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Home My WebLink AboutSW8891010_HISTORICAL FILE_19950531STORMWATER DIVISION CODING SHEET POST -CONSTRUCTION PERMITS PERMIT NO. SW8 gq VOI(D DOC TYPE ❑ CURRENT PERMIT ❑ APPROVED PLANS ® HISTORICAL FILE ❑ COMPLIANCE EVALUATION INSPECTION DOC DATE Par) Qr� � YYYYMMDD 1/�Q MOFFATT & NICHOL May 31, 1995 North Carolina Department of Environment, Health & Natural Resources 127 Cardinal Drive Extension Wilmington, N.C. 28405-3845 Attn.: Ms. Linda Lewis RE: Concrete Paving and Loading Ramps, N62470-87-B-9450 Marine Corps Base, Camp Lejeune Utilization of Existing Infiltration Pond Dear Ms. Lewis: Thank you for sending the calculations for determining the size of the existing infiltration pond located at building FC-134. The proposed project will pave the previously unpaved area located between the FC-134 parking lot and the concrete paved operations area on the west side of FC-120. I have modified the calculations to represent the changed conditions and these modifications are marked in red. The initial design provided 10,800 cubic feet of volume while the initial project design parameters required only 8225 cubic feet of storage. After revising the calculations for the additional paving, the revised project area will require 10,890 cubic feet of volume in the infiltration pond. We wish to tie to the existing infiltration pond without any modifications to the existing pond since the required volume exceeds the existing volume by only 90 cubic feet. The storage volume difference would actually be less than this since the proposed piping to carry the water to the pond will provide some storage volume. A small area around an existing catch basin located on the north side of the existing paved area will catch a small amount of runoff from the proposed pavement and this runoff will exit into the ditch located to the east of the infiltration pond and will not be treated. 3717 National Drive, Suite 107, Raleigh, North Carolina 27612 (919) 781-4626 Fax (919) 781-4869 Page 2 Ms. Linda Lewis May 31, 1995 Calculations and plans which indicate the existing and proposed paving and piping systems are enclosed for your review. If you need additional information or have any questions, please contact me at (919) 781-4626. Sincerely, MOOFFATT & NICHOLL, ENGINEERS Tim Reid, P.E. Project Engineer Attachments 3400.09 Moffatt & Nichol, Engineers OPERATION AND MAINTENANCE PLAN FOR THE ELECTRONICS/COMMUNICATIONS MAINTENANCE FACILITIES SNEADS FERRY ROAD AND MAIN SERVICE ROAD STORM WATER INFILTRATION PONDS 1. Cut and maintain grass around the perimeter of the infiltration pond. Keep area free of debris. 2. Check flared -end section after every storm. Replace any riprap disturbed during the storm to meet original operating conditions. 3. Check emergency spillway after each storm. Replace any riprap disturbed during the storm to meet the original operating conditions. 4. Establish a benchmark to monitor sediment buildup in each infiltration pond. Check the level every six months. When one foot of sediment accumulates, drain each pond and remove the sediment. Each pond must be pumped dry, since no emergency drain is possible. JIS/lw 5 m i 4ec i a/ /-0 rir+ �re•as � SG��eC✓ r ✓IWC cb7 Cf?S C2�CS. (1le2Se coo C Ckv-- ou-.n, o5,�JG fhe �'/e Coy SBN u� r_eF_�r_e�Ge• <J S �j oll Pi7,� /�i�5� be (-dole i/ouJ. Add co/ickhol hj6l , 7,c cc,76(�ch v' • 6.0:%4i6 12 eedro kv ht? -on lr,7ec( olcl-er �S c-�r 14 S n. i 7 U-- ��' S� _ q e s cx� s h� l fo �_ �� J �� . exist'-_8��e G)G¢ 5 76 A h _�255 S �'UcfiJr2 . �✓I V Pr-i} i �ocic �k coo �hi s� v�� /e55 eX �g" /s „�f I DEPARTMENT OF THE NAVY OFFICER IN CHARGE OF CONSTRUCTION RESIDENT OFFICER IN CHARGE OF CONSTRUCTION NAVAL FACILITIES ENGINEERING COMMAND CONTRACTS CAMP LEJEUNE, NORTH CAROLINA 28542-5000 Mr. Dave Adkins Regional Supervisor Division of Environmental Management State of North Carolina Department of Environmental Health and Natural Resources 127 Cardinal Drive Extension Wilmington, North Carolina 28405-3845 IN REPLY REFER TO. 919-451-2583 N62470-88-C-8085 JAX/MCV/vm 1 FEB 93 RECEIVED FEB 2 1993 Wilmington Regional office DEM Re: Project No. 891010 Stormwater Detention Pond, Electronics Communications Maintenance Shop, Marine Corps Base, Camp Lejeune, North Carolina Dear Mr. Adkins: Pursuant to your approval letter dated April 25, 1990 (Project No. 891010) please find enclosed the executed construction completion certification for the referenced permit. Sincerely, 'off z/ A. MEHULA CDR, CEC, USN Encl: (1) Construction Certification (Project No. 891010) MRM VMM I ER U 1� U u L I, lu1 FEB 0 3 1993 DEIW �7 VI R91U10 Engineer's Certification I, JIi,ID V. as a duly registered Professional Engineer in the State_ North Carolina, having been authorized to observe ( eriodica /weekly/full time) the construction of the project, C(-eCikcwtcslri� r dIv�O , CfhN�� P sc'Tiivc /f/C (Project) for the v � Go,'/-• hereby state that, to (Project Owner) the best of my abilities, due care and diligence was used in the observation of the project construction such that the construction was observed to be built within substantial compliance and intent of the approved plans and specifications. Signature Registration Number U' � / 5"/Lo Date l S� u� FEB 0 3 1993 U D E IVI •„� �� 8q IolO _ Engineer's Certification I, '�f400D V. YY\AieS 4QV(( ) as a duly registered Professional Engineer in the State North Carolina, having been authorized to observe ( erio(dica /weekly/full time) the construction of the project, C`eCryc'V,CS/Cow� J hcr✓� , (ihu(7 CP3-c-z.n.r Al C- (Proj ect) for the i/ d; G' "74 hereby state that, to (Project Owner) the best of my abilities, due care and diligence was used in the observation of the project construction such that the construction was observed to be built within substantial compliance and intent of the approved plans and specifications. Signature ��- Registration Number? �� /CK/L� Date II i FrB U ? 1993 v D E ivl 60/;1r', DATE /aAI PEL'�'OR'__-_.---____—__ CDKNE"fS•I�S--�--___-_- ----_-_-_--- II (.—C'000-i[wc_{-won �cJi —CnmP lal•_t-- —,—. --- — --- I -11�5�92_ AF I, r . i I - STATE OF NORTH CAROLINA Department of Environment, health and Natural Resources Wilmington Regional Office James C. Martin, Covcmor Vlilliam \i'. Cobey. Jr.,,See ctary 130b Jamieson FAX COVER SHEET Regional Manager --------------------------------------------------- I I DATE: �I U TO: OFFICE: FAX NUMBER: ----------------------------------------------------------------- FROM: DIVISION/ SECTION: TOTAL PAGES: (including cover) REMARKS: 5 �, 01 I iPdAI 4r v Lrne- 4&1A, Sent by: Fax Telephone Number 919-256-8572 7225 Wright,,illc Awnuc, Wilmington, N.C. 2s io3-3(,,)i klcphanc 719256-1161 RECEIVE® Qa APR 3 0 1990 Wilmington Regional OM06 State of North Carolina ^`°" Department of Environment, Health, and Natural Resources Wilmington Regional Office James G. Martin, Governor Bob Jamieson William W. Gobey, Jr., Secretary Regional Manager DIVISION OF ENVIRONMENTAL April 25, 1990 Mr. Jeffery I. Smith�� Post Office Box 187-1- Charlotte, North Carolina Subject: Dear Mr. Smith: Certification of Compliance with Stormwater Regulations Project No. 891010 Electronics/Communications Maintenance Facility P-679 Onslow County The Wilmington Regional Office received the Stormwater submittal for P-679 on October 16, 1989 with final information received April 24, 1990. Based on our review of the project plans and specifications, we have determined that the infiltration system complies with the Stormwater Regulations set forth in Title 15A NCAC 2H.1003(h). This certification shall be effective from the date of issuance until rescinded and the project shall be constructed and maintained in accordance with the plans and specifications approved by the Wilmington Regional Office. Upon completion of construction and prior to operation of P-679, an engineer's certification must be received from a professional engineer certifying that the infiltration system has been installed in accordance with the approved plans and specifications. The attached certification should be received by this office within 30 days of completion of construction. If you have any questions concerning this matter, please call Alexis Finn or me at (919) 256-4161. Sinc yly� L. Bush, Jr. Water Quality Supervisor Attachment AIF:891010.ADD cc: Bill Mills, WiRO, CF, AIF 7225 Wrightsville Avenue, Wilmington, N.C. 28403-3696 • Telephone 919-256-4161 • Fax 919-256-8572 An Equal Opportunity Affirmative Action Employer Engineer's Certification I, , as a duly registered Professional Engineer in the State of North Carolina, having been authorized to observe (periodically/weekly/full time) the construction of the project, ect) for the hereby state that, to (Project Owner) the best of my abilities, due care and diligence was used in the observation of the project construction such that the construction was observed to be built within substantial compliance and intent of the approved plans and specifications. Signature Registration Number Date DIVISION OF ENVIRONMENTAL MANAGEMENT Evaluation of Stormwater Treatment and Disposal System PROJECT DATA Project Name: Electronics/Communications Maintenance Facility P-679 Project No.: 891010 Location (County, Township/Municipality, Address): Onslow County Marine Corps Base Camp Lejeune, North Carolina Applicant Name: Mr. Jeffery I. Smith Mailing Address: J. N. Pease Associates Post Office Box 18725 Charlotte, North Carolina 28218 Submittal Date: October 16, 1989 Water Body Receiving Stormwater Runoff: Cogdels Creek Name of River Basin: White Oak Classification of Water Body: SC 1. Yes No System is capable of treating and disposing of runoff from all impervious surfaces resulting from 1 inch of rain. 2. es No The system is located at least 30 feet from surface waters. 3. es No The system is a minimum of 100 feet from water supply wells. 4. Yes No The bottom of the system is a minimum of 2 feet above the seasonal high water table. 5. es No Runoff in excess of the design volume by-passes the system and does not flush pollutants through the system. 6. Yes No A method is used to provide even distribution of runoff over the length of the vegetative filter. Continued North Carolina Department of Environment, Health, and Natural Resourc 7225 Wrightsville Ave. Wilmington, North Carolina 2g403-3�6 Y_ Mr. J P. 0. Nn�.�4I�` lVo5; D Smith 228218 r, Architecture Engineering Planning Interiors / TO: Ms. Alexis Finn North Carolina Department of Environment, Health, and Natural —Resources Division -of -Environmental Management ----= 7225 Wrightsville Avenue Wilmington, North Carolina 28403-3696 PROJECT: Project No. 891010 Electronics/Communications Maintenance Facility P-679 RECEIVED Camp Lejeune, North Carolina COMM. NO: 88053-00 APR 2 0 K990 Wilmington Regional office DATE: April 19, 1990 nr„ SUBJECT: Stormwater Management TRANSMITTAL LETTER We are sending you [x] Enclosed [ ] Under Separate Cover [x] Prints [ ] Tracings [ ] [ ] Specifications NO. OF COPIES DRAWING NO. DATED DESCRIPTION 2 Each C7 and C-8 --- Site Plan Showing Monitoring Wells 1V C E � WED App. 2 E. 1990 19EM Remarks: FROJ # Enclosed is the information requested in our telephone conversation on Tuesday, April 17. Please telephone me once final approval is given on the referenced plan, so that I can issue these drawings to the Navy. JIS/lw J. N. PEASE ASSOCIATES i &i;L OVPtj0y. Smith, EIT J.N. Pease Associates R0. Box 18725 2925 bast Independence Bled. Charlotte, NC 28218 704 376-6423 P E A S E A r c h i t e c t u r e E n g i n e e r i n g P l a n n i n g April 6, 1990 ECE _ IV no Ms. Alexis Finn A. 1990 North Carolina Department of Environment, Health, D E M and Natural Resources YROJ # RV4LQ Division of Environmental Management 7225 Wrightsville Avenue Wilmington, North Carolina 28403-3696 Reference: Project No. 891010 Electronics/Communications Maintenance Facility P-679 Camp Lejeune, North Carolina Subject: Stormwater Management Plan Dear Ms. Finn: Enclosed is the additional information required for approval of the referenced Stormwater Management Plan. Responses to each comment are as follows: 1. Provided are two maps showing Cogdels Creek (Class SC) as the closest stream. 2. Due to limited available area for erosion control, we propose to utilize the infiltration ponds as sediment basins during construction. To prevent clogging, the basins will be lined with erosion control filter fabric. Refer to the enclosed two copies of each site plan. 3. A minimum basin slope of 3:1 will be used. 4. We propose to bypass the excess runoff with the utilization of junction boxes containing overflow weirs. Please refer to the two copies each of the site plans and detail sheet. 5. The emergency spillways will be used as protection from overtopping the earthen dams during heavy rains. The riprap protection will be provided above the storage level of the ponds. J.N. Pease Associates 1?0. Box 18725 2925 Fast lndcpcndcncc Blvd Charlotte, NC 28218 704 376d423 Ms. Alexis Finn Page 2 April 6, 1990 Please review this information, and let us have your response as soon as possible. Sincerely, IeVeyI. Smith, EIT JIS/lw Enclosures cc: Mr. Brian Abbott It. DIVISION OF ENVIRONMENTAL MANAGEMENT April 4, 1990 Mr. Jeffery I. Smith Post Office Box 18725 Charlotte, North Carolina 28218 Subject: Additional Information Project No. 891010 Electronics/Communications Maintenance Facility P-679 Onslow, County Dear Mr. Smith: The following information is needed to complete the Stormwater review for certification of P-679. This letter will serve to recap our telephone conversation on April 3, 1990 in hopes of expediting the review process. 1. A copy of a topographic map which shows the location of the project and the receiving stream. This information h will aid in determining the correct stream classification. Co GDE S Cec_:C-lL : 5C �I UJ 4' Z:v t OPrVG e. ";-'_k oS� 2. Using infiltration basins as sediment storage areas .greatly increases the potential of longer drawdown A- periods (i.e. clogging of soil pore volume) and long-term maintenance difficulties., It is therefore suggested that the sediment storage areas be relocated �=TYPe to areas other than the infiltration basins. This review, however, will consider alternatives to li er,� relocating the sediment storage areas if an Notds fines /u,_�e,alternative is proposed which will .prevent drawdown and maintenance requirements from being increased. 3. Minimum basin slopes of 3:1 unless stabilized. hn5 4. Bypass of runoff greater than one inch (or 1.5 inches depending on receiving stream classification). Please see the two attached bypass structures, we have also seen catch basins designed to achieve bypass. 5. There is no need for a outlet in an infiltration basin which is designed with a bypass. These subsequent revisions need to be noted on a revised set of plans. Only the pages which have been revised need to be submitted. attachment 2H . I cry-) (her) Mr. Smith April 4, 1990 Page 2 This information should be received by this office no later than May 4, 1990 or your project will be returned as incomplete. Please be reminded that construction of the subject project may not commence prior to approval of the Stormwater Management Plan. We will make every attempt to assist you. If you have any questions, please call Alexis Finn or Ted Bush at telephone number (919) 256-4161. Sincerely, /n/T. L. Bush, Jr. Water Quality Supervisor AIF:891010.APR cc: Debra Riddle Bill Mills WiRO, CF, 2AIF. Project 1: 891010 File Name: INF010 Reviewer:Alexis Finn Project Name: P-679: ELECTRONAC/COMMUNICATION SHOP Date: 04/03/90 ttttttttttttttttttINFILTRATION BASIN ANALYSI3ttttttttttttttt MI SUBAREA E1: ttttttttttt BASIN I OF 2: Basin Bottom Elevation, ELbb: ELbb- 22 ft t# Area of Basin Bottom, Abb: Abb= 2100 W2 1t 10 Year Flood Elevation, EL10: EL10- 25 ft IY Area of 10 Year Flood, A10. A10- 3750 ft"2 t! Total Drainage Area, DA: DA= 199940 sf DA= 4.589990 Acres Total Imperviou€ Surface Area, SA: (FOR BASIN 11) SA: 86684.4 sf [SA (acre)] / [43560 ft'2/acrej= SA= 1.99 Acres Area of Rooftops, Ar: Are 19166,4 sf Are 0,44 Acres Area of pavement, AP: Area of Grass, Ag: Determine Runoff Coefficient, C: Cr, Rooftops: I Cp, Pavement: 019 Cg, Grass- 0.2 r[(Ar/CA)rrrj}((Ap/DA)vCp]}[(Ag/DA)$-g) = 0.513072 Minimum Required Storage Volume, VOLreq: [SA (ft"2) i (I inch of runoff) t (I ft/12 inch) I C[= [ 86684.4 ft-2 v 1.0 inch $ 0.083333 ft/inch 10.513012 le Storage Depth, d; d= (Volreeq (ft'3)j / [Abb (ft'2)1= d= 8548.643 / 2100 Note: Use project Engineer's given depth for the following computations. Minimum Elevation of Storage Basin, ELsp; ELsp= d (ft) t ELbb (ft)= ELsp= 3 / 22 - Area of Storage pond, Asp: Interpolation of Asp at it's Elevation Elevation Area (ft) (ft-2) Permanent pool: 22 2100 Storage pond 25 Asp 10 Year flood : 25 3750 Ap= 67518 sf Ap= 1.55 Acres Ag= 113255.6 sf Age 2,599990 Acres VOLreq: 8548.643 ft"3 d- 4.070782 ft d(engi)= 3 ft Asp: App + ((AID - App) x (ELsp - ELpp)/(EL10 - ELpp)) Asp: Storage Volume provided, VOLpro: Side Slope: 3:1 lilt Volume 1, VI: App + d 2100 W2 x 3 ft - VI: Volume 2, V2= (Asp App) x d + 0.5 - V2= VOLpro = VI t V2 6300 ft-3 r 3 ft"3 VOLpro: Note; VOLreq < VOLpro excess storage is available, therefore Basin Size is Acceptable t Excess Storage -1 - (VOLreq / VOLpro) r 100 * S Excess Storage 25 ft 3750 ft"2 6300 ft'3 2415 ft'3 8715 ft'3 <-------- 2,58t<-------- SUBAREA 11 CONTINUED: INFILTRATION CAPACITY WITHIN 72 HOURS: -------------------------------------- CONFIRMED BY RECHARGE XODEL RESULTS, via kICK SHIVER, SUBAREA 12: MMMIII BASIN 12 OF 2: Basin Bottom Elevation, ELbb: ELbb: 12 ft {{ Area of Basin Bottom, Abb: Abb= 3923 ft"2 {{ 10 Year Flood Elevation, ELIO: ELIO- 14 ft {} Area of 10 Year Flood, AID: A10= 8302 ft'2 {{ Total Drainage Area, DA: DA: 205603.2 sf DA- 4.72 Acres Total Impervious Surface Area, SA: (FOR BASIN {2) CA- 80586 sf [SA (acre)] / (43560 ft"2/acre]= SA- 1.85 Acres Area of Rooftops, Ar: Are 6098,4 sf Ar= 0.14 Acres Area of Pavement, Ap: Ap= 74481.6 sf Ap= 1.71 Acres Area of Grass, Ag: Ag= 125011.2 sf Ag= 2.81 Acres Determine Runoff Coefficient, C: Cr, Rooftops- I Cp, Pavement: 0.9 Cg, Grass- 0.2 C=[(Ar/DA)4Cr]+((Ap/0A)trp)+[(Ag/DA)$Cg] = 0,471330 Minimum Required Storage Volume, VOLreq: (SA (ft'2) i (I inch of runoff) (1 ft/12 inch) t C]= [ 80586 ft"2 v 1,0 inch ' 0.083333 ft/inch 10,411330 ]= VOLreq= 8118,39 ft"3 Storage Depth, d: d= [Volreq (ft'3)) / (Abb (ft"2)1= d= 8118.39 / 3923 d= 2.084728 ft Note: Use Project Engineer's given depth for the following computations, d(engi)= 2 ft Minimum Elevation of Storage Basin, ELsp: ELsp= d (ft) + ELbb (ft)= ELsp= 2 12 = ELsp= 14 It Area of Storage Pond, Asp: A r c h i t e c t u r e E n g i n e e r i n g P l a n n i n g RECEIVED March 5, 1990 MAR 'I ��-- Wilmington Regle"a1 "'co Mr. Rick Shiver North Carolina Department of Environment, Health, and Natural Resources Division of Environmental Management 7225 Wrightsville Avenue Wilmington, North Carolina 28403-3696 Reference: Electronics/Communications Maintenance Facility P-679 Marine Corps Base Camp Lejeune, North Carolina Subject: Storm Water Management Dear Mr. Shiver: As requested in your letter on December 15, 1989, we have gathered the sufficient data needed to put into the "recharge" model obtained from Colorado State University. Enclosed are the results from the model. It appears that there is at least a two -foot unsaturated zone at the end of five days for each basin. Please review the enclosed results and let us have your response at your earliest convenience. If you have any questions, please do not hesitate to contact us. Sincerely, K�l J4��e Jeffrey I. Smith, EIT JIS/lw Enclosure cc: Mr. Brian Abbott Ms. Mary Isaacs J.N. Pease Associates K). Box 18725 2925 Fast Independence Blvd Charlotte, NC 28218 704 376-6423 E E A S E i A r c h i t e c t u r e E n g i n e e r i n g P l a n n i n g f � January 25, 1990 Mr. Rick Shiver, P.G. Environmental Regional Supervisor North Carolina Department of Environment, Health, and Natural Resources Division of Environmental Management 7225 Wrightsville Avenue Wilmington, North Carolina 28403-3696 Reference: P-679 Electronics/Communications Maintenance Facility Camp Lejeune, North Carolina Subject: Stormwater Management Dear Mr. Shiver: F`'ECE►VED JAN 2 9 jo �rming� R Enclosed is the information requested in your letter of December 15, 1989. There should be sufficient data for input into the "recharge model." Please review this information and let us have your response as soon as possible. If you have any questions, or if we can provide any additional information, please contact us. Sincerely, Jeffrey I. Smith, EIT JIS/lw Enclosures cc: Ms. Mary Isaacs Mr. Brian Abbott J.N. Pease Associates 110. Box 18725 2925 East Independence Blvd. Charlotte, NC 28218 704 376-6423 DATA REQUIRED FOR RECHARGE MODEL BUILDING NO. 1 BUILDING NO. 2 - Depth to Seasonal High 12 Feet 9 Feet Water Table 2 2 - Transmissivity 600 Feet /Day 500 Feet /Day - Storage Coefficient 0.2 0.2 - Recharge Rate 9.6 Feet /Day 9.6 Feet /Day - Basin Width 50 Feet 60 Feet - Basin Length 75 Feet 180 Feet - Distance to Stream 1500 Feet 1300 Feet jr7 1 0 {.1........ all ........... Al *S&ME (A partnership in North Carolina) August 24, 1988 Gantt/Huberman Architects 112 West Fifth Street Charlotte, North Carolina 28202 Attention: Mr. Jeffrey A. Huberman, AIA Reference: Geotechnical Investigation Report Electronics Communications Maintenance Shop P-679, Building No. 1 Camp Lejeune, North Carolina S&ME Job No. 1054-88-581 Gentlemen: S&ME has completed the authorized geotechnical investigation at the proposed maintenance shop site located at Camp Lejeune, North Carolina. Subsurface conditions at the site were investigated with twelve test borings which were drilled at the approximate locations shown in Figure 1. Eight borings were drilled at the proposed building site to depths ranging from 20 to 30 feet below the existing ground surface, and four borings were drilled in the proposed pavement area to a depth of 10 feet. Soil samples were obtained at selected intervals by the ASTM D-1586 standard penetration test method to determine the consistency of the subsurface soils. This report presents the findings of our investigation with recommendations for support of the facility based on these findings. PROJECT DESCRIPTION The project site is located north of Main Service Road and west of Sneads Ferry Road, as shown in Figure 1. Since this relatively level site is heavily wooded, a dozer was used to access the proposed boring locations. An existing building (Building FC-50) is located north of the project site. We understand that the proposed one-story building will have plan dimensions of approximately 70 feet by 260 feet. The structure will be supported by load -bearing walls and interior columns with design loadings on the order of 3 kips per lineal foot and 70 kips, respectively. The floor slab will be constructed on grade with design loadings on the order of 100 to 150 pounds per square foot (psf). We have assumed that final floor grade will be raised approximately one to two feet in order to provide positive surface water runoff away from the building. S&ME. Inc. 7650 Marker Street UImingion, NC 28405 (919) 686.7474 Gantt/Huberman Architects August 24, 1988 Page Two The subsurface conditions encountered at the test boring locations generally consisted of interbedded layers of loose to firm clean, slightly clayey or clayey sands within the upper 8 feet of the in -place soils. Below a depth of 8 feet, the in -place soils typically consisted of firm clean sands which extended to the maximum completed boring depth of 30 feet. The upper clean and clayey sands exhibited penetration resistance values varying from 5 to 13 blows per foot (bpf), whereas the underlying sands had penetration resistance values in the 8 to 22 bpf range. Since the walls of the boreholes collapsed upon completion of the field drilling work, it was difficult to determine the depth to groundwater. The walls of the boreholes typically collapsed at depths ranging from 6 to 14 feet below the existing ground surface. We anticipate that groundwater will not affect the foundation construction work. However, the presence of near -surface clayey sands could cause a perched water condition to develop after periods of heavy or extended rainfall. A perched water condition would adversely affect the site preparation operations during wet weather. A generalized subsurface profile, which has been prepared from the subsurface data to graphically illustrate the subsurface conditions encountered l at the test borings, is attached to this report as Figure 2. Variations from the generalized subsurface profile described above and a more detailed description of the subsurface conditions are presented in the Test Boring Records contained in the Appendix of this report. RECOMMENDATIONS The following recommendations are made based on a review of the attached data, our understanding of the proposed construction, and our past experience with similar projects and subsurface conditions. If structural conditions or grading plans should change from those now under consideration, we would appreciate the opportunity to review and comment on these recommendations so they may be confirmed or modified as necessary. In addition, any subsurface conditions encountered during construction which are adverse to those represented in this report should be reported to us for review and comment. ®r Gantt/Huberman Architects August 24, 1988 Page Three Site Preparation. Site preparation should be initiated by clearing and stripping the building and parking areas of trees, bushes, grass, roots, organics, and other unsuitable foundation -supporting material. We anticipate that approximately 3 to 6 inches of topsoil and loamy sand will be removed during the stripping work. In addition, any underground utilities located beneath the proposed foundations should be relocated. After the required site stripping work has been completed, we recommend that the exposed subgrade sands be proofrolled with a 10-ton vibratory steel -wheeled roller to densify the exposed sands and to locate any areas of soft or otherwise unsuitable surface conditions. Any area which pumps or ruts excessively in the opinion of the engineer should be undercut and replaced with a granular structural backfill as described below. Because of the clayey nature of some of the surficial soils, we recommend that the grading and site preparation work be conducted during the drier months of the year (from April to October). If the site preparation work is conducted during the wetter months, we anticipate that some subgrade repair work will be required. To provide adequate drainage, it is our opinion that the site should be raised approximately 1 to 2 feet by placing and compacting structural fill. We also recommend that the site be graded during construction to provide positive surface water runoff away from the construction site. Where structural fill is required to reach finished grade, we recommend that a clean, silty, or clayey sand having a Unified Soil Classification of SP, SM, or SC be used. The on -site sands meet this criterion. The fill should be placed in 6 to 8-inch thick lifts and should be compacted to at least 95 percent of the standard Proctor maximum dry density (ASTM 0-698); however, the compaction of the upper 12 inches of subgrade in the building and parking areas should be increased to at least 98 percent of the standard Proctor maximum dry density. To confirm that the specified degree of compaction is being obtained, field density testing should be performed in each fill lift by a soils technician. At those areas where no structural fill is placed on site, we recommend that the upper 12 inches of the in -place subgrade materials be compacted to at least 98 percent of the standard Proctor maximum dry density. We also recommend that the foundation subgrade soils be inspected and tested prior to concrete placement to determine if any subgrade repair work is required. Foundation Support. Following site preparation as discussed above, the structure may be supported on shallow spread footing foundations designed for a soil contact pressure of 2000 psf. All shallow foundations should bear at least 18 inches below exterior grade to develop the allowable foundation bearing pressures. In addition, all wall footings and interior column footings should have a minimum width of 18 inches and 24 inches, respectively. The use of these allowable foundation bearing pressures should limit total foundation settlements to approximately one inch or less with differential settlements on the order of 1/2 inch or less. We also anticipate that floor slab settlements will be less than 1/4 inch. This magnitude of movement is typically considered acceptable for structures such as the one proposed on this site; however, this should be confirmed by the structural engineer. Gantt/Huberman Architects August 24, 1988 Page Four Pavement Construction. The near surface sands will provide adequate support for properly designed and constructed pavement sections. After the site preparation has been completed as discussed above, the prepared subgrade should exhibit a design CBR value on the order of 8 to 10. Laboratory or field CBR testing of the subgrade soils should be conducted to confirm the design CBR value before a pavement design is selected. An actual pavement design cannot be made until traffic loadings and volumes are provided; however, typical designs for similar projects are as follows. For areas subject to only car parking, a minimum of 6 inches of base course stone overlain by 2 inches of NCDOT I-1 or I-2 asphaltic concrete is typically used. In areas subject to channelized car traffic or occasional heavy truck traffic, the pavement structure often consists of 2 or 3 inches of asphalt over 8 inches of base course stone. Material gradations and placement densities should meet the minimum requirements presented by the North Carolina Department of Transportation. We will be pleased to provide an actual pavement design if you will provide us with traffic volumes and load estimates. S&ME appreciates having the opportunity to be of service to you during this phase of the project. If you have any questions or comments after reviewing this report, or if we can be of additional service to you, please do not hesitate to contact us at your convenience. Very truly yours, S&ME Parks A. Downing, IrZ. Manager /A4,4�/,a�/ Al. Michael W. Behen, P.E. N.C. Registration No. 8384 PADjr:MWB/jns Attachments TABLE 1 Grain Size Analysis Proposed Maintenance Shop P-679, Building No. 1 Camp Lejeune, North Carolina SBME Job No. 1054-88-581 Boring No.: B-2 B-3 B-4 B-9 Depth (Ft.): 1-2.5 3.5-5 1-2.5 6-7. Sieve No. Percent Passing. By Weight 10 100.0 100.0 100.0 99.9 40 99.2 98.7 98.9 94.4 80 71.7 72.0 75.2 44.7 200 16.9 16.4 21.7 16.9 EXISTING BUILDING FC-50 f9v" lWMO . D PROPOSED PAVEMENT AREA • B-9 • B-11 B-1 B- 2 • B-7 • B-8 B-6 B-5 • B-10 I LEGEND APPROXIMATE BORING LOCATION PROJECT PROPOSED MAINTENANCE SHOP P-679, BUILDING NO. 1 a CAMP LEJEUNE, NC B-3 • B-12 N GONZALEZ BOULEVARD SCALE: Not to Scale J 0 B NO'1054-88-581 F IG N0: 1 DEPTH 0 (FT) B-1 5 7 13 13 10 16 1 3 20 30 u 3 e PROJECT PROPOSED MAINTENANCE SHOP P-679, BUILDING NO. 1 CAMP LEJEUNE, NC GENERALIZED SUBSURFACE PROFILE -2 B-3 B-4 B-5 B-6 B-7 B-8 r 8 8 r 8 r 10 8 6 ~ 6 9 ;. 10 11 13 r 11 8 . 8 r r 16 14 13 18 10 13 10 15 15 18 18 12 10 17 20 22 17 18 14 17 25 12 15 21 N g 13 15 15 9 13 15 16 LEGEND Clean or Slightly Clayey SAND R Clayey SAND SC A L E : Not to Scale SMEJ C NO. 1054-88-581 LF V. r,.3 2 DEPTH (FT) 5- 10— PROJECT PROPOSED MAINTENANCE SHOP P-679, BUILDING NO. 1 CAMP LEJEUNE, NC GENERALIZED SUBSURFACE PROFILE B-9 B-10 B-11 B-12 20 7 6 4 6 13 9 8 r 9 12 8 10 11 18 16 12 LEGEND Clean or Slightly Clayey SAND Clayey SAND SCALE'. Not to Scale J 0 B NO 1054-88-581 FIG NO. 3 DEPTH FT. 0.0 3.0 20.0 DESCRIPTION ELEV. • PENETRATION- BLOWS PER FT. 0 10 20 30 40 60 80 100 Loose Brown Fine SAND - Trace of Clay (SP-SC) Loose to Firm Brown & Gray Fine to Medium SAND (SP) • 5 1 • 7 • • 13 13 • 16 13 Boring completed at 20.01. BORING AND SAMPLING MEETS ASTM D-1586 CORE DRILLING MEETS ASTM D-2113 PENETRATION IS THE NUMBER OF BLOWS OF 140 LB. HAMMER FALLING 301N. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER I FT. NoUNDISTURBED SAMPLE — WATER TABLE- 24HR. 151% ROCK CORE RECOVERY — WATER TABLE-IHR. LOSS OF DRILLING WATER TEST BORING RECORD BORING NO. B-1 DATE DRILLED 8-13-88 JOB NO. 1054-88-581 S&ME 10. CAI IN DEPTH FT. ).0 0 .0 DESCRIPTION ELEV. PENETRATION -BLOWS PER FT. 0 10 20 30 40 60 80 100 Loose Brown Fine SAND - Some Clay (SC) Loose to Firm Brown S Gray Fine to Medium SAND (SP) • I 8 9 \ • I • 16 15 20 • 1 Boring completed at 20.0'. BORING AND SAMPLING MEETS ASTM D-1586 CORE DRILLING MEETS ASTM 0-2113 PENETRATION IS THE NUMBER OF BLOWS OF 140 LB. HAMMER FALLING 301N. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER I FT. "UNDISTURBED SAMPLE _� WATER TABLE 24HR. 151% ROCK CORE RECOVERY - WATER TABLE-IHR. 44 LOSS OF DRILLING WATER TEST BORING RECORD BORING NO. B-2 DATE DRILLED 8-13-88 JOB NO. 1054-88-581 *SWE 7' CAVE- IN DEPTH FT. 0.0 L. 3.0 M 8.0 50.0 DESCRIPTION ELEV. PENETRATION -BLOWS PER FT. 0 10 20 30 40 60 80 100 Loose Brown Fine SAND - Trace of Clay (SP-SC) Y 8 Loose Brawn Fine SAND - Some Clay I (SC) 4110 \ 14 Firm Gray Fine SAND - Trace of Clay (SP-SC) I 15 Firm to Loose Gray Fine to Medium SAND (SP) 22 gill q I I 15 Boring completed at 30.0'. BORING AND SAMPLING MEETS ASTM D-1586 CORE DRILLING MEETS ASTM 0-2113 PENETRATION IS THE NUMBER OF BLOWS OF 140 LB. HAMMER FALLING 301N. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER I FT. "UNDISTURBED SAMPLE — WATER TABLE 24HR, 1!51% ROCK CORE RECOVERY - WATER TABLE-IHR. LOSS OF DRILLING WATER TEST BORING RECORD BORING NO. B-3 DATE DRILLED 8-13-11 JOB NO. 1054-88-581 fl&ME a DEPTH FT. 0.0 20.0 DESCRIPTION ELEV. *PENETRATION -BLOWS PER FT. 0 10 20 30 40 60 90 100 Loose to Firm Brown 6 Gray Fine SAND - Some Clay (SC) Firm Gray Fine to Medium SAND (SP) 0 8 1 ! 13 18 17 121. Boring completed at 20.0'. BORING AND SAMPLING MEETS ASTM D-1586 CORE DRILLING MEETS ASTM D-2113 PENETRATION IS THE NUMBER OF BLOWS OF 140 LB, HAMMER FALLING 301N. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER I FT. 0UNDISTURBED SAMPLE _-_'F WATER TABLE 24HR. 151% ROCK CORE RECOVERY WATER TABLE-IHR. 46 LOSS OF DRILLING WATER TEST BORING RECORD BORING NO. B-4 DATE DRILLED 8-12-88 JOB NO. 1054-88-581 tS&ME DEPTH FT. 0.0 6.0 , 18.0 :0.0 DESCRIPTION ELEV. 0 PENETRATION- BLOWS PER FT. 0 10 20 30 40 60 80 100 Loose to Firm Brown Fine SAND Some Clay (SC) Firm Gray Fine to Medium SAND (SP) Loose Gray Fine to Medium SAND - Some Clay Lenses SC 40 10 \ 13 \ 18 18 18 8 Boring completed at 20.0'. BORING AND SAMPLING MEETS ASTM D-1586 CORE DRILLING MEETS ASTM D-2113 PENETRATION IS THE NUMBER OF BLOWS OF 140 LB. HAMMER j FALLING 301N. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER I FT. UNDISTURBED SAMPLE — WATER TABLE 24HR, 151% ROCK CORE RECOVERY WATER TABLE-IHR. LOSS OF DRILLING WATER TEST BORING RECORD BORING NO. B-5 DATE DRILLED 8-12-88 JOB NO. 1054-88-581 S&ME 14. DEPTH FT. 0.0 n- 3.0 30.0 DESCRIPTION ELEV. PENETRATION -BLOWS PER FT. 0 10 20 30 40 60 80 100 Loose Brown Fine SAND - Trace of Clay (SP-SC) Firm Brown Fine SAND - Some Clay (SC) Loose to Firm Gray Fine to Medium SAND (SP) 8 41 10 •12 14 13 13 16 Boring completed at 30.0`. BORING AND SAMPLING MEETS ASTM 0-I586 CORE DRILLING MEETS ASTM D-2113 PENETRATION IS THE NUMBER OF BLOWS OF 140 LB. HAMMER FALLING 301N. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER I FT. UNDISTURBED SAMPLE WATER TABLE 24HR. 1501% ROCK CORE RECOVERY — WATER TABLE-IHR. LOSS OF DRILLING WATER TEST BORING RECORD BORING NO. B-6 DATE DRILLED 8-12-88 JOB NO. 1054-88-581 tvS&ME 14. DEPTH FT. 1 0.0 .3.0 '7[e1 ?0.0 DESCRIPTION ELEV. PENETRATION -BLOWS PER FT. 0 10 20 30 40 60 80 100 Loose Brown Fine SAND (SP) Loose Brown Fine SAND - Trace of Clay (SP-SC) Firm to Loose Brown & Gray Fine to Medium SAND (SP) • i 6 • / 13 10 17 Boring completed at 20.0'. BORING AND SAMPLING MEETS ASTM D-1588 CORE DRILLING MEETS ASTM 0-2113 PENETRATION IS THE NUMBER OF BLOWS OF 140 LB. HAMMER FALLING 301N. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER I FT. "UNDISTURBED SAMPLE _ WATER TABLE 24HR. 1501% ROCK CORE RECOVERY WATER TABLE-IHR. 14 LOSS OF DRILLING WATER TEST BORING RECORD BORING NO. B-7 DATE DRILLED 8-11-88 JOB NO. 1054-88-581 S&ME DEPTH FT. 0.0 me 20.0 DESCRIPTION ELEV. PENETRATION —BLOWS PER FT. 0 10 20 30 40 60 80 100 Loose Brown Fine SAND - Some Clay (SC) Loose to Firm Brown & Gray Fine to Medium SAND (SP) 1 • 6 8 1 41 10 \ � 17 25 • 1 Boring completed at 20.0'. BORING AND SAMPLING MEETS ASTM D-1586 CORE DRILLING MEETS ASTM D-2113 PENETRATION IS THE NUMBER OF BLOWS OF 14O LB. HAMMER FALLING 301N. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER I FT. "UNDISTURBED SAMPLE - �_ WATER TABLE- 24 HR. 151% ROCK CORE RECOVERY WATER TABLE-IHR. LOSS OF DRILLING WATER TEST BORING RECORD BORING NO. B-8 DATE DRILLED 8-12-88 JOB NO. 1054-88-581 ItSME 7.` CA% IN DEPTH FT. 0. 0 1.0 8.0 110.0 i DESCRIPTION ELEV. PENETRATION -BLOWS PER FT. 0 10 20 30 40 60 80 100 Firm Gray Fine SAND (SP) Firm to Loose Brown Fine SAND - Some Clay (SC) Firm Gray Fine to Medium SAND (SP) • 6 20 \ 9 11 Boring completed at 10.0'. .. wiaNG AND SAMPLING MEETS ASTM 0-1586 CORE DRILLING MEETS ASTM D-2113 I PENETRATION IS THE NUMBER OF BLOWS OF 140 LB. HAMMER FALLING 301N. REQUIRED TO DRIVE 1.4 IN. 1.D. SAMPLER I FT. UNDISTURBED SAMPLE � WATER TABLE 24HR. 151% ROCK CORE. RECOVERY WATER TABLE-IMR. LOSS OF DRILLING WATER TEST BORING RECORD BORING NO. B-9 DATE DRILLED 8-12-88 JOB NO. 1054-88-581 8' CAl IN DEPTH FT. 0.0 Mul 10.0 DESCRIPTION ELEV. PENETRATION -BLOWS PER FT. 0 10 20 30 40 60 60 100 Loose to Firm Brown Fine SAND - Trace of Clay (SP-SC) Firm Gray Fine to Medium SAND (SP) 7 13 I \ 12 18 Boring completed at 10.0'. BORING AND SAMPLING MEETS ASTM D-1586 CORE DRILLING MEETS ASTM D-2113 PENETRATION IS THE NUMBER OF BLOWS OF 140 LB, HAMMER FALLING 301N. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER I FT. UNDISTURBED SAMPLE WATER TABLE 24HR. 15% ROCK CORE RECOVERY --- WATER TABLE-IHR. LOSS OF DRILLING WATER TEST BORING RECORD BORING NO. B-10 DATE DRILLED 8-12-88 JOB NO. 1054-88-581 ::;_ - SE DEPTH FT. 0.0 WEI 10.0 DESCRIPTION ELEV. PENETRATION -BLOWS PER FT. O 10 20 30 40 60 80 100 Loose Brown Fine SAND - Some Clay (SC) Loose to Firm Gray Fine to Medium SAND (SP) 0 6 9 I ON 8 � 16 Boring completed at 10.0'. jj _. BORING AND SAMPLING MEETS ASTM D-I586 CORE DRILLING MEETS ASTM 0-2113 PENETRATION IS THE NUMBER OF BLOWS OF 140 LB. HAMMER FALLING 301N. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER I FT. UNDISTURBED SAMPLE - WATER TABLE 24HR, I51 % ROCK CORE RECOVERY WATER TABLE-IHR. LOSS OF DRILLING WATER TEST BORING RECORD BORING NO. B-11 DATE DRILLED 8-12-88 JOB NO. 1054-88-581 It SME DEPTH FT. 0.0 10.0 DESCRIPTION ELEV. 9 PENETRATION —BLOWS PER FT. .0 10 20 30 40 60 80 100 Very Loose to Loose Gray Fine SAND - Trace of Clay (SP-SC) Loose to Firm Gray Fine to Medium SAND (SP) 04 \ • 8 41 10 �1 2 Boring completed at 10.0'. BORING AND SAMPLING MEETS ASTM 0-1586 CORE DRILLING MEETS ASTM D-2I13 PENETRATION IS THE NUMBER OF BLOWS OF 140 LB, HAMMER FALLING 301N. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER I FT. UNDISTURBED SAMPLE —WATER TABLE 24HR. 151% ROCK CORE RECOVERY WATER TABLE-IHR. LOSS OF DRILLING WATER TEST BORING RECORD BORING NO. B-12 DATE DRILLED 8-12-88 JOB NO. 1054-88-581 =` SME 0 'A t( S d Y 3 k s i 1 {(• �, A Y i �: _r4 I{ �,(Y r 1 .Y. In. •f �•n�F n. Il .. N . l 3 / J IF- \ A. A oA 1 v A' 1 v., � u 'If 4 R J 4 , , Y J l ffT l � 1 f '4..,. x 1. t «. o c �., -s '' • `. .. lr 17 TT i t i••,l,Y .lit 1 ✓ .+ .: .' o \ ! ,.' f k .; iz I *S&ME (A partnership in North Carolina) Gantt/Huberman Architects 112 West Fifth Street Charlotte, North Carolina 28202 August 25, 1988 Attention: Mr. Jeffrey A. Huberman, AIA Reference: Geotechnical Investigation Report Electronics Communications Maintenance Shop P-679, Building No. 2 Camp Lejeune, North Carolina S&ME Job No. 1054-88-581 Gentlemen: S&ME has completed the authorized geotechnical investigation at the proposed maintenance shop site located at Camp Lejeune, North Carolina. The subsurface conditions at the site were investigated with 11 test borings which were drilled at the approximate locations shown in Figure 1. Five borings were drilled at the proposed building site to a depth of 30 feet below the existing ground surface, and six borings were drilled in the proposed pavement areas to a depth of 10 feet. Soil samples were obtained at selected intervals by the ASTM D-1586 standard penetration test method to determine the consistency of the subsurface soils. In addition, one undisturbed soil sample was obtained in accordance with the procedures presented in ASTM D-1587. This report presents the findings of our investigation with recommendations for support of the facility based on these findings. 6 e The project site is approximately 350 feet north 1. This relatively level site appears that this area ,had p operators. located on the north of existing building has been cleared and reviously been used side of Main Service Road FC-120, as shown in Figure is covered with sand. It to train heavy equipment S&ME, Inc. 7650 Marker Street \ViImingron, NC 28405 (919) 686-7474 Gantt/Huberman Architects August 25, 1988 Page Two It is our understanding that the proposed one-story building will have plan dimensions of approximately 70 feet by 85 feet. The structure will be supported by load bearing walls and interior columns with design loadings on the order of 3 kips per lineal foot and 50 kips, respectively. The floor slab will be constructed on grade with design loadings on the order of 100 to 150 pounds per square foot (psf). We have assumed that final floor grade will be raised approximately one to two feet in the building area to provide positive surface water runoff away from the building. ,SUBSURFACE CONDITIONS The subsurface conditions encountered at the test boring locations generally consisted of the following: Penetration Depth Resistance ( (Ft.) Soil Description (Blows/Foot) 0-8 Firm to Loose Clean, Slightly Clayey or 7-17 Clayey SAND 8-12 Soft Sandy CLAY to Clayey SAND 3-6 12-18 Very Loose to Loose Clayey or Slightly 2-7 Clayey SAND 18-30 Firm to Very Dense SAND with Cemented 13-95 Sand and Shells Variations from the profile presented above are shown in the attached Test Boring Records. In addition, generalized subsurface profiles, which have been prepared from the subsurface data to graphically illustrate the subsurface conditions encountered at the test borings, are attached to this report as Figures 2 and 3. Gantt/Huberman Architects August 25, 1988 Page Three Since the walls of the boreholes collapsed upon completion of the field drilling work, it was difficult to determine the depth to groundwater. As noted in the attached Test Boring Records, the borings collapsed at depths ranging from approximately 4 to 11 feet. Our visual inspection of the recovered soil samples suggests that the depth to groundwater typically ranges from about 8 to 10 feet below the existing ground surface. Saturated soil samples were recovered from Boring Nos. B-2 and B-4 at depths ranging from approximately 4 to 5 feet. It is likely, however, that the presence of ti, near -surface clayey sands will cause a perched water condition to develop a°! periods of heavy or extended rainfall. A perched water condition w„ adversely affect the site preparation operations during wet weather. RECOMMENDATIONS The following recommendations are made based on the attached soil test data, our understanding of the proposed construction, and our past experience with similar projects and subsurface conditions. If structural conditions or grading plans should change from those now under consideration, we would appreciate the opportunity to review and comment on these recommendations so they may be confirmed or modified as necessary. In addition, any subsurface conditions encountered during construction which are adverse to those represented in this report should be reported to us for review and comment. Site Preparation. Site preparation should be initiated by stripping the site of any roots, organics, and other unsuitable foundation supporting material. We anticipate that minimal strippings will be removed from this site. After the stripping work has been completed, the construction area should be proofrolled with a 10-ton vibratory steel -wheeled roller to densify the upper surface soils and locate any areas of soft or otherwise unsuitable surface conditions. The roller should make at least 4 to 6 passes in perpendicular directions at speeds of about 100 feet per minute. Any areas which pump or rut excessively should be repaired by undercutting and either drying the excavated material and replacing it in a compacted manner or placing structural backfill as described below. we anticipate that some undercutting of near -surface clayey sands will be required at this site, if the moisture content of these clayey sands exceeds the optimum moisture content by more than three percent during the site preparation work. We recommend that the site be graded during construction to provide positive surface water runoff away from the construction area. Urq Gantt/Huberman Architects August 25, 1988 Page Four Where structural fill is required to reach finished grade, we recommend that a clean, silty, or clayey sand having a Unified Soil Classification of SP, SM, or SC be used. The on -site sands meet these criteria and will provide adequate support if properly compacted. The fill should be placed in 6 to 8-inch thick lifts and should be compacted to at least 95 percent of the standard Proctor maximum dry density (ASTM 0-698); however, the compaction of the upper 12 inches of subgrade in the building and pavement areas should be increased to at least 98 percent of the standard Proctor maximum dry density. Where no structural fill is placed on site, we recommend that the upper 12 inches of the in -place subgrade material be compacted to at least 98 percent of the standard Proctor maximum dry density. To confirm that the specified degree of compaction is being obtained, field density testing should be performed in each fill lift by a soils technician. We also recommend that the foundation subgrade soils be inspected and tested prior to concrete placement to determine if any subgrade repair work is required. r Foundation Support. Following site preparation, the structure may be supported on shallow foundations designed for a soil contact pressure of 2000 pounds per square foot (psf). All shallow foundations should bear at least 18 inches below exterior grade to develop the allowable 2000 psf foundation bearing pressure. In addition, all wall footings and interior column footings should have a minimum width of 18 inches and 36 inches, respectively. The use of a 2000 psf foundation bearing pressure for the l proposed 50 kip column loads could result in total settlements on the order of one inch or less. The relatively lightly loaded wall footings could experience total settlements of about 1/2 inch. We also anticipate that floor slab settlements would be less than 1/4 inch. This magnitude of movement is often considered acceptable for structures such as the one proposed on this site; however, this should be confirmed by the structural engineer. Pavement Construction. The near surface sands will provide adequate support for properly designed and constructed pavement sections. After the site preparation work has been completed as discussed above, the prepared subgrade should exhibit a design CBR value on the order of 8 to 10. Laboratory or field CBR testing of the subgrade soils should be conducted to confirm the design CBR value before a pavement design is selected. An actual pavement design cannot be made until traffic loadings and volumes are provided; however, typical designs for similar projects are as follows. For areas subject to only car parking, a minimum of _6___inches of base course stone overlain by 2 inches of NCDOT I-1 or I-2 asphaltic concrete is typically used. In areas subject to channelized car traffic or occasional heavy truck traffic, a pavement structure consisting of 2 or 3 inches of asphalt over 8 inches of base course stone is often used. Material gradations and placement densities should meet the minimum requirements presented by the North Carolina Department of Transportation. We will be pleased to provide an actual pavement design if you will provide us with traffic volumes and load estimates. Gantt/Huberman Architects August 25, 1988 Page Five S&ME appreciates having the opportunity to be of service to you during this phase of the project. If you have any questions or comments after reviewing this report, or if we can be of additional service to you, please do not hesitate to contact us at your convenience. Very truly yours, S&ME Michael W. Behan, P.E. N.C. Registration No. 8384 E�/wo.•�l B• N�h /,»�.e Edward B. Hearn, P.E. N.C. Registration No. 9520 MWB:EBH/jns Attachments TABLE 1 Laboratory Test Results Electronics Communications Maintenance Shop P-679, Building No. 2 Camp Lejeune, North Carolina SBME Job No. 1054-88-581 Grain -Size Analysis B-1 B-2 B-7 Boring No.: Depth (Ft.): 13.5-15 8.5-10 1-2.5 Sieve No. Percent Passing. By Weight 10 98.7 99.8 100.0 40 84.8 96.9 99.9 80 56.4 91.4 87.4 200 29.9 63.4 32.8 Boring No.: B-1 Depth (Ft.): 8.5-10 Moisture Content: 27.4% Liquid Limit: 34 Plastic Limit: 25 Plasticity Index: 9 B-9 • B-8 10 NEW SERVICE ROAD 0 1 B-11 PROJECT POSED MAINTENANCE SHOP P-679 BUILDING NO. 2 CAMP LEJEUNE, NC YWM�\l. �C�IK��1 N •IMNM�t/ cPROPOSED BUILDING B-4 \ B-3 1 9B-7 i,B i 4 5 — — 4-2 LIMITS OF PROPOSED PAVEMENT MAIN SERVICE ROAD EXISTING BUILDING FC-120 LEGEND B-1 APPROXIMATE BORING LOCATION SCALE: Not to Scale J 0 B NO: 1054-88-581 FIG. NO: i GENERALIZED SUBSURFACE PROFILE DEPTH (FT.) B-1 B-2 B-3 B-4 B-5 0 r 11 17 11 15 8 10 r 12 N 11 12 10 12 ^. 15 10 14 7 4 3 4 5 6 10 N ~ .✓ N 2 3 � 7 4 2 . N N n a ° 38 4 43 4 30 20 0 V e A Q 20 13 21 95 14 0 18 24 21 32 20 30 i PROJECT PROPOSED MAINTENANCE SHOP P-679 BUILDING NO. 2 CAMP LE.IEUNE, NORTH CAROLINA LEGEND a Clean or Slightly Clayey SAND Clayey SAND ® Sandy CLAY ® Clayey SAND to Sandy CLAY :e SAND and CEMENTT[D SAND 6 SHELLS SCALE' of to Scale �`"_ E JOB NO 4-88-581 F IG NO' _� DEPTH (FT.) 0 — 5 — 10— PROJECT PROPOSED MAINTENANCE SHOP P-679 BUILDING NO. 2 CAMP LEJEUNE, NORTH CAROLINA 0 GENERALIZED SUBSURFACE PROFILE B-6 B-7 B-8 11 6 10 10 10 8 12 12 B-9 B-10 B-11 12 15 9 12 16 13 N 12 7 8 r 3 4 5 LEGEND Clean or Slightly Clayey SAND Clayey SAND ® Clayey SAND to Sandy CLAY SCALE: Not to Scale J O B NO- 1054-88-581 FIG N0: 3 I DEPTH FT. 0.0 Im 12.0 18.0 30.( DESCRIPTION ELEV. PENETRATION -BLOWS PER FT. 0 10 20 30 40 60 80 100 Firm to Loose Gray & Tan Fine SAND (Sp) 11 10 • 12 Very Loose Tan Clayey Fine to Medium SAND to Sandy CLAY (SC/CL) • 4 Very Loose Tan Clayey Fine to Medium SAND (SC) • 2 Dense to Firm Tan & Gray Fine to Medium SAND with Cemented SAND & SHELL FRAGMENTS • 18 I Boring completed at 30.0' BORING AND SAMPLING MEETS ASTM D-1586 CORE DRILLING MEETS ASTM D-2113 PENETRATION IS THE NUMBER OF BLOWS OF 140 LB. HAMMER FALLING 301N. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER I FT. i "UNDISTURBED SAMPLE = WATER TABLE 24HR. 151%ROCK CORE RECOVERY --- WATER TABLE-IHR. 4 LOSS OF DRILLING WATER TEST BORING RECORD BORING NO. B-1 DATE DRILLED 8-10-88 JOB NO. 1054-88-581 fS&ME It$= DEPTH FT. 0.0 3.0 8.0 12.0 17.0 r 22.0 30.0 DESCRIPTION ELEV. PENETRATION -BLOWS PER FT. 0 10 20 30 40 60 80 100 Firm Gray Fine SAND (SP) • 7 Firm Tan Clayey Fine to Medium SAND (SC) • 12 1 •1 Soft Tan Sandy CLAY (CL) • 3 Very Loose Tan Clayey Fine to Medium SAND (SC) • 3 Very Loose Orange -Brown Fine SAND - Trace of CLAY (SP-SC) •4 Firm Tan & Gray Fine to Medium SAND with Cemented SAND & SHELL FRAGMENTS •13 •2 Boring completed at 30.0' BORING AND SAMPLING MEETS ASTM D-1586 CORE DRILLING MEETS ASTM 0-2113 PENETRATION IS THE NUMBER OF BLOOMS OF 140 LB. HAMMER FALLING 301N. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER I FT. 0 UNDISTURBED SAMPLE - WATER TABLE 24HR. 150I% ROCK CORE RECOVERY WATER TABLE-IHR. 4 LOSS OF DRILLING WATER TEST BORING RECORD BORING NO. B-2 DATE DRILLED 8-10-88 JOB NO. 1054-88-581 tS&ME 4' CA IIN DEPTH FT. 0.0 1.0 6.0 7.0 16.0 f fff DESCRIPTION ELEV. PENETRATION -BLOWS PER FT. 0 10 20 30 40 60 90 100 Gray Fine to Medium SAND (SP) Firm Gray Fine to Medium SAND - Some 11 Clay (SC) 11 Firm Tan Sandy CLAY (CL) 10 Very Loose Tan Fine SAND (SP) / •4 Loose Brown Clayey Fine to Medium SAND - Some Cemented Sand (SC) • 7 Dense to Firm Tan 6 Gray Fine to Medium SAND with Cemented SAND 6 SHELL FRAGMENTS 043 2 21 Boring completed at 30.0' j BORING AND SAMPLING MEETS ASTM D-15BG .. CORE DRILLING MEETS ASTM 0-2113 PENETRATION IS THE NUMBER OF BLOWS OF 140 LB. HAMMER FALLING 301N. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER I FT. ! UNDISTURBED SAMPLE -� WATER TABLE 24HR. 151% ROCK CORE RECOVERY - WATER TABLE-IHR. LOSS OF DRILLING WATER TEST BORING RECORD BORING NO. B-3 DATE DRILLED 8-10-88 JOB NO. 1054-88-581 S&ME d DEPTH FT. 0.0 M 22.0 30.( DESCRIPTION ELEV. 0 PENETRATION -BLOWS PER FT. 0 10 20 30 40 60 60 100 Firm Gray Fine to Medium SAND - Trace of Clay (SP-SC) • I 15 12 I12 Loose to Very Loose Gray & Brown Fine to Medium SAND - Some Clay 05 (SC) •4 Very Loose Gray Fine SAND - Trace of Clay (SP-SC) 4 Very Dense to Dense Tan 6 Gray Fine to Medium SAND with Cemented SAND 6 SHELL FRAGMENTS Boring completed at 30.0' BORING AND SAMPLING MEETS ASTM D-1586 L CORE DRILLING MEETS ASTM D•2113 PENETRATION IS THE NUMBER OF BLOWS OF 140 LB. HAMMER FALLING 30 IN. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER 1 FT. UNDISTURBED SAMPLE —WATER TABLE 24HR. I51% ROCK CORE RECOVERY WATER TABLE-IHR. 44 i I LOSS OF DRILLING WATER 95 TEST BORING RECORD BORING NO. B-4 DATE DRILLED 8-11-88 JOB NO. 1054-88-581 S&ME 4.` (CA -IN r DEPTH FT. 0.0 5.5 7.5 17.0 30.( DESCRIPTION ELEV. PENETRATION-BLONS PER FT. 0 10 20 30 40 60 60 100 Loose Gray Fine to Medium SAND (SP) • 8 10 / Loose Gray Clayey Fine SAND to Sandy CLAY (SC/CL) • 7 Loose to Very Loose Gray & Tan I Clayey Fine SAND (SC) • 6 •z Firm Tan & Gray Fine to Medium SAND with Cemented SAND & SHELL FRAGMENTS 30 •14 20 Boring completed at 30.0' BORING AND SAMPLING MEETS ASTM D-1506 CORE DRILLING MEETS ASTM 0-2113 PENETRATION IS THE NUMBER OF BLOWS OF 140 LB. HAMMER FALLING 30 IN. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER I FT. 00UNDISTURBED SAMPLE -� WATER TABLE 24HR. 151% ROCK CORE RECOVERY WATER TABLE-IHR. 44 LOSS OF DRILLING WATER TEST BORING RECORD BORING NO. B-5 DATE DRILLED 8-11-88 JOB N0. 1054-88-581 *SAME DEPTH FT. 0.0 i DESCRIPTION ELEV. PENETRATION -BLOWS PER FT. 0 10 20 30 40 60 80 100 F 0.0 DESCRIPTION ELEV. PENETRATION -BLOWS PER FT. 0 10 20 30 40 60 80 100 irm to Loose Tan & Gray Fine to Medium SAND (SP) 11 \ 10 10 Boring completed at 10.0' BORING AND SAMPLING MEETS ASTM D•1586 CORE DRILLING MEETS ASTM 0-2113 PENETRATION IS THE NUMBER OF BLOWS OF 140 LB. HAMMER iFALLING 301N. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER I FT. 00 UNDISTURBED SAMPLE - WATER TABLE 24HR. 1501%ROCK CORE RECOVERY WATER TABLE-IHR. LOSS OF DRILLING WATER TEST BORING RECORD BORING NO. B-6 DATE DRILLED 8-11-88 JOB NO. 1054-88-581 *S&ME 5 BORING AND SAMPLING MEETS ASTM D•1586 CORE DRILLING MEETS ASTM 0-2113 PENETRATION IS THE NUMBER OF BLOWS OF 140 LB. HAMMER iFALLING 301N. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER I FT. 00 UNDISTURBED SAMPLE - WATER TABLE 24HR. 1501%ROCK CORE RECOVERY WATER TABLE-IHR. LOSS OF DRILLING WATER TEST BORING RECORD BORING NO. B-6 DATE DRILLED 8-11-88 JOB NO. 1054-88-581 *S&ME 5 DEPTH FT. 0.0 3.0 8.0 i 10.0 DESCRIPTION ELEV. 0 PENETRATION -BLOWS PER FT. 0 10 20 30 40 60 80 100 Loose Gray Clayey Fine SAND (SC) Loose Gray Fine SAND - Trace of Clay (SF -SC) Loose Gray Fine to Medium SAND - Some Clay (SC) Loose Orange Fine SAND with Clay Layers (SC) 40 I 10 8 I 07 I 41 5 Boring completed at 10.0' BORING AND SAMPLING MEETS ASTM 0-1586 CORE DRILLING MEETS ASTM D-2113 PENETRATION IS THE NUMBER OF BLOWS OF 140 LB. HAMMER FALLING 301N. REQUIRED TO DR NE 1.4 IN. I.O. SAMPLER 1 FT. 1 UNDISTURBED SAMPLE WATER TABLE 24HR. 1501% ROCK CORE RECOVERY --- WATER TABLE -I HR. LOSS OF DRILLING WATER TEST BORING RECORD BORING NO. B-7 DATE DRILLED 8-11-88 JOB N0. 1054-88-581 ts&ME 9.. i DEPTH FT. 0.0 2"1 10.0 DESCRIPTION ELEV. PENETRATION -BLOWS PER FT. 0 10 20 30 40 60 80 100 Loose to Firm Gray 6 Brown Fine to Medium SAND (Sp) Gray Clayey Fine SAND to Sandy CLAY (SC/CL) • 8 •12 •12 Boring completed at 10.0' Ij BORING AND SAMPLING MEETS ASTM D-1586 CORE DRILLING MEETS ASTM D-2113 PENETRATION IS THE NUMBER OF BLOWS OF 140 LB. HAMMER FALLING 301N. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER I FT. "UNDISTURBED SAMPLE _�_-_- WATER TABLE 24HR. 151% ROCK CORE RECOVERY WATER TABLE-]HR. LOSS OF DRILLING WATER TEST BORING RECORD BORING NO. B-8 DATE DRILLED 8-11-88 JOB NO. 1054-88-9St ts&ME DEPTH FT. 0.0 r 3.0 I rwo 10.0 DESCRIPTION ELEV. PENETRATION -BLOWS PER FT. 0 10 20 30 40 60 80 100 Firm Tan S Gray Fine to Medium SAND - Some Clay (SC) Firm Gray Fine to Medium SAND (SP) Very Loose Gray Clayey Fine SAND to Sandy CLAY (SC/CL) 1 12 03 12 Boring completed at 10.0' 7 BORING AND SAMPLING MEETS ASTM D-1586 L CORE DRILLING MEETS ASTM D-2113 PENETRATION IS THE NUMBER OF BLOWS OF 140 LB. HAMMER FALLING 301N. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER I FT. UNDISTURBED SAMPLE —WATER TABLE 24HR. ISOI% ROCK CORE RECOVERY WATER TABLE-IMR. 44 LOSS OF DRILLING WATER TEST BORING RECORD BORING NO. B-9 DATE DRILLED 8-12-88 JOB NO. 1054-88-581 *S&ME I DEPTH FT. 0.0 3.0 6.0 10.0 DESCRIPTION ELEV. PENETRATION -BLOWS PER FT. 0 10 20 30 40 60 80 100 Firm Gray Fine to Medium SAND - Some Clay (SC) Firm Gray Fine to Medium SAND (SP) Loose to Very Loose Tan & Gray Fine to Medium SAND - Some Clay (SC) 913 1 • 16 07 / •4 Boring completed at 10.0' BORING AND SAMPLING MEETS ASTM D-1586 CORE DRILLING MEETS ASTM D-2113 PENETRATION IS THE NUMBER OF BLOWS OF 140 LB. HAMMER FALLING 301N. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER I FT. UNDISTURBED SAMPLE = WATER TABLE 24HR. 151% ROCK CORE RECOVERY WATER TABLE -I HR. LOSS OF DRILLING WATER TEST BORING RECORD BORING NO. B-10 DATE DRILLED 8-12-88 JOB NO. 1054-88-581 ts&ME U DEPTH FT. 0.0 8.0 M r DESCRIPTION ELEV. PENETRATION -BLOWS PER FT. 0 10 20 30 40 60 80 100 Loose to Firm Gray Fine to Medium SAND (SP) Loose Gray Fine to Medium SAND Some Clay (SC) 09 013 •8 5 Boring completed at 10.0' 1 BORING AND SAMPLING MEETS ASTM D-1586 CORE DRILLING MEETS ASTM D-2113 PENETRATION IS THE NUMBER OF BLOWS OF 140 LB. HAMMER iFALLING 301N. REQUIRED TO DRIVE 1.4 IN. I.D. SAMPLER I FT. MOUNOISTURBED SAMPLE = WATER TABLE 24HR. 15D1%ROCK CORE RECOVERY WATER TABLE-IHR. LOSS OF DRILLING WATER TEST BORING RECORD BORING NO. B-11 DATE DRILLED 8-12-88 JOB NO. 1054-88-581 tvS&ME =I a State of North Carolina Department of Environment, Health, and Natural Resources Wilmington Regional Office James G. Martin, Governor William W. Cobey, Jr., Secretary DIVISION OF ENVIRONMENTAL MANAGEMENT December 15, 1989 Mr. Brynn Ashton, P.E. Environmental Management Department Environmental Planning Building 1103 Camp Lejeune, North Carolina 28542 Dear Mr. Ashton: Bob Jamieson Regional Manager Subject: Request for Additional Information Proposed Stormwater Infiltration Basin Electronics/Communication Facility P-679 Camp Lejeune Marine Corps Base Onslow County This letter is to inform you that there is insufficient data to determine if the proposed infiltration basin will function as designed. Specifically, the following data is needed to input into the "Recharge Model": lithic description to 30 feet below land surface depth to seasonal high water table transmissivity (reasonable estimates are accepted) storage coefficient (reasonable estimates are accepted) recharge rate basin width basin length distance to stream 7225 Wrightsville Avenue, Wilmington, N.C. 28403-3696 • Telephone 919-2564161 • Fax 919-256.8572 An Equal Opportunity Affirmative Action Employer Mr. Brynn Ashton December 15, 1989 Page 2 Additionally, this data must be input into the "Recharge Model" to compute the mound profile at the end of five (5) days. If you have questions, please call me at (919) 256-4161. Sincerely, Original Signed BY; RICK SHIVER Rick Shiver, P.G. Environmental Regional Supervisor RSS/lfc cc: Je rey Smith exis Finn WiRO - GWS A r c h i t e 'c t u r e October 9, 1989 E n g i n e e r i n g P l a n n i n g OCT 1 6 989 DE Mr. Mark Hawes PROJ #—e-7 O North Carolina Department of Natural Resources and Community Development Division of Environmental Management 7225 Wrightsville Avenue Wilmington, North Carolina 28403 Reference: Electronics/Communications Maintenance Facility P-679 Marine Corps Base Camp Lejeune, North Carolina Subject: Storm Water Management Dear Mark: We have reviewed the referenced project for compliance with the Storm Water Disposal Section of the North Carolina Administrative Code. Enclosed are two sets of plans, one copy of the infiltration pond calculations, and one operation and maintenance plan. This project consists of two shops on two separate sites. Due to the low groundwater table, wet detention ponds were not possible at either site. Please review the enclosed plans and notify us of your response. If you have any questions, or if we can provide any additional information, please contact us. Sincerely, Jeffrey I. Smith, EIT JIS/lw Enclosures cc: Mr. Brian Abbott Mr. Jeff Huberman J.N. Pease Associates P.O. Box 18725 2925 East Independence Blvd. Chadolte, NC 28218 704 376-6423 Westinghouse Environmental and Geotechnical Services, Inc. September 7, 1989 J. N. Pease & Associates Post Office Box 18725 Charlotte, North Carolina 28218 Attention: Mr. Keith West Reference: Depth to Groundwater Proposed P-679, Buildings 1 and 2 Camp Lejeune, North Carolina W-WIL Job No. 1054-88-581 Dear Mr. West: 7650 Market Street Wilmington, North Carolina 28405 (919) 686-7474 Fax (919) 686-0013 Westinghouse Environmental and Geotechnical Services, Inc. personnel recently visited the subject sites and excavated hand-augered borings to determine the depth to groundwater. At the Building No. 2 site, groundwater was encountered at a depth of approximately 11 feet. At the Building No. 1 site, the boring was extended to a depth of 12 feet without encountering groundwater. It was not possible for our personnel to advance this boring beyond a depth of 12 feet with hand tools. Should you have any questions or comments concerning the contents of this letter, or if we can be of additional service, please do not hesitate to contact us at your convenience. Very truly yours, WESTINGHOUSE ENVIRONMENTAL AND GEOTECAAHNICAL SERVICES, INC. - Parks A. Downing, Jr. J �J1''I��, Manager Michael W. Behen, P.E. Senior Geotechnical Engineer PADjr:MWB/jns cc: Gantt Huberman Architects A Westinghouse Electric Corporation subsidiary. Soil & Material EngineerS ENGINEERING -TESTING -INSPECTION 7650 Market Street, Wilmington, North Carolina 28405, Phone (919) 686-7474, FAX (919) 686-0013 June 13, 1989 Gantt/Huberman Architects 112 'Test Fifth Street Charlotte, North Carolina 28202 .Attention: Mr. Jeffrey A. Huberman, AIA Reference: Infiltration Testing Proposed P-679,.Buil.dings__l and 2 Camp Lejeune, North -Carolina S&ME Job No. 1054-88-581 Dear Mr. Huberman: . Soil & Material Engineers has completed the authorized field testing of the subsurface soils at- the subject sites. Specifically, infiltration testing was conducted at the approximate locations shown in Figures 1 and 2 in order to determine the absorption characteristics of the near -surface soils. The results of our field and laboratory testing are oresented below. Subsurface Conditions Our personnel visually classified the near -surface soils at both sites by excavating one hand-augered boring at each site to a depth of six feet below the existing ground surface. At Building No. 1, the subsurface soils generally consisted of a 12-inch thick layer of.organic-contaminated sands which were underlain by a 6-inch thick layer of slightly clayey sands. These slightly clayey sands were underlain, in turn, by relatively clean sands which extended to the completed boring depth of 6 feet. No groundwater was encountered during the field testing work. The subsurface soils encountered at Building No. 2 generally consisted of a 20-inch thick layer of clean sands which was underlain by intermittent layers of clayey sand and relatively clean sand. These sands extended to a depth of approximately 5.5 feet where sandy clay was encountered. This stratum of sandy clay extended to the completed boring depth of 6 feet. No groundwater was noted during the field drilling work. A more detailed description of the subsurface conditions noted at the Building No. 1 and 2 sites is presented in Table 1. A Division of S&ME, Inc. (in North Carclina.offering services as S&ME, a partnership). Gantt/Huberman Architects June 13, 1989 Page Two Field Test Results Our representative conducted one double -ring infiltrometer test and two percolation tests at each of the subject sites. The results of the infiltration testing showed that the in -place soils exhibited the following absorption rates: Building No. 1 - 0.4 to 5.6 gallons per square foot per hour Building No. 2 - 0.4 gallons per square foot per hour The results of the individual field. tests are presented in Table 2. We appreciate the opportunity to provide our services during this phase of the project. Should you have any questions or comments concerning the contents of this letter, or if we can be of additional service, please do not hesitate to contact us at your convenience. Very truly yours, `_ F__\ SOIL & MATERIAL ENGINEERS Parks A. Downing, -Jr. Manager /t as / Al. &'/ , Michael W. Behan, P.E. Senior Geotechnical Engineer PADjr:MWB/jns Attachments cc: J. N. Pease & Associates TABLE 1 Subsurface Conditions Proposed Maintenance Shops P-679, Building Nos. 1 and 2 Camp Lejeune, North Carolina S&ME Job No. 1054-88-581 April 25, 1989 Location Depth Soil Description Building 1 0-12" Tan/Gray Fine to Medium SAND with organics 12"-18" Brown Fine to Medium SAND - Trace of Clay 18"-72" Brown, Tan & White Fine to Medium SAND No groundwater was encountered during the field testing work. Building 2 0-20" Brown Fine to Medium SAND 20"-33" Brown & Gray Clayey Fine to Medium SAND 33"-40" Brown, Gray & Tan Fine to Medium SAND 40"-46" - Gray & Brown Clayey Fine to Medium SAND _ 46"-51" Gray & Brown Fine to Medium SAND 51"-66" Brown & Gray Clayey Fine to Medium SAND 66"-72" Tan & Gray Sandy CLAY No groundwater was encountered during the field testing work. TABLE 2 Subsurface Conditions Proposed -Maintenance Shops P-679, Building Nos. 1 and 2 Camp Lejeune, North Carolina S&ME Job No. 1054-88-581 Building No. 1 Location Deoth (Ft.) Infiltration Rate 41 1.2 q"%,o 0.15 inch per minute (5.6 gallons per square foot per hour) #2 3.0 z. "/-,1 0.04 inch per minute - (1.5 gallons per square foot per hour) #3 3.0 0.01 inch per minute (0.4 gallons per square foot per hour) Building No. 2 Location Depth (Ft.) Infiltration Rate #1 3.0 0.0o'%,O.01 inch per minute (0.4 gallons per square foot per hour) #2 3.0 " 0.01 inch per minute (0.4 gallons per square foot per hour) #3 1.2 °iO"/,-0.01 inch per minute (0.4 gallons per square foot per hour) EXISTING BUILDING FC-50 SNEADS FERRY ROAD PROPOSED PAVEMENT AREA • B-9 • B-11 B 2 B B-1 -3 • B-7 • B-8 B-6 B-5 • B-10 LEGEND 1 DOUBLE -RING INFILTROMETER TEST LOCATION 0 2 FIELD PERCOLATION TEST LOCATION • APPROXIMATE BORING LOCATION B-1 PROJECT PROPOSED MAINTENANCE SHOP P-679, BUILDING NO. I CAMP LEJEUNE, NC • B-12 A 1 3 n 2 N BOULEVARD J 0 B N0.1054-88-581 FIG N0: I PILESOFTOPSOIL 6 DEBRIS `PROPOSED BUILDING B-4 _ 1 B-3 B-9 B-1 • 1 • 3 •B-7 1 ' B-8 5 ;-2 B • 2 v 1 LIHITS OF PROPOSED PAVEMENT N • B-10 NEW SERVICE ROAD 40JECT 30POSED HAINTENANCE SHOP -679 BUILDING NO. 2 _w3 LEJEUNE, NC EXISTING BUILDING FC-120 HAIN SERVICE ROAD LEGEND ♦ 3 DOUBLE -RING INFILTROMETER TEST LOCATION • B-1 APPROXI,MATE BORING LOCATION i VTVT.n PVRcnT.ATTON TEST LOCATION SCALE. Not to Scale JOB NO. 1054-88-581 FIG. NO' 2 v D COMM. NO... Sg<2y-�3............ DESIGN FOR. !NFLMRA71!�?N„ 5Y5- J.N. Pease Associates PROJECT. P.Z�!..rLI/moo r`'•"�SHw' PREPARED BY..?FFI?.S Aichitectu e . FILE UNDER ....................... DATE ................................ Fnglne'ei ng Pinnning C)E IuG 12uNoF-r- I,UiLIJI1JC� NO. { TOTAL a1�E<1 4�.J 9 ... v1.eR�5a`D . R06F AREA o.44 Ar2e,,5 S4G�a•� N PAVtiMGri I ?QEij . I. 5'S 4cREs _ suiL.CAN,:� No• z 7o'7jL- AReA ibOF A2EA O.14 Ac2cSo58Cos4p PHVEi�1 Eti1T AQdR - .1.71 i3CP�5 conrOSrTr.. c PAvEMENJ ,c= 0:90 poor- ,c. J. o0 GR/Az ,C.. DUI<_DING 1•l0. 14S )�i.o)t �a,5y ��•90),+ 4,.5�+ )�O.ZD). C= C.S� c- 0.48 10 Ye4R - f HOUR. .5-FokM 2.:7 "/Me _ Ac2E i N .. . . Q, = c1A(0.51)(2.7"XY141'1594c,° ro.32 I ' QG2E -fN /JC-1--T �d oc r2 CZA ( 0.46)(2.7 "/,;k (-4.7Z 4C) 6.IZ PRO) ECT I.:'?-h',.-' :�_.....•...' FILE UNDER ....................... DESIGN POR......,�....._.t.. ................... •`�. PREPARED BY. ....... GATE... ...................... DEStc,N of Sr�12MrvRT�R INf «7QA71cw*r f6wZ 000 J.N. Pease Associates Architecture Engineering Planning LA -t4o- I I° D �rIOFF oL /N�l� = 0.20AC FT x A3!`to�Ac = 8-7 I Z cF ae I16$y�l Bnslry D Merr519+a5 -TC'- - 50' x 7S t�P71.i - i}I i5TcR�,Ga mo iDm = 585� cF >Fi%2cF a' ESTIMATH O cti2ouND WgT�l2 Ek^�• - ��. BELow c�� C o`Ra'i µ�y7)MtiNOusIE Secs R cP�PT) MINIMUM 1NRLTRATION �ATE _.- O,CTI 1NIMA�. - O.gQ. CS?MFi C--3p T) 9PAW-DoWh M-TA 4 FT oC- ST-1Crt - 415 4 = 80 Hes o2 3. 3 D4`3 o.la0'NAsz COMM. NO ... 'z FILE UNDER ....................... b..AiLDrNCT NO,. Z. DESIGN FOR.:�Tl;(.'......:�f':'j'-.... PREPARED ......... DATE ..... '......................... D o J.N. Pease Associates Architecture Engineering Planning IItp_LArofiF vcx-umr. 1-1 A --FT. >,4Z),MV SF� = i�52-76 rr oe Ilo7'ar. S451N 1�IMHuS'`- ! OVAL 5H4PFO Top 'a f80'KGpI BOTTOM. �. 1-2ox4o. BL, c I2.c+ J�Z� 57 KOVIDsD =1D. sozO cF > gzT�ocF :.mom E$(l r'Y}72:"D C7ldoWNDNYl I:�.5o r' iC. 3.0 ( f-Ro�q NIF--71N67NouS@ eznIiS' ?,'F.:.?� MINInuwt IINPLVAWN RATiE=--piml w/miN = O.60'NfSr& (F2"+ ui 6RAW-i:3wN kATE = Z-oI of 5T�'R 'i `O G,�V�M�= /,7 6:YS SECTION 02720 STORM DRAINAGE SYSTEM PART 1 — GENERAL 1.1 APPLICABLE PUBLICATIONS: The publications listed below form a part of this specification to the extent referenced. The publications are referred to in the text by the basic designation only. 1.1.1 Federal Specifications (Fed. Spec.): RR—F-621C Frames, Covers, Gratings, Steps, Sump and Catch Basin, Manhole WW—P-405B Pipe, Corrugated (Iron or Steel, Zinc Coated) 6AM1 1.1.2 American Association of State Highway and Transportation Officials (AASHTO) Specification: M198-75 Joints for Circular Concrete Sewer and Culvert Pipe Using Flexible Watertight Gaskets 1.1.3 American Concrete Pipe Association (ACPA) Publications: 1980 Concrete Pipe Handbook 1978 Concrete Pipe Installation Manual 1.1.4 American Society for Testing and Materials (ASTM) Publications: A 74-80 Cast Iron Soil Pipe and Fittings A 497-79 Welded Deformed Steel Wire Fabric for Concrete Reinforcement A 615-82 Deformed and Plain Billet —Steel Bars for Concrete Reinforcement C 32-73 Sewer and Manhole Brick (Made from Clay or Shale) (R79) C 62-81 Building Brick (Solid Masonry Units Made from Clay or Shale) C 76-81a Reinforcd Concrete Culvert, Storm Drain, and Sewer Pipe C 139-73 Concrete Masonry Units for Construction of Catch (R79) Basins and Manholes 05-88-8085 02720-1 C 270-80a Mortar for Unit Masonry C 443-79 Joints for Circular Concrete Sewer and Culvert Pipe, Using Rubber Gaskets C 478-80 Precast Reinforced Concrete Manhole Sections C 564-70 Rubber Gaskets for Cast Iron Soil Pipe and Fittings (R76) C 923-79 Resilient Connectors Between Reinforced Concrete Manhole Structures and Pipes D 698-78 Moisture Density Relations of Soils and Soil - Aggregate Mixtures Using a 5.5-1b Rammer and 12-inch Drop D 2146-82 Propylene Plastic Molding and Extrusion Materials D 2321-74 Underground Installation of Flexible Thermoplastic (R80) Sewer Pipe D 2487-69 Classification of Soils for Engineering Purposes (R75) 1.1.5 American Water Works Association (AWWA) Publications: C600-82 Installation of Gray and Ductile Cast -Iron Water Mains and Appurtenances 1.1.6 Uni-Bell Plastic Pipe Association (UNI) Publication: B-5-78 Installation of Polyvinyl Chloride (PVC) Sewer Pipe 1.1.7 Cast -Iron Soil Pipe Association (CISPI) Publications: 301-78 Cast -Iron Soil Pipe and Fittings for Hubless Cast - Iron Sanitary Sewer 310-78 Patented Joint for Use in Connection with Hubless Cast -Iron Sanitary Sewer 1.1.8 U.S. Army Corps of Engineers (COE) Waterways Experiment Station Publication: CRD-C-621-83 Handbook for Concrete and Cement, Volume II (1949 Ed.), Specification for Nonshrink Grout 1.1.9 North Carolina Department of Transportation and Highway Safety (NCDOT) Publications: July 1, 1978 Standard Specifications for Roads and Structures 05-88-8085 02720-2 July 1, 1978 Roadway Standards 1.2 DESCRIPTION OF WORK: The work includes providing new storm drainage systems and related work. The storm drainage system consists of storm drainage piping, catch basins, curb inlets, headwalls, and manholes. Provide each system complete and ready for operation. The storm drainage systems include equipment, materials, installation, and workmanship as specified herein more than 5 feet outside of building walls. Piping less than 5 feet outside of building walls is specified under Section entitled "Plumbing." 1.3 SUBMITTALS: 1.3.1 Shop Drawings: a. Precast manholes b. Metal work 1.3.2 Manufacturer's Data: a. Pipe, fittings, joints, couplings, and gaskets b. Precast manholes C. Frames, covers, and grates 1.3.3 Certificates of Compliance: a. Pipe and fittings, including factory —applied linings b. Pipe joint materials C. Frames, covers, and gratings d. Concrete masonry units e. Manhole brick f. Portland cement g. Hydrated lime h. Masonry aggregates i.' Precast structures 1.4 DELIVERY, STORAGE, AND HANDLING OF MATERIALS: 1.4.1 Delivery and Storage: 1.4.1.1 Piping: Inspect materials delivered to site for damage. Store materials on site in enclosures or under protective coverings. Store plastic piping and rubber gaskets under cover, out of direct sunlight. Do not store materials directly on the ground. Keep inside of pipes and fittings free of dirt and debris. 1.4.1.2 Cement and Lime: Store immediately upon receipt at site of work. Cement in ripped bags at time of delivery shall be rejected. Store bags in a waterproof structure which has been made as airtight as practicable, and which has floors elevated above ground a sufficient distance to prevent absorption of moisture. Stack bags close together to reduce circulation of air, but do not stack against outside walls. Arrange storage to permit an easy access for inspection and identification of each shipment. Transfer bulk materials to 05-88-8085 02720-3 elevated weatherproof and airtight bins. Use cement in the chronological order in which it is delivered to the job site. At the time of use, materials shall be free -flowing and free of lumps. Materials that have been in storage longer than 6 months shall be tested to determine suitability for use; such materials shall not be used without approval. 1.4.1.3 Brick, Concrete Masonry Units, and Precast Concrete Manholes: Avoid chipping and breakage of brick, concrete masonry units, and precast manhole sections; store as directed. Protect masonry materials and precast concrete from exposure to weather; keep dry until used. Use of masonry or precast concrete containing frost shall not be permitted. 1.4.1.4 Metal Items: Inspect upon arrival; identify and segregate as to types, functions, and sizes. Store items to afford easy accessibility and to prevent excessive rusting or coating with grease or other objectionable materials. Do not store materials directly on the ground. 1.4.2 Handling: Handle pipe, fittings, and other accessories in such manner as to ensure delivery to the trench in sound, undamaged condition. Protect coat- ing and paving on pipe and fittings; if damaged, make satisfactory repairs. Carry pipe to trench; dragging of pipe shall not be permitted. 1.4.3 Concrete: Provide in accordance with Section entitled "Cast -in -Place Concrete." 1.4.4 Earthwork: Provide in accordance with Section entitled "Earthwork." PART 2 - PRODUCTS 2.1 Piping: Provide one of the following materials, except provide concrete pipe fittings where indicated. 2.1.1 Cast -Iron Hub and Spigot Pipe and Fittings: ASTM A 74, with ASTM C 564 rubber compression gasket joints, or calked and leaded joints. 2.1.2 Cast -Iron Hubless Pipe and Fittings: CISPI 301 with CISPI 310 coupling joints. 2.1.3 Concrete Pipe and Fittings: Pipe sizes 12-inch diameter through 24-inch diameter shall be reinforced concrete pipe. ASTM C 76 reinforced, Class III, except provide Class V piping where indicated. 2.1.3.1 Joints: a. Bell and spigot with ASTM C 443 rubber gaskets. Provide a neutral agent as a lubricant. b. Tongue and groove with ASTM C 443 rubber gaskets. Provide a neutral agent as a lubricant. C. Tongue and groove with AASHTO M198, Type B preformed plastic gaskets. 05-88-8085 02720-4 Provide lubricants and primers as recommended by the manufacturer. 2.1.4 Corrugated Steel Piping: Fed. Spec. WW-P-405, Class I or II, Shape 1, circular. Minimum thickness of metal shall be 14 gage. 2.1.4.1 Paving and Coating: 2.1.4.1.1 Annular Corrugations: Fully bituminous coated, half paved, for pipe diameters less than 18 inches and fully bituminous coated, fully paved, for pipe diameters 18 inches and larger. 2.1.4.1.2 Helical Corrugations: Helically -corrugated pipe and fittings, when used with pipe joints, shall have a minimum of two factory -rolled annular corrugations at each end. 2.1.4.2 Standard Joints: Fed. Spec. WW-P-405 with coupling bands, except bands with projections will not be permitted. 2.2 DRAINAGE STRUCTURES: Construct of clay brick, solid concrete masonry units, or concrete, except that headwalls, gutters, top of curb inlets, and bases shall be concrete. Precast structures may be provided in lieu of cast -in -place concrete except for headwalls and gutters. Pipe -to -wall connections shall be mortared to produce smooth transitions and watertight joints or provided with ASTM C 923 resilient connectors. Bases shall have smooth inverts accurately shaped to a semicircular bottom conforming to the inside contour of the adjacent sewer sections. Changes in directions of the sewer and entering branches into the manhole shall have a circular cure in the manhole invert of as Large a radius as the size of the manhole will permit. 2.2.1 Precast Concrete Structures: ASTM C 478, except as specified herein. Provide an air content of 6 percent, plus or minus 2 percent and a minimum wall thickness of 5 inches. ASTM A 615 reinforcing bars. ASTM A 497 welded wire fabric. ASTM C 443 or AASHTO M198, Type B gaskets for joint connections. Provide a 4-inch layer of clean gravel bedding with a maximum size of 2 inches. 2.2.2 Masonry Materials: Shall conform to the following specifications and other requirements specified hereunder. 2.2.2.1 Brick: ASTM C 32, Grade MS, or ASTM C 62, Grade SW, except that the absorption test will be waived. 2.2.2.2 Concrete Masonry Units: ASTM C 139. 2.2.2.3 Mortar: ASTM C 270, Type M. 2.2.2.4 Water: Water for masonry mortar shall be fresh, clean, and potable. 2.2.2.5 Grout: COE CRD-C-621. 2.2.3 Catch Basins: 2.2.3.1 Standard Catch Basins: Provide as indicated. 05-88-8085 02720-5 2.2.4 Curb Inlets: Provide as indicated. 2.2.5 Headwalls: Provide as indicated. 2.2.6 Manholes: 2.2.6.1 Standard Manholes: Provide as indicated. 2.3 METAL ITEMS: 2.3.1 Frames, Covers, and Gratings: Fed. Spec. RR-F-621, and shall be of cast-iron construction; figure numbers shall be as specified herein. Frames, covers, and gratings in paved areas shall be RR-F-621, Type I traffic design. 2.3.1.1 Catch Basin Figure Numbers: a. Frame: Figure 6, Size 22A b. Grating: Figure 4, Size 22A, Style 1 C. Steps: Figure 19 2.3.1.2 Curb Inlet: a. Frame: Figure 4, Size 22 b. Cover: Figure 12, Size 22 2.3.2 Manhole Steps: Steps are required in drainage structures more than 4 feet deep. Steps shall have a maximum spacing of 16 inches. 2.3.2.1 Cast Iron: Fed. Spec. RR-F-621. 2.3.2.2 Steel Encapsulated Plastic or Rubber: Fed. Spec. RR-F-621, except as specified herein. Steps shall be steel reinforcing bar encased in polypropylene plastic or rubber, pressure -molded to the steel, with a minimum cross -sectional area of 1 inch. Steel reinforcing shall be continuous through the entire length of the legs and tread. Steps shall have a depressed tread or a 1/2-inch minimum height cleat at tread ends. 2.3.2.2.1 Steel Reinforcing: ASTM A 615, No. 3, Grade 60; or No. 4, Grade 40. 2.3.2.2.2 Plastic: ASTM D 2146, Type II, Grade 16906, copolymer polypropylene. 2.3.2.2.3 Rubber: Rubber shall meet the physical requirements of ASTM C 443, except the Shore A durometer hardness shall be 70 plus or minus 5. 2.4 FLARED ENDS: NCDOT "Standard Specifications for Roads and Structures" and NCDOT "Roadway Standards." If concrete pipe is provided, materials shall be reinforced concrete only. Flared ends are included in the lengths of pipe indicated. Grading at flared ends, unless otherwise indicated, shall be in accordance with the applicable standards of the NCDOT "Roadway Standards" with respect to the type of material used for flared ends, i.e., concrete or metal. 05-88-8085 02720-6 2.5 EROSION CONTROL RIP RAP: Provide nonerodible rock not exceeding 15 inches in its greatest dimension and choked with sufficient smaller rocks to provide a dense mass with a minimum thickness of 18 inches. 2.6 BURIED UTILITY WARNING AND IDENTIFICATION TAPE: Provide detectable aluminum foil plastic backed tape or detectable magnetic plastic tape manufactur- ed specifically for warning and identification of buried piping. Tape shall be detectable by an electronic detection instrument. Provide tape in rolls, 3 inches minimum width, color coded for the utility involved with warning and identification imprinted in bold black letters continuously and repeatedly over entire tape length. Warning and identification shall be CAUTION BURIED STORM DRAINAGE PIPING BELOW or similar. Use permanent code and letter coloring unaffected by moisture and other substances contained in trench backfill material. Bury tape with the printed side up at a depth of 12 inches below the top surface of earth or the top of the subgrade under pavements. PART 3 - EXECUTION 3.1 INSTALLATION: The following requirements shall apply to piping installa- tion except as specified otherwise. 3.1.1 Pipe Laying and Jointing: Inspect pipe and fittings before and after installation; defective piping shall be replaced with new materials. Provide facilities for lowering sections of pipe into trenches. Lay pipe with the bell ends in the upgrade direction. Adjust spigots in bells to give a uniform space all around. Blocking or wedging between bells and spigots will not be permitted. Replace pipe or fittings that do not allow sufficient space for proper calking or installation of jointing material with new pipe or fittings of correct dimensions. At the end of each day's work, close open ends of pipe temporarily with wood blocks or bulkheads. Provide batterboards spaced not more than 26 feet apart along the trench or use the laser beam method for ensuring proper slope and elevation. Pipe grades or joints that are disturbed after laying shall be removed, cleaned, and reinstalled. 3.1.2 Connections to Drainage Piping: Furnish materials required to make connections into drainage piping, and perform excavating, backfilling, and other incidental labor as required. 3.1.2.1 New Drainge Structures: Provide new structures constructed on exist- ing and new piping. Remove portions of the existing pipe to construct the struc- tures. The pipe shall be cut or broken neatly so that the pipe ends will be approximately flush with the interior face of structure walls, but not protrud- ing beyond such face into the structure. Pipe -to -wall connections shall be mortared smoothly to provide watertight connections or provided with ASTM C 923 resilient connectors. 3.1.2.2 New Fittings: Install new fittings into piping for connections where new structures are not indicated and the inside diameter of the connecting pipe is 40 percent or greater than the inside diameter of the receiving pipe. Provide fittings of the same minimum thickness gage, coating, and class as the connecting pipe. The Contractor may opt to provide fittings of the same minimum 05-88-8085 02720-7 thickness or gage, coating and class as the receiving pipe. Cut portions of the existing pipe to install fittings. Provide approved adapters and connecting pieces for watertight connections between fittings and pipe. 3.1.2.3 Direct Connections: Install direct connections where new structures are not indicated and the inside diameter of the connecting pipe is less than 40 percent of the inside diameter of the receiving pipe. Bore hole into receiving pipe large enough to accommodate the connecting pipe. The connecting pipe end shall be flush with the interior face of the receiving pipe. Grout the connection with nonshrinking grout or provide approved watertight saddles and connecting pieces unless indicated otherwise. 3.2 SPECIAL REQUIREMENTS FOR INSTALLATION OF STORM DRAINAGE SYSTEM: 3.2.1 Cast -Iron Soil Piping: Recommendations of the pipe manufacturer. 3.2.2 Concrete Piping: ACPA "Concrete Pipe Installation Manual" or ACPA "Concrete Pipe Handbook," Chapter 9. Clean and dry surfaces receiving lubricants, cements, or adhesives. Affix gaskets to pipe not more than 24 hours prior to installation of the pipe. Protect gaskets from sun, blowing dust, and other deleterious agents. Remove loose or improperly affixed gaskets and provide new gaskets before installation of the pipe. Align each pipe section with the previously installed pipe section, and pull the joint together. If the gasket becomes loose and can be seen through the exterior joint recess when the pipe is pulled up to within 1.0 inch of closure, remove the pipe and remake the joint. 3.2.3 Corrugated Steel Piping: Recommendations of pipe manufacturer, except as specified herein. 3.2.3.1 Steel Pipe Coating and Paving: Prevent damage to bituminous coating and paving. If damage occurs, give damaged areas of pipe and couplings an application of bituminous material equal to that specified for the pipe or remove and provide new pipe, as directed. 3.2.3.2 Jointing: In making pipe joints, keep space between pipe and coupling free from dirt and grit so that corrugations will fit snugly. While tightening the coupling free from dirt and grit so that corrugations will fit snugly. While tightening the coupling band, tap it with a soft -head mallet of wood, rubber, or plastic to take up slack and ensure a tight joint. 3.2.3.2.1 Standard Joints: Recommendations of the pipe manufacturer. Fill the annular space between abutting sections of paved invert pipe with bituminous material after jointing. 3.2.4 Bedding Requirements: AWWA C600, Type 4, except as specified herein: Backfill to top of pipe shall be compacted to 95 percent of ASTM D 698 maximum density. Plastic piping shall have bedding to springline of pipe.. Materials shall be Class I or II as specified in ASTM D 2321 as follows: a. Class I -- Angular, 6 to 40 mm (1/4 to 1-1/2 in.), graded stone, includ- ing a number of fill materials that have regional significance such as 05-88-8085 02720-8 coral, slag, cinders, crushed stone, and crushed shells. b. Class II -- Coarse sands and gravels with maximum particle size of 40 mm (1-1/2 in.), including variously graded sands and gravels containing small percentages of fines, generally granular and noncohesive, either wet or dry. Soil Types GW,GP, SW, and SP are included in this class as specified in ASTM D 2487. 3.2.5 Masonry Work: 3.2.5.1 Mortar for Masonry: Do not use mortar that has attained initial set, i.e., hardened to the extent that additional mixing water is needed to restore workability. Use materials conforming to Type M of ASTM C 270, mixed in the proportions of one part Portland cement, 1/4 part lime paste, and 3 to 3-3/4 parts sand for brick masonry, concrete unit masonry, and for bedding cast-iron frames in masonry. 3.2.5.2 Mortar for Pargeting Masonry Walls: Do not use mortar that has attained initial set, i.e., hardened to the extent that additional mixing water is needed to restore workability. Use mortar mixed in the proportions of one part portland cement, 1/4 part hydrated Lime, and 3 parts sand for pargeting masonry walls below grade. 3.2.5.3 Brickwork: Lay brick in header courses in circular walls to form full and close mortar joints on the beds, ends, and sides in one operation. Make vertical joints radial from the center. Build brickwork around pipe inlets and outlets neatly, using sufficient mortar to seal the pipe tightly in the wall. Joints in walls other than circular shall be laid in stretcher courses with every fifth course to be a header course with full close joints. 3.2.5.4 Concrete Unit Masonry: Construct walls in horizontal courses, with vertical joints broken. Lay units in mortar and fill joints completely with mortar. 3.2.6 Curb Inlet and Catch Basin Construction: Provide base slab of cast -in -place concrete or precast concrete base sections. Make inverts in cast -in -place concrete and precast concrete bases with a smooth -surfaced semicircular bottom conforming to the inside contour of the adjacent sewer sections. For cast -in -place concrete construction, either pour bottom slabs and walls integrally or key and bond walls to bottom slab. Construct masonry walls of brick or concrete masonry units. Provide pargeting, a 1/2-inch minimum thickness, on exterior of masonry walls. No pargeting will be permitted on interior walls. Pargeting will not be required for precast concrete structures. Provide a smooth finish to inside joints of masonry and precast concrete structures. 3.2.7 Metal Work: 3.2.7.1 Workmanship and Finish: Form iron and steel airfield work to shape and size with sharp lines and angles. Provide shearing and punching to produce clean, true lines and surfaces. Make castings sound and free from warp and blow holes that may impair strength or appearance. Provide exposed surfaces with a 05-88-8085 02720-9 - ' L smooth finish and sharp, well—defined lines and arrises. Provide necessary rabbets, lugs, and brackets wherever necessary. After installation, remove mortar, dirt, and other deleterious materials from frames, covers, gratings, and steps. 3.3 FIELD TESTS AND INSPECTIONS: 3.3.1 General: Perform field tests and provide labor, equipment, and inciden— tals required for testing. 3.3.2 Piping Test: Check straight runof pipeline for gross deficiencies by holding a light in a manhole; a practically full circle of light shall show through the pipeline when viewed from the adjoining end of the line. *** END OF SECTION *** 05-88-8085 02720-10 SECTION 01560 ENVIRONMENTAL PROTECTION 1. ENVIRONMENTAL PROTECTION PLAN: The Contractor shall be responsible for the preparation and submission of an environmental protection plan. After the contract is awarded, but prior to the commencement of the work, the Contractor shall meet with the Contracting Officer, or his representative, and discuss the proposed environmental protection plan. The meeting shall develop mutual under— standing relative to details of environmental protection, including required reports and measures to be taken should the Contractor fail to provide adequate protection in an adequate and timely manner. Not more than 14 days after the meeting, the Contractor shall submit for approval his proposed environmental protection plan. 2. GENERAL REQUIREMENTS: The Contractor shall provide and maintain environ— mental protection during the life of the contract as defined herein. The Contractor's operations shall comply with all Federal, State, and Local regulations pertaining to water, air, solid waste, and noise pollution. 3. DEFINITIONS OF POLLUTANTS: 3.1. Non —hazardous wastes: Solid or liquid substances that are to be discard— ed by the Contractor and that normally do not constitute a hazard to man or to the environment. This includes, but is not limited to, paper, metal (other than toxic metals such as lead and mercury), masonry, wood, brick, stone, asphaltic concrete, plastics, rubber, rubbish and concrete. 3.2. Hazardous wastes: Solid and liquid substances that are to be discarded by the Contractor and that constitute a significant active or potential hazard to man and/or to the remainder of the environment. This includes, but is not limited to, asbestos, glass, lead, mercury, pesticides, herbicides, other toxic chemicals and waste, liquid petroleum products, human excrement, garbage, sedi— ment, and radioactive materials. 3.2.1. Sediment: Soil that has been eroded and transported by running water. 3.2.2.. Garbage: Waste foodstuffs. 3.2.3. Human excrement: Solid or liquid wastes produced by the human body. 4. PROTECTION OF NATURAL RESOURCES: 4.1. General: It is intended that the natural resources within the project boundaries and outside the limits of permanent work performed under this con— tract be preserved in their existing condition or be restored to an equivalent or improved condition upon completion of the work. The Contractor shall confine his construction activities to areas defined by the work schedule, plans, and specifications. 4.2. Land Resources: The Contractor shall not remove, cut, deface, injure, or destroy trees or shrubs without written permission from the Contracting 05-88-8085 01560-1 Officer. No ropes, cables, or guys shall be fastened to or attached to any existing nearby trees for anchorages unless specifically authorized. Where such special emergency use is permitted, the Contractor shall be responsible for repairing or replacing any damage resulting from such use. 4.2.1. Protection Plan: Where trees may possibly be defaced, bruised, injured or otherwise damaged by the Contractor's activity, equipment, or by his dumping, or other operations, the Contractor shall submit a plan for protecting such trees. Monuments, markers and works of art shall be protected before begin— ning operations. 4.2.2. Repair or Restoration: Any trees or other landscape features scarred or damaged by the Contractor's equipment or operations shall be repaired and/or restored to their original condition at the Contractor's expense. The Contract— ing Officer shall approve the repair and/or restoration planned prior to its initiation. 4.2.3. Temporary Construction: The Contractor shall obliterate all signs of temporary construction facilities such as work areas, structures, stockpiles of excess or waste materials, or any other vestiges of construction as directed by the Contracting Officer. 4.3. Water Resources: It shall be the responsibility of the Contractor to investigate and comply with all applicable Federal, State, and Local regulations concerning the discharge (directly or indirectly) of pollutants to the under— ground and natural waters. All work under this contract shall be performed in such a manner that any adverse environmental impacts are reduced to a level that is acceptable to the Contracting Officer. 4.4. Oily Substances: At all times, special measures shall be taken to prevent oily or other hazardous substances from entering the ground, drainage areas, or local bodies of waters in such quantities as to affect normal use, aesthetics or produce a measurable ecological impact on the area. 4.5. Historical and Archeological Resources: All items having any apparent historical or archeological interest which are discovered in the course of any construction activities shall be carefully preserved and reported immediately to the Contracting Officer for determination of actions to be taken. 5. EROSION AND SEDIMENT CONTROL MEASURES: 5.1. Burn —off of Ground Cover will not be permitted. 5.2. Reduction of Exposure of Unprotected Erodible Soils: Earthwork which has been brought to final grade shall immediately be paved or otherwise finished as indicated and specified. All earthwork shall be planned and conducted in such a manner as to minimize the area and duration of exposure of unprotected soils. 5.3. Temporary Protection of Erodible Soils: Such methods as may be neces— sary shall be utilized to effectively prevent erosion and control sedimentation, including, but not limited to, the following: 05-88-8085 01560-2 5.3.1. Mechanical Retardation and Control of Runoff: The rate of runoff from the construction site shall be mechanically retarded and controlled. This includes construction of diversion ditches, benches, and berms, to retard and divert runoff to protected drainage courses. 5.3.2. Sediment Basins: Sediment shall be trapped in temporary or permanent sediment basins. The basins shall be designed (sized) to accommodate the runoff of a local 10—year storm and shall be pumped dry and all sediment removed after each storm. Overflow shall be by paved weir or by vertical overflow pipe, drain— ing from the surface. The collected sediment shall, for example: (1) be return— ed to the source of erosion, (2) be used as fill on the construction site, or (3) be used as fill at other sites. The Contractor shall institute effluent quality monitoring programs as required by State and Local environmental agencies. 5.3.3. Buffer Zones: No land —disturbing activity shall be permitted in prox— imity to a lake or natural watercourse unless a buffer zone is provided along the margin of the watercourse of sufficient width to confine visible siltation within the twenty—five percent of the buffer zone nearer the land —disturbing activity, provided, that this paragraph shall not apply to a land —disturbing activity in connection with the construction of facilities to be located on, over, or under a lake or natural watercourse. 5.3.4. Angle for Graded Slopes and Fills shall be no greater than the angle which can be retained by vegetative cover or other adequate erosion control devices or structures. In any event, slopes left exposed will, within 30 work— ing days of completion of any phase of grading, be planted or otherwise provided with ground cover, devices or structures sufficient to restrain erosion. 5.3.5. Revegetation: Whenever land —disturbing activity is undertaken on a tract comprising more than one acre, if more than one continguous acre is uncov— ered, a ground cover sufficient to restrain erosion must be planted or otherwise provided within 30 working days on that portion of the tract upon which further active construction is not being undertaken. 6. CONTROL AND DISPOSAL OF HAZARDOUS AND NON —HAZARDOUS WASTES: 6.1. Non —hazardous wastes shall be picked up and disposed of daily or placed in containers which are emptied on a weekly schedule. All handling and disposal shall be so conducted as to prevent contamination of the site and any other areas. The Contractor shall transport all such waste and dispose of it in the Base Sanitary Landfill, unless otherwise approved. If transporting any material off Government property, the Contractor shall provide the Contracting Officer a copy of State and/or local permit which reflects the responsible agency's approv— al of the disposal area and proposed waste disposal methods. Rubble such as masonry, stone, concrete, and brick shall be deposited at the masonry rubble disposal site or off Government property. At the masonry rubble disposal site rock riprap is not to be pushed or dumped from the top of the bank into the water. Material shall be placed by clam shell or other suitable equipment. All riprap material will consist of rock, concrete, or other clean building rubble. No asphalt is to be used and no marsh or wetlands will be filled as a result of this work. The toe of the riprap shall not extend any further than 15 feet 0015608585 waterward of the mean high water (mhw) contour. All work shall comply with Department of the Army Permit Number SAWC082N-067-0170. Upon completion, the work and disposal areas shall be left clean and natural looking. All signs of temporary construction and activities incidental to construction of the required permanent work in place shall be obliterated. 6.2. Hazardous Wastes: 6.2.1. Garbage Disposal: The Contractor shall transport his garbage to the Base Sanitary Landfill. The preparation, cooking and disposing of food are strictly prohibited on the project site. 6.2.2. Sewage, Odor, and Pest Control: Chemical toilets or comparably effec— tive units shall be used with wastes periodically emptied into municipal, dis— trict, or Base sanitary sewage systems. Provisions shall be included for masking or elimination of odors and pest control. Compliance with Federal, State, and Local regulations shall be established by the Contractor providing the Contracting Officer with a copy of the permit or license when applicable. 6.2.3 Liquid wastes shall be stored in corrosion —resistant containers, removed from the project site, and disposed of not less frequently than monthly unless directed otherwise. Disposal of liquid waste shall be in accordance with Federal, State, and Local regualations. Fueling and lubricating of equipment and motor vehicles shall be conducted in a manner that affords the maximum protection against spills and evaporation. For oil and hazardous material spills which may be large enough to violate Federal, State, and Local regula— tions, the Contracting Officer shall be notified immediately. *** END OF SECTION *** 05-88-8085 01560-4 Interpolation of Asp at it's Elevation Elevation Area (ft) (ft-2) Permanent Fool: 12 3923 Storage pond 14 Asp 10 Year Flood 14 8302 Asp- App + [(A10 - App) I (ELsp - ELpp)/(EL10 - ELpp)] Asp - Storage Volume provided, VOLpro: Side slope: 3:1 lilt Volume 1, V1- App } d 3923 ft*2 r ? ft - V1= Volume 2, V2= (Asp App) $ d 4 L5 V2= VOLpro - V1 + V2 : 7846 ft"3 + 2 ft'3 VOLpro= Note: VOLreq < VOLpro excess storage is available, therefore Basin Size is Acceptable 4 Excess Storage =1 - (VOLreq / VOLpro) r 100 0 % Excess Storage 8302 ft"2 7846 ft"3 4379 ft"3 12225 ft"3 33.104<-------- BUILDING NO. 1 li 1) RECHARGE ,RATE (ft./day) 4.8 P) TRANSMISSIVITY 'sq. ft./day) 600 3) SPECIFIC YIELD .3 4i BEGINNING TIME 1 INAL TIME (days) 3 TIME INCREMENT (days) 5) END OF RECHARGE, PERIOD (days) 5 b) BEGIN14ING DISTANCE (ft.) 0 FINAL DISTANCE (ft.) 150 DISTANCE INCREMENT (ft.) 10 7) DEPTH TO WATER (ft.) 12 8) ANGLE FiiOM X— AXIS (deg.) 13.5 9) DISTANCE TO STREAM (ft.) 1500 10) CALCULATE MOUND PROFILE YES 11) CALCULATE DISCHARGE TO STREAM NO. lam) BASIN WIDTH (ft.) 75 13) BASIN LENGTH (ft.) �(.) . WATER TABLE ISO TIME 5 (DAYS) PRESS <ENTER> TO CONTINUE ;4 0 DISTANCE (FT) GROUND 5 BUILDING NO. 2 i) RECHARGE RATE (ft./day) 4.8 2) (RA wSm ,SblJl?Y (sq. ft./day) °Ov SPECIFIC YIELD s 4) BEGINNING TIME 1 FINAL TIME (days) 5 TIME INCREMENT (days) i END OF RECHARGE PERIOD (days) 5 6) BEGINNING DISTANCE (ft.) 0 FINAL DISTANCE (ft.) i50 DISTANCE INCREMENT (ft.) 10 7) DEPTH TO WATER (ft.) 9 8) ANGLE FROM X- AXIS (deg.) i0 9) DISTANCE TO STREAM (ft.) 1000 10) CALCULATE MOUND PROFILE YES 11) CALCULATE DISCHARGE TO STREAM NO 12) BASIN WIDTH (ft.) i00 13) BASIN LENGTH (ft.) 30 WATER TABLE 150 TIME 5 (DAYS) PRESS <ENTER> TO CONTINUE 0 DISTANCE (FT) GROUND 150