1 v v v v v / v ~ v v v v / I/ I 1 I 1 1 1 - I'\ v v v / / / / \ \ , I IIII ~ I I / ~ Vl I 11 1 V \ 1 A ~ \ I I I 1 I I I I ~ I I I
( / 1 1 1 l l l ( / 1 1 ( 1 1 1 1 V A 1 \ / v 1 v v v v vvv / / / l ~ r( / I l \ _ ~ / / / / / / / 1 I 1 _ - / I \ / / / 1 I / / 1 I / / / / / 1 1 - - ~ v~ Q~~ v / V ~ A V 1 II I~ II 1 1~1 \ V 1 \ ~ \ ~ I I I
/ / / / / / / / I I 1 \ - - ~ / ~ A \ v V VAA \ VA A / / / ~ A \ ~ / / / / I 1 / 1 / l ( i ~ / / \ vv v ~ vvv vv vv / / ( v I 1 1 :J V 1 ~ \ \ II II Ali I I 1 v v I I 1 ~ ~ 1 -.J
/ / / / I / / \ \ / \ / / / / l / l 1 / I v l ~ l/ V ~ v v VAAV A A \ / / 1r' , v~ V 1 1 1
l 1 1 1 I 11 A ! / ~ / ~ / v v~ vvv v~ 1 ll 1 1 1 1 / / / I I 0 ~ v vv v ~v vv I , - _ ~ A A I ~
/ 1 I 11 ~ v v vvvv ~ / / 1 ~ ~ , ~ v v vv v v v ~ v / / / / / 1 I I V11 ~ v v~ \ V 1 , v / / / I I I , 1 r v vvv \ v vv - - ~ - .J I v \ V 1 A I I I/ II I ~ 1 A 1 I ' I III I I r
/ / v ( \ v vv ~ - - I v 1 / / / / / / / I I I I AA v_ / v~ v vvvv ~ `vvvv ~ v I I 1 l/ , 1 1 \ 1 1! lr r i ~ ~ ' III I ' I III I I II I I I 1 D( 1 I I( / / ~ ~ ' I I . I I
/ / / / 1 1 v 1A vvv - vv`~ ~ vvvv~`~ ~ ~--1 1 / / / / ~ ( \I ~ 1 / v v ,vw - , / , - / l / / l V 'U v v v v v v v / ~ J r_ l I I I I / (Q~ 1 I 1 1 IIII!/ /l `~1`(~ I I IIII ~ r CJ I ' III I 1 I l l J / ~'~~I~ l I I I ~ I 111 I I
1 I 1 11 l ~ I I I I 1 ~ I I. ~ 111 1 i ~ II J ~I i ~ I J I l ~ ~ ~ / I I I III . I.. I I l I/ / / ~ ~ I I ".J ~ I
/ / ~ , l / / / / l ( ~ v V A \ \ ~ / ! 1 /l 11 J / I / _ IIII ~ 1 ~ I I I I 11 1 1 I ~ / I I I I I / I I
i ( ~ ~ ~ V A V V~ / / / / / ~ / / / / ~ / ~ I / / / ~ - I C.1 v _ 1 v ~ v ~ ~ 1 ~ ! 11 11 I I / I ~ I I I I l l l IJI11 \ l~ III` I I l III 1 1
/ / I / I ~ i v ~v ~v _ V I J I !III I I l I ~ I ~ I/ 1 1 1 i I 1 l I I / I I 1 V ~ I I I I I I I~ ~ 11 1 I1 I I
/ / ~ ~ / / I ~ ~ ~ v v ~ I I 11 1 i III I I I 11 II 1 I I ~ I / ~I I / III I 1 \ I 1 11 I I I ~ 1 I I J I
/ / - _ / I ~ ~ ~ v _ 1 / 1~ ` I I I I I I I ~ I I IIII I I I ~ 1 1 1 I II ~ 111,,1 ~~I I I ' ; I
l~ 1 v i / ~ 1 v I - ~ v- - l I \ \ ~ , , / ~ ~ I ~ ~ ~ v v v ~ ~ / A ` / ~ / ~I ~ I ~ ~ I / ~ I V v ~ I I I 111 IIII A \ III I / 111 ~1 I / 1 ! I I I lIl 11 l ,I ~ ? 1 A \ \ II i/ III I l l I 1 1 1 ~ \ ~ I
i 1 ~ ~ / I I 1 / ~ A _ I ~ 1 ~ / / I I I v I / ~ A v 1 1 I ~ ( ~ / I I~ V I ~ I I I 1 II ~ \I I 1 } IIII I 1 ~I III } ~ 1 111 ,1 I \ 1 I \ ~ I 1 Illll111 - 1 VA I~ II IIII III IIII } I 111 .III
\ ` ~ A ~ 1 l I I I 1 / / / 1 11 1 / 11 / v v / ~ 1 v ~ I / / ' (1 (0 ( / j1,~11 I ( 1vl 1 v I l I I Ilf II ~ 1~ %1 VII ~ I I ill 1 IIII I II ~ III I \ I I II II V / I 1 1 ~ I II 1~ ~ I I 111 ~ I 1
/ ~ 1 I ' I I / / 1 \ ~ / ' / I I 1 'CJ I / ~ C1 A - / 1 I l I I III I I 1 1 \ I I I\ 1 ~ I III I I I I I I I I II II I / / I I 1 I I I I I I 1 I ~ I I A ~ I I I Iflf Ij11 / / III IIII 11~ I rl , III I I I II :IIII
1 1 I I ~ 1 / I I I I / v I I I ~ 1 ~ 'fix ' \ / , , / 1 ~ ~ , , ~ 1 ~ I v ~ I / III 11111 I / l/ III 11 III/\ l i I III I I III III I
I / 1. 1 1/ I ~ ~ I / ~ I I l 1 / / / I \ v I ~ ~ v ~ ~ I II II ~ l ~ l i 1 1 1 I I I~ I / I ~ II 1 ! + I III II l 1 1 I 11 I I~l I I h I III I
I 1 ( I I / / / / / / I I V vv v-~ I 1 ~ 1 v I / I I / / / I V A~ / I ~ + ~ ~ 1 / ~ V ~ V I I II I 1 Ali/I 1 / II I I I I I 1 ~ I I 1 1 I / i 1 I ~ I I I I I ~ ~ V I I II I I ~ I } I I / 1 I I I i l I II I 1 ~ / i ~ III I I I II / I 1 ! I I I ~ V ~I I I
1 I / / / / / / I / \ v / I 1 v I 1 / / / I ( / / / l , I I I A ~ 't 1 / / ~ / i v ~ ~ I I I I 1 1 I I , ~ ~ I I I I I 1 i ~ I I I I 1 I 11 1 (l l II I I I :.1~ V I i 11 ~ ~ I I I I I~ / i / / I I I 1 I I ~ ~ ~I11 ~ I I
I I ( / 1 / / / / / / / ( / / / / ~ V ~ ~ \ V I ~ / / 1 I / 1 / / ~ I ( I \ 1 ~ ~ / I _ / / / / ~ ~I ~ ~ 1~ v ~ / 1 `V I V 1 ~ ~ ~ \ (~i t ! 1 l 1 1 IJ / \ l I I I ~ I I III I ~ I I i t I 1 1 I v I i ~ y 0 I ~ ~ ~ \ ~I I I 1 I I 11 I c A/ I II I 1 IIII I I
i~ A lil 11 ~ l l l 1 1 I l l V I 111 \~I'~ A / 11 IIII I I + 1 III III , ~ _ ] 1 I V } ~ v I ' I I III i II
~ ~ , \ ~ //I / 1 \ \ \ I l ~ ~ ~ / II 1 I l I ~ 1 I I I I / /J / ~ 1 1 I \ 1 \ ~ J I ~ IIII II i ~ / I ~ I 1\ 1 ~ ~1~~ I ~I II l I 1 I I I
r / l 1 1 I r v ~ z~ ~ ~ , ( 1 ( l , / ~1( 111 ( I I 11 ~ / I / / ~ / , ~ ~ / / ~ 1 1 I I 1 1 \ } I// II I ~ ~ VIII III I ~ J/ / / ~ / 1 1 1 1 I 1 II/~ I/ VIII \ I 1 jll II I
r 1/ 1/ l / l 1 r 1 ' I I I U I 1 v~ / , I / / ~ ~ / I r~ ~ / 1 \ / / / / 1 111 I / / II I \ 1 111 I I ~ ~ / / i 1 I \ I ! VIII 1 I 11 I ~ ~ /n i / / / I I I 1 1 / III I/ I I Ili \ I IIII II
I I l (1 1 v , v ( / l l / / / ( 1 1 ( ( ~ ~ v ~ 1 v ~ / ~ , - / / 1 I 1 I 1 I I 1 II ~ \ III ! I I
l l I l I ~ I ~ ~ ~ l l l / / ~ / v i A`,' / ~ I \ ~ ~ ~ ~ ~ i / / / / I I I 1 1 1 I I / I 1j1 v~~~ I IIII ~ IIII II / / / / I I IIII I! A~~~ 1 I ~ I III II 1 _ ~ / / 1 1 I II ~ I~ ~ I
/ / / / , / / / / / / ~~I 1 1 I ~1 l~ - ~ 1 ~ ~ ~v \ l A~~- i- / l l 1 I 1 I I / I ~ I I III 1 ~ / III ~ I I I i / ! 1 1 11 V " I I I
/ / / ~ _ 1 v v ~ / / / ~ ~ ~l~ ~ v~~ / / I ~ 1 I I I II 1 A I 1 ~ ~ ~ ~ ~ IIII ~ I 1 ~ ~ I I I i .I I / }v I~ 1 ~ I I I IIII I Ii~ 1 \ ~ l / I ;ilk" ~ ~ III I I• i III III A
, / / / ~ / ~ ~ 1111 1 / ~ l I ~ ~ ` v l ~ v / / , _ , / / / `i I ~ ~ / / ~ r~ I( I ~ I vvv ~ l 1 l I ~11 I I 1 ~ "J III P / / I Y I I 1
/ ~ II / ~ ~ ` / ~ - - ~ l l I I l l / ~ II I - ~ ~ ~ I IIII ;III 1 r~~ ~ / / / / /II I ~ III 11 1 ~ / / I / I / I ~ I I ~ ~ ~ I I ~ I I 1
/ / / / / , ~ I 1 \ 1 / / / l / 1 r/ll i -v / / / ~ / ~ ~ I A~ ~ 1v`~, I 1 I ~ l / ~ l I I I / I i ~ _ ~ I 1 III 1 I I 1 ~ ~ I / ! / / / / / / / I ~ . I III 1 1
/ / / / / ~ / ~ ( I f~ ( \ ~ I \ I~~A~ ! / / / / / / / / / II / ~ I I I IIII ~ II 111 \ ~ ~ ~ ~ ' ~ ! / / ~ X11A I I I 1 1
/ / / ~ ~ / / / I " ~ ~ / I I / ~ ~ ~ r I ~ v vv ~ I I I I ~ / / l / l I I l ~ 1 11 1 J III I I 111 ~ _ / / / 1 1111 ~ I I I 11 I I ~ ` / / / / I I / V / I I ~ ~ 1 \ ~ ~ ~ ~ ~ I 0 I / / / / I II III I I I 1 1
/ I( I / v ~ / ~ III / I ~ ! I 1 i- ~ / I I V ~ ~ 1 ~ ~ ~ Q / / / / ~ / I J I I II I / I ~I I l o I 1 1 1 ~ ~ ~ ~ I I / / / / I / I III III ~ I I I• I ~ I
2 II v I ~ / ~ i ~ ~ III I / ( 1 ! ~ ~ ~ \ \ ~ / / / / ~ 1 \ / ! II I ~ IIII I 1 I \ \ ~ ~ I i r_ I ~ i I II 1 ~ ~ i / ! / \ CJ IIII IIII 1
/ ~ ~ III / / 1 - - I / 2~ v ~ ~ s / ~ / /d11 \ I ~ ~ /v1 ~ ~~y yy ,r 1 ~ ~ / ~ ! / / / ~ J I III/ - ~ 1~ 1 \ ~l~ ! I/ I ! I / l l l I ~ I ! I IIIIIIII~,__- ~ ~ I I
- ~ ~ l 111 l( / _ I V / I / I v ( v / / / /lull ~ \ ~ i A l A 1 \ I ` ' / ~ / / I ~ J v / / / / - / V ,r„ ~ I I ~ ~ ~ ~ I I ~ 1 / . ~ III 111 \ I I I I ~ ~ I 1 1 I it III ~ ~J III I ~ ~ J / 1 / l I r v I 1 1
/ i ~ ~ ) /I , ~ ~ ' ~ ~ ~ ~ ~ I I I ! I l IIIIIIIII A ~ I I III I ~ ~ ~ ~ V~ ~ ~ ~ ~ l I / / I V I ' ~ A I V ~ ~ ~I I I I Q I I ~ l I II
/ l// / / I ~ ~ I 'f' ~ ' ~ ~ ~ 1 ~ ~ v r~ / / ~ / / 1 'V ~ ~ l / ~ / / ~ ~ 4 • , / 1,~ 1 v _ / C,r ~ ~ 1 1 1 ~ IIIIIIII ~ ( I I ~ ~A I / I / / / 1 I ~ "J~ JIII; I v ~ I ~ I I 1 I I l I V I I I ~ / I I I 111 I
, , 1 / t / ( ( ~0 / \ ~ \ \ / / \ , / I i•<,,,: ~ ~ ; ; ~ A 11 ~ v / / I I I :J v l + 1 III I ~ I I / ~ ~ ~ ~ ; ~ _ ~ / I 1 I I I Oj ' 1 I ~ I III I I 1 }
v (11(1 / lll~ l ~ ~ v ~ ` 1 v ~ l v 1 ~i I ~ vv r X I ~ ~ ~ V / / I 1 ~ I/ ~ I I Illlllli ~ I ~I IIII I X 1 ~ ~ I I ~ 1 / I ~ / \ III
\ ~ r ( I / ~ , \ , r_~p ~ (i / I 1 I / ~ ti ~ ~ \ 1 ~ ~ / ~ , / 1 \ CJ / 1 I I I I ~ ~ ~ , ~ I I I I ~ ~ ~ 1 v IIII;III11 - - J I I / 1 1 ~ - I \ 1 ~ ~I III 1
. I Jr 1, ~0 1 ti~ ~ I~ \ / , 1 1 / 1 l \ 0 ~ ~ + I 1 _ _ ~ I } ' ~ ~ ~ ~ ~ ~ - 1 1 111
~ 1111 ~ vv11 1 / / / 1 v ~ A- - / / 1 / ~ v ~ t v ~ \ 1 1 \ - ~ ~ ~ ~ ~ ~ 1 / 111 1 I / ~ I r - ~ 1 • ~ 1 ~ - ~ 1}
\ , ~ / 1 ~O I / ( I \ 1 - ~ / r 1 1 ~ - I ICI ( / v v / v \ 1 \ \ _ ~ ~ ~ ~ I - ~ 11 1 I 1 1~ v ~t-~,:,~_ ~ i I I I I ~ 1 111 h1
1 ~ / 1\ \ 1 t 1 v - ~ l 1
1 ~ ~ ~ ~ v~ ~vI 1 ' ~ J ~ I / ~ ~ I y ~ \ ~ 1 / ~ / ~vn111 I 0/ v / / \ 1 V } V I ~ ~ I I ~ / - ~ _ -
/ - v VA I I ~l ~ I / -1~ / 1 , , /1)/111111 III I 1 1/ / /~l ` l v / / / / / ~ \ 1
/ , I II V / 1 i/ 111111111 / ~1 l AA\ /i-v l l / l l~1 / l ~ ~ \ \ 1 \ 1 1 / \ /i~ f' ~ t, - SIGNAL 1 \ I I I I _ ~ ~ I J ~ II III w.-
~ , / / / I I / I / v / / ~ / / ~ i / / / / / / I / / v I ~ ~ v _ _ l / ~ / v \ / I 1 1 ~ I I I I ~ C1~ 1 II
/ - ~ ~ / / ~ / / ~ /l/ ll 1/ I / ! l V 1 / ~ - / l l ~l l l ~ / ~i/ /il/ / .,1, / A ~ / / l / ~ ~ / 1 v / ~ / 1 t ~ ~ - , 1 / / / /l ( / / V ~ ~ 1 A I I I ' / V l~ r I ~ / ~ ~ 1 A \ I i ~ I ~ I/ I ~
/ ~ I - / ~ ~ ~ I / 1 / - - / 1 / i ~ i~' ~ - / I I / / / ~ , / ~ I , v / / / ~ f r I I I I ~i' l ~ / \ , l I
/ //i / i~ / / I \ , ~ / I ~ / I ~ I c / / I I ,I 1 ( / ( ~ ~ 1 \ ~ ~ ~ r ~ I I I / h/ ' 1 ~ I ~ ~ 1 ~ v } i I , ~ 1 ~ I I I III ~ ! I
I / 1 / , v t~ ~ ~ I / I a~ ~ \ / ~ / l I / / A \ / ~ ~ _ / I 7 I I 1 ~ v v I ~r ~ I 1 ! ~ v I ~ I I v ( / 1 1
/1 //i////~ 1 v 1 ! ~ I / / / I I / / / \ 1 / ~ ~ ` v ~ I I 1 ~ I I q l Gj
/ / / -J / \ ~ / / I 1 I \ v ~ ~ / v ~ I I , ~ ////i /r ~ ~ ~ I l I l r v~ ~ l / l I I I I v ~ 1 v V I I v~ / I / I VAA 111\ 1 1 ~/i ~/i~1 I
/ /r ~ + r I / 1 ((1111r 1 v~ , ~ \ 1 III ' I 1 ~ / / r ~ I I \ \ ~ ~ ~ ~ ~ ~ ¦ I / / 1 V 1 I / I l r 1 I I \ I I~ I I 1, ~ ~ ~ ~ ~ ~ / t !I Il I - ~ _ ~ ! ~ i / ~ / ~ I
111 II I ~ / I / vA , / \ I I I II I~ ~ ~~--/mar ~ ~ / - 1 1 I I I I I ~ ~ ~ ` ` - - _ r1~~ ~ v ¦ l I V l I / ~ll l , ll/ 111 I I I I \ ~ 11
/ I\ 11111111 I ~ ~ 1 I I ( l ~ / I I / AV I Illl V 1 ~ 1 ~ 1 ~ ~ i v ' / I Ill v \ I ~ v / ~ v. , ~ / /
\ \V AVAVA I 'CJ ~ - 1 / ' v / _ ~ ~ / / 1V 1 VA V / v ~ 1 1 / / / ~ I I l l I I / i'I / V`- ~ III I / 1 ~ jl r/l/ i A\1\ 1 X / ! I / , 11 I J 1 ~ v1~
I I I I vv~~ ~v / 1 / I I v / ~ , 1 \ \\~AVA A / I I I r ~ I 1 } / v 1 / / ~ I I / I I / it lu v1~
v1 vv~ '~'1 ~v ~I , , 1 I , \ 111 11 \VAAVv 1 V ~ ~ I I ` ` v / 1 v~ ~ ~ v / - _ / ~ ( \ ~ I I \ \ \ / / \ \ / 1\ 1 A~V ~ 1 v / ~ A / , i r ~ I l / I I I I ~ / I ~ / ¦ I 1 / 11 liJ ~ lil/ ~ v v~~1 i ~ / / I _ i l l I I l /
\1. 1 \ \ \\V~ J V v 1 I I~ ~ ~v ~ / v ~ / V v~ / ~ 1 1111 1 1 \ VA Vv \ V A~ ~ ~ 1 1 I I v ` ~ ~ / ~ v , V ~ v - - - r ~ i / / I I J I / I - ! l ~c \ \ / I / I _ _ _ _ _ / / I / / / / 1 i~ ~ / / J I i _ i / 11 I
v vvv v I 1 1 1 1 1111 v vv 1 ~O v ~ 1 ~ v , 1 _ 111 v v v v~v v\ I I v 1+ v`_ - ` ~ i I I / I 1 V 11 ~ ~ r / I V ~ / / / 1 1 ~ I r ~ ~ 1 III ~ / ~ / l ~ 1 I 11
1 v vv I - v 'v ~ 1 I ~ v / v / / 1 v ~ - i 1 ( 111 v v vvv vvv v vvv \v I v 1 I ~ ~ - v / ~ I 1. r v II I _ ~ 1 i i I / ll/ r 111 } / ~ ~ / ~ ~ ! I L.: ~ V ~ I J II fll ~ - _ ~ - - , i I / 11 l ~ /jll I 1
1 v vvv vv v 1 1 ~ - v v/ / - 1(h1 v v~ v v v 1 v~ 1 ~ \ ¦ v , ~ - I 1 v v v ~ - / r0 1 v v v v v v ~v 1 1 v I / 11111 v v v v / I 1 ~ ¦ 1 v ~ lip ~ ~ JJ` l~ ~ A \ \ ~ ~ 11 I I I + ~ / / J I 1j ~ r A V I I" ~ - -_r_ ~ } l~ 11
I 1 v ,vvv vvvv vv v vvv III ~ , ~ 1 P~ ~ % ~ / 1%111 V A 1 Av vv v\ \ I 11 r l ~ ~ 111 ~O / v v v ~ ~ II III,. / v v l l/i ~l//l l II III _ ~ Ila~:'1~~ ~ ~ ~ I -I f ~ ~ /l / I 1j
/ I II I 1 AA I l 1 / ~ ~ - J ~ I 1, ~ ~ III ~ / / 1 ~ l //li / l I ~ II I ~ ~ I IIII l / I v ~ i r 11 111
/I 11 V A\~ \V A A ~ ~ I 1 1 1 / ~ ~/~~v l l I 1 v V A v - I I V I 1 ~ - / / 11 ~ I 1 I I A \ V A AA ~ ~ ~ - 1 1 A V 1 / ` ~ ~ ~ - l/ 7- ~ ' ~ i i~ ~1 _ _ _ ~I l ~ ~ / II Jl /~~1 \ ~ ~ ~ I A ~ ~ l /l/ ~ //l/ I l 11
1 1I i 1I 1 l \v A \ vA ~ v~ ~ w \ V 1 1 I 1 ll ~v 11 I ~ 1 v v v v ~ v 1 ~ A ~~,,1 ~ 1 / ~ ~ A ~ / t / v ~i~ 11 11% ~ ~ /I I II~ ~ ` / I } I IIl / l ~ i ' ~ ~ l I ~ ` q I ` 11 l ~ l/l I / I
1 I I I 1. 11 v v v v vv ~ ~ A V ~ 1 1 I I - ~ - ~ ~ ` ~ / _ ' ~ ~ / l ~ I ~ ~ ~ / I / l I \ ~ ~ ~ ~ 1 ~ ~ l 1 / / l ' / I / I ~I ~ ~ ~ 1 ~ ~ ~ / /l l ljl 1 I
I I I 1 1 1 1 A~ v v~v vvv, ~ _ I V A 1 1 r _ ~~v~ , l / ~ - I : 11 1 1 / 1 V I v V A \ V Vv / ~ v i I A \ 1~ l / / ~ ~ / ~ ~ v , / / / i _ I ~ ! ~ ~ ~ / I / / / / ~ / I I / / / ~ ~ ~ y V ~ ~ ~ ~ A + I 1\ _ / / / / ~ V / II V ~ ~ ~ ~ / 1 I ~ 1j1
I 1 I / / vvv ~ vv ~ \ - III VA 1 1 l r , ~o~ l - ~ ~ - - - , ~ ~ ~ V A ~ ~ ~ ~ \ / / / ~ / / / / /ll I I \ ~ ~ ~ ~ ~ \ / / / / / I J 1 \
II I / r ~ I v vI ~ I ~ - ~ ~ 1 1 I r ~ / ~ I I 1 / 11 \ II I ~ V 1 ~ ~ 1 11 1 1 VA 1 / j ~ ~v`~v ~ ~ , ~ I r l 1 1 I/ v l I v / I / I / l~l ~ dJ~ l 1 \ A } / l l/ 11 ~ lJl I rr__ ~
I I I V I(/ I/I 11 v V 11 I 1 I I A 1A / / l ~ I `vvv /I ~ ~ / 11 I I I / I V 1v v v I 1~ 1 I 1 V r 11 - ~lll / l 1 I ~ lII I ~ i _c 1 ~ I / l ~ n~ ~ 111 l/l I .,i
I I I \ 1 I ~ I 1 \ \ \ CJ \ I I 1 1 \ \ \ \ 1 1 I 1 - ~ _ /I ~ - ~ I / t \v v~ I 1 / ~~,I 1 v ~ I / ( tom, v ~ / I / ~ \ Ill II 1 \ I I I I TJ /
1 11 11 1 / I I 1 1 vv v / I v, 1 \ v A~ \ ~ I 1 I l -v _ / _ ,
- ~ ~ ~ \ \ I I I I ~ I I I l / l l~ /j/ l ~ i ~ 11 I I / - I I I I V ~ / / / / / ~ i , ~ A II I I 1 1 1 1 I ~
~ ~ ~ A II 11 I 1 I I ~ / /j// / / 1~~ V A III I I \ I I I 1 1 1 I I I / ! % / I
\ l ~ ~ \ \ \ 1 'r~ \ \ ~ \ _ _ , I II I i i I / ~ ~ A I I / I I r / / /
1 11 l I I I / I / I I I ! / ~ ~ \ V A II I I i 1 / ~ ~ I / 1 1 i A l I / / I I I I I I lll l/// /
~i~ / 1 A V A_ i II I I / i ` ~ I I I / ~ i V I I l 1 / ~ ~ ~ 1 I I / / ~ r I v \ III I / ~ I I I II / / /
vA III l ~ 1 1 V _ ~ ~ v v ~ ~ II ~~A vv~~ A - - _ - / r v I I ~ / / / "J~ Q I / F - \ I I 1 / ~ , I I I / / / A III I 1 / l ~ ~ ~ I II / / / _ _ _ ~ v I I , / ~ I } I / / ~
/ \ \ 111 ~ I 1 I I - 1 / / I / ~ II 11 //1: /
\ ~ 1 \ 1 / ( ~1 I~ ~ / ` ~ mot. v l l , , / + I 1 / 1, / / / ! l~ v I 1 I 11 I v 1 ~ l: qR _ , v , ~ 1 , I I ~ / v 2
~ - - \ ~ 11 , 11 111 / , I 1 I I r / / \ 2
\ ~ ~ If ( ~ ~ ~ I ~ ~ II lily ~ WATT a I , - \ I / ' \ II / / r ! 1 ~ I I g l = I ! ~ '~sr RQrJ
'yam _ ~ ~ / v v ~ v/ v 'v I~ I ~ / I l/l 11 / ~R9 ~ - A / I 1 / / ~ ! i ~ ~ / / ' I ~ V ~ / i I I~'. I ~ / 11 1 1
\ ~ ~ ~ I 1 / I I ~ ~ / / I V ~ ~ ~ ~ / 1 ~ i 11 / 1 I ~ ~ ~ ~ r / ~ l
~ ~ ~ 1 ~ / ~ ~ ~ / I I r 1 / i ~ ' i - - - ~ \ , ~ ~ ~ ~ 1 / ~ I / 11 / ~ / \ ~ ~ I I I ~ i~ ~ V ~ ~ V / ~ / ~ ~ i ~ ~i
1 / / / i / \ \ \ ~ ~ ~ ~ v v ~ / 1 / I I , J i i1 ~ ~ ~ i,i } n~• ~ ~ \ N~~ \ \ IIII / l l / ' ~ ~ / % + 'V
~ \ \ \ ~ \ I II / I I l ~ / / / ~ v v v ~ l A v I I I l l I ~ (V /~/i /l 1
\ ~ \ ~ V / J I I / J fl i ~ /Il~ 11 I \ \ V A \ 1 ~ ~ \ ~ } IIII / I I I / ~ / / f l/! / I
\ I 1 I / r / , / / ~ / ~ , \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ \ I ( ( / / / / ~ ~ ih. A v A A V A I I ! r / / 0 1~ V A v v A\ V A \ \ V A ~ / 1 II / - J / / ~ ~ 1 / i i I
I I I I 1 / 1 / / / / / ~ ~ ~ ~ i ~ \ \ \ \ \ V v I \ \ \ V A A I I I / ~ ~ ~ V A\ v v v 1 1 1 1 \ I I I I / 1 v v ~ I 1 v v ~ A \ V A 1 \ \ ~ ~ / ~ I I ~ ~I / ~ l l i I/ I \ V A ~ ~ ~ II ~ / I / l I l 1 1\ 1 ~ / 1 I I I I I / I lI I I 1 l ~ ~ I 11 i 1 I ~ I l
1 1 1 1 I 1 1 ~j v v v I ! 1 1 1 1 v
~I I ~ I r ~ ~ 1 v y v v v ~ 11 ~ I ~ v I I ~ ~ (O ~ 1 r 1 1, , 11 ice} Ji i ~ ~r I I 11 i / I i / IIII IIII ~ I ~ ~ I A i l I I I I ~ \
_ = ~ ~ _ ~ I ill ~ i ~ i ~ IIl .~Jl,l Jlll i ~//\V~. ~
7N
~ 1 1 I l ~ ~ ~ v'"' 1 1 V I I I v v I 1 1 ~ 1 v I V A v V~ v v - \ V / / / v ,
I 11 1 1 1 l v v A v v / A v v v / / / v v '•,1 al I I I I I I I~ v
\ \ \ . ! / / \ ~ it III ~ ~ I /
•~Pv ~ ~ ~ vvvv / III I I I ~ / /
J ~ V v_. ~ I I I l l. 1 1 ~ / /
/ v f I I , / /i 2 _ / / / I
, / ail II ? I I I `v v` ~ - / !II
l
- / 11 0
t
/ _ , ~ II ~ A ~ I 1 I l / I ill ' V v A v\ / / I I !
.at
I I I I III . i v vv v v vvvv v v v ~ v v
__i/ / ( I I I I I I I 1 ~ 1 1 1 I( (I / / 1 I( 1 / I I IIII ~ Av vv vv vv vv v v v v v v vvv ` vv\v vvv
\ / / t I I III ~ , , / / / / I I 1 ( I I ! \ ( ! / / / I I I I I I l l 1 1 / ! I I / / l ' ~ ~ ~ I III / \ 0 v vA ~ \ v v v A i
` / I ( III I I I 1 / / / / / ! I I I I / I / / I / /
/ l I I I 1 1 / l / l l 11 vV 1 1 1 I / I / ( / 1 111 I ~ ~ / / I I I I 1 I I / ~'ii/ I/ III I r ~ 1 V v\ vA V v v a/ i III 1 ~ V v v v vvvv v v v v v ~ `v
I l I I I I I vv ~ / / / l l l 1 v~ 1 1 1 1 I I I j 11 l I A A v \ \VAA \ v v v v v v v `
~r
y

i
I
I
I i
I
i
i
1
I i
i
~ °o N
I
W O J O
Q U ~
V7 ~
U ~
I I~
Q ~ i ~ O
i i
L)
0
0
l 1
4~~° P~ A e U ~
N V~ 6 a A r W ,T~~Qrp m N 8 ~ N \ yv ° n N A n ~ B.M. 1965, P . 37 ~ ~ ~ ° m ;
~1 ~J'~P`6 ~ ~ ~ o n a^J ,`p~ 1 Nn' Q 0 Nm PIN N0. 074516-84- 0 s K u N~ xN[8n
~ ua~~ 6 ~ P - u~u ~ 2 ~ e Zq~NO Or
MpQ J ~P Q~ U1 4~QP ~g r [ m ~ 2 to 2or z No ] O 0 J y ~ 2~~
_ ~ - d`q"d a ~o ~ g n N- Np ~ N W ti N U of
Fk o
N O, ~ A y d~aJ " tav~ a~ d~rmon+ b. ~ ' ^ \ ~ ~ 8
0 N - ;o~,; - - - _ _ ~ ~ e ~ o - ~ ~ nffVV- n a \ \ \ ~ \ \ \ \ I
4~n~. eM, ~ q' SIJ t'9• A'.9. 0 ~ ~I ~ 4 . X51 '-i~y'a~y!~y~ ~ 1 e e noadrm~dra~EE i i Ng m \ \ \ \ \ \ J
~ ~ M a e a.ea~ms't ~~1iyy~ a ' f~9 rnmwis - ~ ,Y ~ N/,~ IH*'~A %c'116'S0E'NOA i y~ OE 1fA NVl '„~4 1, I ry r f1~9167d A SO •NI ANI W 'ON076 a A ~wis 4 N°m e 0 ~ ~ ~ ~ ~ \ ~S d \ \ \ \ \
~ hi".;,,tyh, ~l~s ~i,:..,~fi/, ~p 0 3~ 1 .d°$ D.R. NORTON. INC. ~ n .~~Y 6 r ~~n ,p ~u •doi o ~ - +t;,}' d~~ 'r ~,G,r Rexrr o .~'~~~N'1~ D.B. 9506, PC 2724 6re~ MqA Nw o \ \ \ No ~ ~ ~ ~ N ~ ~ ~ ~ W MS o \ \ ~ \ ~ \ \ ~ \ ~ \ \ \
- ~ - , o ~ N ~ C' 3 / B.M. 7002, PC 1441 ~so® Zz ¢ ~ e ND M RS .e ~ \ \ ~ \ \ \ ~ k ~ \ \ \ ~ -S ~ \ \ \ \ o B ~ \ ~ \ J
~ O ~ t,~a1 ~ p& ryo a Eo PlNNO. 0745.11-85-6182 doaAC,ez y 3Jw NA = d - '~,y i0 ti Q~ 0 U~M1 ry ~Z N~ F ~ .x. l ~ 1~ y/.t `~,r n~ ~ ~ p U W so as a ,co• a ~sce~ ,c tii ~
~ ery • Q~~ iF•ro nei t ~ r WOZ a p p v~E•doi ~ ~ v ~ g ~N N ~ N p -
~IJ 6 4f~ 41 I~Y F' ~ ~ ~ E61 GO ~ CL N 1 i'1. p 01 Nq U'h0 - Q dd ~1 r~ ~`n° g ii No a ~ y15 R t k y Z m
~Ja ~ d r e r u 6 aUFFE ~ ~ N n1 ER aN t a N ~6 ~ i[ O~ ~ B~fF NO ~ y n Z ~ [ W~ q h ~ 4[
4 N ~ 9 J Q n ~ N - - i ~d ode ~ ?4~~ - N4 Na E i„ ~i ~ Q, ~ . n d o~ && Pc ion B~ h UW^ .OZ ~ e~ h ,nh 'u~ (C n~ N~ ~ ZN 3 N ° w EB ~ N n~ e~ u~ i I i I ~ i i K'hs O~+s ~w L pr 45 .i rc ~ i I 'N~ i i QC9 „S N NS N'~ S Nr~ Rm mc~~ ° t ~n by 3 I
~ . sz ~ , - ~ 0~ r re m s` $ ~ 3 x_s ~$s Nro mlua 3 fi b~ ~2, g~e I a u I ci u I d~hNe ~v x ~o i o \ ~ .3 b I ~ .o bm ~ •,`.~J 'b N~°h n ~S ~~b 4 2 .y ° UW~ ~ Nh .
\ z ° ~ Gi - P h hN?Y.~ i1/ n r< 8 v ~ S m ua~N~e WnmN"e p~loi „,n I~`^~ _ 2a'^~u,~ ~ci ~b_ ~^~oa: ~ g ~ ~ ~
a ~ ~,v - ~ ~C ~ p. ~ g/ vi ~ J ~ p ~X o~~oaa nti''ah O o~ b^ 22~ ^ u ^ n ^ [m m mWa ~a ~ h ~ .n iN 0 Q^ ~ h 0 0;0 ~O pi 0 I Omi° ° J q° U A J ~ ~Nb W rn ca~ a° .+a~Jm° N2 NS N I ~ .~WW mo ~ mo m~ rno im °io ~m 'i 4~(~loi •~~y' vs ] W o,0 ° ~ a Q 2 S b~ ImCS 2 m~ 2 2 Op~ 2 00 ~ VOI ZN~OS
J J ~ d _ C~~Id NuQ- o° ° 2 ~ a ~"b ~ a2 ~ ax ~ ?x z ?x mi 2h OQ $ ° / ~ ?x op iz pm c~ ~ ° mB m'a m'a ms W0p N ~ ~
~ ~ ~ a ~ I ~ ~ F Q~C ~Q~ ~ O F W n W,", ~ S~ ~a ~ 5 ~P o ti k'a r o . ~ o m ~ p0• N m~ ~ 2 W n l~ N 22 n N `qm ~ Oqi° J p 6 h ~m 0~ ~ `
- o~ y4 o F 1 p N ~ ^ ~ e o /d ?v4/^P~ N t8 3 ~ ~ 0(5 Q= N Nh m~ 1~ S I I p mGi ~ d° ~ `$S n J Q1N
a ~ s~ , z t ~ ~y !v' 1 ~1 $ i o e m ais ~ ~ro ~W ~ tau p .
~+S N I h h N b O ~ U t5 ui ~ll~ rn n men ~no~~ N ~ o ~
d~ 0 6~ 6~ ~ aa`~ e e~/ J ~ ~ m M w ti 0 ~ a Q~ m~ m~ ~ Ol 'M ~ N Y~. 0 m~ AO ~0 ~i ~
~~'~',~e^ e ~ ~ , n x ;tee Um~.rO, Z 0 ~ Ix ~
~ ci . i ~ a • • rq d ~P ~m ~ & 2x m~ p3 N ~ m ~ Z
~ ~n a ~ - N M ~ °q m ~ .Y Wx m W~'q N SS 4 .l
J q+f n ,O
i O O pZ ~ v „ rn F _ i z ro I
yy 16' RCP ~ N n a DA 01 = '3` ~ , a n o ?8 m o i n Ot mW tl ~U
REF R TD SHEET 1.1 FOR ~ ~ ' ~ L' - DNTINUAT~D DF N ~ INV N )•JI ~ ~k . N x QQ 5 W ~ (Vq~~ Z ~ ZZ ZH O
WN ALL D VE - I T.A4. r,a ~ 1 1 z ~ v, d bi
as ~o ~ ~ w„ N c r o
m FES ~ ; I~ N INV ~ N c oQOW N 0 a N F
w RIDGEMONT
MW/J'%J' ~ OvrN=N o '3Z3~'p,.~ 4 ~4 ~i nN ~ unun > z_ N li fi ow c N EASEMENT ( ~ < w ~ N ~ - O ~t G ,I N ~ ~ Y ~ F SUBDIVISION
N sNOE PI tER a o m o ~I ~ x n N BASIN hf. E f 4,P 0 ~R NA ` NLL ~ n ~ r; to ~ ~ v 8 < ~
R qN y; A N 8 GP5 ESE NT ( E M R r ~~N`[~ ~i .l~''~? 2 Y rl s oaroe2~°w q~ I ~ Ro r~,. ro ~
,48465' CRI n 098 N' 9 ~ N 91 ~ 4r ,y 5 COMBINED z D ~{..a ~ ' CRID fACIOR !VR ~n ~ J N ~ Q a' ~
W Q { g ~ C~•,f~6.2345.0 ~ ~ ~ ~ n INV DOT•3P1.6 ~ C N + YI ~ N v ~ ~ a n
J~ v7 N C ID ~ RDS. s4 ~ Is' RCP .756,371. 7 ~ m~
8 ea' B- 1,886. J t
~,~~r ~ wn ~ n w ~ ~ v a' AAA n ~ ~
I 'B .0 AV n~ ~'r~ ~ A u~01 nN n.4 t
m I. J~. N h
6 ' b-D ~ ~ 00 ~ ~ ~ ~ CKC g _ o x n ~Z^
ww m e I. t0 Gn N a to ~X m ~ ~ N ti~~
n ~ j W ~i O tt ~ N ~r M I ~ ~ 2Q~
SEDa1EN1 Brp i4 J6 if OF la' flCP ' W+ ~ O I,JR n W oC W,~ ~ J~ O Wv ~ n ~ o'f m Q W Oi ww o z z~ 0 m i
4 CI S6A ~ ~ `n ~ N ~r M ~ iw•~23.0 n m nm LL a " ~ N N~ ~ W
~ INV, OU} • J1Y.1 n m 1 ; N N h ~ h J` ~ ~ . ~ ~ ~
gN~,mh m W ~'c~~u`° d a d N a ~~U ~b
rA n M r'1 ~.jm Vj i+ 4 M g O O
Wb b~O, ~ ~ ~N N~ O Iy O rv + M u' M W N ~mC1~ 0 in 1 WrW b VI f O
COOi2 w sr OY D ~1` B
N ~n ~ n f~ 4n I~ n n~ n I~ n 2 1 J i
< ~ D 3 . iD 1
0 ~ a R ~ 4x N N °n a raj ~ W
N N n ~y N ry ~ ` 3 ~ Ww ~ WW ~
~ ~ ~ 4?DO WX F w, w ~ I
a~ ~ ~ ~0, ~ ~.N. ttw q i U '~n0
N r ~ ~~NNNTh ti
4 m J~ 0~ T U M Q ~n 10 :.~e ~ pkL EM 7N g Wrc~ w ~~J~~~ Wtt~ j p~,;~pd'ltip
~ ~ ~ cd 1 B a5 PGW ~a~. D ~aW m 4nU~?~
z EET UST C q B ~ PATE r w 0~~~2 ~0 61~ I ¢ Z
- ~ u', to C1 - ur N
~ W I W s ^ n
1 NW ~^r a ~ ~n ~ N N ~
~ O ~ a V . a n ~ r`
~r ob I MI N ~n O r7 ~ 4 m ~ u~ m N ~ w
M n M ~D r m wwp o, aQQ
N PA ~ N 'p ~ ~ ~ ~ Y ~y G~ M O I
a 2 ~ a w N
M GARY a ed1 nN Ag ~ APHI 7Y ~ Gn M e°~
-e 31RJQ ~ Q N I~ aal
3~ OOtI pa H N f Y N
~ a W
G al9 , r ~ .G m 8 o ~ 45. P a • a ~ D8~ ~ p ~ a z_ ~ ~,E, < N _ o a, a a a n a a a d o ~ ~ a < n ~ ~
¢F- CP ~ UST ~ 7J w< a ~ ~ ~ ~ ~ N a R a ° D A w a ~ n ~'n ~n ~n 1E to to rn t: ~M tM ~
3 ~n ~n
b 00 0 df18 , 3dA1 . ~I
~ ,4b'gSOZ ,Bf,8f.10 ~
I ~ ~
N h h ~ J N ~ m h b
~aeo=•. ~a~~~Q
W b b q~ Q ~ N N ~ O ~ ~m 01I w
[iOQ12 2 i
a (VACANT)
y 1
I
I
'o
i
I

I
i i
I
I I
0 0
N
W O
J ~ Q
U ~ ~ 0
U
Q
~ O , I
O O
0
i I
0
i
v
i
~2C z U ~
4 ~p2 ~ ~ i U~ 4~~ 2 R d~ r \ 4~iO nN r rA C! ~ m ~ A
N ~ WQ'~~' ~ m N8 R 8 B.M. 1965, P 37 ~ ~ N ~ e
ar,/~ ~o~ i ~ N~ D ua~~ 6u u W ~Q~~ Y _ N~ NP PIN N0. 0745.16-84- 0 S u N vi _ _ a ~ r Za~No r`gn ~ 6
- MOQ ~ P Y~ W, Q~QP ~ N~ m 0~ ~ No ~0 mx O ~W
Q~ +'Y N8 ~ N o,,+ yM ~ f ~ - -A - ~"gryd o' e°o o $ N- a~ 3, ~ xa~ a0N ~N~ Nm ~ w
l~ 0 y O - - U1 any c ti~2~"~9 1h ~k U~
N • ~d'' ry N" a ~ dvm ~u ~O ~e.~ ~ ~ \ ~ ~
~ o N' i'k 0 a-
~ - III vpdp~wy'' "r 4. suLq- n•s- a > ~ ~ ~ ~ ~ ~ M \ ~ \ \ \ N~ ~ ° ,+oo ~ ~ \ ~ ~ ~ ~ Q
~ 4 'r, ± h ~ Noaavdva~Ml~,s~s ~ ' ~ U~ '~'','b,~',:~ yt," + o~ a.zz Msc~~.l I rdNlmv~ac e M ff m \ ~ \ \ \ J N t
~ - ;~4w d ~h'~ I~w"n~=wf~sof•Na I f. ~ irAnNl ~ "v"~;:' "i'U~ 3115 li~.,~i o ~ ervr$'e D.R HOR10N, INC. nalsa.o y .NlnNl Ww ~7r+ms a~ _ ,Y~Iyt~ l v r L~ .3e~,k~ 5'. ai< o \ \ \ \ ~ N \ \ \ \ \ \ \ ~
~ ~ ~,~4,„ d3b~ ~,.t:~~ Sy r~ ye ~`~~++rory D.B. 9506, PC 2724 a~ n~ N tt e i' o + ~ d' B.M. 200$ PC 1447 sss'o® z Z ~ e n MY e \ \ \ ~ \ \ \ ~ \ \ R ~ ~ ~ ~ ~ ~ ~ ~ N~ ~ ~ ~ ~ ~ ~ ~
3 A o ~ O ~ ~~'~`',i• Q~ + ~vo ti Ea PIN N0. 0745.12-85-6182 d7llAf b Z ~ N - ~ - ? ~ C hry OrW M p ~ ~ ~ ~ ~ ~ ~ 0 0 I \ \ J ~ZD'OZ! g ~l \ ZZ 9 ~ \ ~ ,£0' 6 \ \ ~ ~6f'B! ~ \ \ .L ' fl /
V 'i~M h e, ~ M1i O W~ N~ F f"~x o -1~ 9 ~ m d c' y+ r -Lno nnl ~ w u N N ~ I
'`ry'ry~0ry C QM If-NI nNI ~ ~ woi a^/ ~ ~~^Q "p.Qy' 0 f•d01 OP OU ~S N J a h + ~ M ~ d I~d'`A+^+" Q ~^0 Q NQ fN O~ N d N~ $ ` ~I p - a~ qW ~ m (Y' ~I
- dar o ~ ~ o ~ ~a ~ ~ r e ~ e~ S P m ~ ~ ~ t~ ~ R pN a 2[ p i
- N 4'ryo " e yh, f e foA ~ ~ + ~ ^a+ I r5 N 0 ,~•9u`~ NO1 - ~ W~ [W ~ Q & ~ g" h h M n ,Od ~M 2n 2 ~ 22 2 n I^ Z S PC 10+ ,7Z - $ n N ~ M r U lU ^ ~ b ~p ~ b 6 b 6 m~ m~ I I
N - r 8 d n N~ N~ T +~'a o & ~C+a o 0 0 l - F tt ry S I ? V` 1' 4 ' In I I ~ V F N 3 N 3 "1 ~ ~ M . Z 5 w ~E \ ~ eO ~ mn Vf I I I I I I k'NR i i ~ms n 2 4 Z a t r a I~ N ai I M J Q O ~ S N h O N S N h S N h C h S ~ 0~ 0 ~ O O 3~ K ~ ~O I m m 0 ~ W m0$ ~m66e O ~h e- r ~ ~ S "p~ NS h JW~ ~CAmom I ~ I Jli Nb I ~ oorb ~a~~N~ UWO N~
o a} a q. 0 m l ti. O m 0 O ' b ~ h u ~ "f ° n F V m b w l ~ ~ n M ~ m 34 N WR N m X1101 n w w a w w w0~~ J~ U
Q' Q 1. N n S" .n mQ0 ~`n O" z 0 ^ n w2 0 4 r O Q~ m b M O n ~ p v O v O C W~ U' I
~ _ .r) cn.~ ~ z< W~ o ~ [ oyi J Cf 0 a n O J a 0 N Z^ m M I I 4 ~ A q ~ a m 0 ~ C n rn ~ l q ~ q q N S N~ m ~ 0 ' 2 m Z O m 2 S O ^ x ~ T W A x w~ C i ~ om`~ 'i ~ro~ ~0 Q~ ~~°mo,b l o d o o ix ~o, n
0o a .a x ~ a N m a 22 ?2 ?x roQ ~h OQ a~~ 'O ~ ?x o& ~x Om t~,'~w~' m~ ms ms ms ~o N ~m~ ~o ~ ~ R c~
~C~ ~a ~ ~ e~ ~ i 3a ~ o - r o"' ry ~ ~ o '"N N iw mo nn \l~N ~ ep ~x W w a r J ~ ~ h ~
n ~ ~ ~ n ~ry 00 0 ~ 40 o d yT~. ~ 5 Ql (5 ^~0 ~ NM ~1Q Ong FI I Om m~ O 0 = I I JW NS m Q1N j S h h O v~
dO ~ ~ ~ ~d x dp ~y 1 ~ ~ '~d m p 2~~ 1 tli~ ~~r~m flu ~OpNb Q ~ OrS N 4 MNb Qi O t~ h
~ ~0 ~~vp2 y> ~~ff ~d 8`? 01 h N~~ " i ~~pn» N wpyn m~ ~Q ]m r n o ~(p ~ v .C1N U O"~m 0 Q ~ ~ a ~ X01
"1 ~ ~ N Y~.220 ~ mt~ a0 ~0~ x ~Oi C1 0 ~ a 0 2
y ~ '7 3'`^ ~ m a& i 2 O ~ m 2 O. ~ ~ Wo ¢i2 2~ n 01 ~
U I N ~T; , ~0 ~i b' y 1 d.~I ~ryh 1 Q 2 d~ dg 7 ~d oa. G ~ WW d I ~ Ap' L n C~ N m pK 0 N rca MI [~:q OJ ~ w m W a O
n e w -Z~~ N ~ ~p ~ a . o =mar roo 3rw ~1,~ n 4 Z v f+~ n ~ ~0 v1 at F _ ~
~ ~ oz ~ e n~~ " Z m
° n rn m.,. 8 m~
D REF R TO SHEET 1.1 FOR INV N ~ •Jt ' Mt',rt~ ~ 'a< 2~ W N NZ
ONTINUATIO OF N ~ INV e)-JI ' N ~ WN ALL DR VE - I -St1. .111 r,a ' ~ N ~ t ~N o ~Z ~ ~ N y
_ Y of a~ <
$o `D ~ + LL^ N ~ ~ Z } FES J Wm ^ f` 3 Yj m N INV ) N ~ O o a N
N ~ a N ~F~ 3~~ i „ N N O ti MONT ~ RIDGE
a unurr W $>z N fik3' o,~ ~ N ~ W ^ ~ Y ' ~ F SUBDIVISION
n EASEMENT( 0:<w~N ti'( c ~ O NoR sNOE PI TER d ~ m o y tl ~ * N Y 3
a5 eASIN np. E ~ ~ ~,^.'1 + N 8 5 Fc, a 4^N ~ s° r N S r 8 v ~ ~ ~
~P F)M z " ^ n S 040827"W t RO r ~ ~ 'N ~ Y ,48J.65' CRI ~ N ~ N r N ~``n O~
0.9999]5 N~ ~ tt a COM81NE0 z ~ , ~i g CRIO FACT(N7 hg' w ~n a F~ .
OPT-$~6.1 J1S0 R~ i ~ ~ .8 INY Ol1Y•321.8 N 10 ~ O5.
s2 LP ts' RcP~ .756,372. 7 S
BA' e- 7,886. J t ~w rn S, a_ ~a
t " m ~ rn 1 ~ 'PP ~p GE) ' .n ~ O ~ A N AP , . ; v7 ; O n N ~i a 0
"N m r ;a
N 6 ' b-b O w h~ ro S n
~ ~ ~ G~ ~ .h S'hEE 8 P Q~ n ~r ~ Q ~
e r` +o N a w " 3 W- o rc rc j S
GnM ~ PtL ~ t n QW n c0 i ~ ~ ° ~ ~
~ T JS bf OP 15 PCP 3'n O t.3x 4 m u° m n 0 4~ n < ~ ~ ~ N O~
CI Y$6A < ~ ~ ~ ~ N ~r M yy~~ TOP .323.0 O~ w~ ~ ~ "t INV. OJT • JI0.7 Of { ~ NW J 4 Di ~ '
hNNUgj 0, Nh~ h d $ z~ ~ U ~r-
O b m 4~ n 0.4 I` N a ..o ~ g p ~ .
~v.:~h X 4M1 r'1 ~ N N ~ O x 3 ~ V)
N wN M ~ M >C10132 a 1 n~ 0 O m O
2 (7~ O N a n N Y nao .,r n ..n 4 n n ~ t 1 8
a ~ ~ ~ 1 ?00
c0 a ~ n ~ 0 u ~ 4n ~ ~ W
A ~ W u ~ 8. ~ ~x + N ~ N N
M z. ~ N ~ ~ 2+00 W ~ ~3 F
as o°a w w~ rcw p~
4 = m N v1 bnpp U!g~ ~ ~wNrybh
n ~ m u ~ ~ti~ ~ 4 ~n~'''an~
~ G ' 4n ~ ~ EMENi . N ~ F- Pgb ~rcw n ~ z E I 48 ~aw ~ ~afrovi p q+ a~ m <~OAq^p
D 0' ~ 100' S P ~W_ a s z EEi Si ~ o: ~ S W ~ m~~~2 gv N $ ~o mm
~ Q C pA E~ N ~ s r
N ~.Z~ O- yr N '.0. 1 ~ ~N w N N W
O Q, t 0. Q~ z', ~ wr a N
W" ro N w 0 . N N N~ N OD a N
W'" uM O ti ~J y~l d ~n [p ~ Wn ^1 N ~ P ~ n m ~ U~
O ~ ~ ~ p~ Q1 n N j W 01
~ ~ r N a N m ~ } ~ ul l0 ~ l0 O .o lip M ~
n N ? I b n a ! ~ M
~ ~ApY 6~ a N ~y ~ rn „
„N A4 ~ A PH 0~ ~ 341x0 ~ 0 3N1 e
~ oo~l m t J1 N H N 8 N
N a ~ .G
N 8 ~ M o ~ PG. 419 Y < ~ a .G ro ~ B 145, R a ~ v N " n
aw D~ ~ N0~ z- ro ~ a N o m a0 a < a H CP L DWO' ~1 t 73 ~ m w a ~ » T ~ vt ut N v R ? ~ 5 a '0 a ~ ILA o a
TED A GU m a ~ t~ Er ~n ~h ~n ~x ~n ~ 3; ~n M ~h ~
b 00 ~
lll8 , 3dA1 0 ,44'9SOL ,Bf,Bf.lO
n i
1
a j "~NNh II d Nhmul)
b
fir.: cu via W bb OginV
Z N N~ O j >¢iro~o"
O O m 2 2 , R
(VACANT

0 0 0 0 O
9" OR 10"
1 1/8' 5/16" NOTES: ER-1
3 16' GENERAL NOTES: 1. WHERE ADEAD-END STREET REQUIRES A GUARDRAIL SECTION,
1 5/16' 1. STEEL BEAM TYPE GUARD RAILS SHALL BE INSTALLED AT THE END OF ALL DEAD-END STREETS, EXCEPT CUL-DE-SAC STREETS END OF ROADWAY MARKER (ER-1, 24"x24", RED) SIGNS ARE
1--- II WHICH HAVE BEEN IMPROVED WITH A PERMANEM TURN-AROUND. REQUIRED. h 2. SIGNS ARE TO BE PLACED BEHIND THE GUARDRAIL (SEE Q~
ti-t t/a"~I T . 7A PA M NT S D 50 0 & B) EVENLY SPACED WITH ONE SIGN PLACED AT VE E 0 ~ \.~y
1'-9' APPROx. t2'-6" MAx. 2' FOR POSTLBOLT /B. ~-p 2. FOR STREETS 26' IN WIDTH THE GUARD RAIL SHALL CONSIST OF TWO(2) 12'-6" SECTIONS OR ONE(1) 25' SECTION, THREE (3) STEEL THE CENTERLINE LOCATION AND ADDITIONAL SIGNS AT 1 P~ SIGN POST
DETAIL OF BOLT POSTS, AND TWO (2) TERMINAL SECTIONS. FOR STREETS GREATER THAN 25' IN WIDTH THE GUARD RAIL SHALL SPAN THE 5/8' DIA z ~ pp~ gpLT t2 1/y" ENTIRE WIDTH OF THE STREET. ~ ~~R P 6' O.C. {MINIMUM OF 3 SIGNS, MAXIMUM OF 5 SIGNS). PROPERTr UNE (ER-1) yyP
1 1/4' SPLICE BOLT + 4 REQUIRED 4 1/4' + 1/+ 15/16" DIA z TREET BARRICADE wcr1~ SS V"
BEAM ttPE CUARD RAIL 2• 2• 1/16 DEEP RECESS -+IS/8` 3. GUARD RAIL SHALL CONSIST OF RAIL ELEMENTS FABRICATED TO DEVELOP CONTINUOUS BEAM STRENGTH AND INSTALLED AS SHOWN. e
TERMINAL \ 4. MINIMUM THICKNESS OF GUARD RAIL SHALL BE 12 GAGE U.S. STANDARD. 3' END ROAD FILL
SECTION ~ THE RAIL ELEMENT INCLUDING SPLICES, SHALL HAVE A MINIMUM ULTIMATE TENSILE STRENGTH OF 80,000 CBS. 0 0 o v I GUARD RAIL
m N GUARD RAIL PARTS FURNISHED SHALL BE INTERCHANGEABLE WITH SIMILAR PARTS REGARDLESS OF THE SOURCE OF MANUFACTURER. i SIGN LOCATION DETAIL ••••~•~~•~~n::;;,, CROSS i
POST POST ~ETAIL OF NUT THE HOLES FOR CONNECTING BOLTS SHALL BE PUNCHED OF DRILLED BURNING WILL NOT BE PERMUTED. MAX. 12 -6 CENTER TO ENTER OF PO5T5 ' OS 2 a ........wr.. OF P T
5. THE GUARD, BOLTS, NUTS, STEEL POSTS. AND ALL OTHER METAL PARTS SHALL BE GALVANIZED TO CONFORM TO THE REQUIREMENTS .e!K w
T; TYPICAL ELEVATION Ct13/16" MIN. FOR THE COATING CLASS, 2 50 OUNCES PER SQUARE FOOT OF THE CURRENT SPECIFICATIONS FOR ZINC-COATED GALVANIZED IRON, ANO DIA HOLE ) ( ) T GUARD RAIL CLAMP (TYPICAL) •rt ~•:•r. •r•
STEEL SHEETS, COILS, AND CUT LENGTHS, IN ACCORDANCE WITH ASTM 123A. ""°1wy. o CROSS J 0 i
3 1/+. W 6 x .5 6. IF THE AVERAGE SPECTER COATING AS DETERMINED FROM THE REQUIRED SAMPLES IS LESS THAN TWO (2) OUNCES OF SPECTER PER ° SECTION o OF POST ~
ER-i SEE STD- 1 1/6 1 11/32 'I -?I t~--6' 2:1 SLOPE (MIN. 3') N0. 50.08A a SQUARE FOOT, OR IF ANY ONE SPECIMEN HAS LESS THAN 1.8 ONCES OF SPECTER PER SQUARE FOOT OF DOUBLE EXPOSED SURFACE, THE POST o (14 CADGE) • TENSION SCREWS
STEEL GUARD waL ~~PROPERtt LINE CC 13/16' MIN. ~ LOT SAMPLED SHALL BE REJECTED, THE FINISHED SHEETS SHALL BE OF FIRST CLASS COMMERCIAL QUALITY, FREE FROM INJURIOUS DEFECTS, ° i - o -
2 5/16• ~ s~ Du. HOLE ~ SUCH AS BLISTERS FLUX AND UNCOATED SPOTS. ~ ~ , Jl •1I~ - ° =11 III-Ill =11 I •
12' DIA HOLE EDGE OF PAVELIENT 3 1/4• h m TO BE FILLED 7. THE GUARD RAIL SHALL BE INSPECTED TO DETERMINE THAT THE MATERIAL, DIMENSIONS, AND WORKMANSHIP ARE IN ACCORDANCE ° o I I -II ~ i n::,.,,....... ° S
y NEUTRAL AXIS WITH CONC. a R N WITH THIS PLAN. ° a ; POST o tv 0 0 Z N
1 1/s" 3/+" z z t/2' POST 8. WHERE A DEAD-END STREET REQUIRES GUARD RAIL, END OF ROADWAY MARKER SIGNS SHALL ALSO BE REQUIRED. 0 0 - ° I i ° s ;
N BOLT SLOT Z O, DEAD-END STREET BARRICADE •s ~ .I (SEE STD. 50.O8A & 50.088 ER-1 . ° ° BASE o o
3 1/4 s sf SPIKE BOLT , ~ ) ( ) SLOT v ~ I ° - - ~ - ° v i ° ° W a:
M ' 1=111=11 ~ ~I11= ' I ~ ° -
REVISIONS 2 5/1 ' z 1 1 I REVISIONS 29/32 /8 N0. DATE DESCRIPTION SPLICE BOLT SLOT n ~ N0. DATE DESCRIPTION f, REVISIONS I I ~I i :.I I~ i I I u RENSIONS
N0. DATE DESCRIPTION ~ ~ a N0. DATE DESCRIPTION 1 N BASE 0
D TAI F P ~T T SFCTIO THRU RP!L El EMENT - (SLEEVE) ° f, e - e .ti
APPROVED ~A« APPROVED DATE ~ ~ u ~ APPROVED DATE ; ~ APPROVED DATE
CHARLOTTE -MECKLENBURG CHARLOTTE -MECKLENBURG DEAD END STREET BAR R I CAD E CHARLOTTE -MECKLENBURG END 0 F ROADWAY MARKER CY.'ARLOTTE -MECKLENBURG END OF ROADWAY MARKER ER-1
LAND DEVELOPMENT DEAD END STREET BARRICADE T R V LAND DEVELOPMENT p. N , LAND DEVELOPMENT LAND DEVELOPMENT
STANDARDS 50.07A STANDARDS GENERAL NOTES 076 50. STANDARDS ER-1 B 50.08A STANDARDS GUARD RAIL CLAMP INSTALLATION 50.086
0 0 0 p a 0
WATER QUALITY REVERSED SLOPE ORIFICE
3' DIA. m I.E. 593.00 SEE PLAN FOR LENGTH & WIDTH OF PONI SEE PLAN FOR 6" 30' 'H & WIDTH OF POND
ICAL TRASH RACK Top boord shdl
NOTES: 4 REBARRWELDIN TOP OF WALL EL 601.50 w 6" SPACING p / r/4 REBAR WELDING 6" be 1'-0" above w/ s" SPACING AT BASE TOP OF WALL EL 604.00 tht tap of tht
1. A MINIMUM OF 24" FROM OUTSIDE DIAMETER OF PIPE TO SIDE AND 6" VERTICAL OR APPR. PRE-F~ AND 6" VERTICAL SPACING 4`z4" Post h'phest orifKx. OR APPR. PRE-FABRICATED. 6" p'pt
OF TRENCH MUST BE ALLOWED FOR COMPACTION OF FILL TOP of CONC. 51 TOP OF CONC. STRUCTURE ~4 REBAR WELDED 2'x4' boord
MATERIAL. BACKFILLING OF TRENCHES SHALL BE ACCOMPLISHED EL 598.50 rEL 598.50 - 0.5` 1.0` Spacing b/t
IMMEDIATELY AFTER THE PIPE IS LAID. THE FILL AROUND THE ENERGY DISSIPATOR Doords
PIPE SHALL BE PLACED IN LAYERS NOT TO EXCEED 6".
UNDER NO CIRCUMSTANCES SHALL WATER BE PERMITTED STONE LEVEL Two 2 1o"m of SPREADER TWO (2) 10"t ORIFICES IE=597.00 - SLOTTED BOARDS SLOTTED BOARDS
TO RISE IN UNBACKFILLED TRENCHES AFTER THE PIPE HAS BEEN Two 2 s'o oRl TWO (2) 6"0 ORIFICES IE=595.50 AROUND RISER AROUND PIPE Fill oround born'
PLACED. COMPACTION REQUIREMENTS SHALL BE ATTAINED BY wsE 593.00 WSE 593.Q0 with 3" - 4' ttoM _ (even with top)
THE USE OF MECHANICAL TAMPS ONLY. EACH AND EVERY LAYER - - = 2
OF BACKFILL SHALL BE PLACED LOOSE AND THOROUGHLY COMPACTED _ _ _ - - - - POND BOTTOM OUTFAL POND BOTTOM=587.00 1 IIII_IIII=III~IIII=1111=1111=
°ti~' NVERT 11111111=1111111°_ INTO PLACE. ~ - .L. 592.50
2, ALL BACKFILL MATERIAL SHALL HAVE AN IN PLACE COMPACTED DENSITY OF 959:. BOTTOM STRUCTUI BOTTOM OF STRUCTURE
3. STANDARD PROCTOR. THE FINAL 2' BELOW FINISHED GRADE SHALL BE 100%. 180 L.F. GRASS EL 590.: EL 590.50 10' WIDE VEGETATED
LEVEL SPREADER OUTLET STRUCTURE 1-TINDAIL G60-84R CONCRETE FILL CONCRETE FILL SHELF ON 6:1 SLOPE AROUND POND PERIMETER. MOIE: FOR USE DURING CONSTRUCTION. RETROFIT
4. ALL TRENCHING OPERATIONS SHALL MEET OSHA STANDARDS. 1-TINDALL Gso-32R USE WETLAND PLANTS NOTE: PRE-FABRICATED EQUIVALENTS MUST BE APPROVED. SHAH BE REMOVED AFTER SITE IS STABILIZED.
5. BACKFILL MATERIAL BENEATH ROADWAY SHALL BE SELECT BACKFILL MATERIAL. PER NCDENR BMP MANUAL
A TRASH R
(N. T.S.) N.T.S. N.T.S.
T-
SEE PLAN FOR =L= I r LENCTN do WIDTH OF I SEE PLAN FOR !NCTH do WIDTH OF POND
' -III- TOP OF WALL EL 601.50
2 TOP BANK
1 =1111=1 iECK DAM
=1 II: STONE CHECK DAM I~~I III r
ICI ~I ENERGY 111=1 OUTSIDE DIAMETER III_ DISSIPATOR
=III III. 15 - ORIFICE HDOD - TO BE FABRICATED =1111 - _ OUT OF 1/B" (MIN) ALUMINUM '
1 1=1 STONE LEVEL -I I I ~ I~ SPREADER ° _ _ _ _ - - - - ` _ PLAT AND BRACED AS NECES9A~;Y,
Ii= I I- o° O N D ~ iv - ~ _ _ _ SHOP DRAWINGS SHAt L. BE
=J11 11 o Q I=1 Ilk _ o ~ w.S.E. 593.D0 - - - ' - SUBMITTED TO ENGINE,cR FOR D - ~ APPROVAL.
- - °oo ~ 0000 'III, VARIES I I - ° o O ,O 0~ FOREBAY
REVISIONS (15' MIN) I _ - _ - - - - °a°o° U. °o°o°o OOOO POND D:
N0. DATE DESCRIPTION 24' 24" ~ , ~ 0 0 o O O OTT 1 o 0 o B 0 D00 POND NTRA T R SHALL LEANOUT RELEASE w D 0 BOTTOM ,OO CO C 0 C TR T RE ~ ACCUMULATED SEDIMENT WHEN S UC U
1 5/99 ADD NOTES TO DWG. cllll=1111=Illlcll WAT R I NLY t'- "DEEP. ~ a E SO 0 0
PIPE SHALL BE PLACED 1 .F. RA 80 L G SS SLOTTED BOARD ARD '
ON SUITABLE MATERIAL APPROVED DATE LEVEL SPREADER DAM RETROFIT. 'IT.
REMOVE AFTER SITE IS STABILIZED. ER SITE D 1/3 ORIFICE
CHARLOTTE -MECKLENBURG DIAMETER (6" MAX)
LAND DEVELOPMENT I (3" MIN)
r a n ~T„ n? ~ F, n A 1 1+ l n l n r ~ T. N. R SECTION THRU DETENTION / SEDIMENT POND DUR OND DURING-SONSTRUCTION
STANDARDS r U K ~ I U K IVI U KHI IV I r t~ (N.T.S.) r~~,i~.
20.25
0 r~ I A
(N.T.S.)
~ O O RETAINING WALL I
~ EVEL SPREADER 0 y'-p'
OOO OOO ~ STRUCTURE 1A -TOP EL. 595.00 O 0 OO 0 O 0 OO 0 8' MIN. DIA RIP-RAP
0 ~~~0 X00 ~ STRUCTURE 1D -TOP EL. 625.00 (SURGE STONE) ~ ~O O O ° CLEANOUT CAP
O o o ,
0~ 0~ 0 O 0 6 C.Y. RIP-RAP 0 O > > 0 6" PVC (SDR 26) O
~ O D= 6 in. ~ O N , ~ ~ so T-FITTING
° THICKNESS = 14 in. ~J~ ° ~ ' ' PO ORIFICE INVERT 593.00 W.S.E. 593.00
0 0 O , :E:. ~ 00 00 0 000 `Illl~'1~~~7 ' ~llll~'l~ o = z
O 0 O ~ \ M N f CAP ~
~ o° 6 0 o ~ Ill \~l \
~ lI \l~ I//.~/ lll, O O O O LENGTH AS REO'D IN FIELD
00 ~4 0 ~ ~ TO KEY INTO SIDE SLOPES O OF DITCH RILL 3" DIA. HOLE IN 6" PVC CAP
*4-0 fFICES 0 TYPICAL SECTION NorE:
OO ~/g BOTTOM OF\~ O O ~ O HOLE IN RETAINING WALL MUS~ ~ O 0 STRUCTURE °O LARGE ENOUGH FOR THE 6" P' NING WALL MUST BE
o O o 0 a PVC ~ i FOR THE 6" PVC
O° O (SDR 26) PIPE. SEAL HOLE B ~wTM 0 USING WATER-PROOF MATERIAI SEAL MOLE BY PROOF MATERIALS.
RIP-RAP LEVEL SPREADER DETAIL arnEr 0 0 ~ 0 0 0 0 0 O 0 N.T.S.
O ~ ~O O ~
a ~ ~ o o° O
N.7.S. ~ w w n. N.7.S.
J ~ ? o_ * 1A DETENTION POND OUTLET 30" RCP: 4 - 15"~ ORIFICES LE. 592.00

~ * 1D 30" RCP OUTLET: 4 - 15"+b ORIFICES I.E. 623.00
PLAN

SEE PLAN VIEW OF DETAILS SEE LEVEL SPREADER
_ FOR ORIFICE LOCATIONS SECTION DETAIL
1NlET
PIP~I•
.'D" '
s:~.~ y~ _
USE (1) TINDALL G60-48B ~ _ = SEE PLAN VIEW FOR PRECAST MANHOLE WITH =1~' RIP RAP INFORMATION
12" CONC. FILL ON BOTTOM
CROSS-SECTION GEOTEXTILE LINER
NOTE: C• M Y¦ A C I A L I N V¦¦ T Y t N T ~ Y N¦
ORIFICES MUST NOT BE LOCATED IN DIRECTION OF FLOW FROM THE INLET PIPE. CHARLOTTE, N.C. 28277 ~ [phone] •
ENERGY DISSIPATOR DETAIL FOR ANY ADDITIONAL INFORMATION CONCERNING THIS DATE
(N. T.S.) PROJECT CONTACT REGISTERED SIGNING ENGINEER MISCELLANEOUS STANDARDS 5/2s/oa
SCALE o Y AS NOTED
~ I V 0
DRAWN BY a C / I C.L.P.
C 0
CHECKED BY
0 ~ PROJECT N0.
~ MALLARD CREEK TOWNSHIP NORTH CAROLINA 2 4 D o 7 8
0 1 N ~ ISSUED FOR LAND DEVELOPMENT APPROVAL SHEET N0. c os c.L.P. GRAY ENGINEERING CONSULTANTS, INC.
THIS DRAWING AND ASSOCIATED CAD FILES ARE AN INSTRUMENT OF o
Z 132 PILGRIM ROAD SERVICE AND THE PROPERTY OF GRAY ENGINEERING CONSULTANTS, INC. E
AND SHALL NOT BE USED OR REPRODUCED IN ANY WAY OTHER THAN ~ GREENVILLE, SOUTH CAROLINA 29607 AUTHORIZED BY GRAY ENGINEERING CONSULTANTS, INC. IN WRITING, ~ NO. DATE BY REVISION
PHONE: [phone] FAX: [phone] SHEET OF

~ ~ i
~~~!~5~ -656- _ t ~}b a~ 0°j 'L 1 I ~ 1 ~ ~ /
~a 40p ryhry ~ RIM=621.20 R ~
~ 11 ~h y ~ OUT=613.33 ~fi
I N=613.53 r ~ ~ Y
~ ~ ~ . xrvy ~2 / V ~ R W ~ •un ~ r ~ ~ ~ ( \ q<T ~ ~ ~ ~
D q, . ~ ~ ~Qc /
~ I i x ~ ~ ~ ? o"~^ / ~ bso--1, s~ ART - d a ~ ~ N
~ • . ~ ~ - = 21.50 ..0, / ~ ti M ELEV 632.59 RIM 6 ~ / } a F TB ~ Q ~ I ~ ~
~ ~ ~ ~ ; a"% , / / ~ I Y O,Q RIM=625.91 OUT=617.63 D' ~ ~ i ~ ~ s ~ - ~ ~ ~ Fti OUT-621.56 ~ i / ~N ~ II ~
~ ~ ~ e ~ FS rF NGVD29 ~ ~ ~ ~ ~ _ _ . / ~ A 0 I =621.61 i i, ~ x---, 658 / ~ ~ ~ qs Tp ~ - - I I I ~ ~ ~ ~ co 6 l ~ ti4 r G i ~ I ~
- / ti S ~ L - ~ _ i ~ ~ o PIKE IN BASE PP ~ RR S ~ ~ ~ I~ Stormwater Mon ement Device Mointenonce Plon: P~'' 0V"" C~ V ~ ~ ~ UJ,~tcP S
~ i j , _ i i ~ qr ~ ~ i ~ Is / _ ~ / ~ 46 ~ SQ RIM=628.12 ~ V A N o P 1 / ~ 1. Grassing & Mowing , P'C ~
''Q' F / ~ IQ ~ / DID ~ ~ ~ ' ~ ~ qj OUT=623.69 _ ~ i/ \ ` a. Owner to mainioin proper vegetative cover on side slopes, 3~ S~ p > > \ ~ top o} dom, and vegetated shelves. ~~~~3~
e ~ ~ I~ ~ ~ / -650 ~ ~ , ~ ~ _ 4 ~ \ 1 ~ ij / )1 T ~ ~ ~ 6' ~ vii ti• 3 \ 4 , / / / ~ ~ j b. Owner to mow grass in detention oreo of leost 3 times a yeor. `J ~ \ \ ~ ~ I 2. Tree and Brush Mointenonce
~ ~ ~ ~ ~ a I ~7 Q / ~ ~ / A ~ ~ ~ RIM=618.01 J o. Owner must keep all trees & brush out of detention oreo
p, ~ / / including the bottom of pond, side slopes, and the top of the dom. bU,T=612.94 ~ ~ The vegetated shelf shall be maintained to help wetlond plonts flourisA.
~ ~ IN=613.11 ~ ~i1 ( ~ ~ 3. Trosh Mointenonce I o. Owner must remove all trash accumulated in the detention pond, Cjy
~ / ~ I outlet structure, and outfoll pipe areas. 'fin ~R / ~ I II r ' n R~ 4. Outlet Structure & Pipe Outio P otectio
\ ~ ~ ~ _ _ _ _ M ~ ~f a. Owner io inspect outlet structure and pipe ouitoll every 6 months T~ RF
\ ~ ~ ~ A V P`~~,~ V Lam- ~ ~ ~ /(7~8 ~ ~ ~ ~ f \ \ ~ / - - _ / ~ G \ / Any erosion/structural problems are to be repaired immediately. C~ Fk ~ ~ I ~ ~ ~
• i ~ ( ~ ( CA I ~ti1j v'
~ ~ ~ ~ \ a ~ 6 a ~ A 0~ ~ 4~ y ~ ~ ~i I~~~ ~ / i ~A~~ V A w 4~ 0 V A ~ ~ fie-- A .~.a- V ~ I ~ ~ MAINTENAN E STATEMENT: rS ~ \ 1 C
~ \ \ I ~ EROSION CONTROI MEASURES WILL BE MAINTAINED Oj o '.I AT ALL TIMES. IF FULL IMPLEMENTATION OF THE
VV ~ ~ h )I APPR VED PLAN DOES NOT PROVIDE FOR RAW ~ I o ~y.
~ ~ ~ ' - - ~ \ V ~ ~ ~ ~ i ~ _ ~ ~ DEMOLISH EXISTING ~ ~ ~ - - ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ _ - - - - DISK ~ I EFFECTIVE EROSION CONTROL, ADDITIONAL ~ \ I EROSION CONTROL AND SEDIMENT CONTROL ~j
~ ~ ?4" RCP STORM PIPE ~ ~ ~ - ~ ~ ~ ~ ~ ~ ~ ~ ~ / ~ ~ S - 6 ~ ~ ~ ~ ~ ~ ~ I / ~ ISK ~p ~ ~ ~ ~ ~ ~ ~ ~ \ \ II MEASURES SHALL BE IMPLEMENTED TO CONTROL J' ~ ISK ~ I I OR TREAT THE SEDIMENT SOURCE.
\ / ~ 1
i ~ ~ ~ ~ ~ ~ I II/ ~ ~ ~ 'O 1 I R TAININ WA L NOTE: / ~ \ ~ \ II / E G L
~a . --o~-_~ ~ ~ "5~ ~ .P / / / i ~ ~ ~ ~ ~ I ~ II TOP OF WALL (T/w) AND BOTTOM OF WALL (B/W) ELEVATIONS / i \ \ 1 ~ / ~ ( ARE GROUND ELEVATIONS AND DO )9Qj CONSIDER FOOTING
~ 68_ A1P v - _~y - ~ ~ ~ / ~ ~ ~ ~ -~l I ~ , / - III ~ ~ ~ ~ / i ~ ~ ~ I II DEPTH OR COVER OVER FOOTINGS. THE CONTRACTOR IS / A ~A~~
y~ III KV ~ - t~l ~ / I ~a.~s~. III ~ v ou \ I~ l raao ry II I \ I ~ ~ ~ _ , - V~ ~ ~ DEMOLISH .EXISTING = ~ ~ ~ A II II/ RESPONSIBLE FOR FIELD VARIANCES IN WALL HEIGHTS. THE RETAINING \ NTT PA \ \ ~ ` ~ I III ~ WALL IS ALSO TO BE RAISED 6' WHERE ADJACE 0 wNG TO
a°~'~~ ~ I ~ ~ ~ ~ L ~ ~ ' ~ , i ~ \ \ ~ ~ \ I , ' 15 RCP'STORM PIPE ~ i' i \ ~ ~ ~ ~ \ I PROVIDE "CURBING". THE JOINT BETWEEN THE PAVING AND THE WALL VI I N ITY MAP NO SCALE C ~ ~ ~ ~ \ I I III IS TO BE WATERTIGHT. THE WALL IS TO BE PER THE DETAILS
~~~,aa' ~ ~ A 6 6 l ~ I I# REvBAR ~ ~ - A l ~ / 1 I ~ _ ,a~ 1 ~lil ~ V A I I I ~ ~ i . _ A \ C ~ I ~ ~ _ - _ 1 1 g \ ~ PROVIDED BY THE ARCHITECT.
, ~ 1 ~ ~ v ~ I I ~ ~ ~ - ~ A ~ 2 I. i ~ ~ 'I ~ . ~ ~ \ V ~\VA A ~ ~ . ~ , ~ , / ~ ~ ~ 1 11 0 \ Q~ ~ I Ir THE, CONTRACTOR IS TO PROVIDE SAMPLES OF FACE FINISH TO OWNER ~ - ~ ~ ~ n ~ FOR APPfiOVAL PRIOR TO CONSTRUCTION. 1
~I I ~ v I ~ ~ \ ~ A ~ II \ V 1 V ? / ' S ABLIZE SLOE \ \VA ~ ~ ~ / ~ ~ ~ ~ ~ ~ ~ ~ 111I~ ~ ~ ~ II ~ r
~ ~ I 1 \ \ A ~ I ~ ~ / / ~ CMLDS STO. 30.16) ~ ~ ~ / / ~ 2 a TRACT ~ ~ , ~ ~ v' ~ ~ ~ / /EROSION CONTROL MATTING. ~ ~ ~ ~ ~ ` ~ 11 1 Illlll~ '2 N J \ ~ II i Y - l 111111
v ~ v ~~Y ~ - _ ~ ~ ~ ~ / ~ \ V ~ ~ /V / CURLER II SHALL BE USED ~ ~ ~ ~ ~ - ~ s 6 0 44 \ ~ ~ \ \ ~ If / ~ , / ~ _ ~ 1 1 ll cRASSINC NaTE: 6 ~ 0 ~ ` - f \ 1 1 I 1 ~ / I IIII I I . ALL AREAS NOT COVERED BY BUILDINGS
~ ~ \ ~ V ~ ~ / V A ~ / ON .ALL SLOPES GREATER ~ 1 ~ - ~ „ / ~ \ \ \ \ \ / /THAN 4 FT. HIGH rI ~ I ~ / ~ , ~ ~ / ~ - 1 ` II AND PAVEMENT SHALL RECEIVE TOPSOIL / ~ - ~ \ ~ 1111111 ~ ~ ~ ~ ~ ~ \ I 1 II ~ - AND BE GRASSED IN ACCORDANCE WITH STORM DRAIN SCHEDULE S T R U C T U R E
~ ~ STABILIZE SLOPE \ \ , ~ ; ~ ~ ~ c ~ \ {CMLDS STD.- 30.16) SPREAD TOPSOIL AND .GRASS I 3 ( ~ ~ - SPREAD TOPSOIL AND GRASS - - ~ ~ ' I INV OUT 600.09 P IFICATIONS. DO NOT GRASS ~ CRASS = ~ ~ i~ \ 1 ~ t111 1 STATE S EC
V A ~ ~ \ _ ll t~~~ ~ ..J (CMLDS ~3O.~T) ~ ~I 1 EROSION CONTROL MATTING' (CMLDS. Ip30.17) V ~ I ~ I I ~ A ~ y.- ~ \ ~ t' RC AREAS TO RECEIVE LANDSCAPING. \ ~ ~ 3 ~ I II1~ ~ PIPE INVERT ELEVATION TOP INLET w ~ 6,1B ~ 1 ~ ~ ~ I 11 11\
STABILIZE. SLOPE ~ CURIEX II SHALL BE USED \ 6' ~p DEMOLISH EXISTING ~ ~ ~ I ~ ~ , , ) J \ I (CMLDS STD. 30.16) ~ 1 ~ ~ ON ALL SLOPES GREATER \ \ 3 N 24" CLAY STORM PIPE.. ~ ~ ( ~ ` ~ ) \ ~ 1 111111 FROM TO LENGTH DUl SLOPE INFL.END EFFL.END 010 V10-MAX N0. TYPE COVER WEIR BTM. DEPTH DRAINAGE INV INS 0,1.6 II 111 .
EROSION CONTROL MATTING ~ ` THAN 4 fT. HIGH ~ \ \ \ \ ( \ \ ~ ~ I l I ~ _ INLET SE IMENT TRAP SE IMENT TRAP 111 1 11111 1 SLOPE PROTECTION N01E. (FT.) (IN) ~ (CFS) (FPS) ELEV. ELEV. ELEV. AREA
~ ~ ~ A ~ A ~ 'h~ .1B ~ V ~i ~ ~ 6 ~ ~ ~ / I I \ - TYP. AT ~ STRUCT~)1 CURLExll SHALL BE USED ~ ~ A ~ ~ V A ~ ~ i I ~ III ~ 'h \ ~ ~ N CMLDS 30,09. ON ALLSLOPES GREATER ~ ~ \ V A V A ~ -m ~ \ _ , , % ~ ~ ~ ~ ~ \ ~ ~ ) IT ~ STRUCTURES / S. 1 11 111 THE CONTRACTOR SHALL PROVIDE JUTE MATTING 11111 1 OR APPROVED EQUIVALENT ON ALL SLOPES 3:1 OR S X30,09) / 11 11 R AT R A P ND SLOPES SHALL HAVE JUTE ~ 1A 16 14 3.13 592.50 592.00 27.00 14.80 1A O.S. 598.50 593.00 590.50 6.00 20.61 AC
L I 1 ~ 11111 11 G E E. LL 0 / \ I1 1 MATTING OR APPROVED EQUIVALENT. 1A E.D. 592.00 - -
I I I I ~ I ~ I s / ~ 11111 1 - - V1 1111
~I I ~o / - ~ ~ / / l l • ~ 1 I 1 / I l~ 111 _ 1 1 111111 11B 10B 22 18 0.68 82725 627,10 0.40 4.91 118 "H,G." 631.25 627.25 4.00 O.OfiAC
IIII l l a v v v v\ \ ~ - ~1 1111 2C 1 1 ~ \I 1111 111 FFI N T • tOB 9B 42 18 0.83 827.10 828.75 1.08 5.43 10B "H.G." - 831.25 827.10 4,15 0.10AC 11\ CONSTRUCTION TRA C 0 E. 9.1B 9B 37 18 122 827,20 828.75 9.24 8,58 8.18 "W,I" 832.83 832.00 627.20 4.80 1.39 AC
5,1D ~ \ \ \ A \ H6A ~ ~ , ~ ~ ~ ®9 / ~ ~ ~ CONSTRUCTION TRAFFIC AT DRIVE WITH STONE ~ ~ " " .75 4.50 0.24 AC
I l \ 1 1\ ~ 7~ ~ ~ ~ 6B~ , ro I\ ~6 11111 MUD-MAT ONLY. OTHER DRIVES SHALL NOT BE 22 1d 1,59 628.75 626.40 11.90 7.50 88 H.G. - 831.25 826 i `D I 4 11 - AT I IN TA 8B 7B 296 18 2.08 626.40 620.25 12.77 8.57 86 "H.G" - 831.25 626.40 4.85 0.13AC _ - \ 1 1~ ~ 1~1 ~ USED UNLESS A STONE MUD M S S LLED.
IIII ~ v ~ ~\V ~ \ V A - . - 7.2B 7.1 B 32 18 1.58 621.00 620.50 9.11 7.43 7.26 "W.I " 625.83 825.00 621.00 4.00 1.37 AC - - 1~ \ 111 *PROVIDE SIGN AT EACH PROPOSED EXIT DURING 2 . .2 .21 AC d ~ ~ 1 7.18 7B 20 18 1.25 820.50 620.25 10.51 6.65 7,1B "H.G " - 825.75 6 050 5 5 0
IJ~ - 3 ~ V ~ V ~ ~ V \ ~ I I ~ ~ ~ ~ ~ IN T I TT P A ~ V~ I I I 1 ~ ~ ~ J I / ~ \ V LE SED MEN RA \ ~ ~ ~ ~ I ~ 2 6j / \ 1 ~1 CONSTRUCTION. 7B 6B 199 24 1.63 620.25 617.00 23.94 9.20 IB "H.G." - 625.75 620.25 5.50 0.10 AC _ d ~ 1 111 "
~ Q ~ TYP. AT STRUCTURES ~ ~ ~ I ~ I \ \ ~ ~ ~ I I ~ ALI, ~ \ \ \ III / ~ 1 ~ A ~ 1 ( A I~ ~ ~ ~ . v - - - _ ` J 1 \ 1` \ 6.18 66 162 24 0.56 612.50 611.60 13.30 9.20 6.1B "W.I. 617.33 B16.50 612.50 4.00 2.00 AC
L ~ ~ ~ ~ (CMLDS X30.09) A ( ~ ~ A f, ~ i ~ ~ ~ ~ ~ ~ 11 88 5B 21. 811.80 9.40 0.00 AC _ ~l , ~ \ 1 ~ t 175 24 3.03 611.60 808.30 37.24 12.53 88 "M.H." 6 00 -
I ~ a V 1 ~ 1 0 l w 1 v III I~ ~ I ~ \\V ~ m 1 \ V ~ I~ 1 ~ ~ ~ ~ , \ ~ \ 5.2B 58 38 18 9.21 812.00 608.50 7.05 18.04 5.18 "11V.1 " 818.83 818.00 812.00 6.00 1.06 AC ~ _ ~ ~ I ) ~ 5.1 B 58 g8 18 0.51 809.00 606.50 4.66 4.25 5.18 "W.I " 613.83 813.00 609.00 4.00 0.70 AC
III ~ ~BH4~ f ~ I I Co W 6, ~ ~ ~ \ \ I~ ~ ~ ~ ~ ~I P III I / ) ~U \ \ I I \ ~ i I 1 ~ I ~ _ - ~ \ 1 \ 1 ~ 5B 4B 189 30 1.69 806.30 603.10 49.61 10.87 56 "H.G." - 618.00 606.30 11.70 0.10 AC
hl I 1 A I I ~ ~ I v vA~lll I ~ ~ / ~ v ~ A \ \ ~C NE\ ~ ~ / ~ o v ~ ~ II \ V ~ ~ _ ~ )I ~ ~ 1 I ~ ~ l M ~ v \IlI I ~I ~ _ _ _ 614 ~ 1 1 ~ ~ 428 4B 11. 4.~ "W.I " 816.83 61 B.00 612.00 6.00 0.87 AC _ ~ - ~ _ ~ 1 V A / 55 18 3.64 612.00 610.00 5.79 34
l I i 11 / ~ / / ~ ~ / ! ~0 1 ~~lll I \ ~ - _ ~ ~ 6 2 I 4.1 B 4B 137 18 0.51 606.50 605.80 4.79 4.25 4.16 "W.I " 611.33 610.50 606.50 4.00 0.72 AC
II ~ ~ ~ I ~ ~ ~ ~ ~ ~ I ~ N V ~ r. II \ l ~ I/ ~ ~ ~ ~ l i I Illy I I I~ V l ~ i 1 / II ~ \ \ - -6 ~ . 11 \ ~ ~ 4B 3B 4 "H.G." 615.50 603.10 12.40 0.20 AC ~ 16 89 30 3.37 603.10 600.10 61.51 15.34 B - 1 ~ \ ~ ~ - - - ~ I 1 1 1 3.36 3.2B 47 18 0.70 601.33 601.00 2.00 4.96 3.36 "H.G." - 805.33 801.33 4.00 0.30 AC
e / \ ~ / / / / ~ ~ / / (11 II III ~ / A I ~ / l / i ~ / ~ l / ~ ~111~ III ~ 1 wR- E R- E ~ 8i ~ I I 1 11 32B 3B 177 18 0.51 601.00 600.10 3.46 4.24 3.2B "H.G" - 605.33 601.00 4.33 0.22 AC
~ 2 / I ~ I / ~ ~ / ~ / ~ IIII I IIII ~ _ A II ~ / ~ O V ~ / / / ~ / / / / / ~ ~ I ~ \ R N ~ / ~ / ~ ~ I / i / / i ~ ~ / / III ~ ~ - N ~ ~ 1 3.16 3B 316 38 3.77 612.00 600.10 56.26 18.31 3.18 "W.I " 621.83 621.00 612.00 9.63 6.46 AC I 1 ~
i 'l l / i ~ I ~ ~ PREAD TOPSOIL AND GRASS i i / ~ ~ I ~I I I I ~ I ~ / `0 / ~ ~ ~ ~ / / ~ ~ I I 1 _ ~ ~ N 1 3B 2B 206 10 2.09 600.10 595.80 121.23 14.62 3B "M. H " 614.50 - 800.10 14.40 0.00 AC \ I 28 1 B 75 40 9.07 595.80 589.00 127.75 30.48 1B "W.I " 804.33 803.50 b95.60 7.70 0.98 AC
I ~ , ~ ~ I \ ~ < < (CMLDS ~30.1~~ , ~ ~ , _ - , I~ I I III ~ / I I ~ 1 ~ ~ _ ~ 11 I 1B U.W.O. 689,00 ~ ~ \1 - - - -
~ / ~ / ~ A ~ ~ ~ i / ~ ~ ~ III I ~tl ~ 52 / 5,1B ~ 111 1 1I \
~ / i / / A ~ ~ / ~ ~ ~ 9 _ I ~I I~ A / 'h / ) / i , ~ ~ ~ BHZ ~ III ~ ~ ~ / / / 3 ~ ~ 1 1 ~ ~ 3C 2C 20 18 0.75 610.90 610.75 0.80 5.15 3C "H.G." 614.90 810.90 4.00 0.12 AC 1 ` 11 " -
I ~ / / ' / / ~ ~ I I I / ~ / ~ ~ - PWR-n.5 I ~I I ~ v I ~ INLET.SEDIMENT_TRAP ~ / i ~ I I II I I 11 \1 1 1 ~ 2C 1C 57 18 0.61 610.75 810.40 2.53 4.66 2C "H.G. - 614.90 610.75 4.15 0.26 AC B / / \ 1 11 1.2C 1C 31 18 10.00 610.50 607.40 2.00 16.60 1.1C "WING" 615.83 615.00 610.50 4.50 0.30 AC
TYP. AT ~ STRUCTURES I II ~ ~ l / ~ ~ V I I I ~ / ~ ~ , ~ ~ - ~ AR-NE i I ~ I / l I ii ~ / ~ ~ l II i (cMLas #3o:OS) 11, , I ~ I) I I I I 11 ~ 6~ I ~ ~ II ~ I I ~ ~ / 1 11 ~ I ~ / / / 1 1 1.iC 1C 108 30 9.78 812.00 601.63 29.00 26.14 1.1C "M.H.-NC" 618.50 - 612.00 6.50 EXIST
I ~ i I i i ~ < <r ~ _ II l i I 6 4 / / I I I ~ ~ ~ ~ II ~ ~ / / I ~ - 29.00 568.00 '1 1~ \ / / 1 a ! / 1C "M.H.-NC" 617.00 -
lI ~ ~ l / 11 r ~ I 1 I , ~ / ~ ~ / ~ , ~ ~ I SPREAD TOPSOIL AND 'GRASS /ll / / / l / / I l i IIII ~I1 ~ ~ - II / / ~ 1 ~ 1 ~ \ BD 5D 243 21 2.42 840.24 834.35 23.28 11.21 8D "M,H.~NC" 848.00 - 840.24 7.76 3.50 AC
I , ~ ~ 11~t / ~ I~ ~ 1 ~ (CMLDS g3o.n) 1 H.. 838.80 834.80 4.00 0.82 AC ~ / ~ 1 8 \ ~ 5.10 5D 43 18 0.58 834.80 834,35 4.12 4.53 L1D G -
~ I ~ ~ ~ l ~ ~ 1 I I 1 ~ ~ ~ ~ / ~ ~ ~l I I ~ ~ / I I \ / i / .o an / l ~ ~ I I ~ii~~~v\l I ~ _ / I~I~ I II ~ 1 / / ~ / I ~ I 1 I ~ D 4 "H. - 838.80 834.35 4.25 0.14 AC ~ ~ / 11 \ 5 D 283 21 1.92 834.35 829.30 28.33 9.86 5D G
' I - - o I ~ ~ ~v ~ ~ - 6~ I 11 I ~ A\ ~ ~ I / - ~ ~ it ~ ~ ~ - ~ 4- = - / ~ ~ / ~l / / ~ ~ ~ ~ I I 1 ~,v ~ _ - I I ~ ~I f ~ \ / I / 1 1 ~ \ 4.10 4D 36 18 0.56 629.50 629.30 1.00 4,43 4.10 "H.G " 533.50 629.50 4.00 0.15 AC
i ll~ / / , ~ / ~ l > > vv 1 i ~ - ~ ~ I III II ~ J o lI ~ ~ / r ~ l i l I ~ vv~ ~ l ~ ~ _ ~ ~ ~ ll 1 I I A V / 66 ~ / / ~ ~ ~ ~ \C VII / - - ~ ~ I .III ~ 1 1 I I 4D 3D 30 1.82 629.30 624.50 30.72 11.27 4D "H.G." 633.50 629.30 4.20 0.21 AC SPREAD ..TOPSOIL .AND GRASS ^ , , ~ I ~ \ I 2s4 -
/ ~I / / ~ ~ / ~ ~ / ~ ~ 1 V~ ry 11 / / ~ ~ ~ 6 - - - - III ~ ~ ~ 1 I ~ ~1~~ - i / ~ ~ ~ i I 1 \ ~ ~ ~ ~ v~ v I III CMLDS 30.17 ) 1 1 8.10 3D 24 18 0,83 824,70 2.4 5.4 8 4,70 4.20 0.37 AC ~ ~ ~ ~ 1 ~Z\ ~ 3D 2D ee 30 1.06 824,60 823.80 3b,18 8.57 8D "H.0" - 828.90 024,60 4.40 0.30 AC I ~ 1 I
1 ~ ~ / i ~ l _J -~l1 ~ I I ~ ~ ~ / 11 1 N T T TR D 1D 19 30 421 823.80 623.00 35.18 17.15 1D "M.H. 630.00 - 823.80 820 0,00 AC 9 ~ ~ ~ I I LE SEDIMEN AP
Il ~ l ~ ~ ~ ~ i / ~ I ~ , I V1 ~ v~~\ ~ ti - III III v N I ~ ~ ~ / ~ v v 11 ~ ~ ~ l III ll / ~ I ~ / ~ vv~ v ~ 6 - I 1 \ ~ / i I \ TYP. AT ~ STRUCTURES 1D E.D. - - 35.18 - - I ~ ~ I \
I ~ l ~ ~ vv ~ I I I ~ II _ ~ ~ ~ ~ / ~ (r< 1v ~ vv v ~ v o-- ~ ~ v IIII 1 I ~I ~ ~A ~ iv ~ _ ~o ll i i l v , ~ I V ~ / y ~ _ v III 11 ~ V A ~ - I / 1I E 1 (CMLDS #30.09) I~ l ~ ~ ~ 4 lB ( 1 ~ 3E 2E 50 18 0.80 601.40 601.00 3.26 5.32 3E "WING" 606.73 605.90 601.40 4.50 0.49 AC
ll ~ i ~ ~ / /I ~ s ~1~\ i v ~ Ili I ~ ~1 ll ll b 1 I ~ ~ / l i ~ / P Z`3.5 II ~ IIA~, ~ I ~I x,61 ~ N ~ / IIII I ~ ~ A / 1 ~ ~ 2E 1E 110 18 2.13 601.00 598.86 8.25 8.87 ZE "G.L-NC" - 804.50 801.00 3.50 0.75 AC
V III ~ ~ i ~ r~~ -N / v 11 C ~ V ~ ~ ~ 1111 ~I ~1 \ ~ / I I r ~ / ~ ~f ~ ~ E ) I ( \.r I ( ~ ~ v ~ ~i~ I Il 1 ~ 1 . 6 ~ 1.1E 1E 89 18 0.94 599.50 598.88 0.53 5.77 1.1E "H.G.-NC" - 802.75 599.50 3.25 O.OBAC
STABILIZE SLOPE I I , , / \ i ~ / ~ ~J I I ) ^ ~ ~ ~ \ ~ ~ \ 1~ I ~ ~ ~ l 111 - _ / ~ /v/ ~I v- / i~a / J ( I / A ~ A ~ / ~ I II 1 A\~ (CMLDS STD. 30.16) III ~ / < < \ ~ ~ / ~ ~ ~ ~ I I / A V ~ ~ A C \ I I I 4.~B 1E "M.H.-NC" 803.60 598,88 4.94 - - 1 ~
ll ~ f\ l 1 ~ l ~ I A EROSION CONTROL MATTING l l i / / ~ ~ ~ ~ ~ l ~A i ~ / I ~ I I ~ 616 V ~ ~ -,1 I 1 III A I - ~ / ~ ~ \ ~ I ~ ~ ~ / ~ \ ~ ~ I I ~ 1 I ~ A 3.3 1 2F 1 F 51 i8 4.90 595.50 593.00 2.39 13.16 1F "WING" 600.33 599.50 595.50 4.00 0.38 AC / 1\1
Ct1RLEX 11 SHALL 6E USED II - ~ ~ / / I ~ ~ / ~ I(1\1, ~ Sc ) V / I ~ ~ ~ IIII ~ 1 I I \ ~ I ~ ll / > ~ ~ ~ / l ~ I 1 ~ I III I ~ ~ ~ / / / 1 ~ 1 ~ L ~ ~ I 11~ ON ,ALL SLOPES GREATER / > I ~ , _ J ~ ~ A ~ III I ~A ~ ~ I ~ I 1F H.W. 803.60 598.88 4.84 -
III / i f ~ V ' ~ ~ ~ ~ I ~ ~ ~t l III I THAN 4 FT. HIGH ~ ~ / / ~ / ~ / ~ ~ I ~ INLET SEDIMENT TRAP ~ ~ A ~ ~ IIII INLET SEDIMENT TRAP 1I 1
~ i ~ / / ~ 1 ~ A , ~ / / I Z ~\V(~ = ~ ( I ~ V I IIII TYP. AT A L STRUCTURES ~ A\\ 4B ~ , ~ / ~ ~ / V 63~--~ S ~ ~ ~ TYP. AT AL~'STRUCTURES \ o III \ 4B ~ / ~ ` I i v I
Ill ~ / / J ~ ~ ~ / ~ ~ I I V A ~ 1 VIII CMLDS 30.09 ~ / ~ / ~ < (CMLDS X30.09) ~ A ~ ~ ~ I ~ ~ ) ~ / \ I - ~ 1 1 ~ STORM DRAINAGE NDTES; STRUCTURE LEGEND ~ / I~
I( 63 ~ i ~ / / ~ ~ ~ ~ ~ ~ 1 ~I, A ~ / - STONE CHECK DAMS:, v~ ~ J I ~ ~ ~ ~ ~ ~.~~Illi.l i id ~ ~ ~ ~ ~ ~ ~ ~ , n,,,, • uirin uu rr /nw nn ern nn nc\ / n 1 1 ~ n1 tr, I _ ~ _ , r~i riu nr,nuc~ nn~rn nn~ rcr TUerrn o~oc ~ rurr uc rnur oer rnP cued ~ vrorcv n~ ~ PiPC
_ ~ DwERS~oN orrcH ~ 1 _ / (cMLDS #3a.1D) ' 1 ' ~ a '111111 111 A ~I~I~ n I \1 . I a~ INV OUT=597.23 ~ . „ ~ ~ • . . _ . _ YY.I. - rruR IINLC I ~~m~w ~ I V. cv.v~~
- L i - i _ s = ~.oo~ MAN. ~ i - - ~ I I ~ ` ~ ~ ° III ~ 111 1 1. _ ~ i I ~ III \ \ _ I PIPGNGSDUEATL FIELDHVARIANCESROXIMATE. CONTRACTOR IS RESPONSIBLE FOR COST OF "H.G." - HOODED GRATE INLET (CMLDS STD. 20.02) 1 1 IE ~ 1 ~ "M.H." -STORM DRAIN MANHOLE CMLDS STD. 20.08 \ ( 1 1 \ 2. PIPE SYSTEM HAS BEEN SIZED FOR A l0 YEAR STORM (7.0 IN/HR), USING THE RATIONAL METHOD. ( )
r„ ~ 1 1 ~ I IIII 1 II o~A1 ~ ~ WIDTH=3' ~ /~j / ~ ~ / 2~ ~ ~ II III \ / E.LP. I I 11 3. ALL PIPES ,SHALL BE REINFORCED CONCRETE PIPE (RCP), CLASS III, UNLESS TWO FEET OF COVER "O.S." -OUTLET STRUCTURE (SEE POND DETAIL) ~ i \
• ,DEPTH = 2' / , ~ ~ I / i b2 ~ / / ~ / ~ ~ ~ ~ 1B )I / ~ E- - ~ / / ~ A~ 1 1 I 1 I CAN BE MA1'ITAINED OVER THE TOP OF THE PIPE, THEN CORRUGATED POLYETHLYENE P[PE "E.D." -ENERGY DISSIPATOR ~ ~ 1 1 (CPP) SMO~"4 INTERIOR OR CORRUGATED METAL PIPE (CMP) WITH MANNING No. =0. 013 OR SMOOTHER "H.W." -HEADWALL (CMLDS STD. 20.17)
/ - - _ ~ 1 ~ / / / I ~ 2 ~ ~ \ ~ ~ ~ 1 ` s• ~ I I RIM= 601.21:.'. IS ACCEPTAIlLE• THE MAXIMUM COVER ALLOWED OVER CCP IS IS'. USE OF PIPE OTHER THAN yy_ _ NDERWATER OUTLET ~ ~ I I I `I INV OUT=598.66 RCP IN RI(HT-OF-WAY IS SUBJECT TO APPROVAL OF STATE D. 0. T. OR LOCAL AUTHORITY. U. 0 U
~ ~ I\ ~ i 2 I ~ ~ ~ ~ a ~11~ ~ ~ / ! ~ ~ ~ iii I ~ ~ ~ ~ ~ _ / D \ ~ ~ i l ~ ~ I ~ II 1 4. P1PE SECTION 2A-lA MUST BE RCP D-RING. ND SUBSTITUTES, "H.G.-NC" HOODED GRATE (NCDOT STD. 840.01) ~ q- / ~ /
~ / ~ i ~ ~ / ~ / ~ \ TOP ~ 4.00 „ A I I I - 6 SPREAD TOPSOIL AND GRASS \I I "WING" -WING OPENING (4'-0" NCOOT STD. 840.06) CMLDS 30.17 ~ ~ / I I ~ "G.L-NC" -GRATE INLET (TYPE "B" NCDOT STD. 840.27)
11 i ~ III 1 \ 1 ( I~ ) ~ I / / / I ~ "M.H.-NC" -STORM DRAIN MANHOLE (NCDOT STD. 840.34) \ ~ ~ I \ 1,1 11
~ ~ ~ ~__~1 ~ ~ , i ~ - ~ I IIII Ix I E.I~.~ / ~ V V ~ 1 / / ~i ~ ~ L V ~ 1 1\~ 1 \ \ / / ~ ' I 1 III - ~ 1 I ~ ~
~ ~ ,__~l~ / ~ , ~ ~ ~ VIII 11 ~ ~ ~ \ ~ ~ ~ ~ ~ 1 ~ 1 - ~ 1 1 1 11 \ ~ ~ 1111
BARRICADE AT ROAD E ~ \ I V ~ ~ ~ ~ ~ ~ ~ ~ ~ III II 1 ~ ~ I A ~ \1` ~ / ~ / ~1 r: 1 II I l 1 ~ ~ I ;1 1 1111
(cMLDS X50.07,50.08) 6~ ) A ~ - I 1 II ~ ~ I ~ ~~+I J _ ~ ~ , i ~ ~ ~ ~ ~ VIII ~ 11~ I I a-r r fin. I / A - - ~ ~ ~ I l ~ ~ ~ ~ ~ ~ 4~III i it I 11 A ~ - v / Al ~ I 1 1 1 \ ~ / ~ I ,I•, 1 II 1
I l ~ ( - - ~ - E1. X32• ~ - 4' ~ ~ ~ / ~ ~ ~ ~ ~ ~ rn ~ ~ I I ~ 1 1 I ~ ~ ~ ~ J~ - ~ F BERM 61 ~ ~ / / ~ ~ ~ ~ ~ ~ ~ o I I II ~ ~ ~ ~ I .1~ , 1 1 1 ~ / 6 1 1111 I
II ~ r~ _ ~ ~ / / 6 ~ A ~ o ~ _IIII ~ ~ ~ 1111111 MERGENCY SPILLWAY
i / - - ~ ~ ~ ~ 0 _ JII ~ i ~ - ~ ~ ~ gyp,-- ~ ~ ~ , ~6 III 630= 1'~ , ~ - i i~~ - i ~ ~ / / , r / ~ O~- ~ / / \ I \ / / 40' WIDE ®EL. 600.00 1~ ~ I ~ / / ^r,\
- - Il ~ ~~J ~ - ~~-6 i ~ 111. ~ ' ~ - - ~ % % ~ - - ~ ~ ~ / ~ f i ~ i ~ 0~ III A I i ~ 1 ~ / I 1 1111111 11 / I 1 1 CALED ~ / r l / ~ 1 ~ 1 1
BUILD EST Tlesw6l 1 1111
- _ ~ ~ , ,1 ~ 1 D LINE ~ I I 1 1 1 11v / ~ , , 111 II 1 / ~ ~ CAUTION ~ 609 ~ ~ .
_ , ~ 1~~ ~ , ~ ~ ~ _ - _ ~ - _ ~ 1
62~ ~ ~ - j / _ - - - ~ ~ ' ~ ~ ` - 6~0 INLET SEOII'AENT TRAP / / ~ / ~ ~ ~ - - , ' TYP. AT STRUCTURES II ~ \ vv A ~ ~ IIQ11 5~ ~ 1 1 \ ~ 1 ~ R INA N CALL CENTER 1 I \ \ , ~y 1111111 NORTH CA OL 0 E
/ / / V A ~ ~ ~ I 1 / i Ur ~ ~ _ - - (cM~as #30.00 i I I I \ \ \ ~ ~ 11 130 C.Y. RIP-RAP
~ ' ~ ~ ~ I I I 1 -&1 --STABILIZE SLOPE 1 I 1 ~-i 1~~ 1 d50=6"-1.25' THICK \ '-''~i ~ 1 3 DAYS BEFORE DIGGING CALL g ~ , \ • ` 1111111 PLACED AS SHOWN
(cMLDS STD. 30.16) ~ i I 1 ~~~i,~~ ~ r 's;{~• I TOLL FREE 1-800-632-4949 \ ~ ~ ~ ~ OR / I IO 1 1111111 . e
6`~ ~5 ~ EROSION CONTROL MATTING ~ I 6 `0 R X II SHAL BE U ED I CU LE L S 1, q 1 1 , ~ / ~ ~ 1 1 \ 1 11 A ONE CALL SYSTEM FOR COMMUNITY AND JOB SAFETY. 1, ~ -~11 1 1 I 1 STABILIZE SLOPE
ON ALl SLOPES GREATER / 1 ~ I , A~ ~~I ~ l / 1 1111 1 \ --~~i I 1 CMLDS S . 30. 6
THAN _4 FT.: HIGH... ~ ~ ~ / / r 1 ~ ~ 1 ( ~ ~ ~ / / I 1 1111111 EROSION CONTROL MATTING THE UTILITIES SHOWN ARE SHOWN fOR THE CONTRACTOR'S CONVENIENCE ONLY.
/ ~ l - li 1 \ ? f ~ , - - -jl ~ ? / / \ 1 CURLER II SHALL BE USED THERE MAY BE OTHER U11LI11ES NOT SHOWN ON THESE PLANS. THE ENGINEER 1 ~ i / / ~ 1 1 1111111 R AT R ASSUMES NO RESPONSIBILITY FOR THE LOCATIONS SHOWN AND IT SNAIL BE THE / \ 1 ~ ~ IF 1 1 1 1 I ON ALL SLOPES G E E CONTRACTOR S RESPON961LITY TO VERIFY THE LOCATIONS OF ALL UTILITIES
~ / 1 \ ~ ~/l"''~ ~ ~ I 1111111 THAN 4:.FT. HIGH. WITHIN THE LIMA'S Df THE WORK. ALL DAMAGE MADE TO EXISTING UTILITIES 1 / ~ ~ ~ r \ F 11 BY THE CONTRACTOR SHALL BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR.
o ~ El. VARIES ~ ~ I I / 1 ~ ~ i ~ ~ 11 8 I 1 111111 / 11 A ~ 1, I ~ 111 / ~ ~ / 5 i ~ ~ 11
/ 11 \ ~ ~ 1 1 1 III II SAFETY NOTE TO CONTRACTOR
III=IIII= ~ ~ EL. 5s2.ao WET ~ T.. ~ 16N D ~ l ~ / 1 ~ 1 i I ~ 1 1 III 11 i , / THE CONTRACTOR SHALL SHORE TRENCH EXCAVATION AND USE
LEGEND: •IIII- I_ (cMLDS #203 1 \ I ~ ~ / 1 1 111111 / ~ ~ 1 1 P• 1 1 1 PIPE BOX TO COMPLY WITH ALL OSHA SAFETY REGULATIONS.
' . b ~ DRAINAGE~A~'- ~ 20.61 \A ~ ~ / ~ BURY ENDS ~ I ~ 1 EB ~1 11 1 1 1111111 IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY TO PROVIDE JOB / SITE SAFTEY AND COMPLY WITH ALL SAFETY REQUIREMENTS. ~ /
= XI T. IR N PIN 5 REBAR OR AS NOTED , N , AVG. DEPT~I / i i - ~ SA REO D = 73, 0 S.F/ I 1 11 ~1 ~ 1111 I1 THE CONTRACTOR IS RESPONSIBLE FOR HIS MEANS AND METHODS / / 1 1 OF CONSTRUCTION
N.P.S. = NO POINT SET NOTE: ' EL. 590.00 • SA PRO D-- 00 ~.F. - _ Y ~ R~ I 11 I 111111 Teo L.F. cRASSeD LEVEL sPREAUE 1. EPOS 1 1 11 CREST ELEVATION 592.00.
=POWER TELEPHONE POLE ALL DITCHES TO HAVE aussEO PMA4AT LINER W.S.E. 593. / THIS MINIMUM SIZE. IIII =IIII . • • • •IIII =IIII = Mi5TAl1ED PER NANUFACNRER'S RECOMNENDA?ONS _ ~ \ Z P~ / ~ 1 I h / / 5 / ~ 1 1 LINED WITH PYRAMAT EROSION
SHADED DITCHES ARE vnuE MI" TOP Of WALL = J 1.50 \ EP =EDGE OF PAVEMENT TO HAVE LINER. \ ~ V = 215,050~C.~. A\\~ I I E~ / 1 1 1 1 11111 CONTROL FABRIC. SEE DETAIL .OF ~ I ~ 1 ~ X90 / V II I 111111 LEVEL SPREADER. ,
HW =HEAD WALL ~ ~ \ ~ 1 / , I I 1 D Z~ I 11 1 1111\1 $
N/F =NOW OR FORMERLY 1. APPLY LIME, FERTILIZER AND SEED BEFORE LAYING THE NET OR MAT. IF OPEN-WEAVE ~ F D ZOf~ \ NETTING IS USED, LIME MAY BE INCORPORATED BEFORE INSTALLING THE NET AND FERTILIZER APPROXIMATE LIM~ II 1 I X11 1 1111\1
® =WATER MANHOLE AND SEED SPRAYED ON AFTERWARD. ~ ~ AE SCALED FROM F E NO ~ I 1 1 1 ~~a ~ ~ I ~I ~ I 11~~\1 ,SIP
PDE =PERM. DRAINAGE EASEMENT 2. START LAYING THE NET FROM THE TOP OF THE CHANNEL OR SLOPE AND UNROLL IT DOWN ~ \ ~ ~ II 1 I ~ ~ I ~ I ~ 1~1\ 11 ~1VA ~ P~ ~ ~ I ~ 1 I
THE GRADE. ALi(14l NETTING TO LAY LOOSELY ON THE SOIL BUT WITHOUT WRINKLES-DO NOT FIELD E~ ~1~A ~ \ \ R/W =RIGHT-OF-WAY Nor sTRErcH ~~~V ~ v ~ I ~ ~ ~ 1~ ~ 1 \ I ~ ~ ~ v ~ v 11 11 ~ 1 v ~ I V I ~
~ ~ - ~ =CENTERLINE ~ ~ ~ ~ A ~ 3. TO SECURE THE Nf.?, BURY THE UPSLOPE END IN A SLOT OR TRENCH NO LESS THAN 6' DEEP, ~ ~ , \ ~ 1 ~ ~ v vv\ ~v ~ ~1 111 vv ~ v ~ vv ~ 1 ~ I
COVER WITH SOIL, AND TAMP FIRMLY. STAPLE THE NET EVERY 12° ACROSS THE TOP END AND ~ ~ - ~ ~ ~ \ ~ ~ DI =DROP INLET EVERY 3' AROUND THE EDGES AND BOTTOM. WHERE 2 STRIPS OF NET ARE LAID SIDE BY SIDE, ~ ~ ~ \ \ \ \ v vv ~ v ~~.P~ I v v~ ~
THE ADJACENT EDGES SHOULD BE OVERLAPPED 3° AND STAPLED TOGETHER. EACH STRIP OF ~ ~ \ ? =CATCH BASIN NETTING SHOULD ALSO BE STAPLED DOWN THE CENTER, EVERY 3'. DO NQT STRETCH THE NET ~ ~ \ \ \ ~ \ \ 1 ~ ~ ~ ~ O• M M! A O I A L INV T Y ~ N T R Y N~ ~ \ \ V BlA /
= WHEN APPLYING STAPLES. \ ~ \ \ \ \ \ V AI I / S ~Z \ \ \ \ ~ • CHARLOTTE, N.C. 28277 • [phone] «
QS SANITARY SEWER MANHOLE \ \ \ \ = 4. TO JOIN 2 STRIPS, CUT A TRENCH TD ANCHOR THE END OF THE NEW NET. OVERLAP THE \ ~ \ \ \ \ \ \ ~ \ v Iv 1 ~ 5 vvvv vv ~ ~
MEASUREMENT OF RECORD END OF THE PREVIOUS ROLL 18", AND STAPLE EVERY 12" JUST BELOW THE ANCHOR SLOT. \ \ \ \ \ \ \ \ \ \ \ 1 ~ I FOR ANY ADDITIONAL INFORMATION CONCERNING THIS DATE
~ \ \ \ TCE =TEMPORARY CONSTRUCTION EASEMENT \ \ 1 \ - ~ ~ ~ PROJECT CONTACT REGISTERED SIGNING ENGINEER GRADING, DRAINAGE, AND EROSION CONTROL PLAN 5/2s/o4 \ \ 11 ~ I ~ o
LEVEL SPREADER X-SECTION ~ ~ ~ v vv v CM =CONCRETE MONUMENT s~ ~ s~ ~ ~ \ \ , ~ , ! ~ ~ ~ SCALE
47-191-04 =TAX MAP NO. (N.TS.) \ 0 ~I II \ I OSSIN ui s~r~r c ~ u ~ a
=FIRE HYDRANT ~ 'S'Y \ DRAWN BY II ~ , ~ ' rn o
=OVERHEAD UTILITY LINE 600 6 ~ / a 01 ~ C.L.P. \ ( \ (C / 0 C~ \ ~ ~ o ISSUED FOR LAND DEVELOPMENT PERMIT
SS- =SANITARY SEWER LINE ~ \ ~ - / C /06 C.L.P. ~ \ ~ \ _ _ ~ CHECKED BY ~ / ~ 1
ST =STORM SEWER LINE ~ ~o I 1 I ~vvv~ / / / I ~ ~ lz
= TREELINE ~ ~ ~ a REVISED MASS GRADING PROJECT N0. ~ I v ~ ~ ~ I B ~;T C.L.P.
I _ _ _ ~v ~~Vv ~ ~ ~ ~ MALLARD CREEK TOWNSHIP NORTH CAROLINA 2 a o 0 7 8 - ~ 4
°o OS SHEET N0.
N A ~~11 C.L.P. ISSUED FOR PRELIMINARY PRICING GRAY ENGINEERING CONSULTANTS INC.
/ ' THIS DRAWING AND ASSOCIATED CAD FILES ARE AN INSTRUMENT OF z 132 PILGRIM ROAD SERVICE AND THE PROPERTY OF GRAY ENGINEERING CONSULTANTS, INC. E
AND SHALL NOT BE USED OR REPRODUCED IN ANY WAY OTHER THAN ~ GREENVILLE, SOUTH CAROLINA 2960
AUTHORIZED BY GRAY ENGINEERING CONSULTANTS, INC. IN WRITING. ~ N0. DATE BY REVISION PHONE: [phone] FAX: [phone] SHEET OF

'~7 ''I~ 7 ' s. , ;~1~~ l ; i li' ,
.5'i'irl~,~
I _ _ -
~ f
\ v ~ v v v v v " v i III I r \ \ \ \ \ \ r J l l l / it . / \ \ \ 1 / / / ! ' I I 1 \ \ I , III Ir
A~~.,~ \ t ~ \ t ~ I I l ii / I v v I I `v I l r ! / / v I I III I i
~ A \ v ~ . F S° ~ A 1 ~ j / I III ~ / / ri/ / / r I I I 1 I v v 1 ~v !I 1 1 ! / / v I 1 1 I 1! ' I i ! 1 1 / I I ! I I 1 I III I I I ! I I 1 1 1 v/ l 1 I l! / ~ \ I I III I I/ /
~ ~ ~ ~ ~ ~ ~ v v v v \ 1 A \ ~ ~ I 11I Il 1 / / / I ~ ~ ~ \ ~ A \ \ ~ A V A V A \ / ~ ~ I I I ~ i i ii / / ! / / I I / ! I I I I ! / / ~ - I IIII I/ / ~
~ ~ \ \ \ \ \ \ \ / / I I I /ice i~ ~i / / ~ / ~ ~ ~ ~ ~ \ V \ ~ \ \ V A \ \ 1\ \ / III I I ~~~i' i i / / / I I I l ! I I 1 I / / / / IIII I I / _ _ l / / ! I r e l I ! I I I l/ ,-v I 1 1 1 1 I I I I I /
~ ~ v v A v v V ~ ~ v v 1\ ~ I ~ ~ ~ ~ ~ ~6- ~ v v v v ~ v v vv vv v ~ v ~ ~ / IIII II 1 ~ ~ / / / 1 I 1 ~ //.c l / ! l l l I I / / / I I 1j11 IIII 1// /
v 1 1 ~ v I I I - ~ v I~p 1 1 A ~ v v v ~ I I " ~ ~ ~ ~ / ! l I/ l l/ l l l / I I! 1 I I I / ~
\ V ~ \ ~ C~J~ I I I \ \ \ \ ~ ~ I1 1 I I ---iii," ~ ~ ~r I I v v ~ ; ~ ~ 0 j' ~ ~ ~ ~ 1 i v v l1 11 I ~ , - , , , / / / ~ , , 1 , i I I , , ~ v
I 1 / ` v ~ I ~ ~ / ~ ~ i l I / ~ \ \ VA ~ 1 1~ III I I I ~ _ -
I / A i t ~ I , i i ~ i I I I I / 1 ~ I ~ / i / / / / / ~i / ~ _ ~ / / / 1 / l I ! l ! ! l / 1 1 1 A i / ~ ~ i \ ~
l I / / / I I 1 ~ I I ' ~ ~ 1~ / ~ ~ i / / ~ i ~ 1.. ~ / ~ i ~ ' ~ ~ / l I l l I I / l l 1 1 v v~ ~ i ~ii~i i// l I / / ! / I 1 ~ \ 1 A - \
l I l I I 1 I 1 \ V ~ i' ~ I i ~ i ~ l I r I /l I l / 1 VV A ~ ~ ~ ,i~~ ~ i I _ i ' / ~ , ' ~ ~ ~ \ \ i i i i~ / / l l! ! l l V A A~ i v v ~ ~ ~ / / ! ! \ V ~ V A
~i d I l / / / 1 1 1 % 1) A V I ~ / ~i i i i i i / l I I I/ A V._ ~ v vv ~ ~ ~ / / / ! ! ! ! ~ \ V A A V~ \ ~ v v
/ ~ - / / ~ / / / ~ ~A \V ` ~ CJ \ 1~ ` / / / ~ ~ / ~ / Y/ ~ 1 \ \ V` \ i - - - ' ~ / i i / . / l/ / _ / l I / 1, ~ \ V A ~ 1 A ~ / / i / / / / ~ ~ / / / AV A ~ ~ / ~ ~ i i ~ ~ l l I I ! l V A A\ V~ ! ~ i / v v i
l / / i / ~ A\ / ~ i 1i I \1\~ / / i' _ ~ ~ ~ ' i ~ l l / / l/ V A v i ~ v ~ v
/iii- //i ~ / ~ ~ \V ~ % ~ ~ '"1.1~ A~ ~ ~ ~ / i i / / / / \ ~ ~ ~ / i~ / l l l i~ i
i- / ~ / l i i / / / A III y~~ 1A~ i ' ~ i ~ i - - i ~ / / A ~ ! i ~A ~ / i ~ / - ~ i / ~ ~V ~ i ~ ~ / i ~ ~ i ~ ~ / l l l / / A V \ \ - i - v A
/ / ~ ~ ~ / / / ' ~ A ~ A V _ / / / i / ~ / / / ~ ~ `
/ / I \ \ / / ~ ~ i ~ / / ~ / / / ~ A A \ \ v A
' / / ~ ~ / ~ / ~ / / / / / v A V A \ \ / ~ ~ ~ v v ~v v v / ~ / / / / ~ / A i i
~ - / / i III/ ,I~ / / I I I1~~ ~ i i / / \ / / / ~ ~ ~ / / / / / / / V A A V A \ V / / ' ~ ~ ~ ~ ~ ~ v \ A A \ / / ~ 1 / l/ l I / V / / ~ ~ v ` v v v \
- i I I Il/ ~ i~ II I Il 1 / / ~ ~ / / / i ~ / l l l / i A\ V A A / / v v~ V A \ / ~ 1 ~ / i / / \ / \
/ , , ' ~ ~ ' , - - - - - 1 I . ~ / r / III I I I 1 1 1 l l i ~ ~ ~ / , - ~ ~ /i I I III 1 f J r/ / / ' i / l / l / / l / l I / / i 1 \ \ \ \ \ l l / / i ~ ~ ~ \ \ \ \ \ \ \
I V / ~ \ .•~i i I III ~ 1 I ~ ~ ~ / / ~ / / i / l / l / / l l l I / / ~ / 1 1 V A \ ( / / / 1 \ \ v \ _ ~ \ \ \ \ ~ / / / / ~ / ~ l / l ! I I ! l / / 1 1 1 V! ! / / / ~ ~ ~ v v vv ~ v v v v
I I~ i i ~V / ~ ~ I I II 1 I I ~ 1 / ~ ~ ~ ~ i I III ? 11 I / / _ / / / 1 1 l V v v - ~ / / / ~ ~ l / ! ! ! / / ~ / I A \ \ I I l ! ! ~ v v \ \ V A A
III / / ' ~-1 v ~ I I III ? I I1 / / / ~ / / i i / ~ \ /i ~ "J \ I ~ - - ' I / / / ~ i ~ ~ //i I I III AA 1 I / / ~ / ' / - / v / _ _ / ~ / / / 1 \ 1 _ / / \ \ \ / / / I l~/ / 1 1 \ / / I v v v v v V v
I 1 / / ~ ~ ' / / I v 1 1 I I I' / / / / I / I / / / / / / I I I, III ` 1 ~ / / ~i ~ /l ~ I ? 11 1 v 1 i l l / / / / / / / / / / t 1 \ \ \ \ / / / / ! ! / \ ~ ~ \ \ \ \ \ \ \ \ \ / / I / / / ~ \ 1 / I A ~ v y - ~ ~ ~ ~ / / / / I 1 v / ~ \ V v
I I ~ U / II I i ? 1 ~ I - / / I / v ~ / / v v A \ v v v ~ / / ~ i ~ ~ ~ ~ / / / / / / / / / 1 I I \ \ \ \ _ / / / / / \ \ \ \ \ \ / ~ / / i/ v ~ l l ~ v A V A
111 / ~ l / / ~ iil /l/ / III I i~ i ? ? 1111 1 11 v I I I / ~ ~ ~ I l / I I II ~ / 1 1A V / / ~ ~ l I/ / / / /llI 1 1 II ~ ~ 1 ~ ~ ~ A 1 i / ~ ~ ~ ~ ~ / / / / / / / / ~ 1 \ V A / / / ~ ~ \ V~ V A \ \ V A v ~ / v v v ! r ! v v v v v
/ / / / / ~ 11 ' / IIII I I l ~ 1 I ~ ~ ~ V A 1 ~ f / ~ / / I I _ _ ~ V A V - _ ~ / ~ ~ / / / / / / I \ \ \ \ \ I / / / ~ ~ \ \ \ \ \ \ \ \ \
/ / / / ~ ~ I I i - _ ~ ? I 1 ~V~ V A ~ / / ~ ~ ir~~ ~I ~ ~ ~ / i % III I~' i ? l ~ \VA~ ` ~ ~A - _ ~ ~ / / / / / i i ' ~ ~ ~ . ' ~ / ~ / / / / / \ \ \ \ \ \ l / / / / / / / \ \ \ \ \ \ \ \ \ \ / / / \ \ I / ~ ~ ~ i / / / / ~ \ v A \ V / / / ~ \ V A V A ~ \ \
1 / / / ~ ~ % (r__~ III I I ~ ~ ~ V A V A ~ ~ ' i / i / / / / / \ V / / / ~ V A \ V A \ A
/ / / / / ~ CJ I - \ _ / ~ / / / / ~ ~ I III I ~ i I \V~A ~ ~ ' ~ A \ ? I I ~ ~ ~ ~ ~ ~ ~ 1 \ 1 / i ~ i i / i ' i / / / / / l \ \ \ J / / / / / \ \ \ \ \ \ \ \ \ l / / ~ i i / / / / v ~ v v ~ / A \ \ \ A \ \ V I 1 1 ..3
/ I~~J / I I II - / ~ \V~ ~ ~ \ \ / ~ / I / ~ ~ ~ ~ ~ V ~ I ~ ~ I I ~ / I I I ~ ~ - - _ I ~ ~ ~ ~ ~ 1 I 1 I I / ~ ~ ~ / ~ i i / ~ / / / / A A V A A / / / \ \ \ \ \ \ V I
/ / `~J ~ I I I ~ ~rs~ - ~ ~ / 1 ~ ~ ~ ~ v ~ ~ v ~ v I / ~ ~ / ~ - - / / / / V A v v ~ / / ~ V A 1 1 I I / / ~ / \ \ \ I I I ~ ! ! ~ / / / / / ~ v v ~ v / / ~ A \ \~vv v v 1 11 I / ~ / v - / / \ V I I 1 Ir~
/j I 1 - , ~ v ~ ~ ~ v 1 v / - / v v ~ I I v v ~ / / II I _ ? v ~ ~ ~ ~ I I \ ~ ~ A / / /U ~~ll III ~ I V ? vv~ ~ \ ~ I ~I I I 1 I ~ v ~ / A 1 1 I I! v / v v ~ ~ / ~ v v ~ 1 1 1 I I I I \ / / 1 1 1
\ ~ ` ~ rl~ ~ III 1 t I ? A ~v ~ A ~ ~ ~ I I, A 1 yy~~ ~ ~ / / I ~ / / ~ ~ ~ ~ ~ I I I I I I I \ \ \ I ! \ ~ ~ / \ \ \ 1 1 1 1 1 1 l 1 I, A 1 1 1 I v vv v v A\ V ~ v v / v ~ I A 1 1 1
V '~V ~ ~ / I I / III / / ? ~ A v ` ~ ~ I A \ ~ V V I v v \ / v / ~ 1 A 1\ 11
I \ I\ I! v vv v v\ v v l I /`v ~v v / I I I I A 1\ I I 1 A I I I ~ v v\ v v ! v v ~ I 1 I I ~ 1
' I l 1 I A \ 1 1~ ! ~ v vv ~ ! I 1 \ I I I I \ \ ~ \ I I 1 I I ~ l I I ~ ~ v i ~ / 1 I I I
- / lrll I rl , / I / ~ 1 ~ ~ I / \ ~ ? I 1 \ 11 ~ ` \ ` 1 ~ I r / !II A \ ~ I I V l ~ v / 1 I I ( \ v v ~ / 1 I l I I I t 1 1 1 ~ v v A V ~ ~ ` ~ ~ / l l I I I
I r 111 / I i I / 1 ~ \ \ 1 ~ \ \ \ \ \ \ \ V ~ \ \ \ ~ ~ ~ ~ / / I ! I I ~ v A v \ v v y V v v \ ~ ~ 0 / , ~ / ~ / / ! ! I I I
ll1 I / 1 / ~ ~ • ~ 1 ~ \ \ \ ` \ i 'i ~ \ \ I /I ~ / i 11 ? \ \ \ \ V A V A \
.f. 1 / llI 1 1 ~ ~ / I I i I ~ 1 ~ ~ v v v~ v v v v v / / / I ~ ~ ~ j ~ I ~ v ~ ~ \ \ ~ \ - / ~ / i /i'/iii l/ !\I
~ / ~ / / l / A ~ \ I / / ~ ~ V ~ / / I ~ ! / ~ I I ~ ` \ \ ~ ~ ~ ~ ~ \ 1 i ' I ~ ~ I I / ~ ~ ~ ~ V ~ ~ ~ \
l ~ i / I / ~ ~ ~ \ \ ~ V \ 1 + / i ~ r II I l I I ! / A ~ ~ + ~1 ~ ~ ~ ~ v ~v ~ d' ~
~ r/ / ll / / I ~ ~ ~ . v ~~v 1 / / I / ~ ~ ~ / ? I v ~ v ~ ~
Q~~U / l/ / - i ~ I - / 1 ~ ~ ` ~ ~ ~ ~ t 11 ~ / ~ ~ I I v1 ~ I / ~ v ~ ~ / ~I l v ~ \ \ ~ ~ ~ ~ ~ ~ ~ ~ \ / / / iii , i~ /i ~-l \ \ \
l Il /ll I ~ ~ i I I i 1 1 V A A ~ \ ~ ~ ~ \ ~ ~ ~ ~ it , / / / , / /i \ \ ~ ~ / i 1 \ \ \ \
11 /l ~ I / i / I l ~ A~ ~ / I 1 ~ / / i ~ 1 / 1/ 1 / ~ / ~11
~ Illl I I V / I
V i/// / \ I I~ i _ i/ ~ I ~1 ~ ~:r
V / I I l ~ ( / 1 ~ i ~ l II ~ ~ ~ % / ~ 1 A 1 r ~ ~ / I ~ 1 - - ' y
r~// / 1 / / ~ - ~ - / / / 1 I ~ / / L I i/ / I \ I I ~v ~~v vvv v v ~ ~ ~ ~ II ~ 1 v v v 1 I _ ~ v~ ~ ~1 1 1 ~I 1 I Av
~ - ~ ~ ~ ~ ~ ~ V~ - V v V A A \ I 1~i,-` VA \ ~,§ky'
/ / ~ / I 1 i ~ / I / I I b ~ / 11 I / / I I ~ "'tea \ ~ ~ ~ ` ~ ` V v \ v 1 I / l r~ vv \ z9 - ~ ~ ~ - V 1 1 \ ~ 1 ~ ~ ~ v V A 1 I i ~ \ \VA 1 ~ _ i - - , ~ _ A / I
/ / / / ~ I _ / f td / I 1 ~ ~ a29---_" ~ / ~ / ~ I I I i I I ~ v ~Q \ _ ~~v ~ ~ ~ ~ \\\V v v I ~ - I / / A V 1 /~~~AA I IAA \ ~ A v v I \ 1V ~ \ l ~ A ,i }
/ / /l/ / /j/ / I I v I I I I I v ~ - - - \ \ \ \ l \ 1 % I \ 1 I I - ~ v v A ~ l 1 v ~ ~ I A I I 1 1 ~ i~ vv \ v' I 11
/ / I I I I ~ 11 I / / / / I I / I / i. ~ _ v v V v A ~ 1 I / ~ V v I I I / ~ v ! V A v v A ~ I I 1 / AA \ I v - v ~ v ~ V 1 I / V I I I
/ I I I I / I I I III ~ / / ' ~ ~ / / / / I I 1 I~ ~ I I Ill ~ I ~ ~ / / ~ ~ / / - - I1 111 \ ~ / I ---v ~ I / I V ~ \ \ \ 1;1 l 1 I ~ / \ \ V I I I ~ II - v_ _ ~ I! I! V A V A ~ 1 ~ I I v A A I ~ 1 1 ~ l ~
/ / / i ~ / ~ + - ~9 I - ) 1 ~ ~ V 1 1 \ \ / / I / ~ t 1 / ~ \ v 1 1~ 1 I I I V ~ v v A \ 1 I t I v I II ~ `fit. / vv ~ v - - _ ~ ! I / / ~ \ 1 I ~ 1 I ~ v / ~ / I / ~ I
/ / ~ ~ r 1 l 11 ~/l /l(~~~ I ~ I ~ ~ /1!!/~ vv~ ~ ~ ~ / ! / / 1 \ 1 \ 1 1 1~ I 1 1 ~ I III ~ A \ \ 1 A I/ / ~ ! I v I II I
! / / % ~ l 1 / I ~ / ~ ~ I ~ / i I I ~ A 1 , I / / l / / ~ / / ! ~ / , / I 1 I 1 ! ~t1! r.I ~,v~ ~ _ ~ i , , ! vv 1 1 1 ~ , v I II ~ ~ ~ v I. ! II ! I I I II 1 v.
(~,~Cl / ~ / I I ~ ~ ~ V ~ ~ I i ! / A ~ ~ ~ I / / ~ / / / / / ~ ~ ~ 1 i I / ~ - ~ / I 6v I vv.v v ~v~ / /I Ii I
~ / / / / i ~ ~ ~ ~ ~ I I I / V _ 1 ~ I / ~ / / I / ~ ~ ~ A \ i I ~ _ - A 1 1 v` v v~ v I - - I l 1 ~ vv v v 1 1 III ~ v ! ~ vvy vv Iv` / 1 1 1 I - ~ _ ' - ~ ~ ! 1 A 1\ V A\ I I1 v~ A v v \ V v 1 1 I II
I I I j / ~ ~ ~ ~ V A - N I ~ ~ \ 11 I I / / / / / / I ~ ~ I. I ~ I _ Ir I Q ~ ~ ~ V ~ I ~ ~ - I 1 U' A ~ v A 1 I - ~ ~ I 1 v v~ v ~V1,. I I I I I - I 1 \ I 1 / A v v~ \ v 1 I I
I I / / ~ / 1 / ~ ~ ~ ~ A V l I i I ~ ~ ~ I I/ / ~ 0 ~ ~ ~ I 11 ~ _ / / ~ / I I A I I I 1 ~ I v vvv v v v v 1 1 I II % ~ ! I 1 1. V ~l \VAV A 1 II I II ;I I
I Il( I 11 ~ % 11 V I ~ ~ ti I I I I _ ~ V I I / 11 ~ _ - ~i/~ i ~ ~ / 1 1 I ~ ~ \ \ I I ~i~ ~ - / ~ / , - ~ ~ ! ~ 1 1 I I I I I I 1 ~ - \ vA V A A \ \ I \ III II / l
/ I I ~ / ~ ~ / V I i ~ ~ ~ ~ III I ~ ~ ~ 1 / ~ ~ ~ l I//;~l/ l \ I 1 ~ ~lil I ~ / I ~ _ . ii, ~ / ~ ~ ~ / ! 1 I ~ I ~ \ VA A A \ 1 I I I I /
111 / l llll ill l~ ~ l / ~ l I ~ ~ ~ \ ~ I - ~ / ll / ~ j// 1 / ~ Ill I ~ ~ I~ III 1 ~ v v ~ / 11 ! I I I I 1 ~ V A\VAAV A VA/ III 111
I I 11 ii ~ - _ _ \ I( l i l 1, ~ v ~ ! v v~ - _i I I v v AA V A V III I .1~ ,y ~ V I ,v IIII I / v` vvvvvvvv vvv 11111 ~ v V \ v ~ v v II I
I / ~ - - _ _ `;dill - - ~ I V I I 1 ~ V v \ V I! 1 \ ~ V I 1' \ I I I I I I ~ v~ v \ _ I v v~VAV A\ I I V Ill ll_ 1 - - ~I
v A ~ ~ ~v~~ 'f'! I' 1 I I \ V~ \ vvvv V 111111
11 1 ~ / ~ I , ' - r ~ ~ ~ ~ , ' 11 / ~ I _ ;lll ~ / ~ / V ~ I I 1 ~ A \ `"1 v A\ I II ~ ~ ~ ~ ~ / ~ ~ I~ I 1 1 v ~ ~ ~ V 1.111
111v 1 I ~ - I . / / `11 1 ~ I / / l ' ~ - I / / - / i / v / A V / ~ ~ / ~ v~ v I cl I I I 1 JA V I AAVAVAA VA 111 \ ~ A / v v I: 1 ~ V AV I\ 1 ~ / - - - - A V ~ / / i ' l / v ~ v v / ai I I I ~ A \ ! \ VAVAA\ 11 111 I l
1111 i l/ l I I l l l I I ~ / ~ ~ / v v v 1 ~ I I \ ~ VAVA\~ 1A\ / ~ _ ~ ~ v l ( ~ ~ / v ,1 I I I '"1 v I \VAA\ 1 1 / ~ v ~ ~ ~ ~V AV v \ ~ V ~ I I / A \ VA V\ ;1 A \
\111 ~ - / / / ~ - N \ / ~ / / 1111 ~ / / 1 / I ~ Ill \ / + / / / I l / I ~ / ' I I I ~ \ ~ \ \ \ V ~ ~ v v I ! I VA VA\ V A VA 1\ ~ ~ / i , / A A \ ~ \
l 1111 / ~ ~ / I I / ~ I J ~ N / / / ~ ~ / r - / v - A- / - / ~ ~ I I I \ VAA\VA ~ ~ 1 rte.., ! v I / ~ ~ I v AA 111 AI / ! v ~ % / ~ % ! I ~ I 11~ II I I
1111\ l/ , I I I / / 1 I I I I / ~~v, 1 l I ! A I IIII 1 / I - - _ / _ ~ ~ ~ ~i~~ ~ y ~ I I VI I 1 / i ~ ~ ` lllill 1 1 I I I /
I Il 111 ~ lI / r / V ~ i i' ~ ~ ~ / I I I /!ofi / V v ~ / / / / ~ ~ ~ I I i / ~ I 111 I / / ' ~ ~v~ ! II / 1 Ill 1 ! ! v / ~ v / / I / ~ /1/ I / / ~ / I i ~ \ 1 / /
I I I l l!f / l l - i ~ - ~ ~ ~ I I / l ~ ~ / / ~ ~ ) l ~ ~ ~ l I 11 / ~ / 1 / A 1 I / / ~ \ V I r /i / / /
I ~ l / _ ~ \ ~ I 1 / 1 1 A 1 1 / ~ I 1 I I _ I ~ v v /i~// ! / / / 1 / / ~ ~ v V /
II ~ / i 1 \ \ 1 V 1 I ' / ~ A ~ V I i / ~ I 1 A / ~ , / 1 ~ / I ~ ~ 1 I r / ' - / ! v / I / ! ~ ~ / ~l v ~ ~ ~il / ~ ~ A /r//~i/i l I l /
Gj11 ~ / Q) 1 1 1 IIII / 1 / ~ v I / ~ I 11 I I I I I I ~ / I I 1 ~ / I I 1 ~~/i// I ( ~ I / ~ / / ~ / / ~ I I ~ / ~ / / / ~ v ~ ~ I ~ ~ ///i~ I i ~ / ~ ~ I i 1 i/ /r l ! l
1 ~ 4 / I 11 1 I I 1 ~ / / / / ~ ~ ~ I ~ l l l l I I I I I r ~ I I / 1 ~ / / ) i / i / ~ I / / / - , /~i ~i / / / I v ~ ~ / / ~ I ~ / / l l v / / / ~ ~~/i i~ /
i l4 / I 1 ' ~ 1 I / ~ / r' 11 ~lll / \ ~ II II I I I I ~ - lip / \ 1 1' / 1 I / ~ ~ - ~i~/ i / / l - I 1 / -I •Gj / ~ ! ! ~ ~ ~ / ! ~ 1 / l / l /~j /j/ / ~ i i /
/ / / 1 ~ ! ~ v ~ ~ / / I ~ / / ( / / / / I I / / / / / i / / ~ - ~ i
I i + I I I r l 1 1~ 11 II 1 , ~ - - ~ ~r I i I I ~ - ! I 1 \ l ~ i/ I / II / / / i / Q ~ / AVA / II 1111// ~ i / i 1
l rl '~1 - ' 1 1 _ v II ~ I 11 / ~ r I I I 1 ~ ~ _ / I V 1 I I I ~ / I I ~ / ~ A II I / i / I / / _ ! ~ ! / / / I II III III t( _i ! / I v / ! I II 1 v _
/ / v ! ~ I ~ ~ 111 111VA~v ~ ~ / / / I C ~ I\ v I
I ~ ~r ~ 1 I ~ ~ / - I 1 0 I ~ ~ / VV A vv ~ ! ~ _ / \ V / / \ ~ r v1 I I I - / /I I - - ~ / ~ ~ I 1 !1 ! / v ~ ~ v ~
/ 1 I ~ > I t l / ~ v vvv 1 ! v l i l / I ~ (~,~1 ! I / v v v
111 11 ~ ~ I I I i I ~ ~ 1 111 _ ~ _ ~ ~ 1~1 ~ ~ I 1 11 - _ ~ I ~ _ - I 1 Z v~ 1\~ I / / / ~ ` v
/ I v 1 / I ~ / ~ \
1~1111~ / ~l I - ~ ~ ~ ~1 ~ ~ l 1 1 ~l v 1 - ~ 1 1 II1 Ill ~ 1 ~ ~ ~ / _ _ ~ ~ ~ ~1 1 I ~ ~ I _ I ~ ~ _ v ~ VA l/// ~ 1 !I ~ v / / v ~ I ~ / ~ ~ I ~ ~ v
1 III ~ 1~ v l1 ~ / I I , ~ ~ r _ 1 ~ v ~ / 1 IIII ° III 1 1t ~ V I I I / I I ~ ~ v ~ I / v "1 ~ - ~ I 1 v ~i ~ ~ 1 v I ~ ~ ~ 1 v vv / ~ 1 / ~ ! v A ~ ~ / ~ I! /
I Ill I ~I_/ ` Ill)III I 1 1 r / / ~ ~ ~ ~ ~ ~ I I I I III \ I / I 1 r_~ I I / / / ~ J ~ ~ ~ ~ ~ ~ \ / ~ ~ ~ ~ ~ 1 1 ~ I 111 1 ~ \ ~ v, ! / l I ~ ~ v \ ! ~ \ \ VA ~ ~ / ~ ! / L _ - - - - - - -
I I ' C1 / ~ ~ \ ~ ~ I I IIII IIII I 1 ~ l I \ ~ r I t 1 I f / \ ~ 11 I ~ ~ ~ \ ~ 1 ~i i / _ I ~ / r \ 11 ~ 1 ~ / / 0 U~
I I I I I / VIII I \ III :IIII ~ \ I IIII I ~ l 1 r l / l I r I / ~I I ~ ~ ~ \ I ~ / - ~ V ~ ~ /~j / ! ~ I I ~CJ ~ / / /
it I I I v III 11 1 I / / I ~ ;A ~ , ~ , v I I IIII ~ i 1 I i \ I I 1 I I ~ ~ ~ I~ V Illlf I \ I / l~ ~ ) ~ I~ I I I I ~ i V I I I v ~ I l / I ~ ~ / I 1 ~ I '1 ~ A / _ v Q v 1 I ~ / I J / / ~ v v ~ / ~ v ~ A I I! / ~ / / /
I IIII ' ~ i 1 11 11 ~ ~ I I ~ I / I I I I I ~ / ~ I 1 1 ~ II I \ Illlll I ~ 1/ 1 ~ V 1 I ~ ~ I I / ! 1 / ~ v~ _~i v vv I v I ~ V ~ / ~ vv~ v I / / A - • ~ 11 /l l ~ ~ - vv ~ ~ ! -Y 1v / ! I \ I / 1 !jl / ~ / /
I I ~ Illlillll I / I / ` i /I I , ~ / I l / / ~ ~ ~ v~ 1 1 I ~ ~ VIII I l / v / 1 1 1 ~ / l I I ~ ~ 1 1 l v v _ _ / ~ / / I v ~v °1 / ~ ~ 11 / 2i I I I
II E I / \ ~ > / / ~ ~ ~ I I I IIII / P ~ I lI ~ / l l / / 1 I ~ ~ ~ 1 1 ~ ' v ~ vv / ~ ! 111 ~j, v ~ / II i ~ v ~ ~ I I l / I /
1 ~ I ~.I I ~ ~ i ,~~n i / ~ A/'~? ~ /1 _ _ 1
1 I1 II IIII I r ~1 1 1'I i / " / ' - IOt
1111 I II ~ III ~ 1 A_ ~ 11 ~ ~ r / l ' r t ~v ~ V I 00 - - - - - -
1111 1111,1111 i I / i I ll / I l/ i / \ \V I Cil
11 III 11111 ~ I 'f- I / ~ \ v1 n i / Al1II
I~ i l r - 1 11 ~ I I I / I I i ~jlllll
1 ~ ,III ~ I ~ I / - V J 1 I II ~ 1U I I ~ 1 I I I11 ~ 1 il~~ I 1 1 I l ~ ~ V A ~l v v~ / A ~I / i i
1 I 1~1 1 ~ I ~ I / I I 1 1 I I I ~ ~ ~ _ ~ ~A l A v~ - ' ~ ~ I I•~ ~ ~ I 1 11 / / / ~ i /
1 I 1 I I :11 I Ov 1 l 1 ~r r Cil i ~ ~ A V ~ ~ ~ l ~ / 11 / / / ~ / l / I I 1 ~ ~ ~ l I l l l l /
I 11111 I V A ~j1111 / I 1~1 1 I V 1 I ~ ~ ~ / ~ - ~ 11 II1 III ~ II~ I V 1 1 1 ~1 III I ~ 1 V I I 1 / ~ ~ i , \ ~ ~ ~ ~ ~ r~ I I I l 1 1 11 l / / I I I
I I I i 111 ~ 1 III II 111 I 11 1 I 1 I ~ r / l ~ r ~ v ~ ~ ~ 1 II 111111 1 ~ ~ 11111 ~ 1 III I I 1 1 1 1 i ~ / ~ ~ r / t ~A CJ 1 l / / l I I ~ / / ~ ~ A / / I / 1 1 I v 1 I I I III I!l ~~I / / / i I l / I I 1
I I I \ I 11 ; ~ I 1 I 1II \ / / ~l 1 11 V I I I l I I I >:r r, / / ~ 1 1 I
II I A I 1 I I I I ~I v ~ A ~ t\ I 1 1 l ~ ~ ~ ~ ' I 1111111 ~ I II ~ ~ 1 \ 1 \ \ \ 1 I ~ I Ill \ ~ ~ i I 1 ~ v~ I 11, / / / I A v I I ~ ~ I / II l / , ' I I I v , v I 1 I I I lI / / I I I
r1111 1 I II V~11~~11 \ I 1 ~~~il ~ I 1111 ~ 1I 1 I 1 I I II 11 ~ ~ ~v -7I A\ 1 I 1 1 l/ ~ 1 1 1 i ~1 I I I ~ ` ~ 1 I , I ? 1 ~1 v I ~ I / / r ' I I
i ;III ~A \ i l
I 111 I I n I ~ I, ~ , l I I I 1 111 l lI lI 1 ,
11111 1 1\ ~ I ~ ~ I v V l I I
~ 1 III : 1 I I H I i i 1 1 I~ ~ I~ I i 11 I I I I ~ 1 ~ v I I ~ I I ~1 ~I r 1 II l I r i I II II i ~ ~ i I ~ 1 / I I ~ / I I \ v + / I I I CA) Al
I II ~ 1 II , I 11 I I 1 I 11 l 11 I V I /
II 1 / / I ~1 II I l i I 11 III i I, 11 111 I 1 1 / ~ I II 1 1 ~ I i I I I III ~ I I 11 III 1 I ~ 1 11 ~ I I 1 1~ 11 / A I II 1 A I ~ ~ ~ ! /11 ~ I I Ilr1/ ~ I ~ 11 / / I
1 I I; 111 1 i 111 ~ I 11111 ~ I v1 I ~~11 iii 1 1 I A 1 I v I VIII 1il I 111 . ~,I,11 I ~ ~ II v ,1,- 1 , I~~I 1 1 1 ~ ~ I n
v i ,II ~,1 1 ill 1 l llll 1' I v 1„ I I I I ~ ~ , -9/oZC-' L
1 1 111, II II\\ 1~-= ~~A I I I ~ ~ - I III ~ I U 1\ I I l~ ~ 111 I 1 1 v v VAS i i
I I ! II I 1 111 1 ~ I 1 1 1 1 I I ~ vv v v v i i - i i
I I I 1 4~ I l l ~ l I V "1
1~ ~ 1111 I I~~ ~ I11~ I I I I it I ~ I I ~ VZ) HlVd,
11 11 I JI I I l l ~ ~ i ~ I 1 1 I~ ~ ~ ~ A I 11 l
1 i + I I I 0 I~ ~ i ~1 1 1 1 , A
lit 1 7CJ Al Ih II III I .C7 Cj I I Ill 11 i I III ~ i ~ r ~i ll 1 1 1 ~ ~ ~
I I I ~ \ 1 I I I A 1~ I I I
11 1 i I I 1 1 v ~ r I v v vv 0 L I v I I / I /
I I \ 1 + ~ 1
I I - 1 1 ~ ~ 1 A V A A / AV / / v vv a~ \v - _ A I 1 / / /
I / 1 / / i A v v vvv v v I---- ~ V 1 1 I I l l// I I I l l 1 1
I i it \ V ~ \ V 1 ~ -1 I ~'i I ~I 1 V A V A ~ 1 ~ / \ v A 1 1 I l l l l 1 1 1 I / v~ v / 1 1 I ! I I I l 1 / ~l I l// i v v~ I 1 I l / / ~ / / / I I / / / / ~ vv vvv \ ~ ~ ~ ~ v_ ~ ~ v A 1 V A I I I I l I I l 1 / I / l l l / 1
I~ 1 a i l 1 l I I I 1 \ \ ~ / / 1; 1 I `'~I I 1 \ ~ \ I / II II V 1111 11 ~ ~ ~ \ 1 1 1 III fA ~ II I / l I 11 \ 111 I I \ \ ~ r
111 11 I ~ r:1 II 111VA 1111 1111 1 ~ A 1 1 II i 111 1 n 11111 1j I I V A \ ' l i I / i _ AA v vv A ~ I I I 1 I I 1 I / / l / i I 1 1 l l i ~ v v v~ v ~ ~ ~ ~ v A 1 1 1 1 1 v I / 1 I I I ( I l
11II 11~ ICI I 0 I I `1 1 1j I I I V A\ 1 / ~ ` r i / / I ' I I l / i ~A vv v ~ v ~ v \ 1 V v f I I I I I I I I I / i / / ' ~i I I I I I 1 1 i \ vvv v \ v ~ v 1 v\ 1 v v 11 i 1 1 1 1 1 1 1 1 1 1// / /
1 fC / I I \VA I I II ' ~ ~ / / 1 I : 1111 1 r~ ~ I I l 1\ ~ ~ ~ III I 1 _ _ ~ ~ A 1 1 \ ~ ~ / / / / / I I I / ~l V A~ V A VA l 1 1 / / / / 11 l / / v v ~ \ I / I I I / /