SW6230704_Design Calculations_20240215

Stormwater Calculations
For
Project:
Riverfall-Phase 2
Harnett County, NC
Developer:
Mattamy Homes, LLC
1/10L---
411 =
Al
31459
!.�t�,<t,1/GINEEQ S1fr,S
Prepared by:
ENGINEERING -SURVEYING - DESIGNING - DRAFTING
Larry King & Associates, R.L.S., P.A�
P.O. Box 53787
1333 Morganton Road, Suite 201
Fayetteville, North Carolina 28305
P. [phone] F. [phone]
www.LKandA.com
Firm License #: C-887

TABLE OF CONTENTS
Stormwater Narrative SC-1
Pipe Sizing Calculations APPENDIX A
Pipe Headwater Depth Calculations for Crossing Pipes APPENDIX B
Drainage Swale Calculations APPENDIX C
Misc. Erosion Control Calculations APPENDIX D
Site Maps APPENDIX E
Site Deed(s) APPENDIX F

STORMVVATER NARRATIVE
This project is phase 2 of a proposed 60 lot single-family subdivision located on a 73.19 acre parcel off of
Ennis Road near Highway 55 in Harnett County. This submittal is for the 42.26 ;,t rt, Phase 2 of the
proposed project that represents 30 single-family lots to be permitted at this time. The development is
intended as a low density development.
Each lot will be allowed 5500 sf of impervious area. Phase 1 will create 4.84 acres (211,065 sf) of
impervious area which is 11.47%of Phase 2.
The proposed streets will have roadside ditch sections with stormwater crossing pipes. Runoff ultimately
discharges into one of two drainage swales.
Supplemental calculations are attached.
SC-1

Appendix A

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NJ I? NJN N N N NJ Q
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n T Z -i
33
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Appendix B

1,'.
STANDARD.
P 18" RCP
PIPE 2-A 0
ID 180 -to,000
. 16s ` 8,000 EXAMPLE (U (2) (3)
- 6.
156 -6 000 D•42 lathes(3.5 feet) _ r, b.
-5 000 Os 120 efs - ��
144
. -4,000 MS 4 N0 --6. - - 5.
132 0 feat 5. _ 4.
-3,000 (1) 2.5 E.E -4.
. 120 (2) 2.1 7.4 - -
- 2,000 (3) 2.L T.7 -4.
. IOd 3._ •D is feet - - `3.
96 - -- 3.
-- 1r� -
- 600 / _ -
- 500 -
011 en 72 - 400 r ^- 2, -
0 Mt OL - - r
= 60 v - 200 w - 1.5 - -
54 Z / a -
hell 48 /�us 10o Z
411 V 42 v 7 60 d - 1.0 ..1.0
IIIP is.
c
-50 HW SCALE ENTRANCE _ 1.0 - -
- 40 'Tr SCALEle z
sal .9
H p t 3d - 30 (I) square Odle with - - .9
W
40 a 33 headwall 3 - •D r _
le a 20 (2) 6►eaw�iN�tth all = - - .d - .d
30 re _ .d
-
(3) Grow bed 27 1- 10 -Vilest lea
NIP
-
-- 9 if- .7__-_�_T
40
245.4cfs(25yr)_ - .7
NS To use scale(21 e►(3)project
21 5 herlseetelly to scale(I).time
ill
4 use straight laclined 11*e thro*sh
D and 0 stele*,or Miler SO as .- .6
ND _ illustrated. 6 �'6
le Id HW/D = 0.85 _
NS - 2 HW=(0.85)(1.5)=1.28' -
NS 15 - Elev=258.95 _ .5
CL Elev=260.96 _ .5 -.5
le - 1.0
" D 12 HEADWATER DEPTH FOR
•O CONCRETE PIPE CULVERTS
HEADWATER SCALES 283
No DUREN) OF PUIDUC ROAN Mk 0113
REVISED MAY 1964 WITH INLET CONTROL
VI-ll

i
STANDARD
• 18" RCP
IP
PIPE 2-B 0
180 (0,000
. 168 8,000 EXAMPLE (I) (2) (3)
6.
158 6 000 D•42 lashes(3.5 feat) 6,
5�000 0.120 of* 5.
144 - 6. � 5.
IP 4,000 RR * 14w
132 D foot ~3IP ,000 - 5. -- 4.
(I) 2.5 B.1t _ -4.
. I20 10 E.l 7.4 _
. 108 2,000 (3) 2.2 7.7 4.- 3. -3.
aD is fast - -- -
• 96 ► 3. _
III 1,000 -
800 -
84 600 /
e -_ - 2. �`2-
500 //
400 � 2.
us IP S 300 f.+ ~ ~- 1.5 - 1.5
41/ Z to / it
= 60 v 200 / - i.5 -
11. z /
c 54 a - ~
v / ea
et W 48 /a 100 Z -
• J / 4 80 = -
so d 1- 1.0 _1.0
4P II.
0 42 us
ill a S0 HW SCALE ENTRANCE ce _ 1.0 -
W 40 - TYPE Rd - .8
~ 38 30 (I) Square edge with _ '9
W headwall A',` '..
N.
4 33 _
a we 3 20 tel 0now ed to II a
wise 2 - .0
30 - .s
(l. (3) G'�ard sad - .8
pralestina
WO 27 (0
Olt 8 r .7 `.T
245.5cfs(25yr)1411 ^ .7 -
To ass seal*(2)er(3)Point
21 5 herlsentel$p to senlo(1),thea
4 ass straight(Relined line throgh
D sad 0 stelae,er rsssre*is - .6
N IP 3 illustrated. ` .6 I .6
N IP18 H W/D = 0.86
sii 2 HW=(0.86)(1.5)=1.29' - - -
NO 15 Elev=266.29 - .5
CL Elev=267.04 _ 5 -.5
MP 1.0
41/ 12 HEADWATER DEPTH FOR
AI • HEADWATER SCALES 2133
CONCRETE PIPE CULVERTS
REVISED MAY 1964 WITH INLET CONTROL
of BUREAU OF PUBLIC ROADS JAS.10113
III. VI-11

ST,,A N DARD 11
•
r 18" RCP
• PIPE 2-C 0
IP ISO -10,000
. 168 _ 8,000 EXAMPLE (I) (2) (3)
6.
156 -a 000 0.43 India(3.5 rest)IP
- r, b.
_5,000 0.It0 as 5.
144 - s. . - S._
. ^4,000 litaF ttw
(32 - 0 tst - 4.
. 120 _ (2) 2.1 7.4 - -
2,000 (3) t.t 7.7 -4. - -
IP 108 3. -
•o i•test - - -3.
96 - .- 3.
• - 1,000 _
- 800 - _ __ -
-
ID 94 - 600 /�- - 2. 2-
IP - 500 / -
I. in 72 - 400
.- 3 - 2. - -
_su - 300 �� Z. _ l- 1.5 _ 1.5
i to : / cc r
= so z _ jHW/D=0.51 ka - I.s -
-
41111 W
S 54 a --/ H W=(0.51)(1.5)=0.77' 2 ^ _
IP I` 1- Elev=270.43 S
tic IP la /4e2/ - rt., Elev=271.67 ;.
"
a - _
1111 y _ a0 ,-
a; - 1.0 -1.0
4 v
RIP u.
e +� 1s0 MW SCALE ENTRANCE I.0 -
40 D TYPE W
- .9
iW.. 36 - 30 Ill Square sego with L ^ .9
110 W t MNwdp C i .9 ..
d33 - a
war C - 20 1t1 Aram end.ith W
30 tiesdwaii = .8 - ,e
(3) Groove sad •e
-
WO 27 _ project Ins
-- (0
4 24 .7 - .7-
- e - .7
MN - e TO as seals(2)Or(3)POW - -
2 1 - 5 hart Up to seals(►),then -
- 4 ass straight iodised Ilse throgh
D end Q scales,et rseers.as - .6
1� 3 illastreted, - .6 I-.6
141 2.1 cfs(25yr)
NO 15 - - .3
4 - I.o - .s L.5_
12 HEADWATER DEPTH FOR
~ -CONCRETE PIPE CULVERTS
No HEADWATER SCALES 21113
REVISED MAY 1964 WITH INLET CONTROL
me *OREM OF NIIILIC MAO! OAK MAI
tt>• VI-11

. STANDARD !I
18" RCP
IP PIPE 2-D0 !
IP 180 10,000
168 8,000 EXAMPLE (I) (2) (3)
- 6.
156 6 000 0.42 Who*(3.5 fest) r b.
II5�000 Qs 120 OsS.
144 - 6. - - S.
I. 4,000 � +► my
132 0 feet 4.
D 3,� (I) 2.5 0a - S. - -4.
• 120 (2) LI 7.4 - -
2,000 (3) 2.2 7.7 -4. - -
rob eo i.foot = - 3. "3.
96 ► 3. _ -
-
800 - y
• 84 600 / _- 2. `2-
• 500 / ` -
/ e - 2.
• 400 `
72
• = 300 s� / _ . 1.6 _ 1.5
0 el z �/ W -
z so Z 2oo/ HW/D =0.59 - I.s - -
IP W
c 54 / H W=(0.59)(1.5)=0.89 s
• F. a
Elev=283.58 4
• W 48 �,..-� so CL Elev=284.73 z ' -
4
y / v 60 d - 1.0 _1.0
ea
NIP c 42 c SO HW SCALE ENTRANCE cc - 1.0
ac id
VP 40 0 TYPE W Ili
- .9
1.. 36 30 (I) Spore edp with K - '9
3 headwall C - .9 ►
4 33 4
P a 20 121 Groove sad with
30 hsadwsil 2 - .9 - .8
re (3) Groove end - .8
pelsetiag - -
re 27 (o
we _-_-T
24 8 - .7 r- .7
Ili 6 To see scale(21 or(3)Droplet - -
2) S herl Up to seals(1).thos
NEO 4 use straight Inclined line three.
Co and 0 stoles,or .- .6
1111 3 illastreted. - a -.6
O a 1
2 ria - - 0.59
0• 15 -, .S
0• r.o - .s -.S
~ 12 HEADWATER DEPTH FOR
~ -CONCRETE PIPE CULVERTS
• HEADWATER SCALES 263
■• ewtE•u a Mue 110AQs JAN.H43
REVISED MAY1964 WITH INLET CONTROL
IleVI-11

Appendix C

Drainage Swale Calculations (10YR Storm)
PROJECT: Riverfall Phase 2 COMPUTED BY: Jeff Nobles DATE: 2/14/24
LOCATION: CHECKED BY:
STORM FREQUENCY: 10 YRS. g= 205.00 h= 22
LOCATION AREA TOTAL 10 YEAR STORM Swale Data
SUB AREA FOR INLET TIME FLOW TIME lc TIME C Flow Notes
( ) (
TOTAL DITCH min tc min) OF CONC. RUNOFF Composite C I INTENSITY Q=CIA Add.Q(cfs) Total Q(cfs) SLOPE % Left Right Bottom Depth Depth V(fps) LENGTH (ft) SEGMENT
(acres) (acres) COEF.
FROM TO TOTAL (acres) (min) (inlhr) (cfs) Width(in) (in)
(in) TIME (min)
Denali Drive Outlet Swale
2-21 2-24 0.575 0.575 0.57 5.0 0.00 5.00 0.61 0.61 7.6 2.7 2.668 2.00 4 4 0 18 6.20 2.53 211 1.39 0.52
2-24 2-23 0.033 0.608 0.72 5.0 1.39 6.39 0.63 0.61 7.2 2.7 0.55 3.241 2.00 4 4 0 18 6.68 2.66 49 0.30 0.56
2-23 2-22 0.214 0.822 0.93 5.0 1.69 6.69 0.63 0.62 7.1 3.6 4.178 3.77 4 4 0 18 6.49 3.58 387 1.80 0.54
2-22 2-13 0.181 1.003 1.12 5.0 3.49 8.49 0.89 0.67 6.7 4.5 5.050 2.50 4 4 0 18 7.50 3.23 141 0.73 0.63
2-13 out 0.011 1.015 1.92 5.0 4.22 9.22 0.90 0.67 6.6 4.5 3.13 8.146 3.25 4 4 40 18 5.17 3.77 117 0.52 0.43
2-20 2-19 0.134 0.134 0.13 5.0 0.00 5.00 0.47 0.47 7.6 0.5 0.483 2.00 4 4 0 18 3.29 1.66 55 0.55 0.27
2-19 2-18 0.243 0.377 0.38 5.0 0.55 5.55 0.52 0.50 7.4 1.4 1.411 3.77 4 4 0 18 4.30 2.72 297 1.82 0.36
2-18 2-16 0.140 0.517 0.52 5.0 2.37 7.37 0.50 0.50 7.0 1.8 2.061 4.46 4 4 0 18 4.85 3.21 34 0.17 0.40
2-16 2-15 0.040 0.557 0.64 5.0 2.55 7.55 0.64 0.51 6.9 2.0 0.24 2.22 4.34 4 4 0 18 4.96 3.22 34 0.18 0.41
2-15 2-14 0.033 0.589 0.67 5.0 2.72 7.72 0.62 0.52 6.9 2.1 2.35 3.77 4 4 0 18 5.27 3.12 60 0.32 0.44
2-14 2-13 0.118 0.707 0.79 6.0 3.04 9.04 0.68 0.62 6.6 2.9 3.13 2.68 4 4 0 18 6.25 2.95 129 0.73 ;0.52
2-16a I 2-16 I 0.016 I 0.016 I 0.02 I 5.0 I__-0.00 I 5.00 I 0.52 I 0.52 I 7.6 I 0.1 I I 0.06 I 0.60 I 4 I 4 I 0 18 2.26 I 0.71 I 30 1_0.69 0.19
2-17 2-16 0.066 0.066 0.07 5.0 0.69 5.69 0.37 0.37 7.4 0.2 0.18 0.60 4 4 0 18 2.93 0.84 30 0.59 0.24
2-25 2-24 0.112 0.112 0.11 5.0 0.00 5.00 0.65 0.65 7.6 0.6 0.55 2.00 4 4 0 18 3.53 1.74 200 1.91 0.29
Mendenhall Drive Outlet Swale
2-6 2-11 1.181 1.181 1.18 5.0 0.00 5.00 0.59 0.59 7.6 5.3 5.27 2.00 4 4 0 18 8.36 3.09 287 1.55 0.70
2-11 2-10 0.112 1.293 1.45 5.0 1.55 6.55 0.68 0.60 7.2 5.5 0.74 6.52 2.00 4 4 0 18 8.62 3.15 194 1.03 0.72
2-10 2-9 0.144 1.437 1.59 5.0 2.58 7.58 0.64 0.60 6.9 6.0 6.97 1.00 4 4 0 18 10.09 2.48 227 1.53 0.84
2-9 2-8 0.087 1.524 2.70 5.0 4.10 9.10 0.71 0.61 6.6 6.1 5.10 12.19 2.00 4 4 0 18 10.91 3.69 176 0.79 0.91
2-8 2-1 0.076 1.600 2.77 5.0 4.90 9.90 0.78 0.62 6.4 6.3 12.41 3.07 4 4 0 18 10.16 4.36 88 0.34 0.85
2-1 out 0.011 1.611 4.03 6.0 5.24 11.24 0.66 0.62 6.2 6.1 5.41 17.37 5.86 4 4 40 18 6.56 5.77 91 0.26 0.55
2-12 2-11 0.154 0.154 0.15 5.0 0.00 5.00 0.64 0.64 7.6 0.7 0.74 2.00 4 4 0 18 3.74 1.81 264 2.43 0.31
2-5 2-4 0.349 0.349 0.35 5.0 0.00 5.00 0.81 0.81 7.6 2.2 2.15 2.00 4 4 0 18 5.74 2.40 185 1.28 0.48
2-4 2-9 0.669 1.018 1.02 5.0 1.28 6.28 0.63 0.69 7.2 5.1 5.10 1.00 4 4 0 18 8.96 2.29 227 1.65 0.75
e4,1"sser ,,,
qti• Ry'ty i CO F - ^,,
2-3 2-2 0.731 0.731 0.73 5.0 0.00 5.00 0.54 0.54 7.6 3.0 3.00 2.00 4 4 0 18 6.45 2.60 176 1.13 O. - - " ' �"
2-2 2-1 0.512 1.243 1.24 5.0 1.13 6.13 0.68 0.60 7.3 5.4 5.41 1.16 4 4 0 18 8.90 2.45 204 1.39
o
w 1 1'
AL
3145;9
®C .4'.e.e,'r,ii Nillt, �'T ,

Appendix D

DESIGN OF RIPRAP OUTLET PROTECTION
User Input Data
Calculated Value
Reference Data
Designed By: .1AN, PE Date: 1/31/20231
Checked By: Date:
Company: Larry King &Assoc.
Project Name: River Falls-Phase 2
Project No.:
Site Location (City/Town) Angier, NC
Culvert Id. Cross Pipes
Total Drainage Area (acres) Varies
Step 1. Determine the tailwater depth from charnel characteristics below the
pipe outlet for the design capacity of the pipe If the tailwater depth is less
than half the outlet pipe diameter it is classified minimum tailwater condition.
If it is greater than half the pipe diameter it is classified maximum condition
Pipes that outlet onto % ide fiat areas with no defined channel are assumed
to have a minimum taihk ater condition unless reliable flood stage elevations
show otherwise
Outlet pipe diameter, Do (in.) 18
Tailwater depth (in.) 0
Minimum/Maximum tailwater? Min TW (Fig. 8.06a)
Discharge (cfs) 7 (full flow)
Velocity (ft./s) 4.2 (full flow)
Step 2. Based on the tailwater conditions deterinuied in step 1. enter Figure
8.06a or Figure 8 06b and determine d50 riprap size and tumunuuu apron length
L�1 The d.. size is the median stone size in a well-graded nprap apron.
Step 3. Determine apron width at the pipe outlet. the apron shape. and the
apron width at the outlet end from the same figure used u Sten 2.
Minimum TW Maximum TW
Figure 8.06a Figure 8.06b
Riprap d50, (ft.) 0.3

Minimum apron length, La (ft.) 10
Apron width at pipe outlet (ft.) 4.5 4.5
Apron shape
Apron width at outlet end (ft.) 11.5 1 5
Step 4. Determine the in axnn uun stc.ne diainei
d - 15xdL,
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 0 45 0
Step 5. ,) 1:-rinizie the apron thickness
Apron thickness = 1 `
Minimum TW Maximum TW
Apron Thickness(ft.) 0.675 0
Step 6. Fit the nprap apron to the site by making it level for the nuninnni
length Li. from Figure 8 06a or Figure 8 06b Extend the apron farther
downstream and along channel banks until stability is assured Keep the
apron as straight as possible and ali in it with the flow of the receiving stream
Make any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight.
Sonic locations may require lining of the entire channel cross section to assure
stability
It may he necessary to increase the size of nprap where protection of the
channel side slopes is necessary (Appendix S.05) Where overfalls exist at
pipe outlets or flows are excessive. a plunge pool should be considered_ see
page 8.06.8

Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum
tailwater condition (Tw<0.5 diameter)
30
Outlet M . Do + La . '
dpipe
iameter(Do) 1 90 '1...... �. ., •�
La 80 ' •�
it a er 5 0.500 : ; : :11: : }l': . .^ .�. ..Ir,fp4
..
PO
. , , .. . ._ . . ;i ;1; .. •
p1 P� ' *Ae.sr a
F :,; ;1 • :�,. .,
) . � .i ;.. r 1,A 0. 1. 4
.j • Illy ' ll A
441 0 �' jam.+ ?I ip" .,1 �l: . 'S•
. , ' vi-ralele
10 -
illfr
1 ` . . • ?;: .,ems ` ..
1:799-.00PAPlarigirdi in
r-Tr--- =r
i • t
1
3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protect4on protection from a round pipe flowing full,minimum tailwater condition(T.c 0.5 ciameter).
Res-.12J93 8.06.3

DESIGN OF RIPRAP OUTLET PROTECTION
User Input Data
Calculated Value
Reference Data
Designed By: JAN, PE Date: 1/31/2023
Checked By: Date:
Company: Larry King &Assoc.
Project Name: River Falls-Phase 2
Project No.:
Site Location (City/Town) Angier, NC
Culvert Id. Ditch 2-13
Total Drainage Area (acres) 4.93
Step 1. Determine the tailwater depth from channel chaiactenstics below the
pipe outlet for the design capacity of the pipe If the tailwater depth is less
than half the outlet pipe diameter. it is classified iiutumum tathvater condition.
If it is greater than half the pipe diameter it is classified maximum condition.
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a nurumum tailwater condition unless reliable flood Stage elevations
show otherwise
Outlet pipe diameter, Do (in.) 18
Tailwater depth (in.) 0
Minimum/Maximum tailwater? Min TW (Fig. 8.06a)
Discharge (cfs) 7.9
Velocity (ft./s) 3
Step 2. Based on the tailwater conditions determuted in step 1. enter Figure
8.06a or Figure 8 06b.and determine chu riprap size and minimum apron length
(L.). The d,. size is the median stone size in a well-graded riprap apron_
Step 3. Determine apron width at the pipe outlet. the apron shape. and the
apron width at the outlet end from the same figure tit Step 2.
Minimum TW Maximum TW
Figure 8.06a Figure 8.06b
Riprap d50, (ft.) 0.3

Minimum apron length, La (ft.) 10
Apron width at pipe outlet (ft.) 4.5 4.5
Apron shape
Apron width at outlet end (ft.) 11.5 1.5
Step 4. Determine the unaxunnun stone diameter
dr, = 1.5 x d,
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 0.45 0
Step 5. .Jeternune the apron thickness
Apron thickness = ( 5 x d
Minimum TW Maximum TW
Apron Thickness(ft.) 0.675 0
Step 6. Fit the nprap apron to the site by nnaktsng it level for the nummum
length. L,• from Figure 8 06a or Figure 8 06b Extend the apron farther
downstream and along channel banks until stability is assured Keep the
apron as straight as possible and it with the flow of the receiving stream_
M1:tke any necessary alignment bends near the pipe outlet so that the entrance
into the receiving stream is straight.
Sonie locations may require lining of the entire channel cross section to assure
stability
It may be necessary to increase the size of rnprap where protection of the
channel side slopes is necessary (.lppe;;th'- S.05) Where overfalls exist at
pipe outlets or flows are excessive. a plunge pool should be considered. ,ee
page 8.06.8-

Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum
tailwater condition (Tw<0.5 diameter)
i.
Outlet W ■ De + to 50 . L f
pipe
diameter(Do) 1 1 ; .so'1 }
� 41 Ater 0.5Qo 8Q . • ' e
1.o.f4k 4- .41 IL,1771:1 •
-: • :; '' - r :- .0-1,? ‘ Adraill c.. i 414 )1F,
i .. . i i .. .1, ., 1 . A • • • , fit t
•
, i 1111 .:Ill il,'..4.:1'of Ffidri
20 ki{ , . vi• wit
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3 5 10 20 50 100 200 500 1000
Discharge(ft3/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(Tw c 0.5 damet+r).
Rev.12193 8.06.3

DESIGN OF RIPRAP OUTLET PROTECTION
User Input Data
Calculated Value
Reference Data
Designed By: JAN, PE Date: 1/31/2023
Checked By: Date:
Company: Larry King &Assoc.
Project Name: River Falls-Phase 2
Project No.:
Site Location (City/Town) Angier, NC
Culvert Id. Ditch 2-1
Total Drainage Area (acres) 4.02
Step 1. Determine the .ai water depth from channel charactenstics below the
pipe outlet for the design capacity of the pipe If the tailwater depth is less
than half the outlet pipe diameter, it is cla»ified nutumum tailwater condition.
If it is gieatet than half the pipe diameter it is classified maximum condition
Pipes that outlet onto wide fiat areas with no defined channel are assumed
to hare a nuninnun tail};ter condition miles,' reliable flood stage elevations
chow otherwise
Outlet pipe diameter, Do (in.) 18
Tailwater depth (in.) 0
Minimum/Maximum tailwater? Min TW (Fig. 8.06a)
Discharge (cfs) 12
Velocity (ft./s) 3.21
step 2. Based on the tailwater conditions determined in step 1. enter Figure
8.06a or Figure 8 06b and determine d50 nprap size and unnunu m apron length
The d size is the median stone size in a well-graded nprap apron.
Step 3. Determine apron width at the pipe outlet, the apron shape. and the
apron width at the outlet end from the same figure used in step 2.
Minimum TW Maximum TW
Figure 8.06a
Riprap d50, (ft.) 0.4

Minimum apron length, La (ft.) 11
Apron width at pipe outlet (ft.) 4.5 4.5
Apron shape
Apron width at outlet end (ft.) 12.5 1.5
stt.p 4. ;)eternune the maximum stone diameter
(1� 3. = 15xd50
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 0.6 0
Step 5. Jeteniune the apron thickness
Apron thicknPc< = I
Minimum TW Maximum TW
Apron Thickness(ft.) 0.9 0
Step 6. Fit the nprap apron to the site by making it for the minimum
length L . from Figure 8 06a or Figure 8 06b Extend the apron farther
downstream and along channel banks until Stability rs a,,tired Keep the
apron as straight as possible and align it with the flow of the receiving stream
Make any necessary ah iinient be ii,i, near the pipe outlet so that the entrance
into the receiving stream is straight
Some locations may require lining of the entire channel cross section to a,sure
stability
It may be necessary to increase the size of riprap where protection of the
channel side slopes rs necessary (.Appe+;(.r1 8,05) Where overfalls exist at
pipe outlets or flows are excessive a plunge pool should be considered see
page 8.06.8

Figure 8.06a: Design of outlet protection from a round pipe flowing full, minimum
tailwater condition (Tw<0.5 diameter)
3 c
Outlet W ■ Do + LaPipe
90 . .._» i ...., I o
•
diameter(Do) I ;i:
tLa 'rotlwater 0.500 80 1. ,� t ..:•,.I •I rll
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odf 0:0,6-,' AAA.: ....:thiait! !L: .,;_ s
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Figure 8.06a Design of outlet protection protection from a round pipe flowing Lull,minimum tailwater condition(T.<0.5 t ameter).
Aer.1193 8.06.3

Appendix E

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Appendix F

Matthew S. Willis Register of Deeds
Harnett County, NC
HARNETT COUNTY TAX ID# Electronically Recorded
040682 0131 02/24/2023 04:34:32 PM NC Rev Stamp: $4,120.00
02-24-2023 BY TC Book: 4183 Page: 1669 - 1674 (6) Fee: $26.00
Instrument Number: 2023002830
k e enue stamps: $4,120.00
PIN: 0682-28-1492.000
Prepared by&Return to: Suzanne B.Allaire,K&L Gates LLP
P.O.Box 17047,Raleigh,NC 27609
Brief Description for the Index Approximately-3.07 acres,Harnett County,North
Carolina
NORTH CAROLINA GENERAL WARRANTY DEED
THIS DEED made this 1 day of_ F t,b(u a r M . 2023,by and between
GRANTOR GRANTEE
RIVER RUN DEVELOPERS,LLC, MATTAMY HOMES LLC,
a North Carolina limited liability company a North Carolina limited liahi i i tv company
with a mailing address of: «it h a mailing address of:
170 Ellerslie Drive 11000 Regency Parkway, Suite 110
Fayetteville,NC 28303 Cary,NC 27518
Enter in appropriate block for each party:name,address,and,if appropriate,character of entity,e.g.corporation or partnership.
The designation Grantor and Grantee,as used herein,shall include said parties,their heirs,successors,and assigns,and shall include singular,
plural,masculine,feminine or neuter as required by context.
Submitted electronically by K&L Gates LLP in compliance with North Carolina statutes governing recordable documents and the
terms of the sabmitter agreement with the Harnett County Register Deeds.
314721405.1

B K 4183 PG 1670 DOC# 2023002830
"'TTNESSETH, that Grantor, for good and val.r ih:e consideration, the receipt and
sufficiency of which are hereby acknowledged, has granted, bargained, sold, transferred.
conveyed and confirmed and by these presents does grant, bargain, sell, and convey unto the
Grantee in fee simple, all of th a certain tract or parcel of land lying and being in Harnett County,
North Carolina,being more particularly described on Exhibit A attached hereto and incorporated
herein by reference(the"Property').
All or a portion of the Property herein conveyed does not include the primary residence
of Grantor.
TO HAVE AND TO HOLD the aforeHaid Property and all privileges an appurtenances
thereto belonging to the Grantee in fee simple.
And Grantor covenants with Grantee that Grantor is seized of the premises in fee simple,
has tic right to convey the same in fee simple, that title is marketable and free and clear of all
encumbrances, and that Grantor will warrant and defend the title against the lawful claims all
persons whomsoever, except for the exceptions listed on Exhibit B attached hereto and
incorporated herein b:, reference.
[Signature page follows]
[The remainder of this page has been intentionally left blank.]
314721405.1

BK 4183 PG 1671 DOC# 2023002830
IN WITNESS WHEREOF, Grantor has caused this instrument to be executed as of the
date set forth in the notary acknowledgement below, and delivered as of the date indicated on the
first page of this Deed.
RIVER RL'N DEVELOPERS, LLC,
a North Carolina limit iability company
By:
Print e: John D. Ho da , Jr.
Title: anaging Member
✓M 4 -L County, (C In�P�•L
I certify that the following person personally appeared before me this day and
acknowledged to me that he or she voluntarily signed the foregoing document for the purpose
stated therein and in the capacity indicated: John D. Hornaday,Jr.
Date: re±.?,-u«,ey ? a ,2023
My Commission Expires:
Notary Public
/ 1 ` 9 2C) 2 Ili Print Name: Iv.'/1,'�. (�4(cit. ��ft
[Affix Notary Stamp or Seal below]
\\.\111111111//1////
z
= o a° • c° -
2' a
• yam.
�/�c/i 1A,1ii1
\`�.
314721405.1

BK 4183 PG 1672 DOC# 2023002830
Exhibit A
BEING all of that certain tract or parcel of land lying and being in Harnett County, North
Carolina and being more particularly described as follows:
COMMENCING from an existing pk nail located in the centerline of Ennis Road (S.R. 1543 —
60 foot public right of way) the northwest corner of the 72.58 acre tract "Property of: John B.
Britt, Jr. & wife, Rhonda R. Britt" as described and recorded in Plat Book 2019, Page 117,
Harnett County Registry, said (-,'sting pk nail also being the TRUE POINT AND PLACE OF
BEGINNING;
THENCE as and with the centerline of Ennis Road the following calls:
South 71 degrees 10 minutes 15 seconds East for a distance of 229.75 feet to a point;
South 72 degrees 54 minutes 21 seconds East for a distance of 100.04 feet to a point;
South 76 degrees 56 minutes 35 seconds East for a distance of 50.06 feet to a point;
South 80 degrees 29 minutes 34 seconds East for a distance of 49.06 feet to a point;
South 84 degrees 25 minutes 05 seconds East for a distance of 30.30 feet to a point;
South 87 degrees 45 minutes 59 seconds East for a distance of 19.77 feet to a point;
North 88 degrees 03 minutes 58 seconds East for a distance of 49.93 feet to a point;
North 82 degrees 21 minutes 53 seconds East for a distance of 50.03 feet to a point;
NOT 76 degrees 32 minutes 19 seconds East for a distance of 4L).99 feet to a point;
North 70 degrees 23 minutes 02 seconds East for a distance of 49.99 feet to a point;
North 63 degrees 57 minutes 09 seconds East for a distance of 49.92 feet to a point;
North 60 degrees 20 minutes 55 seconds East for a distance of 50.16 feet to a point;
North 58 degrees 55 minutes 21 seconds East for a distance of 5.08 feet to a point;
THENCE and leaving the centerline of Ennis Road, South 14 degrees 02 minutes 55 seconds
West for a distance of 42.92 1 eet to an existing iron rebar located in the southern right of
way margin of said road;
THENCE South 13 degrees 59 minutes 19 seconds West for a distance ci 227.88 feet to an
existing iron rebar;
THENCE North 69 degrees 51 minutes 13 seconds West for a distance of 33.39 feet to an
existing iron rebar;
THENCE South 42 degrees 15 minutes 17 seconds West for a distance of 95.57 feet to an
existing iron rebar;
THENCE South 19 degrees 55 minutes 09 seconds West for a distance of 208.54 feet to an
existing iron rebar;
THENCE South 73 degrees 29 minutes 29 seconds East for a distance of 115.32 feet to an
existing iron rebar;
THENCE: South 18 degrees 21 minutes 57 seconds West for a distance of 410.01 feet to an
existing iron rebar;
THENCE South 19 degrees 48 minutes 20 seconds East for a distance of 207.45 feet to an
existing iron rebar;
THENCE South 57 degrees 53 minutes 34 seconds East for a distance of 114.99 feet to an
existing iron rebar;
314721405.1

BK 4183 PG 1673 DOC# 2023002830
THENCE South 18 degrees 16 minutes 28 seconds West for a distance of 1591.49 feet to an
existing iron rebar;
THENCE North 83 degrees 24 minutes 12 seconds East for a distance of 48.02 feet to an
existing iron rebar;
THENCE South 19 degrees 28 minutes 48 seconds West for a distance of 647.07 feet to a set
iron rebar;
THENCE North 86 degrees 04 minutes 14 seconds West for a distance of 267.95 feet to an
existing pinched iron pipe;
THENCE North 84 degrees 12 minutes 35 seconds West for a distance of 81 .64 feet to an
existing iron reb.u;
THENCE North 18 degrees 21 minutes 02 seconds East for a distance of 3396.35 feet to an
existing imn rebar located in the southern right of way margin of Ennis Road;
THENCE North 18 degrees 21 minutes 02 seconds East for a distance of 30.00 feet to an
existing pk nail located in the centerline of Ennis Road, said pk nail also being the
TRUE POINT AND PLACE OF BEGINNING, containing 73.07 acres(3,187,556
square feet), as shown on that certain ALTAINSPA Land Title Survey entitled"River Run
Developers, LLC"dated February 8,2023,prepared by W. Larry King,professional land
surveyor of Larry King&Associates,R.L.S., P.A.
314721405.1

BK 4183 PG 1674 DOC# 2023002830
Exhibit B
1. Taxes and assessments for the year 2023 and subsequent years, not yet due and payable.
2. 1\latters affecting the Property disclosed by that certain ALTA/NSPS Land Title Survey
dated February 8,2023,by W. Larry King,PLS, File Reference P19-037 ("the Survey"):
a. \A etlands:
b. Ditch; and
c. Pond.
3. Deed for Highway Right of Way with €'c ianent Easements and Access provisions to
Department of Transportation recorded in Book 4031, Page 195, Harnett County
Registry. and permanent utility and drainage easements as shown on the Survey.
4. Matters affecting the Property as shown on plat recorded in Map Book 2019, Page 117,
Harnett County Registry,and shown on the Survey.
5. Thirty(30) foot wide Ingress-Egress &Public Utilities Easement shown on plat recorded
in Map Book 2000, Page 389, Harnett County Registry, and originally granted in deed
recorded in Book 1426, Page 566,Harnett County Registry,and shown on the Survey.
314721405.1

'f LIMITED LIABILITY COMPANY ANNUAL REPORT
1/6/2022
NAME OF LIMITED LIABILITY COMPANY: Mattamy Homes LLC
Filing Office Use Only
SECRETARY OF STATE ID NUMBER: 0552674 STATE OF FORMATION: NC E-Filed Annual Report
0552674
REPORT FOR THE CALENDAR YEAR: 2022 CA202211102142
4/21/2022 12:15
SECTION A: REGISTERED AGENT'S INFORMATION IIIChanges
1. NAME OF REGISTERED AGENT: Corporation Service Company
2.SIGNATURE OF THE NEW REGISTERED AGENT:
- SIGNATURE CONSTITUTES CONSENT TO THE APPOINTMENT
3. REGISTERED AGENT OFFICE STREET ADDRESS&COUNTY 4.REGISTERED AGENT OFFICE MAILING ADDRESS
2626 Glenwood Ave Ste 550 2626 Glenwood Ave Ste 550
Raleigh, NC 27608 Wake County Raleigh, NC 27608
SECTION B: PRINCIPAL OFFICE INFORMATION
1. DESCRIPTION OF NATURE OF BUSINESS: Home Buildinil/Construction
2. PRINCIPAL OFFICE PHONE NUMBER: [phone] 3.PRINCIPAL OFFICE EMAIL: Privacy Redaction
4. PRINCIPAL OFFICE STREET ADDRESS 5. PRINCIPAL OFFICE MAILING ADDRESS
4901 Vineland Road Suite 450 4901 Vineland Road Suite 450
Orlando,FL 32811 Orlando, FL 32811
6. Select one of the following if applicable. (Optional see instructions)
The company is a veteran-owned small business
The company is a service-disabled veteran u.'.ned small business
SECTION C:COMPANY OFFICIALS(Enter additional company officials in Section E.)
NAME: ROBERT A. HARRIS IV NAME: DIANE MORRISON NAME: Leslie Candes
TITLE: Secretary TITLE: Vice President TITLE: Vice President
ADDRESS: ADDRESS: 4901 VINELAND ROAD ADDRESS:
5335 WISCONSIN AVENUE,N.W.,SUITE 440 SUITE 450 4901 Vineland Road,Suite 450
WASHINGTON,DC 20015 ORLANDO, FL 32811 Orlando, FL 32811
SECTION D:CERTIFICATION OF ANNUAL REPORT. Section D must be completed in its entirety by a person/business entity.
Robert A Harris IV 4/21/2022
SIGNATURE DATE
Form must be signed by a Company Official listed under Section C of This form.
Robert A Harris IV Vice President
Print or Type Name of Company Official Print or Type Title of Company Official
SUBMIT THIS ANNUAL REPORT WITH THE REQUIRED FILING FEE OF$200.00
MAIL TO:Secretary of State, Business Registration Division,Post Office Box 29525,Raleigh.NC 27626-0525

SECTION E:ADDITIONAL COMPANY OFFICIALS
NAME: PHILLIP SQUIERS NAME: AX KUNKEL NAME: KATHLEEN M. MCGUIRE
LI
TITLE: Vice President TITLE: Assistant Vice President TITLE: Vice President
ADDRESS: ADDRESS: 4901 VINELAND ROAD ADDRESS:
4901 Vineland Road Suite 450 SUITE 450 4901 Vineland Road Suite 450
ORLANDO, FL 32811 ORLANDO, FL 32811 ORLANDO, FL 32811
NAME: DONNA SAN MARCO KEMP NAME: Timothy P. Graney _ NAME: Robert Wiggins
TITLE: Vice President TITLE: Vice President TITLE: Vice President
ADDRESS: ADDRESS: 4901 Vineland Road ADDRESS:
4901 Vineland Road Suite 450 Suite 450 4901 Vineland Road,Suite 450
ORLANDO, FL 32811 Orlando„ FL 32811 Orlando, FL 32811
NAME: KEITH E BASS NAME: Dallas Poulk NAME: George Young
TITLE: President TITLE: Vice President TITLE:
Vice President
ADDRESS: 4901 VINELAND ROAD ADDRESS: ADDRESS:
SUITE 450 4901 Vineland Road Suite 450 4901 Vineland Rd Suite 450
ORLANDO, FL 32811 Orlando, FL 32811 Orlando, FL 32811
NAME: Robert A Harris IV NAME: NAME:
TITLE Vice President TITLE: TITLE:
ADDRESS: ADDRESS: ADDRESS:
suite 440 5335 Wisconsin Avenue N.W.
Washington, DC 20015
NAME: NAME: Name:
TITLE: TITLE: TITLE:
ADDRESS: ADDRESS: ADDRESS:
NAME: NAME: NAME:
TITLE: TITLE: TITLE:
ADDRESS: ADDRESS: ADDRESS: