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Home My WebLink AboutSW8981116_Historical File_20000407413/00 TEAL BRIAR 99037 CDC Swale Calcufations Swale Calculations Runoff C 0.45 Intensity lia = 4.25 Whr. 5 :1 swales RH = [(5)(D) / 2(sgrt(25+1)l v = 0.49D 1I- D A.�. (5DXD) 5 = 5D2 Q _ (1'.49/n)(A)(RH)23(S)1J2 Q = (1.49/n)(51)2)(0.49d)2*(S)' ' 5D D' _ [(Qxn/1.49)] / [(5)(.49)M(S)112] Swale NO.1 Drainage Area = 1.87 acres Q = CIA = 3.58 cfs swale length = 125 ft difference in height = 1.5 ft Slope (S) = 0.0120 n = 0.03 Dw = 0.21 D = 0.56 ft. Vel. = 2.29 fps Swale NO.3 Drainage Area = 0.98 acres Q = CIA 1.87 cfs swale length = 126 ft difference in height = 1.5 ft. Slope (S) = 0.0120 n = a 03 D = 0.11 D = 0.44 ft. Vel. = 1.95 fps Swale NO. 2 Drainage. Area = 0.98 acres Q = CIA = 1.87 cfs swele length = 125 ft. difference in height = 1.5 ft. Slope (S) = 0.0120 n = 0.03 D, = 0.11 D = 0.44 ft. Vel. = 1.95 fps Swale NO.4 Drainage Area = 1.6 acres Q = CIA = 3.06 cfs swale length = 125 ft. difference in height = 1.5 ft. Slope (S) = 0.0120 n = 0.03 D" = 0.18 D = 0.53 ft. Vel. = 2.21 fps ��\IIII I IIIIIII// SEAL 17374 1 %y< ........ Q Off. GO : <� /lllrr t►�� swales5.xis 1. of 5 BRIAR AF7 CDC Cx` ;e< rc Swale Calculations ,,��' wi,."%i 'U'¢!`.dYJf t a .7 °! fie AG%'.i;':nx Swale N0.5 : t Swale NO.1 Drainage Area = .1.6 acres . Q = CIA = 3.06 cfs Swale length = 125 ft difference in height = 1.5 ft Slope (S) = 0.0120 n = 0.03 D" = 0.18 D = 0.53 ft. Val. = 2.21 fps Swale NO.7 Drainage Area = 1.6 acres Q = CIA = 2.98 cfs swale length = 150 ft difference in height = 1.6 ft Slope (8) = 0.0100 n = 0.03 Dae = 0.19 D = 0.54 ft. Vel. = 2.05 fps -*77fa►NX*] Drainage Area = 0.58 acres Q = CIA = 1.11 cfs swale length = 125 ft. difference in height = 1.5 ft. Slope (S) = 0.0120 n = 0.03 D = 0.07 .D = 0.36 ft. Vel. = 1.71 fps Swale NO. '11 Drainage Area = 0.80 acres Q = CIA = U3 cis swale length = 120 ft. difference in height = 1.5 ft- Slope (8) = 0.0125 n = 0.03 D = 0.09 D = 0.40 ft. Vel. = 1.88 fps Drainage Area = ..' ' - • 0.74 acres Q = CIA = 1.42 cfs swale iength = 125 f. difference in height = 1.5 ft Slope (S) = 0.0120 n = 0.03 DW = 0.08 D = 0.39 ft. Vel. = 1.82 fps Swale NO. 8 Drainage Area = 1.50 acres Q = CIA 2.87 cfs swale length = 150 ft difference in height = 1.5 ft. Slope (S) = 0.0100 n = 0.03 DW = 0.19 D = 0.53 ft. VeL = 2.03 fps Swale NO.10 Drainage Area = 0.92 acres Q = CIA = 1.76 cfs swale length = 125 ft. difference in height = 1.5 ft. Slope (S) = 0.0120 n = 0.03 Da'3 = 0.10 D = 0.43 ft. Vel. = 1.92 fps t Swale NO.12 Drainage Area= 0.8 acres Q = CIA = 1.53 cfs swale length = 100 ft. difference in height = 1.5 ft. Slope (S) = 0.01.50 n = 0.03 D = 0.08 D = 0.39 ft. Vel.= 2.02f s swales5.xls 2 of 5 a Swale NO.15 Drainage Area = 0.78 acres Q = CIA = 1.49 cfs swale length = 100 ft. difference in height = 1.5 ft. Slope (S) = 0.0160 n = 0.03 Da = 0.08 D = 0.39 ft. Vel. = 2.00 fps Drainage Area = 0.92 acres Q = CIA = 1.76 cfs swate length = 110 ft. difference in height = 1.5 ft Slope (S) = 0.0136 n = 0.03 Da= 0.10 D = 0.42 ft. Vet. = 2.01 fps ,:�'.3::�ah�; Drainage Area = 0.69 acres Q = CIA = 1.32 cfs Swale length = 100 ft difference in height = 1.5 ft. Slope (S) = 0.0150 n = 0.03 D� = 0.07 D = 0.37 ft Vet. = 1.94 fps swales5.xis Swale NO. 16 Drainage Area = 0.78 acres Q = CIA = 1.49 ds swale length = 125 ft. difference in height = 1.5 ft- Slope (S) = 0.0120 n = 0.03 DW = 0.09 D = 0.40 ft. Vel. = 1.84 fps Swale NO. 18 Drainage Area = 0.69 acres Q = CIA = 1.32 cfs swate tength = 150 ft. difference in height = 1.5 ft. Slope. (S) = 0.0100 n = 0.03 D' = 0.09 D = 0.40 ft Vel. = 1.67 fps Drainage Area = 1.03 acres Q = CIA 1.97 cfs swate length = 140 ft. difference in height = 1.5 ft. Slope (S) = 0.0107 n = 0.03 Dw = 0.12 D = 0.46 ft. Vel. = 1.89 fps 3 of 5 3 99U37 ._ '4,'. � • a � € "�. �� -, 1 L!'1L..®R7l'1dS. � x �r 5 n t �q _ , fi� CDC• in r'F[ s ��r ♦.• As.usF" a,K.r '++ y T R ♦ A+`C''� L Swale CafccrlahUns - v un.y c#g �< r fk "tr #_� �' M a� - •. -.. a aFg/, a¢ ,�, - ¢�:� xa �'+ ^`, 2z SWale N0.21 .. ¢ - , `, - K . a.:. Swale NO. 22 Drainage Area = 1.03 acres A11.7 Drainage Area = 109 acres Q = 'CIA = 2.08 cfs swaie length = 135 fit. difference in height = 1.6 ft Slope (S) = 0.0111 n = 0.03 OW = 0.13 Swale NO.23 Swale NO. 24 Drainage Area = 1.09 acres Q = CIA = 2.08 cfs swale length = 120 ft. difference in height = 1.5 ft. Slope (S) = 0.0125 n = 0.03 Da = 0.12 D = 0.45 ft. Vel. = 2.03 fps Swale -NO.25 Drainage Area = 1.49 acres Q = CIA = 2.85 cfs Swale length = 140 ft. difference in height = 1.5 ft. Slope (S) = 0:0107 n = -0.03 Da° = 0.18 D = 0.52 ft. Vol. = 2.08 fps t7: -I:;J 9 LsJl'�i Drainage Area = 0.91 acres Q = CIA = 1.74 efs swale length = 116 ft. difference in height = 1.5 ft. Slope (S) = 0.0130 n = 0.03 DAM = 0.10 D = 0.42 ft. Vel. = 1.98 fps Drainage Area = 1.60 acres Q = CIA = 3.06 cfs swale length = 1410ft. difference in height = 1.5 ft. Slope (S) = 0.0107 n = 0.03 D8 = 0.19 D = 0.54 ft. Vel. = 2.11 fps Swale NO.26 Drainage Area = 1.83 acres Q = CIA = 3.50 cfs Swale length = 170 ft. difference in height = 1.5 ft. Slope (S) = 0.0088 n = 0.03 D' = 0.24 D = 0.59 ft. Vet. = 2.03 fps Swale N0.28 Drainage Area = 1.81 acres Q = CIA = 3.46 cis swale length = 120 ft. difference in height = 1.5 ft. Slope (S) = 0.0125 n = 0.03 D' = 0.20 D = 0.56 ft. Vel. = 2.31 fps sweles5.)ds 4 of 5 LJI'VTIit ki 3 s s �. ) i .Swale C : 7 s vas Dui a , . �1[Yal ;..+ '� 4 '.r > Swafe IVO.29 ; sWai@ wo. 30 t T ;ql! ,s Drainage Area = 0. 7 acres ..;. Drainage Area- 1.28 acres (.w Q CIA . w �. Q = CIA 1.66 cfs = 2.41 cfs s mWe length = 110 ft j Swale length = ISO it. difference in height = 1.5 ft. difference In height- 1.5 ft Slope (6) = 0.0136 Slope (S) = 0.0100 n = 0.03 n = 0.03 fl = 0.09 0.16 t3 = 0.41 ft D = 0.50 ft. Vel- = 1.99 fog i Vpl = 1 Qd fne swales&)" 5 of 5 Sw8 981116 (5) Compute the hydraulic radius, R, by dividing the value in Col. (3) by that in Col. (4). (6) Compute Zav by Equation H-18, using the values from Col. (4) and (5). Compare the value of Zav in Col. (6) with the computed value of Z1eq. If they are nearly equal the value of y on the same line in Col. (2) is the normal depth. If they are not close then enter a new estimate of y in the next line. If Zav was too big, then y was too big. The result is tolerably close if two values of y, that are close enough to each other, have associated values of Zav that bracket Z1eq. A crude plot of Zav versus y will help in minimizing the number of tries necessary to converge on the answer. (7) To enter a remark is helpful, but keep it clean Depth -Limited Procedure The depth -limited procedure is quite useful for cases where channel depth is limited by profile constraints. The procedure can be executed precisely parallel to the normal -depth procedure detailed above. One decides on the depth at which the channel should flow under the given conditions. The bottom width is computed as the output. The same tabular approach can be used as shown above. The differences are that depth, y, is held constant in Col. (2), and bottom width, B, is guessed at and improved successively in Col. (1) until Zav matches Zreq sufficiently closely. Triangular Swales Triangular swales may be treated as trapezoidal channels with bottom width, B, equal to zero. The four analvtical tools described for trapezoidal channels apply. it is.P�''y N:>:u :�- th", * <- absenoC D ,, n:t s s1!ui•1 -hakes it un neCc' _s, T-Y to risc:Trt to Ln,-i.nd-ler:'i�r cnk tioi s 'Y 21 ii:`J'u_�i. ont1 C; «Z $ubstJm? t: Imc- t�e la :1{.z �wj ii!«1L.1 .ii:�L T rd iiti: t ilu ii+ l:ions "a .i.1,L.iai'J. When a triangular Swale is the economical solution, a best -hydraulic -section analysis will point to it. Bottom width, B, will compute to a trivially small value. Note that bottom width can never be exactly zero, because depth, y, cannot be zero, and Equation II-10 will always yield a non -zero value for B. Triangular swales will usually be the solution of choice when side slopes are flat, say 4/1 or flatter. Grass -lined triangular swales are frequently used in open -area drainage such as roadway medians, interchanges, open space in developments of multi -family dwellings, and along streets not constructed with curb and gutter. In these applications, the capacity of the grass -lined swale is normally limited to the discharge at which flow approaches erosive velocity. Two mathematical models can be combined to compute an allowable drainage area for a given point along a channel. If the actual drainage area exceeds the allowable, one would expect the channel to erode. Equating the Rational formula and the Manning equation through the discharge Q, and solving for the allowable drainage area in terms of other parameters set in the design process, one obtains: II-8 SW8 981116 ACCUISI- cxle(I Table 8.05a Maximum Allowable Design Velocities' for Vegetated Ohanne!s Typical Channel Slope Soil Characteristicsz Grass Lining Permissible Velocity for Established Grass Application Lining (ft/sec) Easily Erodible Bermudagrass 5.0 Non -plastic Tall fescue 4.5 (Sands & Silts) Bahiagrass 4.5 Kentucky bluegrass 4.5 Grass -legume mixture 3.5 Erosion Resistant Bermudagrass 6.0 Plastic Tall fescue 5.5 (Clay mixes) Bahiagrass 5.5 Kentucky bluegrass 5.5 Grass -legume mixture 4.5 5-10% Easily Erodible Bermudagrass 4.5 Non -plastic Tall fescue 4.0 (Sands & Silts) Bahiagrass 4.0 Kentucky bluegrass 4.0 Grass -legume mixture 3.0 Erosion Resistant Bermudagrass 5.5 Plastic Tall fescue 5.0 (Clay Mixes) Bahiagrass 5.0 Kentucky bluegrass 5.0 Grass -legume mixture 3.5 >10% Easily Erodible Bermudagrass Non -plastic T : �,. dI (Sands & Silts) iahiagrass Kentucky bluegrass 2.5 Erosion Resistant Bermudagrass 4.5 Plastic Tall fescue 3.5 (Clay Mixes) Bahiagrass 3.5 Kentucky bluegrass 3.5 Source: USDA-SCS Modified NOTE: 'Permissible Velocity based on 10-yr storm peak runoff 2Soil erodibility based on resistance to soil movement from concentrated flowing water. 3Before grass is established, permissible velocity is determined by the type of temporary liner used. Selecting Channel To calculate the required size of an open channel, assume the design flow is uniform and does not vary with time. Since actual flow conditions change Cross -Section throughout the length of a channel, subdivide the channel into design reaches, Geometry and design each reach to carry the appropriate capacity. The three most commonly used channel cross -sections are "W-shaped, par- abolic, and trapezoidal. Figure 8.05b gives mathematical formulas for the area, hydraulic radius and top width of each of these shapes. 1"ft 'j__LjXjIN(oq 8.05.4 TRIPP ENGINEERING, P.C. 41 419 Chestnut Street Wilmington, North Carolina 28401 Phone: (910) 763-5100 • FAX: (910) 763-5631 April 3, 2000 NCDENR Division of Environmental Management Water Quality Section 127 Cardinal Drive Wilmington, NC 28405-3845 Attn: Ms. Noelle Lutheran Re: Teal Briar Subdivision SW8 981116 Modification Pender County, NC TE 99037 Dear Noelle: 11V Vi APR 0 3 2000 In response to your correspondence dated December 1, 1999, we offer the following: 1. Easement'widths have been labeled. The typical width will be 35' for the curb outlet swale. All lots will be graded to drain to the back. The elevation at the rear of each lot will be 49.5, therefore the depth of the swale will be 3'. 2. Teal Briar and Penrose Drive are to be constructed 26' gutter to gutter. Revised square footages have been accounted for and applications and calculations are provided. When calculating road area for 26' gutter to gutter, the total width will be 27'. Gutter to gutter refers to the flow line of the gutter or the face of the curb. 3. An additional plan is provided with drainage areas for each swale highlighted. 4. All 5:1 swale calculations do correspond with the TST numbers. Please use this number to coordinate your checking of the calculations. 5. Swale details have been relabeled. 6. A note stating the minimum length of 5:1 swale to be 100 if has been added. 7. A detail showing how the stormwater runoff will be routed over depressed sidewalks has been added. 8. All cul-de-sacs have been revised to match the detail shown. 9. A highlighted plan has been included showing the drainage area to each swale. The calculation for swale No. 7 has been revised. 10. Dr. Malcolm explains in the triangular swale section that the trial and error method is unnecessary during this calculation. We have enclosed signed sealed calculations showing our method of solution. 11. Grass types have been shown on seeding specifications along with an excerpt form the state erosion control manual showing the allowable velocities for the specified grasses. Please review for approval and contact us with any questions or comments. Thank you. Sincerely, Tripp Engineering, P.C. aW4" a.�z �- Charles D. Cazier, E.I. CDC:dcb Enc. * * * COMMUNICATION RESULT REPORT ( JAN.11.2000 9:05AM ) * '* P. 1 FILE MODE OPTION --------------------- 196 MEMORY TX REASON FOR ERROR E-1) HANG UP OR LINE FAIL E-3) NO ANSWER ADDRESS (GROUP) 9-7635631 T E-2) BUSY E-4) NO FACSIMILE CONNECTION State of North Carolina I)OParbumt ofF,]li► Onment and Natural Rego=es WUMin n Regional Office James B. Hunt, Covemor WIRO PAGE P. 1/1 FAX COVER SIM + T Bill Holman, Secretary Dote: To. ,4 G'om ann. FAX #. y. 2! �iVGlitJh=R/NCa i _ DWQ Stormwate project # Sbuy Projectigame L 1�4IC S!D No. of ?Zpt,0(,.St0rM.6._ it-0,M: Waterna� FAX #: 910350.2004 v'xm"'On, Wilmi'0014 NC 28405-3845 TWepllone (910 395-3 An Bqual OPP° ty Afrmative Action EMploy� 900 FAX (9]0) 350-2004 State of North Carolina Department of Environment and Natural Resources Wilmington Regional Office James B. Hunt, Governor FAX COVER SHEET Date: % — it- 2 00c> To: CHAELC S C,42/6-l2 Company: -rVI PP CHUG / �v CCRI �v� FAX #:-7 (o 3 — SCo 3 l Bill Holman, Secretary No. of Pages: / From: Linda Lewis Water Quality Section - Stormwater FAX #: 910-350-2004 DWQ Stormwater Project # S GV 5 q118 // / (---' Project Name `%C,¢L ORIA%e. Sba PGIVoE2 Co, REMARKS: P12-45e- ptnVi t1e- S i �'c U' 2Te 7?J- -SOAi)17/Y&i 20 C-14' h = o f17Re- u. ,i`S-e n, " In 2. - 127 Cardinal Drive Extension, Wilmington, NC 28405-3845 Telephone (910) 395-3900 FAX (910) 350-2004 An Equal Opportunity Affirmative Action Employer I�rj 01/10/� 00:29 '3107635631 TRIPP ENGINEERING PAGE 01 TRIPP ENGINEERING, P.C. 419 Chestnut Street Wilmington, North Carolina 28401 Phone: (910) 763-5100 • FAX (910) 763-5631 LETTER OF TRANSMITTAL Job No.--5922E1— To: Date: {I•l2•Ct> Attention:�L.AJE211N. ./ r--;16112 Subject::SW -W—SEOC, !r2W9;S _`:l11(0 FAX TRANSMITTAL: NUMBER OF PAGES INCLUDES COVER I am sending you: ( ) ATTACHED ( ) UND@R SEPARATE COVER ( ) Prints ( ) Tracings ( ) Copy of letter ( ) Specifications ( ) Other Cooies Item No. w De criotion These are transmitted as checked below; ( ) For Approval (�r Your Use ( ) Sign & Return ( ) Review cc: 1.t 0 1711777)le %mama Signed: 61!t •rZ 01/02/1996 07:30 9107635631 TRIPP ENGINEERING Tmwp ENGwEauNG, P.C. 419 Chestnut Street Wilmington, Noah Carolina 28401 Phone: (910) 763-5100 • FAX: (910) 763-5631 PAGE 01 0 XO January 4, 2000 NCDENR Division of Environmental Management Water Quality Section 127 Cardinal Drive Wilmington, NC 29405-3945 Attn: Ms. Linda Lewis Re: Teal Briar Stormwater Modification Sw8 99116 Pender County, NC l TE 99037 Dear Linda: We are currently working on addressing your comments for the Teal Briar subdivision (SW8 98116). Due to the change of the drainage easements, changes to the lot layout are also needed. At this time, we request an extension to the submittal date of 01/04/00. Please contact us if an extensiod cannot be granted_ Plans with all necessary revisions will be submitted as soon as possible. Sincerely, Tripp Engineering, P.C. Charles D. Carier, CDC:dcb TRIPP ENGINEERING, P.C. 419 Chestnut Street. Wilmington, North Carolina 28401 Phone: (910) 763-5100 FAX: (910) 763-5631. IAN LBY:71- January 4, 2000 NCDENR Division of Environmental Management Water Quality Section 127 Cardinal Drive Wilmington, NC 28405-3845 Attn: Ms. Linda Lewis Re: Teal Briar Stormwater Modification SW8 98116 Pender County, NC TE 99037 Dear Linda: We are currently working on addressing your comments for the Teal Briar subdivision (SW8 98116). Due to the change of the drainage easements, changes to the lot layout are also needed. At this time, we request an extension to the submittal date of 01/04/00. Please contact us if an extension cannot be granted. Plans with all necessary revisions will be submitted as soon as possible. Sincerely, Tripp Engineering, P.C. 1 Charles D. Cazier, , . . CDC:dcb Department of Environment and Natural Resources WilmiVgton Regional Office James B. Hunt, Jr., Governor Bill Holman, Secretary Division of Water Quality December 1, 1999 Mr. Christopher Stephens, President Landmark Developers, Inc. 5022 Wrightsville Avenue Wilmington, NC 28403 NZI.ExI NCDENRk NORTH CAROLINA DEPARTMENT OF ENVIRONMENT AND NATURAL RESOURCES Subject: ACKNOWLEDGMENT OF RECEIPT AND . REQUEST FOR ADDITIONAL INFORMATION Stormwater Project No. SW8 981116 Modification Teal Briar Subdivision Pender County Dear Mr. Stephens: The Wilmington Regional Office received a Stormwater Management Permit Application for Teal Briar Subdivision on October 28,1999. A preliminary review of that information has determined that the application is not complete. The following information is needed to continue the stormwater review: 1. Please label all easement widths for the curb outlet swales and the ditches. Based on the proposed swale inverts, it appears that some easements will need to be at least 45' wide to accommodate the required 5:1 slope. Please check. 2. Teal Briar Street and Penrose Drive are labeled as 26' G-G, but the road section indicates that the 26' is measured from the back of the gutter, not the gutter line. This affects the total impervious area in the streets that I calculate, which is almost 29,000 ft2 more than reported, assuming that the 26' wide street does not include the 2' gutter on each side. If I assume that it does, the reported street total is still almost 14,000 ft2 short. The BUA per lot is also affected. Please revise the plans, application and supplements as needed. 3. Please delineate the drainage area to each swale. 4. Please label and number each curb outlet swale. It appears that each swale has a "TST" number, but "TST" is not referred to in the legend or details. 5. The plans label two details as "Typical Open Swale", however, one detail has 3 :1 slopes and one has 5:1 slopes. Please label the detail with the 5:1 slopes as the "Curb Outlet Swale", and label each curb outlet swale on the plans. The plans currently show some name or number in bold, however, it is so distorted that it is unreadable. 6. Please indicate on the plans that each Curb Outlet Swale must be a minimum of 100' long. 7. Please provide a detail of the flume at the sidewalk that indicates how runoff will get across or under the sidewalk and into the swale. Will the sidewalk be depressed at those points, or will the sidewalk be replaced with an iron plate to let the runoff pass under it? 127 Cardinal Dr. Ext., Wilmington, North Carolina 29405 Telephone 910-395-3900 FAX 910,350-2004 An Equal Opportunity Affirmative Action Employer 50% recycled/10% post -consumer paper Mr. Stephens December 1, 1999 Stormwater Project No. SW8 981116 Modification ---------------------------------------------- 8. The cul-de-sacs at the end of the eastern sides of Laceleaf and Glendale Courts scale much larger than the others. Are they intended to be the same radius as the others? 9. Swale #7 is reported as having 6.4 acres of impervious area. Until the drainage area map is submitted I can't confirm this, but it seems a bit high, since TST #7 drains a very small amount of Woodbine Terrace. Please check. 10. My spreadsheet indicates flow depths on the order of twice as much as reported on the supplement. This Office sizes the swales using Malcolm's Normal Depth method, which rearranges the Manning equation so that the known values are set equal to the unknown values. By trail and error, flow depths are chosen such that the two sides are roughly equivalent. Please provide your methodology for determining the flow depths. 11. Please specify the type of grass to be used in the curb outlet swales on the detail. Please note that this request for additional information is in response to a preliminary review. The requested information should be received by this Office prior to January 4, 2000, or the application will be returned as incomplete. The return of a project will necessitate resubmittal of all required items, including the application fee. If you need additional time to submit the information, please mail or fax your request for a time extension to the Division at the address and fax number at the bottom of this letter. The request must indicate the date by which you expect to submit the required information. The Division is allowed 90 days -from the receipt of a completed application to issue the permit. The construction of any impervious surfaces, other than a construction entrance under an approved Sedimentation Erosion Control Plan, is a violation of NCGS 143-215.1 and is subject to enforcement action pursuant to NCGS 143-215.6A. Please reference the State assigned project number on all correspondence. Please revise and return all original documents enclosed with this letter, or provide new originals. Copies are not acceptable. If you have any questions concerning this matter please feel free to call me at (910) 395-3900. Sincerely, Linda Lewis Environmental Engineer RSS/arl: S:IWQSISTORMWATIADDWO\981116.DEC cc: Linda Lewis Charles Cazier 127 Cardinal Dr. Ext., Wilmington, North Carolina 28405 Telephone 910-395-3900 FAX 910-350-2004 An Equal Opportunity Affirmative Action Employer 50% recycled/10% post -consumer paper